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RC-11-2142Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number. INSP- 174114 Permit Number: RC -11 -11 -2142 Inspection Date: May 24, 2012 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Spot Survey Owner: SFARA, VERONIQUE Work Classification: Addition /Alteration Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Phone Number (305)799 -2006 Parcel Number 1122320280090 Project: <NONE> Contractor: LANDSTONE BUILDERS INC Phone: (786)306 -3433 Buildina Department Comments ADDITION AND REMODELING FOR SINGLE Family RESIDENCE Inspector Comments Passed Failed E] Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 May 24, 2012 L, Page 1 of 1 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 176154 Permit Number: RC -11 -11 -2142 Scheduled Inspection Date: July 24, 2012 Inspector: Rodriguez, Jorge Owner: SFARA, VERONIQUE Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Project: <NONE> Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition /Alteration Phone Number (305)799 -2006 Parcel Number 1122320280090 Contractor: LANDSTONE BUILDERS INC Phone: (786)306 -3433 Building Department Comments ADDITION AND REMODELING FOR SINGLE Family RESIDENCE July 23, 2012 For Inspections please call: (305)762 -4949 Page 18 of 25 Inspector Comments Passed Failed O Correction Needed ❑ Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. July 23, 2012 For Inspections please call: (305)762 -4949 Page 18 of 25 a Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 LA INSPECTION'S PHONE NUMBER: (305) 762.4949 1 I'Z�, BU. L ING PE RNJITA,PPLICATION FBC 2 Permit Type: BUILDING ROOFING FF-fE-- )RECEIVED NOV 17 2011 ,BY:. Permit No Master Permit No. I— G I I 14 E Tenant/UsseejjName:: lE%_ Email: V. d JOB ADDRESS: St City: Miami Shores County: Miami Dade Zip: ) Folio/Parcel #: 9 Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: �it/`"'�!t"� lcl y) 1�i� ��Phone #: ' tL'� �6 3c, / Address: City: State::�,� , Y Zip: Qualifier Name ri �� 'N"'� \ Phone#• i;g-�'6 "33 State Certification or Registration #: Certif Cate of C*petency: #: Contact Phone #: `3�o 6 3L� 3' Email Address: \✓I' � (�,cJ ��1W v��% �\ i5`cc� -i DESIGNER: Architect/Engineer: Phone#: . 0, am. cx� Value of Work for this Permit: $ Square/Linear Footage of Work: L . so Aft 111 M Type of Work:,RAddition DAlteration ONew ORepair/Ideplace ODemolition Description of Work: 4100 '►"1�C a) � � � `'`"� s �a /1� . j ('�c � �^� c — Submittal Fee $ ISO jp Permit Fee $ Scanning Fee $ Radon Fee $ a CCF $ CO/ cc $ DBPR $ Bond Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review `�� ; " i C) 0 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 s, 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 t, PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IIF T°�6V - 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. C�Signature Signa Owner or Agent n Contractor The fo oin instrument led C4 before me The foregoi g instrument was acknowledged before me i r7 day of 20 11 b Y , 20, bYa/ who ' ,pe Hall own to me or who has pro aced o is personally known to me or who has produced ' V ��i entification and who did take an oath. as:identification and who did take an oath. .NOTARY PUBLIC: Structural Review Clerk (Revised 07110 /07)(Revised 06 /10/2009)(Revised 3/15/09) 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 FBC 20 Permit Type: BUILDING ROOFING APR 10 2011 Permit No. Master Permit No. =,I 1 ? OWNER: Name (Fee Simple Titleholder): Phone#: Address: COF-0 N'l'� �O� 15F 7 City: M ` Az-v State:. �� Zip: Tenant/Ussee Name: Phone#: Email: JOB ADDRESS: J ® 910 06 ( 0-5- City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes / NL� Flood Zone: CONTRACTOR: Company Name: to �� 1 `��?i5 e�V4 � Phone#: Address: / D67% 5 t,.� `Q _,W JD ��- � 7; ----U City: hA ( A- - State: `;� 7 ( 'N-3 Qualifier Name: V G� Phone#: State Certification or Registration #: �'- S© 19 Certificate of Competency #: Contact Phone#: 366 ' '( 53 Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work: t7�V,� ��'l �� ` Submittal Fee $ Permit Fee Scanning Fee $ Radon Fee $ Notary $ 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 of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signa Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this W day of , 20 _, by day of (L, -, , 20 a4 % L j ' 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. NOTARY PUBLIC: Sign: as identification and who did take an oath. NOTARY PUBLIC: ��,�` ° ° ° � Q lb'� tttr�i Sign: Print: Print: My Commission Expires: My Commission Expires: APPROVED BY 4azr % eZJ Plans Examiner Zoning Structural Review Clerk (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) I c'' • 'N RECEIVED NOV 17 2091 BY: CUMULATIVE SUBSTANTIAL IMPROVEMENT VERIFICATION WORK SHEET In accordance with FEMA regulation and Miami Shores Village Flood Damage Prevention Ordinance the costs of all improvements must be monitored. The costs of any improvements in the past 12 months and the costs of any proposed improvements must be shown on the worksheet. The cost of improvements must include demolition, raw and finished materials (include those donated), labor (including volunteer and self- performed), construction supervision and management, and overhead and profit. A list of items the costs of which are to be included as well as those excluded is attached for your reference. (A Couv of the Contract must be attached) PROPERTY OWNER: PERMIT # C J1 i - ADDRESS: Oro -- I0S c5 1 FOLIO NUMBER: FLOOD ZONE: BASE FLOOD ELEVATION: FREEBOARD: EAST OF FL.CCCL: COST OF PAST IMPROVEMENTS (12 MONTHS): COST OF PROPOSED IMPROVEMENTS: 3c-0 I Gc7 . co (ATTACH COPY OF CONTRACT) TOTAL CUMULATIVE COST OF IMPROVEMENTS (past and proposed): iu , vov ' VALUE OF PRINCIPAL STRUCTURE (attach appraisal): 1p 2'o / 2s*z." OWNERS SIGNATURE: q DATE: t 0 � o PLAN REVIEWER SIGNA Created on June 2009 -�Ood 14el-�ral SUBSTANTIAL IMPROVEMENT / DAMAGE LIST (NOTE: THIS LIST IS INTENDED FOR GUIDANCE ONLY, AND IS NOT ALL INCLUSIVE) ITEMS TO BE INCLUDED ALL STRUCTUAL ELEMENTS, INCLUDING Foundations including; Spread footing, Continuous footing, isolated footing, piles and pile caps Slabs including; Monolithic, floating, elevated Walls including; Exterior walls, Bearing walls, Shear walls Beams, Tie Beams, Columns and Posts Wood decking, Floor and Roof Sheathing Trusses, Joist Windows /Doors ALL BUILDING ELEMENTS, INCLUDING Interior Partitions, Walls, Columns Drywall, Ceilings, Built in Furniture, Cabinets, Vanities All Fixtures Flooring, Tile, Carpet, Stone, Linoleum, ect. All Finishes including Drywall, Paint, Stucco Plaster, Paneling, Tile, Marble, and Moldings Roofing Material ALL HARDWARE ALL UTILITY and SERVICE EQUIPMENT HVAC Electrical System and Equipment Plumbing System and Equipment Security System and Equipment Central Vacuum System Plumbing Fixtures Lighting Fixtures and Ceiling Fans Water Systems including Softeners /Filtration Created on June 2009 ALSO: All Labor and other Costs associated with Demolition, Removing, Replacing, Installing Building or Altering Building Components Construction Management / Supervision Overhead and Profit Equivalent cost for: Donated Materials Volunteer Labor (including owners and friends) Any Improvements Beyond Pre - damaged Condition, including; Utility Upgrades Code Upgrades ITEMS TO BE EXCLUDED Plans and Specifications Survey Costs Elevation Certificate Costs Permit fees Debris Removal Items not considered to be REAL Property Rugs, Furniture, Refrigerator, Appliances not Built -in Outside Improvements, Including; Landscaping Sidewalks Patios Fences Yard lights Sheds Gazebos Irrigation Pool OF . ".w _T NfiiamMade My Home My Home N 3, r Show Me: Property Information Search By: Select Item Text only Property Appraiser Tax Estimator Property Appraiser Tax Comparison Summary natama- Folio No.: 00 SINGLE FAMILY Property* 1080 NE 105 ST Mailing EVELYNE E COSTELLO Address: GLE FAMILY 11 653 1080 NE 105 STREET MIAMI Floor s: FL Units: 33138- Pmnarty Infnrmatlnn- dory Zone. 00 SINGLE FAMILY ]RESIDENCE UC: 01 RESIDENTIAL - ildm Value: GLE FAMILY 11 653 arket Value: Floor s: $31�2 Units: $373 588 rg SCI F e: 304 Lot Siz; 11,250 SO FT ear Built: 54 AMI SHORES TATES PB 47 -58 LOT Legal LK 1 LOT SIZE [4270-2538 on: 000 X 150 COC 05 2005 5 26918-3542 0509 30 Asseaamant Informatinn- ear 2011 2010 Land Value: $163 306 135 560 ildm Value: $210282 11 653 arket Value: $373 588 7 213 Value: $373 588 7,213 Taxable Value Information: ear: 2011 2010 Taxing Authority: Applied Exemption/ Taxable Value: Applied Exemption/ Taxable Value: Regional: $0/$373, 588 $0/$347,21 County: /$373, $01$347,21 3 /$373!5881$0/$347,213 hoot Board: /$373 $0/$347 213 Sale Information: e Date: /2009 e Amount: 20 500 ale O/R: es ualification ascription: rensactl involving II= parties (family, landlord- tenant Additional Information: lClick here to see more information for fhis Y: .mm�unifv I)AyAlnnmwrM r)iaMirl Page 1 of 2 Aerial Photography - 2009 0 114ft My Home I Properly Information I Property Taxea My Neighborhood i Progeny Angmlner Home I Using Our Site I Phone Directory Privacy Disclaimer If you experience technical difficulties with the Property Information application, or wish to send us your comments, questions or suggestions please email us at Webmaster. Web Site 0 2002 Miami -Dade County. All rights reserved. http: / /gisims2. miamidade .gov /MyHome /propmap.asp Legend Property Boundary Selected Property Street >J Highway vi Counl -Dade MY . Water W+ E S 11/17/2011 04/23/2012 15:22 3052648996 LANDSTONE BUILDERS 1 PAGE 01101 t ,s �IAM -DADE COUNTY 2011 LOCAL SUSINESS TAX RECI:fIF.TT 2012 FIRST -CLASS T 14b w�FLi.Lj GLER ST, MIAM, -DanE COUtiT�t - ;7AFE OF F4CAIDA u„5. P05TAGE 1st BOOR EXPIRES SEPT. 30.2012 PAID MIAMI, FI, 33130 PURSUE RE bC�OUNTY fCOUR PLACE OF $A saw S & 10 PERMIT MIAMI, 595523 -3 THIS IS NO = A BILL - ISO NOT) PAY RENEWAL OuInMHURMFEVERS INC 304 STATEPIPSETWO7818621250 -0 7005 N WATERWAY DR 33155 UNIN DADE COUNTY 0wt%DSTCNE BUILDERS INC seal 'gOfrith BUILDING CONTRACTOR WORKER /S LOCAL T L'AL LEIPT. R DOE8 NOT PERMIT THE KOLDER TO YIO,.AtE ANY 2WING 4Aw.OF THE COUNTY 0a crmm " DO 140T FORWARD DOES it rXEWT TtlC "M VAWJ ANY ER PERN CATION 0` LANDSTONE BUILDERS INC M HOt� QUAAUR� MONS. VICENTE CAMMARANO p 7005 N WATERWAY DR 304 am—mm", TAX MIAMI FL 33355 CO 60040000241 000075.0o i:: i!„:l i��, �fi, i.!„ i,! „,!,!l :si „Ti! „! „ii, ►,il,l,eli.t SEE OTHER SIDE NOTWE OF COMMENCEMENT AMOUSCOff 11WJWM79W7WjWxMff7=jjFF=r=w= THE UNIXF41134M hereby 9WW MOM that kpovernerfis vii! be Wq)8ftWd In 130100rdOnDOW11111 GhqAer713. RodftSWWM thal b PmvkW In this Notice of ConunercerTwIL 1. Legal d=cv#don of Wbparty erd WeWaftem CF-tit 2012R0035640 OR Bk 27964 Pq 4158; (1ps) RECORDED 01/13/2012 14:20:02 HARVEY RUVINP CLERK OF COURT MIAMI —DARE COUKTYP FLORIDA LAST PAGE COUNTY OF DAI)E this ism true G, YON* �i . it 4 County, Ults cou pats T co t et.bva rwarved forum of recordwa asim 5 &V T"-L,53130 6- Surety: Psyrourd bond MqAred by awr"" from cm*acto; ff erly) Name, Wkivem MW plum Amount of bond $ (L Lendert nerns and address; 7. Persons within the Shft of Fbrkh designated by Owner upon whom notices or other docunwft may be served as PmvkW by Section 713.13(1)(a)7, RwWs fta*nj Nw^ addma ard Morts tL M ac 10 hffs*, Owners dOW91111189; the figawkV pwsm* to receive a copy of the Liences Notice as pvMW in section 713.13(1)0* Fonda Stehfies. bkmvk address and phons, number COLMN OF KGARMHDADE Tf- f-saning bwhumor* was berom me th% — day 7-0 rzE- 0 hdvwuft or U as for U personagy WMM Or j4poftmd the WowhV type so-fidm Of Notary F*d Name: MMEWIM 229M ELSEM GrATLITIM N Urd8r PWOMM Of Pw�ff% I dwhus OW I hma fad the ftregft and _ctory Public State of Florida that the facts In It are tnuk to Nis best of my krxwAxfp MW beW. (Aarsss Egana D940681 4e, k'0MM'ssiQr) D13940681 of - j�ppirFs I air wner(s)'s *urthorland OMoodMrsdvA11WftwA&nagw • who digned abom 11/12013 ewo.VV Bypmw 07 BY Ums-a WW3 WW Am , V _ 07/30/2013 12:11 3052359095 MANNY MIRANDA INS PAGE 01/01 CERTIFICATE OF INSURANCE This certifies that ❑ STATE FARM FIRE AND CASUALTY COMPANY, Bloomington, Illinois ❑ STATE FARM GENERAL INSURANCE COMPANY, Bloomington, Illinois ❑ STATE FARM FIRE AND CASUALTY COMPANY, Scarborough, Ontario ® STATE FARM FLORIDA INSURANCE COMPANY, Winter Haven, Florida ❑ STATE FARM LLOYDS, Dallas, Texas insures the following policyholder fror the coverages indicated below. Name of policyholder A -1 ATLANTIC COASTAL ELECTRIC INC. Address of policyholder 17305 SW 109TH CT Location of operations MIAMI, FL 33157-4045 Description of operations Business Of£ica The policies listed below have beeen issued to the policyholder for the policy periods shown. The insurance described in these policies is subject to all the terms exclusions, and conditions of those policies. The limits of liability shown may have been reduced by any paid claims, POLICY PERIOD LIMITS OF LIABILITY POLICY NUMBER TYP' E OF INSURANCE Effective Date i Exphation pate (at beginning of policy period) Comprehensive __ -_ Busihess Liability , ---- - -- --------------- _...,•----- ....------- - - - - -- ------------------ !--. ------------- -- This insurance Includes: Piroducts - Completed Operations [] Ciontractual Liability ❑ Underground Hazard Coverage ❑ Fiersonal injury ❑ #dvertlsing injury ❑ Explosion Hazard Coverage ❑ Collapse Hazard Coverage o' 98- BH- M964 -6 F POLICY NUMBER EXCESS LIABILITY 0 Umbrella Wfters' Compensation anid Employers Liability TYPE OF INSURANCE, Effective Date ; Expiration 01/15/13 01115114 , POLICY PERIOD Effective Date ? Exo1raflon Dat® BODILY INJURY AND PROPERTY DAMAGE Each Occurrence $ General Aggregate $ Products - Completed S Operations Aggregate BODILY INJURY AND PROPERTY DAMAGE= (Combined Single Limit) Each Occurrence $ Aggregate $ Part 1 STATUTORY Part 2 BODILY INJURY Each Accident $100,000 Disease Each Employee $100,000 Disease - Policy Limit $500,000 LIMITS OF LIABILITY tat beninnirm of oolicv period) THE CERTIFICATE OF INSURANCE iS NOT A CONTRACT OF INSURANCE AND N - ER AFFIRMATIVELY NOR NEGATIVELY AMENDS, EXTENDS OR ALTItRS THE COVERAGE APPROVED BY ANY POLICY DESCRIBED HEREIN. tf any of the described policies are canceled before its expiration date, State Farm will try to mail a written notice to the certificate holder 30 days before Name arai Address of Certificate Holder cancellation. if however, we fail to mail such notice, obligation or liability will be imposed on State F or its or representatives. MIAMI SHORES VILLAGE 10050 WE 20 AVE an MIAMI SHORES, FL 33138 g t a A o res Repentative p, 07/30/2013 • '1-� Date FAX: 305-756-6972 Agent's Code Stamp AFO Code f 60 0 65&M a.3 04.1998 Pfinted In U.S.A. E 07- 31 -'13 06 :43 FPOM- ' •k � STATI, OF' Yr'iOliID19: . DEVIUil'bONT 03s' RULTH I ONS><'IE S)r'WPi(vE• TjWh%'LdNT AND• 3)i^„�r`POM SYSTEK COMMUCTION INSPECTION AND P114AL AMOVAt A��ccANT: .Verontque,Lestrade AGENT t • . C. David Mow (Q., baVfd Marton, Oro test) PAoftRTY ADDRESS: 1080.N1? 105 St Mianil; FL 33'138 IATt D%06K: sUj1UiVieYVN: mmili•Shbres. WOW. , . ZD$: '.414232,028,6090 T -624 P0011/0016 F -799 AaaLxcA�ION �:Ap'1a54$66.. " i:"04082d44 V= PA:u:07/23/2013 Fez; PAxb:100.:fl0; mcam # =1.3+04192721 LTT � pm vaT Es OoRRCn. cittdi&D EXI. YTmid ARyI i T Sab i i TANK, iN$T:►LLAfiION SETBACKS I ] tail TAiitc Sidi; 111 1300:00: • (2) 750.00 [ ] (87) SURFACX WATER FT 1; .] 1021 TAft Wm9t" Polyethylene E ) 1281 pxTC9HS FT E 1 103] 0UTLZT• DEVIOL [ ] (29] PRYVATE Wr3LLS FT ( ] - 1041 kdLTI- c11AM9FZD ILL. N ] I ] 1301 PUBLIC WELLS E I tos] OUTLET FuTSR 41 el, . t l E8't] 1RRIGAT109 W&AS FT E [061 • LEGEND 1. 2"04,RM16g 2. 28 -004. 01804 E ] [323 VOTABL'8 -WATER 40 FT E I 1071 . VhTSMIGHT , E I (331 BVYLDING FOUNDATIONS 5 1rT t 1 too] LEVEL , • E I (341 PROPERTY LMS 5 PT [ ] f 00. • `ptm Td. LID [ ' 1 135) OTHER FT ARAi"IELD INSTALLATION BILLED• / NOUM sYsTEM 1 I [101 AA E11 678 Eel_ SQFT [ ] 1361 DVATOVxELD COVER E 1 Eli] DISTRIBUTION 808 HBADSR X C 1 E371 MUIDER3 E 1 13.21 *MHBR 00 M%TNLINES 1. 1' a 2. E 1 136]' StaOPK9 1 1 (131' DRAIN&INE SEPARATION I 1 E391 STABZLIZATION 07/24/2013 E 1- (141 DRASti ft. SWft I I 115]' DEPTH or com ADDITIONAL INr0A1&S!iON t ] Ei61 XTEVATiON t �/ BBLOR 1BK 24_.60 1 1 1401 UNOBSTRUCTED AREA [ ]. E171 8YSTRK Lb0kTION E 1 (41) 8�0RMidATZR mworF I 1 118] DO8I90 RTjbws 1.00 t 1 [421 MAWS E 1 (191 AGGMrATE SZZZ [ I (431 bWKk%WWCE AGREEMENT E l (20] 7i(;MGATE EXCE98r a FT1 E8 ( 1 1441 BUILDii7G AREA 1 ] 1221' A*02raATE DRPtH E ] E461 LOCATION CONFORMS WITH SIT£ PLAN FZXTa / EXCAVATION 11ATERIA7. ( I E4¢) rime SITE GRADING 1 1 (221 FILb AMOUNT 1 1 1471 CONTRACTOR John L Hanlay (MR CIS PL) E .1 1231 FILL TEXTURE I ] [483 OTPER Drip irrigation - Netaflm E 1 [24] EXCAVAT1011 DEPTH ABANDONMENT [ ] 1253 AREA REPLACED I I 1491 TANK PUMPED ( 1 •1261 REPXkdZ1&XT baTSlt1AL [ 1 1501 TANK CRUSHED s FILLED Go=cntai 'Comments are on page 2. t oalsTiuircxOi� t A�aggAvels ! DYSAPPROVED I j Dade CHD DATE: 07/26/2013 Ronald E Cove (13ade County FAVtronme;Gl eaphh) SYSTF�i E AF880i1BD DISApPitOVED 11 � �� Dade CHD DATE: 07/25/2013 oea , vo a ounij+�Tio smenieYl�ealihj'�"""""' (zwianetsan of violation on following Onva) DH 4015, 08/09 (Obsoletcs all previous editions which a►ax not be used) XAcorp6matedt 6486.003, FAC Page 2 of 3 EH database v 1.0.1 pP OUBGS 9100820da i i JUN 1 3 avid Morton 1-1U. 111U. rwvuucffq E-? Y »° °ARCHITECTS/PLANNERS/CONSTRUCT-ION ADMINISTRATORS C. David Morton, AIA, NCARB Architect 6 June 2013 Mr. Norman Bruhn, Building Official — Miami Shores Village 10050 Northeast Second Avenue Miami Shores, Florida 33138 Re: Single Family Residence at 1080 N. E. 105th Street Permit No. RC11 -2142 Owner: Veronique Lestrade Dear Mr. Bruhn: Florida Lic. No. AR0005039 North Carolina Lic. No. 8091 Please be advised that as Architect of Record and Special Inspector for the structural envelop on the referenced project, I have inspected the entire engineered unit masonry, including, but not limited to, the mortar, horizontal reinforcement, filled cells, columns, lintels, reinforcing steel, and concrete pours. I have found them to be in conformance with the approved plans and the applicable Florida Building Code. Additionally, I had reviewed the truss installation after it was completed, and found it also to be in conformance with the design drawings and requirements. No trusses were in excess of the 35' threshold set for supervision of off - loading and placement. The roof sheathing was also in compliance with code requirements. It should be noted that the masonry pocket door closure panels for the two sliding glass door units on the south lower fagade which had been excluded from my prior certification have since been inspected and completed. That installation was in conformance with the approved plans. Finally, the steel reinforcing for the Pool Equipment Pod which had been noted as inspected on my previous letter has been poured and that element has been finalized. Accordingly, the structural envelop for the referenced project is in compliance with the approved plans, to my best knowledge and belief. Please feel free to contact me with any questions at the phone shown below. Thank you for your cooperation. a "04 , C. David 0—ffo—n7MA, ArcITINT Fla. Reg. No. AR0005039 (Impress seal applied) 6 June 2013 7438 -A Southwest 48th Street Miami, Florida 33155 305 - 7534798 919 -533 -8974 (FAX) cdmorton bellsouth.net PEST CONTROL, lNC.- NOTICE oFTERmrrEPRoTEc7mTltkATmM As REQUIRED By FLORIDA BUILDING GOOD (FB'C) 104.2.6 As PER 104.2,6-IF son, cmmcAL BARRjIm METHOD FOR TERMITE PREVENTION 3 USED, FINAL EXTERIOR ntFATmEw SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL. DATE OF TREATMENT: S. STATE ROAD Tum OF TREATMENT; APPLICAtOR: LJF 33317 954.584.8588 - 14IW7494588 ]FAx: 954,59&6117 ALL STATE ENGINEERING AND TES77NG CONSUL YAMS,, INC TESTL' L"OPATORTES- ENGINEERS- INSPECTION SERVICES -Cl E ST VRMJ- M- EKM0MEi DAL SERVICES 2380 West W Strut, Hialeah, Florida. 33026 - Phone: 305- 888.3373 Fax: 305- 888 -7443 PROCTOR COMPACTION TEST A CTM Il_1 447 hate .J'utte 29, 20 2 Order 1Vwn&r I2 -253 aknt Ldndsffine Handers Address 7005 N. WV gerwa Drive Sure #304 Miami, FL 33155 Pro'ed Sb'R Address .1090 NE 10 Stree4 M1wW Shores Borida SaWkLocafivn Stock File The Jots Site Soil Dese ' lore Sub grade: Fine Silica Sand. Sacra ted b Abbasi R orted tap >ratory IWO&en - TEST .ELE U S .346-- 'Pie Saa mce with the standard tnetltods for Moisture/Density relations of sat) ustng,,a 10 lb. Ummer and 18" drop A-ASHTO designation T-1 80-C DgV4Q*v8 5 6 7 8 8 t01 12 f- ca z w In % MOISTM Respee fil ly si~bmitfed by, aseem QuadA P.E.' #51481 ALL STATE ENGINEERING & TESTING CONSULTANTS, INC Should any subsoil conditions in the property (area) tested be found different from those encoaetered orr the tested locations resorted on our Density Test, All State Engineering & testingConsultants, Inc. is not to be held responsible As a mutual protection to client, the public and ourselves, an reports are submitted as the confidential property of clients, and authorization for publication of statements; conclusions or extrwm from our reports is reserved. ALL. STATE ENGINEERING AND TESTING CONSULTANTS, INC. ALL STAVE MST1NGLaOMTORWS-P NCr1NMP S-I NSPECrlorlsEv; CES- CHMvMrnrtuaM-E4V]ROWWALSERVrcM ENC91NMMIGb 2390 West 7e Street, Hialeah, Florida. 33016 - Phone- 305 -888 -3373 Fox: 305- SW7443 Field Densi bL Test of C,v apacled_soils ASTM D -5195 Client: Landsdone BuMders Order # 12-253 Address: 7045 N. Waterway Drive Suite #304 Mali, FL 33155 Date: 06 -29 -12 Project., SFR Gauge # 13264 Address: 1080. E 10P Street, Miami Shores, .Florida Phone No: Attention. Lab M # Locution 12 -1626 Building Slab on Grade Backfill NW Area. 12-1627 Building Slab on Grade Backf l NE Area. 12 -1,628 Bulb Si* of Grade Backfill SE Arim - 12 -1629 Bufldibg Slab on Grade Backfill SW Area. 12- 1634 Building Slab an Grade Backfill Front Terrace Area. Descr' won a uteri l Fire silica. Sand ,Existing ,t#;Tat'erial 12 -1628 Sub grade K :use rock Sam ted) : SA By.- .f Laboratory 1dendl eatdon Number 12 -1626 12 -1627 12 -1628 12 -1629 12- 163,0 Test Number , 1 2 3 4 5 Depth in Inch 12" 12" 12" 12" 12" Field Density LB /Cu Ft. (Dry Denshy) 104.4 143.8 104.6 ' 144.2 104.9 Moisture Contefuls 8.0 8.3 8.8 8.3 7.8 MaWmm 13ewi& In the Fietd'016) 99.2 98.7 99A ".0 99.6 CoMaction Regtdrement by Seers %off Max' Denshy 98 °fo 98% 98$/° 98% 98 %` -1000/6 Masamwn .Dens4 (Lab) 105.2 105.2 105.2 105.2 1052 Proetor T-180 AA HTO Method C 12 -346 12 -346 12 -346 12 -346 j 12 -346 Optima llfoi�re (°raj' 8.8 Reported By SA Checked By wQ Typed By JO ResuIlYislubfi ed by, aseew Qn r4 P.L. # 51481 ALL STATE ENGINEERING & TESTING CONSULTANTS, INC. Should any subsoil conditions in the property (areal tested be found different from those encountered on the tested locations reported on our Density T All State F419inpqriga & k2t consuitaa— btc. is rtoYto be hed ble. As a mutual protection to client; the public and ourselves, all reports are submitted as the confidential property of ciiem and authorization for publication of statements, conclusions or extracts from our reports is reserved. F�_ Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 173402 Permit Number: RC -11 -11 -2142 Scheduled Inspection Date: May 15, 2012 Inspector: Bruhn, Norman Owner: SFARA, VERONIQUE Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Project: <NONE> Contractor: LANDSTONE BUILDERS INC Building Department Comments ADDITION AND REMODELING FOR SINGLE Family RESIDENCE r—, Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Permit Type: Residential Construction Inspection Type: Foundation Work Classification: Addition /Alteration Phone Number (305)799 -2006 Parcel Number 1122320280090 Phone: (786)306 -3433 Inspector Comments CREATED AS REINSPECTION FOR INSP- 173303. CREATED AS REINSPECTION FOR INSP- 166827. NOT READY May 14, 2012 For Inspections please call: (305)762.4949 Page 11 of 22 F , DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828 -7499 PROCTOR COMPACTION TEST DATE: May 7, 2012 CLIENT: LANDSTONE BUILDERS, INC. PROJECT: Addition @ ADDRESS: 1080 NE 105`x' Street, Miami Shores, FL CONTRACTOR: Landstone Builders, Inc. MATERIAL DESCRIPTION: Gray sand w /rock fragments SAMPLED BY TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop AASHTO designation T- 180 -C. % MOISTURE DRY DENSITY 6.4 102.3 9.9 106.5 15.1 103.2 Optimum Moisture 11.4 Percent 100% Maximum Dry Density 107.8 lbs. /cu.ft. % Passing 3/4" Sieve 93.6 Percent t !6f\ALs Sampled By: JA Tested By: JA �o NO. 39584 o a Checked By: JA ;S7iATE OF se �ZZ As a mutual protection to clients, the i , 'Qur v s all orty� are submitted as the confidential propert3® m ®i' ®�� for use, publication of statements, conclusio+ � eo our reports is reserved pending our written app o�1, ®® 109 107 105 103 101 99 10 12 14 16 % MOISTURE Respectively submitted, JS UAl tssam N ani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y r t DYNATECH ENGINEERING CORP 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828 -7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: May 7, 2012 CLIENT: LANDSTONE BUILDERS, INC. PROJECT: Addition na, ADDRESS: 1080 NE 105'' Street, Miami Shores, FL CONTRACTOR: Landstone Builders, Inc. Test No. 1 Location: West side of north footer; north footing Test No. 2 Location: East side of north footer; north footing Test No. 3 Location: Center of center footer; north footing Test No. 4 Location: Center of north column pad footing Test No. 5 Location: Center of east column pad footing Description of Material: Gray sand w /rock fragments TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 106.3 107.0 106.7 106.5 106.3 MOISTURE CONTENT % 9.2 10.4 11.3 9.8 9.6 MAX. DENSITY IN THE FIELD % 98.6 99.2 98.9 98.7 98.6 COMPACTION REQUIREMENTS BY SPECS. % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 107,8 107.8 107.8 107.8 107.8 OPTIMUM MOISTURE ( %) P P P P P Proctor T -180 AASHTO METHOD C. REMARKS: ALL ABOVE_ TEST REMITS COMPLY WITH SPECIFICATIONS IN Sampled By: JA � Respectfully submitted, �, �� °0 y"-, Tested By: JA V °,"� y Checked By: JA ® 1S t�K WissaWNaamani, P.E. e a ® DYNATECH ENGINEERING CORP. ®_ 0 © � Florida Reg. No. 39584 ° STATE OF Certificate of Authorization No.: CA 5491 *A density test determinesthe deg '' A soil boring test must be provided reports are submitted as the confidentiff reserved pending on our written approval, MI-1-1 rial only. In no way shall a density test replace asoil bearing capacity determination. subsoil conditions. As a mutual protection to the clients, the public and ourselves, all n for publication of statement conclusions or extracts from or regarding our reports is DYNATECH ENGINEERING CORD 750 WEST 84" STREET HIALEAH, FLORIDA 33014 (305) 828 -7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: May 7, 2012 CLIENT: LANDSTONE BUILDERS, INC. PROJECT: Addition (a, ADDRESS: 1080 NE 105'' Street, Miami Shores, FL CONTRACTOR: Landstone Builders, Inc. 12" 12" Test No. 6 Location: Center of south column pad; south footing Test No. 7 Location: Center of south footer; south footinp- Test No. 8 Location: Center of interior footer; south footing Test No. 9 Location: Center of interior column pad south footing Test No. Location: Description of Material: Gray sand w /rock fragments TEST NO. 6 7 8 9 TS COMPLY WITH SPECIFICATIONS DEPTH 12" 12" 12" 12" FIELD DENSITY 107,3 107,1 106.8 106.1 MOISTURE CONTENT % 10.4 10.6 8.4 8.7 MAX. DENSITY IN THE FIELD % 99.5 99.3 99.0 98.4 COMPACTION REQUIREMENTS BY SPECS. % OF MAXIMUM DENSITY 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 107.8 107.8 107.8 107.8 OPTIMUM MOISTURE ( %) P P P P P Proctor T -180 AASHTO METHOD C. REMARKS: ALL ABOVE �L �T0yy Wpp TS COMPLY WITH SPECIFICATIONS Sampled By: JA � '*V Y� C� ° �4� E I��o® �°�� Respectfully submitted, Tested By: JA ` A's. i� , Checked By: JA �. � n X9584 m ©� Wiss Naamani, P.E. DYNATECH ENGINEERING CORP. o 9T.�� a ® Florida Reg. No. 39584 ®� o d ® Certificate of Authorization No.: CA 5491 "A density test determinesthe degro Ke �fmate rial only. In no way shall a densty test replace asoil bearing capacity determination. A soil boring test must be provide i8 o verify subsoil conditions. As a mutual protection to the clients, the public and ourselves, all reports are submitted as the confidenti o iauthorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. ' e® J.d3a JOiB ldM UNINOZ U.P. _ 7.7 U.P. m v F.I.P 112- o NO CAP r a 0 co 17 o � 75.00' r, oil Ld LL, 11.05' `�„y 0 20.0 °z ON P/L d O LOT 8 BLOCK 1 4' C.L.F: S� W.M. 627.75' F.I.P 1/2' NO CAP 0 co LIM o co O O C; LO I-- 0 H 0.65' CL a �— ao N a O M b) BOAT / LIFT ON P/L S.I.P 1/2° l°0 _'�'. _ '. _' '.:' '. _ rii I I L.B. 7806 O SURVEYOR'S NOTE. • There ratty be Easements recorded in the Public Records not shown on this Survey. B.C. F. I . P 1/2' NO CAP _ 7.7 m v a co 17 — 19.55' 10.54' c6 (UNDER o 107 CONSTRUCTION) °0 'LO 26.10' " 10.50' ON P/L t\4 . ' An a��. • aa'� a8o (UNDER',003 5TRUCION) 44� 10.32' LOT 10 11.01' •3�' hh BLOCK 1 COVERED TERRACE in (UNDER CONSTRUCTION) " N N 15.98' 475 N 39.93' r�: 10.24' = WALL-/ `r .04 (UNDER CONSTRUCTION) rMi 4 C,L.F. 0 (0 cFi L6 3' BRICK WALK CV r Lq 0) LOT 9 ; BLOCK 1 0.65' CL a �— ao N a O M b) BOAT / LIFT ON P/L S.I.P 1/2° l°0 _'�'. _ '. _' '.:' '. _ rii I I L.B. 7806 O SURVEYOR'S NOTE. • There ratty be Easements recorded in the Public Records not shown on this Survey. B.C. F. I . P 1/2' NO CAP m N W 72rMl AVENUE SUITE 3028 M �� ft �� a "� a , JOHN IBARRA & ASSOC.,INC. '- FAX. (308) 282.0401 www aairalendsurvey omemn LAND SURVEYORS DRAWN BY. AICH SHEET NO. f OF 2 PROPERTYaDORft I OW N.E. 105th 5Tl ET '- MIAMI 5HORE5, FL 33't LEOAI. DESCR/PTM. a LOT 9, BLOCK 1, OF MIAMI, 5HVRE5 MTATI! %,ACCORDING TO THE PLAT THEREOF A�- REC-OI m -IN-MT B °4?1; "AT "PAGE 58, OF THE PUBLIC RECORDS &VIAMI -DADS COUNTY, FLORIDA. LOCATION SKETCH - }y m NOT ToSCAIF -- A + ARC. A. C.= A= C01MMONBR PAD. A.B.= MOM E4812207. A.R.= ALOMZRtm ROOF. or. ALOMZRDM BBBD. ASFB.: ASAIILT. B. C.. BLOCK Comm. BLDG.: BDTLDIBe. B.M.= noWN MARK. H.C.B.= H1ZOi8aRD CODRiTY RECORDS. B.O.B.. BASIS OF F.ARZBf#S. (CJ = CR{LCOLARED. C.H.= CRlTCB BASZB. C.B.S.: COBCRER00 Rt'Qm BTROCTD.M. C.B.W.. CORCRm BLOCK WALL. CH : CUM. CB.B.= CBORD BEARtM3. CL.: CLEAR. C.L.F.: COMM LIRK SEEM. C.M.8 = CANAL MAZN2XlMffCX BASEMMNTS. CONC.= . C.D.P. : CONC. ORZLITY Fm C.P.= CONC. FORON. C.S.= COQ 8LA8. C.W.: COBS WALK. D.B.. DFAZWAGM D.M.E.• DRA2M W MRZff2El0WX EASOMM. DRZVE : DRZVmY. ° = DEGBNE6. EB a BLECRRIC BOX E.S.P.= E7.ECM= PAD. ELWV.: ELEVATION. .. F.B.= FZRB BYDRANT. F.Z.F.: FODRAO ? FIFE. F.Z.R.: FCRW ZROB ROD F. F.B.+R F>BRED FZOL>it ELEVAIZOE. F. B. D.:'Imw =zz &. DISK. FT,. FEET. FB=P.= FEDERAL BARIOf, zimmm= PROGRAM. P.B.= FOOD BAIL. B.: BZG18 (ars") ITS. MS.= zwom 38 AND NGFZ B BAmam. L.B.: CorWAcate of AutAosdaatim L.B. /7806 L.F.= LZGIHS' POWB. L.F.E.: LOE = FTOOR ELEVATICB. L.M.B.= LAKE l9a3rimsumm RMSENW. r A MARTPBB. (J41= MEABDW DZ52ANCE. ABBREVIATION AND MEANING DID : 181St' BOX M.D.C.R.= MZAMI DADS COMM REOMWO M.B. _ J94wzm&mw BAZ N.H. = MANHOLE. B.A.P.= Nor A PART OF. BLVD = BASZORAL GLODERTC VERTICAL DAM. B.T.B.= B0T TO SCALE. BWBZP.N. 0/8 =. CFlIm. 0.8.= OVEraw ODVJr� DTZLY LZEB . O.R.B. O.V.B.: OFPICZNA. RCODS BO. FVMT. = PAVE NW. FL.a PLASM. F/L a FRCvam LZBE. P.C.C.: FOIST of C0 CORm. P.C.= POINT of CDRVE. FT.= FOZNT OF RRiN. FOC. : FO.AVr OF COMM F.O.B.= FOZBT of isamaim. F.B.C.= FOZBT OF Jung = CUM. PWY = PAYOCOW. Fm = van= FXFBFJNX . P.L.S.= FRoFEBBIOBAL LAND SORVEYOA. P.P.= FGEBR FORM P.P.S.= FOOL FM AZAR P.D.B.= FDBLZC OTZLISY EASEMENT (R)= : RECORD DISTANCE. RR.RAIL RCWD. ANS.= FESZl. R/W = BZd' -OF -WAY. RAD.= RADIOS OR RADIAL. ROB.- RANGE. R.O.B.= ROOF BAIZ. SEC.= 80=00. STY.= 82cur. BWK.= BZ1LR. B.I.P.. 8BT 2m PIPE S.= SODTB. S.F. = SCRENM FORD! TB a 2mrinqwm BOOTS TSB = RR ama ex"" BOX 2W = TRAFYZC SMOM FOLE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY(SUR -THERE MAYBE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON TMS SURVEY. EXAMINATIONS OF THE ABSTRACT OF TITLEWU. HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY AFFECTING THE PROPERTY. • THIS SURVEY IS SUBJECT TO DEDICATIONS, UWTA77ONA RESTMC77OINA RESERVATIONS OR EASEMENTS OF RECORD - LEMDESfFt MOMS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING ANW OR A GRAPHIC REPR ESWA77ONOF THE SURVEY WORK PERFORMED IN THE FIELD COULD BE DRAWN ATA SHOWN SCALE ANWOR NOT TO SCALE. - EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS OTI-ERWlSE SHOWN - THE TERM'ENCROACHMENP AMOS VISIBLE AND ABOVE GROUND • ARCHITECTS SHALL VERIFYZONNO RES M77ONS, RESTRICTIONS, SETBAC $AND WILL BE RESPONSIBLE OF SmwmNS PLOT PLANS WITH THE CORRECT INFORMATION FOR THORAPPROVAL FOR AUTHORIZATION TO AUTHORITIES IN ANEW CONSTRUCTIONS. UNLESS OTHERWISE NOTED, THOS FIRM HAS NOT ATTEMPTEDTO LOCATE FOOTING ANWOR FOUNDA110N5. FENCE OWNERSHIP Nor DETERMINED. - THIS PLAN OF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEIRCON THE CERTIFCATE DOES NOT EXTEND TO ANYUIIOYAmm PARTY. THE NFIP FLOOD MAP$ HA VR DESfGNA TED THE K9M DESCRIBED LAND TO BE SIMUATED IN ZONE_' AE' COMMUNITY 120@82 /PANEL 0308 /SUFHX• L DATE OF FIRM: 00/11/&008 BASE FLOOD ELEVATRON- 8 FEET. THE SUBJECT PROPERTY DOES LIE IN A SPECIAL FLOOD HAZARD AREA CERTIFICATION: VERONIQUE•LESTRADE w TEP = 7OW118w. D.E.- DTZIZlr EABBM<w. D.P.= DTZLZTY Fm. W.M.= WAM ME=. W.P.= WOOD MOM. W. a. WOOD am. W. St. WOOD ROOF. W. V.= WA OR VALVE. !g = MaIRDAM LIKE. $ = CRtNR 111 Y.M. = CRAWPFAL AMax. U : ANOTdI. LEGEND TYPICAL OVERNM DTZLIYY z-nm C.B.B.: WALL (CBW). -�-�— C.L.F. = CHIM LSBR ME=, -°--�- -a--�- I.P. = ZR�I Fes. -�-+ —f +• W.F. :WOOD ice. ■ B.� = BXZSTZBS BLEVARZOBB. SURVEYOR' S NOTES: 11 IF SHOWN, BEARINGS ARE REFERRED TOANASStfiEDMER1Q/WBYSA/DPLAT IN THE DESCRIPTION OF TIM PROPERTY.IFMDT, THEN BEARINGS AREREFL TO COUNTY, TOWNSHIP MAP& 4 THE CLOSURE IN THE BOUNDARY SURVEYIS ABOVE 1:75WFT. AX CERTIFICATE OFAUTHORIZAT7ON LS 0 78M 4A NORTH BASED ON PLAT NORTH SURVEYORS CERTIFICATION: I HEREBY CERTIFY.• THAT THIS GARY St421/EY' OF THE PROPERTYDESCMBBD M90 M HAS RECENTLYSEENSURVEYEDAWDRAVAVL (DERMYSUPERVISIOMAWCOWUMWYH THEMPORN TECHNICAL STANDARDSASSErFORTHBYTHEFLORIDAHOMO' PROFESSIONAL LAND SURVEYORS IN CHAPTER 8J•17, FLORIDA ADMM 87PATM CODE PURSUANT TO 472027, FLORIDA STATUTES PROFESSIONAL LAND SbInIEYORNO.: 8770 STATEOFFLORIDA (VAUD COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THEATTESTNGI LAND SURVEYOR), REIASED ON: REVISED OIC' LS S Ono STATE OF '.°COR104'•'• a Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 176577 Permit Number: RC -11 -11 -2142 Scheduled Inspection Date: November 16, 2012 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Second Floor Slab Owner: SFARA, VERONIQUE Work Classification: Addition /Alteration Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Phone Number (305)799 -2006 Parcel Number 1122320280090 Project: <NONE> Contractor: LANDSTONE BUILDERS INC Phone: (786)306 -3433 rsuuamg ueparanent comments ADDITION AND REMODELING FOR SINGLE Family RESIDENCE Inspector Comments Passed CREATED AS REINSPECTION FOR INSP- 176518. Provide special inspector report. NB Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 16, 2012 For Inspections please call: (305)762 -4949 Page 1 of 17 t J Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 176577 Permit Number: RC -11 -11 -2142 Scheduled Inspection Date: November 16, 2012 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Second Floor Slab Owner: SFARA, VERONIQUE Work Classification: Addition /Alteration Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Phone Number (305)799 -2006 Parcel Number 1122320280090 Project: <NONE> Contractor: LANDSTONE BUILDERS INC Phone: (786)306 -3433 rsuuamg ueparanent comments ADDITION AND REMODELING FOR SINGLE Family RESIDENCE Inspector Comments Passed CREATED AS REINSPECTION FOR INSP- 176518. Provide special inspector report. NB Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 16, 2012 For Inspections please call: (305)762 -4949 Page 1 of 17 tt J i R ' Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 180464 Scheduled Inspection Date: November 16, 2012 Inspector: Rodriguez, Jorge Owner: SFARA, VERONIQUE Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Project: <NONE> Contractor: LANDSTONE BUILDERS INC tsuimiing Department comments ADDITION AND REMODELING FOR SINGLE Family RESIDENCE Permit Number: RC -11 -11 -2142 Permit Type: Residential Construction Inspection Type: Floor Trusses Work Classification: Addition /Alteration Phone Number (305)799 -2006 Parcel Number 1122320280090 INSPECTOR COMMENTS False Phone: (786)306 -3433 Inspector Comments Passed CREATED AS REINSPECTION FOR INSP- 177321. CREATED AS REINSPECTION FOR INSP- 177191. Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 16, 2012 For Inspections please call: (305)762 -4949 Page 11 of 17 + 4 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 180466 Scheduled Inspection Date: November 16, 2012 Inspector: Rodriguez, Jorge Owner: SFARA, VERONIQUE Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Project: <NONE> Contractor: LANDSTONE BUILDERS INC Permit Number: RC -11 -11 -2142 Permit Type: Residential Construction Inspection Type: Truss Insp Work Classification: Addition /Alteration Phone Number (305)799 -2006 Parcel Number 1122320280090 Phone: (786)306 -3433 tsuli mtng loeparitment comments ADDITION AND REMODELING FOR SINGLE Family Infractio Passed Comments RESIDENCE I INSPECTOR COMMENTS False Passed Inspector Comments CREATED AS REINSPECTION FOR INSP- 178929. CREATED AS REINSPECTION FOR INSP- 178573. CREATED AS REINSPECTION FOR INSP- 166832. Truss cut sheets do not match work. Trusses are built differently than cut sheets. Failed ❑ Attachment of trusses to wall not per plan. 2010d nails required plus 2. G1 connection at jint 10 not completed. Stopped inspection. NB Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 16, 2012 For Inspections please call: (305)762 -4949 Page 13 of 17 C r Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 180465 Permit Number: RC -11 -11 -2142 Scheduled Inspection Date: November 16, 2012 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Fill Cells Columns Owner: SFARA, VERONIQUE Work Classification: AdditiondAlteration Job Address: 1080 NE 105 Street Miami Shores, FL 33138 - Phone Number (305)799 -2006 Parcel Number 1122320280090 Project: <NONE> Contractor: LANDSTONE BUILDERS INC Phone: (786)306 -3433 comments ADDITION AND REMODELING FOR SINGLE Family " "' ° " "" I°°° °" RESIDENCE INSPECTOR COMMENTS False Inspector Comments Passed ,�� CREATED AS REINSPECTION FOR INSP- 174230. CREATED AS fN REINSPECTION FOR INSP- 166825. PROVIDE SPECIAL INSP. APPROVAL Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 16, 2012 For Inspections please call: (305)762 -4949 Page 12 of 17 . v% C. David Morton & Associates Inc. No. AAM2441 ARCHITECTS /PLANNERS /CONSTRUCTION ADMINISTRATORS C. David Morton, AIA, NCARB Architect 13 November 2012 Mr. Norman Bruhn, Building Official — Miami Shores Village 10050 Northeast Second Avenue Miami Shores, Florida 33138 Re: Single Family Residence at 1080 N. E. 105' Street Permit No. 2142 Owner. Veronique Lestrade Dear Mr. Bruhn: Florida Uc. No. AR0005039 North Carolina Lic. No. 8091 Please be advised that as Architect of Record and Special Inspector for the structural envelop on the referenced project, 1 have inspected the entire engineered unit masonry, including, but not limited to, the mortar, horizontal reinforcement, filled cells, columns, lintels, reinforcing steel, and concrete pours. 1 have found them to be in conformance with the approved plans and the applicable Florida Building Code. Additionally, I have reviewed the truss installation after it was completed, and found it also to be in conformance with the design drawings and requirements. No trusses were in excess of the 35' threshold set for supervision of off-loading and placement. It should be noted that the masonry pocket door closure panels for the two sliding glass door units on the south lower fagade have not been placed at this time. There are four panels which will be inspected in the future, after the door tracks has been installed and that installation is ready to be finalized. Lastly, the reinforcing steel for the roof of the Pool Equipment Pod at the SE comer of the ground floor was reviewed after it was cleaned of all stucco debris and a protective coating was applied to the steel reinforcing bars. It was ready to be poured at the time I inspected it last week, and I authorized the pour, subject to any inspections required by your department This letter is being presented to memorialize our conversation on this issue. In the event there are subsequent modifications to the project that require plan revisions, it is agreed that any open plan modifications will be addressed thereon. Please feel free to contact me with any questions at the phone shown below. Thank you for your cooperation. Sincerer • C. David Morton, , Architect Fla. Reg. No. AR0005039 (Impress seal applied) 13 November 2012 7438 -5 southwest 4e Stmt Miwni, Florida 33155 3O5- 753 - 1798 305- 740-0728 (FAX) cdmorton fteilsouth. net �oc Coy q 2- 97 9 L) UO U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -9. OMB No. 1660 -0008 Expires March 31, 2012 SECTION A - PROPERTY INFORMATIONfl)► hf Al. Building Owner's Name VERONIQUE LESTRADE A2. Building Street Address Mncuding Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1080 NE 105 ST - City MIAMI State FL ZIP Code 33138 6 a,;;,, $� lt__M A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)+ LOT 9, BLOCK 1, MIAMI SHORES ESTATES, BOOK 47, PAGE 58, MIAMI -DADE, FL,L FOLIO# 1122320280090 e ? A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25° 43'24.12" Long. 80° 16' 58.74" Horizontal Datum: --------- _ `1 NA 1 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 864.00 sq ft a) Square footage of attached garage N/A sq ft b) No. of permanent flood openings In the crawlspace or b) No. of permanent flood openings in the attached garage enclosure(s) within 1.0 foot above adjacent grade 12 within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b 864.00 c Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No „gi red flood openings? 11 Yes ® No al SECTION B - FLOOD INSU (FI p INFORMATION B1. NFIP Community Name & Community Number B2. Cou B3. State MIAMI- DADE120652 MIAMI - �~_� FL B4. Map/Panel Number B5. Suffix B6. FIRM Index I B8. Flood B9. Base Flood Elevation(s) (Zone 12086CO306 L Date ecti a e Y Zone(s) AO, use base flood depth) ® feet ❑ meters (Puerto Rico only) 09/11/2009 1/, 0 AE 8 FT B10. Indicate the source of the Base Flood Elevation (BFE) data or base fl od deWent &d in IteIMB9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date n/a ❑ CBRS /❑ OPA SECTION C - BUILDING ELEVATIOIFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be require 9#weti a but ding is complete. C2. Elevations -Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified In Item A7. Use the same datum as the BFE. Benchmark Utilized MDC BM#D- 159Vertical Datum NGVD 1929 Conversion/Comments WA Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 5.00. ® feet ❑ meters (Puerto Rico only) b) Top of the next higher floor 6.06. ® feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) NLA_. ® feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 4.94. ® feet ❑ meters (Puerto Rico oily) e) Lowest elevation of machinery or equipment servicing the building WA ® feet ❑ meters (Puerto Rioo only) (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 4.70. ® feet ❑ meters (Puerto Rioo only) g) Highest adjacent (finished) grade next to building (HAG) 5.25 ® feet ❑ meters (Puerto Rioo only) h) Lowest adjacent grade at lowest elevation of deck or stairs, Including 4.70 ® feet ❑ meters (Puerto Rico only) structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the infornhatfon on this Ceftkkate represents my best efforts to interpret the data ava►7ab/e.1 understand that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001.0 Check here If comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? ® Yes ❑ No Certifiers Name ROBERT IBARRA License Number 6437 Title PROFESSIONAL LAND SURVEYOR Company Name NOVA SURVEYORS, INC. MIAMI State FL Telephone .2)3112 FEMA Form 81 -31, Mar 09 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section &- Forri(f�rerica Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. P�rNurmber 1080 NE 105 ST City MIAMIState FL ZIP Code 33138 �� Ilv�IttbBT �s , SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Section C 2(e) Lowest Elev Machinery is A/C pad. Let.& long. Provided By Google Earth CROWN OF ROAD ELEVATION= 3.38J R-0OD VENT ELEV= 5.00 FT LOWEST FLOOR ELEV= 6.06 FT FINISH FLOOR ELEV =641 FT Signature Date 02/03/2012 ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certific; to is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA - issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, 6, and E are correct to the best of my knov:dcr'gc. Property Owner's or Owner's Authorized Representative's Name VERONIQUE LESTRADE Address 1080 NE 105 ST City MIAMI State FL ZIP Code 33138 Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA - issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community fioodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here If attachments FEMA Form 81 -31, Mar 09 Replaces all previous editions s MP*W4M r *NgWz s MPV4y0 m - Customer Information: Name: LANDSTONE BUILDERS Address: LESTRADE RESIDENCE _►nh ►nfnrr»�finn• 4. Superior Truss Systems, Inc 8500 N.W. 58th St —A4ianvit FNIMPAIM Contact: I Office or Home Phone: later Fill in l 04y State, Zip: Cover Sheet Order # JOB # 14934 -REV -1 Printed: Thu, Sep 27 2012 Call Phone,,°, v Fax: Description: - — - _ - - - LANDSTONE- LESTRADE RES. Region: LANDSTONE-LE Invoice Number. Customer P.O. M ,, Invoice Dat Roof Loads: H14 Floor Loads: 5 . Address: City, State, Zip enf' TC Dead: BC Live. MIAMI SHORES, FL in lat ' Salesman: Designer. +? Fill in later Fill in later��' "�'� 10 - Loading Information: T1 80933 2 TIA 80934 3 T18 UL Roof Loads: H14 Floor Loads: 5 H12 TC Live: TC Dead., BC Live: BC Dead: TC Live: TC Dead: BC Live. BC Dead., 30 15 0 10 10 SH96 80942 11 SH116 40 10 U T-5 Bldg. Code: Wind Std: Wind Speed: Bldg. Type: Wind Exposure: Wind Type: FBC 2007 -HVHZ RES ASCE 7 -05 146 Residential - CAT If Closed MWFRS Pages or sheets covered by this seal from: 1 thru 62 Total 62 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. Chaper 23 of the Florida Building Code. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per TPI 2007. OSCAR CORRAL P.E. STATE OF FLORIDA REG. NO 12467 - 8500 NW 58 ST, MIAMI, FL 33166 # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO 1 T1 80933 2 TIA 80934 3 T18 80935 4 H14 80936 5 H12 80937 6 H10 80938 7 HG8 80939 8 SHG56 80940 9 SH76 80941 10 SH96 80942 11 SH116 80943 12 SH136 80944 13 H156 80993 14 HG145 80946 15 G1 80947 16 H98A 80948 17 H76A 80949 18 SHG56A 80950 19 T2 80951 20 HH132 80952 21 MT1 60953 22 HH14 80954 23 HH12 80955 24 HH10 80956 25 HH8 80957 26 HHG6 80958 27 T3 80959 28 HG6 80960 29 M1C 80961 30 MIA 80862 31 M1 80963 32 HHG4 80964 33 HHG56 80965 34 J8 8096.g6� 35 6 80967 36 J6A 80968 37 J56 80969 p C. IgAVID R T ® N9A AS !"AT Q� 80971 40 J2 80972 41 HJ8 80973 g6oes,��,°Og�,. J6 8 7 A ction4 anao ei 80975 44 HJ39 80976 45 HJ4 80977 W �17� urePi ni�i 80979 48 MV2 80980 49 HHV4 80963 50 f47AAWQ40 FT1A 80883 52 Fr1B 77936 53 FT1C 77934 54 FT2 12532 55 Fr2A 12507 56 Fr2B 12528 67 Fr3 12511 58 Fr3A 37061 59 FTG1 37173 6o FfG10 37219 61 FfG2 37133 62 FrG3 37177 Apprbved .. Approved as I i .. Disapproved a Ibmit Approval Is based on r w .,, .ipt o*. Contractor atoll verity f W dk':,' prior , SEP I'S 2012 ONed b7* Page 1 of 1 ,u 1 J 14934 -REV -1 TRUSS BRACING REQUIRED BY TRUSS CTY TRUSS Brace Qty Type Size Length Total Ft. 1 t1 b 1 CLB 2x4 02'00 "00 2 1 sh76 1 CLB 2x4 02'00 "00 2 1 sh96 2 CLB 2x4 02'00 "00 4 1 sh116 1 CLB 2x4 02'00 "00 2 1 shg56a 1 CLB 2x4 02'00 "00 2 3 mt1 1 CLB 2x4 02'00 "00 6 1 hh14 1 CLB 2x4 02'00 "00 2 1 hh8 1 CLB 2x4 02'00 "00 2 TOTALS 2x4 22 Ft. CLB 2x4 22 Ft. TOTAL 14934 -REV -1 I, LANDSTONE- LESTRADE RES, t1 r i 3j[ Ply: 1 I SEQN: 80933 / t1 / SPEC Qty: 4 FROM: MA DRW: Wgt: 128.8 Ibs j / ... 09/27/12 7'11 -1/2" 15'S 1/2" 23'5 -1/2" T11 -1/2 7'9.. 7'9" - 12 O.axan Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0 " 11 1'9" 9' &9/16" 4'3- 15/1 &' 4'3- 1511&' 98- 9/16" 1' &' 1'8" 11'4 - 9/16" 166 -1/2" 20'0.7/16" 299" 31'5" Wind Criteria Wind Std: ASCE 7-05 Speed: 146 mph Enclosure: Closed Category: II EXP: C Mean Height 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #1 Dense 12A Bot chord 2x4 SP_ SS _12A Webs 2x4 SP #3 12A :Lt Wedge 2x4 SP #3_12A::Rt Wedge 2x4 SP #3_12A: Lumber grades designated with "12A" use design values approved 115/2012 byALSC. J Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W Pt NA Ce: NA VERT(LL): 0.489 C 706 240 A 1744 / 834 / 339 / - / 73 /8.0 Lu: NA Cs: NA VERT(TQ: 0.903 C 381 180 E 1744 / 834 / 339 / - / - /8.0 Snow Duration: NA HORZ(LL): 0.123 F - - Wind reactions based on MWFRS B - C 3298 -3555 HORZ(TL): 0.228 F - - Bearings A & E are a rigid surface. Code / Misc Criteria Creep Factor. 1.0 Maximum Bot Chord Forces Per Ply (Ibs) Bldg Code: FBC07 HVHZ r Max TC CSI: 0.894 Maximum Top Chord Forces Per Pty (Ibs) TPI Std: 2002 Max BC CSI: 0.741 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: Yes Max Web CSI: 0.385 A - B 3786-4241 C - D 3298 -3655 FT/RT. 20.0%(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 B - C 3298 -3555 D - E 3786 -4241 WAVE, HS Maximum Bot Chord Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS with Chords Tens.Comp. Chords Tens. Comp. additional C &C member design. A - H 4034 -3528 G - F 2977 -2536 Left and right cantilevers are exposed to wind H - G 2977 - 25W F - E 4034 -3529 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - H 731 -644 C - F 878 -511 H - C 678 -511 F - D 731 -644 -- vrsucnlr,IU-- KtAD AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ruses reyu re ex�eme care in fa ricating hapolinp shi in , Ingtaliing and bracin . Refer to and follow the latest edition of 13CSI Building o nenf � fety Informati n, byyyYyy��TPI pnc7'SBGA) fb� so �y �ractices prior to pqrforgrnin�gg these ncctioons. Install shait rovide to ra >e�ss s� brad o r gg�S). Unless holed o erwnse,top chord shall ave sproppeerl attaches ictural sheat in and bottom �iord s?i�all h v progeny r�y m attachq�dpe�pid cetlin9. Loptions s own fortpermanerrt lateral re aTneii f wpbs s al ave bracin rns lied per BC I sections 6�3, �7a or �10 as applicable. q�piy lat to a face o truss an pos 'on as shhown above and on a JJOin Detaris, n�ess notes otherwise. kefer to' s *s drawings 160A -Z "fbr standard plate positions. ITW Buildin Com nests Group Inp. shall not be respon ible fpr an deviation from this d wi g,an failure to build the truss i conformance with AN I/T�I 1, c�r for hadlinsh�ppinlq, inst�llati n anti braanl glYtrusses. A seal the r�rawir�g o cover coo istin Mils drawls Ind tea acce nce o r ss ona n nee n re ns y Iry sole) for_thesi shq�wn. fftre sutta�ili�y an use of thie� ldray.ng for an)F*r cture �s Ls responslbi�ity o the Bullding Designer ter ANSS PI '�ftSec. . 14934-REV-1 LANDSTONE - LESTRADE RES. t1 a T 1 Ply: 1 SEQN: 80934 / t1 a / SPEC Qty: 1 FROM: MA DRW: Wgt:126.0lbs I I '0j_ / ... 09/27/12 6'11 =1/2" 14'8 -1/2" 22'5 -1/2" 30'5" 611 -1/2" 7'9" 7'9" 7'11 -1/2" 12 C s4X10 29'5" ,1 .11 1 10'4 - 9116" 4'3- 15/16" 4' &15/16" 918- 9/16" 118" 1014- 9/16" 14'8 -1/2" 19'0 7118" 28'9" 95" Loading Criteria (pstl Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 it Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 FT /RP 20.0 %(0.0 %)/10(0) C &C Dist a: 3.00 It Plate Type(s): 1: 1.0 GCpi: 0.18 WAVE, HS Wind Duration: 1.33 Lumber Top chord 2x4 SP #1 Dense 12A Bot chord 2x4 SP #1 Dense 12A :B2 2x4 SP_SS_12A: Webs 2x4 SP—#3_12A :Lt Wedge 2x4 SP #3_12A::Rt Wedge 2x4 SP #3_12A: Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. "IMPORTANT"* Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl LID P't NA Ce: NA VERT(LL): 0.437 F 797 240 Lu: NA Cs: NA VERT(TL): 0.808 F 431 180 Snow Duration: NA HORZ(LL): 0.131 F - - HORZ(TL): 0.242 F - - Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ nE sMax TC CSI: 0.943 TPI Sid: 2002 Max BC CSI: 0.899 Rep Factors Used: Yes Max Web CSI: 0.480 FT /RP 20.0 %(0.0 %)/10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE, HS Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind READ AND FOLLOW ALL NOTES ON THIS DRAWING TO ALL CONTRACT( n , andlin , shi m , ingtailin and bra n� BCA) f$r s�iPe. �racbces p�ior to ie e,to chord sha I Eve attache `orrmaneat IatgMI resptraunt �f webs s� o truss an position as s own above I ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 1614 /784 /326 /- /79 /3.0 E 1762 / 843 / 342 / - / - /8.0 Wind reactions based on MWFRS Bearings A & E are a rigid surface. ) 3� Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 4053 -4492 C - D 3361 -3715 B - C 3516 -3830 D - E 3855 -4305 Maximum Hot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - H 4287-3758 G - F 3047 -2616 H - G 3047 -2516 F - E 4097 -3595 Maximum Web Forces Per Ply (ibs) Webs Tens.Comp. Webs Tens. Comp. B - H 800 -746 C - F 660 -489 H - C 807 -638 F - D 733 -850 )ING THE INSTALLERS to nd fpllow the latest iti n of gCSI (Buildin se functioans. Inst'llll1.G sh Ippr4 lade terhpor�aen��v gt ns.%Nd p0q"r 9 sec6sons B3,r 7 or 10 x Details, unless not otherwise. Defer to failure to build the toss in co formance off�ia su�ta�fi y anti ulsenomf�tInin' I�va� v� s�ivil 14934 -REV -1 _ LANDSTONE- LESTRADE RES. t1b T 1 Ply: 1 SEAN: 80935 / t1b / SPEC Qty: 1 FROM: MA kA RW. Wgt: 134.4lbs / ... 09/27/12 6'11 -1/2" 14'8 -1/2" 227- 15/16" 283" 30'5' 611 -112" 7'9" 7'11 - 7116 5'7- 1/16" rr' 10'49/16" 4'3 15116" 4'3 15!16" 8'11 - 13!18" 2'4 -314" 10'4 - 9/16" 14'81/2" 19'0-7/16" 26'0 -1/4" DOI Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pr in PSF) DefI1CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct NA CAT: NA PP Deflection in loc L/defl L/D Loc R / U / Rw / Rh / RL / W TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Pt NA Ce: NA VERT(LL): 0.273 J 999 240 A 1556 / 755 / 315 / - J 79 /3.0 Enclosure: Closed BCDL: 10.00 Category: II Lu: NA Cs: NA VERT(TL): 0.506 J 666 180 G 1823 / 860 / 364 / - / - /8.0 Snow Duration: NA HORZ(LL): 0.068 G - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): 0.128 G - - Bearings A & G are a rigid surface. NCBCLL: 10.00 Mean Height 15.00 ft Code / Misc Criteria Creep Factor. 1.0 Soffit 2.00 TCDL• 5.0 psf Bldg Code: FBC07 HVHZ re aMax TC CSI: 0.775 Maximum Top Chord Forces Per Pty (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.864 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.838 A - B 3874-4290 D - E 298 -472 C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.0 %) /10(0) B - C 3320 - 3609 E - F 315 -515 1:1.0 GCpi: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 C - D 3085 -3400 Wind Duration: 1.33 WAVE, HS Lumber Top chord 2x4 SP #1 Dense 12A (**) 1 plate(s) require special positioning. Refer to Maximum Bot Chord Forces Per Pty (Ibs) Bot chord 2x4 SP #1 Dense 12A scaled plate plot details for special positioning Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 12A :W5 2x4 SP #2_N_12A: requirements. A - J 4094 -3586 H - G 3547 -3122 :Lt Wedge 2x4 SP #3_12A: Wind loads and reactions based on MWFRS with J-1 2835 -2430 G - F 518 -302 Lumber grades designated with "12A" use design additional C &C member design. I - H 2835 -2430 values approved 1/5/2012 by ALSC. Right cantilever is exposed to wind Maximum Web Forces Per Ply (Ibs) (a) Continuous lateral bracing equally spaced on JT Plate Lateral Chord JT Plate Lateral Chord Webs Tens.Comp. Webs Tens. Comp. - member. No Size Shift Bite No Size Shift Bite [14] W4X6 S 1.25 W4X6 B - J 824 -773 H - D 580 -373 [15] 2.00 R 2.00 J - C 802 -629 D - G 3223 -3490 C -H 518 -371 G -E 605 -457 LOW ALL NOTES ON THIS DRAWING! TO ALL CONTRACTORS INCLUDING THE INSTALLERS in , installing and bracing Refer to and fellow the latest edition of CSI rButidin Ipty �ractices prigr to �rtoning these ffuunc6ons Installers shall prviBde ter�pora Vro � ri a ch h stl hctu�ral sh ' mg and tt4rrl cllortl anal/ hav a roge ral re tr� i�f webs s al av b clnT msu lied 1i I r 6CSt sections B3, 78 or 1� tion ass own above and on a oin Details, n ess noted otherwise. Defer to 14934 -REV -1 LANDSTONE- LESTRADE RES. h14 fi n io 11 a.E Ply: 1 SEQN: 80936 / h141 SPEC Qty: 1 FROM: W DRW: Wilt: 138.6lbs 1 1.4 / ... 09/27112 7'1 -314" 14' 1TS' 24'3-1/4" 31'5 71 314" 6'10 -114" 3'5" 6'10 -1/4" T1 -314" 11 T2 -5AC6 29'5" 7'3- 5/16" 6 9 3116" 6'9- 3116" T3 5/16 1'8 1'6" B'11 -5/16" 15'8 -1/2" 22'5- 11/16" 29'9" 31'5" Loading Criteria (psr) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft 1: 1.0 GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Nf Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Cafe: FBC07 HVHZ TPI Std: 2002 Rep Factors Used: Yes FT/RT: 20.0 %(0.0 %)/10(0) Plate Type(s): WAVE DefI/CSI Criteria PP Deflection in loc Udefl L/D VERT(LL): 0.476 H 724 240 VERT(TL): 0.881 H 391 180 HORZ(LL): 0.113 G - - HORZ(TL): 0.209 G Creep Factor. 1.0 Max TC CSI: 0.982 Max BC CSI: 0.783 Max Web CSI: 0.382 VIEW Ver. 10.03.12.0410.00 Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP_ #1 Dense 12A :T2 2x4 SP#2 N_12A: additional C &C member design. Bot chord 2x4 SP SS 12A Webs 2x4 SP #3 124 Left and right cantilevers are exposed to wind :Lt Wedge 2x4 SP_#3_12A::Rt Wedge 2x4 SP #3_12A: Lumber grades designated with "12A" use design values approved 1/512012 byALSC. READ AND Dead loads are stated on projected horizontal area basis. ON ALL CONTRACTORS INCLUDING THE INSTALLERS as snown aoove ana on to Of ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 1742 /834 /338 ! - /65 /8.0 F 1742 / 834 / 338 ! - / - /8.0 Wind reactions based on MWFRS Bearings A & F are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 3746-4193 D - E 3483 -3853 B - C 3483 -3853 E - F 3746 -4193 C - D 3100 -3302 Maximum Bat Chord Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-1 3992 -3499 H - G 3244 -2743 I - H 3244 -2742 G - F 3992 -3499 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, Webs Tens. Comp. B-1 575 -452 H - D 182 -187 I - C 535 -457 0 - G 535 -457 C - H 182 -187 G - E 575 -452 Inc. hall not be respon ibble for an deviation from this dd wi g,a failure to build th truss 'n conformance Ihiippsinlq, installation an� bractn 7, trussrs. A seal on th s t�rawir go cover Cggisti n�i�u18 of ttii Is ona en ineerin res ns 1 so el for the de i n sh VIM. a su responsibi�fty of th� But dMng Designer Byer ANSI/TP� 1�Sect rs, 14934 -REV -1 LANDSTONE- LESTRADE RES. h12 fi n M 1 3y Ply: 1 SEQN: 80937/h12/ SPEC Qty: 1 FROM: MA DRW: Wgt 134.4lbs I I A / ... 09/27/12 T4 -5116" 12' 19'5° 24'0.11/16" 31'5" 7'45!16" 4'7- 11/16" T5" 4'7- 11!16" 7'4-5/16" `��i T4. 15/16" 67 -9/16" 7'415/16" 1'8" 9'0.1516" 15'81/2 2241116" 299" Loading Criteria (psr) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP SS 12A T2 2x4 SP—#1 Dense_12A: Bot chord 2x4 SP SS 12A Webs 2x4 SP #3 10A :Lt Wedge 2x4 SP_#3_12A::Rt Wedge 2x4 SP #3_12A: Lumber grades designated with "12A" use design values approved 1/512012 by ALSC. AND —IMPORTANT— Snow Criteria (Pg,Pr in PSF) Pg: NA Ct NA CAT: N! Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: FBC07 HVHZ TPI Std: 2002 Rep Factors Used: Yes FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell LID VERT(LL): 0.464 H 743 240 VERT(TL): 0.858 H 402 180 HORZ(LL): 0.109 G - - HORZ(TL): 0.202 G - - Creep Factor. 1.0 Max TC CSI: 0.750 Max BC CSI: 0.705 Max Web CSI: 0.147 VIEW Ver: 10.03.12.0410.00 Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Dead loads are stated on projected horizontal area basis. ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 1742 / 835 / 349 / - / 56 / 8.0 F 1742 1835 /349 / - /- /8.0 Wind reactions based on MWFRS Bearings A & F are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 3636 -4087 D - E 3481 -3871 B - C 3481 -3871 E - F 3638 -4087 C - D 3301 -3704 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-] 3879 -3383 H - G 3569 -2992 I - H 3569 -2991 G - F 3879 -3383 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-1 386 -223 H - D 247 -196 I - C 296 -224 D - G 296 -224 C - H 247 -196 G - E 386 -223 1/ALL NOTES ON THIS DRAWINGI ALL CONTRACTORS INCLUDING THE INSTALLERS 1, in #aliing.and bracing. , Refer to and fpliow Frye latest JIt1 n of ¢CSI (Building rappchces yynor to peedrforruming these Nncbons. Instarli�e�sh IQ r ride tearhpora esfra ntribf webs shall have�irac nag i s a�led p�ett�CSi s ip al h3v�7 or ge loy as shown above and on the JoinfDetails, unless noted otherwise. 12ef& to' for an deviation from this d ng'an failure to build th toss in confo once oo trusses. A se Ion the drwir�g o[cover coo �istin this drawin , tnsility solei�r fob 1t1e deft ,qc shgwn. The sulta�ility an�i use of thi$ 14934 -REV -1 LANDSTONE- LESTRADE RES. h10 ii n N 1 3m Ply: 1 SEAN: 80938 / h10 /SPEC Qty: 1 FROM: MA DIW: Wgt 144.2 Ibs / ... 09/27/12 7-2" 10' 15'81/2 21'5" 24'3 T2" 2'10" 5'8 -1/2" 2'1p" 72" z 12 move n T3-UT 8'11 -112" Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category -11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 FT /RT: 20.0 %(0.0 %) /10(0) C &C Dist a: 3.00 ft Plate Type(s): 1:1.0 GCpi: 0.18 WAVE, HS Wind Duration: 1.33 29'5" 168 -1/2" 22'5 1I2 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct NA CAT: NA PP Deflection in IDc Udefl UD Pt NA Ce: NA VERT(I-Q: 0.533 D 647 240 Lu: NA Cs: NA VERT(TL): 0.985 D 350 180 Snow Duration: NA HORZ(LL): 0.105 H - - HORZ(TL): 0.194 H - - Code f Mist Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.789 TPI Std: 2002 Max BC CSI: 0.673 Rep Factors Used: Yes Max Web CSI: 0.651 FT /RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE, HS T3 -1/2" i 1.8" 29'9" 31'5" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 1742 / 835 / 362 / - /47 18.0 G 1742 / 835 / 362 / - / - /8.0 Wind reactions based on MWFRS Bearings A & G are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - B 3588 -4051 D - E 3911 -4627 B - C 3480 -39Z7 E - F 3480 -3927 C - D 3911 -4627 F - G 3588 -4051 Lumber Wind loads and reactions based on MWFRS with Maximum Bat Chord Forces Per Ply (Ibs) Top chord 2x4 SP SS 12A additional C &C member design. Chords Tens.Comp, Chords Tens. Comp. T2 2x4 SP_#2 Dense 12A: Bot chord 2x4 SPSS 12A Left and right cantilevers are exposed to wind A - J 3840 -3330 I - H 3795 -3139 Webs 2x4 SP #3 7 12A J-1 3795 -3139 H - G 3840 -3331 :Lt Wedge 2x4 SP_#3_12A::Rt Wedge 2x4 SP #3_12A: Dead loads are stated on projected horizontal area basis. Lumber grades designated with "12A" use design values approved 1/5/2012 byALSC. Maxin Webs B -J J -C C -1 D -1 rum Web Forces Per Ply (Ibs) Tens.Comp. Webs Tens. Comp. 288 -46 I- E 909 -781 169 -91 E - H 189 -91 909 -781 H - F 288 -46 455 -532 — WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS qquire a re a care in fa ri tin , handfing, Ship in , in, taliin and bracing. , Refer to and follow the la lest editi n of PCSI (Buildin III f 5 fety In ormaU tn, 0 T 1 pn� SBCA) fpr sale rachces pppYior to perfomlIng these functions. Installs s TUr, vide terhpora� r a.�sa s� )3G�S), Unless noted o�hervnse,top chord shall Eve properly attache(f structural shpatf in nd bott�r 11 ord *ftall have a progefly id cei On g. pLOptiOn$ shown for Aermanent lat@ral re §tralnt of webs shall have bracjng ms called per G I sections 63, 67 or 10, 60A -Z fgr s l nt and .ate face of truss and posilion as shown above and on the o n Details, unless noted otherwise. ( tefer to p positions. sTs Ig Components Group Inc. shall not be responsible for an deviation from this dr wi an failure to build the toss 'n confo ance 7 IPI 1, or for ha dfin shi pin ,installation and bracin tru A seal on th�Is c�i�aM or cover a 11 !W. his drawing P acceptance o pr4.essional ngineefrin re&�SOns.it� so ly forthe — design shown. The su�ta�i�ity an use of thi it any structure 1s the respons�bnrtY o th-6 Bui ding es gner per ANSUTPI T Sec.2. REV-1 LAND Ply. 2 SEQN: 80939 / hg8 / SPEC LANDSTONE- LESTRADE RES. Qty: 1 FROM: MA DRW: hg8 Wgt' 324.81bs / ... 09/27/12 18'61/8" 23'5" 31'5" 8' S'01t8" 5'S' 4'10 -7/8" 6' 3 p @5�C8 E3x�91 g3)4[151 9 E8 � C n N 37�4X10(A1 A Fc4X10(A1) q g KX 34 -H?71 0 E ®4�4 I f 295" 1 1' 1 8'2- 3116" 4'10- 11116" 2'7518" 2'S 718" 5'0 7116" 8'2- 3/16" 82- 3116" 13'07/8" 15'81/2" 18'2 -3/8" 23'2 - 13/16" Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) D @fl /CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct: NA CAT. NA PP Deflection in loc Udefl UD Loc R / U / Rw 1 Rh / RL / W TCDL: 15.00 Speed: 146 mph Pt NA Ce: NA VERT(LL): 0.526 H 671 240 A 3656 /1783 / - / - / /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.973 H 362 180 - F 3656 /1783 / - / - / - /8.0 BCDL: 10.00 Category. 11 Snow Duration: NA HORZ(LL): 0.078 G - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): 0.144 G - - Bearings A & F are a rigid surface. NCBCLL: 10.00 Mean Height 15.00 ft Code / Misc Criteria Creep Factor. 1.0 Soffit 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ repMax TC CSI: 0.682 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.729 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Rep Factors Used: No Max Web CSI: 0.915 A - B 2790 -5704 D - E 2727 -5598 C &C Dist a: 3.00 ft FT/RT: 20.0%(0.0 %) /10(0) B - C 2724 -5592 E - F 2793 -5710 1:1.0 GCpi: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 C - D 3586 -7355 Wind Duration: 1.33 WAVE, HS Lumber Top chord 2x4 SP_ #1 Dense Nail Schedule:0.128 "x3 ", min. nails Maximum Bat Chord Forces Per Ply (Ibs) _12A Bot chord 2x6 SP SS 12A Top Chord: 1 Row @12.00" o.c. Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 Bot Chord: 1 Row G 9.75" o.c. _12A Webs : 1 Row @ 4" o.c. A - K 5489-2678 I - H 7370 -3596 Lumber grades designated with "12A" use design Use equal spacing between rows and stagger nails in each row to avoid splitting. K - J 7370-3596 H - G J-1 7270 -3548 values approved 1/5/2012 byALSC. 7370 - 3596 G - F 5495 -2680 Left and right cantilevers are a 9 exposed to wind Wind loads and reactions based on MWFRS with additional C &C member design. Maximum Web Forces Per PI ibs y ( ) ens. Webs Tens.Comp. Webs Tens. Comp. #1 hip supports 8 -0-0 jacks to BC. Left side jacks have 8-0-0 setback with 1-0-0 cant and 0-0-0 overhang. End jacks have 8 -0-0 setback B - K -554 H - 578 261 JT Plate Lateral Chord JT Plate Lateral Chordwith 1 -0-0 cant and 0 -0-0 overhang. Right side jacks K - C 938 -1913 D - G 887 -1807 No Size Shift Bite No Size Shift Bite have 8-0-0 setback with 1-0-0 cant and 0-0-0 C - J 588 -266 G - E 1226 554 — WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINC "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING Ittire extreme care in fa�ricating,_tLaQqling, shipping, ingtailing.and bracing. _ Refer to ar Of ano on the JolnfDetalls, Unless noted othervAse. Refer to from this d,%vAi1g,any, failure to build the tto�ss in conformance seal on this tlrawir5g go cover page Irstin this of drawln or the deli %1Rhown. T'he suita6flity an�i use ra th a' 14934 -REV -1 Ply. 2 SEAN: 80940 / shg56 / SPE LANDSTONE- LESTRADE RES. Qty: 1 FROM: MA DRW: shg56 Wgt:366.81bs / ... 09/27/12 66" 9'3" I 13'6 -3/8" + 19'511 + 26'6 -9/16" + 32'10" 35'2 "� 5'6" 3'8° 4'3 318" 5'11 -116" T1 -1116" 6'3 7116" 2'4" T 31& E s5X6 _ -m 57 -314" X3 12° + 4'9-3/4" + 2'6.9/16' 47-7/16" '1 3'2" + 10'10° 57 -3/4° 87 -1/4" 14' 166 9/16 21 T' 24'4" 357 Loading Criteria (p4 Wind Criteria Snow Criteria (Pg,Pf in PsF) Defl/CSI Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct NA CAT: NA PP Deflection in loc Udell L/D TCDL: 15.00 Speed: 146 mph Pt NA Ce: NA VERT(LL): 0.462 C 830 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.853 C 450 180 BCDL: 10.00 Category If Snow Duration: NA HORZ(LL): 0.068 H - - Des Ld: 55.00 EXP: C [13] W6X12 9.75 L 1.25 [17] W3X4 S HORZ(TL): 0.125 H - Code / Misc Criteria NCBCLL: 10.00 Mean Height 15.00 ft Creep Factor. 1.0 Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ r Max TC CSI: 0.984 Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.955 Spacing: 24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.992 C &C Dist a: 3.00 ft I: 1.0 GCpi: 0.18 FT/RT: 20.0 %(0.0 %)/10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 Wind Duration: 1.33 WAVE Lumber Nail Schedule:0.128"4", min. nails Top chord 2x4 SP #1 Dense_12A :T1 2x4 SP #2_N_12A:Top Chord: 1 Row @12.00" o.c. •T2 2x4 SP #2 Dense_12A: Bot Chord: 1 Row @12.00" o.c. Bot chord 2x6 SP #1 Dense :B2 2x6 SP #2_12A: Webs : 1 Row c@ 4" o.c. _12A Webs 2x4 SP_ #3 12A Use equal spacing between rows and stagger nails :Rt Wedge 2x4 SP_#3_12A: in each row to avoid splitting. Lumber grades designated with "l 2A" use design Wind loads and reactions based on MWFRS with values approved 1/5/2012 by ALSC. Webs additional C &C member design. Special loads Chord Left and right cantilevers are exposed to wind - (Lumber Dur.Fac. =1.25 / Plate Dur.Fac. =1.25) D - J 702 -1010 Bite TC- From 91 pif at 0.00 to 91 pif at 5.50 JT Plate Lateral Chord JT Plate Lateral TC- From 91 pif at 5.50 to 8_pif at 9.25 Size_Shift _Site _No Size Shift TC- From 91 pif at 9.25 to 91 pif at 19.46 _kilo __ [ 8] W3X4 S 2.50 [ 9] W4X10 2.25 L TC- From 91 plf at 19.46 to 91 pif at 35.17 [13] W6X12 9.75 L 1.25 [17] W3X4 S BC- From 20 pif at 0.00 to 20 pif at 14.00 BC- From 20 pif at 14.00 to 20 pif at 21.17 BC- From 20 pif at 21.17 to 20 plf at 35.17 BC -1877 lb Conc. Load at 4.75 ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 3541 / 1752 / 366 / - / 72 / 8.0 N 2242 / 1109 / 392 / - / - /8.0 Wind reactions based on MWFRS Bearings A & N are a rigid surface. Maximum Top Chord Forces Per Ply (ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 2461 -4846 D - E 2374 -2998 B - C 3703 -5626 E - F 1928 -2336 C - D 3989 -5994 F - G 2092 -2539 Maximum Bat Chord Ford Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp. A - M 4674 -2341 J-1 2191 -1666 M - L 4751 -2350 I - H 2191 -1656 L - K 3640 -2553 H - G 2424 -1952 K - J 3640 -2653 - IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS qquire a eme cafe in gl ��tin , handlin ,shi in , ingtallin ,and bracin Refer to and fellow the latest �ddi n of CSI (Building it fety nformation, PI pn� SBCA) r {G� ractices p�ior to perfor nin these functions. instalie shale r de tempos SI. nless ngted erwnse,top hord 5ha I h ve ropers a�ached s�ctu� I shpathin and bolt ord slal� hav a pro ly gl'd ceiling. Locations wn fore rm nent lateral restra�nt �f webs shall hav�abr�c�ng ins Iled r�GSI ss I ns 3, W or glno Le._ A - plates to e. face of truss an tld position ass own above and on the oin Detatls, n ess not otherwise. [tefer to I1W Buildin Components Croup inp. §hall not be respondsible for an tNeviaso Ase I o�n r wrdnpwainy faolurce Vebuild t i twss in conformance with ANSI 1, or for han sin shi pmg, instailati n an bbraGng q� ra rig [ �sttn this drawing, indicates acceptance of rossiponaf n inee n res onsibil�ty so�el for the desi sh wn. The su�ta�illty an �l use of thi§ drawing for any structure �s the responsibility oti` th� Bui�ding Designer �er ANSUTPI 1g5ec.�. Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. Chord B - M 733 -363 D - J 702 -1010 Bite B - L 936 -1384 J - E 1152 -763 1.2,57_1-'C'__ 1172 -1593 1.25 L - D 2442-1258 H - F 330 -280 - IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS qquire a eme cafe in gl ��tin , handlin ,shi in , ingtallin ,and bracin Refer to and fellow the latest �ddi n of CSI (Building it fety nformation, PI pn� SBCA) r {G� ractices p�ior to perfor nin these functions. instalie shale r de tempos SI. nless ngted erwnse,top hord 5ha I h ve ropers a�ached s�ctu� I shpathin and bolt ord slal� hav a pro ly gl'd ceiling. Locations wn fore rm nent lateral restra�nt �f webs shall hav�abr�c�ng ins Iled r�GSI ss I ns 3, W or glno Le._ A - plates to e. face of truss an tld position ass own above and on the oin Detatls, n ess not otherwise. [tefer to I1W Buildin Components Croup inp. §hall not be respondsible for an tNeviaso Ase I o�n r wrdnpwainy faolurce Vebuild t i twss in conformance with ANSI 1, or for han sin shi pmg, instailati n an bbraGng q� ra rig [ �sttn this drawing, indicates acceptance of rossiponaf n inee n res onsibil�ty so�el for the desi sh wn. The su�ta�illty an �l use of thi§ drawing for any structure �s the responsibility oti` th� Bui�ding Designer �er ANSUTPI 1g5ec.�. 14934-REV -1 LANDSTONE - LESTRADE RES. sh76 T 1 n�. Ply: 1 SEQN: 80941 / sh76 / SPEC Qty: 1 FROM: MA DRW. Wgt:183.41bs / ... 09/27/12 44'111 1 -3/16° " T1B3" 13° 153.15/16' 19'512" 23'10. 111/1 6° 303 /4° 352 4'3'9' 4158 3/" 84.3/8° -3 16 21/4 2'2 -3/4" i17 5'10.1/18' I 37-1/4" + 8'5-3/4° 183/ ° 7811/18" 57- 13/18° TB 3/4° i r is is T8 111 -1/4 1TT 1�4 3l 26'11 -7/16" + 327 -V4° + 35'2 Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 it Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 it 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #1 Dense-1 2A :T1 2x4 SP SS 12A: :T2 2x4 SP #2 12A: _Dense Bot chord 2x4 SP SS 12A :B2 2x4 SP #1 Dense 12A: Webs 2x4 SP_13_12A :W11 2x4 SP #2 N 12A: :W12 2x6 SP_ #2 12k :Lt Wedge 2x4 SP #3_12A: Snow Criteria ft,Pf In PSF) Pg: NA Ct NA CAT: W Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Defl/CS1 Criteria PP Deflection in loc Udefl UD VERT(LL): 0.507 D 741 240 VERT(TL): 0.942 D 399 180 HORZ(LL): 0.084 K - - HORZ(TL): 0.157 K - - Code / Misc Criteria I Creep Factor. 1.0 Bidg Code: FBC07 HVHZ r Max TC CSI: 0.804 TPI Std: 2002 1 Max BC CSI: 0.760 Rep Factors Used: Yes Max Web CSI: 0.830 FT/RT: 20.0 %(0.0 %)/10(0) Plate Type(s): VIEW Ver 10.03.12.0410.00 WAVE, HS (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Lumber grades designated with "12A" use design (a) Continuous lateral bracing equally spaced on values approved 1/5/2012 byALSC. member. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Site No Size Shift Bite [11) wax10 S 126 [15] .YU41(�WL 4.25- [221 W3X8 1.50 R 1.25 [25) W4X8 S 1.25 [26) W5X6 2.25 R 2.25 -3X4(Al) A Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL 1W A 1884 1900 /366 / - 172 /8.0 K 2025 / 957 / 399 / - / - 18.0 Wind reactions based on MWFRS Bearings A & K are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 4014 -4145 F - G 3577 -3542 B - C 4353 -4559 G - H 3702 -3901 C - D 5980 -6067 H-1 329 -586 D - E 6391 -6432 1-1 276 -522 E - F 3609 - 3533 1561 -1472 K-1 405 -246 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - P 3901 -3768 M - L 3871 -3646 P-0 4453 -4126 L - K 3055 -2773 O - N 4581 -4393 K - J 531 -239 N - M 4581 -4393 Maximum Web Forces Per Pty (Ibs) Webs Tens.Comp. Webs Tens. Comp. B =1a -- 638 -536 -F - M 1345 -1289- 8 - P 320 -322 M - G 626 -580 C-0 1832 -1897 G - L 456 -245 O - D 1923 -1829 L - H 775 -668 O - E 1986 -1895 H - K 3333 -3575 E - M 1561 -1472 K-1 405 -246 - WARNING'"' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reqq urre extreme care in fab %catin handlm shi pin , in. telling and bracin . , Refer to and fpilow the latest iti n of ¢CSI (Buildin omponenf s fety Information, b TPI pn�'SBCA) 191 sa (�racti nor to perfo�nm these �unc6ons. Installs shalca r de terhpora m mr sra ss s bracing per pGS), Unless noted ci, enmse,top chord shall ve properiypattached st�uct al sheathing �nd bott�nl is �f�aI av a props y m attached rigid ceiimp. Locations shown for permanent Iatgral restraint bf webs shall have b cmgg instal ed p8r C s cfions 3, �7 or 81 D, �1WRI)s licage. ZA Ty dates to each face ot�truss and position as shown above and on the�q Details, unless noteciotherwise. Refer to sT 160A- igr s ndard plate positions. s 1ITW gguild�in��n Components Group I�1g, shall not be respon ible for an deviation from this d wi an failure to build th t� ss i conformance 7 with AN vTPI 1, or for ha 1 mi s �ppmlq, mstaliati n an� bracing ptytrusses. A seal on th e r>�rswi�ig or cover a e �istln Mils drewin , P Indic tee acre fence o rp ess one nn ineepn res ns.lit;r sole) for the de ign shTvn. The su�ta�iltty an use of th is drawringforany structure s the responsib�V o the Building Des goer �er ANSI/TP� igSec. LAND 14934-REV-1 Ply 1 SEQN: 80942 / sh96 / SPEC LANDSTONE- LESTRADE RES. Qty: 1 FROM: MA DRW: sh96 Wgt: 177.8 Ibs id, / ... 09/27/12 T - i) v Tl 5'11 - 7/18' 9'8' 13'3" 19'5.112" 28'3.7118° 327 -8718" 352° 5'11 -7/18° 3'8 -9118° 3'9" 6'2 -1/2" 8'8- 16!18" 8'4.118' 2'8.7!1 3 12 W 5xA(SRS) E ,5X8 a 4j 8(-) 3M(A1) N 805116" 7"10-3/4" T9.3/4I' 8'5- 11116' 5'0 5116" 231/4" I7- 15/18° 881/4 177" 119'4 -3/d' 27'10.7/16" I 32'10.3/4° Loading Criteria (psr) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL• 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #1 Dense 12A :T2 2x4 SP _ #2 Dense 12A: Bot chord 2x4 SP SS 12A :B2 2x4 SP #1 Dense 12A: Webs 2x4 SP #3 12A :W8 2x4 SP_#2 N 12A: :W9 2x6 SP #2 12k :Lt Wedge 04 SP #3_12A: Lumber grades designated with "'I 2A" use design values approved 1/5/2012 byALSC. Snow Criteria (Pg,Pt in PSF) Pg: NA Ct: NA CAT: W Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ TPI Std: 2002 Rep Factors Used: Yes FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): WAVE, HS DefI/CS1 Criteria PP Deflection in loc Udefl UD VERT(LL): 0.501 D 755 240 VERT(fL): 0.931 D 406 180 HORZ(LL): 0.085 1 - - HORZ(TL): 0.160 1 - - Creep Factor. 1.0 Max TC CSI: 0.903 Max BC CSI: 0.952 Max Web CSI: 0.833 VIEW Ver. 10.03.12.0410.00 ("-) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind (a) Continuous lateral bracing equally spaced on member. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite 1'101- �ru3x6 1.75 t�25 �2� -- waxs -r 50 >3 ,7"25 [21) W3X4 1.50 R 1.25 [22) W5X6 S 1.25 [24) W4X4 S 2.75 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 1897 / 907 / 369 / - / 72 / 8.0 1 2010 /950 /400 ! - /- /8.0 Wind reactions based on MWFRS Bearings A & 1 are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 4344 -4479 E - F 3733 -3704 B - C 4339 -4548 F - G 3851 -4086 C - D 4341 -4446 G - H 282 -365 D - E 3758 - 3689 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - M 4239 -4101 K - J 4109 -3868 M - L 5324 -5150 J-1 894 -760 L - K 5324 -5150 I - H 371 -245 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -M 249 -115 K -F 581 -617 C - M 612 -642 F - J 578 -402 M -D D - K 1993 -1941 G-1 1970 -1938 E -K 1119 -%5 RNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fa ricatin , hhaDpdiingg, shi ing, installingg,and bracin . Refer to nd follow the I0- test editi n of 3CSl (Buildin i, by TPI pn� SBGA) fbr sa{e�jr practices p .or to perforgrilIn these nctions. Installs sh 11 7"o ids tern re d otnerwi e,top chord shall have 7"o eri attached s�ctural Shea m and bolt o s all ave a pro y �s s ownlorper sannnrgt lateral restr Wt �f wgbs shall he , racing ins lled�r��G�` zTccbon s 3, B7 �10 ac face position ass own a ve and on a Join Details, n ess notede othervnse. Refer to plate positions. failure to build thg trusss in conformannce a oThevsu�ta�ility an uisedofvthnrs' c;�a�a� t� r �avtic T, N l7 H 3M- (r1 Easxs 32'8" 8'9 -5/e° T 67 -5/8° 2' -3/4" 83° 9'4° 18 8'5 1T11° F 242° 33'8° Loading Criteria W '14934-REV-1 TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: - LANDSTONE- LESTRADE RES. BCLL: Ply. 1 SEQN: 80943 / shl 16 / SPEC BCDL: 10.00 Category. 11 Des Ld: Qty: 1 FROM: MA DRW: sh116 :Rt Slider 2x4 SP #1 Dense-12A: BLOCK LENGTH = 1.500' Wgt 162.4lbs / ... 09/27/12 -7 We" 5° 3" -1 87 7 7/1" 4'1 452 12 - /2 75- 15/16° 68 6" T, N l7 H 3M- (r1 Easxs 32'8" 8'9 -5/e° T 67 -5/8° 2' -3/4" 83° 9'4° 18 8'5 1T11° F 242° 33'8° Loading Criteria W Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. 11 Des Ld: 55.00 EXP: C Snow Criteria (Pg,Pt in PsF) Pg: NA Ct: NA CAT: Ni Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA DefI/CSI Criteria PP Deflection in Ioc Udefl UD VERT(LL): 0.539 D 715 240 VERT( L): 0.997 D 387 180 HORZ(LL): 0.0891 - - HORZ(TL): 0.164 1 - - NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 " Mean Height 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft 1:1.0 GCpi: 0.18 Code / Misc Criteria Bldg Code: FBC07 HVHZ re TPI Std: 2002 Rep Factors Used: Yes FT/RP 20.0 %(0.0 %) /10(0) Plate Type(s): Creep Factor. 1.0 sMax TC CSI: 0.930 Max BC CSI: 0.817 Max Web CSI: 0.835 VIEW Ver. 10.03.12.0410.00 Wind Duration: 1.33 WAVE, HS Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP #1_Dense 12A :T2 2x4 SP #2_N 12A: additional C &C member design. :T4 2x4 SP SS 12A: Bot choral 2x4 SP SS 12A :62 2x4 SP #1 Dense 12A: Left cantilever is exposed to wind Webs 2x4 SP_ #3_129 (a) Continuous lateral bracing equally spaced on member. :Rt Slider 2x4 SP #1 Dense-12A: BLOCK LENGTH = 1.500' 3X@(E3) ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 1935 /927 /377 /- /78 /8.0 H 1781 /867 /361 /- /- Wind reactions based on MWFRS Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 4533 -4681 E - F 4277 -4375 B - C 4398 -4505 F - G 4669 -4875 C - D 4832 -4859 G - H 4804 -4929 D -E 5120 -5109 Maximum Bot Chord Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp A - L 4448 -4335 J-1 3623 -3497 L - K 4286 -4092 I - H 4651 -4417 K -J 3623 -3497 .Lt Wedge 20 SP #3_129: JT Plate Lateral Chord JT Plate Lateral Chord Maximum Web Forces Per PI Ibs No Size Shift Bite No Size Shift Bite ( Lumber grades designated with "129" use design (11] W4X8 S 1.25 Webs Tens.Comp. Webs Tens. Comp. values approved 1/5/2012 by ALSC. `"WARNING- READ - IMPORTANT" FURNISH THIS [ V ALL NOTES ON THIS ALL CONTRACTORS If Of B - L 334 -154 K - E 1768 -1765 L -C 185 -92 E -I 710 -565 K - D 1529 -1453 as shown above and on the JoinfDetails, Unless noted otherwise. Refer to for an deviation from this d win ,an failure to build th ss in confo ance in qq>Ytrusses. A se Ion the d�awi�ig o cover a e �in this drawng, ns ility solely for jj design shown. he su�ta�iIg an�J use of this r,-T 14934 -REV -1 Ply: 1 SEQN: 80944 / shl36 / SPE LANDSTONE- LESTRADE RES. Qty: 1 FROM: MA DRW: sh136 Wgt: 159.61bs / ... 09127!12 i T3 " " 952 268 33'6" , 63 T3-12 6'9T3 i T T T 1 � Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP SS 12A :T2 2x4 SP #2 Dense 12A::T3 2x4 SP_#2 N 12A: Bot chord 7x4 SP SS 12A — — :B2 2x4 SP—#l—Dense-12A: 32'6" T6.114" 3/ " T3.3/4" 6'3-114" 1T1 -114" T1 25'2 -314" 33'6" Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Defl/CSI Criteria PP Deflection in loc Udell UD VERT(LL): 0.509 C 758 240 VERT(TL): 0.940 C 410 180 HORZ(LL): 0.088 1 - - HORZ(TL): 0.162 1 - - Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.937 TPI Std: 2002 Max BC CSI: 0.857 Rep Factors Used: Yes Max Web CSI: 0.823 FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE, HS Wind loads and reactions based on MWFRS with additional C &C member design. Left cantilever is exposed to wind Webs 2x4 SP—#3-12A JT No :Rt Slider 2x4 SP #1—Dense-12A BLOCK LENGTH = 1.50Q11] :Lt Wedge 2x4 SP #3_l 2A: Lumber grades designated with "l 2A" use design values approved 1/5/2012 by ALSC. Plate Lateral Chord JT Plate Lateral Chord Size Shift Site No Size Shift Bite W4X8 S 1.25 "WARNING""' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ;It)ire extreme pre in,fatlipting FLant�lin9, shipping, in�taliing and bracin . Refer to and follow the latest a tti n of 3X63) s ♦ Maximum Reactions (Ibs) Loc R /U !Rw !Rh /RL /W A 1935 / 927 / 377 / - / 78 / 8.0 H 1783 / 867 / 361 - Wind reactions based on MWFRS Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 4494 -4812 E - F 4321 -4533 B - C 4227-4475 F - G 4515 -4848 C - D 4134 -4233 G - H 4691 -4903 D - E 4318-4399 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - L 4581 -4283 J-1 3632 -3385 L - K 4003 -3715 I - H 4624 -4288 K - J 3632 -3365 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - L 511 -370 K - E 1286 -1237 L - C 393 -274 E - I 833 -741 °- 1--F----643" -51T— K - D 1092 -1095 acbces prior to perto�ming these ffuunctic ns. nstal e s ll r vhiide terhpora mr +r-aw snqP roper! attached stcttltabl sheathingaalnd bott�n��riorct o�ns�B3v�7 o�o0y a�s shown we hanldhonvtherloinigDestails, dhiess note othennnse, Refer to STS for an deviation from this dr�Kn�g,an failure to build tht trss in conform ance In >Ytrusses. A seat on th s rawi�ig o cover a e is n this dra n , ns��lity solely for the design shgwn. We sutta� fifty an�i use of this 14934-REV -1 Ply: 1 SEAN: 80993 / h156 /SPEC LANDSTONE - LESTRADE RES. Qty: 2 FROM: MA DRW. h156 Wgt: 158.2 Ibs I 11-A / ... 09127/12 T N T 3:M 8'0 -7116" 1 1516" 1 188" 28'4 3/4" 336" 8'0.7/16" 7'5 -9/16" 4'2" 6'8 -3/4" 7'1 -1/4" 32'6" 1'8" 9'0 7116" 7'2 -9/18" '111"". 8'2 -3/16" 5'9-9/16" 10'8 -7/16" 17'11" 196- 27'8- 7/16" 33'6" Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 It Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 it I: 1.0 GCp1: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP SS 12A :T2 2x4 SP #2_Dense_12A: •T3 2x4 SP #1 Dense 12A: Bot chord 2x4 SP SS 12A :B2 2x4 SP #1 Dense 12A: Webs 2x4 SP #3 12A Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pt. NA Ce: NA Lu: NA Cs: NA Snap Duration: NA DefUCSI Criteria PP Deflection in loc Udefl LID VERT(LL): 0.508 K 759 240 VERT(fL): 0.940 K 410 180 HORZ(LL): 0.088 H - - HORZ(TL): 0.164 H - - Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.972 TPI Std: 2002 Max BC CSI: 0.891 Rep Factors Used: Yes Max Web CSI: 0.989 FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver: 10.03.12.0410.00 WAVE, HS Wind loads and reactions based on MWFRS with additional C &C member design. Left cantilever is exposed to wind Dead loads are stated on projected horizontal area basis :Rt Slider 2x4 SP #1 Dense 12A: BLOCK LENGTH = 1.500' :Lt Wedge 2x4 SP #3- 12A_- Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. 13XrE3) ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 1935 /928 /377 / - /77 /8.0 G 1781 / 868 / 360 / - / - / - Wind reactions based on MWFRS Bearing A is a rigid surface. Maximum Top Chord Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 4329 -4850 D - E 3472 -3869 B - C 3930 -4363 E - F 4161 -4737 C - D 3486 -3696 F - G 4373 -4792 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - K 4620 -4092 1-H 4523 -3952 K - J 36W - 3159 H - G 4515 -3889 J-1 3660 -3159 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. B - K 697 -57 I - D 467 -487 K - C 655 -519 I - E 954 -887 C-1 259 -147 E - H 314 -25 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! — IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS wire extreme care in fabriptinii, t�andlin, shying, ingtallinand bracing.. Refer to and follow the la�est eQn of ¢CSI (Bulidin Cre extreme re I L.., cell �IYY PP n TPI �n S CA) r ractices p or to performing ese functions. In tai e s 1 ro de to ra r +.tea away, erwi e,top chorda ha i ave properly attache ucturabl shea�ttliII flu �n� i01 1 all iav am rro� ly _ m own or germane t Iat ral rests nt Of webs s all have racin ns , led r I s c6ons 63, �7 or 10, e fasce�o f ss an pos on ass own above and on the Join etails, n ess not en otha se. Refer to s *s Po Ino. shall not be responsible for an deviation from this d win ,an failure to build the ss iin conformance 7 shilppinlq, ins llation and bracingb�lY�trrusses. A se I on th�s dr wing or over �a li n�this drawing ¢ esonsiniu rn or�tn% resonsi 11t of I for a design shggwn. Tie su ta0tfity an use of th is p ity f g Designer IffPl TSec. . 14934 -REV -1 Ply 3 SEAN: 80946 / hg145 / SPE LANDSTONE- LESTRADE RES. Qty: 1 FROM: MA DRW: hg145 Wgt 575.4 Ibs .� / ... 09127/12 5'10 -3/8" + ?-7/8" 14'5" 1T7" 20'9 24'10-5!16" 289" 33'8" 5'10 -3/8" 4S -9/2" 4'1 -1/8" 32" 3'2" 4'1 -5/16" 3'10-3!4" 4'9" T i' 1 Q 12 M2,C4 -ELX8 VT 4'9 314 4'3 3l4" 3'11 -114" 11 -5/ 6" 3'7" 1'11" 27 9118" 3'11 3/16" 3'8 11/18" 3'10 9/18 493/4" 71 -1/2" 13'0.11/16" 14' 177" 196" 22'1- 9/16" 260- 3 /4" 297 -7!16" 33'8" Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category ll Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 P - D C &C Dist a: 3.00 ft K - H I: 1.0 GCpi: 0.18 -288 Wind Duration: 1.33 Lumber Top chord 2x4 SP#2 N 12A •T1 2x4 SP #1 Dense 1?A _: Bot chord 2x6 SP SS 12A :B2 2x6 SP #2_12A: Webs 2x4 SP #3 124 :Rt Wedge 2x4 SP #3_12A: Lumber grades designated with "l 2A" use design values approved 1/512012 by ALSC. Special loads ---- (Lumber Dur.Fac. =1.25 / Plate Dur.Fac. =1.25) TC- From 45 plf at 0.00 to 45 plf at 33.50 BC- From 10 plf at 0.00 to 10 plf at 7.00 BC- From 379 pif at 7.00 to 379 pff at 32.50 BC- From 10 plf at 32.50 to 10 pif at 33.50 BC -1487 lb Conc. Load at 6.00 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Def /CSI Criteria PP Deflection in loc L/defl LID VERT(LL): 0.479 E 812 240 VERT(f'L): 0.878 E 443 180 HORZ(LL): 0.074 J - - HORZ(TL): 0.136 J - - Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.866 TPI Std: 2002 Max BC CSI: 0.803 Rep Factors Used: Yes Max Web CSI: 0.463 FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE, HS Nail Schedule:0.128 "x3 ", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 5.00" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind - Wall girder loading on this truss. " JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 6] W3X4 1.50 L 1.25 [ 91 W3X4 1.75 L 1.25 [24] W3X4 S 1.25 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 6180 /3057 /372 / - /72 /8.0 1 6558 / 3244 / 364 ! - /- /10.0 Wind reactions based on MWFRS Bearings A & I are a rigid surface. Maximum Top Chord Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 3146-6359 E - F 2622 -5301 B - C 3274-6619 F - G 2718 -5494 C - D 2806 -5672 G - H 3016 -6098 D - E 2622 -5301 H-1 2573 -5404 Maximum Bot Chord Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - R 6144 -3040 N - M 4973 -2460 R - Q 6220 -3077 M - L 4973 -2460 Q - P 6104 -3019 L - K 5719 -2829 P-0 5082 -2514 K - J 5444 -2693 O - N 5082 -2514 J-1 5222 -2584 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. R - B 131 -132 N - F 492 -243 B -Q 218 -108 F -L 961 -475 Q - C 756 -374 L - G 266 -537 C - P 408 -825 G - K 463 -229 P - D 1139 -564 K - H 541 -288 D - N 328 -162 H - J 230 -465 E -N 66 -86 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI - IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS cusses r uire extreme cafe in fa dcatingg ha dlinqg, shi ing, ingtallin and bracin . Refer to and follow the la lest edition of ¢CSI (Building mponerr S fety nformation, b TPI Pion SBA) fbr sae practices p�ior to performing these functions Instal�e shall wde tem ra tr.�s 6nai bra ppeer BG�S] , �ni ss noted oyttiermse top chord shal�h�ve progeri attached structural sheatIlin and bottom ord sl�a�l hav a roe y attach tl rrtt��tid cegqifing p��ocations shown for ermanent iat cal restraint �f webs shai hav bracing ns ailed r BC I sermons B. 3, �7 or 10, drsaawpingsb60A -Z�r stant�ag d pP(aate posce itionsss and position as shown above and one Joint details, un�ess noted otherwise. (2efer to s *s ITW Buildin Compnents Group Inc. shall not be respongible for an deviation from this drawing,an failure to build th ss in conformance with AN 01 1, Or for handlin sh' pin , installation antl bracin truss s. A se Ion this drawn o cover a �fs n this drawing, Indicates acce tance of ro�essZonalq g ineer�n re ns b�1�y so�e fo tie design shown9 ffhe su�ta�i�ity an�J use of th drawing for an� structure �s the responsibility of th� Bra ng Designer er ANSUTPI T Secl. 14934 -REV -1 LANDSTONE- LESTRADE RES. g1 M in Loading Criteria (psQ TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 " Ply. 2 SEQN: 80947 / g1 / SPEC Qty. 1 FROM: MA Wgt: 236.6 Ibs 5'0 -7/16" 8' 1 10'9" 15'8 - 15/16" 60- 7/16" 2'11 -9/16" 2'9" 4'11- 15/16" 3 r� D =4X4 V,6„ 6'9 -1/16" / ... 09/27/12 8' 13'6" 1' .j 3'11 -5/8" 4'0 -1/8" 4'4 3/16" 3'8-1/16" 1'0-7/1 " 5'S -9/16" 3'11 -5/8" 7'11 -3/4" 12'3 - 15116" 16' 1 '0-7/1 22'6" Wind Criteria Wind Std: ASCE 7-05 Speed: 146 mph Enclosure: Closed Category II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2_N 12A Bot chord 2x6 SP #2 12A Webs 2x4 SP #3_12A : W3 2x6 SP #2 12A: Lumber grades designated with "l 2A" use design values approved 1/5/2012 byALSC. Right cantilever is exposed to wind Special loads - (Lumber Dur.Fac. =1.25 / Plate Dur.Fac =1.25) TC- From 90 plf at 0-0010 90 plf at 22.50 BC- From 20 pif at 0.00 to 20 pif at 1.00 BC- From 909 plf at 1.00 to 909 plf at 7.00 BC- From 20 plf at 7.00 to 20 pif at 22.50 m Snow Criteria (Pg,Pr in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: PP Deflection in loc Udefi UD Loc R / U / Rw / Rh / RL 1W Pf. NA Ce: NA VERT(LL): 0.037 K 999 240 A 2363 / 115 / 58 / - / 62 Lu: NA Cs: NA VERT(TL): 0.068 K 999 180 J 5058 /737 /316 - Snow Duration: NA HORZ(LL): -0.005 C - - F 763 /345 /132 t - 1- HORZ(iL): -0.010 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ Max TC CSI: 0.495 TPI Std: 2002 Max BC CSI: 0.647 Rep Factors Used: Yes iMaxWebCSI:0.823 FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12. WAVE Nail Sahedule:0.128 "x3 ", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Wind loads and reactions based on MWFRS with additional C&C member design. '"" Wall girder loading on this truss. JT Plate Lateral Chord JT Plate Late No Size Shift Bite No Size S [ 6) W06 S 1.25 [ 8) W4X10 2. Bearings A, J, & F are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 0410.00 A - B 106 -2115 D - E 513 -272 B - C 1276 -273 E - F 582 -676 C - D 1272 -250 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp, Chords Tens. Comp. /5.0 /8.0 /8.0 3� A - K 2030 - 94 I - H 609 -518 K - J 860 -134 H - G 609 -518 J -1 113 -545 G -F 631 -516 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. ral Chord K - B 2025 -67 D - I 254 -215 haft Bfte B - J 392 -2303 I - E 425 -514 50 L 1.50 C - J 169 -149 E - G 129 -19 J - D 595 -979 RNING"- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS of ertomtin these functions. Installers sh II r ida tern ra oar fry a� d structilgral sheathing nd boit chort�$f�a1 av pro e hail have bracing ins led ppr��LSi is cbon s 63, Y or �10y and on the JoinfDetatls, Unless noted�othervnse. kefer to' STS from this drawing,an failure to build th Vss in conformance seal on this draws g oCcover p�aagqee �fs sin thls drawing, or the design shown. The sufta6llity an71 use of thrs 14934 -REV -1 Ply: 1 SEQN: 80948 / h96a / SPEC LANDSTONE- LESTRADE RES. Qty: 1 FROM: MA DRW: h96a _ Wgt: 103.6 Ibs 1 1%," / ... 09/27/12 11 fV 11 D 5'11 -7/16" 5'11 -7/16" 3 12 r�- 9'6" 14' 3'6 9/16" + 4'6" 4X8 C m4X4 D 1T6 -9/16" + 23'6" 3'6 -9116" 5'11 -7/16" 1 ♦ 8' 13'6" i 18" T10" 4'q° 8' 118° 1'8° 9'6" i 13'10" + 21'1(r I 23'6" Loading Criteria (par) Wind Criteria Snow Criteria (Pg,Pf in PS17 DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL / W TCDL: 15.00 Speed: 146 mph Pf: NA Ce: NA VERT(LL): 0.096 E 999 240 A 492 1217 /152 /- /45 18.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.177 E 892 180 I 1381 /666 /251 /0 /0 /8.0 BCDL: 10.00 Category: II Snow Duration: NA HORZ(LL): 0.019 G - - F 805 /375 /209 /- /- /8.0 Des Ld: 55.00 EXP: C HORZ(TL): 0.036 G - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor. 1.0 Bearings A, I, & F are a rigid surface. Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.440 Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.901 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.598 Chords Tens.Comp. Chords Tens. Comp. C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.0 %) /10(0) A - B 256 -336 D - E 755 -791 I: 1.0 GCpl: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 B - C 431 -346 E - F 1212 -1223 Wind Duration: 1.33 WAVE C - D 787 -723 Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP #2 N_12A additional C &C member design. Maximum Bot Chord Forces Per Ply (Ibs) Bot chard 2x4 SP #2_Dense_12A :B2 2x4 SP–#2–N-1 2A: Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 12A Left and right cantilevers are exposed to wind :Lt Wedge 2x4 SP #3_12A::Rt Wedge 2x4 SP #3_12A: A - H 584 -317 G - F 1141 -1067 Dead loads are stated on projected horizontal area basis. H - G 557 -378 Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite Maximum Web Forces Per Ply (Ibs) [1 [1 4J W3X8 2.00 R 1.25 Webs Tens.Comp. Webs Tens. Comp. B - H 660 -570 G - D 358 -222 C - H 968 -1051 G - E 575 -465 C - G 1204 -1197 ""'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a ire extreme care in fa b catinp, handlin , shi prn , in tallin ,and bracin . , Refer to and f Ilow a latest editi n of gCSI BuIIdin t fety Information, b T�I $nd SBCA) f�r satery (�ract ces nor to perfor}ninp these functions. Installs shaI rovide tem rar 8 �►�r� B SI.. Unless noted o ermse,to chord shall have props attached structuial sheathing and botto Ord Tall hav a prroo y id ceilin . Locations s own for ermane t Iatgrai restrarntf webs shall have br�cmqq installed r B�GSI sections B3, �7 or �10, e. Ap �y Iat�s to ea face of truss an � position as shown above and on the JornCDetads, n ess noted otherwise. Defer to s *s 60A -Z fgr s n and plate positions. iA Com onents Group nc. shall not be res nSible for an deviation from this d win ,an failure to build the toss in conformance � fPl 1, or for handlin�tpshipping, installation an d bracin 1YVuss s. A seal on th s drewinyg or cover coo listing this drawing, acceQtance of proTessionar engineejing %gpgns%7lity so�ely for the design shown. The suitability an 7i use of this 14934 -REV -1 Ply. 1 SEQN: 80949 / h76a / SPEC LANDSTONE - LESTRADE RES. Qty: 1 FROM: MA DRW: h76a Wgt:100.8lbs I I in / ... 09/27/12 11 N tV 11 3 T6" 9 T6" 1'g" 3 © %486 IOC 4 16' 14'41 /4` 5'41/4" +1'7 -3l4" E33X4I1 = 3) 4X6 DD E 23'6" T6" 1, J 8' 13'6" i_ 1'8" r4"' i 5'7 -314" T2 -1/4" 1'8" 1'8" 9' 14'7 -3/4" 21'10" + 23'6" , IZ Loading Criteria (psr) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefVCSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W TCDL: 15.00 Speed: 146 mph Pf: NA Ce: NA VERT(LL): 0.068 E 999 240 A 548 /236 /144 ! - /35 /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 E 999 180 H 1286 1809 /237 / - / - /8.0 BCDL: 10.00 Category: If Snow Duration: NA HORZ(LL): 0.029 H - - F 831 / 397 1207 ! - / - /8.0 Des Ld: 55.00 EXP: C HORZ(TL): 0.054 H - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 It Code / Misc Criteria Creep Factor. 1.0 Bearings A, H, & F are a rigid surface. Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.657 Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.700 Maximum Top Chord Forces Per Pty (Ibs) Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.950 Chords Tens.Comp. Chords Tens. Comp. C &C Dist a: 3.00 It FT/RT. 20.0 %(0.0 %) /10(0) A - B 323 -311 D - E 1133 -1095 I: 1.0 GCpi: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 B - C 224 -122 E - F 1208 -1201 Wind Duration: 1.33 WAVE C - D 224 -122 Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP #2_N 12A additional C &C member design. Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP_#2_N_12A Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP_ #3 12A Left and right cantilevers are exposed to wind :Lt Wedge 2x4 SP #3_12ARt Wedge 2x4 SP #3_12A: A - H 256 -188 G - F 1111 -1038 Dead loads are stated on projected horizontal area basis. H - G 1075 -880 Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite Maximum Web Forces Per Ply (Ibs) [13) W3X4 S 1.25 Webs Tens.Comp. Webs p Tens. Comp. p• B - H 589 -488 D - G 175 -198 C - H 264 -339 G - E 297 -60 H - D 1207-1341 "WARNING'"' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS uire extreme cafe in fabricatin , hha dinig shf ing, ingtallin and bracing. , Refer to and fellow the latest edditi of ¢CSI (Building 11 S fety Informafion, byTPI �n� SBA) fb'r safpe�y practices p�ior to performing these functions. Instal le sh II r vide porary saparmr tea sray, Sl., Unless noted o erwnse,top chord siialll have properlyy attached structural she i in and ottagn g o � al h3vt7 oogen id ceiling. ovations s own for rmanent at ral restra nt cf webs shall have bracing ins ailed r e� ) e. Appply tat to eac face ol�truss and position as sown above and on the Joint Details, unless noted otherwise. Refer to sTS 60A -Z fbr s n and plate positions. iqq Components Groue Inp. shall not be respon able fpr an deviation from this d wi an failure to build the truss in conformance fPl 9, dr for handlin shi pin , Installati n anc bracin tYtrusses. A seal o the csr�avrir�g o cover page Ifstin this drawin acceptance of 'T env inee nq �e�pgnsi�blIity solely for ti?e �esigr� shown. rTha su1ta13llity an s use of this' 14934 -REV -1 LANDSTONE- LESTRADE RES. Ply: 1 I SEQN: 80950 / shg56a / SPE Qty: 1 FROM: MA DRW: Wgt:120.4lbs i%k / ... 09/27/12 1i_ 57 "_ 17'1/4" 9' 132" 4- 1/4 "17'4 - 1311E 23'6" if 3'6" 4'2" '2 -114" 1'913/1 -6"'i 57- 314" 12 3 © 64X8 M2X4 O ®4X6!17) F 63X4 , 65X6 9 C 83X4 D E 2X4 ro ®3X8 (a) EN ? 62X4(A1) A 1 8' 13'6" 1' -J 1'8" 3'14" 3'5" 261/4° 2103/4" 32 -1/2 ", 3'11 -3/4" 1'8" 5'7 -314" 9'0 3/4" 11'9" 147-3/4" 17'10 114" 21'10° 23'6" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pr In PSF) Defl/CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-05 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/D Loc R /U / Rw / Rh / RL / W TCDL: 15.00 Speed: 146 mph Pt. NA Ce: NA VERT(LL): 0.134 1 999 240 A 442 /216 / - / / /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.248 1 636 180 BCDL: - - L 2502 /1219 / - / - / - /8.0 10.00 Category: II Snow Duration: NA HORZ(LL): 0.032 I - - H 1102 /538 / - / - ! - /8.0 Des Ld: 55.00 EXP: C HORZ(fL): 0.058 1 - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor, 1.0 Bearings A, L, & H are a rigid surface. Soffit 2.00 TCDL: 5.0 psi Bldg Code: FBC07 HVHZ rc Max TC CSI: 0.849 Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.876 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Rep Factors Used: No Max Web CSI: 0.702 Chords Tens.Comp. Chords Tens. Comp. C &C Dist a: 3.00 It FT/RT: 20.0 %(0.0 %)/10(0) A - B 90 -161 D - F 152 -239 1:1.0 GCpi: 0.18 Plate Type(s): VIEW Ver: 10.03.12.0410.00 B - C 1439 -697 E - G 770 -1655 Wind Duration: 1.33 1 WAVE, HS I C - D 1439 -697 F - G 148 -234 Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP #2 N 12A 0 - E 1660 -834 G - H 981 -1998 additional C &C member design. 2x4 Bot d 2x4 SDense_nse chord 2x4 SP_ #1 Dente 12A Left and right cantilevers are exposed to wind Maximum Bot Chord Forces Per Ply (Ibs) We Webs 2x4 SP #3 12A :W4 2x4 SP #2 N 12A: Chords Tens.Comp. Chords Tens. Comp. :Lt Wedge 2x4 SP #3_12A::Rt Wedge 2x4 SP_#3_12A: (a) Continuous lateral bracing equally spaced on A - M 123 -64 K - J 1743 -852 member. Lumber grades designated with "12A" use design M - L 175 -84 J -1 1850 -9D4 values approved 1/5/2012 by ALSC. #1 hip supports 5-6-0 jacks to BC. L - K 1743 -852 I - H 1887 -918 Left side jacks have 5-6-0 setback with 1 -0-0 cant JT Plate Lateral Chord JT Plate Lateral Chord Maximum Web Forces Per Ply (Ibs) and 0-0-0 overhang. End jacks have 5-6-0 setback No Size Shift Bite No Size Shift Bite Webs Tens.Comp. Webs Tens. Comp. with I -" cant and 0-0-0 overhang. Right side jacks [11) W010 2.50L 1.50 [17] W4X6 S 1.25 have 5-6-0 setback with 1-0-0 cant and 0 -0-0 B - M 496 -196 E - J 647 -273 overhang. B - L 841 -1738 J - G 28 -3 C - L 194 -297 G-1 351 -129 L - E 1601 -3290 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI `"`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS tosses reqt�ire�r eme care in fa ricatin , hha ddlin , shi pin ,installing and bracin . , Refer to nd follow the latest edit) n of orrl nenf 5 fety lnfonnation, b TPI pndg SBEA) A" sa etv �ractices prior to perforigrnng these funcbons. Installe sham r CSI (Building de terhpora Craw s arev act 1! per B�Sl., UUUUnless noted oythermse,top chord shall have ropen attached structural shpathinq and bott ord I� II Sac etl ri gid celhnp . pL[ocafions showncffbrtpermanergt lateral restrahnt bf webs shall have bracln� msZalled p�r�3�G sections 63, 7 oo�10y uss 1posa J an poslbon ass own above and on the Join Details, un ess noted othervrise. awnngs 1b,60A -Z br ntaard Refer to sTs ; pe(ateh *lions W gguild)% Copmponents Group I c. shall not be responsible for any deviation from this drawing ,an failure to build the as �thh ANSI/T�I 1, or for ha dlrn s�ii pin lnstallati nand bract% f truss A this drawing in conformance a , s. seal on or cover a e lis�ng dicates acceptance ofnroessipona�eninen� repgnslb�glit )rso�efo�tl�edesi�cshown. The su�ta�ility and �awina for anv structure tha raannncrh rt, e. a , . .� this drawl% , ¢ use of thi 14934 -REV -1 Ply: 1 I SEQN: 80951 / t2 /SPEC LANDSTONE - LESTRADE RES. Qty: 5 FROM: MA DRW. YL Wgt:68.6lbs 1 1.112 / ... 09/27112 cb co I Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 " =2X4(A a 6'5" 1119" 14'5" 615.1 5'4" 2'8" C=— 5X6 Wind Criteria Wind Std: ASCE 7 -05 Speed: 146 mph Enclosure: Closed Category. 11 EXP: C Mean Height 15.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP—#2 N_12A Bot chord 2x4 SP #2 N 12A Webs 2x4 SP #3 12A :Lt Wedge 2x4 SP_#3_12A: Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. 6'0 -9/16" 7'8 -9/16" 6'8- 7/16" 14'5" Snow Criteria (Pg,Pf in PsF) Deft/CSI Criteria Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl LID Pt NA Ce: NA VERT(LL): 0.106 B 999 240 Lu: NA Cs: NA VERT(TL): 0.196 B 799 180 Snow Duration: NA HORZ(LL): -0.027 C - - HORZ(fL): -0.049 C - Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.617 TPI Std: 2002 Max BC CSI: 0.654 Rep Factors Used: Yes Max Web CSI: 0.394 FT /RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on M WFRS with additional C &C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind 1113X6 1112X4 T fV 11 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 881 /400 /211 /- /137 /8.0 E 722 / 361 / 144 / - / - /1.5 Wind reactions based on MWFRS Bearings A & E are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1501 -1520 C - D 50 -28 B - C 1285 -1241 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - F 1429-1576 F - E 541 -698 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - F 540 -441 C - E 1033 -793 F - C 753 -6% D - E 151 -65 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS qquire ereme care in fabricatin , handling, shippppin , ingtailing,and bracing. Refer to and follow the latest editi n of BCSI (Building it S ffety Information, by TPI pn� SBGA) for safety �ractices poor to performing these functions. Installe shalQprovide tern rar ,B SI., nl E ss noted o�herwnle,to�p chalyd shall have pro rlvy attache s�ructurai she q mg �nd ttor� o d ¢i5all have a rope y id ceilinp. ocations shown or rmanent Iat ral r tra'nt bf webs s al have b cent rusk ledU I r BC ons 63, 67 or 610, r e.- QgpTy platgs to Bach face o truss and pos on ass own above and on the oin Details, n ess not otherwise. Refer to failure to build the tr�ss in conformance . owievsu�ta�ility an uisedofwthin' m�avio ® �4ia�e - 14934 -REV -1 LANDSTONE- LESTRADE RES. hh132 °2X4(A 3� Ply: 1 1 SEQN: 80952 / hh132 / SPE Qty: 1 FROM: MA DRW. Wgt:71.41bs 6'911/4" 137 14'5" 6'9 -1/4" 6'4 -3/4" it 1'3" 1112X4 -5X6 C D 1, i 137 i 7'6 -1/4" 62 -3/4" 92-1/4" 14'5" I `ao I` 1M 1 09/27/12 Loading Criteria (psrl Wind Criteria Snow Criteria (Pg,Pf in PSF) Def11CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udefl UD Loc R / U / Rw / Rh /RL /W TCDL: 15.00 Speed: 146 mph BCLL: PF. NA Ce: NA VERT(LL): 0.104 B 999 240 A 881 /387 /221 1- /198 /8.0 0.00 Enclosure: Closed Lu: NA Cs: NA VERT( Q: 0.192 B 817 180 E 718 / 377 / 141 / - / - / - BCDL: 10.00 Category. 11 Snow Duration: NA HORZ(LL): -0.032 D - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): -0.059 D - Bearing A is a rigid surface. NCBCLL: 10.00 Mean Height: 15.00 it Code / Misc Criteria Creep Factor. 1.0 Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ r Max TC CSI: 0.800 Maximum Top Chord Forces Per Pty (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.699 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.416 A - B 1305 -1497 C - D 3 -4 C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.0 %) /10(0) B - C 818 -975 1: 1.0 GCpt: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 Wind Duration: 1.33 WAVE Maximum Sot Chord Forces Per Ply (Ibs) Lumber Top chord 2x4 SP_ #2_N 12A Wind loads and reactions based on MWFRS with Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP #2 N 12A additional C &C member design. A - F 1410 -1532 F - E 304 -385 Webs 2x4 SP_#3 12A :Lt Wedge 2x4 SP #3_12A: Right end vertical not exposed to wind pressure. Le Left cantilever is exposed to wind Maximum Web Forces Per Ply (Ibs) Lumber grades designated with "92A" use design Webs Tens.Comp. Webs Tens. Comp. values approved 1/5/2012 by ALSC. Dead loads are stated on projected horizontal area basis. B - F 763 -648 C - E 1089 -852 F - C 750 -678 D - E 130 -215 RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fa ricatin , hha dlin ,shi m , inrtallin and bracing. Refer to and follow the latest e�ditipn of SCSI (Building TPI and SB A) f�r tp" ('racti as li r to performin ese ncUons. Installers sh ll vide terhpora� *eosa s� �dbo�vherwi$ to chord sha��rave nroperiypa�tach�d sctutai sheatjm and bolt2rrl horgl�a have a propefly is shown for rmane t latgral re §traint if webs shall have bracing ins�lled per BC9I secbons 63, e7 or 610, _ _ i ch face ot�truss an position as shown above and on the loinTDetails, unless not otherwise. jiefer to j STS W Plate positions. pup inc. Khali not be responsible for an deviation from this d wi g'an failure to build the tress confo ance i shipping, inst�aallation antl bracing 0tytrusses. A seat on the �rawii�g o cover Aa IIS ng is draw�ng oTessionaf qnc Inee�in� se §Ponsibtlity solely for . q design shown. a suite ility and! use of thfs' 14934 -REV -1 LANDSTONE- LESTRADE RES. mt1 -2X4(A 3�7p--. Ply: 1 SEQN: 80953 / mt1 / SPEC Qty: 3 FROM: MA Wgt. 65.8 Ibs 7'6 -5/8" 14'5" T6 -5/8" 6'10 -3/8" 1113X4 C 1' . 13,5" 1'8" 1'8" Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: it Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft Max TC CSI: 0.875 I: 1.0 GCpi: 0.18 TPI Std: 2002 Wind Duration: 1.33 6'9" T8" 14'5" DRW: 7.1 / ... T 1 09/27/12 Snow Criteria (Pg,Pf in PSF) Deft /CSI Criteria ♦ Maximum Reactions (lbs) Pg: NA Ct NA CAT: NA PP Deflection in Ioc Udell UD Loc R / U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.109 E 999 240 A 881 /382 1222 1- /217 /8.0 Lu: NA Cs: NA VERT(TL): 0.201 E 779 180 D 718 / 382 / 140 / - / - / - Snow Duration: NA HORZ(LL): -0.027 C - - Wind reactions based on MWFRS HORZ(fL): -0.049 C - - Bearing A is a rigid surface. Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ r Max TC CSI: 0.875 Maximum Top Chord Forces Per Pty (Ibs) TPI Std: 2002 Max BC CSI: 0.778 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: Yes Max Web CSI: 0.624 A B 1166 1503 B FT/RT: 20.0 %(0.0 %)/10(0) Plate Type(s): VIEW Ver: 10.03.12.0410.00 WAVE Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP #2 Dense 12A additional C &C member design. Bot chord 2x4 SP #2 —N_1 2A Webs 2x4 SP #3 12A Right end vertical not exposed to wind pressure. :Lt Wedge 2x4 S15 #3_12A: Lumber grades designated with "12A" use design Left cantilever is exposed to wind values approved 1/5/2012 by ALSC. (a) Continuous lateral bracing equally spaced on JT Plate Lateral Chord JT Plate Lateral Chord member. No Size Shift Bite No Size Shift Bite [ 71 W3X4 S 1.25 [10) W3X6(R) 1.25 R 3.00 Maximum Bot Chord Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1410-1427 E - D 1369 -1430 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 284 -38 C - D 436 -272 B - D 1452-1392 RNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricating, handlin , shi m , installing and bracing. Refer to and follow the latest edditipn of ¢CSI (Building 1, b TPI pno SBCA) fsr sa{e (�ractices prior to performin these notions. Installe sh II r ide tempora d o herwifor,pe chord shall I gropef9y attache si(ructu l sheat�in and bott�n� I or5l�a?l �' pro�e�y ns s own for nnanent !at ral re nt bf w bs s al have r cin ns�ta fled r Ise ons 3, �7 or 10, Bach face, ot�truss and pos�tion as sown asove and on the Join�Detaifs, unless noted otherwise. Refer to ailure to build the truss in conformance olusuipglfity el ue ng' e uasof th 14934 -REV -1 PIy.1 SEQN: 80954 / hh14 / SPEC LANDSTONE- LESTRADE RES. Qty. 1 FROM: MA DRW: hh14 Wgt:67.2lbs / ... 09/27/12 i_ 7'6 -7/8" 14'5" 7'6 -7/8" 610 -1/8" ^I C 1113X4 1 2 3 I c\ 03X4[7] B to d� 1113X8 = 2X4(A1) 1 1 it 82 E4 W4X6[10; u 13'5" 4'3" 8'6" i 5111" + 14'5" Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pt in PSF) DefI1CSI Criteria ♦ Maximum Reactions (Ibs) TOLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL 1W A 881 / 384 / 222 / - / 211 18.0 TCDL: 15.00 Speed: 146 mph Pt. NA Ce: NA VERT(LQ: 0.104 E 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TQ: 0.192 E 816 180 D 728 / 361 / 141 / - BCDL: 10.00 Category: ll Snow Duration: NA HORZ(LL): -0.023 C - - Wind tractions based on MWFRS Des Ld: 55.00 EXP: C HORZ(fL): -0.043 C - Bearing A is a rigid surface. Code / Misc Criteria NCBCLL: 10.00 Mean Height 15.00 ft Creep Factor. 1.0 Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ r Max TC CSI: 0.514 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.881 Chords Tens.Comp. Chords Tens. Comp. A - B 1188 -1527 B - C 39 -113 Spacing: 24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.564 C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.0 %) /10(0) I: 1.0 GCpi: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 Maximum Bot Chord Forces Per Ply (lbs) Wind Duration: 1.33 WAVE Chords Tens.Comp. Chords Tens. Comp. Lumber Wind loads and reactions based on MWFRS with A - E 1433 -1439 E - D 1345 -1452 Top chord 2x4 SP #1 Dense 12A additional C &C member design. Bot chord 2x4 SP #2 N 12A Webs 2x4 SP #3 124 Right end vertical not exposed to wind pressure. Maximum Web Forces Per Ply (lbs) :Lt Wedge 2x4 SP_ #3_12A: Webs Tens.Comp. Webs Tens. Comp. Left cantilever is exposed to wind Lumber grades designated with "12A" use design E - B 360 -49 C - D 387 -272 values approved 1/5/2012 by ALSC. (a) Continuous lateral bracing equally spaced on B - D 1477-1367 member. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Site No Size Shift Bite [ 7] W3X4 2.2511 1.25 [10] W4X6(R) 1.50R 3.00 — WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses req ireex�eme cafe in fa tin , handlirtq shi in , in .stalling and bracin . , Refer to rd fpllow the latest �ddi n of SCSI (Buildin Corr{�oneni fety ln(ormation, by T I pn� CA) fbr sat�p �racbces prior to perfor I ese unctions. Instalie sh I� ide tempura s >� *tea Brry braci BG�SI. Ynav r mess noted othermse,to chord shall ve ro er attachl sr ra sheathin nd butt o rl a a rose attach �, riri id ceilin . Locations shown for prmane t lateral re�tra nt bf webs shall have b cinq inslled per��GSI� ons B3, �7 or B7 0, - -- - �y aso pplica�l p lat to ch fa otruss ana position as sown above and on the�oinfDetails, Unless noted otherwise. kefer to STS fgr drawings 16 A- s�anc�ard plate posiions. ITW guildii? Components Group Inc. shall not be responsible fpr an deviation from this drawinp,an failure to build th truss in conformance ANSlfl�f for ha dlin this drawls vn�h 1, dr sh in , installation ano bracm trusses. A seat on th is drawirl or over a IisUn Indicptes acceptance Or pro on onal engineering rei ns %jll solely fo a de�sifnshown. a su�ta�ility an use of thlb draw ng for any structure s the respons b�n��rtYy of the Bu ding es nor per 3UTP For more infomiaUon see tms lows general Was gge and these web sftes: ITWBCG: www. .com; TPI: www. inat • SBCA: www.sbdrtdu .com• ICC: wwwkcsafe.om 14934 -REV -1 Ply: 1 SEQN: 60955 ! hh12 / SPEC LANDSTONE- LESTRADE RES. hh12 Qty; 1 FROM: MA DRW: Wgt :68.61bs 6'6- 9/16" 12' 14'5" 6'6 -9/16" 5'5- 7/16" 2'5" =2X4(A 1�. 1112X4 �— v A 13'5" I 1'8" 11,8.. Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: It Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 It Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 FT /RT: 20.0 %(0.0 %)110(0) C &C Dist a: 3.00 ft Plate Type(s): I: 1.0 GCpt: 0.18 WAVE Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A Webs 2x4 SP—#3-12A- :Lt Wedge 2x4 SP #3_12A: Lumber grades designated with "12A" use design values approved 1/5/2012 byALSC. 6'1 -3/4" 7'9 -3/4" 67 -1/4" 14'5" Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell UD Pf: NA Ce: NA VERT(I-Q: 0.105 B 999 240 Lu: NA Cs: NA VERT(rL): 0.195 B 806 180 Snow Duration: NA HORZ(LL): -0.028 D - - HORZ(TL): -0.051 D - - Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.632 TPI Std: 2002 Max BC CSI: 0.650 Rep Factors Used: Yes Max Web CSI: 0.445 FT /RT: 20.0 %(0.0 %)110(0) Plate Type(s): VIEW Ver: 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind Dead loads are stated on projected horizontal area basis 0 00 in 1 09/27/12 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 881 /392 /220 / - 1180 /8.0 E 718 /373 /141 /- /- /- Wind reactions based on MWFRS Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 1366 -1501 C -D 3 -11 B -C 1149 -1224 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -F 1411 -1562 F -E 494 -618 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - F 566 -452 C - E 986 -780 F - C 788 -737 D - E 51 -42 RNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fa dcatin , har�dlin , shipp In , ingtailin and bracin . Refer to and follow the latest editi n of PCgI (Building I, by TPI pnn SBGA) f�r sat pigractices p�ior to pertorignI t ese furl ons. Installer sh II ufde terh ra sd therwlse,to chord shallehve pro rly attached strurysheathing nd bott rr� mho p h eery ns shown fortpermanerlt lateral restraint 8f w bs shall have blr�cing nstaflled per�GS�I seccti8onss B3v�7 'or B10 I ch face o truss anrf position as shown a�ove and on the Joinf �etalis, unless noted othervvise. { Refer to pate positions. wp I c. shall not be respon ibble for an deviation from this draw! an failure to build the t�,Iss in confo ance iT s�iippmp, installation an c� bracin7 tYtrusses. A seal on this r�rawil�g o cover a IIStl1 this draw0n , o ess ona elVl&eerinq rei ns b�lit)r solelYfo� they de�fycshown. fThe sui�taaifity an � use of th is rr1C .nCnnnc D.. A -- n-- . - -.. -- 14934 -REV -1 LANDSTONE- LESTRADE RES. hh10 =2X4(A Ply: 1 SEQN: 80956 / hh10 /SPEC Qty: 1 FROM: MA DRW: Wgt:70.0Ibs I ... 6'5-1/2" 10' 147 6'S -1/2" i 3'6 -1/2" 4'5" III 3X4(121 � -. 1 : 13'5" i Loading Criteria (psQ Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 it Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.o" MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 ft Max TC CSI: 0.478 I: 1.0 GCpi: 0.18 TPI Std: 2002 Wind Duration: 1.33 8'5-3/4" 4'3 -1/4" 10'1 -3/4" 14'5" Y 00 tV 09/27/12 Snow Criteria (Pg,Pr In PSF) Deft1CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W Ph NA Ce: NA VERT(LL): 0.092 B 999 240 A 881 /398 /219 / - /150 /8.0 Lu: NA Cs: NA VERT(TL): 0.170 B 922 180 E 718 / 367 / 142 / - / - / - Snow Duration: NA HORZ(LL): 0.016 F - - Wind reactions based on MWFRS HORZ(TL): -0.029 D - - Beating A is a rigid surface. Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ r Max TC CSI: 0.478 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2002 Max BC CSI: 0.683 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: Yes Max Web CSI: 0.555 A B 1433 1423 C D FT /RT: 20.0%(0.0%)/10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP_ #2_N 12A additional C &C member design. Bot chord 2x4 SP #2 N12A Webs 2x4 SP—#3-12A— Right end vertical not exposed to wind pressure. :Lt Wedge 2x4 SP—#3-12A: cantilever is exposed to wind Lumber grades designated with "12A" use design Left values approved 1/5/2012 by ALSC. Dead loads are stated on projected horizontal area basis. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [10] W3X8 S 1.25 [12] W3X4(R) S 1.75 [14] W3X6 O 3.00 - 871 - 872 B - C 941 -944 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -F 1333 -1568 F -E 12 -11 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - F 632 -491 F - D 1001 -1116 C - F 386 -193 D - E 749 -686 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI — IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses re uire extreme care in fapricatin , hhandlin , she ing, in *tailing and bracing. , Refer to nd follow the lattest eddition of I3CSI ((Building cc riponentt S fety Information, by TPI an� SBCA) for sl etpy practices prior to performm ese nctions. Installe sh II ro de terhpora s +. attach�g epeer gt S). Unless noted otherwise,top chord shall have pro�?edg attached �tructu�al sh tin and botto WV OM v a ro I ri0id ceilin .Locations shown fornermanerrt lateral restraint Of wbs shall havebracng in., per t3�GSsecbons B3 �7 pro �10y as app ica e. Ap �y plates to ac face or truss and position as shown a ve and on a oin Detatls, unless noted o ervvise. 12efer to ST drawings 160A -Z fgr stantlard plate positions. ITW Budin Com nents Group IEc. shall not be responsible for an deviation from this d win ,an failure to build th fuss in oo formance �7 with ANI 9, c�r for handlin s i pin , installati nand brawntruss�s. A seal on ths drawing o cover pag P(isUnp this �rawingg P indicates acceptance of pro�'essfonalg ineer�n re ns�bll soles for the desi n shown. fihe suita6lgity an% use of thrb drawing for anyi structure is the responsfbni�ity of th� Bul dng Desgnerer ANSI/TPI 1�Sec.2. 14934 -REV -1 Ply: 1 - LANDSTONE- LESTRADE RES. Qt,. 1 hh8 Wgt: 64.4 Ibs =2X4(A 3�. 8' 8' SEAN: 80957 / hh8 / SPEC FROM: MA 14'5" 6'S" DRW: / ... 09/27/12 1 , -k 13'5" l 1'7- 15/16" 17-15/16" Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 It 1: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2_N 12A :T2 2x4 SP #2 Dense 92A: Bot chord 2x4 SP #2 N 12A Webs 2x4 SP #3 12A :Lt Wedge 2x4 SP #3_12A: Lumber grades designated with "12A" use design values approved 115/2012 by ALSC. JT Plate Lateral Chord JT Plate Lat No Size Shift Bite No Size [ 91 W3X4 2.25 R 1.25 [12] W3X6 6'7- 13/16" 8'3 -3/4" 6'1 -1/4" 14'5" CO A N 11 Snow Criteria (Pg,Pf in PSF) DeflJCSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W Pt NA Ce: NA VERT(LL): 0.086 B 999 240 A 881 / 404 / 218 / - /120 /8.0 Lu: NA Cs: NA VERT(TL): 0.158 B 992 180 D 722 / 362 1143 / - / - / - Snow Duration: NA HORZ(LL): -0.012 E - - Wind reactions based on MWFRS HORZ(fL): -0.022 E - - Bearing A is a rigid surface. Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.9 TPI Std: 2002 Max BC CSI: 0.51 Rep Factors Used: Yes Max Web CSI: 0.56 FT /RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind (a) Continuous lateral bracing equally spaced on member. eral Chord Shift Bite 0 3.00 04 Maximum Top Chord Forces Per Ply (Ibs) 4 Chords Tens.Comp. Chords Tens. Comp. 8 A- B 1381 -1400 B- C 1385 -1262 .0410.00 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1303-1445 E - D 37 -30 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 510 -285 C - D 706 -665 E - C 1291 -1428 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI -IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ire extreme ce e In fa cating, handling shi in , in taliin ,and bracing. , Refer to nd follow the latest editi n of ¢CSI (Buildin afety Informafion, by "Ion SBCA) fb'r sa�ety Bract ces p�ior to pertormin ese #unctions. Installers shall rgYhideeterhpo�rae g s *r�s Brs� BGSI. Unless noted o erwise,top chord shall ghave pro . r)Y attached s ctuPa s has thing �nd bottom 4� ord ohn 18a a pro ceilin Locehons s own for rmane t lat ral re tra nt bf w s shall have b cin ins�a led r eCS le. Apply plates to c face of truss an position as sown move and on the in Details, un�ess noted otherwise. (Refer to 30 -Z fgr standard plate positions. sTS, i Components Group Inc. shall not be respon ibbie for an deviation from this drawl a failure to build th truss in conformance �'1 1, or for handlm shipping, installation anc bracm otru A seal on this c�r�awi�rig or cover AAa a �isting this drawin acceptance of proessipona� e88inee�ingpgnsSbillty sogely for tFie desigq shown. The suitability an7! use of th Y' Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 510 -285 C - D 706 -665 E - C 1291 -1428 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI -IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ire extreme ce e In fa cating, handling shi in , in taliin ,and bracing. , Refer to nd follow the latest editi n of ¢CSI (Buildin afety Informafion, by "Ion SBCA) fb'r sa�ety Bract ces p�ior to pertormin ese #unctions. Installers shall rgYhideeterhpo�rae g s *r�s Brs� BGSI. Unless noted o erwise,top chord shall ghave pro . r)Y attached s ctuPa s has thing �nd bottom 4� ord ohn 18a a pro ceilin Locehons s own for rmane t lat ral re tra nt bf w s shall have b cin ins�a led r eCS le. Apply plates to c face of truss an position as sown move and on the in Details, un�ess noted otherwise. (Refer to 30 -Z fgr standard plate positions. sTS, i Components Group Inc. shall not be respon ibbie for an deviation from this drawl a failure to build th truss in conformance �'1 1, or for handlm shipping, installation anc bracm otru A seal on this c�r�awi�rig or cover AAa a �isting this drawin acceptance of proessipona� e88inee�ingpgnsSbillty sogely for tFie desigq shown. The suitability an7! use of th Y' REV-1 LAND Ply. 1 SEAN: 80958 / hhg6 / SPEC LANDSTONE- LESTRADE RES. hhg6 Qty: 1 FROM: MA DRW: Wgt: 75.6lbs st'. / ... 09/27/12 3X6(A 3 6' 102-1/2" 14'0 -1/4" 14' " 6' 42-1/2" 319 -3/4" -3 4" 5X8 B 1112X4 C 5X6[131 f`_ 1' j 1315" - l 118" 415-3/4" 411 -3/4" 41-1/2" 118" 61 -3/4" 10'3 -1/2" 14'5" Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: it Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 It Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 It 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #1 Dense 12A Bot chord 2x4 SP #1 Dense 12A Webs 2x4 SP #3 12A :W4 2x4 SP #2 N 12A: :Lt Wedge 2x4 SP #3_12A: — — — Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. Left side jacks have 6-0-0 setback with 1 -0-0 cant and 0-0-0 overhang. End jacks have 6-0-0 setback Plate Lateral Chordwith 0-0-0 cant and 0-0-0 overhang. Right side jacks Size Shift Bite have 0-0-0 setback with 04)-0 cant and 04)-0 W5X6 1.75 R 2.25overhang. Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/D Loc R / U / Rw / Rh / RL 1W Pf: NA Ce: NA VERT(LL): 0.173 G 909 240 A 1488 /726 / - / - / - /8.0 Lu: NA Cs: NA VERT(TL): 0.319 G 491 180 E 1488 / 726 - Snow Duration: NA HORZ(LL): -0.029 G - - Wind reactions based on MWFRS HORZ(TL): -0.053 G - - Bearing A is a rigid surface. Code / Misc Criteria Creep Factor. 1.0 #1 hip supports 6-0-0 jacks with no webs. U 00 Ir o) ii Bldg Code: FBC07 HVHZ r Max TC CSI: 0.685 Maximum Top Chord Forces Per Ply (ibs) TPI Std: 2002 Max BC CSI: 0.971 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: No Max Web CSI: 0.861 A - B 1563 - 3188 C - D 1505 - 3082 FT/RT: 20.0 %(0.0 %) /10(0) B - C 1505 -3082 Place Type(s): SEW Ver: 10.03.12.0410.00 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS with Chords Tens.Comp. Chords Tens. Comp. additional C &C member design. A - G 3029 -1478 F - E 29 -14 Left cantilever is exposed to wind G - F 3067 -1486 JT Plate Lateral Chord JT No Size Shift Bite No [111 W010 4.25 R 1.25 [13] [151 W3X6 0 3.00 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - G 408 -83 C - F 621 -890 B -F 15 -21 D -E 754 -1413 F - D 3248 -1586 — VVAKNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! - IMPORTANT""' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS uire extre a care in fabricatin , ha dlin , shi PIng, installing and bracin Refer to and fallow the latest ed�b n of t3CSt (Buildin g feiy IIn ormati on, b TPI 13 SB A) fer sa1Pe�v practices prior to perfor�nm these notions. installe sh I� wde terhpora Bt SJ., Un an Ptea oYtherwi e,top chord shall hfive roperiY attached structt ai shpat in and butt ork�sl�al hav a proAe �Id ceilm .. p�ocaUOns shown orpermanertt latgral restraint Of webs shall have bracing iriftled pgr BCSI sections B3 B7 or e10, 60A -Zfgr stantr�ard (atehh face of truss antl position ass above and on the JoinT Details, un ess noted otherwise. kefer to p positions. failure to build thr truss in conformance I o�'hevsuita9i11Ity an% uisedof tthhin' brava+ � �lria�n 14934 -REV -1 Ply. 1 SEAN: 80959 / t3 / SPEC - LANDSTONE- LESTRADE RES. t3 Qty 2 FROM: MA DRW: Wgt 56.0 Ibs,'1 / ... 09/27/12 fi 00 N = 3X4(82) 1 �1` 6'11" 1410" 6'11" 7'11" 3 p B =4X6 13'10" 1' -. 81 6'3" 63" 1181. 8° 611" 13'2" 14'10" )(A1) Loading Criteria (psf) - Wind Criteria Snow Criteria (Pg,Pf in PSF) Def1/CS1 Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct NA CAT: NA PP Deflection in Ioc Udefl UD Loo R / U / Rw / Rh / RL / W TCDL: 15.00 BCLL: Speed: 146 mph Pf: NA Ce: NA VERT(LL): 0.087 D 999 240 A 746 1361 /151 / - /44 /8.0 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.160 D 999 180 C 902 1422 /185 / - /- /8.0 BCDL: 10.00 Category: 11 Snow Duration: NA HORZ(LL): 0.029 D - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): 0.054 D - - Bearings A & C are a rigid surface. NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 1.0 Soffit 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ rE sMax TC CSI: 0.732 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.650 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.100 A - B 1635 -1483 B - C 1612 -1485 C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.0 %)110(0) I: 1.0 GCpi: 0.18 Plate Type(s): VIEW Ver: 10.03.12.0410.00 Wind Duration: 1.33 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber Wind loads and reactions based on MWFRS with Top chord 2x4 SP #2 N 12A additional C &C member design. A - D 1383 -1420 D - C 1383 -1420 Bot chord 2x4 SP #2 N_12A Webs 2x4 SP #3 12A :Lt Wedge 2x4 SP #3_12A::Rt Wedge 2x4 SP_#3_12A: Right cantilever is exposed to wind Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Lumber grades designated with "12A" use design B - D 247 -64 values approved 1/5/2012 by ALSC. "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! — IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes r1 tire extreme care in fabricatin , handlin ,shi in , ins?tallin and bracin . Refer to and follow the latest edrti n of SCSI (Building orri nent�u fety Information, byy�TPI anc� ,S,, .%, f�r safety (�rachces p%ior to pertor�ninq these �uncLons. Instalie sh I� ro ide terhpora e�a.�or *rte brad r� r B�Sj. UnleCss noted otfierwise,top chord shall have properly attached structural sheathin and bott Qrr� for Dail av a progen attachco ri id ceilin . plocations s own for nnane t Iatsrai restraint bf webs shall hav bracing ins.% led per BC I ons 3, �7 or 610, tr, �ravnnlgs 1G6�oA -Zfg�r stantc�ard pateisitions truss ana posfion as shown above and on tehe Jo�nTDetails, unless not otherwise. Refer to s *s ITW Buildin Com nents Group Inc. shall not be responsible for an deviation from this d wipg,any failure to build the truss in conformance with AN Ui�l 1, c r for handlin shi pin , installation and bracing glYtrusses. A seal on th a drawing or cover pa a Ilstin this d wing, indicates acce tance of rai5essionatg eenn oopn re nsiyil'ty sole for the desi sh wn. The suita� fifty an � use o� thfs drawing for an structure ips the responsibility of the Build ?ng Designer per AINV PI ? ec.�. 14934 -REV -1 LANDSTONE- LESTRADE RES, hg6 T co n rn Ply. 1 SEQN: 80960 / hg6 / SPEC Qty. 1 FROM: MA DRW: Wgt I ✓J. 12, / ... 6' 9'10" 15'10" 6' 3'10" 6' 3 12 _ ..._ 09/27/12 f` 1 13'10" 1 'I 1'8" 4'7 -1/2" 3'4 -3/4" 4'5 -3/4" 118" 1'8" 63 -1/2" 9'8 -1/4" 147" 15'10" i(A1) Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct NA CAT: NA PP Deflection In loc Udefl L/D Loc R /U / Rw / Rh / RL /W TCDL: 15.00 BCLL: 0.00 Speed: 146 mph Pf. NA Ce: NA VERT(LL): 0.221 F 715 240 A 1454 /709 /- /- /- /8.0 BCDL: 10.00 Enclosure: Closed Category: II Lu: NA Cs: NA VERT(TL): 0.408 F 367 180 D 1454 / 709 1- /- /- /8.o Snow Duration: NA HORZ(LL): 0.049 E - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): 0.091 E - - Bearings A & D are a rigid surface. NCBCLL: 10.00 Mean Height 15.00 ft Code / Misc Criteria Creep Factor. 1.0 Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ r Max TC CSI: 0.845 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.932 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Rep Factors Used: No Max Web CSI: 0.246 A - B 1530 -3111 C - D 1534 -3123 C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.0 %) /10(0) B - C 1488 -3066 I: 1.0 GCpi: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 Wind Duration: 1.33 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Lumber Top Chord 2x4 SP #1 Dense 12A :T2 2x4 SP–#2–N-1 Wind loads and reactions based on MWFRS with 2A: additional C &C member design. Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP–#I–Dense 12A Webs 2x4 SP #3 12A A - F 2953 -1443 E - D 2965 -1447 :Lt Wedge 2x4 SP #3_12A::Rt Wedge 2x4 SP #3_12A: Left and right cantilevers are exposed to wind F - E 3019 -1469 Lumber grades designated with "12A" use design #1 hip supports 6 -0 -0 jacks to BC. Maximum Web Forces Per Ply (Ibs) values approved 1/5/2012 by ALSC. Left side jacks have 6 -0-0 setback with 1-0 -0 cant Webs Tens.Comp. Webs Tens. Comp. and 0-0-0 overhang. End jacks have 6-0-0 setback B - F 605 -242 E - C 577 -229 with 1-0-0 cant and 0-0-0 overhang. Right side jacks F - C 51 -21 have 6-0-0 setback with 140-0 cant and 0-0-0 overhang. READ AND FOLLOW ALL NOTES ON THIS DRAWINGI THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ��,Sl�aaddllin�t�sM pin , ingtallin and bracin . Refer to and fpllow e I test e ffib3 gs��ty �racUces p1%. to perFori�ning t�ese fl�nctions. Insta�ler� s e,top chord shal ave oronerIV attached stnrrlrrrn shoat 'nn nnri hnttnm r n Of on the joint Details, unless noted otherwise. Refer to this drawing,an failure to build the truss In conformance I on this drawlXg or cover ppaa a listing�this drawin , ,edesigrlshown. The sutta�ility anti use of tha 14934 -REV -1 Ply: 1 SEQN: 80961 / m1 c / SPEC • LANDSTONE- LESTRADE RES. m1c Qty: 4 FROM: MA DRW: Wgt 22.4 Ibs 12q / ... 09/27/12 r r 2M(A1; 12 3 F_� IIIZYA 6 C Loading Criteria (psr) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. [I Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Bearings E & F are a rigid surface. C &C Dist a: 3.00 ft sMax TC CSI: 0.432 1: 1.0 GCp1: 0.18 TPI Std: 2002 Wind Duration: 1.33 Lumber Top chord 2x4 SP #1 Dense 12A Bot chord 2x4 SP J#2 _N_1 2A Webs 2x4 SP—#3_12A Lumber grades designated with "l 2W use design values approved 1/5/2012 by ALSC. 1' }e 3'8" ®- 1'6 -1/2" - 62-1/2" 62-1/2" N r i 0 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in ioc Udefl UD Loc R /U / Rw / Rh / RL / W Pf., NA Ce: NA VERT(LL): 0.061 D 259 120 E 458 /210 /116 / - /97 /8.0 Lu: NA Cs: NA VERT(TL): 0.113 D 140 90 F 73 /64 /135 / - / - /8.0 Snow Duration: NA HORZ(LL): -0.016 B - - D 318 /180 /3 - HORZ(TL): -0.029 B - - Wind reactions based on MWFRS Code / Mist Criteria Creep Factor. 1.0 Bearings E & F are a rigid surface. Bldg Code: FBC07 HVHZ N sMax TC CSI: 0.432 TPI Std: 2002 Max BC CSI: 0.510 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.546 Chords Tens.Comp. Chords Tens. Comp. FT/RT: 20.0 %(0.0 %) /10(0) A - B 35 -108 B - C 0 -6 Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Maximum Bot Chord Forces Per Pty (Ibs) Wind loads and reactions based on MWFRS with Chords Tens.Comp. additional C &C member design. A - D 52 -105 Left cantilever is exposed to wind Maximum Web Forces Per Ply (Ibs) Dead loads are stated on projected horizontal area basis. Webs Tens.Comp. JT Plate Lateral Chord JT Plate Lateral Chord B - D 576 -275 No Size Shift Bite No Size Shift Bite [ 7) W3X6 O 3.00 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI — IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS �Mire extreme care in fa tin ,handling, shi in , in taliin and bracin . , Refer to and f Ilow a latest edW n of BCSI (Building afety Information, by TPI sn� SBCA) fbr ssaa1� (�racdsces piior to perlo ming these functions. InStalle shaI g7vide terhporary BGSl. Unless noted o herwise,top chord shall nave properly attache structural sheathin��nd botto lord �fiali have a Pro�e�rry ,iid ceilin . Locations sown fortpermanerlt lateral restra�nt f webs s all have br�C4 ins Mils, per BAG I sections B3, �7 or 0, i e. Ap ly glatgs to ac face, truss and position as s own above and on the oin Details, unless noted otherwise. kefer to 50A -Z f Ir s n and plate positions. r Com nents Group Ino. shall not be responsible for an deviation from this drnq,an failure to build the as in conformance l�1 1, c�r for ha dlin shi pin ,installation and bracing Q>wtrusses. A seal on this drawing o over a e Iin this drawin acceptance or profess one ��c ineerin� respgnsTbilit)r sole) fo�the desi�cshowng fide sulta�lllty an use of this' .r an stns _h va c fhn racnnno . su. n.a a ..., n........... __ i��n caiavr 14934 -REV -1 Ply: 1 SEQN: 80962 / mla / SPEC LANDSTONE- LESTRADE RES. Qty: 2 FROM: MA DRW: m1a W t:19.61bs 9 / ... 08/27/12 3 12 � T 1113X4 B "v T M - 90 90 = 2X4(A1)A E 3 _8" F 1113 64-1/2" 3 "� 5'4 -1/2" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-05 Pg: NA Ct NA CAT: NA PP Deflection in Ioc Udefl UD Loc R / U / Rw / Rh / RL /W TCDL: 15.00 Speed: 146 mph Pt NA Ce: NA VERT(LL): 0.067 D 237 120 E 353 /162 1120 /- 184 /8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.123 D 129 90 F 286 / 151 /42 /0 /0 /8.0 BCDL: 10.00 Category. II Snow Duration: NA HORZ(LL): 4.010 B - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): -0.019 B - - Bearings E & F are a rigid surface. NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor. 1.0 Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.592 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.541 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.504 A - B 48 -137 B - C 0 -6 C &C Dist a: 3.00 it FT/RT: 20.0 %(0.0 %) /10(0) I: 1.0 GCpi: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 Wind Duration: 1.33 Maximum Bot Chord Forces Per Ply (Ibs) WAVE I Chords Tens.Comp. Lumber Top chord 20 SP #2 N 12A Wind loads and reactions based on MWFRS with additional C &C member design. A - D 13 25 Bot chord 2x4 SP #2 N 12A Webs 20 SP_#3_124 Left and right cantilevers are exposed to wind Maximum Web Forces Per Ply (Ibs) Lumber grades designated with "12A" use design Dead loads are stated on projected horizontal area basis. Webs Tens.Comp. values approved 1/5/2012 by ALSC. B - D 530 -240 '"WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWINGI — IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes re( ire extreme care in fa ricatin handdlm she o neni fety Information, by TPI pn�'SBCA) f�'r satPtpy brace gq�er j3�S�. UnleLss notetl o�heranse top chord shallehave in ,installing and bracing. Refer to nd follow the latest fi n of SCSI (Buildin �ractices prior to pertorminp these notions. Instaile sh IQ w3C I ( ra pro erly attaches bolt �liore�fQal� st�aural shpating and tr1 av a rode aaasaac 8 rigid ceglinpigy. shown for permanent Iat�rai re5trap�, t bf webs shall have bracing installed per UI secbons 63, �7 or 610y p�ecations uss and position drawnngs 160A -Zgor standard p ?,,ai positions. ass own above and on a Joint Details, uniess noted otherwise. defer to sTS IButlIdi n Com nents Group Inc. shall not be respon ible for an deviation from this d wing,an failure to build the truss in conformance ANSI/T.'1 1, orr for ha dlin sh' pin , in liation anc bracin 1�tru A seal on th s drawir� o over Aa9e listen this drawing Inc rtes acceptance ot0 pro�assi�one en nee�in� ere�Fc�ns �lity so�e! of thg degigra shown• gee suctaDility an�l use of the$' Ara nn fnr an con. s...e . ♦M_ ...�. _!_ w. 14934 -REV -1 LANDSTONE- LESTRADE RES. m1 A M r OD 2X4(A1) 3- 8-" Ply. 1 SEQN: 80963 / m1 / SPEC Qty: 8 FROM: MA DRW: Wgt: 19.6 Ibs IV/ „_ 3 12 III aYA B C Loading Criteria (psr) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category* If Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 It Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 It Bearing E is a rigid surface. 1: 1.0 GCpi: 0.18 Code / Misc Criteria Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A Webs 2x4 SP-#3-12A Lumber grades designated with "12A" use design values approved 1/5/2012 byALSC. m vi ww� 1 -�� 4'4 -1/2" 5'4 -1/2" 311 5'4 -1/2" T 90 09/27!12 Snow Criteria (Pg,Pt in PSF) Defl/CSi Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.061 D 261 120 E 396 / 182 / 126 / - ! 84 / 6.0 Lu: NA Cs: NA VERT(TL): 0.112 D 142 90 D 236 / 129 / 40 - Snow Duration: NA HORZ(LL): -0.016 B - - Wind reactions based on MWFRS HORZ(rL): -0.029 B - - Bearing E is a rigid surface. Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ r Max TC CSI: 0.606 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2002 Max BC CSI: 0.456 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: Yes Max Web CSI: 0.515 A B 33 FT/RT: 20.0 %(0.0 %)110(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left cantilever is exposed to wind Dead loads are stated on projected horizontal area basis. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 5] W3X6 O 3.00 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING" Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - D 245 -47 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 528 -239 i ngUng, arre� ling, shipppin , ingtalling,and bracing. , Refer to nd fellow the latest editi n of BCSI (Building PI an6 S G) fbr tety practices ph to performing t�ese actions. Instal sh�I rovide terhporary he chord shad have roperlyy attached st�uaura sh a ,in and bolt m r�sho sl7ail av a rora hown for prmanent latgral rear iinnt bf webs shall have b clapp ins per�CS1 sermons 43, �7 or B10y efac o t�truss and position as shown above and on theToinfDetails, u"niess noted otherwise. kefer to Sts po Inp. shall not be respon iple fpr an deviation from this drawing,any failure to build the truss in conformance D ;hi ping, installation anc� brpagwn�b iYtru s. A seal on this drawing o cover a Il ng this drawing ¢ m�pof s �i�itjr oTthl Budding D�S ao�ely f the dl esI ; 3wn. fThe su�ta�i�ity anti use of thla' 14834 -REV -1 LANDSTONE- LESTRADE RES. Ply. 9 SEAN: 80964 !hhg4 /SPEC hhg4 Qty: 1 FROM: MA DRW. Writ- 28.01bs 1 191-1 / ... 09/27/12 4' 64 -1/2" 4' 1'4 -112" 3 1112X4 =4X4 B C D T 1113X8 Co ZX4(A1) M F E 1112X4 1112X4 4'4 -1/2" 1'8" 2'5-3/4" 1'2 -3/4" 4'1 -3/4" 54-1/2" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def1/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7 -05 Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loo R / U / Rw / Rh / RL /W TCDL: 15.00 Speed: 146 mph Pt NA Ce: NA VERT(LL): 0.034 F 999 240 BCLL: 0.00 Enclosure: Closed A 457 /223 /_ /_ /_ / 8.0 Lu: NA Cs: NA VERT(rL): 0.062 F 783 180 BCDL: 10.00 Category: If Snow Duration: NA HORZ(LL): 0.013 B - - E 344 1172 / - /- /- / - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): 0.023 B - - Bearing A is a rigid surface. NCBCLL: 10.00 Mean Height 15.00 ft Code / Misc Criteria Creep Factor. 1.0 Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ re 5Max TC CSI: 0.319 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.611 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Rep Factors Used: No Max Web CSI: 0.126 A - B 50 -85 C - D 0 0 C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.O %) /10(0) B - C 27 -57 1: 1.0 GCpi: 0.18 Plate Type(s): VIEW Ver. 10.03.12.0410.00 Wind Duration: 1.33 WAVE Lumber Maximum Bot Chord Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS with Top chord 2x4 SP #2 N 12A additional C &C member design. Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP #2 N 12A Webs 2x4 SP#3 1 ZA A - F 61 -34 F - E 57 -Z7 Left cantilever is exposed to wind :Lt Wedge 2x4 SP #3_12A: #1 hip supports 4 -0 -0 jacks with no webs. Maximum Web Forces Per Ply (Ibs) Lumber grades designated with "12A" use design Webs Tens.Comp. Webs Tens. Comp. values approved 1/5/2012 by ALSC. Left side jacks have 4-0-0 setback with 1 -0-0 cant B - F 46 -29 C - E 98 -170 and 0 -0 -0 overhang. End jacks have 440-0 setback with 0 -0-0 cant and 0-3-0 overhang. Right side jacks have 0-0 -0 setback with 0-0-0 cant and 0-3-0 overhang. AFUR —IMPORTANT** FURNISH THIS DRAWING O ALL CONTRACTORS INCLUDING THE INSTALLERS cusses require extreme care in fabr�catin ,hhanpdling shi ' , ingtaliing and bracing. , Refer to and follow the latest editi n of SCSI (Building 0� onentt S feIty Information, by TPI ano SBCA) i sa e y (�ractices YYp�ior to perfor�inin%thes�e f. nctioans Instarl�l]e sh�lp_prowdeetern�proor�ae +�so avallk attach nave ntri8f webs id�cei(in a oca�ons s own for ermaneat r latgral s�hali have bracinphtns lle�d r�iG sectftotnsl as app ica e. Appply plates to eac face o truss an as 3,. 7 'or 610y ` position own above and on the JoinTDetails, unless noted otherwise. drawings 160A -Z fbr standard plate positions. ( tefer to STS ITW Buildin Compo ents Group Ino. shall not be responsible for an deviation from this wing,an failure to build th truss with AN I/T�I 1, dr for ha dlin sh�ppinp, insttallati nand bracin o truss�s. A seal on s drawing o cover tta i stin ind c tes acceptance rf in co formance this orawin o ro ass ona n nee n r ns�rbi m so el fo the de i n shown. fre su ti�a6ility an draw�ng for anyi structure �S the responsfbi�ity o th'b Building Designer �er �NSUTPf �Sec.2. , use of th i 14934 -REV -1 LANDSTONE- LESTRADE RES. Ply: 1 SEQN: 80965 / hhg56 / SF hhg56 Qty: 1 FROM: MA Wgt: 27.3 Ibs 37-1/2" 416" 37-1/2" 10-1/2'j 3 12 1113X4[10] EEE 5X10 B C T 4X4(A1) � M Ln 6 7/8' r E D 04X6 1113X6[12] 2'S- 9/16" 2'0- 7/16" 2'5 -9J16" 416" Loading Criteria (psr) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-05 TCDL: 15.00 Speed: 146 mph SCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 it Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 it Max TC CSI: 0.935 1: 1.0 GCpi: 0.18 TPI Std: 2002 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x6 SP #1 Dense-17A Webs 2x4 SP–#3-12A Lumber grades designated with "12A" use design values approved 115/2012 by ALSC. DRW: 2A / ... 09/27/12 Snow Criteria (P9,Pf in PSF) Deft1CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT. NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): 0.095 B 551 240 A 2007 / 979 Lu: NA Cs: NA VERT(TL): 0.175 B 298 180 D 1877 / 916 - Snow Duration: NA HORZ(LL): 0.025 B - - Wind reactions based on MWFRS HORZ(fL): 0.047 B - - Bearing A is a rigid surface. Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ r Max TC CSI: 0.935 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2002 Max BC CSI: 0.911 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: No Max Web CSI: 0.436 q - B 461 -1015 B - C 71 -139 FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): MEW Ver. 10.03.12.0410.00 WAVE Maximum Bot Chard Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind loads and reactions based on MWFRS with additional C &C member design. A - E 92D -408 E - D 140 71 Girder supports 29-5 -0 span to BC one face and Maximum Web Forces Per Ply (Ibs) 2-0-0 span to TC/BC split opposite face. Webs Tens.Comp. Webs Tens. Comp, JT Plate Lateral Chord JT Plate Lateral Chord E - B 1074 -463 C - D 293 -577 No Size Shift Bite No Size Shift Bite 1101 W3X4 S 2.50 [12] W3X6 0.25L 3.50 ""wAKNING*" READ AND FOLLOW ALL "IMPORTANT"* FURNISH THIS DRAWING TO ALL C to as snown above and on INSTALLERS failure to build teh truss ip is connffoormnnce o7�i0 su�taa�llity an% use of MR, Iravi, ON 14934 -REV -1 Ply: 1 1 SEQN: 80966 /j8 / SPEC LANDSTONE- LESTRADE RES. Qty: 9 FROM: MA I DRW: j8 Wgt: 36.4 Ibs 1 S41 ... 09127/12 2X4(A1) 3�. 12 7'8 -1/2" 8' 7'8 -1/2" niaXa BC �--1' --1 L_ 1,81 I 60-1/2" 4 -1�2" 18" 7'8 -1/2" 180 Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 it Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Bearing A is a rigid surface. C &C Dist a: 3.00 ft sMax TC CSI: 0.475 I: 1.0 GCpi: 0.18 TPI Std: 2002 Wind Duration: 1.33 Lumber Top chord 2x4 SP_ #1 Dense 12A Bot chord 2x4 SP #2 N 12A Webs 2x4 SP #3 124 :Lt Wedge 2x4 SP_ #3_12A: Lumber grades designated with "12A" use design values approved 1/5/2012 byALSC. n C fV Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefi LID Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.056 E 999 240 A 532 /230 /161 / - /120 /8.0 Lu: NA Cs: NA VERT(rL): 0.111 E 718 180 D 416 ! 391 / 1 / - ! - /1.6 Snow Duration: NA HORZ(LL): 0.035 E - - C 217 / 60 /291 / - / - /1.5 HORZ(TL): 0.070 E - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.475 TPI Std: 2002 Max BC CSI: 0.507 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.727 Chords Tens.Comp. Chords Tens. Comp. FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Dead loads are stated on projected horizontal area basis. A -B 10 -113 B -C 127 -18 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -E 57 -86 E -D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 1039 -334 — WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS q Ire extreme care in fa catin , handlin , shi In installing and bracing., Refer to and follow the latest iti n of SCSI (Buildin fety, information, b T�I pn� SBCA) f�r sae y �racbces prior to performing t)lese functions. Installe shale rs� ide tern rar� Bt SI. unless noted oy� "nermse,top chord shall have proper)v attached structural sheathing and bottom r�sh0 >21�all�iave a pro Ay )id ceilin . Locations shown for germane t latoral resptra nt bf webs shall hav brawng installedp� r BCSI sermons 63, B7 or 10, I e. Ayg y plates to a face of truss an a position as shown above and on t�e Join�Details, unless not otherwise. kefer to 60A -Z for standard plate positions. fg Components Group Inp. shall not be responsible for an deviation from this d W g,an failure to build the truss in conformance fP1 1, or for hardiia shppinp, installatiin and bracin o>Ytruss�s A seal on thhs Nil g or cover pag� Iistinathis drawin , acceptance o pro I ona nggi"nee n respqns Ij�y so elY for tthhe de iggr� shoctwn. The su ity an use of thi r any structure is the responslbalty of thge Builtllna esigner per ANSUTPT T nSec.2. �.. 75 14934 -REV -1 LANDSTONE - LESTRADE RES. 22�X--4(A1) 3-7j8" Ply: 1 SEQN: 80967 /j6 /SPEC Qty: 8 FROM: MA Wilt: 21.0 Ibs 3 G� B I --1, --� V81' 41411 11811 + 61 Loading Criteria (psi) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL• 10.00 Mean Height 15.00 it Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 it Wind reactions based on MWFRS I: 1.0 GCpi: 0.18 Code / Misc Criteria Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A :Lt Wedge 2x4 SP—#3_J 2A: Lumber grades designated with "'I 2A" use design values approved 1/5/2012 byALSC. DRW: kc / ... n GO 09/27/12 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell UD Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.025 C 999 240 A 428 /194 /131 / - /90 /8.0 Lu: NA Cs: NA VERT(TL): 0.051 C 999 180 C 83 /29 /44 1- 1- /1.5 Snow Duration: NA HORZ(LL): -0.016 C - - B 177 /105 t3 ! - / - /1.5 HORZ(TL): 0.032 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.446 TPI Std: 2002 Max BC CSI: 0.371 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT /RT: 20.0 %(0.0 %)/10(0) Plate Type(s): VIEW Ver 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Dead loads are stated on projected horizontal area basis A -B 42 -103 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 0 0 ""WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI — IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS cusses req ire extreme care in fayricetin , hhanddlin shi pm , in tallin and bracin ., Refer to and follow the lattest O n of CSI fBuildin onl nent re n rmation, TPI snc� SBCA) f$( tpery practices poor to pertor�nmg these functions. Installe sh I� de terhpora,l *.mss 8ny bracl� r BCS) �n� noted o perm top chord shall have ropersY attached st�ucturai sh thing nd bott n1 iorc�gF�a Tav a pro fly attach f nnggid ce ding. ocations s own for rmane t let raI resptra nt 8f webs shalt ha b c�n 'ns2aalled per BCS&1 sermons B3, 7 or �10, as app ice6le. AoppTy plates to eac face ottruss ana pos(tion as sown above and on teheom�aetails, unless noted otherwise. Defer to drawings 160A- br standard plate positions. S *s ITW B ilIdin Com nents Group Inc. shall not be responsible for an deviation from this d wi�g,an failure to build the truss in conformance wlth AI�SUT1 1, c�r for ha dlinT shi pin , installation and brawn >"trusses. A seal on th�s caws g or coverpagge lis n this drawing, Indicates acceptance otn ro assfone n ineerin res nslbgS sole for the dpl shown. The suitaRility an use of this drawing for any structure �s the responsibility of th� Bui dog Designerer ANSIITPI 1gRSec.2. J 14934 -REV -1 LANDSTONE - LESTRADE RES. j6A 2. 4(A1) 3_� Ply: 1 SEQN: 80968 / j6A /SPEC Qty: 4 FROM: MA Wgt: 21.0 Ibs 12 3 p B �--- 1, -$ 11811 4'4„ 11811 i 6 Loading Criteria (psf) Wind Criteria TOLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. II Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft Wind reactions based on MWFRS 1:1.0 GCpi: 0.16 Code / Misc Criteria Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A :Lt Wedge 2x4 SP #3_12A: Lumber grades designated with "l 2A" use design values approved 1/5/2012 byALSC. DRW. / ... N 00 09/27/12 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT. NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL / W Pt NA Ce: NA VERT(LL): 0.025 C 999 240 A 428 /194 /131 ! - /90 /8.0 Lu: NA Cs: NA VERT(TL): 0.051 C 999 180 C 83 /29 /44 ! - / - /1.5 Snow Duration: NA HORZ(LL): -0.016 C - - B 177 /105 /3 / - / - /1.5 HORZ(TL): 0.032 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ r Max TC CSI: 0.446 TPI Std: 2002 Max BC CSI: 0.371 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT: 20.0 %(0.0 %) 110(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Dead loads are stated on projected horizontal area basis A -B 42 -103 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 0 0 vv0TNJ14u -- KtAU ANU FULLOW ALL NOTES ON THIS DRAWINGI I "MPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS uire extreme care in falLricatin�, handlin , ship ping, ingtallin and bracin .. Refer to and follow the latest editi n of gCSI (Building f ty Information, b �i �rl pn SBCA) f$r i practices p for to perfor}nIng these functions. Installers sh I i ide terhpora BC i Unl ss notetl a erwise,to chord si�a Mare �roperiy attached stcturai shpathinp al nd bott% chorc�pf�a�l �iav proge�ly ��d cegifing. p��occaations s own #or rmanent at rah re tra nt of wpbs shah have bracing inst� led per BCSI sections B3, �� or 1 rl o0A -Zfgr standard P(aate �Ce °�� an position as shown above and on the JoinTDetails, unless not othervvise. (tefer to' p positions. i Com vents Group 1% shall not be responsible for an deviation from this drd win ,a failure to build the truss in conformance f c 1, &r°for hap PJnT sh=ppinlq, installation and bracing c tytrusses. A seal on this drawing o cover a e Iistinq_this drawitrg, acceptance o fro ess ona �� Ineelin� se gonar� lily solely for tjZe design shown. 1The su�ta�ility an use 4 Anv c}n��ro a the ..,�........ _ _ WON 4 1 14934 -REV 1 LANDSTONE - LESTRADE RES. Loading Criteria (psq TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" 2M—(A1) 3-7j8" Ply. 1 SEQN: 80969 /i56 /SPEC Qty: 2 FROM: MA Wgt: 19.6 Ibs 3 12 B I -1' --- Wind Criteria Wind Std: ASCE 7 -05 Speed: 146 mph Enclosure: Closed Category. II EXP: C Mean Height 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A :Lt Wedge 2x4 SP—#3-12A: Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. READ THIS [ 11811 ¢ 51611 DRW: V7 / ... DO M�L ob r w 09/27/12 Snow Criteria (Pg,Pr In PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udell LID Loc R / U / Rw / Rh / RL / W Pit NA Ce: NA VERT(LL): 0.017 C 999 240 A 403 / 185 / 127 / - / 82 /8.0 Lu: NA Cs: NA VERT(TL): 0.036 C 999 180 C 73 /27 /39 / - / - /1.5 Snow Duration: NA HORZ(LL): -0.011 C - - B 156 /92 /3 / - / - /1.5 HORZ(TL): 0.021 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ rehMax TC CSI: 0.337 TPI Std: 2002 Max BC CSI: 0.233 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Dead loads are stated on projected horizontal area basis A -B 37 -93 Maximum Bot Chord Forces Per Pty (Ibs) Chords Tens.Comp. A -C 0 0 N ALL NOTES ON THIS DRAWINGI ALL CONTRACTORS INCLUDING THE INSTALLERS 1, ingtalling and bracin . , Refer to and fpilow the latest edditi n oT101317a CSI ((Building ractices prior to perfor�mng these functions. Installs shaip e terhpora roper(v attached struaural sheathing nd bott ord ulna progeny , or 610, as shown above and on the JomTDetails, unless noted otherwise. kefer to for am deviation from this dra�nn ,an failure to build the truss in conformance a 4f trusses. A seal on this d awing or cover AAa a listing this drawingg �nsTAIlit)r solel�r for JtJtL de�i�r� shown. The suitability and use of this' rai.� FQ� .0 .rirf� a 14934 -REV -1 Ply. 1 SEAN: 80970 /j4 / SPEC LANDSTONE- LESTRADE RES. Qty: 14 FROM: MA DRW: ja Wilt 16.5 Ibs �, / ... 09/27/12 2X4(A1) 3— Loading Criteria (W Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL 10.00 Category II Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 It Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 it Wind reactions based on MWFRS I: 1.0 GCpi: 0.18 Code / Misc Criteria Wind Duration: 1.33 Lumber Top chord 2x4 SP_ #2 N 12A Bot chord 2x4 SP #2 N 12A :Lt Wedge 20 SP #3_12A: Lumber grades designated with "12A" use design values approved 1/5/2012 byALSC. 3 12 D i — 1' --� 11811 2'4" 11811 4' ii aD r` c� Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl LID Loc R / U / Rw / Rh I RL / W Pf: NA Ce: NA VERT(LL): -0.004 C 999 240 A 333 1163 / 116 / - / 60 /8.0 Lu: NA Cs: NA VERT(TL): 0.008 C 999 180 C 39 /17 /22 / - / - /1.5 Snow Duration: NA HORZ(LL): -0.003 C - - B 91 /54 /2 / - / - /1.5 HORZ(TL): -0.005 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.110 TPI Std: 2002 Max BC CSI: 0.082 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT: 20.0 %(0.0 %)/10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Dead loads are stated on projected horizontal area basis. A -B 21 -56 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 0 0 — WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI - IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS rre ereme cafe in fa catin , ndlin , shipp in , installin and bracin . , Refer to nd follow the latest edtti n of j3CSi Building fety In�onnaUon, by "TPI an, SBCA) t�r saT iy �ractices p�ior to performing these #u i ons. Instaile shpi r vide terhpora BC91. Un ss noted otnervn top chord shallPhave proper/ attached structur�I sheathing nd bott r� ord gl�aiI hav a pro ly �le cegqllin . peLocations@ as own o)fpermaneat Iaterai restrn �f webs shall have bI drip inst%alled�r�C sections 83, �7 or �10, 60A Zpg� standard late face o truss an position ass own above and on the loin Details, n ess noted otherwise. Defer to p positions. i Com nents Group Inc. shall not be responsible for an deviation from this d wing,an failure to build th truss in confo ance f�l 1, t�r for he dlin sh pin ,insttaallation and bracrn iYtruss A seal on thhs draiA g or cover a �istin this drawn acceptance o1" pro ess�ona� en�)neerin� re pgnsi ,, so�a for the desf�� shown. The su�ta�i�ity an use of th i �* nm 4n �nM�rn ♦M.� mn.v...a.t{. .a.. .. �L b.. J -- 14934 -REV -1 Ply. 1 SEAN: 80971 /j4A / SPEC LANDSTONE- LESTRADE RES. Qty: 1 j4A FROM: MA DRW: Wgt: 16.8 Ibs 'A Q / ... 09127/12 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0" 2X4(A1) 3-748" Wind Criteria Wind Std: ASCE 7-05 Speed: 146 mph Enclosure: Closed Category. II EXP: C Mean Height 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP _#2 _N 12A :Lt Wedge 2x4 SP_ #3_12.0: Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. *`WARNING" - IMPORTANT'* FURNISH 3 12 0 B T 11811 21411 1'8" 4' CO iz A i Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): -0.004 C 999 240 A 333 / 163 / 116 / - 160 18.0 Lu: NA Cs: NA VERT(rL): 0.008 C 999 180 C 39 /17 /22 / - / - 11.5 Snow Duration: NA HORZ(LL): -0.003 C - - B 91 / 54 /2 / - / - 11.5 HORZ(TL): -0.005 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ rqFMax TC CSI: 0.110 TPI Std: 2002 Max BC CSI: 0.082 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT: 20.0 %(0.0 %)/10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind Dead loads are stated on projected horizontal area basis A -B 21 -56 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 0 0 LOWALL NOTES ON THIS DRAWING! TO ALL CONTRACTORS INCLUDING THE INSTALLERS ping, ingtallin ,and bracin . , Refer to and fpilow the Ialest editi n of ¢CSI iBuildin [y practices poor to perfortnmg these fnctions. Instal erS shalQ�rhade to pora i� ve properly attachefl ftctural shla ing and ttQrr1 giiosrrrdd ons B3��7 o�oB10; tionr as showm8 abbove nantl onvtna�oinf Detajaills, unles13scnoted otherwise. Refer to I c. shall not be responsible fpr an deviation from this drawl g,an failure to build th tr ss In conformance ; sCnal 'einnnsinleero(a and bracris9b, trsole. forthe et in�shoaZgoThev&uitag i�tt�iysand use of tF►ni�' responsfbittty of th� Bu�(dng Designerer ANSUTPI PSec.2. 14934 -REV -1 Ply. 1 SEQN: 80972 / j2 /SPEC LANDSTONE- LESTRADE RES. j2 Qty. 16 FROM: MA p Wgt: 8.4 Ibs 3 �12 � 2X4(A1) B D A T C 2' Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category-11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 it Wind reactions based on MWFRS 1:1.0 GCpi: o.18 Code / Misc Criteria Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2_N_12A Lumber grades designated with "I 2V use design values approved 1/512012 byALSC. / ... 09/27112 Snow Criteria (Pg,Pt in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udell LID Loc R / U / Rw / Rh / RL /W Ph NA Ce: NA VERT(LL): 0.000 - - - D 297 /229 /183 /- /38 /8.0 Lu: NA Cs: NA VERT(TL): 0.000 - - - C -170 /93 /138 1- Snow Duration: NA HORZ(LL): 0.007 B - B 79 /49 18 /- HORZ(TL): -0.011 B - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing D is a rigid surface. Bldg Code: FBC07 HVHZ reWax TC CSI: 0.080 TPI Std: 2002 Max BC CSI: 0.254 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT. 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. Left and right cantilevers are exposed to wind A -B 18 -58 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 125 -8 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS afire extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the lal+est e�iti n of ¢CSI (Building f 5 fety no n, b TPI anc� SBCA) far safe practices prior to pertormm gep se functions Instal e s IQ de tempora Bt:S). l nle�ss notetl o herwlse,top chord shat h ve ropers attached strr haU7in nd bott r.=F, &T av a pro Id cellin . ovations s own forfermanet 1, . 1 regtra�nt �f webs shall have n ins sled r�r89I sections 3, �7 or �10 r sntaard (ate face o truss antld position ass own above and on thoin�Detalls, lin ess noted otherwrise. Refer to p positions. I C m vents G oup I o. hall not be respon ible for an deviation from this d wing,an failure to build the toss in conformance �l �, r rr for ha din s�ii psin , installati n anc bracln >yUu A seal on thjs dra4 g or cover a Ilstin this drawin acceptance o prppTessiPonal enp�neegn ns gl sage for e d 1 shown. The su�ta�i�ity an�i use of th i ' r anv structure fis the rasnnncihmfv „ #'*hq .. aL � . e th�e�rr�i ��__ I14934 -REV -1 LANDSTONE - LESTRADE RES. =2X4( T &13116` 1 Ply. 1 SEAN: 80973 / hj8 / SPEC Qty: 2 FROM: MA Wgt: 44.8 Ibs 7'3- 7/16" 1011 -1/2" 1' " 7'3- 7/16" 3'8- 1/16" Y112" 2.12 © 1113X6 C D 1.4 -U4° , mvno 9'10 -3/4" / ... 09/27/12 im M flV 1 2'4- 5116" 2'4- 5/16" 8'5- 7/16" 10'9 -3/4" 11411 1 Loading Criteria (psr) Wind Criteria TCLL: Snow Criteria (Pg,Pf in PSF) DefUCSI Criteria ♦ Maximum Reactions (Ibs) 30.00 Wind Std: ASCE 7-05 TCDL: 15.00 Pg: NA Ct NA CAT. NA PP Deflection in Ioe Udefl UD Loc R / U / Rw / Rh / RL 1W Speed: 146 mph BCLL: 0.00 Enclosure: Closed Pf. NA Ce: NA VERT(LL): -0.082 B 999 240 A 653 / 252 / - / - / - /12.1 BCDL: 10.00 Category. II Lu: NA Cs: NA VERT(TL): 0.146 B 769 180 E 839 /409 / - / - / - /1.5 Des Ld: 55.00 EXP: C Snow Duration: NA HORZ(LL): 0.031 D - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height 15.00 ft HORZ(TL): 0.039 D - - Code / Misc Criteria Creep Factor. 1.0 Bearings A & F are a rigid surface. Soffit 2.00 TCDL: 5.0 psf Bldg Code: FBC07 HVHZ Max TC CSI: 0.667 Maximum Top Chord Forces Per Pty (Ibs) Load Duration: 1.25 BCDL: 5.0 psf TPI Std: 2002 Max BC CSI: 0.969 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Rep Factors Used: Yes Max Web CSI: 0.456 C &C Dist a: 3.00 ft FT/RT: 20.0 %(0.0 %) /10(0) A _ g 680 -1192 C - D 4 5 1:1.0 GCpi: 0.18 Plate Typs(s): VIEW Ver 10.03.12.0410.00 g - C 42 -104 Wind Duration: 1.33 WAVE Lumber Maximum Bot Chord Forces Per Ply (Ibs) Top chord 2x4 SP #2_N 12A Wind loads and reactions based on MWFRS with Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP —#2 N 12A additional C &C member design. Webs 2x4 Sp—#3-12A Left cantilever is exposed to wind A - F 1157 -648 F - E 0 0 :Lt Wedge 2x4 SP—#3-12A: Lumber grades designated with use design The following members need concentrated Joadsat. the heel: 240-0 span/setback member on the 0 -11 8 Maximum Web Forces Per Ply (Ibs) g� —TensComp:— Ylieb9— Teens. p. values approved 1/5!2012 by ALSC. cant side requires 2 Ibs and the 2-0-0 spantsetback B - F 680 -1173 C - F 267 -346 Sub - fascia beam assumptions: 2 -0 -0 sub - fascia beam member on the 0-11 -8 cant side requires 2 ibs. on the 0 -11-8 cantilever side. 2-0-0 sub - fascia beam Hipjack supports 7 -11 -7 setback jacks with 0 -11-8 on the 0-11 -8 cantilever side. cantilever one face; 0 -11 -8 cantilever opposite face. —WARNING— READ — IMPORTANT - FURNISH THIS DRAWING G TO ALL CONTRACTORS INCLUDING THE INSTALLERS uire extrem e care in fabricatin , h ndlin shi ping, installing and bracing. Refer to and follow the la lest editiqn of BCgI (Building t Safety Information, b TPI pnd St CA) fb� sate Prachces prior to performing these {�uunctions nstall a sh II de tern ra rrasa s BCS). Unlg4ss noted o erwise,top chord shall have proper, attache structural ssheathin, �nd bott %r joore�cq�ina�l iav a ro�e�Vy lie �AIppplgy �a«estito sa offaace ot�tru saandtposi'on as sho bwn above and onvthe Joinf details n essGnoted othns 3 7ltefer to' 60A -Z fbr stanoard plate positions. k 5 *s M i Com vents Group Inp. shall not be respon ible fpr an deviation from this dr wi g,an failure to build th ss i conformance f�l 1, c�r for ha dlin shi pin , installaU n anc� bra-cm 1Ytrusses. A seal on this orawir�go r over a e tisng this drawln Q acce tance o>n rd assiponat nginee n re gns�b�l�ty soiei for the design shown. The su�ta�illty anTi use of thr ' r any structure is the respons biiity o1 th� Bul�ding Designer er ANSUfPI T Sec.2. 14934 -REV -1 LANDSTONE- LESTRADE RES. =2X4() a-IT6- 2.12 1,x,2 . Ply: 1 SEQN: 80974 / hj6 / SPEC Qty: 3 FROM: MA Wgt: 33.6 Ibs 81- 5/16" 8' 81- 5/16" 1114X4 B C f- 1'4 -1/4" , 7'0- 13/16" 1112X4[9] 24- 5/16" 69 -1/4" -1 " 2'4- 5/16" 8'1- 9/16" 8' - 1/16" Loading Criteria (pso W Wind Criteria TCLL: 30.00 W Wind Std: ASCE 7 -05 TCDL: 15.00 S Speed: 146 mph BCLL: 0.00 E Enclosure: Closed BCDL: 10.00 C Category. 11 Des Ld: 55.00 E EXP: C NCBCLL: 10.00 M Mean Height 15.00 it Soffit 2.00 T TCDL: 5.0 psf Load Duration: 1.25 B BCDL: 5.0 psf Spacing: 24.0 " M MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 it 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N - -12A Bot chord 2x4 SP #2 IV 12A Snow Criteria (Pg,Pr in PSF) Pg: NA Ct NA CAT: W Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Def11CSI Criteria PP Deflection in loc Udefl UD VERT(LL): 0.082 E 963 240 VERT(11): 0.164 E 481 180 HORZ(LL): 0.034 E - - HORZ(TL): 0.068 E - - Code / Misc Criteria I Creep Factor. 1.0 Bldg Code: FBC07 HVHZ r Max TC CSI: 0.875 TPI Std: 2002 1 Max BC CSI: 0.603 Rep Factors Used: Yes Max Web CSf: 0.294 FT/RT. 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. T o� 1 09/27/12 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 501 1145 /- /- /- /12.1 D 411 /199 /- /- /- 11.5 Wind reactions based on MWFRS Bearings A & E are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 63 -122 B -C 3 -4 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -E 85 -40 E -D 0 0 eus 2x4 SP #3 12A Left cantilever is exposed to wind Maximum Web Forces Per Ply (Ibs) :Lt wedge 2x4 SP #3 -12A: members need concentrated Webs Tens.Comp. The tombergrades-d -pated w i "1A use esign the heel: 2-U spantsetback mmbe on the 0--8 B - E 211 -311 values approved 1/5/2012 by ALSC. cant side requires 2 Ibs and the 2 -0-0 spantsetback Sub - fascia beam assumptions: 2 -0-0 sub - fascia beam member on the 0-11 -8 cant side requires 2 lbs. on the 0-11 -8 cantilever side. 2-0-0 sub - fascia beam Hipjack supports 5-11 -7 setback jacks with 0 -11-8 on the 0 -11 -8 cantilever side. cantilever one face; 0 -11 -8 cantilever opposite face. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shit Bite [ 91 W2X4 S 2.25 READ AND FOLLOW AL THIS DRAWING TO ALL as CaPI INCLUDING THE INSTALLERS 3. , Refer to and follow the Ialjest e�iti n of SCSI Building min these functions. Instal e s at vide tem wwow uch7ralrssheathing nd boft2m r iorrdd pi�all hav a pro ly m onvtie Joint9DetaiIIs un e snoted othe wBise 7keferr to' sT this d an failure to build the truss in conformance I on th s �rawing or cover a listin this drawin , � e�dolipr�shcgwn. The su�ta�I Ity an �i use of thi M 14934 -REV -1 LANDSTONE- LESTRADE RES. hj56 ° 2X4(/ —T- 3-13/16" 2.12 C-::� Ply: 1 SEAN: 80975 / hj58 / SPEC Qty: 1 FROM: MA DRW: Wgt:25.2lbs 1 1411 / ... �- 1'4 -1/4" -" 2'4- 5/16" 2'4- 5/16" Loading Criteria (p4 Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category: 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Bearing A is a rigid surface. C &C Dist a: 3.00 It Max TC CSI: 0.731 1:1.0 GCpi: 0.18 TPI Std: 2002 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 Pt 12A :Lt Wedge 2x4 Sl #3_12A: Lumber grades designated with "12A" use design _ Sub - fascia beam assumptions: 2 -0-0 sub - fascia beam on the 0 -11-8 cantilever side. 2 -0-0 sub - fascia beam on the 0-11 -8 cantilever side. 5'4 -1/4" 7'8- 9/16" 09/27/12 ;Zit V- 17 ao 1!I Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in ioc Udefl UD Loc R / U / Rw / Rh / RL / W Pt NA Ce: NA VERT(LL): 0.066 C 999 240 A 463 / 124 / - / - / - /12.1: Lu: NA Cs: NA VERT(TL): 0.134 C 523 180 C 89 /- /2 / _ / _ / 1.5 Snow Duration: NA HORZ(LL): 0.028 C - - B 240 /160 /- / - / - /1.5 HORZ(TL): 0.057 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ Max TC CSI: 0.731 TPI Std: 2002 Max BC CSI: 0.426 Maximum Top Chord Forces Per Pty (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT: 20.0 %(0.0 %) /10(0) A - B 41 -33 Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS with Chords Tens.Comp. additional C &C member design. A- C 0 0 Left and right cantilevers are exposed to wind The following members need concentrated loads at — - -- the heel: 2 -0-0 span/setback member on the 0-11 -8 cant side requires 2 Ibs and the 2 -0-0 span/setback member on the 0-11 -8 cant side requires 2 Ibs. Hipjack supports 5-5 -7 setback jacks with 0 -11-8 cantilever one face; 0 -11 -8 cantilever opposite face. RNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricatin , handling shipppI , installing and bracing. , Refer to and follow the latest edition of PCSI `Buildin r, by TTPI an� SBCA ieir ln,'% racUces prior to pertormmgg these functions. Instaile shall prpvide terhpora d dthermse,top chd'rd shall have gropers attached st�uctu7aI sheathin nit bolt ord Fltall �ave a pro y �s shown fortpermanent Iatgral rostralnt �f webs shall have bracing ins led per SCSI sections 63, 87 or �10, each face o truss and position as shown above and on the Join Details, unless noted otherwise. kefer to r1- «.........«...__ this drawing,an failure to build thr, truss in conformance I o this drawlrlg or cover page lestin this drawin , e �esiyn shown. The surtal311ity and use of thf�s rr�vr� � sivn 14934 -REV -1 LANDSTONE - LESTRADE RES. hj39 2X4(/ 3 -13 16" Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 " 2.12 12 Pty: 1 I SEQN: 80976 / hj391 SPEC Qty: 1 FROM: MA Wgt: 22.4 Ibs �- 1'4 -1/4" -� 2'4- 5/16" 2'4- 5/16" Wind Criteria Wind Std: ASCE 7-05 Speed: 146 mph Enclosure: Closed Category. II EXP: C Mean Height 15.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A :Lt Wedge 2x4 SP_#3_12A: Lumber grades designated with "12A" Sub - fascia beam assumptions: 3-0-0 sub - fascia beam on the 0 -11-8 cantilever side. 3-0-0 sub - fascia beam on the 0-11 -8 cantilever side. 4'1-7/16" 6'S -3/4" Ll c0 L0 r 09/27/12 Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W Pt NA Ce: NA VERT(I-Q: 0.028 C 999 240 A 400 / 114 / - /- /- /12.1 Lu: NA Cs: NA VERT(TL): 0.059 C 944 180 C 70 /- /3 / - / - /1.5 Snow Duration: NA HORZ(LL): 0.011 C - - B 165 /94 /- ! - / - 11.5 HORZ(TL): 0.023 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ TC CSI: 0.364 IMax TPI Std: 2002 Max BC CSI: 0.261 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT: 20.0 %(0.0 %) /10(0) A - B 28 -23 Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAS Maximum Bot Chord Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS with Chords Tens.Comp. additional C &C member design. A- C 0 0 Left and right cantilevers are exposed to wind The followingmembers need concentrated loads at the heel: 3-0-0 span/setback member on the 0 -11 -8 cant side requires 13 Ibs and the 3-0-0 span/setback member on the 0 -11-8 cant side requires 13 lbs. Hipjack supports 4 -7 -0 setback jacks with 0-11 -8 cantilever one face; 0 -11 -8 cantilever opposite face. ) AND FOLLOW ALL NOTES ON THIS DRAWINGI DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS indlin , shi in g, installing and bracin . Refer to and follow tha la lest edrtron of BCSI (Building CA) tor sa a practices prior to perto�ining these functions. instate sh II r vide terhpora chord shal h�ve pro. dy attached structural shpat in gg nd bottom h, orc�. al� have a pro r� maner�t latgral restraint of webs shall have b cin instal ed r BC I a ons 63, 67 or �10Y ss an position as shown above and on the oinf Details, unless not otha .se. fiefer to be respon ible for an deviation from this d an failure to build th truss In conformance allation am bracingc1f Vu s. A se I on the �rwir�g or cover pagestlng this d win , inee�in� re�onsf,illty so�ely fob t,g de ;ign shown. The suitability and use o thi �t.... I:veii�' vrivii El 14934 -REV -1 Ply: 1 SEQN: 80977 /hj4 / SPEC LANDSTONE - LESTRADE RES. hj4 Qty 1 FROM: MA DRW: Wgt:19.6Ibs A/— 09/27/12 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0 " 2X4(f 3 -13 16" 2.12 C::� ffl �- 1'4 -1/4" -� Wind Criteria Wind Std: ASCE 7 -05 Speed: 146 mph Enclosure: Closed Category. 11 EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL• 5.0 psf MWFRS Parallel Dist: 0 to h/2 C &C Dist a: 3.00 It I: 1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N_12A PI 1 Bot chord 2x4 SP #2 2A :Lt Wedge 2x4 SP—#3-12A: Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. Sub - fascia beam assumptions: 2 -0-0 sub -fascia beam on the 0-11 -8 cantilever side. 2 -0-0 sub - fascia beam on the 0 -11 -8 cantilever side. 2'4- 5/16" 2'4- 5/16" 3'2- 13/16" 5'7 -1/8" 1 M r Snow Criteria (Pg,Pf in PSF7 Def /CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL / W Pt NA Ce: NA VERT(LL): 0.012 C 999 240 A 356 / 75 / - ! - ! - /12.1 Lu: NA Cs: NA VERT(fL): 0.026 C 999 180 C 55 /0 / - / - / - /1.5 Snow Duration: NA HORZ(LL): 0.004 C - - B 126 /60 / - / - i - /1.5 HORZ(TL): -0.012 C - - Wind reactions based on MWFRS Code / Misc Criteria Creep Factor. 1.0 Bearing A is a rigid surface. Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.222 TPI Std: 2002 Max BC CSI: 0.161 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT: 20.0 %(0.0 %) /10(0) A - B 21 -16 Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Wind loads and reactions based on MWFRS with Chords Tens.Comp. additional C &C member design. A- C 0 0 Left and right cantilevers are exposed to wind The following members need concentratedaoads at the heel: 2-0-0 span/setback member on the 0-11 -8 cant side requires 2 Ibs and the 2-0-0 span/setback member on the 0-11 -8 cant side requires 2 lbs. Hipjack supports 3-11 -7 setback jacks with 0 -11-8 cantilever one face; 0-11 -8 cantilever opposite face. *"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI - IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS q ire ereme care in fabricatin ,handling, shi pin , installing.and bracin Refer to and fgllow the latest edition of ¢CSI (Buildin Tfety In onnation, b TPI pn� SBCA) fbr eiy �rac6ces p7ior to pertor}gnin these functions. Instalie sh II de tech ra� B S Unf ss noted o�hermse top chord shahave ro rlYy a�tathed y�ructtigral sh athin nit bolt rc10 aI have pro i9y id ceiiin .IeCocations shown for rmane t lateral regffiint 8f webs shall have bracingg ins�alied per�GSI �slo�n�s 63, B�/ or 10, plat s to ach face ot�truss an� position as shown above and on the JoinTDetails, unless noted otherwise. kefer to 60A -Z for stannard plate positi ons. i Components Group Inc. shall not be responsible for an deviation from this d an failure to build th tniss'n conformance l�l 1, dr for handlinsl' shippmp, ins Ilation and bracin tytru s. A seal on th s �rwit�ig o over page �istingis drawin , acce�tatnce of pros sfonaf era �nee�in� aer;ggnsi giity so�ely for tiZe des(grt shown. ��ie suita6flity an use of this 14934 -REV -1 LANDSTONE- LESTRADE RES. mv6 3 D 12 Ply: 1 SEQN: 80978 / mv6 / SPEC Qty: 1 FROM: MA DIRK Wgt. 18.21bs 14L / ... 09/27/12 1113X4 B in 61 1113X6[8] I Loading Criteria (pst) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category. 11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist 0 to h/2 Maximum Top Chord Forces Per Ply (Ibs) C &C Dist a: 3.00 ft TC CSI: 0.689 I: 1.0 GCpi: 0.18 TPI Std: 2002 Wind Duration: 1.33 Lumber Rep Factors Used: Yes Top chord 2x4 SP #2 N_12A Bot chord 2x4 SP #2 N 12A Webs 2x4 SP–#3-12A Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. T SO 1 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefi UD Loa R / U / Rw / Rh / RL /W Pf: NA Ce: NA VERT(LL): NA D 664 /253 /137 /- /70 /72.0 Lu: NA Cs: NA VERT(TL): NA Wind reactions based on MWFRS Snow Duration: NA HORZ(LL): 0.015 C - Bearing D is a rigid surface. HORZ(TL): 0.027 C - - Code / Misc Criteria Creep Factor. 1.0 Maximum Top Chord Forces Per Ply (Ibs) Bldg Code: FBC07 HVHZ rilMax TC CSI: 0.689 Chords Tens.Comp. TPI Std: 2002 Max BC CSI: 0.561 A - B 12 -90 Rep Factors Used: Yes Max Web CSI: 0.454 FT/RT. 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW V, 10.03.12.0410.00 d Forces Per PI t Chord Maximum Bo Bo hor y (Iba) WAVE Chords Tens.Comp. Wind loads and reactions based on MWFRS with A - C 128 0 additional C &C member design. Maximum Web Forces Per Ply (Ibs) JT Plate Lateral Chord JT Plate Lateral Chord Webs Tens.Comp. No Size Shift Bite No Size Shift Bite [ 81 W3X6 O 3.00 B - C 408 -210 ""WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ""IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extra a care in fab�catin , hha5din ,ship in , in�tallin .and bracin Refer to and if the latest editi n of ¢CSI (Building T Safety Iniormation, by WI pna SBCA) f�r ssaafespy �ractices p�ior to perforloning these ffuunctlons Instaile shaI rowde terhporary SCSI., Unl�ss noted o�heronse,top chord shall have prop yattache structural sheathingg and bott ord I� II hhave a Pro n �id cellingg. OCations shown for permanent lateral rest �nt bf wpbs s all have bracjng installed pgr��s ctions 63, 67 or �10y e. A pT late t0 c face of truss an position as s own above and on the Join CDetails, unless not etl otherwise. Refer to 30A -Zli siantlard plate positions. srs igg Compo ants Group Inp, shall no be respon$ible for an deviation from this dr wing,an failure to build the truss in conformance YI 1, csr for ha diinu• shi ping, ins Iiation and bracing o truss A se Ion th�s drawirYig or cover a e Dating this drawin , acceptance otn �rofessionaf gn nee�tn� re pgnsibilit)r so�e� fob t e �iyr� shown. The su�ta�iifty and use of thil r anv �tn�rfi�ra c 4hu rncr.nnc i. ... rti c.. a .... r�........_.. 14934 -REV -1 • LANDSTONE- LESTRADE RES. mv4 3 �,� Ply: 1 SEQN: 80979 / mv4 / SPEC Qty: 2 FROM: MA Wgt 14.0 Ibs 1112X4 B i` 4' i Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category:ll Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0" MWFRS Parallel Dist 0 to h/2 FT/RT: 20.0 %(0.0 %) /10(0) C &C Dist a: 3.00 ft Plate Type(s): 1:1.0 GCpi: 0.18 WAVE Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A Webs 2x4 SP—#3-12A Lumber grades designated with "12A" use design values approved 1/5/2012 byALSC. Snow Criteria (Pg,Pr in PSF) DefI/CSI Criteria Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.003 C - HORZ(TL): 0.006 C Code / Misc Criteria Creep Factor. 1.0 Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.261 TPI Std: 2002 Max BC CSI: 0.231 Rep Factors Used: Yes Max Web CSI: 0.161 FT/RT: 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE Wind loads and reactions based on MWFRS with additional C &C member design. 1 / ... 09127/12 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W D 443 / 144 / 92 / - 140 /48.0 Wind reactions based on MWFRS Bearing D is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -B 2 -35 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A -C 95 0 Maximum Web Forces Per Pty (Ibs) JT Plate Lateral Chord JT Plate Lateral Chord Webs Tens.Comp. No Size Shift Bite No Size Shift Bite [ 81 W2X4 S 2.50 B - C 240 -128 — WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI — IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS qquire extreme care in fa ricetin ,handling, shi in , installin and bracing. , Refer to and follow the latest editi n of BCSI (Bulldin t Safety Infformati on, byyyy TPI an� SBCA) fbr safpeiy �racdces p�ior to perforfnmg these functions. Installers shal�pro ide tern rar� Unit�ss noted othervvise,top chord shall have pro ed attache struoturel shpathin nd bott2 hortl �Fiaii av a popefly id ceilin . oca ons shown for ermanent atQral re tra�nt bf webs s aI have b cin insiled r B�GI sscbons , 3, �7 or 810, Plats tto ga- face Of- ss and position as shown above and on leJoint9Details, unless note tl othervnse. (tefer to 14934 -REV -1 Ply: 1 LANDSTONE - LESTRADE RES.,. 3 mv2 Wgt 8.4 Ibs SEQN: 80980 / mv2 / SPEC FROM: MA Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7 -05 Speed: 146 mph Enclosure: Closed Category. II EXP: C Mean Height 15.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist 0 to h/2 C &C Dist a: 3.00 ft 1:1.0 GCpi: 0.18 Wind Duration: 1.33 Lumber Top chord Bot chord 2x6 SP #2_12A Lumber grades designated with "12A" use design values approved 1/512012 byALSC. Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: W Pt NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC07 HVHZ TPI Std: 2002 Rep Factors Used: Yes FT /RT. 20.0 %(0.0 %) /10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl UD VERT(LL): NA VERT(TL): NA HORZ(LL):0.000 - - HORZ(TL):0.000 - - Creep Factor. 1.0 Max TC CSI: 0.000 Max BC CSI: 0.003 Max Web CSI: 0.000 VIEW Ver. 10.03.12.0410.00 Special loads — (Lumber Dur.Fac. =1.25 / Plate Dur.Fac =1.25) BC- From 20 plf at 0.00 to 20 plf at 2.00 Wind loads and reactions based on MWFRS with additional C &C member design. "WARNING" READ AND FOLLOW — IMPORTANT" FURNISH THIS DRAWING TO A as ON THIS 5 -1/2" 09/27/12 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W C 22 15 /26 /- /- /24.0 Wind reactions based on MWFRS Bearing C is a rigid surface. Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -A 0 0 )ING THE INSTALLERS to and fellow titre latest editi n of ¢CSI (Buildin se functions. nstallers sh IQ r vide tern ra hpath(n nd bott2 ghort�sl�aI v a ro�ef1, an9 ins @fled pgr B�G5Is ections 63, �7 or 810, )in Details, un ess noted otherwise. Refer to I c. shall not be respon ible fpr an deviation from this dr wing,an failure to build the truss in conformance i�ii�pmlq, installation an bracini i trusses. A serail on th�s drawing o�cover p�a�ilg angel usedofthni' is one i� ineepn res ns b [it sole for a desi n shown. The su respons silty o A Butpdini Designer er ANSI/TPI T Sec.2. 14934 -REV -1 LANDSTONE - LESTRADE RES. hhv4 T .10 -7/8" i Ply: 1 Qty: 1 Wgt: 14.0 Ibs 3 SEQN: 80983 / hhv4 / SPEC FROM: MA 1112X4 Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7 -05 TCDL: 15.00 Speed: 146 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Category -11 Des Ld: 55.00 EXP: C NCBCLL: 10.00 Mean Height: 15.00 ft Soffit: 2.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 Maximum Top Chord Forces Per Ply (Ibs) C &C Dist a: 3.00 ft TC CSI: 0.260 1:1.0 GCpi: 0.18 TPI Std: 2002 Wind Duration: 1.33 Lumber Top chord 2x4 SP #2 N 12A Bot chord 2x4 SP #2 N 12A Webs 2x4 SP—#3_12A Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. a �a� L'! ... 09/27/12 B T C Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl UD Loc R / U / Rw / Rh / RL /W Pt NA Ce: NA VERT(LL): NA D 436 /126 183 /- /35 /48.0 Lu: NA Cs: NA VERT(TL): NA Wind reactions based on MWFRS Snow Duration: NA HORZ(LL): 0.003 C Bearing D is a rigid surface. HORZ(TL): 0.006 C - - Code / Misc Criteria Creep Factor. 1.0 Maximum Top Chord Forces Per Ply (Ibs) Bldg Code: FBC07 HVHZ re sMax TC CSI: 0.260 Chords Tens.Comp. TPI Std: 2002 Max BC CSI: 0.231 A - B 2 -35 Rep Factors Used: Yes Max Web CSI: 0.132 FT /RT. 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 Maximum Bot Chord Forces Per PI am y (l) WAVE Chords Tens.Comp. Wind loads and reactions based on MWFRS with A - C 80 0 additional C &C member design. Maximum Web Forces Per Ply (Ibs) JT Plate Lateral Chord JT Plate Lateral Chord Webs Tens.Comp. No Size Shift Bite No Size Shift Bite ( 8) W2X4 S 2.25 B - C 175 -127 — WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! — IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS qt re extreme cafe in gkgi;ating, jj ndlin-g, shipping, installing-and bracing. Refer to and follow the latest e as snown aoove and on Of Ihp. shall not be responsible for an deviation from this drawing,an failure to build the truss in conformance hipping, installation antl bracin, a trusses. A seal on this drawing or cover dpaoe li an�usedof thni ' ;a cnar n inee n res ns Icy solel for tthhe ddesi n shown. The su responS190 ty o th% BuslOng Designer Xl er ANSI(fPI 10Sec.2. I 14934 -REV -1 Ply: 1 SEQN: 12379 / ftl / SY42 LANDSTONE - LESTRADE RES. Qty: 3 FROM: MA I DRW: fit Wgt:212.81bs I An / ... 09/27/12 KAMIf➢ 3'2 - , IIIIIIgg -5X6 AB8 c3C4 D E ..1. Loading Criteria (psf) TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.00 Spacing: 24.0 " AH -6X8 AG AF H0308W =(I) Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category: NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C &C Dist a: NA ft 1: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP—#1—Dense-12A Bot chord 4x2 SP #1 Dense _12A :B2 4x2 SP_SS 12A: Webs 4x2 SP #3 11A :W2, W23 4x2 SP #2_N_12A: Lumber grades designated with "l 2A' use design values approved 1/5/2012 byALSC. (1) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. Truss must be installed as shown with top chord up �'10-1� 1113X6 GXI6[14] I 4X4[ I AC AB 012X4 82 2' ] 147 -7/8" [ &7� W =3X4 ntaxa �rxar��r AA - 4X4[19) 31'3 -3/4" Y m3X4 �- 3'0 -1/16" --}- -• 3'0 -1116" -+— 3'1 -7/8- —V {M" s 3X4 °5X6 1116 8 114 X4 28 P Q R S W2 T fV m4X41261 Ea Xb a6 H0308W =(I) V U 1112X4 Snow Crfteda (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl LID Loc R /U / Rw / Rh / RL /W Pf. NA Ce: NA VERT(LL): 0.781 J 475 360 A 1714 / - / - / - / - /3.3 Lu: NA Cs: NA VERT(TL): 1.217 J 304 240 S 1724 ! - / - ! - / - /4.5 Snow Duration: NA HORZ(LL): -0.124 AH - - Bearings A & R are a rigid surface. HORZ(rL): -0.193 AH Code / Misc Criteria Creep Factor. 1.5 Maximum Top Chord Forces Per Ply (Ibs) Bldg Code: FBC 2010 -HVH MTC CSI: 0.866 Chords Tens.Comp. Chords Tens. Comp. TPI Std: 2007 Max BC CSI: 0.843 A - B 0 0 J - K 0 -7219 Rep Factors Used: Yes Max Web CSI: 0.745 B - C 0 -1560 K - L 0 -7198 FT /RT: 12.0 %(0.0 %) /10(0) Y- N C- D 0 -1534 L- M 0 0 Plate Type(s): VIEW Ver 10.03.12.0410.00 D - E 0 -3746 L - N 0 -6383 WAVE, HS I O -V E - F 0 -5311 N-0 0 -5308 See detail STRBRIBRO211 for bracing and bridging F - H 0 -6372 0 - P 0 -3739 recommendations. G- H 0 0 P- Q 0 -1524 0 -560 H-1 0 -7227 Q- R 0 -1550 Maximum panel length exceeds 30 ". TPI allows 1 - 1 0 -7234 R - S 0 0 non - bearing partition walls to be supported at any point when panels are 30" or less. Maximum Sot Chord Forces Per Ply (Ibs) Deflection estimate assumes composite action with Chords Tens.Comp. Chords Tens. Comp. single layer of the appropriate span rated glue- nailed AI -AH 0 0 AA- Z 6801 0 wood sheathing. AH AG 2841 0 Z - Y 6801 0 Max JT VERT DEFL: LL: 0.78" DL: 0.51" AG -AF 4625 0 Y - X 5964 0 recommended camber 3/4" AF-AE 4626 0 X - W 4625 0 AE-AD 5973 0 W - V 4625 0 JT Plate Lateral Chord JT Plate Lateral Chord AD-AC 6765 0 V - U 2832 0 No Size Shift Bite No Size Shift Bite AC -AB 6765 0 U - T 0 0 ( 9) W04 1.75 L 1.25 [10] W4X4 2.25 L 1.25 AB-AA 7234 0 [14] W5X6 1.75 L 2.75 [16] W4X4 0 1.25 [19] W4X4 0 1.25 [21] W5X6 1.75 R 2.75 [26] W04 2.25 R 1.25 [28] W4X4 1.75 R 1.25 Maximum Web Forces Per Pty (Ibs) "'WARNING— READ AND FOLLOW "IMPORTANT- FURNISH THIS DRAWING TO A as Webs Tens.Comp. Webs Tens. Comp. Al- B 18 0 J -AA 0 -600 B AH 2249 0 AA- L 1054 -130 AH- D 0 -2048 L - Z 106 -61 D -AG 1448 0 L- Y 0 -863 AG- E 0 -1408 Y- N 670 0 E -AE 1098 0 N- X 0 -1050 AE- F 0 -1059 X- O 1091 0 F -AD 639 0 O -V 0 -1414 AD- H 0 -614 V- P 1452 0 H -AC 85 -75 P - U 0 - 2047 H -AB 1068 -95 U - R 2243 0 AB -1 0 -560 R - T 18 0 INCLUDING THE INSTALLERS Refer to and follow the lattest a Itign of BCSI (Building nin these nctions Instalie s aII p vide to ra actual sheatmA alnd bottc�nDiortl gtlaiav a pOel�ly on the oint9Detaails. ungess noted otherswlse 7Refer to' in conformance ulsedofwthi�' 14934 -REV -1 Ply 1 SEQN: 80883 / ft1 a/ SY42 LANDSTONE - LESTRADE RES. Qty: 3 FROM: MA DRW: file Wgt 187.6 Ibs 1 ! ... 08/27/12 31,�I°7 -1/4 f -4-; -- 2'11 -112" "{-- 31P) V9, C D E 26'5 -1n" f - 2'11 -7/18" - {�-- �1- --{� -- 2'11 -1/2" -•{ F =3X4[14) I -3X4 K 4'11 -1/4" -- 2'313/ 1 �1 1t16" 2 4T 7/18 T3 It 4 L M N � = *�r' = �f'[��i�426j C / -r�ul�pr S��sY�Ae�gC TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 -- / Des Ld: 55.00 EXP: NA NCBCLL: 10.00 Mean Height NA It Soffit 2.00 TCDL: NA psf AA Z Y 83X6 j 10'3" Loading Criteria (psQ Wind Criteria TCLL: 40.00 Wind Std: NA TCDL: 10.00 Speed: NA mph BCLL: 0.00 Enclosure: NA BCDL: 5.00 Category: NA Des Ld: 55.00 EXP: NA NCBCLL: 10.00 Mean Height NA It Soffit 2.00 TCDL: NA psf Load Duration: 1.00 BCDL: NA psf Spacing: 24.0 " MWFRS Parallel Dist NA X 1656 / - / - C &C Dist a: NA ft /3.5 I: NA GCpi: NA Snow Duration: NA Wind Duration: NA Lumber Top chord 4x2 SP #2 N 12A :T3 4x2 SP #2 Dense 12A: Bot chord 4x2 SP #2 N 12A Webs 4x2 SP #3 12A Lumber grades designated with "l 2A" use design values approved 1/5/2012 by ALSC. Truss must be installed as shown with top chord up. X W V U T -3X4 - 4X61131 16'2 -1/2' 31'4 -3/4" S R Q P 83X6 1112X4 j — 4'11 -1/4" -- 1 Snow Criteria (Pg,Pt in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl LID Loa R /U / Rw / Rh / RL / W Pt NA Ce: NA VERT(LL): 0.063 J 999 360 A 478 / - / - / - / - /3.3 Lu: NA Cs: NA VERT(TL): 0.092 J 999 240 X 1656 / - / - / - / - /3.5 Snow Duration: NA HORZ(LL): -0.007 L - - R 1538 1- ! - / - / - /8.0 HORZ(TL): -0.010 L - - P 181 /273 - Code / Misc Criteria Creep Factor. 1.0 Bearings A, X. & R are a rigid surface. Bldg Code: FBC07 HVHZ r Max TC CSI: 0.994 TPI Std: 2002 Max BC CSI: 0.422 Maximum Top Chord Forces Per Ply (Ibs) Rep Factors Used: Yes Max Web CSI: 0.588 Chords Tens.Comp. Chords Tens. Comp. FT/RT: 12.0 %(0.0 %) /10(0) A- B 0 0 H-1 0 -947 Plate Type(s): VIEW Ver. 10.03.12.0410.00 g - C 16 -412 I - J 0 -947 WAVE C- D 17 -402 J- K 0 -959 See detail STRBRIBRO211 for bracing and bridging D - E 333 -358 K - L 0 -172 recommendations. E- F 1030 0 L- M 815 0 F -G 22 -644 M -N 915 0 Maximum panel length exceeds 30 ". TPI allows G - H 22 -644 N-0 258 -70 non - bearing partition wails to be supported at any point when panels are 30" or less. Maximum Sot Chord Forces Per Ply (Ibs) Negative reaction(s) of -272# MAX. (See below) from Chords Tens.Comp. Chords Tens. Comp. a non -wind load case requires uplift connection. AA- Z 0 0 U - T 1091 0 JT Plate Lateral Chord JT Plate Lateral Chord Z - Y 547 -190 T - S 662 0 No Size Shift Bite No Size Shift Bite Y - X 135 -510 S - R 0 -389 [ 41 W3X4 O 1.25 [101 W4X4 1.25L 1.25 X - W 0 -492 R-0 94 -398 [131 W4X6 2.75 L 1.25 [14) W3X4 O 1.25 W- V 0 -492 Q- P 0 0 [201 W3X4(R) 1.75 R 1.25 V - U 939 0 [26 W3X4 O 1.25 Maximum Web Forces Per Pty (Ibs) Webs Tens.Comp. Webs Tens. Comp. AA- B 3 0 U- J 0 -224 B- Z 593 -22 J- T 0 -270 C- Z 0- 298 T- K 409 0 Z- D 203 -170 K- S 0 -774 D- Y 0 -427 S- L 809 0 Y -E 479 0 L -R 0 -1028 E -X 0 -995 M -R 0 -162 X -F 0 -1081 R -N 0 -825 F- V 1157 0 N- Q 352 -59 G- V 0 -222 0-0 107 -393 V- H 0 -498 O- P 277 -176 H -U 149 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS cusses rep ire extreme cafe in fa eating hat�dlin shi pm , inrtalling,and bracing. Refer to and fpllow a la est edlti n of BCSI (Buildin orrt neni &ety Information, b TPI and'SBGA) f$'r sal% rachces pnor to performin these functions. Installers shale r ide terhpora� + 8 snag brace per )3CS: nle�ss noted ermse,top chord sf}all ave ro 1 attache s1ructJ�ai sheathin nd bott ord �f�a�l�ave a pro fly a attac d rigid ce lin g. rations s own for permanent at cal restr lint f webs s al have bracing ins led per��GSi sictions B3, B7 or �10, as app�icab -Ig. AppTy plates to ea face of truss and pos�on ass hown above and on the Joint Details, Unless noted otherwise. {tefer to . sTS drawings 160A -Z for standard plate positions. ITW BU i d�iqng Com nents Group I c. shall not be respon able for an deviation from this d wing,an failure to build th as in co formance wit[) AN�uTPI 1, oar for ha dlin% s�iippinp, Installation an bracinlq trusses. A seal on th Is drawing o over coo fifty Is�n% uis drawin , itra'cates acceptance fence o ppr ess on�a engineerin P9ng K.Vor'41 NSUdiTi illsshown. a su drawing for any structure is �tre res ns of th Bu din T 2 14934 -REV -1 Wind Criteria Ply. 1 SEAN: 77936 / fit b / SY42 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) LANDSTONE - LESTRADE RES. TCLL: 40.00 Qty: 6 FROM: MA DRW: PP Deflection in Ioc L/defl UD ft1b /U / Rw Will: 161.01bs 012X4 =4X6 / ... 09/27/12 Pt NA Ce: NA VERT(LL): 0.185 H 999 360 A 586 L 15'5 -7116" 1 /3.3 BCLL: 0.00 -�- 97-5/16" 711 -1/2" —+— 3 --�{ VERT(fL): 0.323 H 607 240 1'103/4" 1'2 -13/1 g" (TYP) BCDL: 5.00 Category: NA T2 HORZ(LL): -0.021 L - - W =3X4 1112X4 1114X6 AB _9 ... _� . _ .: _F_.._. Q. K. I J... K. M 1 W V U S R Q P 0 N =3X4 =3X4[15] 193" 1 16'4 -1/4" 267-1/4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA fV Pg: NA Ct NA CAT: NA PP Deflection in Ioc L/defl UD Loc R /U / Rw / Rh / RL 012X4 =4X6 =3X4 %A X4 =3XM121 a3X4 3X4f2n1 =3X4f231 W V U S R Q P 0 N =3X4 =3X4[15] 193" 1 16'4 -1/4" 267-1/4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct NA CAT: NA PP Deflection in Ioc L/defl UD Loc R /U / Rw / Rh / RL /W TCDL: 10.00 Speed: NA mph Pt NA Ce: NA VERT(LL): 0.185 H 999 360 A 586 / - / - / - / - /3.3 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(fL): 0.323 H 607 240 T 1553 / - / - / - / - /3.5 BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): -0.021 L - - N 881 - Des Ld: 55.00 EXP: NA HORZ(fL): -0.037 L Bearings A & T are a rigid surface. NCBCLL: 10.00 Mean Height NA it Code / Misc Criteria Creep Factor. 1.5 Soffit: 2.00 TCDL: NA psf Bldg Code: FBC 2010 -HVH I'TC CSI: 0.598 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.00 BCDL: NA psf TPI Std: 2007 Max BC CSI: 0.744 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0 " MWFRS Parallel Dist NA Rep Factors Used: Yes Max Web CSI: 0.761 A - B 0 0 G - H 0 -1713 C &C Dist a: NA ft FT/RT. 12.0 %(0.0 %) /10(0) B - C 0 -524 H-1 0 -1716 I: NA GCpi: NA Plate Type(s): VIEW Ver. 10.03.12.0410.00 C - D 0 -514 I - J 0 -1716 Wind Duration: NA WAVE D - E 143 -733 J - K 0 -1815 Lumber See detail STRBRIBR0211 for bracing and bridging E - F 662 -242 K - L 0 -1095 Top chord 4x2 SP_ #1 Dense 12A :T2 4x2 SP #2 N_12A: recommendations. F - G 0-1697 L - M 0 0 Bot chord 4x2 SP #2 N 12A •132 4x2 SP_ #1_Dense_12A: Maximum panel length exceeds 30 ". TPI allows Maximum Bot Chord Forces Per Ply (Ibs) Webs 4x2 SP_#3_12A non- bearing partition walls to be supported at any Chords Tens.Comp. Chords Tens. Comp. point when panels are 30" or less. Lumber grades designated with "1211" use design W - V 0 0 R - Q 1713 0 values approved 1/5/2012 by ALSC. Truss must be installed as shown with top chord up. V - U 829 -42 Q - P 1907 0 U - T 599 -276 P-0 1 0 JT Plate Lateral Chord JT Plate Lateral Chord T - S 537 -208 O - N N 6 611 11 0 No Size Shift Bite No Size Shift Bite S - R 537 -208 [ 4) W3X4 0 1.25 [10] W3X6 1.75 L 1.25 [12] W3X6 O 1.25 [15] W3X4 O 1.25 [20] W3X4(R) 1.75 R 1.25 123] W3X4 0 1.25 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. W -B 2 0 R -G 0 -494 B -V 766 0 H -Q 112 -19 C - V 0 -325 Q - J 50 -381 V- D 97 -370 J- P 0 -187 D- U 39 -346 P- K 350 0 U -E 396 0 K -0 0 -722 E- T 0 -875 0- L 758 0 T -F 0 -1134 L -N 0 -1041 F -R 1498 0 M -N 0 -24 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI — IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS qquire a reme ce e in fa icatinp, handling, shi in , in talling,anu Urdu]" Refer to and follow the latest edition of BCSI (Build]" I t fety Information, b t', PI end SBCA) fbr 5d % practiices p7ior to performing th ese functions. installers shallpp vide terhporar� s�arlew BCSI., Unless noted o rw"" ,top chord shall have properlyy attached structural sheat]" and ltQrtl Nord sl5a hav a proid ceiiin Locations wn for nnane t haterah restra rr cf w bs shall hav b cin ins lied per sc l c6ons B3, �7 or B1, e. gpp�y plates to ea face, ot�truss a position as shown arve and on le oinf Details, unless note othervnse. kefer to sr 6011 -Z for standard plate positions. 1 Com onents Group Inc. shall not be respon able fora deviation from this d ng,an failure to build the I ss in conformance is t�l 1, c�r for handlin shl�rpiniq, installation anc brachn, trusses. A seal on th a drawing or cover jage [is this drawing, acceptance of pro ss ona engineering respgnsi_ lity solely for the,d,-,gsign shown. The su ility and use of th 14934 -REV -1 Ply. 1 SEAN: 77934 / ft1 c / SY42 LANDSTONE - LESTRADE RES. W. 1 FROM: MA DRW: ft1c W9t:166.6lbs / ... 09/27/12 15'5- 7/16 " = r�1/2" 9'7 -5116' 1 2'11 -1/2' -+-- 311r- 33/88' {--- 4'0- 3116" - --�0 }- 2'10- 13/16" Loading Criteria (psf) TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.00 Spacing: 24.0 " 10'3" Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category. NA EXP: NA Mean Height NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist NA C &C Dist a: NA It I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP #1 Dense 12A :T2, T4 4x2 SP #2 N 12A: Bot chord 4x2 SP #2 N 12A :62 4x2 SP-#I-Dense-12A: Webs 4x2 SP-#3-12A Lumber grades designated with "12A" use design values approved 115/2012 by ALSC. Truss must be installed as shown with top chord up. =3X4 =3X4[15] 194X4[22] 16'41/4" 26'8 -314" T fV 1 Snow Criteria (Pg,Pt In PSF) Defl/CSI Criteria ♦ Maximum Reactions (ibs) non - bearing partition walls to be supported at any Pg: NA Ct NA CAT: NA PP Deflection In loc Udefl UD Loo R / U / Rw / Rh / RL /W Pt NA Ce: NA VERT(LL): 0.185 H 999 360 A 579 / - / - / - / - /3.3 Lu: NA Cs: NA VERT(TL): 0.323 H 602 240 V 1557 / - / - / - / - /3.5 Snow Duration: NA HORZ(LL): -0.020 L - - N 894 / - / - J - 1- 13.0 S - R HORZ(TL): -0.035 L - - Bearings A, V, & M are a rigid surface. Code / Misc Criteria Creep Factor. 1.5 R - Q 1498 0 Bldg Code: FBC 2010 -HVH f"TC CSI: 0.587 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2007 Max BC CSI: 0.734 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: Yes Max Web CSI: 0.757 A - B 0 0 G - H 0 -1666 FT /RT: 12.0 %(0.0 %)/10(0) B - C 0 -518 H-1 0 -1670 Plate Type(s): VIEW Ver. 10.03.12.0410.00 C - D 0 -608 1-1 0 -1670 WAVE I D - E 152 -711 J - K 0 -1764 See detail STRBRIBRO211 for bracing and bridging E - F 675 -206 K - L 0 -1040 recommendations. 910 F- G 0-1650 L- M 0 -583 Maximum panel length exceeds 30 ". TPI allows Maximum Bot Chord Forces Per Ply (Ibs) non - bearing partition walls to be supported at any Chords Tens.Comp. Chords Tens. Comp. point when panels are 30" or less. Y -X 0 0 T -S 1668 0 Deflection estimate assumes composite action with X - W 811 -49 S - R 1859 0 single layer of the appropriate span rated glue - nailed W - V 570 -287 R - Q 1498 0 wood sheathing. V - U 500 -222 Q - P 618 0 JT Plate Lateral Chord JT Plate Lateral Chord U - T 500 -222 P-0 0 0 No Size Shift Bite No Size Shift Bite [ 4] W3X4 0 1.25 [10] W3X6 1.75L 1.25 Maximum Web Forces Per Ply (Ibs) [12] W3X6 0 1.25 [15] W3X4 O 1.25 Webs Tens.Comp. Webs Tens. Comp. [22] W4X4 0 1.25 Y -B 2 0 H -S 910 -20 B- X 756 0 S- J 50 -378 C- X 0- 324 J- R 0 -192 X- D 102 -358 R- K 361 0 D -W 30 -349 K -Q 0 -717 W -E 400 0 Q -L 704 0 E -V 0 -878 L -P 0 -900 V -F 0 -1131 P -M 1092 0 F -T 1491 0 M -O 16 0 T - G 0 -492 - WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING l ne cafe in.fa0d ating,ha0dlin9, shipping, installing-and bracing. Refer to anc as INSTALLERS is. �rstallj��$gisRhpl grg de le p orp Unless noted othenv se.s7itefer to' failure to build the trNss in conformance oThevsutta�ility and use of thd' 28'4 -7/8" Loading Criteria (psf) TOLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 14934 -REV -1 LANDSTONE- LESTRADE RES. Ply. 1 SEQN: 12532 / ft2 / SY42 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 „ ft2 HORZ(TL): -0.089 V - - Creep Factor. 1.5 ITC CSI: 0.717 Qty: 3 FROM: MA I DRW: TPI Std: 2007 Max BC CSI: 0.659 Spacing: 24.0 " Wgt 182.0 Ibs Rep Factors Used: Yes / ... 09/27/12 Bite C &C Dist a: NA it I: NA GCpi: NA FT/RT: 12.0 %(0.0 0/.) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 W4X6 3.25 L Wind Duration: NA WAVE, HS W3X4 O Lumber See detail STRBRIBRO211 for bracing and bridging Top chord 4x2 SP #1 Dense 12A :T2 4x2 SP–#2–N-1 2A: recommendations. Bot chord 4x2 SP #1 –Dense _12A Webs 4x2 SP #3 12A Maximum panel length exceeds 30 ". TPI allows :W12, W15 4x2 S-F #2_Dense 12A: non - bearing partition walls to be supported at any W4X4 1.25 L 1.25 h-- 3'2-1/2" W08 5.00 R 1.25 [18] f 12'5" 1.25 [19] W3X6 0 1.25 [20] 12'8 -3/4" 4.00 3'5-13/16" 3-4-5116- 1'10 112" -� i-- 3'B 3/16" ---�- - - -{ f-- --•� �- - T6-311 6° (TYP) T2 A BX8' C E 3X44 -4R6 66 °- W =3X4 H KK a5x6[20] L M -3X4 111X4 °- -3X412 �X6 -4i81 -3X619 W1 T 1 W15 iv pill 4 = X8 is3X4 W= °- 3X6 °4X4[1 V U T S R Q J °4 6 P 1 2X4 0 N Ea6X12[181 i 32-1/2" - ♦ 25'1 -3/4" 28'4 -7/8" Loading Criteria (psf) TOLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category. NA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA K. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Def /CSI Criteria PP Deflection in loc Udell LID VERT(LL): 0.330 F 907 360 VERT( Q: 0.530 F 566 240 HORZ(LL): -0.056 V - - Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 EXP: NA Mean Height: NA It TCDL: NA psf must be Installed HORZ(TL): -0.089 V - - Creep Factor. 1.5 ITC CSI: 0.717 Code / Misc Criteria Bldg Code: FBC 2010 -HVH Load Duration: 1.00 BCDL: NA psf TPI Std: 2007 Max BC CSI: 0.659 Spacing: 24.0 " MWFRS Parallel Dist NA Rep Factors Used: Yes Max Web CSI: 0.888 Bite C &C Dist a: NA it I: NA GCpi: NA FT/RT: 12.0 %(0.0 0/.) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 W4X6 3.25 L Wind Duration: NA WAVE, HS W3X4 O Lumber See detail STRBRIBRO211 for bracing and bridging Top chord 4x2 SP #1 Dense 12A :T2 4x2 SP–#2–N-1 2A: recommendations. Bot chord 4x2 SP #1 –Dense _12A Webs 4x2 SP #3 12A Maximum panel length exceeds 30 ". TPI allows :W12, W15 4x2 S-F #2_Dense 12A: non - bearing partition walls to be supported at any Lumber grades designated with "12A" use design values approved 115/2012 by ALSC. Negative reaction(s) of -923# MAX. (See below) from a non -wind load case requires uplift connection. point when panels are 30" or less. Deflection estimate assumes composite action with single layer of the appropriate span rated glue - nailed wood sheathing. READ AND FOLLOW ALL NOTES ON THIS DRAWINGI THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ng,,]LaL1d1)ng, shipping, installing-and bracing. Refer to and follow the latest e as of ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 1269 /- /- /- /- /3.3 O 2732 1- l- 1- l- /8.0 M -923 /- /- /- /- /3.5 Bearings A, 0, & L are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 0 0 H -1 0 -3594 Max JT VERT DEFL: LL: 0.33" DL: 0.20" Truss must be Installed as shown with top chord up. recommended camber 1/4" JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 4] W3X4 0 1.25 [ 61 W4X6 3.25 L 1.25 [12] W3X4 O 1.25 [13] W4X4 1.25 L 1.25 [17] W08 5.00 R 1.25 [18] W6X12 4.25 R 1.25 [19] W3X6 0 1.25 [20] W5X6 0 4.00 READ AND FOLLOW ALL NOTES ON THIS DRAWINGI THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ng,,]LaL1d1)ng, shipping, installing-and bracing. Refer to and follow the latest e as of ♦ Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W A 1269 /- /- /- /- /3.3 O 2732 1- l- 1- l- /8.0 M -923 /- /- /- /- /3.5 Bearings A, 0, & L are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 0 0 H -1 0 -3594 B -C 0-1137 I -J 0 -1829 C -D 0 -1128 J -K 1675 0 D- E 0- 3241 K- L 1867 0 E -F 0 -3838 L -M 183 -3 F -G 0 -3838 L -M 0 -3 G - H 0-3594 O -L 0 -1995 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V -U 0 0 R -Q 3625 0 U- T 2761 0 Q- P 2549 0 T- S 3669 0 P-0 961 0 S -R 3669 0 0 -N 0 -1 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. V -B 0 -8 G -Q 0 -483 B -U 1749 0 0-1 1094 0 C -U 0 -416 I -P 0 -1216 U- D 0 -1847 P- J 1287 0 D- T 702 0 J-0 0- 2830 T- E 0 -626 O- K 0 -273 E -R 192 0 O -L 0 -1995 F- R 0 -257 L- N 22 0 R - G 308 0 chide terhpoAraeIT, soparwr terms e,% AST o'B10y -- rise. keferto STS u »a z in conformance this drawing, use of this 14934 -REV -1 Ply: 1 SEAN: 12507 / ft2a / SY42 LANDSTONE- LESTRADE RES. Qty: 2 FROM: MA DRW: ft2a Wgt:173.6Ibs / ... 09/27/12 �- 3'2 -1/2" --{ 12'8 -3/4" 12'8 -3/4" V8- 3 &I311 " - -}-- 3'6 -3/16" -- -}-- -- 34- 5/16" --{ - -a1- -{ 3!6-3/16"---{ 27-1/2- —� T2 4X6 VV =3X4 X49 OI3X44 =- -3X4 ° IF 4 ° -3X 13 .H =3X4 �3X 4181 =3X4 � 1 fV 012X4 4X6 =- -3X4 W= X4 = 3X414 °- -3X4 ) 62 2X 4 V U T S R p[ P O N °- 3X8[12] r 12'8 -3/4" 12'8 -3/4" j 3'2-1/2"--1 28'9-1/4" - Loading Criteria (psa Wind Criteria Snow Criteria (Pg,Pf In PSF) DefUCSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct: NA CAT: NA PP Deflection in ioc Udell UD Loc R / U / Rw / Rh / RL /W TCDL: 10.00 Speed: NA mph Pt. NA Ce: NA VERT(LL): 0.044 D 999 360 B 620 / - / - / - / - /3.5 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(TL): 0.082 D 999 240 R 1633 / - / - / - / - /3.5 BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): -0.008 V - - 0 1081 / - ! - ! - t - /8.0 Des L67 EXP: NA HORZ(TL): -0.014 U L 28 /87 / - / - / - /3.5 NCBCLL: 10.00 Mean Height: NA ft Code / Misc Criteria Creep Factor. 1.5 Bearings A, R, O, & L are a rigid surface. soffit 2.00 TCDL: NA psf Bldg Code: FBC 2010 -HVH Wt$TC CSI: 0.501 Load Duration: 1.00 BCDL: NA psf TPI Std: 2007 Max BC CSI: 0.535 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0" MWFRS Parallel Dist: NA Rep Factors Used: Yes Max Web CSI: 0.593 Chords Tens.Comp. Chords Tens. Comp. C &C Dist a: NA ft FT/RT: 12.0 %(0.0 %) /10(0) B - C 0 -588 H-1 366 -201 I: NA GCpi: NA Plate Type(s): VIEW Ver. 10.03.12.0410.00 C - D 0 -576 I - J 84 -783 Wind Duration: NA WAVE I D - E 10 -752 J - K 330 0 Lumber See detail STRBRIBR0211 for bracing and bridging E - F 867 0 K - L 323 0 Top chord 4x2 SP #1 Dense 12A :T2 4x2 SP f2_N_12A: recommendations. F - G 867 0 L - M 20 -5 Bot chord 4x2 SP—#2—N-1 2K G - H 366 -201 L - M 0 -3 • B2 4x2 SP #1 Dense 12A: Maximum panel length exceeds 30 ". TPI allows Webs 4x2 S033_129 non- bearing partition walls to be supported at any Maximum Bot Chord Forces Per Ply (Ibs) Lumber grades des ignated with "12A" use design point when panels are 30" or less. Chords Tens.Comp. Chords Tens. Comp. values approved 1/5/2012 by ALSC. Deflection estimate assumes composite action with V - U 0 0 R - Q 177 -376 single layer of the appropriate span rated glue - nalled U - T 920 0 Q - P 812 -129 Truss must be installed as shown with top chord up. wood sheathing. T - S 534 -143 P-0 703 -92 JT Plate Lateral Chord JT Plate Lateral Chord S - R 534 -143 O - N 0 -2 No Size Shift Bite No Size Shift Bite [ 51 W3X4 0 1.25 [ 9] W3X4 1.50L 1.25 Maximum Web Forces Per Ply (Ibs) [12] W3X8 2.75 L 1.25 [13] W3X4 0 1.50 Webs Tens.Comp. Webs Tens. Comp. [14] W3X4 O 1.50 [18] W3X4 2.25 R 1.25 B -U 832 0 G -Q 417 0 V -B 0 0 Q -I 0 -818 C -U 0 -363 I -P 103 -79 U - D 29 -389 P - J 154 -25 D -T 0 -311 J -0 0 -1031 T- E 383 0 O- K 0- 346 E -R 0 -1335 O -L 0 -381 F -R 0 -272 L -N 23 0 R -G 0 -1000 "'WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes require a eme care in fa tin handlin sh! In , in$tallin ,and bracing.. Refer to nd follow the la est edition of ¢CSI (Buildin om neat S fety nfformation, by T I �n�'SBCA) f�'r tpepty racUces p�ior to perfor7ni these actions Instaili shall r vide temporar braep��op per BCSInlRSS noted othermse,top chord shad have property attache sheain and bottQroiord $I�al� av a probe y �7 MV40 14 attacheU n id ceilin . Locafions shown for permanent latgral reStra nt bf webs shall have brecing ms�alled per BC I sgcUons gown 3, or 810, itefer cchh f position ass J T u I ea as applice e. gp y plates to a face, o truss and above and on the oin Details, n ess not otherwise. to sTs drawings 160A- 6i standard plate positions. a, ITW Bu! din Com nents Group Inc. shall n0 be respon ible fpr an deviation from this dr wi an failure to build the toss !n conformance with AN�I/T}'1 1, c 1-1 or ha dim shiipping, !nstallaU n anc� braan�t�>Ytrusses. A seal on th�s c�r�awii g o{f�over na�� IisUn� this dr wing �i dicates a nce o ro ess ona n inee n re ns Ift solel for t�he desi n shown. a su fly an rawing for an structure Fs the responsfbi�tty of th� Bui dding Designer Ver ANSUTPI i�Sec.2. use o this For more information see this lob's generW notes page and these web sites: ITWBCG: www.Kwbcg.corn4 TPI: www. into • SBCA: www.sbclndu .com• ICC: www.1cesafe-org 14934 -REV -1 Ply: 1 SEQN: 12528 / ft2b / SY42 LANDSTONE - LESTRADE RES. Qty: 7 FROM: MA lavl ft2b ... 09/27/12 Wgt: 182.0 Ibs 12'5" 12'8 -314" �--- 3'2 -1/2" --- 3'S- (133/16" - -1 3'6- 3/16" — -�- 34- 5116" --►� ?-� �--- 36 -3116" --� �- 2'7 -1/2" T2 I114X6 WvRYd ...... T 1 12'5" 28'4 -7/8" 12'8 -314" 3'2 -1/2" --�j T N 1 Loading Criteria (psf) Wind Criteria Chords Tens. Comp. Snow Criteria (Pg,Pf In PSF) DefUCSI Criteria ♦ Maximum Reactions (Ibs) Q - P 820 -65 JT Plate Lateral Chord JT Plate Lateral Chord T - S 590 -135 TCLL: 40.00 Wind Std: NA 0 - N 0 -2 Pg: NA Ct: NA CAT: NA PP Deflection in loo Udefl UD Loc R /U / Rw / Rh / RL / W Webs Tens. Comp. TCDL: 10.00 Speed: NA mph B- U 805 0 Pf: NA Ce: NA VERT(LL): 0.037 D 999 360 A 612 / - / - / - / - /3.3 D -T 0 -273 BCLL: 0.00 Enclosure: NA 0 -K 0 -345 Lu: NA Cs: NA VERT(TL): 0.068 D 999 240 R 1590 ! - / - / - / - /3.5 BCDL: 5.00 Category: NA - IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Snow Duration: NA HORZ(LL): -0.007 V - - O 1090 / - / - / - / - /8.0 sTS S Des Ld: 55.00 EXP: NA HORZ(TL): -0.012 V L 27 /92 / - / - ! - /3.5 NCBCLL: 10.00 Mean Height: NA It Code / Misc Criteria Creep Factor. 1.5 Bearings A, R, 0, & L are a rigid surface. Soffit 2.00 TCDL: NA psf Bldg Code: FBC 2010 -HVH tTC CSI: 0.485 Load Duration: 1.00 BCDL: NA psf TPI Std: 2007 Max BC CSI: 0.269 Maximum Top Chord Forces Per Ply (Ibs) Spacing: 24.0 " MWFRS Parallel Dist NA Rep Factors Used: Yes Max Web CSI: 0.567 Chords Tens.Comp. Chords Tens. Comp. C &C Dist a: NA it FT/RT: 12.0 %(0.0 %) /10(0) A - B 0 0 H-1 271 -214 1: NA GCpi: NA Plate Type(s): VIEW Ver. 10.03.12.0410.00 B - C 0 -524 I - J 36 -788 Wind Duration: NA WAVE C - D 0 -514 J - K 340 0 Lumber See detail STRBRIBRO211 for bracing and bridging D - E 6 -779 K - L 333 0 Top chord 4x2 SP #1 Dense 12A :T2 4x2 SP #2 N 12A: recommendations. E - F 767 0 L - M 21 -4 Bot chord 4x2 SP #1 Dense 12A — F - G 767 0 L - M 0 -3 _ Webs 4x2 SP #3 12A Maximum panel length exceeds 30 ". TPI allows G - H 271 -214 :W1 2, W15 4x2 SP #2 Dense_12A: non- bearing partition walls to be supported at any point when panels are 30" or less. Maximum Bot Chord Forces Per Ply (Ibs) Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. Deflection estimate assumes composite action with Chords Tens.Comp. Chords Tens. Comp. single layer of the appropriate span rated glue - nailed V - U 0 0 Truss must be installed as shown with top chord up. wood sheathing. R-0 191 -281 U - T 918 0 Q - P 820 -65 JT Plate Lateral Chord JT Plate Lateral Chord T - S 590 -135 P-0 704 -60 No Size Shift Bite No Size Shift Bite S - R 590 -135 0 - N 0 -2 [ 41 W3X4 O 1.25 [ 8] W3X4 1.50L 1.25 [12] W3X4 O 1.50 [13] W3X4 0 1.25 Maximum Web Forces [17] W3X4 2.25 R 1.25 Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. V -B 0 -8 G -Q 402 0 B- U 805 0 Q-1 0 -786 C -U 0 -351 I -P 90 -85 U -D 18 -458 P -J 160 -3 D -T 0 -273 J -O 0 -1042 T -E 345 0 0 -K 0 -345 E -R 0 -1276 O -L 0 -393 F -R 0 -273 L -N 24 0 R -G 0 -977 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI - IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS i Zrusses re ire a eme care in fa satin , hhapolin , shi pin , installing ,and brad . Refer to nd follow the Is est e�1ti n of ICSI (Buildin ornponena fety nformati to by TPI ?m SBGA) f�r sat6 Rractices prior to perfor}�ning these a�unctlons In al11 sh I� vlde terhpora Dracin r SI Unless notetl 01�hervnse,top chord shall h ve proper) attached structural sheathin and bolt hordOW1 havQ a y +r.ms syry attach prope m id cei[ing. Logtions s own for permanent latgMl restraint 19f webs shall have bTcin ins 41led per ons 63, 87 or 610, g as applicable. Ap piy later to ash face truss of and position as shown above and on the JoiintgDetails, Unless not kefer to jrawnngs 160A -Z fbr s�andard plate positions. sTS S TW But din�l Components Group Inc. shalt not �e respon ible for an deviation from this drawin ,an failure to build the Vss in conformance nothh AN�uTPI 1, or for ha dlinpp� shippingg, installation anc bracin Qfvtrussfs. A seal on this d a;M or cover page listing this drawing ndicates acce lance ot� roTessionaf en lose n r ons it sole) for a desi n shown The suita6il an71 use of th 14934 -REV -1 Ply: 1 SEAN: 12511 / ft3 / SY42 LANDSTONE- LESTRADE RES. Qty: 2 FROM: MA DRW. ft3 Wgt 82.6 Ibs 1 1$;7 / ... 09/27112 1 f 66 -3/4" 1'10 -1/2" } 57-3/4" --� f- 1'8 -3/4" 3'4" -� (fYP) =AX6[2] = 3(4(41 111?X4 IIIf(4 =JX6 1114X6 .- F G III .� j��j i ■. =i�� I 1112k4 K ,i 13'1" I H' W 1 Loading Criteria (psry Wind Criteria Snow Criteria (Pg,Pi in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl LID Loc R / U ! Rw / Rh / RL /W TCDL: 10.00 Speed: NA mph Pt NA Ce: NA VERT(LL): 0.108 D 999 360 M 717 / - / - / - / _ /2.0 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(TL): 0.212 D 717 240 G 718 / - / - / - / - /4.0 BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): 0.032 B - - Bearings M & F are a rigid surface. Des Ld: 55.00 EXP: NA HORZ(TL): 0.062 B - - NCBCLL: 10.00 Mean Height: NA It Code / Misc Criteria Creep Factor. 1.5 Maximum Top Chord Forces Per Pty (Ibs) Soffit 2.00 TCDL: NA psi Bldg Code: FBC 2010 -HVH tTC CSI: 0.768 Chords Tens.Comp. Chords Tens. Comp. Load Duration: 1.00 BCDL: NA psf TPI Std: 2007 Max BC CSI: 0.776 Spacing: 24.0 " MWFRS Parallel Dist NA Rep Factors Used: Yes Max Web CSI: 0.482 A - B 0 -618 D - E B - C 0 -1182 E - F 0 -1182 0 -637 C&C Dist a: NA it FT/RT. 12.0 %(0.0 %) /10(0) C- D 0-1191 F- G 0 0 1: NA GCpi: NA Plate Type(s): VIEW Ver. 10.03.12.0410.00 Wind Duration: NA I WAVE I Maximum Bot Chord Forces Per Ply (Ibs) Lumber See detail STRBRIBRO211 for bracing and bridging Chords Tens.Comp. Chords Tens. Comp. Top chord 4x2 SP #2 N 12A recommendations. Bot chord 4x2 SP #2 M 12A M - L 30 0 J-1 861 0 Webs 4x2 SP #3_12A Maximum panel length exceeds 30". TPI allows L - K 659 0 I - H 0 0 non - bearing partition wails to be supported at any K - J 1191 0 Lumber grades designated with "l 2A" use design point when panels are 30" or less. values approved 1/5/2012 by ALSC. Truss must be installed as shown with top chord up. Maximum Web Forces Per Ply (Ibs) JT Plate Lateral Chord JT Plate Lateral Chord Webs Tens.Comp. Webs Tens. Comp. No Size Shift [ 2] W4X6 O Bite No Size Shift 1.25 [ 31 W4X4 0 Bite 1.25 A - M 0 -14 D - J 0 -283 [ 4] W3X4 O 1.25 [ 5] W3X4 O 1.25 A - L 868 0 J - E 805 0 [ 8] W3X4 O 1.25 [10] W4X4 0 1.25 M - A 0 -699 E-1 0 670 L - B 0 -608 I - F 950 0 B -K 608 0 F -H 14 -8 K -C 0 -266 ""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS gyire gxgegre cafe inja4d pating, 1L anqIjing, shipping, ingtalling and bracing. Refer to nd follow the latest edit n of acbces prior to performing these qc ions. natal er 11 r vide terhporar�.T r �a MV"P propert attache structural sheag .in and bott�m i °r�gl�a� have a pro�efly as s�o �f wpbs e and on lerloint�Defaoiis do ess noted othersvn6'se.B7Refer to' s *s 'or an deviation from this d wi g,an failure to build the {mss in conformance in gqtYtrusses. A seal on the rSrawiXg or cover agge IisUng this drawing ns��ility solely fob the design shown. The su�ta6fifty an �l use of this' 14934 -REV -1 Ply. 1 SEAN: 37061 / ft3a / SY42 • LANDSTONE- LESTRADE RES. Qty: 8 FROM: MA DRW: ft3a Wgt:84.0lb. / ... 09/27112 f 57-3/4" 110 -1/2" 57-3/4" —� 4x1/7" 1� 6 3 -4" .3'4" ff (TYP) f r 1 Loading Criteria (psn TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.00 Spacing: 24.0 " A11114X6 =�X6 1116X4 ll f4 7V6 1114G H N M L K I J I Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category. NA EXP: NA Mean Height NA it TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist NA C &C Dist a: NA It I: NA GCpi: NA Wind Duration: NA Lumber Top chord 4x2 SP_#2 N 12A Bot chord 4x2 SP #2 N 12A Webs 4x2 SP #3 12A Lumber grades designated with "12A" use design values approved 1/5/2012 byALSC. 13'2" T 1 Snow Criteria (P9, Pr in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R /U / Rw / Rh / RL Pt NA Ce: NA VERT(LL): 0.110 D 999 360 A 720 / - / - I- /_ Lu: NA Cs: NA VERT(TL): 0.216 D 707 240 H 720 / - / - /_ /_ Snow Duration: NA HORZ(LL): -0.030 N - - Bearings A & G are a rigid surface. HORZ(TL): -0.060 N - - Code / Misc Criteria Creep Factor. 1.5 Bldg Code: FBC 2010 -HVH MUTC CSI: 0.751 TPI Std: 2007 Max BC CSI: 0.774 Rep Factors Used: Yes Max Web CSI: 0.484 FT/RT: 12.0 %(0.0 %) /10(0) 0 Plate Type(s): VIEW Ver: 10.03.12. WAVE wood sheathing. See detail STRBRIBR0211 for bracing and bridging recommendations. Maximum panel length exceeds 30 ". TPI allows non - bearing partition walls to be supported at any point when panels are 30" or less. /W /4.0 /4.0 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 0 0 E -F 0 -1189 B -C 0 -639 F -G 0 -639 0410.00 C -D 0 -1189 G -H 0 0 D -E 0 -1198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp "WARNING- —IMPORTANT** FURNISi N -M 0 0 K -J 663 0 M -L 663 0 J -1 0 0 L - K 1198 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N -B 14 -8 E -K 0 Deflection estimate assumes composite action with Truss must be installed as shown with top chord up. single layer of the appropriate span rated glue - nailed 0 M -C 0 -673 F -J wood sheathing. JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 41 W4X4 O 1.25 [ 6) W3X4 O 1.25 [ 9) W3X4 O 1.25 [11] W4X4 O 1.25 "WARNING- —IMPORTANT** FURNISi N -M 0 0 K -J 663 0 M -L 663 0 J -1 0 0 L - K 1198 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N -B 14 -8 E -K 0 -285 B -M 952 0 K -F 611 0 M -C 0 -673 F -J 0 -673 C -L 611 0 J -G 952 0 L -D 0 -265 G -1 14 -8 IIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS hhar�dlinq, shi Ing, instalen and bracing. , Refer to and fellow the Ia�est edition of ¢CSI (Buiidin SBCA) fbr e� practices p or to performm these nchons. Instal e s II vide tern ra op chord sha��h5ve roper attache s�ructt i sheat ing and bottom ior� 1,9a have a dro�efty nnane t Iatgrai Ora nt bf webs s al have c)n ins lied r CSI sections , 3, 67 or 10, �iruss an position as shown above and on thelomPDetaris, tiniess noted otherwnse. Defer to is. not be responsibble fpr an deviation from this dr gg an failure to build th truss in confo ante Insttaallati nand brar�n tYtruss�s A seal on th s�rst�wir�g o over a e �istin this drawn , )n�ineer�n6 �espgnsi ]it solely for the design shown. ge su�ta�il)ty an use of thf ,....max 14934 -REV -1 LANDSTONE - LESTRADE RES. Ply. 2 SEAN: 37173 / ftg1 /SPEC • ftgl Qty. 1 FROM: MA DRW: Wit. 386.4Ibs �'q / ... 09/27/12 T 1N 1 14i 1- 11/16" 60.13/16" 9' &1/8" 12' 2'1- 111/16 165 -114" 21'3 -5/8" 24' 26'3" 31'4 -1/2" 5'0- 13/16" 4'7 -5/16" 2'3 7l8" 2'3 9/16" 410 -3/8" 2' &3/8" 2'3" 5'1 -112" 31'4 -1/2" m3X6[27] m3X6f30] 4'9- 1/16" 27-7/16" 2'01/8" 47 -5/16" 2' 8-1/16" 2' 8-.1/2" 7 6-3!8" 5'0 -3/8" 4'5-1/4" 4'9- 1/16" 7'4 -1/2" 9'4 -5/8" 13'11-15/16" 16'8" 19'41/2" 21'10 -718" 26'11 -1/4" 31'41/2" Loading Criteria (psQ TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category. NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist: NA C &C Dist a: NA ft I: NA GCpi: NA Wind Duration: NA Lumber Top chord 2x4 SP #2 N 12A •T3 2x4 SP #1 Dena 12A: Bot chord 2x6 SP #2 12A Webs 2x4 SP #3_12A :W1, W12, W14 2x6 SP-#2_12A: Lumber grades designated with "12A" use design values approved 1/5/2012 by ALSC. Special loads - (Lumber Dur.Fac =1.00 / Plate Dur.Fac =1.00) TC- From 100 pif at 0.00 to 100 pif at 12.00 TC- From 100 pif at 12.00 to 100 pif at 24.00 TC- From 100 pif at 24.00 to 100 plf at 31.38 BC- From 10 plf at 0.00 to 10 pff at 7.38 BC- From 10 pif at 7.38 to 10 pif at 19.38 BC- From 10 pff at 19.38 to 10 plf at 31.38 BC- 3225 lb Conc. Load at 26.75 BC- 715 lb Conc. Load at 28.75,30.75 Snow Criteria (Pg,Pr in PSF) Def /CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection In loc Udefl UD PF. NA Ce: NA VERT(I-Q: 0.294 E 999 360 Lu: NA Cs: NA VERT(TL): 0.459 E 703 240 Snow Duration: NA HORZ(LL): 0.046 A - - in each row to avoid splitting. HORZ(TL): 0.071 A - All plates are 3X4 except as noted. Code / Misc Criteria Creep Factor. 1.5 Bldg Code: FBC 2010 -HVH ITC CSI: 0.663 TPI Std: 2007 Max BC CSI: 0.751 Rep Factors Used: Yes Max Web CSI: 0.967 FT/RT. 20.0 %(0.0 %) /10(0) Plate Type(s): VIEW Ver. 10.03.12.0410.00 WAVE 1.25 Nail Schedule:0.128 "x3 ", min. nails Chords Tens.Comp. Top Chord: 1 Row @12.00" o.c. Tens. Comp. Bot Chord: 1 Row @ 8.00" o.c. F -G Webs : 1 Row @ 4" O.C. B -C 0-2122 Use equal spacing between rows and stagger nails 0 -342 in each row to avoid splitting. H -1 All plates are 3X4 except as noted. D -E 0 -1845 Truss must be installed as shown with top chord up. 1720 0 JT Plate Lateral Chord JT Plate Lateral Chord No Size Shift Bite No Size Shift Bite [ 1] W3X6 2.75 L 1.25 [ 4] W3X6 2.75 R 1.25 [171 W3X6 2.00 L 1.25 [21] W3X6 2.00 R 1.25 [22] W4X8 6.75 R 1.25 [26] W4X8 1.25 R 1.25 [27] W3X6 S 1.25 [28] W04 1.75 R 1.25 [30] W3X6 S 4.75 0 The TC of this truss shall be braced with attached P -E spans at 24" OC in lieu of structural sheathing. J -K READ AND FOLLOW ALL NOTES ON THIS DRAWING TO ALL CONTRACT( ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W T 1247 /- /- /- /- /3.0 K 6859 /- /- /- /- /60.0 Bearings T & L are a rigid surface. Maximum Top Chord Forces Per Pty (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -B 0 -1425 F -G 0 -1832 B -C 0-2122 G -H 0 -342 C -D 0 -1845 H -1 0 -342 D -E 0 -1845 I -J 1720 0 E -F 0 -1853 M -1 1904 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. T -S 56 0 O -N 466 0 S -R 1511 0 N -M 466 0 R -Q 1511 0 M -L 0 -1461 Q -P 2146 0 L -K 13 -10 P-0 1853 0 M -1 1904 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -T 0 -588 F -O 0 -240 A -S 1447 0 0 -G 1442 0 S- B 0 -485 G- M 0 -699 B -Q 653 0 M -1 1904 0 Q -C 0 -138 1 -L 0 -952 C -P 0 -322 L -J 0 -1845 P -E 0 -92 J -K 548 0 INSTALLERS Dw the Iaiest jition of ¢CSI Building is. Instal e s II r vide to pora nd bottpnl cmliorc�gf�aq have a proper�y ed per BG51 secbons B3, 67 or 810, o unless not {tefer to to buuiilld9th truss in co vsurta6tl�s an�tuse 14934 -REV -1 Ply: 2 SEAN: 37219 / ftg10 /SPEC LANDSTONE- LESTRADE RES. Qty: 1 FROM: MA DRW: ftg10 Wgt:371.0Ibs ! ... 09/27/12 18' '4-11/ 6" 5'2° 9'9 -7/16" 14'311/16" 16'7 -5/16 21'1 -9/16" 25'9" 30'11° i 5'2" 4'7 -1l2° 4'6 114" 2'3 5/8" 3� 1 -8116" 4'7 -112" { 57 M%4[5) A °3e Ip?.DX4 1114 F3X4 °mT 3x4,[23] =- 4X6[F5] =4X 1 u t ryry T N 1 W1 W2 W W14 ° -3 4] M3 [6] E25P(6 �3 4 = N4 °3x4[19] °JX6 -- 3X,¢[24 Ip1 r m L K p13X4 J 4'8 -3/4" 4'8 -314" 2'6 9/16" 2'7 -118" 4'B 314° 4'8 -3/4" 9'5 -7/16" 12' 16'9 -1116" 21'5 9/16" 24' 26'2 -1/4" 2'1- 18/16" 30'11" ' 14'1 -1�/1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefUCSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loo R / U / Rw / Rh / RL /W TCDL: 10.00 Speed: NA mph Pt NA Ce: NA VERT(LL): 0.641 D 578 360 S 1700 /- / - /- /- /3.0 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(TL): 1.002 D 370 240 J 1700 / - / - /- /- /3.0 BCDL: 5.00 Category, NA Snow Duration: NA HORZ(LL): 0.089 A - - Bearings S & J are a rigid surface. Des Ld: 55.00 EXP: NA HORZ(rQ: 0.139 A - NCBCLL: 10.00 Mean Height: NA ft Code / Misc Criteria Creep Factor. 1.5 Maximum Top Chord Forces Per Ply (Ibs) Soffit 2.00 TCDL: NA psf Bldg Code: FBC 2010 -HVH ITC CSI: 0.819 Chords Tens.Comp. Chords Tens. Comp. Load Duration: 1.00 BCDL: NA psf TPI Std: 2007 Max BC CSI: 0.805 A - B 0 - 2095 E - F 0 -3911 Spacing: 24.0 " MWFRS Parallel Dist NA Rep Factors Used: Yes Max Web CSI: 0.710 B - C 0 -3396 F - G 0 -3911 C &C Dist a: NA it FT/RT: 20.0 %(0.0 %) /10(0) C- D 0 -3912 G- H 0 -3396 I: NA GCpi: NA Plate Type(s): VIEW Ver. 10.03.12.0410.00 D - E 0 -3926 H-1 0 - 2096 Wind Duration: NA WAVE Lumber Nail Schedule:0.128"x3 ", min. nails Maximum Bot Chord Forces Per Ply (Ibs) Top chord 2x4 SP #2_N 12A Top Chord: 1 Row @12.00" o.c. Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x6 SP_ #2 12A Bot Chord: 1 Row @12.00" o.c. Webs 2x4 SP #3 12A :W1, W14 2x6 SP-#2-12A: Webs : 1 Row @ 4" o.c. S - R 66 0 N - M 3468 0 :W2, W13 2x4 SP_#2 N_12A: Use equal spacing between rows and stagger nails R - Q 2219 0 M - L 2220 0 in each row to avoid splitting. Q - P 3468 0 L - K 2220 0 Lumber grades designated with "12A" use design P-0 3468 0 K - J 66 0 values approved 1/5/2012 by ALSC. Truss must be installed as shown with top chord up. O - N 3926 0 JT Plate Lateral Chord JT Plate Lateral ChordThe TC of this truss shall be braced with attached No Size Shift Bite No Size Shift Bite spans at 24" OC in lieu of structural sheathing. Maximum Web Forces Per Ply (Ibs) [ 1] W4X6 S 1.25 (4] W3X6 1.75 R 1.25 Webs Tens.Comp. Webs Tens. Comp. [ 5] W3X4 2.50 R 1.25 [ 6] W3X4 1.50 R 1.25 [19] W3X4 2.50 R 1.25 [23] W3X4 1.50 R 1.25 A - S 0 -808 E - N 0 -163 [24] W3X6 4.25 R 1.25 [25] W06 S 1.25 A - R 2141 0 N - G 473 0 R -B 0 -701 G -M 0 -406 B -Q 1256 0 M -H 1255 0 Q- C 0 -407 H- K 0 -700 C -0 473 0 K -1 2142 0 0 -D 0 -159 1 -1 0 -808 - WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses regtugre extreme care in fa cating, handlin shi ping, instalen and bracing. , Refer to and fpllow a la jest a iti n of SCSI Buildin Corn neni fety jnformation, by T�'I end SBCA) f�) sal Aeiy practices pl%. r to perforin1 t�rese functions. nstalle sUI� r�vlde tern rar �r°o *mss M►eyP brace r B SI. ni nptetl otherwlse,top chord shall attac id oeilin . ocations shown for permanent latgMl �y have ro ri attached structt�ra sheathln nd bott o . fA hav a y re �f webs shall have br�c rip ins�aalled p9rgiCSl sections B3, �7 'or 810, as apppltca�le. Ap plates to earn face, o Voss antl posttlon Wt ass own above and on the oin Details, un ess noted othervvlse. (tefer to sTS dram gs 160A -Z fgr standard plate positions. ITW gg iiddin5� Components G oup I shall not be respon ible fpr an deviation from this dr wi an failure to build the truss in co formance with AI�SUTPI 1, cr for handf n s�i��pmg, installation anc� brawng trusses. A seal on th�s �r�iwir�g or cover pcaou lis i ni use�ofwthig' I n tes acceptance of ppro essiponaf In gip" re drawing for any structure Is the respons(bifity of the Building nsib�ity sotel for }}fi�ee ddesign shown. The su Ity Designer �er ANSIffPI 1gSec.2. For more Information see this lob's general notes page and these web sites: n WBCG: www. .com• TPI: www. inslo • SBCA: www.sbdndu .com4 [CC: www.t=afe.org 14934 -REV -1 Ply. 2 SEQN: 37133 / ft92 / SPEC LANDSTONE - LESTRADE RES. Qty: 1 FROM: MA DRW: ft92 Wgt 187.6 Ibs 1 41/ ... 09/27/12 io 2'10- 9/16" 5'1 -3/8" 77-1/8" 9'9- 15/16" 1718 -1/2" 2'10 -9/16" sTo 2'2- 13/16" sl 2'5 -3/4" 2'2- 13/16" 2'10 - 9/16" T 1 4X6[1] = 3X4[5] 1112X4 1112X4 = 3X4[10] = 4X6[12] A B C D E F 1114X4 = 4AOL4] = OA4LtjJ ° 3A41y1 = 4,�ni ! 11 2'6- 9/16" 2'4-13/16 2'9-3/4" I 2'4-1 3/16 i 2'6-9/16" 1 A 2'6- 9/16" 1 4'11 -3/8" 7'9 -1/8" 10'1- 15/16" r 12'8 -1/2" Loading Criteria (psf) TCLL: 40.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.00 Spacing: 24.0 " Wind Criteria Wind Std: NA Speed: NA mph Enclosure: NA Category NA EXP: NA Mean Height: NA ft TCDL: NA psf BCDL: NA psf MWFRS Parallel Dist NA C &C Dist a: NA it 1: NA GCp): NA Wind Duration: NA Lumber Top chord 2x4 SP #2_N 12A Bot chord 2x6 SP #2 12A Webs 2x4 SP #37 12A :W1, W10 2x6 SP #2 12A: :W2, W9 2x4 SP k N_l2A: Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct NA CAT: PP Deflection in loc Udefl L/D K. NA Ce: NA VERT(LL): 0.100 C 999 360 Lu: NA Cs: NA VERT(TL): 0.156 C 976 240 Snow Duration: NA HORZ(LL): 0.029 A - - HORZ(rL): 0.045 A Code / Misc Criteria Creep Factor. 1.5 Bldg Code: FBC 2010 -HVH WaSTC CSI: 0.752 TPI Std: 2007 Max BC CSI: 0.760 Rep Factors Used: No Max Web CSI: 0.774 FT /RT: 20.0 %(0.0 %) /10(0) 0 -1330 Plate Type(s): VIEW Ver: 10.03.12.0410.00 WAVE JT Nail Schedule:0.128 "x3 ", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 6.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W V10 L 3225 /- /- /- /- /3.0 G 3225 /- /- /- /- /3.0 Bearings L & G are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 0- 2014 D- E 0- 2976 B -C 0 -2976 E -F 0 -2014 C - D 0 -2986 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. L -K 40 0 I -H 2150 0 K -J 2150 0 H -G 40 0 J-1 2986 0 Lumber grades designated with "l 2A" use design Maximum Web Forces Per Ply (Ibs) values approved 1/5/2012 by ALSC. Girder supports: 16-9 -0 span to BC one face and Webs Tens.Comp. Webs Tens. Comp. 2-0-0 span to TCBC split opposite face. Truss must be installed as shown with top chord up. A - L 0 -1330 D-1 0 -115 JT Plate Lateral Chord JT Plate Lateral Chord A - K 2336 0 I - E 1042 0 The TC of this truss shall be braced with attached No Size Shift Bite No Size Shift Bite K - B 0 -771 E - H 0 -771 spans at 24" OC in lieu of structural sheathing. [ 1] W4X6 3.25 R 1.25 [ 4] W4X6 2.75 R 1.25 B J 1042 0 H - F 2336 6 0 [ 5] W3X4 2.25 R 1.25 [ 61 W3X4 1.75 R 1.25 J - C 0 -115 F - G -1330 [ 9] W3X4 2.25 R 1.25 [10] W3X4 1.75 R 1.25 [11] W4X6 2.75 L 1.25 [12] W4X6 2.75 R 1.25 "WARNING- READ AND FOLLOW ALL NOTES ON TH "IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS as on to INSTALLERS failure to build the truss in conformance . owe suiPtaa�i�� angel used of that 14934 -REV -1 Ply: 2 SEQN: 37177 / ftg3 / SPEC LANDSTONE - LESTRADE RES. Qty: 1 FROM: MA R: ftg3 Wgt 117.6 Ibs ! ... 09/27/12 I� 2'8 -3/4" 4'10 -3/4" 77-1/2" ( 2'8 -3/4" 2'2" 2'8 -3/4" 1112X4 1112X4 A =3X4 B C =3X4 W6 N W1 =3X4 =3X4 IIIZ�C4 27" 1 2'5 -1/2" 1 27" 1112X4_) 217" T 60 -1/2" 1 77-1/2" Loading Criteria (psf) Wind Criteria Snow Criteria ft,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 40.00 Wind Std: NA Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl UD Loc R /U / Rw / Rh / RL /W H 773 / - / - / - / - /3.0 TCDL: 10.00 Speed: NA mph Pf: NA Ce: NA VERT(LL): 0.008 C 999 360 BCLL: 0.00 Enclosure: NA Lu: NA Cs: NA VERT(TL): 0.013 C 999 240 E 773 / _ / _ / _ / _ /3.0 BCDL: 5.00 Category: NA Snow Duration: NA HORZ(LL): 0.003 A - - Bearings H & E are a rigid surface. Des Ld: 55.00 EXP: NA HORZ(TL): 0.004 A Code / Misc Criteria NCBCLL: 10.00 Mean Height NA It Creep Factor. 1.5 Maximum Top Chord Forces Per Ply (Ibs) Soffit 2.00 TCDL: NA psf Bldg Code: FBC 2010 -HVH MMTC CSI: 0.106 Chords Tens.Comp. Chords Tens. Comp. A _ B 0 -409 C - D 0 -409 Load Duration: 1.00 BCDL: NA psf TPI Std: 2007 Max BC CSI: 0.122 Spacing: 24.0" MWFRS Parallel Dist NA Rep Factors Used: No Max Web CSI: 0.237 B - C 0 -420 C &C Dist a: NA ft FT /RT: 20.0 %(0.0 %) /10(0) 1: NA GCpi: NA Plate Type(s): VIEW Ver 10.03.12.0410.00 Maximum Sot Chord Forces Per Ply (Ibs) Wind Duration: NA WAVE Chords Tens.Comp. Chords Tens. Comp. Lumber Nail Schedule:0.128 "x3 ", min. nails H _ G 14 0 F - E 14 0 Top chord 2x4 SP_#2_N 12A Top Chord: 1 Row @12.00" o.c. G - F 420 0 Bot chord 2x6 SP_#2_12A Bot Chord:1 Row @12.00" O.C. Webs 2x4 SP #3_12A :W1, W6 2x6 SP #2_12A: Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Maximum Web Forces Per Ply (Ibs) Lumber grades designated with "l 2A" use design in each row to avoid splitting. Webs Tens.Comp. Webs Tens. Comp. values approved 1/5/2012 by ALSC. Girder supports: 5-8 -0 span to BC one face and 2-0-0 A - H 0 -314 C - F 0 -125 Truss must be installed as shown with top chord up. span to TCBC split opposite face. A - G 466 0 F - D 466 0 G -B 0 -125 D -E 0 -314 The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI '"IMPORTANT""" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS TTrusses reeqq ire ex(reme cafe in fabncatin aadling, ship ing, ingtailin .and bracin ., Refer to nd follow the latest edlti n of ¢CSI (Building Cornponenf fety Information, l TPI pn�'S�GA) fbr f ipy practices n or to perforgmIng these unctions. Installe shale r vide tern ra s�8 �►�r h �ro +fly brawn per BCSI., Unless noted o erw+se to chord sha )shave pro rlyp attached s�ruaural sheathin and boltord sfQal� v a attach tl r�glid ceilm Locations sown for ermane t latgral re5tra+�nt bf w bs shall have brac+n +ns�lled r��GSI moons B9 17 or 210, � the JoinfgDeta+is, unless noted otherwise. kefer to sTs asap +ca e. A p plat s to c face otptruss an position drawi9igs 160A -Zlor standard plate positions. as shown above and on j M ggull$�q�Com nents Grou I c. shall not be responsible for an deviation from this d win ,an failure to build th truss i conformance with ANSVIP1 1, c�r for ha dlin psi+ installatic� bracin 1Ytru A seal on th s dr wlnyg o ver aa e �stin Is drawing, pin , Ind tes acceptance oT ro�essipona� n ineerin re ns�bll so el for the desi n sh wn. ie suPta�ility an � use of this Fs th� Bul�ding Designer er ANSIITPI 1gSec.�. dr=ng for any structure the responslbi�ity of For more Information see tMs Job's general notes page and these Web sites: rTWBCG: www. .com TPI: www. nsto • SBCA: www.sbdndu .com• ICC: www.iccsafe.o q R b ULNERAL NOTES U STEEL SHALL CONFIRM TO ASfM A653 STRUCTURAL PRADE 33, AND A MINIMUM GALVANIZED COATING OF G6tl, 2) FASTENERS ARE COMMON WIRE NAILS UNLEgS CITHERI✓1SE NC1tED. 35 'ALLOWABLE LE LOAbS ARE $AS[D ON THE NATIONAL bESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 2001 EDITION FOR SOUTHERN YELLOW PINE <97 0.55 LIR BETTER AND MOISTURE CONTENT OF ,19% 4R LESS) ALL TESTS PERFORMLb IN •ACCORIJANCE WITH A$TM 01761. ALLOVAgLE UPLIFT LoA1)S HAVE BEEN INCRk:ASEiJ connaRA IoNRER Nlv or FURTHER R�O SE IS 3 i i mpk"*4"so+ Ply with t de BuMlne r...t. he UNI.7,F V SINE L pj?Irfi '. G� lit ! �V ' 701 RtlGRRS 11R1Vt, f�N1GOiRY, 1560G� p NAME, ;164 -7333 i THD SERIES O� b TD 91? 09- OI--06 RdB RT V. L02 F'FtC� tSMUNIL tNdfNtER. 6STRUCTUl2AU �` FLIII#I.DA LIC i<JS N[I. , j3469 - 2 nr 3 MD v�-C16 i NVADE -5.ENERAI, NO 1) STEtL SMALL CGIWDAM Tp ASTM A633 STRUCT'URtAL GRADE 33; AND A MINIMUM ') rASTENERSD ARE ACO COMMON Wt E NAILS UNLESS dtl4mISE NOTtJl l) ALLOWABLE LOADS ARE BASED ON THE. NATIONAL DESIGN, 5PF'CIF`ICATIONS rOp WWI) CONSTRUCTION 2001 EDITION rOR# SdUTHtRN Y"ELLI W PINE (Gl!m 0.55 Utz BETTER AND MCIISTURE OUNTENT .00 19X -OR LESS) ALL TESTS PERrORMPD IN ACCljRI)ANCC WfTN ASTM D116I, ALLIiwAtLE UPLIFT LOADS MAWS BCEN INCRrASEb BY_ A DUPATION FACTOR' Or 607 rOR WbNnLOAD CONDITION. No rURTFIER INCREASE' tC Ai i ttUrn WUS212 -3 ro ,od as rnmptytng Erttlt t ►e Flemldn prof Ing ale 11 etae 3.1 IYUA# .a Mlnm a IM»elIf Utvts M F - y , iJNI7' 'D STEEL .PRODUCTS COMPANY 703 ROGERS DRIVE, HORTGONERY, MN, 56469 PW INE (5075 364 -7333 NAMEt WUS SERMS D TF-� R(IBERT W. LUTZ 09- 01-06 PRI)FESSIUNAL ENGINFlR (STRUCTUP,AL) ELURIDA UCEvNSL, NI]. 55409 SMUT- 11PAWING NO. I OE 3 HD 09 -06 Mbl1bE i (0o X) - SUPERIOR TRUSS SYSTEMS INC. welded steel hanger (steel fy 36ksi) WELDING SHALL BE IN ACCORDANCE WITH AWF. USE WELDING ELECTRODE SERIES E -70 2' A' _ 4 ' 3li" Y 3/16' HOLE FOR 160 NAIL INDICATES 2x6 SYP BLOCKING CUT 1/4' E -70 _____ -- TO FIT OVER T.C. a N MAY BE REQUIRED IS B z 1 3/16' HOLE v 2 Y+ FOR 16D NAIL 1 k 1 9/16 SQ HOLE ® N 1 9/16" SO HOLE ® e FOR Xj' a BOLT a ' 1 FOR X1" o CARP. I BOLT s 04 _ 1 �, INDICATES I 1/4 E -70 IB = 1 OF (gT�YP. ALL Nos) _ � -- INDICATES 1/4" E -70 Y + a N O No.4 ( R 4A(SP£CUL) N 6" I G£RJ Side vfeW NO. (HANG£RJ ( Elevation) (MCHS No. 4 OR No. 6) (Elevation) 0 0 8 � 3/16" HOLE a a = 3/16" HOLE FOR 16D NAIL FOR 16D NJ s N INDICATES 8 E3 3/8" E -70 2x6 SYP N . 9/16' SQ HOLE N SLOCKIN CUT — __ - -� —� TO FIT T.C. I MAY BE REQUIRED FOR ' .a CARR. J4 BOLT IB 1 q N J 2 4" 9/16" SO HOLE _ N i FOR X2" 0 CA �y N BOLT N INDICATES 2 %° 2° Y4 = �I , 1 1 3/1 " HOLE INDICATES a '� Co 3/8" E -70 F OI 16D NAIL 3/8" E -70 N 1 cO� 2 Y4" 2" A I �Q Bolts l J � 9Sa "y its For Uplift (typ) ' (TYP. ALL Nos.) of m a N a I O O N N % 6 . NO-3 (HANGER) SIde vlow No. 10 (HANWR) (Elevation) (Elevation) NWERS No. 8. No" 10 do 12) CAPACITY IS ASSUMED BEARING PARALLEL TO GRAIN ON SOUTHERN PINE y ",Pl BOLT, 2 MEMBERS MINIMUM, 3-,780 LB PER BOLT, SINGLE SHEAR (500 LE LL TO GRAIN) AND 1570 LB DOUBLE SHEAR (1000 LEL TO GRAIN) ALSO 113 LB PER EACH 16d NAIL. CALCULATION FOR SPECIAL HANGER Gravity Load UPLift No. 4 [(4- bolts x 780 #) + (2 -nails x 113 #) ] x 1.00 33,346# No.4 [(1 -boltx 1000#) +(2 -bolts x 1570#) +(4 -nails x 113)] x 1.00=4,592# No. 6 [(6- bolts x 780 #) + ( 2 -nails x 113# ) ] x 1.00 = 4,906# No.6 [(1 -bolt x 1000#) + (2 -bolts x 1570 #)+ (4 -nails x 113)] x l.00= 4,592# No. 8 [(8- bolts x 780 #) + (2 -nails x 113 #) ] x 1.00-6,466# No.8 [(I -bolt x 1000 #) + (2 -bolts x l 570#) + (4 -nails x 113)] x 1.00= 4,592# No.10 [(10- bolts x 780 #) + (2 -nails x 113 #)] x 1.00= 8,026# No.10 [(1 -bait x 1000#) + (2 -bolts x 1570 #) + (4 -nails x 113)] x 1.00 - 4,592 Na. 12 [(12- bolts x 780 #) + (2 -nails x 113 #)] x 1.00= 9,5864 No.12 [(1 -bolt x 1000#) + (2- butts x 1570#) + (4 -nails x 113)] x 1.0(;= 4,592# 3y: Oscar Corral P.E. — License # 12457, 8500 n.w. 58 st., Miami, FI. 33166 01/17/06 H6014 ALCOWAgItkLOADS gTodic IT L DIMEN ION$ inChGB HUNKER W .... . 14A DULjr- $ LIR le 8 Qly l 1"M A pot "a" Ntftw .48 'A f'fl P14" ItV Oid 0,149 Wft In dkthgtop 77" lad cdmrAcm Moll to 0.142 l"tN" H d*dmir byVia A=ds P*,, bW ham6h6d as ithaim In *-'Vdttl 18 09111 10 A"am Pre (I Odtf'otod JL J61ST HM*lg#q ALWWAII L6Am tor sit I irmn rb bf 71 1CW S N,2i 1 i k '' m 'A fold ce"Mi" rmy rj'Tf"eFIft t"MO and 0.1419 A lottxl % tW 19 4 11 tore twin 0.148 W*Ao jAffg,,gqr 60 ft 280% ftiWh*ft Wgd*opdiMzl IM 611m. WIN 16, — '"*w*rwftWdWw,,,, h 'fu ft"bbe . wina 1* #Qmla Wft; Rj fMW 1,,' fa palrrllft�l. sw"bi $bum - - P�* erhsf K/A hatt en upilft seas o'M' JtL PATA.",� 'McW JL 110;: 111, im 00.4 I'M SKRUR INSTALLAT10f4 URNS kAtL AT AMI OKHgam rNdTALLATioN Tbp ftw UCT-s comp, rACS MoUW 14At4 HANOII SKH JL - Tel* PROOP&MAL 15M(y1NEtn L atmq NO. Y0439 2OF2 FIJL SU PEFRIQR TRUSS SYSTEMS, INC. i T'"I=ICAL DETAIL_ CORNER — HIP I 0 2— .1,3 a 3 -16d © USP —UH26 W/11 -6d (:D) USP —SKH26 L/R W/6 -16d + 6 -10d @E USP —SKH26 L/R W/6 -16d + 6 -10d 0 USP —SKH26 L/R W/6 -16d + 6 -10d I, Y I aQ f r �m O � 1 o� i f an !4n HIP GIRDER 0 0 HIP JACK GIRDER i MINIMUM GRADE OF i :jMBER 1. I T.C. 2x4 N0.2 19 SP I CHORD,! HANGERS I FASTE N E? LOADING (PSF) j � L O TOP GIRDER j JACK J1 —J3 70 HIP JACK''GIRDER G I — — — — — — — 2-1 6d — — — — nails — BC — — — — — — — 2 -16d naiis J5 TO HIP JACK GIRDER j TC i — — — — — — — 2-16d naiis ! — — — — — Bc — — — — — — — 2 -16d nails — J7 TO HIP GIRDER j TC i — — — — — — — 3 -16d nails — — — — -, BC j — — — — — — — 3 -16d nails I J9 TO HIP GIRDER � I TIC — — — 3 —? — 6c il ; — — — — — nas C BC I USP —UH26 ; 8 -16d nails 1 3-16c naiis 1 i HIP JACK GIRDER (HJ -7) TO HIP GIRDER I TC USP —SKH26 L/R 6 -1.6d naiis ` 6 -10c naiis i BC USP —SKH26 L/R 1 6 -16d naiis 6— i 0e naiis i HIP JACK GIRDER (HJ -9) TO HIP GIRDER LC `'S"'- 5Kr`26 `, /R 16 -16d naiis 6 —' Od naiis j I BC JS" —SKH26 _/R i 6-16d naiis 6— . 0c naiis an !4n HIP GIRDER 0 0 HIP JACK GIRDER i MINIMUM GRADE OF i :jMBER 1. I T.C. 2x4 N0.2 19 SP I B.C. 2x4 No.2 .9 SP WEBS 2x4 140,3 19 SP LOADING (PSF) j � L O TOP 30 is j BOTTOM 00 10 { j SPACING 2r O.C. , STR. INCR.: 33% 'BC20C1 By: Oster Cor -el P.E. — License #12±67, 8500 n.w. 58 st., Miami Ft. 33166 Y Q a GENERAL NOTES NOTES GEINERALES Trusses are not marked in any way to identify the LDS busses no estdn marcados de ning6ri modo `que frequency or location of temporary lateral restraint ldendfiquelafiecuendaolocatizad6nderesbiccl6nlaterai and diagonal bracing. Follow the recommendations yarribstrediagonl temporales. Use las recomerdadones for handling, Installing and temporary restraining demanelo, instalad6n restribc* yarriosba, temporal de and bracing of trusses. Refer to BM - Guide to Jos fusses. Yea el folletoBCSr -Gub de Buena Prddl® Good Practice for Handling Installing Restraining Dana d Maadz ksWkddm Restdo & K rdoshe de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conedados con Placas de Metal * ** IBhgSM* ** for more detailed Information. pare informad6n mass detaliada. Truss Design Drawings may specify locations of Los dlbujos de dlsefio de IDS trusses pueden eVedficar permanent lateral restraint or reinforcement for kzs locallmdones de restribotin lateral perm nente o Individual truss members. Refer to the SCSI- rehrerm en los mlembros Individuals del truss. Yea la 63 * ** for more Information. All other permanent hoja resumen Bt 57- -B3 * ** pare mds Intormad6n, d bracing design is the responsibility of the building rests de Jos dlseft de ardostres permanencies son la designer. responsaMidad del dtseflador del edfftdo. ®WARNINGI 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. IADVERTENCZ41 El resultado de un manejo, levantamlento, Instalad6n, restricd6n y arrisobe lncorredp puede ser la calda de la estructura a arin pear, heridos o muerWs. ®CDT m Exerdse care when removing banding and handling trusses to avoid damaging trusses and prevent Injury. Wear personal protective equipment for the eyes, O feet, hands and head when working with trusses. m Utllice cautela al quitar las ataduras o los pedazos de metal de sujetar para evilar daBo a Jos busses y prevenir la herida personal Ueve ei equipo probxWo personal pars ojos, ples manos y cabeza cuando trabaja con trusses ® Gwmlis Use 09 ulU UMN Udllce special care in windy weather or cuidado especial en dlas ventosos o corm near power lines de cables e0cbicos o and airports. de aeropuertos. MAINE7O ® Avoid lateral bending. Evite la ded6n lateral. ® The contractor Is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. O conbatlsta Ilene la responsablltdad de recibir, descargar y aimacerrar adecuedamente ids trusses en la obra. Descargue lee busses en la Berra 11so pare prevenir el datlo. 0 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 stated for more than one week, place blocking of sufficient height beneath the stack of trusses at 8'(2.4 m) to 10'(3 m) on- center (o.c.). Los busses pueden sar descargados diredamerrle en el sueio an aquel momento de entrega o almacenados temporalmente en contado con el suelo despuds de eVw. S1 los trusses estardn guardadDS pars mss de un semana, ponga bloqueando de altura sufidente debris de la pila de IDS trusses a 8 haste 10 ples en centro (o.c.). 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para truss guardados por mds de una semana, cubra los paquetes para protegedos del ambleme. Refer to BCSI * ** for more detailed information pertaining to handling and jobsite storage of trusses. Yea el folleto BC32* ** pare Informacidn mds detal- btia sobre el manejo y almacenado de IDS lasses en dreg de trabajo. I.. c r /'. ♦�� f 'n! C 0 Use proper rig- Use equipo apropiado ging and hoisting pars levantar e equipment. improviser. ® DO NOT store NO almacene unbraced bundles verticalmente los upright. busses sueltos. DO NOT store on NO almacene en dena uneven ground. desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDAC70NES PARR LEVANTAR PAQUETES DE ®' DONT overload the crane. Nq; obhe argue'1i gnja. NEVER use banding to lift a bundle. NUNCA use las ataduras pera levantar un paquete. 0 A single lift point may be used for bundles of top chord pitch trusses up to 45'(13.7 m) and parallel chord trusses up to 301(9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3m) and paral- lel chord trusses up to 45' (13.7m). Use at least three Ifft points for bundles of top chord pitch trusses >60'(18.3m) and parallel chord trusses >45' (13.7m). ® WARNINGI Do not over load supporting , structure with truss bundle. IADVERTENCIAI No sobrecargue la estructura apoyada con el paquete de trusses. Puede usar un solo lugar de levantar pars pa- 0 Place truss bundles in stable position. quetes de trusses de la cuerda superior hasty 45' p paquetes de busses en un postddn y busses de cuerdas paraleles de 30'o memos. Use par to menos dos puntas de levantar can estable. grupos de trusses de cuerda superior Indinada hasta 60'y trusses de cuerdas paralelas hasty 45, Use par to menos dos puntos de levantar con grupos de busses de cuerda superior Indinada mas de 60'y busses de cuerdas panatelas mas de 45' MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS 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 pico pare levantar puede so' or lase tracer datfo al buss. T r� dr Toebs In spreader bar —�I Teglirre 213 Um length gt m � TRUSSES UP TO 60'(18.3 TRUSSES HASTA 60 PIES �— Approx.112 --a� Tagline trues length TRUSSES UP TO 30'(9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar 10) above or at(fU* ox. max. mid•helght I F Spreader bar 213 to Teg _ 3l4 (ruse length III re TRUSSES UP 70 AND OVER 60'(18.3 m) "�— TRUSSES HASTA Y SOME 60 PIES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint _ is installed and the buss is fastened to the bearing points. Sostenga cada truss en posid6n con eguipo de gnia hasta que la resb1cd6n tateral temporal de la cuerda superior estd instalado y el truss estd asegurado en los soportes INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO D -musses 20' (6.1 m) or less, support near peak. Soporte carcat al pi. los de 20 busses o I E Trusses up to 20 -lo. (6.1 m) menos. Trusses haste 20 pies Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartes de tramp los .0- Trusses up to 30' -1o. trusses de 30 (9.1 m) pies o mends. Trusses haste 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCIOI N Y ARRIOSTRE TEMPORAL ® Refer to BCSI -B2 * ** for more � <�Top Chord Temporary Information. �/IC \ ,( Lateral Restraint Vea el resumen BCSI -B2 * ** para m6s infor- mad6n. 0 Locate ground braces for first truss directly In fine with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriosfres de derra para el primer truss directamente en Ilnea con cads una de las flies de restribcOn lateral temporal de la cuerda superior (vea la tabla en la pr6;dma column). DO NOT walk on unbracei trusses. NO Gamine en trusses ®- suettos. Li Brace first truss F— securely before erection of additional trusses. STEPS TO SETTING TRUSSES L4S MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set 1) Llslale los arriastres de tiers. 2) Insole el primero truss y ate segurdmente al arricstre de dead. 3) Instale log pr6ximos 4 truces con restricd6n lateral temporal de mlembro corto (me abajo). 4) Instale el arrlostre diagonal de la cuerda superior (vea abajo). 5) Instale arribstre diagonal pars los pianos de los mlembros secundands para estabilice Ids primeros dnco trusses (yea abajo). 6) Instale la restrlad6n lateral temporal y arriostre diagonal pat la cuerda inferior (ves abajo). 7) Repita Aste procedimiento en grupos de cuatro trusses hasta que tacos los truss estdn lnstalados, • Refer to BCSI -B2 * ** for more Information. Vea el resumen BCSI -82 * ** para mds lnformad6n. RESTRAINT /BRACING FOR ALL PLANES OF TRUSSES RESTRICCIBNIARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord busses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este mctodc de restricd6n y ardostre es para todo trusses excepto trusses de cuerds peralels (PCTs) 3x2 y W. Vea la parte superior de la columna pare la reslried6n y adostre temporal de PCTs, 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Tempoiary Lateral Restraint (TGTLR) Spacing; Longltud de Tramo Espaclamiento del Arrlostre Temporal de la Cuerda Superior Up to 30' 10'(3 m) o.c. max. (9.1 m Asphalt Shingles 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m 1 45' (13.7 m) - 6' (1.8 m) o.c. max. 60' (18.3 m 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' 24.4 m)* *Consult a Registered feign Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Reglstrado de Diseifo pat truces m35 de 60 pies. a u� 0 See BCSI -B2 * ** for TCTLR options. Vea el BGSI -82 * ** para las opdones de TCTIR. • Refer to BCSI -B3 * ** for Gable End Frame re- streint/bradng/ reinforcement information. Para informad6n sobre rstric- TCT R d6n/arnlostre/refuerzo pars Armazones Hastlales vea el resumen BGSI -83 * ** S0" or Note: Ground bracing not shown for clarity. Truss attachment required at suppo s) 0 Repeat diagonal braces for each set of 4 trusses. Section A -A Repits Its arrlsotres offtonales pars coda grupo de 4 trusses. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS s LATERAL RESTRAINT web members & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DLAGONAL SON MUY IMPORTANTES! chords 10' (3 m) -15' (4.6 m) max. Some as bottom chord lateral restraint 3) Bfpkk�TON CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords' 10'(3 m)- 15'(4.6 m) max. Notre: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCIGN YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10 3 m) or Diagonal bracing Repeat diagonal WORD ORD ® Refer 151(4.6 m)" 15 truss a aces 30' to BCSI -87 * ** for __mss 4� ( �) � P more information. 'Tea e/ resurrien IN r'I'''I'�'� I Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and IV (4.6 m) o.c. for 4x2 chords. i INSTALLING — INSTALACION Ot-of -Plane 0 Tolerances for Out -of- Plane. Tolerands pare Fuera -de- Plano. Le Max Bow Max. Bow Max Bow Length 0 Tolerances for Out -of- Plumb. Tolerands pars D/50 Fuerada- Plomada. CONSTRUCTION LOADING 145 mm 2. CARGA DE CONSTRucadiN 1 2• DO NOT proceed with construction until all lateral 51 mm restraint and bracing is securely and properly in place. NO proceda con la eons ruccOn haste que Was is restric- dones laterales y los arriostres estifn colocedos en forma aproplada ysegura. DO NOT exceed maximum stack heights. Refer to BCSI -B4 *** for more Information. NO exceda les alturs m&dmas de mont6n. Vea el resumen BCSI -B4 * ** para cods Infomtad6n. ` Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12' (306 mm) Plywood or CSB 18' (408 mm) Asphalt Shingles 2 bundles Concrete Block 8' (203 mm) 1 3�4 Ilea high *Consult a Registered feign Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Reglstrado de Diseifo pat truces m35 de 60 pies. a u� 0 See BCSI -B2 * ** for TCTLR options. Vea el BGSI -82 * ** para las opdones de TCTIR. • Refer to BCSI -B3 * ** for Gable End Frame re- streint/bradng/ reinforcement information. Para informad6n sobre rstric- TCT R d6n/arnlostre/refuerzo pars Armazones Hastlales vea el resumen BGSI -83 * ** S0" or Note: Ground bracing not shown for clarity. Truss attachment required at suppo s) 0 Repeat diagonal braces for each set of 4 trusses. Section A -A Repits Its arrlsotres offtonales pars coda grupo de 4 trusses. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS s LATERAL RESTRAINT web members & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DLAGONAL SON MUY IMPORTANTES! chords 10' (3 m) -15' (4.6 m) max. Some as bottom chord lateral restraint 3) Bfpkk�TON CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords' 10'(3 m)- 15'(4.6 m) max. Notre: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCIGN YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10 3 m) or Diagonal bracing Repeat diagonal WORD ORD ® Refer 151(4.6 m)" 15 truss a aces 30' to BCSI -87 * ** for __mss 4� ( �) � P more information. 'Tea e/ resurrien IN r'I'''I'�'� I Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and IV (4.6 m) o.c. for 4x2 chords. i INSTALLING — INSTALACION Ot-of -Plane 0 Tolerances for Out -of- Plane. Tolerands pare Fuera -de- Plano. Le Max Bow Max. Bow Max Bow Length 0 Tolerances for Out -of- Plumb. Tolerands pars D/50 Fuerada- Plomada. CONSTRUCTION LOADING 145 mm 2. CARGA DE CONSTRucadiN 1 2• DO NOT proceed with construction until all lateral 51 mm restraint and bracing is securely and properly in place. NO proceda con la eons ruccOn haste que Was is restric- dones laterales y los arriostres estifn colocedos en forma aproplada ysegura. DO NOT exceed maximum stack heights. Refer to BCSI -B4 *** for more Information. NO exceda les alturs m&dmas de mont6n. Vea el resumen BCSI -B4 * ** para cods Infomtad6n. ` Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12' (306 mm) Plywood or CSB 18' (408 mm) Asphalt Shingles 2 bundles Concrete Block 8' (203 mm) clay Tile 3�4 Ilea high NEVER stack materials near a peak or at mid -span. NUNCA amontone los matedales cerca de un piao. DO NOT overload small groups or single trusses. NO sobrecargue pequeflos grupos o trussesWh4duales. 0 Place loads over as many trusses as possible. Coloque Is cargs sobre tantas trusses comic sea posible. 0 Position loads over load bearing walls. Coloque las cargs sobre Is paredes soportantes. ALTERATIONS — ALTERACIONES • Refer toBCSI-BS * ** Truss bracing not shown for clarity. Vea el rewmen BfSI -85. * ** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the buss design drawing. NO corte, allere o perfore ningrin mlembro estruchiral de un truss, a menos que esta3 esped/icamente permitido en el dibujo del dlsetfo del truss. • Trusses that have been overloaded during construction or altered without the Thus Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. 7Fusses que se han sobrerargado durdnte la con�rucd& o han stdo a /t22dosdo la aumrimd6n preNa del Fabricante de Thmses, pueden hater nuto y sin efcto la garantfa Ilmitada del Fabrl- cante de Trusses. — contact the component 11 F,, - nwfor more taf moatk a or consult a Relibbwed Design Professional for asses. To view a hhon- prkddg PDF of this document, visit NOTE: The truss mamdecturer and truss designer rely on the pnswnom that the contractor and vane operator (x applicable) are needs pmfesftmls assistance in � capability, f the h project, it sshmW seek as��frmkm a npe rrtty. T methods procedures outlined in this document are Intended to ensure that thae1 noavgerall ocastrudbn techniques enpkged w0 putte trusses into place SAFELY. These recommendations for handling, Ins alftV, h�l and bradrg trusses are based upon the collective a pedehue of leading personnel lmcved with toss design, manutacdae and Ia. but must, due to the nature of respmhs Involved, be presented su�parlor to the building designer's sp h for Fig, installing, rrstraWn9 Wading trusses demon be Interpreted as not the use oP coder equNalent methods for rrsbabhirg/bradng and provkaug sebeay for the walls, Ccumre, f OOM, roots and all the artsreiated structural bolding oomponahm as de[ermined by the wrttractor. This, SBCA and TPI mtprmsly disclaim any respmhsq&pty for dams arlsing from the use, appikabon, m mile= on the and hdmrnat ah contained hereto. S C- #&' A � TRUSS PLATE INSTITUTE 6300 Enterprise Lane •Madison, Wr 53719 218 N. Lee St, Ste. 312 • Aiak mft, VA 22314 608/274.4849 • www.sbdrdustiv corht 703/683 -1010 • www.tchthsLom 4 Calculations performed and reviewed by Gary McDougle, PE FL PE 456214 FL CA #09217 NOV 1 7 2011 SPECIALTY ENGINEERING CONSULTANTS, Inc. DADE - BROWARD -PALM BEACH LE S TRADE RESIDENCE FOR C. DAVID MORTON, AIA CALCULATIONS t r 4 Calculations performed and reviewed by Gary McDougle, PE FL PE 456214 FL CA #09217 NOV 1 7 2011 SPECIALTY ENGINEERING CONSULTANTS, Inc. DADE - BROWARD -PALM BEACH LE S TRADE RESIDENCE FOR C. DAVID MORTON, AIA CALCULATIONS 4�. j 'q m � o SPECIALTY ENGINEERING CONSULTANTS, Inc. �°s a,, DADE - BROWARD -PALM BEACH I 'S Calculations performed and reviewed by Gary McDougle, PE FL PE #56214 FL CA #26208 MASONRY JNV 2011 N r I I I I I I I I I I I I I I i I I� • I a I I I. I I� I' I 1oi io n 0 Olilllllllll�; =ilt11 19' -0' 8._s. 83' -10• Il II I I Lcs) SPUDS BMTH II I I I § I I II ► I II I I I I I Ins it I I L — ' I I W WOOD BEARM WALL 0/ Sm Na sum 018.0 /C I I II I I II I'I II I I I�I I II LJ I I 1a1r n�i FiR�7 II --- - - - - -- — •I- I— � - - -- aft—W8 e - - --L —I I C tr -9' t I I �, II II I I I I r w-s �C_1• I S S' -0' i I b 2d 10001 I M/ SVP I II I l sl IO �jl I I I I -----J.L---- --- —Cal I M -1& — 18 18• -„ s-8• s'_r 2r_r tr -s• - - 28'_1. 8 ' (+4Aj — -- LOW CLRO wA L ODOM SIAM. FIELD COORDMTE. I I I '• I I 14eu� B SECURE ' a En n uOFAL r�I I II I I — IF L4t12 x I I I�j I I � I I sra 1_ _ �.! I I _2 DREW W L I I I !. STM 0 18. 0/C I I I I I � � I 17 _ I I I I >7J — — I oRnL AND SECURE (2) /S's . a LOBO, 8' EYf1E0. DBO -DWW FACE OF FO1MMN • w Ak 9A Model: ` Lestrade Client: C. David Morton Location: Miami, FL h��NGINEEq�y� Specialty Engineering Consultants, Inc. Date: 11/09/11 e 9 1599 SW 30 Avenue, Suite #20 Calculated by: Gary McDougle, #56214 y Boynton Beach, FL 334326 FL. CA # 009217 Design is based on ACI In 530-05 put dam,. #5 bar diameter of bar s 32.00 inch fill cell spacing h,,.nj 11.7 ft height of wall w 50.9 psf wind load P 750.0 plf gravity load into wall K 2.7 Multiplier for width of wall * wind assure for moment calculation Steel properties ES 2,9E +07 psi modulus of elasticity of steel, Section 1.8.2.1 fr 60000 psi yield stress of steel >� 24000 psi allowable stress in the steel, Section 2.3.2.1 Masonry properties Em 1.35 E +06 psi modulus of elasticity of masonry, Section 1.8.2.2.1, 900Pm fm 1500.0 psi net area compressive strength of concrete masonry - TYPE M OR S MORTAR ONLY Fb 500.0 psi allowable compressive stress in masonry due to bending and/or axial loading, Section 2.3.2. h. .y 7.63 inch Overall depth of section for nominal 8" masonry. d..y 3.81 inch Bar is to be placed at the center of wall 4neftu 1.25 inch Nominal thickness of faceshell AB 30.0 sq. in. Net area considered for loading, face shells mortared, per foot basis The width of compression block is the lessor of the following Compare these values and choose the least value for b, 2.3.3.3.1 bl 32.00 inch fill cell spacing b2 45.75 inch 6 x wall thickness W 72.00 inch maximum as allowed by code S -- 0E] E - b- -I[- b 32.00 inch The width of the compression block allowed, 2.3.3.3.1 Calculate the moment of Inertia and the radius of gyration for a typical wall section hwan 11.7 Ii I 308.7 inA4 dmasomy 3.81 inch A 30.0 sq. in. bl 12.00 inch I1 2.0 ie4 r 3.2 inch AI 15.0 sq. in. h dr 43.66 dl 3.2 inch Check for the allowable stress which is dependent upon the h/r ratio < 99 Fea 339 psi Fat 964 psi Chose the lessor value P Fa 339 psi W n 21.48 ratio of steel stress to masonry stress b 32 width of compression block dbar #5 bar bar size Aber 0.307 sq. in. area of bar i M 277311bf*in Moment - (K *w*11\2 )18 simple span beam 1 S 1 rho 0.00252 Ratio of Area of steel to uncracked section 1 height k 0.279 l I k x da .., 1.06 inch Location of neutral axis from outside 1 face of block. Note that the neutral axis should ( J be within the &=bell of the block, 1.25 inches J j 0.907 J 1 J x d..., 3.46 inch Length of lever arm between centers f ! of compression and tension forces fb 471 psi: Compressive stress due to bending 4 26.1 ksi Tensile stress in steel reinforcing fa 25 psi Actual axial stresses due to wall weight, roof and floor loa masonry wall 530- 05_1'.xls A r' Check allowable stresses in masonry and steel and combined stresses Actual stress Allowable stress f °I 26.1 ksi 1.33 a A 32.0 ksi OK f, + fb 496 psi 1.33 x (f.5) 667 psi OK, 2.1.2.3 f' 25 psi 1.33 x Fm 451 psi OK, 6.3.1.a Wind speed criteria for wind load calculations in accordance with ASCE 7 -05 V (mph) 146 Wind speed Fig 6 -lb, pg 35 1 1.0 Importance Factor, page 77 Building Category 11 Table 1 -1 pg 3 Exposure C 6.5.6.6, page 25 -26 Length of Building (ft) 99 Width of Building (ft) 60 Mean Roof height (ft) 24 Kz 0.94 Table 6 -3, note 2, pg 79 Kd 0.85 Table 6 -6 pg 80 Kzt 1 6.5.7.1, page 26 pitch of roof 3/12 theta 14.0 degrees masonry wall 530- 05_1.xls .► ,r' Model: 1 Leslrade ' Client: C. David Morton Location: Miami, FL Date: 11/09/11 Calculated by: Gary McDougle, #56214 Design is based on ACI 530-05 I I ?NEE t;,p/ 1:7 ineering Consultants, Inc. a z SW 30 Avenue, Suite #20 y ynton Beach, FL 334326 ..Jul Sl�pti FL. CA # 009217 spot db. #5 bar diameter of bar s 56.00 inch fill cell spacing h.p 93 ft height of wall w 51.1 psf wind load p 750.0 plf gravity load into wall K 4.7 Multiplier for width of wall * wind pressure for moment calculation Steel properties F, 2.9 E +07 psi modulus of elasticity of steel, Section 1.8.2. I fy 60000 psi yield stress of steel Masonry properties f6 24000 psi allowable stress in the steel, Section 2.3.2.1 > r, 1.35E +06 psi modulus of elasticity of masonry, Section 1.8.2.2.1, WE fm 1500.0 psi net area compressive strength of concrete mm - TYPE M OR S MORTAR ONLY Fb 500.0 psi allowable compressive stress in masonry due to bending and/or axial loading, Section 2.3.2. h..Y 7.63 inch Overall depth of section for nominal 8" masonry. d .r, 3.81 inch Bar is to be placed at the center of wall 681.11 1.25 inch Nominal thickness of faceshell A. 30.0 sq. in Net area considered for loading, face shells mortared, per foot basis The width of compression block is the lessor of the following Compare these values and choose the least value for b, 2.3.3.3.1 bl 56.00 inch fill cell spacing b2 45.75 inch 6 x wall thickness b3 72.00 inch maximum as allowed by code S ' C� M❑ D b -... J b 45.75 inch The width of the com ression block allowed , 2.3.3.3.1 Calculate the moment of Inertia and the radius of gyration for a typical wall section. >� 9.3 ft I 308.7 in ^4 d__ q• 3.81 inch A 30.0 sq. in. bl 12.00 inch 11 2.0 m^4 r 3.2 inch Al 15.0 sq. in. b, dr 34.79 dl 3.2 inch Check for the allowable stress which is dependent upon the b/r ratio < 99 Far 352 psi Fa2 1518 psi Chose the lessor value Fa 352 In P u 21.48 maso w ratio of steel stress to nry stress b 45.75 width of compression block dbar #5 bar bar size i 1 Abar 0.307 sq. in. area of bar i M 30946 Ibf*in Moment = (K *w*1^2)(8 simple span beam rho 0.00176 Ratio of Area of steel to uncracked section 1 1 k 0,240 1 height 0.91 inch i I k a d ®�a,y Location of neutral axis from outside face of block Note that the neutral axis should I 1 0.920 be within the faceshell of the block, 1.25 inches 1 � 3 x dm... 3.51 inch Len t 1 gth of lever arm between centers I / of compression and tension forces fb 422 psi Compressive stress due to bending fa 28.7 ksi Tensile stress in steel reinforcing fa 25 psi Actual axial stresses due to wall weight roof and floor la masonry wall 530-05 2.xis NOV 14 2011 Ltl W ' Check allowable stresses in masonry and steel and combined stresses Actual stress Allowable stress fai 28.7 ksi 1.33 X is 32.0 ksi OK f, + fb 447 psi 1.33 x f f (�) 667 psi OK, 2.1.2.3 a 25 psi 1.33 a F., 469 psi OK, 6.3.1.a Wind speed criteria for wind load calculations in accordance with ASCE 7 -05 V (mph) 146 Wind speed Fig 6 -lb, pg 35 1 1.0 Importance Factor, page 77 Building Category II Table 1 -1 pg 3 Exposure Length of Building (ft) C 99 6.5.6.6, page 25 -26 Width of Building (ft) 60 Mean Roof height (ft) 24 Kz 0.94 Table 6 -3, note 2, pg 79 Kd 0.85 Table 6 -6 pg 80 Kzt 1 6.5.7.1, page 26 pitch of roof 3/12 theta 14.0 degices masonry wall 530- 05_2.xls 0 16" O.c LONG, AND SWW OFFERERr. 4ALYSI& EM SE VA. a127 -9 7- - - - - - - - - - -- __..1 I I ME it r" C=z l(r-r OPEN, 2'-W Model: + ' Lestrade Client: C. David Morton .ENGINE Location: Miami, FL ,tea 4" Specialty Engineering Consultants, Inc. Date: 11/09/11 4 z 1599 SW 30 Avenue, Suite #20 Calculated by: Gary McDougle, #56214 y Boynton Beach, FL 334326 ,r FL. CA # 009217 •pl Sl� Design is based on ACI 530-05 zi Input dbe,. #5 bar diameter of bar s 64.00 inch fill cell spacing hwau 9.0 ft height of wall W 50.6 psr wind load P 750.0 plf gravity load into wall K Steel properties 5.3 Multi lier for width of wall "wind pressure for moment calculation Es 2.9 E +07 psi modulus of elasticity of steel, Section 1.8.21 fy 60000 psi yield stress of steel fe 24000 psi allowable stress in the steel, Section 2.3.2.1 Masonry properties hm 1.35 E +06 psi modulus 0f elastici ty of masonry, section 1.8.2.2.1, 900fm fa, 1500.0 psi net area compressive strength of concrete masmy - TYPE M OR S MORTAR ONLY Fb 500.0 psi allowable compressive stress in masonry due to bending and/or axial loading, Section 2.3.2. h..Y 7.63 inch Overall depth of section for nominal 8" masonry. dm880D1y 3.81 inch Bar is to be placed at the center of wall tface u 1.25 inch Nominal thickness of faceshell k 30.0 sq. in. The width of compression block is the lessor of the following Net area considered for loading, face shells mortared, per foot basis Compare these values and choose the least value for b, 2.3.3.3.1 bl 64.00 inch fill cell spacing b2 45.75 inch 6 x wall thickness b3 72.00 inch maximum as allowed by code masonry wall 530- 05_3.xls NOV 14 2011 S ' F �OF b 45.75 inch The width of the compression block allowed, 2.3.3.3.1 Calculate the moment of Inertia and the radius of gyration for a typical h.H wall section. 9.0 8 I 308.7 inA4 d_.y 3.81 inch A 30.0 sq. in. bl 12.00 inch I1 2.0 inA4 r 3.2 inch Al 15.0 sq. in. h„a jr 33.67 dl 3.2 inch Check for the allowable stress which is dependent upon the b/r ratio < 99 Far 353 psi Fa2 1621 psi Chose the lessor value Fa P 353 psi n w 21.48 ratio of steel stress to masonry stress b 45.75 width of compression block dba,. #5 bar bar size Aber 0.307 sq. in. area of bar I M 328101bf'in Moment - (K*w" 7 ^2)/8 simple span beam 1 1 1 rho 0.00176 Ratio of Area of steel to uncracked section I height k 0.240 k a dma,aa,y 0.91 inch Location of neutral axis from outside l I I face of block. Note that the neutral axis should j J be within the f tmhell of the block, 1.25 inches j 1 0.920 / z dma,aa,y 3.51 inch Length of lever arm between centers ! / of compression and tension forces fb 447 psi Compressive stress due to bending f, 30.4 ksi Tensile stress in steel reinforcing fa 25 psi Actual axial stresses due to wall weight, roof and floor loi masonry wall 530- 05_3.xls NOV 14 2011 Check allowable stresses in masonry and steel and combined stresses Actual stress Allowable stress fet 30.4 ksi 133 z is 32.0 ksi OK f, f fa 472 psi 1.33 z (f.C) 667 psi OK, 2.1.2.3 a 25 psi 1.33 z F,j 471 psi OK, 6.3.1.a Wind speed criteria for wind load calculations in accordance with ASCE 7 -05 V (mph) 146 Wind speed Fig 6 -1b, pg 35 1 Building Catego,' 1.0 H Importance Factor, page 77 Table 1 -1 pg 3 Exposure Length of Building (ft) C 99 6.5.6.6, page 25 -26 Width ofBuilding (ft) 60 Mean Roof height (ft) 24 Kz 0.94 Table 6 -3, note 2, pg 79 Kd 0.85 Table 6 -6 pg 80 Kzt 1 6.5.7.1, page 26 Pitch of roof 3/12 theta 14.0 degrees masonry wall 530-05 3.xls NOV 14 2011 Q ?ui S Calculations performed and reviewed by Gary McDougle, PE FL PE #56214 FL CA #26208 SPECIALTY ENGINEERING CONSULTANTS, Inc. DADE - BROWARD -PALM BEACH BEAMS NOV 14 2011 vim+ r Lt B-A aul Ag b OI A b II d O i ------------ ----------- ----------- ----------- 9 TO 9' SLOPED cam OECN 0/ /s'f 0 9' 0/O. MX REDN'. AND (A'f 0 8. 0/C, IEYP. RER6, Puao al TOP a 9IWt aExu. a el LT. SAL EL r-S' 1.1 �(.) STIM eNuTM TOP SIM OF IN AND 184 TO BE CONIWg114 0/ t -SRS. Sed- L-LEMM OF CMU 10x1. TOP OF Purl EL: 9' -II' TOP OF AM EL• V-W FLOaI mussES BFAN Al. OR NHERE ROOF TRUSSES BEIR, TOP Of TAU. M. II' -9' —� 10. -2. 191 xl ry' l cox. ED AND NDFD. Rs. HAS SEEN AL ,Russ CESMM 3W TO WALL W" HxTI x -2F. AM O. CFO" SIAM wo AND APPRWL vim+ r Lt B-A aul Ag b OI A b II d O i ------------ ----------- ----------- ----------- 9 TO 9' SLOPED cam OECN 0/ /s'f 0 9' 0/O. MX REDN'. AND (A'f 0 8. 0/C, IEYP. RER6, Puao al TOP a 9IWt aExu. a el LT. SAL EL r-S' 1.1 �(.) STIM eNuTM TOP SIM OF IN AND 184 TO BE CONIWg114 0/ t -SRS. Sed- L-LEMM OF CMU 10x1. TOP OF Purl EL: 9' -II' TOP OF AM EL• V-W FLOaI mussES BFAN Al. OR NHERE ROOF TRUSSES BEIR, TOP Of TAU. M. II' -9' —� 10. -2. 191 xl ry' l Z O C li-d @1411. Modal: b Lestrade Client! Size of Reinforcing bar #7 bar C. David Morton Location: Factored Moment = bye gl, Date: d = 22.5 in 11/09/11 Calculated by factored reaction @ ends - Gary McDougle, #56214 183 width of beam 8.0 In b depth of beam 24 in h Size of Reinforcing bar #7 bar WLA218 Number of Bars 2 Factored Moment = Span of beam 16.3 ft L d = 22.5 in depth of beam cr = 2. in factored reaction @ ends - As = 1.20 inA2 Total area of tension steel fy = 60000 pal factored fy_shear= 60000 pal 9.86 Kip rc = 3000 psi 0.86 Beta = 0.85 shear reinforcing is required because Vu > phi•Vc/2, continue calculation Beam sefteight 200.0 pif width of beam 8.0 in b depth of beam 22.6 In h phi bending 0.9 Factored uniformed load 3338 plf Maximum moment W = WLA218 110.9 Klp-ft Factored Moment = b = (design moment) 123.17 Kip-ft a = 3.5 in factored reaction @ ends - 27.20 Kip Maximum shear @d Vn = factored 20.94 Kip Check for min, max area of steel rho = rho min = rho balanced = .75'rho balanced = phi shear 0.85 see separate analysis Nominal moment resistance of Beam = Depth of compressive block INEfq 1599i Consultants SW 30 Avenue, Suite # O, Inc. y Boynton Beach, FL 334326 ,ut SSA` Check Shear Reinforcing 124.82 Kip-ft Good 0.00627 reinforcement ratio 0.00333 rho > rho min Good 0.02138 0.01604 rho < 0.76'rho balanced Good r'Z = 3000 psi fy_shear = 60000 psi W = 3338 pif Reaction at and = 27.20 Kip b = 81n d = 22.6 in VC = 19.72 Kip Vu @d= 20.94 Kip Vn = 24.64 Kip Vc12 = 9.86 Kip phi shear = 0.86 Check section Continue Calculation shear reinforcing is required because Vu > phi•Vc/2, continue calculation Size of bar used for shear 93 bar reinforcing = Av = 0.22 2 x the area single bar Stirrups shall always be at least d/2, check to see if this adequate = 8 spacing of stirrups Vs = 37.3 Kip Vc/2 = 9.86 Kip Shear capacity of section Vs + Vc = 47.1 Kip Good Check Vu >phi'Vc 60.6 in theorectical spacing of stirrups based on Av Spacing = 60.6 in spacing is to far change to d/2 Spacing Required = 11.26 in Check Vu / phi shear - Vc > 4'fe.5b'd stirrup spacing as detailed above Point from end of beam when shear reinforcing is not required from support 6.6 ft d/4 = 5.6 in U2 = 8.2 ft length of shear reinforcing = 92.2 in n:imber of stirrups +1 = 10 Model: b Lesirade Client: Size of Reinforcing bar #8 bar C. David Morton Location: Miami, FL Date: d = 22.5 in 11/09/11 Calculated by: Gary McDougle, #56214 1B4 width of beam 8.0 In b depth of beam 24 in h Size of Reinforcing bar #8 bar Number of Bars 2 Span of beam 18.0 ft L d = 22.5 in depth of beam d'= 2. in As = 1.57 inA2 Total area of tension steel fy = 60000 pal fy_ shear= 60000 psi fc = 3000 pal Beta = 0.85 Beam selfweight 200.0 pif width of beam 8.0 in b depth of beam phi bending 0. Factored uniformed load Maximum moment W*LA218 Factored Moment = (design moment) a= factored reaction @ ends = Maximum shear @d factored 22.5 in h h I ��NGtNE�p�ym Specialty 9 nth' SW 30 Avenue, Suite #20 59 Inc. 8 Boynton Beach, FL 334326 s Check Shear Reinforcing 158.76 Kip-ft Good Check for min, max area of steel rho = 0.00819 reinforcement ratio rho min = 0.00333 rho > rho min Good rho balanced = 0.02138 .75 *rho balanced = 0.01604 rho < 0.75*rho balanced Good f c = 3000 psi fy_shear= 60000 pal W = 3079 pif Reaction at end = 27.71 Kip b = 8 In d = 22.5 in VC = 19.72 Kip Vu @d= 21.94 Kip Vn = 26.81 Kip Vc'2 = 9.86 Kip phi shea•= 0.85 Check section Continue Calculation shear reinforcing is required because Vu > phl*Vc/2, continue calculation Size of bar used for shear #3 bar reinforcing = AV= 0.22 2 x the area single bar Stirrups shall always be at least d/2, check to see if this adequate S = 8 spacing of stirrups V3 = 37.3 Kip VC/2 = 9.86 Kip Shear capacity of section Vs + Vc - 47.1 Kip Good Check Vu >phi*% /c 49.0 in theorecti al spacing of stirrups based on AV Spacing = 49.0 In spacing Is to far change to d/2 Spacing Required = 11.25 in Check Vu / phL shear- Vc > 4*fe.5b *d stirrup spacing as detailed above Point from end of beam when shear reinforcing Is not required from support 6.3 ft d/4 = 5.6 in U2 = 9.0 ft length of shear reinforcing = 102.4 In n amber of stirrups +1 = 11 e Check Vu >phi*% /c 49.0 in theorecti al spacing of stirrups based on AV Spacing = 49.0 In spacing Is to far change to d/2 Spacing Required = 11.25 in Check Vu / phL shear- Vc > 4*fe.5b *d stirrup spacing as detailed above Point from end of beam when shear reinforcing Is not required from support 6.3 ft d/4 = 5.6 in U2 = 9.0 ft length of shear reinforcing = 102.4 In n amber of stirrups +1 = 11 e e 3W rho,., rhom 75% of rhob.i phiVc computational factor ph Vn m Rn phiMn 0.00088 0.01740 0.01305 37326 psi 0.75 37326 psi 28.91 52.4 psi 101656 ft -Ibf Ms 48873 ft4bf Vs 23926.71bf beta, 0.85 rhomin 0.003333 Good, section is not over - reinforced Section is under - reinforced moment can only be 314 of moment based on available area of steel 0.75 if section is underreinforced or 1.0 if section is adequately reinforced. Note Reference ACI 318, Section 11.5.5.2 Safe Load for Flexure and shear Length of overall lintel 6.67 ft 80 In L (clear span) 6.00 ft 72 in ws flexure 10409.6 plf ws shear 7975.6 plf ws 7975.6 plf 4 4 Allowable Stress Design of Concrete lintel and composite beam for uplift b fm 7.63 in Fs 24000.0 psi Model: Client: Lestrade C. David Morton Fb • /yc Specialty Engineering Consultants, Inc. Location: Miami, FL Safe load for flexure (uplift) ��t Q Z 1599 SW 30 Avenue, Suite #20 Date: 11/09/11 29000000 psi y s Boynton Beach, FL 334326 21.48 ws shear 7619.0 plf duWift ati FL. CA # 009217 Calculated by: Gary MMccDougle, #56214 0111 Ws upircr 7619.0 pif Allowable Uplift Opening # 4 j J WaJP.Wny 7975.6 plf Allowable Gravity k Strength Design of Concrete lintel and composite beam for flexure b 7.63 in phifl.. 0.9 h 60.00 in phis�.ar 0.85 d 58.27 in AbW 0.196 fe composft (from mat =d) 2442 psi # of add'I bars 0 in bottom of lintel fy 60000 psi size of add'I bar #5 bar rho Self weight 142 pcf #4 bar Size of embedded bars in lintel 451.15 nbar 2 As 0.39 in ^2 total area of steel in lintel and in bottom of beam rho,., rhom 75% of rhob.i phiVc computational factor ph Vn m Rn phiMn 0.00088 0.01740 0.01305 37326 psi 0.75 37326 psi 28.91 52.4 psi 101656 ft -Ibf Ms 48873 ft4bf Vs 23926.71bf beta, 0.85 rhomin 0.003333 Good, section is not over - reinforced Section is under - reinforced moment can only be 314 of moment based on available area of steel 0.75 if section is underreinforced or 1.0 if section is adequately reinforced. Note Reference ACI 318, Section 11.5.5.2 Safe Load for Flexure and shear Length of overall lintel 6.67 ft 80 In L (clear span) 6.00 ft 72 in ws flexure 10409.6 plf ws shear 7975.6 plf ws 7975.6 plf 4 4 Allowable Stress Design of Concrete lintel and composite beam for uplift b fm 7.63 in Fs 24000.0 psi 1500.0 psi Fb • 500.0 psi As 0.31 in ^2 Safe load for flexure (uplift) Em 1350000 psi WI flexiue 10483.5 plf Es 29000000 psi Safe load for shear (uplift) n 21.48 ws shear 7619.0 plf duWift 57.82 in rhos 0.0007031 Ws upircr 7619.0 pif Allowable Uplift pho,„W *n 0.0151046 WaJP.Wny 7975.6 plf Allowable Gravity k 0.1594 L 6.00 ft l 0•9469 h 60.00 in Vr 21503.6 Ibf b 7.63 in Mm 80135 ft -Ibf Ms 33944 ft -Ibf Mr 45146 ft -Ibf Capacity has been increased by 1/3 since load is due to wind. Code reference ACI 318 and ACI 530 Z:1 Design_ 20081PrcjectsWOrt0n U.eWMdeXcomposits beam flexure and uplift 4.xls Model: Lestrade Client: C. David Morton Location: Miami, FL Date: 11/09/11 Calculated by: Gary McDougle, #56214 hAl .��GINF�q�yC Specialty Engineering Consultants, Inc. 1599 SW 30 Avenue, Suite #20 Boynton Beach, FL 334326 s ati FL. CA # 009217 .0ul S10 Opening # I:q 7.63 in Fs 24000.0 psi Strength Design of Conrrete llintteland composite bearr, for i�exure 1500.0 psi b 7.63 in phiflexum 0.9 h 32.00 in phishear 0.85 d 30.27 in Abar 0.196 fc =nposte grmm mamcedi 2442 psi # of add'I bars 0 in bottom of lintel fy 60000 psi size of add'I bar #5 bar rho 142 pcf #4 bar Size of embedded bars in lintel Self weight 240.61 n 2 rhos rhobw 75% of rhobw ph Vc computational factor phiVn m Rn phiMn 0.00170 0.01740 0.01305 19390 psi 0.75 19390 psi 28.91 99.6 psi 52176 ft -Ibf Ms 25085 ft -Ibf Vs 12429.4lbf bar As 0.39 in ^2 total. area of steel in lintel and in bottom of beam beta, 0.85 rhomin 0.003333 Good, section Is not over - reinforced Section is under - reinforced moment can only be 3/4 of moment based on available area of steel 0.75 if section is underreinforced or 1.0 if section is adcquately reinforced. Note Reference ACI 318, Section 11.5.5.2 Safe Load for Flexure and shear Length of overall lintel 6.87 ft 82 In L (clear span) 8.20 ft 74 In Ws eemre 4979.9 plf ws shear 30013.5 plf ws 4979.9 plf 6 i Allowable Stress Design of Concrete lintel and composite beam for uplift b fm 7.63 in Fs 24000.0 psi 1500.0 psi Fb 500.0 psi As 0.31 in ^2 Safe load for flexure (uplift) Em 1350000 psi ws flexure 4992.2 plf Es 29000000 psi Safe load for shear (uplift) n 21.48 ws_shear 3748.7 pif dupltt 29.82 in rhos 0.0013634 Ws_upltt 3748.7 pif Allowable Uplift phoa,t„,I*n 0.0292872 Ws�ra�ny 4979.9 pif Allowable Gravity k 0.2145 L 6.20 ft 1 0.9285 h 32.00 in Vr 10874.9 Ibf b 7.63 in Mm 28133 ft -Ibf Ms 17166 ft -Ibf Mr 22831 ft -Ibf Capacity has been increased by 1/3 since load is due to wind. Code reference ACI 318 and ACI 530 Z:\ Design_ 2008\ Proleots Wlorton\Lestrade\composte beam flexure and uplift 5.xls Modal orient Lesimde C. David Morton Location Mimni, FL Data 11109/11 Calculated by Gmy McDougle, 856214 Location of section being analyzed rear balcony width of dock 12.0 In depth of deck 7.0 In btm Size of Rehdorcing bar 04 bar Spacing of bars in Oat plate 9.01n Number of Bars 1.00 Span of beam 14.0 ft d = 6.00 in d'= 2. in As= 0261nA2 fy = 60000 psi ly_shear= 60000 psi fc= 3000 pal Beta - 0.85 Beam selfweight 87.5 plt width of beam 12.0 In depth of bears 6.0 in add? bars for deffection control 00 bar As (add) 0.00 ln•2 b h top 06 bar 18.0 M 1.00 6.31 In 2. In 0.20lnA2 60000 psi 60000 psi b h 9.0 in . txr8piy Specialty Engineering Consultants, Inc @ 1599 SW 30 Avenue, Suite 020 Boynton Beach, FL 334326 EL 06 A! Omff 1 •,ej sett° max spacing (18° or 3T) depth of beam Total area of tension steel (per foot) PM oenamg o.9 phi shear 0.85 Maximum moment 8219 Klp-ft see separate analysis Factored Moment - fy_ehear= Nominal moment (design moment) 8.80 Klp4t resistance of Deck- s ' 0.5 In Depth of compressive block factored reaction @ ends - 1.49 Kip Vc = Maximum shear (rod Vu @d- 1.38 Kip factored 1.38 Kip Vc/2 - for min, max area of steel phi shear= 0.85 rho = 0.00364 reinforcement ratio rho min = 0.00333 rho:, rho_min Hood rim balanced = 0.02138 0.22 2 x the area single bar 7.53 Klp-ft Good 0.336611294 Loads Utilized LL DL Load, factored so Be 10 12 87.8 108 SeNweight Moment of inertia of deck 213 343.00 W4 Reactions and Moments For simple span, nx -nix, w • LA2/8 M += 5.219 Kip-ft P = 1491.0 ON i� ec ear e n orc ng fc = 3000 psi fy_ehear= 60000 pal * = 213 pit Reaction at end = 1.49 Kip b= 121n d = 6.0 In Vc = 7.86 Kip Vu @d- 1.38 Kip Vn = 1.63 Kip Vc/2 - 3.94 Kip phi shear= 0.85 Check won Continue Calculation No shear rehrforcing is required because Vu < phf Vc/2, stop calculation Size of bar used for shear reinforcing = bar Av = 0.22 2 x the area single bar Stirrups shall always be at least d2, check to see if this adequate s = 11 spacing of stirrups Vs = 7.2 Kip VW = 3.94 Kip Shear capacity of section Vs + Vc = 112 Kip Good 0.336611294 Loads Utilized LL DL Load, factored so Be 10 12 87.8 108 SeNweight Moment of inertia of deck 213 343.00 W4 Reactions and Moments For simple span, nx -nix, w • LA2/8 M += 5.219 Kip-ft P = 1491.0 ON i� him top see separate analysis Size of ReMming bar #4 bar A I s mom I estrade Client Mellon Spacing of bars In flat plate 4.6 In l �y� max spelt (18° or 3T) Number of Bars 1.00 Inc. cation F )ate Span of beam 17.8 ft �� Vu @d= 699 SW =.' uite #20 A Boynton Beach, 8.31 in depth of beam cr = Z.in 11109!11 phishea= As - 0.52 InA2 020 IM2 FL 334328 fy - 80000 psi Loads Utilized reinforcement ratio alcula6ed Gary McDougla, #56214 60000 psi `r fc= 3000 psi 0.02138 a = LL DL Load. factored 0.01604 rho < O-Mrhn hsi. -d 13-4 Beam selhvelght 87.5 p8 3pl Strew capacity of width of bean 12.0 In Be so 11.2 Kip Good Location of section being analyzed rear balcony It add! bas for deflection control #0 bar 4.5 in 10 12 - width of deck 12.0 In b depth of deck 7.0 In _ __pb barnflng 0.9 phi shear 0.86 87.5 108 Self weight It e - _ _ 213 him top see separate analysis Size of ReMming bar #4 bar #6 bar Nominal moment Spacing of bars In flat plate 4.6 In 18.0 In max spelt (18° or 3T) Number of Bars 1.00 1.00 Depth of compressive block Span of beam 17.8 ft 1.89 Kip Vu @d= d = 6.00 In 8.31 in depth of beam cr = Z.in 2. In phishea= As - 0.52 InA2 020 IM2 Total area of tension steel (per foot) fy - 80000 psi 60000 psi reinforcement ratio fy_ sheer- 60000 psi 60000 psi rho > rho min Good fc= 3000 psi 0.02138 a = Bete - 0.85 0.01604 rho < O-Mrhn hsi. -d 13-4 Beam selhvelght 87.5 p8 3.94 Kip Strew capacity of width of bean 12.0 In b 11.2 Kip Good depths of beam 13.0 in It add! bas for deflection control #0 bar 4.5 in AS (a" 0.00 In•2 _ __pb barnflng 0.9 phi shear 0.86 Maximum moment 8.389 Itip* see separate analysis Factored Moment - W = Nominal moment (design moment) 9.32 Kip-ft resistance of Deck= 14.38 Ippft Good e = 1.0 in Depth of compressive block factored reaction @ ends a 1.89 Kip Vu @d= Maximum shear @d Vn = 2.10 Kip factored 1.78 Kip phishea= Check for min, max area of steel Check section Continue Calculation rho = 0.00728 reinforcement ratio rho min = 0.00333 rho > rho min Good rho balanced = 0.02138 a = .75'dm balanced = 0.01604 rho < O-Mrhn hsi. -d 13-4 2E CD t� f09 t� fc = 3000 psi f1! shear= 80000 psi W = 213 pH Reaction at end = 1.89 Kip b= 12 in d - 6.0 In VC= 7.89 Kip Vu @d= 1.78 Kip Vn = 2.10 Kip Vc12 = 3.94 Kip phishea= 0.85 Check section Continue Calculation No shear reinforcing is required because Vu < phi'Vcf2, stop calculation Size of bar used for shear reinforcing = bar Av = 0.22 2 x the area single bar Stirrups shall always be at least d12, check to see If this adequate a = 11 spacing of stirrups Vs = 7.2 Kip VCQ = 3.94 Kip Strew capacity of section Vs + Vc = 11.2 Kip Good 0.959861449 600 IM4 Reactions end Mo. ents simple span, flx -fl)k w' L "2/8 M += 8.389 KI" = 1190.41br -_- ' _ ..~~" � | i � ----------� � / SEEM ."�=�°".=, | \ \---/ ' � N �- USP MP» WALL �U 21W(2W-rNGVD) / / | � | i --( / | | / | | ! | / � � | / � ! rr 4 Model: Client: Lestrade C. David Morton /y�, rhObal Specialty Engineering Consultants, Inc. Location: �iGINEE,p Miami, FL Q 1599 SW 30 Avenue, Suite #20 Date: 11/09/11 Boynton Beach, FL 334326 Calculated by: ati Gary McDougle, #56214 FL. CA # 009217 28.91 Opening # Strength Design of Conc b h d fc composite (from aUica I Z rete lintel at 7.63 in 28.00 in 26.27 in 2442 id composite beam for flexure phigexurd 0.9 phishear 0.85 Azar 0.196 M d) psl IF of add 'I bars 0 in bottom of lintel fy 60000 psi size of add'I bar #5 bar rho 142 pcf #4 bar Size of embedded bars in lintel Self weight 210.53 n b 2 - rhoactuai 0.00196 rhObal 0.01740 75% of rhobal 0.01305 phiV. 16828 psi computational factor 0.75 phiVn 16828 psi - m 28.91 Rn 114.3 psi phiMn 45108 ft -Ibf Ms 21686 ft -Ibf Vs 10786.9lbf ar As 0.39 in ^2 total area of steel in lintel and in bottom of beam beta' 0.85 morrdn 0.003333 Good, section is not over - reinforced Section is under - reinforced moment can only be 3/4 of moment based on available area of steel 0.75 if section is underreinforced or 1.0 if section is adequately reinforced. Note Reference ACI 318, Section 11.5 5.2 Safe Load for Flexure and shear Length of overall lintel 6.77 ft 81 in L (clear span) 6.10 ft 73 in ws flemn, 4451.9 pif ws sneer 15328.8 plf ws 4451.9 pif r* . b •s . b Allowable Stress Design of Concrete lintel and composite beam for uplift b fm 7.63 in Fs 24000.0 psi 1500.0 psi Fb 500.0 psi As 0.31 in "2 Safe load for flexure (uplift) Em 1350000 psi wa flWan 4439.5 plf Es 29000000 psi Safe load for shear (uplift) n 21.48 w$ shear 3282.3 plf dupiin 25.82 in rhoa,ww 0.0015746 Wa_upufl 3282.3 pif Allowable Uplift pho8eiw n k 0.0338244 WS. -9-* 4451.9 pif Allowable Gravity 0.2285 L 6.10 It 1 Vr 0.9238 h 28.00 in 9369.0 Ibf b 7.63 in Mm 22352 ft -Ibf Ma 14789 ft-Ibf Mr 19670 ft -Ibf Capacity has been increased by 1/3 since load is due to wind. Code reference ACI 318 and ACI 530 Z:\Design 2008\projects\MOrtonlLegmde \composite beam flexure and upl 2.)ds NOV 14 2011 �I ( '� Model: Client: Location: Date: Calculated by: David Morton Lestrade C. Da 1NEfp� C. �� y� Miami, FL t Z Boynton 11/09/11 s ati Gary McDougle, #56214 uul s1� rhobal Specialty Engineering Consultants, Inc. 1599 SW 30 Avenue, Suite #20 Beach, FL 334326 FL. CA # 009217 Strength Design of Concrete( lintel and composite beam for flexure Opening # j: 1 � rhobal 0.01740 Strength Design of Concrete( lintel and composite beam for flexure 0.01305 b 7.63 in phiesxure 0.9 h 28.00 in phishear 0.85 d 26.27 in Abar 0.196 fc aomposfte (from mathcad) 2442 psi # of add'I bars 0 in bottom of lintel fy 60000 psi size of add'I bar #5 bar rho Self 142 pcf p o n #4 bar Size of embedded bars in lintel weight 210.53 n 2 rhoaa„al 0.00196 rhobal 0.01740 75% of rhobW 0.01305 phVc 16828 psi computational factor 0.75 phIk 16828 psi m 28.91 Rn 114.3 psi phiMn 45108 ft -Ibf Ms 21686 ft -Ibf Vs 10786.91bf bar As 0.39 in 12 total area of steel in lintel and in bottom of beam beta, 0.85 rhOmin 0.003333 Good, section is not over - reinforced Section is under - reinforced moment can only be 314 of moment based on available area of steel 0.75 if section is underreinforced or 1.0 if section is adequately reinforced. Note Reference ACI 318, Section 11.5.5.2 Safe Load for Flexure and shear Length of overall lintel 8.87 ft 106 In L (clear span) 8.20 ft 98 In ws flexure 2369.6 plf ws shear 5974.0 plf ws 2369.6 plf 4 i • b Allowable Stress Design of Concrete lintel and composite beam for uplift b fm 7.63 in Fs 24000.0 psi 1500.0 psi Fb 500.0 psi As 0.31 in ^2 Safe load for flexure (uplift) Em 1350000 psi wsflexurs 2550.8 plf Es 29000000 psi Safe load for shear (uplift) n 21.48 Ws-shear 2495.7 plf dwN 25.82 in thoe,,si 0.0015746 Wa uplift 2495.7 plf Allowable Uplift p o n 0.0338244 Ws_ Moty 2369.6 plf Allowable Gravity k 0.2285 L 8.20 ft 1 Vr 0.9238 h 28.00 in 9369.0 Ibf b 7.63 in Mm 22352 ft -Ibf Ms 14789 ft -Ibf Mr 19670 ft -lbf Capacity has been increased by 1/3 since load is due to wind. Code reference ACI 318 and ACI 530 NOV 141019 Z:1 Design _2008Trolectswlorton\Lestrade \composite beam flexure and uplift 1.As �t f. " Model: ` Client: Location: Date: Calculated by: Opening # Lestrade C. David Morton Miami, FL 11/09/11 Gary McDougle, #56214 DI J, INEf9�y Specialty Engineering Consultants, Inc. Q 0 1599 SW 30 Avenue, Suite #20 y Boynton Beach, FL 334326 s ati FL. CA # 009217 �ul S10 Strength Design of Concrete lintel and composite beam for flexure b 7.63 in phin.„m 0.9 h 28.00 in phis,, 0.85 d 26.27 in Abar 0.196 fc composite (from ma#md) 2442 psi # of add'I bars 0 in bottom of lintel fy 60000 psi size of add'I bar #6 bar rho 142 pcf #4 bar Size of embedded bars in lintel Self weight 210.53 nb. 2 As 0.39 in ^2 total area of steel in lintel and in bottom of beam rho.,,, rhoba( 75% of rhobal phiVo computational factor phiV" m Rn phiMn 0.00196 0.01740 0.01305 16828 psi 0.75 16828 psi 28.91 114.3 psi 45108 ft -Ibf Ms 21686 ft -Ibf Vs 10786.9lbf beta, 0.85 rhomin 0.003333 Good, section Is not over - reinforced Section is under - reinforced moment can only be 3/4 of moment based on available area of steel 0.75 if section is underreinforced or 1.0 if section is adequately reinforced. Note Reference ACI 318, Section 11.5.5.2 Safe Load for Flexure and shear Length of overall lintel 6.77 ft 81 In L (clear span) 6.10 ft 73 In ws flexure 4451.9 plf ws shear 15328.8 plf ws 4451.9 pif a . i a • Allowable Stress Design of Concrete lintel and composite beam for uplift b fm 7.63 in Fs 24000.0 psi 1500.0 psi Fb 500.0 psi As 0.31 in ^2 Safe load for flexure (uplift) Em 1350000 psi wk 4439.5 plf Es 29000000 psi -flexure Safe load for shear (uplift) n 21.48 Wk -shear 3282.3 plf dupim 25.82 in rhosa„ai 0.0015746 Ws upmt 3282.3 pif Allowable Uplift phoacww"n 0.0338244 Ws-gravity 4451.9 pif Allowable Gravity k 0.2285 L 6.10 ft 1 Vr 0.9238 h 28.00 in 9369.0 Ibf b 7.63 in Mm 22352 ft-Ibf Ms 14789 ft -Ibf Mr 19670 ft -Ibf Capacity has been increased by 1/3 since load is due to wind. Code reference ACI 318 and ACI 530 Z:\ Design_ 2008\ Prolects\Morton\Lestrade\compostte beam flexure and uplift 3.tds je NOV 14 2011 I NEg� r'OL'l J Calculations erformed and reviewed by Gary McDo le, PE FL PE #562 4 FL CA #262 8 SPECIALTY ENGINEERING CONSULTANTS, Inc. DADE - BROWARD -PALM BEACH TRUSS LOADS NOV 14 2411 N L i r_, ' LIT —' I I I I I I I I; I I I I �•• I � I I -- I '• 3 ! _ i'� - -•'� I I 1,1ct1� I may– I G- 925 1bs lA G= 1815 tbs `8 I I _.L. I ra_g --- -- _ I I ' I 1 . 1 1 I I I — . _1 — . — __1 — - — - — I 1 1 , I I I I r-- ;-- ;-- ;-- _�_�_� C ov o„ I of 1 Model 'iient Lestrade C. David Morton 1NE Specialty Engineering Consultants, Inc. ocation Miami, FL �`��' tic 1599 SW 30 Avenue Suite #20 g i ate 11/09/11 1 Q z Boynton Beach, FL 33432 'alculated by Gary McDougle, #56214 out SL�a FL. CA # 009217 . 55 psf unit load L +LL into trusses 55 psf for HVHZ and 50 elsewhere 72 -44.32 psf Truss Effective SPAN UNIT REACTION Truss Zone I Uplift (gross) Zone Uplift (gross) Zone Uplift (gross) Uplift (gross) Net Uplift REACTION Truss -59.99 Vsf ID width (ft) (ft) LOAD (plf) (lb) ID 2.0 ft 32.30 ft 110 plf 1777 lb T4 (lb) ID -94.76 psf -41.08 Vsf - 1053;_ lb '" 1777 lb T4 T5 2.0 ft s s s sf Reaction lb't -59.99 psf -94.76 psf -41.08 psf -W •.lb ..;: 1623 lb T5 G1 3.2 ft 13.90 ft 174 Plf 1209 lb GI -44.32 psf -68.58 psf - 105.08 psf -41.08 psf X755 lb T1 2.0 ft 13.50 ft 110 plf 743 lb TI 1 -44.50 psf -69.47 psf - 106.14 psf 41.08 sf 460 ; lb... 743 lb TI t T2 2.0 ft 13.90 ft 110 plf 765 lb 72 -44.32 psf -68.58 psf - 105.08 psf -41.08 psf X77.. :; 765 lb T2 T3 0.0 ft 21.50 ft 0 plf 0 lb T3 -42.60 psf -59.99 Vsf -94.76 psf -41.08 Psf -,111, 0 lb T3 T4 2.0 ft 32.30 ft 110 plf 1777 lb T4 -42.60 psf -59.99 vsf -94.76 psf -41.08 Vsf - 1053;_ lb '" 1777 lb T4 T5 2.0 ft 29.50 ft 110 plf 1623 lb T5 -42.60 psf -59.99 psf -94.76 psf -41.08 psf -W •.lb ..;: 1623 lb T5 G1 3.2 ft 13.90 ft 174 Plf 1209 lb GI -44.32 psf -68.58 psf - 105.08 psf -41.08 psf X755 lb 1209 lb G1 G3 0.0 ft 21.50 ft 0 plf 0 lb G3 -42.60 psf -59.99 psf -94.76 psf -41.08 Vsf 0, lb: ,,.' 0 lb G3 _ G4 3.2 ft 13.50 ft 174 plf 1175 lb G4 -44.50 psf -69.47 psf - 106.14 psf -41.08 psf 737::1b 1175 lb G4 G5 6.7 ft 32.50 ft 370 plf 6013 lb G5 -42.60 psf -59.99 psf -94.76 psf -41.08 psf .:, - 3564.:Ib 6013 lb G5 G6 0.0 ft 21.50 ft 0 plf 0 lb G6 -42.60 psf -59.99 psf -94.76 psf -41.08 psf 0 1b.; :. 0 lb G6 ^ G7 0.0 ft 32.30 ft 0 plf 0 lb I G7 1 -42.60 psf -59.99 psf 1 -94.76 psf -41.08 vsf 0 lb, 0 lb G7 G8 4.3 ft 29.50 ft 237 plf 3496 lb I G8 1 -42.60 psf -59.99 psf 1 -94.76 psf 1 -41.08 psf -2072 lb 3496 ib G8 K t =tion is calculated as: G = width * span * Load / 2 ' plift is calculated as: U = width * span * (Zone 1 (C &C) - DW) /2 '-Find Loads based on ASCE 7 -05, method 2, analytical procedure. V (mph) 146 Wind speed Fig 6 -1b, pg 35 qh (psf) 43.47 Wind pressure @ mean roof height I 1.0 Importance Factor, page 77 GCpi 0.18 -0.18 Internal pressure coefficients, enclosed buildir. g Building Category II Table 1 -1 pg 3 al 6.00 10% of width 1 Exposure C 6.5.6.6, page 25 -26 a2 9.90 10% of width 2 Length of Building 99 a3 9.60 0.4 *mean roof height Width of Building 60 a 6.00 End Zone distance Mean Roof height 24 2 Kz 0.94 Table 6 -3, note 2, pg 79 Kd 0.85 Table 6 -6 pg 80 Kzt 1 6.5.7.1, page 26 slope of roof 3/12 14.0 degrees DW 10 sf Gross uplift pressures are reduced for dead weight by this amount SF 1 G.McD's safety factor (this is not required and may be varied but shall not be less than 1) Z O e� N ®°Z: sign 2 08\Projects\Morton\Lestrade \uplift and gravity 7_05_08 Lestrade.xls 3 2 2 3 ,N / 2 t 2 t / 2 i ' t 3 2 3 BeamPro - version . . . (6.2 - 32 bit) 'T` I 1 v= 587.6 v= 1854.9 v= 434.6 V M W INPUT FILE NAME ____> DATE COMMENTS -0.6340 Y:1Morton\L.estrade\G3.cb 11/9/2011 2:36:04 PM - 897.42 - 2091.45 - 0.0382 - 434.57 (ft-#) (in) BearnPro - version 4. 60 • 0 0 f (6.2 - 32 bit) v= 601.7 v= 1560.9 v-- 202.4 Y V M IDA INPUT FILE NAME DATE COMMENTS - 0.6881 Y:1Morton\Lestrade\T3.cb 11/9/2011 2:19:27 PM 677. - 883.31 - 1900.94 ( #) - 202.38 (ft-#) — (in) 0.0000. Miami Shores Village Building Department` 10050 N. E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 A MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by Ms. Veroni que Lestrade to perform special inspector services under the Florida Bing Code at the 1080 N.E. 105th StrePtpOW on the below fisted structures as of (date). I am a registered architect or prolassionai engineer licarsed in the Stab of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILM FBC 1871120 (84404.6.120) P SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR & HIGH 2319.17242 (114409.6.17142) if SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2172.4 (84407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 22182 (R4408.5.2) i SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404.4.3.1) it SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (84405.9.12) ❑ SPECIAL INSPECTOR FOR Note: OMy the emrked boxes apply. The following Individual(s) employed by ibis firm or me are authorized representatives to perform inspection 1. C David Morton, Arch 2. Jose Toledo, P.E. 3. Gary McDougle, P.E. 4. *Special Inspectors u6Tufng authorized repreaantatives shall insure the authorized representative is qualifurd by education or lic:ensure to perform the duties signed by the Speck Inspector. The quafificaticas shall include ficarnsure as a professional engineer or architects motion from an engineering e&MbDn program in civil or structural engrneanriX graduation from an architectural eduction program; successfW common of to NCEES Fundamental Enmrira6on; or registration as buikfing Inspector or general contractor. I, (we) will notify Miarni Shores Village Budding Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Specie( Inspector inspection log for each bung must be displayed in a convenient location an the site for reference by the Miam Stores page Department tremor. AN mantlefory inspecGonS, as reed by the Florida Building Code, must be parbmed by the County. The VMe budding inspections rrurst be coed for on all mandatory inspections. Inspections performed by One Special inspector heed by the Owner are in addition to tine mandatory inspections performed by the Departrnent Fuitw, upon completion of the work under each Building Permit I will submit to the Bung Inspector at the time of final inspection the completed inspection log form and awed statement i ndnaft that, b the best of my age, belief and professional judgment those ponfiorns of the project ouffined above meet the intent of the Florida Building Code and are in substantial accordance with the approved per. Sl nod and soled Enghmi lArchif ect Name C, Dui d Morton, M Architect 4444 S.W. 71 Avenue ( #103) Address Miami., Flo #i.da ' 33155 DATE: 14 NOV 2011 phariallo. 305 - 753.1798 cdmorton @bellsouth. net Created on 6110/ZOQ9 JOS •11 -7321 LOCATION SKETCH SCALE Ift �O ° .J� � a � , '•/_ �• r :s X34 40 ._ Y . S ... �. �. • �:7 .� Y 1�G .. ra;. _ 9 4` � T.�7, a ' 1. ;� � 1° s+ ✓ zt �._ ' .'� we 1� � � I;7. it l) "n � �• ... � t s• ' �'� .yv • i• `RTi° '?- ..� t . ' : 7-:5� _ •+fir, L2 i or ,r. .. �./l�Q..lG =3o° !_ �.� .�•„ 2ii&ven..nA 1.�= `'.tr.l• ._. . _. _. ..: 3' . LEGAL DESCRIPTION:Lot 9,Block 1,N•iANI SHORES ESTATES,according to the Plat thereof as records in Plat Book 47,Page 58 of the Public Records of Miami-Dade'County,Florida.- GENERAL NOTES 1) OWNERSHIP IS SUBJECT TO OPINION OF TITLE. 2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY. 3) (2.22) DENOTES THOSE ELEVATIONS REFERRED TO NGV DATUM. 4) LOCATION AND IDENTIFICATION OF UTILITIES ON AND /OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. AE 5) THIS PROPERTY IS WITHIN THE LIMITS OF THE FLOOD ZONE 6) NO UNDERGROUND LOCATIONS WERE DONE BY THIS COMPANY. CERTIFIED TO: DATE: May 10,2011 APPLICABLE ZONING, UNDERGROUND; ZONING AND BUILDING SET BACKS, MUST BE CHECKED BY OWNER, ARCHITECT OR BUILDER BEFORE DESIGN OR CONSTRUCTION BEGINS ON THIS PROPERTY. I HEREBY CERTIFY: That the attached Plan of Survey of the above described property is true and correct to the best of my knowledge, information and belief, as recently surveyed and platted under my direction, also that there are not above-ground, encroachments other than those shown. UNITEC This survey meets the minimum technical standards set forth by the Florida Board of Land Surveyors pursuantto Chapter 61G17 -6, Florida Administrative Code, Section 472 -027, Florida Statues. SURVEYING, INC L.B. NO. 3333 ro D. Alonso 6187 NW 167"' STREET, H5 Pr tonal Land Surveyor Certificate No. 3590 MIAMI, FLORIDA 33015 State of Florida 3051512 -4940 THIS IS A BOUNDARY SURVEY NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL a I Lo 1 et II I, N Z O y A zi PLAN OF.SURVEY 7�nc 4'.� �aaVZ 9 t(t C #A . SCALE I",= zcp S �l j "\1 00 A....ARC DISTANCE AIC ... AIR CONDITIONING CBS...CONCRETE BLOCK STRUCTURE O.U.L ... OVERHEAD UTILITY LINE CL ... CLEAR C/L...CENTER LINE RAD ... RADIAL ENO... ENCROACHMENT RIW ... RIGHT OF WAY,.. FIP ... FOUND IRON PIPE O.H ... OVER HEAD W.M .... WATER METER C.H....CHORD DISTANCE PIL ... PROPERTY LINE CONC ... CONCRETE F.H. FIRE HYDRANT UP...UTILITY POLE R ... RADIUS U.E ... UTILITY EASEMENT p ... CENTRAL ANGLE R ... RADIUS PL ..... PLANTER T ..... TANGENT C.B.—CATCH BASIN MH.....MANHOLE CLF ... CHAIN LINK FENCE W.F.—WOOD FENCE 36-,-aGt3 H'omc J-seo . 47. ®96 Co"rrl- -t 5 -2Q -9- 4�. b UE) fscs�r : JQ,wl FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A It Project Nam: LESTRADE RESIDENCE Budder Name: MS. VERONIQUE LETRADE Street 1080 N.E 105th STREET Perrrrit 0111ce: MIAMI SHORES City, State, Zip: ... MM SHORES, FL, 331W Pemdt Number: Owner. MS. VERONIQUE LESTRADE JurisdWm: 232800 Design 1.00811ar: FL, I NWM t ------ 1. New construction or aoaMH o New (From Plans) 9. Wall Types(4141.3 sgfL) Insulation Area 2. Shrgle ft* or nvAple tbrnly Shrgls -ft* a concrete Biodc - bit hwnd. Ederior R=5. 0 3moo 1F b. Concrete Block - Int Insul, Adjacent R =5.0 288.33 IF 3. Nwnbsr of unite, 9 euaka Wv* 1 a WA R= IF 4. Number of Bedrooms 5 d. WA R= R* 5. Is this a worst case? No 10. Calling Types (2440.3 sqR) Insulation Area S. Cordoned floor area (fM 4424 a Under Me (Vented) 8=30.0 2440.30 fF b. WA R= R• 7. Wfndows".6 sgIL) won Area a WA R= R' a U- Factor: Spl, defbut 616.57 Q' SHGC: Thted, deiau8 11. Ducts (conMOM b. Ufat�: WA 1F a Sup: Attic Rot: A1tic AH: Garage PW R= 6, 4.51E SHQC: ♦ 12. O a U- Factor: WA" ft" a Central Unit Cap- 120.0 Mftft Ste; SEER 18 d. U- Facto: WA fe 13. Herg system (combhu4 SHGC: a Electric; Strip Heat Cap : 120.0 Iditft- a. U- Factor: WA fF COP 1 SHGC: 14. Hot water syMenrs 8. Floor Types (2440.0 sgfL) Insulation Area aElectric Cap: 86 gallons a. Siab•On -Grade Edge Insulation R=0.0 2440.00 fe EF: 0.92 b. WA R= fF b. Conservation features a WA R= fix Dare ' 15. Credits CF. WHF, Pstat Total As-Bulit Modified Loads. 94.63 Glass/Floor Area: PASS 0.147 Total Baseline Loads: 117.90 I hereby certify that the pUm and Specifications covered by Review of the plans and this cdotddon are In compliance with the Florida Energy specificatiors oovered by the , Qe Code. calculation h iloates compliance g� with the Florida Energy Code. PREPARED - try B DATE: Oft budding will be ha peed for cotnpllim With Section 553.906 * e I hereby e ft Vft , as design hr designed, Is c that Florida with the Florida E. tNB• OWNE�:AGENT: �- BUILDING OFFICIAL: DATE: 3. 2.1 r r t- DATE: -- 1 nN r./9A1 � � � • 17 AA/ f:�.w.�.fs «r..� � Ica _ c�s{am7rvw Dann � .d a Tft LESTRADE RESIDENCE EU"Type: FLAsBui(t �xrtrer: MS. VERONIQUE LESTRAD # of Unite: 1 Now MS. VEFIDNKM LETRADE Peenk Ofi M Jkdofficlion: MfAM MORES 232600 F=qF Type: Sngle4M* comment PROJECT Bedrooms: 5 CondiBoned Area: 4424 Total Stories: 2 Worst Case: No Rotate Angle: 0 Cross Version: No Whole Mouse Fen: Yes A- Adresa Type: Street Address Lots PlatBoolc Street: 1080 N.E 1051h STREE County: MIAMI -DARE M Sfste, 2%x MIAM SHORES. FL, 33138- CLIMATE MW s*n Temp Int Design TeM Nesting Design Daily TOM Site Zone 97.5% 2.5% Winter Sra w Degree Days UWdwe Rshp MOM 1 51 80 75. 70 149.5 58 tow, FLOORS Perinnete R 1/alrre Area Toe Wood Carp loot 0 2440 fF 0 0 1 ROOF i4oi Oable Roof Solar Deck V # Type Materials Ara Area Coles Absa: Tested had Pitch 1 Hip Barrel the 2515 V 0 r MsdNun 0.98 No 0 14 deg ATTIC J # Two Ventilation Vwd Ratio (1 In) ' A4 RBS ROC 1 Fug atria Vented 300 2 ft' N N CEILM # CON Type R -Value Ares Fm mMg Fmc Tnras Type N 1 Unde`Afft (Vented) 30 ,198&3 fP all wood 2 tfiderA4l6 ( VeMed) 30 457 ti' 0.11 -Wood WALLS - � Solar # 09 Adlicestlo, Wei! RV"* Nee Abeam 1 W "-'exleft, C babok -Inf trend 3 450 1112 0 a75 A' 2 N fdorki, ; Connate Block- Int Owd 3 4018= 0 0.75 3 E E eMor V one Mock - Int heel 3 805.8333 0 0.75 . 4 3 {i fOr` Concift Block - bn Um 3 IMA ft, 0 -0.75. . 5 W Er Ift Concrete 8bclt - Ind basin 3 ' 44fi. r 0 0.75 $ N _ E for lrr4febe 8todk - bn bt$ad 3 Vl 1t' - 0- 0.75.: - A. A' 0 . 00M 8 8 F.rderl0r = coilMi Bocc - Int is 3 479.251t� 0 : 0.75 lM&, 01111:32 PM EnwWGauge®t1SA -Fes. Page 2 of 6 PROJECT Tft LESTRADE RESMENCE Bedrooms: 5 Adms Type: Sheet Address BiftV TVW. FLAMM CandkionedArea: 4424 lot ONW. MS. VERONKRIE LESTRAD Total Stories: 2 BWddSubDhdsiofL • of thft I Walt Cases No Pideook* ObWN=w MS. VERONUIE LETRADE Rohe And 0 sueft 1080 ILE 105th STREE pamooffin Cm entodlom No Ir WAAW)ADE &A ow gmrm. Cly, SUO. Zip:,, MIAW SHORES, Whob Hom Fam Yes FL, 3308- 4% C"O* Vogl pi — . . ........... 19 ,14 . "1W V Tie vidos Yl mumm 0 0 IMF Area Cdw Abw. TeWd hot Ptah I t6P Banetlib 25151F 020 Q88 No 0 14dog mkom ATM vft fta (I to a" j *J -fill" "A .......... "Al L-M 'TI, 777 777_51' R 'o,*g V16,441, _q 14 p Al qLw x 4, - yj�j 41, -777M n 4:" w'. 00", `4 4W R "Ol WA MM TO, A A qw m 4. RS - 44 rIt'- f-, 4 '-A 'W j 4" M -,, 777, no, VA JI, -6 J. e WALLS Pfts3Of8 R-V�alluue Frec4ion solar # Ond Adjaoeat To Wd Type Area R Absor. 9 N age Concrete Block - Int Insul 3 138.3333 0 0.01 10 W Giarege Concrete Black - in Insul 3 150 IF 0 0.01 DOORS ' # Omt Door Type Shorn s UJVMM Area 1 N Wood It mew 0.480000 20 fF 2 N Insulated Mletal 0.480000 621 3 N Irk Metal 0.480000, 17.77777 WINDOWS 0 is ft witerec asam mi nt. • 00 Frame Panes NM U*ftW 8HQC Storms Area Deo Staration Ud Shade 1 W Mieial sh" Mao No 1.3 0.64 N 25.69444 0 ft 6 ln 5 2 8 in HERS 2008 qNone 2- 1N Mletai ` S�gie'(1 No 1.3 0.84 N 25.69444 0 ft 6 In 18•ft 2 In HERS 2008 3 W Mead Siigle No 1.3 0.64 N 17.38111 0 ft 8 in 18 ft 21n HERS 2006 4 W Metal �gN (tided) No 1.3 t.64 N 13.$6111 0 ft 6 ii 8 ft 261 HERS 2006 Now 5 W ; mow swe (Tided) No 1.3 0.64 N 13.19444 0 ft 6 in 4 ft 4 ln HERS 2006 6 W Metal sko (Tim" No 1.3 0.64 N 16.825 ftl 0 It 6 in Min 2 in HERS 2006 None 7 N mdd sbo (Tided) No 1.3 0.64 N 13.18056 Oft 61n 9 ft 2 In HERS 2006 None 8 N Metal Single (Tided) No 1.3 0.84 N 13.36111 0 ft 8 in 4 ft 0 ln HERS 2006 Now 9 N Metal Sipe (Tided) No 1.3 0.84 N 13.36111 0 ft 6 In 4 ft 4 N HERS 2006 Nate 10 N Mow Single (Tided) No 1.3 0.64 N 40 fig 0 ft 6 to 8 ft 9 In HERS 2006 None 11 N Metal SM& (TiMOM No 1.3 0.64 N 14 fi' 0 ft 6 it 8 ft 8 In HERS 2006 Nave 12 N Kim S ols, (toted) No 1.3 0.84 N 13. 8'111 0 ft 6 to 4 ft 4 in HERS 2006 Nate 13 E MOW 8110- T ra" No 1.3 0.84 N 9p" 0 ft 6 ln 3 ft 8 in HERS 2006 None 14 E Metal SNgls (Tilled) No 1.3 0.84 N 40 fP 0 ft 61n 20 ft 9 it HERS 2006 None 15 E Mal Single moo o No 1.3 0.84 N 13.36111 Oft 81n 18 ft 2 in HERS 2006 Nons 16 E mold , No 1.3 0.64 N 13.38111 0 ft 8 In 7 ft 4 In M" 2006 None 17 E mow 'its) No 1.3 0.64 N 13.38111 0 ft 6 In '7 ft 4 In HERS 2006 Nye 18 E Mbmd Single(Tialed) No 1.3 0.64 A 7fF 0ft6 it 5ft2 in HERB 2008 Now No 1.3 0.64 N 13.38111 Qft'6 it .4 R4 it HERS2006 -Nona 20 { No 1.3 024 N 13.M111428ln 62210 H 2006 .None 1.3 ;IW N 40f' . 0ftflb 8ft81n -HEMM. Wm 22 _ S iii . No 13 9M _ N 53.33333 0 ft8 in 8 ft;8 in HERS*a006 ° None . No 1.3 0.64 N 53. 333 Oft6in Sftain HIM 200 Nora O 84 N 4Q Oft 8 N 22'6 i1 182008 t�4aihe No 1.3 0.64 N 53.33533 Qft6;tn SftBb HERSoB, • NOW,- No 1.3 084 N 401t* Oft6'h L6ft8b HERSOe: Norte 27 E 11w No 13 0.64 N 13.38111 Qft 8 to .'Sft2 it HERS 2008 `, Nye: No 1.3 0�4 N i1e Qft6#I Aft in ;.. X2006 Novi .r Pfts3Of8 Y i INFILTRATION & VENTING ,art` r 10/f5J201i 11:92PlYI {i — Forced Ventilation — Run Thm Fan Method SlA CFM 60 ACH 50 ELA EgLA Supply CFM E must CFM Fraction W8116 �` Default 0.00038 4178 5.96 229.3 4313 0 dm 0 din 0 0 GARAGE # Fio�Ates Ares Wd Perimeter Avg. Wag HeW Exposed VW Insulation 1 288.211' 288211' 70.38 108 1 SLING SYSTEM r Air Pow .i Mow ' 0 ,I so ,I X18 1800,:cNt x.75 syslFt Card sm 18 •_= !6, $0 hBtuAr 1800 edirr " 0.75 - sy8aE2 t1EAT (3.SYSTEM! Ducts None COP: solder mss+ 2 Elmgft Slrlp Heat None COP:1 SO kohm Spa HOT w*M SYSTEM * EF Cop use saint conee"Istion 1 Electric 0.02 80 901 809W 120 deg I SOLAR NOT WATER SYSTEM Collector Sww FSEC Ced # Company Nerve Syd mn modM 8 CoAectar Model • Arm Volume FU c 8' Noes None OU1rTS - !4 all I" i( s a�n!aA ta�ior! Ma GPs H _01111 _ Agoi 1 1 I t „��IYMti + ",.3.:f� 1! 11 •,ih ,+ t V'r_ .d r"' 2 . {: r y 'i r AKA i S� 1} Ry3�1 ,art` r 10/f5J201i 11:92PlYI {i .'t �� y, �Y�:.. t y5•��id�i�3' ?�� {'f�¢N'�'r g G'�.'Ni st �,n., �i�i ��'C tx+�n �,��e�+ t3�� 1�"��(.�t,: ;m�3�� ',��xt �`� - ,t -y� K„3_�r�lr ,� �,= h• rn'i �ts,� pnp au �f�'t-� � :. y. f . �T � 4� .ir � � ��[� l.dr� t _.+v�'i�i'4N.. t 1 .. �� 13 ,i JT�a F' f is .y vim` TEMPERATURES 1 l 1 � 4:'Y4 +l Y CMV Fans: N M oil III ot IS 12 19 IN oil 19 M I ThMMW Sdgdit HM 2006 PAMM Haas SctBap9r q? 1 2 8 4 5 8 7 8 8 10 11 12 ' 78 oco r r °> t 78 78 78 78 c �Ay� 't 11$ r 78 78 {7�i�i�'fd.�i�lti�'.. .�.',+�.._d/'M1t':W _"ii _[.. M� -f -... -.. �...Il�s ;� .�., .,.sew .. ��ab _a:�l�► ...c1ed .cn --r. 4.lQ..�,.�r... - ..YI�►�:" ..E.� .:- :�o'- , ',es .. BAR - ..a. �A....�� .'t �� y, �Y�:.. t y5•��id�i�3' ?�� {'f�¢N'�'r g G'�.'Ni st �,n., �i�i ��'C tx+�n �,��e�+ t3�� 1�"��(.�t,: ;m�3�� ',��xt �`� - ,t -y� K„3_�r�lr ,� �,= h• rn'i �ts,� pnp au �f�'t-� � :. y. f . �T � 4� .ir � � ��[� l.dr� t _.+v�'i�i'4N.. t 1 .. �� 13 ,i JT�a F' f is .y vim` i i 1 l 1 � 4:'Y4 +l S � .:l Ej.iE`.` h � i g!, l 1 � 4:'Y4 �`�. I i S�H1Y �iE• � 4:'Y4 �`�. S � .:l Ej.iE`.` + r � FORM 1100A -08 Code Compliance Checklist Residential Whole Building Performance Method A - Details "ADDRESS: 1080 N.E 105th STREET PERMIT#: MIAMI SHORES, FL, 33138- CNNTB BECTIDW RED FOR EACH PRACTICE CHECK Whim s & N1106 S 1.1 Mw*nu m:.3 ft+ wbrdow .6 t , ' arm+ Eft* & Wags N1106A8.1Z Caulk, gwket or seal b a wurdaWdom & ''bsr axte�r p at+otirra�s;,u ., . r v� paaNa R�Ot�r � . I:XCwwk Fri. s barrw Is �✓ aad Bret eocfds t�onr. aI eeed tooa► to ttre Flows N1106A8.1.2 Palo wftmmw- > 1lf sum wais biked by . &= or loud trrerrrbars. , _ EXCEPTM: Franre Imm where s ow0umn urn bwler Is kwWwl first Is sealed tame Perimeter, verabafts and seams. CdIRp N1108A6.1.2 Bdween waft & =bw pwatafto of MOM Ph= to t0P floor; aramd stuff, rli 1, ;1 soflfls, Sys, cablimb <sealad to aordusmrrs air harm: gaps In gyp board 8 top ph* aft aooess. EXCEPTION: Fw= aeftp wNn a aon1m as udUraOOn bwder is fuels that b seled at #* psrurder, at pwwMdbm and searrw. , 1�41,i1 "woo Ertl 1r"i ed� ly r�t��• ," CHECK . ��bi�l�2� ' ''fi��tc�'d�M4iiII►�� {"�` `I�'1�1�.3 ' "` �, � v r J�yp.�ijlW1 3 i �i y/ ♦ - Y�� ay t 10.y4S � � N 0 TH S 10MMI 11M PM D ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The barer the ErwgyPeftffn nce index, the mobs effident the home. 1080 N.E 105th fTREET, MIAMI SHORES, FL, 33138- 1. NeWmatmictionoradsft Now (From Plans) 9. Wall Types lnsubtion Area 2- Shoo ft* or muf5ple fbffMy S By a Cmnaebe Block - bd insul, Exterior - R=3.0 3853.00 V b. Carwcte Block - Int Ustd, Add R=3.0 288:33 fF 3. Number of urns, if mufffple �OatWJ►, 1 a WA Rm fr 4. Number of Bedroom 5 d. WA R= fe 5. Is fads a word case? No 10. Coon Types kmdation Area 6. CardillOned flow arm 4424 a Under Aft Nom) R=30.0 2440.30 fe b. WA Flo fe 7. YNkrdowW* Dec Area a WA R= ft' a U- Factor W defoult 846.137 fl= SHtIiC: ThN9d. default 11. Ducts (aorrddfred) b. Ufador. WA 1N a. Sup: AWc Rot Aftlo AK Garage Sup. R= 6, 4.6 fl' SHOC: 12. Cooft "sterns ( a U*ador. WA fi' a Central Urd Cap: 120.0 kBbft SHOO: SEER: 18 d U- Factor. WA ft' 13. Heaft systems( SHOO: a Elm drta Strap Heat Cap. 120.0 ki bAw e. U- Factor: WA ft' COP. I SHOO: 14. Hot wafer systetrrs 8. Flow Types Insulation Area a. Electric Cap: 60 gallons a Edge Insulation R=0.0 2440.00 r EF. 0.92 b. WA R= fe b. Consery features a WA R= ft' None t 15. Crete i1 M WHF, Pmt Building Input Summary Report 10H5=11 11.32 PM EnwMQauge91 USRFM v2.8 Page 1 of 5 PROJECT ,t Tits: LESTRADE RESIDENCE Bedrooms: 5 Adress Type: Street Address Builder Type: User Bathrooms: 0 Lot 8 Owner. MS. VERONIQUE LESTRAD Conditioned Area: 4424 BloddSubDivlslon: , 8 of Units: 1 Total Stories: 2 PlatBoolc Builder Nim. MS. VERONIOLIE LETRADE Worst Case: No Street 1080 N.E 105th STREE Perrnit OM0e: MIAMI SHORES Rothe Angle: 0 County: MIAMI -DADE Jurbcoclorh: 232800 Cross Ventilation: No City, Stabs, Zip: MIAMI SHORES, Fan* Type: Singte-t " Whole House Fan: Yes FL, 33138 - NeWtExist1hg: Comment New (From Plans) CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Trrry Site 97.5% 2.5% Winter Surnnrer Degree Days Moisture Range. FL Miami FL MIAMI 51 90 70 75 149.5 58 LOW UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost S/Unk Electricity kWh EnergyGauge Debut 0 0.0828 Nadusl Gas Therm EnargyGauge Debdt 0 1.72 Fuel OR Gallon EnwoGauge Default 0 1.1 Propane Gallon EnergyGeuge Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Omt Type Heigh Wkith Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft 'Oft Oft Oft Oft E Noire Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S Norte Oft Oft Oft Oft Oft Oft SIN Norte Oft Oft Oft Oft Oft Oft W Norte Oft Oft Oft Oft Oft O1( NW Norte Oft Oft Oft Oft Oft Oft FLOORS 0 Fkhor Type P R Value _ Area Toe Wood CwW 1 Slab-On-Grade Edge Insulation 199 It 0 - 2440 fix 0 0 1. ROOF Roo Gable Roof Solar Deck ft Type Materials Area Area • Color Absor. Tested dnsul. Pitch , 1 Barrel Itie 2515 f s 0 fP Medinnn 0.98 No 0 14 ATTIC ft Type Venn Vent Ratio (1 in) Area RBS IRDC 1 Full attia Vented 300 2440.3 fe N N 10H5=11 11.32 PM EnwMQauge91 USRFM v2.8 Page 1 of 5 Building Input Summary Report 10/1512011 11:32 PM EnerilyGm * / USRFZB v2.8 Page 2 of 5 CEILING # Ceft Type R Value Area Framing Fraction Truss Type 1- Under Attic 33pp 1983.3IF 0.11 Wood 2 Under Attic 30 457 fF 0.11 Wood WALLS below Is as entered. Actual orientedon Is modifbd rotate lo shown in scr section above. AWall t i Solar R Fred # Omt To Wa0 Type R-Vai� F In Ft In Area Value Absor. 1 -W Exterior Concrete Block - bit Insul 3 45 10 450 fF 0 0.75 2 N Exterior Cann to Block - Int Ircrul 3 40 2 10 401.67 fF 0 0.75 3 E Exterior Conmft Block - IM Insid 3 60 7 10 805.83 fF 0 0.75 4 S Exterior Concrete Block - Int Insul 3 53 3 10 532.5 1114 0 0.75 5 W Exterior Concrete Block - kd Insul 3 49 10 9 448.5 fF 0 0.75 6 N Exterior Concrete Block - lot Insul 3 53 3 9 47925 IF 0 0.75 7 E Exi erlor Concrete Block - Int maul 3 50 8 9 456 fF 0 0.75 8 S Exterior Concrete Block - Int Insal 3 53 3 9 47925 >F 0 0.75 9 N 68rege Concrete Block - ht Insul 3 13 10 10 0 138.33 fF 0 0.75 10 W Garage Concrete Block - Int Ircrul 3 15 0 10 0 150 iF 0 0.75 DOORS Width HMght # Omt Door Type Stoma U -Value Ft In Ft In Area 1 N Wood Metal 0.46 3 0 6 8 20 fF 2 N Inoulated Metal 0.46 8 9 6 fF 3 N Insulated Metal 0.46 2 8 6 8 17.78 fF WINDOWS # Omt Franke Panes NM U- Factor SHGC Storm Area OverhaM Depth Separation Interior Shade Screening 1 W Metal SUgte Owed) No 1.3 0.84 N 25.69 fF 0 ft 8 M 5 ft 8 to None Extern 100% 2 W Mafal Single (Tinted) No 1.3 0.84 N 25.89 iF 0 ft 6 in 18 ft 21n Norm Exierfor 100% 3 W Metal Single (Tinted) No 1.3 0.64 N 17.38 fF 0 ft 6 in 18 ft 21n ' None Exterior 100% . 4 W AN" 8101119 (Mead) No 1.3 0.84 N 13.36 ft: 0 ft 8 M Min 2 in None Exterior 100%.. 5 W Mow Sine ( Tinted) No 1.3 0.84 N 13.191E 0 ft .6 In 4 ft 4 in Nara Exterior 100% 6 W MOW Single (Tinted) No 1.3 0.84 N 16.63 fF 0 ft 6 to 8 ft 2 U NOW Exterior 100% 7 N Metal Sfngle (Tinted) No 1.3 0.84 N ._ 13.18 fF 0 ft 61n 9 ft 2 to None Exterior 10096 8 N Mehl SlIvie (Tbrted) No 1.3 0.84 N 13.38 fF 0 ft 6 in 4 ft 0 In None Exterior 100% 9 N Mow 3101110 No 1.3 0.64 N 13.36 ft' 0 ft 6 i n 4 ft 4 in Nave Exterior 100% 10 N Metal Single (toted) No 1.3 0.84 N 401E 0 It 6 In 8 ft 9 in None Exterior 100% . 11 N Metal Single (Tinnted) No 1.3 0.84 N 14 fF 0 ft 8 to 8 ft 8 In None E &dw 100% 12 N Metal She (Tinted) No 1.3 0.84 N 13.36 ft' Oft 6 in 4 ft 4 lo None Exterior 100% 13 E mow Single ( TMted) No 1.3 0.64 N 9.03 fF 0 ft 6 in 3 ft 8 In Nome WNW 100% 14 E MM SLngle Mated) No 1.3 0.84 N 40 fF Oft 8 in 20 ft 910 None Exterior 100% 15 E LIM SMg18 (Tnnted) NO 1.3 0.64 N 13.36 R2 0 ft 8 In -16 ft 2 to None Exterior 100% 16 E Meted Single (Tbrted) No 1.3 0.84 N 13.36 fF Oft 8 lo 7 ft 4 in None Exterior 10096 10/1512011 11:32 PM EnerilyGm * / USRFZB v2.8 Page 2 of 5 Building Input Summary Report 10N &2011 11:32 PM EnergyGauge® / USRFZB v2.8 Page 3 of 5 WINDOWS # Ornt Frame Pares NFRC U -Factor SHGC Storm Area Ovedum Depth Separation Interior Shade Screening 17 E Metal Singh (Tinted) No 1.3 0.64 N 13.36 f P 0 ft 6 in 7 ft 4 in None Exterior 100% 18 E Metal Single (Tinted) No 1.3 0.64 N 7 fts 0 ft 6 In 5 ft 2 In None Exterior 100% 19 E Meld Single ( Tufted) No 4.3 0.64 N 13.36 ft' 0 ft 6 In 4 ft 4 In Norm Exterfr 100% 20 E Metal Single No 1.3 0.64 N 13.36 fts 0 ft 6 in 8 ft 2 In None Exterior 100% 21 S Metal Single (Tufted) No 1.3 0.64 N 40 fts 0 ft 6 In 8 It 8 in None Exterior 100% 22 S Metal Single Mnto) No 1.3 0.64 N 53.33 W 0 It 6 in 8 ft 8 In None Exterior 100% 23 S Metal Single (Tutted) No 1.3 0.84 N 53.33 ft' 0 It 6 In 8 ft 8 in None Exterior 100% 24 S Metal Single Mrited) No 1.3 0.84 N 40 fig 0 ft 6 in 8 It 8 in Norte Exterior 100% 25 S Metal Single (Tufted) No 1.3 0.84 N 53.33 fns 0 ft 6 in 8 ft 8 in None Exterior 100% 26 S Metal Single (Tinted) No 1.3 0.64 N 40 fts 0 It 6 In 8 ft 8 In None Exterior 100% 27 E Metal Single (Tinted) No 1.3 0.64 N 13.38 fns 0 ft 6 in 8 ft 2 in None Exterior 100% 28 N Metet Single (Tinted) No 1.3 0.64 N 13.18 fig 0 ft 6 in 4 It 2 in None Exterior 100% INFILTRATION & VENTING - Forced Ventilation - Terrak Wind Method SLA CFM 50 EI A EgLA ACH ACH 50 Supply Exhaust Run Time Shielding Best Guess 0.00030 3481 191.1 359.4 0255 4.97 0 0 0 Suburban i Suburban GARAGE # Floor Area Roof Area Exposed Wall Perurneier Avg. Wall Height Exposed Wall Insulation 1 288.2 fts 288.2 fix 70.3 It loft (Invalid) MASS r Mass Type Area Thtdaeiss umiture Fraction No Added Mass 0 fts 0 ft 0.3 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit Split SEA 18 60 kBbAr 1800 dm 0.75 False 2 Central Unit Solit SEER: 18 60 kBbr/hr 1800 dm 0.75 Fad HEATING SYSTEM # Sysbwn Type Subtype E111116erncy -- Capacity Ductless 1 Electric Strip Feat None COP: 1 60 kBbr/hr False 2 Electric Strip Heat None COP. 1 60 kBbAr False HOT WATER SYSTEM # System Type EF Cap Use SefPnt Credits 1 Electric 0.92 80 gal 80 gal 120 dog None 10N &2011 11:32 PM EnergyGauge® / USRFZB v2.8 Page 3 of 5 Building Input Summary Report 10/15=11 11:32 PM Er gy0auge0 / USRFZI3 v2.8 Page 4 of 5 SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Corr Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume UValue Surf Area Exch Eft Pumped Energy DUCTS — Supply — — Redn — Air Percent # Location R Value Area Location Area Number Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 225 it' Attic 225 iP (Invalid) Default Leakage Garage (Default) ( Default) 2 Attic 6 225 iF Attic 2251N Default L08499 Interior Default TEMPERATURES Programable Thermostat Y Cep Fens: N M Jun Jul Oct W OdC Nov Dec V Jan Feb Mar ► Thermostat Schedule: HERS 2W6 Reference Hours Schedule Type 1 2 3 4 5 6 7 6 9 10 11 12 78 78 78 78 78 8 8 8 PM 80 so 78 78 Cooling (WEH) 8 78 78 78 78 78 78 78 78 PM 78 78 78 Heating ) 8 8 8 8 8 8 8 PAM 8 8 8 668 8 668 8 Heating (vvEH) 8 8 8 8 8 8 88 8 PM 68 8 8 668 8 10/15=11 11:32 PM Er gy0auge0 / USRFZI3 v2.8 Page 4 of 5 Building Input 'Summary Report 10/1512011 11:32 PM Ermrgyfe® / USRFZB v2.8 Page 5 of 5 APPLIANCES & LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cefnrrg Farm (Sunman AM 0.85 0.65 0.65 0.85 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 % Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kMffr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.040 0.046 0.081 0.128 02M 0.57 0.849 1 0.977 0.872 % Released: W PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh1Yr Peak Vahan: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 % Released: 80 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0281 Annual Use 0 MNWYr Peak Value 0 Watts Dryer AM 02 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 % Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Ughthg AM 0.16 0.15 0.16 0.18 023 0.45 0.4 026 0.19 0.16 0.12 0.11 % Released: 90 PM 0.16 0.17 025 027 0.34 0.55 0.55 0.88 1 0.86 0.51 028 Annual Use 3884 kWh/Yr Peak Value: 1304 Watts Miscellaneous AM OAS 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 % Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 7215 MNh/Yr Peak Vahre: 1323 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 % Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0286 0.343 0.343 0.343 0.4 % Released: 100 PM 0.457 0.343 0286 OA 0.571 1 0.&57 0.429 0266 0229 0.171 0.114 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Rob &ratlon AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 % Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 "1 0.98 0.95 0.93 0.9 0.85 Annual Use 775 MNh/Yr Peak Vahre: 106 Watts �r Wen Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 % Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 10/1512011 11:32 PM Ermrgyfe® / USRFZB v2.8 Page 5 of 5 Florida Code Summary Report MS. VERONIQUE LESTRADE Title: LESTRADE RESIDENCE TMY City: FL MIAMI INTL AP 1080 N.E 105th STREET FLAsBuilt Elec Util: EnergyGauge Default _MIAMI SHORES, FL, 33138- Gas Util: EnergyGauge Default Registration #: Run Date: Energy Uses Baseline Home As -Built Home a -Ratio Heating 0.48 MBtu 0.95 MBtu 2.00 Cooling 45.00 MBtu 35.05 MBtu 0.78 Hot Water 10.55 MBtu 9.79 MBtu 0.93 Total 56.03 MBtu 45.79 MBtu 0.82 Building Loads Baseline Home As -Built Home a -Ratio Heating 1.17 MBtu 2.34 MBtu* 2.00 Cooling 107.53 MBtu 83.75 MBtu* 0.78 Hot Water 9.20 MBtu 8.54 MBtu* 0.93 Total 117.90 MBtu * normalized modified loads Glass/Floor Area: 0.147 Total As -Built Modified Loads: 94.63 PASS Total Baseline Loads: 117.90 1 : i 10/15/201111:33 PM EnergyGauge® USA - ReRes2008 / Page 1 of 1 Residential System Sizing Calculation Summary MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 Location for weather data: Miami, FL - De"Its: Latitude(25.82) Altitude(? ft.) Temp Range(L) Load Humid data: Interior RH 50% Outdoorwet bulb 77 Humidity differen 5 r. 649 sgft Winter design temperature(MJ8 99 %) 50 F Summer design temperature(MJ8 99 %) 90 F Winter setpoint 70 F Summer setpoint 75 F Winter tern re difference 20 F Summer temperature difference 15 F Total head load calculation 41518 Btuh Total coollina load calculation 59133 Btuh Submitted heating capacity % of calc Btuh Submitted doling capacity % of talc Btuh Total (Electric Strip Heat) 289.0 120000 Sensible (SHR = 0.75) 117.1 90000 20000 41518 Btuh Latent 134.5 30000 0 Btuh 260 Total 121.0 120000 WINTER CALCULATIONS Winter Heaft Load for 4424 Load coffoonent Load Load Window total Window total 649 sgft 14658 Btuh wall total 3449 sgft 12316 Btuh Door toil 44 sgft 403 Btuh Ceiling toil 2440 sgft 1554 Btuh Floor total 2440 sqft 4696 Btuh Infiltration 350 cfm 7703 Btuh Dud loss Sens. Vent[Won 0 cfm 187 Btuh Subtotal 20000 41518 Btuh Ventilation 0 cfm 0 Btuh 260 Btuh Latent galnpnfiltration) 11048 e D0098(1% FaM01x) TOTAL HEAT LOSS 4151$ Btuh ) SUMMER CALCULATIONS Ai in n dbr t nnHnn 1 noel /fnr dd9d nnf l Load component Load Window total 649 sgft 22833 Btuh wall total 3449 sgft 9237 Btuh Door total 44 sgft 433 Btuh Ceiling total 2440 sgft 2254 Btuh Floc total 0 Btuh Infiltration 280 din 4622 Btuh Internal gain 17300 Btuh Dud gain 146 Btuh Sens. Vent[Won 0 cfm 0 Btuh Blower Load 20000 Bash Total sensible gain 76825 Btuh Latent gatn(duds) 260 Btuh Latent galnpnfiltration) 11048 Stuh Latent gain(ventilation) 0 Btuh Latent galn(intemallo=pants/other) 11000 Btuh Total latent gain 22308 Btuh TOTAL HEAT GAIN 89133 Stuh 8th Edition �ene�r.eadt,,,c) / W4%) E -:yam W eco.wc,au) �uacs,c) ouosco,�) Em3lgyOsuge® em Sizin PREPARED BY: DATE: En9WG8LV0 / USRFZB V2.8 Residential Window Diversity MidSummer MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138 - 10/15/2011 4 Summer design temperature 90 F Average window bad for July 21513 Btu Cooling setpoint 75 F Peak window load for July 25313 Btu Summer temperature difference 15 F Excxusion limit(130% of Ave.) 27967 Btu Latitude 25.82 North Window excursion (JuW None MM .00 a000.00 24000.00 Y200o00 20no0.00 18000.00 16000.00 1400000 1200000 1000000 X0000 so== 400000 200000 0.00 8 am WINDOW Average and Peak Loads 10 12 1P.M 4 p.n 6 p.m. 8 p.rs. bin Total July Window Load(Radiat;on and conduction) The midsummer window toad for this Crouse does not exceed the window load excursion limit.. This house has adequate midsummer window diversify. Emmoy0auge® / U$F ZB V2.8 Residential Window Diversity October MS. VERONIQUE LESTRADE Project Tale: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 A Summer design temperature 90 F Average window bad for October 31812 Btu Cooling setpoint 75 F Peak window load for October 40395 Btu Summer temperature difference 15 F Excuslon limit(130 °A of Ave.) 41355 Btu Latitude 25.82 North Window excursion October None WINDOW Average and Peak Loads tbf 4000000 301100.60 3tp00.00 3M00000 32 1200000 11WA 3000000 0% 28000.00 2MXM 24MM r 220 M 20000.00 18000.60 1800000 % 140" 12000.00 1000000 800000 800000 400000 200000 000 OWL 19 12 2-pnr. - 4 pl p.re. S pw. a.m. Total October Window Load(Radlation and conduction) The Odober w xkm bad fbr thb hoarse does not exceed the window load excursion limit. This house has adequate October window diversity. EneoGaup9 s FkWe re denoe PREPARED BY: DATE: NOV 14 2011. Enerpl GWPO / IO; WM v22.8 0 System Sizing Calculations - Winter Residential Load - Whole House Component Details MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 Reference City: Miami, FL (Defaults) WintemTemperature Difference: 20.0 F (W8 99%) Window Panes/T Frame U Orientation Area X HTM= Lwd 1 1, Tint Metal 1.13 W 25.7 22.6 581 Btuh 2 1, Tint Metal 1.13 W 25.7 22.6 581 Btuh 3 1, Tint Metal 1.13 W 17.4 22.6 392 Btuh 4 1, Tint Metal 1.13 W 13.4 22.6 302 Btuh 5 1, Tint Meted 1.13 W 13.2 - - 22.6 298 Btuh 6 1, Tint Meted 1.13 W 16.6 22.6 376 Btuh 7 1, Tint Metal 1.13 N 13.2 22.6 298 Btuh 8 1, Tint Meted 1.13 N 13.4 22.6 302 Btuh 9 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 10 1, Tint Metal 1.13 N 40.0 22.6 904 Btuh 11 1, Tint Metal 1.13 N 14.0 22.6 316 Btuh 12 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 13 1, Tint Metal 1.13 E 9.0 22.6 204 Btuh 14 1, Tint Metal 1.13 E 40.0 22.6 904 Btuh 15 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 16 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 17 1, Tint Metal 1.13 E .13.4 r 22.6 302 Btuh 18 1, Tint Metal 1.13 E 7.0 22.6 158 Btuh 19 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 20 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 21 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 22 1, Tint Metal 1.13 S 53.3 22.6 120ryBtuh 23 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 24 1, Tint Metal 1.13 S -40.0 22.6 904 Btuh 25 1, Tint Meted 1.13 S 53.3 22.6 1205 Btuh 26 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 27 1, Tint Mete) 1.13 E 13.4 22.6 302 Btuh 28 1, Tint Mend 1.13 N - 132 22.6 298 Btuh Window Toted - 648.6 14658 Btuh Walt Type Omt. Ugly. R Value Area X HTM= Load (Cav/Sh) 1 Cone BIKHollow - F)d (0.179) 3.010.0 381 3.57 1361 Btuh 2 Cone BIk,Hollow - Ext (0.179) 3.010.0 342 3.57 1221 Btuh 3 Cone Blk,Hollow - F)d (0.179) 3.010.0 517 3.57 1845 Btuh 4 Cone BIk,Hopow - F)d (0.179) 3.010.0 386 3.57 1378 Btuh. 5 Cone BIk,HoDow - Fxd (0.179) 3.010.0 405 3.57 1447 Btuh 6 Cone BIKHollow - Ext (0.179) 3.010.0 393 3.57 1402 Btuh 7 Cone Blk,HolloW - Ext (0.179) 3.010.0 409 3.57 14SO "Btuh 8 Cone BIk,Holtow - Ext (0.179) 3.010.0 346 3.57 1235 Btuh 9 Cone BIKHollow - Adj (0.179) 3.010.0 121 3.57 430 Stuh 10 Conc Blk,Hollow -Adj (0.179) 3.010.0 150 3.57 536 Btuh Wall Total 344 12316 Btuh 0 E6w%Q8UP9 / USVM Y28 Pap 1 �s E6w%Q8UP9 / USVM Y28 Pap 1 Manual J Winter Calculations Residential Load - Component Details (continued) _ MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 i Doors Type Storm Ueff. Area X HTM= Load 1 Wood - Exterior, m (0.460) 20 9.2 184 Btuh 2 Insulated - Exterior, m (0.460) 6 9.2 55 Btuh 3 Insulated - Garage, m (0.460) 18 9.2 164 Btuh Door Total 40313tuh Collings Type/ColodSurfac:e Ueff. R Value Area X HTM= Load 1 Vented AWdLfTiie (0.032) 30.0/0.0 1983 0.6 1263 Btuh 2 Vented ANdUTile (0.032) 30.010.0 457 0.6 291 Btuh Ceillfw Total 2 155413tuh Floors Type Ueff. R Value Size X HTM= Load 1 Slab On Grade (1.180) 0:0 199.0 ft(perlm.) 23.6 4696 Btuh Floor Total 2440 sqft 4696 Btuh Envelope Subtotal: 33627 Btuh Infiltration Type ACH Volurne(cuR) Wall Ratio CFM- Natural 0.50 42028 1.00 350.2 7703 Btuh Duct load (DLM of 0.004) 187 Btuh All Zones Sensible SubtotadAll Zones 41518 BtWh Subtotal Sensible Heat Loss 41518 fth Totals for Nesting Ventilation SenswHeat Loss 0 Stuh Total Heat Loss - _ 41518 Stuh 1. Electric Strip Heat 60000 Btuh 2. Electric Strip Heat , 60000 Btuh Er in / Uwza as Page 2 Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 A Key: Window types - NM (Requires U -Fader wW Shaft cwMderd(SHGC) of glass as nwneftW valu9s) or - Gless as' Mee or 1W (Uses U- Factor arrd SHGC defauhs) U - (IMndow U-Fac" HIM - (Mental Heat Trensfer Muf iplier) 0 . - Verson 8 r s ErrergyGauge® / USRF2B V2.8 Page 3 System Sizing Calculations - Summer Residential Load - Whole House Component Details MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 4 Reference City: Miami, FL Temperature Difference: 15.OF(MJ8 99%) Humidity difference: 58gr. EnerpGauge® / USRFZB x2.8 Page 1 Type' Overhang Window Area(sgft) HTM. Ldad Window Panes SHGC U InSh IS Omt Len HM Gross Shaded Unshaded Shaded Unshaded 1 1 Tint 0.52, 1.13 No F W 0.5ft 5.7ft 25.7 0.0 25.7 23 54 1391 Stuh 2 1 Tint 0.52,1.13 No F W 0.5ft 18.2f 25.7 0.0 25.7 23 54 1391 Stuh 3 1 Tint 0.52,1.13 No F W 0.5ft 18.2f 17.4 0.0 17A 23 54 940 Btuh. 4 1 Tint 0.52,1.13 No F W 0.511 8.2R 13.4 0.0 13A 23 54 723 Btuh 5 1 Tint 0.52,1.13 No F W 0.5ft 4.3ft 13.2 0.0 13.2 23 54 714 Stuh 6 1 Tint 0.52,1.13 No F W 0.6ft 6.2ft 16.6 0.0 16.6 23 54 900 Btuh 7 1 Tint 0.52,1.13 No F N 0.5ft 9.2ft 13.2 0.0 13.2 23 23 298 Btuh 8 1 Tint 0.52,1.13 No F N 0.5ft 4.01t 13.4 0.0 13A 23 23 302 Stuh 9 1 Tint 0.52,1.13 No F N 0.5ft 4.3ft 13.4 0.0 13A 23 23 302 Stuh 10 1 Tort 0.52,1.13 No F N 0.5ft 8.7ft 40.0 0.0 40.0 23 23 903 Btuh 11 1 Tint 0.52,1.13 No F N 0.5ft 83ft 14.0 0.0 14.0 23 23 316 Btuh 12 1 Tint 0.52,1.13 No F N 0.5ft 4.3ft 13.4 0.0 13A 23 23 302 Btuh 13 1 Tint 0.52,1.13 No F E 0.5ft 3.7ft 9.0 0.0 9.0 23 54 489 Btuh 14 1 Tint 0.52,1.13 No F E 0.5ft 20.8f 40.0 0.0 40.0 23 54 2165 Btuh 15 1 Tint 0.52,1.13 No F E 0.5ft 16.2f 13.4 0.0 • 13.4 23 54 723 Btuh 16 1 Tint 0.52,1.13 No F E 0.5ft 7.3ft 13.4 0.0 13.4 23 54 723 Btuh 17 1 Tint 0.52,1.13 No F E 0.5ft 7.3ft 13.4 0.0 13A 23 54 723 Btuh 18 1 Tint 0.52,1.13 No F E 0.5ft 52ft 7.0 0.0 7.0 23 54 379 Btuh 19 1 Tint 0.52,1.13 No F E 0.5ft 4.3ft 13.4 0.0 13.4,, 23 54 723 Stuh 20 1 Tint 0.52,1.13 No F E 0.5ft 82ft 13.4 0.0 13A 23 54 723 Btuh 21 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 40r0 23 24 955 Btuh 22 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 Btuh 23 1 Thrt 0.52,1.13 No F S 0.5ft 8.71t 53.3 0.0 53.3 23 24 1273 Btuh 24 1 Tint 0.52,1.13 No F S 0.51t 8.7ft 40.0 0.0 40.0 23 24 955 Stuh 25 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1 Z .Btuh 28 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 40.0 23 24 955 Stuh 27 1 Tint 0.52,1.13 No F E 0.5ft 82ft 13.4 0.0 13A 23 54 723 Stuh 28 1 Tint 0.52,1.13 No F N 0.5ft 4.2ft 13.2 0.0- 13.2 23 23 298 Btuh Window Total 649 ) 22833 Btuh Walls Type U Value R Value Area(sgft) HTM Load Cov/Shwb 1 Concrete BIKHollow - Ext 0.18 3.00.0 381.3 2.7 1021 Btuh 2 Concrete BIk,Holor - Ext 0.18 3.0/0.0 341.9 2.7 916 Btuh 3 Concrete BIKHollow - Ext 0.18 3.010.0 516.7 2.7 1384 Btuh 4 Concrete BIKHogow - E)d 0.18 3.010.0 385.8 2.7 1033 Btuh 5 Concrete Bfk,Holov - Ext 0.18 300.0 405.3 2.7 1088 Btuh 6 Concrete BkHolbw - Ext 0.18 3.010.0 392.5 2.7 1051 Btuh 7 Concrete BIk,Hoflow - Ext 0.18 3.0/0.0 408.9 2.7 1095 Btuh 8 Concrete BIKHogow - Ext 0.18 3.010.0 345.9 2.7 926 Btuh 9 Concrete BIKHoHow - Adj 0.18 3.0/0.0 120.6 2.7 323 Btuh 10 Concrete BIk,HoHow - Adj 0.18 3.0/0.0 150.0 2.7 402 Btuh Wall Total 3449 9237 Btuh Doors Type Area (sgft) HTM. Load 1 Wood - Exterior 20.0 9.9 198 Btuh 2 Insulated - Exterior 6.0 9.9 59 Btuh 3 Insulated - Garage 17.8 9.9 176 Btuh Door Total 44 433 Btuh EnerpGauge® / USRFZB x2.8 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) - MS. VERONIQUE LESTRADE Project Title: Climate:FL_MIAMI_INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 A "Callings Type/Color /Surface U Value R Value Area(sgft) HTM Load 1 Vented ARidUgh"le 0.032 30.0/0.0 1983.3 0.92 1832 Btuh 2 Vented AttidUghtlTite 0.032 30.00.0 457.0 0.92 422 Btuh Coiling Total 2440 2254 Btuh Floors Type R Value Size HTM Load 1 Slab On Grade 0.0 2440 (tt- Wneter) 0.0 0 Btuh Floor Total 2440.0 0 Btuh Envelope Subtotal: 34757 Stuh Inflkmtion Type ACH Volume(c uft) Wall Ratio CFM= Load SensibleNatural 0.40 42028 3449 350.2 4622 Btuh Internal Occupants Btuh/occupant Appliance Load gain 6 X 230 + 15000 16380 Btuh Sensible Envelope Load: 55759 Btuh Duet load Average sealed, supply(Rt3 mttic), Retum(R6.m tic) (DGM of 0.003) 146 Btuh Sensible Load All Zones 55905 Btuh r i EmgyGauge® / USRFZB v2.8 Page 2 Manual J Summer Calculations .a _ Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate:FL MIAMI INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- . 10/15/2011 i 1. Central Unit # 60000 Btuh 2. Central Unit # 60000 Btuh 'Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading 000Mder t of glass as SHGC numerical value) (U - Window U- Factor) (InSh - Interior shading device: nons(No), BlInds(B), Draperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half dosed For Draperies: Assume medium weave, half closed For Roper shades: Assume translucent, half dosed (IS - Insect screen: none(N), Fup(F) or HOCA)) (Omt - compass orientation) EneWGauge® / USRFZB v2.8 Page 3 Sensible Envelope Load All Zones 56679 Btuh Sensible Duct Load 146 Btuh Total Sensible Zone Loads 56825 Btuh Sensible ventilation 0 Btuh Blower 20000 Btuh Whole House Total sensible gain 76825 Btuh Totals for Cooling Latent infiltration gain (for 58 gr. humidity difference) 11048 Btuh Latent ventilation gain 0 Btuh Latent duct gain 260 Btuh Latent occupant gain (10 people @ 200 Btuh per person) 2000 Btuh Latent other gain 9000 Btuh Latent total gain 22308 Btuh TOTAL GAIN 99133 Btuh 1. Central Unit # 60000 Btuh 2. Central Unit # 60000 Btuh 'Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading 000Mder t of glass as SHGC numerical value) (U - Window U- Factor) (InSh - Interior shading device: nons(No), BlInds(B), Draperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half dosed For Draperies: Assume medium weave, half closed For Roper shades: Assume translucent, half dosed (IS - Insect screen: none(N), Fup(F) or HOCA)) (Omt - compass orientation) EneWGauge® / USRFZB v2.8 Page 3 System Sizing Calculations - Winter .a _ Residential Load - Room by Room Component Details MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 Reference City: Miami, FL (Defaults) Winter #emperature Difference: 20.0 F (MJ8 99 %) Window Panes/Type Frame U Orientation Area X HTM= Load 1 1, Tint Metal 1.13 W 25.7 22.6 581 Btuh 2 1, Tint Metal 1.13 W 25.7 22.6 581 Btuh 3 1, Tint Metal 1.13 W 17.4 22.6 392 Btuh 7 1, Tint Metal 1.13 N 13.2 22.6 298 Btuh 8 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 13 1, Tint Metal 1.13 E 9.0 22.6 204 Btuh 14 1, Tint Metal 1.13 E 40.0 22.6 904 Btuh 15 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 16 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 17 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 21 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 22 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 23 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 28 1, Tint Metal 1.13 N 13.2 22.6 298 Btuh Window Total 344.3 7780 Btuh Walls Type Omt Ueff. R -Value Area X HTM= Load (Cav /Sh) 1 Conc Bik,Hollow - Ext (0.179) 3.010.0 381 3.57 1361 Btuh 2 Conc Blk,Hollow - Ext (0.179) 3.0/0.0 �` 342 3.57 1221 Btuh 3 Conc Blk,Hollow - Ext (0.179) 3.0/0.0 517 3.57 1845 Btuh 4 Conc Blk,Hollow - Ext (0.179) 3.0/0.0 386 3.57 1378 Btuh 9 Conc BIKHollow - Adj (0.179) 3.0/0.0 121 3.57 430 Btuh 10 Cons Blk,Hollow - Adj (0.179) 3.0/0.0 150 3.57 536 Btuh Wall Total 18 6771 Btuh Doors Type Storm Ueff. Area X HTM= Load 1 Wood - Exterior, m (0.460) 20 9.2 184 Btuh 3 Insulated - Garage, m (0.460) 18 9.2 164 Btuh Door Total 38 34813tuh Collings Type/Color/SurFace Ueff. R Valub -Area X HTM= Load 2 Vented Attic(I. ile (0.032) 30.0/0.0 457 0.6 291 Btuh. Cellina Total 457 291 Btuh Floors Type Ueff. R Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 199.0 ft(perim.) 23.6 4696 Btuh Floor Total 2440 sqft 4696 Btuh Zone Envelope Subtotal: 19887 Btuh Inflll radon Type ACH Zone Volume Wall Ratio CFM= Natural 0.50 24403 0.55 192.6 4235 Btuh Duct load average sealed, SuppW%.0A tic), fttuM R8.0,Aft) (DLM of 0.004) 107 Btuh EnaMOSuge® / t1SWM v28 Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 i Zone 0 Sensible Zone Subtotal 24229 Btuh IlVindow Panes/T Frame U Orientation Area X HTM= Load 4 1, Tint Metal 1.13 W 13.4 .22.6 302 Btuh 5 1, Tint Metal 1.13 W 13.2 22.6 298 Btuh 6 1, Tint Metal 1.13 W 16.6 22.6 376 Btuh 9 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 10 1, Tint Metal 1.13 N 40.0 22.6 904 Btuh 11 1, Tint Metal 1.13 N 14.0 22.6 316 Btuh 12 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 18 1, Tint Metal 1.13 E 7.0 22.6 158 Btuh 19 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 20 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 24 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 25 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 26 1, Tint Metal 1.13 S 40.0 r 22.6 904 Btuh 27 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh Window Total - 304.3 6878 Btuh Walls Type Omt Ueff. R -Value Area X HTM= Load (Cav /Sh) 5 Conc BIKHollow - Ext (0.179) 3.0/0.0 405 3.57 1447,Bblh 6 Conc Blk,Hollow - Ext (0.179) 3.010.0 393 3.57 1402 Btuh 7 Conc Blk,Hollow - Ext (0.179) 3.0/0.0 -409 3.57 1460 Btuh 8 Conc BIk,Hollow - Ext (0.179) 3.010.0 346 3.57 1235 Btuh Wall Total 15 5544 Btuh Doors Type Storm Ueff. Area X HTM= Load 2 InsukW - Exterior, m (0.460) 6 9.2 55 Btuh Door Total 6 5513tuh CelBngs Type/Color /Surface Ueff. R Value Area X HTM= Load 1 Vented Attldl-rrile (0.032) 30.010.0 1983 0.6 1263 Bblh Cellina Total 1983 126313tuh Zone Envelope Subtotal: 13740 Btuh Infiltration Type ACH Zone Volume Wall Ratio CFM= Natural 0.50 17850 0.45 157.7 , 3468 Btuh Duct load Average sealed. SuppMM.O,A ft), ReWm(RB.MM) (DLM of 0.005) 80 Btuh ErwMyGauge® / USRFZB x2.8 Page 2 r Manual J Winter Calculations Residential Load - Component Details (continued) a MS. VERONIQUE LESTRADE Project Tide: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 i Zone 02 Sensible Zone Subtotal 17289 Btuh Heating Loads For System(s):1 Block load 24229 Btuh Serving Zones: 1 Heating Loads For System(s):2 Block load 17289 Btuh Serving Zones: 2 Subtotal Sensible Heat Loss 41518 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 41518 Btuh 1. Electric Strip Heat 60000 Btuh 2. Electric Strip Heat 60000 Btuh EneWGauge® / USRFZB v2.8 Page 3 Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Tide: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 A Key: Window types - NFRC (Requires U -Factor and Shading coetficlent(SHGC) of glass as numerical values) or - Glass as 'Clear or'Tinr (Uses U -Factor and SHGC defaults) U - (Window U- Factor) HTM - (Manual) Heat Transfer Multiplier) I I* Version 8 J EnergyGauge® / USRFZB V2.8 Page 4 System Sizing Calculations - Summer Residential Load - Room by Room Component Details MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- . 10/15/2011 .a Reference City: Miami, FL TerAperature Difference: 15.OF(MJ8 99 %) Humidity difference: 58gr. EnerWyGauge®/ USRFZB v2.8 Page 1 Tye* Overhang Window Area(sgft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 1 1 Tint 0.52,1.13 No F W 0.5ft 5.7ft 25.7 0.0 25.7 23 54 1391 Btuh 2 1 Tint 0.52,1.13 No F W 0.5ft 18.2f 25.7 0.0 25.7 23 54 1391 Btuh 3 1 Tint 0.52,1.13 No F W 0.5ft 18.2f 17A 0.0 17A 23 54 940 Btuh 7 1 Tint 0.52,1.13 No F N 0.5ft 9.2ft 13.2 0.0 13.2 23 23 298 Btuh 8 1 Tint 0.52, 1.13 No F N 0.5ft 4.Oft 13.4 0.0 13A 23 23 302 Btuh 13 1 Tint 0.52,1.13 No F E 0.5ft 3.7ft 9.0 0.0 9.0 23 54 489 Stuh 14 1 Tint 0.52,1.13 No F E 0.5ft 20.8f 40.0 0.0 40.0 23 54 2165 Btuh 15 1 Tint 0.52,1.13 No F E 0.5ft 16.2f 13A 0.0 13A 23 54 723 Btuh 16 1 Tint 0.52,1.13 No F E 0.5ft 7.3ft 13.4 0.0 13A 23 54 723 Btuh 17 1 Tint 0.52, 1.13 No F E 0.5ft 7.3ft 13.4 0.0 13A 23 54 723 Btuh 21 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 40.0 23 24 955 Btuh 22 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 Btuh 23 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 . Btuh 28 1 Tint 0.52,1.13 No F N 0.5ft 4.2ft 13.2 0.0 13.2 23 23 298 Btuh Window Total 344 (sgft) 12942 Btuh Walls Type U Value R -Value Area(sgft) HTM Load CaWSheath 1 Concrete BIk,Hollow - FA 0.18 3.010.0 381.3 2.7 1021 Btuh 2 Connote ffir Holknw - Ext 0.18 3.0/0.0 341.9 2.7 916 Btuh 3 Concrete BIk,Holkar - Ext 0.18 3.0/0.0 516.7 2.7 1384 Btuh 4 Connote BIk,Hotlow - Ext 0.18 3.0/0.0 385.8 ' 2.7 1033 Btuh 9 Concrete BIk,Hollow - Adj 0.18 3.010.0 120.6 2.7 323 Btuh 10 ConcreteBDc,Holbw -Adj 0.18 3.010.0 150.0 2.7 402 Btuh Wall Total 1896 s ft 5079 Btuh Doors Type Area (sqft) HTM Load 1 Wood - EAerlor 20.0 9.9 198 Btuh 3 Insulated - Garage 17.8 9.9 176 Btuh Door Total 38 sgft 374 Btuh Collings Type/Color /Surface U -Value R -Value Area(sqft) HTM Load 2 vented At dUghtmb 0.032 30.010.0 457.0 0.92 422 Btuh Ceiling Total 457 422 Btuh Floors Type R Value Size HTM Load 1 Slab On Grade 0.0 2440 (ft- perimeter) 0.0 0 Btuh Floor Total 2440.0 (sgft ) 0 Btuh Zone Envelope Subtotal: 18817 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 24403 '0.55 154.1 2541 Btuh Internal Occupants Btuh/occupant Appliance Load gain 4 X 230 + 7500- 8420 Btuh Sensible Envelope Load: 29778 Btuh EnerWyGauge®/ USRFZB v2.8 Page 1 Manual J summer Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate: FL MIAMI_INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- _ 10/15/2011 EnerpGauge® / USRFZB v2.8 Page 2 Type* Duct load Average sealed, Supply(R6.0- Attic), Retum(R6.0 -MC) (DGM of 0.003) 81 Btuh Sensible Zone Load 29859 Btuh EnerpGauge® / USRFZB v2.8 Page 2 Type* Overhang Window Area(sgft) HTM Load Window Panes SHGC U InSh IS Ornt Len Hgt Gross Shaded Unshaded Shaded Unshaded 4 1 Tort 0.52,1.13 No F W 0.5ft 8.2ft 13.4 0.0 13.4 : 54 723 Btuh 5 1 Tint 0.52,1.13 No F W 0.5ft 4.3ft 13.2 0.0 13.2 23 54 714 Btuh 6 1 Tint 0.52,1.13 No F W 0.5ft 6.2ft 16.6 0.0 16.6 23 54 900 Stuh 9 1 Tint 0.52,1.13 No F N 0.5ft 4.3ft 13.4 0.0 13.4 23 23 302 Btuh 10 1 Tint 0.52, 1.13 No F N 0.5ft 8.7ft 40.0 0.0 40.0 23 23 903 Btuh 11 1 Tint 0.52,1.13 No F N 0.5ft 8.7ft 14.0 0.0 14.0 23 23 316 Btuh. 12 1 Tint 0.52,1.13 No F N 0.5ft 4.3ft 13.4 0.0 13.4 23 23 302 Btuh 18 1 Tint 0.52,1.13 No F E 0.5ft 5.2ft 7.0 0.0 7.0 23 54 379 Btuh 19 1 Tint 0.52,1.13 No F E 0.5ft 4.3ft 13.4 0.0 13.4 23 54 723 Btuh 20 1 Tint 0.52, 1.13 No F E 0.5ft 8.2ft 13.4 0.0 13.4 23 54 723 Btuh 24 1 Tint 0.52, 1.13 No F S 0.5ft 8.7ft 40.0 0.0 40.0 23 24 955 Btuh 25 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 Btuh 26 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 4o.6* 23 24 955 Btuh 27 1 Tint 0.52,1.13 No F E 0.5ft 8.2ft 13.4 0.0 13.4 23 54 723 Stuh Window Total 304 (sgft ) ' 9891 Btuh Walls Type U Value R -Value Area(sgft) HTM Load Cav/Sheath 5 Concrete BkHollow - Ext 0.18 3.010.0 405.3 2.7 1A86 Btuh 6 Concrete BkHollow - Ext 0.18 3.010.0 392.5 2.7 1051 Stuh 7 Concrete BkHollow - Ext 0.18 3.010.0 408.9 2.7 1095 Btuh 8 Concrete BkHollow - Ext 0.18 3.0/0.0 345.9 2.7 926 Btuh Wall Total 1553 ( ) 4158 Btuh Doom Type Area (sgft) HTM Load 2 Insulated - Exterior 6.0 9.9 59 Btuh Door Total 6 ( 59 Btuh Ceilings TypelColor /Surface U Value R -Value Area(sgft) HTM Load 1 Vented Attk4htMIs 0.032 30.010.0 1983.3 0.92 1832 Btuh Ceiling Total 1983 ( ) 1832 Stuh Zone Envelope Subtotal: 15940 Btuh Inliiltratlon Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 17850 1 0.45 126.1 2081 Btuh Internal Occupants Btuh/occupant Appliance Load pin 6 X 230 + 7500 8880 Btuh Sensible Envelope Load: 26901 Btuh EnerpGauge® / USRFZB v2.8 Page 2 • Manual J Summer Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate:FL MIAMI_INTL_AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 Duct load Average sealed, Supply(R6.0- Attic), ReWm(R6.o -Attic) (DGM of 0.002) 65 Btuh Sensible Zone Load 26966 Btuh EnergyGaugsV / USRFZB v2.8 Page 3 Manual J Summer Calculations _ Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate: FL MIAMI_INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 EnergyGauge® / USRFZB v2.8 Page 4 Sensible Envelope Load 29778 Btuh Window Excursion 0 Btuh Cooling Loads Sensible Duct Load (duct gain multiplier of 0.003) 81 Btuh Sensible ventilation 0 Btuh For System(s): Zone Sensible gain 29859 Btuh 1 Latent infiltrabontventilation gain 6074 Btuh Serving Zones: Latent duct gain 151 Btuh 1 Latent occupant gain 800 Btuh Latent other gain 4500 Btuh Total block load 41384 Btuh EnergyGauge® / USRFZB v2.8 Page 4 Sensible Envelope Load 26901 Btuh Window Excursion 0 Btuh Cooling Loads Sensible Duct Load (duct gain multiplier of 0.002) 65 Btuh Sensible. ventilation 0 Btuh For System(s): Zone Sensible gain 26966 Stuh 2 Latent infiltrationtventilation gain 4974 Btuh Serving Zones: Latent duct gain 109 Btuh 2 Latent occupant gain 1200 Btuh Latent other gain 4500 Btuh Total block load 37749 Btuh EnergyGauge® / USRFZB v2.8 Page 4 -1 „ r Manual J Summer Calculations .a Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Titre: Climate:FL MIAMI_INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- _ 10/1512011 A t! i ,,Y!! 1 'Y a' b T"Nt Y�,is T' If- �"' y,�W.1 �t wo .t - �_�. 'i. h�} ,. F f ?5y '^�',µ �,n��i�^Ga -wg 1 lK'tfi i x''� '� F +E ' }� Ti , `b: "� Sensible Envelope Load All Zones 56679 Btuh Sensible Duct Load 146 Btuh Total Sensible Zone Loads 56825 Btuh Sensible ventilation 0 Btuh Blower 20000 Btuh Whole House Total sensible gain 76825 Btuh Totals for Cooling Latent infiltration gain (for 58 gr. humidity difference) - 11048 Btuh Latent ventilation gain 0 Btuh Latent duct gain 260 Btuh Latent occupant gain (10 people a@ 200 Btuh per person) 2000 Btuh Latent other gain 9000 Btuh Latent total gain 22308 Btuh TOTAL GAIN 99133 Stuh 1. Central Unit # 60060 Btuh 2. Central Unit # 60000 Btuh *Key. Window types (Panes - Number and type of panes of glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U- Factor) (InSh - Interior shading device: none(No), BUnds(B), grsperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half closed For Draperies: Assume medium weave, half closed For Roller shades: Assurne translucent, half dosed (IS - Insect screen: none(N), Full(F) or Half('A)) (Omt - compass orientation) 40 Version 8 EnergyGauge® / USRFZB v2.8 Page 5 FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: LESTRADE RESIDENCE Builder Name: MS. VERONIQUE LETRADE S Street 1060 N.E 105tis STREET Permit Office: MIAMI SHORES MAC ; t City, State, Zip: ... MIAMI SHORES, FL, 33138- Permit Number: . Owner. MS. VERONIQUE LESTRADE Jurisdiction: 232600 Design Location: FL, Miami 1. New cotton or existing New (From Plans) 9. IWa9 Types (4141.3 sglt) Iautstion Ares 2. Single ft* or fn* sue► a Concrete stock - Ia Insul, Exterior R= 5.0 3853.00 >t= b. C trKxete Block - Ira If" Adjaoera R =5.0 288.33 IF 3. Number of units, t eptW* 1 a WA Ra IF 4. Number of Bedrooms 5 d. WA R- IF S. Is tds a worst case? No 10. CeBMg Types (2440.3 sgIL) Insulation Area 6. Condittonea ftoor area (fs) 4424 a. under Attic (Vented) R=30.0 2440.30 ft' b. WA R= tr= 7. WI ndows(648.6 sgiL) Description Ana a WA Ro fe a. U•Factor: Sgt. defau3 646.57 fe SHGC. ddM 11. Ducts (combined) Tttifed, s. Sup: Attic Rot Attic AH: Garage Pup. R= 6, 4.5 IF b. 1.1-Factor WA fin SHGC: ft 12. CAoft system (combined) • . c. 1.1-Factor WA" IF a. Central th* Cap. 120.0 kBbAr SHGC: SEER 18 d. 1.1-Factor WA R' 13. Hewn systems (combined) SHGC: a. Electric Strip Heat Cap: 120.0 kBbAv e. 1.1-Factor WA IF COP:1 SHGC: 14. Hot water system 8. FI=Types (2440.0 9q8.) Insulation Area a. Electric Cap: 80gaiions a. Slab0n -0nade Edge Insulation R=0.0 2440.00 W EP 0.92 b. WA R= b. Conservation features a WA R= R' None 15. Ctediis ,.' CF, WHF, Point Total As -Built Modified Loads: 94.63 Gkms/FI= Area: PASS 0.147 Total Baseline Loads. 117.90 I Frey cer ft that the plans and specification covered by Review of the plans and Oft caMulaton are In compliance with the Florida Energy specif etions cxh wW by this Qs Code. calculatim hl tdn cornpilaim with the Florida Energy Code. PREPARED-ME.- lr. q_ ttM MOeMBA Bgfore cortstructiorh Is completed DATE: a 1 t this WAdIng will be inspected for compliance with Sectors 553.908 * ¢ I hereby ceWtfy , as designed, Is In �' with the Florida OWNEWAGENT. BUILDING OFFICIAL: DATE: . %'L , I-#.,. DATE: Inaann+11 1 cu FtinnASu,w tICA - VIOD&OW" De„s 4 riot PROJECT Tft LESTRADE RESIDENCE Bedrooms: 5 Actress Type: Street Address BWMft Type: FLASSA Cad Area: 4424 Lat A 0 Owner: MS. VERONIQUE LESTRAD Tatal Stories. 2 FMn ft Frac Tiuss Type 8 of Lh ts: 1 Word Case: No 131818001c 0.11 Bum Name: MS. VEFWMQUE LE7RADE Rob ft Angle: 0 Street 1080 N.E 1051h STREE AMoWwao 30 Pem O MIAMI SHORES Cross Venfiar: No MfAMf -DADE Jul 23 10 Whole Harass Fan: Yes CBy. Slats 27V., MUbMI SHORES . Fm*Type: VnPA/�/��b� FL, 33138 - NmdBbft Mw (Fmm Pb 1�D) �yy RR . comm t 0 on To VYaB, REM Area CLIMATE 1 tIY . Dealp Temp m Deslgn Term Haatbg Demon:: Deily Tom" ' 0 L0 1MX b'0e Zwe 97.896 2596 Winter Srarurror Degree Days Moftwe = fi W N .. 1 51 90 75 70 149.5` ., 88 0 0.75 FLOORS 3 E #SSdedor" .ftdc- tntlnmd # Row pa*n tm R -Vakia Area Tin Wood Cmpdt 1 Slab* � Edge Mmddb loot 0 2440 W 0 0 1 3� � � ROOF Roof Gable Roof Soler Dads V 0 Type 11111deffels Area Ara C01m Absor. Teded had FOch 1 Hip Baw tale 2515 W 0 A' Medium 0.98 No 0 14 deg ATTIC 0 Type Ventiletion Vwd Rallo (1 In) Aar RBS IRCC 1 Full alto Vented 300 244&3 R N N. CER MO 0 Type R-V" Area FMn ft Frac Tiuss Type 1 UndreAtlic (Verged) 30 .IN&3 r 0.11 Wood 2 M dw AMoWwao 30 45728 0.11 -Wood WALLS y �yy RR . 0 on To VYaB, REM Area Fr 1 tIY . ` `' tftdc -lyd IneW 3 4506' . 0 0:75 2 N EdiMw. ` Codotete 016* • 1st IMW 3 OB88 0 0.75 3 E #SSdedor" .ftdc- tntlnmd 3 0. 0.78 4 g Erderior r e 0"— int LAW 3 3� � � 0 0.75 . 5 W -lbw 3 ' 448.50' 8 N Co e1 Oric,;ItO tr J1 3 4y9.a A' 075 ., 8 8 Er�ior 00haftMA , ltd had 3 4" ft' V- 0.75 5yd is {i 18M501111.32 PM EnwgyGaup9 USA - FMd9eBM. POP2 Of a' WALLS 0 0mt Aocer�t To Wd Type R Area R V F = Absor. 9 N GwW Concrete Block - Int Insul 3 138.3333 0 `' 0.01 10 w Oerep Concrete Block - int Instil 3 150 ft' 0 0.01 Nl:M DOORS S M Storms / Ong DoorType Stomre UAMm Area 1 N Wood t Mete) 0.480000 20 fF 2 N Irk Metal 0.480000 6 ft= 3 N Irrsula0ld Metal 0.460000 17.77777 Nl:M U S M Storms Area Depth Simon s Ond Frans PWM 1 w Meml 81111110 mmm 2 w Udel''' SM& 3 w Metal Shrgb (rhw 4 W mm Shpb (Thded) 5 W Metal Shigb (Thded) 6 w Metal Shpb (Tirded) 7 N Mdtai Shrgb (1lnted) 8 N mow Shgb 9 N Metal Shgb (IUted) 10 N Metal "19 (Nth 11 N Metal Singb (Rated) 12 N L"m Shigb (tires 13 E Meter ShrBb.(Thded) 14 E Mstal 8110~ 15 E Mewl $figle Crkdom 16 E Me1a1 wrro 17 E K" &Vb {Tinted) 18 E Metal Staple M t m 19 E !{l8ttl i'Si1rlTin[SdI �..� -'20 E 9 ft 2 b HERS 2006 None NO 1.3 0.84 N 13.36111 0 ft 8 b 4 ft 0 in HERS 2006 Nora AS 1.3 y N 13.36111 Oft 6 in 4 ft 4 in HERS 2005 E -; No 1.3 0.64 N 40 ft' Oft 6 in 8 ft 9 hr Nl:M U S M Storms Area Depth Simon hd Shade ftmft . . No 1.3 0.84 N 25.219444 0 It 6 In 5 ft 8 In HERS 2006 None ' No 1.3 04 N 25.89444 0 ft 8 in 18'11: 2 In HERS 2006 NOW NO 1.3 0.64 N 17.36111 0 ft 61n MUM HERS 2006 Nome ' No 1.3 p4 N 13.36111 0 ft 6 M 8 ft 2 l n HERS 2006 None NO 1.3 0.64 N 13.19444 O It 6 In 4 ft 4 hr HERS 2006 Nate NO 1.3 0.64 N 18.625 ft' 0 ft 6 In 6 ft 2 U HERS 2006 Nome No 1.3 0.64 N 13.18055 0261n 9 ft 2 b HERS 2006 None NO 1.3 0.84 N 13.36111 0 ft 8 b 4 ft 0 in HERS 2006 Nora NO 1.3 0.84 N 13.36111 Oft 6 in 4 ft 4 in HERS 2005 None No 1.3 0.64 N 40 ft' Oft 6 in 8 ft 9 hr HERS 2006 None ' No 1.3 0.64 N 14 ft' 0 ft 6 b 8 ft 8 in HERS 2006 None No 1.3 0.84 N 13.x:8111 0 ft 6 in 4 ft 4 b HERS 2006 None No 1.3 0.84 N 9;0777 27 0 ft 6 In 3 ft 8 in HERS 2006 Nara No 1.3 0.64 N 140 ft' 0 ft 8 in MOM -HERS 2000 Now No 1.3 0.84 N 13.38111 Oft 8 in 18 ft 2 In HERS 2006 Now NO 1.3 0.84 N 13.38111 Min 8 in 71141n HEMS 2006 NOW NO 1.3 0.64 N 13.36111 0ft8 b 7241n HERS 2006 None No 1.3 0.64 A 7 fts 0 ft 6 hr 5 ft 21h HERS 2006 Nara NO 1.3 0.84 N 13.38111 OftSIn 41t41n MM20M NOne'`' Nb 13 0.64 N 13,38111 a#$ b 8 ft 2 In HERS 2008 Nbrrl No 1.3 0.64 N 4O r Olds to 8 R 8ln HER82006 i6a No 1.3 0.64 _ N 53.33333 0It6In 8 ft .8 In HERS 2006 ° Nome No 1.3 084 N 53.33333 Oft 6 3r 81t81n . HERS 2006 Nara , Nb 1.3 0.84 N 4040, 0118110 8118 fri HER$ 2006 _Mode " NO 13 ' OA4 N 53.333:19 4ft8,In 8ft8U Mmsgm NOnb No 1.8 0.84 N 402P .° 08610 8281n HERS 2006. , - Hm >' No 1.3 084 N , 13.38111 0 ft 6 by '8 ft 2 In HERS 2006 Nara. _ NO 1.3 0.64 N .13.18 O ft23 in Oft 2 In HM 20011, f v INFILTRATION & VENTING — Fomd Vwda*m — Pdm Thee Fan Method SLA CFM 50 ACH 50 ELA EgLA Supply CFM Exhaust CFM Fnrcdon Watts to Default 0.00036 4178 5.96 729.3 431.3 0 dm 0 dm 0 0 GARAGE # F Area Wag Pgrimeter Avg. Wall Helgtd Exposed Well bawladon 288.2IF 70.38 108 1 COOLING SYSTEM MMM Cspely _ Air Flow SHR Ducats' . p . kobuflu' JOW ,cft 025 sys#t S 18 80 MM 1800 dFn" 0.76 ` sya52 2 Cttttrt8st -.,; . oucis 1 . 'tft t None COP:1 80icBttMrc sya/1 2 Ela" Strip Fleet None . COP:1 60 Waft syaf2 _ HOT WATER SYSTEM 0 Type EF Cap tms SetPcd 092 so gal mom 120 deg None 1 Etectrio SOLAR HOT WATER SYSTEM FSEC Ntsm system Mom # cdkc or Mode! # Collector Ana Vohene FEF Cent 0 8= Netae Nona DUC1"S Air Penae� 1t # ;Ra .. tred'1'yPe Htr> CFM RAF 1 Iftiia 2. t�* 2M r De�ac Leeba0s t . {oeNsdp 9i t r 3 I a z �yxi�r�ln i el1d 'y TY t .,� 3 F;W 1 1-11 3.,t1A S •" : V{ _3 i i"itG .Lt 5� ��{L 7�s,t '1n,1 3J � �4r i rby'� a ii e1 xyas .�sr r ti iwtt rtp. v Aj � f 05,iisz 10M8J201111:32 PM >F '"+�+ i�"`�� it ,.r,d.i, �.wa' '1'9'ypa,gr�`g � �t`I y -: k� jJar a 1• � �'��- �,,. r �, .��,+d t Pt tE".iG?� 1 -P T -t'' MEN, `r% 1s't t c y k' ro 4 1 d r tt e r X'1411" � - S t, 1 t � S ym� i N ¢?�j;�a' s'� at i Y ' 7Xr•'�"• SM ��3 ., 't �>h� !� �,� "r ' ` fv 'w k s 4 �..7 "a ��,7-7 x�� '� "��< � F5 Y i <� t �3 t L'nrV ��i':n ip�_{ -T k�f x✓ 'i'C.a�`N{ y�F t 7 TEMPERATURES P Th meat Y COM Fbm N V �Judl � � Doc Rl� P9 W [xl� W aler t Sdodft HERS 2006 Rye Hans ' 1; 2 8 a 5 8 7 8 9 10 11 12.' - AMA 7g 78 �g 78 ��gg ��gg 76 ��gg 78 �p 78 �p T8 � p ?c+ ¢ ��.. 76 }M. ffiµkvX"j`^�y'r'`^i`11 'i.• {14 �. yd E - •YlY �w 4- >F '"+�+ i�"`�� it ,.r,d.i, �.wa' '1'9'ypa,gr�`g � �t`I y -: k� jJar a 1• � �'��- �,,. r �, .��,+d t Pt tE".iG?� 1 -P T -t'' MEN, `r% 1s't t c y k' ro 4 1 d r tt e r X'1411" � - S t, 1 t � S ym� i N ¢?�j;�a' s'� at i Y ' 7Xr•'�"• SM ��3 ., 't �>h� !� �,� "r ' ` fv 'w k s 4 �..7 "a ��,7-7 x�� '� "��< � F5 Y i <� t �3 t L'nrV ��i':n ip�_{ -T k�f x✓ 'i'C.a�`N{ y�F t 7 FORM 1100A -08 Code Compliance Checklist Residential Whole Building Performance Method A - Details d ADDRESS: 1080 N.E 105th STREET PERMIT#: MIAMI SHORES. FL. 33138- COMPUANCE C(PRIPONENTS SECTION REQUIR®AENTB FOR EACH PRACTICE CHECK iV 8ftft Whrdows & Doors N1106AB.1.1 Ma* mm:.3 dWmt window afew .6 cfivvsq.fL door area. ExhWw & A Wags N1108AB.1 Z Cauk gwket, whip or; seal betwoeh: t sldoors & between wft In wall pawl et trorraera; a ft orrs; �� .:. a� beMtr�r wail .�i�tplra far,(t►'�sOs arrd fkxu '. _ .. EXCEhTION:..i�!�e }w! R�IWQSi n barrier Is .. M �kwhod M d Mends.6orn, acrd Is sealed1o, the t m Mon to the .. F*n N1108AB.12 powbowmAgmsaw > 118' seated unless badod by tnwa or EXCEPTION: From 1oors where a owdirnan Mellon barrier birstalledowlessaledtotopedmeter and seem -, Cdhw N1108AS.12 Between waft 8 odbW pegs of OMM PISM to top fkxu; around shaft mss, soft, drhwmys, cabbuts s+asted to oordirwo rs air barrier; gaps In gyp board & top plats; aft access. . EXCEPTION: Frame carp where a oandruxum hrf bation barrier Is (wed that Is seated at the perbrmter. at penetredws and seams. , Recessed LlIll" Fbdrses I N1108AB.12 aaf3Ae.1.2 IWO N'1105AB.12 Type IC rated vM no penetrallom sued; or Type IC or ron-1C rated, hwialled bade a sealed We vM 1/2' clearance & 76M -I/ ham; or Type IC w1h < 2.0 c 1m from oonditlorred space, tasted. s, aE Mow a �n ,it..��: i�.l�"h�4�'�'"y�'�,,.��eei�tp� rm�+�r,'t, , � ;'w;S•"�.S`l�sl�""'�*�w.'",4k�i r �� vit _" ., fa.�.�-:''t° °,., �"�,vs �'�i JOfftifZ01111'M PM Paps a of 8 frWN ' iV `� d W In 1 r s, aE Mow a �n ,it..��: i�.l�"h�4�'�'"y�'�,,.��eei�tp� rm�+�r,'t, , � ;'w;S•"�.S`l�sl�""'�*�w.'",4k�i r �� vit _" ., fa.�.�-:''t° °,., �"�,vs �'�i JOfftifZ01111'M PM Paps a of 8 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The bmw the ErwMPerftffmnce Irvftx, the more of ck t the home. 1080 N.E 105thVTREET, MIAMI SHORES, FL, 33138- 1. New ooratrcxtion or exising New (From Pkcns) Z Sko ft* or mW& ft* s Y 3. Numbwof Wft #"mob ft* 1 R= fls 4. NundrerolBedrooms 5 10. Ce" Types 5. Is oft a wool ogee? No Ra30.0 2440.30 fP 6. CondNoned floor &w (a9 4424 a WA 7. Windows" Oeptbn 11. Ducts (oonddneo Area a U*b*r SO, default 12. Cooft symsnw (Cwd* M 648.57 ft' SHW. Thded, deftft Cow 120.0 k>Rulhr . b. U- Factor: WA SHfC: 13. HOOM syStenw(oard 104 ft' a U-Facbr. WA SHW. Cap: 120.0 MkWlw R' d. U -Factor WA 14. Hot water systems ft' SHM. e. U*bcfor: WA SHW. Cap: 80 ! ft' 8. Fbor Types hmddbn Ara a grade Edge bwA*n R=0.0 2440.00 fe b. WA R= ft' a WA R= ft' n 9. Well Types Inaulatlon Amm a Concmb Block - bd Irwu1. Exterior - R=3.0. 3853.00 fl' b. Conae4s Bbck - hd hViul, Ad R@3.0 2033 W o. NIA R= fls d. N/A R= ft' 10. Ce" Types hcsulmbn Arm a UnderAftla (Val Ra30.0 2440.30 fP b. NIA fto ft' a WA R= ft' 11. Ducts (oonddneo a Sup: AMC Rot Aft M G ap Sup. R= 6. 4.5 W 12. Cooft symsnw (Cwd* M IL Cenbvj Uri Cow 120.0 k>Rulhr . SEEM 18 13. HOOM syStenw(oard 104 a Ebctrb Strlp Had Cap: 120.0 MkWlw COP. i 14. Hot water systems a Ekmft Cap: 80 ! ER 0.92 b. Cawmvafiac features NOW 15. CH" 1 CF, WHF. Psfat Builder Marie Dift Building Input Summary Report 10/15=11 1122 PM EriorgyGeuge® / USRFZB v2.8 Page 1 Of 6 PROJECT Title: LESTRADE RESIDENCE Bedroarne: 5 Adress Type: Street Address Building Type: User Bathrooms: 0 Lot # Owner. MS. VERONIQUE LESTRAD Conditioned Area: 4424 BkOAub!)MsIon: # of Units: 1 Total Stories: 2 PlatBock Builder Name: MS. VERONKM LETRADE Worst Case: No Street 1080 N.E 105th STREE Permit Otlioe: MIAMI SHORES Rothe Angb: 0 County: MIAMI DADE Jurisdiction: 232800 Cross Ventilation: No City, State, Zip: MIAMI SHORES, Family Type: Sbngle-fW* Whole House Fan: Yes FL , 33138 - Newffix1oft. Comment New (From Plans) CIJ MTE Design Design Temp int Design Temp Heating Design Daily Temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL Miami FL MIAMI WTL AP 51 90 70 75 149.5 58 LOW UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $AUnit ElscIrIly kWh EnergyGeuge Debut 0 0.0825 Natural Gas Therm EnergyGaugs Debut 0 1.72 Fuel Oil Gallon EnergyGauge Default 0 1.1 Propane Gallon EnergyGauge Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Omt Type Height Width Distance Exist Height Width Distance N Norio Oft Oft Oft Oft Oft Oft NE Nora Oft �` Oft 'Oft Oft Oft Oft E Norio Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S Norio Oft Oft Oft Oft OR Oft SW Norio Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft OR NW None Oft Oft Oft Oft Oft Oft FLOORS # Floor Type P ioter R Vakie Area Tile Wood Carpet 1 S Insulation 199 ft 0 2440 ft' 0 0 1 ROOF Roof Gabie Roof Solar Dads # Type Materials Area Area Cow Abow. Tested insul. P9ch 1 Hip Bamel so 2515 ft' 0 fls Medium 0.98 No 0 14 deg ATTIC # Type Venter Vent Ratio (1 in) Area RBS ROC 1 Full attic Vented 300 2440.3 if N N 10/15=11 1122 PM EriorgyGeuge® / USRFZB v2.8 Page 1 Of 6 Building. Input Summary Report 10115MM 111:32 PM EMOGau989 / USRFZB V2.8 Page .2 of 5 CEILING # Ceft Type R -Value Area Framing Fraction Truss Type 1 Under Attic 30 1983.3 ft' 0.11 Wood 2 Under Attic 30 457 ft' 0.11 Wood WALLS orientation below is as entered. Actual orientation le modified rotate le shown M section above. gWall A R "a solar FMoon. # Omt To Wall Type R-Value Ft In Ft In Area V r� 1 W Exterior Concrete Block - Mt Insul 3 45 10 450 ft' 0 0.75 2 N Exterior Concrete Black - Int Insul 3 40 2 10 401.67 ft' 0 0.75 3 E Exterior Concrete Block - Mt Inud 3 60 7 10 605.83 ft' 0 0.75 4 S Exterior Concrete Block - Int Insul 3 53 3 10 532.5 ft' 0 0.75 5 W Exterior Concrete Block - Int Irod 3. 49 10 .9 448.5 fe 0 0.75 8 N Exterior Concrete Block - Int Irml 3 53 3 9 479.25 ft' 0 0.75 7 E Exterior Concrete Block - Int Insul 3 50 8 9 455 W 0 0.75 8 8 Exterior Concrete Bloclk - Int [rod 3 53 3 9 479.251E 0 0.75 9 N Garage Concrete Block - Int Insul 3 13 10 10 0 138.33 ft* 0 0.75 10 W Garage Concrete Block - Int Insul 3 15 0 10 0 150 ft' 0 0.75 DOORS Fftht # Orin Door Type Storrs U -Value Fite In Ft In Area 1 N Wood Metal 0.46 3 0 6 8 2011= 2 N Insulated Metal 0.46 8 9 6 ft' 3 N Insulated Metal 0.46 2 8 6 8 17.78 ft' WINDOWS # Omt Ffarne Panes NFRC U•Factor SHGC Storm Area Overhang Depth Separation IntsrW Shade Screening 1 W Metal Single 0"Inted) No 1.3 0.64 N 25.69 ft' 0 ft 6 In 5 ft 8 M None Exterior 100% 2 W Metal Single Mn" No 1.3 0.84 N 25.89 ft' 0 ft 6 in 18 ft 21n Ntue Exterior 100% 3 W Metal Single Mn" No 1.3 0.64 N ,.17.35 ft' 0 ft 6 In 18 ft 2 M Norm Exterior 100% 4 W Mete) Single (Tlrtted) No 1.3 0.64 N 13.36 ft' 0 ft 6 M 8 ft 2 M None Extern 100% 5 W MOW Shale (Tinted) No 12 0.84 N 13.19 ft' 0 ft 8 M 4 ft 4 M Norte Edorlor 100% 6 W Metal Single (Tinted) No 1.3 0.84 N 16.63 ft' 0 ft 6 M 6 ft 21n None Exterior 100% 7 N Metal Single ( Tinted) No 1.3 0.84 N.- 13.181F 0 ft 6 M 9 ft 2 in None Exterior 100'16 8 N Metal Single (toted) No 1.3 0.64 N 13.36 ft' 0 ft 6 M 4 ft 0 M None Ext rW 100% 9 N Mete) Single (ranted) No 1.3 0.64 N 13.36 ft' 0 ft 6 M 4 ft 4 M None Exterior 100% 10 N Metes Single (Tinted) No 1.3 0.64 N 401P 0 ft 6 M 8 ft 9 M Norte Exterior 100% 11 N Metal Single (TMted) No 1.3 0.84 N 14 ft 0 ft 6 M 8 ft 8 M None Exterior 10096 12 N Metal Single (Tinted) No 1.3 0.64 N 13.36 ft' 0 ft 6 M 4 ft 4 M None EAwW 1W% 13 E Mete) Single (Tinted) No 1.3 0.84 N 9.03 ft' 0 ft 6 M 3 ft 8 M None Exterior 100% 14 E Metal Single (TM" No 1.3 0.64 N 40 >P 0 ft 6 M 20 ft 9 M None Exterior 100% 15 E Metal Single (Tinted) No 1.3 0.84 N 13.36 ft' 0 ft 8 M •16 ft 2 M None ExlsiW 100% 16 E Metal Single ('Tinted) No 1.3 0.84 N 13.36 ft' 0 ft 6 M 7 ft 4 M None Exterior 100% 10115MM 111:32 PM EMOGau989 / USRFZB V2.8 Page .2 of 5 Building Input Summary Report 10(150201111:32 PM EnwgyGauge® / USRFZB v2.8 Page 3 of 5 WINDOWS Overhang # Omt Frame! Parma NFRC U -Factor SHGC Storm Area Depth Separation Interior Shade Screening 17 E Metal Single (Tinted) No 1.3 0.64 N 13.38 V 0 ft 6 In 7 ft 4 In None Exterior 10096 18 E Metal Single (Ting No 1.3 0.64 N 7 fls 0 ft 6 M 5 ft 2 In None Exterior 100% 19 E Metal Single (Tinted) No 4.3 0.64 N 13.36 fe 0 It 6 in 4 ft 4 in None Exterior 100% 20 E Metal Single (Tinted) No 1.3 0.64 N 13.36 fl' 0 It 6 In 8 It 2 In None Exterior 100% 21 8 Metal Single (Tlrnted) No 1.3 0.64 N 40 fl' 0 ft 6 In 8 it 8 in Notre Exterior 100% 22 8 Mete) Single (Tinted) No 1.3 0.64 N 53.33 ft' 0 ft 6 io 8 It 8 In None Exterior 100% 23 8 Metal Single (Tinted) No 1.3 0.64 N 53.33 fF 0 ft 8 in 8 It 8 In None Exterior 100% 24 S Metal Single (TbnWM No 1.3 0.84 N 40 ft 0 ft 6 in 8 It 8 In . None Exterior 100% 25 S Metal Single (Tinted) No 1.3 0.84 N 53.33 fl' 0 it 6 In 8 it 8 in None Exterior 100% 26 S Metal Single (Tinted) No 1.3 0.64 N 40 fe 0 It 6 In 8 It 8 In None Exterior 100% 27 E Mend Single (Tinted) No 1.3 0.64 N 13.38 fl' 0 It 6 in 8 ft 2 ion None Exterior 1009A 28 N Metal Single (tinted) No 1.3 0.84 N 13.18 fL' 0116 in 4112 In None Exterior 100% INFILTRATION & VENTING - Forced Ventilation - Tenrab~ Method SLA CFM 50 EIA EgLA ACH ACH 50 Supply Exhaust Run Time Shielding Best Guess 0.00030 3481 191.1 359.4 0.255 4.97 0 0 0 Suburban ! Suburban GARAGE # Floor Are Roof Area Exposed Wall Perimeter Avg. Wail Height Exposed Wag Insulation 1 2882 fl° 2882 fP 70.3 It loft MASS r Mass Type Area Thickness umitrrre Fraction No Added Mass 0 fe 0 It 0.3 COOLING SYSTEM # System TWO Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit Split SEER: 18 60 kBbdhr 1800 cfm 0.75 False 2 Central Unit Split SEER: 18 60 kBtWhr 1800 cfm 0.75 False HEATING SYSTEM # System Type Subtype Efficiency - Capacity Ductless 1 Electric Strip Heat Nome COP: 1 80 kSbAr False 2 Electric Strip Heat None 001:1:1 80 k8trdhr False HOT WATER SYSTEM # Systwn Type EF Cap Liao Soo" Credits 1 Electric 0.92 80 gal 80 ged 120 deg None 10(150201111:32 PM EnwgyGauge® / USRFZB v2.8 Page 3 of 5 Building Input Summary Report 101151201111:32 PM EnergyGouge® / USRF28 v2.8 Page 4 of 5 SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume UValue Surf Area Exch Eft Pumped Energy DUCTS — Supply Air Percent # Location R Value Area Location Area Number Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 225 ft' Attic 2.25 ft' (Invalid) Default Leakage Garage (Default) (Default) 2 Atdc 8 225 ft' Attic 225 fl' Default Leakage Interior (Default) uft TEMPERATURES Pmgmmable Thermostat Y Calling Faros: N Cc' He Jan V.= � Feb Feb mar � r Y n lun Jul � Jun Jul Aug � �� t�J� Oct Oct �N ec go �Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 80 78 80 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heaft ) PAM 6s8 6688 68 s8 sae 868 Se se � 68 68 66 Heating MW PM AM 88 SO 68 se 688 68 688 668 8 88 68 666 66 101151201111:32 PM EnergyGouge® / USRF28 v2.8 Page 4 of 5 Building Input Summary Report 10/15/2011 11:32 PM EnNWGauga® / USRFM v2.8 Page 6 of 5 APPLIANCES & LIGHTING APPIlance Sdxdule: HERS 2008 Reference Hours Schedule Type 1 2 3 4 5 8 7 8 9 10 11 12 Co Mg Fares (Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.3S % Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.85 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.040 0.046 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 % Released: 60 PM 0.779 0.696 0.696 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Liam. 0 WOM Peak Value: 0 Walls Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.96 0.169 0.303 0.541 0.594 0.502 0.443 % Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 02 0.375 0.5 0.8 0.95 1 % Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWWYr Peak Value: 0 Watts Ughft AM 0.16 0.15 0.16 0.18 023 0.45 0.4 0.26 0.19 0.16 0.12 0.11 % Released: 90 PM 0.16 0.17 025 027 0.34 0.55 0.55 0.88 1 0.86 0.51 0:28 Annual Use 3994 kWh/Yr Peak Value: 1304 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 % Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 7215 kWh/Yr Peak Value: 1323 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 % Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kM-dYr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343. 0.343 0.4 % Released: 100 PM 0.457 0.343 0.296 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 0 kWh/Yr Peak Value: 0 Watts ReMgeratiars AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 % Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 r 1 0.96 0.95 0.93 0.9 0.85 Annual Use: 775 MNWYr Peak Value: 108 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 % Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 10/15/2011 11:32 PM EnNWGauga® / USRFM v2.8 Page 6 of 5 Florida Code Summary Report MS. VERONIQUE LESTRADE Title: LESTRADE RESIDENCE TMY City: FL MIAMI_INTL AP 1080 N.E 105th STREET FLAsBuilt Elec Util: EnergyGauge Default MIAMI SHORES, FL, 33138- Gas Ufil: EnergyGauge Default Registration * Run Date: Energy Uses Baseline Home As -Built Home e- Ratio Heating 0.48 MBtu 0.95 MBtu 2.00 Cooling 45.00 MBtu 35.05 MBtu 0.78 Hot Water 10.55 MBtu 9.79 MBtu 0.93 Total 56.03 MBtu 45.79 MBtu 0.82 Building Loads Baseline Home As -Buis# Home a -Ratio Heating 1.17 MBtu 2.34 MBtu* 2.00 Cooling 107.53 MBtu 83.75 MBtu* 0.78 Hot Water 9.20 MBtu 8.54 MBtu* 0.93 Total 117.90 MBtu 94.63 MBtu 0.80 * nomnalized modified loads GlasstFloor Area: 0.147 Total As -Built Modified Loads: 94.63 PASS Total Baseline Loads: 117.90 r I MUM M 1 11:33 PM EneWGauge® USA - PeRe920081 Page 1 of 1 Residential System Sizing Calculation Summary a MS. VERONIQUE LESTRADE Project Tide: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 Location for weather data: Miami, FL - Defaglts: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humid data: Interior RH 50% Outdoor wet bulb 77 Humidity differen r. 649 sqft Winter design temperature(MJ8 99 %) 50 F Summer design temperature(MJ8 99 %) 90 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 20 F Summer temperature difference 15 F Total heatIna load calculation 41518 Btuh Total coollnu load calculation 89133 Btuh Submitted heating capacity % of talc Btuh Submitted cooling capacity % of talc Btuh Total (Electric Strip Heat) 289.0 120000 Sensible (SHR = 0.75) 117.1 90000 41518 Btuh Latent 134.5 30000 0 Btuh Blo wer Load Total 121.0 120000 Vkfinfor 4loolrnn I noel ffnr AA9A anfil WINTER CALCULATIONS Load 11 Load component Load Window total 649 sqft 14658 Btuh wall total 3449 sgft 12316 Btuh Door total 44 sgft 403 Btuh Ceiling total 2440 sqft 1554 Btuh Floor total 2440 sgft 4 698 Btuh Infiltratoon 350 drn 7703 Btuh Dud loss 187 Btuh Subtotal 41518 Btuh Ventilation 0 cfm 0 Btuh Blo wer Load 20000 Btuh om-.cru] FbOa11%) TOTAL HEAT LOSS 41518 Btuh _ � ) SUMMER CALCULATIONS Summer P.nnlinn I emd ffnr dd9d nnAl Load component Load Window total 649 sqft 22833 Btuh wall total 3449 sqft 9237 Btuh Door total 44 sgft 433 Btuh Ceiling total 2440 sqft 2254 Btuh Floor total 0 Btuh Infiltration 280 dm 4622 Btuh Internal gain 17300 Btuh Dud gain 146 Btuh Sera. Ventilation 0 dm 0 Btuh Blo wer Load 20000 Btuh Talal'sensible gain 76825 Btuh Latent gain(ducts) 260 Btuh Latent gain(Iri tration) 11048 Btuh Latent gain(ventilation) 0 Btuh Latent gain(intemaYbo upantsloftr) 11000 Btuh Total latent gain 22308 Btuh TOTAL HEMT MAIN 89133 Btuh 0(4%) .rc�.rc +rc� ��eucsx� ouedcox.) EnergyCiauga® em ' i PREPARED BY: DATE: NOV 14 9911 EneWGauge® / USRFZB 12.8 Residential Window Diversity MidSummer MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 A Summer design temperature 90 F Average window load 1br July 21513 Btu Cooling setpoii t 75 F Peak window load for July 25313 Btu Summer temperature difference 15 F Excusion Nmit(130% of Ave.) 27967 Btu Latitude 25.82 North Window excursion (July) None WINDOW Average and Peak Loads The midsummer window load for this house does not exceed the window bad expuslon Omit. This house has adequate midscunrner wlmlow diversity. zs0ooa0 2.00 zM.0 o 12 Flag A 20000.00 1000000 r i 1600000 l �i 14000.00 12000.00 10000.00 8000.00 Gown. 4000.00 2000.00 GAD 8 aaa 10 12 pea. 4 pm 6 p.el 8 pm a.m. Total July Window Load(Radiation and conduction) The midsummer window load for this house does not exceed the window bad expuslon Omit. This house has adequate midscunrner wlmlow diversity. Residential Window Diversity October MS. VERONIQUE LESTRADE Project Tide: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 �t Summer design temperature 90 F Average window load for October 31812 Btu Cooling setpoint 75 F Peak window load for October 40395 Btu Summer temperature difference 15 F Excwsion IImit(130% of Ave.) 41355 Btu Latitude 25.82 North Window excursion October None WINDOW Average and Peak Loads tOr 4�AQ 38MM 38000.E 34000.00 32000AD 12 HourA 30000.00 28000:00 2M.00 24000.00 r 220MA0 J 2MIN RD 18000.00 16000.W 14000AO 12000.00 10000.00 8000A0 6000.00 4000A0 2000.00 0.00 tam 10 4 Pm 6 Pm 8 Pm am Total Octber Window Load(Radiation and conduction) The Odobw wtrdav loud f r ddB hone does not owesd the window toad a wunifon Itmtt. This house has w1equale October wMdaw dlvctsk Crh N =r Fbrid esitren�g PREPARED DATE: Ene®/ USRFZB VR.8 0 .F System Sizing Calculations - Winter Residential Load - Whole House Component Details MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 Reference City: Miami, FL (Defaults) W riteriTemperature Difference: 20.0 F (MJ8 99 %) VWndow Panes/T Frame U Orientation Area X HTM= Load 1 1, Tint Metal 1.13 W 25.7 22.6 581 Btuh 2 1, Tint Meted 1.13 W 25.7 22.6 581 Btuh 3 1, Tint Metal 1.13 W 17A 22.6 392 Btuh 4 1, Tint Metal 1.13 W 13.4 22.6 302 Stuh 5 1, Tint Meted 1.13 W 13.2 22.6 298 Btuh 6 1, Tint Meted 1.13 W 16.6 22.6 376 Btuh 7 1, Tint Metal 1.13 N 13.2 22.6 298 Btuh 8 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 9 1, Tint Metal 1.13 N 13A 22.6 302 Btuh 10 1, Tint Metal 1.13 N 40.0 22.6 904 Btuh 11 1, Tint Metal 1.13 N 14.0 22.6 316 Btuh 12 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 13 1, Tint Metal 1.13 E 9.0 22.6 204 Btuh 14 1, Tint Metal 1.13 E 40.0 22.6 904 Btuh 15 1, Tint Metal 1.13 E 13A 22.6 302 Btuh 16 1, Tint Metal 1.13 E 13A 22.6 302 Btuh 17 1, Tint Meted 1.13 E .13.4 r 22.6 302 Btuh 18 1, Tint Metal 1.13 E 7.0 22.6 158 Btuh 19 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 20 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 21 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 22 1, Tint Meted 1.13 S 53.3 22.6 1205 Btuh 23 1, Tint Meted 1.13 S 53.3 22.6 1205 Btuh 24 1, Tint Metal 1.13 S -40.0 22.6 904 Btuh 25 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 26 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 27 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 28 1, Tint Metal 1.13 N 13.2 22.6 298 Bah Window Total - 648. 14658 Btuh Walla Type Omt Uetf. R Value Area X HTM= Load (Cav/Sh) 1 Conc BlKHollow - Ext (0.179) 3.010.0 381 3.57 .1361 Btuh 2 Conc Blk,Hollow - Ext (0.179) 3.010.0 342 3.57 1221 Btuh 3 Cone BIKHogow - Ent (0.179) 3.0/0.0 517 3.57 1845 Btuh 4 Conc BIk,Hollow - E)d (0.179) 3.0/0.0 386 3.57 1378 Btuh, 5 Conc BIKHollow - Ext (0.179) 3.010.0 405 3.57 1447 Stuh 6 Conc BlKHcDow - Ext (0.179) 3.010.0 393 3.57 1402 Btuh 7 Cone Bdk,HoIlM - -E)d (0.179) 3.010.0 409 3.57 1460 Btuh 6 Conc BIKHoilow - Ext (0.179) 3.010.0 346 3.57 1235 Stuh 9 Conc Bik,Hollow - Ad) (0.179) 3.0/0.0 121 3.57 430 Btuh 10 Cori Bpc,Hollow - Adj (0.179) 3.0/0.0 150 3.57 536 Btuh Aw Total 3449 12316 Btuh • r . Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Tide: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/1512011 i Doors Type Stomp Ueff. Area X HTM= Load 1 Wood - Exterior, m (0.460) 20 9.2 184 Btuh 2 Insulated - Exterior, m (0.460) 6 9.2 55 Btuh 3 Insulated - Garage, m (0.460) 18 9.2 164 Btuh Door Total 403131uh Ceilings Type/ColodSurface Ueff. R -Value Area X HTM= Load 1 Vented Affidl- Tile (0.032) 30.0/0.0 1983 0.6 1263 Btuh 2 Vented At dl-rnle (0.032) 30.0/0.0 457 0.6 291 Btuh CeMna Total L442WJ 155413tuh Floors Type Ueff. R Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 199.0 ft(perim.) 23.6 4696 Btuh Floor Total 2440 sqft 4696 Btuh Envelope Subtotal: 33627 Btuh Infiftdon Type ACH Volume(cult) Wall Ratio CFM= Nat ual 0.50 42028 1.00 350.2 7703 Btuh Duct load (DLM of 0.004) 187 Btuh All Zones Sensible SubtotallAll Zones 41518 Btuh Subtotal Sensible Heat Loss 41518 Btuh Totale br Heatlng Ventilation Sensiblea.Heat Loss 0 Btuh Total Heat Loss _ 41518 Btuh 1. Electric Strip Heat 60000 Btuh 2. Bectric Strip Heat 60000 Btuh 7 EMW GaUW9 / USRFZB v2.8 Pegs 2 Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: 1080 N.E 10581 STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 Key. Window Was -NFRC (Requhes U -Factor and Shading coeffident(SHGC) of glass as numerical values) or - Glass as 'Close or'TW (Uses U -Factor and SHGC defaults) U - (Window U-Fac" HTM - (ManuaU Heat Transfer Multiplier) r r if!Cy YT;'E tai .0 EneWGauge® / USRFZB v2.8 Page 3 System Sizing Calculations - Summer Residential Load - Whole House Component Details MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 Reference City: Miami, FL Temperature Difference: 15.OF(MJ8 99 %) Humidity difference: 58gr. EnergyGeuge® / USRFZB v2.8 Page 1 Type* Overhang Window Area(sgft) HTM Load Window Panes SHGC U InSh IS Qrd Len Onus StadedUnshaded Shaded Unshaded 1 1 Tint 0.52,1.13 No F W 0.5ft 5.7ft 25.7 0.0 25.7 23 54 1391 Btuh 2 1 Tint 0.52,1.13 No F W 0.5ft 18.21' 25.7 0.0 25.7 23 54 1391 Btuh 3 1 Tint 0.52,1.13 No F W 0.5ft 18.2E 17A 0.0 17.4 23 54 940 Btuh 4 1 Tint 0.52,1.13 No F W 0.5ft 8.2ft 13.4 0.0 13A 23- 54 723 Btuh 5 1 Tint 0.52,1.13 No F W 0.5ft 4.3ft 13.2 0.0 13.2 23 54 714 Stuh 6 1 Tint 0.52,1.13 No F W 0.5ft 6.2ft 16.6 0.0 16.6 23 54 900 Stuh 7 1 Tint 0.52,1.13 No F N 0.5ft 92ft 13.2 0.0 13.2 23 23 298 Btuh 8 1 Tint 0.52,1.13 No F N 0.5ft 4.Oft 13.4 0.0 13A 23 23 302 Btuh 9 1 Tint 0.52,1.13 No F N 0.5ft 4.3ft 13.4 0.0 13A 23 23 302 Btuh 10 1 Tint 0.52,1.13 No F N 0.5ft 8.71t 40.0 0.0 40.0 23 23 903 Bach 11 1 Tint 0.52,1.13 No F N 0.5ft 8.7ft 14.0 0.0 14.0 23 23 316 Btuh 12 1 Tint 0.52,1.13 No F N 0.5ft 4.31t 13A 0.0 13.4 23 23 302 Btuh 13 1 Tint 0.52,1.13 No F E 0.5ft 3.7ft 9.0 0.0 9.0 23 54 489 Btuh 14 1 Tint 0.52,1.13 No F E 0.5ft 20.8f 40.0 0.0 40.0 23 54 2165 Btuh 15 1 Tint 0.52,1.13 No F E 0.5ft 16.2f 13.4 0.0 13A 23 54 723 Btuh 16 1 Tint 0.52,1.13 No F E 0.5ft 7.3ft 13A 0.0 13A 23 54 723 Btuh 17 1 Tint 0.52,1.13 No F E 0.5ft 7.3ft 13.4 0.0 13.4 23 54 723 Stuh 18 1 Tint 0.52,1.13 No F E 0.5ft 5.2ft 7.0 0.0 7.0 23 54 379 Btuh 19 1 Tint 0.52,1.13 No F E 0.5ft 4.3ft 13.4 0.0 13.4,, 23 54 723 Btuh 20 1 Tint 0.52,1.13 No F E 0.5ft 8.2ft 13.4 0.0 13.4 23 54 723 Btuh 21 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 40 ;0 23 24 955 Btuh 22 1 Tint 0.52,1.13 No F S 0.5ft 8.71ft 53.3 0.0 53.3 23 24 1273 Btuh 23 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 Btuh 24 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 40.0 23 24 955 Stuh 25 1 Tire 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1473 . Btuh 26 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 40.0 23 24 955 Btuh 27 1 Tint 0.52,1.13 No F E 0.5ft 8.2ft 13.4 0.0 13A 23 54 723 Btuh 28 1 Tint 0.52,1.13 No F N 0.5ft 4.2ft 13.2 0.0-- 13.2 23 23 298 Btuh Window Total 649 ft) 22833 Btuh Walls Type U Value R -Value Area(sgft) HTM Load Cav/Sheath 1 Concrete BIk,Holbw - Ext 0.18 3.010.0 381.3 2.7 1021 Btuh 2 Concrete BIKHoRm - Ext 0.18 3.010.0 341.9 2.7 916 Btuh 3 Concrete 131KHollow - Ext 0.18 3.010.0 516.7 2.7 1384 Btuh 4 Concrete BIk,Hollow - Ext 0.18 3.010.0 385.8 2.7 1033 Btuh 5 Concrete BIKHdw - Ext 0.18 3.010.0 405.3 2.7 1086 Btuh 6 Concrete B1k,Hollow - Ext 0.18 3.010.0 392.5 2.7 1051 Btuh 7 Concrete BIk,Honaw - Ext 0.18 3.010.0 408.9 2.7 1095 Btuh 8 Concrete Blk,Hollow - Ext 0.18 3.010.0 345.9 2.7 926 Stuh 9 Concrete BkHopow - AdJ 0.18 3.010.0 120.6 2.7 323 Btuh 10 Concrete Blk,Holor - Ad] 0.18 3.010.0 150.0 2.7 402 Btuh Wall Total 3449 9237 Btuh Doors Type Area (sgft) HTM. Load 1 Wood - Exterior 20.0 9.9 198 Btuh 2 Insulated - Exterior 6.0 9.9 59 Btuh 3 Insulated - Garage 17.8 9.9 176 Btuh, Door Total 44 433 Btuh EnergyGeuge® / USRFZB v2.8 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate:FL MIAMI_INTL_AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 A Collings Type/Color /Surface U -Value R Value Area(sgfi) HTM Load 1 Vented AttldLightrnie 0.032 30.010.0 1983.3 0.92 1832 Stuh 2 Vented AtUdl4hVnle 0:032 30.0/0.0 457.0 0.92 422 Btuh Ceiling Total 2440 sgft 2254 Btuh Floors Type R Value Size HTM Load 1 Slab On Grade 0.0 2440 (ft- perimeter) 0.0 0 Btuh Floor Total 2440.0 0 Btuh Envelope Subtotal: 34757 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 42028 3449 350.2 4622 Btuh Internal Occupants Btuh/occupant Appliance Load gain 6 X 230 + 15000 16380 Btuh Sensible Envelope Load: 55759 Btuh Duct load Average sealed, Supply(R6.0- Attic), Retum(R6.0- Atttc) (DGM of 0.003) 146 Btuh Sensible Load All Zones 55905 Btuh I EnergyGauge® / USRtZB v2.8 Page 2 W Manual J Summer Calculations .a Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate:FL MIAMI INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 1 1. Central Unit # 60000 Btuh 2. Central Unit # 60000 Btuh *r: Window types (Penes - Number and type of panes of glass) (SHGC - Shading coeitident of glass as SHGC numerical value) (U - Window U- Factor) . pnSh - Interior shading device: none(No), Bgnds(B), Draperles(D) or Roger Shades(R)) - For Blinds: Assume medium color, half dosed For Draperies: Assume medium weave, haU dosed For Roger shades: Assume translucent, half dosed (IS - Insect screen: none(N), FuIM or Haif('b)) (Omt - compass orientation) Version 8 EneWGauge® / USRFZB v2.8 Page 3 Sensible Envelope Load All Zones 56679 Btuh Sensible Duct Load 146 Btuh Total Sensible Zone Loads 56825 Btuh Sensible ventilation 0 Btuh Blower 20000 Btuh Whole House Total sensible gain 76825 Btuh Totals for Cooling Latent infiltration gain (for 58 gr. humidity difference) 11048 Btuh Latent ventilation gain 0 Btuh Latent duct gain 260 Btuh Latent occupant gain (10 people @ 200 Btuh per person) 2000 Btuh Latent other gain 9000 Btuh Latent total gain 22308 Btuh TOTAL GAIN 99133 Btuh 1. Central Unit # 60000 Btuh 2. Central Unit # 60000 Btuh *r: Window types (Penes - Number and type of panes of glass) (SHGC - Shading coeitident of glass as SHGC numerical value) (U - Window U- Factor) . pnSh - Interior shading device: none(No), Bgnds(B), Draperles(D) or Roger Shades(R)) - For Blinds: Assume medium color, half dosed For Draperies: Assume medium weave, haU dosed For Roger shades: Assume translucent, half dosed (IS - Insect screen: none(N), FuIM or Haif('b)) (Omt - compass orientation) Version 8 EneWGauge® / USRFZB v2.8 Page 3 System Residential MS. VERONIQUE LESTRADE 1080 N.E 105th STREET MIAMI SHORES, FL 33138- Sizing Calculations - Winter Load - Room by Room Component Details a Project Ti le: LESTRADE RESIDENCE Building Type: User 10/15/2011 Reference City: Miami, FL (Defaults) Winter#'emperature Difference: 20.0 F (MJ8 99 %) Window Panes/r Frame U Orientation Area X HTM= Load 1 1, Tint Metal 1.13 W 25.7 22.6 581 Btuh 2 1, Tint Metal 1.13 W 25.7 22.6 581 Btuh 3 1, Tint Metal 1.13 W 17.4 22.6 392 Btuh 7 1, Tint Metal 1.13 N 13.2 22.6 298 Btuh 8 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 13 1, Tint Metal 1.13 E 9.0 22.6 204 Btuh 14 1, Tint Metal 1.13 E 40.0 22.6 904 Btuh 15 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 16 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 17 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 21 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 22 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 23 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 28 1, Tint Metal 1.13 N 13.2 22.6 298 Btuh Window Total 344.3 7780 Btuh Walls Type Omt. Ueff. R Value Area X HTM= Load (Cav /Sh) r 1 Conc Blk,Hollow - Ext (0.179) 3.0/0.0 381 3.57 1361 Btuh 2 Conc BIk,Hollow - Ext (0.179) 3.0/0.0 342 3.57 1221 Btuh 3 Conc Blk, Hollow - Ext (0.179) 3.0/0.0 517 3.57 1845 Btuh 4 Conc BIk,Hollow - Ext (0.179) 3.0/0.0 386 3.57 1378 Btuh 9 Conc Blk,Hollow -Adj (0.179) 3.0/0.0 121 3.57 430 Btuh 10 Conc Blk,Hollow - Adj (0.179) 3.010.0 150 3.57 536 Btuh Wall Total 1 6771 Btuh Doors Type Storm Ueff. Area X HTM= Load 1 Wood - Exterku, m (0.460) 20 9.2 184 Btuh 3 Insulated - Garage, m (0.460) 18 9.2 164 Btuh Door Total 38 348Btuh Callings Type/Color/Surface Ueff. R Value -Area X HTM= Load 2 Vented AtticiLITile (0.032) 30.0/0.0 457 0.6 291 Btuh - Calling Total 457 291 Btuh Floors Type Ueff. R Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 199.0 it(perim.) 23.6 4696 Btuh Floor Total 2440 sqft 4696 Btuh Zone Envelope Subtotal: 19887 Btuh Infliitradon Type ACH Zone Volume Wall Ratio CFM= Natural 0.50 24403 0.55 192.6 4235 Btuh Duct load Average sealed, suppq m.mft), Rewm(R6.aamc) (DLM of 0.004) 107 Btuh ErwgyGeuge® / USRFZB v2.8 Page 1 1 rs Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 L, Zone 01 Sensible Zone Subtotal 24229 Btuh Window PanssrFVpe Frame U Orientation Area X HTM= Load 4 1, Tint Metal 1.13 W 13.4 -22.6 302 Btuh 5 1, Tint Metal 1.13 W 13.2 22.6 298 Btuh 6 1, Tint Metal 1.13 W 16.6 22.6 376 Btuh 9 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 10 1, Tint Metal 1.13 N 40.0 22.6 904 Btuh 11 1, Tint. Metal 1.13 N 14.0 22.6 316 Btuh 12 1, Tint Metal 1.13 N 13.4 22.6 302 Btuh 18 1, Tint Metal 1.13 E 7.0 22.6 158 Btuh 19 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 20 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh 24 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 25 1, Tint Metal 1.13 S 53.3 22.6 1205 Btuh 26 1, Tint Metal 1.13 S 40.0 22.6 904 Btuh 27 1, Tint Metal 1.13 E 13.4 22.6 302 Btuh Window Total 304.3 6878 Btuh Walls Type Omt Ueff. R Value Area X HTM= Load (Cav /Sh) 5 Cone Blk,Hollow - Ext (0.179) 3.0/0.0 405 3.57 1447 +13tuh 6 Conc BIKHoilow - Ext (0.179) 3.0/0.0 393 3.57 1402 Btuh 7 Conc BIk,Hollow - Ext (0.179) 3.010.0 -409 3.57 1460 Btuh 8 Conc Blk,Hollow - Ext (0.179) 3.0/0.0 346 3.57 1235 Btuh Wall Total 1553 5544 Btuh Doors Type Storm Ueff. Area X HTM= Load 2 Insulated - Exterior, m (0.480) 6 9.2 55 Btuh Door Total 6 556tuh Collings Type/Color/Sudhce Ueff. R Value Area X HTM= Load 1 Vented AftWLirile (0.032) 30.0/0.0 1983 0.6 1263 Btuh Ceillno Total 19 1263Btuh Zone Envelope Subtotal: 13740 Btuh Infllbatlon Type ACH Zone Volume Wall Ratio CFM= Natural 0.50 17850 0.45 157.7 3468 Btuh Duct load Awe sealed, suppl m.o-Ama), Powngs.o,Amc) (DLM of 0.005) 80 Btuh EneMy0auga I USRFZB V2.8 Page 2 Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 A Zone #2 Sensible Zone Subtotal 17289 Btuh Heating Loads For System(s):1 Block load 24229 Btuh Serving Zones: 1 Heating Loads For System(s):2 Block load 17289 Btuh Serving Zones: 2 Subtotal Sensible Heat Loss 41518 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 41518 Btuh 1. Electric Strip Heat 60000 Btuh 2. Electric Strip Heat 60000 Btuh ErteWGatq* / USRFZB v28 Page 3 T r Manual J Winter Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- Building Type: User 10/15/2011 A Key. Window types - NFRC (Requires U -Factor and Shading coeffictent(SHGC) of glass as numerical values) or - Glass as 'Clear or Tint' (Uses U -Factor and SHGC defaults) U - (Window 1.1-Factor) HTM - (Manual) Heat Transfer Multiplier) Version 8 .d EnergyGauge® / USRFZB v2.8 Page 4 System Sizing Calculations - Summer Residential Load - Room by Room Component Details MS. VERONIQUE LESTRADE Project Title: 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 4 Reference City. Miami, FL TerAperature Difference: 15.OF(MJ8 99 %) Humidity difference: 58gr. ErwgyGaugeO / USRFZB v2.8 Page 1 Type* Overhang Window Area(sgft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 1 1 Tint 0.52,1.13 No F W 0.5ft 5.7ft 25.7 0.0 25.7 23 54 1391 Btuh 2 1 Tart 0.52,1.13 No F W 0.5ft 18.2f 25.7 0.0 25.7 23 54 1391 Btuh 3 1 Tint 0.52, 1.13 No F W 0.5ft 18.2f 17.4 0.0 17.4 23 54 940 Btuh 7 1 Tint 0.52,1.13 No F N 0.5ft 9.2ft 13.2 0.0 13.2 23 23 298 Btuh 8 1 Tmt 0.52,1.13 No F N 0.5ft 4.0ft 13.4 0.0 13A 23 23 302 Btuh 13 1 Tint 0.52,1.13 No F E 0.5ft 3.7ft 9.0 0.0 9.0 23 54 489 Btuh 14 1 Tint 0.52,1.13 No F E 0.5ft 20.8f 40.0 0.0 40.0 23 54 2165 Btuh 15 1 Tart 0.52,1.13 No F E 0.5ft 16.2f 13.4 0.0 13.4 23 54 723 Btuh 16 1 Tint 0.52,1.13 No F E 0.5ft 7.3ft 13.4 0.0 13.4 23 54 723 Btuh 17 1 Tait 0.52,1.13 No F E 0.5ft 7.3ft 13.4 0.0 13.4 23 54 723 Btuh 21 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 40.0 0.0 40.0 23 24 955 Btuh 22 1 Tint 0.52, 1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 Btuh 23 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 Btuh 28 1 Tint 0.52,1.13 No F N 0.5ft 4.2ft 13.2 0.0 13.2 23 23 298 Btuh Window Total 344 ft) 12942 Btuh Walls Type U -Value R -Value Area(sgft) HTM Load Cav /Sheath 1 Concrete BkHollaa - Ext 0.18 3.0/0.0 381.3 2.7 1021 Btuh 2 Concrete Blk,Hollow - Ext 0.18 3.0/0.0 341.9 2.7 916 Btuh 3 Concrete Blk,Hollow - Ext 0.18 3.0/0.0 516.7 2.7 1384 Btuh 4 Concrete BIk,Hoilow - Ext 0.18 3.010.0 385.8 2.7 1033 Btuh 9 Concrete BkHolknv - Adj 0.18 3.0/0.0 120.6 2.7 323 Btuh 10 Concrete BkHalow - Adj 0.18 3.010.0 150.0 2.7 402 Btuh Wall Total 1896 5079 Btuh Doors Type Area (sgft) HTM Load 1 Wood - Exterior 20.0 9.9 198 Btuh 3 Insuleted - Garage 17.8 9.9 176 Btuh Door Total 38 s 374 Btuh Collings Type/Color /Surface U -Value R -Value Area(sgft) HTM Load 2 Vented ANdUghtfrile 0.032 30.0/0.0 457.0 0.92 422 Btuh Ceiling Total 1 457 sgft) 422 Btuh Floors Type R- Value Size HTM Load 1 Slab On Grade 0.0 2440 (ft- peraneter) 0.0 0 Btuh Floor Total 2440.0 (sgft ) 0 Btuh Zone Envelope Subtotal: 18817 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 24403 '0.55 154.1 2541 Btuh Intemal Occupants Btuh/occupant Appliance Load 4 X 230 + 7500 • 8420 Btuh -gain Sensible Envelope Load: 29778 Btuh ErwgyGaugeO / USRFZB v2.8 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate:FL MIAMI INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10115/2011 EnergyGauge® I USRFZB v2.8 Page 2 Type* Duct load Average sealed, Supply(R6 OA tic), Retum(R6.0400 (DGM of 0.003) 81 Btuh Sensible Zone Load 29859 Btuh EnergyGauge® I USRFZB v2.8 Page 2 Type* Overhang Window Area(sgft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 4 1 Tint 0.52,1.13 No F W 0.5ft 8.2ft 13.4 0.0 13.4 23 54 723 Btuh 5 1 Tint 0.52, 1.13 No F W 0.5ft 4.3ft 13.2 0.0 13.2 23 54 714 Btuh 6 1 Tint 0.52, 1.13 No F W 0.5ft 6.2ft 16.6 0.0 16.6 23 54 900 Btuh 9 1 Tint 0.52,1.13 No F N 0.5ft 4.3ft 13.4 0.0 13.4 23 23 302 Btuh 10 1 Tint 0.52,1.13 No F N 0.5ft 8.7ft 40.0 0.0 40.0 23 23 903 Btuh 11 1 Tint 0.52,1.13 No F N 0.5ft 6.711 14.0 0.0 14.0 23 23 316 Btuh 12 1 Tint 0.52,1.13 No F N 0.5ft 4.3ft 13.4 0.0 13.4 23 23 302 Btuh 18 1 Tint 0.52, 1.13 No F E 0.5ft 5.2ft 7.0 0.0 7.0 23 54 379 Btuh 19 1 Tint 0.52,1.13 No F E 0.5ft 4.3ft 13.4 0.0 13.4 23 54 723 Btuh 20 1 Tint 0.52,1.13 No F E 0.5ft 8.2ft 13.4 0.0 13.4 23 54 723 Btuh 24 1 Tint 0.52,1.13 No F S 0.5ft 8.711 40.0 0.0 40.0 23 24 955 Btuh 25 1 Tint 0.52,1.13 No F S 0.5ft 8.7ft 53.3 0.0 53.3 23 24 1273 Btuh 26 1 Tint 0.52$1.13 No F S 0.5ft 8.7ft 40.0 0.0 40.6' 23 24 955 Btuh 27 1 Tint 0.52$1.13 No F E 0.5ft 8.211 13.4 0.0 13.4 23 54 723 Btuh Window Total 304 (sqft 9891 Btuh Walls Type U Value R -Value Area(sgft) HTM Load Cav/Sheath 5 Concrete BkHollow - Ext 0.18 3.010.0 405.3 2.7 1A86 Btuh 6 Concrete Bk,Hollow- Ext 0.18 3.010.0 392.5 2.7 1051 Btuh 7 Concrete Blk,Hollow - Ext 0.18 3.010.0 408.9 2.7 1095 Btuh a Concrete Blk,Hollow - Ext 0.18 3.010.0 345.9 2.7 926 Btuh Wall Total 1553 ) 4158 Btuh Doom Type Area (sgft) HTM Load 2 Insulated - Exterior 6.0 9.9 59 Btuh Door Total 6 (sgft ) 59 Btuh Ceilings Type/Color /Surface U Value R -Value Area(sgft) HTM Load 1 Vented Attidl- ightrnie 0.032 30.010.0 1983.3 0.92 1832 Btuh Ceiling Total 1983 1832 Btuh Zone Envelope Subtotal: 15940 Btuh Infiltration Type ACH Volume(cuft) Wall Ratio CFM= Load SensibleNatural 0.40 17850 . 0.45 126.1 2081 Btuh Internal Occupants Btuh/occupant Appliance Load gain 6 X 230 + 7500 8880 Btuh Sensible Envelope Load: 26901 Btuh EnergyGauge® I USRFZB v2.8 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate: FL_MIAMI_INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 L1 Duct load Average sealed, Supply(R6A- Attic), Retum(R&O -Attic) (DGM of 0.002) 65 BtUh Sensible Zone Load 26966 Btuh EnergyGauge® / USRFZB v2.8 Page 3 .. I , r• Manual J Summer Calculations Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Title: Climate:FL MIAMI_INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 It ErorgyGauga / USRFZB v2.8 Page 4 Sensible Envelope Load 29778 Stuh Window Excursion 0 Btuh Cooling Loads Sensible Duct Load (duct gain multiplier of 0.003) 81 Btuh Sensible ventilation 0 Btuh For System(s): Zone Sensible gain 29859 Btuh . 1 Latent infiltrationhrentilation gain 6074 Btuh Serving Zones: Latent duct gain 151 Btuh 1 Latent occupant gain 800 Btuh Latent other gain 4500 Btuh Total block load 41384 Btuh ErorgyGauga / USRFZB v2.8 Page 4 Sensible Envelope Load 26901 Btuh Window Excursion 0 Btuh Cooling Loads Sensible Duct Load (duct gain multiplier of 0.002) 65 Btuh Sensible ventilation 0 Btuh For System(s): Zone Sensible gain 26966 Btuh 2 Latent infiltration/ventilation gain 4974 Btuh Serving Zones: Latent duct gain 109 Btuh 2 Latent occupant gain 1200 Btuh Latent other gain 4500 Btuh Total block load 37749 Btuh ErorgyGauga / USRFZB v2.8 Page 4 Manual J Summer Calculations .0 Residential Load - Component Details (continued) MS. VERONIQUE LESTRADE Project Titie: Climate:FL MIAMI INTL AP 1080 N.E 105th STREET LESTRADE RESIDENCE MIAMI SHORES, FL 33138- 10/15/2011 A 1. Central Unit # 600d0 Btuh 2. Central Unit # 60000 Btuh 'Key: Window types (Perin - Number and type of panes of glass) (SHGC - Shading coelfldent of glass as SHGC numerical value) (U - Window U- Factor) (InSh - Interior shading device. none(No), Blinds(S), graperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half dosed For Draperies: Assume medium weave, half dosed For Roller shades: Assume translucent, half dosed (IS - Insect screen: none(N), Full(F) or HalfVA)) (Omt - compass orientation) EnoWGauge® / USRFZB v2.8 Pa Sensible Envelope Load All Zones 56679 Btuh Sensible Duct Load 146 Btuh Total Sensible Zone Loads 56825 Btuh Sensible ventilation 0,. Btuh Blower 20000 Btuh Whole House Total sensible gain 76825 Btuh Totals for Cooling Latent infiltration gain (for 58 gr. humidity difference) -11048 Btuh Latent ventilation gain 0 Btuh Latent duct gain 260 Btuh Latent occupant gain (10 people @ 200 Btuh per person) 2000 Btuh Latent other gain 9000 Btuh Latent total gain 22308 Btuh TOTAL GAIN 99133 Btuh 1. Central Unit # 600d0 Btuh 2. Central Unit # 60000 Btuh 'Key: Window types (Perin - Number and type of panes of glass) (SHGC - Shading coelfldent of glass as SHGC numerical value) (U - Window U- Factor) (InSh - Interior shading device. none(No), Blinds(S), graperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half dosed For Draperies: Assume medium weave, half dosed For Roller shades: Assume translucent, half dosed (IS - Insect screen: none(N), Full(F) or HalfVA)) (Omt - compass orientation) EnoWGauge® / USRFZB v2.8 Pa ' IDYNA'T'ECH ENGINEERING CORP. Geotechnical, Environmental, Testing Labs. 750 West 84 STREET HIALEAH, FL 33014 PHONE: (305) 828 -7499 FAX: (305) 828 -9598 E -Mail: Dynatech @Bellsouth.net GEOTECHNICAL ENVIRONMENTAL HYDROGEOLOGY ASBESTOS DYNATECH ENGINEERING CORP. Miami, August 17, 2011 Mr. C. David Morton C. DAVID MORTON ARCHITECT 4444 SW 71" Avenue Miami, FL 33155 Re: Property @ 1080 NE 105" Street Miami Shores, FL. Dear Mr. Morton: TESTING LABORATORIES DRILLING SERVICES INSPECTION SERVICES ROOFING Pursuant to your request, DYNATECH ENGINEERING CORP. (D.E.C.) completed a Subsoil Investigation on August 17, 2011 at the above referenced project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed structures. A total of (4) standard penetration boring tests were performed according to ASTM -D 15 86 down to an average depth of 20' below existing ground'surface at the locations shown on the attached sketch only. The following graph was developed as a general condition for the subject site: (Refer to field boring logs for exact locations and soil description): Depth From To DescriLtion 0' -0" 0' -6" Topsoil and grass 0' -6" 1' -0" Brown sand ' 1'-0" 3' -6" Brown sand w /rock fragments 3' -6" 4' -0" Tan medium sand w /rock fragments 4' -0" 13' -0" Tan sandy limerock 13' -0" 15' -0" Tan medium sand w /rock fragments 15' -0" 20' -0" Tan very sandy limerock Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of 3' -6" below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on ' adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwater c9ftorsAll be cc � lted for 11 work below the groundwater level. est treet, eah, FL 3014 -3618 c Phone: (305) 828 -7499 - Fax: (305) 828 -9598 RwIdad E -Mail: Dynatec} @Bellsouth.net �ja&maw� Page No. 2 ' 1080 NE 105' Street, Miami Shores, FL. Based on our understanding of the proposed structure and our field boring logs; the following are our recommendations for foundations design. ' A- Strip the entire building construction areas plus 5' outside perimeter of all topsoil, grass and tree stumps and construction debris down to clean granular material wherever encountered (see field boring logs). B- Compact all construction areas with a heavy self propelled roller to a minimum of 95% of ASTM D- 1557 but not less than 10 passes in each direction. ' C- Backfill construction areas to required elevation using clean granular material placed in lifts not to exceed 12 inches in thickness and compact as indicated in items B. Excavate footing areas only to ' proper depth and recompact using hand held equipment as indicated above. D- Care should be taken not use vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. ' However, in this case, the compacted layer should not exceed 6 inches in thickness. ' E- All construction fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than five percent fines passing a U.S. standard No. 200 sieve. (Classified as SW /GW). No particle size shall be greater than 3 inches. Fill material below the water table shall ' consist of washed gravel unless dewatering is employed. F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of ' compacted material and in each footing pad. G- Representative samples of the on -site and proposed fill material shall be collected and tested to ' determine the classification and compaction characteristics. H- All Geotechnical work must be performed under the supervision of our geotechnical engineer ' or his representative to verify compliance with our specifications and the Florida Building Code. I- In the event of existing structures, existing footings or proposed drainage lines, provisions shall be made ' by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his ' recommendations. The above foundation recommendations being achieved and verified, it, is our opinion that the proposed ' structures be designed for a shallow foundation system with a net permissible soil bearing pressure not to exceed 2000 P.S.F. Page No. 3 1080 NE 105'h Street, Miami Shores, FL. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 110 pcf. Buoyant: 60 Pcf. - Angle of internal friction: 30° - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30° for steel piles, 201 for concrete or brick walls; 15° uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in its entirely and replaced with compacted washed gravel such as pea rock or # 57 stone. Fasten utility lines to underside of structural slabs to avoid settlements. Excavations shall not extend within 1 foot of the angle o f repose, next to existing footings or structures, unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act. Shorings shall be designed and inspected by Florida licensed professional engineer. ' Provisions shall be made by the architect, engineer of record and contractor to address differential vibration dynamic loading; settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to prevent differential settlements. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. 3 Page No. 4 1080 NE 105th Street, Miami Shores, FL. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, _ 1 ,ds� ; issam�. aamani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 :! f e z e � a `�n;4 nc ® 5 10"k a APPENDIX DYNATECH' ENGINEERING CORP. ' 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828 -7499 'TEST BORING REPORT CLIENT : C. DAVID MORTON ARCHITECT DATE: August 17, 2011 PROJECT : Property @ i HOLE NO.: B -1 ADDRESS : 1080 NE 105"' Street, Miami Shores, FL. DRILLER: AS & LD LOCATION : See attached plan 1 1 2 Hand H 3 4 Hand H 0' -0" to 0' -611 TOPSOIL AND GRASS 5 6 3 3 7 6 7 01-611 to 17-011 DARK BROWN MEDIUM SAND 4 3 g 3 6 11 ' 9 1' -0" to 4' -0" BROWN MEDIUM SAND W/ROCK 10 12 12 21 10 FRAGMENTS 9 12 12 11 6 14 '11 12 4' -0" to 5' -6" BLACK FIN SAND 8 9 13 1 14 9 7 15 14 5' -6" to 6' -6" TAN MEDIUM SAND 8 8 15 16 6 5 13 16 17 6' -6" to 13' -0" TAN SANDY LINIEROCK 8 9 18 18 9 8 16 19 13' -0" to 16' -0" TAN MEDIUM SAND W/R.00K 8 6 20 FRAGMENTS 20 11 20 10 9 9 ' 21 22 16' -0" to 20' -0" TAN VERY SANDY LIMEROCK 22 23 24 24 25 26 26 27 ' 28 2 8 29 30 30 ' 31 32 3 2 '33 34 34 35 36 36 37 38 H: HAND AUGER A: HOLLOW STEM AUGER 38 Water Level: 3' -6" Below Surface As a mutual protection to clients, the public and muselvm all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or a Bracts from or regarding our reports is reserved pending on our written approval.. H.A.: HANDAUGER; A: AUGER; R: REFUSAL. I DYNATECH 'TEST BORING REPORT CLIENT : C. DAVID MORTON ARCHITECT PROJECT : Property @ ADDRESS : 1080 NE 105th Street, Miami Shores, FL. LOCATION : See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828 -7499 DATE: August 17, 2011 HOLE NO.: B -2 DRILLER: AS & LD - k'"`fr�y 1 2 Hand H 2 3 4 Hand H 4 0' -011 to Ot -611 TOPSOIL AND GRASS 6 4 3 8 6 01-61 to 1' -0" DARK BROWN MEDIUM SAND g 5 7 13 9 1' -0" to 3' -6" BROWN MEDIUM SAND W/ROCK 10 12 3 9 10 FRAGMENTS 6 5 11 12 6 8 15 12 3' -6" to 4' -0" TAN MEDIUM SAND W/ROCK 7 7 13 FRAGMENTS 14 9 6 12 14 6 8 15 16 4' -0" to 13' -0" TAN SANDY LIMEROCK 16 8 7 9 9 16 17 18 13' -0" to 15' -0" TAN MEDIUM SAND W/ROCK FRAGMENTS 18 8 10 12 9 22 19 20 15'-0" to 20'-0" TAN VERY SANDY LIMEROCK 20 11 11 10 8 21 21 22 22 23 24 24 25 26 26 27 28 28 29 30 30 31 32 32 33 34 34 35 36 36 37 38 H: HAND AUGER A: HOLLOW STEM AUGER 38 Water Level: 3' -6" Below Surface As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statmneat conclusions or wdracts from or regarding our reports is reserved pending on our written approval.. FLA.: HANDAUGER; A. AUGER; R. REFUSAL. I DYNATECH i 'TEST BORING REPORT CLIENT : C. DAVID MORTON ARCHITECT PROJECT : Property @ 'ADDRESS : 1080 NE 105"' Street, Miami Shores, FL. LOCATION : See attached plan ENGINEERING CORP. 750 WEST 84T" STREET HIALEAH, FL 33014 (305) 828 -7499 DATE: August 17, 2011 HOLE NO.: B -3 DRILLER: AS & LD 1 2 Hand H 2 3 4 Hand H 4 0' -Ott to 0' -611 TOPSOIL AND GRASS 6 5 5 9 5 7 Ot -611 to P -0" DARK BROWN MEDIUM SAND 8 8 6 13 ' 9 1' -0" to 3'-6" BROWN MEDIUM SAND W/ROCK 10 9 7 13 10 FRAGMENTS 6 8 11 12 10 9 15 12 3' -6" to 4'4" TAN MEDIUM SAND W/ROCK 7 8 13 FRAGMENTS 14 8 7 13 14 6 . 6 ' 15 4' -0" to 12' -0" TAN SANDY LIMEROCK 16 10 12 21 16 9 9 17 18 12' -0" to 16' -0" TAN MEDIUM SAND W/ROCK FRAGMENTS 18 6 8 16 8 7 19 20 16'-0" to 20'-0" TAN VERY SANDY LIMEROCK 20 9 10 21 11 10 ' 21 22 22 23 24 ' 24 25 26 26 27 28 ' 28 29 30 30 31 32 32 33 34 ' 34 35 36 36 ' 37 38 38 H: HAND AUGER A: HOLLOW STEM AUGER Water Level: 3' -6" Below Surface As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval.. H.A.: HANDAUGER; A: AUGER; R: REFUSAL. 1 I DYNATECH TEST BORING REPORT ' CLIENT : C. DAVID MORTON ARCHITECT PROJECT : Property @ 'ADDRESS : 1080 NE 105th Street, Miami Shores, FL. LOCATION : See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HULEAH, FL 33014 (305) 828 -7499 DATE: August 17, 2011 HOLE NO.: B4 DRILLER: AS & LD :? Y f ' b,✓ .j;.j. '-"'KinY .^uj4 --eeAh 'E� M+ �'$ �_w ' c t S a � +. '" ��'� d Q f b�,,� 3 a �a 1 2 Hand H 2 3 4 Hand H 4 5 0' -0" to 0' -6" TOPSOIL AND GRASS 6 4 5 9 6 -0 0' -6" to 1'" DARK BROWN MEDIUM SAND 4 g 7 16 9 1' -0" to 3' -6" BROWN MEDIUM SAND W/ROCK 10 0 8 19 10 FRAGMENTS 11 10 11 12 7 10 19 12 3' -6" to 4' -6" TAN MEDIUM SAND 9 8 13 14 10 9 17 14 4'-6" to 13' -0" TAN SANDY LIMEROCK 8 9 15 16 8 10 22 16 17 13' -0" to 15' -0" TAN MEDIUM SAND W/R.00K FRAGMENTS 12 10 18 7 11 21 18 19 20 15' -0" to 20' -0" TAN VERY SANDY LIMEROCK 10 9 20 10 8 9 11 17 21 22 22 23 24 24 25 26 26 27 28 28 29 30 I 30 31 32 32 33 34 34 35 36 36 37 38 38 H: HAND AUGER A: HOLLOW STEM AUGER ' Water Level: 3' -6" Below Surface As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval.. H.A.: HANDAUGM A: AUGER; R REFUSAL. 1 ' ENGINEERING CORP. 750 WEST 84TH STREET MALEAH, FLORIDA 33014 (305) 828 -7499 PERCOLATION TEST ACCORDING TO S.F.W.M.D. D.O.T. STANDARD TEST )ATE : August 17, 2011 1"LIENT : C. DAVID MORTON ARCHITECT .11ROJECT : Property @ 'ROJECT LOCATION : 1080 NE 105th Street, Miami Shores, FL. ,OCATION OF TEST : SAS )IAMETER OF HOLE 7" LEST NO. P -1 1 'LEST DEPTH (feet) kVERAGE FLOW (GPM) 0 -10 0 -15 N/A 3.5 -4 VERAGE K (CFS /Sq. Ft -Ft Head) /A 2.0x10 'The above hydraulic conductivity represents an ultimate value. The designer should decide on the required safety factor. This value is based on the existing soils at the location of the test. YVater Table 3' -6" Below existing ground surface. SUBSURFACE INVESTIGATION lbeyth Below Ground Surface Soil Description M 0' -0" to 0' -6" Topsoil and grass 0' -6" to 4' -6" Light tan medium sand w /rock fragments 4' -6" to 5' -0" Black fine silty sand 5' -0" to 5' -6" Black fine sand 5' -6" to 7' -0" Tan medium sand 7' -0" to 13' -0" Tan sandy limerock INN" to 15' -0" Tan medium sand w /rock fragments field Tech: AS r; ® °% 0 0 ® o. .m Respectfully 'submitted, U/l Wissam aamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 As a mutual protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of ,statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. '�L-J Gum Emig ZI RW PAW EXISTNG SITE PLAN LEGAL DESCRIPTION- r-_Wm� Lot c3, Block 1, MIAMI SWORE5 ESTATES, f7r accordl:2 to the Flat thereof as recorded Flat 5. 41, PM'158 olt": Public Records of M11. I C ItS, Florida. ' ~ L fill 1 ' GENERAL NOTES ' Soil borings on unmarked vacant property should be considered preliminary with further boring(s) to be drilled after building pad(s) are staked out. 'Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s) has been demolished and proposed new building staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted as confidential property of clients, and authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. KEY CLASSIFICA,.TION & SYMBOLS LI Correlation of Penetration Resistance With Particle Size ' Relative Densily and Qonsistenc Boulders > 12 in. Cobble 3 in. to 1 in. Cone Penetration Standard Relative Oravel 4.76 mm to 3in. ' Tests Penetration Density Sand 0.07 mm to 4.67 mm. /cm3 Lows /ft: Silt 0.005 mm. to 0.074 mm Clay < 0.005 mm ' Sands 0 -16 0-4 I Very Loose 17 -40 5-10 Loose 41 -80 11 -20 Firm Modifiers 81 -120 21 -30 Very Firm ' Over 120 31 -50 Dense 5%-10% Slightly Silty or Clayey 10%-30% Silty or Clayey & 0 -3 0 -2 Very Loose 30%-50% Very Silty or Very Clayey 'Silts Clay 4 -9 3 -4 Soft 0%-5% Slightly Trace 10 -17 5 -8 Firm 6%-10% Trace 18 -31 9 -15 Stiff 11% - 20% Little 32 -60 16 -30 Very Stiff 21%-35% Some Over 60 31 -50 Hard > 35% And Rock Hardness Description ' Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer (cherts) LI MIAMHp�1DE DEPARTMENT OF PE AFFAIRS (PERA) BOARD AND CODE A NOTICE OF A C. DAVID MoRi oK a ASSOCIATES FlofttJ0W6ftA 1 ENVIRONMENT, AND REGUI AiTORY Hated MIAMI -DADS COUNTY PRODECT CONTROL. SECTION 11805 SW 26 Street, Room 208 Mod, Florida 33175 -2474 A� T [161315 -2540 F (786) 315 -2599 PGT Industries -- :::.::; 1070 Teehnology Drly; �� stn10 1�d Nokomis, FL 34275 priff SCOPE: w .aailt;8t 3 t This NOA is being issued under the t 1 and v etoing the use of construction materials. The documentation submitted e V 1Nfiam - -"Dade Louupty PERA - Product Control Section to be used in Miami Dad0Ol**1M@ other areas where allowed by the Authority Having Jurisdiction (AM. 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. APPROV A ing No. 11005-1 Rev C, titled "Alum French door & SideliteC, sheets Ithrough 10 1 by ufacturer, dated 02/22/07 and last revised on 10 /11/11, signed and sealed by l Lynn Miller, a i -Dade County Product Control Revision stamp with the Notice of Acceptance num i by the Miami -Dade County Product Control Section. MISSILE and Small Missile Impact Resistant Limitations: 1. Use I e full on reinforcements (item #22) for OX, XO, XXO., OXX, OXO and OXXO. - The lower design pressure from X, XX doors or O (sidelite) shall control 2. Egress operable doors must comply with min clear width per FBC, as applicable. 3. All laminated glazing options (glass types A, B, C & D) must be with interior 3/16" HS glass. LABELING: Each unit shall bear a permanent label with the manufacturer`s name or logo, eity, state and 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 bean 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 lor 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 # 07- 062910 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. I OA No 11- 1013.22 • Expiration Date: October 18, 2012) Approval Date: November 23, 2011 t�`�S Pag81 t X :. ft... A. DRAWINGS' .1. - Manafacturees die dm"i ags.and. sections (trans-kned hmm talc # 07-0629.1 )-. .. Drawing l*t04IM -1 Rev C, .titled "Alain l`rench * a- .SiMitee, shevts. I* rough 10.4.1-0 1SSepdymaaaau'taare; duel 02t0 and lest ra 1/I1e'1 t signed- n -alb b Lynn Miller, ?.E. .B. TWIN (�mnsfeffed from file # 07- 0629.10) Test report. on 1) Air Infiltration `Pest` per :FBC, TMS 202 -94 ) Unifo M., Static A P iMule `rests pee PBCg "TMS 202.94 Water Resistance Test, per F HC, ` AS. .N12-94. 4) Largge. Nfissile Impact Test per. P C, TAS. 201 - Cyclic Mind Pressure Load -,per FBC, TA S:203-94 6) �creed..L�'ntry `re,st, pe.r FB 2411.3 21 (b) and TIAS 202-94 Mong with xnar .edwatp drawingn, and installation tfagra :ofalumi um outswinging French- door w/ sidelites; prqpar d by Fenestration Tes6ing 4atmratory, hw Feist Repoo. No Me dated -May 05. : 1 7, signed i :and sealed by Carless S. Rionda, . M C. CALCULATIONS I. StAtemant letter dated OCT 11.1 2011 . of compliance-to FBC* 200 7 . FB 2,01 Q, Prepared by POT, w:gted &.sealed by Lym Miller,.P.E. 2. Statement letter: a ted :1070711:1., Sucgemr .Eogi veer adep ing th-e another engineer=s. w tk per FAR 61015-27-001, sighed & a6altd by Lynn ?,filler Mi. I . Anchor verificat *n. and co ptaaative. analysis. dated 06 -21.� 07 and. last wVised io-ot 09 /231037 =. Prepwe<d by .P r, signed and sealed by Robert L Clark, P.13. (tr ns reed from tile'# 07- 29f14). 1. with S l M -13th ,02 -t D. QUALITY ASSURANCE 1:. l lanii .Dade Department of- Permitting, Emir=n t, and Rog€alatery Affalrs (PER )) E. IVIATERIAL CERTIFICATIONS 1. Not1 oo ol': tan t�> I �.- ��;� 1s��€cd. t� 3l�sa la��Y fair `` ,�1�� lca r & alb Interlayer, expiring CA* 0512111 6, g, Notice of Acceptance No. 11-0624.01 issued to t`E.1., DuPont for zsl." uftntBntacite: 0 PVB expiring on 12/11/16. L Staten a tt letter dat d T l 1, 2,011 otce pl ance -to MC 007 & FBC* 010 and "No- ftxionctal int w ", prepued by :1103T, sikned & seated by Lynn MUler, P.E. 2. Statement letter of c€anf nnance and no lid dial l erect: dated 3.:�� -, �t�€� Robert L. Clark, P.R. (ft- ferred 07-06-21930) 3.. 1.:efter ofJa b compliance, pad of the. above test -reports. . OTIM, R. I:. his NO A vies. 0 014 41-0.14, expiring Oct c�ber .i , 2011: 2. 'Test proposal dated. Jan. 18, 200*7 appromed by BC O> fsltaq L Chandat PS. Product Control Examiner NOA No 114.013.22 Approval Date: Novewber,23,2011 U -t NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS B. 3/8" &IOM. (.402`1 CONSISTING OF (1) LICE OF 11W HEAT STRENGTHENED GLASS PLUS AN .010 PVS INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3116° HEAT STRENGTHENED GLASS. C. 718° LAMI NOM. (.4M CONSISTING OF (1) LITE OF 3116° ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3118` HEAT STRENGTHENED GLASS. D. 711W LAMI NOM. (.4651) CONSISTING OF (1) LITE OF 3/18° HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXREEPSAFE MAXIMUM PLUS (1) LITE OF 3118° HEAT STRENGTHENED GLASS. 2. DESIGN-, CURES: SEE TABLES 1 AND 2 ON SHEET 2. 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. 3. 1 S& XO, Off . imp, OXX. :M AND O^ XXO 4.. CONFIGURATIONS: THE 33113% STRESS INCREASE HAS .NOT BEEN USED IN THE DESIGN OF THIS PRODUCT MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL REWS. THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS, SHALL MEET THE REQUIREMENTS OF THE FBC, CURRENT EDMON. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 THROUGH 10. 6 yR A,RE NOTREQUIRM. 6. S18 : INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. 7. REFERENCES: TEST REPORT FTL -5212 ELCO TEXTRON NOA: 04-0721-01,03-0225.05, ANSUAF&PA NDS -20M FOR WOOD CONSTRUCTION AND ADW2005 ALUMINUM DESIGN MANUAL. 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 9: CONFIGURATIONS WHICH CONTAIN A SIDE LITE TO DOOR CONNECTION A. THE LOWER DESIGN PRESSURE FROM TABLE 1. OR 2. PREVAILS. B, FULL LENGTH REINFORCEMENT (ITEM 22 SHOWN IN SECTION E-E. SHEET 8). IS REQUIRED ONLY AT ALL DOOR TO SIDE LITE CONNECTIONS FROM TABLE 1„ SHT. 2. REFER TO TABLE 2. SHT.2 FOR DOOR TO SIDE LITE CONNECTIONS WHICH DO NOT REQUIRE ITEM 22 REINFORCEMENT. EXTERIOR 1rr° (3LAI SS BITE EXT. -1/W ANNEAI D OR �.�. HEAT STRENGTHENED GLASS .090 PV13 INTERLAYER DUPONT.BUTACITE OR MAXIMUM INT. _ 3118° HEAT STRENGTHEND GLASS .402 8: LAMI NOM GLAZING OPTION XOR B. P F®Mi.- :311!3 HEAT STRENGTHENED GLASS .090 PVB INTERLAYER DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM, INT. - 3/18" HEAT STRENGTHEND GLASS 485: 7/16" LAMI NOM. vaesgxr�e Ate$ FI:80P74 >mi I ix 1 1 • 10 BITE A 11006.1 NOA DRAWING MAP TOPIC SHEET GENERAL. NOTES...... ... I CONFIGURATIONS......... I GLAZING DETAILS...._..... 1 DESIGN PRESSURES...... 2 ELEVATIONS .................... 3 VERT. SECTIONS ............. 4 MOM SECTIONS........... 6 PARTS UST .................. 6 EXTRUSIONS ................... 8.7 ANCHORAGE .................... B-10 ilk I l -22. 01 mommynboomms VNN �� 'l�' •• VCEN3F • ' :� �i * ' No. 58705 ' •o i h u I (= A L, A'P`E. FL.P.t# 58705 ►BLE 1. DESIGN PRESSURES FOR ALL CONFIGURATIONS CM WIDTH APPROVED CONFIGURATIONS: X, )K O, OX, XO, OXO, XXO, OXX & OXXO . NOTES: )R DOORS W/ SIDE :LRES THE LOWER DP FOR THE DOOR OR SIX LITE PREVAILS) 1. GLASS TYPES: REINFORCEMENT IS REQUIRED AT DOOR & SIDE LITE CONNECTIONS 3/6" LAMI 11/8" AR .080 PVB. 3/16' HS)) DOORS W[tH GLASS TYPES B, C OR D B. 3V LAMI (118" HS, .080 PVB. 3116" HS) -WA C. 7118` LAMI (311(r A-090 PVB, 3/18' HS) HEIGHT D. 7116" LAMI (316° HS, .090 PVB, 311W HS) WIDTH P WIDTH $7 314" 1 91 31,V 80 - 96 314" ®2` COMBINED DOOR & SIDE LITE WIDTHS FOR TABLE 1 OR 2 -0.81+47.4 +76.0 -47.4 27172" 51 SW 8° 713/4' 60 75. +76.0 -76.0 +761.0 -76.0 +76.0 -76.0 +75.0 -76.0 MAX. OXIXO WIDTH = 731/2" MAX. OX0 WIDTH =1091/2" MAX. XXOIOXX WIDTH =107 3/4' MAX OXXO WIDTH =143 3W 3. SINGLE DOORS 33 5/6" WIDE OR OVER AND THE OPERABLE PANEL OF DOUBLE DOORS 641/8" WIDE OR OVER FROM EITHER TABLE COMPLY WITH THE EGRESS REQUIREMENTS OF THE O WIDTH SINGLE SIDE LITES WITH GLASS TYPE A 29112" 27 314" +76.0 -75.01+76.0 :+48.8 -7&0 1 +76.0 -76.0 +75.0 -76.01+7&01 +41.8: -76.0 :f 31 112" 36 11W +75.0 -75.0 1 +76.0 -76:i) +71.4 -71.4 +87.8 - 67.8 +84.2 -84.2 2g 33112" 314" +7$.0 -35.2 +74.9 -43.11+41,6141.51+39.3 +70.4 -35:2 188.8 -�.8 +83.1 -37.3 36: 1120 67 3W +35.1 •7$.0 1 -74.9 +38.1 -70.4 +37.5 -37:6: +35.8 -S,i.1 FBC. NARROWER DOORS MAY BE USED WHERE EGRESS IS NOT REQUIRED BY CODE. 4. DESIGN PRESSURES UNDER 40 P.S.F. ARE NOT APPLICABLE M MIAMI -DARE COUNTY. 5. EXAMPLES OF COMBINED DOOR AND SIDE. LITE DESIGN PRESSURES: 60 7134" O WIDTH SINGLE SIDE LITES WITH GLASS TYPES 13, C OR 0 3 3314" +764 -75.01+7&0 1 +34.0 : -76.0 +76.0 -75.0 +76.0 -75.0: +76.0 -7$ 0 APPROVED CONFIt3URATWNS: OX, XO, OXO, XXO, OXX & OXXO (THE LOWER DP FOR THE DOOR OR SIDE LffE PREVAILS.) REINFORCEMENT IS NOT REQUIRED AT DOOR & $IDE LITE CO GLASS TYPES A. B. C OR D X WIDTH CM WIDTH (f - 79 314" 1 7° - 83 3/4" 1 87 314" 1 91 314" I 8° • 96 314" 20 25112" 4P 473m- +58.8 -WA +55.4 -55.4 +514 - 52:4 +49.8 -0.81+47.4 +76.0 -47.4 27172" 51 SW +54.9 -54.9 +51.8 -51.8 +49.0 -49.0 +46.6 -48.5 +44.3 -44.3 29112" 55 314" +61.7 -51.7 :+48.8 48:8 +48.1: 46.1 +43.8:43.8 -57.8 +41.8: 41.6 :f 31 112" dD 69314' +49.0 49.0 +482 46.2 +43.8 43.6 +41.4 -41.4 +392 -39.3 2g 33112" e6' +43.1,143.11+4&11 -35.2 +36.2. -43.11+41,6141.51+39.3 +35.2 -35:2 +36,2 -39.3. +37.3 -37.3 36: 1120 67 3W +35.1 -38.11+38A 1 •38.1 +38.1 I - 38.1 +37.5 -37:6: +35.8 -46:8 ;f 37112" 60 7134" +34.0:1.34.01+34.01-34.01+34.01 -34.0 1 +34.0 -N.0 1 +34.0 434.0 SIDE LITE 10 314" +75.0 -7&0. +76.0 -75:0 +75.0 -76.01+76.0. EX. C FROM TABLE 2. : -75.0 +76A -75.0 12 314" +75.0 -76.0 +75.o -75:0 +76.0 -76.0 +78.0 -75.0 +76.0 -75.0 it +72.4 -72A +68.5 - 68.6 +65.0 -6.0 +61.9:-61.9 +590 -59.0 21314" +345 464.6 +61.0 -61.0 +67:8 -57.8 +65.0 -6fi.0: +52.4 . -524 27 314° +62.9. -52.9 +499. -49.9 +472 47.2.+44.7 -44.7 +42.8 42,8 361/8° +35 .12 -35.2 +36.2. -352 +35.2 -35:2 +36,2 -M,2: +34.4 -34A 36 314" . +34.0 -34:0 1 +340 .34:0 +34.0 X4.0 1 +34.0 -34.0 +.34 0: -4.0. �A1L�F�i'�'P: P.ABQXtQPB I= R $BFI ® Ex. A FROM TABLE 1. OXO WITH GLASS TYPE A 30° WIDE x 90° HIGH SINGLE DOOR WITH 29' SIDE LITER DESIGN PRESSURE =+67.81.87.8 PSF EX. B FROM TABLE 1. OXXO WITH GLASS A TYPE viaoovbdb Cep• 88" WIDE x 85" HIGH DOUBLE DOOR WITH 361/7' SIDE LITES DESIGN PRESSURE = +70A 1 -70A PSF 11d�MS EX. C FROM TABLE 2. OXO WITH GLASS TYPE C 30' WIDE x 87 314' HIGH SINGLE DOOR WITH 28" SIDE LITES DESIGN PRESSURE =+43.61.43.8 PSF EX. D FROM TABLE 2= OXXO WITH GLASS TYPE C 63 314" WIDE x 80" HIGH DOUBLE DOOR WITH 26" SIDE LITES DESIGN PRESSURE - +43.11.43.1 PSF 6. FOR COMBINED DOOR AND SIDE LITES FROM TABLE 1, WHICH ® REQUIRED REINFORCEMENT AT DOOR TO SIDE LITE CONNECTION SEE SECTION E -E, SHEET 5 FOR REINFORCEMENT DETAIL. LYNN 4/1��''�i�i ♦c No. 58705 Al SON PRESSURES ■ ALUM. FRENCH DOOR 8 SIDE UT IMPACT A iiri+ir� �iGl; P E. �°0' FDf#t T19-1- x 2 of 10 11005.1 D FL P..E;t158M 13112" MAX t,36 314" MAX. (49 l' ./, Ef JE o SEE NOTE 303146 109112° MAX, 36 X4" — +t-SEE NOTE 3.j 36 MAX MAX {,..37 Ui I AAMX. 49 s` 95 314° 49 ,' i 49 MAX JE Ef JE HT. g o 843 Ef �f I MAX JE s DLO FACT` I TYP. 303146 109112° MAX, 36 X4" — +t-SEE NOTE 3.j 36 MAX MAX 49 s` 49 ,' i `, 41 Ef JE Ef JE Q g o am NOTE 4--/ OXO —71 314" MAX. 24 WIW MAX. DLO (TYP) XACT. -"8W NOTL 4 38 314" �MAX� 33 618" MAX. 8 / C Fr �l{Vi4L7 1 O 36 143 314" MAX MAX 3X "--� —SEE NOTE 3 —�-r —' X 49 ,' i `, 41 86 3 MA (TYI Ef -. id JE \ I �- / E► JE s FACT` I Q SIM NOTE 4--"- OMO 41 -`WE NOTE 4 G G 95 314° MAX. 84 3 V" MAX DLO 1.fir•/ R DLO HEIGHT -HEIGHT -11 3V DLO WIDTH'X' =DOOR WIDTH- 1215!18" ]F DLO WIDTH %X = DOOR WIDTHP2 -11 5116 SIDE LITE DLO HEIGHT m HEIGHT .11 318° A PLO WIDTH = WIDTH 3118" ww*Anoba X Af xx !� O tiitrrlr I. FOR ANCHORAGE. DETAILS SEE. SHEETS S THROUGH 10. �'j', 2. FOR HORIZONTAL AND VERTICAL SECTIONS SEE SHEETS 4 AND S. g870g 3. SIDE LITES OVERLAP 'X' AND 70C DOORS BY 3/4' WHEN ASSEMBLED TO MAKE 7(0','0X', 5X0' 7pf0', bXX' AND'OXXO' CONFIG RATIONS. is ; sso. .4.: REINFORCEMENT LOCATION FOR SIDE LITE TO DOOR CONNECTIONS (SEE APPLICABILITY SHEET 2�. - �c 6 CLEAR OPENING FOR WAND WC DOORS AS FOLLOWS: ('X' DOORS - WIDTH - 5. 848) V DOOR:= DOOR WIDTH12.4.079) ,0 ., �1 a �� n ). IV am as o Ne a®r�aa +r vs E /AT7t?NS -, G,� sv► r k;` Fi0R�pP'' .� ) FL 34s •'i is .......•• Fac A �r i % a' . "aM nae�t ALUAL FRENCH DOOR 8 S/DE UTES, IMPACT SlONAL �<<' :� M:4 - a LYNN t�I'It, P.E. FJC : ZZWr .R:I ROid17 - FD101 NT8 9 + 10 I10&f 0 .. FL:P:E.# 08705 MOM SL SEC L S-10, n= V% m LW_T_EW R. sive OM SL VIEW 9-6. RQBtLE-R -- - ---- 10 -10 1, , I$?. A CMOMOr SPALANT AR A & L.YMMOIRR"If MAX, %'WVTH SKAI�� m /-OJ7 V. . Iul t5"M MAX M--WID'ffi JAMBANCHORSPACM DLO \(-WFTAAM-�* AND 2AND 22 NOTES ONSHEM 1 &-2 FOR Appwwtuyy —SL .(DOOR, WI SIDE. LITE) maw I—mm -SL ISIDTH SL.S.gCT. F-F tLORIZ. (SINGS SIDE UTE) s -, fo I floo&t L I I mw . rl IDUTSMS 7WESHoto CHMMM CMER mos-n -T j 25� Q2) I •l L�p * Ly DOOR PANEL r=P. PANM TOP & BOTTOM WX SIDe RAN- e0sa-716 063-ral I A G M A riLLCR-14C-ADA R 0 -ms-Ta r-Rwe. tirmo oorwu DOOR PANEL ((4 .161TERtOR ASTRAS14L P-T 304 TR.Uss.wmp W"S"MAZ NO MAD 4,675 -L DOOR *PANEL EXTORIOR ASTRAGAL 7/-%"GLAn4GSC-A0 7-2) soWT6 SL OLL 006346- :wes-To jig= paw (.2 0 00PR FRAIR�. ,fAM.8 M-Ta .060 3.000. ims (�2) Oa Tf; (6g ADAPTER 46 7 0 *10 -lAfeATWR (�7) STRI.PO4ANNEL 6063-Ts. ZUS Q2) I AN ASO.. T DOOR PANEL ((4 .161TERtOR ASTRAS14L P-T 304 TR.Uss.wmp W"S"MAZ NO MAD 4,675 -L DOOR *PANEL EXTORIOR ASTRAGAL 7/-%"GLAn4GSC-A0 7-2) soWT6 SL OLL 006346- :wes-To jig= paw (.2 0 00PR FRAIR�. ,fAM.8 M-Ta .060 3.000. ims (�2) Oa Tf; (6g ADAPTER 46 7 0 *10 -lAfeATWR (�7) STRI.PO4ANNEL 6063-Ts. ZUS Q2) ML z(x4z:ltA4 AROTMAL, �.Tl It HEAD I MAD t-ZONE+ .9 ZONE 'IF I OX0 4— ALL--� NMI �TAB L M 2 iyys s'LL- I sLL- 4 zcwe V. —'T— Zme %W Alm 9w; I MEAD WAO zome ow. —,f-- ZON E* 'l KoAa MMAO by . WILL su MAO 011. sim ZONE 9164 RO HEAD f HEAD Mo* Mll � SILL HEAD HEAD MAMFL ANCHORAGF- SOLUTIOt FOft.&gONCRETE - QMQ.,INSTALLATION to Zm.x,: AM* HORS FROM TAKE-7.1*8WO 0.. 'A' Ii W-le x 03 aw, XA WOR ZONIE F.-'-ANC440FM,FAO TANX4, SHOT 0i MMVTP ZONE, SEE ormmw T "MEET .0 SMOLVAra-mm TOOKOOMPE i OR:2ANpKw.$ 004 JAVO AND 2+5404 -w (14) TYKI OR's MCHORSATMAEF AND AT ISKA- NOTES�. DWR 1,APPROV9D ANCHOR TYPSO ARP , I.W441%COTAPOONS. .2:ii4*ELCO�S4C.MTC,- F,.LE-)' MA—SO NRYAgr OP,�r- LAN"R QUANTITIES AFM BASWO ON.SPACWC AS FOLLOWS ir MIN, 0,C_ FOR-CONCRETS), SKREXAMPLE gQXRANCHORWOUTABOVO, MAX' FALOW00 AND 26 ?IX' MAX. 00.. 41'r THE APPROPRIATE TAKES ON SHEEM Mz0awamw zow ZONVP owwwa. MOM Ng WAD zote x ML z(x4z:ltA4 AROTMAL, �.Tl It HEAD I MAD t-ZONE+ .9 ZONE 'IF I OX0 4— ALL--� NMI �TAB L M 2 iyys s'LL- I sLL- 4 zcwe V. —'T— Zme %W Alm 9w; I MEAD WAO zome ow. —,f-- ZON E* 'l KoAa MMAO by . WILL su MAO 011. sim ZONE 9164 RO HEAD f HEAD Mo* Mll � SILL HEAD HEAD MAMFL ANCHORAGF- SOLUTIOt FOft.&gONCRETE - QMQ.,INSTALLATION to Zm.x,: AM* HORS FROM TAKE-7.1*8WO 0.. 'A' Ii W-le x 03 aw, XA WOR ZONIE F.-'-ANC440FM,FAO TANX4, SHOT 0i MMVTP ZONE, SEE ormmw T "MEET .0 SMOLVAra-mm TOOKOOMPE i OR:2ANpKw.$ 004 JAVO AND 2+5404 -w (14) TYKI OR's MCHORSATMAEF AND AT ISKA- NOTES�. DWR 1,APPROV9D ANCHOR TYPSO ARP , I.W441%COTAPOONS. .2:ii4*ELCO�S4C.MTC,- F,.LE-)' MA—SO NRYAgr OP,�r- LAN"R QUANTITIES AFM BASWO ON.SPACWC AS FOLLOWS ir MIN, 0,C_ FOR-CONCRETS), SKREXAMPLE gQXRANCHORWOUTABOVO, MAX' FALOW00 AND 26 ?IX' MAX. 00.. 41'r THE APPROPRIATE TAKES ON SHEEM Mz0awamw zow ZONVP owwwa. MOM Ng TAMM-3.1-00ORS TABLI TAOUt&49A TABLE 7, Q_XO,. MO, _0%X (AUSW owwroes k Ol Owe GLASS' & 2A.'sWe i-A OOM At r.*W rem MASS IYMS A. WF a Ww Irf pet A, 0I Cl D - ------- --- UP" A. a. 'C�v 'k WC - TO 371 Tt� fl� 4. .2 41 � ,;Wz . . . . . . :Fwj]n Mao x 79, as, V. � M 4.-X�X DOORS YABLE. &.2 SIDE LITZ. TAOUt&49A TABLE 7, Q_XO,. MO, _0%X A P P M, I M D &N �*-M. n ME M, X�y R OF X10- A 2&) alivi 21 MO. I � I W. - V-00TAPa:*4q rem MASS IYMS A. WF a Ww Irf pet A, 0I Cl D - ------- --- UP" A. a. 'C�v 'k 2 114" aw mm C"rar-'--th PA79 4 Eavfq�', 4. .2 41 A* . . . . . . --------- - - Z2 -47 . . . . . . . . . . . . . . . . . . . . . . 31537)" 4 Ti 14 11 � - -ro an W—a- 2M TO 37.50 usames TO WIN tt, .3afe-13 3 47,10i x703 1:44 4� -4-1 w1s.1-61 WIT, alivi 21 .6 4 4 4 ij J, -ai I 61A 3E 7.9,7 7; 2 X 4? 4. .2 41 . . . . . . Z2 -47 95,7 7 31537)" 41 10.7414W $141-313 114MV-4.10A.Z.1 6-1 0 t4 �Wlfg J.fll 0 1:44 4� -4-1 w1s.1-61 4�.,A. alivi 21 .6 4 4 4 91, 7, A 4? Tl . . . . . . -47 T 7 $*79 16 4 4 Ti x *44 3 3.1 .3afe-13 .4 rV OTA 7 6 ------ ---- - --- 3 a 45 4 3� 4 3 10 6 Ji T 4 3 %M"IES INTAK-0 4 If040 7 PERM -'TO THE Ulm w > ' 4 fi3 3' ................ ..... 4. -1 x t 4 1 101$ 72,16 42 4 12 *16' M 4 , - 011 k 1 1 wo ,t 2 oft., 4, a. j 2 4 1- 4 il 01 4: a 4 011-t 4 1 4 1 0A 4 2 41 oil VIM .4 1 4 05A 4 2 4 2 U, 4 4 2 4d y i VS. N'T&A * 2 4 2 Wrf-x 4 9.7,7. 4 2 4 4 4 2 2 4 91,71 4 2. 61; .4 2 . ......... 2, - -------- ----- 7 X . I viii 07'4:. 4 3 4 2 0 4 03"A ±A 4 2 ov A .2 111,744 a 42 4 21.7 5Y n; . 4. S 2061910T. 4 3 4 2 03" ftlff 4 f 4 —1 03, -i a .4 2. flii Okl 0 1 2. 4 21 (Al 5. 3 1 alivi 21 a, a'3:. 1 4 91, 7, A - A, 4 3, -47 T 7 $*79 16 4 4 Ti x *44 3 3.1 .3afe-13 .4 rV OTA 7 6 -ff* 4 3 a 45 4 3� 4 3 4 3 6176 61 NA V ITS X-70176 .5 zi 4 21 (Al 5. 3 1 4 21 a, a'3:. 1 4 91, INK, 6 V A - A, 4 -47 T $*79 16 4 4 3 OTA 7 6 -ff* 4 3 0 3 IQ, P� Oat- ONAL 40 K pla.kwft- .�-j .. . ........ ....................... UNNOOD - Sum, mm it :SA K-5f. f1ri ix W000 M IIM N 1 ?4" AAAX, imm TYPE 2 OR 3, DMR,HM(Yf00D) 45 1 W� TYPE 2 1 AV M KA, mm" rp it I sm-w 6..JAu - j MOM. Mare 111411 Wm I OR 2,(C- MW) D-W.&H E& JCONC),j g q - -4-4 1 11W I vFf 2 IPW . W.) W MAX SW- 2x WOW IX WOW'Btx!K, C.M.0 Mxx, Nor 2. Nolte 2. 3A X.0 -Miti �cow, 20-MR. 4 -NO. (WOOD) 29*99AMOR(COINC-) WOW. AWMA, TYPS 2 M 3 NOTS I AW *rp .NOM RXT Note -WfAu. 42X'MW OUCK NNE 2 .DO_OR$ILL (WOOD) wasT r-UL Ly W, "V00A 30..r- %a R 2x WOOD - X-4` ............ IN, 1411 MAK CaNa MIT, ANCHOR, AWAOR . WTM PE! CA 31 -Nmi A- N 71 LffE,Hj...:...,( j1DELLITE HEAD (PONC) I OR:Z (OW I 41W ma N, 1W MAX 00f , A .11 (CONQ ITT AW-MCK More I Is-K MWIMUOR ifF t [ . ".Q • f: �iap�aa. : x4 5 WK WN WOOD, 441 2 OR 3,� NOTE I §!DE,LITE �LAM-S (WOOD) axe LIDS MITEAAMR-, (CONC) W= AW,;M-A rfPS 2 3, Own 1. MUM Wl kid' K, WT9 /-Iwwx SHIM Iva* I. M. I Y. .13140 TYPE" 2 I XT MIN. -Lt* U K61 MIK W* TYPE I W41. F-D, Zoei 14000. Sum, NDTE Z-A DOOR 4LILL (CONC) N, v-r, SMUTS AU (WOOD) LE. RE MLL- (C-0m.) 09 CWhTY,: USEMLY #1s6 W41-DAW COUN TY APP MWEM EMO 1/4'TAPCONS EVAM06b i. w mw, (TYPE ly OR. 1w VA 0 f. -M �'W T WOOD MULLATIONS USE f ORETe-f-M AWMRS. SMODED I 3W UK ttVft 211 Ot. 'WOO bUCKS. 1AM1 144 TkPM' lwwooaOL Q�n Am nONAL. W :UNM 18, MTA!�= Mr-MMY TOISOLID MICA D -EK IOSTAL.LATON TOITHE, -SUBSTRATE OF WOOD BMKS,TQ N OY OTHRRS-01R APPftOVL--,P BY THE *'$ P&% MAreltM 1.0 Ni RWWFW0, IF US E-0, NON - sftRtMK.N0N4WfALU0 QWUT (3400 rst mm.), (Do we wo, vfws) I OF Tf IS GkL In-A.T. IS WT TION'(10- THE WJM-PATE- ANO TP.44SFM, aw, A-A ujAp Tp s. u4& mm. w rjamoma* va Alki�bs T M GROW M: `4000 MWWPATED GRAS APPRCYVE-0 BY THE. AUTWJMrf HAVING -JURMWTIONI -- - - - ----------- . ................ .. 1. w AWK04RAGEDETA-LS MVQfW0R& LW ALUM.. mz-ll* ii� - ----------- 16W -- ----- I - ---------------- A V, 4W MIN, LID, .. ....... ANCWK oi4 A, cw, rf ME - me.EJS, 20R .3;. .T sw MIN, Lo,. NOTE I NOT 2x WOW IX WOW'Btx!K, C.M.0 Mxx, Nor 2. Nolte 2. 3A X.0 -Miti �cow, 20-MR. 4 -NO. (WOOD) 29*99AMOR(COINC-) WOW. AWMA, TYPS 2 M 3 NOTS I AW *rp .NOM RXT Note -WfAu. 42X'MW OUCK NNE 2 .DO_OR$ILL (WOOD) wasT r-UL Ly W, "V00A 30..r- %a R 2x WOOD - X-4` ............ IN, 1411 MAK CaNa MIT, ANCHOR, AWAOR . WTM PE! CA 31 -Nmi A- N 71 LffE,Hj...:...,( j1DELLITE HEAD (PONC) I OR:Z (OW I 41W ma N, 1W MAX 00f , A .11 (CONQ ITT AW-MCK More I Is-K MWIMUOR ifF t [ . ".Q • f: �iap�aa. : x4 5 WK WN WOOD, 441 2 OR 3,� NOTE I §!DE,LITE �LAM-S (WOOD) axe LIDS MITEAAMR-, (CONC) W= AW,;M-A rfPS 2 3, Own 1. MUM Wl kid' K, WT9 /-Iwwx SHIM Iva* I. M. I Y. .13140 TYPE" 2 I XT MIN. -Lt* U K61 MIK W* TYPE I W41. F-D, Zoei 14000. Sum, NDTE Z-A DOOR 4LILL (CONC) N, v-r, SMUTS AU (WOOD) LE. RE MLL- (C-0m.) 09 CWhTY,: USEMLY #1s6 W41-DAW COUN TY APP MWEM EMO 1/4'TAPCONS EVAM06b i. w mw, (TYPE ly OR. 1w VA 0 f. -M �'W T WOOD MULLATIONS USE f ORETe-f-M AWMRS. SMODED I 3W UK ttVft 211 Ot. 'WOO bUCKS. 1AM1 144 TkPM' lwwooaOL Q�n Am nONAL. W :UNM 18, MTA!�= Mr-MMY TOISOLID MICA D -EK IOSTAL.LATON TOITHE, -SUBSTRATE OF WOOD BMKS,TQ N OY OTHRRS-01R APPftOVL--,P BY THE *'$ P&% MAreltM 1.0 Ni RWWFW0, IF US E-0, NON - sftRtMK.N0N4WfALU0 QWUT (3400 rst mm.), (Do we wo, vfws) I OF Tf IS GkL In-A.T. IS WT TION'(10- THE WJM-PATE- ANO TP.44SFM, aw, A-A ujAp Tp s. u4& mm. w rjamoma* va Alki�bs T M GROW M: `4000 MWWPATED GRAS APPRCYVE-0 BY THE. AUTWJMrf HAVING -JURMWTIONI -- - - - ----------- . ................ .. 1. w AWK04RAGEDETA-LS MVQfW0R& LW ALUM.. mz-ll* ii� - ----------- 16W -- ----- I - ---------------- A V, ' C. DAMD MORTON & ASSOUA a ES - Florida ttkWw K& AA0002441 This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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..BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 C -740 Outswing Aluminum Casement Window - L1VLI. APPROVAL DOCUMENT: Drawing No. 7045 -8, titled "Aluminum Casement Window, Impact", sheets 1 through 13 of 13, dated 12/17 /02 with revision "D" dated 06/23/05, prepared by manufacturer, signed and sealed by Lucas A. Turner, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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 renews NOA # 05- 1129.11 and consists of this page 1 and evidence pages E -1 and E -2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 08- 0117.11 D� xpiration Date: =Maw 22, 2013 IMPROVED! Approval Date: May 15,20118 Page 1 E a PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 7045 -8, titled "Aluminum Casement Window, impact", sheets I through 13 of 13, dated 12117 /02 with revision "D" dated 06/23/05, prepared by manufacturer, signed and sealed by Lucas A. Turner, P.E. B. TESTS 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 4608 dated 05 /10 /05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA# 4S- 1129.11) 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, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 4607 dated 05110105, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA# 05- 1129.11) 3. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 3729 dated 2/28/03, signed and sealed by Joseph Chan, P.E. (Submitted under NOA# 03- 061X. 02) " 4. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test Re No. FTL 3587 dated 10 /8/02, signed and sealed by Jose h Chan, P.E. (Submitted under NOA# 03- 0611.02) Manuel Vam Product ControNOA No. Expiration Date: May 22, 2013 Approval Date: May 15, 2008 E -1 t l PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC,TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of one outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Test Report No. FTL 3582 dated 10 /3 /02, signed and sealed by Joseph Chan, P.E. (Submitted under NOA# 03- 0611.02) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC,TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of three aluminum outswing casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 3580 dated 10/3/02, signed and sealed by Joseph Chan, P.E. (Submitted under NOA# 03- 0611.02) C. CALCULATIONS 1. Revised Anchor Calculations and structural analysis, prepared by manufacturer, dated 11/21/05, signed and sealed by Lucas A. Turner, P.E.Complies w /ASTM E 1300 -98 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butaeite PVB Interlayer" dated 01/05/06, expiring on 12/11/10. 2. Notice of Acceptance No. 06- 0216.06 issued to Solutia Inc. for their "Saflex IIIG Clear or colored Interlayer" dated 05/04/06, expiring on 05/21/11. F. STATEMENTS 1. Statement letter of conformance, dated 12/19/02, signed and sealed by Robert L. Clark, P.E. 2. Statement letter of no financial interest, dated 12/19/02, signed and sealed by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No. 05- 1129.11, issued to PGT Industries for th ' es r, Aluminum Casement Window— L.M.I., approved 0 3106, exp' 5/22108. Manuel a17.11 P.E. Product Contro iner NOA No. Expiration Date: May 22, 2013 Approval Date: May 15, 2008 E -2 R. GLAZING OPTIONS: I A. 5/16" LAMINATED GLASS COMPRISED OF 1 LITE OF 1/8" (ANNEALED GLASS AND 1 LITE O 118" HEAT STRENGTHENEb (GLASS W/ AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB B. 5/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS W/ AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. C. 7/16" LAMINATED GLASS COMPRISED OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS W/ AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. D. 7/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 3116" HEAT STRENGTHENED GLASS W/ AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. CONFIGURATIONS OPTIONS 1 31 1 x o x x o x x o x UNEQUAL LITES F m?�_o x o UNEQUAL LITES o x o x UNEQUAL LITES NOA DRAWING TABLE OF CONTENTS I SHEET NOTES............ ............................... 1 GLAZING DETAILS ........................ 2 ELEVATIONS .. ............................... 3-4 DESIGN PRESSURE TABLES....... 5-9 SECTIONS ....... ............................... 10 CORNER CONSTRUCTION ........... 11 EXTRUSION PROFILES ................ 11 -12 PARTS LIST ..... ............................... 12 ANCHORAGE ................................. 1,3,4,13 E. 13/16" I.G. GLASS COMPRISED OF (1) LITE OF 1/8" HEAT STRENGTHENED GLASS AND (1) 5/16" LAMINATED COMPONENT WITH A 3/8" AIR SPACE. 5/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 118" HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. A F. 13116" I.G. GLASS COMPRISED OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) 7116" LAMINATED COMPONENT WITH AN AIR SPACE. 7/16" LAMINATED GLASS COMPRISED OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. ® G. 13/16" I.G. GLASS COMPRISED OF (1) LITE OF 118" ANNEALED GLASS AND (1) 7/16" LAMINATED COMPONENT WITH AN AIR SPACE. 7/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 3116" HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. 2. CONFIGURATIONS: X, XX, XO, OX, XOX AND O 3. DESIGN PRESSURE RATINGS / COMPARATIVE ANALYSIS TABLES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98, ®�e+wame B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-98. C. DESIGN PRESSURES UNDER 40 P.S.F. NOT APPLICABLE IN MIAMI -DADE COUNTY. D. FOR "X" CONFIGURATIONS SEE SHEET 5. 11Z� E. FOR "XX" CONFIGURATIONS SEE SHEET 6. F. FOR J- "XOX" &"0" CONFIGURATIONS SEE SHEET 7. 41 G. FOR 144 "XOX" & "XO" OR "OX" CONFIGURATIONS SEE SHEET 8. — H. FOR UNEQUAL LITE "XOX, "XO" & "OX" CONFIGURATIONS SEE SHEET 9. ®4. ANCHORAGE: THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 3,4 AND 13 FOR ADDITIONAL ANCHORAGE INFORMATION. HEAD & SILL: MAX. 4" FROM CORNERS MAX. 4"& 7" ON EACH SIDE OF MEETING RAILS MAX. 141/2" SPACING ON VENTS6 r MAX. 13" SPACING ON FIXED LITES &:, 2 ANCHORS 3" APART AT MID -SPAN ON FIXED LITE ONLY JAMBS: MAX. 4" FROM CORNERS MAX. 13" SPACING nimm 'a °e re:eatt�51 (2) ANCHORS 3" APART AT MID -SPAN A SEE SHEET 13 FOR APPROVED ANCHORS. 1/4" TAPCONS OR 114" SS4 CRETE -FLEX MAY BE USED IN CONCRETE OR WOOD APPLICATIONS TO ACHIEVE THE DESIGN PRESSURES SHOWN IN SHEETS 5 THROUGH 9. SEE SHEETS 5 THROUGH 9 FOR DESIGN PRESSURE LIMITATIONS WHEN ANCHORING WITH #12 SCREWS. 5. SHUTTER REQUIREMENT: NONE REQUIRED 6. NARROW JOINT SEALANT IS .USED ON ALL FOUR CORNERS OF THE FRAME. �.,, ,.-f A7. REFERENCE TEST REPORTS: FTL- 3580, FTL- 3582, FTL -3587, FTL -3729, FTL4607 AND FTL -4608. 8r• F.K D&. WSW Re bb= B ALX713118 l.Ca &MOVECaL4ZliUODETARS7f?SHEET2 707Q TECrh+KM.Ot3YDR71lF ...... DB vdq NorESAND TABLE OF CONTENTS TD^' ALUMINUM CASEMENT WINDOW, IMPACT F.K. 7/7(7103 C NO CH mw THtB SHEET NOW"S, R 34275 P.C. BOX 7529 74OKO,W4 FL 34274 � Lucas A Tumer, P.E. PE #5ml fir. FK 6/23/05 D ADD 75 -HT., GLASS TYPES FRND G. REMEMCHORAGE. 0M sr Damn a msn Des: Visibly Better S" °�'°'g"O "°'- F.K. 12117102 CA-740 NT$ 1 13 7045 & D Mechanics! A 1/8" ANNEALED OR .090 PVB INTERLAYER HEAT STRENGTHENED GLASS 1. 1-- 1/8" HEAT STRENGTHENED GLASS 43 46 1 30 31 40 .65" NOM. GLASS BITE 9- 13/16" 5/16" LAMINATED COMPONENT 3/8" AIRSPACE 1/8" HEAT STRENGTHENED GLASS 1/8" HEAT STRENGTHENED GLASS l— — .090 PVB INTERLAYER 1 1 18" HEAT STRENGTHENED GLASS 43 46 I $5 65" NOM. 44 GLASS BITE 44 PL 5 NOTE: PVB INTERLAYER IS BY SOLUTIA OR DUPONT 5116" LAMINATED GLAZING DETAIL 5 13116" I.G. W/ 5116" LAMI 32 33 .090 PVB INTERLAYER GLAZING DETAIL 3/16" ANNEALED OR HEAT STRENGTHENED 3/16" HEAT 3/16" ANNEALED OR HEAT 7/16" LAMINATED COMPONENT GLASS STRENGTHENED STRENGTHENED GLASS GLASS AIR SPACE 1/8" ANNEALED GLASS .030 PVB INTERLAYER 43 3/16" HEAT STRENGTHENED GLASS 41 .65" NOM. 43 46 GLASS BITE 85 .65" NOM. GLASS BITE 44 44 - f? • l &Ya 46 5 7116" LAMINATED GLAZING DETAIL 5 13/16" I.G. W/ 7/16" LAMI dx GLAZING DETAIL 3/25103 8 REDRAW QtAENO DETAILS & ADD r31r6" 1.0. d f 1070 TEChWOLOGY DRIVE GLAZING DETAILS 7!70103 C NO CHANGE THIS SHEET N waw, FL 34275 'T0 r. 023105 0 ADD IY16'LAMI I.G. WJ71162AMI & CORRECT 5116'LAMI DETAIL P.O. BoX 7629 ALUMINUM CASEMENT WINDOW, IMPACT mar t».: B . Detx - NLHCO✓bNS FL 34274 Visibly Better 9vP°'v°°r s�ez' >✓�t+e tm. LueA3 A TUmEt, P -E. K 03/25103 CA -745 NT$ 2 m 13 7045 -8 D PE &SS201 McCPtanical DENOTES HINGE 74" MAX. WIDTH ANCHOR LOCATION AT HEAD & 30" MAX. LOCATION SILL OF "X" PANELS, DAYLIGHT } ANCHOR TYPICAL. SEE HINGE OPENING 1 1/2" LOCATION TYP. DETAIL SHT. 4 TYP. SEE MID -SPAN ' CENTERLINE ANCHOR DETAIL , 4 1 1 /2" 7� 7° TYP. (2)� i ' , / / DAYLIGHT 3" Ii OPENING 4" MAX. ' t 4" MAX. 93" MAX. O.C. I I ` — — 76" MAX. MID -SPAN ANCHOR DETAIL j I II j SEE MEETING ' HEIGHT {SEE SHT. 1 NOTE 4} MEETING RAIL DETAIL i I j RAIETAIL { (SEE SHT. 1 NOTE 4 7YP. (2} ( - 4" MAX.- -- - SEE MID - SPAIN 4° MAX. — 4 1 -- 1 14 1/2" MAX. O.C. TYP. ANCHOR DETAIL TYP, (2) ELEVATION "B" - "XX° ANCHOR 134° MAX. WIDTH (SEE SHEET 7 FOR PRESSURES) LOCATIONS 30" MAX. 53" MAX. 30" MAX. (SEE SHEET 1, DAYLIGHT DAYLIGHT DAYLIGHT NOTE: "X" PANEL MAY SWING r 12 0 NOTE 4) OPENING OPENING OPENING IN EITHER DIRECTION SEE MID -SPAN j4• f `� ANCHOR DETAIL TYP. (2) 69" MAX. ! DAYLIGHT i pdiElpUS'S �F Pd$°1d!f4 I I) ' ascKUU: ;ta..: ah:;.s.- asraly I OPENING A =` . •. I 13 "MAX. O.C. X / �. 2oJ3 } I ` 76" MAX. ss. I' I „ O j I• HEIGHT utt• un 4" MAX. _- ____�..�.:.. � _.— �._..�;_:�. =�._ -: • • _._- _"�_ "__ _.. 4" MAX VENT TYP. 1'r— 60" MAX. FIXED L_ SEE EM ET NG 1/2' RAIL DETAIL TYP 4) HEAD 8 SILL ONLY ELEVATION "A"- "XOX" (SEE SHEETS 7 -9 FOR PRESSURES) CHANGE SHEET NO REFERENCES :YOX" ELEVATIONS am: }070 MCnNMLI %Y DD lVE ADO HINGE LOCA�K7N DETAILS NOKOMIS. FL 34<'i5 ' CHANGE MAX Ht r07a'ANDMAX DLO TO d9' a.o eocesae ALUMINUM CASEMENT WINDOW, IMPACT Lucian Tunw, P.E. Oatt. NOKOMIS, FL 5427) 1�i.LG1D'b Batttt 5e moat w,a 6rr hwsesAr ""' PE 058207 cA.7Ja 1VT5 3 ?3 7046 8 D moo -han" , DENOTES HINGE LOCATION AT HEAD & SILL OF "X" PANELS, TYPICAL. SEE HINGE DETAIL SHT. 4 SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (2) 1 1 25 HINGE LOCATED APPROX. FLUSH AGAINST JAM, TYPICAL HEAD & SILL HINGE LOCATION DETAIL WNW 13" MAX. O.C. 4 "I 37" MAX. WIDTH 30" MAX. DAYLIGHT OPENING. I'A 69" MAX. DAYLIGHT OPENING 76" MAX. HEIGHT 14 1/2" SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (4) 4" MAX. --4 k- . MAX. O.C. ELEVATION " ' " (SEE SHEET 5 FOR PRESSURES) 97" MAX. WIDTH 30" MAX. 53" MAX. O ENING I DAYLIGHT OPENING SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (2) 13" MAX. O.C. 4" 14 1/2" MAX. O.C. VENT 4" MAX. HEAD & SILL ONLY 1. REFERENCES & HINGE L OCA 770M NO TES rO 76o AND MAX DLO TO 69" 13" MAX. O.C. 4" 4" MAX. i X �. ! O -60" MAX. WIDTH - 53" MAX. DAYLIGHT OPENING O -' ' 13" MAX. O.C. L 1 - ELEVATION "E" - "O" (SEE SHEET 7 FOR PRESSURES) NOTE: "X" PANEL MAY SWING IN EITHER DIRECTION SEE MID -SPAN ANCHOR DETAIL A SHT. 3 TYP. (2) 69" MAX. DAYLIGHT OPENING A. 76" MAX. HEIGHT SEE MEETING �-RAIL DETAIL SHT. 3 TYP. (2) — -13" MAX. O.C. 37" MAX. VENT 60" MAX. FIXED ELEVATION "F" - "XO" & "OX" UNEQUAL LITE (SEE SHEETS $-9 FOR PRESSURES) ra7oTEcfavotoovoRtvE . , "XO "& '0X- ELEVATIONS NOROWS. FL 34275 " ra i Po. Box 1sa9 ALUMINUM CASEMENT WINDOW, IMP NOKOMIS, Fl. 34274 UiAr1i}dhl�eBerte7' °ia`�p°B0. CA-740 NTS 4 w 13 70'45 -8 I A 69" MAX. DAYLIGHT OPENING IA 76" MAX. HEIGHT r il. momma Rrx as tWIW Aker ?aafr Lt ms A Tumer. P.E. PE x69201 MechanW COMPARATIVE ANALYSIS TABLE 1. 'X" WINDOWS TEST REPORTS: FTL -3582, FTL -3587, FTL -3729 GLAZING OPTIONS: A. 5116" LAMI 1/8 "A,.090 i /8 "HS B. 5/16" LAMI (`I /WHS,.090,1 /8 "HS) E. 13/16" LAMI (1/8 "HS,3 /8" SPACE,5 /16" LAMI -W/ 118"HS,.090,1 /8 -HS) HEIGHT 0x" 26 31 36 38 318 43 48 505/8 54 57 60 63 66 69 72 WIDTH NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 191/8 A -90.0170.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 24 A -90.0170.0 -90.0170.0 -90.0 70.0 -90.0 70.0 -90.0,70.0 -90.0.70.0 -90.0 70.0 -90.0 70.01-90.0 70.0.-89.6. 70.0 -86.3 70.0 -84.2 70.0 -83.2 70,01-81.7 70.Q B,E -90.0 70.0 -90.0 70.01-90.0 70.0 -90.0 70.0 -90.0170.0 -90.0 70.0.-90.0 70.01-90.0 70.0 -90.0 70.0 -90.0 70.01-90.0 70.0 -90.0 70.0 -90.0 70,01-90.0 70.0 261/2 A -90.0 70.0 -90.0 70:4 -90.0 70.0 -90.0 70.0 -90.0 70.0 -83.6 70.0 -79.9 70.01-75.4 70.0 -72.4 70.0 -69-9.69.9 -67.8167.8 -66.2,66,21-65.0 65,01-63.7 63.7 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0170.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 30 A -90.0 70.01-90.0 70.0 -90.0 70.0 -87.4 70.0 -77.6 70.01-68.4 68A - 63.9 63.9 - 60.0 60.0 -58.5 58.5.-56.2 56.2 -53.4 53.4 -51.3 51.3 - 49.8 49.8 - 48.3 48.3 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.01-90.0170.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 32 70.0 -90.0 70.0 -86.3 70.0 -81.0 70.0 -71.1 70.0 -61.8 61.81-58.9 58.9 - 56.1 56.1 -53.8 53.8 -50.4 50.4 -47.7 47.7 -45.6 45.6 - 43.9 43.9 -42.2 42.2 0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0::-90.0 70.01-90.0 70.0 -900 70.0 -90.0 70.0 -90.0,70.0 -90.0 70.01-87.8, 70.01-84.4 70.0 34 70.0 -75.0170.0 -75.0 70.01-75.0 70.01-65.5 65.5 -57.5 57.5 - 54.9 54.91-51.8 51.81-48 - .6 48.6 -45.2 45.2 -42.4142.4 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.01-75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 ® [-75 70.0 -75.0 70.0 -75.0 70.0 -70.4 70.0 -60.4 60.4 - 54.3 54.3 -51.1 51.1 -47.9 47.9 - 44.8 44.81-42.2142.2 -39.7 39.7 ftift ft T6 .. am 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0170.0 -75.0170.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 37 70.0 -75.0 70.0 -73.7 70.0 -67.9 67.9 -59.0 59.0 -52.8 52.8 -49.9 49.9 - 46.4 46.4 - 43.5 43.5 -41.1 41.1 -38.6 38.6 70.0 -75.0 70.0 -75.0170.01-75.0 70.01-75.01 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0170.01-75.0170.0 TABLE 2. "X" WINDOWS TEST REPORTS: FTL -3580, FTL -3587 GLAZING OPTION: C. 7/16" LAMI (3116 "A,.090,3 /16 "HS) ALL "X" SIZES UP TO 37" WIDE x 63" HIGH AND ALL "X" SIZES UP TO 32" WIDE x 72" HIGH -90.0 70.0 xo Mm 9�>a[�s Nu 71By Q TABLE 2A. "X" WINDOWS TEST REPORTS: FTL -4607, FTL -4608 GLAZING OPTIONS: C. 7/16" LAMI (3/16 "A,.090,3116 "HS) F.131161 LAMI (118 "A,AIR SPACE,7 116" LAMI -W/ 3/16 "A,.090,3 /16 "HS) ALL "X" SIZES UP TO 37" WIDE x 76 "HIGH -55.0 55.0taRcc X NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 1/4" TAPCONS OR 114" SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. a�- ft mex F.K. on 3ra51o3 a.4.v: a ADD GdAS§ TYPE TO TABLES 9 & a 9070 TECYNOLOGYDR NOKOMIS, FL 34275 P.O. BOX 1528 NOKOMIS, FL 34274 � PRESSURES- X CONFIG. WINDOWS Turner. Luees 058=1 P.E. Mechanical '� �IVE FIG 7190103 C NO CHANGE THIS SHEET : ALUMINUM CASEMENT WINDOW, IMPACT F.K 6123105 p REVISE ANCHORS &ADD 76` HEIGHT OPTION o ar F.K. 12117102 o+reexme . mm: Visibly &wr CA-740 snWe N75 5 t3 7045 -8 rt,. D TABLE 5. "XX" WINDOWS TCS 1 KEI'UK 1: F TL -3MU GLAZING OPTION: C. 7/16" LAMI (3116W.090,3116 "HS) ALL "XX" SIZES UP TO 74" WIDE x 63" HIGH 1.90.0 70.0 p►imC'Trs8Lv w as =I&l e TABLE 5A. "XX" WINDOWS TEST REPORTS: FTL -3580, FTL -4607, FTL -4608 `+ Actcpts� -:1� GLAZING OPTIONS: C. 7/16" LAMI (3116 "A,.090,3 /16 "HS) F.13116" LAMI (1 /8 "A,AIR SPACE,7 /16" LAMI -W/ 3/16 "A,.090,3 /16"HS) L ALL "XX" SIZES UP TO 74" WIDE x 76" HIGH 1.55.37-5 �p A NOTES: d 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 114" TAPCONS OR 114° SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH 112 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. „ a„ - - ro7o 7ECHNOLDGVORIVE PRESSURES- XX CONFIG. WINDOWS _ NOKOMiE, vt 5x775 TiRat ALUMINUM CASEMENT WINDOW, IMPACT F.K. 6123/4$ D RE1? SF ANDHDRS8ADDTAEtE576- HEfGH7pPTION P.n 80X lEZB Dora "rv. Lucas A1a ,PA, er: nmo. Br. mm. NOXOAfiS. FL 74774 Visibly Bette' PE 7188201 FK 12117142 GM744 NT5 B- ^� 13 7045.8 D Msc"ardcal COMPARATIVE ANALYSIS TABLE 3. "XX" WINDOWS TEST REPORTS: FTL -3582 r GLAZING OPTION: A. 5116" LAMI (11B "A,.090.118 "HS) X X HEIGHT ' "XX" 26 31 36 383/8 43 48 50 518 54 57 60 1 63 WIDTH NEG I POS NEG POS NEG POS NEG I POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POs 37 A -75.01 70.01-75.0 70.0 -75.0 70.0 -75.0 70.0 •75.0 70.0 -75.0 70.0 -75.01 70.0 -75.0 70.01-75.0 70.0 .75.01 70.0 -75.0 70.0 43 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70,0 -75.0 70.0 -75.0 70.0 .75.01 70.0 -75.0 70,01-76.0 70.0 •75.0 70.0 -75.0 70.0 48 A -75.0 70.01-75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.01 70.0 -75.0 70.01-75.0 70.0 •75.0 70.0 -75.0 70.0 531/8 JA -75.0 70.01-75.0 70.01-75.0 70.0 -75.0 70.0 -75.0 70.0 •75.0 70.0 -75.01 70.0 -75.0 70.0 -72.1 70.0 -69.5 69.5 -67.5 67.5 57 A -75.0 70.01-75.0 70.0 -75.0 1 70.0 -75.0 70.01-75.0 70,01-74.4 70.0 -69.61 69.6 -65.2 65.2 -63.0 63.0 - 60.8 60.8 -58.0 58.0 60 A -75.0 70.01-75.0 70.0 -75.01 70.0 -75.0 70.0 -75.0 70.01-68.4 68.4 -63,9 163.9 - 60.0 60.0 - 58.5 58.5 - 56.2 66.21-53.4 53.4 64 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -71.1 70.0 -61,8 61.8 -58.9 58.9 -56.1 56.1 -53.8 53.81-50.4 50.4 -47.7147.7 68 A -75.0 70.0 •75.0 70.0 -75.0 70.0 -75.0 70.0 -65.5 85.5 -57.5 57.5 - 54.9 54.9 -51.8 51.8 -48.6 48.6 -45.2 45.2 -42.414 2.4 ragoicrumv 01 �� + -tl ! Roll W° ` ' >Jfv4ema 72 A -75.0 70.0 -7. 70.0 -75.0 70.0 -70.4 70.0 -60.4 60.4 - 54.3 54.3 -51.1 51.1 47.9 47.9 44.8 44.8 -42.2 42.2 •39.7 - 3.7 74 A -75.0 70.0 -75.0 70.0 -73.7 70.0 -57.9 67.9 -59.0 59.0 -52.8 52.8 49.9 49.9 46.4 48.4 113.5 43.5 4i.1 41.1 -38.6 38.6 TABLE 4. "XX" WINDOWS TEST REPORTS: FTL -3562, FTL -3729 GLAZING OPTIONS: B. 5118" LAMI (118 "HS,.090,118 "HS) E. 13116" LAMI (118"HS,3/8" SPACE,5116" LAMI -W/ 118"HS „090,118 "HS) ALL "XX" SIZES UP TO 74" WIDE x 63" HIGH -75.0 70.0 TABLE 5. "XX" WINDOWS TCS 1 KEI'UK 1: F TL -3MU GLAZING OPTION: C. 7/16" LAMI (3116W.090,3116 "HS) ALL "XX" SIZES UP TO 74" WIDE x 63" HIGH 1.90.0 70.0 p►imC'Trs8Lv w as =I&l e TABLE 5A. "XX" WINDOWS TEST REPORTS: FTL -3580, FTL -4607, FTL -4608 `+ Actcpts� -:1� GLAZING OPTIONS: C. 7/16" LAMI (3116 "A,.090,3 /16 "HS) F.13116" LAMI (1 /8 "A,AIR SPACE,7 /16" LAMI -W/ 3/16 "A,.090,3 /16"HS) L ALL "XX" SIZES UP TO 74" WIDE x 76" HIGH 1.55.37-5 �p A NOTES: d 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 114" TAPCONS OR 114° SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH 112 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. „ a„ - - ro7o 7ECHNOLDGVORIVE PRESSURES- XX CONFIG. WINDOWS _ NOKOMiE, vt 5x775 TiRat ALUMINUM CASEMENT WINDOW, IMPACT F.K. 6123/4$ D RE1? SF ANDHDRS8ADDTAEtE576- HEfGH7pPTION P.n 80X lEZB Dora "rv. Lucas A1a ,PA, er: nmo. Br. mm. NOXOAfiS. FL 74774 Visibly Bette' PE 7188201 FK 12117142 GM744 NT5 B- ^� 13 7045.8 D Msc"ardcal (1!6"A,.090,1/8"HS) 8.5/16- 36 72 LB,ff -78.0 70,01-75.0170.0 -75.0170.01-75.0170.0 .75.0170.01-75.0170.0 -75.0170.01-75Z 70.01-75.0170,01-75.0 70.01-75.0170.01 C F 1 "90.0 70.0 •90.0 70.0 -90.0170.0 - 90.0 70.0 -90.0 170.01 "90.0 170.0 -90.0170.01 -90.0 70.0 1-90.0170.0 1 -90.0 70.0 -90.0 70.01-55:0155.0 -55.0155.0 -55.0155.0 A -75.0 70,01-75.D 70.0 -73.7170.0 -67.9 87.9 -59.0159.0 •52.8 52.8 -49.9140.9 -46.4 40.41-43.5143.5 .41.1 41.1 -8.6 38.8 37 74 B,E -75.0 70.01-76.0 70.0 -75.0170.01-75.0 70.0 -75.0170.0 -75.0170.0 -75.0170.0 -75.0 70.01-75.0170.0 •75.0 70.01-75-0. 70.0 C,F -90.0 70.0 -90.0 70.0 •90.0 70.0 •90.0 70.0 -90.0 70.0 - 90.0 702 -90.0170.0 -90.0 70.0 - 90.0 70.0 •90.0 70.0 -90.0 70.01-55,0155.0, -55.0155.0 •55.0 55.0 A -75.0 70.01-75.0 70.0 -67.8 67.8 -82.1 62.1 -55.7 56.7 -49.8 49.8 -46.9146.9 -43.6 43.81-41.1141.1 - 38.6 38.6 - 36.5 36.5 39112 79 B,E -75.0 70.01-75.0 70.0 -75.0 70.0 - 75.0 70.0 •76.0 70.0 - 75.0 70.0 -75.0170.0 -75.0 70.01-M01 70.0 -75.0 70.0 -76.0 70.0 G.F •90.0 70.01-90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 •90.0 70.0 -87.4 70.0 -83.2 70,01-55.0155.0 -55.0155.0 -55.0 55.0 A -750 70.0 -75.0 70.0 -62.4 62.4 - 58.4 58.41-63.3 63.3 - 56.4 56.4 - 53.4 53.4 - 50.0 50.0 .46.9 46.9 - 44.3 44.3 •41.9 41.9 42 84 8,5 -76.0 70.0 •75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75 D 70.0 -75.0 70.0 -75.0 70.0 -75.0 70,0 -75.0 70.0 C,F -90.0 7D.0 •90.0 70.0 -90.0 70.D -90.0 70.0 •90.0 70.0 -90.0 70.D -90.0 70.0 -90.0 70.0 •84.5 70.01-79.7 70.0 "76.6 70.0 -55.0151.0 -55.0 56.0 -55.0 55.0 A "75,0 70.0 "70.3 70.01-158.0158.0 - 54.6 54.6 -59.31%.3 - 53.6 63.6 - 50.9 50.9 •47.5 47.5 - 44.7 44.71-42.1 42.1 •39.7 39.7 45 90 B,E •75.0 70.0 - 75.0 70,01-75.0170,0 -75.0 70.0 -75.0170.0 - 75.0 70.0 •75.0 70.0 -75.0 70.0 -75.0 70,01-75.0 70.0 -75.0 70.0 C,F -90.0 70.0 "90.0 70.0 -90.0 70.0 •90.0 70.0 -90.0 70.0 -910 70.0 -882 70.0 -81.8 70.0 "76.9 70.0 -72AI 70.0 -692 69.2 -58.0 55.0 -55.0155 0 -55.0 55.0 A -75.0 70.0 -85.0 65.0 - 64.3 54.3 -51.1 51.1 - 65.1 55.1 -51A 51.4 48.8 48.6 - 45.3 45.3 -42.5 42.5 -40.4140A -WA 38.4 48 98 A 25.0 70.0 1 •75.0 TO.0 -76.0 70.0 •75.0 70.0 -75.0 70.0 -75.0 70.0 "75.0 70.0 -75.0 70.0 -76.0 70.0 •75.0 70.0 -75.0170.0 C,F -90.0'70,01-90.0 70.0 40.0 70.0 -80.0 70.0 -90.0 70.0 -86.0 70.0 -80.9 70.0 -75.0 70.0 •70.7 70.0 -67.3 67.3 - 64.1 64.1 -55,0155.0 -55.0 56.0 •53.2 63.2 A •75.0 70.0 •60.8 60.8 -61.3 51.3 - 48.3 48.3 -52.7 52.7 - 48.7 48.7 •46.9 46.9 -43.6 43.5 •41.3 41.3 -392 39.2 -37.1 37.t 50112 101 BA •75.0 70.0 •75.0 70.0 •75.0 7D.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 "75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.D -74.3 70A C F 1 -90.0 70.0 •90.0 70.0 -90.0 70.0 •90.0 70.01-90.0 70.0 -81.2 70.0 -76.7 70.0 -70.3,70.0 - 68.8 66.8 -63.5 63,5 - 60.5 80.5 •55.0 55.0 -52.6 52.6 -49.6149.6 A -75.0 70.0 -M.71 58.7 -48.7148.7 -35.4 45.4 •50.0 50.0 - 46.1 46.11-44.2 44.2 -42.2 42.2 -40.1 40.1 •38.0 38.0 - 36.2 36.2 53118 106318 8,E -75.0 70.0 •75.0 70.0 -75,0170.0 -75.0 70.0 •75.0 70.0 -76.0 70.01-75.0 70.0 -760 70.0 -75.0 70.0 •75.0 70.0 -72.4 70.0 C,F -90.0 70.0 -90.0 70.0 -90.01700 20.0 70.0 -88.6 70.0 -76.4 70.01-711 70.0 - 86.5 66.51-83A 63.01-60.01 60.0 -57.3 57.3 •53.8 53.8 -49.4149.4 - 48.2 48.2 A -75.0 70.0 •58.2 58.2 47.9 47.9 - 44.5 44.6 49.1 49.1 - 46.3 45.3 -43.4 43.4 .41.9 4191-39.8 39.8 -37.6 37.6 - 35.9 35.9 54 108 BF -75.0 70.0 -75.0 70.0 .75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.01-75.0 70.0 -75.0 70.0 •75.0 70.0 -75.0 70.0 -71.8 70.0 C,F -90.0 700 -90.0 70.0 -90.0 70.0 -90.0 70.0 -86.9 70.0 -75.0 70.0 1 -70.1 70.0 -65.4 65.4 -61.8 61.8 •59.1 69.1 -68A 56.4 .52.8192-8 48.4 48.4 46.2 48.2 A 776.0 7573 -57.1 571 •46.4 46.4 -43.3143.3 -47.5 47.5 43.9 43.0 -42.2:42.2 - 40.8 40.777 39.1 -37.2 372 -35.4 35.4 55111 111 B,E -76.0 70.0 •75.0 70.0 -76.0 70.0 -75.0170.0 -75.0170.0 - 75.0 70.0 •75.0 70.0 -75.0 70.0 -76.0 70.0 -74.3:70.0 -70.8 70.0 CX -90.0 70.0 -90.0 70.0 •90.0 70.0 -90.0 70.0 -84.3170.0 -72.6 70.0 -68.4:68.4 - 63.6 63.6 - 60.1 60.1 - 57.5 57.8 - 54.8 64.8 -61.1181-1 :48.8146.8 -43-6143-61 A "75.0 70.0 -56.2 66.2 - 44.8 44.8 - 421 42.1 -46.2 462 -42.5 42.5 -41.2 41.2 - 394 39.8 -38.5 38.6 48.7 36.7 - 34.8 34.8 57 114 BE •75.0 70.0 -75.0 70.0 -75.0170.0 -76.0 70.0 -75.0170.0 -76.0 70.0 . 76.0 70.0 - 75.0 70.0 -76.0 170.0 •73.3 70.0 - 89.6 89.8 CF -90A 70.0 •911.0 70.0 -90.0 70.0 -90.0 70.0 "61.11 70.0 -70.7 70.0 •66.7 66.T •81.8 61.8 •58.7 58.7 - 55.9 56.9 •53.2 S32 49.4 49.4 :W.2-P-62 . 42.6 42.6 A - 74.2 70.0 -55.0 56.0 43.4 43.4 40.9 40.9 - 44.8 44.11 41.3 41.3 -002 40.2 -38.7 36.7 "37.6 37.6 - 38.1 38.1 - 34.2 34.2 68 12 117 g,E •76.0 70.0 -75.0 16W3,4 •75.0 70.0 -78.0 70.0 -75.0 70.0 -75.0 70.n "76.0 70.01 -75.0 70.0 -75.0 70.0 -722 70.0 88.4 88,4 C F •90.0 70.0 -90.0 -90.0 70.0 •90.0 70.0 •78.4 70.0 -89.0 89.0 84.9 64.9 80.4 �.4 57.3 67.3 •54.5 54.6 1.51.6161.6! 47,8 47.8 -43.6 43.8 -41,7 41.7 A -72.9 70.0 - 53.4 42.2 42.2 •39.7 39.7 43.5 43.5 -40.4 40.4 •39.2 39.2 -37.6 37.8 •38.7 36.7 -38.5 35.5 .93.7 33.7 60 120 S.E -75.0 70.0 -75.0 -75.0 70.0 -75.0 70.0 .75.0 70.0 -78.0170 0 -75.0 70.0 -75.0 70.0 -73.3170.0 =71.0 70.0 -87_4 87.4 GLAZING OPTIONS: D. 7H6° MI (3/ 6"HS, 090,. 16 °HS) G. 13/16" LAMI (118 °A.AIR SPACE .7 /18" LAMI -W/ 3118'1-IS490,3/16"H$) ALL "0° SIZES UP TO 60" WIDE x 76" HIGH AND ALL "114.111 -1/4 XOX" SIZES UP TO 120" WIDE x 76" HIGH .0155.o NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 1/4" TAPCONS OR ® 1/4"S84 CRETE -FLEX ANCHOR$. 2. IF INSTALLING WITH #12 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. ce,w er tore: wa: P�"+roa°. Px. 4+2sw� a ADD GL ass TYPE E Yo 7AELE a PRES -0& SURES 1J4- 112 -114 XO CONFIG. WINDOW: aemre3- 1070 TEf.HhrAOCY DWE F K VIM C NO CHANGE TXJS SKEET NOKO1r0S. FL .11773 ^"0' w" ,. ate. ALUMINUM CASEMENT WINDOW, IMPACT F.K. W.m 0 CHANGE ANCHORS AND ADD 76'HT. UPTJON P.U. Box 1329 NDK0141S, 8,14274 so": lase[ a aa+ro .. om a . o m: vrrtbly Betre. CA -740 - NTS 7 13 7045-8 d F.K. Y ? /J7IO2 _ 1 1 1 4 2 4 X O X O r .. .........,. Lucas A. Tumor. P.E. PE 7!83201 madmical COMPARATIVE ANALYSIS TABLE 8. "XO" OR "OX" & "113- 1/3 -1/3 XOX" WINDOWS TEST REPORT: FTL -3582 GLAZING OPTION: A. 5/16" LAMI (1 /8 "A,.090,1/8 "HS) HEIGHT "XO" "XOX" 26 31 38 38 318 1 43 48 50 518 1 54 57 60 63 WIDTH WIDTH NEG I POS NEG POS NEG POS NEG POS NEG POS NEG I POS NEG POS NEG POS NEG I POS NEG POS NEG POS 37 551/2 A -75.0 70.0 -75.01 70.0 -75.0 70.0 -75.01 70.0 -76.0, 70.0 -75.0 70.0 -75.0 70.01-75.0 70.0 -75.0 70.0 -7501 70.0 -75.0 70.0 48 72 A -75.01 70.0 -75.0 70,01-75.0 70.0 -75.0 70.0 -7G.0 70.0 -75.01 70.0 -75.0 70.01-75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 491/3 1 74 A -75.01 70.0 -75.0 70.01-75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 1 70.0 -75.0 70.01-75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 531/8 792/3 A -75.0 70.0 -75.0 70.01-75.0 70,0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.01-75.0 70.0 -72.1 70.0 -69.5 69.5 -67.5 67.5 56 84 A -75.0 70.0 •75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -71.9 70.0 1 -67.7 67.7 - 64.9 64.9 -62.7 62.7 -60.4 60.4 60 90 A 45.0 70.0 -75.0 70,01-75.0, 70.0 70.0 -75.0 70.0 -68.4 68.4 -63.9 63.9 -60.0 60.0 -58.5 58.5 - 56.2 58.2 -53.4 53.4 64 96 A -75.0 70.0 -75.0 70.0 -75.0 70.0 70.0 -71.1 70.0 -61.8 61.8 -58.9 58.9 - 66.1 56.1 -53.8 53.8 -50.4 50.4 -47.7 47.7 67.333 101 A -75.0 70.0 -75.0 70.0 -75.0 70.0 70.0 - 66.4 66.4 -58.2 58.2 -55.6 55.6 -52.6 52.6 -49.4 49.4 -45.9 45.9 -43,1 43.1 70.917 106 318 A -75.0 70.0 -75.0 70.0 -75.0 70.0 d-75.0 70.0 -61.8 61.8 -55.1 55.1 -51.9 51.9 -48.9 48.9 - 45.8 45.8 -42.8 42.8 - 40.3 40.3 72 108 A -75.0 70.0 -750 70.0 -75.0 ' 7.0.0 70.0 -60.4 60.4 -54.3 54.3 -51.1 511 -47.9 47.9 X44.8 44.8 -42.2 42.2 -39.7 39.7 74 111 A -75.0 70.0 -75.0 70.0 -73.7 70.0 67.9 -59.0 59.0 -62.8 52.8 749.9 49.9 -464 46.4 -43.5 43.5 41.1 41.1 -38.6 38.6 TABLE 9. 'XO" or "OX" & "1/3- 1/3 -1/3 XOX" WINDOWS TEST REPORTS: FTL -3582, FTL -3729 GLAZING OPTIONS: B. 5116" LAMI (1/8 "HS,.090118"HS) E. 13116" LAMI (1/8 "HS,318" SPACE,5M6" LAMI- W11/8'HS,.09Q1/8 "HS) ALL "XO" OR "OX" SIZES UP TO 74" WIDE x 63' HIGH AND ALL "113- 1/3 -1/3 XOX" SIZES UP TO 11 1" WIDE x 63" HIGH -75.0 70.0 TABLE 10. "XO" or "OX" & "113 - 113 -1/3 XOX" WINDOWS TEST REPORT: FTL GLAZING OPTION: C. 7116" LAMI (3/16 "A..090,3 /16 "HS) ALL "XO" OR "OX" SIZES UP TO 74" WIDE x 63" HIGH AND ALL "113.1/3.1/3 XOX" SIZES UP TO 111" WIDE x 63" HIGH -90.0 TABLE 10A. "XO "or "OX" & "1/3 -1/3 -113 XOX" WINDOWS TEST REPORTS: FTL -3580, FTL -4607, FTL -4608 GLAZING OPTIONS: C. 7/16" LAMI (3116 "A,.090,3 /16 "HS) F.13/16" LAMI (1 /8 "A,AIR SPACE, 7/18" LAMI -W /3/16 "A,.090,3 /16 "HS) ALL "XO" OR "OX" SIZES UP TO 74" WIDE x 76" HIGH AND ALL "113- 1/3 -1/3 XOX" SIZES UP TO 111" WIDE x 76" HIGH -55.0 55.0 A NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 114" TAPCONS OR 1/4" S64 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. s aDO Goss TYPE E TO rAeiE s 10711 7ECHNOLOGYORNF NOKOWS, FE :#275 P.O 1529 NOKOWS. Pt 34274 "Gy= PRESSURES - XO, OX, & 1/3- i/3 1/3 XOX V C NO CHANGE TENS SHEET ALUMINUM CASEMENT WINDOW, IMP �- A CHANGE ANCHORS AND AOO 7P "HEIGHT OP7K)N ' Visibly Xeaar �,,w. yr, NTS nan 8 a 13 nm"roan 7045 {f- 3 3 3 X O X x o O X am ca:te><T�'.R +xith !tr. ii4aiA7. c�1x _ ac�o& �t:3,o , 13 FavAusd Wae9 A. Tumer. P.E. PE #58201 MechaNta IATIVE ANALYSIS TABLE 11. "XO" or "OX" S "XOX" UNEQUAL LiTE VVINL GLAZING OPTIONS: A 5/16" LAMI (1 /8 "A,.090,1 /8 "HS) B. 5116" LAMI (IMI-IS,.090,1 /8 "HS) C. 7116" LAM (3/16 "A,.090,3116 "HS) E. 13116" LAMI 1 /8"HS 318" SPACE.5/16" LAMI -W/ 118 "HS,.090,1 /8"HS F. 13116" LAMI 118 "A,AIR SPACE,i HEI uvtnTµc�l F. zR 'i aR aTa T as T 4s -1 50 S/A 1 54 ! �1 67 1 60 69.284 19.125 31.014 B,E •75.0 70.0 •7b.0 70.0 -75.0 7D.0 -75.0170.01-75.0170.0 -75.0170.01-75 C,F -80.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.01-90,0170.0 90.0 70.0 -9k 186.919 24 38.919 A •75.0 70.01-69.1 69.1 -63A 63.4 -58.5 $6.5 -50.4 50A -47.5 47.5 -44 8,E -75.0 70-01-76,0 70.0 •76.0 70.0 -75.0 70.0 -75.0 7D.0 -75.0 70.0 -76 C•F -90.0 70,01-90.0 70.0 -90.0 70.0 -90.0 70,0 -90.0 70.0 -90.0 70.0 -90 95,973 27 42.973 A -75.0 70.01-60.5 6D.5 -57.2 57.2 -62.1 62.1 •55.2 55.2 -52.6 52.6 -49 -75.0 70.01-75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75 -90.0 70.0 -90.0 70.0 -90.0 70.0 1-90.0170,0 -90.0 70,01-90.0, 70.0 -87. 108.649 30 48.849 -75.9 70.0 -53.5163.51-50.4 50.4 - 54.6 54.5 - 50.7 50.7 -48.2 48.2 44. •75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75. ]A-75.0 90.0 70.0 -90,0 70.0 - .0 70.0 -90.0 70.0 84.7 70.0 -79.b 7 .0 -73. 115,892 32 61.892 70.0 -49.9 49,9 -46.8 48.8 -51.3 51.3 -47.4 47.4 - 46.5 45.5 -42, -75.0 70.0 •75.0 70.0 -75.0 70.0 -75.0 70.0 •75.0 70.0 -76.0 70.0 •75. -80.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -78.6 70.0 -73.2 70.0 -68. 122 33.687 54.627 A -75.0 70.0 47.3 47.3 44.0 44.Q -48.4 48.4 - 44.7 44.71-42.01 42.8 41. B,E -75.0 70.0 -75.0 70.0 -75.D 70.0 -75.0 7DO •75.0 70.0 -75.0170.0 -75 C,F -90.0 70.01-90.0170.01-90,0 70.0 -85.8'70.D -74.0 70.0 -09.4169.4 -64. 123135 34 56.135 A -75.0 70.01-46.8 46-81-43.6 43.6 -47.9 47.9 - 44.3 44.3 -42,4142.4 -41. B,E -75.0 70.01-75.0 70.p -75.D 70.0 -75.0 70.0 -75.0 70.0 -75.0170.0 -76.. C F -90.0 70.01-90.0 70.01-90.0 70.0 -86.0:70.0 -73.1 70.0 -66.8168.6 •64. 126,000 34.791 56.418 A -MO 70.0 45.5 465 -42.6 42.6 -46.7 46.7 -43A 43.1 -41.6 41,6 -40, 8,E •75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.D 70.0 -75.0 70.0 •75. G F -90.0 70.0 -90.0 70.0 -90.0 70.0 -82.8 70.0 41.3 70.0 •87.3 87.3 -62. 130 35.896 68.209 A •74A 70.0 -43.8 k 43.6 -41.2 41.2 -45.1 45.1 -41.5 41.5 -40A 40.4 -38 ME -75.0 70.0 -75.0170.D -75.0 70.0 -75.0170.0 •75,0 70.01-75.0 70,0 -75 C,F -90.0 70.0 -90.0 70.0 -90.0 70.0 -79.9170.0 69.3 69.3 -65.31S5.3 60 130.378 38 58.378 A -74.3 70.0 -43.5 43.6 -41.0 41.0 45.0 45.0 41.4 41,4 40.3 40.3 •38. B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75. C,F -90.0 70.0 -90.0 70.0 -90.0 70.0 -79.6 70.0 •89.1 69.1 -85.1 65.1 -60 134 37 60 A - 72.9 70.0 42.2 42.2 -39.7 38.7 43.6 43.5 40.4 40.4 -39.2 38.2 •37 B,E -75.0 70.0 •75A 70.0 -75.0 70.0 -75.0 70.0 -75.0 70,0 -76.0 70.0 -75 C.F -90.0 70.0 90.0 70.0 -90.0 70.0 -77.1 70.0 .67.3 67.3 -83,3 63.3 -59 "XO" & "OX° WINDOW WIDTHS EQUAL THE SUM OF THE VENT WIDTH AND THE FIXED WIDTH. TABLE 12. Q or OX" & "X EQUAL UTTWINOOWS TEST REPORT: FTL- 80 GLAZING OPTION: O. 7/16" LAMI /16"HS,.090.3/16"HS ALL "XOX" SIZES UP TO 134" WIDE x 53" HIGH WITH 3T' MAX. VENT WIDTH AND 60" MAX. FIXED WIDTH AND 90.0 70.0 ALL "XO" or "OX" SIZES UP TO 97" WIDE x 63" HIGH WITH 37" MAX. VENT WIDTH AND 60" MAX. FOXED WIDTH TABLE 12A. "XO" or "OX" & "XOX" UNEQUAL LITE WINDOWS TEST REPORTS: FTL•3580, FTL4607, FTL 4608 GLAZING OPTIONS: D. 7116° LAMI 3N6"HS,.090,3/16"HS G. t 3/16" LAMI (116 A,AIR SPAGE ,7116" LAMI -W/ 3/f6 "HS,.094 3/18 "HS ALL "XOX" SIZES UP TO 134" WIDE x 76" HIGH WITH 37" MAX. VENT WIDTH AND 60" MAX. FIXED WIDTH AND 65.0 55.0 ALL "XO" or "OX" SIZES UP TO 97" WIDE x 76" HIGH WITH 37" MAX VENT WIDTH AND 60" MAX. FIXED WIDTH FTL -3729, FTL 4607, NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 114" TAPCONS OR Q 114" SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. rr"w4 r. rr+w: aaw+a " r»rvx,.r F.K. a251w a ADDGLASSTYPEETO rABLE11 PRESSURES- UNEQUAL CONFIG. .may Tft- . wmna" 7070 TECHNOLOGYDRNE F K. 7'10!03 G NO CHANGE THO SHEET NOKOMS, FL 34773 TK F.K.' 6B3W D CHANGE ANV TORS AND ADD 76" HEIGHT OPTION P.G. Box 1379 ALUMINUM CASEMENT UVJNDOU WKC408, FL 34774 Vis +bly $error F.x. 1.(17102 c4.r4o IVTS 9 v 13 X O X UNEQUAL LITES x O UNEQUAL LITES O X UNEQUAL LITES ,.,, i�iY%r�IC•y. axtJi^;tri ^:.:7'"ec d+2.vT.o -`FiFS Ry i�amlasdt R m xo ox & xox IMPACT Lucas A, Turrw, P.E. "B° PE t/88701 704,5 -8 1 c Maft"Kai MAX. HEIGHT (SEE SHTS. 3 & 4) REFERENCE "XO" & "XOX" FRAME ASSEMBLY DETAIL, SHEET 11 A REFERENCE "XO " & "XOX "FRAME ASSEMBLY DETAIL, SHEET 11® MAX. VENT [ 1- DAYLIGHT MAX. FIXED LITE 85 DAYLIGHT OPENING OPENING 5 1 (SEE SHT. 3) 5 5 (SEE SHT. 3) MAX. WIDTH (SEE SHT. 3} HORIZONTAL SECTION - XOX 67 fREFERENCE "XX" FRAME ASSEMBLY DETAIL, SHEET 11 Q MAX. I OPENIP OPERI (SEE S VERTICAL SECTION OPERABLE UNIT NO REF. AND ADD VERTICAL SECTION FIXED UNIT MAX.VENT DAYLIGHT OPENING (SEE SHT. 3) - --MAX. WIDTH (SEE SHT. 3) HORIZONTAL SECTION - XX -- 89� a T854041 r MAX.VENT DAYLIGHT OPENING 5 (SEE SHT. 4) MAX. WIDTH (SEE SHT. 4) HORIZONTAL SECTION - X ro TECHNOLOGY b4N/f emu. vo.'S FL 4m , -.— ALUMINUM CASEMENT WINDOW, IMPACT P.O. BOX 7328 •, �. � �*w. NoKOwrs, FL 3a27a Vr;hty Mercer cA -�ao NTS 10 - 13 7045.8 Il ofilltmram a wmdw t 8 PwoDUCTRENEW" as a"mphlnR wft dm Rork a X06 l�aS r Y Lucas A. Turner, P.6. PE #68201 wlua FRAME ASSEMBLY 13"M AX O,C. W! (2) SCREWS NOTE: ALL ALUMINUM SHALL BE OF 6063 -T6 TUBE, MAT'L: 6063 -T6 3" APART AT MID -SPAN -1 1.376" "X" FRAME JAMB "X" FRAME JAMB �I G40" � ,095 "�• 89 CASEMENT BACKING PLATE SASH FRAME TOP MAT'L: 6063 -T6 uOR BOTTOM RAIL DWG# 7071 OM. �I� 2.9'19" I "XX" FRAME ASSEMBLY DETAIL I( 2,784" �.� #8x1 QUAD PH SMS #12x1 PH TEK SMS (2) PER CORNER 434" 1 FRAME HEAD, SILL, JAMB FRAME ASSEMBLY 13" MAX. O.C. WI (2) SCREWS 2,854" `.,/ TUBE, MAIL: 6063 -T6 3" APART AT MID -SPAN MAIL: 6063 -T6 SASH FRAME 062" DWG# 7002A "X" FRAME JAMB " 0* FRAME JAMB SIDE RAIL NOM. SASH FRAME HEAD SILL JAMB MAT'L: 6063 -T6 DWG# 7003A SASH FRAME ASSEMBLY DETAIL "XO" & "XOX" FRAME ASSEMBLY DETAIL itAv1 ni IAn PH RMR FRAM MAIN FRAME ASSEMBLY DETAIL . j I NO CHANGE T7 /IS SHFEt 1H NU CHAN!.,E F 61231r6 D ADD lTFA9 89 10 IECHNOLOGYORIVE HOKOASS, FL 30275 P.O. OOX 1520 NOKOAM, FL 34274 3.544" .062" NOM. 1 .438" 2.784" ---I 80 FIXED FRAME HEAD, SILL, JAMB MArL: 6063 -T6 DWG# 7005A & ASSEMBLY ILUMINUM CASEMENT WINDOW, IMPACT wau.r¢ �. o-cwyxa an C.4- NTS t i J3 70x5.8 D r.. PRDDUcg lZINLIWO as tv =wyii% WWI! Etlr. RCWL"C' 6z ai Dhi Lucas A i 0me„ P.E. .E MS8301 nlet"m v1i?w PARTS LIST CONT. PARTS LIST ITEMI DWG # PGT. # I DES(:RnMON 1 I 70024 MAXIM SINGLE LOCK IMAIN FRAME -HEAD, SILL & JAMBS 2 1155 -81PQA 1#8 X 1 QUAD PH SLAMS 3 7008 #8 X .750 QTIAD PN SMS FRAME' CORNER KET 4 870„ FIXED WINO(3LYFRAME- TTF.N),S(1.1. &IAMBS U2 "XI /2 "X1/8" CIOSFU- CELLPOAM'CAPR 5 1003A 68 X 1 QUAD IN SMS SASII -TOP, BOTTOM & SIDE RAILS 6 1155 781PQA #8 X I QUAD PH SMS 7 7017 67017K BLR B WFATTWRS71UP .187X.240 8 7009 GLAZING BEAD SASH CORNER KEY 9 7024 LG. GLASS (1/S "HS, AIR SPACE 5:16 "IAMI) 5/16" LAMI u MAXIM MULTI -POINT LOCK 10 7026 13116" LOCK. SUPPORT PLATE 11 710.24 X .362 PLL PN. TYPE F 12 7014 89 MULTId.00K KEFPL'R (R.H. & T.H.) 13 1157 78X78PPSMS 48 X.975 PH. ?N. SMS 14 7013 TIEBARCi11IDE IS 7015 TIE BAR ASSEMBLY 16 7028 MAXIM DYAD OPERATOR 17 7027 MAXIM DUAL ARM OPERATOR 18 7030 OPERATOR GASKET 19 703I BACKING PLATE 20 #8.32 X.375 PH. PN. TYPE B 21 7032 STUD BRACKET (L.H. & R.H.) 22 78587A #8 X 5/8" FI.T. PHL SMS 23 7033 OPERATOR TRACK & SLMER MUM. AR 24 1022 SNAP -ON HANDI J! 25 7023 IrWKGE(IIFAVYDUTY) 26 710xl2FP # 10 X.500 Pli. PHL. 30 5116" LAMINATED (I 78A & U811S GLASS) .090 INTERLAYER - SOLUTIA OR DLTONT PVB 31 3116" IAMINATED (USHS & 118118 GLASS) .090 INMRLAYER - SOLUTIA OR DT 1PONT PVB 32 7/16" LAMINATF.1) (3/16A & U 16HS GLASS) .M INi'ERLAYPR - SOLUTIA OR DUPONT PVB 33 7/16" LAMINATED (3116HS & 3 /16HS GLASS) .090 INTERLAYER " SOLLiTO.OR DUPONT PVB 40 7036 GLAZING BEAD (5/16") 41 7042 GLAZING BEAD (7116 43 1224 6TP247 VINYL BULB WSTP CK) 44 SILICONE - DOW CORNING 899, 995 OR wuly. 45 PARA13OND 46 1634 610K SETTING BLOCK so 7006 "FEN FRAME 51 7040 SCRhLN CORNER KRY 52 SCREEN C.T.OITI 53 1635 61635K SCREF•NSPLINTG sFRRATHU 54 331 60976 CASFW,,N'T SCREEN CLIP 53 7842P31'W/3 48X.500 SQ.PN TEKSMS 67 7004A 67004 CASLNUM FR.4MP. ASS'Y. TUBE 68 712XIMr 412XI "PH.PHIL.TM 69 7011 LOCK SUPPORT PLATE 70 7012 LOCK SPACT:R 7l ?019 711573 SNAP-ON T-HANDLE K.NOH 72 7018 7P1JUHD FOLDING HANDLE v1i?w PARTS LIST CONT. TEEM DWG 9 Par. # 1 DESCRIPTTON 73 1 7025 63 INSTALLATION HOLE COVER MAXIM SINGLE LOCK ?4 7016 MATL: 6063 -T6 SINGLE LOCK KEEPER 75 f— .172" 708344 #8 X .750 QTIAD PN SMS 80 7005A 870„ FIXED WINO(3LYFRAME- TTF.N),S(1.1. &IAMBS 81 1155 791PQA 68 X 1 QUAD IN SMS 82 7010 FIXED FRAME CORNER KEY W 7007 lNSTALL4,17ON HOLE COVER R5 7047 67407 GLAZING BEAD A6 13116" LG. GLASS (1/S "HS, AIR SPACE 5:16 "IAMI) 5/16" LAMI u (2)1.iTFS OF 1 B "HS GIASS WMT AN.090 INTERLAYER - SOLUTIA OR DUPONT PVB 87 13116" T.G. GLASS (1/8 'HS, AIR SPACE. 7/16-LAW 7116" LAMT° 3i16A & 3 /16HS GLASS WITH AN.090INJURTAYER - SOL.U'I'IA OR DUPONl' PVB 13116" LG. GL ASS (1 /8 "HS, AIR SPACE, 7116 "LAMI) 7116" LAMB - 3116135 & R 16HS GLASS WITH AN.090 INTERLAYER - SOLUTIA OR DUPONT f VB 89 7071 67077 C ASEMENT BACKING PLATE (SEE NO 4, STH ET 13 706" —�; i .050° .865" 40 5/16" GLAZING BEAD MATL: 6063 -T6 DWG# 7036 .523" -1 1 050° --�-{ ��.866511 41 7/16" GLAZING BEAD MATL: 6063 -T6 DWG# 7042 aIU 7.993" 1.040" r— 269" t8T0 TECHNOGOOYORNE P� —t 63 INSTALLATION HOLE COVER 040" 67 CASEMENT FRAME ASSEMBLY TUBE MATL: 6063 -T6 MATL: 6063 -T6 DWG# 7007 DWG# 7004A f— .172" 870„ .050 "ere` �II � • 11 1 — .569" 85 13116" GLAZING BEAD MATL: 6063 -T6 DWG# 7047 .125" 062" .040" 1.040" t8T0 TECHNOGOOYORNE P� —t .093" .423" 50 CASEMENT SCREEN FRAME 67 CASEMENT FRAME ASSEMBLY TUBE MATL: 6063 -T6 MATL: 6063 -T6 DWG# 7006 DWG# 7004A 3LUMINUM CASEMENT WINDOW, IMPACT CA 744 NTS 12 113 1 7045-8 FRMIAMNC6' RENNI:.WCb a¢ ceutplglag wKq tpt+P'bdda Pae4w Lt A. 11•mw. P.E. PE 450201 Mechanical t8T0 TECHNOGOOYORNE P� NOKOMIS, A 342%1 S 87. HAND 89 P.O. BOX 1328 NOKOMMS, R ;WP74 Visibly flit, 3LUMINUM CASEMENT WINDOW, IMPACT CA 744 NTS 12 113 1 7045-8 FRMIAMNC6' RENNI:.WCb a¢ ceutplglag wKq tpt+P'bdda Pae4w Lt A. 11•mw. P.E. PE 450201 Mechanical Q 2x WOOD BUCK A 1x WOOD BUCK (SEE NOTE 3) (SEE NOTE 3) — 114" MAX. SHIM 114" MAX. SHIM --j — 3EE Nrl' c� al f i j &SEE NOTE 1 —SEE NOTE 4 MIN. OPERABLE UNIT FRAME TO WOOD BUCK 1 1/2" OR MORE THICK Q 2x WOOD BUCK (SEE NOTE 3) 1/4- MAX. SHIM Q SEE NOTE 2—t NOTE 4 MIN. OPERABLE UNIT FRAME TO CONCRETE W/ WOOD BUCK LESS THAN 1 1/2" THICK Q lx WOOD BUCK (SEE NOTE 3) 114" MAX. SHIM Q SEE NOTE 1 3EE NOTE 4 SEE NOTE 4 1 1Q. I- MIN. FIXED UNIT FRAME TO WOOD BUCK 1 1/2" OR MORE THICK _x(11/4" MIN. FIXED UNIT FRAME TO CONCRETE W/ WOOD BUCK LESS THAN 1 1/2" THICK 114° MAX. SHIM 114" MAX. SHIM A rSEE NOTE 4 6 QSEE NOTE 1 QSEE NdTE 1' © .. f► SEE NOTE 4 fi• • r NOTE: ALL DETAILS - APPLY TO HEAD, S�LL, AND ,IAMB. 1 1/4" 1 1l4- MIN. MIN, PRollu T RMWLV . e*mai5%g,A* 1tre Irter�c OPERABLE UNIT FRAME FIXED UNIT FRAME ftl*gcwk TO CONCRETE TO CONCRETE A13 NOTES: Q 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1/4" ELCO TAPCONS OR 1/4" SS4 CRETE -FLEX CONCRETE ANCHORS. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 21/2 ". SEE SHEET 1 FOR SPACING. 2. FOR WOOD APPLICATIONS IN MIAMI -DADE COUNTY, USE #12 SCREWS, 1/4" ELCO TAPCONS OR 1/4- ELCO SS4 CRETE -FLEX. _ r SEE SHEET 1 FOR SPACING, 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE SUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 112". Ix WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 112" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. ITEM 89, BACKING PLATE, NOT REQUIRED FOR INSTALLATIONS OUTSIDE OF MIAMI -DADE COUNTY. •K. o.n• x. F ' WN03 8 NO CHANGE rW SHEET � � ANCHORAGE DETAILS A�. tom 1ECNNOLOGY 1r5 rx F. K. 7/!0/09 C NO CHANCE THIS 31iEE7 NOKO.UIS.FL30293 „_ ALUMINUM CASEMENT WINDOW, IMPACT F.K. B' 612968 6 z REVISE NOTES A/tlp REMOVE .Y1B' TAPr --ORS d #la SCREWS P.O. SOX 020 i ucas E T"m"r, P.E. m.,w, er, oms r Nl7XQUfS, rL 34274 4rLsibly Bear.. PE @S82U7 F.K. 12f17lM cA.Tao NTS t3 m Z3 7045 -8 I D . , mom.onmm MIAMF , BUILDING CODE W CE PRODUCT CONTROL DIVISI07 Away NOTICE OF PGT Industries 1070 Technolog Nokomis, F1.,34 Wr rt 4 t] .A.. P kn_ SCOPE: This NOA is VbeQ��; The documentation submi by the Board of Rules and Appeals (BOR the Authority Having Jurisdiction (AHJ). MIAMI -DADS COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 + ` (305)375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com d regu ' governing the use of construction materials. :wed by i �a a Control Division and accepted to be used in Miami Dade County and other areas where allowed by This NOA _§hall not be valid alter the expiration date stated below. The Miami -Dade County Product Control Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 119GD -770" Aluminum Sliding Glass Doors w / wo Reinforcemen APPROVAL DOCUMENT: Drawing No.PGT0002, titled "Series 770 Alum SGD -LMP', sheets 1 through 23 of 23, prepared by PTC, LLC, dated 01 /06 /10, signed and sealed by Robert J. Amoruso, P.E., bearing the Miami - Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large Missile Impact Limitation: 1. See table 1, 2 & 3, sheets 7, 8 & 9 of this approved drawing set for applicable SGD unit sizes, design pressures, reinforcements, glass types, sill riser and anchors requirements. LABELING: Each unit shall bear a permanent label with the manufaeturees name or logo, city, state 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 consists of this page 1 as well as evidence sheet E -1 and approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P. E. r�uaia a counrn NOA No. 09- 0826.10 (Expiration Date: Februa 17 2015 Approval Date: February 17, 2010 !A PROVED1 Page 1 IL PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.PGT0002, titled "Series 770 Alum SGD -LMr, sheets 1 through 23 of 23, prepared by PTC, LLC, dated 01/06/10, signed and sealed by Robert J. Amoruso, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per TAS 202 -94 3) Water Resistance Test, per TAS 202 -94. 4) Forced Entry Test per FBC 2411.3.2.1 and TAS202 -94. 5) Large Missile Impact Test, per TAS 201 -94 6) Cyclic Wind Pressure Loading, per TAS 203 -94 Along with marked -up drawings and installatirnr diagram of aluminum Sliding Glass Doors, prepared by Fenestration Testing Laboratory, Inc., Test Report No FTL -5980, FTL -5993, YM -6036, FTL -6001, FM- 6014, F11-6015, FTL -60171, FTL -6023, FTL- 6024, FTL -6025, FTL -6028, FTL -6031, FTL -6033 and FTL -6036 dated 08/10/09, all signed and sealed by Julio Gonzales, P.E. Note: The test reports No. FTL 5980, FTL 6001 and FTL 6015 have been revised and reissued on 12/29/09, signed and sealed by Julio Gonzales, P.E. C. CALCULATIONS 1. Anchor verification and comparative analysis dated 08 -19- 09,12/03/09, 01/06/10 and last revised on 01/08/10, prepared by PTC, LLC, Robert J. Amoruso, P.E. 2. Glazing complies with ASTME - 1300 -02 &-04 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07- 1116.04 issued to E.I. DuPont De Nemours & CO., Inc. for "DuPont SentryGlas ® Plus ", expiring on 01/14/2012. 2. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNemours, for "DuPont Butacite ® PVB ", expiring on 12/11/2010 F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 08- 19 -09, signed by Robert J. Amoruso, P.E. 2. Letter of Lab compliance, part of the above test reports. G. OTHER 1. Test proposals No(s) 09 -0177, 0177 -A, B & C approved by BCCO. shaq I. Chanda, P.E. Product Control Examiner NOA No. 09- 0826.10 Expiration Date: February 17, 2015 Approval Date: February 17, 2010 E -1 Q DAVID A ASSOCIATES "1 8dlIT2i i.:`ia me t Fkx4:a I%ko a N(L AASO 441 MIAMf`DWDE,�.,.r„ �,d as Noted BUILDING CODE COMPi MCE PRODUCT CON*OL• •BM§l(W.9, M'd Qt11 VIOW (3f ,, (. • r .... `.`ice• : • °•�i+! iiilcfi�y 1 ll�•i� �ae'ev° ' MIAMI -DARE COUNTY, FLORIDA WTRO -DADS FLAGLER BUILDING 140 W*T FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 NOTICE OF A CE OA www.mia PGT Industries -) . L 2 . 1070 Technology Ddate, �E��Lm go "MMM""WIPM Nokomis, Fl. 34275 l v9d &A SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade. County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 "PW -701" A-1-n- minum Fixed Window— L.M.I. APPROVAL DOCUMENT: Drawing No. 4259 -4, titled "Aluminum Picture Window, Impact", sheets 1 through 8 of 8, dated 7/14/03, with last revision "C" dated 03/31/10, prepared by PGT Industries, signed and sealed by Anthony L. 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 Division. MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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 # 08-1112.10 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No 10- 0504.05 .. Cous�Tll Expiration Date: Februa ry 19 2014 Approval Date: September 22, 2010 �S f3p /ld Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 42594, titled "Aluminum Picture Window, Impact ", sheets 1 through 8 of 8, dated 7/14/03, with last revision "C" dated 03/31A 0, prepared by PGT Industries, signed and sealed by Anthony L. Miller, P.E. B. TESTS "Submitted under NOA # 0 8-1112.10" 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC -, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Small Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of aluminum fixed windows of various shapes, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3835, dated 07/18/03 and Test Report No. FTL -3850, dated 07/31/03, both signed and sealed by Joseph Chan, P.E. C. CALCULATIONS 1. Anchor verification calculations, complying with FBC -2007, dated 08/18/10, prepared, signed and sealed by Anthony L. Miller, P.E. "Submitted under NOA # 08 1112.10" 2. Anchor verification, comparative and structural analysis, dated 04/13/2007, prepared, signed and sealed by Robert L. Clark, P.E. 3. Glazing complies w/ ASTME-1300- 02/04. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO) E. MATERIAL CERTIFICATIONS "Submitted under NOA # 08- 1112.10" 1. Notice of Acceptance No. 06- 0216.06 issued to Solutia Inc. for the "Saflex IIIG Clear or colored Interlayer", expiring on 05/21/11. 2. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNemours for "DuPont Butacite ® PVB ", expiring on 12/11/2010. F. STATEMENTS "Submitted under NOA # 081112.10" 1. Statement letter of code compliance, "No change from previous approval and "No financial interest ", dated 11 -06 -08 signed and sealed by Robert L. Clark, P. E. 2. Statement letter of Lab compliance, as a part of above referenced test reports. ' Carlos X Utrem, P.E. Product Control Examiner NOA No 10 -0504.05 Expiration Date: February 19, 2014 Approval Date: September 22, 2010 E -1 -W4 1"WIiIF M%PM I WIT a a C0 F71st0i1 lJ0W M0. AA0=441 i MIAMI - WDE • tQ!p d BUIi,DI G ND NEIG 9`9�" E DEPARTMENir..AgC] BOARD AND "C 1 u'bnnN • MIAMI —DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11905 SW 26th Street, Room 208 Miami, Florida. 33175 -2474 T (786) 315-2590 F (786) 315 -2599 PGT Inti�t i,�r�.� 1070 T ve Noko s, F 342 SCOP �. This NOA is b der the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC- 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. BNC 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 "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 02128/2006 with the latest revision "D" dated 06/20/2011, prepared by PGT Industries, Inc., dated 06/29/2011, signed and sealed by Robert L. Clark, 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 u$er by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 07-0815.09 and consists of this page 1, evidence pages E-1 and U-2, as well as approval document mentioned above. The submitted documentation was reviewed by911�2w- Helmy A.Makar, P. E, M. S. Alz /el l 08 V) it NOA No. 11- 0630.02 , t!N Expiration Date: December 21 2016 Approval Date: August 18, 2011 Page 1 PGT lhdiWAesi AQ-TIC-1,90EAC k— DRAWINGS! 1. Wndholurees die dravaings. and sections (tr d hrom. file 07-0629.1 ):. 2. Drawing.NoJIM-1 Rev V, titled "'Alum Prenob d.our & Sidefifee" s h.edw 1-tilro4gh 10 .0f.10S prepated bymanufseNw, dated.=2107 and hun revised on 10/11111., signed and seated. by Lom Miller,? . T M 07-0629,A0) U 1 (tim.sterredftom file#: Test repoirt. on 1) Air Iffiltrafton'Test, ,per T BC, TAS 202-94 - Uniform Static ,Air Prosser Test, per! FBC, TA S 202-94 -3) Water Resigtance-Tes�,, per 11`130JAS202-94. 4) Large- h&silelmPata Test per fKTAS.. 2.01-9.4- 5)C tic WindPm-.-%wtToadi :Per FBC, TA X03 -94 . Yt- 1 .49 6) F-orced. E'utryTest, per FB-C 241:1 .1() and TASS 2022-94 ,Mong with marked-up drawingsq-and installation dig mm of aluminum out swinging-French doorwhsidelites, pre-pared by Penestofion T T ti Laboratory, hio., Test Report No Vfl,- 5212, dated May 0$p2007, f ;ignedand sealed by Carlos S. Rionda, PE. C. CALCULATIONS 1. ftknfidnt jetty dated OCTI 1$ 2011 of compliance to FBC .2.007A FBC 270109 prepared by POT, sig-ned &:smled-bytytm Miller, P.E. 1. Staiemont letter dated -3. Anchor verifica Wn. and *ojupwative analyssis at 06-21 and. last mvised on 09M/O�, prepared byPGT, signed and tiled by Robert L. Clark,, P.13, (tMusfi-rred 3. Ulamng complies with ASTME-1300-02., &-04 D. QUAL-ITYASSURANCE I. Miami.Oazde Deparhmnt of Pennitting, Ehvirownen1.. and Regulatory Affairs, (PERN). E. 99M.1"LCERTIFICATION'S L No ice of'Am t No, 1, 1 -025AS 1st d: to Solutia Inc, for (Cl ar & ODIQt') Inter1kyef", expiring.txt 05/21/16, 1 -Ndfix. 0 Acceptance NO.11- 624.01 -issued..to"El. "Pabut Buftcite 0- "B"': ex-piriq 6ja 12/11/16 F. STATEM,ENTS * : 1. 1 ofcom Statement letter dated OCr 11., 20 pliance- to FBC -21 2.010 mid fNo financial interosr.. . prepared by.:P- signed & sealed -by. Lynn Mil ler, P, E. 2. Statement letter of Conformance aW no financial intemst, dated: 3 -n2 -0; sl 'ej by gn Robert.t. ClarkPIE. (tvansfamd, from fide#017-06,29.10) 3. LOW Olab compliance, part of the, above, test leports. G., OT=i R: 1. This NOA. revises.. 0 07-062,9,10, 19, 20.11. 2.1 Test p l darted. Jan. 1 3X1}7 appro-vned by 13CCO. 'Prodatt COMMA EXAMIner NOA No 11.1013.22 EX-Pirati0ii Date: MWber 18'.2612 Approval Date: Nove*wW. 2.3,2611 2�1 PGT Industri Inc. NQTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 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 "D" dated 06/20/2011, prepared by POT Industries, Inc., dated 06/29/2011, signed and sealed by Robert L. Clark, 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. 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- 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. FTIr-4859, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0405.06) elmy A. Makar, P. E., M. S. BNC Product Control Unit Supervisor NOA No. 11-0630.02 Expiration Date: December 21, 2016 Approval Date: August 18, 2011 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 10/26/06, signed and sealed by Robert L. Clark, P. E. Complies with ASTM E1300-98/ 02 (Submitted under previous NOA No. 07- 0815.49) D. QUALITY ASSURANCE 1. Miami-Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 109922.09 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite@ PVB, Interlayer" dated 12/24/10, expiring on 12/11/11. 2. Notice of Acceptance No. 089206.01 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 no financial interest, conformance and compliance with the FBC- 2007, dated 06/29/2011, signed and sealed by Robert L. Clark, P. E. 2. 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- 0815.49) 3. Laboratory compliance letter for Test Reports No.'s FTL4858 and FTL4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06- 0445.06) G. OTHERS 1. Notice of Acceptance No. 079815.09, issued to PGT Industries, Inc. for their Series "HR -710 Aluminum Horizontal Roller Window - L.M.I ", approved on 01/03/2008 and expiring on 12/21/2011. my A. Makar, P. E., M. S. BNC Product Control Unit Supervisor NOA No. 11-0630.02 Expiration Date: December 21, 2016 Approval Date: August 18, 2011 E -2 GENERAL NOTES: SERIES 770 LMI SLIDING GLASS DOOR I. GLAZING TYPE OPTIONS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) DESIGN PRESSURE CHART GLASS STRENGTHS - T = TEMPERED HS = HEAT STRENGTHED SEE TABLES 1, Z & 3 ON INTERLAYER TYPES - SGP = .090 DUPONT SENTRY GLAS PLUS DBPVB =.090 DUPONT BUTACITE PVB G3 - 7116" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 DBPVB INTERLAYER. SHEETS 7,8 & 9 G4 - 7116" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 SGP INTERLAYER. G3A - 9/16" LAMINATED: (2) LITES OF 114" HS GLASS WITH AN .090 DBPVB INTERLAYER. G4A - 9116" LAMINATED: (2) LITES OF 114" HS GLASS WITH AN .090 SGP INTERLAYER. G5 -1" LAMINATED I.G. 3/16"T EXT. CAP + 3/8" AIR SPACE + 7116" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 DBPVB INTERLAYER. G6 - 1" LAMINATED I.G. 3116"T EXT. CAP + 3/8" AIR SPACE + 7/16" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 SGP 'INTERLAYER: G5A -1" LAMINATED I.G. 1/4"T EXT. CAP + 5/16" AIR SPACE + 7/16" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 DBPV13 INTERLAYER. G6A - 1" LAMINATED I.G. 1/4"T EXT. CAP + 5116" AIR SPACE + 7/16" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 SGP INTERLAYER. 2. DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. NOA DRAWING MAP SHEET GENERAL NOTES .............1 Jambs QUALIFIED CONFIG .......... 2 -4 GLAZING DETAILS............ 5-6 ANCHORAGE ..................... 7 -15 DESIGN PRESSURES ....... 7-9 ELEVATIONS ..................... 15-16 CONFIGURATIONS ........... 17 j VERT. SECTIONS ..............18 i HORIZ. SECTIONS............ 19 -20 PARTS LIST ....................... 21 EXTRUSIONS .................... 22 -23 B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. 3. ANCHORAGE: THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. FOR ANCHORAGE DETAILS SEE SHEETS 7 THROUGH 15. 4. SHUTTERS ARE NOT REQUIRED. 5. INSTALLATION SCREWS, FRAME AND PANEL CORNERS TO BE SEALED WITH NARROW JOINT SEALANT. 6. REFERENCES: TEST REPORTS FTL -5980, FTL -5993, FTL- 6001, FTL- 6014, FTL -6015, FTL -6017, FTL -6022, FTL -0023, FTL -6024, FTL -6025, FTL -6028, FTL -6031, FTL -6033 AND FTL -6036, DATED 817109. ELCO TEXTRON NOA: 07 -0425.01, 03- 0225.05, ANSi/AF &PA NDS -2005 FOR WOOD CONSTRUCTION AND ADM -2005 ALUMINUM DESIGN MANUAL 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, 2007 EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8. DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER FLORIDA BUILDING CODE, AS APPLICABLE. 9. CONFIGURATIONSI SEE DP TABLES (SHEETS 7 -9) AND CONFIGURATION ILLUSTRATIONS (SHEETS 2-4). A. D.L.O. WIDTH = PANEL WIDTH - 7" B. D.L.O. HEIGHT = PANEL HEIGHT - 8.25" NOTES PERTAINING TO ANCHORAGE DETAILS ON SHTS. 13-15: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY-MIAMI -DADE COUNTY APPROVED ELCO 1/4" OR 5/16" ULTRACON (FORMERLY TAPCON )CONCRETE SCREWS OR 114" ELCO SS4 CRETE -FLEX. SEE TABLE ON THIS SHEET FOR EMBEDMENT, EDGE DISTANCE AND SUBSTRATE REQUIREMENTS. 2. FOR WOOD APPLICATIONS USE #12 STEEL SCREWS (G5). 1/4" ELCO SS4 CRETE -FLEX MAYBE USED INSTEAD OF #12 SCREWS (PAN HEAD). 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 4. FOR ATTACHMENT TO ALUMINUM: THE ALUMINUM SHALL BE A MINIMUM STRENGTH OF 6063 -T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS USING 2x WOOD BUCKS. THE ANCHORS SHALL BE #12 SHEET METAL SCREWS WITH FULL THREAD ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE FULL DESIGN PRESSURES USING ANCHORAGE REQUIREMENTS SHOWN IN TABLES 1 -3, SHTS. 7 -9, FOR ANCHOR TYPE 4 ARE ACCEPTABLE. 5. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON - SHRINK, NON - METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) (MAX. 1/4" SHIM SPACE FOR GROUT) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. Concrete Screw Anchorage Minimum 6nbedmentand Minimum Edge Distance Requirements Concrete Strength Requirements Head and Silt Jambs Concrete Un- Grouted CMU Grouted CMU Type Dia. Min. Emb. Min. Ed Min. Emb. Min. Ed MirnL Emb Min. Ed Eiao llitracon 114" 1 3/8 2 112 1 114 2 112 1 314 2 1/2 5116" 1 314 1 1/4 1 114 1 9116 1 314 2 1/2 Sco Crete -Flex SS4 114•" 1 3d4 2 1/2 1 114 2 112 Not Recommended Concrete Strength Requirements P4400k (Anchor Tension) P-ttook Mounting Adapter (Anchor Shear) Concrete Grouted CMU Concrete Grouted CMU Type Dia. Min. Emb.1 Ain. Ed Min. Emb. Mln. Ed Min. Emb. Min. Ed Min. Emb. Min. Ed Sco Uitracon 114" 1 3/4 1 2 112 1 3/4 1 2 112 1 314 2 1/2 1 314 1 114 Sco Crete -Flex SS4 114" 1 314 2 1/2 Not Recommended 1 1 314 2 112 Not Recommended Concrete Strength Requirements Type Dia. fe Elco Ultra con 1/4" 2700 psi 6118" 35W psi eco Crete -Flex SS4 114" 3350 psi Definitions: Emb. = Embedment Ed = Edge Distance Min. = Minimum CONCRETE SCREWS STRENGTHS: Fy MIN. = 135 KS1 Fu MIN. = 977 KSI Masonry Strength Requirements Ungrounted CMU ASTM C-90 Min. Ed ASTM G90 with grout conforming Grouted CMU to Sections 2105.2.2.1.2 and Elco Crete -Flex SS4 R609 of the F130. Wood Screws (Head, Silt 8, Jambs) In. Type IMIn. Emb Min. Ed #12 Wood Screw 1 318" 1" Elco Crete -Flex SS4 1 318" 1" UNLESS OTHERWISE NOTED 9070 TECHNOLOGY DRIVE GENERAL NOTES AND MAP 09/05/10 B PER MIAMI DADS COMMENTS NOKOMIS, FL 34275 M 9!/98/09 A PER MrAM1 DADS COMMENTS po. eox 9529 SERIES 770 ALUMINUM SGD - LMI Ufa: chwimde Dees NOKOMIS, FL 34274 - ® & nmwbow o8/v5tt17 steno NT.6 9 23 PGTt?OD2 8 Ap provi,71 as 0-1-M OV1119 WUh th F'kie eta 84 `1*3 Code Blatt" rsat stir l7_40tG Miami DR& fted4a conlival b rE 4 IsiLtGt:.�� Robert J. Amoruso, P.E. PE #49752 ` I I APPROVED CONFIGURATIONS: SEE DP TABLE SHTS. 7 -9 SEE DP TABLE SHTS. 7 -9 �5J XP ME SEE D.P. TABLE, SHTS. 7 -9 I I 1 � P I s �aW 1 Zaol uj 15 ��wl a I 15 N I I I I t SEE DP TABLE SHTS. 7 -9 SEE D.P. TABLE, SHTS. 7 -9 SEE D.P. TABLE. XO, XXP OX, XX, I I M N I 1 19 1 P 1§4 1 'I / ir wl Q 1 Z�NI / S T � �I WI W "► c i r I I I I I 14 I I 1 0W 4 Z��I 1 Y,I Lu il U�tl 15 a. w i 5 I I i I SEE D.P. TABLE, SHTS. 7-9 c 1 Iry SEE —A T cm cam DP TABLE SHTS. 7 -9 a OX01 oxx, xx0, OXXP, XXXP 0Xx0 j xxxo t oxxx! XXX 1 13 3 13 3 P CORNER, TYP. POCKET, TYP. POCKET DOORS ALL CONFIGURATIONS SHOWN ALSO AVAILABLE AS POCKET DOORS AT EITHER JAMB LOCATION USING DETAIL "S OR "T" INSTALLATION. EXAMPLE: XXXX IN POCKET CONFIGURATION CAN BE pXXXXp, pXXXX OR XXXXp. OXXX IN POCKET CONFIGURATION CAN BE OXXXp. POCKET DOOR REQUIRES OPERABLE PANEL. X SIGNIFIES OPERABLE PANEL, O SIGNIFIES INOPERABLE PANEL. :R --I �I �u� I �I I i I 1 —J 1070 rECtlnroLOOrvwvE QUALIFIED CONFIGURATIONS 01105110 B PER MIAMI DARE COMMENTS NOxOM13, FL 34278 yffs rft '� Pa BOX I= SERIES 770ALUM. SGD - LMI 11118/09 A PER MIAMI DADE COMMENTS ww aeh: NWOMIS, FL 39274 sw soetx rns�pxa 08/0 SW770 NTS 2 d 23 PGT0002 B ii a �> i I w uj l tu W i UtY o. w I 0 I approved ss eagmr4 aro vwUh V'AA 13�sae ! �0 F3ii�z 1* tg B fk t• .1i E pTE F «� Robert ,!. Amoruso, P.E. PE #49762 SEE D.P. TABLE, SHTS. 7 -9 SEE M N 1 t 19 19 DP � 14 / 19 / / 19 / 9 TABLE Q R SHTS. 4 T 7 -9 5 5 oxxxo, xxxxo, oxxxx, xxxxx, xxxxxp SEE 90° CORNER EXAMPLE AND POCKET DOOR NOTE ON SHEET 2 SEE D.P. TABLE, SHTS. 7 -9 i i I SEE 19 19 19 tq DP N n� � 19 19 19 / / wOw ��' 14 1 / 1 1 a a o i r�s:�� ;eaie TABLE o P o 4�� N; �� r r SHTS. Q 1 Rt1 'I IDI�ti�6v 7 -9 S 1 S; I 15 1 15 15 i too lllf�tj'o' I OXXXXO xxxxx0 Oxxxxx xxxxxx. 3 13 3 �`�•'� • xxxxxxp M F " 4 : 497 F. a APPROVED CONFIGURATIONS r STATE OF ,W: Dafw Revw0m, o R ion-; io7or�crNOCOarDRnrE QUALIFIED CONFIGURATIONS �„SSjjNAVEa`` SMC 01105110 B PER WM! DADE COMMENTS NOKOM/S, FL 34275 r� eto4a Je tl`!>t�1 sucl 11116109 A PER M14MI DADE COMMENTS P.O. BOX lag SERIES 770 ALUM. SGD - LMI nraxa,� rram cx eased NOKOMIS, a 34274 ® sb1r a �" Robert J. Amoroso P.E. SM oero3✓o9 scWn0 NTS 3 of 23 PGTOW2 B PE #49752 F V• Tf_ 1 I _ - SWF 1 - - TF 1-7R RC1CK1 FIIGF F7QFti OW- '4911.Q(L17 FAY 4'l1 _RQ/i_17RQ M N 14 1 j I J Q p �RWi Q R offoi � IL W 14 14 Y F S T 14 14 a � l a i 15 15 N I i i I SEE 19 19 19 tq DP N n� � 19 19 19 / / wOw ��' 14 1 / 1 1 a a o i r�s:�� ;eaie TABLE o P o 4�� N; �� r r SHTS. Q 1 Rt1 'I IDI�ti�6v 7 -9 S 1 S; I 15 1 15 15 i too lllf�tj'o' I OXXXXO xxxxx0 Oxxxxx xxxxxx. 3 13 3 �`�•'� • xxxxxxp M F " 4 : 497 F. a APPROVED CONFIGURATIONS r STATE OF ,W: Dafw Revw0m, o R ion-; io7or�crNOCOarDRnrE QUALIFIED CONFIGURATIONS �„SSjjNAVEa`` SMC 01105110 B PER WM! DADE COMMENTS NOKOM/S, FL 34275 r� eto4a Je tl`!>t�1 sucl 11116109 A PER M14MI DADE COMMENTS P.O. BOX lag SERIES 770 ALUM. SGD - LMI nraxa,� rram cx eased NOKOMIS, a 34274 ® sb1r a �" Robert J. Amoroso P.E. SM oero3✓o9 scWn0 NTS 3 of 23 PGTOW2 B PE #49752 F V• Tf_ 1 I _ - SWF 1 - - TF 1-7R RC1CK1 FIIGF F7QFti OW- '4911.Q(L17 FAY 4'l1 _RQ/i_17RQ APPROVED CONFIGURATIONS: S E TA SH 7 SEE D.P. TABLE. SEE 99° CORNER EXAMPLE AND POCKET DOOR NOTE ON SHEET 2 SEE D.P. TABLE, SHTS. 7 -9 I I I I ZILW Y�tuI 0W+ as I in i 1 - - - -j i i SEE nn (� 19 19 19 19 19 19 M N i DP O / 19 / 19 / 19 / 18 / 19 / 19 / 19 / O 9 z a "i TABLE ! / ��g + ,�i�p��,�m��s�,m�at� us Flew` Code SHTS. R / / / / / a ti w �� Dot 14 1 / / / / / 1 1 Y F- w i NOA-10 09- 9�•t0 7_� 14 1 / S 9 � €11 m iam aia —pre"? 15 15 1 1 y I nyv &� I I I — J"� - - - - -� `��ioorrrrri OXXXXXxo l XXXXXXXO, OXXXXXXX, xxxxxxxxv 3 3 3 ®�tt `'�, €1V F �(�( d: • ti' i �p 13 13 14 49 2 OF� r td BY. Daw RaWsim s �! • Wa DaIw Ruvlgbw 1070TECMVOLOGYORW QUALIFIED CONFIGURATIONS •..... -• �� Svc 01105N0 s PM MAN DAM C040AEA" NOKOMIS,fL3C75 T� Q��1'�� d� D� R SERIES 770 ALUM. SGD - LMI sw 1 M&W A PER W M! DADECOASfaM P.O. Box 1529 mey 0 Chadted8 DOata IVOKOMlS, FL 34274 ® met EPML Red! Robert J. Amoroso. P.E. cr rr� nR/ntiipfA SGD770 NTS 4 or 23 PGT0002 8 PE #49752 EXTERIOR R 3J16 " HS GLASS 204 EXTERIOR 3/16" HS GLASS .090 DBPVB 090 SGP 3/16" HS GLASS 74 3/16" H0 GLASS 74 7/16" NOM. 7/16" NOM. 82 82 3/4" NOM. 3/4" NOM. GLASS GLASS 80 BITE 80 BITE 54 54 7/16" LAMINATED GLASS TYPES G3 7/16" LAMINATED GLASS TYPES G4 EXTERIOR (81/4" HS GLASS EXTERIOR 205 1/4" HS GLASS .090 DBPVB 090 SGP 1/4" HS GLASS 74 1/4" HS GLASS 74 9/16" NOM. 9116" NOM. 82 82 3/4" NOM. 3/4" NOM. GLASS GLASS Ag��sMvQd ®' with ft 8 CS& 81 BITE 81 BITE t6�ee RR r agr,e wDjAi 54 9116" LAMINATED GLASS TYPES G3A 9/16" LAMINATED GLASS TYPES G4A • s s�r � y RauadBr DaEee Rear JWT 0� 1070 rECtrrooioraYDRNE GLAZING DETAILS '. � g R 1 O - "N�"�`� ��, FL 3R75 SERIES 770 ALUMINUM SAD - LMI �,, SMC 19/18/09 A PER MMM117ADE COMMEM P.a Box f529 SMC 08/06(09 IT t�d NDKMI3, F34274 0 _ Robert Sso, P.E. NTS J of 23 QT002 PE #4972 1. TRUSEAL DURASEAL SPACER —f TRUSEAL DURASEAL SPACER---' 1" LAMINATED I.G. TYPES G5 55 1" LAMINATED I.G. TYPES G6 55 EXTERIOR 21 1 3/16" HS GLASS 2 33/16" HS GLASS +-- .090 DBPVB —F EXTERIOR .090 SGP 3/16" HS GLASS 3/16" HS GLASS 5/16" AIR SPACE 74 5/16" AIR SPACE 74 1/4"T GLASS 1/4" T GLASS 1 "NOM. ---I 1 "NOM. 83 83 3/4 "NOM. 3/4" NOM. ov Appred as complykag w':ic &V _ F7fl �a�+ccdc GLASS GLASS I BRat�a c7 zotp 79 BITE BITE sti��s�rti TRUSEAL DURASEAL SPACER TRUSEAL DURASEAL SPACER �`�`4�•S °4 id ikrArb 1" LAMINATED I.G. TYPES G5A 55 1" LAMINATED I.G. TYPES G6A `cE�'S�'° 55 ••`� 497 'es r� TE OF o r:J a GLAZING DETAILS °.,��°Si • •• °• A •• ''� ��` NOKOMIS, FL W75 AL W SERIES 770 ALUMINUM SGD - LMI SM 11116109 A PER WM! DADE COMMENTS P o sox 150 c oafs NOKOMIS FL 34274 Robert J. Amoruso, P.E. � �A sQDno N a23 PGT0002 A PE #48752 PREPAR D Y: PT C. LLG 1535H. L EXTERIOR a3/16"HS GLASS 2 � 2 3/16" HS GLASS �-- .090 DBPVB EXTERIOR .090 SGP 3/16" HS GLASS 3116" HS GLASS 74 3/8" AIR SPACE 74 3/8" AIR SPACE 3/16" T GLASS 3/16"T GLASS 1 "NOM. 1 "NOM. 83 83 3/4" NOM, 3/4" NOM. GLASS GLASS 7 9 BrrE 7 9 BITE TRUSEAL DURASEAL SPACER —f TRUSEAL DURASEAL SPACER---' 1" LAMINATED I.G. TYPES G5 55 1" LAMINATED I.G. TYPES G6 55 EXTERIOR 21 1 3/16" HS GLASS 2 33/16" HS GLASS +-- .090 DBPVB —F EXTERIOR .090 SGP 3/16" HS GLASS 3/16" HS GLASS 5/16" AIR SPACE 74 5/16" AIR SPACE 74 1/4"T GLASS 1/4" T GLASS 1 "NOM. ---I 1 "NOM. 83 83 3/4 "NOM. 3/4" NOM. ov Appred as complykag w':ic &V _ F7fl �a�+ccdc GLASS GLASS I BRat�a c7 zotp 79 BITE BITE sti��s�rti TRUSEAL DURASEAL SPACER TRUSEAL DURASEAL SPACER �`�`4�•S °4 id ikrArb 1" LAMINATED I.G. TYPES G5A 55 1" LAMINATED I.G. TYPES G6A `cE�'S�'° 55 ••`� 497 'es r� TE OF o r:J a GLAZING DETAILS °.,��°Si • •• °• A •• ''� ��` NOKOMIS, FL W75 AL W SERIES 770 ALUMINUM SGD - LMI SM 11116109 A PER WM! DADE COMMENTS P o sox 150 c oafs NOKOMIS FL 34274 Robert J. Amoruso, P.E. � �A sQDno N a23 PGT0002 A PE #48752 PREPAR D Y: PT C. LLG 1535H. L DESIGN PRESSURE AND ANCHORAGE - UN- REINFORCED - STANDARD STILE - STANDARD ASTRAGAL TABLE 1. • HEAD & SILL (H &S) INTERLOCK, STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS INTTEANCHOR QTY. PER PANEL H & S, • JAMB ANCHOR QTY. >P-HOOK ANCHOR QTY. Anchor Types: G3 - 7116" LAMINATED GLASS - 3116" H.S. / PV (T) 4w1/4" ELCO ULTRACON FORMERLY TA G3A - 9/15' LAMINATED GLASS - (1/4" H.S. / PVB / 114" KS.) 2) *1/4" SS4 CRESFLIX G5 - 7/16 " LAMINATED I.G.U. - (3/16" TEMP. t AIR / 3115' H.S. / PV B / 3115' H.S.) 3) *5116" ULTRACON G5A - 7/15' LAMINATED I.G.U. - (114" TEMP. /AIR / 3/15' H.S. / PVB / 3/15' H.S.) 4) *#12 STEEL SCREW (G5) * SEE ANCHORAGE NOTES 1 & 2 ON SHEET 1. UNIT HEIGHT 80 1 84 1 90 96 NOM. PANEL FRAME Z O Z D O Z O Z a S U a o O V U Z a o U O O O WIDTH SIDE V 5 v U U U N N N V N "t N r- N N N GLASS TYPE - 3, 3A 5, 5A +60 -60.0 +60 - 60.0 +60 -60.0 +60 -60.0 1 H &S C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 24 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 P -HOOK 5 5 5 5 5 5 1 5 5 5 5 5 5 GLASS TYPE - 3, 3A, 5, 5A +60 -60.0 +60 -60.0 +60 -60.0 +60 -60.0 I H &S C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 30 JAMB 10 10 10 10 10 1 10 10 10 10 10 10 10 P -HOOK 5 5 5 5 5- 5 5 5 5 5 5 5 GLASS TYPE - 3, 3A, 5, 5A +60 - 60.0 +60 - 60.0 +60 -60.0 +60 -60.0 c C4 +1 C4 +1 C4 +2 C4 +1 C4+1 C4 +2 C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 36 LH&S B 10 10 10 10 10 10 10 10 10 10 10 10 OK 5 5 5 5 5 5 5 5 5 5 5 6 GLASS TYPE - 3, 3A, 5, 5A +60 - 60.0 +60 - 60.0 +60 -60.0 +60 -60.0 o H &S C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 42 JE JAMB 10 10 10 10 10 10 10 10 10 10 10 10 P -HOOK 5 5 5 5 5 5 6 6 6 6 6 6 GLASS TYPE -3,3A 5, 5A +60 - 60.0 +60 -60.0 1 +60 -60.0 +60 -60.0 H &S C4 +1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 C4+1 C4 +1 C4 +2 C4 +1 C4 +1 C4 +2 48 JAMB 10 10 10 10 10 10 10 10 10 10 10 P -HOOK 5 5 5 6 6 6 6 6 6 7 7 7 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 31/4 SILL. 2. WHEN USING THE 21/2' SILL, POSITIVE WATER DP IS 46.67 PSF MAX. WHEN USING THE 4" SILL POSITIVE WATER DP IS 60.0 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 1A. 3.4',31/4- AND 2 1/2" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 1/2" SILL IS NOT AND MUST ONLY , BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. SEE SHEETS 10 THROUGH 15 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 5. DOOR SIZE TO COMPLY WITH FBC EGRESS REQUIREMENTS. smc 01/0" B PER h9W DADECOMAEM SMC 1111 A PER A~ DADSCOARNEWS Fe-y. 0ww Chadmd8y. vatw SMc 08/05/09 O= EXAMPLE ON SHEET 10 TABLE 1A SILL HT. VS POS. DP SILL RISE HEIGHT { +} DESIGN LOAD FLUSH 1 -112" N/A LOW 2 -1/2' + 46.67 PSF MED 3-1/4" + 60.0 PSF HIGH 4" + 60.0 PSF SEE RTES 1 -3 DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = NOM. PANEL HEIGHT - 8.25' 900 OUTSIDE CORNER 90° INSIDE CORNER OH HEIGHT OH LENGTH OVERHANG OH LENGTH OH HEIGHT ir EQUAL TO 1 0 0 OR OR GREATER a SEE NOTE 3 10 rECtwotoorDRn/E - -'� DPANDANCHORAGE NOKOW, FL 34275 Tft P.O. am 1= SERIES 770 ALUMINUM SGD - LMI NOKOU4, FL 34274 s eadar BNo aw.. SGD770 NTS 7 of 23 PGT0002 B Appmad as wmplybg vA& t fled" �j�+�i� Code l�f h. A^ 17 2010 Aim s -0 R9f w , ,IONAV Robert J. Amoruso, P.E. PE #49752 DESIGN PRESSURE AND ANCHORAGE -UN-REINFORCED- HEAVY DUTYSTILE - STANDARD ASTRAGAL TABLE2. > HEAD & SILL (H8 S) Iq ERLOCK & STRAIGHir& CORNER ASTRAGAL CLUSTER PLUS MEFUMATE ANCHOR QTY. PER PANE. H& S. >JAMBANCHORQTY. >P4-IOOKANCH0RQTY. Anchor Types: G4 - 7/16- LA"TED GLASS - (3116' H.S. / SGP/ 3116- H.S.) 1) '114 ELOO ULTRAOON (FOR434-Y TAFOON G4A - 9116- LAIIANATED GLASS - (114- H.S. I SGP 1 114" H.S.) 2) '1/4' SS4 CRETE FLEX G6 - 7116' LAK"TED I. G.U. - (3116' TEND. /AR/ 3/16- H.S. l SGP/ 3/16' H.S.) 3) '5116' ULTRACON GSA - 7116' LAN"TED I.G.0 - (114- TEMP. / AIR/ 3116- HS. / SGP 13(16- H.S.) 4) V2 STEEL SCMW (G5) "SEE ANCHORAGENOTES 1 & 2 ONSFEET 1. UNrr HEIGHT 80 84 90 1 1 96 102 108 1 114 120 NOM. PANEL FRAME U z O U z U z U 0 O U z O U z o Q U z O U o O U z O U o O U z O U o O 0 z O U o O v z U z o �j U U U U U U U 5 U U V U yy WIDTH SIDE V V N N d' � N - N N N GLASS TYPE - 4,4A 6,6A 60.0 - 60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 160.0 60.0 - 60.0 60.0 -60.0 60.0 -60.0 04+1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 06 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 06 +2 24 8 �H&S JAMB 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 12 HOOK 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 6 GLASS TYPE - 4,4A, 6,6A 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 - 60.0 60.0 - 60.0 60.0 -60.0 H &S C4 +1 I C4 +1 I C6 +2 C4 +1 I C4 +1 C6 +2 C4 +1 I C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6+2 C4 +1 C4 +1 C6+2 30 S 1 JAMB 0 1-0-T- -10-T-10 10 10 10 10 1 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 12 P -HOOK 5 5 1 5 5 5 5 5 1 5 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 6 GLASS TYPE - 4,4A 6,6A 60.0 -60.0 60.0 - 60.0 60.0 -60.0 60.0 - 60.0 60.0 - 60.0 60.0 - 60.0 60.0 -60.0 60.0 160.0 H &S C4 +1 C4 +1 C6 +2 C4+1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 04 +1 C6 +2 C4 +1 1 C4 +1 C6 +2 C4+1104+1 I C6 +2 C4 +1 C4 +1 C6 +2 36 $ JAMB 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 12 d` P -HOOK 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 7 1 7 7 7 7 7 GLASS TYPE - 4,4A, 6,6A 60.0 - 60.0 60.0 - 60.0 60.0 -60.0 60.0 - 60.0 60.0 - 60.0 60.0 - 60.0 60.0 -60.0 60.0 -60.0 6 H &S C4 +1 04 +1 C6 +2 C4 +1 C4 +1 C6+2 C4 +9 I C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 1 C4 +1 C6 +2 C4 +1 04 +1 C6+2 C4 +1 C4 +1 C6 +2 42 JAMB 10 10 10 10 10 10 10 10 10 10 1 10 1 10 12 12 12 12 12 12 12 12 12 12 12 12 P -HOOK 5 5 5 5 5 5 6 6 6 6 6 1 6 6 6 7 7 1 7 7 7 1 7 8 8 8 8 GLASS TYPE - 4,4A, 6,6A 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 - 60.0 60.0 - 60.0 60.0 -60.0 60.0 -60.0 H H &S C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 G4 +1 C6 +2 C4 +1 C4 +1 C6 +2 C4 +1 04 +1 C6+2 C4 +1 C4 +1 C6 +2 48 .2JAMB 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 12 P -HOOK 5 5 5 6 6 6 6 6 6 7 1 7 7 7 7 7 8 1 8 8 $ 8 8 9 9 9 GLASS TYPE -4,4A, 6, 6A 60.0 -60.0 60.0 - 60.0 60.0 -60.0 60.0 -60.0 �+ H &S C4 +2 C4 +2 C5 +2 C4 +2 C4 +2 C5 +2 C4 +2 C4 +2 C5 +2 5 +2 54 a JAMB 10 10 10 10 10 10 10 10 10 10 PANELS OVER 48" WO)E NOT AVAILABLE OVER 96" HIGH P -HOOK 6 s s 6 6 6 6 6 7 7 GLASS TYPE - 4,4A, 6, 6A 60.0 -60.0 60.0 -W.0 60.0 160.0 R77 H &S C4 +2 C4 +2 C5 +2 C4 +2 C4 +2 C5 +2 C4 +2 C4 +2 C5+21: 5 +2 JAMB 10 10 10 10 10 10 10 10 10 10 ( 60 }3 a P -HOOK 6 6 6 6 6 6 7 7 7 8 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 31/4" SILL. 2. WHEN USING THE 21/2" SILL, POSITIVE DP IS 46.67 PSF MAX. WHEN USINGTHE 4- SILL POSITIVE DP IS 60.0 MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 2A. 3.2 1/2-,3 1/4- AND 4- SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 112" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 2 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. SEE SHEETS 10 THROUGH 15 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 5. DOOR SIZE TO COMPLY WITH FBC EGRESS REQUIREMENTS. B 11l1dW I A I PER MIAMI DAOECOA#lENT$ V TEChNOLOGYDRIVE NOKOMIS, FL 34275 P.O. Box 1528 NOKOWS FL 34274 O= EXAMPLE ON SHEET 10 TABLE 2A SILL HT.1oS POS. DP SILL RISE HEIGHT ( +) DESIGN LOAD FLUSH - 1 -1/2- N/A LOW- 2 -1/2' +46.67 PSF NIED - 3-114' + 60.0 PSF HIGH -4" + 60.0 PSF SEE NOTES 1 -3 STANDARD ASTRAGAL HEAVY DUTY STILES SEE SHEET 7 OR 9 FOR 90" INSIDE & OUTSIDE CORNER DEPICTION DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" D$N*O= DPANDANCHORAGE SERIES 770 ALUMINUM SGD - LMI SQD770 I NTS 1 s -f 23 1 PGT0002 I B Approw0d ea COMPkIft WM 6 B aA Code &"796A AS AiO,� iii. 2 A ��•'�.�GEMSF "�'3G • O 49 S AT F 40 R 1 O G��• Robert J. Amoroso. P.E. PE #49752 OH LENGTH OVERHANG OH LENGTH OH OH HEIGHT HEIGHT EQUAL TO 1 0 OR GREATER SEE NOTE 3 D$N*O= DPANDANCHORAGE SERIES 770 ALUMINUM SGD - LMI SQD770 I NTS 1 s -f 23 1 PGT0002 I B Approw0d ea COMPkIft WM 6 B aA Code &"796A AS AiO,� iii. 2 A ��•'�.�GEMSF "�'3G • O 49 S AT F 40 R 1 O G��• Robert J. Amoroso. P.E. PE #49752 DESIGN PRESSURE AND ANCHORAGE - UN-REINFORCED -HEAVY DUTY STILE -HEAVY DUTYASTRAGAL TABLE 3. > HEAD & SILL (H&S) INTERLOCK, STRAIGHT& CORNER ASTRAGAL CLUSTER PLUS INiEIfAEDATE ANCHOR QTY. PER PANEL H& S. >JAMSANCHORQTY. >P -HOOK ANCHOR QTY_ Anchor Types: G4 - 7/16" LAN"TED GLASS - (3/16" H.S. / SGP / 3/16- H.S.) 1) '14" ELCO U-TRA CON (FORMERLY TAPGONI) G4A - 9/16- LAMINATED GLASS - (1I4- H.S. / SGP/ 1/4- H.S.) 2) -114" SS4 CREiIr FLEX G6 - 7/16- LALM7181) I.G.U. - (3/16- TEMP. /AIR / 3/16- H.S. / SGP / 3116- H.S.) 3) -5/16- LLTRACON G6A - 7116- LAMINATED I.G.U. - (114- TEMP. /AIR/ 3/16° H.S. / SGP /3/16" H S.) 4) 'ii(I12 STEEL SCREW (G5) . SEE ANCHORA GE NOTES 1 & 2 GNV SHAT 1. UNIT H EIGHT Be 84 90 96 + 90.0 PSF Z U Z V Z 0 Z U NOM. PANEL FRAME v Q U z0 a O G WIDTH SIDE U U U U , N t7 N N r N - N N GLASS TYPE - 4,4A 6, 6A 90.0 -90.0 90.0 - 90.0 90.0 -90.0 90.0 -90D H &S C6 +2 C6 +2 C6 +2 C6+2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 24 JAMB T�P.HWK 10 10 10 10 10 10 10 10 10 10 10 10 5 5 6 5 5 5 5 5 6 6 6 6 GLASS TYPE - 4,4A 6, 6A 90.0 -90.0 90.0 -90.0 90.0 -90.0 90.0 -90.0 vs H &S C6+2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6+2 C6 +2 C6 +2 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 1 30J y P HOOK 6 6 6 6 6 6 6 6 7 7 7 7 GLASS TYPE - 4,4A 6, 6A 90.0 -90.0 90.0 - 90.0 90.0 -90.0 90.0 -90.0 H &S C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 36 z JAMB LP.-HOOK 10 10 10 10 10 10 10 10 10 10 10 10 a 6 6 7 7 7 7 7 7 8 8 8 8 GLASS TYPE - 4,4A 6, 6A 90.0 -90.0 90.0 - 90.0 90.0 -90.0 90.0 -90D H &S C6 +2 I C6 +2 C6 +2 C6 +2 I C6+2 C6 +2 C6+2 C6 +2 C6 +2 C6 +2 C6 +2 C6 +2 JAMB 10 1 10 10 10 1 10 10 10 10 10 10 10 10 42 $ P -HOOK 7 7 1 7 7 7 8 8 8 8 9 9 9 GLASS TYPE - 4,4A 6, 6A 90.0 - 90.0 90.0 - 90.0 90.0 -90.0 90.0 -90D E H &S C6 +2 C6 +2 I C6 +2 C6 +2 C6 +2 I C6 +2 I C6 +2 I C6 +2 I C6 +2 I C6 +2 C6 +2 I C6 +2 48 JAMB 10 10 10 10 10 10 10 1 10 1 f0 ILL 10 1 10 P HOOK 8 $ 1 8 I 8 8 8 9 1 9 1 9 10 1 10 1 10 e[ 1. P03tTIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 4" SILL. 2. WHEN USING THE 2 1/2" SILL, POSITIVE DP IS 46.67 PSF MAX. AND WITH THE 31/4" SILL, POSITIVE PRESSURES IS 60.0 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 3A. 3.2 1 /2", 3 1/4 ", AND 4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 1/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 3 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. SEE SHEETS 10 THROUGH 15 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 5. DOOR S17F TO COMPLY WITH FBC EGRESS REQUIREMENTS. SMC I 11/18/08 I A 1 PERM W DADECOM ENTS TABLE 3A SILL HT. VS POS. DP SILL RISE HEIGHT ( +) DESIGN LOAD FLUSH - 1 -1/2" NIA LOW - 2-112" + 46.67 PSF MED - 3-1/4" + 60,0 PSF HIGH - 4" ' + 90.0 PSF SEE NOTES 1 -3 10 TECHNOLOCiYDRNE NOKOMIS, FL 34275 P.O. BOX 1528 MOKOMIS, FL 34274 900 OUTSIDE CORNER r 900 INSIDE CORNER OH HEIGHT DPAND ANCHORAGE 111111 olCeirml OVERHANG OH LENGTH OH HEIGHT EQUAL TO 1 OOI OR GREATER 0 SEE NOTE 3 SERIES 770 ALUMINUM SGD - LM1 oaee s- s Qe gNa aw.. SGDno NTS 9 23 PGTOENI2 B IOM. PANEL WIDTH - 7" NOM. PANEL HEIGHT - 8.25" ► "'AMES ..- �_.• . , E N. .0 .. OF :4lt4 OR f, ID P ,4'i`rjOtU.. 14P,�� rrrrrn9aaaaa Robert J. Amoruso, P.E. PE #49752 ANCHORAGE REQUIREMENTS NOTES: 1. APPROVED ANCHOR TYPES: 1)114" ELCO ULTRACON (FORMERLY TAPCON) 2)114" ELCO SS4 CRETE -FLEX 3) 5/16" ULTRACON 4) #12 STEEL SCREW (G5) 2. ANCHOR LOCATION SPACING FOR ANCHOR QUANTITIES SPECIFIED IN TABLES 1 -3 SHTS. 7 -9: HEAD & SILL ................ 8" MAX. FROM FRAME CORNERS. USE SPECIFIED CLUSTER FROM APPROPRIATE TABLES, SHTS. 7 -9 AT EACH INTERLOCK AND STRAIGHT AND CORNER ASTRAGAL LOCATION, PLUS SPECIFIED QUANTITY OF ADDITIONAL INTERMEDIATE ANCHORS PER PANEL (THE 8" FROM CORNER ANCHORS CAN BE INCLUDED). ADDITIONAL ANCHORS 24" MAX. O.C. SEE EXAMPLE ANCHORAGE PLANS BELOW AND EXAMPLE CLUSTERS AT ASTRAGAL, INTERLOCK & 90 -CORNER ON SHT. 11 -12. JAMBS & P- HOOKS... 6" MAX. FROM BOTTOM AND 21" MAX. O.C. UTILIZING ANCHOR QUANTITIES FROM APPROPRIATE TABLES, SHTS. 7 -9. SEE P -HOOK ANCHOR DETAILS ON SHEETS 14 -15. TH"ANCHORS PER PANEL" ARE 8" MAX INTERLOCK ASTRAGAL INTERIOR OSE AT THE HEAD AND SILL 3'S" CENTERLINE SEE CLUSTER DET., SHT. 11 CENTERLINE 8" MAX. i BETWEEN CLUSTERS OR THOSE TYP BETWEEN A CLUSTER AND A ° 4.051" ° 0 FRAME JAMB OR P -HOOK. 2.04" 4.051" 3.5" TYP. I3.5" 3.5" 24" MAX. O.C. EXAMPLE OXX ANCHORAGE PLAN: C4 + 2 HEAD & SILL ANCHORAGE (3 PANEL, 2 -TRACK EXAMPLE SHOWN) = (14) ANCHORS TOTAL (3} PANEL, 48"x 96" DOOR FROM TABLE 1, SHT. 7, ANCHOR TYPES 2 & 4 IN WOOD SUBSTRATE _ _ _ EXTERIOR SEE CLUSTER. DETAILS, SHT. 11 3.5" TYP. (7) P -HOOK TAANCHORS 24" _ INTERLOCK MAX. CENTERLINE O.C. EXTERIOR C4 +2 & CORNERS = 20) ANCHORS TOTAL AT HEAD AND AT SILL SEE L B JAMB CLUSTER ( DETAIL BELOW 2 C4 2 C4 2 C4 2 L— x x x x x x x x x 6" MAX. ® x x x x x x x x x ® 10° MAX. ® 3" MAX. SEE NOTE BELOW ®® x = FRAME ® AX ANCHORS P -HOOK O ANCHORS X. ®® 3 MA Al' MAY. xx 6" MAX. � {10} X_ x 21" ANCHORS MAPER X. O.C. JAMB x (SEE SHEET � 13 FOR CLUSTER x x O.C. i SPACING x x— i L x x x x x x x x x x I- 240 x x x x xI x x x x — I-•— 8" MAX., TYP. � 24" MAX. O.C. 3.5 TYP. 90° CORNER EXAMPLE OX-900 OUTSIDE CORNER -XO CORNER ANCHORAGE PLAN: SMC I 1VI6109 I A 08105109 1 RJA C•-iil i"00 (4) PANEL, 60" x 96" DOOR FROM TABLE 2, SHT. 8, ANCHOR TYPE 1 & 2 IN CONCRETE SUBSTRATE INTERLOCK CENTERLINE SEE CLUSTER DETAILS, SHT. 12 PER MIAMI DADE COMMENTS - SEE CLUSTER DETAILS, SHT. 11 t'— 8" MAX. 0 1 I NOTE: SEE DETAILS S & T ON SHEET 14 & DETAILS . t 4.051" 1 MIN. i O.C. ' � 3.5" 2.04" TYPICAL JAMB CLUSTER FOR DETAILS M.N,O,P,Q &R 7070 TECHNOtOGYDRIVE HORAGE SPACING & EXAMPLE PLANS NOKOMIS, FL 34275 Tffix P.O. BOX 4529 SERIES 770 ALUMINUM SGD — LMI NOKOMIS, FL 34274 ® swbowacrat N0 Rm Scnno NTS 90 -23 PGT0002 e .J I* 92CA—k- gmev 3010 NOAN q- ml=w a l a D Dm �v WES 4 190 *y : _ a STATE OF 'ks: e °O41a�14a�A1i. Ro<x�rt �.aruso, P.E. PE W752 INT. - _ ASTRAGAL OR 1 INTERLOCK + 1 CENTERLINE 3.5 t 1.75 i I ' 4.051 1 + I + 2.0401 t t L __- 3.5--- - - - - -- --------- - - - - -J 2- TRACK, ASTRAGAL J INTERLOCK ANCHOR CLUSTER - C4 AS fRAGAL OTC -------- - - - - -- INT- . INTERLOCK + 1 CENTERLINE 1 --■-I 3.5 I i i I 1 I 1 - � — 1 4.0721 i I L_ 3- TRACK, ASTRAGAL / INTERLOCK ANCHOR CLUSTER - C4 A I iGAL UR I INTERLOCK 1 CENTERLINE t 1 _J INT. + 1.75 I 3.5 1 I I I 1 I � 1 1 2.0401 + i 1 1 1 I I 1 - - - - - -- - - -- 4.051' j 4 TRACK, ASTRAGAL / INTERLOCK ANCHOR CLUSTER - C4 sic I rurdW I A I PER a4DECMWM ---------- - - - - -- ASTRAGAL - INT. [--INTERLOCK � 1 I CENTERLINE 3.5 1 I I 2.0401 I - I - -- 4_051 - - -- 7 - -� 2- TRACK, ASTRAGAL / INTERLOCK ANCHOR CLUSTER - C5 �AS'i"RAC,AL Oft t INTERLOCK— CENTERLINE 1 3.5 4.049 ANCHOR CLUSTER - C5 ------------------------ + INT. ASTRAGAL OR + INTERLOCK + CENTERLINE 13.5 I 1.75 ! 1 I 1 4.051 1 I 2.0401 + + I 1 I + 7 + ------- - - - - -- --------- - - - - -J 2- TRACK, ASTRAGAL / INTERLOCK ANCHOR CLUSTER - C6 INT. 1 1 + I 1 I + t + 1 4.0721 1 t I I ------ - - - - -- �A��AGAL UR INT I INTERLOCK 1 CENTERLINE 1 + t + 3.5 1 I + 2.0401 i + 1 I 1 5.368 1 4.046 + L I + I i I 4- TRACK, ASTRAGAL / INTERLOCK) ANCHOR CLUSTER - C5 4070 7ECHNMOGYMVE AUKOMI$ FL 34275 RQ BOX lap NOXCVM, fi 34274 �ASTRA�AL R -------- - - - - -I INTERLOCK INT. I CENTERLINES 1 7 + 3.5 1 1 i I I I + 14.049 i + � 2.04 0 I I 3- TRACK, ASTRAGAL / INTERLOCK ANCHOR CLUSTER - C6 --- - - - - -- ASTRAGAL�R INT 1 INTERLOCK 1 CENTERLINE + •--- -�-1— 3.5 1�. L----------- L ----------- J 4- TRACK, ASTRAGAL I INTERLOCK ANCHOR CLUSTER - C6 CLUSTERS SERIES 770 ALUMINUM SGD SM770 1 HITS 1 11 - 23 1 PGT0002 NOTE: ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. ALL DIMENSIONS SHOWN ARE IN INCHES. ( )4 s (� t p P q� ,o o 4'•1.�G E Nse • t o N 4975 :O e a 4 • Y' O e • �� W .� E : 4% • • � O 000 •'' O ($ 4 D A 9 A 1- C�� t` Robert J. Amoruso, P.E. A PE #49752 r I t I 1 i t 1 I I I I i EXT. 3.889 it I , I I 1 1 I 1 I I 1 _ 1 L— _ 1 2- TRACK, 900 OUTSIDE CORNER SHOWN, 2- TRACK, 900 INSIDE CORNER SIMILAR (OPPOSITE) ANCHOR CLUSTER - C4 j INT. t � I � t � t � 3.889 Or I t 1 i 1 -- 1 o j t 1 1 I t I I EXT. 3.5 1 I _.1 3- TRACK, 900 OUTSIDE CORNER SHOWN, 3- TRACK, 900 INSIDE CORNER SIMILAR (OPPOSITE) C-6 ANCHOR CLUSTER REQUIRED AT ALL 3 -TRACK CORNERS P.O. BOX ?529 NOKO4&S, FL 34274 I IIkrT t I I i t 1 I I 1 I I I 1 1 I t I I I I 1 I 1 I I I r I t 1 1 r r r / / / 1 I L_ - 2- TRACK, 90° INSIDE CORNER SHOWN, 2- TRACK, 900 OUTSIDE CORNER SIMILAR (OPPOSITE) ANCHOR CLUSTER - C6 USED FOR C5 AND C6 --------------------------- ------------- - - - - -� I - 3.5 1 t I o I ctl I 1 I o 1 1 I r r r I r 3.889 / I / EXT. i 2.04// L— _ — 4- TRACK, 90° INSIDE CORNER SHOWN, 4- TRACK, 900 OUTSIDE CORNER SIMILAR (OPPOSITE) C-8 ANCHOR CLUSTER REQUIRED AT ALL 4 -TRACK CORNERS 0-aw an. ANCHORAGE, EXAMPLE CLUSTERS SERIES 770 ALUMINUM SGD - LMl sm7eaA aft snno m N TS 912 -123 m P GTOO2 _ RwB NOTE: ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. ALL DIMENSIONS SHOWN ARE IN INCHES. Appmed ads compbft WO lb FFbAda is t 2viv Al ®tl010 D Bit . ✓l �pM�S 0DI, TA7E O 4J ...0 R I'D �N,, @. Robert J. Amoruso, P.E. l" MIN. E.D. TYP. EXT. 1/4" MAX. SHIM 2 1/16" O.C. WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHT. 1 1" MIN. E.D. TYP. EXT. < 13/8" MIN. 71--f 1/4" MAX• SHIM ANCHOR TYP., SEE ANCHOR NOTE 2, SHT. 1 13/8" MIN. SEE CHART, SHT. 1 2 1/16" O.C. TYP. SEE CHART :y . , •� ,` :•'° ' �: -..• : •...•;, SHT. 1 .�' .. SEE CHART, SHT.1 Ir -a!— 2 1116" O.C. TYP EXT. 114" � 1/4" MAX. MAX. SHIM SHIM Ems' SEE CHART SHT. 1 ONCRETE ANCHOR TYP., SEE ANCHOR NOTE 1, SHT. 1 DETAIL A, 2 -TRACK FRAME HEAD DETAIL B, 3 -TRACK FRAME HEAD WOOD INSTALLATION WOOD INSTALLATION DETAIL C, 2 -TRACK FRAME HEAD DETAIL D, 3 -TRACK FRAME HEAD ,— WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT. 1 ---, 2x WOOD BUCK TYP., CONCRETE INSTALLATION CONCRETE INSTALLATION SEE ANCHOR NOTE 5 SHT. 1 (1/4" MAX.) EXT. -- -� 1 3/8" MIN. 2 1/16" i �E.D D. O.C., TYP. SEE ANCH.NOTE 3, 1X WOOD BUCK TYP., SHT. 1 2 1116" O C TYP - SEE ANCHOR NOTE 3, SHT. 1 SEE ANCHOR NOTE 5 SHT. 1 (1/4" MAX.) EXT. NP• 12x WOOD BUCK DETAIL E, 2 -TRACK FRAME SILL -gyp., WOOD INSTALLATION SEE ANCHOR NOTE 3, SHT. 1 CONCRETE ANCHOR TYP., SEE ANCHOR SEE ANCHOR NOTE 1, SHT. 17 NOTE 5 SHT.1 {1/4" MAX EXT. 2 1/16" O.C., TYP. DETAIL H, 3 -TRACK FRAME SILL CONCRETE CONCRETE INSTALLATION SEE CHART, SHT. 1 I EXT. fi 21/1 1" MIN E.D., O.C., TYP. TYP. DETAIL F, 3 -TRACK FRAME SILL WOOD INSTALLATION CRETE SEE CHART SHT. 1 SEE CHART, SHT.1 �::.;; :. I :•�; < ; .:. ; . SEE CHART -•it ,'i <<• •�i•�'`�''• S ,• ii. ••••'•' .1 SHT. 1 SEE ANCHOR NOTE 5 SHT. 1 (1/4" MAX.) 1 3/8" MIN. ': �::: •.. •;; : ; . EXT.... ' • :., - ., EXT. 21/16" O.C., TYP. 1" MIN ! , ; . . $ ®; SEE CHART, SHT. 1 -i • E.D., DETAIL G, 2 -TRACK FRAME SILL CONCRETE INSTALLATION 21/16" O.C., TYP. EXT. l" MIN E.D., CRETE 13/8" MIN. WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT. 1 DETAIL 1, 4 -TRACK FRAME HEAD WOOD INSTALLATION 2x WOOD BUCK TYP., SEE NOTE 3, SHT. 1 SEE ANCHOR NOTE 5, SHT. 1 (1/4" MAX.) r CHART HT. 1 WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT. 1 13/8" MIN. 2 1/16" O.C�TYP. T EXT. 21/16" O.C., TYP. 1" MIN T $ ®; CONCRETE ANCHOR TYP., SEE ANCHOR NOTE 1, SHT. 1 E.D., DETAIL J, 4 -TRACK FRAME HEAD DETAIL K, 4 -TRACK FRAME SILL TYP. CONCRETE INSTALLATION WOOD INSTALLATION -0 bwd8�r. Dak Revue 1070 TECHNOLOGY DRFVE ANCHORAGE' DETAILS laved Tift SERIES 770 ALUMINUM SGD - LMI SMC OJ/�110 8 PER MIAMI DARE NORONS, FL 34275 SMC 11 /law A PE7t UM DADECOAMO NT3 P.O. BOX 1529 tMOMIS, FL 34274 4 s & 8 N. kaxm 8y DaEv Ct ked D� SAO p&Vdw SGD770 NTS j8h-t 93 -1 23 PGT0002 JPB Aaa ow fm- Mind 2 ' '. t GEi 4975' +% a v OF e 40. >fVA1..�� *'• PtSIA {9g ;�� Robert J. Amoruso, P.E. PE #49752 CONCRETE ANCHOR TYP., SEE NOTE 1, SHT.1 21/16" O.C., TYP. SEE ANCHOR NOTE 5, SHT. 1 (1/4" MAX.) 13/8" MIN. - 1/4" MAX. SHIM EXT. WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT.1 21/16" O.C., TYP. ,s SEE CHART, SHT 1 DETAIL L, 4 -TRACK FRAME SILL CONCRETE INSTALLATION 1" MIN. 114" MAX. SHIM - EXT. WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT .1 2X WOOD BUCK - SEE ANCHOR II 1/4" MAX. SHIM SEE CHART EXT. i �� I SHT. 1 II I ^►:.�••' ` SEE CHART 2 1/16" O.C., TYP. ' SHT.1 SHT. 1 1/4" MAX. SHIM —►I CONCRETE ANCHOR TYP., SEE ANCHOR NOTE 1, SHT. 1 N,"WASONRY r•.w. 21/160 I DETAIL O, 4 -TRACK FRAME JAMB O.C., TYP. CONCRETE INSTALLATION 13/8" MIN. -�� 1/4" MAX. SHIM EXT. NOTE 3, DETAIL N„2 -TRACK FRAME JAMB SHT. 1 WOOD INSTALLATION DETAIL M. 4-TRACK FRAME JAMB WOOD INSTALLATION P -HOOK MOUNTING ADAPTOR ANCHORS LOCATED MID -SPAN BETWEEN P -HOOK INSTALLATION ANCHORS 1" MIN. 2.693" MIN. EXT. WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, WOOD FRAMING SHT. 1 1 3/8" MIN. 1" MIN. EXT. '• SEE CHART SHT. 1 21116" O.C., TYP. DETAIL P, 2 -TRACK FRAME JAMB CONCRETE INSTALLATION !a 4.051" MIN. O.C. 3.5" J - -- TYPICAL JAMB CLUSTER FOR DETAILS M, N, O,P,Q &R SEE CHART SHT. 1 1/4" MAX. SHIM CONCRETE 1•:..: ANCHOR CONCRETE TYP., SEE *— 1318- MIN. ANCHOR •`. NOTE 1, ANCHOR SHT. 1 1" (GROUTED BLOCK ONLY) 1 MIN. SHT. 1 ' SHT.1 SHT. 1 1/4" MAX. SHIM —►I CONCRETE ANCHOR TYP., SEE ANCHOR NOTE 1, SHT. 1 N,"WASONRY r•.w. 21/160 I DETAIL O, 4 -TRACK FRAME JAMB O.C., TYP. CONCRETE INSTALLATION 13/8" MIN. -�� 1/4" MAX. SHIM EXT. NOTE 3, DETAIL N„2 -TRACK FRAME JAMB SHT. 1 WOOD INSTALLATION DETAIL M. 4-TRACK FRAME JAMB WOOD INSTALLATION P -HOOK MOUNTING ADAPTOR ANCHORS LOCATED MID -SPAN BETWEEN P -HOOK INSTALLATION ANCHORS 1" MIN. 2.693" MIN. EXT. WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, WOOD FRAMING SHT. 1 1 3/8" MIN. 1" MIN. EXT. '• SEE CHART SHT. 1 21116" O.C., TYP. DETAIL P, 2 -TRACK FRAME JAMB CONCRETE INSTALLATION !a 4.051" MIN. O.C. 3.5" J - -- TYPICAL JAMB CLUSTER FOR DETAILS M, N, O,P,Q &R SEE CHART SHT. 1 1/4" MAX. SHIM I' 1•:..: DETAIL Q, 3 -TRACK CONCRETE .' ?�; ` : : ' ' ,"; :' ' INSTALLATION ANCHORS •`. SEE CHART ANCHOR a-mov— (GROUTED BLOCK ONLY) SHT. 1 TYP., SEE rl w 8r + •:.`''. : ANCHOR 1 114" MIN. ` "'•; ' SHT. 1 °r.- :�. -''. 01/05/10 - ••:; E.D. TYP. NOTE 1, w • �: :. SHT. 1 III&& 9 A PER MIAMI DADEC0AO ENTS ' =:. -' 2 1116" � SOD770 SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY. FROM TABLES im W. SMC EXT, O.C., TYP. 1-3, SHTS. 7 -9 PERTAIN TO 1-3, SHTS. 7 -9 PERTAIN TO THIS ANCHOR LOCATION, THIS ANCHOR LOCATION, 2.693" MIN. '---2X WOOD BUCK SEE ANCHOR NOTE 3 SHT. • �ASONRY 21/16" DETAIL R, 3 -TRACK FRAME JAMB O.C., TYP. CONCRETE INSTALLATION SEE CHART, SHT.1 P-HOOK MOUNTING ADAPTOR ANCHORS LOCATED MID -SPAN �.�_� - DETAIL T, P -HOOK _ ... ,; :•.. : BETWEEN P-HOOK DETAIL Q, 3 -TRACK FRAME JAMB .' ?�; ` : : ' ' ,"; :' ' INSTALLATION ANCHORS WOOD INSTALLATION ''� • ; •;' .:��; •,' ___t----CONCRETE /MASONRY a-mov— (GROUTED BLOCK ONLY) • r,..' a Y �--- 1 3/4" MIN. w 8r F ",• SEE CHART, : 1 114" MIN. ` "'•; ' SHT. 1 °r.- :�. -''. 01/05/10 8 E.D. TYP. ' t; .•. w • �: ft WOOD ANCHOR III&& 9 A PER MIAMI DADEC0AO ENTS SEE ANCHOR NOTE 2, SHT. 1. �3v � SOD770 SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY. FROM TABLES im W. SMC EXT, ANCHOR QTY. FROM TABLES 1-3, SHTS. 7 -9 PERTAIN TO 1-3, SHTS. 7 -9 PERTAIN TO THIS ANCHOR LOCATION, THIS ANCHOR LOCATION, 2.693" MIN. DETAIL S, P-HOOK DETAIL T, P -HOOK WOOD INSTALLATION CONCRETE INSTALLATION wer. Date: R®Wsbf= a-mov— 1070 T EMNOLOGYDRW ANCHORAGE DETAILS w 8r : rw SERIES 770 ALUMINUM SGD - LMI SA4C 01/05/10 8 PERW"DADECOMMENTS NOKOWS, FL 34275 w • �: ft SMC III&& 9 A PER MIAMI DADEC0AO ENTS P.O. BOX 1529 NOKOMIS, FL 34274 �3v � SOD770 ' �t NTS 14 123 ° "�° PGT0002 im W. SMC Date: 08/05109 C DaES: ApprovW aspl sw tree Nf3A# M1an1 o M 1 . L Irl t_G+ Z QV No 49752 El F iulz Robert J. Amoroso, P.E. B I PE 949752 WOOD FRAMING I SEE CHART, SHT. 1 ONCRETE / MASONRY P -HOOK MOUNTING ADAPTOR ANCHORS ANCHORS LOCATED MID - SPAN ,• , .• y:: •. � , •` •� • _.. � • . BETWEEN P -HOOK LOCATED MID -SPAN INSTALLATION ANCHORS ' ' • ° ' ' BETWEEN P-HOOK - '• -- INSTALLATION ANCHORS j y • ¢ F~ luu. a . "' ::,.� ; " = ?'. •• SEE CHART, SHT. 1u MIN. 13/4" MIN. 1 1/4 °MIN. `. 4;'''• :; -WOOD ANCHOR SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY. FROM TABLES 1 -3, SHTS. 7 -9 PERTAIN TO THIS ANCHOR LOCATION, 2.693" MIN. DETAIL MM, P -HOOK FOR BOX RISER WOOD INSTALLATION -------------------- I — -a-u ® Bf j p PANEL PANEL PANEL n flu TYPE as TYPE a Ilu f l ll A ua a n It 'QS.0 f l a a it u fill nn u awdwey NOTE , SHT. 15 flu au f Ila au an l i d all In l I I a a II flu ll a n u u flu oa u E li i. a u II o lu e II uu u a u ff l n all n 1I116 = ______emu- _=___ -� 614 'M _,%--mmmm16 6_a =m=== 1= 1B DETAIL V, SHT. 18, ANCHORAGE DETAILS 'A' &'C', SHT. 13 DLO WIDTH = NOM. PANEL WIDTH - 7" `DETAIL 'U', SHT. 18, DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" ANCHORAGE DETAILS'E' & 'G', SHT. 13 X X -90° CORNER -XX (2 TRACK INSIDE 90° CORNER) INT. f *SEE APPLICABLE ASTRAGAL & INTERLOCK PER DP TABLES �- SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY. FROM TABLES 1-3, SHTS. 7 -9 PERTAIN TO THIS ANCHOR LOCATION, I-� •-1— 2.693" MIN. DETAIL NN, P -HOOK FOR BOX RISER CONCRETE INSTALLATION DETAIL 'EE, SHT. 19, ANCHORAGE DETAILS'N' S'P', SHT. 14 EXT. AIL 'BB', SHT. 19 DETAIL'KK', SHT. 20 HORIZONTAL SECTION B -B ) X 1.50" PH SMS PANEL CORNER DETAIL #8 X 1.00" PH SMS (OPTIONAL) FRAME CORNER DETAIL I PANEL ® ANCHORAGE DETAILS / EXAMPLE ELEVA PANEL Dab. o~o TYPE TYPE TEW SERIES 770 ALUMINUM SGD - LMI d By. - sMC Dads 91!46109 R" v> A PER MIAMI DADECOMMEP MS SmIsatfadet WD770 sage. NTS 15 d 23 PGT0002 SEE Datx 08/05/09 awdwey NOTE , SHT. 15 � a 1B DETAIL V, SHT. 18, ANCHORAGE DETAILS 'A' &'C', SHT. 13 DLO WIDTH = NOM. PANEL WIDTH - 7" `DETAIL 'U', SHT. 18, DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" ANCHORAGE DETAILS'E' & 'G', SHT. 13 X X -90° CORNER -XX (2 TRACK INSIDE 90° CORNER) INT. f *SEE APPLICABLE ASTRAGAL & INTERLOCK PER DP TABLES �- SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY. FROM TABLES 1-3, SHTS. 7 -9 PERTAIN TO THIS ANCHOR LOCATION, I-� •-1— 2.693" MIN. DETAIL NN, P -HOOK FOR BOX RISER CONCRETE INSTALLATION DETAIL 'EE, SHT. 19, ANCHORAGE DETAILS'N' S'P', SHT. 14 EXT. AIL 'BB', SHT. 19 DETAIL'KK', SHT. 20 HORIZONTAL SECTION B -B ) X 1.50" PH SMS PANEL CORNER DETAIL #8 X 1.00" PH SMS (OPTIONAL) FRAME CORNER DETAIL A,Mwww a sown • TE OF �4l IO N " -...'O R 1 P'G��`,� �'�irrrrneN�s� P".. Robert J. Amoruso, P.E. B PE #49752 1070 T C NI(XOGYDR,VF 1vOKOMIS, FL 34275 P.O. 60X 1529 NOKOMIS, !Y 34274 ® ANCHORAGE DETAILS / EXAMPLE ELEVA rd By. sMC Dab. o~o Reftbw a PER TEW SERIES 770 ALUMINUM SGD - LMI d By. - sMC Dads 91!46109 R" v> A PER MIAMI DADECOMMEP MS SmIsatfadet WD770 sage. NTS 15 d 23 PGT0002 M y Datx 08/05/09 awdwey Dafir A,Mwww a sown • TE OF �4l IO N " -...'O R 1 P'G��`,� �'�irrrrneN�s� P".. Robert J. Amoruso, P.E. B PE #49752 IV I TAI DETAIL'CC, SHT. 19— )— DETAIL'BB', SHT. 19 NOTES: % 1 "1 �tDETAIL'FF', SHT. 19, .__ DETAIL EE' SHT. 19 J DETAIL 'V', SHT. 18, ANCHORAGE DETAIL'N' & ANCHORAGE DETAILS'N' ANCHORAGE 'P', SHT. 14 &'P', SHT. 14 DETAILS W &'C', SHT. 1 SEE FRAME & PANEL CORNER CONSTRUCTION DETAILS SHT. 15 DETAIL 'U', SHT. 18, ANCHORAGE DETAILS 'E' OXXX {2 TRACK} &'G', SHT. 13 EXAMPLE DETAIL'CC', SHT. 19 DETAIL'DD', SHT. 19, ANCHORAGE DETAILS 'Q' &'R, SHT. 14 E .ES DETAIL BB', SHT. 19 DETAIL 'AA', SHT. 19, ANCHORAGE DETAILS'S' & T, SHT. 14, 'MM' &'NN', SHT. 15 DETAIL X, SHT. 18, ANCHORAGE DETAILS'B' &'D', SHT. 13 —11-4 I° PANEL PANEL PANEL PANEL PANEL TYPE TYPE IIa TYPE TYPE 'CS' 'R' 'L' a II 'D' 'A' TV 'L' 'M' 'F' oil MA AX. H1 SE SE IIa 1 1 I1 all IT. u1 a a nll SE 11u DI u P SEE DI / Iu'1 al ul al / / NOTE TABI )P [� ll II all �j 3 a1 u 11 a 3LES � a o AP NOTE SEE FRAME & PANEL CORNER CONSTRUCTION DETAILS SHT. 15 DETAIL 'U', SHT. 18, ANCHORAGE DETAILS 'E' OXXX {2 TRACK} &'G', SHT. 13 EXAMPLE DETAIL'CC', SHT. 19 DETAIL'DD', SHT. 19, ANCHORAGE DETAILS 'Q' &'R, SHT. 14 E .ES DETAIL BB', SHT. 19 DETAIL 'AA', SHT. 19, ANCHORAGE DETAILS'S' & T, SHT. 14, 'MM' &'NN', SHT. 15 DETAIL X, SHT. 18, ANCHORAGE DETAILS'B' &'D', SHT. 13 OXXXp (3 TRACK RIGHT POCKET) EXAMPLE SMC I 01/W90 I B I PERM/AM DADEC0AAffX 3 8y. Daa SW IVI& g A PERAAW DADECOM ENTS Duey: Daft Ch . DaW SMC 08105109 1 ra a DCKET INDER PARATE DETAIL W, SHT. 18, ANCHORAGE DETAILS'F' &'H', SHT. 13 1. SEE SHT. 17 FOR INDIVIDUAL PANEL CONFIGURATIONS AS APPLICABLE. PLEASE SEE DP CHARTS FOR MAX PANEL HEIGHT AND WIDTH. PLEASE SEE SHTS. 18 -20 FOR SECTION DETAILS AND SHTS. 7 -15 FOR ANCHORAGE DETAILS. 2. DLO WIDTH = MOM. PANEL WIDTH - 7" DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" 3. (1) LOCK (ITEMS 70 & 107 -110) AT EACH LOCKSTILE, LOCKING INTO KEEPER (ITEM 103) AT FRAME JAMB OR ASTRAGAL. 4. PLEASE SEE APPLICABLE ASTRAGAL & INTERLOCK COMBINATIONS PER DP TABLES. —11-4 I° PANEL u u PANEL PANEL PANEL PANEL PANEL IIa TYPE TYPE 'CS' TYPE TYPE a II 'QS' l p TV 'L' 'M' 'F' oil al u AX. H1 SE SE IIa 1 1 I1 all IT. u1 a a nll TABI 11u DI u P EE / / Iu'1 al ul al / / all a II L SE )P [� ll II all �j 11 u a1 u 11 3LES SEE AP NOTE 3 O x x x OXXXp (3 TRACK RIGHT POCKET) EXAMPLE SMC I 01/W90 I B I PERM/AM DADEC0AAffX 3 8y. Daa SW IVI& g A PERAAW DADECOM ENTS Duey: Daft Ch . DaW SMC 08105109 1 ra a DCKET INDER PARATE DETAIL W, SHT. 18, ANCHORAGE DETAILS'F' &'H', SHT. 13 1. SEE SHT. 17 FOR INDIVIDUAL PANEL CONFIGURATIONS AS APPLICABLE. PLEASE SEE DP CHARTS FOR MAX PANEL HEIGHT AND WIDTH. PLEASE SEE SHTS. 18 -20 FOR SECTION DETAILS AND SHTS. 7 -15 FOR ANCHORAGE DETAILS. 2. DLO WIDTH = MOM. PANEL WIDTH - 7" DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" 3. (1) LOCK (ITEMS 70 & 107 -110) AT EACH LOCKSTILE, LOCKING INTO KEEPER (ITEM 103) AT FRAME JAMB OR ASTRAGAL. 4. PLEASE SEE APPLICABLE ASTRAGAL & INTERLOCK COMBINATIONS PER DP TABLES. X. E .ES XX -90° CORNER -XX (2 TRACK DETAIL v', ', ANCHORAGE DETAAILS ILSE E 90 0OUTSIDE CORNER) - EXAMPLE &'G', SHT. 13 PO TECHMOOYDRW AMOMIS, FL $4275 P.O. Box 9528 NOKOMIS, FL 34274 DETAIL 'BB', SHT. 19 I � - DETAIL'HH', SHT. 19, DETAIL'Z', SHT.18 ANCHORAGE DETAILS'M' ANCHORAGE DETAILS T &'O', SHT. 14 &'J', SHT. 13 —11-4 I° PANEL u u PANEL i i u TYPE u II TYPE IIa 'A' u 11 'CS' I I p ui a II 'QS' l p a a 1Ia IIu ,; oil al u 11 a H1 SE SE IIa 1 1 I1 all 11 a u1 a a nll TABI 11u DI u NOTE IIu 11 a SEE uau Iu'1 al ul al I H all a II X I I II IIa [� ll II all �j 11 u a1 u 11 �I X. E .ES XX -90° CORNER -XX (2 TRACK DETAIL v', ', ANCHORAGE DETAAILS ILSE E 90 0OUTSIDE CORNER) - EXAMPLE &'G', SHT. 13 PO TECHMOOYDRW AMOMIS, FL $4275 P.O. Box 9528 NOKOMIS, FL 34274 DETAIL 'BB', SHT. 19 I � - DETAIL'HH', SHT. 19, DETAIL'Z', SHT.18 ANCHORAGE DETAILS'M' ANCHORAGE DETAILS T &'O', SHT. 14 &'J', SHT. 13 �I PANEL PANEL PANEL " ai TYPE u TYPE TYPE TYPE 'F' ui 'K' 'QS' 'K' u I MA MA al u H1 SE SE DI u1 SEE TABI DI uu NOTE SEE TABI Iu'1 al ul al �3 NOTE 3 X ul a1 X a1 �I X. E .ES XX -90° CORNER -XX (2 TRACK DETAIL v', ', ANCHORAGE DETAAILS ILSE E 90 0OUTSIDE CORNER) - EXAMPLE &'G', SHT. 13 PO TECHMOOYDRW AMOMIS, FL $4275 P.O. Box 9528 NOKOMIS, FL 34274 DETAIL 'BB', SHT. 19 I � - DETAIL'HH', SHT. 19, DETAIL'Z', SHT.18 ANCHORAGE DETAILS'M' ANCHORAGE DETAILS T &'O', SHT. 14 &'J', SHT. 13 WXXX 4 TRACK BY -PASS EXAMPLE K E .E DETAIL'Y'I SHT. 18, ANCHORAGE DETAILS'K' SHT. 13 &'L', SHT. 14 EXAMPLE ELEVATIONS TM SERIES 770 ALUMINUM SGD - LM! SCM770 I NTS 1 16 , 23 1 PGT0002 I B DETAIL 'V', SHT. 18, ANCHORAGE DETAILS W &'C', SHT. 13 1 ETAIL'EE', SHT. 19, ` ANCHORAGE DETAILS 'N' & 'P', SHT. 14 DETAIL 'BB', SHT. 19 DETAIL'JJ', SHT. 20 INT. EXT. HORIZONTAL SECTION A A x E� F , lL/ . d ° °• C O R 1 O•. o� ht 10.1- �i``�, Robert J. Amoruso, P.E. PE #49752 PANEL PANEL PANEL PANEL TYPE TYPE TYPE TYPE 'M' 'F' 'F' 'K' MA H1 SE DI SEE TABI NOTE �3 X X X X WXXX 4 TRACK BY -PASS EXAMPLE K E .E DETAIL'Y'I SHT. 18, ANCHORAGE DETAILS'K' SHT. 13 &'L', SHT. 14 EXAMPLE ELEVATIONS TM SERIES 770 ALUMINUM SGD - LM! SCM770 I NTS 1 16 , 23 1 PGT0002 I B DETAIL 'V', SHT. 18, ANCHORAGE DETAILS W &'C', SHT. 13 1 ETAIL'EE', SHT. 19, ` ANCHORAGE DETAILS 'N' & 'P', SHT. 14 DETAIL 'BB', SHT. 19 DETAIL'JJ', SHT. 20 INT. EXT. HORIZONTAL SECTION A A x E� F , lL/ . d ° °• C O R 1 O•. o� ht 10.1- �i``�, Robert J. Amoruso, P.E. PE #49752 PANEL LETTER P R T #mom T mm" S ("am S am" L moXc9m LR N MOxourl C moXfi,, B F E K V jswoul/ u SMC I tuism M IV ladw smo omm SINGLE INTERLOCK LOCKSTILE PANEL LETTER NOTE: JLOCKSTILE ASTRACAL 1. SEE DP TABLES FOR PANEL WIDTH & APPLICABLE ASTRAGAL & M LOCKSTILE SINGLE INTERLOCKS. INTERLOCK CORNER SINGLE CS r ., CORNER • �W irY G 4 INTERIOR CORNER SINGLE QS H _- ❑� rr EXTERIOR SQINTERLOCK SINGLE INTERLOCK LOCKSTILE PANEL LETTER NOTE: JLOCKSTILE ASTRACAL 1. SEE DP TABLES FOR PANEL WIDTH & APPLICABLE ASTRAGAL & M LOCKSTILE SINGLE INTERLOCKS. INTERLOCK CORNER SINGLE CS RECEIVER INTERLOCK ., CORNER SCSINGLE (� INTERLOCK RECEIVER 4 INTERIOR CORNER SINGLE QS LOCKSTILE INTERLOCK (ALL PANEL TYPES) EXTERIOR SQINTERLOCK SINGLE ' CORNER LOCKSTILE COmER SINGLE /Q S RECEIVER INTERLOCK SINGLE CORNER SA INTERLOCK RECEIVER i Cl CORNER SINGLE V LOCKSTILE INTERLOCK I C SINGLE CORNER INTERLOCK LOCKSIXE CORNER FIXED V F RECEIVER LOCKSTILE CORNER FCFIXED LOCKSTILE RECEIVER SINGLE FIXED /— INTERLOCK LOCKSTILE FIXED SINGLE RR LOCKSTILE INTERLOCK i FP�e �� ' LOCKSTILE ASTRAGAL our r rf rras 4070 TECHNOLOGYDRIM PANEL TYPES NOKONIS, FL 34275 TRW PER T P.O. BOX SERIES 770 ALUMINUM SGD - LMf _ W ed NOKOMIS, FL 34274 RJA SGD770 NTS }7 of 23 PGT0002 A POR-M&PRn rt, I CTr=• n5r, R _KI F 1 GEIV E OFD �pflat OBit s Robert J. Amoroso, P.E. PE #49752 SILL RISERS OPTIONS 24 23 EXTERIOR INTERIOR 21 (ALL VERT. SECTIONS) 19 4.055" 2 2.555° 3.305° 112 1.56T EXT EXT. EXT. EXT. EXT. 45 52 51 i I 53 FLUSH BOX SILL RISER LOW BOX SILL RISER MEDIUM BOX SILL RISER HIGH BOX SILL RISER 52 51 25 DETAIL'LL' SCREEN 22 AT HEAD 48 47 0 20 18 EXT. 112 4.055° 2 3.305° 2.555" DETAIL WM' SCREEN 1.567" AT SILL EXT. EXT. EXT. EXT. FLUSH FLAT SILL RISER LOW FLAT SILL RISER MEDIUM FLAT SILL RISER HIGH FLAT SILL RISER DETAIL'V' DETAIL'X' DETAIL T FIXED PANEL FIXED PANEL FIXED PANEL SHOWN SHOWN SHOWN A,d i d� cok 69 69 69 — i �1� EXT- 72 OR 73 72 OR 73 EXT. 72 OR 73 Mfm: �9 ,p"SS�,fy- Lk EXT. ti 7 9 Ei i ii 10 81" 113 113 113 SPMES cEKZ 5 5 5 .,•`�O@�'.<\ N DETAIL'U' DETAIL W DETAIL'Y' ea i RMd t7y� Deb: R81 1070TECHN01o[dYDRNE V—fp7 VERTICAL SECTION DETAILS e i � >��g�t.0RI;�•,;`~ Rawer. Daw r smc 0110910 s PM~DADFCOAVAENM NOKOMIS, FL 3W6 ®1 0NAte��e'► rft SERIES 770 ALUMINUM SGD - LMI * DgW. RPWW= suc 11/1079 A PER WNDADE•COAPAWS F.O. BOX 1519 swksAAAt DismOr Dales Chudod . alty NOKOA!1/S, FL 34274 ® SGD770 l "1 23 rf&PGT0002 B r so, P.E. Robert #49752 SM 08!05/09 WA PRFPARFI7 RV- PTC_ 1 I r 1. Sri N CnG.%WFl I RT qTF C71i _ _ R OR-321-RAA-17AA _ FAX ?121.RGllt_97A9 STANDARD ASTRAGAL AND STILES DETAIL 'BB' HEAVY DUTY ASTRAGAL AND STILES DETAIL'EE' UE 1 AIL 'LL' DETAIL 'AA' SMC I 09/05170 1 B W. Odw SMC 7719B09 A am m � Oaf l�ted S 08=109 R `AT MIDSPAN DETAIC'DD' (FIXED PANEL) 4 INTERIOR (ALL HORIZ. SECTIONS) N07 EXTERIOR - DETAIL'FF' (FIXED PANEL) DETAIL'HH' f1. .YIIVVI !"{IY DETAIL'GG' (FIXED PANEL) ``ITEM 61 SHOWN, ITEM 60 ALSO APPLICABLE, SEE TABLES 1-3, SHTS. 7-9 FOR DP (PSF) ASSOCIATED WITH STILE 1070 TECHAICLOGYDRIVE HORIZONTAL SEC77ON DETAILS PER &V t47DADECOM54ENTS NOKONS, FL 34275 Tiffec PER~ MECOMMdzM P.O. sox im jk27SERIES 770 ALUMINUM SGD - LMI NOKOMIS, FL 34274 a s s NT t& sW770 S 19 a 23 PGT0002 B DETAIL'II' Aprinmed 99 cam*.LGZ 90 60 OV5,Ei I �n( oz N`s �••Q'¢�i ♦mss ip y� 6 • " • 4 .. � T 1= OF `- O R 1 Q' •moo° 0NA' Robert J. Amoruso. P.E. PE #49752 DETAIL 'JJ' (900 OUTSIDE CORNER, 2 -TRACK SHOWN) DETAIL 'KK' (900 INSIDE CORNER, 2 TRACK SHOWN) Reed By. Dar RovW=w Dom, xmosdej 1070TECffiV=GY&%W HORIZONTAL SECTION DETAILS, CORNERS M WOMISr R 34275 rft Br. SERIES 770 ALUMINUM SGD - LMI sm ,fflaw A PERMAN DADE C4MQW7WM P.O. BOX 1378 Dram By D� Grdmd D� AtOKOMIS, a 34274 � a�tx '2 n6 m � � �A sGn77o NTS ZO � 23 PGT0002 i0l.", ; . .: NJ 49752 Robert J. Amoruso, P.E. PE #49752 ITEM PGT Dwg. # PGT. # Description 1 17306 617306 2 -TRACK HEAD 2 17.303 617303 2 -TRACK HEAD WITH SCREEN RAIL 3 17309 617309 3 -TRACK HEAD 4 17312 617312 4 -TRACK HEAD 5 17314 617314 FRAME SCREW COVER 6 17317 617317 FRAME HEAD /JAMB ADD-ON 7 17304 617304 2 -TRACK SILL 8 17301 617301 2 -TRACK SILL WITH SCREEN RAIL 9 17307 617307 3 -TRACK SILL 10 17310 617310 4 -TRACK SILL 11 17313 617313 FRAME SILL TRACK INSERT 12 17315 617315 FRAME SILL SCREEN ADD-ON 13 17316 617316 FRAME SILL SCREEN END ADD-ON 14 17305 617305 2 -TRACK JAMB 15 17302 617302 2 -TRACK JAMB WITH SCREEN RAIL 16 17308 617308 3 -TRACK JAMB 17 17311 617311 -TRACK JAMB 18 17322 617322 SILL RISER - 0 19 17319 617319 SILL RISER - 0 HOLLOW 20 17321 617321 SILL RISER - LOW FLAT 21 17318 617318 SILL RISER - LOW HOLLOW 22 17355 617355 SILL RISER - MED FLAT 23 17354 617354 SILL RISER - MED HOLLOW 24 17320 617320 SILL RISER - HIGH HOLLOW 25 17323 617323 SILL RISER - HIGH FLAT 26 17333 617333 POCKET DOOR P -HOOK 27 7070 67070 NEOPRENE BULB WSTP FOR P -HOOK 28 17334 617334 POCKET DOOR P -HOOK MOUNT 29 17335 617335 P -HOOK COVER 30 17348 617348 POCKET DOOR P -HOOK FOR BOXRISER ;OPTIONAL PARTS (NOT SHOWN IN DRAWING) 40 4319 612258 SCREEN SIDE RAIL - LOCKSTILE 41 203 7LOCKWGSK SCREEN LOCKSET 42 9116 LAMINATED HT -HT PVB 41818 SCREEN KEEPER SPACER SET 43 8152 68152 SCREEN INTERLOCK ADAPTER 44 4428 64428 SCREEN DOUBLE INTERLOCK 45 4317 612256 SCREEN TOP RAIL 46 4318 612257 SCREEN BOTTOM RAIL 47 668 7SRAZ STANDARD ROLLER 48 668 7SRAX STANDARD ROLLER - ST. STL. 49 4344 64344 SCREEN ASTRAGAL 50 17349 617349 0)0 SCREEN ASTRAGAL ADAPTER 51 1692 61692 SCREEN SPLINE -.165 52 1694 61694 SCREEN SPLINE - .150 53 8153 61816020 SCREEN CLOTH 54 1725 SILICONE 117'x 4" x 1/16" SITTING BLOCK 55 1726 78185X 1" X4" X111G' SITTING BLOCK 202 1 PGT. # 1 GLASS 17116 LAMINATED HT-HT PVB 203 617325 PANEL STILE GLASS 9116 LAMINATED HT -HT PVB 204 PANEL STILE (HEAVY DUTY) 62 GLASS 7116 LAMINATED HT-HT SGP 205 63 1225 GLASS 9116 LAMINATED HT-HT SGP NOTE: ALL ALUMINUM = 6063 -T6 SWI 11118108 I A PERMIANDADECa MEM mey: r�ecs: ' SM 08/05!09 RdA ITEM PGT DYrg. # PGT. # Description 60 17325 617325 PANEL STILE 61 17326 617326 PANEL STILE (HEAVY DUTY) 62 17327 617327 INTERLOCK ADAPTOR 63 1225 6TP248 VINYL BULB WSTP. - THIN {INSIDE INTERLOCK) 64 1729 71729 SILL END WEATHERSTRIP PAD 65 17328 617328 INTERLOCK SCREW COVER 67 17329 617329 ASTRAGAL 68 17339 617339 HEAVY DUTY ASTRAGAL 69 17324 617324 TOP & BOTTOM RAIL 70 17350 417350 WEATHERSTRIP EXTENSION (INJECTION MOLDED) 71 1695 71695 1 112" X 1" X314" HIGH FIN SEAL DUST PLUGS 72 8153 78153X TANDEM ST. STL. ROLLER ASSY. 73 8153 78153N TANDEM NYLON ROLLER ASSY. 74 SILICONE DOW 899 OR 995 75 8185 78185X GEMINI MORTICE 3-PLY DUAL LOCK WILONG TRIM PLATE 76 71032X1FPFX #10-32 X 1" FL. SS SCREW WI TYPE "F" TIP 77 7103239 10-32 STEEL ZINC U-NUT 78 17358 617358 3/16 & 114 OGEE BEAD HORIZONTAL 79 17357 617357 1" IG BEADHORIZONTAL 80 17359 617359 7116 BEAD HOR17ONTAL 81 17360 617360 9116 BEAD HORIZONTAL 82 1224 6TP247K VINYL BULB WEATHERSTRIP 83 IGTAPE 1/2 "X1116" SINGLE SIDE ADHESIVE TAPE FOR IG BEAD 100 8052 48052 ROLLER ADJ. HOLE PLUG 101 72087 JAMB BUMPER 102 1696 71696 DUST PLUG 103 8186 78186X 1" KEEPER 1,34 653 7SDKEEP SCREEN LOCK KEEPER 105 17344 617344 FLIED PANEL CLIP - 6" LONG 106 17352 617352 EXTERIOR FIkED PANEL RETAINER 107 1739 71739 HANDLE KIT - INTERIOR RAISED WITH THUMB TURN 108 1740 71740 HANDLE KIT- RAISED EXTERIOR HANDLE 109 1731 78IMN HANDLE KIT- RECESSED INTERIOR WITH THUMB TURN 110 1732 78178 HANDLE KIT - RECESSED EXTERIOR PULL 111 710X34PPSDAX #10 X314" PH. PN. TEK - S.S. 112 1235 67S16 WSTP, .270 X.170 - FIN SEAL 113 1712 64066 .187 X.230 FINSEAL 114 710X115PPX #10X 1 112" 115 710)(PPT #1 OX 1" 116 72OX1X #14-20 X1" ST. STL. 117 720X1 12X #14-20 X 1.5" ST. STL. 118 17336 617336 CORNER RECEIVER 119 17337 617337 OUTSIDE CORNER ASTRAGAL 120 17338 1 6117338 JINSIDE CORNER ASTRAGAL 210 GLASS LAMINATED IG 3/16T - 7/16 LAMINATED HT -HT PVB 211 GLASS LAMINATED IG 114T - 7116 LAMINATED HT -HT PVB 212 GLASS LAMINATED IG 3116T- 7116 LAMINATED HT -HT SGP 213 GLASS LAMINATED IG 1/4T- 7116 LAMINATED HT -HT SGP LIST 17 TC- �;IiNOLCTpYf?RME PARTS MOKOMIS, FL 34275 Ift P.O. Box 1528 SERIES 770 ALUMINUM SGD - LMI M WOM/S, FL 34274 sue: acs arwr 2? -e 23 afro R- SGD770 NTS PGT0002 B Sbdt. L °o 4 NO 49752 Gs ]t �b °+ 0.t1... Robert J. Amoruso, P.E. PE #49752 1.303" 0.325" O A62" -, t Ir- 0.718" 0.062" 0.264" 0.050 0.779" V-Cs INTERLOCK SCREW COVER FRAME SCREW COVER GLAZING BEAD (SINGLE) (65) MAIL• 6063 -T6 (5) MAIL: 6063 -T6 (78) MAIL: 6063 -T6 M 0.752" 1.1 0.233" fl.062" P -HOOK SCREW COVER (29) MAT'L: 6063-T6 P -HOOK FOR BOX RISER (30) MAIL: 6063-T6 15" 14" 0.83" 0.752" 0.080" SILL TRACK (11) MAT'L: 6063 -T6 1.050" 0.289" 0.050" 1.003" 0.05( i 0.080" 0.709" 0.550" 1.1 GLAZING BEAD (I.G.) FIXED PANEL CLIP FIXED PANEL RETAINER INTERLOCK (79) MAT'L: 6063 -T6 (105)MATL: 6063 -T6 (106) MAT'L: 6063 -T6 (fi2)MAT'L: 6063 -T6 STANDARD ASTRAGAL (67) MAIL: 6063 -T6 in 5" 0.281" HEAVY DUTY ASTRAGAL (68) MAIL: 6063 -T6 5" 2.304" 0.79 0.062" P -HOOK MOUNTING ADAPTOR (28) MATL: 6063 -T6 !� P-HOOK i'1 ----- ; 3.125" (26) MAIL: 6063 -T6 I 1-�• 3.25" STANDARD STILE 3.125" TOP /BOTTOM BOTTOM RAIL (60) MAIL: 6063 -T6 HEAVY DUTY STILE (69) MAIL: 6063 -T6 1.872" + �-- 0.232" (61) MAT'L: 6063 -T6 0.750" 0.750" 0.062" 1.019" 1.467" SCREEN STILE - 0.232" „ (40) MAIL: 6063 -T6 0062" -�-� H - 0.062 0.062 n . 0.232" �-+-- 0.750" FLUSH FLAT SILL RISER I (18) MAIL: 6063 -T6 0.232" 0.062" 0.906" By m�c 4.055" 3.305" 3.9550 2.555" 0.062" 2.455° 3.205" � 1.567" q ee 4 e° 0.062" 0.062" 0.062" Q 9752 . Ci HIGH BOX SILL RISER MEDIUM BOX SILL RISER LOW BOX SILL RISER FLUSH BOX SILL RISER LOW FLAT SILL RISER MED. FLAT SILL RISER HIGH FLAT SILL RISER (24) MAIL: 6063 -T6 (23) MAIL: 6063 -T6 (21) MAIL- 6063-T6 (19) MAIL: 6063 -T6 (20) MAIL 6063-T6 (22) MATL: 6063 -T6 (25) MAT'L: 6063 -T6 OF r d By Revlatarm 1070 TECNNOLOLaYDNVE EXTRUSIONS e° .. R... Ravaa na�ar n►OKOMrs, Ft 34275 ' ° °eoa 4NAfl O *% 4' smc rrfraw A PER uua4DEC OMMEWS Po. BOX imp SERIES 770 ALUMINUM SGD - LMJ Draw By. ogfw ray cw RA SGD770 my. o"m NOKOMIS, FL 34274 Go N%S 22 23 PGT0002 A Robert PE. A9 E. siso,P. 2-TRACK HEAD (1) MAIL: 6063 -T6 6.198" 0.081" —J 2 -TRACK HEAD W1 SCREEN TRACK (2) MAIL: 6063 -T6 7.105" 0.081" 1 3 -TRACK HEAD (3) MATL: 6063 -T6 9.142" 8.562" 1.045" --.. Lj- 1.505" 1" L— � 1.993". 0,062" a.a8o" SCREEN TOP RAIL 0 4 -TRACK SILL (45) MAIL: 6063 -T6 00) MATL: 6063 -T6 1.211" i 1.211" 3 -1 rvA%,n DILL (9) MAIL: 6063 -T6 15" V.VVV 2 -TRACK SILL W/ SCREEN TRACK (8) MAIL: 6063 -T6 4.49" T 0.875" 1.993 t t " 0.062" SCREEN BTM. RAIL (46) MAIL: 6063 -T6 T 0.( 1.505" 2 -TRACK JAMB (14) MAIL: 6063 -T6 T 9 .A9" 1-0-- Al i9" 0.( 2 -TRACK JAMB Wl SCREEN TRACK 0 5) MAIL: 6063 -T6 mm 1.211" P'1 U U u v U U t�'1� 7.105" O.fl80" J (7) MATL: 6063 -T6 2 -TRACK SILL 4 -TRACK HEAD 0.081" 9.141" (4) MATL: 6063 -T6 1.03" " Ap�ra�va�d a wM P>� 5.621" 4 T N 1.6" 1 133" 2.893" —j L 1.6" .498" 0. E0,080. " o, 6063 -T6 INSIDE CORNER ASTRAGAL 5 621" 3 -TRACK JAMB ��`tr°�� E .;��rl'dO °oev 2.826" (16) MATL: e ; S . (120) MATL: 6063 -T6 OUTSIDE CORNER ASTRAGAL (119) MATL: 6063 -T6 CORNER RECEIVER • Q 4 -TRACK JAMB V (118) MATL: 6063 -T6 (17) MATL: 6063 -T6 lsy. Dare c+ WE OF ; 4!: — EXTRUSIONS �o€ o °- �",° � �4 o 1070 re ctaotoGvnzvE 'R NMONS,F!34275 >` a �� •`�w`. now •.•••• ot° sere 9° �reros a rx�uwaaconars po.soxo�s SERIES 770 ALUMINUM SGD - LM! DiawnBy f]mta dl�d Owe MK01NlS, 834274 ® 15NTS 1 nro R"r sm 08/04�g 1Jn SODno 23 a 23 PGTOW2 A Robert E #4975"1SO' Pte. A Il RV- PTr. 1 1 r: I RRS 1 1 CT CTF 1-71, RM 1 Fi'1 -F F! R7MRS _ l- AQtL97RA FAY R7'I 7 . 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. 5/16" LAMI CONSISTING OF (2) LITES OF 118" ANNEALED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. B. 516" LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 118" HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. C. 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. D. 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. E. 716" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE NOA DRAWING MAP MAXIMUM PVB INTERLAYER. SHEET F. 7/16" LAMI CONSISTING OF (2) LITES OF 3116" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. GENERAL NOTES ............. I GLAZING DETAILS............ 2 G. 13/16" LAMI IG: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 5/16" OR 3/8" AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF VW ANNEALED GLASS WITH A DESIGN PRESSURES....... 3 .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. ELEVATIONS ..................... 4 VERT. SECTIONS ............. 5 H. 13/16" LAM[ IG: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 5/16" OR 318" AIR SPACE AND 5/16" LAMI CONSISTING OF (1) LITE OF 118" ANNEALED GLASS AND (1) LITE HORIZ. SECTIONS............ 5 OF 1/8" HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. PARTS LIST ....................... 6 EXTRUSIONS .................... 7 1.13/16" LAMI IG: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 5116" OR 318" AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS CORNER DETAIL .............. 5 WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. ANCHORAGE .................... 8 -11 J. 13/16" LAMI IG: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 3116" OR 1/4" AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. K. 13/16" LAMI IG: (1) LITE OF 1/8" OR 3/16" 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 OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. L. 13/16" LAMI IG: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 3/16" OR 114" AIR SPACE AND 7116" LAM[ CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. 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 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. PRODU.CTRSVOED as complyingwith do Florida Code 5. SHUTTERS ARE NOT REQUIRED. Building Accgmum No ' ©(o 3►C .0 � • as j� 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. B Y M p uct mro[ 7. REFERENCES: TEST REPORTS FTL -4858, FTL4859 AND FTL -5330. ELCO TEXTRON NOA: 040721.01, 03 -0225.05 ANSI /AF &PA NDS -2005 FOR WOOD CONSTRUCTION ADM 2005 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION INCLUDING THE HIGH VELOCITY e HURRICANE ZONE (HVHZ ). 9. 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. t I CRY Cads: ttovbk m ' t J.R. 612wrl D ADDED IG CAP TO BE TEMPERED +3dFT NOTE GENERAL NOTES 8je Rsvtetons 101NO TECHNOLOGY 34276 DRIVE F.JG M16/Oi C ADDFTL -5a?D TO NOTES 7& CHG. NOTE 8 TO CURRENTEDI7: wOKO��S, FL 34275 ALUM. HORIZONTAL ROLLER WINDOW IMPACT oxen �fo W.E. F.K 4w97108 B CH�WC3ETOAS7ME 930D -D1 P.O. BQX 9529 s� as o�awt�tra aev mgr aar" ca,ee t4oxOMiS, FL 34274 Visibly Better PE 71 FJC 2&aW J.J. WSW fp7lo NTS 1 a 11 492710 D scrcictyr i 0 21 --! 59 52 21 1/2" NOM. GLASS BITE 1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 5/16" NOM. 50 112" NOM. GLASS BITE 66,67,68,69,70,71 E v 118" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 511W LAMINATED 5/16" OR 3/8" AIR SPACE 1/8" OR 3/18" ANNEALED (MIN.) GLASS 13116" NOM. 13/16" LAMI IG GLASS W/ 5/16" LAMI 55 51 52 50 112" NOM. GLASS BITE f 63,64,65 EXTERIOR INTERIOR (ALL SECTIONS) 3/18" ANNEALED OR HEAT STRENGTHENED GLASS --V�1090 SOLUTIA OR DUPONT PV8 INTERLAYER 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 7/18" LAMINATED 7/16" LAMINATED GLASS 50 112" NOM. GLASS SITE 72,73,74,75,76,77 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 7116" LAMINATED 3/16" OR 1/4" AIRSPACE 1/8" or 3/16" ANNEALED (MIN.) GLASS 13/16" NOM. 13116" LAMI IG GLASS W/ 7/16" LAMI A 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. ranWey. J.R 8120111 D ADDED 10 CAP TO BE TEMPERED @ +30Ff N071= 107NOXON9 . FL 342 RNE NOKOMIS. FL 34278 RO. BttX 1ti'18 NOKOMIS, FL 34274 -- a GLAZING DETAILS FtG Romer. Mlb/07 C NO CHAIVQE THIS SHEET mm ALUM. HORIZONTAL ROLLER WINDOW IMPACT F K. 10117108 B NO CI*WQE' 7MS SHEET visibly Better � Sara. HM16 Full s a 11 tm. Mn ,412710 D F.K. = J.J. I oaah&m PRODUCT REWSED as complying vvM the Florida 404g Code , Awq nonceNo II M Q& obert L/Clf, P.E. PE. #39712 Structural TABLE 1. XOX (114,112,114) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1'" SMALLER) A 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. WINDOW WIDTH GLASS TYPE WINDOW HEIGHT 26" 36" 38 318" 48" 605/8" 54" 60" 63" 84" A, B, G, H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 96" A, B,G, H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +58.8 -5118 +56.2 -56.2 1063/811 A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +55.2 -55.2 +52.3 -52.3 108" A, B, G, H +60.0 1 -60.0 +60.0 -60.0 1 +60.0 1 -60.0 +60.0 -60.0 +60.0 1 -60.0 +60.0 -60.0 +54.6 -54.6 +51.7 -51.7 111" A, B, G, H +60.0 1 -60.0 +60.0 -60.0 1 +60.0 1 -60.0 +60,0 -60.0 +60.0 1 -60.0 +59.5 -59.5 +53.6 -53.6 +50.9 -50.9 UP TO 111" C,I +60.0 -60.0 UP TO 111" D, E, J, K, L L +75.0 -75.0 TABLE 2. XOX (113,113,113) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW GLASS WINDOW HEIGHT ALL HEIGHTS UP TO 63" WIDTH TYPE TO 86 7116" A'B'C' G, H, I 26 +60.0 60.0 48 D, E, F, 54" 60" 63" TO 86 711611' J, K, L +75.0 +75.0 -75.0 TABLE 3. OX AND XO FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE A. 5116" LAMI - 1/8" A, .090.1/81' A &I&Oi WINDOW HEIGHT OR 3/16 "A (MIN.), 5/16" OR 3/8" AIR SPACE, 5116" LAMI - (1/8"A, .090,1/8A) 26 36 38 318" 48 50 518" 54" 60" 63" 60" 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 75.0 +75.0 -75.0 +69.6 -69.6 +65.2 -65.2 74" A, B, G, H +75.0 -75.0 +75.0 75.0 +75.0 -75.0 +75.0 =-75.O +75.0 -75.0 +75.0 -75.0 +68.1 -68.1 +63.8 -63.8 UP TO 7411 C, D, E, F, I,J,K, L +75.0 -75.0 GLASS TYPES: TEST REPORT FTL -4858 (XO)), FTL -4859 (OX & XO) AND FTL -5330 6/20/11 I D A. 5116" LAMI - 1/8" A, .090.1/81' A &I&Oi G 13/16" LAMI IG -1/8" OR 3/16 "A (MIN.), 5/16" OR 3/8" AIR SPACE, 5116" LAMI - (1/8"A, .090,1/8A) B. 51.16" LAMI - (118" A, :090,118" HS) H. 1311W LAMI IG -1/8" OR 3116 "A (MIN.), 5116° OR 3/8" AIR SPACE, 5/16" LAMI - (1 /8 "A, .090,1 /8 "HS) C. 5116" LAMI - (1/8" HS, .090,1/8" HS) 1. 13/16" LAMI IG -118" OR 3/16 "A (MIN.), 5116" OR 318" AIR SPACE, 5/16" LAMI - (1 /8 "HS, .090,118 "HS) D. 7/16" LAMI - (3/16'A, .090, 3116" A) J. 13/16" LAMI IG -118" OR 3116 "A (MIN.), 3116" OR 1/4" SPACE, 7116" LAMI - (3/16 "A, .090, 3116 "A) E. 7/16" LAMI - (3/16" A, .090, 3/16" HS) K. 13/16" LAMI IG -1/8" OR 3116 "A (MIN.), 3116" OR 114" SPACE, 7/16" LAMI - (3/16 "A, .090, 3 /16 "HS) F. 7/16" LAMI - (3/16" HS, .090, 3116" HS) L. 13/16" LAMI IG -118" OR 3116 "A (MIN.), 3116" OR 1/4" SPACE, 7/16" LAMI - (3/16 "HS, .090, 3 /16 11HS) J.R. 6/20/11 I D ADDED JO.CAPTOBETEMPERED +30FTNOTE. FIG &I&Oi I C ADD WTEGRAL FIN OPTION & UPOATEASTM E I=-02 OPs R-7w F.K. WE- W17/00 B REWW DP TABLES TO ASTM E 1300.02 1070 TECHNOLOGY DRIt/E NOKOMIS, FL 34278 P.O.Bgx 1829 NOKOMIS, FL 34274 Vijib& Better DESIGN PRESSURES ALUM. HORIZONTAL ROLLER WINDOW, IMPACT HR710 I NTS 1 3 a 11 j 4127 -10 1 D %%DUCT REVISED is complying with the Florida 3utTding Code kccq*w** No 1 A s i i G �yli obert L. Clark, P.E. PE #39712 Structural 27 3/8" 110" MAX. WIDTH I.F. FRAME I 11111 MAX. WIDTH FLANGE FRAME DETAIL B - XOX (1/4- 1/2 -1/4) 017 AIAe" RAAV 99 d%M011 ■AAV 67 3/8" 66" MAX. MAX. DLO ALL DLO ALL FIXED VENTS LITES 62" NW' I.F. FRAME CONL FIG. 63" MAX. FLANGE FRAME ALL CONFIG. 27 3/8" 27 3/811 11 - r- —85 7/16" MAX, WIDTH I.F. FRAME +-)i 86 7/181t MAX. WIDTH FLANGE FRAME =�1 DETAIL C - XOX (1/3- 1/3 -1/3) NOTE: 1. SEE SHEET 6 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. SEALANT OR GASKET AT HEAD AND SILL I.F. FRAME FLANGE FRAME oomFlying with the Florida Code mpwoe Na " so.o ipiroonDo 2olGa h73" MAX. WIDTH I.F. FRAME ----- 74" MAX. WIDTH FLANGE FRAME DETAIL A OX OR XO VIEViI D -D (FRAME CORNER CONSTRUCTION) � Robert L. Clark, P.E. Pstruuccetural J R AX F" F.K aW11 D 1V0CHANW7H188mw 1070ECW{QO1YNE ' �/ FL SW4 ELEVATIONS 40aW C . ALUM. HORIZONTAL ROLLER WINDOW IMPACT 1QP17tN B am f�4N©E 7H18 BMEET Ytsib ,eater NTS atom 4 of 11 1`4127-10 p 222 08 J.J. SLAW INTERIOR MAX. HEIGHT FLANGE FRAME MAX EXTERIOR INTERIOR L;n r cruvR (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) UTIT9139r �-- MAX. FIXED DLO --^►� �-- - MAX. VENT DLO —� MAX. WIDTH (I.F. FRAME) EXTERIOR SECTION A A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIN FRAME) INTERIOR EXTERIOR INTERIOR LODLICP REVISED complying with the Florida uuftg Coda =Ptauce No U_"_0�D_1 SECTION C-C 42 SILL HEAD �,_...- (VERTICAL SECTION, FLANGE FRAME) (VERTICAL SECTION, I.F. FRAME) (VERTICAL SECTION, I.F. FRAME) Rewfir. DAN JR. D 6W11 NO CHANGE THIS SHEET 90T01EGHNOLOtiYD1iNE E TIONS A;ww Aw— lsiam— F.K. 41IM7 C AW INTEGR4 RN ITEMS 41 42AND 43AND MINS. NOKOMIS, Fl. 34278 nee: •-- ALUM. HORIZONTAL ROLLER WINDOW IMPACT Robert L. Clark, P.E. FIG 10/17!08 6 NO CHANGEThWSHEET F:a ,� 60*0&d 16aft �, On* NOKOMIt3, FL 34274 y�jy Better PE 1139712 F.K 2&M I AJ I 3123/08 IM10 Ha f 5 11 4127 -10 D structural 1 2 3 4 6 7 8 10 12 13 14 15 16 17 19 21 22 23 24 29 32 33 35 36 37 38 39 40 41 42 43 50 51 52 53 54 55 56 59 60 61 62 63 64 65 DWG# REVI DFSCRIPTJON MAT'L PGT# 4102 A FLANGE FRAME HEAD 6063 -TEAL 612237 4025 13116" LAMI IG118 "A IN.), 3/8" AIR SPACE, 5116" LAMI (1/8-A,.090 PVB, 1 /8"HS SASH STOP (STD.) (ANTI LIFT CLIP ) 6063 -T5 AL 612244 69 #8 X 3/4 PH. PAN HEAD 70 7834AA 4053 71 SASH STOP COVER (SASH STOP ) 6063 -T5 AL 72 4136 13 /16" LAMI iG -1!8 "A (MIN.), Ile AIR SPAC$ 7116" LAMI 3/16 "A, .090 PVB, 3/Ib "A FLANGE FRAME SIU, 6063 -T6 AL 64136 4137 SILL ADAPTOR 6063 -T6 A L 64137 4131 76 ROLLER TRACK 6063 -T6 AL 64131 71298 13116" LAMI IG-3 /I6 "A (MIN.), 3/16" AIR SPACE, 7/16" LAMI 3 /16 "HS, 090 WEEP HOLE COVER POLYPROP. 71298 1626 SCREEN FRAME HOP, & VEIL ADHESIVE OPEN CELL FOAM PAD 7PAD1626 4002 A IFLANCE FRAME JAMB 6063-T6 AL 612225 4134 1631 GASKET FOR MAIN FRAME SILL JOINT SCREEN CORNER KEY W /OUT RINGS 74134W/K 1155 93 #8 X 1.000 QUAD PN. SMS 781PQA 4110 G I SCREW ADAPTOR 6063 -T5 AL 641100 4054 B IFIXEDMEMNGRAIL 6063HD -T6 AL 64054A 4066 SCREEN SPLINE- .135 DIA. HARD I 1 WSTP.,.187 X.230, FIN SEAL 64066G 4105 ISASHTOP& BOTTOM RAIL 6063 -T5 AL 612240 1683 1 WSTP.,.250 X.270 BACK, FIN SEAL 616836 225 -1 IROUER HOUSING& GUIDE 42112HD 226 1 BRASS ROLLER WHEFIS BRASS 7BRWHL2 4128 HORIZONTAL ROLLER SASH TOP GUIDE POLYPROP. 44128N 4006 D SASH MEETING RAIL 6063HS -T6 AL 64006 1235 WSTP.,.170 X.270 BACK, FIN SEAL 67S16G 1096 SWEEP LATCH DIE-CAST 71096 1016 #8 X.625 PH. FL. SMS 7858 4126 SASH SIDE RAIL 6063 -T5 AL 64126 1683 W STP.,.250 X.270 BACK, FIN SEAL 61683G 7070 BULB WEATHERSTRIP .187 X.275 67070K LIFT RAIL COVER CAP 74078"C" L OR R 4139 I.F. FRAME HEAD 6063 -T6 AL 64139 4140 I.F. FRAME SILL 6063 -T6 AL 64140 4141 I.F. FRAME JAMB 6063 -T6 AL 64141 GLAZING SILICONE, DOW 899,995 OR LENT 1224 MNYLC AZING BEAD BULB (THICK) 61P247W,K 1225 VINYL CLAZING BEAD BULB (THIN) 6TP248K 4039 B JOLAZING BEAD - 5/16" 6063 -T5 AL 64039B 4044 B I GLAZING BEAD - 5/16" W /GF III.. KIT 6063-T5 AL 644703 4222 A GLAZING BEAD - 7/16" 6063 -T5 AL 64222 985 C GLAZING BEAD - 7/16" W /GRILL KIT 6063-T5 AL 6985 4067 GLAZING BEAD -13/ 16" 6063 -T5 AL 64067 GLASS 5116" LAMI (118" A,090 PVB, 1 /8" A it 5116" LAMI 1/8" A,090 PVB, IW HS " 5116" LAMI 1/8" HS, 090 PVB, U8" HS " 7/16" LAMI (3/16" A,090 PVB, 3/16" A " 7/16" LAMI 3/16" A,090 PVB, 3/16" HS " 7/16" LAMI (3/16" HS, 090 PVB. 3/16" HS) r)♦ Us—, ± �, -i 4/18/07 1 C I ADD ITEMS 41.42& 43 B 0 TECHNOLOGY DRIVE NOKOIM% FL 34278 P.O. KK 1529 NOKOMB, FL 34274 ITCH DWG# REV DES C 1 -PTION MA.T'L I PGI`# 66 GLASS IN 16' LAMI IG I /8"A IN.), 3/8 "AIR SPACE, 5116" LAM1(1 /8 "A, .090 PVB, 1/811A) 67 13116" LAMI IG118 "A IN.), 3/8" AIR SPACE, 5116" LAMI (1/8-A,.090 PVB, 1 /8"HS 68 13/16" LAMI 10-1 /8"A (MIN.), 3/8" AIRSPACE„ 5/16" LA.Mi 1 /8"HS, .090 PVB,1 /8 "HS 69 13/16" LAMI IG-3 /16 "A MIN.), 5 /16" AIRSPACE, 5116" LAMI (1/8!'A,.090 PVB, 1 /8 "A 70 13/16" LAMI IG-3116 "A IN. 5/16" AIR SPACE, 5/16" LAMI (1/8"A,.090 PVB, 1/8-11S) 71 13/16" LAMI IG-3 /16 "A (MIN.), 5/16" AIR SPACE, 5116" LAMI l /8 "HS, .090 PVB, WHS) 72 13 /16" LAMI iG -1!8 "A (MIN.), Ile AIR SPAC$ 7116" LAMI 3/16 "A, .090 PVB, 3/Ib "A 73 13/16" LAMI IG -1 /8 "A (MIN.), 1/4t' AIR SPACE, 7/16" LAMI 3116 "A, .090 PVB, 3/16 "HS 74 13116" LAMI IG-1 /8"A:..,.. IN. 1/4" AIR SPACE, 7/16" LAMI (3 /16 "HS, .090 PVB, 3 /16 "HS 75 13 /l6" LAMI IG- 3116 "A (MIN. 3/16" AIR SPACE; 7/16" LAMI (3116-A,.090 PVB, 3116'A) 76 13116" LAMI IG-3 /16 "A (MIN. ), 3/16" AIR SPACE, 7/16" LAMI (3/1&'A,.090 PVB, 3/16!'HS) 77 " 13116" LAMI IG-3 /I6 "A (MIN.), 3/16" AIR SPACE, 7/16" LAMI 3 /16 "HS, 090 PVB, 3/16 "HS 90 1014 SCREEN FRAME HOP, & VEIL 3105 -H14 AL 91 1630 SCREEN CORNER KEY WRINGS POLYPROP. 92 1631 SCREEN CORNER KEY W /OUT RINGS POLYPROP. 93 1073 SCREEN SPRING ST.ST. 94 1624 SCREEN SPLINE- .135 DIA. FOAM EM PVC 95 1635 SCREEN SPLINE- .135 DIA. HARD I EM PVC 96 1 1 ISCRMN CLOTH .062 q I.F. FRAME HEAD #4138, 6063 -T6 2.784 .062 1.988 43 I.F. FRAME JAMB #4141.6063 -T6 42 mWw1 PARTS LIST Visibly Better 3.152 I.F. FRAME SILL #4140,6063-T6 ALUM. HORIZONTAL ROLLER WINDOW, IMPACT �ir90 NTS 6 d 11 4127 -10 RD IODU rREVISM complyIag with the Florida Wing Cade 40 1%.. 04P xeistance �altffiioaDatoa Robert L. Clark, RE Pr: #39792 Structural " 1.713 �-2.710 --� FLANGE FRAME HEAD #4102A, 6063 -T6 ---4-----X62 .480 T-1-1.451-1 SASH STOP #4025,6063-T5 .062 1 1183 4 r .349- 21 SASH TOP & BOTTOM RAIL #4133,6063-T5 } .050 .678 1.096-1.0 F1 S GLAZING BEAD, 5116" #4044B, 6063 -T5 (USED W/ GRILL KIT) J.R. I 8120/11 I D F 411W7 1 C C~E THIS SHEET CH4NGE THIS SHEET B iv0 CHANGE rails SHEET ~ vow Z I sl &W 1.122 2.710 --1 FLANGE FRAME SILL �../ #4136,6063-T6 .061 .437 1.461 HORIZ. ROLLER TRACK ((D #4131, 6063 -T6 2. 79 .062 1.081 � — 32 SASH MTG. RAIL #4006D, 6063HS T6 E, 1 [q.- 1.096 -1 . - T 55 GLAZING BEAD 7116" #4222A, 6063 -T5 1.187 r--- .062 3.(90 FRAME SILL ADAPTER #4137,6063-T6 1.18- 7 .062 �1.403- 17 FIXED MEETING RAIL #4054B, 6063HD T6 2.&6 .062 1.291 _37 SASH SIDE RAIL #4126, 6063 -T5 .050 .678 1 -f GLAZING BEAD, 7116" #9850, 6063 -T5 (USED W/ GRILL KIT) 0 TECHNOLOGY Fl. DRNE r rda�n�s, � 44275 P.O. BQX 1529 rcMMIS. FL 34274 Vb1bly Bearer 1--1.513-�� P44.738 SASH STOP COVER #4053, 6063 -T5 j-�* -2.784 1.363 .062 13 FLANGE FRAME JAMB #4002A, 6063 -T6 .QSQ � 678 1.096 T.. 53 GLAZING BEAD, 5/16" #4039B, 6063 -T5 1 •683 .050 -- 59 GLAZING BEAD, 13/16" #4067, 6063 -T5 EXTRUSIONS rr ALUM. HORIZONTAL ROLLER HR710 I Half 1 7 -1 11 IMPACT 412710 1 D PSVIS13D Q with the Florida Mo =i • Cf +�+; Robert L. Clark P.E. PE #39712 Structural ANCHOR QUANTITIES, XOX (114412 -1/4) WINDOWS TABLE 4 NOTES: GLASS TYPES A,B,C,G,H,I GLASS TYPES D,E,F,J,K,L 1. ANCHOR TYPES: ANCHOR TYPE 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC 1 -114" ELCO TAPCONS 2 -114" ELCO SS4 CRETE -FLEX 3 - #12 STEEL SCREWS (G5) & SUBSTRATE ZONES NES S ZONE Z ZONES WINDOW SIZE HEAD & SILL M HEAD & SILL cn °d HEAD & SILL 0 HEAD & SILL to HEAD & SILL to HEAD & SILL is g 2. GLASS TYPES: A. 5116" LAMI - (118"A,.090, 11W A) D 0 FOR INSTALLATION IN THE HVHZ ABOVE 30 W v H ' ' ' B. 5116" LAMI - (118" &.090, 11W HS) FT, GLASS TYPES G - L SHALL HAVE A C. 5116" LAMI - (1/8" HS,.090,1/8" HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND 63.125x 38.375 1 +C2 +1 +C2+1 2 1 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 1 +C2 +1 +C2+1 2 D. 7/16" LAMI - (3116" A,.090, 3116" 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 +C,2 +1 3 1 +C2 +1 +C2+1 3 1 +C2 +1 +C2 +1 3 E. 7/16" LAM! - (3/1V A,.090, 3116" HS) 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 F. 7/16" LAMI - (3/16" HS,.090, 3/16" HS) G. 13/16" LAMI IG -1/8" OR 3/16" A (MIN.), 5/16" OR 318" SPACE, 5/16" LAMI - (1/8" A,.090,118" A) 54.000 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 +C2 +1 +C2 +1 3 H. 1311W LAMI IG -118" OR 3116" A (MIN.), 5116" OR 318" SPACE, 5/16" LAMI - (118" A,.090,1/0' HS) 60.000 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 1. 13116" LAMI IG -118" OR 3116" A (MIN.), 5/16" OR 3ff SPACE, 5/16" LAMI -(1/0' HS,.090,1 /6' HS) J. 13/16" LAMI IG -1/8" OR 3/16-A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI -(3/16'A..090, 3116" A) 63.000 1 +C2 +1+C2 +1 31 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 1 +C3 +1 +C3 +1 3 K. 13/16" LAMI IG -1/8" OR 3116" A (MIN.), 3/16" OR 1/4" SPACE, 7/16' LAMI - (3/16" A,.090, 3116" HS) 60.000x 3$.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 +C2 +2 +C2 +1 2 L. 13/16" LAMI IG -1/8" OR 3116" A (MIN.), 3116" OR 1/4" SPACE, 7/16" LAM[ - (3/16" HS,O90, 3/16" HS) 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 +2 +C2 +1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 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 +2 +C2 +1 3 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 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 +2 +C2 +1 3 HEAD & SILL: 10112" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 60.000 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 +C3 +2 +C3 +1 3 25 3/4" MAX. FROM CORNERS. JAMBS: 9" MAX. FROM CORNERS AND 221/2" MAX. O.C. 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 +C2 +1 +C2 +1 3 1 +C3 +2 +C3 +1 3 TABLE KEY• 74.00Ox 38.375 1 +C2 +2 +C2 +1 2 1 +C2 +1 +C2 +1 2 1 +C2 +2 +C2 +1 2 1 +C2 +2+C2 +1 2 1 +C2 +2 +C2+1 2 1 +C2 +2 +C2+1 2 X O X 48.000 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 +2 +C2 +1 3 1+C3 +4 +C3 +1 3 ANCHOR QUANTITY PER JAMB 5Q626 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 +2 +C2 +1 3 HEAD AND SILL ANCHOR QUANTITY. 54.000 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 +C3+2 +C3 +1 3 A CLUSTER OF (3) ANCHORS CENTERED 60.000 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 +C3 +2 +C3 +1 3 AT EACH MEETING RAIL PLUS (1) ANCHOR AT EACH OPERABLE VENT 63.000 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 3 1 +C3 +2 +C3 +1 3 PLUS (4) ANCHORS AT FIXED SECTION. 84.000 x 38.375 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 +C2 +1 2 1 +C2 +3 +C2 +1 2 (12) ANCHORS TOTAL AT HEAD AND SILL 411000 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 +C2 +2 +C2 +1 3 1 +C3 +3 +C3 +1 3 (3" MIN. O.C. ANCHOR SPACING) 50.626 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 +C2 +2 +C2 +1 3 1 +C3 +3 +C3 +1 3 54.000 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 +C2 +2 +C2+1 3 1 +C4 +3 +C4 +1 3 25314" max. -w-( 1--3" MIN. 60.000 1 +C2 +2 +C2 +1 3 1 +C2 +2 +C2 +1 3 1 +C3 +2 +C3 +1 31 1 +C3 +2 +C3 +1 3 1 +C2 +2 +C2+1 3 1 +C4 +3+C4 +1 3 u 63.000 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 3 1 +C4 +3 +C4 +1 3 X O X 106.375 x 38.375 1 +C2 +2 +C2 +1 2 1 +C2 +2 +C2 +1 2 1 +C2 +3 +C2 +1 2 1 +C2 +3 +C2 +1 2 1 +C2 +3 +C2 +1 2 1 +C2 +4 +C2 +1 2 48.000 1 +C2 +3 +C2 +1 3 1 +C2 +2 +C2 +1 3 1 +C3 +3 +C3 +1 3 1 +C3 +3 +C3 +1 3 1 +C2 +3 +C2 +1 3 1 +C3 +4 +C3 +1 3 MTG. RAIL, TYP. P ODDS EVISE ; i�lorida complying 50.625 1 +C2 +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 +C3 +4 +C3 +1 3 EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS Bo "d "g�c Asx�psenco Nc� � l �'• O 54.400 1 +C3 +3 +C3 +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 +C4 +4 +04 +1 3 (SHOWN IN TABLE KEY ABOVE) P�u�D� a 60.000 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 +C3 +3 +C3 +1 3 1 +C4 +4 +C4 +1 3 By 63.000 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 +C4 +3 +C4+1 3 1 +C5 +4 +C5+1 3 rr.5 3/4" MAX. • Co+rut 111.000x 38.375. 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 +C2+1 2 1 +C2+4+C2 +1 2 1 1 /2 "TYP. { -�--3" MIN. 48.000 1 +C2 +3 +C2 +1 3 1 +C2 +2 +C2 +1 3 1 +C3 +3 +C3 +1 3 1 +C3 +3+C3 +1 3 1 +C2 +3 +C2+1 3 1 +C3 +4+C3+1 3 9 "REF. 50.625 1 +C2 +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 +C3 +4 +C3+1 3 T- 60.000 X O 54.000 1 +C3 +3 +C3 +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 +C4 +4 +C4 +1 3 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 +C3 +3+C3+1 3 1 +C4 +4 +C4 +1 3 MTG. RAIL, TYP. 63.000 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 +C4 +3 +C4 +1 3 1 +C5 +4 +C5 +1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS ` J R- wo/11 R D ADDED IG CAP TO BE TEMPERED @ +30FTNOTF- ANCHORAGE SPACING , XOX 114- 112 -1/4 Raced8 r 8s�rar 1070 TECHNOLOGY DRIVE FJC 4115107 C UPDATE rABLE4, SELECrV/ALUES DUE TO ANCHOR CAP. ADJ. NOKONNS. FL 34275 --- ALUM. HORIZONTAL ROLLER WINDOW, IMPACT R�art L Clark, P.E. F.K 10197108 B REVISEANCHORAGE FORMAT, HEAD & SILL CLUSTERS P.O.80X 1529 Iftr PE #39712 ,-18F Ni NOKOn�s,�.34274 V&iblyBetter HR7so 1VTS 8 �► 99 412790 p sweturai F.K 212'&108 J.J. 31251 9 ANCHOR QUANTITIES XOX 113- 1/3 -1/3 WINDOWS TABLE 5 1 +C2 +1 +C2 +1 GLASS TYPES A,B,G,H GLASS TYPES C,D,E,F,I,J,K, L ANCHOR TYPE 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 N 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 co N WINDOW SIZE HEAD & SILL a HEAD & SILL 1 +C2 +1 +C2 +1 HEAD & SILL 1'* a HEAD & SILL a HEAD & SILL ¢ HEAD & SILL a W v N 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 48.000x 38.375 48.000 50.625 54.000 60.000 63.000 1 +C2 +1 +C2 +1 2 1 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 +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 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 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 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 1 +C2 +1+C2 +1 3 1 +C2 +1 +C2 +1 3 1 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3+1 3 53.126x 38.375 48.000 50.625 54.000 60.000 63.000 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 +C2 +1 +C2 +1 2 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 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 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 1 +C2 +1 +C2 +1 3 1 1 +C2 +1 +C2 +1 3 11 +C2 +1 +C2 +1 3 1+C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 11 +C3 +1 +C3+1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2+1 31 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 1 +C3 +1 +C3 +1 3 60.000x 38.375 48.000 50.625 54.000 60.000 63.000 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 +4 2 1 +C2 +1 +C2 +1 2 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 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 1 +C2 +1 +C2 +1 3 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 +C3 +1 +C3 +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 +C3 +1 +C3 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 1 +C3 +1 +C3 +1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3 +1 3 66.000x 38.375 48.000 50.625 54.000 60.000 63.000 1 +C2 +1 +C2 +1 2 1 +C2 +1 +C2 +1 2 1 +C2 +1+C2 +1 ]21+C2+1+C2+1 2 1 +C2 +1 +C2 +1 2 1 +C2 +1 +C2 +1 2 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 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 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 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 1 +C3+1 +C3 +1 3 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 74.000x 38.376 48.000 50.625 64.000 60.000 63.000 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 +C2 +1 +C2 +1 2 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 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 +C3 +1 +C3 +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 1 1 +C3 +1 +C3 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3 +1 31 1 +C3 +1 +C3 +1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3 +1 3 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3 +1 31 1 +C3 +1 +C3+1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3 +1 3 84.00ox 38.375 48.000 50:625 54.000 60.000 63.000 1 +C2 +1 +C2 +1 2 1 +C2 +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 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 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 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 1 +C2 +1 +C2 +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 +C3 +1 +C3 +1 3 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+C4 +1 4 86.437x 38.375 48.000 50.625 54.000 60.000 63.000 1 +C2 +1+C2 +1 2 1 +C2 +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 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 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 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 1 +C2 +1 +C2 +1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3 +1 31 1 +C3 +1 +C3 +1 4 11 +C3 +1 +C3 +1 3 1 +C4 +1 +C4 +1 4 1 +C3 +1 +C3 +1 3 1 +C2 +1 +C2 +1 3 1 +C3 +1 +C3 +1 3 1 1 +C3 +1 +C3 +1 4 1 1 +C3+1 +C3+1 3 11 +C4 +1 +04 +1 4 Ruder. lit t7aas: 6120111 Rowsww D ADDED IG CAP TO BE TEMPERED @ +30frAFOTE 1070 TECHNOLOGY DRIVE NOKO?AS FL 34275 P.O. Box I= NOKOM!!i, FL 34274 � Revd F.K. 4115107 C UPDATE TABLE S, SELECT VALUES DUE TOANCHOR CAP. ADJ. FA MM 8 RENSEANCHORAGE FORMAT, HEADS SIU CLUSTERS wslb& ,better t 8r. cote 2128108 J.J. NOTES: 1. ANCHOR TYPES: 1 -1 /4" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX 3-#12 STEEL SCREWS (G5) 2. GLASS TYPES: A. 5/16" LAMI - (1/8" A,.090,1/8" A) D FOR INSTALLATION IN THE HVHZ ABOVE 30 B. 5/16" LAMI - (118" .0,.090,1/8" HS) FT, GLASS TYPES G - L SHALL HAVE A C. 511W LAMI - (1/8- HS,.090,1i8" HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND D. 7/16" LAMI - (3116" A,.090, 3116" A) ANCHOR QUANTITY REMAIN UNCHANGED. E. 7/16" LAMI - (3/16 - A,.090, 3/16" HS) F. 7/16- LAMI - (3/16" HS,.090, 3/16- HS) G. 13/16" LAMI IG - 118" OR 3116- A (MIN.), 5116" OR 318" SPACE, 5116" LAMI - (1/8- A,.090,1/8" A) H. 13/16" LAMI IG -118" OR 3/16'A (MIN.), 6116" OR 3 /8" SPACE, 5116" LAMI - (118" &.090,1/8" HS) 1. 13/16" LAMI IG -1/8" OR 3/16" A (MIN.), 5/16" OR 318" SPACE, 5116" LAMI - (1/8- HS,.090,1/8" HS) J. 13/16" LAMI IG -1/8" OR 3/16" A (MIN.), 3/16' OR 1/4" SPACE, 7/16" LAMI - (3/16" A,.090, 3/16- A) K. 13/16" LAMI IG -1/8" OR 3/16- A (MIN.), 3/16- OR 1/4" SPACE, 7116 - LAMI - (3/16" A,.090, 3/16" HS) L. 13/16" LAMI IG -1/8" OR 3/16" A (MIN.), 3/16" OR 1/4" SPACE, 7/16- LAMI - (3116" HS,.090, 3/16" 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: 10112" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE 25 314" MAX. FROM CORNERS JAMBS: 9" MAX. FROM CORNERS AND 221/2" MAX. O.C. TABLE KEY. X O x 1 +C3+1 +t�3 +11 3 -ANCHOR QUANTITY PER JAMB HEAD 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 3/4" MAX. -� I-- -W MIN. 9- REF. X O D �7 1 - MTG. RAIL, TYP. EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS (SHOWN IN TABLE KEY ABOVE) r-r--jI5 3/4" MAX. 1/2" TYP. I-- -3 -MIN. 9" REF. T-t- 7; X O X _ - X MTG. RAIL, TYP. -J EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS ■ ANCHORAGE SPACING, XOX 113- 1/3 -9/3 Twx ALUK HORIZONTAL ROLLER WINDOW. IMPACT HR7lo I Nis 1 9-f 11 I 4927 -10 ID :UDucr REVISED complying with the Floida u'iding Code xootenco No Oro 3©, Al" obed L. Clatk, P.E. PE.#39712 StrUCDA l ANCHOR QUANTITIE , & OX WINDOWS TABLE I ANCHOR TYPE & SUBSTRATE GLASS PES A B,G,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 SIZES V1/ v H a = 06 m � � Z o6 .�� _ otf _ 06 z ca CO) m s 06 m 37.000 x 38.375 48.000 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 9) 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 +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 +C2 +1 3 1 +C2 +1 3 1 +C3 +1 3 1 +C2 +1 3 1 +C2 +1 3 1 +C3 +1 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 4$.000 x 38.375 48.000 50.625 54.000 60.000 63.000 1 +C2 +1 2 + 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 +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 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 50.625 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 +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 4 1 +C2 +1 3 1 +C3 +1 3 1 +C3 +1 4 1 +C2 +1 3 1 +C3 +1 3 1 +C3 +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 50.625 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 +C3 +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 +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 66.000 x 38.375 48.00 50.625 .000 60.000 63.000 2 +C2 +2 3 +C2 +1 2 3 ++ 3 3 3 2 +C2 +2 2 +C2 +2 2 +C3 +2 3 4 4 1 +C2 +1 1 +C2 +1 1 +C2 +1 2 3 3 2 +C2 +2 2 +C3 +2 2 +C3+2 3 3 3 2 +C2 +2 4 1 +C2 +1 2 +C$+ 2 +C3 +2 4 1 +C2 +1 3 2 +C3 +2 2 +C3 +2 4 M l 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 +C4 +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 +04 +2 4 74.000 x 38.375 48.000 50.625 54.000 60.000 63.000 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 +C3 +2 12+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 +C2 +2 3 2 +C3+2 4; 2 +C3+2 4 2 +C3 +2 3 2 +C4 +2 4 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 +C3 +2 4 1 +C3 +1 3 [-2+C4+21.4_ 2 +C4 +2 5 2 +C3 +2 4 2 +C4 +2 5 mnwjw 4R. aft. WM99 Rewskm D ADDED 10 OAP TO BE TiEMPERED +30FT NOTE. 1070 TECHNOLOGY DRIVE NOKONS, F1.3078 PA. BQx 1829 NOKOW%9 FL 34274 P F.K. ' 419M7 C CHO.TABLE# TOO, & SELECr VALUES DUE TOANCHOR CAP. AM AK � 90/17106 D REWSEANCHORAOE FORMAT, HEAD & BILL CLUSTERS V,�j Dtaxrr8�c i=K ,o�ta: ?!,28/08 J. J. A�4r: 3/230 NOTES: 1. ANCHOR TYPES' 1 -1/4" EL CO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX 3 - #12 STEEL SCREWS (G5) GLASS TYPES: �A. 5/16" LAMI - (1/8" A,.090,1/8" A) D FOR INSTALLATION IN THE HVHZ ABOVE 30 B. 5/16" LAMI - (118" A,.090, Iff HS) FT, GLASS TYPES G - L SHALL HAVE A C. 5/16" LAMI - (1/8" HS,.090,1/8" HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND D. 7/16" LAMI - (3/16" A,.090,3/16- A) ANCHOR QUANTITY REMAIN UNCHANGED. E. 7/16" LAMI - (3/16" A,.090, 3116" HS) F. 7/16" LAMI - (3116" HS,.090, 3/16" HS) G. 13/16" LAMI IG -1/8" OR 3116" A (MIN.), 5/16" OR 3/8" SPACE, 5/16" LAMI - (1i8" A,.090,1/8" A) H. 13/16" LAMI IG -118" OR 3/16" A (MIN.), 5/16" OR 3 /8" SPACE, 5116" LAMI - (1/8" A,.090,1/8" HS) I. 13/16" LAMI IG -1/8" OR 311W A (MIN.), 611W OR 3/8" SPACE, 511W LAMI - (1/8" HS,.090,1/8" HS) J. 13/16" LAMI IG - 118" OR 3/16" A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3116"A,.090, 311W A) K. 13/16" LAMI IG -1/8" OR 3/16" A (MIN.), 3116" OR 1/4" SPACE, 7116" LAMI - (3/16" &.090,3116" HS) L. 13/16" LAMI IG -1/8" OR 3116" A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16" HS,.090, 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. 18 3/4" MAX. FROM CORNERS. JAMBS: 9" MAX. FROM CORNERS AND 221/2" MAX. O.C. TABLE KEY: O x 2 +C3 +2 3 -ANCHOR QUANTITY PER JAMB HEAD AND SILL ANCHOR QUANTITIES A CLUSTER OF (3) ANCHORS 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) 8314" MAX. I I � F*--3" MIN. 9" REF. X O MTG. RAIL PRODUCTRBVISM as complying with the Florida EXAMPLE CLUSTER W/ QTY. OF J31 ANCHORS Buildh*Code AsxepWn r%- lip s (SHOWN IN TABLE KEY ABOVE) e. 18 314" MAX. X01 1 112" TYP. I---3 "MIN. REF. x O MTG. RAIL EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS ANCHORAGE SPACING OX AND XO WINDOWS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Ro L. Clark, P.E. Better esse., Taft ear: pK& mr PE #38712 HRY10 I NTS 90 of 19 1 4927 -10 1 D structural 2x WOOD BUCK, NOTE 3 CONCRETE WOOD u ANCHOR, ANCHOR, NOTE 1 DETAIL A NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 1/411 MAX. SHIM 13/8" MIN. WOOD ANCHOR, NOTE 2 2x WOOD BUCK, NOTE 3 J DETAIL E CONCRETE ANCHOR, NOTE 1 MIN. 3.4 KSI CONCRETE NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1/4" ELCO 13/8" TAPCONS EMBEDED 1 3/8" MIN. OR 1/4" SS4 CRETE -FLEX EMBEDED 1314" MIN.. MINIMUM DISTANCE FROM MIN. ANCHOR TO CONCRETE EDGE IS 13/4 ". FLATHEAD ANCHORS MUST BE #12 TRIMFIT HEAD. 2. FOR WOOD APPLICATIONS IN MIAMI -DADE COUNTY, USE #12 STEEL SCREWS (G5) OR 114" SS4 CRETE -FLEX WITH #12 TRIMFIT HEAD. 13/4" MIN. E.D. TYP. MIN. 3.4 KSI THAN 1 112 ". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. CONCRETE e SHIM . •o d ' NOTE 1 lx WOOD ' v BUCK, � I NOTE 3 WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A B 1l4" MAX. VWFbly Better SHIM 2x WOOD BUCK, NOTE 3 CONCRETE WOOD u ANCHOR, ANCHOR, NOTE 1 DETAIL A NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 1/411 MAX. SHIM 13/8" MIN. WOOD ANCHOR, NOTE 2 2x WOOD BUCK, NOTE 3 J DETAIL E CONCRETE ANCHOR, NOTE 1 MIN. 3.4 KSI CONCRETE NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1/4" ELCO 13/8" TAPCONS EMBEDED 1 3/8" MIN. OR 1/4" SS4 CRETE -FLEX EMBEDED 1314" MIN.. MINIMUM DISTANCE FROM MIN. ANCHOR TO CONCRETE EDGE IS 13/4 ". FLATHEAD ANCHORS MUST BE #12 TRIMFIT HEAD. 2. FOR WOOD APPLICATIONS IN MIAMI -DADE COUNTY, USE #12 STEEL SCREWS (G5) OR 114" SS4 CRETE -FLEX WITH #12 TRIMFIT HEAD. 5. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER 114" MAX. SHIM 1 114" MIN DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE, CURRENT EDITION. (1.5 KSI CMU) OR a ' PER NOTE 1 a ` ' (3.4 KSI CONCRETE) CONCRETE ANCHOR, NOTE 1 � 1314" EXTERIOR INTERIOR MIN. E.D (HEA & SILL DETAILS A. B, C. D. 6 & H) TYP. 1x WOOD BUCK, NOTE 3 -J DETAIL F TYPICAL FLANGE FRAME JAMB SECTIONS 1/4" MAX. SHIM • NOTE 1 1 314" MIN. E.D. TYP. DETAIL C 2x WOOD - BUCK, NOTE 3 DETAIL D -T SEE NAILINI INTERIOR (JAMB DETAILS E, F & 1) EXTERIOR _u WOOD ANCHOR, NOTE 2 DETAIL H (HEAD) NAILING .131 DIA. MIN. x 2112" NAIL AT CORNERS AND 5" O.C. 114" TYPICAL. DETAILS G, H & I. MAX. SHI Q C.� SEE NAILING ml 31W MIN. DETAIL G (SILL) DETAIL I (JAMB) TYPICAL FLANGE FRAME SILL SECTIONS TYPICAL INTEGRAL FIN FRAME SECTIONS Md 6r J. R, 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS 114" THAN 1 112 ". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. MAX. WOOD BUCKS DEPICTED AS 2x ARE 1 112" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD SHIM BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4/16/(?7 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 6483 -T5 AND A MINIMUM 1 E oo 1:77 D. T. ADD I.F. FRAME Cht� NOTE S TO FBC '�LIRRENT Et?IT/0N" OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE ; • F.K. WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A B #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE VWFbly Better RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 5. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER 114" MAX. SHIM 1 114" MIN DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE, CURRENT EDITION. (1.5 KSI CMU) OR a ' PER NOTE 1 a ` ' (3.4 KSI CONCRETE) CONCRETE ANCHOR, NOTE 1 � 1314" EXTERIOR INTERIOR MIN. E.D (HEA & SILL DETAILS A. B, C. D. 6 & H) TYP. 1x WOOD BUCK, NOTE 3 -J DETAIL F TYPICAL FLANGE FRAME JAMB SECTIONS 1/4" MAX. SHIM • NOTE 1 1 314" MIN. E.D. TYP. DETAIL C 2x WOOD - BUCK, NOTE 3 DETAIL D -T SEE NAILINI INTERIOR (JAMB DETAILS E, F & 1) EXTERIOR _u WOOD ANCHOR, NOTE 2 DETAIL H (HEAD) NAILING .131 DIA. MIN. x 2112" NAIL AT CORNERS AND 5" O.C. 114" TYPICAL. DETAILS G, H & I. MAX. SHI Q C.� SEE NAILING ml 31W MIN. DETAIL G (SILL) DETAIL I (JAMB) TYPICAL FLANGE FRAME SILL SECTIONS TYPICAL INTEGRAL FIN FRAME SECTIONS Md 6r J. R, Dak- wo/li Rm*m D NO CHANQE THIS SHEET 1070 TECHNOLOGY DIi1VE NOKOMIB, t1 34278 t' o. stlx 1829 NOxONS, FL 34274 -.--- � ANCHORAGE DETAILS F.IG 4/16/(?7 C 1 E oo 1:77 D. T. ADD I.F. FRAME Cht� NOTE S TO FBC '�LIRRENT Et?IT/0N" rr�: ALUM. HOWONTAL ROLLER WINDOW, IMPACT ; • F.K. 10/17/08 B REVISEEDOE D1ST. , EMBEDMENT & SHT. REFERENCES VWFbly Better ammuffifow. HR710 Half 99 o 91 4927 -14 D RWBr. F,IG now . ZW /06 J.J. o b. 31/p8 complying vdtb the Florida dlding Cede x gdnceNo - O cgitiosData /2o I, ,Robert L. CWdc, P.E. ` PE #30712 $•fro tural' NOTES: SERIES 701 ALUMINUM FIXED WINDOW 1. DIRECTIONS FOR USE: A. DETERMINE THE PRODUCT'S MAXIMUM DESIGN PRESSURE FROM EITHER TABLES ON SHEET 2 (DEPENDING ON YOUR GLASS TYPE). B. DETERMINE THE TYPE AND QUANTITY OF ANCHORS REQUIRED TO MEET THE WINDOWS DESIGN PRESSURE FROM SHEET 6 FOR WOOD SUBSTRATES, OR SHEET 7 FOR MASONRY SUBSTRATES. SPACE ANCHORS APART EQUALLY PER NOTES ON SHEET. C. USE SHEETS 3 THROUGH 6 TO INSTALL PRODUCT, REFERENCING NOTES FROM SHEETS 6 & 7. 2. DESIGN PRESSURE RATINGS: NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND ASTM E1300 -02, 3- SECOND GUST. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND ASTM E1300 -02, 3- SECOND GUST. 3. ANCHORAGE: THE 33 -1/37. STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION. LOAD DURATION, CD, OF 1.6 WAS USED IN WOOD SUBSTRATES ONLY. 4. SHUTTER REQUIREMENT: NONE REQUIRED 5. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, C -90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE, SEE SHEET 7. 6. REFERENCES: TEST REPORTS, FTL -3835 & FTL -3850, NOA: 07- 0425.01 (ULTRACON), 03- 0225.05 (CRETE - FLEX), ANSI /AF &PA NDS -2005 FOR WOOD CONSTRUCTION, ADM -2005 ALUMINUM DESIGN MANUAL. 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8. SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 9. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. ADHESIVE SEALANT SHALL BE USED BETWEEN SUBSTRATE AND FLANGE OR FIN. OVERALL SEALING /FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS. J.R. 1 3131110 1 C F. K. 1 4/4/07 1 B] � d 44-1/4- VISIBLE LIGHT 6" 12 -7/8" MAX. B MAX. 0. C. A A 92 -1/4" \ VISIBLE \\ LIGHT I 96" 12 -7/8" FLANGE MAX. TO FLANGE 6" 48 FLANGE MAX TO FLANGE B TYP. FLANGED FRAME ELEVATION (TESTED UNIT) 2" MAX. --� C 98 1/4" FIN TO FIN 5" MAX. O.C. iJ 96" i Q 45 -1/4" �. VISIBLE LIGHT 5" MAX. ;71 �_ I - D 2" MAX. 48" D 50 1/4" FIN TO FIN —� C 93-1/4- VISIBLE LIGHT NOA DRAWING TABLE OF CONTENTS GENERAL NOTES ........................1 ELEVATIONS, FLANGED ...............1 ELEVATIONS, INTEGRAL FIN....... 1 GLAZING DETAILS .......................2 DESIGN PRESSURES, FLANGED. 2 DESIGN PRESSURES, FINNED .... 2 INSTALLATION, INTEGRAL FIN ..... 3 CORNER ASS'Y, INTEGRAL FIN..3 INSTALLATION, FLANGED .............4 CORNER ASS'Y, FLANGED......... 4 INSTALLATION, MISC .................. 5 ANCHORAGE ............................... 6,7 EXTRUSION PROFILES ................8 PARTS LIST .. ..............................8 TYP. INTEGRAL FIN FRAME ELEVATION (TESTED UNIT) OTHER SHAPES AS SHOWN BELOW OR SIMILAR, MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES ON SHEET 2. 070 TECHNOLOGY DRIVE ELEVATIONS AND NOTES N. VENICE, FL 34275 nti« P.O. BOX 1529 ALUMINUM PICTURE WINDOW, IMPACT NOKOMIS, FL 34274 Model' scale: I Shmt: °ia•"'9 NO PVW704 ITS I 9 0+ 8 1 42119.4 ♦♦ '��'' • SE • * '�� C) c"v g = Nola. ifFSSIONP� rill III A. Lynn Miller, P.E. C P.E.# 58705 Fin and Flanged Windows Maximum Design Pressure ( + / «P$fl I 1 -1/16" LAMI GLASS NOMINAL 7 /16LWW: 3/16A- .090PVB- 3 /16HS 7/ 16LwniiG: 3A6HS- 7A6AiR- 3 /i6A- .090PVB- 3 /16HS "A" or "B" Dimension (in) 24 1 30 36 42 48 54 60 1 67.875 7/16" AIR SPACE Q 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 48 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 60 80.0 80.0 80.0 80.0 80.0 71.1 71.1 64.0 67.875 80.0 80.0 80.0 80.0 80.0 71.1 64.0 62.1 0 72 80.0 80.0 80.0 80.0 79.3 71.1 64.0 76.8 80.0 80.0 80.0 80.0 75.0 70.0 64.0 E 84 80.0 80.0 80.0 74.3 68.3 63.6 q 85.3 80.0 80.0 80.0 73.5 67.4 62.5 8 96 80.0 80.0 77.2 64.7 58.2 00 109.7 80.0 80.0 72.3 58.3 120 80.0 80.0 70.4 128 80.0 80.0 70.0 145 80.0 80.0 Fin and Flanged Windows Maximum Design j Pressure ` +1' Psfl I 1 -1/16" LAMI GLASS NOMINAL 7/16LwM* 3 /16HS-.090PV8- 3/16HS 7/161.=11G:3AWS- 7 /16AIR -3 /16M - .090PVB -3A6HS "A" or "B" Dimension (in) 24 1 30 36 42 48 54 60 1 67.875 7/16" AIR SPACE 36 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 48 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 60 80.0 80.0 80.0 80.0 80.0 71.1 71.1 64.0 67.875 80.0 80.0 80.0 80.0 80.0 71.1 64.0 62.1 72 80.0 80.0 80.0 80.0 80.0 71.1 64.0 76.8 80.0 80.0 80.0 80.0 80.0 71.1 64.0 E 84 80.0 80.0 80.0 80.0 80.0 71.1 :r 85.3 80.0 80.0 80.0 80.0 80.0 71.1 s 96 80.0 80.0 80.0 80.0 80.0 °D 109.7 80.0 80.0 80.0 80.0 120 80.0 80.0 80.0 128 80.0 80.0 80.0 145 80.0 80.0 7/16" LAMI GLASS NOMINAL 090" DUPONT BUTACITE OR SAFLEX 3/16" ANNEALED OR HEAT PVB INTERLAAYEERR E MAXIMUM STRENGTHENED GLASS 3/16" HEAT STRENGTHENED GLASS "A" & "B" DIMENSIONS MAY DIM. BE ORIENTED VERTICALLY OR 10 17 OR 21 HORIZONTALLY AS SHOWN. i-0 -- "B" DIM. - --■-� EXTERIOR 11/16" NOM. \\ "B" DIM. GLASS BITE \\DIM. 13 2 14 OR 15 7 16' LAMI GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (FLANGE FRAME SHOWN) 14 oR 15 � ~ 1-1-/16" LAMI I.G. GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME NOTES: (INTEGRAL FIN FRAME SHOWN) 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32FT2. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B ") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). J.R. I :3IJVIOJ C INFORMATION FOR LARGE 7 o: Re'* M S F.K. 4/4/07 B NO CHANGE THIS SHEET K7 070 TECHNOLOGY N. VENICE, FL 3. P.O. BOX 1529 NOKOMIS, FL 34274 GLAZING DETAILS Title: ALUMINUM PICTURE PW-701 NTS 1 2 -f 8 W, IMPACT wing Na 4204 �tti1111 /� �� ••'� DENS �' ` *'Q 1Ar : No. 58705 i3r ST4 OF '0'••'' �CORtOP•'••C'1�� tS,S�ONAL �^ A. Lynn 1 M}I1 @r, P.E. C P.E.# 58705 1 -1/16" LAMI GLASS NOMINAL 7/16" LAMI GLASS NOMINAL .090" DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM 7/16" AIR SPACE PVB INTERLAYER 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 3/16" HEAT 3/16" HEAT STRENGTHENED GLASS STRENGTHENED GLASS 14 oR 15 � ~ 1-1-/16" LAMI I.G. GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME NOTES: (INTEGRAL FIN FRAME SHOWN) 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32FT2. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B ") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). J.R. I :3IJVIOJ C INFORMATION FOR LARGE 7 o: Re'* M S F.K. 4/4/07 B NO CHANGE THIS SHEET K7 070 TECHNOLOGY N. VENICE, FL 3. P.O. BOX 1529 NOKOMIS, FL 34274 GLAZING DETAILS Title: ALUMINUM PICTURE PW-701 NTS 1 2 -f 8 W, IMPACT wing Na 4204 �tti1111 /� �� ••'� DENS �' ` *'Q 1Ar : No. 58705 i3r ST4 OF '0'••'' �CORtOP•'••C'1�� tS,S�ONAL �^ A. Lynn 1 M}I1 @r, P.E. C P.E.# 58705 INSTALLATION DETAILS FOR FINNED FRAMES 2X WOOD BUCK OR FRAMIN 131" (1/8 ") X 2 -1/2" NAIL, WITHIN 2" OF CORNERS AND 5" O.C. 11 MAX. WINDOW HEIGHT MAX. VISIBLE LIGHT OPENING 1 3/8" MIN. EMBEDMENT INTERIOR SEE ANCHOR - GUIDELINES, SHEET 6 2X WOOD BUCK OR FRAMING .375" MIN. EDGE DISTANCE .131" (1 /8") X 2 -1/2" NAIL, .375" MIN. WITHIN 2" OF EDGE DISTANCE CORNERS AND 5" O.C. 1/4- MAX. SHIM SEE t 2X WOOD BUCK SHEET 6 OR FRAMING VERTICAL SECTION D -D 1 /4" MAX_ SHIM –a..l 1— 2X WOOD BUCK OR FRAMING 90° CORNER ASSEMBLY NOTES 1. USE ONLY NAILS PER ABOVE, OR ANCHORS LISTED ON SHEET 6. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. J.R. 1 3/31 /10 I C 070 TECHNOLOGY DRI1 N. VENICE, FL 34275 P.O. 13OX 1529 NOKOMIS, FL 34274 FJC I 7/143 MAX. VISIBLE LIGHT OPENING — MAX. WINDOW HEIGHT — HORIZONTAL SECTION C -C MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES ANGLED CORNER ASSEMBLY ceecripron: INSTALLATION. FINNED FRAME 1 -3/8" MIN. EMBEDMENT ALUMINUM PICTURE WINDOW, IMPACT PW-7of ( NTS, 3 -f 8 1 425" 1 C 1111111 \`G>gK R Ik s '2 ' stomof ~- %�� Ff. ORI�P.•`1�9 A. 444 P.E. P.E.# 58705 INSTALLATION DETAILS FOR FLANGED FRAMES SEE ANCHOR GUIDEL(NES, MIN. CONCRETE KSI SHEET 7 PER ANCHOR TYPE, SEE SHEET 7 OR 1.5 KSI MIN. CMU SEE ANCHOR ,. °; GUIDELINES, a .� a 1X WOOD BUCK SHEET 7 1/4" MAX. SHIM A. Lynn Miller, P.E. 11 P.E.# 58705 13 -80R@ MAX. WINDOW HEIGHT 17 oR 21 MAX. VISIBLE LIGHT INTERIOR OPENING S££ ANCHOR GUIDELINES, SHEET 6 13 8- 2 1/4" MAX. � SHIM �. SEE ANCHOR GUIDELINES, SHEET 6 L2X WOOD BUCK OR FRAMING VERTICAL SECTION B -B SEE ANCHOR GUIDELINES, SHEET 7 MIN. CONCRETE KSI PER ANCHOR TYPE, — , SEE SHEET 7 OR 1.5 KSI MIN. CMU �pkliund SEE ANCHOR GUIDELINES, SHEET 7 X WOOD BUCK }-r— 1/4- MAX. SHIM 1/4" MAX. SHIM SEE ANCHOR GUIDELINES, SHEET 6 " �-- HORIZONTAL SECTION A -A IR tIOR )S (SHOWN] -OR CORNER KEYS AT SCREW BOSSES 90° CORNER ASSEMBLY ANGLED CORNER ASSEMBLY NOTES 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1X ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 -1/2 ". 1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1 -1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. J.R. 1 31311101 C 070 TECHNOLOGY DR11 N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 INSTALLATION, FLANGED FRAME Me, ALUMINUM PICTURE WINDOW. IMPACT PW-7oi I NTS 1 4, 8 1 4259.4 1 C 2X WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, SHEET 6 `�titttlttrrr � ' t37p5 r ©�'• FI: tot. p �• `'��ss10NA� ;� +11+1 A. Lynn Miller, P.E. P.E.# 58705 MISC INSTALLATION DETAILS SEE ANCHOR SEE ANCHOR SEE ANCHOR SEE ANCHOR GUIDELINES, GUIDELINES, GUIDELINES, GUIDELINES, SHEET 7 FIN FRAME WITH SHEET 6 AN FRAME WITH SHEET 7 FIN FRAME WITH SHEET 7 FIN REMOVED FIN REMOVED FIN REMOVED INTERIOR INTERIOR INTERIOR INTERIOR 1X WOOD BUCK 1/4" MAX. � MAX. 1/4" MAX. MAX" SHIM � SHIM � SHIM SHIM � SEE ANCHOR _L__� 1 3/8" MIN. SEE . p., a.• a. , n ' GUIDELIN 7 , GUIDELINEOS� • .... •tl. �� .` EMBEDMENT a SEE ANCHOR ` : a: 4. SHEET 7 `� .: MIN. CONCRETE KSI GUIDELINES, • MIN. CONCRETE KSI PER SHEET 7 �� ANCHOR, SEE SHEET 7 2X WOOD BUCK OR FRAMING PER ANCHOR, SEE SHEET 7 OR 1.5 KSI MIN. CMU MIN. CONCRETE KSI PER ANCHOR TYPE, OR 1.5 KS1 MIN. CMU SEE SHEET 7 OR 1.5 KSI MIN. CMU EQUAL LEG FRAME EQUAL LEG FRAME EQUAL LEG FRAME FLANGE FRAME BOTHER FRAMES SIM.) BOTHER FRAMES SIM.) BOTHER FRAMES SIM.) PRECAST SLOPED SILL 2X WOOD SUBSTRATE IX WOOD BUCKSTRIP DIRECTLY TO MASONRY 1 -3/8" MIN. 1/4" MAX. SHIM 1/4" MAX. SHIM r-{ 1/4" MAX. SHIM MEXCLUD}IdG i —2X WOOD BACKER 1 POINT 1/8" NOM. MIN. #12 STEEL 1/8" NOM. MIN. #12 STEEL #12 STEEL #12 STEEL SELF — DRILLING SELF — DRILLING SELF — DRILLING SELF — DRILLING SMS (G5) SMS (G5) SMS (G5) SMS (G5) USE SAME USE SAME USE SAME USE SAME ANCHOR ANCHOR ANCHOR ANCHOR QUANTITY & QUANTITY & QUANTITY, QUANTITY & SPACING AS SPACING AS SPACING & EDGE SPACING AS #12 STEEL SCREW EXTERIOR #12 STEEL DISTANCE AS #12 STEEL SCREW E TIC ERIDR #12 STEEL EXTERIOR SCREW EXTERIOR {SHEET 6) Z DE APPROVED MULLION SHEET 6) METAL FRAMING SCREW (SHEET 6) (SHEET 6) FULL — LENGTH, WOOD Zr�7 EE SEPERATE NOA) A36 STEEL: Fy =36 KSI MIN. BACKED STEEL STUD EEL STUD ALUMINUM: 6063 —T6 MIN. .125" MIN. WALL THICKNESS ALL GAUGE THICKNESSES y = 33 KSI MIN. (ATTACHMENT BY OTHERS) 18 GA MIN. .125" MIN. WALL THICKNESS FLANGE FRAME FLANGE FRAME FLANGE FRAME FLANGE FRAME _ BOTHER FRAMES 51M.) BOTHER FRAMES SIM.) BOTHER FRAMES SIM.) (OTHER FRAMES SIM.) 901114if C46 Anqftm �a ALUMINUM MULL SUBSTRATE STRUCTURAL STEEL SUBSTRATE STEEL STUD /WOOD SUBSTRATE STEEL STUD SUBSTRATE NOTES >�to�u�c3a�urot 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS IX ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2". 1X WOOD >>,111111//!r BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1 -1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING `i�� \ �.Z.�..A1SE ,.•..* JURISDICTION. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. ILY — 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. — '1k r.1.3 I� % ' • �� evsd By Dote: Revisions: COMPL F EDRAW AND REO GANlZATJON TQ INCLUDE D�riptim: J.R. 3131110 C INFORMATION FOR LARGER WINDOWS. INSTALLATION, FINNED FRAME S'v '�0��•. �i X�'''•.,..•••' vote. Revisions. 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 Revsd Oate: Revsio� ALUMINUM PICTURE WINDOW, IMPACT Drawn Oote: necked te: P.O. BOX 1529 NOKOMIS, FL 34274 ® 5sries /leoee�: 0/mning Nu. Rev NTS 5 of 8 4259,4 C A. Lynn Miller, P.E. P.E.# 58705 FK 7114103 v PW-m NOTES: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32W. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B ") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. J.R. 1 3/31/101 C 1 F.K. 1 414107 1 B I NEW S14EEf AK 1 7/14W 070 TECHNOLOGY DRI1 N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Anchor Head, Sill and Jamb Anchor Quantities into Wood or Metal (Anchor Types 14) Min. Type Anchor Description Substrate Anchor Embed - Distance ment #12, Steel screw (G5) S. Pine 0.864" 1.375" 1 #12, Steel screw (G5) "A" or "B" Dimension #12, Steel screw (G5) (in) 0.324" 0.125' #12, Steel screw (G5) Type 0.324" 24 #14, Steel screw (G5) 30 0.964" 1.375" 36 #14, Steel screw (G5) St1. Stud, Gr 33 42 .04871813a #14, Steel screw (G5) 48 54 60 67.875 #14, Steel screw (G5) A36 Steel 0.361" 0.125" Anchor Location' 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 36 Jamb 3 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 Head/Sill 2 2 1 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 5 5 6 5 6 1 516 6 6 6 7 6 7 6 48 Jamb 4 4 5 4 5 4 5 4 5 5 5 5 5 5 6 5 5 5 6 5 5 5 6 51 5 5 6 5 5 5 6 5 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6 7 6 6 6 7 6 7 7 8 7 60 Jamb 5 5 6 5 6 5 6 5 6 6 6 6 6 6 7 6 6 6 7 61 7 6 7 6 7 6 7 6 7 6 7 6 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6 7 6 7 6 7 6 8 7 8 7 67.875 Jamb 6 6 7 6 7 6 7 6 7 6 7 6 7 7 8 7 7 7 8 7 7 7 8 7 8 7 8 7 8 7 8 7 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6 7 6 7 6 7 6 817 8 7 72 Jamb 6 6 8 6 7 6 8 6 7 7 8 7 7 7 8 7 7 7 9 7 8 7 9 7 8 7 9 7 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6 7 6 7 6 7 6 c c E E 8 4 8 4 7 3 8 3 8 4 9 4 1 7 3 8 31 8 5 8 5 8 4 8 4 8 5 9 5 8 4 8 4 8 5 8 5 8 5 8 5 9 8 8 8 9 8 9 8 9 6 6 5 6 6 7 6 7 6 7 6 10 8 9 8 10 8 61 5 6 6 7 6 76.8 Jamb 7 7 8 7 8 7 8 7 Head/Sill 2 2 2 2 3 3 3 3 84 Jamb 7 7 9 7 8 7 9 7 Head/Sill 2 2 2 2 3 3 3 3 Q o m 8 4 8 3 9 4 8 3 8 5 8 4 9 5 8 4 8 5 8 5 10 8 9 8 10 8 6 5 6 6 7 6 85.3 Jamb 7 7 9 7 8 7 9 7 Head/SHI 2 2 2 2 3 3 3 3 Jamb 8 8 10 8 9 8 10 8 - 9 9 10 9 9 9 10 9 9 9 11 9 4 3 4 3 5 4 5 1 4 5 5 6 5 Head /Sill 2 2 2 2 3 3 3 3 10 10 12 10 10 10 12 10 Jamb 9 9 12 9 10 9 12 9 109.7 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 14 514 11 11 13 11 Width and Height dimensions may be Jamb 10 10 13 10 11 10 13 10 120 4 12 3 12 4 13 3 11 reversed to locate anchor quantities on the table. if so, the Head /Sill and Jamb rows must also be reversed so that the longer Head/Sill 2 2 2 2 3 3 3 3 128 Jamb 11 11 13 11 12 11 13 11 HeadlSill 2 2 2 2 3 3 3 3 4 3 4 3 dimension gets the most anchors. Jamb 12 12 15 12 13 12 15 12 145 — Head/SiII 2 1 2 12 2 3 3 3 3 NOTES: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32W. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B ") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. J.R. 1 3/31/101 C 1 F.K. 1 414107 1 B I NEW S14EEf AK 1 7/14W 070 TECHNOLOGY DRI1 N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Anchor Min. Min. Type Anchor Description Substrate Edge Embed - Distance ment #12, Steel screw (G5) S. Pine 0.864" 1.375" 1 #12, Steel screw (G5) Stl. Stud, Gr 33 0.324" .0480/18Ga #12, Steel screw (G5) Alum. 6063 -T6 0.324" 0.125' #12, Steel screw (G5) A36 Steel 0.324" 0.125" #14, Steel screw (G5) S. Pine 0.964" 1.375" 2 #14, Steel screw (G5) St1. Stud, Gr 33 0.361" .04871813a #14, Steel screw (G5) Alum. 6063 -T6 0.361" 0.125" #14, Steel screw (G5) A36 Steel 0.361" 0.125" 3 114" Steel Ultracon S. Pine 1" 1.375" 1/4" 410 SS CreteFlex I S. Pine 1" 1.375" 4 5/16" Steel Ultracon S. Pine 1.26" 1.375" "A" & "B" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. �— "B" DIM. ' \\DIM. „A„ DIM. "B" DIM. WOOD SUBSTRATE rdhn ALUMINUM PICTURE WINDOW, IMPACT sodas /aodd: some: greet: ornving w ". Row. Pw-m, i?1iTS 6 e, 8 4259-4 C 11111111 ��►0,•`GEtdSIC• •.�i No 5810 Uj i • ••. SAI P • : �` FLOR1�•'• A. Lyn P.E. P.E.# 58705 NOTES: 1. ANY ONE SIDE CANNOT BE MORE THAN 145" AND HAVE AN AREA OF MORE THAN 3217r. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET), 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. J.R. I 3131190 I C JINFORM4TION FOR LARGER WINDOWS j Revsd By e: Revisions: 1 F.K. 4/4/07 B NEW SHEET 7H4A3 070 TECHNOLOGY DRI\ N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Head, Sill and Jamb Anchor Quanttkks into Masonry (Anchor Types 5 -7) Min. Min. An Anchor Anchor Description Substrate Edge Embed - TyPe "A" or "B" Dimension (in) Distance Type 24 Hollow Block 1" 30 5 36 42 1/4" Steel Ultracon 2.7k Concrete 48 54 60 67.875 Anchor Location' 5 6 7 5 6 7 5 J7 5 6 7 5 6 7 5 6 7 5 6 7 5 6 7 Jamb 4 3 31 4 4 3 4 4 3 4 4 3 4 4 3 4 4 3 4 4 3 4 4 3 36 HeadlSill 2 2 21 3 3 3 4 1 4 3 5 5 4 5 5 1 4 6 6 51 6 6 5 7 1 7 6 Jamb 5 4 41 5 4 51 5 4 6 5 5 6 5 5 6 5 5 6 5 5 6 5 5 48 HeadtSill 2 2 21 3 3 3 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 8 7 7 Jamb 6 5 61 6 6 5 6 6 5 7 6 6 7 6 6 7 6 6 7 6 6 7 6 6 60 Head/Sill 2 2 21 3 3 3 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 8 7 7 Jamb 7 6 6 7 6 6 7 7 6 8 7 7 8 7 7 8 7 7 8 7 7 8 8 7 67.875 Head /Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 8 8 7 Jamb 8 6 6 8 7 6 8 7 6 8 7 7 9 7 7 9 7 7 9 8 7 72 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 HeadtSill 2 2 2 3 3 3 c 0 •2 c E 8 4 9 4 8 4 8 4 7 3 7 3 8 5 9 5 8 5 8 5 8 4 8 4 9 6 10 6 8 8 9 8 8 9 8 8 5 5 7 6 6 7 6 1 6 8 8 10 8 8 5 5 7 6 6 76.8 Jamb 8 7 7 8 7 7 Head/Sill 2 2 2 3 3 3 84 Jamb 9 7 7 9 8 7 Head/Sill 2 2 2 3 3 3 Q 9 8 7 9 8 8 10 818 10 '8 8 Jamb 9 7 7 9 8 7 0 85.3 4 4 3 5 5 4 6 5 5 7 6 6 Head/Siil 2 2 2 3 3 3 m 9 8 10 9 9 11 9 9 Jamb 10 8 8 110 9 8110 4 3 5 5 4 6 5 5 Head/Sill 2 2 2 3 3 314 10 9 12 10 10 Jamb 12 9 9112 10 9112 109.7 4 4 31515 4 Head/Sill 2 2 2 3 3 3 13 4 11 4 10 3 "Width and Height dimensions may be reversed to locate anchor quantities on the table. If so, the 120 Jamb 13 10 10 13 11110 Head/Sill 2 2 2 3 3 3 128 Jamb 13 11 11 13 12 11 13 4 12 4 11 3 Head /Sill and Jamb rows must also be reversed so that the longer Head/Sill 2 2 2 3 3 3 Jamb 1512 12 15 13 12 dimension gets the most anchors. i45 Head/Sill 1 2 12 2 g 3 3 3 NOTES: 1. ANY ONE SIDE CANNOT BE MORE THAN 145" AND HAVE AN AREA OF MORE THAN 3217r. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET), 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. J.R. I 3131190 I C JINFORM4TION FOR LARGER WINDOWS j Revsd By e: Revisions: 1 F.K. 4/4/07 B NEW SHEET 7H4A3 070 TECHNOLOGY DRI\ N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 "B" DIM. "A" DIM. A" & "B" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. „A„ DIM. - f — \� "B" DIM. MASONRY SUBSTRATE ALUMINUM PICTURE WINDOW, IMPACT SerteWModel: Scale: Sheet Draw". Rer PYlti70i NT�S 7 8 42594 '�` {� {IlJlltf /J �� O. Gf�NSE•� �i � : 58z4y UJ ,'4 • A'c6� - O•'.��pP: � ''', t"J i '•. . "! ��SSIONP►� :•�: J�tti111111�1 A. Lynn Miller, P.E. P.E.# 58705 Min. Min. An Anchor Description Substrate Edge Embed - TyPe Distance ment 114" Steel Ultracon Hollow Block 1" 1.25" 5 1/4" Steel Ultracon 2.7k Concrete 1" 1.375" 6 114" 410 SS CreteFlex Hollow Block 1" 1.25" 1/4" 410 SS CreteFlex 3.35k Concrete 1" 1" 5/16" Steel Ultracon Hollow Block 1.563" 1.25" 7 5116" Steel Ultracon 3.5k Concrete 1 1.25" 1" "B" DIM. "A" DIM. A" & "B" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. „A„ DIM. - f — \� "B" DIM. MASONRY SUBSTRATE ALUMINUM PICTURE WINDOW, IMPACT SerteWModel: Scale: Sheet Draw". Rer PYlti70i NT�S 7 8 42594 '�` {� {IlJlltf /J �� O. Gf�NSE•� �i � : 58z4y UJ ,'4 • A'c6� - O•'.��pP: � ''', t"J i '•. . "! ��SSIONP►� :•�: J�tti111111�1 A. Lynn Miller, P.E. P.E.# 58705 . 2.500" .062" --�- 2.784" INTEGRAL FIN FRAME O MAT'L: 6063 —T5 DWG NO. 4256A 1.875" .062" — Z. R54 FLANGED FRAME O MAT'L: 6063 —T5 DWG NO. 4253 J.R. 1 3/31/101 C F.K 17/14ID3 .970" 975" 050" --j l- 7/16" LAMI GLASS BEAD 10 MAT'L: 6063 —T5 DWG NO. 4255 .346" --•►j (--• -- .975" .050 " .974" .047" 1-1../16" LAMI I.G. GLASS BEAD INSTALL. FASTENER COVER 11 MAT'L: 6063 —T5 13 MAT'L: 6063 —T5 DWG NO. 4254 DWG NO. 4224 ITEM DWG # PART # DESCRIPTION 1 4266A 64256 Integral fin frame head, sill & jamb 2 4253 64253 Flanged frame head, sill & jamb 7 1155 781PQX #8 x 1 Quad PH SMS stainless steel 8 Schnee - Morehead SM5504 acryl -r narrow joint sealant or 10 4255 64255 7/16 Iami glass bead 11 4254 64254 1 -1/16 Iami I.G. glass bead 12 1224 6TP247 Vinyl bulb weatherstrip (thick) 13 4224 Installation fastener cover 14 Dow Coming 899 glazing sealant or equivalent 15 Dow Coming 995 silicone structural sealant, black 7/16" lam! glass: 3/16" annealed -.090 DuPont Butacite or 17 Saflex KeepSafe Maximum PVB interlayer - 3116" heat strengthened 1- 1/16" Iami I.G. glass: 3/16" heat strengthened outboard - 18 7/16" airspace - 3/16" annealed -.090 DuPont Butacite or Saflex KeepSafe Maximum PVB interlayer - 3/16" heat strengthened 20 4262 64262 Architectural corner key 7116" laml glass: 3116" heat strengthened - .090 DuPont 21 Butacite or Saflex KeepSafe Maximum PVB interlayer - W16" heat strengthener! 14116" Iami I.G. glass 3116" heat strengthened outboard - 22 7116" airspace - 3116" heat strengthened - .090 DuPont Butacite or Saflex KeepSafe Maximum PVB interlayer - 3/16" heat strengthened 070 TECHNOLOGY ORI1 N. VENICE. FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 r011 �--WM 4AT11 EXTRUSION PROFILES & PARTS UST VOW ALUMINUM PICTURE WINDOW, IMPACT swies/mwel: I scale: sheet Drmr;ng 40. Pig -M a of 8 4239.4 it jjj SA r A. Lynn Miller, P.E. C P.E.# 58705 4 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 208046 Permit Number: RC -11 -11 -2142 Inspection Date: March 26, 2014 Permit Type: Residential Construction Inspector: Naranjo, Ismael Inspection Type: F. Elevation Certificate Owner: SFARA, VERONIQUE Work Classification: Addition /Alteration Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Phone Number (305)799 -2006 Parcel Number 1122320280090 Project: <NONE> Contractor: MC INVESTMENT GROUP INC Phone: (786)294 -1987 Buildinsa Department Comments ADDITION AND REMODELING FOR SINGLE Family Infractio Passed Comments INSPECTOR COMMENTS False provide tax parcel in RESIDENCE section a-3 and a-9 is incomplete missing floo 03/04/2013 - VERBAL HOLD PER BO ONLY LIC HOLDER opening in garage CAN SCHEDULE INSP. AND PICK UP PLANS. 3/4/13 WRITTEN HOLD ON THE PERMIT PER 4/1/13 CHANGE OF CONT Comments hpkW"ER ! CREATED AS REINSPECTION FOR INSP- 166823. peotOdeolwtarcel in section a -3 and a -9 is incomplete missing flood opening maintenance of sediment and con r*4 &Mbl. Failed 10/24/2013 -TEMP CO ISSU 90 E AYS. Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 March 26, 2014 Page 1 of 1 Us. DEPARTMENT OF HOMELAND SECURrrY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGMENT AGENCY Nadwd FW bous a Pmgmm IMPORTANT: Follow the Instructions on pages 1 -9. OMB No. 1660 -0008 Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE. Al. Building Owner's Name VERONIQUE LESTRADE Panay! Numb: A2. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. Company NA19 Number; 1080 NE 105TH STREET City MIAMI SHORES state FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) L.0I s, 8LUGK T, PLAT BOOK 47, PG 58, PUBLIC RECORDS OF MIAMI DADE COUNTY, FL (FOLIO # 11- 2232 - 028 -0090) A4. Building Use (e.g., Residential, Non- Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude /Longitude: Let 25 °52'1A AA °N Long, 80 °10'31.79 °W Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 R A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage 240 sq ft b) No. of permanent flood openings in the crawlspace or b) Number of permanent flood openings In the attached garage enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade 2 c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings In A9.b 512 sq in d) Engineered flood openings? ❑ Yes ®No d) Engineered flood openings? ® Yes ❑ No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFiP Community Name & Community Number B2. County Name B3. State MIAMI SHORES 120652 MIAMI -DADE Fl- B4. Map /Panel Number B5. Suffix B6. FIRM Index Date B7. FiRM Panel Effective / B8. Flood Zones) B9. Base Flood Elevation(s) (Zone N/A ❑ feet ❑ meters Revised Date 38 A0, use base flood depth) 12086CO306L L 09/11/2009 09/11/2009 AE 8 FEET. 010. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other /Source: 611. indicate elevation datum used for BFE in Item 89: ® NGVD 1929 ❑ NAVD 1988 ❑ Other /Source: N/A 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes N No Designation Date: N/A / / ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are'based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1430, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR /A, AR /AE, AR/A1 -A30, AR /AH, AR /A0. Complete Items C2.a -h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: MIAMI-DADS COUNTY BENCHMARK Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. IN NGVD 1929 ❑ NAVD 1988 ❑ Other /Source: Datum used for building elevations must be the same as that used fnr tha R� a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location In Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the Information on this Certificate represents my best efforts to interpret the data available. understand that any false statement may be punishable by fine or imprisonment under 28 U.S. Code, Section 2001. Check here If comments are provided on back of form. Were latitude and longitude In Section A provided by a ❑ Check here if attachm�ts. licensed land surveyor? ® Yes ❑ No Number 11 % PL$ # Tme Check the measurement used. 8 25 N feet ❑ meters 20 25 0 feet ❑ meters City N/A ❑ feet ❑ meters 5 38 ® feet ❑ meters 8' 25 ® feet ❑ meters _ 5 06 ® feet ❑ meters 03/07/2014 30 IN feet ❑ meters 6 . 28 IN feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. I certify that the Information on this Certificate represents my best efforts to interpret the data available. understand that any false statement may be punishable by fine or imprisonment under 28 U.S. Code, Section 2001. Check here If comments are provided on back of form. Were latitude and longitude In Section A provided by a ❑ Check here if attachm�ts. licensed land surveyor? ® Yes ❑ No Number 11 % PL$ # Tme Company Name PRESIDENT JOHN IBARRA & ASSOCIATES, INC. Address City state ZIP Code 777 NW 72 AV A, #302511 q MIAMI FL 33126 Signature Date Telephone 03/07/2014 (305)262-0400 FEMA Form 086-0 12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COM10ANY USE Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. Policy Number: 1080 NE 105TH STREET City State ZIP Code CompanyNAIC'Number: MIAMI SHORES FL 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owner. CTION 2(E) LOWEST ELEVATION OF MACHINERY = THE A/C PAD; C.O.R. = 3.55 FT; LATITUDE AND LONGITUDE D TERM ED BY SURVEYOR USING GOOGLE EARTH; FLORIDA DEPARTMENT OF TRANSPORTATION BENCH MARK # 26- LOCATED @ US1 & NE 105TH ST; ELEVATION = 17.23 FT OF sign re �� Date 03/07/2014 SdC716N BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFEi For Zones AO al A (without 8FE), complete Items E1-E5. If the Certificate Is Intended to support a LOMA or LOMR -F request, complete Sections A. B.and C. For Items E1 -E4> use natural grade, If available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) Is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and /or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b In the diagrams) of the building Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only. If no flood depth number Is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information In Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or communitydssued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name VERONIQUE LESTRADE Address 1080 NE 105TH STREET City State ZIP Code MIAMI SHORES FL 33138. Signature Date Telephone 03/0712014 Comments ❑ Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation information. (Indicate the source and date of the elevation data In the Comments area below.) G2. ❑ ❑ The following Information (Items G4-G9) Is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G.tO.CommuniVs design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here If attachments. FEMA Form 086 -0-33 (7/12) Replaces all previous editions. DCCu n2 I Me ELEVATION CERTIFICATE, page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P0. Route and Box No. Policy Number: 1080 NE 105TH STREET City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. FRONT VIEW 03/07/2014 I } REAR VIEW 03/07/2014 VIMa U a C ff f, LLII ` c FEMA Form 086 -0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 BUILDING PHOTOGRAPHS Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, end /or Bldg. No.) or P0. Route and Box No. Policy Number: 1080 NE 105TH STREET City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. LEFT VIEW 03/07/2014 RIGHT SIDE 03/07/2014 FEMA Form 086 -0 -33 (7/12) Replaces all previous editions. Temporary Certificate of Occupancy Miami Shores Village 10050 NE 2 Ave, Miami Shores Fl, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC -11 -11 -2142 �s Owner VERONIQUE SFARA Contractor MC INVESTMENT GROUP INC yi Subdivision/Project NONE Date Issued 10/2412013 Occupancy yr°, R n Construction Type V.g Load R-3 Occupancy x Square Footage 4850 Type SINGLE FAMILY HOME_ Description of Applicable Work INTERIOR REMODEL & ADDITION Code 2007 FLORIDA BUILDING Location 1080 NE 105 ST Miami Shores FL 33138 Not Transferable POST IN A CONSPICUOUS PLACE Sid IN -� do � Z r March 14, 2012 Mr. C. David Morton C. David & Associates 4444 SW 71 Ave Miami, FL 33155 RE: 1080 NE 105 STREET, MIAMI, FL STRUCTURAL REVIEW Dear Mr. Morton: TY ENGINEERING CONSULTANTS, Inc. DADE - BROWARD - PALM BEACH M, LAI �w Pursuant to your request we have reviewed our plan in order to determine if the structure would "float or slide" in the event of a high water event. To the best of knowledge and belief it is our opinion that the structure is sufficiently embedded into the soil, approximately 24" and that the structure has sufficient dead weight that it will not slide or float should the water elevation reach finish floor. We hope that you find this information helpful and should you have any questions please feel free to call on US. Respectfully submitted Special ty � e ' g ons tants, Inc. � Gary McDoug e, PE' Vice President of Engineering State of Florida: Registered Professional Engineer : #0056214 Certificate of Authorization: #009217 1599 SW 3e Avenue, Suite 20 - Boynton Beach, FL 334326 - Office: 561- 752 -5440 - Fax: 561- 752 -5542 SmartVENT-1"oundation Flood Vents It Page 1 of 3 Flood Vent Catalog Where To Buy Find tnstalters Find Surveyors Find insurance Info Center Contact Media Horne Get Listedl Find a Surveyor SMART VENTO Slog Continuing Education Earn AWCES Credits Insurance Forms & Certification Live Smarivent Demo Architects/Spec Code Officials Contractors F.A.Q. _ Homeowners Insurance Agents Realtors & Home Inspectors Surveyors We're Green: Green Resources SMART VENT@ MULTIMEDIA PRODUCT AND RESOURCE GUIDE: A complete In -depth look at the SMART VENTO product line Including videos, testimonials, installation and accessories. Version 10.x Adobe Flash Required - Click here to upgrade Click here to download a pdf version of our product catalog Product Lines: Dual Function SMART VENT® Insulated FLOOD VENT Custom Frames 1540 -510 Dual Function SMART VENTS 16" wide x 8" tall 200 sq/ft of flood venting coverage per went 51 net sq /in for natural air ventilation Standard Finish: Stainless Steel Available Powder Coat Colors: White, Wheat, Gray, and Black The SMART VENTO model is certified to provide flood protection and natural air ventilation. This model is used for a home with a crawl space or any erxtosed area that desires natural air ventilation and flood protection. The all stainless steel design insures product sustainability. How it works: Flood Protection: The SMART VENT@ door is latched closed until it comes in contact with flood water. Entering flood water lifts the patented internal floats which unlatch and allow the door to rotate open. This allows the flood water to automatically enter and exit through the frame opening, relieving the pressure from the foundation walls. Ventilation: A bimetal coil automatically operas and closes the ventilation louvers as temperature changes. No electricity is required. The louvers will be fully dosed at 35* and fully opened at 75 *. Regardless of the louvers" position, opened or dosed, in the event of a flood, the internal floats lift to release the flood door to rotate open and relieve the hydrostatic pressure. http : / /smartvent.com /products.php ?links = &id =1540 -510 12/5/2011 SmartV,PNT- oundation Flood Vents G. DAVID MORTON & ASSOCIRTV§ of 3 A'c?*edurWP1snn!nWConsUu"n Management Fbft Umtro Mw AAWN11 Additional sixes available: APProv ®d A PPrOW)d M Na" M . 01 ,30 tw ^mod tan fC`VkV"W of CC". only. 1540 -511 1 Function STACKED, 16' wide x 16" tall ((11 ver 400 sglft of encosed a ea or for- malui�il r� - P'. Y ventilation. w ,1a;WV The 16" x 16" unit is an excellent option for situations when there is not adequate wall space for the 16" x 8" size or if you are working with a larger enclosed area. 1540 -550 Dual Function QUAD, 32" wide x 16" tall Certified to cover 800 sgdt of enclosed area for flood protection and 204 Win for natural air ventilation. The 32" x 16" configuration works great for large metal storage buildings and other commercial applications. 1540 -514 Dual Function Overhead Door Model, 16" wide x 8" tall Certified to cover 200 sq/ft of enclosed area for flood and 51 sgln for natural air ventilation. This Overhead Door Model installs into a standard garage door. All Overhead Door models come standard powder coat painted white from the factory. Pour -in -Place Vinyl Buck Available for 16" x 8",1 e" x 161, & 32" x 16" flood vents. The durable PVC buck comes in widths from 5117 to 12 nominal and fult sizes. P 4n -Place buck Ms come fully assembled ready to install with a protective film and wood bracing that protects the buck and fled vent when the wall is poured. http : / /smartvent.com /products.php ?links = &id= 1540 -510 12/5/2011 Stacked, Quad and Custom Flood Vents SMART VENT® Combination Models Multiply Protection Combination models come standard in a stacked and a quad configuration. Each configuration is available in a dual function (ventilation and flood protection), or insulated (flood protection only) style. Stacked models are twice as efficient as a single unit and are generally used to provide protection in larger dwellings or where adequate wall space is not available. Quad configurations are an excellent solution for larger commercial projects and are not normally used in residential dwellings. Four vents provide 800 square feet of coverage into a single opening. How it works: Flood Protection: The SMART VENT® door is latched closed until flood water enters. Entering flood water lifts the patented internal floats which unlatches and rotates the door open. This allows the flood water to automatically enter and exit through the frame opening, relieving the pressure from your foundation walls. Ventilation: On dual function models, a bimetal coil (like a ther- mostat, no electricity is needed) automatically opens and closes the ventilation louvers as temperature changes. They will be closed when it is cold outside and open when it is warm outside to provide natural ventilation. Important note: Dual Function models do not rely on the louvers to let flood water in and out. Regardless of the louvers' posi- tion, opened or closed, when flood water flows into the door, the internal floats release the door to rotate open to relieve the hydrostatic pressure. The louvers and pest screen are rotated out of the path of the flood water. The temperature controlled louvers are for ventilation purposes only. Eat www.smartvent.com • 877 -441 -8368 SMART VENT® Combination Models SMART VENT® Models are certified to provide flood protection AND ventilation. These models are used for a home with a crawl space or built on a pony wall that requires seasonal ventilation of the crawl space AND protection from flooding. All stainless steel construction resists weather and pests. Model #: 1540 -511 Flood Vent Combination Models Flood Vent Models are certified to provide insulated flood protection only. These models are used for a garage or conditioned space, where flood protection is required but ventilation is NOT desired. The flood door is constructed of solid stainless steel wrapped around an insulating foam core. Model #: 1540 -521 Installation Type: Masonry Style: Insulated Dimensions: 16" x 16" Rough Opening: 16%4" x 16 3 /s" (two blocks, or CMU) One 16" x 16" vent certified for 400 sq. ft. of enclosed area for flood Model #. 1540 -550 *Some assembly of frames required Model #: 1540 -560 Installation Type: Masonry Style: Insulated Dimensions: 32" x 16" Rough Opening: 33" x 16 %" (four blocks, or CMU) One 32" x 16" unit certified for 800 sq. ft. of enclosed area for flood Optional accessories for all models: Fire Damper, Interior Trim Flange, Inner Sleeve and Pour in Place Buck Kits www.smartvent.com * 877 -441 -8368 Standard Finish: Stainless Available Powder Coat Colors For Special Order: White Wheat Gray Black DETAIL DIAGRAM Smart VENT MODEL 1540 -511 877-441-8368 DUAL FUNCTION FLOOD AND VENTILATION VENT www.smartvent.com 16.25` ROUGH OPENING STRAP SLOTS USE TWO TOP SILICONE /POLYURETHANE BEHIND RODENT SCREEN, LOUVERS ADHESIVE LOCATION AUTOMATICALLY OPEN AND CLOSE WITH (FLANGE) /TEMPERATURE, NO ELECTRICITY IS NEEDED, STRAPS INSTALLED 2 L7 ON TOP H e' n Z ° LLI C7 0 ® . 0 � • • DETAIL 'C' DETAIL 'A' 0 00 ° STRAPS INSTALLED 2 ON BOTTOM ° VENT DOOR STRAP SLOTS USE TWO B❑TTO VENT STRAPS FRAME FLOAT SLOTS FIGURE I a FIGURE 2 Front View FIGURE 3 FINAL GRADE M a. Side View Side View . DETAIL 'B' SNAP —IN NYLON STRAP DETAIL. 80° 1/2 INCH STANDOFF BEND TEETH MUST CLICK BE PAS TO SMART VENT Foundation Flood Vents IN TIGHT TO WALL TOLERANCES IIIiESS 450 AndBro Dr., Suite 2B 90° F ❑R OTHERWISE SPECIFIED Pitman NJ 08071 INSURE SECURE THK. x,x + / —MO6 SMART VENT® INSTALLATION. SPRING xxx +/ -0.03 DUAL FUNTION FLOOD BACK x.>ooc + /-0.005 877- 441 -8368 AND VENTILATION VENT WWW.SMARTVENT.COM MODEL 1540 -511 THE WORMATON CHAINED IN THIS DRAVDHG SIZE DVYG N0. REV IS THE SOLE PROPEEM OF SMART VENT, Dec. A 1540-511 O IF USED IN PMACT, CHANGES TD DRAWING ARE PRMMITED WITFWT THE VRITTEN PERNISSMN OF SMART VENT, DIC. DATE 5 -15-09 SHEET 1 W 2 Aqzi;�� INSTALLATION INSTRUCTIONS Smart VENT & DETAILS 877-441-8368 MODEL 1540 -511 DUAL FUNCTION FLOOD AND VENTILATION VENT www.smartvent.com REV. 5 -15 -09 INSTALLATION INSTRUCTIONS 1. Prepare a CLEAN 16 -1/4" wide x 16 -3/8" high rough opening for each set of stacking vents (1 block wide x 2 blocks high) with the bottom of the hole no more than 12" above finished grade. 2. Measure wall thickness and overbend (more than 90 degrees) 8 straps at nearest slot to the measurement from pointed end. 3. Remove doors from frames. (turn upside down, rotate bottom of door outward and slide out of slots). 4. Assemble two frames together using two nylon spacers snapped into holes in rear of frames as shown in detail "B ". Place top frame (one with short bottom flange) over and in front of bottom frame (one with short top flange) and fasten front of frames together with two self tapping screws as shown in details "A" and "C ". Do not over tighten screws. 5. Insert two straps into top slots of top frame. Straps should have bent legs pointing up. After pushing teeth through rear slots, ONLY PUSH STRAPS ONE CLICK INTO FRONT SLOTS, they will be tightened later in installation. 6. Silicone or Polyurethane adhesive may be applied to back of flanges for a better seal to wall face. Place frame assembly into wall opening by sliding the top straps behind wall & resting frame bottom on bottom of wall opening. Press flanges tight to wall face. 7. Reach through bottom frame opening and install two bent straps into two bottom slots with the bent legs of the straps hanging down behind wall and trapping wall between front flange and bent strap. Squeeze tight to wall. 8. Install a strap on each side of both frame openings. Install with bent leg pointing outward behind the wall and into slots on each of upper sides. Squeeze tight to wall. Now, squeeze top frame straps tight to wall. 9. Make sure both frames are flush to wall face, secure, square, level and all slots are clear of debris, mortar and caulk. 10. Hold doors from the bottom, parallel to ground with back facing ground and re- install into frames by inserting top first and letting metal pins find slots. Push all the way back and allow door to drop and rotate down on both sides latched closed. DETAILED SPECIFICATIONS: MATERIAL: STAINLESS STEEL OPERATION FLOOD: AUTOMATIC NON— POWERED ACTIVATION AND OPERATION VENT REMAINS CLOSED AND LOCKED UNTIL ACTIVATED OPERATION AIR: AUTOMATIC LOUVERS FULLY OPEN AT 75 DEG. FULLY CLOSED AT 35 DEG. NO POWER REQUIRED INSTALLATION: SECURED W/ 4 STAINLESS STEEL STRAPS SUPPLIED HYDROSTATIC RELIEF: 200 Sq. Ft. per Vent (400 Sq. Ft. as per this 2 up assembly) VENTILATION: 51 Sq. In. per Vent (102 Sq. In. as per this 2 up assembly) NOTE: VAPOR BARRIER ALLOWS FOR REDUCED VENTILATION REQUIREMENTS FLOOD: MINIMUM OF 2 VENTS PER ENCLOSED AREA MOUNTED ON AT LEAST TWO DIFFERENT WALLS COLORS: STAINLESS (STANDARD) EXTERIOR POWDER COATED WHITE, WHEAT, GRAY, AND BLACK (AVAILABLE) MEETS THE REQUIREMENTS FOR ENGINEERED OPENINGS AS SET FORTH BY: FEMA, NFIP, ICC, & ASCE SUPPORTIVE DOCUMENTS, TB 1 -08, 44CFR 60.3(C)(5), ASCE 24 -05 ICC EVALUATION # ESR -2074 SHEET 2 of 2 MATERIAL REVIEW & MAINTENANCE INSTRUCTIONS Objective: When we set out to design our flood vent products, a comprehensive study was conducted to determine the most important design attributes that would be needed to insure that our customers received the best product available. Because our company started on the shores of the East Coast of New Jersey, everyone placed durability as their number one concern. Durability: After extensive research, including review of many less expensive materials, we choose to make the bulk of the components for our vents from stainless steel. Salt will pit stainless steel unless it is rinsed with water. We recommend that the vent be washed with fresh water twice a year. Any red rust or minor surface pitting can be removed with "commercial de- rusting solutions. ". The mechanism that operates the automatic louvers on models 1540 -510, 1540- 511, 1540 -514 and 1540 -550 is also entirely made from stainless steel, and water rinsing will reduce corrosion and dirt build -up. Prior to final inspection and testing, the louver mechanism is lubricated with a dry film lubricant. This over the counter lubricant should be applied at minimum one time per year, or when needed. Rinse the louver mechanism, let dry, then spray all of the moving parts. Note: Wet lubricants or grease will allow dirt and sand to accumulate on the moving parts. Use only dry film lubricants. The bi -metal coil is made from highly engineered materials. The composite contains a large portion of Nickel and the finished coil is secondarily heat - treated, which forms a protective barrier to protect it from the elements. A squirt of dry film lubricant into the coil chamber during maintenance will extend its life. The floats are manufactured from engineered plastics. An ultra - violet inhibitor was blended into the raw material before molding to insure that the sun does not degrade the functional or dimensional characteristics of the material. Insert a thin blade or a credit card into each side of the vent door's float slot, and the door will easily push open. Rinse the float cavity, then apply a small amount of dry film lubricant on the float, where it contacts the frame. Like any product, the care one gives will determine its life. We have used the best American materials, along with the best engineering and manufacturing professionals to build our products. With just a little care, your vents will function carefree for many years. ',Al SMART VENT www.smartvent.com • 877 - 441 -8368 + Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP- 208047 Permit Number: RC -11 -11 -2142 Inspection Date: February 27, 2014 Permit Type: Residential Construction Inspector: Dacauisto. David Owner: SFARA, VERONIQUE Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Project: <NONE> Contractor: MC INVESTMENT GROUP INC Buildinq Department Comments Inspection Type: Survey Final Work Classification: Addition /Alteration Phone Number (305)799 -2006 Parcel Number 1122320280090 Phone: (786)294 -1987 ADDITION AND REMODELING FOR SINGLE Family RESIDENCE Infractio Passed Comments INSPECTOR COMMENTS False 03/04/2013 - VERBAL HOLD PER BO ONLY LIC HOLDER CAN SCHEDULE INSP. AND PICK UP PLANS. 3/4/13 WRITTEN HOLD ON THE PERMIT PER 4/1/13 CHANGE OF CONTR Ug 5W Comments I-WkW"ER CREATED AS REINSPECTION FOR INSP- 196297. ue to lack of maintenance of sediment and con Failed rol. 513/13 10/24/2013 -TEMP CO ISSU 90 AYS. Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)7624949 February 27, 2014 Page 1 of 1 777 N. W" 72nd AVENUE SUITE 3025 MIAMI, FLORIDA 33126 TELEPHONE)(305) 262-04001 JOHN I BA R RA & AS S O C . , I N C , SURVEY No. 12- 001217 -4 FAX: (305) 262 -0401 www.lbarralandsurveyors.com LAND SURVEYORS DRAWN BY.- MCH SHEET No. 1 OF 2 PROPERTY ADDRESS: 1080 N. E. 105th STREET MIAMI 5HORE5, FL 33138 LEGAL DESCRIPTION: LOT 9, BLOCK 1, OF MIAMI 5HORE5 ESTATES, ACCORDING TO THE PLAT THEREOF A5 RECORDED IN PLAT BOOK 47, AT PAGE 58, OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. LOCATION SKETCH NOT TO SCALE A = ARC. A. C. AIR CONDITIONER PAD, A.E.= ANCHOR EASEMENT. A.R. = ALUMINLW ROOF. A.S.= AZvmNm SHED. ASPH.- ASPHALT. B.C. = BLOCK CORNICR. BLDG= BUILDING. B.M. . = BENCH MARK. B.C.R.= BROWARD COUNTY RECORDS. B.O.H.= BASIS OF HEARINGS. (C) = CALCULATED. C.B.= CATCH BASIN. C.B.S. = CONCRETE BLOCK STRUCTURE. C.B.W.= CONCRETE BLOCK WALL. CH = CHORD. CH. B. CHORD BEARING. CL. = CLEAR. C.L.S. = CHAIN LINK FENCE. C.M.E = CANAL MAINTENANCE EASEMENTS. CONC.= CONCRETE. C.U.P. = CONC. UTILITY POLE C.P. = CONC. PORCH. C.S.= CONCRETE SLAB. C.W.= CONCRETE WALK. D.E. = DRAINAGE EASEMENT. D.N.S. = DRAINAGE MWINTENANCE XASMMENTS. DRIVE DRZVEWAY. ° = DEGREES. E8 =ELECTRIC BOX E.T.P.= ELECTRIC TRANSFORMER PAD. El-.V. ENCR.= ENCROACHMENT F.H.= FIRE HYDRANT. . S.I.P. = FOUND IRON PIPE. F. I. R. = FIOUND ZRON ROD F, F. B.= FINISHED FLOOR ELEVATION. F.N.D.= FOUND NAIL i DISK. iT.= FEET. FNIP.= FEDERAL NATIONAL INSURANCE PROGRAM. B.N.= FOUND NAIL, H.- HIGH (HEIGHT) IN. 6EG,= INGRESS AND EGRESS EASEMENT. L.B. = Certificate of Authorization L.B. #7806 L.P.= LIGHT POLE. L.S.E.= LOWEST FLOOR ELEVATION. L.N.E. = LAKE MAINTENANC6 EAsi2sm. , = MINUTES. (M)= MEASURED DISTANCE. ABBREVIATION AND MEANING MB = MAIL BOX M.D.C.R.= MIAMI DADE COUNTY RECORDS M.E. = MAINTENANCE EASEMENT M.H.= MANHOLE. N.A.P. = ROT A PART OF. NGVD = NATIONAL GEODETIC VERTICAL DATLBK. N.T.S.= NOT TO SCALE. # -NO.= NUMBER. D/S = OFFSET. O. H. = OVERHEAD O.H.L. = OVERHEAD UTILITY LINES. O.R.H.= OFFICIAL RECORDS BOCK. O. V. H. = OVERHANG. PVMT.= PAVEMENT. PL.= PLANTER. P/L = PROPERTY LINE. P.C.C.= POINT OF COMPOUND CURVE. P.C.= POINT OF CURVE. PT.= POINT OF TANGENCY. POC.= POINT OF CON11ENCEMENT. P.O.H.= POINT OF BEGINNING. P.R.C.= POINT OF REVERSE CURVE. PWY = PARKWAY. TNP = TOWNSHIP. UTIL.= UTILITY. U.E.= UTILITY EASEMENT. U.P. = UTILITY POLE. H.M. = WATER METER. W.F. = WOOD FENCE. W.S.= WOOD SHED. WR.= WOOD ROOF. W.. V. = WATER VALVE. l� = MONUMENT LINE. ¢ = CENTER LINE. Xi- = CENTRAL ANGLE. v = ANGLE. LEGEND TYPICAL -- OVERHEAD UTILITY LINES C.B.S. = WALL (Cm). --�-�� C.L.S. = CHAIN LINK FENCE. I.F. = IRON FENCE. W. F. = WOOD FENCE. 0.00 = EXISTING ELEVATIONS.. PFN = PERMANENT REFERENCE MCNOMENT, SURVEYOR' S NOTES: P. L -. S. = PROFESSIONAL LAND SURVEYOR. P.P. POWER POLE 1) 1F SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT P.P.S.= POOL PUMP SLAB IN THE DESCRIPTION OF THE PROPERTY, IF NOT, THEN BEARINGS ARE REFERRED P.U.E.= PUBLIC UTILITY EASEMENT TO COUNTY, TOWNSHIP MAPS. (R)= RECORD DISTANCE. 2). ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF RR = RAIL ROAD. , 1929 FLORIDA DEPARTMENT OF TRANSPORTATION BENCH MARK # 6- 26-RA.LOCATED 0 RES. = RESIN. US-1 AND NE 105 STREET; ELEVATION 17.23 FEET OF N.G.V.D. OF 1929 R/W = RZGHT -Off -WAY. 3). THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. RAD•= RADIUS OR RADIAL. 4). CERTIFICATE OF AUTHORIZATION LB #7806. RME • _ RANGE • 5). NORTH BASED ON PLAT NORTH R.O.E.= ROOF OVERRANG EASEMENT. SEC.= SECTION. STY.= SDEY. SURVEYOR'S CERTIFICATION: SWK.= SIDEWALK, S.I.P. = SET IRON PIPE 1 HEREBY CERTIFY.., THAT THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, S. = SOUTH. HAS RECENTLY BEEN SURVEYED AND DRAWN UNDER MY SUPERVISION, AND COMPLIES WITH S. P. = SCREENED PORCH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDABOARD OF ' = SECONDS. PROFESSIONAL LAND SURVEYORS IN CHAPTER 5.1 -17, FLORIDA ADMINISTRATIVE CODE T = TANGENT• PURSUANT TO 472.027, FLORIDA STATUTES. TB = TELEPHONE BOOTH TSB = TRAFFIC SIGNAL BOX TSP = TRAFFIC SIGNAL POLE LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY (SURVEY): - THERE MAY BE EASEMENTS RECORDED 1N THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY - THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY - BOUNDARY SURVEY MEANS A DRAWING AND/OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED 1N THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO SCALE. - EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS OTHERWISE SHOWN. - THE TERM `ENCROACHMENT" MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS - ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS, SETBACKS AND WILL BE RESPONSIBLE OF SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORTIES IN A NEW CONSTRUCTIONS. - UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. FENCE OWNERSHIP NOT DETERMINED. - THIS PLAN OF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY - THE NFIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE. AE° COMMUNITY 120652 / PANEL 0308 / SUFFIX: L DATE OF FIRM. 09/11/1009 BASE FLOOD ELEVATION: 8 FEET THE SUBJECT PROPERTY DOES LIE IN A SPECIAL FLOOD HAZARD AREA. CERTIFICATION: VERONIQUE LESTRADE BY 05- 042012 CARLOS IBARRA (DATE OFFIELD WORK) PROFESSIONAL LAND SURVEYOR NO.: 6770 STATE OF FLORIDA (VAUD COPIES OF THIS SURVEY HALL BEAR THE EMBOSSED SEAL OF THEATTESTING LAND SURVEYOR). REVisEDo, 02 -14 -2013 REVISED SURVEY REwsEDON.. UPDATE & ADD CONSTRUCT. ELEV. 07-09 -2013 REvIsED oN: UPDATE & ADD CONSTRUCT. ELEV. 08 -08 -2013 REVISEDON.. UPDATE 01 -29 -2014 sl �FtT I FICgT� - LS # 6770 0 STATE OF W tigL LACE L.Ei.# 750¢_ SEAL 777 N. W. 72nd AVENUE SUITE 3025 MIAMI, FLORIDA 33126 TELEPHONE: (305) 62 2-04M JOHN I BAR RA & ASSOC.,INC. suRvEYNO' 12 -001217-4 FAX.f305)261-0401 www.ibeffaiandsurveyors.com LAND SURVEYORS SHEET No. 2 OF 2 DRAWN BY. MCH BOUNDARY SURVEY (2) LYP. FOP /NO CAP? 1.11' CL_ OVERHEAD -WIRE LOT 8 BLOCK 1 SCALE = I"= 20' OVERHEAD FENCE e WIRE (2)W.M. _j JJJ t t j A 75.00' C14 _j 627.75' f.I,P 112" o 0 110) SEPTIC TANK NO CAP f.I.P 1/2" N (TYP) 0.56' CL NO CAP 0 2 CLEAN W.V. o ,OUT STEPS (6 STEPS Cl) CLEAN LL(_L� )'�'OUT E Ur LLLL ETP WATEP, 11W [0 1��PUMP 10,54' J 3 W/ j. WOOD DECK 35C.B.W. JCM U_ wo OD -OT STEPS '4 441 10.36' LOT 10 U BLOCK _jj_j _j_j_j _j_j_1 __j -1 _j 4' METAL j C. 5. FENCE e e�jx I JJJ t t j A i _ SURVEYOR'S NOTE: • There may be Easements recorded in the Public Records not shown on this Survey. ,45 -WOOD STEPS < < JN Pr- 0.711'CL Li 0 < Lj LL 10.24' 0.36 EN R cr ETP cr, _ _j_j_ 1Z j_j_j_ < j_j_j__ 4' MEf� >_ j_j_j_ j_j_j_ - FEN Z_ j_j_j_ j_j_j_ _j_j 0� _j_j_ > 7I C _j _j LO < j_j_ _j _j JJJ L.P. L P & 0. 0. 5.1.P 1/2" r 1r L.B. 7806 L P & 0. 0. 5.1.P 1/2" r 1r L.B. 7806 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 208047 Permit Number: RC -11 -11 -2142 Inspection Date: February 27, 2014 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: SFARA, VERONIQUE Work Classification: Addition /Alteration Job Address: 1080 NE 105 Street Miami Shores, FL 33138- Project: <NONE> Phone Number (305)799 -2006 Parcel Number 1122320280090 Contractor: MC INVESTMENT GROUP INC Phone: (786)294 -1987 Building Department Comments ADDITION AND REMODELING FOR SINGLE Family Infractio Passed Comments INSPECTOR COMMENTS False RESIDENCE 03/04/2013 - VERBAL HOLD PER BO ONLY LIC HOLDER CAN SCHEDULE INSP. AND PICK UP PLANS. 3/4/13 WRITTEN HOLD ON THE PERMIT PER 4/1/13 CHANGE OF CONTR Ug fttffComments Fpyj "ER CREATED AS REINSPECTION FOR INSP- 196297. % due to lack of maintenance of sediment and con rol. 5/3/13 Failed 10/24/2013 -TEMP CO ISSU 90 E AYS. Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. For Inspections please call: (305)762 -4949 February 27, 2014 Page 1 of 1 777 N. W. 72nd AVENUE SUITE 3025 Ml q 12.001217 4 TELEPHONE: ) 22 0400 JOHN BA R RA & AS S O C . N C . o. FAX (305) 281 -0401 www.lbarralandsurveyors.com LAND SURVEYORS DRAWN BY., MCH SHEET No. , OF 2 PROPERTY ADDRESS: 1080 N.E. 105th 5TREET MIAMI 5HORE5, FL 33138 LEGAL DESCRIPTION: LOT 9, BLOCK 1, OF MIAMI 5HORE5 ESTATES, ACCORDING TO THE PLAT THEREOF A5 RECORDED IN PLAT BOOK 47, AT PAGE 58, OF THE PUBLIC RECODDD5 OF MIAMI -DADE COUNTY, FLORIDA. LOCATION SKETCH NOT To SCALE A = ARC. A.C. = AIR CONDXrI0 ER PAD. A.E.= ANCHOR EASEMENT. A.R.= ALUM 7W ROOF. A.S.= ALUW3m SHED. ASPH.= ASPHALT. B.C.= BLOCIK CORNER. BLDG.= BUILDING. B.M.= BENCH MARK. B.C.R.= BROWARD COUNTY RECORDS, B.O.B.= BASIS OF BEARINGS. (C) = CALCULATED. C.B. = CATCH BASIN. C.B.S.= CONCRETE BLOCK STRUCTURE. C.B.W. = CONCRETE BLOCK WALL. CH = CHORD. CH.B.= CHORD BEARING. CZ. = CLEAR. C.L.F.= CHAIN LZNK FENCE. C.M.E = CANAL MAINTENANCE EASEMENTS. CONC.= CONCRETE. C.U.P. = CONK. UTILITY POLE C.P. = CONC. PORCH. C.S. = CONCRETE SLAB. C.N.= CONCRETE WALK. D. E. = DRAINAGE EASEMENT. D.M.E. = DRAINAGE MAINTENANCE EASEMENTS. DRIVE = DRIVEWAY. = DEGREES. EB = ELECTRIC BOX E.T.P.= ELECTRIC TRANSFORMER PAD. ELEV.= ELEVATION'. ENCR.= ENCROACHMENT. F.H.= FIRE HYDRANT. F.I.P. = FOUND INCH PIPE. F. I. R. = FOUND IBM ROD F.F.E.= FINISHED FLOOR ELEVATION. F.N.D.= FOUND NAIL i DISK. FT.= FEET. FNIP.= FEDERAL NATIONAL DMURANCE FROMM. F.N.= FOUND NAZI, H. = HIGH (MIGHT) IN. LEG. = INGRESS AND EGRESS EASEMENT. L.B. = C.P.= ertificate of Authorization L.B./7806 L LIGHT POLE. L.F.E. = LOWEST FLOOR ELEVATION. L.M.E,= LAKE MAINTENANCE EASEMENT. ' = MINUTES. (M)= MEASURED DISTANCE. ABBREVIATION AND MEANING MB - MAIL BOX M.D.C.R.= MIAMI DADE COUNTY RECORDS K. E. = MAINTENANCE EASEMENT M.H.= MANHOLE. N.A.P.= NOT A PART OF. NGVD = NATIONAL GEODETIC VERTICAL ATM. N.T.S.= NOT TO SCALE. # -No.= NUMBER. O/S = OFFSET. 0. H. OVERHEAD O.H.L.= OVERHEAD UTILITY LINES. O.R.B. = OFFICIAL RECORDS Rom. O. V. H. - OVERHANG. PVMT.- PAVEMENT. PL.= PLANTER. P/L = PROPERTY LINE. P.C. C. = POINT OF CC66VJAM CURVE. P.C. POINT OF CURVE. PT.= POINT OF TANGENCY. POC. = POINT OF C044ENCEMQJT. P.O. B. POINT OF BEGINNING. P. R. C.= POINT OF REVERSE CURVE. PWY = PARKWAY. TNP = TOWNSHIP. UTIL,= UTILITY. U.E. = UTILITY EASEMENT. U.B. = UTILITY POLE. N.M.= WATER METER. W. F. = WOOD FINCH. W.S.= WOOD SHED. N.R.= WOOD RODS. W.V.= WATER VALVE. 14 = MONUMENT LINE. ¢ = CENTER LIME. = CENTRAL ANGLE. v =. LEGEND TYPICAL - -°µ -- OVERHEAD UTILITY LINES C.B.S. =WALL (CHW). C.L.F. = CHAIN LIM FENCE, Z. F. = IRON FENCE. W. P. = WOOD FENCE. x 0.00 = EXISTING ELEVATICNS. PRM = PERMANENT REFER» MOHD ENT. SURVEYOR' S NOTES: P.L.S.- PROFESSIONAL LAND SURVEYOR. P.B.- POWER POLE 1) IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY SAID PLAT P.P.S. - POOL PUMP SLAB IN THE DESCRIPTION OF THE PROPERTY, IF NOT, THEN BEARINGS ARE REFERRED P.V.E.= PUBLIC UTILITY EASEMENT TO COUNTY, TOWNSHIP MAPS. (R)= RECORD DISTANCE. 2). ALL ELEVATIONS SHOWN ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF RR. = RAIL ROAD. 1929 FLORIDA DEPARTMENT OF TRANSPORTATION BENCH MARK # 8- 26- RA.LOCATED Q RES.= RESIDENCE. US-1 AND NE 105 STREET, ELEVATION 17.23 FEET OF N.G.V.D. OF 1929 R/W - RZGHT -OF -WAY. 3). THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. RAD. - RADIUS OR RADIAL. 4). CERTIFICATE OF AUTHORIZATION LB # 711M. RGE • - RANGE. 5). NORTH BASED ON PLAT NORTH R.O.E.= ROOF OVERHANG EASEMENT. SEC. x SECTION. STY.- STORY. SURVEYOR'S CERTIFICATION: SNK. - SIDEWALK. S.Z.P. - SET IRON PIPE 1 HEREBY CERTIFY: THAT THIS "BOUNDARY SURVEY- OF THE PROPERTY DESCRIBED HEREON, S.= SOUTH. HAS RECENTLY BEEN SURVEYED AND DRAWN UNDER MY SUPERVISION, AND COMPLIES WITH S.P. x SCREAMED PORCH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF = SECONDS. PROFESSIONAL LAND SURVEYORS IN CHAPTER SI -17, FLORIDA ADMINISTRATIVE CODE T = TANGENT. PURSUANT TO 472.027, FLORIDA STATUTES. TB - TELEPHONE BOOTH TSB = TRAFFIC SIGNAL BOX TSP - TRAFFIC SIGNAL POLE BY 05- 042012 CiARLOS ISARRA (DATE of FIELD WORK) LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY (SURVEYI: -THERE MAYBE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY -EXAMINATIONS OF THEABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, fF ANY, AFFECTING THE PROPERTY. - THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. -LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY -BOUNDARY SURVEY MEANS A DRAWING AND/ OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO SCALE EASEMENTS AS SHOWN ARE PER PLAT BOOK, UNLESS OTHERWISE SHOWN. - THE TERM 'ENCROACHMENT' MEANS WSIBLEANDABOVEGROUND ENCROACHMENTS -ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS, SETBACKS AND WILL BE RESPONSIBLE OF SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN A NEW CONSTRUCTIONS. -UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. - FENCE OWNERSHIP NOT DETERMINED -THIS PLAN OF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. - THE NFIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: AE' COMMUNITY 120652 / PANEL 0306 / SUFFIX: L DATE OF FIRM. 0917112009 BASE FLOOD ELEVATION: 8 FEET THE SUBJECT PROPERTY DOES LIE IN A SPECIAL FLOOD HAZARD AREA CERTIFICATION: VERONIQUE LESTRADE PROFESSIONAL LAND SURVEYOR NO.: 6770 STATE OF FLORIDA (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THEATTESTING LAND SURVEYOR). REvlsEooN: 02 -14 -2013 REVISED SURVEY REVisEDON: UPDATE & ADD CONSTRUCT. ELEV. 07-09 -2013 REwsED oN: UPDATE & ADD CONSTRUCT. ELEV. 08 -08 -2013 REVIsEDON: UPDATE 01 -29 -2014 LS # 6770 STATE OF ' < �Q F <OR0?' �ql LAND SEAL 777 N. W. 72nd AVENUE SUITE 3025 DA 33126 MELEP�wjvr- .(385) 262 -0400 JOHN I BA R RA & A S S O C . , I N C . SURVEY No. 12- 001217 -4 FAX. (305) 262 -4101 > www.ibarralandsurveyors.com LAND SURVEYORS SHEET No. 2 OF 2 DRAWN BY. MCH BOUNDARY SURVEY SCALE = I"= 20' (2) V.P. - F/ LP P 1 /2 "� NO CAPS 1.11' CL OVERHEAD —WIRE LOT 8 BLOCK 1 p 4' METAL FENCE 1.21' CL Y l r OVERHEAD w i I i I -WIRE (2)W.M. �U _ 75.00' Ci 627.75' u.i i _ Q LU _ F.I . P 112" B.C. I e L i SEPTIC TANK < NO CAP F.I.P 1/2" (n'P) � _ 0.56' CL NO CAP N Q rn c co L CLEAN W.V. o(e,,-OUT x m n 11 STEP `9O° 5TEP5 n. r O j� 4 CLEAN 5.I.P I/2" i LLLL OUT ,f ETP LLLLL �-6' Caw. r �f ETP WATER LF14PC e PUMP 10.54' r r WOOD Ki` DECK _ 3.5' C.B.W. ... �N ORY �, WOOD `. t v r 5TEP5 c m � 1 > ,4f4� 10.36' LOT 10 lw Uj �` v BLOCK 1 a WOOD 5TEP5 r 4.4 ' c�i 0.71' CL. ?p JJ J J JJJJ JJ jj j� ±JJ "�"�JJ- '�JJ .13 JJJJJ_ IJJJJJJ�1 :vrJ'1: J.`T J _j__l JJJJJJJJ .JJJJJ..- 7.,_tJJJJJJJJJJJJ 10.24' 1 0.36' ENCR. C.5. 42. 10' J ni POOL n) IJ — — J� �_� 4}�2� . 11 {0��''� JJJ --j1 l Al SUNDER CON5TRUCTION °h 0 moo, DRAIN BOAT SURVEYORS NOTE. - There may be Easements recorded in the Public Records not shown on this Survey. ETP p w u.i i Q LU _ 4' METAL ''! L i FENCE " < i rn c co L L.P. , C `9O° f 1 n. r O j� 5.I.P I/2" L.B. 7806 I i 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: JOB ADDRESS: BUILDING Permit No. (PRIPCE—W- 77 JAN 8 01� E Y: i FBC 20 10 Master Permit No. V-jG' 11 " 2- l y Z, ROOFING City: Miami Shores County: Miami Dade Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: Tenant/Lessee Name: Phone #:�� q w® Email: V, C S t7ra d e— 0 m Q/, , Lio {on CONTRACTOR: Company Name: Phone #: Address: City: State: gip; Qualifier Name: Phone #: State Certification or Registration #: Certificate of Competency #: Contact Phone#: Email Address: DESIGNER: Architect/Engineer. Phone #: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: DAddition Description of Work: �s� o� S°e �j•�4 . �� s4!� si m Color thru tile: Submittal Fee $ Permit Fee $ SbO. (3� CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education 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 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 The foregoing instrument was acknowledged before me this day of , 20 , by who is onally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: My Commission Expires: Contractor The foregoing instrument was acknowledged before me this day of .20 _, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: My Commission Expires: Structural Review Clerk (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06110/2009)(Revised 3/15/09) r DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828 -7499 PROCTOR COMPACTION TEST DATE: May 7, 2012 CLIENT: LANDSTONE BUILDERS INC. PROJECT: Addition @ ADDRESS: 1080 NE 105" Street, Miami Shores, FL CONTRACTOR: Landstone Builders, Inc. MATERIAL DESCRIPTION: Gray sand w /rock fral?ments SAMPLED BY: JA TESTED BY: JA TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop AASHTO designation T- 180 -C. % MOISTURE DRY DENSITY 6.4 102.3 9.9 106.5 15.1 103.2 109 107 105 Optimum Moisture 11.4 Percent 100% Maximum Dry Density 107.8 lbs. /cu.ft. 103 % Passing V Sieve 93.6 Percent 101 ap: Sampled By: JA �� ® .dE ' �� 99 Tested By: JA Checked By: JA �Emc� O B �� A e As a mutual protection to clients, the public and�omeoves, all reports Q are submitted as the confidential property of clidntll ' authcaXWC Oi ® o for use, publication of statements, conclusions or tfrom or regarding , o� our reports is reserved pending our written approve °��4 0Rj® ® ® °� ®� N ejf, ®® /0NAV 10 12 14 16 % MOISTURE Respectively submitted as UA tssam N ani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y o DYNATECH ENGINEERING CORP 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828 -7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: MU 7, 2012 CLIENT: LANDSTONE BUILDERS, INC. PROJECT: Addition n, ADDRESS: 1080 NE 105" Street, Miami Shores, FL CONTRACTOR: Landstone Builders, Inc. Test No. 1 Location: West side of north footer; north footinp, Test No. 2 Location: East side of north footer; north footing Test No. 3 Location: Center of center footer; north footing Test No. 4 Location: Center of north column pad footing Test No. 5 Location: Center of east column pad footing Description of Material: Gray sand w /rock fragments TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 106.3 107.0 106.7 106.5 106.3 MOISTURE CONTENT % 9,2 10.4 11.3 9,8 9.6 MAX. DENSITY IN THE FIELD % 98,6 99.2 98.9 98.7 98.6 COMPACTION REQUIREMENTS BY SPECS. % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 107.8 107.8 107.8 107.8 107.8 OPTIMUM MOISTURE ( %) P P P P P Proctor T -180 AASHTO METHOD C. REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH SPECIFICATIONS Sampled By: JA Tested By: JA Respectfully Checked By: JA W LlrlrfNaamani, P.E. o TECH ENGINEERING CORP. lrd Reg. No. 39584 o �, mate of Authorization No.: CA 5491 o •A density test determines the degree of compaction of thesled laye��feii� only. shall a density test replace asoil bearing capacity determination. A soil boring test must be provided by client, prior to con,", tion to verify subsoil � Vi�OK. As a mutual protection to the clients, the public and ourselves, all reports are submitted as the confidential property of chant d..author,}i of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. V pe 1Y AL. DYNATECH ENGINEERING CORP. 750 WEST 84" STREET HIALEAH, FLORIDA 33014 (305) 828 -7499 FIELD DENSITY TEST OF COMPACTED SOILS DATE: MU 7, 2012 CLIENT: LANDSTONE BUILDERS, INC. PROJECT: Addition @ ADDRESS: 1080 NE 105" Street, Miami Shores, FL CONTRACTOR: Landstone Builders, Inc. Test No. 6 Location: Center of south column pad; south footing; 9 Test No. 7 Location: Center of south footer; south footing Test No. 8 Location: Center of interior footer; south footing Test No. 9 Location: Center of interior column pad south footing Test No. Location: Description of Material: Gray sand w /rock fragments TEST NO. 6 7 8 9 DEPTH 12" 12" 12" 12" FIELD DENSITY 107.3 107.1 106.8 106.1 MOISTURE CONTENT % 10.4 10.6 8.4 8.7 MAX. DENSITY IN THE FIELD % 99.5 99.3 99.0 98.4 COMPACTION REQUIREMENTS BY SPECS. % OF MAXIMUM DENSITY 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 107.8 107.8 107.8 107.8 OPTIMUM MOISTURE ( %) r r r r P Proctor T -180 AASHTO METHOD C. REMARKS: ALL ABOVE TEST RESULTS QQMPLY WITH SPECIFICATIONS Sampled By: JA ,�� 0 Respectfully submitted, Tested By: JA® Checked By: JA a P S Grl. aB N®. 3958ttq Wis-,A Naamani, P.E. Tj ° I JDYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Ti ATF N °SST o° A ertificate of Authorization No.: CA 5491 Z �A density test determinesthe degree of compa oteste,$fim reports are submitted as the confidential property o@ In no way shall a density test replace asoil bearing capacity determination. A soil boring test must be provided by client, pp ,� i "conditions. As a mutual protection to the clients, the public and ourselves, all �"glitntsWa &or publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. a 0 a I C. David Moon & Associates Lic. No. AA0002441 ARCHITECTS /PLANNERS /CONSTRUCTION ADMINISTRATORS C. David Morton, AIA, NCARB Architect 18 July 2013 Miami Shores Village Building Department 10050 Northeast Second Avenue Miami Shores, Florida 33138 Re: Single Family Residence at 1080 N. E. 105th Street Permit No. RC11 -2142 Folio: 11- 2232 - 028 -0090 Owner: Veronique Lestrade Sfara Attn: Building Department Florida Lic. No. AR0005039 North Carolina Lic. No. 8091 I, C. David Morton, Architect, having performed and approved the required inspections at the renovation and addition referenced above, hereby attest that to the best of my knowledge, belief and professional judgment, the structural and envelope components of the above referenced addition and renovation are in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge, belief and professional judgment, the approved permit plans represent the as -built condition of the structural and envelop components of the said structure. This document is being prepared in accordance with Chapter 1 of the Florida Building Code, and is being submitted to the Miami Shores Village Building Department in conjunction with the application for a Certificate of Completion for the above referenced structure. Please feel free to contact me if you require any additional information, or if you have any questions. I can be reached at the phone shown below. C. David Morton, A , Architect Florida License AR0005039 (Impress seal applied) 18 July 2013 7438 -A Southwest 48th Street Miami, Florida 33155 305 -753 -1798 919 - 533 -6974 (FAX) cdmorton bellsouth.net JUN 12 avid Morton & A ' ssocia ARCHITECTS /PLANNERS /CONSTRUCTION ADMINISTRATORS C. David Morton, AIA, NCARB Architect 6 June 2013 Mr. Norman Bruhn, Building Official — Miami Shores Village 10050 Northeast Second Avenue Miami Shores, Florida 33138 Re: Single Family Residence at 1080 N. E. 105t' Street Permit No. RC11 -2142 Owner: Veronique Lestrade Dear Mr. Bruhn: Florida Lic. No. AR0005039 North Carolina Lic. No. 8091 Please be advised that as Architect of Record and Spe�al Inspector for the structural envelop on the referenced project, I have inspected the dWire engineered unit masonry, including, but not limited to, the mortar, horizontal reinforcement, filled cells, columns, lintels, reinforcing steel, and concrete pours. I have found them to be in conformance with the approved plans and the applicable Florida Building Code. Additionally, I had reviewed the truss installation after it was completed, and found it also to be in conformance with the design drawings and requirements. No trusses were in excesg of the 35' threshold set for supervision of off - loading and placement. The roof sheathing was also in compliance with code requirements. It should be noted that the masonry pocket door closure panels for the two sliding glass door units on the south lower fagade which had been excluded from my prior certification have since been inspected and completed. That installation was in conformance with the approved plans. Finally, the steel reinforcing for the Pool Equipment Pod which had been noted as inspected on my previous letter has been poured and that element has been finalized. Accordingly, the structural envelop for the referenced project is in compliance with the approved plans, to my best knowledge and belief. Please feel free to contact me with any questions at the phone shown below. Thank you for your cooperation. MM . (I M -OAO&.A� C. David Morton, AIA, Architect Fla. Reg. No. AR0005039 (Impress seal applied) 6 June 2013 7438 -A Southwest 48th Street Miami, Florida 33155 305 - 753 -1798 919 - 533 -8974 (FAX) cdmorton0bellsouth net . ®�O6'rONE }4 Y Y t f LANDSTONE BUILDERS INC Miami. June 20, 2013 Ref Certificate of Insulation Veronique Lestrade 1080 NE 105th ST Miami Shores, FL 33138 To City of Miami Shores Building Department, Landstone builders Inc hereby certifies that for Veronique Lestrade's Residence the following type of insulation has been installed: a) R -30 insulation for ceilings. b) R -5 insulation for walls. Regards, Landstone Builders Inc. Vicente Cammarano President CORAL WAY BUSINESS CENTER - 7005 N WATERWAY DR. SUITE 304 - MIAMI, FL 33155 TEL 305 2648995 - FAX 305 2648996 - W W W.LANDSTONEBUILDERS.COM r . 6 , V W,011 Z I I i " I CONFIRMATION OF COMPLETION OFSU]WrERRANEAN TERMffE TREATMENT AS REQUI1tED BY FLORIDA BUILDING CODE (FBQ 1816.1.7 P,WvbasWs Name and Address LaridstoneBuilders 7005 N Watemys Drive # 304 Miami, FL 33155 Treabnent Sitc 1080 NE 105 Street, bfiami Shores, Fl, 33138 Doe (if Completion. 0612W2013 Perinit. RC-1 1-11-2142 Product Adonis 75WSP @.05% Number of Gallons: 250 Lot N/A Block- NIA Applicator: Breck Bishop Date & Thm 06/2D/2M, WO FM Accurate Pest Cor" Inc. hmby 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 establabed by Flmida Department of AgrmAWre and Consumer Services. Exterior peranew treat was completed upon final grade. Guarantee None X I Year 5 Yews LICENSE 0 1752 ACCUR T CONTROL, INC. BY: Harvey S `- President Revised.m Ot,1112a, Renewal Yes No X 30 S, SWI ROAD 7 * PLAWAMMIFLORM 3=17. 954-384-8M * I-010-749-"" a FAX: "444"117 ^.. .1 M% mom License #'JB 1752 Certificate of Coke for Termite Protection (asmggitW by Florida Bit$ Code (FBQ 1916.1.7) Landstone Builders (305) 264 -8995 1080 NE 105 Stmt, Miami Shoff; FL 33138 Residence Addition Permit# RC -11 -11 -2142 rfeabnw Pry Tr eat soff wood beabnalt, bait gstem o (dmft) teaneg for the preveatkm of subWrmw Umihm end laws estabbsMd by the FlofidaDvwftent of Apio tt m and Cons 300 S ATE ROAD 7 * PRAI►ITA'tI ©O FtMDA 33317 » 954 -544-SM * 1-00-749.&M * FAX., 954-58"117 i 1 AppLIc.ANT: Veronique Lestrede Amu: C. David Morton (C. David Moftn, Architect} PROPERTY AUMSS : MO IS 105 St ti 14MI; FL 33138 AppwcATION #:AP1054866 PERMIT # :13- SC- 1382044 Docmmn #F1919899 DAIS p:07/23/2013 FEE PAID100.00 RECEIPT #:13 -PID- 2192721 Ldg: 9 BLOCK. 1 aMOT MION. Miami 5hor� Estates IDO: 91- 2232- QZS -0l19� CHECKED tnl ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED. vm ZNST3ILUATIox SETBACKS t } toil TANK Saw 131 1300.00 121 750.00 E } [271 SURFACE WATER FT. [ l 1021 TAM mm=* [ } t281 DITCHES FT [ 1 1031. ==v Dmdz E 1 (291 PRIVATE WELLS. FT E I [041 MULTI- CHAMBOW 1IJ R 1 E 1 1301 PUBLIC WELLS FT E 1 [051 OUTLET FILTER Zabel 1 1 131) IRRIGATION WELLS FT [ I E061 LE=w 1. 28-0%14 -BM C 2 28-%104 -09SC4 E 1 1321 POTABLE WATER 40 FT [ 1 E0:71 WATERTIGHT [ 1 1331 BUILDING FOUNDATIONS 5 FT [ 1 Joel ism E 1 [341 PROPERTY LINES 5 FT I 1 too]. DEPTH TO IUD [ I t351 OTHER FT DRAMWIELD INSTALLATION VILLED / MOUND SYSTEM [ 1 1101 AREA 111 121 am C 1 1361 D9Ans nLD COVER E I E111 DISTRIBUTIQN BOX HTADER X I I E371 SHOULDERS j } E121 NMIMM OF - DRAILiS.INES 1. MCI 2. [ 1 1381 SLOPES [ } -1131 DRAINLIlM SEPARATION [ 1 1391 STABILIZATION 07%24/2013 1 1. 1141 =4114IM13 SLOPE t 7 115E OEM OF C{iVER ADDITIONAL TION E 1 1161 ELEVATIOk- E BELOW IBM 24.60 1 1 1401 UNOBSTRUCTED AREA t 1 1171 SYSTEM LOCATION [ } E41I 8TORMNATER RUNOFF E } gel DOsa1G Pumm 1.00 [ 1 1421 ALARMS E 1 1191 AGGREGATE SIZE [ 1 1431 MAINTSMNCE AGREEMENT E 1 120I AGMU ESS'VX FINES E 1 1441 BUILDING AREA E 1 1211. AGGREGATE DEPT'S E 1 1451 LOCATION CONFORHS WITH SITE PLAN [ 1 1461 FnQL SITE GRADING ML Xi/ATIG�i / SCA t 1 E471 CONTRACTOR John L Hanley (MR C"S PL) 1 1 122} FILL Aaa�T t 1 1481 OTHER [kip Icrigatton - 1Vetafirrt E . } 12 11 PILL ARE 1 1 [2141 E=AVATIOK DEPTH ASAIMONGNT j } [25} AREA REPLACED [ 1 1491 TANK PUMPED [ 1 1261 REPS' MNTERIAL E 1 1501 TANK CRUSHED FILLED Comments* Comments are on page 2. Dad CHD DATE: 07126/20'13 CONSTRUMOU E DISAPPROVED 1 Rom End ®��Yiel HealYit) SSNAL SYSTEM E APBR J DISAPPROVED I: Dade CHD DATE: OT/2612013 �8 , Umplasation of Violations on following rase) DH 4016, 06/09 JCbsoletes all previous Gluons which may not be used) Gage 2 of 3 Incorporated: 64E- 6.003, PAC EH Database v 1.0.1 AP105480 EID4382044 'r Permit NO. RC -11 -11 -2142 1 Miami Shores Villager 10050 N. E. 2nd Avenue° g k� Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)758-8972 Issue Date 412312012 Expires: 10/20/2012 ON REQUESTS: (305)762 -4949 or Log on at https :ilbldg.miamishoresvillage.com /cap S ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. must be received by 3 pm for following day inspections. sidential Construction Parcel #:1122320280090 Svner's Name: VERONIQUE SFARA Owner's Phone: (305.W 2006 Job Address: 1080 NF 1 n5 Street Miami Shores FL 33138- 9ond Number: esontractor(s) Phone Primary Contractor. LANDSTONE BUILDERS INC (786)306 -3433 Yes f Total Square Feet: 4300 Total Job Valuation: $ 300,000.00 WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM - 6:0012M. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO IUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND ,STED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO C8TAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. L:3 �\ X, 1 l- -Z�42- f u J c m olm L N.G. , . 0 1� - 21'#2 ID - p ICO - vc--L��tAj� J "- Fr-E. W 4'. G.V.Q. DAVV "Mt �. O 7 PWW Adm Wo j� vmvo i�j Nath h (34%L63-i 3 r ac low b33."u 0 iEngineer, PLLC. 9920 NW 44 TER #306 DORAL FL 33178 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.ien inq eerpllc.com; E -mail: ivan @ien ineer Ilc.com PAGE i/33 COVER SHEET DATE: January 31, 2013 PROJECT: Aluminum spiral stair, alum railing and SS cable guardrail /railing ADDRESS: 1080 NE 105th St, Miami, FL 33138 CLIENT: This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 33. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in -house developed software. Prior to commissioning Into service, the in -house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 33. iEngineer PLLC, CA= 29119 Juan C. Moreno, RL Reg. PX 69818 VALID ONLY FOR ONE (1) PERMIT ONLY: VALID ONLY WITH RAISED PE SEAL. - -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. !Engineer, PLLC. 9920 NW 44 TER #306 DORAL FL 33178 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: www.iengineerplic.com; E -mail: juanOien ineerpllc.com PAGE 1i/33 INDEX DESCRIPTION PAGE SS CABLE AND ALUMINUM GUADRAIL AND RAILING Guardrail design 1 Post design 3 Core drill design 5 End plate design 6 Anchor design for end plate 7 Lag bolt design for post base plate 14 Aluminum spiral stair and railing. Picket design 15 Landing plate design 16 Tread design 17 Angle design 19 Column design 20 Cantilever beam design 21 Landing frame design 22 Tapcon for landing design 29 K PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1010 NE 105th St, Miaml, FL 33138 DATE: 1/AM13 SHEET No. OF DESIGN BY: JI8 ALUMINUM GUARDRAIL DESIGN F.B.C. 1618.4.6.1 M= I PxL /4 IM= 1 2,400.00 LB-IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.0 IN FROM A WELD. Fb_= _ 1 28,000.0 PSI ALUMINUM ALLOY 6061- T6,- T651,- T6510, -76511 S= M /Fb S = 0.086 IN "3 Sx= 0.210 IN "3 S = 0.086 IN "3 < Sx OIC USE: ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 TUBE 2 X 1 X 1/8 Sx = 0.21 IN "3 Sy= 0.33 IN "3 P = 200 LB 48 IN +I 1/33 PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1080 NE 1011th St, MINnk FL 33138 DATE: 1128=3 SHEET No. OF DESIGN BY: Jldl ALUMINUM GUARDRAIL DESIGN F.B.C. 1618.4.6.1 M= IW xL "2/8 M = 1 1,200.00 LB-IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.0 IN FROM A WELD. Fb = 1 28,000.0 PSI ALUMINUM ALLOY 6061- T6,- T651,- T6510, -T6511 S= M /Fb S = 0.043 IN "3 Sx = 0.210 IN "3 S = 0.043 IN "3 < Sx OK USE: ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 TUBE 2 X 1 X 1/8 Sx = 0.21 IN "3 Sy= 0.33 IN "3 W = 50 LB/FT 48 IN 2/33 ALUMINUM POST DESIGN F.B.C. 1618.4.6.1 M= jPxL M = 1 8,400.00 LB -IN ALLOWABLE STRESS APPLY WITHIN 1.0 IN OF A WELD. Fb = ii, 000.o -p-s- i ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 S= M /Fb S = 0.700 IN "3 Sx= 0.911 IN "3 USE: PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1080 NE 108th St, Miami, FL 33138 DATE: iPAW3 SHEET Na OF DESIGN BY: JM P = 200 LB S = 0.701N "3 < Sx OIC ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 TUBE 2X2X1 /4 Sx = 0.911 IN "3 Sy= 0.9111N "3 T. 3/33 N PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: J ADDRESS: 1080 NE 106th St, Miand, FL 33138 CABLE SEPARATION = 3.00 IN DATE: 1IM2013 SHEET No. OF M= JWXLA 2/8 DESIGN BY: JM ALUMINUM POST DESIGN -Z CABLE TENSION M /Fb S = 0.833 IN "3 J CABLE TENSION = 350.00 LB 0.911 iN "3 CABLE SEPARATION = 3.00 IN 3 M= JWXLA 2/8 M = 1 23 333.33 LB-IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.01N FROM A WELD. Fb = 1 28,000.Q PSI ALUMINUM ALLOY 6061-T6, -T651, - T6510, -T6511 S= M /Fb S = 0.833 IN "3 Sx= 0.911 iN "3 S = 0.83 IN "3 < Sx OK USE: ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 TUBE 2X2X1 /4 Sx = 0.911 IN "3 Sy= 0.9111N "3 40 IN 4/33 Projet Name: Address: Load n Design Post m Lbs Distance Betaresn Posts = --Aft Guardrail High = 42 in RaRV Post Embedment according with ACI 318 Appendix D P = 200.00 Lbs Load design or 50Lb/ii x distance bar pass L =� in Point of load applicant to finish fbor. t = gin Conasete slab thtclumm 2 4*, ACI 3184 8 APPENDIX D.8.5 h.,-F---r7,.00 In her= 5.00 in c'= 4.00 in Slab Pc = 3000 psi do= 2.00 In CUautr post = N (Y a SQ or RECT Post = Y t= 5.00 in Deep of embedment Chedit hot. DID from the Mdff of Post to the edge of concrete. Grout F'c- ®psi, % Ksi, ACI 318-08 APPENDIX D.3.5 outside dimension perpendicular to the tics. 'YesorN /No) 1= 5.00 in s 8 do HD = 3.5 in Hole diameter, tune drill or IbW embedment. I - is load bearing length of tine anchor fix shear, not stood 8d a= 2.547 in a=(2 *h.2 +3Lhf)1(3hj+6L) P2= 2770.9 Lbs P24 *P /(h .0(2a -h .1)) Pi = 2570.9 Lbs Pr =P2 - P V.-F---1.61x P2 Lies load, ACI 318-08 Section 9.2 Vu= 4433.5 Lbs 1. BEARING STRENGTH (SLAB) b1= 9.13 in b1= 1.782 *c, +d, f2= 879.2 psi b= 2.47 in f2= 2 * P2/ (a * b) Allowable= 0.85 * 0.85 * Pc * A A - J (b1 / d) - 2.1384 A<2, OK Allowable= 3315.0 psi 2:IZ OK, SATISFACTORY 1.1 BEARING STRENGTH (GROUT) f2= 1088.0 psi d= 2.00 in f2= 2 * P21 (a * b) Allowablew 0.65 * 0.85 * Pc * A A = 4 (b / d) = 1.1124 A <2, OK Allowable= 4916.8 psi 2 I2, OK, SATISFACTORY 2. CONCRETE BREAKOUT STRENGTH OF ANCHOR IN SHEAR 10Vc F 0*A„ /A= *W8 *W7 *(7 *(11d f2* Jdo* JfQ *Crt.5) mV,e 4689.2 Lbs z Vu, OK, SATISFACTORY Waa 1.0 %-1 1.2 0= 0.75 Av/Avo and W6 ems are 1.0 for single shear sleeve not influenced by mom than on fires edge W?= 1.0 in cry unroinlbrved concrete W7= 1.2 with edge roinf of #4 bar and greater W7= 1.4 with edge reir f of #4 bar and stirrups at 4* or less, or if (1MV D.8.2.7) 1= is load bearing length of the anchor for shear, not mooed 8d ft=10% fC = 300 fr=7.5,0c - 410.792 OK 3. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR 41VW= 4, * kp AN/ AN, *W2 * W3 * (24 * d fQ * h is ) (We 14535.3 Lbs a Vu, OK; SATISFACTORY 4. SHEAR CONE STRENGTH 004fe - 164.32 psi Fell= carne am = 2(1.5 at )(1.8 c1 )+d, • (1.411 1.5*c1 >h : (m) = h Fallure curre area = 84.00 In2 Vn = 13802.6 Lbs z Vu, OK SATISFACTORY ❑ ab Orb 5/33 V� M. � L ra a h he a PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1010 NE 105th MIML FL 33138 DATE: 1MM13 SHEET No. OF DESIGN BY: JM ALUMINUM END PLATE DESIGN CABLE TENSION a CABLE TENSION = 350.00 LB d CABLE SEPARATION = 3.00 IN 3 M = WxL "2/8 M = 1 2,858.33 LB-IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.0 IN FROM A WELD. Fb = 28,000.0 PSI ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 S= M /Fb S;_ 0.102 IN "3 Sx= 0.130 IN "3 S = 0.10 IN "3 < Sx OK USE: 6061- T6,- T651,- T6510, -T6511 LAT BAR 2 X 5/8 Sx = 0.1302 IN "3 Sy= 0.4167 IN "3 ,IN 6/33 Geometry f1m] & Loadh* Ob. In.lb] 7 t 9 Z N ' O � d G i btptd d8W wA 1 Wit mW be docked for SVMMMwfth ft "s" =dftm and for pkit�f PROFiS A (c) 2003 -2006 Hr6 AG, FL -6494 Sdmm Hrtl ie a rem Tradmark 0f M AG3 Sdww 7/33 www h t us Praha Anchor 2.3.3 Company: IENGINEER, PLLC. Page: 1 Specifier. JUAN C. MORENO Project: Address: 9920 NW 44TH TER. #306 DORAL FL 33178 Sub - Project 1 Pos. No.: Phone I Fax: 954 274 2429 786 545 7636 Date: 1/31/2013 E -Mail: juan@Wnglneerplic.com Spectfter's comments: 1 Input data - . Anchor type and diamdee Kwik Bolt 3 - S8 3/8 (2) Effective embedment depth: h9f = 2.000 in., h., = 2.625 in. L Material: AISI 304 Evaluation Service Report:: ESR 2302 Issued 1 Vatd: 6/1/2012 12/1/2013 Proof: design method ACI 318 / AC193 Stand -off Inflation: eb = 0.000 (n. (no stand -off); It = 0.500 in. Anchor plate: 1„ x Ir x t = 2.000 In. x 2.000 in. x 0.500 in.; (Recommended plate thidmess: not calculated) Prose., no profile Base material: uncraciced concrete, 3000, V= 3000 psi; h =12.000 In. Reinforcement: tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar SeW* bads (c&t. C, D, E, or F) no Geometry f1m] & Loadh* Ob. In.lb] 7 t 9 Z N ' O � d G i btptd d8W wA 1 Wit mW be docked for SVMMMwfth ft "s" =dftm and for pkit�f PROFiS A (c) 2003 -2006 Hr6 AG, FL -6494 Sdmm Hrtl ie a rem Tradmark 0f M AG3 Sdww FII`TI www.hftus Profs Anchor 2.3.3 Company: (ENGINEER, PLLC. Page: 2 Spedfler. JUAN C. MORENO Project: Address: 9920 NW 44TH TER. #= DORM. FL 33178 Sub- PmJect I Pos. No.: Phone I Fax 954 274 2429 786 545 7636 Date: 1131/2013 E-Malt: Nan@lenghmMllc.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reacdo re pb] Tension force: ( +Teraion, - Compression) Anchor Tension face Shear force Shear force x Shear force y 1 2000 320 320 0 max. concrete compressive strain: max concrete compressive stress: resulting tension force In (x/y)= (0.000/0.0W): 2000 [tbl resulting compression force In (x/y)=(0.00010.000): 0 [tb) 3 Tension load Y x Load Nw pbj Capacity ^ [lb] Utilization & m"al�N„ status Stw trey— 2WO 5175 O Puffout Strength Concrete Breakout Strength- 2000 2111 2000 2417 anchor having the highest loading "anchor group (anchors In tension) 3.1 Steel strength Nos = ESR value refer to ICC-ES ESR 2302 � Ndw a N,, AC1318-08 Eq. (D-1) Varkblft n Baer [in-I foram 1 0.05 1 Calculations No P bl em Results No P bl of Nu P bj No [Ibl 7 5175 2000 3.2 Pullout Sbength f NMA = Np m refer to ICC-ES ESR 2302 ACI 318-08 Eq. (D-1) Variables fa m $M Plbl 30DO 2m calculatlorm " 1.095 Results N [Ibl m N [�1 Nam l�bl 2111 20 )0 DPA dGW WO MUft MUSt be dmdwd for a dwW►are WddhV MMOH naandfar plminyl PROFIS Andes (c) 20042W9 M AG, FL -9494 SMm hSd is a T rk d' M AG, Sdwm 95 OK 83 OK FIIL�TI wwrr hiltLus Proft Anchor 2.3.3 Company: (ENGINEER, PLLC. Page: 3 Specifier. JUAN C. MORENO Project~ Address: 9920 NW 44TH TER. #3W DORAL FL 33178 Sub - Project I Pos. No.: Phone I Fax 954 274 24291786 545 7636 Date: 1/31/2013 E -Mail: 0an@Iengineerplic.c orn 3.3 Concrete Breakout Strength NN, _ ( ) Wed.N WaN Ww+.N Nb ACI 318-08 Eq. (D4) f Nab x Nus ACI 318.08 Eq. (D-1) ANa see ACI 318.08, Part D.52.1, Fig. RD.5.2.10) AN.0 s 9 har ACI 318-08 Eq. (D•6) 1 Wec,N m 2 ON )!C 1.0 ACI 318-08 Eq. (D-9) C1 +Tf�; W.,N = 0.7 + 0.3 (�) 51.0 ACI 318-08 Eq. (D-11) IftN = MAX( ,1'�) s 1.0 ACI 318-08 Eq. (D-13) Cap C. N. = ke X lk tV ACI 318-08 Eq. (D-7) Verlawes her M•) ea+.N M•) eaa.N [n•) q,,m Pnj WA 2.000 0.000 0.000 4.00U 1200 tae [n•) ke X fa M 3.875 24 1 3WO Aw In .1 Aw [In•1 eel N Al Nb pb) . 1. 1 Results Na, [b) ew 4 ' w1 rob 0b) Nue [b) 371 41 PRt3Idafo r must be diced for me exi N ama" and for pwusufrl S Amcor(a) 2=2W9 M AO. FL•84s4 safaren Hun is a registered Trademark of Kid AG, Sdwm 10/33 www.htlti.us Profs Anchor 3.3.3 Company: (ENGINEER, PLLC. Page: 4 Speciffec JUAN C. MORENO Projed: Address: 9920 NW 44TH TER. #306 !ORAL FL 33178 Sub - Project I Pos. No.: Phone I Fax 954 274 2429 1786 545 7636 Date: 1/31/2013 E -Mall: lr enVengineerpile corn 4 Shear load Load V= 0b] Capacity fV, [b] Utilization = V=,! Vn Status Steel 3237 10 UK Steel fdure (with lever amp WA Pryout Strength" 320 Concrete edge (allure in direction x +** 320 * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V„ = ESR value refer to ICC-ES ESR 2302 4 veted a V„ ACI 318-08 Eq. P2) Varisbles n rev [In.1 f a, DA 1 0.05 1 Calculations V39 Pbl Results V„ Ilbl 3237 Pb1 V3 pbj 4 0.650 4.2 Pryout Strength V. = k. [\ , W" We a WCP,a Ne, ACI 318-08 Eq. (D-30) AN. WA WA WA 2603 13 - OK 2573 13 OK 0 VW, z V. ACI 318 -08 Eq. P-2) AN, we ACI 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) ANOO =94 ACI 318-08 Eq. (D-6) 1 2�eN ffi 1.0 41" a 1 + ACI 318.08 Eq. (D-9) 3 W6d,N = 0.7 + 0.3 \ S 1.0 ACI 318-08 Eq. (D-11) W,P,N = MAX( ,1 h } S 1.0 c3a C. ACI 318-08 Eq. (D-13) Ph = k, x Af, tad ACI 318-08 Eq. (D-7) VariatAes k�P hef M•] eco,H on.) scm on.] M•] 1 4.0W aN � M•] Ik x f, ]mil 1. 3.875 24 ft 1 Calculations AN. IIn.1 ANO IM-II ®ot ecz.N N N N Nb Pb] 38.00 .00 1. Results 1. .000 3718 [�bl V3 0 3713 z6 MP4 We ma remora must be did for 8WOOMM wfth are wos>IIV OnOwn and W piwreitrfffryl PROFIS kidw (c )20033.200 M AG. FL -9494 Sdmm Hr0 G a re Tradw wk of HAtf AG, Sdman 11/33 www.htt us Probe Anchor 2.3.3 Company: IENGINEER, PLLC. Page: 5 Specifter. JUAN C. MORENO Project: Address: 9520 NW 44TH TER. #= DORAL FL 33178 Sub - Project 1 Pos. No.: Phone I Fax: 954 274 24291786 545 7636 Date: 1131/2013 E-Mal: juareengineerpllc.cxhrn 4.3 Concrete edge failure in direction x+ Va, = RD Wed .V Wav Whv WWOKV Vb ACI 318-08 Eq. (D-21) m Veb 2 V1e ACI 318 -08 Eq. (D-2) Ave see ACI 318-48, Part D.62.1, Fig. RD.6.2.1(b) Avao = 4.5 Cal ACI 318-08 Eq. (D-23) 1 WOO = \ 1 2 51.0 ACI 318-08 Eq. (D-28) Wady = 0.7 + 0.3(f ):s 1.0 ACI 318-08 Eq. (D-28) = 1 K Z 1.0 ACI 318-08 Eq. (D-29) Wnv - IN Vb = (7 0002 �0.-) )L -f. 4.15 ACI 318-08 Eq. (D-24) Variables Cal IM•] Cat MJ env Ile•] av ha M-] 4.000 6.000 MOW le Pp.] da (in•] fc (Ps0 IL v 0.375 3000 1. calculations Ave gn.1 Am on.1 acv ed.v v Vb [lc] ----T2-.W 2625 Results Vab Ilcl 0: tj0 t Vb 5L �i ] V320 I 6 Combined tension and shear loads fire (iv Uhf on ikv real Status 0.947 -124 - ow= (ON +pv)/12<=1 6 Warnings • To avoid falture of the anchor plate the required thickness can be calculated in PROMS Arw hor. Load redistributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be suffldentiy stitf, in order not to be deformed when subjected to the loadingl • Condition A applies when supplementary reinforcement Is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength arW Pryout strength. Condition B apples when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Cheddng the transfer of loads into the base material and the shear resistance are required In accordance with AC1318 or the relevant standardl Fastening meets the design criterial hVid dam and MWft MuSt be d ed foragrowatwithore mddhV MWftM OW for p litrl PROFIS Anew (c) 2003-2009 M AG3 FL4WM Sdman HW Isa regia 9W T 1c cf M AO. Sduw WKC? Proft Anchor 2.33 Company: (ENGINEER, PLLC. Page: 6 Specifier: JUAN C. MORENO Project: Address: 8820 NW 44TH TER. OM DORAL FL 33178 Sub - Project 1 Pos. No.: Phone I Fax: 854 274 24291786 545 7636 Date: 1/3112013 E-Mall: juanaier(lineerplic c orn 7 Installation data Anchor plete, steel: - Anchor type and diameter: KvAk Boot 3 - SS, 318 (2) Profile: no profile; 0.000 x 0.000 x 0.000 In. Installation torque: 240.000 in.ib Hale diameter in the fixture: dr = 0.438 in. Hale diameter in the base material: 0.375 In. Plate thklmess (input): 0.500 in. Hole depth In the base material: 2.625 in. Recommended plate Chic imess: not calculated Minimum thickness of the base material: 5.000 In. Cl mwft: Manual caning of the drilled hole according to Instructions for use Is required. Coordinabe Anchor In. 1 -3<� 'cam 4 7.000 5.000 UW damWWMuftmiretbe daded foreWeerneritw0ft a andfwpleu bftl PROFtS MOM (c) 2003-2d8 M AG, FL W" S&am FM ma regWmvdTmAwnarkafKtfiAG, Screen 13/33 hllrww.tdKUS Profls Anchor 2.3.3 Company. IENGINEER, PLLC. Page: 7 Specifier. JUAN C. MORENO Project: Address: 9920 NW 44TH TER. #1306 DORAL FL 33178 Sub -Project I Pos. No.: Phone 1 Fax 954 274 24291786 545 7636 Date: 1/31/2013 E-Mall: juan@"inaer Ac.00m 8 Remarks; Your Cooperation Duties • Any and afi Information and data contained In the Software concern solely the use of HUd products and are based on the principles, formulas and security regulations In accordance with HWs technical directions and operating, mounting and assembly Instructions, etc., that must be strictly compfief with by the user. AD figures contained therein are average figures, and therefore use- speciflc tests are to be conducted prior to using the relevant Hfiti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific faciibty. The Software serves only as an aid to interpret norms and pemrits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or lin* damage caused by the Software. In particular, you must anange for the regular badwp of pmgrams and data arid, If applicable, carry out the updates of the Software offered by HIM on a regular basis. If you do not use the AutoUpdate ftrndion of the Softwrare, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying of manual updates via the HIM Website. HIB will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. "Rd dehe 00 WGUft must be (mod for aWewwd with lire existing o nM=and nor p ity) PROFIS Andes (0)2M3-2009 HBO Aft, FL -8494 Stamm HNtl lea regWmed Treqmmic ar h61tt AG, Sdmen iEnginear, PLLC. Consulting Engineers 9920 NW 44 TER #306, DORAL, FL. 33178 Ph (954) 274-2429; Fax (786) 545-7636 www.iengineerplic.com juan@iengineerplic.com PROJECT NAME: PROJECT ADDRESS: SCALE: AS SHOWN DATE: SHEET No: DESIGN BY. JM 14/33 A BIC_DIEIF G H IIJIKIL M NJOJ.P Q R SITIUIVIWIX YIZI It V1 r; 2 e 3 4 wl -I I t I 5 6 e1w 7 9 aw 10 1 1 , III 1 4 tac-1 'a I 121 0ev; 1 13 14 15 A lb 16 04 VrIl 17 I Loft 18 191 Y4 IOU: 201 21 22 23 61 oev 241 0 V) VT 251 261 i PEI -lob 271 281 i 29 30 15/33 ALUMINUM POST DESIGN F.B.C. 1618.4.6.1 M lPxL M 1 7,200.00 LB-IN ALLOWABLE STRESS APPLY WITHIN 1.0 IN OF A WELD. Fb = _ 12,000.0 PSI ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 S= M /Fb S = 0.600 INA3 Sx-- 0.683 INA3 USE: PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1080 NE 108th St, MGM, FL 33138 DATE: 112WM3 SHEET No. OF DESIGN BY: JM P = 200 LB S = 0.60 INA3 < Sx OK LUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 ;) TUBE 1X1X1 /8 Sx = 0.6834 IN "3 Sy= 0.6834 INA3 ALUMINUM LANDING PLATE LOAD = 45.00 PSF OPEN AREA = 0.00% PRESSURE= 45.00 PSF WIDTH = 12.00 in W = PRESSURE X WIDTH W = 45.00 #/ft L= M. Wxo M= 8 Fb = 28,000.00 PSI S= M Fb S = 0.010 in, < Sx = 0.031 in' THICKNESS (d) = 0.125 In %= b x da S. = 0.031 Ina 6 SOLID AREA 100.00% 2 It MAXIMUM SPAN 22.50 Lb-ft OK USE ALUMINUM ALLOY 6061 T6 118" THICKNESS Sx= 0.031In3 16/33 Name: JALUMINUM TREAD_ ALUMINUM TREAD Sx = 1.330 in' (TOP) USE ALUMINUM ALLOY 6061 -T6 TREAD 118" THICKNESS Sx= 1.330In3 LIVE LOAD = 300.00 LBF MAXIMUM SPAN P x L = 900.0 Lb-ft 17/33 LIVE LOAD = 40.00 PSF DEAD LOAD = 5.00 PSF WIDTH = 12.00 in W1= 45.00 # /ft L= 3 f W2= 5 #/ft M1 = W x o = 202.5 Lb-ft M2 = 2 M3 = W x LZ = 22.5 Lb-ft 2 Fb = 9,000.00 PSI S= M Fb S= 1.230 in3 < Sx = 1.330 ins OK Sx = 1.330 in' (TOP) USE ALUMINUM ALLOY 6061 -T6 TREAD 118" THICKNESS Sx= 1.330In3 LIVE LOAD = 300.00 LBF MAXIMUM SPAN P x L = 900.0 Lb-ft 17/33 0.90 in 2.10 in ALUMINUM TREAD 1/$" THK nom, vain fA in 31n Perhne�er oeomew 20.8 in Proper"s. h 4.39 W4 Ix 1.21 W4 ry _ iss in rx 0.971n A IAW2 Sy RWd _ . _ 1.95 W3 Sy Left SS W33 -_ Sx Bottom JDA W3 _ SX Top 1.33 W3 _ cenbotd Y 0 ln controid x P Propel - 2.2N81e -M in .. _ Zy 2Z1 W3 Zx 1.04 W3 PAIA -Y 047 to PNA-X 420981e4181n Poi 1P 8.80 km rP 2A9 In IES ShapeBullder 4.0 www.lesweb.com 4.50 in 12 I4 by Theta 12, Ina 4.39 W4 4.883089 -815 b M 90 deg in Pro ect Name: JALUMINUM ANGLE Address: ALUMINUM STAIR LANDING ANGLE LOAD = 45.00 PSF WIDTH = 20.00 in W = 75.00 # / It L = 3.58 ft MAXIMUM SPAN Ml= W x La - 120.2 Lb-ft 8 Fb = 9,000.00 PSI S= M Fb S = 0.160 In < Sx = 0.190 in° OK S, = 0.190 in' USE ALUMINUM ALLOY 6061 -T6 ANGLE 2 X 2 X 3116 @ 18" O/C MAX Sx= 0.190In3 19133 Project Name: Address: M COLUMN BEARING ALUMINUM COLUMN LL = 40.00 PSF DL = 40.00 PSF LOAD = 80.00 PSF WIDTH = 3.00 in (HALF OF STAIRS WIDTH) P = 720.00 # L = 3 ft MAXIMUM SPAN M1 = P x L - 810.0 Lb-ft Fb = 10,500.00 PSI S= M Fb S = 0.926 163 < S. = 3.190 in' OK Sx = 3.190 in' USE ALUMINUM ALLOY 6061 -T6 PIPE 4 SCH40 Sx= 3.190ln3 20133 ALUMINUM CANTILEVER BEAM Sx = 1.330 in' (TOP) USE ALUMINUM ALLOY 6061 -T6 TUBE 3X2X714 Sx= 0.978In3 MAXIMUM SPAN 21/33 LIVE LOAD = 40.00 PSF DEAD LOAD = 5.00 PSF WIDTH = 27.50 in W1= 103.13 # /ft L= 3.5 ft ml= W x 0 = 631.6 Lb-ft 2 Fb = 12,000.00 PSI S= M Fb S= 0.632 in3 < Sx = 1.330 ire OK Sx = 1.330 in' (TOP) USE ALUMINUM ALLOY 6061 -T6 TUBE 3X2X714 Sx= 0.978In3 MAXIMUM SPAN 21/33 22/33 Elements' properties Members' length; lu 23/33 isometric 24133 Dead load 25/33 Live load Unity check design elements ��. IM. _ 34 28!33 27/33 Design Group Results Design Group: Aluminum Beam Z a04 per ADM ASD (2010) - Building Structure DesiopedAs:RT2.00x2.00xO.250.Matedal-W-wninum%WI-T6-E tined Check Member Result Offset Code Unity Details Name Case ft Ref. Check BMZ045 D+Lr 4.500 0.100 OK Strona Flexure Check Member Result Onset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref. Check BMZ045 D +Lr 2.250 - 251.072 563.657 F.83 0.445 OK Lbz = 4.500 ft, Cb =1 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref. Check BMZ045 D+Lr 0.563 - 165.402 4000.000 G2 -1 0.041 OK sign Group: Aluminum Beam Y%_G03 per ADM ASD (2010) - Building Structun resigned As: LS2.004.004.250, Material: lAluminum1606146 -E )mbined Check Member Result Offset Code Unity Details Name Case ft Ref. Check BMX054 D +Lr 2.000 H.1 -1 0.268 OK KLz = 2.972 ft, KLy = 4 ft, Cb =1, Lb =4ft Strona Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref. Check BMX054 D+Lr 2.000 73.599 897.225 F5-11 0.082 OK Lbz = 4 ft, Cb =1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft lb-ft lb-ft Ref. Check BMX054 D+Lr 2.000 - 73.599 395.226 F.5 0.1860K Lby=4ft c Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name can ft lb lb Ref. Check BMX054 D+Lr 0.500 - 93.976 6363.636 G2 -1 0.015 OK Design Group: DG8 per ADM ASD (2010) - Building Structure Designed As: RT2.004.00W.250, Material: %Aluminum18061 -T6-E Combined Check Member Result Offset Cale Unity Details Name Case ft Ref. Check BMX036 D +Lr 0.500 0.073 OK Strong Flexure Check 28/33 Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb -ft lb-ft Ref. Check BMX036 D +Lr 4.000 - 745.743 996.307 F.3.1 0.749 OK Lbz = 4 ft, Cb = 2.017 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name can ft lb lb Ref. Check BMX036 D+Lr 4.000 - 275.740 6000.000 G2 -1 0.046 OK Dead load + live load REACTIONS REACTION AT CONCRETE SLAB SHEAR APPLIED 170# < SHEAR ALLOWED 189# 29/33 USE SS TAPCON 1/4" DIA X 2" MIN EMB & 1" EDGE DISTANCE REACTION AT COLUMN 30133 iM1 s BUILDING CODE COMPLIANCE OMCE (BCCO) PRODUCT CONTROL DI MION NOTICE OF ACCEPTANCE ITW BuiWex. 1349 West Bryn Mawr Ave. Itasea, IL 60143 MIAMI-DADS COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130.1563 (305) 375 -2901 FAX (305) 372.6339 www.mWmidnde goeJ%0dinaeode SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. ff 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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control of the applicable building code. This product is approved as described herein, and has been design to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Tapeon Masonry Fasteners. APPROVAL DOCUMENT: Drawing No.O&ITW-0004, titled apron Masonry Fasteners ", Sheets 1 and signed and sealed by Frank L. Bennardo, PA bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami Dade County Product Control Division. NlISSME IWACT RATING: None LABELING: Each unit or box shall bear a permanent label with the manufacture's name or logo, city, state 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. N any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 03-0722.05 and consists of this page, evidence page E-1 as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 07- 1125.14 Expiration Date: February 20, 2013 • jig Approval Date: April 10, 2008 / Page 1 31/33 NOTICE OF ACCEP'ANCE: g3apjM PAGE A. DRAWINGS 1. Drawing No. 08- 17W4004, titled `Tapcon Masonry Fasteners, Sheets 1 and 2 of 2, dated 03/06/08, with no revision, prepared by Engineering Express, signal and sealed by Frank L. Bennardo, P.E. - B. TESTS • LaUgmt-off Tat Report Date Si a re ` 01. Heti 004160 ASTM E488 10/25/00 H. M. Medina, P.E. 02. Heti 004092 ASTM E488 02/25/00 H. M. Medina, F.E. 03. Heti 004153 ASTM E488 10/25/00 H. M. Medina, P.E 04. Heti 00 -4072 ASTM E 488 02/25/00 H. M. Medina, P.E. 05. Heti 01 -5029 ASTM E.488 05107/01 H. M. Medina, P.E. 06. Heti 01 -5027 ASTM E 488 05/07/01 H. M. Medina, P.E 07. PRI 01078 Protocol PA 114 08/27/01 C, L. Thomas, P.E 0& PRI 01079 Protocol PA 114 007/01 C. L. Thomas, P.E 09. ARL 30291 ASTM E488 OU22/02 C. A. Ramon, RE 10. ARL 30292 ASTM E488 01/29/02 C. A. Hamon, P.E 11. ARL 30299 ASTM E488 01/30/02 C. A. Hamon, P.E 12. ARL 30294 ASTM E488 01/30/02 C. A. Hamon, P.E. 13. Heti-01-C109 ASTM C39 01/16/01 H. M. Medina, P.E 14. MTS 25- 7654 -PS Protocol PA 114 06/03/96 H. M. Medina, P.E "Evidence Submitted under NOA # 03- 0722.05" C. CALCULATION 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Building Code Compliance Office (BCCO) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Code Compliance letter issued by Knezevich & Associates, Inc. on 06/21/01, signed and sealed by V.J. Knezevich, PE. 2. No change letter issued by ITW Buildex on 11/07/03 and signed by D. Kenny. 3. No change letter issued by ITW Buddex, dated 11/08/07, signed by Michael Gong, Ph.D. G. OTHER 1. Notice of Acceptance No. 03- 0722.05, issued to ITW, Inc./Division of Buildex, approved on 12/11 /03 and expiring on 02/20/08. 3 0� Carlos X trera, P.E. Product Control Examiner NOA No 07- 1126.10 Expiration Date: February 20, 2013 Approval Date: April 10, 2008 E -1 SODTS STAINLESS SLOTTED HEX PHILLIPS MAXI -SET HEX STEEL HEAD WITH WASHER HEAD FIAT HEAD WASHER HEAD WASHER fm CARBON STEEL. HEAD MARKINGS.: 410 SS HEAD MARKINGS: 1 3/16" OR 1/40 HEAD YLES H.TJ L BUTTON FLAT HEX WASH PHILLIPS HEAD READ HEAD FLAT HEAD *oo ISO d -r TAPCON HM PART LEN;MM; HEffAif �7m LE 4FFL='JJ THREAD O D. 00.x" REP. METER ®0.18M 00.16' W REF, ROOT DIAMETER lOTHREAD Dw 7mw L 1. PILOT HOLE &TALL � 1/4" LONOEA THAN EMt�MENT W1TI10.' DIAMETER. 2 AL OiWITr -E LOADS ARE BASED OH AYLTtAGE L�TDIAT: TEST LOAD OdYIDED rY 4 3. CENTER TO CENTER DISTANCE OF T IS NECESSARY FOR100%CAPA=AND'- -IMFOR 50% CAPAMY. 4. REFERENCE SHEET 2 FOR ADDUMN L. ANCKOR DIMENNOM t-4*"\ 1/4" TAPCON c .1 1 �.-W a I.-W ,'m . r-o 3116" CARBON STEEL TAPCONS EDGE + r E 01,9fAME tam 04 MUM *'�' 1•w w Lm so w BLOCK r 1-w ml W oafs me 1V CONCRETE P81118'N 1-w 1 -118' 881 /W aw 881 mo 1!4" TAPCONS t EMBEDMENT MTHFUM MW FPMMM OFHOLLOWBLOOK ft EMBEMM DEATH 83 NO S! CONGRETEV01THIMMOD BI=LOCA7EDEE7VMM STSA1V 88)861EAIBBEt n- d all a MMEMEMMMM1101am m!r�o t EMBEDMENT MTHFUM MW FPMMM OFHOLLOWBLOOK ft EMBEMM DEATH 83 NO S! CONGRETEV01THIMMOD BI=LOCA7EDEE7VMM STSA1V 88)861EAIBBEt n- d all a e . , k eg ae M ti d I I I L® A iaml Shores Village APPROVED ®Y DAT ZONING DEPT 2 SECOND FLOOR SITE PLAN BLDG DEPT ENLARGED PLAN INTERIOR STAIR 4 SUBJECT TO Cot VLIAN ITH ALL F D STATE AND COUNTY RULES AND RMULATIONS .ST FLOOR SITE PLAN A' _E N.T.S. 1 v INDEX PAGE DESCRIPTION 1 FIRST FLOOR SITE PLAN 2 SECOND FLOOR SITE PLAN 3 ENLARGED PLAN INTERIOR STAIR 4 SECTIONS INTERIOR STAIR 5 1 ENLARGED PLAN UPPER TERRACE 6 ELEVATIONS & SECTIONS UPPER TERRACE 7 ENLARGE PLAN SPIRAL STAIR 8 ELEVATION SPIRAL STAIR 9 NOTES & DETAILS 10 DETAILS 11 DETAILS SPIRAL STAIR 12 DETAILS SPIRAL STAIR SCOPE OF WORK • ALUM SPIRAL STAIR W /ALUM PICKETS RAILING. • EXT. ALUM. RAILING & SS CABLE AT UPPER TERRACE f� Qr LL U eg' 8 c� J w LL a c �uj W IL W v ii E r- W Z r riu.w v T .. et atnt VALID (1)POWTONLY .dxn Q. Hb►e�Io • INT. ALUM. RAILING & SS CABLE AT MAIN 2azms STAIRS. ALL DIMENSIONS, AND JOB SITE ALL SS WIRE ROPE CABLES & ITS CONDITIONS MUST BE VERIFIED ON FITTINGS BY SHERMAN JOHNSON INC. FIELD BY CONTRACTOR BEFORE ANY FABRICATION ANDIOR INSTALLATION. ALUMINUM ANODIZED COLOR. As sltovuN J.M. J.M. NOTE: DESIGN LIMITED TO SCOPE WORK. D- -ANY CORRECTIONS. INK MARKS, wHIrE our OR STICK-oNS WILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT IEngmw. THIS DOCUMENT IS THE PROPERTY OF IENGWEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WTHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. $MEET 1 OF 12 SEE PAGE SD-7� F 0 i i L_ r- - - - - - - - -r SECOND FLOOR SITE PLAN SCALE N.T.S. rn P E 8 0 W S Iff a .� UU W L u a. a P c� t � J V � Z � W Z Li O ''2^ V/ rhuu w VALID JIM C. marew FL ft P.E #89818 01 2&2013 N A8 8H01MV � J.M. J.M. NOTE DESIGN UOAITED TO SCOPE OF WORK. 7SID=� ANY CORRECTIONS, INK AAARKS, WHITE OUT OR SIT ONS WILL 1-0ID THESE DRAWINGS AND CALCLAATIONS. COPYRIGHT. THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER SHEET 2 OF 12 SECOND FLOOR INTERIOR STAIR SCALE: 1/2"=V-0" FIRST FLOOR INTERIOR STAIR SCALE: 1 /2 " =1'-0" LEGEND: A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 B. POST @ 4'-0" O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1X1 /8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 E. SS WIRE ROPE 1 X 19 WIRE TYPE 316 118" DIA @ 3" O/C MAX F. ALUM. PLATE 2" X 5/8" CONTINUOUS W /(1) SS KWMK BOLT 3 BY HILTI 318" DIA X 3" MIN EMB @ 12" O/C MAX. WITH NUT & ACORN NUT G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK SEE DETAIL 5/SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (41/2" O.D.) I. ALUMINUM PICKET @ 4 3/4" O/C MAX TUBE IX1X1 /8 J. ALUMINUM TUBE 2X 3X 1/4 K. ALUMINUM TUBE 2X2X1/4 L. ALUMINUM ANGLE L2X2X3/16 M. TREAD ALUMINUM DIAMOND PLATE 1/8" THK N. LANDING ALUMINUM DIAMOND PLATE 1/8" THK O. (1) SS TAPCONS 1/4" DIAX 2" MIN.EMB. @ 12" O/C MAX P. ALUM. PLATE 4 -112' DIA X 1/8" THK (•) 42" AFF ('*) 34" ABOVE TREAD NOSING LINE NOTE: - DESIGN LIMITED TO SCOPE OF WORK. -ANY CORRECTIONS. INK MARKS, WHITE OUT OR sncx om WILL VOID THESE DRAWNGS AND CALCULATIONS. COPYRIGHT LEng rkw. THIS DOCUMENT IS THE PROPERTY OF IENGNNEER AND SHALL NOT BE REPRODUCED IN VWHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER 0) 13 flo BUR N J W�u.�� (L L a� N .5) uj Lja C9 z 0 a 0 X VALID FOR (1) PEWAT ONLY j ►' .Iuen C. FL Reg P.E #8 18 01- 2&2013 A33HOWN J.M. J.M. rmmmm SD--3 SHEET 3 OF 12 NOT 90 DEGREES CABLE CORNER SEE DETAIL 2 /SD -9 REJECT 4" DIA SPHERE (TYP) EXIST. WOOD STAI 1/8 REJECT 2" DIA SPHERE (TYP) LANDING SEE DETAIL 3 /SD -9 . WOOD STAIR SECTION SCALE: 1/2 " =1' -0" IWI SECTION SFF nFTAII LEGEND: A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 B. POST @ 4'-0" O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1X1/8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 E. SS WIRE ROPE 1 X 19 WIRE TYPE 316 1/8" DIA @ 3" O/C MAX F. ALUM. PLATE 2" X 5/8" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILT] 318" DIA X 3" MIN EMB @ 12" O/C MAX. WITH NUT & ACORN NUT G. ALUMINUM BRACKET EXTRUSION 2" X 1/4" THK. SEE DETAIL 5/SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (4 1/2" O.D.) I. ALUMINUM PICKET @ 4 3/4" O/C MAX TUBE 1X1X1/8 J. ALUMINUM TUBE 2X 3X 1/4 K. ALUMINUM TUBE 2X2X1/4 L. ALUMINUM ANGLE L2X2X3/16 M. TREAD ALUMINUM DIAMOND PLATE 1/8" THK N. LANDING ALUMINUM DIAMOND PLATE SCALE: 1/2 " =1' -0" SD-4 DNS 1/4" DIA X 2" MIN.I AX E 4-1/2' DIA X 1/8" THK 'READ NOSING LINE NOTE - DESIGN LIMITED TO SCOPE OF WORK. -ANY CORRECTIONS, INK MARKS, WNITE OUT OR STICK -0PIS WILL VOID THESE DRAWNGS AND CALCULATIONS. COPYRIGHTIEngiw. THIS DOCUMENT IS THE PROPERTY OF IE. --- R AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER XE Ila J W SR L am c .a W o. C7 Z O CL O z FqS (1)p manT o.nr Juan C. Momm 01 2&2013 AS SHOWN J.M. SD -4 SHEET 4 OF 12 REVISKM Hol DATE 03 o TT a32 1 16— C41 W rA - - A SD -6 SD-6 Z o UPPER TERRACE z O � CL 0 (i) 18'-211 ! 11 B A Li SD-6 SD-6 VAUDONLY ATH RNWPE 6 VALID FOR (1) PEWTONLY UPPER TERRACE SCALE: NTS Juan C. ma "m R Reg PZ #8 18 01- 2S -2f113 AS SHOWN J.M. J.M. NOTE DEBKiR LIMBED TO SCOPE TI K-ONS WORK. SD-51 ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -0NS WILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT (Enpm. THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WTHOUT WRTTEN CONSENT OF THE CERTIFYING ENGINEER. SHM 6 DF u 1/8 EQ v Lv REJECT 4" DIA SPHERE (TYP) C ,P SD-6 SEE DETAIL 6'-4" OR 6' -8 "e- _ _ 1-1 /SD-6 M r ELEVATION KA SCALE: 1/2 " =1' -0" SD -6 FF REJECT 2" DIA SPHERE (TYP) IN m SECTION c SCALE: 1/2 " =1'-0" SD-6 EXIST. WALL STEEL SHIM 2X2X1/2 MIN DETAIL 1/SD-6. SCALE: NTS CONCRETE SLAB ELEVATION B SCALE: 1/2"=V-0" SD-6 LEGEND: A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 B. POST @ 4' -0" O/C MAX ALUMINUM TUBE 2X 2X 1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1X1/8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD-9 E. SS WIRE ROPE 1 X 19 WIRE TYPE 316: 1/8" DIA @ 3" O/C MAX F. ALUM. PLATE 2" X 518" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILTI 318" DIA X 3" MIN EMB @ 12" O/C MAX. WITH NUT & ACORN NUT G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK. SEE DETAIL 51SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (41/2" O.D.) I. ALUMINUM PICKET @ 4 314" O/C MAX TUBE 1X1X1 /8 J. ALUMINUM TUBE 2X 3X 1/4 K. ALUMINUM TUBE 2X2X1/4 L. ALUMINUM ANGLE L2X2X3/16 M. TREAD ALUMINUM DIAMOND PLATE 118" THK N. LANDING ALUMINUM DIAMOND PLATE 1/8" THK O. (1) SS TAPCONS 1/4" DIAX 2" MIN.EMB. @ 12" O/C MAX P. ALUM. PLATE 4-112' DIA X 1/8" THK ( *) 42" AFF (") 34" ABOVE TREAD NOSING LINE DESIGN LIMITED ED TO SCOPE OF WORK. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK = WILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT IEnOmm. THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WTHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. Q Ri . ��/, E E 0� c W a32 W a C7 Z D a O z VALID y !fir U� w z P 07- 2&2013 AS SHOWN J.M. S D -6 sH;T S OF 1L A 2 SEE DETAIL LEGEND: Moms K SD-s 4/SD -11 A. TOP RAIL @ 34" ABOVE TREAD No DATE 1 41-711 1 41-7„ NOSING LINE OR 42" A.F.F. SEE ALUMINUM TUBE SD-8 DETAIL a o 0 2 X 1 X 1/8 SEE DETAIL 4 /SD, 3/SD -11 L SECOND FLOOR SECOND FLOOR I (BELOW '- B. POST @ 4'-0" O/C MAX ALUMINUM TUBE r 2„ ELEV. +1r-0^ REV. +lx.W TOP RAIL) 2 X 2 C. BOTTOM CHORD ALUMINUM TUBE 8 i-- FL t ISH Zh 8 FLUSH M i VIEW 2X1X1/8 ' �, _� tM / WE M D. HANDRAIL @ 34" ABOVE TREAD () 9 \ 1 9 NOSING LINE ALUMINUM TUBE C V LC - \ DOWN 16 K U-1 ° DOWN 16 E. 2 X 1 X 1/8 SEE DETAIL 4/SD -9 SS WIRE ROPE 1 X 19 WIRE TYPE 316: J "' i p \ Q„ c O 0 0 118" DIA @ 3" O/C MAX s` 4 " 1 \ SEE 1 F. ALUM. PLATE 2" X 5!8" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILTI AH \ 15 ETAI L - 15 318" DIA X 3" MIN EMB @ 12" O/C MAX. r, W � \ 2/SD -1 WITH NUT � ACORN NUT C � a 11 11 G. ALUMINUM BRACKET EXTRUSION W TREAD ° H. EE DETAIL 5/SD -10. CENTRAL POST 14 14 o 12 13 NOSE 12 13 o ALUMINUM PIPE 4 SCH40 ° SEE DETAIL I. ALUMINUM PICKET @ 4 3/4" O/C MAX ° 4/SD -11 J. TUBE 1 X 1 X 1/8 ALUMINUM TUBE 2X3X1/4 ♦♦nn E V K. ALUMINUM TUBE g Zs 2X2X1/4 L. ALUMINUM ANGLE L SECOND FLOOR SPIRAL STAIR FRAMING PLAN SECOND FLOOR RAILING PLAN FOR SPIRAL STAIR M. TREAD ALAD AL16 UMINUM DIAMOND PLATE r N. 1/8" THK LANDING ALUMINUM DIAMOND PLATE 1/8" THK z 0 SCALE: 1/2 " =1'-0" SCALE: 1/2" =1'-O" O. (1) SS TAPCONS 1W DIAX 2" MIN.EMB. CL TREAD 1 1 �� P. @ 12" O/C MAX LATE 4-1/2' DIA X 1!8" THK O `O° NOSE SD-8 + n 3 '6 SD-8 42" AFF 34" ABOVE TREAD NOSING LINE 7 ° 7 0 6 0 8 6 8 6„ _ 4 AUD ONLY WT"RN� P6 SM VALID FOR (1) PERN9T ONLY e FIRST FLOOR —611 \ ° FIRST FLOOR f � ELEV. +0' -0" \ 3 ELEV. +0' -0 "c 3 1 = UP M \ Up '. I (BELOWncM,o 2 2 ° TOP RAIL) FL Pe #M18 01 28 -2013 • 1 O �. / SEE DETAIL 1 /SD-9 / AS SHOWN J.M. NOTE - DESIGN LIMITED TO SCOPE OF YIORK. ANY CORRWWNS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID NGSAN° SD-71 FIRST FLOOR SPIRAL STAIR FRAMING PLAN FIRST FLOOR RAILING PLAN FOR SPIRAL STAIR GHTI COPYRIGHT [ER�neeT. THIS DOCUMENT IS THE PROPERTY OF [ENGINEER AND SHALL w REPRODUCED CERTIFYING OR PART TrENCON o TH NG SCALE: 1/2 " =1-0" SHEET 7 OF 12 EXI: FOOTING BY FOR RAILING & STAIR ELEVATION SCALE: 112 " =1'-0" 1lSD -9 1 so-s occ neren GUARDRAIL LANDING ELEVATION 2 E RAILING IS NOT SCALE: 3 /4 " =V -0" SD -8 :)R CLARITY. LEGEND: A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 B. POST @ 4'-0" O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1X1/8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4 /SD-9 E. SS WIRE ROPE 1 X 19 WIRE TYPE 316 1/8" DIA @ 3" O/C MAX F. ALUM. PLATE 2"X 518" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILTI 3/8" DIA X 3" MIN EMB @ 12" O/C MAX. WITH NUT & ACORN NUT G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK. SEE DETAIL 5/SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (4 1/2" O.D.) I. ALUMINUM PICKET @ 4 3/4" O/C MAX TUBE 1X1X1 /8 J. ALUMINUM TUBE 2X3X1/4 K. ALUMINUM TUBE 2X2X1/4 L. ALUMINUM ANGLE L2X2X3116 M. TREAD ALUMINUM DIAMOND PLATE 1/8" THK N. LANDING ALUMINUM DIAMOND PLATE 1/8" THK O. (1) SS TAPCONS 114" DIA X 2" MIN.EMB. @ 12" O/C MAX P. ALUM. PLATE 4-1/2' DIA X 1/8" THK (•} 42" AFF (*"'} 34" ABOVE TREAD NOSING LINE NOTE - DESIGN LIMITED TO SCOPE OF WORK. -ANY CORRECTIONS. INK (NARKS. WHITE OUT OR STICK -0NS WILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT IEnPum. THIS DOCUMENT IS THE PROPERTY OF IENOINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. W�� P E s0 J aA� 8 N . � ja VALID ONLY PE VALID (11 PERNITONL Y. r I Juan Q Malmo R P.E. # 69618 01- 2&2013 assHOwN J.ltA. U AWMG NO. SD-80 SHEET 8 OF 12 93 ig c/) V z W Z O Li VALID ONLY PE VALID (11 PERNITONL Y. r I Juan Q Malmo R P.E. # 69618 01- 2&2013 assHOwN J.ltA. U AWMG NO. SD-80 SHEET 8 OF 12 STRUCTURAL NOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. DESIGN LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2007 & 2009 SUPPLEMENT AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.C. 2007 & 2009 SUPPLEMENT AND ASCE 7-05. DESIGN LOADS FOR STAIR: STAIRS AND EXIT WAYS LL = 40 PSF DL = 5 PSF STAIRS TREADS CONCENTRATED LOAD LL. = 300.00 # DESIGN LOADS FOR RAILING: 1618.4.6 RAILING 1618.4.6.1 RAILINGS, STAIR - RAILINGS AND OTHER SIMILAR SAFEGUARDS SHALL BE DESIGNED TO RESIST A LOAD OF 50 POUNDS PER LINEAL FOOT (74 KG/M) OR A CONCENTRATED LOAD OF 200 POUNDS (690 N) APPLIED IN ANY DIRECTION AT THE TOP OF SUCH BARRIERS AT ANY LOCATION ON THE SAFEGUARD, WHICHEVER CONDITION PRODUCES THE MAXIMUM STRESSES. THE REACTIONS AND STRESSES CAUSED BY THE ABOVE REFERENCED UNIFORM AND CONCENTRATED LOADS SHALL BE CONSIDERED NOT BE ACTING SIMULTANEOUSLY. 1618.4.6.2 INTERMEDIATE RAILS, BALUSTERS AND PANEL FILLERS SHALL BE DESIGNED FOR A UNIFORM HORIZONTAL LOAD OF NOT LESS THAN 25 POUNDS PER SQUARE FOOT (1197 PA) OVER THE GROSS AREA OF THE GUARD, INCLUDING THE AREA OF ANY OPENINGS IN THE GUARD, OF WHICH THEY ARE A PART WITHOUT RESTRICTION BY DEFLECTION. REACTIONS RESULTING FROM THIS LOADING NEED NOT BE ADDED TO THE LOADING SPECIFIED IN 1617.4.6.1 IN DESIGNING THE MAIN SUPPORTING MEMBERS OF GUARDS. SS CABLE LOAD: 350# TENSION PER EACH CABLE STRUCTURAL ALUMINUM: THESE SPECIFICATIONS SHALL APPLY TO THE DESIGN OF ALUMINUM ALLOY LOAD CARRYING MEMBERS. COMPUTATIONS OF FORCES, MOMENTS, STRESSES AND DEFLECTIONS SHALL BE IN ACCORDANCE WITH ACCEPTED METHODS OF ELASTIC STRUCTURAL ANALYSIS AND ENGINEERING DESIGN. ALL ELEMENTS SHALL BE ALUMINUM ALLOY 6061-T6 UNLESS NOTICE OTHERWISE. ALL WELDS TO COMPLY WITH A.W.S CODE (LATEST EDITION) COVER WELDS WITH CORROSION RESISTANT COATING. STRUCTURES ARE DESIGN IN ACCORDANCE WITH THE FOLLOWING CODES: ALUMINUM DESIGN MANUAL. ALL FRAMES HAVE BEEN DESIGN USING RATIONAL ANALYSIS ALL CONNECTION SHALL BE FULL WELDED (U.N.O.), WITH THE STRUCTURAL ALUMINUM ALLOY FILLET WELD: 5356: UNLESS NOTICE OTHERWISE. ALL WELDING OF STRUCTURAL ALUMINUM MEMBER SHALL BE PERFORMED BY CERTIFIED WELDERS. ALL FASTENER SHALL BE SS SELF DRILLING FASTENERS BY ITW- BUILDEX. -ALL ANCHOR TAPCON SHALL BE SS TAPCONS ANCHOR WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -0F - THE -NUT METHOD. ALUMINUM MEMBERS IN CONTACT WITH CONCRETE SHALL BE PROTECTED WITH ALKALI- RESISTANT COATING, SUCH AS HEAVY BODIED BITUMINOUS PAINT OR WATER -WHITE METHACRYLATE LACQUER ACCORDING TO F.B.C. 2007 & 2009 SUPPLEMENT SECTION 2003.8.4.4. ALL CORE- DRILLED/BLOCKOUT HOLES SHALL BE FILLED WITH ENOUGH HIGH STRENGTH GROUT SO AS TO CREATE POSITIVE PITCH, PREVENTING ANY PONDING AT POST LOCATIONS. ALL RAILINGS SHALL BE SET USING HIGH STRENGTH ANCHORING CEMENT WITH FAST - SETTING, NON - SHRINK, NON - METALLIC CEMENTITIOUS PROPERTIES (HARD -ROK BY ADHESIVES TECHNOLOGY OR APPROVAL EQUAL). FILL TO LOWEST POINT OF HOLE. IT SHALL DEVELOP A MIN. COMPRESSIVE STRENGTH OF 8000 P.S.I. @ 28 DAYS. 4.0" MIN. EDGE DIST. a A- ° A 5" . a d A v ° •Q .. 31/2" DIA° EXISTING c • :ONCRETE SLAB. ° a a ° fc-- 3,000 psi MIN. -31/,," MIN EDGE DIS' m 101 6" MIN. ANY CORE - DRILLED, RELOCATED I POSTS THAT ENCOUNTER CORE DRILL DETAIL 1 /SD -9 SCALE: N.T.S. ALUM. PLATE 6 X 6 X 1/4 W(4) SS KW IK BOLT 3 BY HILTI ---1/4" DIA X 3" MIN EMB. INTO CONCRETE SLAB COUNTERSUNK HEAD N EDGE OF L '_----CONCRETE-/ 3/2' MIN SLAB EDGE DIST TOP VIEW DETAIL 2 /SD -9 SECTION SCALE N.T.S. LEGEND: E. A TOP RAIL @ 34" ABOVE TREAD L. W /(1) SS KWIK BOLT 3 BY HILTI NOSING LINE OR 42" AF.F. F. M. ALUMINUM TUBE ALUMINUM BRACKET EXTRUSION 2 X 1 X 1/8 SEE DETAIL 4/SD -9 2"X 1/4" THK. SEE DETAIL 518D -10. B. POST @ 4'-0" O/C MAX O. ALUMINUM PIPE 4 SCH40 ALUMINUM TUBE G. P. 2X2X1/4 (') C. BOTTOM CHORD H. ALUMINUM TUBE 2 X 1 X1/8 D. HANDRAIL @ 34" ABOVE TREAD L NOSING LINE ALUMINUM TUBE J. 2 X 1 X 1/8 SEE DETAIL 41SD -9 PREPARED USING AN EPDXY RUST INHIBITOR PRIOR TO SETTING RAILING POSTS. EDGE OF � ALL BEYOND FF 2nd FLOOR w •. z ! •.'. c�g�;4_ 41/ 2 EXIST. CONCRETE SLAB SS WIRE ROPE 1 X 19 WIRE TYPE 316 K. 1/8' DIA @ 3" O/C MAX ALUM. PLATE 2" X 5/8" CONTINUOUS L. W /(1) SS KWIK BOLT 3 BY HILTI 318" DIA X 3" MIN EMB @ 12" O/C MAX. M. WITH NUT & ACORN NUT ALUMINUM BRACKET EXTRUSION N. 2"X 1/4" THK. SEE DETAIL 518D -10. CENTRAL POST O. ALUMINUM PIPE 4 SCH40 (4 112" O.D.) P. ALUMINUM PICKET @ 4 3/4" O/C MAX (') TUBE 1X1X1/8 (") ALUMINUM TUBE 2X3X1/4 WOOD SUBSTRATE- BELOW ALUMINUM TUBE 2X2X1/4 ALUMINUM ANGLE L2X2X3116 TREAD ALUMINUM DIAMOND PLATE 1/8" THK LANDING ALUMINUM DIAMOND PLATE 1/8" THK (1) SS TAPCONS 1/4" DIA X 2" MIN.EMB. @ 12" O/C MAX ALUM. PLATE 4-1/2' DIA X 1/8" THK 42" AFF 34" ABOVE TREAD NOSING LINE ALUM. PLATE 6X6X3/8 W(4) SS LAG BOLT 3 /8" DIA X3 "MIN PENETRATION INTO WOOD COUNTERSUNK HEAD EXIST. WOOD - 2X6 EXIST. WOOD a 2X4 TOP VIEW EXIST. WOOD 2X10 SECTION DETAIL 3 /SD -9 LE N. .S. r DETAIL 4 /SD -9 SCALE N.T.S. NOTE - DESIGN LIMITED TO SCOPE OF MMDRK. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. THIS DOCUMENT IS THE PROPERTY O� F IEN mEER� p SHALL NOT BE REPRODUCED IN VO4OLE OR PART NRTHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. a) AXE ��II J SR W CL F �w C_ W a C7 z 0 a O z �r i� ii E g CD w z FERNtl cmy 01 28.2013 as sttoWN J.M. J.M. SD -9 I� 9 " 1Y FILL MASONRY CELL W/ 3,000 PSI GROUT BY FACE OF WALL OTHERS FINISH X1/2" CLEAR r 11/2" LEAR (TyP) 1/8 G D W /(1) SS KWIK BOLT III 304SS BY HILTI 3/8" DIA X3" MIN. EMS. COUNTERSUNK HEAD. INTO EXISTING CMU WALL TOP VIEW 1/8 W /(1) SS KWIK BOLT III 304SS "ABOVE BY HILTI 318" DIA X3" MIN. EMS. NOSING LIE %FILL COUNTERSUNK HEAD MASONRY CELL / 3,000 PSI GROUT BY THERS FRONT VIEW 1 1/2" MIN. CLEAR (NP) 1/8 G 34" ABOVE TREAD NOSING LIN W /(1) SS KWIK BOLT III 304SS BY HILTI 318" DIA X3" MIN. EMS. COUNTERSUNK HEAD FILL MASONRY CELL W/ 3,000 PSI GROUT BY SECTION DETAIL 5 /SD -10 ALUMINUM BRACKET & END DETAIL SCALEAT.S. LEGEND: A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4 /SD-9 B. POST @ 4' -0" O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2 X 1 X1/8 . D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4 /SD-9 E. SS WIRE ROPE 1 X 19 WIRE TYPE 316 118" DIA @ 3" O/C MAX F. ALUM. PLATE 2"X 5/8" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILTI 3/8" DIA X 3" MIN EMS @ 12" O/C MAX. WITH NUT & ACORN NUT G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK SEE DETAIL 51SD -10. DETAIL 6 /SD -10 SS CABLE DETAI SCALE N.T Tbroaded Tor -minal LENGTH The s' lest visay fm m ice a cable y is with a wrff:nal at each enrL Clem and sample. this style can span up to 50 E. in a waight run. Larger sus "abfe. Please sae page 35 in the Marine Catalog: East if used With Threzded Terminal.._ CornpPete Ca$Ae Asserr Wy QExvrp "e; 6" MIN EDGE 6" MIN EDGE 03&INIZIC3 Thread Terminal Attadm Ien¢ WrWk. 114-9 i 1 I/Jr Few, srw Mrs-1 I lar 1aEE 19 =8, loved Rd Pa11 ae®rgto3m- P U� c0 �w�� .0 Cluj W IL 0 Z_ 0 0 VJ LL W Z Juan a Morew 01-28 -2013 As s►iovaN J.M. J.M. NOTE: _ DESIGW LIMITED TO SCOPE OF WORK. ANY CORRECTIONS, HE MARKS, WHITE OUT OR STICKI ONS SD-1 0 YVILL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT IEngl M. THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER —spw 10 OF t2 K 1/8 1/8 L SECTION 1/8 m 2" MIN-',.. 1/ 2" @601 t �. "• J, K OR L 1/8 2 " @611 • 't '' ~!r " SIDE VIEW •.r DETAIL 1/SD -11 SCALE: NTS ALUMINUM 2X3X1/8 (1) SS T 1/4" DIA X 2" MIN. EMB SIDE VIEW FRONT VIEW DETAIL 4/SD -11 LEGEND: E. A. TOP RAIL @ 34" ABOVE TREAD L. W /(1) SS KWIK BOLT 3 BY HILTI NOSING LINE OR 42" A.F.F. F. M. ALUMINUM TUBE ALUMINUM BRACKET EXTRUSION 2 X 1 X 1/8 SEE DETAIL 4/SD -9 2"X 1/4" THK. SEE DETAIL 5/SD -10. B, POST @ 4'-0" O/C MAX O. ALUMINUM PIPE 4 SCH40 ALUMINUM TUBE G. P. 2X2X1/4 ( *) C. BOTTOM CHORD H. ' ALUMINUM TUBE 2X1X1/8 D. HANDRAIL @ 34" ABOVE TREAD I. NOSING LINE ALUMINUM TUBE J. 2 X 1 X 1/8 SEE DETAIL 4/SD -9 •. . SCALE: NTS SS WIRE ROPE 1 X 19 WIRE TYPE 31615 K. 1/8" DIA @ 3" O/C MAX ALUM. PLATE 2" X 5/8" CONTINUOUS L. W /(1) SS KWIK BOLT 3 BY HILTI 3/8" DIA X 3" MIN EMB @ 12" O/C MAX. M. WITH NUT & ACORN NUT ALUMINUM BRACKET EXTRUSION N. 2"X 1/4" THK. SEE DETAIL 5/SD -10. CENTRAL POST O. ALUMINUM PIPE 4 SCH40 (4 112" O.D.) P. ALUMINUM PICKET @ 4 3/4" O/C MAX ( *) TUBE 1 X 1 X 1/8 (**) ALUMINUM TUBE 2X3X1/4 FRONT VIEW DETAIL 2/SD -11 SCALE: NTS DETAIL 5/SD -11 ALUMINUM TUBE 2X2X1/4 ALUMINUM ANGLE L2X2X3/16 TREAD ALUMINUM DIAMOND PLATE 1/8" THK LANDING ALUMINUM DIAMOND PLATE 1/8" THK (1) SS TAPCONS 1/4" DIA X 2" MIN.EMB. @ 12" O/C MAX ALUM. PLATE 4-1/2' DIA X 1/8" THK 42" AFF 34" ABOVE TREAD NOSING LINE SCALE: NTS DETAIL 3/SD -11 SCALE: NTS ALUMINUM BASE PLATE 1/2" X 10" X 10" (4) KWI K BOLT III 304SS BY HILTI 1/2" DIA X 3" MIN. EMB. 3/16 10E 1 1 TOP VIEW BASE PLATE DETAIL 6/SD -11 SCALE: NTS 'rl NOTE. -DESIGN LIMITED TO SCOPE OF YORK. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -0NS WALL VOID THESE DRAWINGS AND CALCULATIONS. COPYRIGHT iEnOwN. THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. 7 � A 0) U, J Lu � 04 •��Lij W._ a 0 Z D a O z LL W Z VAUD ONLY MATH RAW PE SM VALID FOR PH:bUT ONLY amomm Fi P.E # 88818 01 � -2013 As slioWM J.M. umwmu No 111 SHEET 11 OF T2 FRONT VIEW PLAN VIEW ALUMINUM TREAD DETAIL SCALE: NTS SIDE VIEW IN a� P ti tee C) Ie 'El W LL. F _j -w ui W a C7 z 0 a 0 z VALID ONLY WIN RAW PE VALID (1) P6UWT � LEGEND: E. SS WIRE ROPE 1 X 19 WIRE TYPE 316: 118" DIA 3" O/C MAX K. ALUMINUM TUBE 2 X 2 X 1/4 %' e A. TOP RAIL @ 34" ABOVE TREAD @ NOSING LINE OR 42" A.F.F. F. ALUM. PLATE 2"X 5/8" CONTINUOUS L. ALUMINUM ANGLE ALUMINUM TUBE W /(1) SS KWIK BOLT 3 BY HILTI L 2 X 2 X 3/16 C.Maeno 2 X 1 X 1/8 SEE DETAIL 4/SD -9 3/8" DIA X 3" MIN EMB @ 12" O/C MAX. M. TREAD ALUMINUM DIAMOND PLATE FL P.E #6W8 B. POST @ 4' -0" O/C MAX WITH NUT & ACORN NUT 1/8" THK ALUMINUM TUBE G. ALUMINUM BRACKET EXTRUSION N. LANDING ALUMINUM DIAMOND PLATE 01- 282013 2 X 2 X 1/4 2" X 1/4" THK. SEE DETAIL 5/SD -10. 1/8" THK s C. BOTTOM CHORD H. CENTRAL POST O. (1) SS TAPCONS 1/4" DIA X 2" MIN.EMB. - ALUMINUM TUBE ALUMINUM PIPE 4 SCH40 @ 12" O/C MAX J.M. 2X 1 X 1/8 (41/2" O.D.) P. ALUM. PLATE 4-1/2' DIA X 1/8" THK D. HANDRAIL @ 34" ABOVE TREAD 1. ALUMINUM PICKET @ 4 314" O/C MAX (') 42" AFF J.M. NOSING LINE TUBE 1 X 1 X 1/8 ("") 34" ABOVE TREAD NOSING LINE NOTE -DESIGN UMITED TO SCOPE OF YKM. ' ALUMINUM TUBE J. ALUMINUM TUBE nNYCORRELLVOID HESEDcs,wGSANUTORSnCKaNS 1MlLYO1DTHESEDRAVMiNGSANDCALHTIEn CALCULATIONS. �D_12 2 X 1 X 118 SEE DETAIL 4/SD -9 2 X 3 X 1/4 COPYRIGHT •• • • «�' "�• THIS DOCUMENT IS THE PROPERTY OF IENGINEER AND "� ' • °'�� "^ • SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER VAEET 12 OF 12 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: JOB ADDRESS: BUILDING APR 4 12013 R ^ FBC 20 Permit No. I �vZ. I • Master Permit No. ROOFING City: Miami Shores County: Miami Dade Zip: 1 36 Folio/Parcel #: Is the Building Historically Designated: Yes NO X Flood Zone: OWNER: Name (Fee Simple Titleholder): ypyPv�` 9,ye- Sir- Phone #3?S " oj 9.0®r d Address: IQ 9® WP t 0 3 ST City: � t A--,- �\ State: F" Zip: 73 3\ 3 Tenantlessee Name: Email: 5l iV�4. Phone #: CONTRACTOR: Company Name- VL( -�rW42 M",sg �� .p P Address: 155 �f t 1 (6 - S- -" City: �kN h---, � e State: FA., Zip: 33 1.g ;�- Qualifier Name: V State Certification orr Registration #: C � " G-C- t S 1 a Certificate of Competency #: Contact Phone #: 9 JA `{ 19 6� Email Address: Mq& 061 on�% ° CO �^^ DESIGNER: Architect/Engineer. Phone #: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: *Addition`` Description of Work: M Color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ ❑New ❑Repair/Replace Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF CO/CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ ❑Demolition 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 of such posted notice, the inspection will not be a proved and a reinspection fee will be charged. Signature xSignature Owner or Agent Contractor The foreg ' g o trument was acknowledged before me s The foregoing instrument was acknowledged before me this �Y of "t+ `, 20 Y f day of �n , �0 y � C,;-� rN who ism on ly n7�oi me or who has pro huc ed who is personally kn�o me or who has produced As identification and who did take an olo. i✓ation d who did take an oath. NOTARY PUBLIC: OTARY UB C,Ug4�t�sotida i ' S�ageP 23,2��5 Sign: Print: _ om Na Print: 10l► #EE2z aea g� 8, 2016 i a • o�: B °� My Commis ' " n""NQ� PuhUc Una My Commission Expires. -,,,� aF It APPROVED BY ,� Cl'- /� Plans Examiner Zoning Structural Review Clerk (Revised 5/2 /2012 )(Revised 3/12/2012) )(Revised 06 /10 /2009XRevised 3 /15 /09XRevised 7/10/2007) PermitN._, Doi Owni City: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Job Address (Of where work is being done): 10 City: Miami Shores_ Contractor's Comb Address:, - 7S 0 � uln Qualifier's Name: Architect/ Engineer of Record Name: A ress: State:—Florida X Zip City\ State: Describe Work: AMIN L.'✓'s _ a Zip Code: i El Lic. Number: Gam- /S I LI bD�2 Phone #: Zip Code: i01-1 I hereby certify that the work has been abandoned and/or the contractor /architect is unable or unwilling to complete the contract. I hold the Building Official and the Miami Shores harmless for all legal involvement. Signature,* `'signature w awnerorAgBnto atororArohiteat;. The foregoing ins ent as aknowi dged before me The foregoing instrument was aknowledged before me this0day oMo13by c��. is _?--) day of 0 Aka Who is personally known to me or who has produ d who is pe o o me or who has prod ® "� —�� _ S S_ �, �g -®as indent'Ification. 6 6 �f I � 6 as it Notary Notary P �: Sign: Sig Seal: CLAUDIA V. CUBI.LLOS Seal • o ` Nota y Pjt)i -c Sate of Florida •� =*' i* NAlliflLiESHANt'; MYCOWSS',ONdES223i74 M y Comm Expires Sep 23, 2015 Commission # EE 128810,4 �,- tilThtuNotaiythkc EXPIRES' Augguust 5, 201" @nic r'.te s i Bonded Through National Notary Assn. )G CHRISTOPHER K. LEIGH, P.A. WELLS FARGO TOWER ONE EAST BROWARD BOULEVARD I SUITE 700 FORT LAUDERDALE, FL 33301 PHONE 954.523.5555 f FAX 954.523.5552 Christopher K. Leigh ckl@mac.com February 27, 2013 Via Certified Mail & Fax Vicente Cammarano President Landstone Builders, Inc. 7005 North Waterway Drive Suite 304 Miami, FL 33155 Re: 1080 N.E. 105u' Street Miami Shores Village, FL 33138 Dear Mr. Cammarano: As you know, this firm represents Veronique Lestrade-Sfam (the, "Owner"). This letter will confirm the termination of all services to be rendered by Landstone Builders, Inc. at the residence at 1080 N.E. 105th Street, Miami Shores Village, FL 33138. Please arrange with me for the return of your key to the residence as soon as possible. This letter also serves as the Owner's request that (1) you provide me with a list of all subcontractors and suppliers who have a contract with Landstone Builders, Inc. to provide services or material to the subject property and (2) you provide me with all releases of lien and partial releases of lien with respect to the subject property. Finally, if you believe that a written contract exists between the Owner and Landstone Builders, Inc., please also provide a copy of the same to me. The Owner requests that you provide the foregoing as soon as possible. Certainly, at least with respect to the request for a copy of any written contract between the Owner and Landstone Builders, Inc., I would expect that you could fiunish me with that, with ease, today or tomorrow. Very trul yours, Chri er K. Leigh Counsel for Veronique Lestrade -Sfara Y.D. rwo INVC I PAID PE ANFANA 231 614815 -9 THIS IS NOT A BILL - DO NOT PAY RENEWAL "&'f#mftwAROUP INC STATR'M%146296411 2 -3 15541 SW 163 ST 33187 UNIN DADE COUNTY NF INVESTMENT GROUP INC '691 OM BUILDING CONTRACTOR WORKEi /S X MEW TME �t �o VIMATE ANY In LAWS c�� DO NOY FORWARD Fr TIM Ima M= OR MC INVESTMENT GROUP INC ;=a OF "+nom""""'110N►uw�,AOF MIGUEL CABRERA FIRES 15541 SW 163 ST MIAMI FL 33187 eL/082�TAX 09/20/2012 09010230001 000075.00 SEE OTHER SIM roof j oxi daouD ZNIOUsami ON 9999696900 lVi OT :6T CTOZ /TO /%0 90 711 -0. 1• 3 Fit T. R. y. 1-0 to ZL. 00 to Zh 1P, U7 T- Ctra 0.14%. .12 0 ci O GW, 0 ci O 04/01/2013 12:12 3057400518 ACCEPTANCE INSURANCE PAGE 01 04 �'` CERTIFICATE OF LIABILITY INSURANCE DATE (4/01 TYPE OF INSURANCE /1YYYY) 04/01/13 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER($), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policypes) 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 endorsement(s). PRODUCER Acceptance Insurance Services 6887 S.W. 40th St. Miami, FL 33155 Phone (305)740 -0515 Fax (305)740 -0518 NAME: Rene E. Samayoa 6fgNIA Ext : (305)740 -0515 INC, No): (305)740 -0518 ADDRESS: rene@acceptanceinsservices.com INSURER(S) AFFORDING COVERAGE NAIC • INSURER A: Scottsdale Insurance Company 41297 INSURED INSURER B: EACH OCCURRENCE MC Investment Group, Inc. INSURER C: $ 100,000.00 INSURER D: None none 15541 SW 163 St #9 INSURER E: ❑ MIAMI, FL 33187- (305) 878 -3299 INSURER F : GEN'L AGGREGATE LIMIT APPLIES PER: R] POLICY ❑ JECT ❑ LOC PRODUCTS - COMP /OP AGG 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 CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR TYPE OF INSURANCE ADDL INSR BR WVD POLICY NUMBER POLICY EFF MWD POLICY EXP MMIDD LIMBS A GENERAL LIABILITY ® COMMERCIAL GENERAL LIABILITY ❑ ❑ primary and R OCCUR © primary and conMbutory N N CPS1667576 10/022072 10/022013 EACH OCCURRENCE $ 1,000,000.00 PREMISES R occurrence) $ 100,000.00 MED EXP (fury one person) $ 5,000.00 PERSONAL & ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: R] POLICY ❑ JECT ❑ LOC PRODUCTS - COMP /OP AGG $ 2,000,000.00 $ AUTOMOBILE LIABILITY COMBINED INGLE LIMIT a accident r_1 ANY AUTO ❑ ALL OWNED AUTOS ❑ SCHEDULED AUTOS 0 HIRED AuTos a AUTOS OWNED BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ er eccidert< E $ ❑ UMBRELLA LIAB ❑ OCCUR ❑ EXCESS LIAR ❑ CLAIMS -MADE NIA N NONE EACH OCCURRENCE $ AGGREGATE $ ❑ DED ❑ RETENTION $ WORKERS COMPENSATION AND EMPLOYERS LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? E-1 (Mandatory in NH) If yes , describe undo DESCRIPTION OF OPERATIONS below WC STATU- OTH ❑TORY LIMITS ❑ ER $ 0.00 E.L. EACH ACCIDENT $ 0.00 E.L. DISEASE - EA EMPLOYE $ 0.00 E.L. DISEASE- POLICY LIMIT I $ 0.00 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, K more space is required) GENERAL AND PLUMBING CONTRACTOR L`RRTIme-wrC YAI nee MIAMI SHORES VILLAGE BUILDING DEPARTMENT 10050 NE 2ND AVE MIAMI SHORES FL 33037 305 - 756 -8972 ACORD 25 (2010105) 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 REPRESENTATIVEM, - ®1988 -2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT 71141E OF'FlftT wS"ZMM PERMIT NO. f-It FOLIO STATE OF FLORIDA, COUNTY OF MIAMI-DADE: THE UNDERSIGNED -hereby gives notice that Improvernerft will be made to •Certaln real property, and In accordance with Chapter 713, Florida Statutes, the following InIbrmation Is provided In this Notice of Commencement 1. Legal,descriptlon of property and CFN 2013RO273396 OR Bk 28572 Pq 1570; QP9) RECORDED 04/09/2013 16:0244 HARVEY RUVINP CLERK OF COURT nIAnl-DARE COUNTYP FLORIDA LAST PAGE g4aft alive reserved for use of recorcft Pica 2. Description of lrnprcverAent S (dAij Jovx ik f,>— k 3. Owner(s) name and Wdd!`GSS: Interest In property. %) W rN457' Name and address of fee simple titleholder. 4. Contractorqpame, address and phone number. 9 '*bej r--4 AA -CAA 70 Z Vol iJ J& A & C A,/U MelvT (F-CO& Q .1 Alje latol jhy 5. Surety; (Payment bond required by owner from contractor, deny) Name, address and phone number. Amount of bond 6. Lenders name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1X2)7., Florida Statutes, Name, address and phone number: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Llenor's Notice as provided In Section 713.13(1)(b), Florida Statutes. Name, address and phone number. 9. Ejplr�a ati� L - on date of this Notice of Commencement* Mw 000on date b 1 yew from the We of reemft unless a dftrwd date Is spel*_180 WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION, OF THE NOTICE OF COMMENCEMENT ARE CONS] ED IMPROPER, FAYMENT-S UNDER CHAPTER 713, PART 1, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOU PAYING CE FOR IMPROVEMENTS TO YOUR, PROPERTY ..A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED N HEJ B SITE ORE THE F15INSPEff. IF *Y INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY T M EZ 4 INEY BEFOR ING WORK 0 IE COMMENCEMENT S I I I O� n STATE OF FLORID& I . �) Of . 's or 'Jkt6fted Ofter/Dirlector/Partner/ManagFREREBY CERTIFY is a Off Prepared By. Prepared By 0*" ftd in on of Print,Name .9,0 A dl� h 1 .0 LLP. Print Name ft imwc*ce SW 14 _"l STATE OF FLORIDA W1* COUNTY HM RU N, CLERK. of [�=A OF MIAMI-DADS D.C. The f r as gad before me this 0C I day of By 1A_LK J A Ind Mdually, o r 31w-- J!Mf j (HJUA for Personally known, or 0 produ6edthe follomiEg type of Identification- f Signature of No* Public: v fiff I V IdOhd Print Name. (SEAL) Notary Public - S A I& State of Florida VER189MO 15 N PUBWMI To WWON 9L=. FLORIDA FLOgMA ffMnMS I . .: My Comm Expires Sep) 23,20175 Under penalties of penury, I declare that I have read the foregoing and Vg�0�� Commission # EE 128810 that the facts stated In it are true, to the bee of my knowledge and belief. W, Notary Assn. Bonded Through National Notary Assn. Sig (s) Vneqs) or Owner(s)'s Authorized Offj=/DIny_jor/parhw/M "g 1,57 7_' c�y By 123.01-52 PAGE a V10 ■ Complete Items 1 " d3. Also complete Item 4 If Restxi "' Is desired. ■ Print your name end address on the reverse T so that we can return the card to you. ■ Attach this card "to tlxe taack of the mallpleoe, or orl the front If space pwm(t& 1. Arfide Addressed to: •'o IMP D. Is delivery address dietfrom item 1? C7" Yes N YES, enter delivery address below; 0 No Offewt ail a Bpm mall ± all 0 D Retum Recelptf� 0 Irreured Map 0 C.U. 4• "very gxw A*) CI Yea 2 Article N I rn> riro,»sevdos ! 7012 16401 HOO 5092 6117 PS Forrn.3811,,;February 2004 Domestic ROwn Receipt 102595 ¢ -WI54o i UNfrED STATES POSTAL SERVICE 0 a First -Class Mail PoPo age & Fees Paid Permit No. G-10 • Sender. Please print your name, address, and ZIP +4 in this box • j ! P, A 'q 10 _ OM - Miami Shores Village Building Department FEB 0 4 W3 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (30" 762.4949 °� 1413— f'�,C�JVICJ� FBC 20 9 C5 BUILDING Permit No. PERMIT APPLICATION master Permit Noll l — C7;� 1 i Permit Type: BUILDING ROOFING JOB ADDRESS: L o 0 c> A)C7 9® --"T- City: Miami Shores County: Miami Dade Tip: -9 c1 Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): "It �"� ( �C,` �J Phone#. Address: AC160 "'ic �ooj Sfi City: 1 2AmV u �( PC Stater Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: � Phone#: Address: "+00 S iJ 'Dr -fr?jC? Lr City: Qualifier Name: V S 01f'tP_ C.tir►mtr4 fQ 4111 a Phone#: State Certification or Registration #: Certificate of Competency #: Contact Phone#: Email Address: V I ca 7, e la"0 5mt -w- I/ % • C DESIGNER: Architect/Engineer: Phone#: 10 0_0�)' Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace mo -lion Color thru file: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ CCF $ CO /CC $ DBPR $ Bond Notary $ Training/Education Fee $.^ Technology Fee $ Double Fee $ Structural Review $ V TOTAL FEE NOW DUE $ J , • ,. 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 of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent 1 The foregoin instrument was acknowledged before me this day of z , 201- , by VC- � -Q-40t'-e l - cSrX2-" who is personally known to me or who has produced PL— t 4-�' As identification and who, %q,*% an oath. NOTARY PUBLIC: .% . yO►ooE��^ Sign: _ c•er Print: My Commission Expires: '�.� ,i. •.�d' APPROVED BY �S I Signature Contractor The foregoing instrument was acknowledged before me this l day of 20 t ?_-I by V 3 en,,e,Qk� fMmn-a f C.If�1 who is personally known to ine or who has produced; #, t�' as identification and who di�Fo��iR s, i NOTARY PUBLIC: r,,, Fs - .2014 D 948M NOTARY Sign: P. Print: My Commission Expires 'Plans Examiner Structural Review (Revised 3 /12/2012)(Revised 07 /10/07)(Revised 06/10/2009)(Revised 3/15/09) Zoning �k ".a J,{(A.. j; V, r. Miami shores Village RECEIPT Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 PERMIT #: 11 —ollwZ DATE: /— ten- `1 r I, S C A5t KContractor • Owner • Architect Picked up 2 sets of plans and (other)_ Address: From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Build! g Department to continue permitting process. Acknowledged PERMIT CLERK INITIAL RESUBMITTED DATE: PERMIT CLERK INITIAL: 'led �w Miami Shores Village .Building Department 10050 N.UM Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: W5) 756.8972 STRUCTURAL CRITIQUE SHEET Over O -e nu 8'`-1 of P'9 exh 1) 0 a P7 &I Oth- e- J- �w l ct e [�lL''• _ C r "W-_ 12/0 2011 08:38 3057400728 C DAVID MORTON ASSOC PAGE 01 C. David Morton & Associates Ur. No. ."I ARCHITECTS/ PLANNERS /CONSTRUCTION ADMINISTRATORS C. David Morton, AIA, NCARB Flout ROW No. AR0005039 Architect Nora► csrollna Rte. No. W1 6 December 2011 Memo, From: C. David Morton, Architect To: Miami Shores Village Building Deparbnent Re: 1080 N.E. 101P Street - Impact Fee payment 1. I forgot to got a copy of the Permit Application on the referenced property when I picked up the plans after they had their initial review. 2. Miami Dade B & Z requires a copy when you ask flu the calculation and do the payment of the Impact Fees, 3. 1 would appreciate it if you would fax me a copy of the Application for Process No. 11 -7142, so I can go to Dade County and get that portion completed. My fax is 305 - 740 -0728. Thanks for your continued assistance. Regards. C. David Morton, ALA, Architect 444 SoutimovA 7127 Avenue (Suite 103) Miwgd, Florida 33155 306-7&3 -1798 30&740-0728 (FAX) ednuxtanBNaellsoutha"A 04/05/2012 13:29 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES TRANSMISSION OK T% /RX NO RECIPIENT ADDRESS DESTINATION ID ST. TIME TIME USE PAGES SENT RESULT Permit No: 11 -2142 Job Name: April 4, 2012 T% REPORT* 2412 93052648996 04/05 13:29 00,19 OK 0001 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 2nd 1) Provide approval from HRS /DOH/ 2) Provide a receipt showing impact fees are paid to Miami Dade County planning and zoning. 3) Provide all permit applications prior to any fu 4) Corrections must be made for PItm* tag, and =-"z-' dz-' 5) Separate permit applications shall be submitted for Roof, wood deck, pool, patio, walks and driveway. This review does not include the review of any items listed. 6) Provide an elevation certificate. 7) This structure is located in a special flood hazard area. Identify flood vents for the garage area. Specify the type, size and location. Identify the flood vents required in the main house showing the type, size and location. The structure must be vented to a minimum of 1 square inch of vent per 1 square foot of floor space. Option for living space, provide calculations showing that the structure will not float or slide under the water pressure of potential floods. Provide calculations or manufacturers calculations for theengineered vents. "Smart Vent" 8) Provide truss plans that have been signed and sealed by the specialty engineer and signed reviewed and approved by the designer of record. 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. Miami Shores Village Building Department RECEIPT PERMIT #: t - 7.1 DATE: (7- 11, 1 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ti • Contractor • Owner WArchitect Picked up 2 sets of plans and (other) Address: f o b® P. C From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: —tjr"� I V��- �-V- PERMIT CLERK INITIAL: RESUBMITTED DATE: L- F PERMIT CLERK INITIAL: 6 . (9 i 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 11' `{ Z--- Job Name 9Y PLUMBING CRITIQUE SHEET r I Miami Shores Village 10050 N.E. 2nd Avenue uc. Miami Shores, FL 3313 8-0000 Phone: (305)795 -2204 Fax: (305)756-8972 Folio Number: 1122320280090 Owner's Name: VERONIQUE SFARA Owner's Phone: (305)799 -2006 i Job Address: 1080 105 Street Total Square Feet: 4300 Miami Shores, FL 33138- Total Job Valuation: $ 200,000.00 Contractor(s) Phone Primary Contractor LANDSTONE BUILDERS INC (786)306 -3433 Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 11/22/2011 :Yes Comments: SEE DEVELOPMENT ORDER FOR ADDITIONAL CONDITIONS. DAVID A. DACQUISTO, AICP PLANNING 6 ZONING DIRECTOR DEVELOPMENT ORDER iami �hore3 (/iLd 10050 N.L. SECOND AVE. MIAMI SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 DACQUISTODOMIAMISHORESVR.L AGE.COM File Number: PZ -6 -11- 2011254 Property Address: 1080 NE 105"` Street Property Owner /Applicant: Veronique Sfara Address: 1080 NE 105"` Street, Miami Shores FL 33138 Agent: David Morton Address: 4444 SW 71't Avenue #103, Miami FL 33155 Whereas, the applicant Veronique Sfara (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and IV of Appendix A Zoning, Special site plan review and approval for a second story addition including 2 bedrooms and 2 baths, and for waterfront development of a deck. Whereas, a public hearing was held on May 26, 2011 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 to expand an existing residence and to add a second story 2) Approval is granted to install a pool, pool deck and wood deck as shown on the approved plans 3) The architect to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities Page ] of 2 DO PZ -6 -11- 2011254 Stara prior to the issuance of a building permit. The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary to prevent runoff into neighboring properties. 4) Driveway to be redesigned to meet zoning code requirements for design and construction. S) The section of the driveway that serves as a stair landing must be reduced in width to 3 feet. 6) Applicant to secure DERM approval for the davits, if necessary. 7) Applicant to secure necessary DERM or Department of Health approval for the septic system prior to the issuance of a village building permit 8) Applicant to obtain all required building permits before beginning work. 9) Applicant to meet all applicable code provisions at the time of permitting. 10) 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. 11) The wood deck is not part of this approval, nothing in this approval shall grant approval for improvements beyond the property boundaries. The application with conditions was passed and adopted this 28d' day of July, 2011 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Absent Mr. Reese Yes Mr. Madsen Yes Chairman Fernandez Yes Date Chairman, Planning Board DO PZ- 6- 1 1- 20 1 1 254 Sfara Page 2 of 2 I / iami )horei i DAVID A. DACQUISTO, AICP PLANNING 6 TONING DIRECTOR DEVELOPMENT ORDER 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 DACQUISTOD @MIAMISHORESVIUTAGE.COM File Number: PZ -8 -11- 2011257 Property Address: 1080 NE 105'h Street Property Owner: Veronique Sfara Address: 1080 NE 105'` Street, Miami Shores FL 33138 Applicant/Agent: David Morton Address: 4444 SW 71" Avenue #103, Miami FL 33155 Whereas, the applicant David Morton (Agent), with the consent of Veronique Sfara (property owner),has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Special site plan review and approval ,for a second story addition including 2 bedrooms and 2 baths, and for waterfront development of a deck. Whereas, a public hearing was held on September 22, 2011 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 to expand an existing residence and to add a second story 2) Approval is granted to install a pool, pool deck and wood deck as shown on the approved plans Paget of 2 DO PZ -$ -11- 2011257 Sfara 3) The architect to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit. The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary to prevent runoff into neighboring properties. 4) Driveway to be redesigned to meet zoning code requirements for design and construction prior to the issuance of a building permit. 5) The section of the driveway that serves as a stair landing must be reduced in 'width to 3 feet. 6) Applicant to secure DERM approval for the davits, if necessary. 7) Applicant to secure necessary DERM or Department of Health approval for the septic system prior to the issuance of a village building permit 8) Applicant to obtain all required building permits before beginning work. 9) Applicant to meet all applicable code provisions at the time of permitting. 10) 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. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 22°, day of September, 2011 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Madsen Yes Chairman Fernandez Yes &��'ter/ Date Page 2 of 2 DO PZ -8 -11- 2011257 Sfam Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: 11 -2142 Job Name: April 4, 2012 Page 1 of 1 Building Critique Sheet 2nd 1) Provide all permit applications prior to an further reviews. k p Y �,2) S parate permit applications shall be submitted for Roof, wood deck, pool, patio, walks r /f" nd driveway. This review does not include the review of any items listed. V Provide an elevation certificate. This structure is located in a special flood hazard area. Identify flood vents for the garage area. Specify the type, size and location. Identify the flood vents required in the main house showing the type, size and location. The structure must be vented to a minimum of 1 square inch of vent per 1 square foot of floor space. Option for living space, provide calculations showing that the structure will not float or slide under the water pressure of potential floods. Provide calculations or manufacturers calculations for the engineered vents. "Smart Vent" �5) Provide truss plans that have been signed and sealed by the specialty engineer and signed reviewed and approved by the designer of record. Plan review is not complete, when all items above are corrected, we will do a complete play 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. Norman Bruhn CBO 305 - 762 -4859 !Engineer, PLLC. 9920 NW 44 TER #306 DORAL FL 33178 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: wwkvJenginperplic,t._r -)rn; E -mail: juanOiengineerptic.com PAGE 133 COVER SHEET DATE: January 31, 2013 PROJECT: Aluminum spiral stair, alum railing and SS cable guardrail /railing ADDRESS: 1080 NE 105th St, Miami, FL 33138 CLIENT: This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 33. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in -house developed software. Prior to commissioning Into service, the in -house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 33. t� O !Engineer PLLC, #29119 Juan C. Moreno, F.L Reg. P.E * 69818 VALID ONLY FOR ONE (1) PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. K A !Engineer, PLLC. 9920 NW 44 TER #306 DORAL FL 33178 Phone (954) 274 -2429; Fax (786) 545 -7636 Web site: � +uv ,i.__� i�►_ �. GIs_ r�; E -mail: ivan (aiengineerpllc.com PAGE 733 INDEX DESCRIPTION PAGE SS CABLE AND ALUMINUM GUADRAIL AND RAILING Guardrail design 1 Post design 3 Core drill design 5 End plate design 6 Anchor design for end plate 7 Lag bolt design for post base plate 14 Aluminum spiral stair and railing. Picket design 15 Landing plate design 16 Tread design 17 Angle design 19 Column design 20 Cantilever beam design 21 Landing frame design 22 Tapcon for landing design 29 A PROJECT: ALIB1INUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1060 NE 1051 St, Mleml, FL 33138 DATE: 112MM3 SHEET No. OF DESIGN BY: JM ALUMINUM GUARDRAIL DESIGN F.B.C. 1618.4.6.1 M= PxL /4 M = 1 2,400.00 LB-IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.0 IN FROM A WELD. Fb = 1 28 000.0 PSI ALUMINUM ALLOY 6061- T6,-T651,- T6510, -T6511 S= M /Fb S = 0.086 IN ^3 Sx= 0.210 IN "3 USE: LUMINUM ALLOY UBE2X1 X1/8 Sx = 0.21 INA3 Sy= 0.331N ^3. P = 200 LB �--- 48 IN S = 0.086 IN "3 < Sx OK 6061 -T6, -T651, -T6510, -T6511 1133 c PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1050 HE 105th St, Mkmk FL 33138 DATE: 1128!2013 SHEET No. OF DESIGN BY: .IAA ALUMINUM GUARDRAIL DESIGN F.B.C. 1618.4.6.1 M= wXL ^2/8 M = 1,200.00 LB-IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.0 IN FROM A WELD. Fb = 1 28,000.0 PSI 0 ALUMINUM ALLOY 6061- T6,- T651,- T6510, -T&511 S= M /Fb S = 0.043 IN ^3 Sx = 0.210 IN ^3 USE: W = 50 LB/FT 1 48 IN S = 0.043 IN ^3 < Sx �► ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 TUBE 2 X 1 X 1/8 Sx = 0.21 IN ^3 Sy= 0.331N ^3 2/33 3/33 ALUMINUM POST DESIGN F.B.C. 1618.4.6.1 M= PxL M = 1 8,400.00 LB-IN ALLOWABLE STRESS APPLY WITHIN 1.0 IN OF A WELD. Fb_ =_ _ _ 1 12,000.0 PSI ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 S= M /Fb S = 0.700 IN ^3 Sx= 0.911 IN "3 USE: PROJECT: ALUMINW RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1080 NE 105th St, (MINK FL 33138 DATE: 1128/2013 SHEET No. OF DESIGN BY: JIM P = 200 LB S = 0.70 IN "3 < Sx OK I LUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 UBE2X2X1 /4 Sx = 0.911 IN ^3 Sy= 0.9111N "3 PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1080 NE 108th St, Muni, FL 33138 DATE: 1128!2013 SHEET No. OF DESIGN BY: JIM ALUMINUM POST DESIGN 1 CABLE TENSION CABLE TENSION = 350.00 LB CABLE SEPARATION = 3.00 IN 3 M= WxL "2/8 M = 1 23 333.33 LB -IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.0 IN FROM A WELD. Fb = 1 28,000.0 PSI ALUMINUM ALLOY 6061 -T6, -T651, - T6510, -T6511 S= M /Fb S = 0.833 IN "3 Sx= 0.911 IN "3 USE: LUMINUM ALLOY UBE2X2X1 /4 Sx = 0.911 IN "3 Sy= 0.911 IN ^3 S = 0.83 IN "3 < Sx OK I 1 -T6, -T651, - T6510, -T6511 r.IT, 4/33 Project Name: Address: Land Design = 200 Lba Donee Between Posts = 4 ft Guardrail Huh Ra18ng Post Embedment, according with ACI 31M Appendix D P = ,nn on fbs Load design or 50Lb/ft x distance betwean posts. L = 42 In Point of load applicant to finish flow. t=l 6 in Concrete slab thickness. 2:4r, ACI 318 -08 APPENDIX D.8.5 h6f = 5.00 In h„= 5.00 in C1= AN in Stab f C = PSI d,= In Circular pasta ( Y+ SO ar RECT Pcc4 = Y 5 np in Deep of embedment. Checking hef. Distance flan the center of post to the edge of mvete. Grant Fc= ® psi, 510 Kei, ACI 318-08 APPENDIX D.3.5 Outside dimension perpendicular to the force. 'Yes ofN /No) 5 Our in HD= 3.5 In Hole diameter, core drip or foam embedment I = Is load bearing IaVM of the anchor for shear, not eased 8d a= 254.7 in a=(2 *ham +3Lhr) /(3hf +8L) P, = -277u 1-� i>�- Pe *Pl(h.,(2a-hd)) P, = 25, 0.9 Lbz Pt =P2 - P VU= 1.0 x P2 UvB load, ACI 318.08 Section 8.2 Vu= 4433 5 Lbs 1. BEARING STRENGTH (SLAB) - n b1= 1.782 * c,+ d* b_ oe7 in. f2= 2 *P21 (a'b) Allowable= 0.65.0.85 * Pic * A A - 4 (b1 l d) = 2.1364 A<2, OK Mm,anle= 3315 n p_: 2 f2, OK- SATISFACTORY 1.1 BEARING STRENGTH (GROUT) f:= 1033.0 psi d= 2.00 in f2= 2 * P2 / (a * b ) Albwable- 0.65 * 0.85 PC * A A=4(bid)=1.1124 A <2, OK Allowable= 4916.8 psi k M OK, SATISFACTORY 2. CONCRETE BREAKOUT STRENGTH OF ANCHOR IN SHEAR 'Me 1,if2*4d* *4f. 6,1.5) u,i%,- -b= A689.2 i_bS z Vu, OK SATISFACTORY Wr® 12 m = 0.95 Av/Avo and W6 terms are 1.0 for single shear sleeve riot influenced by more than one free edge We 1.0 in cracked untainbcad concrete W?= 1.2 with edge reinf of #4 bar and Wester We 1.4 with edge minf of #4 bar and stimrps at 4* or less, or 9 (t<fr D.6.2.7) l= is load bearing length of the anchor for shear, riot exceed 8d ft=10% fe = 300 fr=7.54k- 410.782 OK $ CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR 4)Vwp 0 *k,eAN/ AN,*W2 *W3 *(24 *4f6*h.1.5) ®V, ,= 14535 3 i_bs L-Vu, OK SATISFACTORY 4. SHEAR CONE STRENGTH 04-0c = 164.32 psi tt Failure cone arm = 2(1.5 Cr )(1.5 nA },d2. (1.5 c) 1.5 *cl>h : {m) = h Faikue axle area = 84.00 In2 = 1-®92.6 US 2! Vu, OK SATISFACTORY ❑ ab 5/33 Vu a P2 h h., a Pr PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1080 NE 106th St, MWK FL 33138 DATE: 1/28/2013 SHEET No. OF DESIGN BY: JM ALUMINUM END PLATE DESIGN CABLE TENSION 0 CABLE TENSION = 350.00 LB 5 CABLE SEPARATION = 3.00 IN M = IWXLA 2/8 M = 1 2,858.33 LB -IN ALLOWABLE STRESS APPLY TO NONWELDED MEMBERS AND TO WELDED MEMBERS AT LOCATIONS FARTHER THAN 1.0 IN FROM A WELD. Fb = 1 28,000.0 PSI ALUMINUM ALLOY 6061- T6,- T651,- T6510, -T6511 S= M /Fb S = 0.102 IN "3 Sx= 0.130 I N "3 USE: LUMINUM ALLOY LAT BAR 2 X 5/8 Sx = 0.1302 IN "3 Sy= 0.4167 IN "3 S = 0.10 IN "3 < Sx OK 6061 -T6, -T651, - T6510, -T6511 ,IN 6/33 7/33 www.hlki.us Proffs Anchor 2.3.3 Company: [ENGINEER, PLLC. Page: 1 Spedw. JUAN C. MORENO Project: Address: 9920 NW 44TH TER. OM DORAL FL 33178 Sub -Project I Pos. No.: Phone I Fax: 954 274 24291786 545 7636 Dete: 1/3112013 E -Mail: juan@*Vinevoic.com SpecHiees comments: 1 Input data Anchor type and diameter. Kwik Bole 3 - SS 3J8 (2) Effective embedment depth: = 2.000 In., h., = 2.625 In. Material: AISI 304 Evaluation Service Report:: ESR 2302 Issued 1 Valid: 61112012112/l/2013 Proof: design method ACI 318 / AC193 Stand -off installation: eb = 0.000 in. (no stand -off); t = 0.500 In. Anchor plate: Ix x l x t = 2.000 In. x 2.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: uncxacked concrete, 3000, f,= 3000 psi; h =12.000 in. ReWorcement. tension: condition B. shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic bads (cat. C, D. E, or F) no Geometry pn,] S Loading pb. in.[b] Z, , , , ov ' 1:F10 , INU dWA and MWft aural be d*CW for anent with eye WdSWV =ddM and tar plausiDftl PROFIS k dw (c) 2003.2009 HMM AG, FL -9494 Sdman HMM ie a wed Tmdw wk of HMM AG, Sdm ,T x k 7 i << Company: IENGINEER, PLLC. Specifier: JUAN C. MIORENO Address: 9920 NW 44TH TER. #= DORAL FL 33178 Phone I Fax: 954 274 24291786 545 7636 E- Mail: juan@iengineerpilc.com 2 Load case/Resuking anchor forces Load case: Design loads Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2000 20 320 0 max concrete compressive strain: - lam] max concrete compressive stress: - jpsij resulting tension force in (x/y)=(0.000/0.000): 2000 [b] resulting compression force in (x/y)=(0.00010.000): 0 Ub] 3 Tension load 8/33 Y (D-T--->, Load N. [b] capacity On [b] Uttlfzation py = Na,/#N, status steel 5175 39 Pullout Strength• 2000 2111 95 OK Concrete Breakout Strength"' 2000 2417 83 OK . anchor having the highest loading "anchor group (anchors in tension) 3.1 steel strength N„ = ESR value refer to ICC-ES ESR 2302 } Now a Nua ACI 318-08 Eq. (D-1) Variables n Aee.N M.1 f o 04 1 0.06 1 calculations Naa PbJ Results Nee (Ib) N„ Pb] N,,, Vb] 750 5175 2 3.2 Pullout 8bwWth f� N4 = NP HE @Np..4aN- refer to ICC-ES ESR 2302 ACI 318-08 Eq. (D-1) Variables 30DO 2955 Calculations 22W 1.095 Results N.6 Pb] b 0b] N. [lb] 3243 0�- 2111 2 hVIA daa and raamm must be checked for agreement adth the Wdsfing ooh and for plmmibHityl PROFIS Amhw (c) 2003 -209 HN AG, FL -9494 Sdwmr HHU to a regiahmed Trams of M AG, Schoen I�II`TI www.ldlu.us Profit Anchor 2.3.3 Company: (ENGINEER, PLLC. Page: 3 Specifier. JUAN C. MORENO Project: Address: 9920 NW 44TH TER. #306 DORAL FL 33178 Sub - Project I Pos. No.: Phone I Fan: 954 274 24291786 545 7636 Date: 1131/2013 E-Md: Juan@Wvkmmuc.com 3.3 Concrete Breakout Sbenglh Nab = (it) WedN WCA WcP.N Nb ACI 318-08 Eq. (D4) 0 NO 2 Km ACI 318-08 Eq. (D-1) A-ft see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANCO = 9 ACI 318.08 Eq. (D-6) 1 wl" = (772 1 s 1.0 ACI 318-08 Eq. (D-9) / Wae,N = 0.7 + 0.3 \ N 51.0 ACI 318-08 Eq. (D-11) W,a,N = MAXt � ,1 � , 51.0 ACI 318-08 Eq. (D-13) Nb = kc II. 44- hers ACI 318-08 Eq. (D-7) Varlabtes by on.] ea,,N Un.] e, m on.] q, mm M•] WCA .000 0.000 MUM 4.000 1. c. [in.] kc A fc w 3.875 24 1 Calculations ANa [In•J ANO Qn- I �, N N Nb Pb] 36. 00 1. 1. 1. 1.000 3718 Results _ Neb nbl a 24 7 Nua Pb] bVid date and rash must be dndmd for agremrmrtt with the exlddtg WMM WO for PIMu I PROFIS Araw (c) 200:1-2= Hllb AG. FL -9484 Sdvw M Ia a registered Tlad=wk of MNtl AG. Sdv m1 10/33 Lim6i 1 ma 0 www.hiftLue Proft Anchor 2.3.3 Comparry: (ENGINEER, PLLC. Page: 4 Speatiier. JUAN C. MORENO Project Address 5820 NW 44TH TER. #= DORAL FL 33178 Sub - Project I Pos. No.: Phone I Fax: 954 274 24291786 545 7636 Date: 1/31/2013 E -Mail: jean( @ienghvwpllc oom 4 Shear load Laud Va Ob) C81acKY +Vn Lb] Utilization p y = Vuol #Va Status sw b' 320 3237 10 Steel failure (with lever armp N/A WA N/A NIA Pryout Strength'" 320 2803 13 OK Concrete edge failure in direction x +** 320 2573 13 OK • andw having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR 2302 0 Vmw a V„ s ACI 318-08 Eq. (D-2) Variables c A.vDn.1 fmM 1 0.06 116m Calculations Vsm Pbl 4 0 Renaults Va Obl 0a b Vag Pbl Va Ubl 4980 0. 3 320 4.2 Pryout Strength V.p = ka+ [ \ANC./ WON Wa.N WCP,N Nb] ACI 318-08 Eq. P30) 0 V,p a V. ACI 318-08 Eq. (D-2) AN, see ACI 318-08, Part D.52.1, Fig. RD.5.2.1(b) AWD = 9 1`4 ACI 318 -08 Eq. (D-6) 1 WeaN = \1 Ne 151.0 ACI 318.08 Eq. (D-9) yretl N = 0.7 + 0.3 ( 1:9 1.0 ACI 318-08 Eq. (D-11) WaP,N = MAX( ,1 r S 1.0 ACI 31 B-08 Eq. (D-13) cm Nb = ka 1 ACI 318-08 Eq. (D-7) Variabt s kCP hF M•l e01.N M•l ea,N on.] q,.m M•] 1 2.090 0.000 0.000 4.000 1.60 3.878 4 1 �c 00 Catculations tc �y AmQn•1 A"p ,, J eoi eaN edN N NbIlb) 36. 00 1.0090 3718 Results V2 Qbl d• Vw [bl Va [lb) 3718 2= 320 hid data and reaub must be dwdmd tbr 8W9WWd wfth ft 8d" MOM WW tar Pleusf 41 PROFIS Ardor (c) 2003.2009 HIM AM FL -9494 Sdsm FBI lea regWeFad Tredeffwk of Hrd AG, SdiM 11/33 www hittLus Pro11s Anchor 2.3.3 Company: IENGINEER, PLLC. Page: 5 Specifier: JUAN C. MORENO Project: Address: 9920 NW 44TH TER. 0306 DORAL FL 33178 Sub -Project I Pos. No.: Phone I Fax 954 274 2429 786 545 7636 Date: 1/31/2013 E -Mail: juanVengineerpllc.com 4.3 Concrete edge failure in direction x+ Veb ° (q Weav Wav Wav WP .WV Vo ACI 318-08 Eq. (D-21) m VGb a V„ a AC1318-08 Eq. (D-2) Avg see ACI 318, Part D.6.2.1, Fig. RD.6.2.10) Avoo a 4.5 cgs ACI 318-08 Eq. (D-23) 1 Weov = i S 1.0 ACI 318-08 Eq. (D-26) \1 i Wedv = 0.7 + 0311 .2 S 1.0 ACI 318-08 Eq. (D-28) W,.v = �' a 1.0 ACI 318-08 Eq. (D-29) 02 Vb = (7 (�) Q.-) A -z, W ACI 318-08 Eq. (D-24) Variables ca, [n•l C.2 PnJ ew [n•l v ha PnJ 4. 1 . 4 M•] de [in•] f. [pal v 2.000 1 .3 1. calculations Av. Pn.J Avco QM-1 wec.v ea v v Ve Pb) 72. 2. 1.000 1. 5 Results Veb Pb] Va, [Ibl V,0 lib! 3675 .00 2573 3 5 Combined tension and shear loads ]h C Utilization I;nl v [%] Stag 7 0.124 1. 90 OK PW= (ON + PV) /1.2'C=1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated In PROMS Anchor. Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, In order not to be de braced when subjected to the loading) • Condition A applies when supplementary reinforcement Is used. The 4) factor is increased for non -cteel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturers product literature for deans and installation instrucHons. • Cheddng the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standardl Fastening meets the design criterial hPd dela and maft must be dedted for GWOWMO Wfib Me WW W PWNilityl PROFIS Ar,aior(c) 2a 2M M AO. FL -9494 Sdwan MW lea regW9WTnWwnwkofMfi AO. Sdun 12/33 MItLus Profis Anchor 2.3.3 Company: IENGINEER, PLLC. Page: 6 Specifier. JUAN C. MORENO Proms Address: 9920 NW 44TH TER. #306 DORAL FL 33178 Sub -Project I Pos. No.: Phone I Fax: 954 274 24291786 545 7636 Date: 1/31/2013 E-Md: juen@Wnbuwpllc.com buwplk .c om 7 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bait 3 - SS, 318 (2) Pro51e: no profile; 0.000 x 0.000 x 0.000 In. Installation torque: 240.000 in.lb Hole diameter in the tbdure: dr = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.500 in. Hole depth In the base material: 2.625 In. Recommended plate thicImess: not calculated Minimum thiclums of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according; to Instructions for use Is required. Coordinates Anchor in. Anchor x y c_x c.X c c 0. 4. 4. 7. .000 kqxd date WW MUft mUSt be dredged for aWsowd with the WdWM MnOM WW for Oft t f PROFIS Andmr (c) 200:3 -2009 tai AG, FL -9494 8dim h18tl 1a a re9WmW Trademmk of Kffl AO, SdWM -F ILMILMT www.hW.us Pt offs Anchor 2.3.3 Company: IENGINEER, PLLC. Page: 7 Specifier: JUAN C. MORENO Project: Address. 9820 NW 44TH TER. #308 DORAL FL 33178 Stir -"ect I Pos. No.: Phone 1 Fax: 954 274 2429 786 545 7836 Date: 1/3112013 E -Malt: juan @ienginewpllc.com 8 Remarks; Your Cooperation Duties • Any and all information and date contained In the Software concern solely the use of Hltl products and are based on the principles, formulas and security regulations in accordance with Hlfs technical directions and operating, mounting and assembly Instructions, etc., that must be strictly compiled with by the user. All figures contained therein are average figures, and therefore nee- specific tests are to be conducted prior to using the Therefore, y bear the sole responsibility for the calailations a offeenurs, the completeness and the relevance of thedata o be put In you y y w Moreover, you bear sole responsibility or having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability or a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange or the regular backup of programs and data and, If applicable, carry out the updates of the Software offered by Hlti on a regular basis. N you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to -date version of the Software in each cx�se by carrying out manual updates via the Hllth Website. HIM will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. bVtd date end M&M Mud be &o*ed for aWwff and wM the mx &V =Wft re and for pWus1b t 1 PROFISAnaff(0)2003-2009MAG,FL-94948dow Fed Ise reqWwWTradwnwka1M AO, Sdwm iEngineer. PLLC. Consulting Engineers 9920 NW 44 TER #306, DORAL, FL. 33178 Ph (954) 274-2429: Fax (786) 545-7636 www.lenginearplic.com juan@iengineerpllc.com PROJECT NAME: PROJECT ADDRESS: SCALE: AS SHOWN DATE: SHEET No: DESIGN BY: JM 14133 B 9A OEM M a � Tol NEE MASS MMEME LT4p, ALUMINUM POST DESIGN F.B.C. 1618.4.6.1 M= I PxL M= 1 7,200.00 LB-IN ALLOWABLE STRESS APPLY WITHIN 1.0 IN OF A WELD. Fb = I 12,000.0 PSI ALUMINUM ALLOY 6061 -T6, -T651, -T6510, -T6511 S= M /Fb S = 0.600 IN "3 Sx-- 0.683 IN "3 USE: 1) TUBE 1X1X1 /8 Sx = 0.6834 I N "3 Sy= 0.6834 IN "3 PROJECT: ALUMINUM RAILING FOR STAIRS & SS CABLE SUBJECT: ADDRESS: 1030 NE 108th St, Mimi, FL 33138 DATE: 1128=3 SHEET No. OF DESIGN BY: JM P = 200 LS S = 0.60 IN "3 < Sx OK I 6061 -T6, -T651, -T6510, - 15/33 ALUMINUM LANDING PLATE LOAD = 48.00 PSF OPEN AREA = 0.00% PRESSURE= 45.00 PSF WIDTH = 12.00 in W = PRESSURE X WIDTH W= 45.00#/ft L= M= Wxo M= 8 Fb = 28,000.00 PSI S= M Fb S = 0.010 In3<%= 0.031 In' THICKNESS (d) = 0.125 In %= b x d2 Sx = 0.031 in3 6 SOLID AREA 100.00% 2 ft MAXIMUM SPAN 22.50 Lb-ft m USE ALUMINUM ALLOY 6061 T6 1/8" THICKNESS Sx= 0.031In3 16/33 ALUMINUM TREAD LIVE LOAD = DEAD LOAD = WIDTH = W1 = 45.00 #/ft W2= 5 #/ft M1= WxL2 - 2 M3= WxL2 = 2 Fb = 9,000.00 PSI S= M Fb S = 1.230 in3 a S,= SX = 1.330 in" USE 40.00 PSF 5.00 PSF 12.00 in L= 202.5 Lb-ft 22.5 Lb-ft 1.330 in" (TOP) ALUMINUM ALLOY 6061 -T6 TREAD 1/8" THICKNESS Sx= 1.330 W 3 f M2 = OK LIVE LOAD = 300.00 LBF MAXIMUM SPAN PxL = 900.0 Lb-ft 17/33 4 0.90 in 2.10 in ALUMINUM TREAD 118" THK 4.50 in in Wfedtt 4.6061 12 121 Height _ 31n 11 4.39 W4 pwknw 2D.8 In . 16 in' �A 00 Proper _ Theft Theft dog 1Y 4.38 61'?4 Ix _ 1.2161"4 - rx 0.97 In A 119W2 ° Sy Right._. i1.S6 61"9. _ Sy Lo$_ 1 .95 Sx Bottom 0.58 W3 Sx Top cer&owY 0t" Gen&o)dX - 22DMe -0161n ZPyasft 221 W3 - - -- - Zx 1.04 W3 PNA-Y 0.47 in PNA-X - 220981e-0166r Ip 6.80 kft rp 2.09 In j IES ShapeBulider 4.0 www.lesweb.com Name: JALUMINUM ANGLE ALUMINUM STAIR LANDING ANGLE LOAD = 45.00 PSF WIDTH = 20.00 in W= 75.00 #/ft L= 3.58 ft Ml= W x L2 = 120.2 Lb-ft 8 Fb = 9,000.00 PSI S= M Fb S = 0.160 in3<S,= 0.190 in' OK Sx = USE 0.1go in' ALUMINUM ALLOY 6061 -T6 ANGLE 2X2X3116 @18 "O/C MAX Sx= 0.190 in3 MAXIMUM SPAN 19/33 ect Name: JALUMINUM COLUMN BEARING re": ALUMINUM COLUMN LL = 40.00 PSF DL = 40.00 PSF LOAD = 80.00 PSF WIDTH = 3.00 in (HALF OF STAIRS WIDTH) P = 720.00 # L = 3 ft MAXIMUM SPAN M1 = P x L = 810.0 Lb-ft Fb = 10,500.00 PSI S= M Fb S = 0.926 in3 < S,= 3.190 in' OK S. = 3.190 in' USE ALUMINUM ALLOY 6061 -T6 PIPE 4 SCH40 Sx= 3.190 10 20133 ALUMINUM CANTILEVER BEAM LIVE LOAD = 40.E PSF DEAD LOAD = 5.00 PSF WIDTH = 27.50 in W1 = 103.13 # / ft L = 3.6 ft MAXIMUM SPAN Ml= W x La = 631.6 Lb-ft 2 Fb = 12,000.00 PSI S= M Fb S= 0.632 in3 < S,= 1.330 in' OK S, = 1.330 in' (TOP) USE ALUMINUM ALLOY 6061 -T6 TUBE 3X2X1l4 Sx= 0.978In3 21/33 Elements' properties Members' length; Lu ft 22/33 23/33 isometric 24/33 Dead load 25/33 Live load Unity check design elements 34 26/33 27/33 Design Group Results Design Gaup: Aluminum_Beam Z G04 per ADM ASD (2010) - Building Structure Desi ned As: RT 00x2 00x0.250 Material: Wtjrnlnum16W1 -T6-E bined Check Member Result Offset Code Unity Details Name Case ft Ref. Check BMZ045 D +Lr 4.500 0.100 OK Stroh Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft lb-ft lb-ft Ref. Check BMZ045 D+Lr 2.250 - 251.072 563.657 F.8.3 0.445 OK Lbz = 4.500 ft, Cb =1 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft lb lb Ref. Check BMZ046 D+Lr 0.563 - 165.402 4000.000 G2 -1 0.041 OK sign Group: Aluminum_Beam ) G03 per ADM ASD (2010) - Building Structun esigned As: LS2.004.00x0. 250, Material: XAluminum16061 -T6-E 3mbined Check Member Result Offset Code Unity Details Name Case ft Ref. Check BMX054 D +Lr 2.000 H.1 -1 0.268 OK KLz = 2.972 ft, KLy =4ft, Cb =1, Lb =4ft Strona Flexure Check Member Result Offset Demand Niz Capacity Mz Code Unity Details Name Case ft lb -ft lb-ft Ref. Check BMX054 D +Lr 2.000 73.599 897.225 F5-11 0.082 OK Lbz = 4 ft, Cb =1 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft lb-ft lb-ft Ref. Check BMX054 D +Lr 2.000 - 73.599 395.226 F.5 0.1860K = 4 ft Weak Shear Check Member Result Oft Demand Vz Capacity Vz Code Unity Details Name Case ft lb lb Ref. Check BMX054 D+Lr 0.500 - 93.976 6363.636 G2-1 0.015 OK Design Group: DG8 per ADM ASD (2010) - Building Structure Designed As: RT2.00x3.004.250, Material: %Aluminum%WI -T6-E bind Check Member Result Offset Code Unity Details Name Case ft Ref. Check BMX036 D +Lr 0.500 0.073 OK Strong Flexure Check 28/33 Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case It lb-ft lb-ft Ref. Check BMX036 D+Lr 4.000 - 745.743 896.307 F.3.1 0.748 OK Lbz = 4 ft, Cb = 2.017 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case It lb lb Ref. Check BMX038 D +Lr 4.000 - 275.740 6000.000 G2 -1 0.046 OK Dead load + live load REACTIONS REACTION AT CONCRETE SLAB SHEAR APPLIED 170# < SHEAR ALLOWED 189# 29/33 USE SS TAPCON 1/4" DIA X 2" MIN EMB & 1" EDGE DISTANCE REACTION AT COLUMN W DMI)ING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DMSION NOTICE OF ACCEPTANCE ITW Buildex. 1349 West Bryn Mawr Ave. Itasca, IL 60143 MIAMI DADE COUNTY, FLORIDA METRO -DARE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375.2901 FAX (305) 372.6339 ww ymm midadeaoc/bnidddngcode SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. N 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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control of the applicable building code. This product is approved as described herein, and has been design to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIOMON: Tapeon Masonry Fasteners. APPROVAL DOCUMENT: Drawing No.08- ITW-�04, titled ` apron Masonry Fasteners ", Sheets 1 and rem, signed and sealed by Frank L. Bennardo, PA bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit or box shall bear a permanent label with the manufacturer's name or logo, city, state 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 inslmdon at the job site at the request of the Building Official. This NOA renews NOA # 03-0722.05 and consists of this page, evidence page E -1 as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 07- 1126.10 Expiration Date: Febmary 20, 2013 Approval Date: April 10, 2008 f1761101 Page 1 30/33 ITW Bmtldex NOTICE OF ACCEPTANCE: EVIDENCE PAGE A. DRAWINGS 1. Drawing No. 08-ITW4M, titled ` Tapcon Masonry Fasteners „, Sheets 1 and 2 of 2, dated 03/06/08, with no revision, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E. B. TESTS Laboratory Labomtory Test Report Date NIMOM 01. Heti 00 -4160 ASTM E488 10/25/00 H. M. Medina, P.E. 02. Heti 00 -4092 ASTM E488 02/25/00 H. M. Medina, P.E. 03. Heti 004153 ASTM E488 10/25/00 H. M. Medina, P.E 04. Heti 004072 ASTM E 488 02/25/00 H. M. Medina, P.E. 05. Heti 01 -5029 ASTM E.488 05/07/01 H. M. Medina, P.E. 06. Heti 01 -5027 ASTM E 488 05/07/01 H. M. Medina, P.E 07. PRI 01078 Protocol PA 114 08/27/01 C, L. Thomas, P.E 08. PRI 01079 Protocol PA 114 08/27/01 C. L. Thomas, P.E 09. ARL 30291 ASTM E488 01/22/02 C. A. Hamon, P.E 10. ARL 30292 ASTM E488 01/29/02 C. A. Hamon, P.E 11. ARL 30299 ASTM E488 01/30/02 C. A. Hamon, P.E 12. ARL 30294 ASTM FA88 01/30/02 C. A. Hamon, P.E. 13. Heti 01 -C109 ASTM C39 01/16/01 H. M. Medina, P.E 14. MTS 25- 7654 -PS Protocol PA 114 06/03/96 H. M. Medina, P.E "Evidence Submitted under NOA # 03- 0722.05” C. CALCULATION 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Building Code Compliance Office (BCCO) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Code Compliance letter issued by Knezevich & Associates, Inc. on 06/21/01, signed and sealed by V.J. Knezevich, PE. 2. No change letter issued by ITW Buildex on 11/07/03 and signed by D. Kenny. 3. No change letter issued by ITW Buildex, dated 11/08/07, signed by Michael Gong, Ph.D. G. OTHER 1. Notice of Acceptance No. 03- 0722.05, issued to ITW, Inc. /Division of Buildex, approved on 12111 /03 and expiring on 02/20/08. 3 ll� Carlos X trera, P.E. Product Control Examiner NOA No 07- 1126.10 Expiration Date: February 20, 2013 Approval Date: April 10, 2008 E -1 31/33 4 SEEPAGE SD -7�� I6I I UP I, — — w SEE PAGE SD -3 EXISTING TWO STORY RESIDENCE M ami Shores Village APPRO� 'ED By ZONING DEP Fl BLD DEPT DATE AL U FIRST FLOOR SITE PLAN SCALE N.T.S. N t FEB 0 4 2013 OL C. DAVID MORON & ASSOCIATES Arch6t9mAeMi8nn€ V. CNrtstn it anaggm It Florida Lk r ft% AfOOM441 Approved ApProved as, a, fed Disapp o t! a bmIt is baW OR iSV 1 C4 il. "WrL i Date��_� A sm-fed by: INDEX PAGE DESCRIPTION 1 FIRST FLOOR SITE PLAN 2 SECOND FLOOR SITE PLAN 3 ENLARGED PLAN INTERIOR STAIR 4 SECTIONS INTERIOR STAIR 5 1 ENLARGED PLAN UPPER TERRACE 6 ELEVATIONS & SECTIONS UPPER TERRACE 7 ENLARGE PLAN SPIRAL STAIR S ELEVATION SPIRAL STAIR 9 NOTES & DETAILS 10 DETAILS 11 DETAILS SPIRAL STAIR 12 1 DETAILS SPIRAL STAIR SCOPE OF WORK • ALUM SPIRAL STAIR W /ALUM PICKETS RAILING. • EXT. ALUM. RAILING & SS CABLE AT UPPER TERRACE l �WgniJ 0. (� C N 7 rn� fill wa z 0 a O x y d w z 0 VAUD FOR (1) POW ONLY Juan( amonm • INT. ALUM. RAILING & SS CABLE AT MAIN m 2a 2D1a STAIRS. ALL DIMENSIONS, AND JOB SITE ALL SS WIRE ROPE CABLES & ITS CONDITIONS MUST BE VERIFIED ON FITTINGS BY SHERMAN JOHNSON INC. FIELD BY CONTRACTOR BEFORE ANY FABRICATION AND/OR INSTALLATION. 11 ALUMINUM ANODIZED COLOR. A83HOWN 8 J.AA. NOTE •DESIGN LB WWTTD SCOPE TI WORf(. SD=l .ANV coRRECrIONa, Ipec �ttres. WH1TE OUT OR eTICK�ON8 WILL VOID THESE DRAWOM AND CALCULATIONS. THIS DOCUSl6NT IS THE PROmm OF m INE m Am SHALL NOT SE REPRODUCED M WHOLE OR PART WITHOUT V1 unvN CONSENT OF THE CERTIFYING ENGINEER. 1 OF 12 I I I i I I I I I I i I I I UPPER TERRACE I I I I I I I I I I I I I SEE PAGE i I SD-f-' F I I 113OWN I BI ,� .wwry . .wa.w .aw wawa ..w.. EXISTING TWO STORY RESIDENCE SEE PAGE. SD -5 I I I SECOND FLOOR SITE PLAN SCALE N.T.S. M MR ION & ASSOCIATES ��fCt�inas� ion M�ri�>�mt�rN � !1(! ,AAfl0U�8t Approved as Disapproved -21 Is based On TiV16W t •.:. .. , 6 � rift. .: -s l v foals S Q.�� .ee. a� T s W�L J L` m L N S Uj a V? Z zz a. O VALID FOR (1) PERMIT ONLY Agui C. M01T M 01 ffi�13 AS8 J.M. J.M. NOTE DE>M LINKED TO SCOPE OF Y�C. SD-21 -ANY CORRECTIONS. MUt MARKS, WHITE OUT OR STICK-0NS WILL VOID THEM: DRAWINGS AND CALCULATIONS. THIS DOCUMENT IS THE PROPERTY OF fRN COPYRIGHT Engbaff. SHALL NOT � REPRODUCED M WHOLE OR PART WIIHOUT WRITTEN CONSENT OF THE CERTIFYING ENGNEE . 2 OF 12 SECOND FLOOR INTERIOR STAIR SCALE: 112 " =1' -0" FIRST FLOOR INTERIOR STAIR SCALE: 112 " =1' -0" LEGEND: A TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" AF.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4 /SD-9 B. POST @ W-(r O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1 X1 /8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 E. SS WIRE ROPE CABLES 1/8" DIA @ 3" O/C MAX F. ALUM. PLATE 2"X S/8" CONTINUOUS W/(1) SS KWIK BOLT 3 BY HILT] 318" DIA X 3" MIN EMB @ 12" O/C MAX. COUNTERSUNK HEAD G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK. SEE DETAIL S /SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (41/2" O.D.) L ALUMINUM PICKET @ 4 3/4" O/C MAX TUBE 1 X 1 X 1/8 J. ALUMINUM TUBE 2X3X1/4 K. ALUMINUM TUBE 2X2X1/4 L ALUMINUM ANGLE L2X2X3/16 M. TREAD ALUMINUM DIAMOND PLATE 3/16" THK N. LANDING ALUMINUM DIAMOND PLATE 1/8" THK O. (1) SS TAPCONS 1/4" DIAX 2" MIN.EMB. @ 12" O/C MAX P. ALUM. PLATE 4-112' DIA X 118" THK {") 42" AFF ( ") 34" ABOVE TREAD NOSING LINE 'rl*W % `I tY4jj%i:vastrucwn ManageX11ot A�pptt d 69Q �° 11 gr pproved R3 basOd an fl�1 WSW WARM Data I Arolov NOTE: 4*AW LIMITED TO SCOPE OF WORK. -ANY CORRECTIONS. NK MARKS, WHITE OUT OR STICK -ONS WILL VON THESE DRAW=N AND CALCULATKINSI. COPYRIGHT awrWat. THIS DOOMIE Tf IS THE PROPERTY OF IENGNEER AND SHALL NOT BE REPRODUCED N WHOLE OR PART VATM T WRITTEN CONSENT OF THE CERTIFYING ENGINEER. Q0 Ia v- R'' g E ice! �-4 W J g� CL 2 � 8 � l w a C7 Z O a O 2 g w z d VAUD FOR (u PERMIT ONLY I Juan C. ACorerlo 01 -28 -2013 AS SHOWN J.M. SD=3:1 3 OF 12 SEE DETAIL 1/SD-9 REJECT 4" DIA SPHERE (TYP) EXIST. WOOD ST NOT 90 DEGREES CABLE CORNER REJECT 2" DIA SPHERE (TYP) LANDING SEE DETAIL 3/SD -9 . WOOD STAIR SECTION A SCALE: 1/2"=V-0" SD-4 SECTION LEGEND: A TOP RAIL 0 34" ABOVE TREAD NOSING LINE OR 42" AF.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4 /SD-9 B. POST @ W-W O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1X1/8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4 /SD-9 E. SS WIRE ROPE CABLES 1/8" DIA @ 3" O/C MAX F. ALUM. PLATE 2"X 5B" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILTI 3/8" DIA X 3" MIN EMS @ 12" O/C MAX. COUNTERSUNK HEAD G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK. SEE DETAIL 5/SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (4 1/2" O.D.) 1. ALUMINUM PICKET @ 4 314" O/C MAX TUBE IXIX1 /8 J. ALUMINUM TUBE 2X3X1/4 K. ALUMINUM TUBE 2X2X1/4 L ALUMINUM ANGLE L2X2X3/16 M. TREAD ALUMINUM DIAMOND PLATE 3/16" THK N. LANDING ALUMINUM DIAMOND PLATE V` V I I V• SCALE: 112" --V-0" SD-4 DNS 114" DIA X 2" MINI AX E 4-1/2' DIA X 1/8" THK READ NOSING LINE NOTE SCOPE -DES UMMED TO SCOPE OF WORK. -ANY CORRECTIONS, INK MARKS. V*M OUT OR STICK -0N8 WILL VOA THESE DRAY MM AND CALCULATKW. TM DOCUMENT Is THE PROPERTY OF (ENGINEER AM SHALL NOT BE REPRODWM UI WHOLE OR PART WRHOUT VOMEN CONSENT OF THE CERTIFYING ENGP90t Q� r r n � OL ot 0i .� 0 3i�►W W a 0 z 0 a O x r i� W z 9 VALID FOR (1) PMW ONLY I u I 13 01 -2S -2013 AS SHOWN S J.M. J.M. �I =SD-4 - I' 4 OF 12 MIMS NO DATE JIT A -� LLI a. 4 w rA - A Z 'S UPPER TERRACE a 0 � tl) 1. B A SD-6 SD-6 ALID OlB.Y MATH RAISE PE VALID PoR (t)PERNR OM.Y UPPER TERRACE SCALE: NTS Juan G. Moreno P E. #89818 01 as.2D1s As sHOVVN J.M. NOTE: - DESKiNLMAITEDTDSCOPEOi ONO SD-5:1 .ANY CORRECTIONS. M MAM WHITE 011f OR 8TICK Ott WILL VOID THESE DRAW IGISAIDCALCULATIONS. TMS DOC(DAW IS THE PROPERTY SHALL NOT WE RWRODUCED IN WF(OLE OR PART WITHOUT WRJ1iENCOP AfTOPTHECERTIFYIN6ENtitldEER. 8 OF 12 ELEVATION A SCALE: 1/2 " =1'-0" $o-6 ❑® OUT SECTION c SCALE : 1 /2 " =11 -0" $D-( CONCRETE SLAB ELEVATION s SCALE: 1/2"=11-0" SD'6 LEGEND: A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 B. POST @ W-W O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1 X1/8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 E. SS WIRE ROPE CABLES 1/8" DIA @ 3" O/C MAX F. ALUM. PLATE 2"X 5/8" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILTI 31W DIA X 3" MIN EMB @ 12" O/C MAX. COUNTERSUNK HEAD G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK. SEE DETAIL 5/SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (4112" O.D.) I. ALUMINUM PICKET @ 4 3/4" O/C MAX TUBE 1 X 1 X 1/8 J. ALUMINUM TUBE 2X3X1/4 K. ALUMINUM TUBE 2X 2X 1/4 L ALUMINUM ANGLE L2X2X3/16 M. TREAD ALUMINUM DIAMOND PLATE 3/16" THK N. LANDING ALUMINUM DIAMOND PLATE 1/8" THK O. (1) SS TAPCONS 1/4" DIA X 2" MIN.EMB. @ 12" O/C MAX P. ALUM. PLATE 4-1/2' DIA X 1/8" THK (� 42" AFF (*") 34" ABOVE TREAD NOSING LINE NOTE: 4MGN U PAITED TO SCOPE OF WORK. - ANY CORRECTIONS. INK MARKS, WHITE OUT OR STICIFONS WILL VOID THESE DRAWINGS AND CALCULAnONS. THIS DOCUMENT IS THE PROPERTY OF � SHALL NOT BE REPRODUCED IN WHOLE OR PART WRHOUT WRITTEN CONSENT OF THE CERTPYING ENGINEER. m W �� m as 168 Jw LL cs W a 0 z 0 a O x Y L 0 w z a VALID FOR (1) PENW10MY .811 C. 0'1- 2&2013 mwuw No. SD-6, WF 6 12 A 2 SEE DETAIL LEGEND:oNs K SD-8 4/SD -11 A TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" AF.F. NO OATS 1 4, -7„ 1 4' —lee `NK SEE ALUMINUM TUBE SD-8 DETAIL SD-8 2 X 1 X 1/8 SEE DETAIL 4 /SD -9 L 3/SD -11 SECOND FLOOR SECOND FLOOR I (BELOW B. POST (� 4' -0" O/C MAX ALUMINUM TUBE 2„ EL V. +12' -0" �. +12'-0" TOP RAIL) 1/ C. BOTTOM CHORD ALUMINUM TUBE Ri ~ " 8 \ � F SH � 8 A FLUSH �? -1 2x1xv88 E � � -1 c") / / � D. HANDRAIL @ 34" ABOVE TREAD `4 � 9 \ 1 9 NOSING LINE ALUMINUM TUBE - V s 8 DO K �1 DOWN 2 X 1 X 1/8 SEE DETAIL 4/SD -9 .J.I W \ 16 16 E. SS WIRE ROPE CABLES 1/8" DIA 3" O/C MAX a, g' L-- N �u ti 10 \ SEE 10 F. ALUM. PLATE 2" X 5/8" CONTINUOUS BOLT I N / \ 5 ETAI L 15 3/8" DIA X�3MMIN @ 12 ' O/C MAX COUNTERSUNK HEAD '� �' 8 2/SD -1 C W a 11 11 G. ALUMINUM BRACKET EXTRUSION / TREAD H. CENT EE DETAIL 5 /SD -10. CENTRAL POST 14 12 13 NOSE o 12 14 13 ALUMINUM PIPE 4 SCH40 SEE DETAIL I. (ALIUMI UM PICKET @ 4 314" O/C MAX � 4/SD -11 TUBE 1 X 1 X 118 J. ALUMINUM TUBE U) 2X3X1/4 K. ALUMINUM TUBE g Z 2X2X1/4 L. ALUMINUM ANGLE L SECOND FLOOR SPIRAL STAIR FRAMING PLAN SECOND FLOOR RAILING PLAN FOR SPIRAL STAIR M. TREAD TREAD ALUMINUM DIAMOND PLATE r N. 3/16" THK LANDING ALUMINUM DIAMOND PLATE 1/8" THK z ccc2 0 .- SCALE: 1/2 " =1'-0" SCALE: 1 /2" =1' -0" O. (1) SS TAPCONS 114" DIAX 2" MIN.EMB. a. TREAD rlllk� �' a? @ 12" O/C MAX LATE 4-112' DW X 118" THK o, NOSE �' *) 2uAFF � SD-8 Q 3 -6 SD-8 ( (') 34" ABOVE TREAD NOSING LINE 7 A 7 7 � 6 8 6 8 S q VALIDOMYWMIRAMMMAL VALID FM (1) PERWIP ONLY FIRST FLOOR \ \ FERN. +W R 3 _ ELEV. +o' -0" 3 UP UP \ I (BELOW Juan C. Maism 2 2 TOP RAIL) FL PZ#69818 �, SEE DETAIL As s►+�N e 1 /SD-9 NOTE .DESIGN LIMMED TO SCOPE OF WDRK. .ANY CORRECTIONS, INK a MM, WHITE OUT OR STICK -0NS '"" `"�D"°R"" D-7 FIRST FLOOR SPIRAL STAIR FRAMING PLAN FIRST FLOOR RAILING PLAN FOR SPIRAL STAIR THIS IS THE PROPERTY � IENGrNEER AND `L NOT c OF TF c6i OR o I SCALE: 1 /2 " =1' -0" SCALE: 1 /2 " =1' -0" 7 OF 12 EXIE 7*Z*YtLILM: A: A):7 RAILING & STAIR ELEVATION SCALE: 112 " =1' -0" 1 /SD -9 1 sD-s t+CC P1CTA 11 GUARDRAIL LANDING ELEVATION 2 E RAILING IS NOT SCALE: 3/4 " =11-0" SD -8 )R CLARITY. LEGEND: A TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 B. POST @ *-W O/C MAX ALUMINUM TUBE 2X 2X 1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1 X1 /8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 E. SS WIRE ROPE CABLES 1/8" DIA @ 3" O/C MAX F. ALUM. PLATE 2"X 518" CONTINUOUS W /(1) SS KWIK BOLT 3 BY HILTI 3/8" DIA X 3" MIN EMB @ 12" O/C MAX. COUNTERSUNK HEAD G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK. SEE DETAIL S /SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (4 1/2" 0. D.) I. ALUMINUM PICKET @ 4 3/4" O/C MAX TUBE 1X1X1 /8 J. ALUMINUM TUBE 2X3X114 K. ALUMINUM TUBE 2X2X1/4 L. ALUMINUM ANGLE L2X2X3116 M. TREAD ALUMINUM DIAMOND PLATE 3116" THK N. LANDING ALUMINUM DIAMOND PLATE 1/8" THK O. (1) SS TAPCONS 114" DIA X 2" MIN.EMB. @ 12" O/C MAX P. ALUM. PLATE 4-1/2' DIAX 1/8" THK (� 42" AFF (*") 34" ABOVE TREAD NOSING LINE NOTE -DEIGN UMITED TO SCOPE OF WOtBC. .ANY CORRECTIONS. INS( MARKS. VWME OUT OR STICK -0t� WILL VOID THESE DRAWOM AND CALCULATIONS. THIS DOCUMH4T IS THE PROPERTY OF tHMUNEER AND WALL NOT BE REPRODUCED IN WHOLE OR PART W HOUT WRITTEN CONSENT OF THE C,ERTIFYM ENGRAMt L� a� P A ^ E uj J LLJE''� a" T L1j W a c7 Z D a O z M g y w z Juan C. III 01- 28.2013 AS SHOWN J.M. S D -8 SHEET 8 OF 12 GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. DESIGN LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2007 & 2009 SUPPLEMENT AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.C. 2007 & 2009 SUPPLEMENT AND ASCE 7 -05. DESIGN LOADS FOR STAIR: STAIRS AND EXIT WAYS LL = 40 PSF DL = 5 PSF STAIRS TREADS CONCENTRATED LOAD LL. = 300.00 # DESIGN LOADS FOR RAILING: 1618.4.6 RAILING 1618.4.6.1 RAILINGS, STAIR - RAILINGS AND OTHER SIMILAR SAFEGUARDS SHALL BE DESIGNED TO RESIST A LOAD OF 50 POUNDS PER LINEAL FOOT (74 KG/M) OR A CONCENTRATED LOAD OF 200 POUNDS (690 N) APPLIED IN ANY DIRECTION AT THE TOP OF SUCH BARRIERS AT ANY LOCATION ON THE SAFEGUARD, WHICHEVER CONDITION PRODUCES THE MAXIMUM STRESSES. THE REACTIONS AND STRESSES CAUSED BY THE ABOVE REFERENCED UNIFORM AND CONCENTRATED LOADS SHALL BE CONSIDERED NOT BE ACTING SIMULTANEOUSLY. 1618.4.6.2 INTERMEDIATE RAILS, BALUSTERS AND PANEL FILLERS SHALL BE DESIGNED FOR A UNIFORM HORIZONTAL LOAD OF NOT LESS THAN 25 POUNDS PER SQUARE FOOT (1197 PA) OVER THE GROSS AREA OF THE GUARD, INCLUDING THE AREA OF ANY OPENINGS IN THE GUARD, OF WHICH THEY ARE A PART WITHOUT RESTRICTION BY DEFLECTION. REACTIONS RESULTING FROM THIS LOADING NEED NOT BE ADDED TO THE LOADING SPECIFIED IN 1617.4.6.1 IN DESIGNING THE MAIN SUPPORTING MEMBERS OF GUARDS. SS CABLE LOAD: 350# TENSION PER EACH CABLE STRUCTURAL ALUMINUM: THESE SPECIFICATIONS SHALL APPLY TO THE DESIGN OF ALUMINUM ALLOY LOAD CARRYING MEMBERS. COMPUTATIONS OF FORCES, MOMENTS, STRESSES AND DEFLECTIONS SHALL BE IN ACCORDANCE WITH ACCEPTED METHODS OF ELASTIC STRUCTURAL ANALYSIS AND ENGINEERING DESIGN. ALL ELEMENTS SHALL BE ALUMINUM ALLOY 6061-1`6 UNLESS NOTICE OTHERWISE. ALL WELDS TO COMPLY WITH AW.S CODE (LATEST EDITION) COVER WELDS WITH CORROSION RESISTANT COATING. STRUCTURES ARE DESIGN IN ACCORDANCE WITH THE FOLLOWING CODES: ALUMINUM DESIGN MANUAL. ALL FRAMES HAVE BEEN DESIGN USING RATIONAL ANALYSIS ALL CONNECTION SHALL BE FULL WELDED (U.N.O.), WITH THE STRUCTURAL ALUMINUM ALLOY FILLET WELD: 5356: UNLESS NOTICE OTHERWISE. ALL WELDING OF STRUCTURAL ALUMINUM MEMBER SHALL BE PERFORMED BY CERTIFIED WELDERS. ALL FASTENER SHALL BE SS SELF DRILLING FASTENERS BY rWBUILDEX. ALL ANCHOR TAPCON SHALL BE SS TAPCONS ANCHOR WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. ALUMINUM MEMBERS IN CONTACT WITH CONCRETE SHALL BE PROTECTED WITH ALKALI- RESISTANT COATING, SUCH AS HEAVY BODIED BITUMINOUS PAINT OR WATER -WHITE METHACRYLATE LACQUER ACCORDING TO F.B.C. 2007 & 2009 SUPPLEMENT SECTION 2003.8.4.4. ALL CORE- DRILLEDBLOCKOUT HOLES SHALL BE FILLED WITH ENOUGH HIGH STRENGTH GROUT SO AS TO CREATE POSITIVE PITCH, PREVENTING ANY PONDING AT POST LOCATIONS A d d EXISTING WOI SUBSTRA BEL( ti ALL RAILINGS SHALL BE SET USING HIGH STRENGTH ANCHORING CEMENT WITH FAST - SETTING, NON - SHRINK, NON - METALLIC CEMENTITIOUS PROPERTIES (HARD -ROK BY ADHESIVES TECHNOLOGY OR APPROVAL EQUAL). FILL TO LOWEST POINT OF HOLE. IT SHALL DEVELOP A MIN. COMPRESSIVE STRENGTH OF 8000 P.S.I. @ 28 DAYS. 4.0" MIN. EDGE DIST. 6" MIN. ANY CORE - DRILLED, RELOCATED POSTS THAT ENCOUNTER CORE DRILL DETAIL 1 /SD -9 SCALE: N.T.S. ALUM. PLATE 6X6X3/8 W(4) SS LAG BOLT 3/8 " DIA X 3" MIN TRATION INTO WOOD UNTERSUNK HEAD EXIST. WOOD 2X6 EXIST. WOOD 2X4 EXIST. WOOD 2X10 PREPARED USING AN EPDXY RUST INHIBITOR PRIOR TO SETTING RAILING POSTS. TOP VIEW SECTION DETAIL 3 /SD -9 SCALE NTS. LEGEND: E. SS WIRE ROPE CABLES 1/8" DIA K. ALUMINUM TUBE A TOP RAIL @ 34" ABOVE TREAD @ 3" O/C MAX 2 X 2 X 114 NOSING LINE OR 42" AF.F. F. ALUM. PLATE 2"X 518" CONTINUOUS L. ALUMINUM ANGLE ALUMINUM TUBE W/(1) SS KWIK BOLT 3 BY HILT] L 2 X 2 X 3/16 2 X 1 X 118 SEE DETAIL 4ISD -9 318" DIA X 3" MIN EMB 012" O/C MAX. M. TREAD ALUMINUM DIAMOND PLATE S. POST @ 4' -0" O/C MAX COUNTERSUNK HEAD 3/16" THK ALUMINUM TUBE G. ALUMINUM BRACKET EXTRUSION N. LANDING ALUMINUM DIAMOND PLATE 2 X 2 X 1/4 2"X 1/4" THK. SEE DETAIL 5 18D -10. 1 /8" THK C. BOTTOM CHORD H. CENTRAL POST O. (1) SS TAPCONS 1/4" DIA X 2" MIN.EMB. ALUMINUM TUBE ALUMINUM PIPE 4 SCH40 @ 12" O/C MAX 2 X 1 X 1/8 (41/2" O.D.) P. ALUM. PLATE 4-1/2' DIA X 16" THK D. HANDRAIL @ 34" ABOVE TREAD L ALUMINUM PICKET @ 4 3/4" O/C MAX (') 42" AFF NOSING LINE TUBE 1 X 1 X 1/8 (") 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE J. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 2 X 3 X 114 2 (%b DETAIL 4 /SD -9 SCALE N.T.S. NOTE 43ESM LImnw TO SCOPE OF VWDRK. ANY CORRECTIONS, M MARKS. WHITE OUT OR STICK-0I� WRL VOID THEM ORAVMMS AND CALCULATIONS. TKS DOCUMENT IS THE PROPERTY U94GI �t AM BHALL NOT BE REPRODUCED IN WHOLE OR PART Y f niOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER Q0 �I P`E€ IrLJL! &0 c� U �F s a R 33 m N gLu W._ a i� ♦) V Z 3 0 w z O 0 A: 1-; 2013 As sHOwN J.AA. v SD-9 9 OF 12 FILL MASONRY CELL W/ 3,000 PSI GROUT BY OTHERS X1/2" CLEAR 11/2" LEAK iTYP 118 TOP VIEW LEGEND: A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 118 SEE DETAIL 41SD -9 B. POST @ N-0" O/C MAX ALUMINUM TUBE 2X2X114 C. BOTTOM CHORD ALUMINUM TUBE 2X1X1/8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 118 SEE DETAIL 4/SD -9 E. SS WIRE ROPE CABLES 1/8" DIA (cif 3" O/C MAX F. ALUM. PLATE 2"X 5/8" CONTINUOUS W1(1) SS KWIK BOLT 3 BY HILT] 3/8" DIA X 3" MIN EMB 01Y O/C MAX. COUNTERSUNK HEAD G. ALUMINUM BRACKET EXTRUSION 2"X 114" THK. SEE DETAIL S/SD -10. FACE OF WALL FINISH W /(1) SS KIMK BOLT III 304SS BY HILT! Wr DIA X3" MIN. EMS. COUNTERSUNK HEAD. INTO EXISTING CMU WALL 1/8 W /(1) SS KWIK BOLT III 304SS " BY HILT] 3/8" DIA X3" MIN. EMS. NOSING LIE %FILL COUNTERSUNK HEAD MASONRY CELL / 3,000 PSI GROUT BY THERS FRONT VIEW 1 11Z" MIN. CLEAR (TYP) 1st G s 34" ABO TREAD NOSING tIN W 1(1) SS KWIK BOLT III 304SS BY HILT1318" DIA X3" MIN. EMB. COUNTERSUNK HEAD FILL MASONRY CELL W13,000 PSI GROUT BY SECTION DETAIL 5 /SD -10 ALUMINUM BRACKET & END DETAIL SCALEAT.S. 1/8" STAINLESS STEEL WIRE ROPE CABLE BY SHERMAN JOHNSC DETAIL 6/ SS CABLE S( Classic Dock '%H990 Turnbuckle ow U=.s Dxdk TM'z- mnd T sls� -mm be FEt$Wlfrd to arl Fief sue�_ra s-J s Wd fxi p?aoe by t>wo tabs suatah% 1a 4h�- h bdltSa Me hest 64h it ad `fie 4" e, wle is it =n artit ulm I'm . t k Cho Awmnbl ` P8 W=Hne Swage CM.M. mom joeggaml am I"= - ..;1,412 -fT. I;;qr 8P4" g1-'8w. 6t-vr 9.7rf IT V16, fw n -ur I Q -1w "r ur you: ray •A,2wwL t-m Deck Tonle A4LF''I'[r$ em w" Crimp 8" MIN EDGE .1 aTCa�a• T e rr I,�m • rs,• � �'a �.' cal�.a. '"ta'fity k �b- at4a,• �r ri•e �,• ��. Ce fiv !r cabs. om ma em o - ..;1,412 -fT. I;;qr 8P4" g1-'8w. 6t-vr 11 a* , .wr__Iwroldmmteao du ammo, a...mu'aE_tWpsa. NOTE: •DESIGN UeaTED TO 8COPE of WOWt. -ANY CORRECTIONS. NIt HARM. wHlTe our oR er ot� WILL VOID THEE DRAWNGS AND Q%X4L An 0W. COPY MW EnOmer. nm Doc m m I8 THE PROPERTY OF EN -- t AND SHALL NOT BE REPRODUCED N WHOLE OR PART VffMff WRITTEN CONSENT OF THE CERTIFYING ENGINEER. 1 P R'i ~ uj C7 Z D a O z 93 M g w Z P .km Q Mores FL Reg PE # 89818 o1- se-zws As sHOVnv J.nn. 7SiD -10 10 w 12 SECTION DETAIL 1/SD -11 SCALE: NTS AIUMINUA 2X3X1/8 (1) SS T 1!4" DIA X 2" MIN. EMB SIDE VIEW FRONT VIEW DETAIL 4/SD -11 SCALE: NTS 1 / 1 / 1..ufj .. J, K OR L 1 /8 2 " @6" SIDE VIEW LEGEND: E. -A. TOP RAIL @ 34" ABOVE TREAD 2X2X1/4 NOSING LINE OR 42" A.F.F. F. ALUMINUM ANGLE ALUMINUM TUBE L 2 X 2 X 3/18 2 X 1 X 1/8 SEE DETAIL 4/SD -8 M. B. POST @ 4' -W O/C MAX 3116" THK ALUMINUM TUBE G. LANDING ALUMINUM DIAMOND PLATE 2X2X114 C. BOTTOM CHORD H. (1) SS TAPCONS 1/4" DIA X 2" MIN.EMB. ALUMINUM TUBE @ 12" O/C MAX 2X1X1/8 P. D. HANDRAIL @ 34" ABOVE TREAD I. (') NOSING LINE TUBE 1 X 1 X 118 (") ALUMINUM TUBE J. 2 X 1 X 1/8 SEE DETAIL 41SD -9 2X 3X 1/4 FRONT VIEW DETAIL 2/SD -11 SCALE: NTS DETAIL 5/SD -11 SS WIRE ROPE CABLES 118" DIA K. ALUMINUM TUBE @3 "O/C MAX 2X2X1/4 ALUM. PLATE 2"X 5/8" CONTINUOUS L. ALUMINUM ANGLE W /(1) SS KIMK BOLT 3 BY HILTI L 2 X 2 X 3/18 3/8" DIA X 3" MIN EMB @ 12" O/C MAX. M. TREAD ALUMINUM DIAMOND PLATE COUNTERSUNK HEAD 3116" THK ALUMINUM BRACKET EXTRUSION N. LANDING ALUMINUM DIAMOND PLATE 2"X 1/4" THK. SEE DETAIL 5/SD -10. 118" THK CENTRAL POST O. (1) SS TAPCONS 1/4" DIA X 2" MIN.EMB. ALUMINUM PIPE 4 SCH40 @ 12" O/C MAX (41/2" O.D.) P. ALUM. PLATE 4-1/2' DIA X 1/8" THK ALUMINUM PICKET @ 4 3/4" O/C MAX (') 42" AFF TUBE 1 X 1 X 118 (") 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2X 3X 1/4 SCALE: NTS DETAIL 3/SD -11 SCALE: NTS ALUMINUM BASE PLATE 1/2" X 10" X 10" (4) KWIK BOLT III 304SS BY HILTI 1/2" DIA X 3" MIN. EMB. 3/16 m TOP VIEW BASE PLATE DETAIL 6/SD-1 1 SCALE: NTS �l 1 1 NOTE - DBSION uMITEO To � WDRK. .ANY CORRECTIONS W MARKS. WFOTE OUT OR 81=-O S WILLVO iiH DRAWMS8MIDCALCULATI0NS. THIS DOCUMENT IS THE PROPOM OF MaNKBBR AM SHALL NOT BE FU"OM;= W WHOLE OR PART WITHOUT W WTIEN COMW OF THE CERMFYM B OMEE. m ■ mil a� P I �wg� 0- W N.. Lq W_ 0 Z D a O x Ed E 0 a 0 0 VALID FOR (1) PEFtWT ONLY JImn.C. Moreno 07- 2&2013 As s►(OWN J.M. aM. 111 11 OF 12 FRONT VIEW LEGEND: 'A. TOP RAIL @ 34" ABOVE TREAD NOSING LINE OR 42" A.F.F. ALUMINUM TUBE 2 X 1 X 1/8 SEE DETAIL 4/SD -9 B. POST @ V-V O/C MAX ALUMINUM TUBE 2X2X1/4 C. BOTTOM CHORD ALUMINUM TUBE 2X1X1/8 D. HANDRAIL @ 34" ABOVE TREAD NOSING LINE ALUMINUM TUBE 2 X 1 X 118 SEE DETAIL 4/SD -9 PLAN VIEW ALUMINUM TREAD DETAIL. E. SS WIRE ROPE CABLES 118" DIA @ 3" O/C MAX F. ALUM. PLATE 2"X 518" CONTINUOUS W /(1) SS KWK BOLT 3 BY HILTI 3/8" DIA X 3" MIN EMB @ IT O/C MAX. COUNTERSUNK HEAD G. ALUMINUM BRACKET EXTRUSION 2"X 1/4" THK. SEE DETAIL 61SD -10. H. CENTRAL POST ALUMINUM PIPE 4 SCH40 (41/2" O.D.) 1. ALUMINUM PICKET @ 4 314" O/C MAX TUBE IXIX118 J. ALUMINUM TUBE 2X 3X 1/4 K. ALUMINUM TUBE 2X2X1/4 L. ALUMINUM ANGLE L2X2X3/16 M. TREAD ALUMINUM DIAMOND PLATE 3/16" THK N. LANDING ALUMINUM DIAMOND PLATE 1/8" THK O. (1) SS TAPCONS 1/4" DIA X 2" MIN.EMS. @ IT O/C MAX P. ALUM. PLATE 4-1/2' DIA X 1/8" THK (') 42" AFF 34" ABOVE TREAD NOSING LINE SCALE: NTS SIDE VIEW NOTE: -DESIGN LINKED TO SCOPE OF WORK. -ANY CORRECTIONS, W MARKS. V*M OUT OR STICIt ays WILL VOID THESE DRAWINGS AND CALCULATIONS. THIS DOCUMENT IS THE PROPERTY OF [ENGINEER AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WRHWIT WRITTEN CONSENT OF THE CERTIFYING ENGINEER. • fee ".I � Lu J wm a�, RIB (j (L C7 Z CL D O z g W Z VALID FOR (1) PERMIT MY ul ,km C. Moreno FL Reg P.E. #09818 m- as�zws As sHOwN J.M. D-1-21 12 OF 12 rl TAPCON LENGTHS Part Lerlp Thread Length 3110' Topoon 114• Tapaon 1 -19• Fug Thread Fug Thread 1-3/4• 1-W 1-W 21/4• 1 -618" 1-6�' 2-W 21/8' 21/8• MW 1-548' 1-5�' 34f4• 1-�8" 1-5�• 2 -118" 2 -11r 4• Ir J&M 26W hr 0AW ,. LONG THREAD TAPCON LENGTHS Part uUmth Throw ump 3H0• Tap= 114• Tepoon 6110• Tap= 1-3/4• Fu0 Thread Fuf1 Thread Ftdl Thread 21140 2 -118' 2-W 261/f 2.314• 2-W 21/8' 21/8• 31/4• 261B• 2118" 2 -U8• 3,W 2-Iff 2 -118" 2 -11r 4• I 21/8" 26W 2118• 6' 0AW 2118' 211V 8• 2 -118' I 21/8" TAPCON HEAD DIMENSIONS Heed Style Head HOW Head DMrnOlq 3110" PFH 0.120" 0.38Tf #12 PFH 0.140• 0.414• 1/4• PFH 0.148• 0.471• SMIr PFH 0 180" 0.640' 6110• Fkd Head 0.180° 0.640' 6110• Burt Head 0.200" 0.637" TAPCON WASHER HEAD DIMENSIONS Head SWW Head Helgitt Aa m Flat Maher DWMBWr 3V18• HVM 0.140' 0.248• 03W 1/4• HVM 0.180' 0.308' 0.41r amr HVVH 0.221" 0.371• 0.483• 1/4" Maxim t 0226• omr 0.030" 114.60010 0.W 0.308" MW amrmmbd 02W 0.370" 0AW PROCK=Rn4nvm ANNOWD No M41216,.) <a U Z W. W J w g U 0 �z 3 111:15192MI, , till 2 J _ 0 W !N �! o ZW" ZEq //ate� V �m W� "9 wl W� 0W� W W.. .40� <a U Z W. W J w g U 0 �z 3 111:15192MI, , till 2 J GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED & TESTED IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE(HIGH VELOCITY HURRICANE ZONE) AND THE FOLLOWING STANDARDS: ASTM E488, ASTM GSS & TAS 114. 2. ANCHORS ARE MANUFACTURED FROM HEAT - TREATED STEEL WITH AN ALTERNATING HIGH -LOW THREAD FORM AND SHALL HAVE CORROSION - RESISTANT COATINGS AS DESCRIBED BELOW: • ULTRASHIELD OR WHITE ULTRASHIELD OR • BLUE OR SILVER CLIMASEAL OR • CLIMASHIELD 3. ANCHOR INSTALLATION SHALL BE MADE IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS AND THIS NOTICE OF ACCEPTANCE. 4. CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS, WITH STRENGTH PROPERTIES AS SPECIFIED HEREIN. HOLLOW AND GROUT - FILLED CONCRETE BLOCK SHALL CONFORM TO ASTM C -90. S. REFERENCE THE FOLLOWING TEST REPORTS: • HURRICANE ENGINEERING & TESTING, INC. #HETI-00 -4160 10/25/2000 #HETI -00 -4092 02/25/2000 #HETI -00 -4153 10/25/2000 #HETI -00 -4072 02/x5 /2000 #HETI -01 -5029 OS /07/2001 #HETI -01 -5027 05/07/2001 • FM PZFHALT TMMAIUUXaMb, INN_ #PRI01078(09/27/2001 #PRI 01079 (08/27/2001 • APPLIED RESEARCIi LABORATORIES #ARL 30291 01/22/2002 #ARL 30292 01/29/Z002 #ARL 30299 00EN /2002 #ARL 30294 O/2�2 • CENTER FOR EERING, INC. #MTS 25- 7654 -PS (06/03/1996) • CELOTEX CORPORATION TESTING SERVICES #MTS 520614 -PS (06/14/200 SCOTS STAINLESS SLOTTED HEX PHILLIPS MAXI -SET HEX STEEL HEAD WITH WASHER HEAD FLAT HEAD WASHER HEAD WASHER %I CARBON STEEL HEAD MARKINGS: J' 410 SS HEAD MARKINGS: q 1 3/16" OR 1/4" HEAD STYLES 1 N.T.S. BUTTON FLAT HEX WASHER PHILLIPS HEAD HEAD HEAD FLAT HEAD s wsmash, Nlin NOW, A � A A 2 5/16" XL HEAD STYLES 1 N.T.S. ffwlWldox TAPCON CONCRETE &MASONRY ANCHOR 4 PART LENGTH PART LENGTH HEAD HEIGHT HEAD L.H�D �� 00.210/0.205' HEIGHT 1 FULL THREAD O.D. LOW THREAD DIAMETER REF. ROOT. DIAMETER 00.180° REF. HEAD DIAMETER 00.145" 00.122 REF. Low THREAD REF. ROOT DIAMETER DIAMETER 1. PILOT HOLE SHALL BE 1/4° LONGER THAN EMBEDMENT WITH 0.171" DIAMETER. 2. ALLOWABLE LOADS ARE BASED ON AVERAGE ULTIMATE TEST LOAD DIVIDED BY 4. 3. CENTER TO CENTER DISTANCE OF 2 -1/4" IS NECESSARY FOR 100% CAPACITY AND 1 -1/8" FOR 50% CAPACITY. 4. REFERENCE SHEET 2 FOR ADDITIONAL ANCHOR DIMENSIONS. s 3/16" TAPCON 1 1' -0" m 1' -0" SIDE VIEW PART LENGTH 00.315/0.305" HEAD THREAD LENGTH iFrr_4rr rFULL THREAD O.D. PART LENGTH 00.255 /0.245° HEAD HEIGHT }--- THREAD LENGTH- HEAD FULL THREAD O.D. HEAD LOW THREAD DIAMETER REF. ROOT. DIAMETER DIAMETER 00.200" REF. DIAMETER 00.190" REF. 00.168" REF. ROOT DIAMETER LOW THREAD 147 DIAMETER 1. PILOT HOLE SHALL BE We LONGER THAN 13/4* EMBEDMENT WITH 0.200° DIAMETER. 2. ALLOWABLE LOADS ARE BASED ON AVERAGE CENTER TO CENTER DISTANCE OF 3-3/4" IS ULTIMATE TEST LOAD DIVIDED BY 4. 3. CENTER TO CENTER DISTANCE OF 3" IS 189 NECESSARY FOR 100% CAPACITY AND 1 -1/2° FOR 50% CAPACITY. 50% CAPACITY. 4. REFERENCE SHEET 2 FOR ADDITIONAL ANCHOR 23H8• DIMENSIONS. DIMENSIONS. 1/4" TAPCON 788 1 V -0" 0 1'-0" SIDE VIEW PART LENGTH 00.315/0.305" HEAD THREAD LENGTH iFrr_4rr rFULL THREAD O.D. 3/16" CARBON STEEL TAPCONS 8038X W mm DISTANCE TENSION (LB) SHEAR (L6) HEAD 00.251° 00.2260 REF. LOW THREAD DIAMETER REF. ROOT. DIAMETER DIAMETER 1. PILOT HOLE SHALL BE 114° LONGER THAN 1, 1 -VB• EMBEDMENT WITH 0.263" DIAMETER. 147 2. ALLOWABLE LOADS ARE BASED ON AVERAGE 187 13/4* ULTIMATE TEST LOAD DIVIDED BY 4. 384 3. CENTER TO CENTER DISTANCE OF 3-3/4" IS 384 229 NECESSARY FOR L00% CAPACITY AND 1 -7/8" FOR 189 2.112` 50% CAPACITY. M 4. REFERENCE SHEET 2 FOR ADDITIONAL ANCHOR 23H8• IN DIMENSIONS. 3.118• 788 s 5/16" TAPCON GROUT FILLED BLOCK 1.3/4' 1 1' -0" = 1' -0" SIDE VIEW 487 3/16" CARBON STEEL TAPCONS 1/4" TAPCONS CANON STEEL I STAINLESS STEEL TENSN { SHEAR TENSION I SHEAR HOLLOW BLOCK 8038X W mm DISTANCE TENSION (LB) SHEAR (L6) HOLLOW BLOCK 1-114• 1418" 94 111 2-W a 197 CONCRETE (3192 PSI MIN) 1, 1 -VB• 128 147 2-5/8" 129 187 13/4* 144 384 100 2-W 384 229 1/4" TAPCONS CANON STEEL I STAINLESS STEEL TENSN { SHEAR TENSION I SHEAR HOLLOW BLOCK 11/4' r w I a9 ,+v I lug 2111" 195 284 188 279 CONCRETE (3182 PSI MIN) _ 1 1• 23H8• 118 188 149 2112' 112 297 14918• 608 1�4, 1• 819 1111 188 189 2.112` 878 M 713 488 5/16" CARBON STEEL TAPCON XL t EMBEDMENT 18 THROWN 144 FACE SHELL OF HOLLOW BLOC( tt EMBEDMENT DEPTH IS INTO 3KSI CONCRETE. WITH THE WOOD BIXSC LOCATED BETWEEN CONCRETE AND SIDE MEMBER saor�Brtlfla�iAs mix US >ud Q C1 sm Z�. "9 W� NWT 1 IIJ lu m Y ,4ok s oe a a e }° x� 091 �t g 9 F '1: lily D EMBEDMENT EDGE DISTANCE TENSION CIA SHEAR (LB) H °LLOW BLOCS( 14w t 4• 261 LB 878 LB CONCRETE PSI MIN) 144 14018• 262 333 23H8• 391 431 3-1/8• 3611 843 13W 14918• 608 382 23M8• 863 826 3-1/8' 883 827 2.1/4• 14lA8• 713 488 23H8• IN 812 3.118• 788 882 GROUT FILLED BLOCK 1.3/4' 4, 487 706 21/4" 942 788 THRU 2x WOOD BUCK (G -0.36 MIN) TO 3KSI MN CONCRETE 1-3W tt 1 %Vr - 312 t EMBEDMENT 18 THROWN 144 FACE SHELL OF HOLLOW BLOC( tt EMBEDMENT DEPTH IS INTO 3KSI CONCRETE. WITH THE WOOD BIXSC LOCATED BETWEEN CONCRETE AND SIDE MEMBER saor�Brtlfla�iAs mix US >ud Q C1 sm Z�. "9 W� NWT 1 IIJ lu m Y ,4ok s oe a a e }° x� 091 �t g 9 F '1: lily D 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 JOB ADDRESS: "a I/ EF ! OL5 Permit No. FBC 20 Master Permit No. 9 1� / / — 62 7 .5-F ROOFING City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes OWNER: Name (Fee Simple City: 9 ( 1 LLM � Tenant/Lessee Name: Email: V o to NO Flood Zone: r, State: F L_ Zip: 33 i IV CONTRACTOR: Company Name: ac- `�� `°°�- �TPLda� \'iPl a #: Address: C 55>5 Lf/ S LiJ t (o.3 5 'T_ City: V1 f Qualifier Name: zip: State Certification or Registration #: e, QC— I , L' b -)-1 Certificate of Competency #: Contact Phone #: Email Address: VkCeS &A�'f e®r� D C' ^ \ DESIGNER: Architect/Engineer: Phone #: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Worki DAddition ' DAlteration ONew ORepair/Replace UDemolition Description of Work: Color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond Technology Fee $ TOTAL FEE NOW DUE $ 1 db Bonding Cornpany'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 be approved and a reinspection fee will be charged. Signature Signature Owner or Agent < Contractor The fore oing instrument was acknowledged before me this -30 The foregoing instrument was acknowledged before me thivV day o ��r , by yet'-� ` <`� day of , by w o 's ersonally known to me o ho has produced who is personally known to me who has produced n and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: ° ~ NOTARY PUBLIC: J ROB" #EEM41 Sign: Sign: Print: My Commission Expires: My Commission Expires: APPROVED BY f Plans Examiner Zoning J 011 Lt — Structural Review Clerk (Revised 3 /12J2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 1x-31 -1 V Permit No: Structural Critique Sheet LD -WC C AJ ® %J1 Srf a-A t -J va: Page 1 of 1 °li! 7D ` j gR-Aus 64C (2C- ve-E w 0f) , ( eCeA-S 6 vf IWAI A LL yco 6c" (, ez N iUF�L�i� 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 PERMIT # CONTRACTOR: SUBMITTAL DATE: ADDRESS: I (:��i"Ca 1 l O5 S-T NAME: S RESUBMITAL DATES: PROJECT TYPE: ) ZONING FIRE STRUCTURAL IMPACT FEES ELECTRICAL HRS /DERM PLUMBING NOC MECHANICAL -BAD " - _. L VE JAN 3 0 20% QL, t ! -a iLi z lis /Er.�...:_ . . . . . . . . . .1 A* W 4h6' 1p A lylf. 77 - - Nei &