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RC-07-1964Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Scheduled Inspection Date: April 23, 2009 Inspector: Bruhn, Norman Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: Final Work Classification: Addition P one Number (305)757 -9790 Parcel Number 1132060142560 Building Department Comments Passed Failed twiueCtor Comments *FINAL RAILINGS Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. _tiod April 22, 2009 Page 24 of 28 Certificate of Occupancy Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 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 Owner Subdivision /Project Construction Type 844 98 Street Residential Construction MICHAEL LONGMAN ADDITION Bldg. Permit No. Contractor Date Issued Occupancy RC -9-07 -1964 HOME OWNER 04/13/2009 Single Family Miami Shores FL 33138 - Location val Norman Bruhn, C13O Not Transferable POST IN A CONSPICUOUS PLACE Certificate of Occupancy Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 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 Owner Subdivision /Project Construction Type 844 98 Street Residential Construction MICHAEL LONGMAN ADDITION Bldg. Permit No. Contractor Date Issued Occupancy RC -9 -07 -1964 HOME OWNER 04/13/2009 Single Family Miami Shores FL 33138- Location Building Officials pproval Norman Bruhn, GBO Not Transferable POST IN A CONSPICUOUS PLACE Miami Shores Village Building Department . 10050 .NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 • Fax; (305)756-8972 RECEIPT PERMIT #: K)0/19(a4 DATE: I, i\ANCikatd Co \ ❑ Contractor al Owner ❑ Architect 4rcM 14- )00(7d Picked up 2 sets of plans and (other) k Ivov "ck `1-1+:QJ1 Address: g44NtrygSb. 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: PERMIT CLEARK INITIAL: RESUBMITTED DATE: PERMIT CLEARK INITIAL: 1.1oNt Cuitikw 1-064-. lAgez aivta a coil of blt, COMIONTIS 1,t, (00- 1-1Aum anel 1946,1 14ne-, back .0of +Yuss4 mflei low• 0,001 1-6(_,• fropablAi lkiL, otow- wayj 61 401 6tek. Miami Shores Village Building Department AAA hut Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date BUILDING CRITIQUE SHEET 7- ss S� -O 4 1 /./ ., CS r zoo r7 , , , c,% / 1 ec c // S Atv a' ' reU)C- '44-( c4/cv/474 d.tS 1-34" 4- ' � ZOOM F 4-44 2- w , 5 g)4 /IVJ/er 7 t S N11o� ' � � r/�� 4. /7 / ° —Muss Uvi ,€T ItsejlVI i.A eexuA.; L9/ nPcp 4I .4 c 4(7 -ec?' _ & 77/p d6/(a e/ "ac,'" «fe / 7-7-/x/-,e Reviewer: Claudio Grande C.B.O 305 - 795 -2204 Ext 1430 ouea, 10101 Cn- in to Miami Shores Village prat cr2 Ccnl (111Buildin g Department artment 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING 10115 Permit No.gC01. jq BUIL q�icl►�e�e.. PERMIT APPLICATION 10 l 1q1D1 Master Permit No. FBC 2004 M c/k IMOMET it CEP 1 9 ?IVL BY :.� Permit Type (circle): Roofing 1 —_ /n�,^, ) ,,� .✓ Phone # � � 757 '� � 770 Owner's Name (Fee Simple Titleholder) M (fir qP_ 1 40/1/V t �'- Owner's Address " �v i "rf 1 `� ) City ,hf'! W 5 S state Fl d/4 Zip J / 3 Tenant/Lessee Name Phone # Job Address (where the work is being done) S I/ Li City Miami Shores Village County Miam i -Dade FOLIO / PARCEL # ) 1 3 '2,9‘e 0) y 2,5-6 q„..., Is Building Historically Designated YES NO < Contractor's Company Name ) (9(Vt1LJV'' Phone # Contractor's Address q Zip *3 313 g City State Zip Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ V� Type of Work: KiAddition A Describe. Work: /Y near Footage Of Work: ❑Alteration “, ❑ Repair. ' eplace ❑ Demolition E 19 AZ \Submittal Fee $ .00 Permit Fee $ \ 6; of 6-0 ° p • ' CCF $ 105' 00 \CO /CC )50.62) \Notary $ S'O Training/Education Fee $ l &OO \Technology Fee $ 131 ' 75 \I Scanning $ 'CC/ ' Radon $ y D3 \DPBR $ O -a 3 Zoning $ \Bond $. 411018 CodeeEnforcement $ Double Fee $ �j Structural Review. SO l` ' t 60, P 12.6` °O Total Fee Now Due $ 5, 0 g9 • 91 See Reverse side –) * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees************* ****** * * * * *** * ***** * ** ***** * *** Bonding Coq Bonding Cori City Mortgage Le Mortgage Lei City Application commenced construction WELLS, POD OWNER'S applicable la "WARNIN( PAYING '11 CONSULT COMMEN( Notice to Ap promise in g whose prop for the first inspection will not be approve ii rernspectzon fee wtu ve cncngeu. Owner or Agent The foregoing instrument was acknowledged before` me this 1? The foregoing instrument was acknowledged before me this day of , 20© ,, by `io'1~'ti c 1 1.0 LGy w :&u . , day of , 20 _, by who is personally known to me or who has roduced''1%%s MECHANICAL t no work or installation has lards of all laws regulating ORK, PLUMBING, SIGNS, done in compliance with all ' MAY RESULT IN YOUR 0 OBTAIN FINANCING, YOUR NOTICE OF zg $2500, the applicant must I be delivered to the person ust, be posted at the job site of such posted notice, the Signature Contractor produced C , 1 300 As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: ***** ** ** d ***•x* *� *** ****** ***** ***** o e ' C• 000 ornets APPLICATION APPROVED BY: (Revised 07/10/07) who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: ******************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION / PERMIT NO. � C -O?---14.161/ TAX FOLIO NO. / 1 -.3266 —0111-4-6-g6 f% STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that Improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1111111111111111111111111111111111111 11111111 CFN 20107R1207266 DR Bk 26120 Ps 4441? (1Pe) RECORDED 12/21 /2007 09.26:28 HARVEY RUVINv CLERK OF COURT MIAMI -DADE COUNTYr FLORIDA LAST PAGE 1. Legal description of property and street/address: M/4..."" -643)-4.5 5C.e- 3 P13 l® --3 h,15,t` 4- ®A 2.04- 7 L-41- g j 4 9.5P4- of 4S q G1 I' • S 1,6?' 22e,. 00 X ));Z m R Lt18 7/ — l6_„0, 02- go,, h 't 444 q .57"" 2. Description of improvement: )6,6‘ 2.. 14j Q.Adf 3. Owner(s) name and address: /l2 /C-4c/f,/ 0i1,4+ /"L7t 44t,h5 3313.g 1,v/L4 Interest in property: Name and address of fee simple titleholder: f#5 blble24ei *OD .V114'4!, ) T%C - 3.5,04 4. Contractor's name and address: /G 1--E),4" (Lt g , miciAwN s rtes , 33/3g q. 5. Surety: (Payment bond required by owner from contractor, if any) Name and address: Amount of bond $ 6. Lender's 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(1)(a)7., Florida Statutes, Name and address: /t't/�{C 57q57q-c/- � � / f1-- 33/3/ 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Flor�idra Statutes. Name and address: ,(mil ejic -- m/ /tz4ev S 1 t /1/- "/ S / hie p( MAini .4,e)1 5 , / 3S/3/5 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date is specified) Signature of Owner j y Print Owner's Name / /GJ24' e - f 3�- Gh/j��2ff -r,.� Prepared by Sworn to and subscribed before me this L 1 day of r Notary Public Print Notary's Name My commission expires: 123.01 -52 PAGE 4 8/02 ,206L. Address: "IC iue. / /0/144-../* ,$111 4/P-- 5/— MAIM/ 40 keg ft, 33/35 iTATE OF FLORIDA, COUNTY OF DADE 1 HEREBY CERTIFY that this is a true Copy of the ono, f il l e d in this office on day of , A D 20, WITNESS my hand and Official Seal, ,• K, of Circuit . nd Co Sy ty Cowls D.C. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/13/2008 Inspector: Dacquisto, David Owner: LONGMAN, MICHAEL Job Address: 844 98 Street NE Miami Shores Village, FL 33138- Project: <NONE> Permit Type: Residential Construction Inspection Type: Spot Survey Work Classification: Addition Block: Contractor: HOME OWNER Phone Number (305)757 -9790 Parcel Number 1132060142560 Lot: Building Department Comments ADDING 2 STORY ADDITION IN BACK OF HOUSE. 3 BEDROOMS AND 2 BATHROOM hi tilk■ / (5 (j' Passed d Inspector Comments mld 4 •'e Y-Gc ; 1-e,,, / , Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Tuesday, February 12, 2008 Page 2 of 2 February 26, 2008 Address: GULF BUILDING CORP GULF DESIGN GROUP Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: 1st Floor Reinforced Concrete Masonry Unit Walls. To Whom It May Concern: have been retained by the Owner to perform a special inspection per Florida Building Code, FBC 2122.4 (R4407.5.4). I have personally inspected theist Floor Reinforced Concrete Masonry Unit Walls, on January 26, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. NoeII, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Floor • Fort Lauderdale, Honda 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 SKETCH OF B1]N11(URVEY DESCRIPTION: • • • • • • • • • • •• •• • • • • The West 15 feet of Lot 7i pt4 end :the East :2i fiee!t of Lot 9, Block 73, MIAMI SHOR •9ECTI01�•N0. -3, acoorOng to the plat thereof, as recorded in Plat Book 10, Page 37, of the Public Records of Dade County,• Flgrida •• ••• •• SURVEYORS REPORT /NOr•EV : : :•• :• ••• (1) property address: 844 NE•48 ;h:Streef, :Mieamri «ores Vi I lage (2) Flood Zone Shaded X; per Flood Insurance Rate Map 120652 0093 J, map index dated 3/2/94. (3) Benchmark: Miami -Dade County Survey Section Vertical Control Point •N -800; elevation +9.33' National Geodetic Vertical Datum 1929. (4) Unless stated otherwise hereon, this survey was prepared without the benefit of an abstract of title. No liability is assumed by the undersigned for loss relating to any matter that might be discovered by an abstract of title of the property. (5) No underground foundations, buried utilities, setbacks, uses or visible easements are located hereon. No liability is assumed by the undersigned for any loss that may be associated with the existence of any of the above stated. LEGEND: A/C CLF FIP LCF P PP Sc W/F r centerline elevation air conditioner chain link fence found iron pipe no identification louvred concrete fence measured at block corner plat power pole stamped concrete wood fence FIP 1 1/2' CORNER NE 8TH AVENUE NE 98TH STREET r 12 11 40 '0001 17 18 19 2 6 ALLEY 5 13 14 15 16 17 18 19 2 NE 97TH STREET LOCATION MAP NOT TO SCALE +9.75' CROWN ti 175.00'PSM FIP 1/2' B9i�a6 0.1'N p0y 0. i' E APPROVED 0P!ING DEPT �_DG DEPT ECT TO COMPLIANC V-E AND COUNTY RULE 6 0 NE 98TH STREET 1W PAVENENT +9.59' CROWN 90. 00' 23.5'PARKWAY 5' WALK 25.4' x x 6'W /F/ 12'N A X x LC) cd 8'M /F 0. 7'N i. 2' W 12.4' ?n 14.7' b 27.8' i STORY RESIDENCE i STORY MAIN FLOOR +11.79' GARAGE +9.90' 9.3' 5 4* � OO METAL FIP 1/2' x Orb b i 4' CLF 0.2' S x— I 10, as "i L 5' W O. i' E 4' CLF—‘ x FIP 1/2' x x x— X—x —x —X --fix —x—r+- -x x X —X k o. 2'N PP O. 1'E +9.31' '-15' ALLEY 90.00' s' PAVEMENT +& 97' CAOMN CROWN_J I 25.4' � of ADDITION OMER I rd CONSTRUCTION I x (STEMWALI.) cu 25.8' 10.7' I L_ 30. a ®� FIP 1/2' 0.2'S 0. 1' E LCF 0.3'E 4' CLF 1.5' W Ii7 Cti Roger J. Dietz P. S. M No. 4611 State of I lorid for •LB4545 not valid without the signature and the original raised seal of a Florida Iicensed surveyor and mapper DIETZ & DIETZ LAND SURVEYORS, INC. 5781 W. Sunrise Blvd., Plantation, Florida 33313 (954) 327 -0988 1 FOR: LONGMAN DATE: 1 -08 -08 ORDER NO.: 0801028 FIELD BOOK: 247 -72 & FILE DATE REVISION ORDER NO. 1 IIAT♦ ril r. ue0_7_o Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/05/2008 Inspector: Grande, Claudio Owner: LONGMAN, MICHAEL Job Address: 844 98 Street NE Miami Shores Village, FL 33138Y ' Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: Slab Work Classification: Addition Block: Phone Number (305)757 -9790 Parcel Number 1132060142560 Lot: Building Department Comments ADDING 2 STORY ADDITION IN BACK OF HOUSE. 3 BEDROOMS AND 2 BATHROOM Passed Inspector Comments cc Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Monday, February 4, 2008 Page 2 of 2 Date Pr uct used FEB 0 , 2006 g Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 109.2.2) B Y: - - -- KEANE SOIL PRETREAT (954) 462 -0607 S\ Percent concentration 1 /X Stage of treatment Address of Treatment q;aa Time themidal used /a20 Area treated 04 v - Applicator Gallons applied Linear feet treated As per 109.2.2 --If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line SOILPROBE ENGINEERING & TESTING, IN FF3 STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584 -6880 (954) 584-6115 Fax: (954) 584 -2862 LABORATORY NO: 080058 JOB NO.: 0058 DATE: 2/1/08 ALL REPORTS ARE SUBMI 1TED AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL REPORT OF IN-PLACE SOIL DENSITY TESTS Client: Stolk Construction Project: Proposed Addition Jobsite: 844 NE 98th St. Miami Shores, FL Address: 1673 SW 29th Ave. Fort Lauderdale, FL Soil Description: Tan sand Max dry Density: 105.1 (Lbs. /Cu.Ft.) Optimum Moisture: 12.3 % Method of Test: NUCLEAR Date of Test Test No. TEST LOCATION- Lift No. Field Moisture In Place Density (Lbs. /Cu.Ft.) % Compac tion Wet Dry 2/1/08 1 Slab @ center ofN side Final 5.7 107.8 102.0 97.2 2/1/08 2 Slab @ SW comer area Final 6.1 109.8 103.5 98.6 NOTE: The above highlighted tests were taken to verify the compaction of the top twelve (12) inches of the structural fill only and they exceed the required 95 % of the maximum dry density (ASTM METHOD T -180). This is NOT a soil bearing capacity certification. SOILPROBE ENGINEERING & TESTING, INC. STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584-6880 (954) 584-6115 Fax: (954) 584 -2862 LABORATORY NO: 080058 JOB NO.: 0058 DATE: 2/1/08 ALL REPORTS ARE SUBMI'11ED AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL REPORT OF MOISTURE- DENSITY RELATIONSHIP OF SOIL Client: Clayton Stolk Address: 1673 SW 29th Ave. Fort Lauderdale, FL Project: Proposed Addition @ 844 NE 98th St. Miami Shores, FL Location: Slab on grade Soil Description: Tan sand Method of Test: AASHTO T -180 r O MOISTURE - DENSITY RELATIONSHIP CURVE 6 Optimum Moisture: 12.3 % 10 12 14 16 18 MOISTURE CONTENT ( %) Max. Dry Density: 105.1 Lbs. /Cu.Ft. January 22, 2008 Address: GULF BUILDING CORP GULF DESIGN GROUP Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida 7E:0 01 FEB ( BY: ____ Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: 1st Floor Reinforced Concrete Masonry Unit Stem Walls. To Whom It May Concern: I have been retained by the Owner to perform a special inspection per Florida Building Code, FBC 2122.4 (R4407.5.4). I have personally inspected theist Floor Reinforced Concrete Masonry Unit Stem Walls, on January 22, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. NoeII, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Floor • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 SOILPROBE ENGINEERING & TESTING, INC. STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584 -6880 (954) 584-6115 Fax: (954) 584 -2862 LABORATORY NO: 080012 JOB NO.: 0012 DATE: 1/11/08 ALL REPORTS ARE SUBMITTED AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL REPORT OF IN-PLACE SOIL DENSITY TESTS Client: Stolk Construction Project: Proposed Addition Jobsite: 844 NE 98th St. Miami Shores, FL Address: 1673 SW 29th Ave. Fort Lauderdale, FL Soil Description: Gray sand Max dry Density: 105.1 (Lbs. /Cu.Ft.) Optimum Moisture: 12.3 % Method of Test: NUCLEAR Date of Test Test No. TEST LOCATION- Lift No. Field Moisture In Place Density (Lbs. /Cu.Ft.) % Compac tion Wet Dry 1/10/08 1 Footings @ center ofN side Final 9.5 109.8 100.3 95.4 1 /10/08 2 Footings @ SW comer area Final 10.1 111.0 100.8 95.9 NOTE: The above highlighted tests were taken to verify the compaction of the top twelve (12) inches of the structural fill only and they exceed the required 95 % of the maximum dry density (ASTM METHOD T -180). This is NOT a soil bearing capacity certification. Respect j bmitted, • SOILPROBE ENGINEERING & TESTING, INC. STUDIES, DESIGN, INSPECTION, AND TESTING SERVICES 5450 Griffin Road, Davie, FL 33314 Phone: (954) 584-6880 (954) 584 -6115 Fax: (954) 584 -2862 LABORATORY NO: JOB NO.: DATE: 080012 0012 1/11/08 ALL REPORTS ARE SUBMIT I LD AS THE EXCLUSIVE PROPERTY OF OUR CLIENTS. AUTHORIZATION FOR PUBLICATION OR EXTRACTIONS FROM OUR REPORTS ARE RECEIVED PENDING OUR APPROVAL Client: Address: Project: Location: Soil Description: Method of Test: 0 REPORT OF MOISTURE - DENSITY RELATIONSHIP OF SOIL Clayton Stolk 1673 SW 29th Ave. Fort Lauderdale, FL Proposed Addition @ 844 NE 98th St. Miami Shores, FL Fill on grade Gray sand AASHTO T -180 MOISTURE - DENSITY RELATIONSHIP CURVE 0\ 6 Optimum Moisture: 12.3 % 10 12 14 MOISTURE CONTENT ( %) 16 18 Max. Dry Density: 105.1 Lbs. /Cu.Ft. Respectfully miffed, 1 20 Miami Shores Village. Ijg Building Department . OCT 1 2 J1 f BY: 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 '8 f BUILDING PERMIT APPLICATION FBC 2004 Permit No. 1'ZFel 7-- 2 IZ Master Permit No. R C 01 I Q 6 4 Permit Type (circle): Building Electrical Plumbing Mechanical ( Roofing Owner's Name (Fee Simple Titleholder) IYA t c itt a e ( X115 MOO Phone # 972 ` 13e Owner's l Address City 6v � cr�s State --R..- Zip 3 3 13 8 a 2 S 3 3 I;r Tenant/Lessee Name L_ Phone # Job Address (where the work is being done) 1 .( q S( ° City Miami Shores Village County Miami -Dade Zip 33( '3 g FOLIO / PARCEL # J I- 3 6- b y - 2 a 6 C5 Is Building Historically Designated YES NO Contractor's Company Name g e.-, 1 h oeri ; sfe4/ /113frone # Contractor's Address 21 i N G CO ca d City AR State Zip 3`3 j 3'"1 Qualifier Name C r GQ cer t i -\--k q5.1- 1 /6W- 2 &I g State Certificate or Registration No. �-- Architect/Engineer's Name (if applicable) Phone# gS41/ 63b -2 g•ig Certificate of Competency No C CC 0 5e) 4S b Phone # Value of Work For this Permit .0g) r 2 7# Type of Work: eIRAddition Describe Work No (2> o e1 ew aced( ['Alteration ew inear Footage Of Work; 0 Repair/Replace 0 Demolition * * *, * * * * * * * * * * * ** * ***************Fees****************** Permit Fee $ Submittal Fee $ Notary $ Training/Education Fee $ Scanning $ ! ' Radon $ DPBR $ Bond $ Code Enforcement $ CCF $ 5.40 CO /CC Technology Fee $ CQ•ZN Zoning $ Double Fee $ Structural Review. $ Total Fee Now Due $ 0 v See Reverse side ---> Bonding Company's Name (if applicable) Bonding Company's Address City State •Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that_no work or installation has commenced prior to the issuance of a permit and that all work . will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a,separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS; TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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 r reinspection fee will be charged. Owner or Agent / The foregoing instrument was acknowledged before me this l t day of 19C017 , 200?, by %t61N9!L 4,2//1✓✓ 74t' who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: ,,II�,r • .a_ AI My Commission Expires: ° STEVEN SHARP NOTARv PURL C- STATE OF FLORIDA COMMISSION # DD587743 EXPIRES 9115/2010 BONDED THRU.1- 888- NOTARY1 Contractor The foregoing instrument was acknowledged before me this 3 day of OG $ t , 2019 by AI CH4 V 34./fa who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Ex STEVEN SHARP NOTARY PUBLIC- STATE OF FLORIDA COMMISSION-# DD587743 ,on`,. EXPIRES 9/15/2010 BONDED THRU 1.888•NOTARY1 * * * * * * * * * * ** ik*************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: (Revised 02/08/06) Plans Examiner Engineer Zoning SECTION R4402.14 ICANE ZONES — UNIFORM PERMIT AP UCIVION'.... • • HIGH - VELOCITY HURRICANE ZONES • • Floalda Building Code Edition 2004 High Velocity Hurricane Zone Uniform Permit Atylication Form. INSTRUCTION PAGE •••• •..• • . . ••• • •• . ••• • • • •. •• •. • • COMPLETE THE NECESSARY SECTIONS O THE UNIFORM ROOFING PER'igU APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS AS NOTED BELOW: Roof System Low Slope Application Prescriptive BUR -RAS 150 Asphaltic Shingles Concrete or Clay me Metal Roofs STATE AND COUNTY RULES AND REGULATIONS VfldNUOO 01 kO3f9f1S ood Shingles and hakes -6ti er 1. 2. 4. 5. 6. 7. Required Sections of the Permit Application Form A,B,C A,B,C A,B,D A,B,D,E A,B,D A,B,D As Applicable • •••• • • •••• ••• . •• •• Attachments Required See List Below 1,2,3,4,5,6,7 4,5,6,7 1,2,4,5,6,7 1.2.3.4.5,6,7 1,2,3;4,5,6,7 1,2,4,5,6,7 1,2,3,4,5,6,7 ATTACHMENTS REQUIRE: Fire Directory Listing Page From Product Approval: Front Page Specific System Description Specific System Limitations General Limitations Applicable Detail Drawings Design Calculations per Section R4403, or If Applicable, RAS 127 or RAS 128 Other Component Product Approvals Municipal Permit Application Owners Notification for Roofing Considerations (Reroofing Only) Any Required Roof TestinglCalculation Documentation .jai , TT OCT 17 2U0? J BYa- _e - -e - FLORIDA BUILDING CODE — RESIDENTIAL • • • • • • • • • • • • • • • 44.19 HIGH- VELOCITY HURRICANE ZONES 1 • • Florida Building Code Edition 2004 High Velocity Hurricane Zone Uniform Permit Application Fora. Section A (General Information.) Master Permit No RC- O'1 I ci 6 l Process No. Contractor's Name .c+ • • • • • 0• • • • 0000 • • •.00 • • •••0 • • 0000 • • • . • • • • • • • • • Job Address 2414 . N e c s S+ MI ROOF CATEGORY 'I• • • • •• • • •• 0000 • • "•0 • • •.0 • • • 00 • • • ❑ Low Slope 0 Mechanically Fastened Tile Mortar /Adhesive Set Tile ❑ Asphaltic ❑ Metal Panel/Shingles 0 Wood Shingles/Shakes Shingles Prescriptive BUR -RAS 150 /// ROOF TYPE lit New. Roof ❑ Reroofing ❑ Recovering 0 Repair ❑. Maintenance ROOF SYSTEM INFORMATION Low Slope Roof Area (SF) Steep Sloped Roof Area (SF) Total (SF) f 6,51 1.11-1 1 333 Section B (Roof Plan) Sketch Roof Plan: illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets. • • 44.20 FLORIDA BUILDING CODE.— RESIDENTIAL HIGH-VELOCITY HURRICANE ZONES • Florida Building Code Edition 2004 High lietocity Hurricane Zone Uniform Permit Application Form;. Section C (Low .Slope Application) ; . Fastener Spacing for Ancho Attachment • • • • •• • •• • • t • • Fill in Specific Roof Assembly Components and Identify Manufacturer (if a component is not used, identity as "NA') System Manufactureree4 4eA;rl e NOA No.:0 3 OW_ rb Design Wind Pressures, From RAS 128 or Calculations: Pmax1: Prnax2: Pmax3: Max. Design Pressure, From the Specific NOA System: $2 Deck: Type: Type : W Gauge/Thickness: Slo Anchor/Base Sheet & No. of Ply(s): N /A Anchor/Base Sheet Fastener/Bonding Material: Insulation Base Layer Base Insulation Size and Thickness: N / / Base Insulation Fastener/Bonding Material: Top Insulation Layer: N / A Top Insulation Size and Thickness: N/A /A od NI/As 444 Top Insulation Fastener/Bonding Material: Base Sheet(s) & No. of PIy(s): ACT OA 2626 '7 5 'C • • • • se he m•• • • /9 • // •• • Field: 6 -. @ Lap. # Rows .t�oc • • Perimeter. g " oc @ Lap. # Ras , @ .� ,�• • • • • • _ �-; •••• Comer. 4' - oc 0 Lap, # Raas •' @:� C� • • • • Number of Fasteners Per Insulation Board Field Perimeter Comer illustrate Components Noted and Details as Applicable: Woodblocking, Gutter, Edge Terrain Stripping, Flashing, Continuous Cleat, Cant Strip, Base Flashing, Counter- Flashing, Coping, Etc: Indicate: Mean Roof Height, Parapet Height, Height of Base Flashing, Component Material, Material Thickness, Fastener Type, Fastener Spacing or Submit Manufacturers Details that Comply with RAS 111 and Chapter 16. .� t Sri t ,a be st B°ndi t ITiltt S 1 Ply Sheet(s) & No. of Piy(s) :0T rte► S c RT t I° 01 Parapet Heiaht Ply Sheet Fasten r g Material: lict( Top Ply; " -'1 - 4e'P iq'S T 4 a Top Pty Fastener / Bonding Material: Surfacing: (rc 6.41 FLORIDA BUILDING CODE — RESIDENTIAL Mean Roof Height •••• • • • • • • • • • • • 44.21 ato 3k3 ldeTzee, .HIGH-VELOCITY HURRICANE ZONES • • Florida Building Code Edition 2004 Hi • V -, • . Hurricane Zone Uniform Permit A 1.Iication Form. Section D (Steep Sloped Roof System) • .. •• • • •••• • • • ••.. • • • • •••••• •••• • • • • • • ease•. ••• • • • Roof System Manufacturer: A ( fit (15 4, rile, _ • • • • • • Product Approval Number: 02--- 111 6, 03 . • .• •• • ... • • • • Minimum Design Wind Pressures, if Applicable (From RAS 127 or Calculations): P1: P2: P3: Zg, Maximum Design Pressure Product Approval Specific System: Method of tile attachment: PO Roof Slope: 3 :12 4422 Steep Sloped Roof System Description Deck Type: ype Underiayment: Insulation: -art >v 0 6 N Fire Barrie . Ridge Ventilation? I" A N �- Fastener Type & Spacing: Adhesive Type: ype Cap She t: Mean Roof Height: 19 " C 2R6,14,, ASTivk 244 cto0 Roof Covering: 414-1,644.3. o , (� Type & Size Drip dge: FLORIDA BUILDING CODE — RESIDENTIAL HIGH - VELOCITY HURRICANE ZONES • Florida Building Code Edition 2004 High Velocity Hurricane Zone Uniform Permit Application Form. Section E (Tile Calculations) • • • • • ••.• .••• For Moment based tile systems, choose either Method 1 or 2. Compared the vadt•; for Movith the values from Mr. If the Mr values are greater than or equal to WNW values. for each area of the roof, then the tile attachment method is acceptable. • • Method 1 "Moment Based (PI: x X (P:: xX_ (Ps: x ?l! _1- Mr Tile Calculations Per RAS 127" • • • ° Mrt Product Approval M1 = M.z Product Approval M, = Md3 Product Approval M, Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (qtr) From Table Below ��, Product Approval Mr 66, Mean Roof Height Roof Slope 4, 2:12 Mr Required Moment Resistance" 4:12 5 :12 6:12 7:12 15' 34.4 32.2 30.4 28.4 26.4 24.4 20' 36.5 25' 38.2 38.0 30' 39.7 37.4 • • • .••• o. • • • • • ••• • •• •• • •••• • • •••• ••• • • • •• 5 42.2 30.1 28.0 25.9 33.8 35.1 39.8 37.3 31.6 29.4 27:1 32.8 30.5 28.2 *Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals. For Uplift based tile systems use Method 3. Compared the values for F' with the values for Fr. If the F' values are greater than or equal to the F, values, for each area of the roof, then the tile attachment method is acceptable. Method 3 "Uplift Based Tile Calculations Per RAS 127" (Pt • ____ x 1 _ x w: _ ) - W: r cos B. = F,1: (P2: x I: _ x w: _ ) - W: x cos 0.• _ = Fa: (P3: x I• _ x w: = ) - W: x cos 0: Fes' Description Design Pressure Product Approval Product Approval Product Approval 34.9 32.4 30.0 F' F' F' Where to Obtain Information Symbol Where to find P1 or P2 or P3 RAS 127 Table 1 or by an enginticriug analysis preparedby PE based on ASCE Mean Roof Height Roof Slope 6 Aerodynamic Multiplier Restoring Moment due to Gravity Attachment Resistance Required MomentRcsistattce Minimum Auachmena Resistance Required Uplift Resistance Ave • Tile Wei . t Tile Dimensions Nit Mf F F, w t= length w= width All calculations must be mibmiued to the Building Official at the time of.pemtit.application. Job Sae lob Site Product Approval Product Approval Product Approval Calculated Product Approval Calculated Product A J.roval Product Approval FLORIDA BUILDING CODE - RESIDENTIAL • • • • •' • • • • • 44.23 SECTION R4402.13 • HIGH VELOCITY HURRICANE ZONES — REQUIRED OWNERS NOTIFICATION • FOR ROOFING CONSIDERATIONS R4402.13.1 Scope. As it pertains to the section, it is the responsibility of roofing contractor to provide Mager with the required roofing permit, and to explain to the owner the content of the section. The lybyisionsof Section R4402 govern the minimum requirements and standards of the industry for roofing systernistallations.• • • • • • • Additionally, the following items should be addressed as part of the agreement•between drorkTer ant tl4e• • • • . .... contractor. The owner's initial in the designated space indicates•that the item has been expl�t� � a. • • • • • • • • • Aesthetics - Workmanship: the workmanship provisions.Qf tion *Rzt4Q1 are ose of providing that the roof system meets the wind resistan alnd water instruction performance standards. Aesthetics (appearance) are not a donsiddratioxt aitl3 • respect to workmanship provisions. Aesthetic issues such as color or h;I3ih etural: * ". • appearance, that are not part of a zoning code, should be addressed as part of the agrt rent between the owner and the contractor. Renailing wood decks: When replacing roofing, the existing wood roof deck may h':'ve to be renailed in accordance with the current provisions of Section R4403, (The roof deck is usually concealed prior to removing the existing roof system). ommon roofs: Common roofs are those which have no visible delineation be ei!neighboring units (i.e., townhouses, condominiums, etc.) In buildings with common roofs, the roofing contractor and/or owner should notify the occupants of adjacent units of roofing to be performed. Exposed Ceiling: Exposed; open beam ceilings are where the underside of the roof decking can be viewed from below. The owner may wish to maintain the architectural appearance; therefore, roofing nail penetration of the underside of the decking may not be acceptable. The provides the option of maintaining the appearance. 5. Ponding water: The current roof system and/or deck of the building may not drain well and may cause water to pond (accumulate) in low -lying areas of the roof. Ponding can be an indication of structural distress and may require the review of a professional structural engineer. Ponding may shorten the life expectancy and performance of the new roofing system. Ponding conditions may not be evident until the original roofing system is removed. Ponding conditions should be corrected. 6. / ,,. Overflow scuppers (wall outlets): It is required that rainwater flow off so that the roof is not overloaded from a buildup of water. Perimeter /edge wall or other roof .extension may block this discharge if overflow scuppers (wall outlets) are not provided. It may be necessary to install overflow scuppers in accordance with the requirements of Sections R4402, R4403 and R4413. 7. ✓�, Ventilation: Most roof structures should have some ability to vent natural u ow through the interior of the structure assembly (the building itself). The existing • amount of attic ventilation shall not be reduced. It may be beneficial to consider additional venting which can result in extending the service life of the roof. ideq Owner /Agent's Signature Date Contractor Signature Date BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) CertainTeed Corporation (PA) 1400 Union Meeting Road, P.O. Box 1100 Blue Bell, PA 19422 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 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 the BCCO and accepted by the Building Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AH1). This NOA shall not be valid after the expiration date stated below. The BCCO (In Miami Dade County) and/or the ART (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. BCCO reserves the right to revoke this acceptance, if it is determined by BCCO 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: CertainTeed Modified Bitumen Roofing Systems Over Wood Decks 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 #02- 1205.02 and consists of pages 1 through 40. The submitted documentation was reviewed by Frank Zuloaga, RRC. NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05 /06/04 Page 1 of 40 Roo FING ASSEMBLY APPROVAL Category: Sub- Category: Deck Type: Maximum Design Pressure Fire Classification: Roofing APP /SBS Modified Bitumen Wood -60 psf See General Limitation #1 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: TABLE 1 Product All Weather/Empire Base Sheet Flex- I- G1asTM Base Sheet F1ex- I- G1asTM FR Base Sheet Flintglas® Ply Sheet Type W or VI Flintlastic STA STA Plus 5.0 Flintlastic GTA, GTA- FR or Flintlastic Diamond GTA Flintlastic GTS Flintlastic GMS, Premium GMS Flintlastic FR -P, Premium FR -P Flintlastic FR Cap Flexiglas Premium Cap 960 Dimensions 36" x 72', Roll weight: 86 lbs. (2 squares) 36" x 108', Roll weight: 90 lbs. (3 squares) 39 3 /8" x 50', Roll weight: 90 lbs. (1.5 squares) 36" x 180', Roll weight: 40/55 lbs. (5 squares) 39 54" x 33', Roll weight: 90 lbs. (1 square) 39 3/8" x 33' 3 ", Roll weight: 105 lbs. (1 square) 39 3 4" x 24'9 ", Roll weight: 92 lbs. (3/ square) 39 3/8" x 34' 2 ", Roll weight: 100/105 lbs. (1 square) 39 3/8" x 34' 2 ", Roll weight: 105 lbs. (1 square) 3931$ "x34'2 ",Roll weight: 90lbs. (1 square) 36" x 38" (1 square) Test Specification ASTM D 2626 UL Type 15 UL Type G2 ASTM D 4601, UL TII ype G2 ASTM D 4601, type II ASTM D 2178 Type IV or VI UL Type G1 ASTM D 6222, Grade S, Type 11 ASTM D 6222, Grade G, type II ASTM D 6164, Grade G, Type 11 ASTM D 6164, Grade G, Type 11 ASTM D 6164, Grade G, Type I ASTM D 6163, Grade G, Type I ASTM D 6163, Grade G, Type 1 Product Description Asphalt coated organic base sheet Modified Bitumen coated fiberglass base sheet. Modified Bitumen coated fiberglass base sheet. Fiberglass, asphalt impregnated ply sheet. Smooth surfaced APP Modified Bitumen membrane with non -woven polyester mat reinforcement for torch application. Granule surfaced APP Modified Bitumen membrane with non -woven polyester mat reinforcement for toch application. Granule surfaced SBS Modified Bitumen membrane with non -woven polyester mat reinforcement for torch application. Granule surfaced SBS Modified Bitumen membrane with non -woven polyester mat reinforcement for mop application. Fire resistant, granule surfaced SBS Modified Bitumen Membrane with non- woven polyester mat reinforcement for mop application. Fire resistant, granule surfaced SBS Modified Bitumen membrane with fiberglass mat reinforcement for mop applications. Granule surfaced SBS Modified Bitumen membrane with fiberglass, mat reinforcement for mop application. NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 2 of 40 Product Ultra Poly SMS GlasBaseTM Base Sheet Po1ySMS Base Sheet Yosemite® Mineral Surfaced Cap Sheet Black Diamond Base Sheet Flintglas® Mineral Surfaced Cap Sheet Dimensions 36" x 64'4" (2 squares) 36" x 108', Roll weight: 69 lbs. (3 squares) 393/8 "x64'4 ",Roll weight: 90 lbs. (2 squares) 36" x 36', Roll weight: 90 lbs. (1 square) 36" x 75', Roll weight 75 lbs. (2.25 squares) 36" X 36'; Roll Weight: 78 lbs. (1 square) APPROVED INSULATIONS: Product Name FlintBoard ISO PYROX ACFoam II ISO 95+ High Density Wood Fiberboard Perlite Insulation Dens Deck ENRGY -1, ENRGY -2, ENRGY -3, Plus, UltraGard Gold, PSI -25 FiberGlass Roof Insulation Fesco Board ISORoc Paroc Cap Board Multi- ax, FA Test Specification ASTM D 6164 Grade S, Type I ASTM D 4601 UL Type G2 ASTM D 5147 ASTM D 249 UL Type 30 TAS 103 ASTM D 1970 ASTM D 3909 Product Description Smooth surfaced SBS Modified Bitumen Membrane with non -woven polyester mat reinforcement for mop application. Asphalt coated, fiberglass base sheet. Modified Bitumen coated polyester base sheet. Mineral Surfaced organic cap and buffer sheet. Slag surfaced SBS Modified Bitumen sheet with fiberglass reinforcement for peel and stick application. Asphalt impregnated and coated inorganic glass fiber surfaced with mineral granules used as the top ply in conventional built - up roof membranes. TABLE 2 Product Description Polyisocyanurate foam insulation Polyisocyanurate foam insulation Polyisocyanurate foam insulation Polyisocyanurate foam insulation Wood fiber insulation board Perlite insulation board Water resistant gypsum board Polyisocyanurate foam insulation Glass fiber/Mineral fiber insulation Expanded mineral fiber insulation Polyisocyanurate foam / rockwool composite insulation Rockwool insulation Polyisocyanurate foam insulation Manufacturer (With Current NOA) CertainTeed Apache Products Co. Atlas Energy Products Firestone Building Products, Inc. generic generic G -P Gypsum Corp. Johns Manville Johns Manville Johns Manville Johns Manville Partek, Inc. Rmax, Inc. NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 3 of 40 APPROVED FASTENERS: Fastener Number Product Name 1. #12 & #14 Dekfast Fastener 2. Dekfast Hex Plate 3. Olympic Fastener #12 & #14 4. Olympic Standard 5. Insul -Fixx Fastener 6. Insul -Fzxx S Plate 7. Tru-Fast Fasteners 8. Tru-Fast MP -3 9. Tru -Fast Plates 10. Tru-Fast Plates EVIDENCE SUBMITTED: Test Agency Applied Research Laboratories Factory Mutual Research Corporation Factory Mutual Research Corporation Jnderwriters Laboratories, Inc. United States Testing Company, Exterior Research & Design, LLC Exterior Research & Design, LLC Exterior Research & Design, LLC TABLE 3 Product Description Insulation fastener Galvalume AZ50 steel plate Insulation fastener 3" round galvalume AZ50 steel plate Insulation fastener for steel and wood decks Galvalnme AZ50 steel plate Insulation fastener for wood and steel decks Galvalume AZ50 steel plate Galvalume AZ55 steel plate Polyethylene plastic plate Name Physical Properties Current Insulation Fastening Requirements PA 114 (FMRC 4470) Fire Classification Compliance ASTM D 5147 TAS 114 (7) TAS 114 TAS 117 Manufacturer Dimensions (With Current NOA) Construction Fasteners, Inc. 2'/8" x 31 /a" Construction Fasteners, Inc. 3" round 3" round 3" round 3" round 3" round Olympic Manufacturing Group, Inc. Olympic Manufacturing Group, Inc. SFS Stadler, Inc. SFS Stadler, Inc. The Tru-Fast Corp. The Tru-Fast Corp. The Tru -Fast Corp. The Tru-Fast Corp. Report Date 28013 06/02/87 FMRC 1994 01/01/95 7.I. #3Y8A1.AM 03/23/96 R11656 07/13/87 97457 -4 06/03/88 #3507.08.99 -1 04/18/01 #3514.02LAB 11/11/02 #3515.07.03 07/22/03 NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 4 of 40 APPROVED ASSEMBLIES: Membrane Type: APP MODIFIED Deck Type 1I: Wood, Insulated Deck Description: 19/32" or greater plywood or wood plank System Type A (1): Anchor sheet mechanically fastened; all layers of insulation adhered with approved asphalt. All General and System Limitations apply. One or more layers of any of the following insulations. Insulation Layer Insulation Fasteners Fastener (Table 3) Density /ftz Pyrox Minimum 1.3" thick N/A N/A ACFoam -II, UltraGard Gold, ENRGY -1, ENRGY -2, PSI -25, FlintBoard ISO 1VCnimum 1.5" thick N/A. N/A Fiberglas Minimum 15/16" thick N/A N/A Perlite Minimum W' thick N/A N/A High Density Wood Fiberboard Minimum Yz" thick N/A N/A Dens -Deck Minimum Va" thick N/A N/A Note: All insulation shall be adhered to the anchor sheet in full mopping of approved hot asphalt within the EVT range and at a rate of 20-40 lbs/100 ft2. Please refer to Roofing Application Standard RAS 117 for insulation attachment. Insulation listed as base layer only shall be used only as base layers with a second layer of approved top layer insulation installed as the final membrane substrate. Composite insulation panels may be used as a top layer placed with the polyisocyanurate side facing down. Anchor Sheet: One ply of Glas Base, Flex -I Glas Base, Flex -I Glas FR Base or Poly SMS base mechanically attached as detailed below. Anchor sheet shall be lapped 4" and fastened with approved roofing nails and tin caps 9 "o.c. in the lap and two rows staggered in the center of the sheet 12 "o.c. One ply of products listed under 'Anchor Sheet' above adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20- 40lbs. /sq. (Optional) One or more plies of Flintglas Ply Sheet (Type IV) or Flintglas Premium Ply Sheet (Type VI) adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20- 401bs. /sq. Fastening: Base Sheet: Ply Sheet: NOA No.: 03- 0827.02 Expiration Date: 06/19 /2008 Approval Date: 05/06/04 Page 5 of 40 Membrane: Surfacing: Flintlastic STA, Flintlastic STA Plus 5.0, Flintlastic Diamond GTA, Flintlastic GTA or GTA -FR torch adhered to base/ply sheet. (Optional) Install one of the following: 1. 400- 1b./sq. gravel or 300- 1b. /sq. slag in a flood coat of approved mopping asphalt at an application rate of 60 lb./sq. 2. Karnak 97, FlintCoat A -150, APOC 212 Fibrated Aluminum, Henry 520 Aluminum or Grundy AL MB at an application rate of 1 Yz gal. Isq. Maximum Design Pressure: -45 psf (See General Limitation #9) NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: OS/06/04 Page 6 of 40 Membrane Type: APP MODIFIED Deck Type 1: Wood, Non - Insulated Deck Description: 19/32" or greater plywood or wood plank System Type E (3): Base sheet mechanically fastened. All General and System Limitations apply. Base Sheet One ply of Glas Base or Flintglas Premium Ply Sheet (Type VI) mechanically attached as detailed below. Fastening: Base sheet shall be lapped 4" and fastened with 11 ga. annular ring shank nails and approved tin caps 8 "o.c. in the lap and three rows staggered in the center of the sheet 8 "o.c. Ply Sheet: (Optional ) One ply of Ultra Poly SMS, Glas Base, Flex -I Glas Base, Flex -I Glas FR Base or Poly SMS or one or more plies of Flintglas Ply Sheet (Type IV) or Flintglas Premium Ply Sheet (Type VI) adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs.sq. Membrane: Flintlastic STA, Flintlastic STA Plus 5.0, Flintlastic Diamond GTA, Flintlastic GTA or GTA -FR torch adhered to base/ply sheet. Surfacing: (Optional) Install one of the following: I. 4001b./sq. gravel or 300- lb. /sq. slag in a flood coat of approved mopping asphalt at an application rate of 60lb.sq. 2 Karnak 97, FlintCoat A -150, APOC 212 Fibrated Aluminum, Henry 520 Aluminum or Grundy AL MB at an application rate of 1 Y2 gal. /sq. Maximum Design Pressure: -52.5 psf (See General Limitation #7) NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 33 of 40 Membrane Type: SBS MODIFIED Deck Type 11: Wood, Non - Insulated Deck Description: 19/32" or greater plywood or wood plank System Type E (3): Base sheet mechanically fastened. All General and System Limitations apply. Base Sheet One ply of Glas Base or Flintglas Premium Ply Sheet (Type VI) mechanically attached as detailed below. Fastening: Base sheet shall be lapped 4" and fastened with 11 ga. annular ring shank nails and approved tin caps 8 "o.c. in the lap and three rows staggered in the center of the sheet 8 "o.c. Ply Sheet: (Optional) One ply of Ultra Poly SMS, Glas Base, Flex -I Glas Base, Flex -I Glas FR Base or Poly SMS or one or more Flintglas Ply Sheet (Type W) or Flintglas Premium Ply Sheet (Type VI) adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. Membrane: One ply of Flintlastic GMS, Flintlastic Premium GMS, Flintlastic FR -P, Flintlastic Premium FR -P, Flintlastic FR Cap sheet, Plexiglas Premium Cap 960, Ultra Poly SMS or Flintglas Mineral Surfaced Cap Sheet adhered to base/ply sheet with approved mopping asphalt applied within the EVT range and at a rate of 20 to 40 lbs./sq. or Flintlastic GTS torch adhered to base/ply sheet. Surfacing. (Optional) Install one of the following: 1. 400- lb. /sq. gravel or 300- lb./sq. slag in a flood coat of approved mopping asphalt at an application rate of 60lb.sq. 2. Karnak 97, FlintCoat A -150, APOC 212 Fibrated Aluminum, Henry 520 Aluminum or Grundy AL MB at an application rate of 1 V2 gal. /sq. Maximum Design Pressure: -52.5 psf (See General T imitation #7) NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 34 of 40 Membrane Type: APP MODIFIED Deck Type 1: Wood, Non - Insulated Deck Description: Minimum 19/32" thick plywood attached using approved nails spaced 4" o.c. at wood joists spaced maximum 24" o. c. System Type E (5): Base sheet mechanically fastened. All General and System Limitations apply. Base Sheet: One ply of GlasBase or Flintglas Premium Ply Sheet (Type VI) mechanically attached as detailed below. Fastening: Base sheet shall be lapped 4" and fastened with 11 ga. annular ring shank nails and approved tin caps 8 "o.c. in the lap and three rows staggered in the center of the sheet 8 "o.c. Ply Sheet (Optional) One ply of Ultra. Poly SMS, Glas Base, Flex -I Glas Base, Flex -I Glas FR Base or Poly SMS or one or more Flintglas Ply Sheet (Type IV) or Flintglas Premium Ply Sheet (Type VI) adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs. /sq. Membrane: Flintlastic STA, Flintlastic STA Plus 5.0, Flintlastic Diamond GTA, Flintlastic GTA or GTA -FR torch adhered to base or ply sheet. Surfacing: (Optional) Install one of the following: 1. 400-lb./sq. gravel or 300- lb./sq. slag in a flood coat of approved mopping asphalt at an application rate of 60lb.sq. 2. Karnak 97, FlintCoat A -150, APOC 212 Fibrated Aluminum, Henry 520 Aluminum or Grundy AL MB at an application rate of 1 V2 gal. /sq. Maximum Design Pressure: - 60psf. (See General Limitation #7) NOA No.: 03-0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 35 of 40 Membrane Type: SBS MODIFIED Deck Type 1: Wood, Non - Insulated Deck Description: Minimum 19/32" thick plywood attached using approved nails spaced 4" o.c. at wood joists spaced maximum 24" o. c. System Type E (6): Base sheet mechanically fastened. All General and System Limitations apply. Base Sheet: One ply of Glasbase or Flintglas Premium Ply Sheet (Type VI) mechanically attached as detailed below. Fastening: Base sheet shall be lapped 4" and fastened with 11 ga. annular ring shank nails and approved tin caps 8 "o.c. in the lap and three rows staggered in the center of the sheet 8 "o.c. Ply Sheet: (Optional) One ply of Ultra Poly SMS, Glas Base, Flex -I Glas Base, Flex -I Glas FR Base or Poly SMS or one or more Flintglas Ply Sheet (Type IV) or Flintglas Premium Ply Sheet (Type VI) adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs. /sq. Membrane: One ply of Flintlastic GMS, Flintlastic Premium GMS, Flintlastic FR P, Flintlastic Premium FR P, Flintlastic FR Cap sheet, Flexig}as Premium Cap 960, Ultra Poly SMS or Flintglas Mineral Surfaced Cap Sheet adhered to base/ply sheet with approved mopping asphalt applied within the EVT range and at a rate of 20 to 40 lbs. /sq. or Flintlastic GTS torch adhered to base/ply sheet. Surfacing: (Optional) Install one of the following: 1. 400-1b./sq. gravel or 300- 1b.sq. slag in a flood coat of approved mopping asphalt at an application rate of 60 lb./sq. 2. Karnak 97, FlintCoat A -150, APOC 212 Fibrated Aluminum, Henry 520 Aluminum or Grundy AL MB at an application rate of 11/2 gal. /sq. Maximum Design Pressure: - 60psf. (See General T imitation #7) NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05 /06/04 Page 36 of 40 Membrane Type: Deck Type 1: Deck Description: System Type E (7): APP MODIFIED Wood, Non - insulated Minimum 19/3e thick plywood attached using wood screws spaced 6 "o.c. at wood joists spaced maximum 24" o.c. Base sheet mechanically fastened. All General and System Limitations apply. Base Sheet: Fastening: Ply Sheet: Membrane: Surfacing: One ply of Glas Base, Flex -I Glas Base, Flex -I Glas FR Base or All Weather / Empire Base Sheet mechanically fastened as detailed below. Base sheet shall be lapped 4" and fastened with Simplex Mega Cap Nails spaced 9 "o.c. in the lap and 9" o.c. in two staggered rows in the center of the sheet. (Optional) One ply of GlasBase, Flex -I- GlasBase, Flex -I -Glas FR Base, Po1ySMS or one or more plies of FlintGlas Ply Sheet (Type IV) or FlintGlas Premium Ply Sheet (Type VI) adhered to the base sheet in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. Flintlastic STA, Flintlastic Diamond GTA, Flintlastic GTA or GTA -FR torch adhered to base or ply sheet. (Optional) Install one of the following: 1. 400-lb./sq. gravel or 300- 1b./sq. slag in a flood coat of approved mopping asphalt at an application rate of 60 lb./sq. 2. Karnak 97, FlintCoat A -150, APOC 212 Fibrated Aluminum, Henry 520 Aluminum or Grundy AL MB at an application rate of 1 Y2 gal. /sq. Maximum Design Pressure: - 60psf. (See General Limitation #7) NOA No.: 03. 0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 37 of 40 Membrane Type: SBS MODIFIED Deck Type 1: Wood, Non - insulated Deck Description: Minimum 19/32" thick plywood attached using wood screws spaced 6 "o.c. at wood joists spaced maximum 24" o.c. System Type E (8): Base sheet mechanically fastened. All General and System Limitations apply. Base Sheet: One ply of GlasBase, Flex -I Glas Base, Flex- I -Glas FR Base or All Weather/Empire Base Sheet-mechanically fastened as detailed below. Fastening. Base sheet shall be lapped 4" and fastened with Simplex Mega Cap Nails spaced 9" o.c. in the lap and 9" o.c. in two staggered rows in the center of the sheet. Ply Sheet: (Optional) One ply of GlasBase, Flex- I - GlasBase, Flex - I-Glas FR Base, Po1ySMS or one or more plies of FlintGlas Ply Sheet (Type IV) or FlintGlas Premium Ply Sheet (Type VI) or Ultra Poly SMS adhered to the base sheet in a full mopping of approved asphalt applied within the EVT range and at a rate of 20- 40lbs.sq. Membrane: One ply of Flintlastic GMS, Flintlastic Premium GMS, Flintlastic FR -P, Flintlastic Premium FR -P, Flintlastic FR Cap sheet, Flexiglas Premium Cap 960, Ultra Poly SMS or Flintglas Mineral Surfaced Cap Sheet adhered to base/ply sheet with approved mopping asphalt applied within the EVT range and at a rate of 20 to 40 lbs.sq. or Flintlastic GTS torch adhered to base/ply sheet. Surfacing: (Optional) Install one of the following: 1. 400-1b./sq. gravel or 300- 1bfsq. slag in a flood coat of approved mopping asphalt at an application rate of 601bfsq. 2. Karnak 97, FlintCoat A -150 or APOC 212 Fibrated Aluminum at an application rate of 1.5 gal./sq. Maximum Design Pressure: - 60psf. (See General Limitation #7) NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05 /06/04 Page 38 of 40 Membrane Type: N/A Deck Type 1: Wood Deck Description: 19/32" or greater plywood or wood plank System Type; Tile Underlayment, Base Sheet mechanically attached. All General and System Limitations shall apply. Base sheet: One ply of #30 asphalt saturated organic felt, All Weather/Empire Base, GlasBase, Flex -I Glas or Flex -I Glas FR Base applied with a minimum 2" side lap and a minimum 6 "end lap. Base sheet may be applied at a right angle (90°) to the slope of the deck with approved annular ring shank nails and tin caps at a fastener spacing of 6" o.c. at the 2" side lap, and two 12" o.c. staggered rows along the center of the sheet. Ply Sheet: (Optional) One or more plies of FlintGlas Ply Sheet (Type IV) or FlintGlas Premium Ply Sheet (Type VI) adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. Membrane: One ply of FlintGlas Mineral Surface Cap Sheet, Yosemite Mineral Surface Cap Sheet, Flexiglas Premium Cap 960, Flintlastic GMS or Flintlastic FR -P membrane may be applied at a right angle (90°) to the slope of the deck* adhered in a full mopping of Type IV asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. or Flintlastic GTA torch applied or Black Diamond Base Sheet applied to the base sheet by peel and stick application. Membrane shall be backnailed to deck with approved annular ring shank nails and tin caps in accordance to applicable Building Code. No nails or tin caps shall be exposed * Membrane may also be installed parallel to the slope of the roof (i.e. strapping). If membrane is strapped, then anchor sheet and ply sheet must also be strapped. Maximum Design Pressure: Refer to tile manufacturer's NOA. Maximum Slope: Must Comply with Roofmg Application Standard RAS 118, RAS 119, RAS 120 and applicable Building Code. NOA No.: 03- 0827.02 Expiration Date: 06/19/2008 Approval Date: 05/06/04 Page 39 of 40 WOOD DECK SYSTEM LIMITATIONS: 1. A slip sheet is required with Ply 4 and Ply 6 when used as a mechanically fastened base or anchor sheet. GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance, refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in multiple layers. The first layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs. /sq., or mechanically attached using the fastening pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4' x 4' maximum. 4. An overlay and/or recovery board insulation panel is required on all applications over closed cell foam insulations when the base sheet is fully mopped. If no recovery board is used the base sheet shall be applied using spot mopping with approved asphalt, 12" diameter circles, 24" o.c.; or strip mopped 8" ribbons in three rows, one at each sidelap and one down the center of the sheet allowing a continuous area of ventilation. Encircling of the strips is not acceptable. A 6" break shall be placed every 12' in each ribbon to allow cross ventilation. Asphalt application of either system shall be at a minimum rate of 12 lbs./sq. Note: Spot attached systems shall be limited to a maximum design pressure of -45 psf. 5. Fastener spacing for insulation attachment is based on a Minimum Characteristic Force (F) value of 275 lbf., as tested in compliance with Testing Application Standard TAS 105. If the fastener value, as field-tested, are below 275 lbf. insulation attachment shall not be acceptable. 6. Fastener spacing for mechanical attachment of anchor/base sheet or membrane attachment is based on a minimum fastener resistance value in conjunction with the maximum design value listed within a specific system. Should the fastener resistance be less than that required, as determined by the Building Official, a revised fastener spacing, prepared, signed and sealed by a Florida registered Professional Engineer, Registered Architect, or Registered Roof Consultant may be submitted. Said revised fastener spacing shall utilize the withdrawal resistance value taken from Testing Application Standards TAS 105 and calculations in compliance with Roofing Application Standard RAS 117. 7. Perimeter and corner areas shall comply with the enhanced uplift pressure requirements of these areas. Fastener densities shall be increased for both insulation and base sheet as calculated in compliance with Roofing Application Standard RAS 117. Calculations prepared, signed and sealed by a Florida registered Professional Engineer, Registered Architect, or Registered Roof Consultant (When this limitation is specifically referred within this NOA, General Limitation #9 will not be applicable.) 8. All attachment and sizing of perimeter hailers, metal profile, and/or flashing termination designs shall conform with Roofing Application Standard RAS 111 and applicable wind load requirements. 9. The maximum designed pressure limitation listed shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and comers). (When this limitation is specifically referred within this NOA, General Limitation #7 will not be applicable.) 10. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9B -72 of the Florida Administrative Code. END OF THIS ACCEPTANCE NOA No.: 03-0827.02 Expiration Date: 06/19/2008 Approval Date: 05 /06/04 Page 40 of 40 A mcmu SEP 1 9 2001 bi M I A M I•DADE MIAMI -DADE COUN'[C C;{FOBPAtr, _ n METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) Clay Forever, LLC 6645 NW 77th Avenue Miami, FL 33166 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 and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Altasa. "S" Clay Roof Tile 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 revises NOA #05- 0901.06 and consists of pages 1 through 7. The submitted documentation was reviewed by Alex Tigera. NOA No.: 06- 0706.09 Expiration Date: 12/16/07 Approval Date: 10 /19/06 Page 1 of 7 0 RFS Li -WIT r. WED. AS NOTED 0 REST-Qt.-1D IN DAYS EJ!.-11-ZTED c.:(.)f.vtt,';',7-INTS ATi ACRED 7,Eva,,y s (r.qty Xk EN1JLW C '774 ESGN CO-NCI:2T OF IRE T1 4 GIVEN • r • '051,;(7S [747.1 1.11-.1.-TEVE • 1CF; THI1P1...4_NS A1-1;7/1 SPi-T3tCE S. A PMOV 0-1-- A. Sr I N(.71' Al)PRO-v A1. CONI14..43713;31i, 1.1.,=:SP:i!.;'.,..rAljii F09.. RtF. CORR.Fi Fit AI t N T-C_ A f-i-.C..C;A•77`-17-: -.`k11.-1-1-.SSf-.S 1743-IDS , CIIK:W, DIN .KIION II1S WI-1'i AND 1-.111,11-.0/GAINC WORE; IN ▪ S.E AN) SV DA'14(11_,... SIGNED GULF DESIGN GROUir a ROOFING ASSEMBLY APPROVAL Category: Sub - Category: Material: Roofing Roofing Tiles Clay 1. SCOPE This renews roofing system using Altusa One Piece S' Clay Roof Tiles, as manufactured by Alfareria Del Turbio, S.A. (ALTUSA) in Venezuela and described in Section 2 of this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Applicant Altusa One Piece `S' Tile Trim Pieces Clip Clip Test Dimensions Specifications L= 181 /a» W= 10.5" W thick nominal 3.25" high Length: varies Width: varies varying thickness L = 6" D = 0.125" L &h = 2" W =1" 0.05" thick 2.1 SUBMITTED EVIDENCE: Test AMencv The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Celotex Corporation Testing PRI Asphalt Technology, Inc. TAS 112 TAS 112 TAS 114 TAS 114 Test Identifier 94-083 94-084 25- 7200 -1 Project No. 307025 Test #MDC -78 MTS 520649 CLF- 003 -02 -01 Product Description High profile clay roof tile. For direct deck or batten nail -on, mortar set or adhesive set applications with minimal headlap of 2 -1/2" Accessory trim, clay roof pieces for use at hips, rakes, ridges and valley terminations. Manufactured for each tile profile. Tile clip L Shaped tile clip Test Name/Report Static Uplift Testing TAS 101 (Adhesive Set) Static Uplift Testing TAS 101 (Mortar Set • • • • Static Uplift Testing •' • TAS 102 • (Quick -Drive Screws,. • • • Date April 1994 May 1994 •... • • •••• Feb. x.995•. •••• • Battens) '....' • Wind Driven Rain • • Oct. :9SA• • TAS 100 TAS 102(A) TAS 102 .. .. •••• • • • .• • May,2000' • Test AMencv. Redland Technologies Redland Technologies Redland Technologies Redland Technologies Redland Technologies Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc 3. LIMITATIONS Test Identifier 7161 -03; Appendix III 7161 -03 Appendix II Letter Dated Aug. 1, 1994 P0631 -01 P0402 Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Test Name/Report TAS 102 Wind Tunnel Testing TAS 108 (Nail -On) Wind Tunnel Testing TAS 108 (Nail -On) Wind Tunnel Testing TAS 108 (Mortar Set) Withdrawal Resistance Testing of screw vs. smooth shank nails Aerodynamic Multiplier 25 -7183 25 -7094 25 -7496 25 -7584 25- 7804b -8 25- 7804 -4 & 5 25- 7848 -6 Date Dec. 1991 Dec. 1991 Aug. 1994 July 1994 Sept. 1993 March 1999 March 1995 February 1996 April 1996 December 1996 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications Minimum deck requirements shall be in compliance with applicable building code. 3.7 May be installed on slopes 7:12 and greater. • • • • • • • • • •••• • 4. INSTALLATION " • • " 4.1 'Altusa One Piece S' Clay Roof Tile and its components shall be• installed ;Atria compliance with Roofing Application Standard RAS 118, RAS 119, and MS • 4.2 Data For Attachment Calculations ' •••• • • • • •• •• •• • • • • • •• • • • • • • •••• • NOA No.: 06- 0706.09 Expiration Date: 12/16/07 Approval Date: 10/19/06 Page 3 of 7 Table 1: Average Weight (W) and Dimensions (1 x w ) Tile Profile Weight -W (ibf) Length -I (ft) Width -w (ft) Altusa 'S' Tile 6.9 1.52 0.875 Table 3: Restoring Moments due to Gravity - Ma (ft-Ibf Tile Profile Table 2: Aerodynamic Multipliers - X (ft3) 4 ":12" Tile Profile 6": 12" a, (ft) Batten Application 0.253 X (ft3) Direct Deck Application 0.274 Altusa 'S' Tile Battens Direct Deck Table 3: Restoring Moments due to Gravity - Ma (ft-Ibf Tile Profile 3": 12" or less 4 ":12" 5 ": 12" 6": 12" 7": 12" greater Battens or Direct Deck Altusa 'S' Tile Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck 4.47 5.35 4.40 527 4.31 5.16 4.20 5.03 4.08 4.89 Table 4: Attachment Resistance Expressed as a Moment - Mt (ft-Ibf) for Nall-On Systems Tile Profile Fastener Type Direct Deck (Min 15/32" plywood) Direct Deck (Min. 19/32" plywood) Battens Altusa 'S' Tile 2 -10d Ring Shank Nails 28.6 41.2 19.4 1 -10d Smooth or Screw Shank Nail 5.1 6.8 2.8 2 -10d Smooth or Screw Shank Nails 6.9 9.2 7.3 1 . #8 Screw 28.7 28.7 N/A 2 . #8 Screws 58.2 _ 58.2 26.8 1 -10d Smooth or Screw Shank Nail (Field Clip) 23.1 23.1 19.0 1 -10d Smooth or Screw Shank Nail (Eave Clip) 29.3 29.3 24.0 2 -10d Smooth or Screw Shank Nails (Field Clip) 27.6 27.6 38.6 2 -10d Smooth or Screw Shank Nails (Eave Clip) 38.1 38.1 41.8 1 Screw with Altusa Clip (See clip details) •••• Altusa "S" Tile1 1 Screw with clip (at the head of tile) 187.1 187.1 • • • • • • • • 1\17A•••• • • • • Altusa "S" Tile' 1 Screw with clip (at the water course of tile) 35.2 35.2 • NU; • • • 1. Screw must be installed in the inside nail hole located nearest to the hump of the tile. . • • • • , • • •••• • • • .. .. • •. • • • • • • • • • • • • • • . • •••• • • • • •• • ••. • • • NOA No.: 06- 0706.49 Expiration Date: 12/16/07 Approval Date: 10 /19/06 Page 4 of 7 Table 5: Attachment Resistance Expressed as a Moment Mt (ft-lbf) for Two Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Altusa 'S' Tile Adhesive 29.3' 2 See manufactures component approval for installation requirements. 3 Flexible Products Company Polyfoam Product, Inc. TileBond Average weight per patty 10.7 grams. Average weight per patty 8 grams. Table 5A: Attachment Resistance Expressed as a Moment - Mt (ft-Ibf) for Single Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Altusa 'S' Tile Polyfoam PolyProTM 66.54 Polyfoam PolyProTM 38.75 4 Large paddy placement of 63 grams of PolyProTM. 5 Medium paddy placement of 24 grams of PolyProT"". Table 5B: Attachment Resistance Expressed as a Moment - Mt (ft -Ibf) for Mortar Set Systems Tile Profile Tile Application Attachment Resistance Altusa `S' Tile Mortar Set' 24.50 5. LABELING All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -Dade County Product Control Approved". ALTUSA MADE IN VENEZUELA * IDENTIFICATION MARK FOR ALTUSA 'S' CLAY ROOF TILE LOCATE!) UNDERNEATH TILE • • 6. BUILDING PERMIT REQUIREMENTS • •'. "•' 6.1 Application for building permit shall be accompanied by copies of the'fbllotring: ; . • • 6.1.1 This Notice of Acceptance. • 6.1.2 Any other documents required by the Building Official or appl}itle building code in order to properly evaluate the installation of this systgul... • • • •• •• • • • • • •••• • • • • • • .... • • • • • •••• • • • • •• • • ••• • NOA No.: 06- 0706.(19 Expiration Date: 12/16/07 Approval Date: 10 /19/06 Page 5 of 7 PROFILE DRAWINGS ALTUSA °S' CLAY ROOF TILE °SPANISH S° TILE SY ALTUS (TYP•) CLIP DETAILS 2 -1/2° OVERLAP (COVERS PIN HOLE) SCREW IN THE INSIDE HOLE NEAREST TO THE HUMP OF THE TILE DECK CUP WITH ONE (1) SCREW ATTACHED TO DECK CUP. • • • •••• • • • •• • • • •••• • • .••• • • • •••. • • • •• ••. • •• • • • •••• • • • • • • •••• • • • • •••• • • • •• • ••• • • • NOA No.: 06- 0701.09 Expiration Date: 12/16/07 Approval Date: 10/19/06 Page 6 of 7 • • • • • • • • • • • • • • SCREW (HOLDS CLIP ONTO DECK) °SPANISH S° TILE BY ALTUSA CVVP.) CLIP DETAILS (CON'T) 21/2° OVERLAP (COVERS PIN HOLE) SCREW IN THE INSIDE NAIL HOLE NEAREST TO THE HUMP OF THE TILE CLIP PLACEMENT DETAIL DECK 11/4- 13/4° 3/4 / / 5/8° 1. 5M° 3.00° GALVANIZED METAL CUP DECK END OF THIS ACCEPTANCE • • • • • •• • • •••• • • ••• • • •• •• • • • • • • • • • • •• • 21/2° SCREW • • .•• • .••• • •• • • • •••• • • • • • •• • • • • •••• • • •••• ••• • • • NOA No.: 06 -0705 �9 Expiration Date: 12/16/07 Approval Date: 10/19/06 Page 7of7 • • • s • • • • • • • • • • • 1 M I A M I DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Polyfoam Products, Inc. 11715 Boudreaux Road Tomball, TX 77375 SEF 1 9 ZOO? Ya. .._ --- ..._e.. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 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 the BCCO and accepted by the Building Code and Product Review Committee 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 BCCO (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. BCCO reserves the right to revoke this acceptance, if it is determined by BCCO 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Polypro® AFI160 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 No.01- 0521.02 and consists of pages 1 through 7 The submitted documentation was reviewed by JRrge L. Acebo. NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04 /13/06 Page 1 of 7 Lai iENVED 0 RESUBMIT R.EVIEWED AS NOTED 0 RESPOND IN DAYS 0 REJECTED 0 COMMENTS ATTACHED REVIEW IS ONLY FOR GE.:a1.41. CONFOVeltOICF virm -run DESIGN c.‘oN.cciIr oF iliE PROW.7 A.N1) GENERAL 00 MPLI AfiCI: Wf!:1-; Tas INF(.1F:AAT1oN P.,,,I'11411. NTS. CORR11:"FONS O.R COMMENTS N.1,1,Fit- iN TrE 3110 .W1i GS TAII(ING -REV:111;V 11f! Nt;fr .114...TEVE CONTRACTOR FHOM CO?,•511.1 CF. Wfl1iTU. *,---;.'i-.1..!1?.1!.v1ENTS OF PM PLA1'S AND ert.vicAlio;-Js. APTI1OVA1, f.).F A 5.4 IALL NOT IN atir)F. AppRovio. AN ASSEVITILY IS A (Y)WONfiNT. CUNTRACII-ik d- ,1) AND CORI•,117:1-41T111 AT Tlit: 1 TI-IT 'T-(2. TRU 1:Al!,R1C.A"'5%f;;;N SEQUI41;C:.=:` AND N.,77.1.1:1!‘-:-)101s1; (100P,DNATION illS CC. HER W)RY. 01-1115. TRATA:',S1 AND PERFOaMING ALL WORK i ME Ar4i)SS11SPACRTaY MANN. DATEC7 —1 7' qSIGNMD GULF DESIGN GROUP we ROOFING ASSEMBLY APPROVAL: Category: Roofing Sub Category: Roof tile adhesive Materials: Polyurethane SCOPE: This approves Polypro® AH160 as manufactured by Polyfoam Products, Inc. as described in Section 2 of this Notice of Acceptance. For the locations where the design pressure requirements, as determined by applicable building code, does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127, for use with approved flat, low, and high profile roof tiles system using Polypro® AH 160. Where the attachment calculations are done as a moment based system for single patty placement, and as an uplift based system for double patty systems PRODUCTS MANUFACTURED BY APPLICANT: Product Dimensions Test Specifications Polypro® AH160 N/A TAS 101 Foampro® RTF1000 ProPack® 30 & 100 N/A N/A Product Description Two component polyurethane foam adhesive Dispensing Equipment Dispensing Equipment PRODUCTS MANUFACTURED BY OTHERS: Any Miami -Dade County Product Control Accepted Roof Tile Assembly having a current NOA which list moment resistance values with the use of Polypro AH160 roof tile adhesive. PHYSICAL PROPERTIES: Property Density Compressive Strength Tensile Strength Water Absorption Moisture Vapor Transmission Dimensional Stability Closed Cell Content Note: Test ASTM D 1622 ASTM D 1621 ASTM D 1623 ASTM D 2127 ASTM E 96 ASTM D 2126 ASTM D 2856 Results 1.6 lbs. /ft 3 18 PSI Parallel to rise 12 PSI Perpendicular to rise 28 PSI Parallel to rise ; . •. 0.08 Lbs./Ft2 •• • •••• • • •••• • •• • • • 3.1 Perm / Inch • • +0.07% Volume Change @ -4 2 weeecs +6.0% Volume Change @158 j00% Humidity, 2 weeks 86% ••'•• • • •• • • • •••• • The physical properties listed above are presented as typical average values as determiltett • by accepted ASTM test methods and are subject to normal manufacturincvaij ion. • • • • • N Expira Appr •• • ••• • • • •• • • • • • • • • • • • • • EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date Center for Applied Engineering #94 -060 TAS 101 04/08/94 257818 -1PA TAS 101 12/16/96 25- 7438 -3 SSTD 11 -93 10/25/95 25- 7438 -4 25- 7438 -7 SSTD 11 -93 11/02/95 25 -7492 SSTD 11 -93 12/12/95 Miles Laboratories NB -589 -631 ASTM D 1623 02/01/94 Polymers Division Ramtech Laboratories, Inc. 9637 -92 ASTM E 108 04/30/93 Southwest Research Institute 01- 6743 -011 ASTM E 108 11/16/94 01- 6739- 062b[1] ASTM E 84 01/16/95 Trinity Engineering 7050.02.96 -1 TAS 114 03/14/96 Celotex Corp. Testing Services 528454 -2 -1 TAS 101 10/23/98 528454 -9 -1 528454 -10 -1 520109 -1 TAS 101 12/28/98 520109 -2 520109 -3 520109 -6 520109 -7 520191 -1 TAS 101 03/02/99 520109 -2 -1 LIMITATIONS: 1. Fire classification is not part of this acceptance. Refer to the Prepared Roof Tile Assembly for fire rating. 2. Polypro® AH160 shall solely be used with flat, low, & high tile profiles. •••• • • • •••• • • • • 3. Minimum underlayment shall be in compliance with the Roofin g Application cation St u il S ?Wt. .° • • • • 4. Roof Tile manufactures acquiring acceptance for the use of Polypro® AH160 roof silo adhesive with • • their tile assemblies shall test in accordance with TAS 101. • •••• • • • • • •• 5. Roof Tile manufactures acquiring acceptance for the use of HANDI -STICK rool'ttle ttlhesive ' • • their tile assemblies shall test in accordance with TAS , n, with 10.4 as nVITZel. • . • / F` W 2.+ F,_ MS • • •••• • • • •••• • • • • • •• • ••• • • • •• •• NOA No.: 06- 0201.02 Expiration Date: 05 /10/11 Approval Date: 04/13/06 Page 3 of 7 INSTALLATION: 1. Polypro® A11160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use of Polypro® AH160. 2. Polypro® AH160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of Polypro® AH160 shall provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed the uplift resistance determined in compliance with Miami -Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA 3. Polypro® .AH160 roof tile adhesive and its components shall be installed in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, Inc. Polypro® AH160 Operating Instruction and Maintenance Booklet. 4. Installation must be by a Factory Trained 'Qualified Applicator' approved and licensed by Polyfoam Products, Inc. Polyfoam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 5. Calibration of the Foampro® dispensing equipment is required before application of any adhesive. The mix ratio between the "A" component and the "B" component shall be maintained between 1.0- 1.15 (A): 1.0 (B). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per tile as determined at calibration. No other settings shall be approved. 6. Polypro® AH160 shall be applied with Foampro RTF1000 or ProPacko 30 & 100 dispensing equipment only. 7. Polypro® AH160 shall not be exposed permanently to sunlight. 8. Tiles must be adhered in freshly applied adhesive. Tile must be set within 2 to 3 minutes after Polypro® AH160 has been dispensed. 9. Polypro® AH160 placement and minimum patty weight shall be in accordance with the Placement Details' herein. Each generic tile profile requires the specific placement noted herein. Table 1: Adhesive Placement For Each Generic Tile Profile Tile Profile Placement Detail Single Paddy Weight Min. (grams) Two Paddy Weight per paddy Min. (grams) Flat, Low, High Profiles #1 35 N/A High Profile (2 Piece Barrel) #1 17 /side on cap and 34 /pan N/A • • • Flat, Low, High Profiles #2 24 - • • Flat, Low, High Profiles #3 • LABELING: ...• • • •••• All Polypro'I AH160 containers shall comply with the Standard Conditions listcdprgin. •• •• BUILDING PERMIT REQUIREMENTS: • • •• As required by the Building Official or applicable building code in order to properly ev 1ua a the installation of this system. .. • •• • •• •• • • • • • •• • • • •••• • •••. • • •••• • •. • • • • • ••• • • • NOA No.: 06- 0201.02 Expiration Date: 05 /10 /11 Approval Date: 04 /13/06 Page 4 of 7 ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY Nail through plastic cement Underlayment Paddy (Beneath Tile) FaveCoruse Pestle Eavacomeonly: EaveClosure 4i Kee Fradinnsiveepproz n.upfromv reepholes Nail through plastic cement Underlaymeat 1 Paddy (Beneath Tile) 10 In. 1) Place enough adhesive *achieve 1/ to 23 Optional 2z4s for square Inches In contact with the pan tlle steep appticatbns 2}T urn romaoui ge o1 coveadh a 112 In Then install the the. Underiayment ` �� </ Nail through plastic cement Eave Cause Eavecourse only: Keep adhesive approx. 4 M. up fromweepholes Fascia Eave Closure Rem top peftion of the eave course cover tile. Ahutto second course of pan Wes. Ensure eave end of pan and cover ties are Bush at save line. Eave closure (mortar shown) • • • • •• • •••• • • •••• • • • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • , • • • • •• • ••• • • • Optional Point up Rortar on longitudinal edges of tfe •• •• • • • •• • • • •••. • • • • •� NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 5 of 7 ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY •••• • • • • •••• • • • • •• • • •• • • • • • •••• • • • •••• • • • • • •••• • • • • •• • • • • • •• •• •••• • • • • • • • • • • •••• • • • •••• • • • • •• • ••• • • • • •• NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 6of7 AD H H;SIVE PLACEMENT DETAIL 3 DOUBLE PATTY Nail through plastic cement Paddy (between tie) Paddy (under tile) M. x3in. Single paddy on under- layment Single paddy under tile Single paddy on top of the s• fr!% Eave course 2 X 7 in. medium size paddy eave Fascia course only Nail through plastic cement Nail through plastic cement Underlayment Single paddy on under - layment Single paddy under hie Single paddy between tile 2 in. x 7In. medium she paddy eave course only in.x 3 in. 4In. ■ Single paddy on top of tie Eave Course Fascia Weephole Eave closure Drip edge Single paddy between tile in. x 3 in. Single /paddy on underiayment Single paddy on top of tile Eave Course Eave Closure 2 in. x 7 in. medium Fascsize paddy eave course only END OF THIS ACCEPTANCE • • •• • • • • •.•• .' • • • •• • • •• • • • • • •••• • • • •••• • • • •••. • • • • .. • • • • • •• •. •••• • • • • • • • • • .•.• • • • • •••. • • • • • .. • .•. • • • NOA No.: 06- 0201.02 Expiration Date: 05/10/11 Approval Date: 04/13/06 Page 7 of 7 Inspection Worksheet Miami Shores Village 10050 NE. 2nd Avenue Miami Shores, FL Phone: (306)795 -2204 Fax: (305)756 -8972 Scheduled Inspection Date: April 13, 2009 Inspector: Bruhn, Norman Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Building Department Comments Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Addition Phone Number (305)757 -9790 Parcel Number 1132060142560 Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. inspector Comments cc-, April 10, 2009 Page 21 of 25 tisl- r R� Miami Shores Village w °�� Building Department ti $ tiK` CERTIFICATE OF COMPLETION CHECKLIST tof ECEIVED MAR 009 I IOv // Required eOlk 415 °C\ BUILDING PERMIT CARD - Containing final initials of all inspectors SURVEYS (2) FINAL AS BUILT - Required Items: Elevations of building showing all intended setbacks from property lines and other existing structures. Ingress + Egress required parking spaces, wheel stops, stripping, and all paving to exterior. CERTIFICATE OF ELEVATION - (sealed by surveyor) EXPIRATION DATE REQUIRED ON FORM CERTIFICATE OF INSULATION - (must be original) CERTIFICATE OF SOIL TREATMENT - (for termite - original) CHAPTER 2326.5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws as established by the Florida Department of Agriculture and Consumer services." HEALTH DEPT. APPROVAL LETTER - (only if new septic was installed) Note: If house has a septic tank, approval letter is required from the health dept. FINAL CERTIFICATION LETTER FROM THE ENGINEER /ARCHITECT (on masonry, trusses, special structure, etc.) * PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO. Residential Addition Certificate of Completion fee is $50.00. Approved Date chc -8/ 17 /05MV Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: March 25, 2009 Inspector: Dacquisto, David Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition Phone Number (305)757 -9790 Parcel Number 1132060142560 Building Department Comments March 25, 2009 Page 1 of 1 )4) s 47"d1 Passedze fe.- Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until March 25, 2009 Page 1 of 1 SKETCH OF BOUNDARY SURVEY DESCRIPTION: The West 15 feet of Lot 7, Lot 8 and the East 25 feet of Lot 9, Block 73, MIAMI SHORES SECTION N0.3, according to the plat thereof, as recorded in Plat Book 10, Page 37, of the Public Records of Dade County, Florida SURVEYORS REPORT /NOTES: (1) property address: 844 NE 98th Street, Miami Shores Village (2) Flood Zone Shaded X; per Flood Insurance Rate Map 120652 0093 J, map index dated 3/2/94. (3) Benchmark: Miami -Dade County Survey Section Vertical Control Point #N-800; elevation +9.33' National Geodetic Vertical Datum 1929. (4) Unless stated otherwise hereon, this survey was prepared without the benefit of an abstract of title. No liability is assumed by the undersigned for loss relating to any matter that might be discovered by an abstract of title of the property. (5) No underground foundations, buried utilities, setbacks, uses or visible easements are located hereon. No liability is assumed by the undersigned for any loss that may be associated with the existence of any of the above stated. NE 98TH STREET LEGEND: Q. centerline + elevation A/C air conditioner CLF chain link fence FIP found iron pipe no identification LCF louvred concrete fence M measured at block corner MET metal P plat PP power pole SC stamped concrete (TYP) typical W/F wood fence t FIP i 1/2' CO R NE 8TH AVENUE [.13 14 15 16 17 18 19 2 NE 97TH STREET LOCATION MAP NOT TO SCALE 6 0 Miami hores VIII APPROVED ZONING DEPT BLDG DEPT' SUBJECT iii GOMPUNCE WITH Alt FEDERAL STATE AND COUNTY RULES AND REGUI A'ileN NE 98TH STREET +9.75' CROWN 18'PAVEMENT ti 175.00'P&M FIP 1/2' 0.i'N 943B 0. i' E 6''y 6' W/F 1. 2' N 6'W /F 0.7'N 1.2'W FIP 1' 0.2'S 0.1' E 23.5'PARKWAY 90. 00' +9.59' CROWN 5' WALK x 1 99. e° 9. 9.3' 12.4' A ad STEPS LCF 0.4'S q' $ 'Q9 O 27.8' 2 STORY RESIDENCE MAIN FLOOR +11.79' 2ND FLOOR +23. 46' GARAGE +9.90' 14.7' A/C 40.2' 10. i' 4* 404 +9.31' CROWN COLUMNS STEPS STONE -NET (TTYm ai 25.4' 25.8' 25.4' 30.0' 191 4' CLF - C 10.7' 10.8' 1 1 P. FIP 1/2' O. 2'S 0. i'E LCF 0.3'E 4' CLF 1.5'W RI gni 4' CLF 0.4' N FIP 1' 0. 2'N 0.1'E 15' ALLEY 90.00' 9' PAVEMENT C ROWN CWN Rog J. P. S. No. Stat of Fl for #LB4545 not valid without the signature and the original raised seal of a Florida licensed surveyor and mapper DIETZ & DIETZ LAND SURVEYORS, INC. 1002 NE 35th Street, Oakland Park, Florida 33334 (954) 327-0988 FOR: LONGMAN DATE: 1 -08 -08 ORDER NO.: 0801028 FIELD BOOK: 247 -72 & FILE DATE REVISION ORDER NO. 33 -i- FINAL ON ADDITION 09030i6 DATA FILE: M53 -7 -R al:Ivo NO a31voi0NI SY DNINDVB 01 N31SVJ oirwrirmirrforrris iII i3d ONIU3A03 3AU.3 iO id HJJM ONIO1In9 AO 33Vd NO •—a0 HaNaiSVd H11M dVld N33I1OSIA I:10 3003'1 3ALL03101id ..8x' L n • i • 1 NOLLVli13N3d 1 ..BL NIW 1 1 1 1 ,9 'X1/W 'NIW '09 ONDIOV9 'NIW 3avIN ?Ei 11IM NOI103dSNI ON HO Sa01131A1 ONIMO11O1 3H1I0 310 A8 80P 3H1AO 1NO1:IJ 3H1 NO a3Ald1dSla 38 1S111W auvo 111N1:13d SIH1 Sao ^�e� 041;7g, ' DISPLAY THIS CARD ON FRONT OF JOB INSPECTION RECORD Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 INSPECTION REQUESTS: (305)795 -2204 REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSYNESS DAY. POST ON SITE NO, RC -9 -07 -1964 Residential Construction Parcel #:1132060142560 1 Owner's Name: MICHAEL LONGMAN Job Address: 844 98 Street NE Miami Shores Village, FL 33138- Owner's Phone: 05)757 -9790 Total Square F*et: 7:1666 Total Job Valuation $' ;17500.00 Contractor(s) HOME OWNER Phone Primary Contractor Yes WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM - 6:00PM NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. "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 ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." NO INSPECTION WILL BE MADE UNLESS PERMIT CARD IS DISPLAYED AND APPROVED PLANS ARE READILY AVAILABLE INSPECTION RECORD WORK MUST BE COMPLETED PRIOR TO REQUESTING INSPECTIONS 24 HOUR NOTICE FOR ALL INSPECTIONS Work is allowed Monday through Saturday 7:30 A.M. to 6:00 P.M. No work is allowed on Sundays or Holidays 0 h 1 C4J ViejA7\- ram FOR INSPECT! NS CALL Wiz9 INSPECTION REQUEST RE ACCEPT - 1 DURING THE HOURS OF 8:30 AM TO 3:' ! ' M INSPECTIONS THE FOLLOWING BUSINESS DAY. j. ,; m� A MECHANICAL .....,� V A6§ - wauC%7 i �F ✓ 1 ..e MEI °' -" . °k w� 4 o-�.•�� i�� Prj`� ^•1 n__ iZ3�C ki i�xgr�- FINAL MIMI giLM Mai j. ,; m� A ELECTRICAL .....,� V A6§ - wauC%7 i �F ✓ 1 ..e S�•7 ��A 4 o-�.•�� i�� / "r'te- FINAL CERTIFICATE OF OCCUPANCY MUST BE SECURED BEFORE THIS BUILDING CAN BE USED FOR ANY PURPOSE DO NOT REMOVE THIS CARD BEFORE COMPLETION OFFICE PHONE NUMBER: 305 - 795 -2204 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: March 25, 2009 Inspector: Dacquisto, David Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER .......................... .....�.�...�........;�:�:�:;i:w emu; 4,: t: H;li iOS4: fi:;][; M,• i�[ il, K. W, .,i,:;G:::1,4: ::!!„Xil!YF.iii�. Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition Phone Number (305)757 -9790 Parcel Number 1132060142560 Building Department Comments March 25, 2009 Page 1 of 1 55DI Passed cib Gift I Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until March 25, 2009 Page 1 of 1 e SKETCH OF BOUNDARY SURV DESCRIPTION: The West 15 feet of Lot 7, Lot 8 and the East 25 feet of Lot 9, Block 73, MIAMI SHORES SECTION N0.3, according to the plat thereof, as recorded in Plat Book 10, Page 37, of the Public Records of Dade County, Florida SURVEYORS REPORT /NOTES: (1) property address: 844 NE 98th Street, Miami Shores Village (2) Flood Zone Shaded X; per Flood Insurance Rate Map 120652 0093 J, map index dated 3/2/94. (3) Benchmark: Miami -Dade County Survey Section Vertical Control Point #N -800; elevation +9.33' National Geodetic Vertical Datum 1929. (4) Unless stated otherwise hereon, this survey was prepared without the benefit of an abstract of title. No liability is assumed by the undersigned for loss relating to any matter that might be discovered by an abstract of title of the property. (5) No underground foundations, buried utilities, setbacks, uses or visible easements are located hereon. No liability is assumed by the undersigned for any loss that may be associated with the existence of any of the above stated. E MED MAR 5 2002 LEGEND: A/C CLF FIP LCF M MET PP SC (TYP) W/F centerline elevation air conditioner chain link fence found Iron pipe no Identification louvred concrete fence measured at block corner metal plat power pole stamped concrete typical wood fence 0 FIP 1 1/2' COINER h 176. 0013611 NE 8TH AVENUE NE 98TH STREET 12 11 10 ''0,/ sr� 18 6 13 14 15 16 17 18 19 2 NE 97TH STREET LOCATION MAP NOT TO SCALE 1co7-1964 0 Miami Shores Village APPROVED ZONING DEPT BLDG DEPT BY DATE SUBJECT TO COMPLIANCE WITH AL*. FEDERM STATE AND COUNTY RULES AND REGULATIONS NE 98TH STREET +9 75' +9.69' GROWN `L CROWN 16'PAYENENT 90. 00' 23. 5' PARKWAY 6' WALK FIP 1/2' ox t4 0.1' E qr-m 6'W /F/ X \ STEPS 1.2'W x 97• 12.4'? 6' W/F 0.7'N i. 2' N FIP 1' 0.2'8 0.!'E 1 1 3' of 27.5' 2 STORY RESIDENCE MAIN FLOOR +11.79' 2ND FLOOR +23. 46' GARAGE +9.90' 14.7' a A/C 40.2' 10.1' +9.31' CROWN COLUMNS PAVERS NET (1PJ TTY LCF 0.4'S 4 0.3'E, 4 25.4' 25.8' 25.4' N 30.0' /90 4'CLF 10.7' 10.8' t �9 PP FIP 1/2' 0.2'99 0. i' E LCF 0.3'E 4' CLF 1.5'W 4' CLF 0. 4'N 1.5'W FIP 1' 0.2'N 0.1'E 15' ALLEY 90. 00' 9' PAVEMENT +6.97' CROWN Rog J. P. S. . No State of Fl for #LB4545 not vaIid without the signature and the original raised seal of a Florida Iicensed surveyor and mapper DIETZ & DIETZ LAND SURVEYORS, INC. 1002 NE 35th Street, Oakland Park, Florida 33334 (954) 327 -0938 1 FOR: LONGMAN DATE: 1 -08 -08 ORDER NO.: 0801028 FIELD BOOK: 247 -72 & FILE DATE REVISION ORDER NO. 33 -i- FINAL ON ADDITION 0903016 DATA FILE: MS3 -7 -B Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: March 25, 2009 Inspector: Bruhn, Norman Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: F. Elevation Certificate Work Classification: Addition Phone Number (305)757 -9790 Parcel Number 1132060142560 Building Department Comments March 25, 2009 Page 1 of 1 Passed / 9for Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until March 25, 2009 Page 1 of 1 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Federal Enet+gency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1 -8. SECTION A - PROPERTY INFORMATION Al. Building Owner's Name Michael Longman A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 844 NE 9'" Street Cityiami Shores Village State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Tha West f 15 feet of Lot 7, Lot 8 and the East 25 of Lot 9, MIAMI SHORES SECTION NO. 3 (10/37 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory A5. Latitude/Longitude: Lat. 25 °51.927' Long. 80 °10.839' A6. Attach at least 2 photographs of the building if the Certificate is being A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) b) Nbl of permanent flood openings in the crawl space or e I c�losure(s) walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b , etc.) Residential Horizontal Datum: used to obtain flood insurance. 0 sq ft OMB No. 1660 -0008 Expires February 28. 2009 NAD 927 ❑ NAD 1983 A9. For a building with an attached garage, provide: a) Square footage of attached garage 231 sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade 0 0 c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION j sq in B1. NFIP community Name & Community Number Dade Cou t' Unincorporated Areas 120652 B2. County Name Dade B3' State Florida B4. Map/ranel 12025C Number 0093 B5. Suffix J B6. FIRM Index Date 7/17/95 7. FIRM Panel Effe Effective/Revised Date 3/2/94 B8. Flood Zone(s) X 69. Base Flood Elevation(s) (Zone AO, use base flood depth) N/A B10. indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. 0 FIS Profile N FIRM ❑ Community Determined ❑ Other (Describe) B11. Indi to elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Desig tion Date ❑ CBRS ❑ OPA C1. Buildin *A ne ❑Yes No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction C2. Elevatib s - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, Al/AH AR/AO. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized see back Vertical Datum 1929 Conversion/Comments WA Elevation Certificate will be required when construction of the building is complete. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Tcip� of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) Attached garage (top of slab) west elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) d) e) 0 9) Check the measurement used. 11.79 ® feet ❑ meters (Puerto Yiico only) 23.46 IN feet ❑ meters (Puerto Rico only) N/A. ® feet ❑ meters (Puerto Rico only) 9.90 ® feet �❑rmeters (Puerto Rico only) 9.49 feet Lr meters'(Puerto Rico only) 9.3 ® feet ❑ meters (Puerto Rico only) 11.5 ® feet ❑ meters (Puerto Rico only) 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. / certify that the information on this Certificate represents my best efforts to Interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's (Name Roger J. Dietz License Number 4611 Title ProfesSionai Surveyor and Map. -r Company Name Dietz & Dietz Land Surveyors, Inc. Address 1002 NE 35'6 Street • II A ^ Signature FEMA Fora; 81 -31, February 2006 City Oakland Park State FL ZIP Code 33334 Date 3 -11 -09 Telephone 954-327 -0988 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 844 NE 98th Street City Miami Shores Village State FL ZIP Code 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments 1) Benchmark Miami Dade County Survey Section #N -800; elevation +9.33 'National Geodetic Vertical Datum 1929. 2) Not out seal and original sig ature in blue ink. 3) The lowest elevvation of machinery in icates the lowest air conditioner slab. 4) The highest crown of road at this eite +9.75' Signature Date 3 -11 -09 ® Check here if attachments SECTION - BU(LDING LEVA a ON INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT' BFE) IIII For Zones AO atsfd A (without BF =te Items El -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. El. Provide elevation information Ifor 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, crawl space, or enclosure) is 0 feet 0 meters 0 above or 0 below the HA b) Top of bottom floor (including basement, crawl space, or enclosure) is 0 feet 0 meters 0 above or 0 below the LA • CL. rur DUIIUUIy 1.JIEIgfWUII517 -8 WIUI penllWleFIl IIVVU upeniuyu IJIUVIUeU III JGUUVII M ILGI IIA 0 a110/VI a k000 Kayo V VI it ii., uva.v...1, u.v nvna.uy,... uv... (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, 8, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments attachments • Check here if 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, and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. C (or E), chitect who 01. • The information in Section IC was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or a I. n.,+hnn�n.i L... 1.,...+.......+.F.• ...1........44,... 4.4.........“-.44...... /I...i:....F.. 11... ...1 d.,1....F+M....1...n+in..Armies in +Hn INA n +c nretn hnlnu. 1 u.y v.v.uuvu a nvnuaxuw.. 1u.wa. caw u.o ovuwv auu uaav v. u.v v.v•c.a.v.. v.ww ... u.v ..............w .......... G2. 0 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. 0 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: 0 New Construction 0 Substantial Improvement 08. Elevation of as -built lowest floor (including basement) of the building: fl feet 0 meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: 0 feet 0 meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81 -31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 844 NE 98th Street Policy Number City Miami Shores Village State FL ZIP Code 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two 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." If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT VIEW 3 -11 -09 REAR VIEW 3 -11 -09 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: March 25, 2009 Inspector: Bruhn, Norman Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: F. Insulation Certificate Work Classification: Addition Phone Number (305)757 -9790 Parcel Number 1132060142560 Building Department Comments March 25, 2009 Page 1 of 1 Passed 06 ,,,1_, , Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until March 25, 2009 Page 1 of 1 GALE INSULATION CERTIFICATE OF INSULATION INSTALLATION BUILDING PERMIT No. JOB ADDRESS: 844 NE 98TH STREET STATEMENT OF COMPLIANCE: We the undersigned hereby certify that the thermal insulation has been installed in the referenced building in compliance with South Florida Building Code, Chapter 52 and the approved plans and specifications, and in accordance with good construction practice. The insulation furnished is the type, thickness and R -value as set forth below: AREA TYPE THICKNESS/R -VALUE MANUFACTURE A/C CEILING AREA FIBERGLASS BATTS 10" R-30 KNAUF & KNEEWALLS GARAGE WALLS, FIBERGLASS BATTS 3 -1/2" R-11 KNAUF GARAGE CEILING & PERIMETER EXTERIOR FOIL WALLS 3/4" R-4.1 FIFOIL MULTI - FAMILY RESIDENTIAL CONSTRUCTION: The COMMON (PARTY) walls separating different tenants shall be insulated as follows: Frame/Metal Walls R -11 (min.); CBS or Concrete Walls R -3 (min.) by Energy code requirements. See Energy code, Rev 1/87, paragraph 903.2(b), on page 0 -17, latest edition. These "minimum levels of insulation", are not included in the Energy Calculations, but shall be installed in the field. INSULATION CGC1512179 BUILDER: MIKE LONGMAN BUILDER'S SIGNATURE: I PERSONALLY KNOW THE AFFIANT, PAUL W HASH SWORN TO AND SUBSCRIBED BEFORE ME This 16TH Day of MARCH 2009 CERTIFICATION DATES: 3 -16-09 BUILDER'S NUMBER NOTARY PUBLIC, STATE OF FLORID GALE INSULATION CERTIFICATE OF INSULATION INSTALLATION BUILDING PERMIT No. JOB ADDRESS: 844 NE 98TH STREET STATEMENT OF COMPLIANCE: We the undersigned hereby certify that the thermal insulation has been installed in the referenced building in compliance with South Florida Building Code, Chapter 52 and the approved plans and specifications, and in accordance with good construction practice. The insulation furnished is the type, thickness and R -value as set forth below: AREA TYPE THICKNESS/R -VALUE MANUFACTURE A/C CEILING AREA FIBERGLASS BATTS 10" R-30 KNAUF & KNEEWALLS GARAGE WALLS, FIBERGLASS BATTS 3 -1/2" R -11 KNAUF GARAGE CEILING & PERIMETER EXTERIOR FOIL WALLS R-4.1 FIFOIL MULTI - FAMILY RESIDENTIAL CONSTRUCTION: The COMMON (PARTY) walls separating different tenants shall be insulated as follows: Frame/Metal Walls R -11 (min.); CBS or Concrete Walls R -3 (min.) by Energy code requirements. See Energy code, Rev 1/87, paragraph 903.2(b), on page 0 -17, latest edition. These "minimilm levels of insulation are not included in the Energy Calculations, but shall be installed in the field. INSULATION CGC1512179 BUILDER: MIKE LONGMAN BUILDER'S SIGNATURE: CERTIFICATION DATES: 3 -16 -09 BUILDER'S NUMBER I PERSONALLY KNOW THE AFFIANT, PAUL W HASH SWORN TO AND SUBSCRIBED BEFORE ME This 16TH Day of MARCH 2009 NOTARY PUBLIC, STATE OF FLORIDA \ Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: March 25, 2009 Inspector: Bruhn, Norman Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: F. Termite Letter Work Classification: Addition Phone Number (305)757 -9790 Parcel Number 1132060142560 Building Department Comments March 25, 2009 Page 1 of 1 Passed Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until March 25, 2009 Page 1 of 1 KEANE SOIL PRETREAT & COMPACTION (954) 462 -0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 109.2.2) Sq4 ()E q is f Date Address of Treatment Time Chemical used Applicator Gallons applied Percent concentration Area treated "ktki- tiv1/44 diqk'6"‘ Stage of treatent linear feet treated As per 109.2.2 — If soil chemical method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line Certificate of Compliance for Termite Protection (As required by Florida Building Code (FBC) 1816.1) 61r s ,� Address of Treatment M1 a'i'l . \ rk 6c& Method of Treatment This building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: March 25, 2009 Inspector: Bruhn, Norman Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Residential Construction Inspection Type: Final PE Certification Work Classification: Addition Phone Number (305)757 -9790 Parcel Number 1132060142560 Building Department Comments March 25, 2009 Page 1 of 1 Passed y/ Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until March 25, 2009 Page 1 of 1 January 22, 2008 Address: � c�AN9At ED GULF BUILDING C®RP RECEW GULF DESIGN GROUP Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: 1st Floor Reinforced Concrete Masonry Unit Stem Walls. To Whom It May Concern: I have been retained by the Owner to perform a special inspection per Florida Building Code, FBC 2122.4 (R4407.5.4). I have personally inspected theist Floor Reinforced Concrete Masonry Unit Stem Walls, on January 22, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. NoeII, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Floor • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 NEM MEN GULF BUILDING CORP February 26, 2008 Address: GULF DESIGN,GROUP Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida ECM 5.2009 is Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: 1st Floor Reinforced Concrete Masonry Unit Walls. To Whom It May Concern: I have been retained by the Owner to perform a special inspection per Florida Building Code, FBC 2122.4 (R4407.5.4). I have personally inspected theist Floor Reinforced Concrete Masonry Unit Walls, on January 26, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. NoeII, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Floor • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 asummulaieNRAW March 20, 2008 Address: GULF B U I L DIN G CORR. 1 19L k ECM ED GULF DESIGN GROUP • Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: 2nd Floor Reinforced Concrete Masonry Unit Walls. To Whom It May Concern: I have been retained by the Owner to perform a special inspection per Florida Building Code, FBC 2122.4 (R4407.5.4). I have personally inspected the 2nd Floor Reinforced Concrete Masonry Unit Walls, on March 20, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. Noell, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Floor • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 IL NS Inspection Date: March 11, 2009 Inspector: Levrock, James Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795-2204 Fax: (305)756-8972 Owner: LONGMAN, MICHAEL Job Address: 844 NE 98 Street Miami Shores, FL 33138- Project: <NONE> Contractor: PRONTO PLUMBING INC Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Addition/Alteration Phone Number (305)757-9790 Parcel Number 1132060142560 Phone: 305-892-2255 Building Department Comments i ct 9 0 A‘40 1- -4t Passed In sector REA' 1 1 4 • ments REINSPECTION FOR INSP-93934. NO ONE HOME Failed Correction Needed Re-Inspection Fee No Additional Inspections can be scheduled re-inspection fee is paid. until March 10, 2009 Page 1 of 1 Olg Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 11/10/2008 Inspector: Perez, JanPierre Owner: LONGMAN, MICHAEL Job Address: 844 98 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: ADDITON AIR CONDITIONING & HEATING INC Permit Type: Mechanical - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)757 -9790 Parcel Number 1132060142560 Lot: Building Department Comments AIR CONDITIONIN AND DUCT WORK FOR NEW ADD IrION 40V 1 2 BOA Passed Inspector Comments .'- (4 Iv ( cr Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Monday, November 10, 2008 Page 2of2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 To% s Inspection Date: 09/16/2008 Inspector: Devaney, Michael Owner: LONGMAN, MICHAEL Job Address: 844 98 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: LONGMAN ELECTRIC INC Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)757 -9790 Parcel Number 1132060142560 Lot: Building Department Comments ELECTRICAL FOR ADDITION Passed Inspector Comments ....! z "--- /64'r, ®," Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Monday, September 15, 2008 Page 2 of 2 Inspection Date: 05/28/2008 Inspector: Grande, Claudio Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Owner: LONGMAN, MICHAEL Job Address: 844 98 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: RELIANT ROOFING SYSTEMS INC 411a!CrIe14-.) Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)757 -9790 Parcel Number 1132060142560 Lot: Phone: (954)630 -2818 Building Department Comments NEW ROOF FOR ADDITION Passed lirInspector Comments CC c f r D k____--' J SO Alt— , Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, May 27, 2008 Page 1 of 2 CBB, rp INSPECTION, STUDIES, DESIGN & TESTING SERV ICES 7450 Griffin Road • Suite #140 • Davie, FL 33314 • Phone: (954) 581 -7115, (954) 581 -2614 Fax: (954) 581 -2415 • - 27:27.7111111§1111111111111111111111111.1. 17.17/77 imada,com FORCES, TORQUE MEASUREMENT LSO 9001 REGISTERED ISO/IEC 17025 ACCREDITED CALL Date: Model Number: Capacity: Accuracy: Resolution: Serial Number: IMADA, Incorporated 3100 Dundee Rd., Suite 707, Northbrook,'IL 60062 -2442 Tel: 847 -582 -0834 Fa= 847- 562 -0839 www.imada.com E -mail: imada@lmada.com RATION CE QMF- 11- NIST -F -S IFICATE April 3, 2007 DPS -110 CON]D.Li i ®NS 110:2 lbf Temperature: 71°F 0.2% F.S.±1LSD Humidity: 35 %RH 0.1 lbf 199579E This document certifies that the above instrument has been calibrated and tested in accordance wit factory calibration procedures condincted under a conditions noted using standards which are traceable to ie National Institute of Standards and Technology (KIST). This document not to be reproduced without written authorization ifiromf'ADA INC. Report#040307- 199579. AS FOUND TEST POINT (lbf) 1) 2) 3) TEST RESULTS ACTUAL . (lbi) ,o, „ digit" AS LEFT • TEST POINT Pt) 1) -110.0 Signed by 0.0 110.0 ACTUAL (lbf) - .110,1 0.0 • 110.0 /id 0 %i Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 05/21/2008 Inspector: Perez, JanPierre Owner: DE FIGUEIREDO NAVES, MICHELLE Job Address: 500 GRAND CONCOURSE Miami Shores, FL 33138 -2465 Project: <NONE> Contractor: MIAMI CUSTOM SWIMING POOL Permit Type: Mechanical - Residential Inspection Type: Final Work Classification: New Block: Phone Number Parcel Number 1132060171440 Lot: Phone: 305 - 592 -8066 Building Department Comments HEAT PUMP FOR POOL 0 % 'le 5' / q / S Passed Inspector Comments CREATED DCAS REINS ECTION9FORcINSP- 82526. CREATED AS MUST BE SECURE TO SLAB. JP04/21 /2008 cc Ea Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, May 20, 2008 Page 2 of 2 April 8, 2008 Address: GULF BUILDING CORP GULF DESIGN GROUP Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: Floor and Roof Trusses. To Whom It May Concern: I have been retained by the Owner to perform a special inspection per Florida Building Code. I have personally inspected the Floor and Roof Trusses, and connections, on April 8, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. Noel!, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Floor • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 April 8, 2008 Address: GULF BUILDING CORP GULF DESIGN GROUP Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: Floor and Roof Trusses. To Whom It May Concern: have been retained by the Owner to perform a special inspection per Florida Building Code. I have personally inspected the Floor and Roof Trusses, and connections, on April 8, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. Noell, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Floor • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 March 20, 2008 Address: GULF BUILDING CORP_ GULF DESIGN GROUP Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida Permit Number: RC -07 -1964 Special Inspector: Gulf Design Group. Inspection Performed: 2nd Floor Reinforced Concrete Masonry Unit Walls. To Whom It May Concern: I have been retained by the Owner to perform a special inspection per Florida Building Code, FBC 2122.4 (R4407.5.4). I have personally inspected the 2nd Floor Reinforced Concrete Masonry Unit Walls, on March 20, 2008, and found the work to be in accordance with the approved plans and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certifications and product approvals were on site at the time of inspection. Very truly yours, Michael S. NoelI, AIA Gulf Design Group AA0002683 633 S. Federal Hwy., 5th Roor • Fort Lauderdale, Florida 33301 Phone (954) 492 -9191 • Fax (954) 492 -9192 General Contractor License #CGCA16662 • Architectural License #AA0002683 q't Fix. 2i1116 k V II 001 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle . Building Roofing Owner's Name (Fee Simple Titleholder) 4 ' + ( ^ CM gel 1.04v3I4‘14.# Phone # 305— 15 7 - / 1 ? a Owner's Address • J 21 / N 6- � ' eg 6-e• e - City AN Lt'�hr's 3/Vi'P.4 state f G' Zip Tenant/Lessee Name Phone # Permit No. ter Permit No. R c 9 6 3? )34 Job Address (where the work is being done) g I. tf zip 33/35 City Miami Shores Village County Miami -Dade AO FOLIO / PARCEL # )1 3 6 ) Ll 9-5 6 Is Building Historically Designated YES NO Contractor's Company Name V Phone # Contractor's Address City State Qualifier Name Phone # State Certificate or Registration No. Certificate of Competency No. Zip Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ Type of Work: ddition Describe Work: ['Alteration Square / Linear Footage Of Work: e ❑ Repair/Replace ❑ Demolition ********* * *** ****** ****** * * ** *** *** * *** Fp�ss************* ***** * ** ** * * ***** * ** * * **** * * * ** Submittal Fee $ Permit Fee $ 3r `'r`� ' CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforcement $ -,° k----s, Double Fee $ Structural Review. $ MAR 3 1 2008 u 47L See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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. Owner or Agent The foregoing instrument was acknowledged before me this day of _, 200_8, by ?Ad. Lit GG1 �l , who is personally known to me or who has produced /S LrG '74 1300 As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: Signature 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: Sign: Print: My Commission Expires: ******************** * * * * * * * * * * * * * * * * * * * *** **** *** ** * * *** **** * * ***** ** ***** ******* ** ** * * * * * ****** * ****** * ** APPLICATION APPROVED BY: (Revised 07 /10/07) 6 3f. Plans Examiner V Engineer Zoning VILLAGE OF MIAMI SHORES OWNER BUILDER DISCLOSURE STATEMENT NAME: n'l 16 4 Tel A1'E: 49 7-- ADDRESS: ! ///k: q6 5,44,ee71- Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one - family or two- family residence. You may also build or improve a commercial building at a cost of $25,000:00 or Less. The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you., which means that you must deduct F.I.C.A and with - holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. I hold title to the above property and I am planning on doing this construction Initial 2. I understand that as an owner - builder I must abide by all zoning ordinances and building regulations in effect at the time of permit application Initial -- 3. .I have an understanding of the 2004 FBC & FRC and understand that this department and its inspectors are there to help enforce and interpret the code.. There is a copy of the code in this office for review. Initial (4)9 4. I understand that the building official and inspectors are not there to design, alter or give advice on how to meet code —. only if the structure meets the minimum code. 5. I understand that as an owner - builder, that any contractor disputes with sub- contractors and myself must be handled in a civil court with the advice of an attorney. The department will not mitigate'any contract disputes. Initial '917 6. I understand that if I compensate any person or company for work performed they are required to have a business license in the county. If for any reason they do not posses a business license I will be responsible and liable for any wrong doing from this unlicensed company or person. 7. I understand that if any person gets injured on my construction project—they are entitled to workmen's compensation. And if they do not posses a workmen's policy I could be held liable for all doctor and related cost which could include loss of wages during recovery from injury. Initial otb, - -- 8. I understand that under state and local laws I can not do any Electrical, Plumbing, Heating, Air & Roof work on my property with out first obtaining the proper permits by licensed contractors. Was acknowledged before me this By fl L lo tee ptult Initial day of 5 , 20 0IT who was personally known to me or who has Produced there License or i, t ✓�j��j C it - as identification. IAZ 483995 EXPIRES: October 20.2009 Bonded Tina Notary Public Underwriters DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR • DEVELOPMENT ORDER File Number: Property Address: avni Shorei (/iCCace PZ06 -0125 - 04 844 NE 98th St. 10050 N.E. SECOND AVE. MIAMI. SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 Applicant: Mike Longman (Owner) Address: 844 NE 9898th St. Miami Shores FL 33138 Agent: Gulf Design Group Address: 600 Corporate Dr., Suite 600 Ft. Lauderdale FL 33334 Whereas, the applicant Mike Longman (Owner) has filed an application for site plan review before the Planning and Zoning Board on the above property. The applicant sought approval as follows: Site Plan Review, Sec. 600: Site plan approval — Two story addition. Whereas, a public hearing was held on February 22, 2007 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) Applicant to obtain a building permit before commencing work. 2) Applicant to meet all applicable code provisions at the time of permitting. 3) Color -Thru tiles to be utilized. 4) 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 Page 1 of 2 • • 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 22nd day of February, 2007 by the Planning and Zoning Board as follows: Vice Chair Abramitis Yes Mr. Ulmer Absent Mr. Reese Yes Mr. Sastre Yes Chairman Fernandez Absent 316 Date airman, Planning and Zoning Board Page 2 of 2 DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR • ThLCWU S Wear DEVELOPMENT ORDER File Number: Property Address: PZ06 -0125 - 04 844 NE 98th St. 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 Applicant: Mike Longman (Owner) Address: 844 NE 9898th St. Miami Shores FL 33138 Agent: Gulf Design Group Address: 600 Corporate Dr., Suite 600 Ft. Lauderdale FL 33334 Whereas, the applicant Mike Longman (Owner) has filed an application for site plan review before the Planning and Zoning Board on the above property. The applicant sought approval as follows: Site Plan Review, Sec. 600: Site plan approval — Two story addition. Whereas, a public hearing was held on February 22, 2007 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) Applicant to obtain a building permit before commencing work. 2) Applicant to meet all applicable code provisions at the time of permitting. 3) Color -Thru tiles to be utilized. 4) 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 Page 1 of 2 • • 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 22nd day of February, 2007 by the Planning and Zoning Board as follows: Vice Chair Abramitis Yes Mr. Ulmer Absent Mr. Reese Yes Mr. Sastre Yes Chairman Fernandez Absent 116 ()1- Date airman, Planning and Zoning Board Page 2 of 2 Miami Shores Village Building Department 10050 .NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 - Fax; (305)756 -8972 RECEIPT PERMIT #; Rc-o-7----ig6v DATE: ) j /4 9- 1, MI C CI e r 2-e:9�v ❑ Contractor Owner ❑ Architect Picked up 2 sets of plans and (other) Address: 2 L/ Li 4/ q�j P-e f- 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: PERMIT CLEARK INITIAL: RESUBMITTED DATE: PERMIT CLEARK INITIAL: lvliaml mores village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date 07-1944r q A.' /0 7 STRUCTURAL CRITIQUE SHEET V i9 O4 /+ -1I fp / ei e-e /44 Ark- A /c SI €/ . 7Cir40l evlere ,6ldy0 Sec.. is c1.421. /tlaso•)ry w411 re?-ii-e5 5pc 12 Tie i,c4't . $,c$ "t3e4r.1" .,71.11-etn of is 001 e. 07 t i e d c- 1 5'- o divvy f.. v C! Mass nt Wail Z (d ce %49 is no/ ate se y n a /e:1 cEA-1y wltrc. ah See. 1 /S -t ri w de /e d1 ee tf 190Hsr & i rd d �GGS /6 Iv pro-v/ de a'ia -ph - c :J c ' nne h or1 f o r f ede s (In Ar / S'' (f /,.,, Sew.3 /s..0 C O L A De f. 7 / o t - ( 0 9 er v t' , c I i e x p ai ki si a)-c j o ih 71- Aecv and e xif fo ® 4".4/ desPpry oN G leu4-prj.,vS 64-2e Rtp-«ci As .4 s cam' 7-01 Not �8o too" F C Rr ied S r/J./ ems / c,d`es ro 4k. 4-s (let ,4 SCE -7 -0a lvliaml mores v iu.age Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 07-/f 441. Job Name Uri 9.2? Art Date 1el /6/0,7 aNc J? V)Lr try/ STRUCTURAL CRITIQUE SHEET `NM 1 $� Q wthd Leeta c..a //1j e;ns a#6 ..S >10 7'lT /ea{ ,45cE 7 - 98.. Ga/c14/41�°Gh� �iusi be .5-414/44111e4 i ha3 ed an AS41E 7- 82 al- fa lLer$ OS 10re v iori s /7 te7uesfed as i e`n 6. Ca.Gos. fry) Ay 6e j/ y ®u ala-ft`i- 114 e, an up- dcriLe d "royra .. Miami Shores Village Building Department 10050 .NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 • Fax; (305)756 -8972 RECEIPT PERMIT #; ZC V / J 6L-1 DATE: I, 1-i7-C.Vlae_.l ❑ Contractor s -Owner ❑ Architect `01/(c)(/t✓la vi Picked u 2 sets of plans an• (other) Address: lb, Dc--)--Der zW7 shore 5 '3414 N � l$S 3 - k-e e-� -, M,� wrr L-33/3S 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: c PERMIT CLEARK INITIAL: RESUBMITTED DATE: 010-1 PERMIT CLEARK INITIAL: (A -} Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 Permit NO. RC-9-07-1964 Tp Residential *A, howikat. Issue Date: Not Issued Expires:Not issued Folio Number:1132060142560 Owner's Name: MICHAEL LONGMAN Owner's Phone: (305)757-9790 Job Address: 844 98 Street NE Total Square Feet: 1589 Miami Shores Village, FL 33138- Total Job Valuation: $ 170,000.00 Contractor(s) Phone Primary Contractor 11 Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 9/20/2007 : Yes Comments: APPROVAL IS SUBJECT TO APPLICANT MOVING THE AC PAD TO A POINT AT LEAST15 FEET FROM THE REAR LOT LINE RATHER THAN THE 14 FOOT 6 INCHES INDICATED. r OCT12 AIR Addition to the Longman Residence 844 NE 98th Street Miami Shores, Florida Plan Review Comments and Responses Gulf Design Group 633 S. Federal Hwy. 5u1 Floor Fort Lauderdale, Florida. 33301 10/05/07 Permit # RC -07 -1964 Architect : Michael S. Noell, AIA Building Plan Review Reviewer: Claudio Grande CBO 1. Provide a current Elevation Certificate. Response: Provided by owner. 2. Structural Note 1 on sheet S -2 calls for Wind Toad design as per ASCE 7 -02 yet the Structural calculations to be from ASCE 7 -7 -98, 2004 FBC requires Structural calculations to be from ASCE 7 -02. In addition same note 1 calls for Exposure Category B, the HVHZ is all Category C. Make appropriate changes in the plans. Response: Please see revised sheet S -2, and structural calculations. 3. Address comments from Structural reviewer: 1. On A -1, specify mesh reinforcement for NC slab. Response: Please see revised sheet S -1. 2. Can't find where Building Section 3 is cut. Masonry wall requires 8 x 12 tie beam. 8 x 8 beam at bottom of wall is not mentioned on structural drawings. Response: Please see revised sheets A-4.1 and A -5 3. Masonry wall 2 ( #5 @24 ") is not designated anywhere on S -1. Response: Masonry wall 2 is the new retaining wall for the extension to the raised paved area. Please see sheet S -1. 4. On Section 1/S -1, provide ledger at bottom chord and fasten to provide diaphragm connection, or redesign walls for 21' -8" height (Diff. @ Section 3/S -1) Response: Please see response by structural engineer. 5. On Detail 7/A -6, provide expansion joint between new and existing. Response: Please see revised sheet A -6. 6. Wind Load design on calculations are required to be ASCE 7 -02, not 98. 2004 FBC requires structural calculations to be as per ASCE 7 -02. Response: Please see revised sheet S -2, and structural calculations. 4. F -30 column pads shown on sheet S -1 are not identified on the footing schedule on sheet S -3. Only F-40 is shown? Response: Please see revised sheet S -3. 5. Footing schedule on sheet S -3 shows F20.12 footer to have 3 #5 bars, FRC 4404.3.3.1.2 requires 3 or more bars to be held in place by a transverse bar not more than 48" o.c. This is not shown on schedule. Response: Please see revised sheet S -3. 6. FRC 4410.2.3.1.6 requires the Architect of record to provide the window and door buck size, attachment, type of fasteners, waterproofing, etc. on the construction plans. NOA's do not provide that information. Response: Please see revised sheet A -3. 7. Sheet A -6 is to show waterproofing information for the balcony slab. Please see revised sheet A -6. 8. Submit permit applications from the Mechanical, and Roofing Contractors. Roofing NOA's are to be submitted with the roofing application. Response: Provided by owner. 9. As per Florida Existing Code 707.5.1 "An engineering evaluation and analysis that establishes the structural adequacy of the altered structure shall be prepared by a registered architect or engineer and submitted to the building code official, where more than 30% of the total sum of floor and roof areas of the building are involved in structural alteration" Response: The existing structure is to remain as is except for the 3' wide by 7' high portion of wall being removed to connect the addition to the existing residence. Less than 30% of the total sum of floor and roof areas of the building are involved in structural alteration. 10. Plans must be submitted to DERM, HRS for review and approval and to Miami -Dade County Planning and Zoning for payment of impact fees. Response: Provided by owner. 11. Provide special inspectors form, signed and sealed by the Engineer performing the Engineered Unit Masonry Inspections. Response: Provided by owner. Very truly yours, Michael S. NoeII, AIA Gulf Design Group AA0002683 Warren J. Von Werne, P.E., Inc. 11388 Okeechobee Blvd., Suite B -101 Royal Palm Beach, FL 33411 Phone — (561) 795 -1818 Fax — (561) 795 -1883 October 10, 2007 Attn: Carolina Rincon Gulf Design Group 633 South Federal Hwy, 5th Floor Ft. Lauderdale, FL 33301 Re: Longman Addition 844 N.E. 98th Street Miami Shores Village, FL 33138 The following are responses to building department comments dated Sept. 28, 2007, for the above mentioned project. Building Critique Sheet Comment #2: Structural Note 1 on sheet S -2 calls for Wind load design as per ASCE7 -02 yet the Structural Calculations submitted are for ASCE7 -98. 2004 FBC requires Structural calculations to be from ASCE7 -02. In addition same note 1 calls for Exposure Category B, the HVHZ is all Category C. Make the appropriate changes in the plans. Response: Note 1 on sheet S -2 has been revised to indicate Exposure Category C . See attached for wind load calculations showing ASCE7 -02. Comment #3: Address comments from Structural reviewer. Response: See responses below. Comment #4: F -30 column pads shown on sheet S-1 are not identified on the footing schedule on sheet S -3. Only F40 is shown? Response: The foundation schedule on sheet S -3 has been revised to show the F -30 footing. Comment #5: Footing schedule on sheet S -3 shows F20.12 footer to have 345 bars, PRC 4404.3.3.1.2 requires 3 or more bars to be held in place by a transverse bar not more than 48" o.c. This is not shown on schedule. Carolina Rincon Longman Addition Page 2 Response: The foundation schedule on sheet S -3 has been revised to show the transverse bars. Comment #6: FRC 4410.2.3.1.6 requires the Architect of record to provide the window and door bucks size, attachment, type of fasteners, waterproofing, etc. on the construction plans. NOA's do not provide that information. Response: The bucks used on the windows and doors are found on the NOA's. The bucks are not independently attached to the structure, rather are spacers for the window and door and are fastened using the same fasteners that hold the window and door, per tested assembly. Comment #9: As per Florida Existing Code 707.5.1 "An engineering evaluation and analysis that establishes the structural adequacy of the altered structure shall be prepared by a registered architect or engineer and submitted to the building code official, where more than 30% of the total sum of floor and roof areas of the building are involved in structural alteration." Response: The work being done is an addition to the existing structure. The existing structure is not being altered by more than 30 %. Structural Critique Sheet Comment #1: On A -1, specify mesh reinf for A/C slab. Response: The wire mesh for the A/C slab has been shown on sheet S -1. Comment #2: Can't findwhere bldg. sect 3 is cut. Masonry wall requires 8x12 tie beam. (8x8 "beam" at bottom of wall is not mentioned on structural drawings). Response: An 8x12 beam is shown on S -2 over the window opening. There is no poured beam at the bottom of the wall. Comment #3: Masonry wall 2 ( #5 @24') is not designated anywhere on S -1. Response: Masonry wall 2 is the wall type for the retaining wall on sheet S -1. Comment #4: On sec 1 /S -1, provide ledger at bottom chord and fasten to provide diaphragm connection, or redesign walls for 21 '-8" height. (Ditto @ sec 3 /S -1). Response: The diaphragm force is transferred from the masonry wall to the plywood. Having the ledger high as shown enables this force to be transferred directly from the wall to the plywood diaphragm through the ledger. Carolina Rincon Longman Addition Page 3 Comment #5: Wind load design on calculations are required to be as ASCE7 -02 not 98. 2004 FBC requires structural calcs to be as per ASCE7 -02. Response: See attached for wind load calculations showing ASCE7 -02. Please feel free to contact this office should you have any questions regarding this matter. Warren 1 Von Werne, P.E. President October 31, 2007 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, F133138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: RC- 07 -1964 Job Name: Addition for Longman Res. Page 1 of 1 Building Critique Sheet 2nd REVIEW ITEMS 2 AND 10 FROM PREVIOUS REVIEW HAVE NOT BEEN CORRECTED. SEE COMMENTS BELOW Structural Note 1 on sheet S -2 calls for Wind load design as per ASCE 7 -02 yet the Structural Calculations submitted are for ASCE 7- 98.2004 FBC requires Structural calculations to be from ASCE 7- NEW SIMPLIFIED PROCEDURE - COMPONENTS AND CLADDING FOR DESIGN WIND PRESSURE COMPONENTS AS PER ASCE 7 -02 LETTER HAS BEEN SUBMITTED. THE ACTUAL CALCULATIONS ARE STILL FOR ASCE 7 -98, A SEPARATE LETTER SIGNED AND SEALED BY THE STRUCTURAL ENGINEER WILL BE REQUIRED, CERTIFYING THA THE STRUCTURAL CALCULATIONS ARE BASED ON OS 7 -02. O.Plans must be submitted to DERM, HRS for review and approval and to Miami -Dade County Planning & Zoning for payment of impact fees. ABOVE REQUIREMENTS HAVE NOT BEEN DONE Plans and submittals are incomplete, therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Claudio Grande CBO 305 - 795 -2204 September 28, 2007 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, F133138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: RC- 07 -1964 Job Name: Addition for Longman Res. Page 1 of 2 Building Critique Sheet 1. Provide a current Elevation Certificate. 2. Structural Note 1 on sheet S -2 calls for Wind load design as per ASCE 7 -02 yet the Structural Calculations submitted are for ASCE 7- 98.2004 FBC requires Structural calculations to be from ASCE 7- 02. In addition same note 1 calls for Exposure Category B, the HVHZ is all Category C. Make the appropriate changes in the plans. Address comments from Structural reviewer. A. F -30 column pads shown on sheet S -1 are not identified on the footing schedule on sheet S-3. Only F -40 is shown? v Footing schedule on sheet S -3 shows F 20.12 footer to have 3 # 5 bars, FRC 4404.3.3.1.2 requires 3 or more-bars to be held in place by a transverse bar not more than 48" o.c. This is not shown on schedule. FRC 4410.2.3.1.6 requires the Architect of record to provide the window and door bucks size, attachment, type of fasteners, waterproofing, etc. on the construction plans. NOA's do not provide that information. 1/7. ,,Sheet A -6 is to show waterproofing information for the balcony slab. Submit permit applications from the E1ootii al, Mechanical, Aimlig and Roofing Contractors. Roofing NOA's are to be submitted with the roofing application. iy.s.,s1301 \\6\4n_,,,„ As per Florida Existing Code 707.5.1 " An engineering evaluation and analysis that establishes the structural adequacy of the altered structure shall be prepared by a registered architect or engineer and submitted to the building code official, where more than 30% of the total sum of floor and roof areas of the building are involved in structural alteration" .Plans must be submitted to DERM, HRS for review and approval and to Miami -Dade County Planning & Zoning for payment of pact fees. 1.Provide Special Inspectors form, signed and sealed by the Engineer performing the Engineered Unit Masonry Inspections Plans and submittals are incomplete, therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Follow the procedures for submission of corrected plans for your re- submittal. Claudio Grande CBO 305- 795 -2204 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING ��Jn1oi 0/P1- m Permit No. PERMIT APPLICATION Master Permit No. FBC 2004 Permit Type: Electrical Owner's Name (Fee Simple Titleholder) /V)1 C.44 C L04.1/491,/ Owner's Address ( pj l l �/i -/ s City /}1d', 5116) -ei.5 State r )'eWl Zip Phone # IMCMIVM- At Off r 0 41�� BY: "6 EtOl 67--)q-by gc 365- 3-S - -9 /6 33/3$ Tenant/Lessee Name Phone # E -MAIL: Job Address (where the work is being done) /j/� q City Miami Shores Village County Miami -Dade POLIO / PARCEL # I i 3AO6D ) L/ 5( 6 Is Building Historically Designated YES NO K Contractor's Company Name Contractor's Address Cit y /hl47 Qualifier Name Alf £ 5/- zip 3 3/1g Loa/ / /CC, 'c. r,— 476 i f- State Certificate or Registration No. E -MAIL: 5 State Phone # �� 7:57- — 71t� !r ®1�q�� Zip 3 3)3S S Phone # 35.- 7 5,5 . hA // 1'2/06i Certificate of Competency No. Architect/Engineer's Name (if applicable) Value of Work For this Permit $ SO 0 ®o CIO Type of Work: Describe Work: 1'74 Phone # Square / Linear Footage Of Work: Addition ❑Alteration ❑New ❑ Repair /Replace 44 a ❑ Demolition ******* * * * * * * * * ** * * ****** * **** * * * * *a ** Fees**** *** * * ** ** *** * **** * ** * * * ** * * * *** * ******* Submittal Fee $ Notary $ W Training /Education Fee $ Scanning $ .00 Permit Fee $ f `lJ �0 1.00 Radon $ DPBR $ Bond $ Code Enforcement $ Structural Review. $ CCF$ CO /CC Technology Fee $ 4-5e Zoning $ Double Fee $ Total Fee Now Due $ 191 •Y D See Reverse side -* Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip 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. [F 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection, fee will be charged Signature I Owner or Agent The foregoing instrument was acknowledged before me this day of og , 2 by M r who is personally known to me or who has pros,. 6 identification aid r < '� t ce an oath. Contractor 1 The foregoing instrument was acknowledged before me this rrCnay of NOTARY P Sign: Print: ,20 —,by who is personally .ai �w or, � wh has produced .,• ''ific, tion and who did take oaj, NARY P LIC: ^2,_,,,,N,,,, G �a 4,4°`' p' My Commi,sion Expires: * * * * * * * * * * * * * * ** * ** * * * * * * ** * * *x * APPLICATION APPROVED BY: (Revised 02/08/06) Sign: Print: My Com ission Expires: ** * * * * * * *$' * * * * * * ** * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** .'; *sic * * ** Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 01/14/2008 Inspector: Devaney, Michael 'IAN 15 Owner: LONGMAN, MICHAEL Job Address: 844 98 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: LONGMAN ELECTRIC INC it 01 • MI Permit Type: Electrical - Residential Inspection Type: Bonding Work Classification: Addition /Alteration Block: Phone Number (305)757 -9790 Parcel Number 1132060142560 Lot: Building Department Comments ELECTRICAL FOR ADDITION Passed Inspector Comments -' ,r„...----- / r f'i? ,, /1V J " e)seP Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Friday, January 11, 2008 Page 2 of 2 Miami Shores Village Building Department g p rtment 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: 305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit No OCT FemEWFol la 2 3 Z001 ui BY: Master Permit No. C0-7— /(104 Permit Type: Mechanical Owner's Name (Fee Simple Titleholder) Al icJ.J cue/ 1.064/.14.0,,,,, Phone # '5 ?S. — 7790 Owner's Address e % c city/hi/7 Tenant/Lessee Name E -MAIL: Job Address (where the work is being done) 29' NE t' 5�- City Miami Shores Village County Miami -Dade Zip 1l3 6®!y0-566 State FI. Zip 33/3.l Phone # FOLIO / PARCEL # Is Building Historically Designated YES NO C ` 33)32 Contractor's Company Name., % ., � �D,y,�,,�n� Phone # 3 °C- �lq - 9C V Contractn Address s ,24,0 $'6,/ /04, /'L City (Oe /4 State Zip W76n Qualifier Name JL. Phone # CM-9.— g 6 <-- 2r (p. State Certificate or Registration No 2 - sS g Certificate of Competency No. ,E-MAIL: Architect/Engineer's Name (if applica Phone # Value of Work For this Permit $ Type of Work: ArAddition ❑Alteration Describe Work: Square / Linear Footage Of Work: ) .� 3 7 ['New 0 Repair /Replace ❑ Demolition * * * * * * * *i4 * * * * * * * * * * * * * * * ** * ** **** Submittal Fee $ Permit Fee $ * * * * * * ** ******* * * * * * **, **� * * ** * * * * * ** ** * ** ** CCF $ 4 0I CO /CC sj Technology Fee $ OO Zoning $ Notary $ 5.00 Training /Education Fee $ Scanning $.5400 Radon $ Bond $ Code Enforcement $ Structural Review. $ Total Fee Now Due $ DPBR $ Double Fee $ (1140 See Reverse side -> Bonding Cori pany's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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. Owner or Agent Signatu/re �, Contractor The,foregoin. instrument was ackowledged Before me this 21 The fore�oi I: ' strument was ackno ledged befor me day o i� %� , 20 al, b f . !t ". $i` hi 1 day of 0 •':' , 21a, b ,; A� 1. , " r who is rsonally flown to me or who has produce • . , who is pe sonally known to me or who has a roduced 'i ...‘:.r, . ti °r� �(�As identification and who did take <� �,:, ,.„ , (O(ZDIidentification ( and who did ,6a '1 5" °��,.��.��1`�pti NOTARY PUBLIC: tiG�� `� �o2.4,� NOTARY PUBLIC: �'.•4. C, t,,ti $ ti`��y,, m� ► �' °` 1 G /I I L �� Q� Sign: � 1 _ J w Sign: Print: My Commission Expires: x 4e, 4, Y, 4,YSe,Ex***** ********* **ux***** * APPLICATION APPROVED BY: (Revised-02 /08/06) Print: My Commission Expires: ******** ************************ *** * ************* * ******x*** *** Plans Examiner Engineer Zoning ro 5a1 Ci G-iCi s 1 Proposal Submitted To: Address Page # / m7 C_ Job Name Job # Date of Plans Phone # \ Architect We hereby submit specifications and estimates for: We propose hereby to furnish ma lal and labor — complete in accordance with the above specificat ns for the sum of: with payments to be made as follows Any alteration or deviation from above specifications involving extra costs will be executed only upon written order, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents, or delays beyond our control. Respectfully submitted Note — this proposal may be withdrawn by us if not accepted with days. Ztcceptacn to of Propost The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to d9 the work specked. Payments will be made as outlined above. 4 Date of Acceptance NC3818 Signature Signature kf-k Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2004 Permit Type: Plumbing I Owner's Name (Fee Simple Owner's Address Permit No. Master Permit No. �.Sy� �',� 'sf City ,` 4ft,, 4,c5)-e5- State F� Tenant /Lessee Name E -MAIL: d Job Address (where the work is being done) g l L/ 4/13- qp 571-- MCMITM1 SEP 2 6 2007 PC01-2010 3195-757 _417cio Zip 33/32 Phone # City Miami Shores Village County Miami -Dade FOLIO / PARCEL # 032-666) 1L/Q,56 Is Building Historically Designated YES NO® Contractor's Company Name --ll/� % Contractor's Address / Z / 3 N .r HS 1/ Al A At Zip 3 1 32 City Qualifier Name State Phone # 36 —S / Z " Z'Z cc" State Certificate or Registration No. c ) 567 " E- MAIL: Architect /Engineer's Name (if applicable) zip 33jb1 Phone # Certificate of Competency No. ...,..1 Value of Work For this Permit $ 4‘)(3E) Type of Work: XAddition ['Alteration Describe Work: Phone # Square / Linear Footage Of Work: 15,E 7 gNew Lion **** * * * * * * * * * * * * * * * * * * * * * * * * * * * **** Submittal Fee $ Permit Fee $ Notary $ ' Training /Education Feb $ 2CD Scanning $ Radon $ Bond $ Code Enforcement $ Structural Review. $ * ** Fees************* * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** DPBR $ CCF $ -cc .CO /CC Technology Fee $ 73 -ro 3 Zoning $ Double Fee $ Total Fee Now Due $ 4?) See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the abse of such _.osted n inspection will not be approved and a reinspection fee will be charged. Owner or Agent The foregoing instrument was acknowledged before me this day of S 001, by M L' ad w.avt who is personally known to me or who has produced Signature Contractor The foregoing instrument was acknowledged before me this , day of As identification and who did take an oath. NOTARY PUBLIC: Si Print: My Corn * * * * * ** 2007 , by C� Ict vd t.14/6 (At ittgo 7 who is personally known to me or who has produced Fir-Dll*s L tr: 4$ l 4, D as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Hlldllf4 My Commission E * * * * * ** ** * * * * * * * ** * * * * * * ** * * ** * * * * * * * * * * * * * * * * **** APPLICATION APPROVED BY: (Revised 02/08/06) Plans Examiner Engineer Zoning MIAMI —DADE COUNTY BUILDING DEPARTMENT 11805 SW 26 Street MIAMI, FLORIDA 33175 NOTICE TO MIA II -DADE COUNTY BUILDING DEPARTMENT, OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by )C i-blz. L Lon te) tr to perform special inspector services under the Florida Building Code 2004 at the L=41 oqrv� t�3 At , -, oNS project on the below listed structures as of 10 —11- 0 7 (date). I am a registererarchitect or professional engineer licensed in the State of Florida. OCT 1 2 21)01 BY: PROCESS NUMBERS: RC� 07- I94,4 SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (84404.6.1.20) SPECIAL INSPECTOR FOR TRUSSES > 35FT LONG OR 6FT HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) �[] SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (84404.4.3.1 ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR LIGHTWEIGHT INSULATING CONCRETE FBC 1917.2 (R4405.12.2) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection * 1. ti to --tri .: to t J cu P1.&bfl 2. 4kri a-t koA.. 6-1 NC..exr 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is quaked by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I, (we) will notify Miami -Dade County Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami -Dade County Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Date: (7--t 1-di Engineer /Architect Name (PRINT) Address to?j3 O . pr./... Phone No. !g y- C:\DOCUME —.1 \WANCHA 1.000 \LOCALS -1 \Temp\BL -2 Special Inspector(FBC) Log.doc Rev. 02/28/02 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program g "Owner's ELEVATION CERTIFICATE ipo+tar$' Read Ihe�il3stiVtions on pages 1 -8. OMB No. 1660 -0008 Expires February 28. 2009 oR tk b7- 3 • SSE c'ION A • PROPE _ TY INFORMATION For Insurance Company Use: HEAL LONGMAN E 98 ST (including Apt., Unit 6uit , end /or B.ig. Nor P.O. Royteend Box No. • • • • • • • • • • MIAN�b --•• stg"F�a ZIP Code 33138 : : • • • • • • ••• • • • A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) MIAMI SHORES SECTION NO. 3 THE W 15' OF LOT 7 ALL OF LOT 8 AND THE E 25' OF LOT 9 BLK 79 A4. Building Use (e.g., Residential, Non- Residentiai,%yddi'tio, Accessory, e&) RESIDENTIAL A5. Latitude /Longitude: Lat. 25 °51'58 "N Long. 80101+0 ?50:w • • • • : • • • • • Horizontal'. A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) N/A sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in Policy Number NAD 1983 A9. For a building with an attached garage, provide: a) Square footage of attached garage N/A sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number 120652 -0093 B2. County Name MIAMI -DADE B3. State FL B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective /Revised Date Zone(s) AO, use base flood depth) 0093 J 3-2 -94 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ►� FIRM ❑ Community Determined ❑ Other (Describe) BI1. Indicate elevation datum used for BFE in Item 89: ® 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 Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ►5 Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/A0. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized DCBM N -603 EL =7.70 Vertical Datum NGVD 1929 Conversion /Comments a) Top of bottom floor (including basement, crawl space, 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 in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) f) 9) 11.43 N /A. N /A. 9.64 N /A. 8.8 9.1 Check the measurement used. ® feet ❑ feet ❑ feet feet ❑ feet ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) SECTION D, - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Certifier's Name RICHARD A. PEDRAZA. License Number 6300 Title PRESIDENT Company Name PRISM SURVEYING, INC. Address 17721 62 ROAD NORTH City LOXAHATCHEE State FL ZIP Code 33470 Signature Date Telephone 561 -495 -1766 PLACE SEAL HERE FEMA Form 81 -31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, pfd / :BItll.NVo. )vor P.O. Reuteeed Box No. 844 NE 98Th STREET • • • • • • • • • • City MIAMI State FL ZIP Code 33138 • • • • • • • • • • ••• • • • • ••• J v t. 14'- For Insurance Company Use: Policy Number Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1 jcon=m4nity ofitial, (?) inur$ncg ageflt/company, and (3) building owner. Comments FF SHOT AT FRONT ENTRANCE • ••• • ••• • • • •• • • • •• ••• •• • • • • • Signature Datr? • • • • • • • "' •• ❑ 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 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. El. 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, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is . ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is . ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code 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 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 (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81 -31, February 2006 Replaces all previous editions rBOUNDARY __SU VEY ' "This survey? is anly nfdgdde for its orig by this office.Anx ,rnAdifications� iris of the law." �� 1 9 <�UJJ��ii (� tY.- 10 20 Surveyors Map: Page 2 of 2 GRAPHIC SCALE IN FEET contracted use. Any other use invalidates this survey. This survey may not be modified without written permission ey without permission constitutes a violation of FAC 61G17- 6.003(2)(g) and may be prosecuted to the fullest extent N.E. 98th STREET (PER PLAT) N 75' R/W (PER PLAT) c;9' ASPHALT PAVING FOUND NAIL NO I.D. ce 0 z 0 0 LO N M 175.00' 2 .00' 90 00' CONCRETE WALK coco 50.00' 0.0' 25.00' 0 LC) N li M 0 N 0 O 0 0 oO 0 0 N LLI 12.4°M w 0 Lwi TO STEPS I—) 0 Z 0 0 N 27.8' 1'I- -STORY C.B.S.' RESIDEN 844 54. 14.7' LOT 8 BLOCK 73 (PER PLAT) CE F.F. EL. 11.43 9' BRICK PLANTER N. EAST 25' ° LOT 9 k 3' C.B.S. WALL �BLOCK 73 + OVER (PER DEED) 90. METAL SHED ON CONCRETE 25 00 25.0 x x x 50.00' x x FOUND 3/4" IRON + IPE NO I.D. �1 15.00' ALLEY (PER PLAT) FOR THE FIRM, BY LOT 16, BLOCK 73 90.00' cp ASPHALT PAVING t,. 15.00' o5U cb w Z 0 0 U N Y � .c) z J " WEST 15 LOT7 BLOCK 73 PER DEED) 1.2' IN 00. �- I ' 15.00' x ;X x W.U.P. 35.0 z 0 o 14") 0 a. oz zW 0— o� '23' 35.00' •••• • `FO1,+ND. /4" IRON, „•, • ,+ PIrE,N9, I.D. •••$ • •••• ••• • LOT 17, BLOCK 73 (PER PLAT) • +LOT•1• .8, BLb•M.73 ...'1;C'ER' PdAJT%•• •• •• •00• • • • • • • 0000 • • THIS MAP IS NOT VALID WITHOUT ACCOMPANYING SURVEYOR'S REPORT fol MIi E: PER PLAT° REFERS TO THE PLAT OF EMI SHORES SECTION NO. 3" T BOOK 10. PAGE .37, DADE COUNTY, FLORIDA. •••• • • • • LB#7199 RICH °DA + EDR PROFESSIO IA FLORIDA LIC PRiSM SITAVEYINii • SURVEYORS - ENGINEERS - CONSUL��fANTS 17721 62ND ROAD N LOXAHATCHEE, FL 33470 561 - 204 -1035 - FAX 561- 793 -3574 DRAWN: 02 -26 -07 D.J.M. PROJECT N0. 07 -39 FIELD: ARSENIO DATE OF SURVEY 01 -16 -07 BOUNDARY SURVEY 844 NE 98 STREET, MIAMI, FL 33138 Surveyor's Report: Page 1 of 2 Surveyor's Notes: 1) The land description shown herein is as furnished by client. 2) The surveyor has made no search of the public records. 3) The property shown herein is subject to easements, restrictions, reservations and rights -of -way of record, if any. 4) Underground utilities and foundations, if any, have not been located. 5) There are no above ground encroachments other than those shown herein. 6) This survey is not valid without the signature and original raised seal of a licensed Florida Surveyor and Mapper. 7) This is a boundary survey per 6 I G 17- 6.002 (8b), Florida Administrative Code. 8) Surveyor's report not valid without accompanying survey map. 9) Bearing Base: Angles Measured 10) Subject property falls within Zone "X" according to the National Flood Insurance Program (NFIP) Flood Insurance Rate Map (FIRM), identified as Community Panel Number 120652 0093 J, effective date: March 2, 1994. 11) Elevations shown hereon are based on National Geodetic Vertical Datum (NGVD) 1929, Dade County Benchmark # N -609 EL= 7.70 Land Description THE WEST 15 FEET OF LOT 7, AND ALL OF LOT 8, AND THE EAST 25.00 FEET OF LOT 9, BLOCK 73, "MIAMI SHORES SECTION NO. 3". ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. Containing: 10,125 square feet, more or less. A A/C ASPH CALC CL CONC coy D/W ENCL ENCR EOA ESMT EL RES FAC Arc Length Air Conditioner Asphalt Calculated Centerline Concrete Covered Driveway Enclosed Encroachment Edge of Asphalt Pafiement Elevation Residence ID Florida Administrative Code F FF FH GAR .IR LP MEAS MH DE N/D N/T NTS ORB Lejiend of Survey Abbreviations Found Finished Floor Fire Hydrant Garage Iron Rod Light Pole Measured Manhole Drainage Easement Nail with Disk Nail with Tin Tab Not to Scale Official Record Book Identification PC PC? POB POC PRM R RNG R/1 SCN SEC SIRC STY TWP CBS Point of Curvature Permanent Control Point Point of Beginning Point of Commencement Permanent Reference Monument Radial/Radius Range Right -of -Way Screen Section Set 1/2" Iron Rod & Plastic Cap "PRISM LB 7195" Story Township Concrete Building Structure TYP Typical UGD Underground UTL Utilities WM Water Meter A or D Central Angle UE Utility Easement UPC Concrete Utility Pad CMON Concrete Monument PRISM SURVEYING, INC. LICENSED BUSINESS #7195 (L.B) 17721 62 ROAD N. LOXAHATCHEE, FLORIDA 33470 (561) 204 -1035 BOUNDARY SURVEY CERTIFIED TO: MICHAEL LONGMAN DATE OF SURVEY: 1/15/07 REVISIONS: REVISIONS: DRAWN BY: DJM 2/26/07 REVISIONS: APPROVED BY: RAP . . *FIELD BOOK 1 PAGE 30 •• • • REVISIONS: PROJECT NUMBER: 07 -39 • • • • • • • • •••• • • • • •• • • • • •••• • •••• • • •••• • • • ••• • • • • 07 -39 (UPDATE 00 -1139) •••••• • •••• • • •••• • • •• • • • • • • • • • • • • • •• MIAMaQ14DE COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries P.O. Box 1529 Nokomis, FL 34274 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 FD -101 Outswing Aluminum French Door w/ Sidelites - Impact APPROVAL DOCUMENT: Drawing No. 972, titled "Aluminum French Door w/ Sidelites", sheets 1 through 9 of 9, prepared by PGT Industries, dated 7 -12 -99 and last revised on 09- 27 -06, 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 Division. MISSILE IMPACT RATING: Large and Small Missile Impact 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 # 02- 0927.13 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda p M @EZW CEP 1 9 LW L MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com NOA No. 06- 0807.07 Expiration Date: February 13, 2008 Approval Date: November 08, 2006 Page 1 VED C MilT LCD AS NOTED 0 RESF0110 IN DAYS Paia:TED 0 COMIVENTS AITACI-IED TMS REVItwr LS ONLY FOR GENERAL CONFORM_Krq1C.F. WT:11E r„;ESIGN CONCEiri" Ti7 P911.rf..C7 0.:.°M;)1J.41::C..17,,VITI.1 TIM jir,11.:. op, (..10MM17.1-417:= MADP. `.116-fE '6,71-9.AWINGS DURING NOT REIJ.1.7.4-13-CONTRACI:.'07, cr.!!,,,, .AJT`,T.; AVNTS ‘65 Ta PLANS ANE:o S1i-,!€7, 14" , 10.4'RO V id.. 0.P NOT INC.F...Til).177, Af',"11.01,111L OF A CrYtfiRACTOR ry:::,1,fPr.}:213-T7 CORRF1 ; CO'z.I'RE.IINAT;ON `!.-7 7,f%, '=i 17-: cT-25=S-eiLMING WORil IN A SAP:: N! C» .,, DATE 2KNET:a GULF DESIGh GROUP PGT Industri NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS (transferred from file #02- 0927.13) 1. Manufacturer's die drawings and sections. 2. Drawing No. 972, titled "Aluminum French Door w/ Sidelites", sheets 1 through 9 of 9, prepared by PGT Industries, dated 7 -12 -99 and last revised on 09- 27 -06, signed and sealed by Robert L. Clark, P.E. B. TESTS (transferred from file #02- 0927.13) Original test conducted per FBC, PA 201, 202 &203 -94 now known as FBC, TAS 201, 202 & 203 -94. 1. Test report on 1) Air Infiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 3) Water Resistance Test, per PA 202 -94: 4) Forced Entry Test, per SFBC 3603.2 (b) and PA 202 -94 5) Large Missile Impact Test per SFBC and PA201 -94 6) Cyclic Wind Pressure Loading per SFBC and PA203 -94 along with marked -up drawings and installation diagram of an aluminum out swinging French door w\ sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2067, dated August 12, 1998, signed and sealed by Gilbert Diamond, P.E. 2. Additional test report on (submitted for hardware & glazing qualification) (transferred from file #02- 0927.13) 1) Air Tnfiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 3) Large Missile Impact Test per SFBC, PA201 -94 4) Cyclic Wind Pressure Loading per SFBC, PA 203 -94 5) Water Resistance Test, per PA 202 -94. 6) Forced Entry Test, per SFBC 3603.2 (b) and PA 202 -94 along with marked -up drawings and installation diagram of an aluminum out swinging French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. 7L -2612, dated September 29, 2000, signed and sealed by Aldo P. Gonzales, P.E 3. Additional reference test reports F 1'L -1973 & F 1'L -2241 per PA201, 202 &203, issued by Fenestration Testing Laboratory, Inc., dated March 19, 1998 and •••• January 14, 1999, signed and sealed by Gilbert Diamond, P.E. • • • 1••••• .. • •• C. CALCULATIONS ...... • • • 1. Anchor verification dated 07 -21 -06 and last revised on 09/27/06 comjSing w/ • FBC 2004 prepared, signed and sealed by Robert L. Clark, P.E. •....• a ... ; . 2. Anchor Verification Calculations dated 07 -12 -99 and revised on 144 -0D, prepared, signed and sealed by Robert L. Clark, P.E. (transferred from •file #02§:.. • 0927.13) ••••.. • • •• 3. Glazing complies with ASTME - 1300 -02 SiL ti _I• • • • ® ,l va . • • • • Yrodu .lE II 11 iNOA N l 0:07.1 E -1 xp Eation Da Approval Date: PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05- 1208.02 issued to E. I. DuPont DeNemours. for "Butacite PVB ", expiring on 12/11/2010. 2. Notice of Acceptance No. 03- 0827.08 issued to Solutia, Inc. for "Saluda Interlayers ", expiring on 03/04/09. E. STATEMENTS (transferred from file# 02- 0702.01). 1. Statement letter of conformance and no financial interest, dated July 12,199, signed by Robert L. Clark, P.E. 2. Letter of lab compliance, dated August 12, 1998, prepared by Fenestration Testing Laboratory, Inc., signed and sealed by Gilbert Diamond, P.E. 3. Addendum letter, along with marked -up drawing of reinforcement (sidelite) dated 2 -3 -2000, issued by Fenestration Testing Laboratory. 4. Letter of lab compliance, dated September 28, 2000, prepared by Fenestration Testing Laboratory, Inc., signed and sealed by Aldo P. Gonzales, P.E 6. Meeting Summary dated January 26, 1999, issued by BBCO D. OTHER 1. This NOA revises NOA # 02- 0927.13. 2. E -mail correspondences dated May - September 2006 between PGT and BCCO. 3. Manufacturer's "Quality Operation Procedure ", submitted per meeting summary dated January 26, 1999 (Note: This series FD -101 door is related to file 98- 0506.02, requiring strict manufacturing quality procedure to be followed.) 4. Prior related file NOA(s) 02- 0927.13, 01- 0417.06 & 98- 0506.02. E -2 • • • • • •• • ••••.• • •••••• •••• • • •••• •••••• • • •• •• • • .•. • •••• • • • ••• •••• • • • ••.•.• • • •• • • • •••• •••••• • Product Control Fxamh r ej NOA No. 06- 0807.07 Expiration Date: February 13, 2008 Approval Date: November 08, 2006 •••••• • • • •••••• • • ••••.• • • ••••• • • ••••• •••••• • • • ••...• • • 000000 9 r 36 1/8° MAX. ' 25" MAX. 2 ' '"",' 3 25° MAX. 3 36 1/8" MAX. j 33 3/8° MAX. DLO D MAX. DLO j { { { { V / ® { { { 85° 1 1/8" V I ACTIVE / / ` +.. ` INACTIVE T / f �SUDE BOLT \ ITEM 21 / f / - - HIS NGE LARGE MISSILE IMPACT DOORS 1.)___ GLONG OPTIONSi.(SEE- SHEET- -4 - FOR- - GLAZING- DE"AILSr - OPTION 1 - --.402 (3/r) LAMINATED (3/187 HEAT STRENGTHENED .090- INTERLAYER 1/8" ANNEALED) OPTION 2 - .402 (3/8 ") LAMINATED (3/16" HEAT-STRENGTHENED -.090 iNTERLAYER t/8— HEAT-STRENGTHENED) OPTION 3 - 7/16° LAMINATED (3/16° HEAT STRENGTHENED .090 INTERLAYER 3/16° ANNEALED) OPTION 4 - 7/16° LAMINAPED (WSW' HE AT•STREELGTHF•NEIf .090 IN TERLAYER 3/16° HEAT STRENGTHENED) 2.) DESIGN PRESSURE RATIN% (SEE TAB 5H9ET $) • • • • 3.) ANCHORAGE THE 33 1 /3 %'STRESSILGCRHLS *BEAN YSED IN THE DESIGN OF THIS PRODUCT. FOR ANCHOR SPACINGS 0 D6!SiEET•3. 4.) SHUTTER REQUIREMENT: S}1ATTERS N•T R6QYIR • • 5.) REFERENCES: TEST REPORTS FTL -2067, 2241 AND FTL 261 2 • • ® ELCO TEXTRON NOA 04- 0721.01 AND 03- 02255.05 ANSI /AF &PA NDS -2001 FOR WOOD CONSTRUCTION 6.) SEALANT TO BE APPLIED OUIID THE FRAME C) P R & P% EL CORNER SEAM. 7.) THIS PRODUCT HAS BEE D IGc �r ANIL TESTED•TO COMFi. aril E REQUIREMENTS OF THE FLORIDA BUILDING CODE, 2004 ADM •R �'H t:l H VELOCITY HNRRICANt 7 NE (HVHZ). 8.) CONFIGURATIONS: ocvo gm.% ix, gQ, a AN: •Q • • • • • 1 ASTRAGAL INTERSECTION (SEE NOTE 6 & CLUSTER A DETAILS A, 8, E & F, SHEET 3) HEAD - CONC (3), WOOD (7) SILL - CONC (6), WOOD (7) TYPICAL ALL CONF1GURA77ONS ••• • • • • • • • ••• • • • • • • • • ••• • • • • • • • • •• •• • • ••• • • • • • • • • • • •• •• 36 1/8" MAX. 33 3/8" MAX. DLO 96" MAX. LINE LOC. { 0 X 0 37 1/2" MAX.- 25° MAX DLO 36 1/8° MAX MAX.30LO 85 7/8" MAX. -n. DLO TIP. 2 POINT LOCK OPTION Ma 41 ®( t1 39 /2° 6 1/2" MAX. { 13 1/2" MAX. 0.C. 1 ACTIVE DEAD -BOLT REM 32 A I I (III III) I DOOR- S1DELITE INTERSECTION (NOTE 6 & CLUSTER DETAILS, C, D, G & H, SHEET 3) ANCHORAGE CONDITION HEAD - CONC (3), WOOD (7) SILL - CONC (6), WOOD (7) TYPICAL ALL CONF7GURAT7ONS 2` MAX 0.C. CONCRETE 13 1/2" MAX. 0.0. WOOD TYPICAL. ALL CONFlG. OXXO &.OXQ 6° MAX. I —� Robe L Clore, P.E. PE #39712 Structural INDUSTRIES Raved sy Rartolone:E ADD CONFIG. F.K. REVISE ANCHORAGE Raved ey Rovrstoos F -ADD F7L -2612 F.K. 9/22/06 & MISC. MARKED ChI4NGES Drawn By. Otte: D.B. 7/12/99 Oesariptron: ELEVATIONS OXXO & OXO Dote: 7/15/06 Bail eis is hrir %Md.DM. ova¢ Dub 1070 TECHNOLOGY DRNE NOKOMIS FL 34275 P.O. BOX 1529 NOKOMIS FL 34274 Title: ALUMINUM FRENCH DOOR W/ SIDELITES wee/Week Scala Sheet Drow(ng Na Rev: FD -1 o r NTS 1 of 9 972 F 9 0 i ASTRAGAL INTERSECTION L (SEE NOTE 6 & CLUSTER A DETAILS A 8, E & F, SHEET 3) HEAD – CONC (3), WOOD (7) SILL – CONC (6), WOOD (7) TYPICAL ALL CONFIGURATIONS ENTERLINE ION 9 25" MAX. 1 r OLO 1 II /7 25° MAX. DLO 4/4- 1 MAX. 25° MAX. I� DLO 1/8" II III III " II it 11 11 AC_ TIVE \ \ , \ \ 2 POINT ®jP110N DEAD–BOLT TEM32/ " // , III 13 1/4" HINGE LOC. TYP 85 MAX DLO TYP. 6° AX. /8° / \ 1 I " ACTIVE 1 1 1 I 1 I s INACTIVE / / / / / DEAD–BOLT ITEM 32 \ \ \ \. \ SLIDE BOLT \ !(INACTIVE) TOP & atm 2 POINT LOMK OPTION REM 41 (ACTIVE) / / / / / / / — Ar / _ I 1 C HINT L n? i .— 13 1/4" HINGE LOC. TYP. \ \ 0 i ASTRAGAL INTERSECTION L (SEE NOTE 6 & CLUSTER A DETAILS A 8, E & F, SHEET 3) HEAD – CONC (3), WOOD (7) SILL – CONC (6), WOOD (7) TYPICAL ALL CONFIGURATIONS ENTERLINE ION 9 25" MAX. 1 r OLO 1 6 1/2" MAX. 13 1/2" MAX. O.C. ••• • • • • ••• • • • • • • • • • • • • • • ••• • • • • •• •• • • • ••• •• ••• • • • ••• • • A 13 /2° MAX. 0.C. WOOD OR CONCRETE TYPICAL ALL X XL 85 1/8" MAX. DLO TYP. 96° mA4ocrvE) XO OR OX (XO SHOWN) 37 1/2° MAX. 25" MAX. DLO 36 1/8" MAX. 33 3/8" MAX. DLO II \ ACTIVE II \ 2 POINT ® LOCK OPTION ITEM 41 L. DEAD–B0 LT 11 ITEM 32 / 11 39 1/2" 11 TYP. II / II ./ A 21" MAX. 0.C. CONCRETE 13 1/2" MAX. 0.C. WOOD 1 (1 1 6 1/2° MAX. 13 1/2" MAX. 0.0. DOOR– SIDELITE INTERSECTION (NOTE 6 & CLUSTER DETAILS, C, D, G & H, SHEET 3) A ANCHORAGE CONDITION HEAD – CONC (3), WOOD (7) SILL – CONC (6), WOOD (7) TYPICAL ALL CONFIGURATIONS tfe Robert L Clark, P.E PE #39712 Struoturol Rend By F.K. Rend By F.K. Ona n Byr D.8. msawm 1070 TECHNOLOGY DRNE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Pate: RevAAon.E –NEW SHE. 7 15/06 ADD XX, X, X0, OX, Dale: Revfa= 9/22/06 F– REVISE ANCHORAGE I 6° MAX OWWWWIMMEN �•ilie/41y iyrwsD, 8 c 0 Was iiiiiiiVii 712/99 ELEVATIONS - XX, Tina: ALUMINUM FRENCH X, XO, OX AND 0 DOOR W/ SIDELITES seNte Moda_• Scab: Sheet FD -101 NTS 2 e Drawing No. Rer. 9 972 F II 85 MAX DLO nP. 6" 9X. 1/8" II III III " II it 11 11 AC_ TIVE \ \ , \ \ 2 POINT ®jP110N DEAD–BOLT TEM32/ " // , III 6 1/2" MAX. 13 1/2" MAX. O.C. ••• • • • • ••• • • • • • • • • • • • • • • ••• • • • • •• •• • • • ••• •• ••• • • • ••• • • A 13 /2° MAX. 0.C. WOOD OR CONCRETE TYPICAL ALL X XL 85 1/8" MAX. DLO TYP. 96° mA4ocrvE) XO OR OX (XO SHOWN) 37 1/2° MAX. 25" MAX. DLO 36 1/8" MAX. 33 3/8" MAX. DLO II \ ACTIVE II \ 2 POINT ® LOCK OPTION ITEM 41 L. DEAD–B0 LT 11 ITEM 32 / 11 39 1/2" 11 TYP. II / II ./ A 21" MAX. 0.C. CONCRETE 13 1/2" MAX. 0.C. WOOD 1 (1 1 6 1/2° MAX. 13 1/2" MAX. 0.0. DOOR– SIDELITE INTERSECTION (NOTE 6 & CLUSTER DETAILS, C, D, G & H, SHEET 3) A ANCHORAGE CONDITION HEAD – CONC (3), WOOD (7) SILL – CONC (6), WOOD (7) TYPICAL ALL CONFIGURATIONS tfe Robert L Clark, P.E PE #39712 Struoturol Rend By F.K. Rend By F.K. Ona n Byr D.8. msawm 1070 TECHNOLOGY DRNE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Pate: RevAAon.E –NEW SHE. 7 15/06 ADD XX, X, X0, OX, Dale: Revfa= 9/22/06 F– REVISE ANCHORAGE I 6° MAX OWWWWIMMEN �•ilie/41y iyrwsD, 8 c 0 Was iiiiiiiVii 712/99 ELEVATIONS - XX, Tina: ALUMINUM FRENCH X, XO, OX AND 0 DOOR W/ SIDELITES seNte Moda_• Scab: Sheet FD -101 NTS 2 e Drawing No. Rer. 9 972 F COMPARATIVE 3/8" LAMI CONFIG. ANALYSIS (3/16" HEAT TABLE 1. - GLASS OPTION 1 STRENGTHENED .090 PVB 1/8" ANNEALED) HEIGHTS HEIGHTS 79.750 WIDTH 79.750 83.750 87.750 91.750 95.750 0 30.000 +75.0 -75.0 +75.0 -75.0 +75.01 -75.0 +75.0 -75.0 +75.01-75.0 33.000 +75.0 -75.0 +75.0 -75.0 +75.01 -75.0 +742 -74.2 +71.9 -71.9 36.125_ +75.0 -75.0, +75.0: -75.0 +71.5 -71.5 +67.81 -67.8 +64.4! -64.4 +75.0L75.0 X 37.500 +75.0 -75.0. +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 XX 71.750' +75.0 -75.0 +75.0: -75.0 +75.0 -75.0 +75.0 -75.0 +75.01-75.0 OX XO, OXO, 0X00 DESIGN PRESSURE = WIDTH DP OF ABOVE SIDELITE COMPARATIVE 3/8" LAMI 7/16" LAMI 7/16" LAMI CONFIG. ANALYSIS (3/16" HEAT (3/16" HEAT (3/16" HEAT TABLE 2. - GLASS OPTIONS 2, 3 AND 4 STRENGTHENED .090 PVB 1/8" HEAT STRENGTHENED) STRENGTHENED .090 PVB 3/16" ANNEALED) STRENGTHENED .090 PVB 3/16" HEAT STRENGTHENED) HEIGHTS WIDTH 79.750 83.750 87.750 91.750 95.750 0 36.125 +75.01 -75.0 +75.0: -75.0 +75.0 -75.0 +75.01 -75.0 +75.0 -75.0 X 37.500 +75.01-75.0 5 +75.0 -75.0 +75.0 -75.0 +75.0, -75.0 +75.0 -75.0 )0( 71.750 +75.0 1 -75.0 +75.0 { -75.0 +75.01 -75.0 +75.0 1 -75.0 +75.0 -75.0 OX, X0, 0)(0, 0)0(0 DP (ALL HEIGHTS TO 95.750) +75.0 -75.0 8' 4° MAX. MAX 1-ti -- 4° MAX. NOTES: 1.) NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -02. 2.) POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -02. 3.) GENERAL: DAY LIGHT OPENING (DLO) HEIGHT = DOOR HEIGHT -10 7/8 °. SIDEUTE DLO WIDTH = SIDELITE WIDTH -2 3/4 °. _- DOOR PANEL fl O- -WIDTFF__= .- -•DANE WIDTH- 12 1/2 ". 4 THE DP FOR �(Q, Q, QM AND OXXO. DOORS EQUALS THE DESIGN PRESSURE FOR THE LARGEST SIDEUTE (Q) COMPONENT. 5.) APPROVED ANCHOR TYPES: WHERE FLAT HEAD - ANCHORS -ARE REQUIRED -THEY MU&T -BE #1 -2 HEAD OR ELCO TRIMF1T HEAD. -- A. 1 /4 "- ELCO_TAPCON B. 1/4° ELCO SS4 C. #12 STEEL SCREW (G5) 6.) ,ANCHORAGE: ANCHOR TYPES A OR B IN CONCRETE - ANCHOR TYPES A, 8 OR C IN WOOD. HEAD & SILL: 6 1/2" MAX.F_RDM_CORNERS AND 13 1/2" MAX. 0.C. ® ANC-10 TYPES OR 8 CONCRETE SUBSTRATE: - HEAD AT ASTRAGALS: 4" MAX. EACH SIDE OF CENTERLINE & (1) ANCHOR ON CENTERLINE (TOTAL 3). SEE DETAIL A. -' HEAD AT DOOR- SIDEUTE- IAFFERSECTI0N: 4`-MAX. ON SIDEUTE SIDE AND 4" & 8° MAX. ON DOOR SIDE (TOTAL 3). SEE DETAIL C. - SILL AT ASTRAGALS & DOOR-SIDELITE INTERSECTION: 4 °. 8" & 12° MAX. EACH SIDE_ OF CENTERUNE (TOTAL 6). SEE DETAILS B & D. SIDEUTE JAMBE-e--MAX- FROM CORNERS AND 13 1/2" -MAX. D.E. DOOR JAMBS: 6" MAX. FROM CORNERS AND 21° MAX. 0.C. ANCHOR TYPES A. 8 OR C WOOD SUBSTRATE: HEAD AND SILL AT ASTRAGALS: 4 ", 8' & 12° MAX. EACH SIDE OF CENTERLINE & (1) ANCHOR ON CENTERUNE TOTAL (7). SEE DETAILS E & F. HEAD AND SILL AT DOOR-SIDELITE INTERSECTION: 4 ". 8" & 12" MAX. ON SIDEUTE SIDE AND 4 ", 8 ". 12. & 16° ON DOOR SIDE (7). SEE DETAILS G & H. DOOR AND SIDEUTE JAMBS: 6° MAX. FROM CORNERS AND 13 1/2" MAX. 0.0. DETAIL A (ASTRAGAL HEAD) DETAIL C (DOOR- SIDEUTE HEAD) •• NRT,�•f.B�TR€ !••• •• • • • ••*- 128" - i=--1� 4°l • • • • • • • 12� ° MAX. SAX. -1 =SIT - 4 • • DETAIL B (ASTRAGAL• tILL) •• • • • • • QE.64i4(li D (DOOR- SIDELITE SILL) • ••• • • • • • • • • • • • • ••• • • •• • • • • • • ••• • • • ••• • • • • • • • • • • • • •• •• • • 12 MAX. tt 8 MAX. 4° MAX. X f6' MAX 12 MAX. 8° MAX. 4° MAX. DETAIL E (ASTRAGAL HEAD) DETAIL G (DOOR - SIDELITE HEAD) WOOD SUBSTRATE X X X 12° MAX. 8" 4 MAX. DETAIL F (ASTRAGAL SILL) 16" MAX. I 12° MAX. i 8" MAX. DETAIL H (DOOR - SIDELITE SILL) -- 4° MAX. RespErt PE 8J9713 Structural Revsd 9y: F.K. Rend Ry, F.K. Dray" By: D.B. Data Revtdars E -EOM TABLES 7/15/06 & DENSE ANCHMAGE 9/22/06 ANCHORAGE TABLES AkS. 7%12/99 rnesuct acmes F y Description: DESIGN PRESSURE TABLES 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. SOX 1529 NOKOMIS, FL 34274 T1Ux ALUMINUM FRENCH DOOR W/ SIDELITES Series/Model: Scala Sheet: Drawing No. Rev: FD -101 NTS 3 a1 9 972 F ir.3/16' HEAT STRENGTHENED .090 INTERLAYER (SEE NOTE) 1/8' ANNEALED EXTERIOR EXTERIOR DOOR GLAZING OPTION 1 .402 (3/8") LAMINATED 3/16" HEAT STRENGTHENED 090 INTERLAYER (SEE NOTE) 3/16° HEAT STRENGTHENED A EXTERIOR EXTERIOR 3/16' HEAT STRENGTHENED .090 INTERLAYER (SEE NOTE) 1/8' ANNEALED .437 SIDELITES li3/16" HEAT STRENGTHENED .090 INTERLAYER (SEE NOTE) 1/8" HEAT STRENGTHENED 3/16' HEAT STRENGTHENED .090 !NTERIAYER (SEE NOTE) 7/8" HEAT STRENGTHENED 1110 0 437 .437 EXTERIOR EXTERIOR 3/16° HEAT STRENGTHENED .090 INTERLAYER (SEE NOTE) 3/16° HEAT STRENGTHENED .271 .271 DOOR •• • ••• • • •• • ••• • • • • •• • • • • •• • • • • • • • •• SIDELITES DOOR SIDELITES GLAZING OPTION 2 .402 (3/8 ") LAMINATED GNAli G OPThOQf. • • • • 711:i" LA4I�VATED• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • ••• • • • •RL•FE1?F/QCE TEST REPORT: FTL -2067 3/16' HEAT STRENGTHENED .090 INTERLAYER (SEE NOTE) 3/16° ANNEALED .437 EXTERIOR ICI EXTERIOR DOOR 3/16' HEAT STRENGTHENED .090 INTERLAYER (SEE NOTE) 3/16° ANNEALED SIDELITES GLAZING OPTION 3 7/16" LAMINATED NOTE: INTERLAYER MAY BE DUPONT BUTACTTE PVB OR SOLUTIA SAFLEX /KEEPSAFE MAXIMUM. yl "_ Robert L Clark, P.E. PE #39712 Structural T INDUSTRI Revsd BY F.K. Raved By: F.K. Date: 7/15/08 9/22/06 Revision: E —NO CHG THIS SHT F —ADD SOLUTIA $t EXT. Drawn By: 0.8. 52/99 • z161jer"VtSED wh* the Florida A1w• O 7 Mylr tla• Poe /'jai .�-1 L • Va.t< Da Description: GLAZING DETAILS 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS. R. 34274 Rue: ALUMINUM FRENCH DOOR W/ SIDELITES Sertas/Maddt FD -101 Scale: NTS Sheet 4 Of 9 Dev°hg1 No. 972 Rev. ••• • • • • ••• • • • • ••• • • • • • • • ••• • • • • • • • •• •• • • • • • • ••• • • • • • • • • • •• •• • • OUTSWING Di 'I 1 c 33 3/8 MAX. DL O X C�XO- OUTSWING 3.000 L XX OUTSWING 3100 0 X 0 OUTSWING 3.000 0 EXTERIOR 25 MAX. DLO 68.264 OVERALL PANELS 25° MAX. INTERIOR DLO 71 3/4 A EXTERIOR ®ACM 37 1/2 33 3/8 MAX. DLO SEE SHEET 3 FOR ANCHORS INTERIOR 25 MAX. DLO _.I 1.480 F-- .890 N - •' • • • • • • 25�i44 • •R! • • . IA DLO • WiTSRIDR • • ROUGH OPENING ROUGH OPENING HORIZONTAL SECTIONS 1.1 ROUGH OPENING SEE SHEET 3 FOR ANCHORS ROUGH OPENING SIDELITE SEE SHEET 3 FOR ANCHORS 1/4 MAX. 71[S.H!MTYP. ROUGH OPENING 3.100 1.479 5.459 4.000 1NIERfOR 96 MAX. HT. 85` MAX. 85 1/8 DLO MAX. DLO THRU � I THRU DOOR 4.000 o SIDELITE OUTSWING 1.489 3.000 ROUGH OPENING VERTICAL SECTIONS Fes--- 3.100 -J 1 .750 e74 Robert Robert Clark P.E. PE #39712 Structural IND Roved By: Rona ay: F.K. Omen By: D.B. 7/15/06 Date: 9/22/06 Revisions: E—ADD X & XX SECT. Revtetons F -ADD ITEM 47 & LOOK CLARIFICATION 772/99 Mszwitls 'be Fled& iIhrimme:Wa 1 DeserlpOon: SECTIONS 1070 TECHNOLOGY DRIVE NOKOMIS FL 34275 P.O. BOX 1529 NOKOMIS, FL .34274 Me: ALUMINUM FRENCH DOOR W/ SIDELITES Series/Roden FD -101 we: NTS Sheen 5 ar 9 0:...L:9 No. 9 72 Rev: F ••• • • • • • • • ••• • • • • • • • • • ••• • • • • • • • • • • . • • • • ••• •• .1 • • • • • •• • •• • • ••• • • LJLJ • • • • • • • • • • • • • • • ••• • •• • •• • • • •• ••• •• • • • •• • •• • • • 1s•• •• • • • • • • • ITEM DESCRIPTION 1 DOOR HEAD /SILL (AL. 6063— T5/.062 WALL) 2 DOOR JAMB (AL. 6063— T5/.062 WALL) 3 .SQQR ASTRAGAL TNT. (AL. 6063 - 75/.062 WALL) 4 .250 x .187 FINSEAL W —STRIP 5 nip. CHANNEL (AL 6063 - 15/.050 WALL) ® FRAME JAMB (AL. 6063— T6/.050 WALL) ® 7 FRAME HEAD (AL. 6063— T6/.050 WALL) 8 1 1/2 x 1" PAD A Outsw. Th :hold (AL 6063— T5/.052 WALL) 5/16x18 THREADED ROD Truss Clomp (AL 6063 - 75/.062 WALL) 5/16x1/16 TRUSS WASHER 5/16xf8 TRUSS NUT FE SCR. COVER CAP STRIKE PLATE STRIKE PLATE INSERT 10x3 /4 SCR. FLT. 140. PHIL HINGE ASSY. 10x.625 SCR. FLT. 140. PHIL 10x1 2 SCR. FLT. HD. PHIL TOP BOTT SLIDE BOLT LOCK (INACTIVE PANEL) 6x1 2 FLT. HD. PHIL. 8 x 1 SCR. PAN H0. QUAD. 6x /8 SCR. FLT. HO. PHIL. LOCK SUPPORT ASSYY. 5 9 10 11 12 13 14 15 16 17 18 19 20 ® 22 24 25 26 27 28 ® 29 33D 32 .33 34 35 36 37 38 V. T. 60375 60376 60377 679246 VENDOR ALUMAX ALUMAX ALUMAX SCHLEGEL CORP. 60379 60380 60411 ALUMAX ALUMAX ALUMAX VENDOR AF -10375 AF -10377 Ai=1 7 F57924-187 AF -10379 AF -10380 AF -12376 61069 6TRODA 6037814 7WASHA ALUMAX FAS7EC INDUSTRIAL ALU FASTEC INDUSTRIAL AF -12375 AF -10378 7JNUTA 41722W 7955X 41721 7103 7FRMOW 71058FP 710X12PPW 41720 7612FW 781PQA 7PWSWA 4UBLOK 6x3 /4 FLT. HD. PHIL — 7634F .200 x .190 GLOM 6Q2001( .375 x .190 OLON 6Q3OOW 3 '•INT LOCK ASSY. (ACTIVE PANEL) FD3PTAY LOCK (ACTIVE) 7L0KAP LO K (DUMMY) 7LOKIP DEAD —BOLT LOCK 7BLTIP Rolled Alum. Wax. Bead 65163 SILICONE 62899C SIDELRE JAMB (AL. 6063— T6/.050 WALL) 60381 SIDELTIE HEADER (AL. 6063— T6/575 WALL) 60414 SDELI1E BOTTOM RAIL (AL. 6053— T6/.075 WALL) 60415 .402 Laminated (.187 HS /.125 Annealed w/ Dupont Butacite PVB ® or Solutia Safex /Keeasofe Maximum Inner Layer) SEAM SEALER 6SM55W S10EL.ITE JAMB ADAPTER REINFORCEMENT) 61641 ® 2 POINT LOCK OPTION ACTIVE PANEL) 7978LA8 18 x .750 Ph. FI. Tek 7834FPT .402 Laminated (.187 HS /.125 HS w/ Dupont Butacite P18 ® or Solutia Saflex /K a Maximum Inner Layer) DOOR ASTRAGAL EXT. AL 6063— T5/.062 WALL) 6984 7/16" Laminated (3 16" HS & 3/16" Annealed w/ Dupont ® Butacite PVB or Solutia Saflex/Keepsafe Maximum Inner Layer) 7/16" Laminated (3/16 HS & 3/1r " HS w/ Dupont Butacite ® NB or Solutia Saflex /Keepsafe Maximum Inner Layer ® FILLER HEAD ADAPTER, DRIP CAP (AL 6063 —T6 /.050 WALL 16533016 39 40 41 42 43 44 45 46 47 FASTEC INDUSTRIAL PGT INDUSTRIES CAMCORP PGT INDUSTRIES 41722W MERCHANTS FASTENER NATIONWIDE IND. MERCHANTS FASTENER MERCHANTS FASTENER PG7 INDUSTRIES Ms -w FASTENER FASTEC 1N•US7RLAL FASTEC INDUSTRIAL PGT INDUSTRIES 41721 41720 FASTEC INDUSTRIAL SCHLEGEL CORP. SCHLEGEL CORP. PGT INDUSTRIES HARLOCK 4UBLOK HARLOCK HARLOCK FLORIDA SCREEN DOW CORNING, 899 ALUMAX ALUMAX ALUMAX Q200X190 0375x190 FD3PTAY 100 880 820 05 -163 OR E N. —10381 AF -10414 AF -10415 PPG. LOF SCHNEE/MOREHEAD ALUMAX SULLNAN & ASSOC SPENCER PRODUCTS PPG. LOF 5145504 AF -11641 KEYMARK 1154 PPG. LOF PPG. LOF ALUMAX 45626 _/,7 INDUSTRIES Robert L Clark. P.E. PE #39712 Structural Rend By: F.K. Rand 8y. F.K. Oran ey D.B. 0 . 7/15/06 Date: 9/22/06 Data 7/12/99 Revisions: E— REMOVE QTY. COL. Reri F —ADD ITEM 47 CLFARIFY LOCKS 41 & 21 •wlb 3e Pl•i& Dear iption: BILL OF MATERIALS 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.O. BOX 1529 NOXOMIS, FL 34274 title: ALUMINUM FRENCH DOOR W/ SIDELITES Series /Model FD -101 NTS Sheet 6 of 9 OrawEng • 972 Re F ••• • • • • •• • • • • • • • • • • ••••• • ••• • • • • • ••• • • • • • •• •• • ••• • • 4.000 1.750 .062— DOOR PANEL HEAD & SILL 1 Q..) 6063 —T5 ALUM. .050 1.620 .250 —i L 5 OWEATHER STRIP CHANNEL 6063 —T5 ALUM. .375 1.0. 2.125 1.750 4.100 z .062 -- 2 DOOR PANEL JAMB 2 6063 -T5 ALUM. .125 --1 F-- 1.500 —I .750 h- J1 TRUSS CLAMP 6063 -15 ALUM. •• ••. • • • • • • e• •-.125 • ••• • • • • • • • • • •• ••• • • ••• •• •• • • ••• HINGE US1ON 18 6063—Z5 OW. •• ••• • • • • • • •• • • • . . • • • • • ••• • • • •• • • •• • • • • •• • • • • • • • • • • • • 4.100 1.750 .062— ODOOR PANEL, INTERIOR ASTRAGAL 6063 —T5 ALUM. 4.675 O FRAME HEAD 7 6063 -76 ALUM. 4.675 1.750 4.100 ODOOR PANEL, EXTERIOR ASTRAGAL 6063 —T5 ALUM. F-1.480 3.000 — .050 1.489 3.000 8 OOUTSWING THRESHOLD 6063 —T6 ALUM. FRAME JAMB 6 6063 -T6 ALUM. Robert L Clark, P.E PE #39712 Structural INDUSTRIES Read By. F.K. Reed By: F.K. Olmrn Ry: F.K. Oats: 7/15/06 mgt /x22/06 99/02 Revisions E— UPGRADE ALLOY,6,7 &9 Revisions: F -NO CHG 1H15 SHT ZNI1f1 M i IgMfieBlosiOe goVileemPeele-Og0 2.491, Dee tV OWN Description: EXTRUSIONS PROFILES, DOORS 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 rma ALUMINUM FRENCH DOOR W/ SIDELITES Soas /Model: Scale: Street Drawing No Rev. FD -101 NTS 7 or 9 972 F ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• ••• • • SIDELTTE BOTTOM RAIL 37 6063 -T6 ALUM. .750 1 .050 •• ••• • • • • • • • • • •• • . J - ••••. • • • • • • • • • • • • • ••• • • • • • • •• • 2.980 • • • • • ••• •• • O �SIDEUTE JXMBRDAPTER `6063 -T6 ALUM. • • • • • • • • • • •• • • • • • • • • • • • • •• • • • • •• • • • • • • • • • • • SIDELTTE HEADER 36 6063 -T6 ALUM. 3.655 `-.062 .890 .050 3.000 1.578 35 OSIDELITE JAMB 6063 -16 ALUM. 3.111 1.400 re .050 ® 47 FILLER HEAD ADAPTER O 6063 -T6 ALUM. .550 Robert 4 Clark, P.E. PE #39712 Structural FT INDUSTRIES Revad By: Rena F.K. F.K. Dram t1y F.K. Dote: 7/15/06 9/22/06 Rov3abae: E- UPGRADE ALLOY, ALL Revbbax F -ADD ITEM 47 9/9/02 anlIGT WNW afiliOnat 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 EXTRUSIONS PROFILES, SIDELITES Tftic ALUMINUM FRENCH DOOR W/ SIDELITES Sortee /Nodek Scab: Sheet: &mese No. Row FD -101 NTS 8 or 9 972 F ••• • • • • • • • • • • • • • • • • • ••• • • • • •• • •• •• • • . • ••• •0 • • ••• • } 1 3/8" MIN. Ix WOOD BUCK (SEE NOTE 2) < 1/4° —1 SHIM CONCRETE ANCHOR (SEE NOTE 1) TYP. HEAD WOOD ANCHOR (SEE NOTE 1) 1 N. MIN. 1111111111 1/4° MAX. SH F-- TYP. JAMB CONCRETE ANCHOR (SEE NOTE 1) t • • 1 3/8" MIN. • j •• TYP. SILL 1 3/8" MIN. • 2x W000 BUCK (SEE NOTE 2) W000 ANCHOR (SEE NOTE 1) CONCRETE ANCHOR _ I � TYP. HEAD Hitt (SEE NOTE 1) 2x WOOD BUCK (SEE NOTE 2) e H I �I 1/4° MAX. SHIM -I TYP. JAMB 1/4° r MAX SHIM 1- 112 F}1 SMS 1/4° MAX. AT JAMB SPACI SEE NOTE 4 (SEE NOTES 6 &7, SHi. WOOD ANCHOR (SEE NOTE 1) T-- 1 3/8" MIN. • jY;. JAMB /SIDELITE */4: M!X e • • • SL� NOTE •I • • • • • • ••• • •••••• • • • • •• TV. :S Le • • • ••• • 2x WOOD BU (SEE NOTE 2) • •• e•• •• • • • • • ••• ••• •• • • • • •• • • • • • • } 1 3/8" MIN. Ix WOOD BUCK (SEE NOTE 2) 1 3/6" MIN. 2x WOOD BUCK (SEE NOTE 2) CONCRETE ANCHOR (SEE NOTE 1) TYP. SIDELITE HEAD CONCRETE ANCHOR (SEE NOTE 1) . 1 3/8" MIN. .fI• •' 1x WOOD BUCK 1 .0 • (SEE NOTE 2) NOTES: 1/4° r MAX. — 7 SHIM WOOD ANCHOR (SEE NOTE 1) TYP. SIDELITE HEAD WOOD ANCHOR (SEE NOTE 1) TYP. SIDELITE SILL 1 3/8° MIN. TYP. SIDELITE SILL 2x WOOD BUCK (SEE NOTE 2) 1. ■FOR CONCRETE APPLICATIONS IN-vlL W -DADS COUNTY USE ONLY MIAMI -DADS COUNTY APPROVED 1/4" ELCO TAPCONS OR 1/4 SS4 CREPE- FLEX.? FOR WOOD APPLICATIONS -USE # 2 -STEEL 3C- REWS -(G5). T/4`ELCOTAPCONS -OR- 114 - SS4 -CRETE -FLEX. MINIMUM DISTANCE FROM ANCHOR TO ;( CONCRETE EDGE IS 1 3/4 ". SEE SHEET 3 FOR ANCHOR SPACING DETAILS. FLATHEAD ANCHORS, WHERE REQUIRED; TO -BE4-T2 TRIMFIT- -HEAD: 2. WOOD BUCKS DEPICTED-IN-THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 1/2 °. W000 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. 3. WOOD BUCKS LESS THAN 1 1/2" THICK ARE OPTIONAL (PRODUCT MAY BE INSTALLED DIRECTLY TO CONCRETE). 4. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, GROUT OR OTHER MAT'L (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. 1/5 obert L Clark, P.E. PE 09712 Structural Rand By: Dots Revlalons F.K. 7/15/06 E- REVISE ANCHORAGE Rand By. Date: Reviabnx F.K. 9/22/06 F -NOTE 1 EDGE DIST. Oran Or Dots D.B. 7/12/99 Description: IMINIOCTINVISHO ID 111�t�M FinrMe AleitVaMakalglat ANCHORAGE 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.O. BOX 1529 NOKOMIS. FL 34274 719.: ALUMINUM FRENCH DOOR W/ SIDELITES Sertea/Nodeh Sorts Shoat: Droving No. Rev. FD —tot NTS 9 a 9 972 F ••• • • • • ••• • • • • • • • • • ••• • • •• • •• • • • ••• • • • ••• • • • • • • • • • •• •• • MIAMa COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: 111)MCMgW711 SEPiro201 IJ MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buldingcoieonline.com 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 SH -700 Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4040 -20, titled "Alum Single Hung Window, Impact ", sheets 1 through 11 of 11, dated 9/1/05, with revision B dated 11/13/06, prepared by manufacturer, signed and sealed by Robert L. Clark, 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 and Small 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 # 05- 1018.01 and consists of this page 1 and evidence pages E -1, E -2 and E -3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 07-0322.06 Expiration Date: March 23, 2011 Approval Date: June 07, 2007 Page 1 REVEWED AS NOTED .RE.TECT.ED 0 R.ESUB MIT IP, asp=.7)1\ro IN DAYS 0 COMMENTS ATTACHED rills REVIEW IS ONLY FOR GIINMAL CONFC,RMANCR V.Trli Tiff: IMiSIGN CON(5:21` CIC T OCT 3 Ii.;TENI:774:.4 rr-moRmA',!.07.N ,..11vE4 ii tiONL.I. A t7r (.70ftlarI'll: is OR MA,IMENT5 I)N THE DM WING s i.1.3: iiN;c1 D) NOT C0.1•T' 14 IV:7 R PP Al- C • • Q. fki)C oF aii17.11".IFIC:,,fi;f7i.INS. A OF .4. sHALL auDij AppRcly AL 10:ff riV..1 IS A LT CONTR. a P.F.CPCr,r:S7NF.170P, r..ieMENS■0:';.T, RE AND CO iljt AT.P.1) '.01..1!:..L'f* To nril. (*: '11E,C1-IN ;QUM, _rEd.)111IIi,:lcj:::•: ANT) ,,•YiliocI;Dt...)1 CTION; cf:Gli.1.-.III,Lft.M0?-1 OF HIS CM IIIER ViOag. Of-. ALL 611:1E( ij AND PERFORMING ALL WORK A SAFE AND SAnz-*AcTUR:y mANNR.. 1DATET SIGNED GULF DESIGN GROUP PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 4040 -20, Sheets 1 through 11 of 11, titled "Alum. Single Hung Window, Impact ", dated 9/1/05, with revision B dated 11/13/06, prepared by manufacturer, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. 2. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4958, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. 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 an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. 17L -5063, dated 11/21/06, signed and sealed by Edmundo Largaespada, P.E. 4. 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 Aluminum Sing18 Hag Window, Impact, prepared by Fenestration Testing Laboratory, ' ®at'R port FTL- 4645, dated 08/11/05, signed and sealed by Edmundo LargaespadA,• '?B. • • • • (Submitted under previous NOA #05- 1018.01) • • • E -1 • • • • • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMI ITED 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) Small Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. } TL -4647, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 6. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) T arge 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 an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4648, dated 08/10/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 7. 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 Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Test Report No. FTL- 4649, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 8. 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 6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4650, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E..... (Submitted under previous NOA #05- 1018.01) 9. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -)4.' • .. 2) Cyclic Wind Pressure Loading per FBC, TAS 206; 94 • • • • along with marked -up drawings and installation diagram of AlunIfifirdSingle Hung Window, Impact, prepared by Fenestration Testing Laboratory, Tg st1sport 1 L- 4649, dated 08/11/05, signed and sealed by Edmundo Largaespa as • • • • • • • • • ••• • (Submitted under previous NOA #05-1018.01) E -2 Manuel We E. Preduet t,onirol a ear NOA No. 89 2i06 Expiration Date: March 23, 2 11 Approval Date: June 07, 2007 • • • • • • • • •• • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 10. 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 an Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Inc., Test Report No. I+ "1'L -4646, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) 11. 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 Aluminum Single Hung Window, Impact, prepared by Fenestration Testing Laboratory, Test Report No. Ii l'L- 4723, dated 10/05/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05- 1018.01) C. CALCULATIONS 1. Anchor Calculations and structural analysis, complying with FBC -2004, dated 12/18/06, prepared, signed and sealed by Robert L. Clark, P.E. Complies with ASTM E1300 -02 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 for "DuPont Butacite® PVB" dated 01/05/06, expiring on 12/11/10. 2. Notice of Acceptance No. 03- 0827.08 issued to Solutia Inc. for their " Solutia Interlayer" dated 03/04/04, expiring on 03/04/09. F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 03/16/07, signed and sealed by Robert L. Clark, P.E. 2. Statement letter of code compliance, dated 10/12/05, signed and sealed by Robert L. Clark, P.E. G. OTHER • • • •••• • • • •• • • • • • • •. • • 1. Notice of Acceptance No. 05- 1018.01, issued to PGT Industries f®s fair Series SH- 700 Aluminum Single Hung Window — L.M.I., approved on 0343/06.. gnd ex ii on 03/23/11. ••• • E -3 ... • • .. .. •••• E. Ylrodact•Contr i a:: i er • • •• NbANo. • '.22.06 • Expiration Date: March t011 Approval Date: June 07, 2007 • • • • • • • • • • GENERAL NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A. 5/16" LAMI CONSISTING OF (2) UTES OF 1/8" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR MAXIMUM PVB INTERLAYER. B. 5/16' LAMI CONSISTING OF (1) LITE OF 1/8° ANNEALED GLASS AND (1) LITE OF 1/8° HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER C. 5/18° LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER D. 7116" LAMI CONSISTING OF (2) LITES OF 3116' 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 3/18' HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB. F. 7/16" LAMI CONSISTING OF (2) LITES OF 3/18" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER G. 13116" LAMI 19: (1) LITE OF 1/8' HEAT STRENGTHENED GLASS, AN AIR SPACE AND 5/16' LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. H. 13116" LAMI 19: (1) LITE 0E1/8' HEAT STRENGTHENED GLASS, AN AIR SPACE AND 516' LAMI CONSISTING OF (1) LITE 0E118" ANNEALED GLASS AND (1) LITE OF 1/8' HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR MAXIMUM PVB INTERLAYER. I. 13/16' LAMI IG: (1) LITE OF 1/8" HEAT STRENGTHENED GLASS, AN AIR SPACE AND 5/18' LAMI CONSISTING OF (2) UTES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. J. 13/18" LAMI 1G: (1) LITE OF 1/8" HEAT STRENGTHENED GLASS, AN AIR SPACE AND 7/16' LAMI CONSISTING OF (2) LITES OF 3/18° ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. K. 13/16" LAMI IG: (1) LITE OF 1/8' HEAT STRENGTHENED GLASS, AN 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 SAFLEX/KEEPSAFE MAXIMUM PVB. L 13/16" LAMI 19: (1) LITE OF 1/8° HEAT STRENGTHENED GLASS, AN AIR SPACE AND 7/18" LAMI CONSISTING OF (2) UTES OF 3/18° HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. &M.13116' LAMI 19: (1) LITE OF 118' ANNEALED GLASS, AN AIR SPACE AND 5/18' LAMI CONSISTING OF (2) UTES OF 118' ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER 2. CONFIGURATIONS: 'OX' (1/1, VIEW AND RADIUS TOP, ALL W/ LOW OR HIGH SILL OPTION) g. DESIGN PRESSURES: (SEE TABLES, SHEETS 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 33113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 5. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. A 7. REFERENCES: TEST REPORTS FTL- 4645, FR- 4846, FTL -4647, FTL-4848, FTL -4649, FR- 4650, FTL-4661, FTL -4723, FTL-4957, FTL -4956 AND FTL -5083. ANSI/AF&PA NDS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 8. SERIES/MODEL DESIGNATION SH700, ALSO REFERRED TO AS SH701. 9. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION INCLUDING THE HIGH VELOCITY A& HURRICANE ZONE (HVHZ). •• ••• • • • • • 00 • • • • • • • • • •• ••• •• • • • •• • • • • • • • • •• ••• • • • • • • • _::•. NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS 2 DESIGN PRESSURES 3 ELEVATIONS 4 VERT. SECTIONS 5 HORIZ. SECTIONS 5 PARTS UST 6 EXTRUSIONS 7 CORNER DETAIL 7 ANCHORAGE 8-11 PRODUCT REVISE= as comptegg with de pleads lAddiag Code A«eplwceNo • » +3 0 ..IT77?10Y; 24t1 treux • sews)* FJC o, FJC p•e • e • • "11fnr3&e are //2406 • • 8 ONi4NGE i/0TES 3 & 7e AMI GLASS TYPE b6 70 NOTE I. OUI N G A 1ADD FTL»47 37ONOTE7. aim er opt *AKIO • `" J" J a 74 it • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1414 TECHNOLOGY PRAM NOKOMIS. Fl.84275 P.p. BOX 18:B Np1MIJ16, PLMV4 T Vibty Beer GENERAL NOTES ALUM. SINGLE HUNG WINDOW, IMPACT aftstialort NTS aftsC a 11 404420 Robert L CSadc. P.E. PE#30712 Structural 0 0 A (16,87,88 or 92 0 trt1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERIAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS stir NOM. 5/16" LAMINATED GLASS 1/2* NOM. GLASS BITE NOTE: LAMI 10 OUTBOARD LITES MAY BE UPGRADED TO 3/16" WITH NO CHANGE IN DESIGN PRESSURE. <j EXTERIOR INTERIOR * (ALL SECTIONS) 3/16* ANNEALED OR HEAT STRENGTHENED GLASS .080 SOLUTIA OR DUPONT PVB INTERLAYER 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 7/16* LAMINATED 7116" LAMINATED GLASS 1/2" NOM. GLASS BITE 116" ANNEALED OR HEAT STRENGTHENED GLASS .09■BOLUTIA OR DUPONT PVB INTERLAYER V8 ANNEALED OR HEAT STRENGTHENED GLASS 06; LAMINATED AIR SPACE 1 /VANNEALED OR HEAT STRENGTHENED GLASS& 13/16" NOM. 13118, ".LA v1J JG G WW 5/16" LAMI • • • • • • • • • t• • •• • • • • mos.• • • • • • • •• A0D Am m!HeLAM1LG GLASS(AAA)&1A141 !UONQ E litilIttlar FJG 1/2406 A NO OHANGETH/88HEET Farad* • Revallta •• ••• • • • • • • • • •• • • • • •• •••�F • • • Vac • • • • • • • • Fx 11/1306 OAeda ilho OwABX VOW FJG GAI 6 • J.L• YI3f$7 • • • • • • • ••• • • • • • • • •• •• • • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • 3/16° ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/16° ANNEALED OR HEAT STRENGTHENED GLASS 7/16" LAMINATED AIR SPACE 1/6" HEAT STRENGTHENED GLASS 13/18" NOM. 13/16" LAMI IG GLASS W/ 7/16" LAMI 10TOTECIIMIOLOGY DRIVE t1WCO.11S. R.34276 P.O. BMX 1M Nom, FL34 14 T wstbEj Beer GLAZING DETAILS ALUM. SINGLE HUNG WINDOW, IMPACT a.•m••e SH7D0 FLED ask 2 " 11 offroft 4040-20 B Robert L perk, P.E. PEP39712 Structural 1/1 FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION BASED ON FLANGED WINDOW TIP- TO-TIP FRAME DIMENSIONS WINDOW HEIGHT GLASS TYPE 63" 66" 68" 70" WIDTH TABLE 1. 72" 74" 76" A,B,M +80.0 -80.0 +80.0 40.0 +80.0 -80.0 +80,0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 50" 62" A,B,M A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79.0 -79.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +78.8 -78.8 +77.3 -77.3 +75.9 -75.9 53 1/8" A,B,M A +80.0 -80.0 +80.0 -80.0 +79.8 -79.6 +78.2 -78.2 +78.9 -76.9 +75.4 UP TO 631/8" C,D,E,F,G,H,I,J,K,L +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 75.4 -80.0 +74.0 -74.0 +80.0 -80.0 STANDARD BASED ON VIEW & RADIUS TOP FLANGED WINDOW GLASS TYPE FLANGE OR INTEGRAL FIN WINDOWS W1 HIGH SILL OPTION A, TABLE 2. TIP-TO-TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH 38 318" 44" 60 5/8" 83" 72" 74" 76" 48" A,B,MA +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 50" A,B,MA +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79.9 -79.9 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 62" A,B,M1 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +76.9 -76.9 +70.0 -70.0 +68.8 68.8 +87.8 -67.8 531/8" A,B,M1 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +75.0 -75.0 +68.0 48.0 +58.7 - 89.7 +65.5 -66.5 UP TO 831!8 C,D,E,F,G,H,I,J,K,L +80.0 -80.0 +80.0 40.0 +60.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 70.0 CUSTOM VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTIONA BASED ON FLANGED WINDOW TIP-TO-TIP FRAME DIMENSIONS WIDTH 1 GLASS TYPE TABLE 3. WINDOW HEIGHT MINUS SASH HEIGHT (MAX. WINDOW HT. W1 SASH " 76" FLANGED AND 75" INTEGRAL FIN) 53 1 /8" D,E,F,J,K,L 17 118" I 22 11/18" 28 3116" +80.0 ; -80.0 +so.o -eo.oi +80.0 1 -60 + -80.0 33 314" I 39 8116" 44 13116" 503/8" 5615116" +80.01 -80.0 +70.0 1 -70.0 +70.0 1 -70.0 +70.0 I -70.0 +70.0 -70.0 GLASS TYPES: TEST REPORTS TABLE 4. A. 5116° LAMI - (1/8"A,.090,118"A) F 11 -4647, 4848, 4723, 4957 B. 5/16" LAMI - (1/8"A,.090,1/8"HS) FTL- 4647, 4648 C. 5/16° LAMI - (1/8 HS,.090,1/8°HS) FTL- 4847, 4648 D. 7/18" LAMI - (3/18"A,.090, 3/16 "A) FTL -4645, 4886 E. 7116" LAMI - (3/18"A,.090, 3/18116) FTL -4645 F. 7118" LAMI - (3118"HS,.090, 3/161HS) FTL -4645 G. 13/16" LAMI IG - 1/8"HS, AIR SPACE, 5/15" LAMI - (1/8"A,.090,1/8"A) FTL -4846, 4723 H. 13/18" LAMI IG - 1/8"HS, AIR SPACE. 5/16" LAMI - (1/8"A,.090,1/8"HS) FTL -4848 I. 13/18" LAMI IG - 1/8"HS, AIR SPACE, 5/16" LAMI - (1/81H8,.090,1l8"HS) FTL -4648 J. 13/18" LAMI Ka - 1/8'HS, AIR SPACE. 7/16' LAMI - (3(16"A,.090, 3/16"A) FTL -4649, 4650 K. 13116° IM •118"IIS, AIR SPACE" 7 /i8" LHh4I - (3!16"A,.090, 3/16"HS) FTL- 4649, 4650, 4958 .LAMI L. 13/16"+•LAM11G - 148°Mf11 PACE:7, 8" C•AMI - (3116"HS,.090, 3/16"HS) FTL- 4849, 4650 M. 13116° e/4/1183t 3/8" R SPP E, it L.AI�11� (1/8"A,.090, 1/8°A)4 FTL -5063 • • • • •• "O" MEETING RAIL 7C" .O„ MEETING RAIL S H X' "O" MEETING RAIL NOTES: 1. WINDOWS WITH THE LOW SILL OPTION ARE LIMITED TO A POSITIVE DESIGN PRESSURE OF +64.0 PSF OR LOWER AS SHOWN IN THE TABLES. NEGATIVE DESIGN PRESSURES ARE UNEFFECTED. • 2. g10R INTEL IL FIB wiNDOWDESIGI1 PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1° FROM THE FLANGED Tip-TO-TIP FRAME DIMENSIONS. r, • 9. AYAILAB1 E SASH MEIGHTS4 R CYSTOM WINDOWS ARE 12 6/8" MINIMUM TO 38" MAXIMUM. • • • •• • •• • • Rswwe, rood,, • • 040•00 • • • • • • • •• • • • ••••00 VW • •0003• "MAT E PP MTh? Elsfl& S v1MWS4SMHTREF rA82 F.IC 11/164)8 8 REIId�D =TOM FOPM4Tr� ADD DA Fri M AMET�T E NO3 F.K. 154108 A ADDFIL- 47237O SLAW TYPE8A AND a Ldoe7: arc reedma0n east FJC VMS • J41.• 823117 • • • • • • • • • • • • • • ••• • • • • • • • •• •• • • • • • • • • TOM TEGl10LOGYDRNE NO90988„FL3M78 P.a•X 1&78 NOKC41113, FL34274 PicT vtsl6(v aem� DESIGN PRESSURES Die ALUM. SINGLE HUNG WINDOW, IMPACT SI�SH wFIT. MINUS SASH 4 SASH PDDDUCTREVISED seomPgigwiAM•94•M• Ataptance Essitadar i rK _7f7.fTy • %!_ 40". 28l1 stme 3 a 11 4040 -mil B Robert L Clark, P.E. PE 839712 Stmok dal • • • • • • • • • • • • ••• • • 49 518° MAX. FIXED DLO (ALL) SEE DLO TABLE SEE DLO TABLE (MAX) SEE DLO TABLE SEE DLO TABLE j j 48 1/4" MAX. VENT 01.0 (ALL) DETAIL A 1/1 8 531/8' MAX. FLANGED WIDTH 521/8" MAX. 1.F. WIDTH MN -•-1 17 I.F. D HEI HT MAX FLANGED HEI HT 38 /16" MAX. SASH HEI HT O , DETAIL 75" I.F. HEI HT 78"p H X j A SASH HEIGHT 34 3116' ■ B DETAIL D • • WON (CUSTCyM SASH) .. • • • • • • • • • • NOTES • • • • 1. SEE SHEEP 9 NLIR VER1ICLL ND bIO)IZ(N,TaL SECTION DETAILS. 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. 3. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE INFORMATION. A 4. SASH HEIGHTS FOR STANDARD SASH WINDOWS (DETAILS B & C) ARE BASED ON ATHREE OVER TWO FORMAT. A • • •• •••• ••• • • • • • • • • • FLANGED HT DETAIL B VIEW (STANDARD SASH) E� DETAIL E RADIUS TOP (CUSTOM SASH) •° `ui& art? Read* *ft Wats FK Wale NO CHANGE MSSHEET •. • . •• • • • • 75' MAX. I.F. HEI HT 78" MAX. FLANGED HEI HT SEE DLO TABLE I X / it NO DETAIL C RADIUS TOP (STANDARD SASH) VERTICAL DAYLIGHT OPENING DETAIL FIXED LITE LOW SILL HIGH SILL A 34 1/2" 34 3116' B 41 5/8" 41 1/4" C 41 1/4" 40 7/8" D 52 5/8" 5211116" E 521/4" 52 5116" SASH LOW HIGH DETAIL SILL SILL A 34 1/2" 34 3116" B 27 7/16" 27 1/8" C 27 7(16" 27 1/8" D 163/8" 15 314" E 163/8" 153/4" TABLE 5. ADD Ratan t RN (/}:)VER Y. citat MOTES. ADD NOTE 4. " FK 445 • 1.1, 1 $7 .. . • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 10701ECHNOLOGY DRIVE NOKOMIS.FL34276 P.O. 89(11120 MOMS% P134274 PAGT ELEVATIONS ALUM. SINGLE HUNG WINDOW, IMPACT •e•eeac MVO 4 4040-20 I B NTS or 11 I� -2.784° ---�I INSIDE NOTE: MIN. (1) SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS, (1) B" FROM EACH SIDE OF SASH MAX. VENT DAYLIGHT OPENING INSIDE NOTE: BALANCE PARTS USED A BASED ON SASH WEIGHT 9,10,11,15,1) MAX. FOXED UTE DAYLIGHT OPENING 2.710" MAX. HEIGHT OUTSIDE MAX. VENT DAYLIGHT OPENING &watt • •• •• • • • • • •• •• Oil .0 ar 11 0 • 2.3 • • (LOW SI LL) SI SEE NOTE ABOVE /OUTSIDE MAX. FIXED UTE DAYLIGHT OPENING MAX. WIDTH SECTION A -A INTEGRAL FIN (I.F.) FRAME SECTIONS INSID� LOW SILL HEAD JAMB OUTSIDE ALF.FRAME OUTSIDE rgBDUCT REVISED OM, Ni Sakti.' Cede Atoolooste 20/1 ULTRALIFT ONLY • • SEET4014 B-B • • • (I;qW SILI:SHOWN: • Ore • • • • erwe9• Fit • 11/18fB em•hrl. • • • • • • • • • • • to bb= a 2.946* (HIGH SILL) ADDLE: SECTIONS A CONSOLIDATE SAL. � Fit nm.s FJC arc • • A J1. NO CHANGE MIS SHEET dr • 2198487 • • • • • ALTERNATE HIGH SILL 1070 TECHNOLOGY ORNE WPM& FL 84278 P.O.Ka Me tOKOMIS FL84274 PST V#tbb Better ULTRALIFT ONLY SECTIONS i•C SECTION C-C RADIUS TOP (HEAD DETAIL - FLANGED VERSION) ALUM. SINGLE HUNG WINDOW, IMPACT aorose 811700 Soar eew& Half I S or 77 m.evee. 4040-20 B Robert L Ck+M, P.E. PE#39712 Structural • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ITEM MWG.# DESCRIPTION 1 4002A FLANGE FRAME HEAD 812225 2 1155 #8 X1.000 QUAD PN. SMS 781PQA 3 40030 FLANGE FRAME SILL (LOW SILL) 612226 5 1826 ADHESIVE OPEN CELL FOAM PAD 7PAD1826 6 4004 FLANGE FRAME JAMB 612227 7 4025 SASH STOP 612244 8 4025 SASH STOP (EGRESS) 1.125 LONG 612244 9 4029 SPIRAL BALANCE, 3 /8", 518", OR 1V16" 10 1080 BALANCE COVER, 3/8" OR 6/8" 6BALCVR9IB 11 #8 X.750 PH. PN. SASS 7834AA 12 BALANCE BOTTOM BRACKET 7BALTBKT 13 1085/1088 SASH TOP GUIDE 42504 15 *8 X1 PHILLIPS FLATHEAD S. STL 78XIFPAX 16 1080 -1 BALANCE COVER, 11/16" BBALCVR870 17 4053 SASH STOP COVER 64053 18 4029 -1 SASH BRACKET 7ULBRKT 19 #8-32 X1/2" LG. PH. FH. TYPE F S. STL 7832X12FPFX 21 40540 FIXED MEETING RAIL 64054C 23 40060 SASH TOP RAIL 64006 25 1235 WSTP .,.170 X.270 BACK, FM SEAL 67816G 28 1096 SWEEP LATCH 71086 27 1016 #8 X.625 PH. FL. SMS 7858 28 4007 SASH BOTTOM RAIL (LOW SILL) 612230 30 1226 WSTP., BULB VINYL 6TP249 31 4008 SASH SIDE RAL 612231 34 1268 SASH FACE GUIDE 42501 35 1622 LAM SETTING BLOCK 3/32" X25/64" X 1° 716221( 36 1052 LAM IG SETTING BLOCK I "X3/4 "X1/16" 71052K 37 1224 VINYL GLAZ. BEAD BULB (THICK) 6TP247W,K 38 1225 VINYL GLAZ BEAD BULB (THIN) 6TP248K 41 40390 GLAZING BEAD, 5/16 LAM. GLASS. 64039B 42 40446 GLAZING BEAD, 5116 LAM W/C#TTLL KIT 644703 44 4222A GLAZING BEAD, 7/16" LAM 64222 45 9850 GLAZING BEAD, 7/16" LAM W/GRILL KIT 6985 46 4087 GLAZING BEAD,13/18" LAM I.G. 64067 47 4071A FRAME, I.F. HEAD 64071 48 4072A FRAME, I.E. LOW SILL 64072 48 4073A FRAME. I.F. HIGH SILL 64073 50 4074E FRAME, I.F. JAMB 64074 52 4009 SILL LATCH (EGRESS) (LOW SILL) 764009 53 1088 SPRING, SILL LATCH (EGRESS) 7SPRNG 54 2740 SILL LATCH (EGRESS) (HIGH SILL) 62740 55 56 57 58 1014• •BCREEMFRAME (H1R.4 VE1i} • 1630 61C RE C4RNNR gEtN4INGS e31 41PRZEItarNrR •RP1V V/OIST.RIJGS • •00736 •BCRENMSPR1NG • • • • 61014 71630 71631 7CASP 59 1624 SCREEN SPUNE -.135 DIA. FOAM 61824K • • •• ••• • • • • • .• • • • • •. • • A A A A ITEM DWG# DESCRIPTION PGT# 80 1635 SCREEN SPLINE -.135 DL& HARD 61635K 81 SCREEN CLOTH 61818 63 505 GLAZING CHANNEL (.688X.500) 6533402 64 1161 #6 X1.000 PH. BUGLE TEK 706X1 67 GLAZING TAPE, 1/16 X 1/1- 7/16 LAM 62BV1510 68 4051A SASH BOTTOM RAIL. (HIGH SILL) 64051 69 4050A FLANGE FRN E SILL (HIGH SILL) 84050 70 SILICONE, DOWNS, 995 OR EQUIV. 80 A GLASS 5116" LAM, (1A A.090 PVB,1/8"A) 81 B. GLASS, 5118" LAM, (1/8"A.090 PVB,VB"HS) 82 C. GLASS, 5/16" LAM, (1/8"HS,.090 PVB,1/89HS) 83 D. GLASS, 7/16" LAM, (118"A,.090 PV8,1/8i4) 84 E. GLASS, 7116" LAM, (1/8"A,.090 PV13,1/8"HS) 85 F. GLASS, 7/16" LAN, (1 /8"HS,.090 PV6,1/6"HS) 86 G. GLASS, 13/18" LAM 10,1/8"HS,AR S PACE, 5/16" LAM, (1/8"A.090 PVB,1/8"A) 87 H. GLASS, 13/16" LAM IG;1/8"HS,AIR SPACE, 5/16" LAM, (1/8"A.090 PVB,1/8"HS) 88 L GLASS, 13/16" LAW IG; 1/8"HS, AR SPACE, 5/16" LAM. (1/8"HS,.090 PVB,118"HS) 89 J. GLASS, 13/16" LAM IG;1/8 "HS, AIR SPACE, 7/16" LAM, (3/16 "A.090 PV6.3/16"A) 90 K. GLASS, 13/16" LAM 1G;1/6"HS, AIR SPACE, 7118" LAM, (3/18 °A.090 PV8.3/16"HS) 91 L GLASS, 13/16" LAM IG•,1/8"HS, AIR SPACE, 7116" LAM, (3/16"HS,.090 PV8,3/16"HS) 92 M GLASS, 13/16° LAW 1G; 1/8%1, AIR SPACE, 5/16" LAW, (1/8"A.090 PV6,1/6 A) 47 FRAME, I.F. HEAD #4071A, 8083 -T6 FRAME, .F. LOW SILL #4072A, 6083 -76 FRAME, I.F. JAMB 49 FRAME, .F. HIGH SILL A #407413, 8083 -T6 #4073A, 8063 -T6 (USED AS RADIUS TOP HEAD) F'X"�1l`�k16rF��A(7L>rreu2l Et ADD MANZ Peraaisa — , P.K. 1/24108 A NO CHANGE THIS *BET Ft urr IPA twr FK •W�V5. ,14 • MA 1 • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 070 TECHNOLOGY DRNE K 1 FL34275 P.aequtsla Noma, N.34274 BGT VIa/My Batter PARTS LIST ALUM. SINGLE HUNG WINDOW, IMPACT IsaallbkE ffW ads NTS 6 +t 11 EI.aaAb. n,r 404040 Robert L mart/, P.E. PE 539712 Structural r 1.363 .062 1 0 FLANGE FRAME HEAD 44002A,6063-T6 1.749 -► 2.710 FLANGE FRAME JAMB �� 44004,6063 -76 (USED AS RADIUS TOP HEAD) .062 1.342 L 21 FIXED MEETING RAIL 44054A,6063HD -T6® 155 .062 3.446 j•• ••• • • ••• • I • • •1- 2.764• 1-"- -- -2.784 Q FLANGE FRAME SILL (LoW) #4003C, 6063 -T6 .._ 11.490 ( SASH STOP 44025, 6063-T8 2279 — ' 1.707 .082 1+1.513-H .738 040 17 SASH STOP COVER #4053,6083 -T6 A I.F. FRAME SEALANT ALONG ENTIRE JOINT I.F. FRAMER SEALANT OR GASKET AT HEAD AND SILL WELD ALONG SCREW BOSS (2) VIEW D-D VIEW E-E (1/1 & VIEW HEAD & SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) FRAME CORNER CONSTRUCTION 23 SASH TOP RAIL 28 SASH BOTTOM RAIL(LOW) 440080, 8063HS -T8 44007, 8083-75 2.946 • • • • •• • •• • •• 0 FLANGE FRAME SILL (HIGH) • 44050A, 808376• • • • • • • • • • • • • • • • UPLMIte tAMECOHMSLYTO INCLUDE CF. AND UPGRADEflEM11ALL0 SASH BOTTOM RAIL (HIGH) #4051A, 6083-75 Read* Olds< • • Mama • • •• • • • • • • • • • ,tea 8 F I Fx •M 348 31 SASH SIDE RAIL #4008, 6063 -T5 0611 .878 1.09e4--IT 8 GLAZING BEAD 7/16" J 44222,6063 -75 .050 1.115-1 -.— - 11' 45 GLAZING BEAD, 7/16" 50, 6063-T6 (USED W/ GRILL KIT) .678 .678 1.096"--•—■-jF GLAZING B 6/16" 440398,6063 -T6 .050 1.098 —k- —.11 GLAZING BEAD, 5/16" #40448,8063 -T6 (USED W/ GRILL KIT) 1.097 GLAZING BEAD, 13116" IG 44087, 6083 -15 PRODUCT REVISOR •seaatpQly with AeTh, fluidise Cods A ▪ /,-, 2'5',4 12106 A NO CHANGE THIS SHEET •rays FX Offeded JJJ+ Aar r 2/23/07 L. • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1W07EOI6 OLOGY DRIVE NOKOIB, FL 3421$ PA.SQX 1828 NOKO8R3, FL34274 PST Visibip Better EXTRUSIONS & FRAME CORNER DETAIL ALUM. SINGLE HUNG WINDOW, IMPACT Half eh.* 7 a 11 ••th 4040 -20 B 6<vs. Robert L Clark. P.E. PE#39712- Sbuclwl ANCHOR QUANTITIES SUBSTRATE: ANCFIOR TYPE: FOR 111 FLANGED WINDOWS TABLE 9. WINDOW HEIGHT 28.603 34.603 40.603 46.603 52.603 58.603 84.603 76.000 WINDOW WIDTH GLASS TYPE �ia`�Q- 3 U ONO U NO'"QN-- 00 o- 0 -Otd8`�ZO�ONO` 0 3 0 0 30 o - ^,,-I 0 OrOc.+FOc"OZ 0 0 00 -oci -o 00 o C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 19.125 H,I,J,K,L 1,2 1 1 1:1 1.2 1:1 1 :2 2,2 1'2 2.2 2 2 2.2 2 2 2 2 2,2 2:2 2:2 2;2 2 2 2:2 2:2 2 2 2 3 2 2 3:3 A B,M 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 2 1•1 1 . 1 1:2 1 ; 1 1:2 2.2 1 2 2 :2 2 2 2:2 2:2 2 : 2 2 2 2:2 2.2 2 , 2 2 2 2.2 2 2 2 2 2:3 2 2 3 3 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 24.000 FI,I,J,K,L 1 2 1 1 1 2 1 2 1 2 1 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 2 3 3 3 2 2 3 3 AB,M 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.2 1 1 1•2 1 2 1 :2 1 2 2.22 1.2 2-2 2 2 2 2 2 2 22 2.2 2 2 2 3 2 :2 2 2 213 2.2 2:3 3.3 2.2 3 3 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 2 1 1 31000 H,I,J,K,L 1;2 1;2 2 2 2,3 1 2 212 2:3 112 2 :3 2 3 2 2 2 3 213 2_2_2L3 3.3 2 2 3.3:3 4 3 2 3.3 3'4 3 3 4.4 ABM 1 1 1 1 1 1 1 1 1 1 1 1 0 1 1 ,1 1 1 1 1 1 '. 1 1 1 12122, 2231; 2222: 3122: 32322232: 3 222;33,3223.33.4'3:233343'344 C,D,E,F,G, 1 1 1 1 1 1 2 1 1 2 1 2 2 1` 2 2 1 2 2 1' 2- 2 1 2 37000 H,I,J,K,L 2:2 1 2 2.2 2`3 1.2 2.3 2 3 2 2 2.3 2 3 2:2 2 3 2.3 2,3 2:3 3 4 2.3 3 3 3:4 3 3 3.4 3 5 3 3 4.4 ABM 1 1 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 2 1 2 2 2 2 3 1.2 2 3 2.3 2 2 2.3 2 3 2 2 2 3 2 :3 2.3 2:3 3 :4 2 3 3.3 3;4 3 3 3.4 3.5 3 3 4 4 PSF 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40.000 H,I,J,K,L 2 2 1 2 2 2 2 3 2.2 2 3 2.3 2 2 2 3 2 3 2 3 2 3 2.4 2 3 3 3 3.4 2 3 3 4 3 5 3 3 3 4 4 5 3 3 4 4 A,BM 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 212 1 :2 2 2 2•3 2:2 2:3 2.3 2 2 2.3 2 3 2.3 2 3 2 4 2.3 313 3,4 2:3 3.4 3 5 3;3 3.4 4.5 313 4;4 PS 79 C,D,E,F,G, 2 2 2 2- 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 44.000 H,I,J,K,L 2122 2 2 2 213 2 2 2 3 2'3 2 2 3`3 2 4 2 3 3 3 3 ' 4 2 : 3 3 : 3 3 . 4 2 3 3 1 4 3 ' 5 3 , 3 3 4 4 5 3 : 4 4 , 5 A 8,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 212 2.2 2;2 2 3 2;2 2'3 2 3 2:2 3;3 2.4 2.3 3 3 3 4 2 3 3 :3 3:4 2:3 3.4 3:5 3 :3 3.4 4 5 3 4 4 5 PS 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 48.000 H,LJ,KL 212 2:2 -2-1-1 2 3 2€ 2 2 3 6.4 2.3.3;3 3:4 2.3 3.4 3:4 2.3 3 4 3.5 3;3 3:4 3' 5 3.3 4:6 4.6 3,4 6;5 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3( -2 2! 3 2 • •• 2. 2,E 2.41.:3 :2 2:3 3:4 2:3 3 3 3'4 2 3 3:4 3'4 2:3 3k 3 5 3'3 3.4 3.5,3 3 4 5 4 6 3.4 5.5 • • .I'S • • ••• ••C,D,!c ,Ge, i' .,?. ) :2•. t 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3 3 2 3 53.125 H,LJ,K,L 272- 2 2 212 213 2'2 2 3 3:4 2`3 3k4 3.4 2 3 3:4 3'4 3;3 3'4 3.5 3;3 4'4 4.6 3k: 4.5 476 3;4 5:6 • • A AM 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 2 3 2 3 .2 2 2 2 3 ••• • 2 Z2.2, 3 3 4 2 3 3:4 3.4 2.3 3.4 3 :4 3.3 3,4 3.5 3;3 4.4 4;5 3,3 4;5 4:6 3:4 4,5 awex. are ; • ftlttr""X *6 F 1111 .. • • n•.aer. awc itvAime F.1( 454/178 A NOC MANOR TM OffEET Dawes 721670 • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • •s• • • 1070 TECHNOLOGY MINE NOKOMI,FL34276 P.O.5 xa6 9 NOKOMIS, FL 3M/4 Vls/bly $aMCt' ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 - 1/4'ELCOTAPCONS 2 -1/4' ELCO SS4 CRETE -FLEX 3- #12SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING DIMENSIONS. HEAD - 181/2' MAX. FROM TOP CORNERS JAMBS - 17112' MAX. FROM TOP CORNERS 15' MAX FROM BOTTOM CORNERS 6' MAX. BELOW MTG. RAIL SILL - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. 4 TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1' LESS. 6. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITAUCIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. A TABLE KEY: MAX PSF {DP LIMTED) HEAD JAMB ABOVE MIT'G. RAIL. JAMB BELOW MTG. RAIL (FULL DP) HEAD JAMB ABOVE MTG. RAIL JAMB BELOW MTG. RAL ANCHORAGE SPACING, 1!1 WINDOWS l ALUM. SINGLE HUNG WINDOW, IMPACT 811700 NTS ohm o.ftvs 8 w f1 I 4040 -20 B Robert L. Oetk, P.E. PE#B9712 MOWS! ANCHOR QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS SUBSTRATE: ANCHOR TYPE. O 0 0 GLASS 4Mii8N00PO TYPE 5 0 0 TABLE 6. WINDOW HEIGHT 29.655 37.155 44.655 52.155 59.655 67.155 74.655 76.000 WINDOW WIDTH 19.125 C,D,E,F,G, 1 1 1 H,I,J,K,L 1 1 1.1 1 1 A,B,M 1 1 1 1.1 1.1 1 1 24.000 PSF 79 C,D,E,F,G, 1 1 1 H,I,J,K,L 1 r1 1 1 1 1 32.000 1 1 1 111 1:1 1,1 PSF 55 C,D,E,F,G, 1 1 1 H,I,J,K,L 111 1 1 1 1 37.000 A,B,M PS C,D,E,F,G, H,I,J,K,L A,B,M 40.000 111 59 1 1 1f1 PS 54 79 62 C,D,E,F,G H,I,J,K,L A,B,M 44.000 2 2 2 2 111 111 PSF 49 79 56 C,D,E,F,G, 2 2 2 H,I,J,K,L 117 f i _1 i A,B,M 2 2 2 111 111 111 M1N U N O 0 T- Oa U Z N O 0 z 'U M CV 2 0 U N N n Z Ori U NZ O U ZQ N V U Z <U U "o U U O U 1 22 1 21 1 1 222.2 1 2.1 1 22 22 1 2.2 1 1 2 2 2 2 1 2; 2 1 1 222,2 1 22 1 1 2.2 3:2 1 22 1 312 1 32 1 22 1 32 1 2:2 1 2 1 1 1 222`2 1 2- 1 1 22 1 2:2 1 2: 2_ 1 1 2'2 2;2 1 2:2 1 1 2:2 2.2 1 2:2 1 1 2:232 22 1 3.2 1 3'2 1 2; 2 32 1 2 2 1 1 1 1 1 2;2 22 1 2'2 22 1 22 1 2,2 1 1 2 2 2.2 2.2 1 1 3232 1 2.2 1 1 3 2 3.2 1 2'2 3 2 32 • 1 2 2 1 3'2 2 2 1 1.1 1 1 2.2 2:2 1 2:2 1 2: 2 1 2,2 1 2:2 1 1 222'2 2 :2 1 1 3232 1 2:2 1 1 3 :232 1 22 1 ,3'2 1 32 1 2.2 3 2 2.2 1 22 1 1 2:223 1 2 2 1 22 2 3 3 1 1 2 22 333:3 1 32 1 1 1 333322 1 1 3:343 3.2 1 43 1 4 3 1 3.2 43 1 2 :2 1 1 1 1 1 22222 :32222 2 1 1 2 1 1 1 1 1 1 1 1 3:322333.3323,33.3223:3433243 1 1 1 4:3324;3 79 2 212 1 22 2 2;2 1 22 2 2: 3 1 2'2 1 2 1 2 2.2 2 3 2 2 23 2 2 2.2 2333 1 2.2 2 2 3333 1 33 2'2 433:3 1 32 2 2 33 4 3 1 32 2 43 2 1 2 2 1 2 2 1 2 2 1 2 33223333334.3333233433243 2 2 4.4 4 3, 2 1 2 4.432_43 1 3 2 79 2 212 2 2 2 2 2 2.2 2.3 2 22 2 3.3 2 3 :3 2 2:2 2 2 3:3 4.3 2 3.3 2 2 4 3 3 3 2 3;3 2 2 4 3 4 4 2' 2 3.3 43 2 44 2 33 2 5 3 2 2 22 2 2 2 2 222.32233 2 2 2 2 2 2 2 2 2 2 2 2 3'3 2.2 3 3 4.3 3 :3 4.3 3:3 3 3 4 :3 4,4 3;3 4 3 2 2 2 4.4 3.3 5 3 79 79 2 212 2 22 2 2 2 212'3322 2 33 2 3.4 2 212 PS 45 74 51 74 C,D,E,F,G, 48,t� •• ��3A • • •• •�a • • C,}J ;P,G, 53.125 H,I,J,K,L 2 22 2 2 2 2 212332.2.3:3 2 2 2 2 3 3.3 4.4 2 2 2 2;3 3.3 4.4 2 33 2 2 4.3 4:4 2 3: 3 2 2 2 413 4'4 3.3 2 2 4 2 4'3 2 4 :4 2 2 2 2 a 2 34 3:34!34.433 4:3 2 2 335' 2 2 3;35 4 2 4 4 54 2 2 2 2 t11111112j2 9 0 2 •2 41p a1C �8 s• :67 •2 2 2 •2• 1•- 11111212 • •••,6,M .111 1 921.2 2 2: 2 •Z 2:2 • • •2 22 2 79 79 2 2 22313 2 2 F2 373 2 2.2 2 2 33 3.4 2 3 :3 2 3 313 4:4 2 3:3 2 2 4;444 3:3 2 3 44 4.4 2 4;3 2 3 5 :4 4.4 2 43 2 2;2 2 2 3.3 3'4 2 33 2 3 _3:344 2 3.3 2 4.444 2 313 2 3 4:444 2 4 3 2 3 5 4 4 4 2 4.3 2 54 2 54 76 79 2 3 2' 31.3 2 3 ill 2 313 2 3:3 2 3,3 2 3 3:3 4:4 2 3 3;3 4.4 2 3:3 2 3 :3 3 3 444:4 3 3 414 4:4' 2 33 2 3.3 44 4.4 3 3 4:4 4.4 2 33 2 33 3 3 4,4 5.5 2 3 4.4 5:4 2 4'3 2 4'13 3 3 5:4 6;5 3 3 5:4 5'4 2 43 2 43 3 5: 4 3 5,4 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 - 114" ELCO TAPCONS 2 -114" ELCO 584 CRETE -FLEX 3 -#12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS: HEAD -18 Ur MAX. FROM TOP CORNERS JAMBS - 17112" MAX. FROM TOP CORNERS 15" MAX. FROM BOTTOM CORNERS 8" MAX. BELOW MTG. RAIL SILL - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. ® 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1" LESS. 5. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. A TABLE KEY: MAX PSF (DP UNITED) HEAD JAMB ABOVE 117 3 3 j 3 MTG. RAIL JAMB BELOW MTG. RAIL (FULL DP) HEAD 2 JAMB ABOVE 2 : 2 MTG. RAIL JAMB BELOW ,S MFG. RAIL • • ,•• 8 &skim A • •• • • • • • • • • • ADPL &4X A4W '.CIS 13Y SIZE 7`°F.K. �* : -487 FJC J . T NOCHAti ET1 31 P e r • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1070 TECHNOLOGY D4 VE NOKOMIS, FL 34276 P.O.BIX 1020 NOKOMIS, FL 34274 Visibly Better ANCHORAGE SPACING, STANDARD VIEW ALUM. SINGLE HUNG WINDOW, IMPACT e!•,4k0,C e;aAc S7DDD NTS Mat 9 d 11 4040 -20 B 67 L. Gunk. A.E. PE #39712 Studer/II ANCHOR SUBSTRATE: ANCHOR TYPE: QUANTITIES \ —'`o HMAO TYPE ABOVE MEETING RAIL (HEAD & JAMBS), CUSTOM FLANGED WINDOW HEIGHT MINUS SASH HEIGHT TABLE 7. WINDOW HEIGHT MINUS SASH HEIGHT FROMTABLE 8. 17. 125 22.668 28211 33.754 39296 44.839 50.382 55.925 C]N " 0 NZ 0 0 ' z 0 G C' O 0 NZ 0 0 rZN 0 0 0 NO 0 0 -ZNO 0 0 0 NO 0 0 -O2O 0 o 0 NZ 0 0 0 R0N 0 Z.Z 0 0 0 0 U -i6-62§-6-6 0 0 0 0 0 0 U 0 WINDOW WIDTH 19125 D,E,F,J, Kt 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 2 t 2 1 2 1 2 1 2 1 2 1 2 1 3 1 2 1 3 1 3 1 2 1 3 1 3 1 3 1 3 24.000 D,E,F,J. K,L 1 1 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 2 1 3 1 3 1 2 1 3 1 3 1 3 1 3 1 3 1 3 1 4 2 D,E,F,J, 2 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 32.000 KL 1 1 1 2 2 2 3 2 3 3 3 3 3 2 3 4 3 4 4 3 4 5 3 5 • 2 PSF 3 1 2 1 3 3 1 2 1 3 79 4 1 3 1 3 4 1 3 1 4 4 1 3 1 4 • • '� •i • •• 2 :1 ; C 2; 37.000 D,E,F,J, 1 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 K,L 1 1 1 2 2 2 3 2 3 3 3 4 3 3 3 4 3 4 4 4 5 5 4 5 4 1 3 1 4 PSF 5 1 3 1 5 79 79 79 79 40.000 D,E,F,J, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 K.L 1 1 1 2 2 2 3 3 3 4 3 4 4 3 4 4 3 5 4 4 5 6 4 PSF 79 76 79 77 79 79 79 44.000 D,E,F,J, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 K.L 1 t 1 2 2 2 3 3 _2__ 3 4 4 4 4 3 5 4 3 5 5 4 5 5 4 6 PSF 78 79 70 79 79 71 79 73 76 48.000 D,E,F,J, 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 3 2 2 3 2 2 K.L 1 1 1 2 2 2 3 3 3 4 4 4 5 4 5 5 4 6 5 4 6 6 5 6 PSF 71 79 83 71 79 64 74 66 77 69 69 53.125 D,E,F,J, 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 K.L 1-71— 1 2 2 2 3 3 3 4 4 4 5 4 5 6 5 6 6 5 7 6 5 7 ANCHOR QUANTITIES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. TABLE 8. SASH HEIGHT 12.776 15.776 18.778 21.776 24.778 27.776 30.776 31.106 SUBSTRATE: ANCHOR TYPE C]N " ZMnNZ. - §a - Z §' *'' O,y2, 3 tt�� ZM8�y0 8Ng 0'- 1.8.2,10°. 4 8 '§ O 2 -UCO8 $' N0 S8 2.,.8 8N'SS2 �2 WINDOW WmTH 19.125 1 1 1 2 1 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 24.000 2 1 1 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2_ 2 2 3 32.000 2 1 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 4 2 3 4 37.000 79 2 1 f 2 2 2 2 3 2 3 3 2 3 3 3 3 3 3 3 4 3 3 4 3 4 41:40 • ••�2:� 74 � 6�• • • a2 • 2 ••2 78 3 1 2 1 3 3 1 2 1 3 3 1 3 1 3 4 1 3 1 3 4 1 3 1 4 4 1 3 1 4 • • '� •i • •• 2 :1 ; C 2; xi 2 ••2 3 2 1 3 3 1 3 1 3 4 1 3 1 3 4 1 3 1 4 5 1 3 1 4 5 1 3 1 4 •• ••• 48.000 •• -• 13 • •• 72 79 2 212 2 2 2 3 213 41313 4 1 314 41314 51314 51314 50.125. •• 73 58 68 72 2• "2 1':°2• 2. •2 .t . 3 3 1 3 4 1 3 1 4 4 1 3 1 4 5 1 3 1 4 5 1 3 1 5 5 f 3 1 5 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -114" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING A DIMENSIONS: HEAD - 181/2' MAX. FROM CORNERS JAMBS -17 1/2" MAX. FROM TOP CORNERS 11 1/2" MAX. ABOVE THE MEETING RAIL 6" MAX. BELOW MTG. RAIL 15" MAX. FROM BOTTOM CORNERS SILL - ANCHORS NOT REQUIRED 3. DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM A VIEW WINDOWS FROM TABLES 7. AND 8. USING THE DIMENSIONAL CRITERIA OF NOTE 2. USE TABLE 7. FOR ABOVE THE MEETING RAIL AND TABLE 8. FOR BELOW. 4. AVAILABLE SASH HEIGHTS FOR CUSTOM VIEW WINDOWS ARE 125/8* MIN. TO 38' MAX TABLE WIDTH AND HEIGHT DIMENSION ARE FOR AIN FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1' LESS. 8. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. A TABLE 7. KEY: MAX PSF (DP UNITED) HEAD JAMB ABOVE MTG. RAIL (FULL DP) HEAD JAMB ABOVE MTG. RAIL 112 2 2 2 ® TABLE 8. KEY: MIPJC PSF (DP MIRED) JAMB BELOW MTG. RAIL (FULL DP) JAMB BELOW MTG. RAIL 112 2 . .• • • � W • By fikrinSioe P.K. 0.0111x Nabs t24/05 A NO CHANGE THIS SHEET mem* Wfc wed•: w • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1070 TECHNOLOGY DRIVE NO1030110, FL 34275 PA.89C1525 Pp1C. FL 84274 ANCHORAGE SPACING, CUSTOM VIEW AWM. SINGLE HUNG WINDOW, IMPACT NTS 10 d 11 taav,n 404020 B i4L aatk. RE. PE #30712 Sbuctural A 3.35 KS1 MIN. CONCRETE] OPTIONAL Ix WOOD BUCK (SEE NOTE 4) • TEXTERIOR INTERIOR ALL HEAD AND SILL DETAIL ) CONCRETE ANCHOR (SEE NOTE 1 & 3) A 2x WOOD BUCK A(SEE NOTE 4) •: '.a 13/8" MIN., 1/4" TAPCONA +: 1.3/4" MIN., 1/4" CRETE -FLEX 1/4' MAX. SHIM FJC 1/4" MAX SHIM WOODANCHOR (SEE NOTE 2 & 34s, DETAIL A DETAIL B TYPICAL FLANGED HEAD ANCHORAGE 1 1/4" MIN. 1/4" MAX SHIM CONCRETE ANCHOR, FH BELOW MEETING RAIL. (SEE NOTE 1 & 3)A 3.35 KSI MIN. CONCRETE OR 1.5 KSI MIN. CMU A ix BUCK OPTIONAL WITH SOLID CONCRETE SUBSTRATE (SEE NOTE 4)A. DETAIL C DETAIL D TYPICAL FLANGED JAMB ANCHORAGE 1/4" SHIM 1318* MIN. 1/4 "jMAX SHIM 1 MIN. Torm A NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1/4' ELCO TAPCONS OR 1/4° SS4 CRETE - FLEX MINIMUM DISTANCE FROM_ _ ANCHOR TO CONCRETE EDGE IS 13/4`- .. ._ 2. FOR WOOD APPLICATIONS IN -MIAMI -DADE COUNTY, USE #12 STEEL SCREWS (G5) OR 1/4' SS4 CRETE -FLEX 3. FLAT HEAD ANCHORS, WHERE REQUIRED, MUST HAVE #12 TRIMFIT HEADS. 4. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 112". 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. 5. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL. SHALL BE A MINIMUM STRENGTH OF 6083 -T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS MAY BE USED. A FLANGED FRAME COMPONENT MAYBE SUBSTITUTED FOR AN INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS. FOR INTEGRAL FIN MULLED APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. 6. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 7. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FBC CURRENT, EDITION, SECTION 2003.8.4 (SUPPLEMENT 2005). WOOD ANCHOR, FH BELOW MEETING RAIL (SEE NOTE 2 & 3) 2x WOOD BUCK (SEE NOTE 4) j OOD FRAME .131' DIA. MIN. x 2 1/2" NAIL, AT CORNERS � • • • • •'A1 O'� � 5 • • Ilallll7» ii; Ifi11 • • i•• • t/d" } • • • MAX-1 •• ••• •• • • • •• SHIM DETAIL F, (HEAD) • • •• ••• • • • • • g,„• • r • • • �1/1�718 DON A •• • • • • •. • • .131' DIA MIN. x 21/2- NAIL, AT CORNERS AND 5" O.C. INTERIOR (ALL JAMB DETAILS) EXTERIOR OOD FRAME .131` DIA MIN x 21/2" NAIL, AT CORNERS AND 5° O.C. DETAIL E, (JAMB) TYPICAL INTEGRAL FIN ANCHORAGE A DETAIL G, (SILL) FB UP I A _UPDAME &REORDERNOTE& ADD I 7 EMBEINIEPITDIU ADD NOTEBRE RAT HEAD AI rF -12105. ClogisdEN 1i ar.. •21°7• • 10T0TECHNOLOOYDRIVE NOKOMIS, FL 34278 M0.1350( 16?8 NOKOMI9, FL MU Vtdbly Better ANCHORAGE DETAILS ALUM. SINGLE HUNG WINDOW, IMPACT emir ...e AYTS 11 11 Thatilgetia 4040 -20 • • • • • • • • • • • ••• . • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MIAM BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION SEP 1 9 AAUP L B Y: -ems ...... MIAMI DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGIZR STREET, aurllt 1603 MIAMI, FLORIDA 33130 -1563 (305)375-2901 FAX (305) 375-2908 NOTICE OF ACCEPTANCE OA PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed 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 Aluminum Fixed Window — L.M.I. APPROVAL DOCUMENT: Drawing No. 4259 -4, titled "Aluminum Picture Window, Impact", sheets 1 through 12 of 12, prepared by manufacturer, dated 7/14/03, with revision "B ", dated 414/07, 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 Division. 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 and following statement: " Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL oftbis 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 oftbis 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 # 03- 1105.01 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 Peres, P.E. mamladdinggolt2.4kmas NOA No. 07-0418.06 Expiration Date: February 19,2009 Approval Date: June 21, 2007 Page 1 i0 RESUBIVIIT Ci ‘;.-:..-F:-.IF.WD AS NOTED 0 RESPOND IN DAYS 1 0 REJECTED 0 COMMENTS ATTACHED T-W REvw‘v IS ONIN FOR GENERAL CONFOACE \Vint TUE DE-SIGN OCP.,!C.1-71- OF TM PR.0.111.7T AND niaNi,,p jid. :717.:N/IpIL,Iiii..442,1; wr ,A1.--ic:iN GivEN IN THE c.:-..; , ',CT ry_7.37.um:77,1"-n-s. cutzJ.:::.:::1•It'.):.4s op, -..::o•NiNEN"Th: mAJTAI ON TM SHOP D;:.,f,,WINOS; ILT(ING Ti-11:.; i4,L'-Pi ',..Y,I) NOT R.F.OT-iltlif.7,Cir.-IACTOR FROM COM`;:!...i:VricE:14,1-11 TII-2-.,-; riff7 i?1,4NS .43.-ZD SPEIICAncN;S AIT1■101/ At oF 4 Sra-;Fic: ; j'EM -Z.lig:-1.1..i, N.r '2L 1D APPROV AL OF Ali F2SL17-411.t.,Y (4i: COMiltariENT. CONTik.AriV;ili ::„s SFSV-4. NY Lilt 3-:. f, OP, 1.::::vI-IN:7..1::"Ti.':.: • i';''. It fl V. 0ONT-.-1RtfUM AND 0 -.)10'.:ELATFCI, AT ME. lqiiS+7i:: IN'P'Y.:::■'.' ,',7-1,'I': -7--t rIT iT1.2i:TATNS Sc.11,:a.'.," TO lir- ,7„,,Bitc.7.CATV.N, ....i:T.Di7.7i7.E...-.,i...7.--. 1 i.-.3 •Tii::,- !,,i._:-;.,.,.N.s, Nif•THOL)S, -17:CliiiIQUIS,•.,,i-s...)..1ji--2,:::t7„5: aiffiliall,!P-TiON OF !I'S OF, ITER. WORK NYTTIITI-IP.I ::.14; i...:... C,T11E-..-:. RAV.::E,S; AND PIX1-01;.M.ING ALL WORX IN A. 1;„..FE AND SAITISPACTORY M.,,sI. DA' ...A1 • 61 SIGINW GULF DESIGN GROUP PGT Industries NOTICE OP ACCEPTANCE: EVIDENCE SJBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 4259 -4, titled "Aluminum Picture Window, impact ", sheets 1 through 12 of 12, prepared by manufacturer, dated 7/14/03, with revision `B ", dated 4/4/07, signed and sealed by Robert L. Clark, F.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 alum. fixed windows of different shapes, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3835, dated 07/18/03, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA #03- 114SMj 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 along with marked -up drawings and installation diagram of an aluminum picture window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 3850, dated 07/31/03, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA #03-1105.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, prepared by manufacturer, dated 4/13/07, signed and sealed by Robert L. Clark, P.E. Complies with ASTM E1300 -02 D. E. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). MATERIAL CERTIFICATIONS •••• 1. Notice of Acceptance No. 02- 0828.15 issued to E.i. DuPont Deera'ours for `3'ont Butacite PVB Material" dated 11/21/02, expiring on 12/11/05. • • • • • • • • • • •••. 2. Notice of Acceptance No. 01- 0205.02issued to Solutia, Inc. Inc Mika / Keepsafe Maximum" dated 5/17/01, expiring on 5/21/06. • • • • • • • •••• • • E -1 • • • • • • • PGT Industries NOT.kCF OF ACCJTANCE: EVIDENCE SUBMITTED. F. STATEMENTS 1. Statement letter of conformance, dated April 13, 2007, signed and sealed by Robert L. Clark, P.E. 2. Statement letter of no financial interest, dated April 13, 2007, signed and sealed by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No. 03- 1105.01, issued to POT Industries for their Series "PW- 701" Aluminum Picture Window LMI, approved on 02/19/04 and expiring on 02/19/09. E -2 .... • • • • •••• • • • • .. • • •. • • • • • ••• • • • • • ..•• • • • • •••• • • .. • ip, troauCt Contrfl.T #t* - r • • 1VpA N0. 02 06 • • Expiration Date: February X009 Approval Date: Use 21, 2007 • • NOTES: LARGE MISSILE WINDOWS 1. GLAZING OPTIONS: A. 7/16" LAMINATED GLASS COMPRISED OF (1) LITE OF 3116" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. B. 7/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. C. 1 1/16" LAM! I.G. GLASS COMPRISED OF (1) LITE OF 3/16" HEAT STRENGTHENED GLASS, A 7/16" AIRSPACE AND 7/16" LAMINATED GLASS WHICH IS COMPRISED OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. D. 1 1/16" LAM! I.G. GLASS COMPRISED OF (1) UTE OF 3116` HEAT STRENGTHENED GLASS, A 7/16" AIRSPACE AND 7/16" LAMINATED GLASS WHICH IS COMPRISED OF (2) UTES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. 2. DESIGN PRESSURE RATINGS: (FLANGED - SEE SHEET 5, TABLE 1 AND INTEGRAL FIN - SEE SHEET 6, TABLE 2) IA 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. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, aa 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. FOR ANCHORAGE INFORMATION SEE SHEETS 10 THROUGH 12. 4. SHUTTER REQUIREMENT: NONE REQUIRED 5. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. 6. REFERENCES: TEST REPORTS, FTL-3835 & FTL -3850 ® ELCO TEXTRON NOA: 04-0721.01, 03-0225.05 ANSUAF &PA NDS -2001 FOR WOOD CONSTRUCTION ADM 2000 ALUMINUM DESIGN MANUAL NOA DRAWING TABLE OF CONTENTS SHEET GENERAL NOTES 1 GLAZING DETAILS 2 ELEVATIONS, FLANGED 3 ELEVATIONS, INTEGRAL FIN 4 DESIGN PRESSURES FLANGED5 DESIGN PRESSURES FINNED 6 SECTIONS, FLANGED 7 CORNER ASS'Y, FLANGED 7 SECTIONS, INTEGRAL FIN 8 CORNER ASS'Y, INTEGRAL FIN8 EXTRUSION PROFILES 9 PARTS LIST 9 ANCHORAGE 10-12 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT A, EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). rs"wax or« • .. •. • • • • • • • .• • • • • • • • • • • • • • • •• • • • •• • • • •. •• ••• •. • • • • • • •• • •• • • F.K • • • • • •• • • • • CMG. YCYJE2 REF. M ME 1300dlANO REVISE 13 NOTE 3. ADO REFERENCES TO NOTE 8AND ADD NOTE 7. wwEtr o•c Rawer F.K 12118873 A REDUCE ANCHOR SPACING army- Car Cloaked By. Oak Fjc Tl14 •• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • 1070 TECHNOLOGY DRIVE NONOMIS Ft saw P.O BOX 1529 NOAKES A. 34274 Pia" Vtrib(y Bearer NOTES & TABLE OF CONTENTS ALUMINUM PICTURE WINDOW, IMPACT aeaw"aer PW-701 area HTS rd 12 4259 -4 B ftL Clark. P.E. PE 039712 Sa,wwml 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 7/16" LAMI GLASS NOMINAL .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVBINTERLAYER 3/16" HEAT -- STRENGTHENED GLASS OUTSIDE 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 7/16" AIR SPACE 3/16" HEAT STRENGTHENED GLASS R 21 11/16" NOM GLASS BITE ax F.K • •. ••• • • • • • •• •• 7141;61; t. rjiI:GNZINL3 DETAIL F1 ANGtD•OR•INtffG%AL FIN FRAME • • (FLANGE FRAME SHOWN) ••• • • •• � •• • • • • • • Oak • rota _A- •• • • s • NO CANOE TRIO SHEET • • 1 1/16" LAMI GLASS NOMINAL 7/16 LAMI GLASS NOMINAL .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS OUTSIDE O 11/16" NOM GLASS BITE 1 1/16" LAMI I.G. GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (INTEGRAL FIN FRAME SHOWN) PRODUCT REVISED a complying with OD Florida &Mb* Code ADDDIIDDI DC, Date Rimed* FK Dannep F.K Dare 12hB03 vox 744/0i • A NOCHAHOE THIS steer Ea • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Da* . .•• • • W70OO7DRNE MAMA FL 34178 PO.8QX 182a�2 NOKOMIS FL 3*74 II3GT Visth y Betsgr GLAZING DETAILS ALUMINUM PICTURE WINDOW, IMPACT F511-701 re, FULL 2 . 12 I�•4 4259-4 r B �47 L Clark, P.E. PE 038712 Struclura3 HEXAGON FULL CIRCLE MAX. SIZE = 60" BETWEEN FLATS MAX. SIZE = 60" DIA. OR MAX. AREA = 21.65 SQ. FT. OR MAX. AREA =19.63 SQ. FT. OCTAGON MAX. SIZE = 60" BETWEEN FLATS OR MAX. AREA = 20.71 SQ. FT. QUARTER CIRCLE MAX. SIZE =68 "X68" OR MAX. AREA = 25.22 SQ. FT. FAN MAX. SIZE = 96" X 47" OR MAX. AREA = 24.47 SQ. FT. HALF CIRCLE • IIWAR CIE 96 "10( 481' • og x Ma .,0eq,42g13sQ. Cr.: • •. • • • . ••• • •• EYEBROW MAX. SIZE = 96" X 48" OR MAX. AREA = 31.99 SQ. FT. 96" MAX. ELLIPTICAL MAX. SIZE = 96" X 47" OR MAX. AREA = 31.99 SQ. FT. 48" MAX. 441/4" MAX. DLO 1--- NOTE: A FOR ANCHORAGE INPORIitMION SEE SWEETS 10 THROUGH 12. Raw er P.K F.K !2!18113 NOC3WVGF THIS BHEET Dmewr no. F.K. 7/14 • . . • • • • •••. • • • • • • • • • • • • • • • • •••.• • • • • • • •••• • • • • r•. • • •• 49411 •• • -- • . . • • .• a • • • uPLATEANK IORAQENo4 • A (sadaOpp • ' • 1 92114" MAX. DLO RECTANGLE, MAX: SIZE = 48` -X96' OR MAX AREA = 32.00 SQ. FT. ARCH. MAX SIZE = 48" X 96" OR MAX AREA = 3028 SQ. FT. TRAPEZOID MAX SIZE = 48" X 96" OR MAX AREA = 31.99 SQ. FT. 1570 TECHNOLOGY OWE Ti NOKOMIS FL 34275 P.I2 SW ISM NO ( l$. FL $4274 Vest* Better FLANGED ELEVATIONS ALUMINUM PICTURE WINDOW, IMPACT PW4O NTS 3 a 12 , 4259 -4 liPA Robed Mut. P.E. PE#38712 HEXAGON FULL CIRCLE MAX SIZE = 60° BETWEEN FLATS MAX. SIZE = 60" DIA. OR MAX AREA = 21.65 SQ. FT. OR MAX. AREA = 19.63 SQ. FT. OCTAGON MAX. SIZE = 60" BETWEEN FLATS OR MAX. AREA = 20.71 SQ. FT. QUARTER CIRCLE MAX. SIZE = 68 °X68" OR MAX. AREA = 25.22 SO. FT. FAN MAX. SIZE = 96° X 47" OR MAX. AREA = 24.47 SQ. FT. HALF CIRCLE • Mfrr(• X96" I (48+ • • • OR MAX AgEA• ;25y13:S 3 F� . : • •• • • • • ••• • • •• ••• •• • • •• • EYEBROW MAX. SIZE = 96° X48" OR MAX. AREA = 31.99 SQ. FT. 1 981/4" FRAME O.D. A T____._ 96" MAX. 501/4" FRAME O D. MAX. MAX. L ELLIPTICAL MAX. SIZE = 96" X 47" OR MAX. AREA = 31.99 SQ. FT. 45 1/4" MAX. DLO NOTE: A FOR ANCHQIULGE ItigdRAVION SEE•SI4EBTS 10 THROUGH 12. •• • .••- • • 0F 0* • Roam • 4 • aF Flt DOR 4 diNierb •8 B t • • • •••• ADD A a 4 M E CAL Oa r ANO&VATEANCHORAGE NOTE ex F.K. F.K 1248473 bar 714/03 • • • A NO CHANGE TIM SHEET • iftle 1 • • ••• • • 931/4° MAX. DLO RECTANGLE MAX. SIZE = 48 "X96" OR MAX AREA = 32.00 SQ. FT. R MAX SIZE = 48" X 96" OR MAX. AREA = 30.28 SQ. FT. TRAPEZOID MAX. SIZE = 48" X 96" OR MAX AREA = 31.99 SQ. FT. PRODUCT il[r v.se:7 •"cosobi•iw Of Ott fiords !Cods Ateepace 1070 TE0f0101.OAYOPfVE IVOKOUto, R.34276 P.O. BOX t823 FL 34274 EIGT Visibb Better INTEGRAL FIN ELEVATIONS ALUMINUM PICTURE WINDOW, IMPACT PYK701 J NTS 4 d 12 ra 4259.4 RobeA L Co* P.E. PEfOrf12 • • • • • • • • ••• • • • • • • • •• •• 0 • ••• • • • • • • • • • • • • • • •• •• ••• • • TABLE 1. DESIGN PRESSURES, FLANGED WINDOWS (DIMENSIONS ARE TIP TO -TIP) GLASS TYPES: A. 7/16" LAMINATED GLASS (3/16"A, .090, 3/16HS) B. 7/16" LAMINATED GLASS (3/161HS, .090, 3/16HS) C. 1 1 /16" LAMI I.G., 3116HS, 7/16" SPACE, 7/16" LAMI (3/16A, .090, 3/16" HS) D. 1 1/16" LAMI I.G., 3/16HS, 7/16" SPACE, 7 /16" LAMI (3/16HS, .090, 3/16" HS) WINDOW GLASS WINDOW "Y" DIMENSION "X' DIM. TYPE 28.500 34.000 39.500 45.000 49.000 A,B,C,D +80.0 I -80.0 +80.0 I -80.0 +80.0 j -80.0 F1L3835 FTL -3835 FTL -3850 Flt- -3850 46.500 48.000 +80.0 I -80.0 AREA 54.500 A,B,C,D AREA 60.000 A,B,C,D AREA 85.500 1 A,B,C,D AREA 71.000 1 A,B,C,D AREA 9.70 SQ. FT. 11.67 SQ.FT. +80.0 1 -80.0 10.79 SQ.FT. +80.0 I -80.0 12.87 SO.FT. 13.44 SQ.FT. +80.0 I -80.0 14.95 SQ.FT. 15.31 SQ.FT. +80.0 1 -80.0 15.82 SQ.FT. +80.0 I -80.0 16.33 SQ. FT. +80.0 1 -80.0 +80,0 I -80.0 +80.0 I -80.0 17.03 SQ.FT. 17.60 SQ.FT. 18.17 SQ.FT. +80.0 I -80.0 +80.0 I -80.0 +80.0 T -80.0 +80.0 I -80.0 +80.0 1 -80.0 +80.0 I -80.0 11.88 SQ.FT. 14.17 SQ.FT. 16.46 SQ.FT. 18.75 SQ.FT. 19.38 SQ.FT. 20.00 SQ.FT. +80.0 I -80.0 +80.0 1 -80.0 +00.0 I -80.0 +80.0 1 -80.0 +80.0 I -80.0 +80.0 I -80.0 12.96 SQ.FT. 15.47 SO.FT. 17.97 SQ.FT. 20.47 SQ.FT. 21.15 SQ.FT. 21.83 SQ.FT. +80.0 J -80.0 14.05 SQ.FT. +00.0 I -80.0 16.76 SQ.FT. +80.0 L -80.0 19.48 SQ.FT. +80.0 I -80.0 +80.0 -80.0 +80.0 1 -80.0 22.19 SQ.FT. 22.93 SQ.FT. 23.67 SQ.FT. 76.500 +80.0 I -80.0 A +80.0 -80.0 13,0,0 +80.0.0 +80.0 I -80.0 +80.0 -80.0 +80.0 I -80.0 +80.0 I -80.0 +79.3 -79.3 +78.0 -78.0 +80.0 -80.0 +76.8 76.8 +80.0 1 -80.0 AREA 15.14 SQ.FT. 18.00 SQ.FT. 20.98 SQ.FT. 23.91 SQ.FT. 24.70 SQ.FT. 25.50 SQ.FT. 82.000 A +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 B,C,D +80.0 -80.0 +00.0 -80.0 +80.0 -80.0 +80,0 { -80.0 +74.5 -74.5 +73.1 -73.1 +80.0 -80.0 +71.8 l -71.8 +80.0 -80.0 AREA 16.23 SQ.FT. 19.36 SO.FT. 22.49 SQ.FT. 25.63 SQ.FT. 26.48 SQ.FT. 27.33 SQ.FT. 87.500 A +80.0 -80.0 +80.0 -80.0 +78.0 -78.0 C +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +79.1 -79.1 +68.4 -68.4 +77.3 -77.3 +80.0 -80.0 +80.0 -80.0 AREA 17.32 SQ.FT. 20.86 SQ.FT. 24.00 SQ.FT. 27.34 SQ.FT. 28.26 SQ. FT. +67.0 -67.0 +75.8 -75.8 +80.0 -80.0 29.17 SQ.FT. 93. A +80.0 -80.0 C +80.0 -80.0 B,D +80,0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +74.0 -74.0 +65.5 -65.5 +63.9 -63.9 +80.0 -80.0 +74.0 -74.0 +72.2 -72.2 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +62.4 -62.4 +70.5 -70.5 +80.0 -80.0 AREA 96.000 A 18.41 SQ.FT. +80.0 -80.0 21.96 SQ.FT. +80.0 -80.0 25.51 SQ.FT. 29.06 SQ.FT. 30.03 SQ.FT. 31.00 SQ.FT. +71.9 -71.9 +63.0 -63.0 +61.5 -61.5 +60.0 C +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +71.2 -71.2 +69.5 -69.5 +67.8 B,D +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 26.33 SQ.FT. • • AREA • 49.00eSQ.f .• • • • 22.67 SQ.FT. • . - - J •., • • •• • • • • • NOTES: L. • • • • 1. ALL_MAMIMUM SEES SSO.WN bN $HE@T 3 ARE QUALIFIED --TO THE - PRESSURE OF 32 SO. FT, UNIT IN TABLE 1. ____ 2 ALL SHAPES LESS THAN THE MAXIMUM E, S-QUAIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 1, OR TO11IE- PRESSURE FOR THE SMALLEST RECTANGULAR SIZE IN TABLE 1, WHICH THEIR OVER LLWIQTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN., 3. SEE SHNET 10 THROU6141�FOR ANC-I�IFORMATION. - • • • • • • • re".m61, DN. • • Melknic 1 • • • . • or • e • 4 • • • • • • • • +80.0 -80.0 +00.0 -80.0 +80.0 -60.0 -67.8 -80.0 30.00 SQ.FT. 31.00 SQ.FT. 32.00 SQ.Ft ewa6x nowsotr F.4G Ommm)* 42140@3 •8 A U PDA7i•DESI �R•AitlD E4300ffiAN NOTES. ctE/ne uP rnvs,E! DESORI tOVV HEADINGS 21liNOE NOTE 1A OYG r 1THMa2 SCREWS Omer Delx ammmm6r 7114/03 ••• • • • • • • • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • •• •• • • • • ••• 10707EtNO0.OGYAWE NOCOMIS, FL 34276 P.O. BQX 1Sd3 NOKOMIS, FL 30274 r_ FLANGED UNIT DESIGN PRESSURES 1011810007 8800938 arreamplybs with uefTed • porkgesde ALUMINUM PICTURE WINDOW. IMPACT Vtmtbly Bearer lioloabat 1TS1 5 r 12 ` 4259.4 j B F7 o� Robert L Clark, P.E. PE 039712 Structural TABLE 2. DESIGN PRESSURES, INTEGRAL FIN WINDOWS (SIZES ARE BUCK DIMENSIONS) GLASS TYPES: A. 7/16" LAMINATED GLASS (3/16"A, .090, 3116HS) B. 7116" LAMINATED GLASS (3116"HS, .090, 3/16HS) C. 1 1/16" LAMI I.G., 3/16HS, 7/16' SPACE, 7/16" LAMI (3/18A, .090, 3/18" HS) D. 1 1116" LAMI S.G., 3/16HS, 7/16" SPACE, 7/16" LAMI (3/16HS, .090, 3116" HS) WINDOW j GLASS "X' DIM. IJI TYPE 49.000 A,B,C,D AREA 54.500 ( A,B,C,D AREA 60.000 j A,B,C,D FTL -3835 Fit -3835 FTL -3850 F iL3850 WINDOW "r DIMENSION 65.500 71.000 76.500 AREA A,B,C,D AREA A,B,C,D AREA A B,C,D AREA A B,C,D AREA A C B,D 2.000 87.500 28.500 +80.0 ( -80.0 9.70 SQ.FT. +80.0 [ -80.0 10.79 SQ.FT. +80.0 I -80.0 11.88 SQ.FT. +80.0 L -80.0 12.96 SQ.FT. +60.0 I -80.0 14.05 SQ.FT. +80.0 -80.0 +80.0 -80.0 16.14 SQ.FT. +80.0 -80.0 +80.0 -80.0 16.23 SQ.FT. 34.000 +80.0 1_ -80.0 11.57 SQ.FT +80.0 I -80.0 12.87 SQ.F7 +80.0 I -80.0 14.17 SQ.FT. +80.0 J -80.0 15.47 SQ.FT +80.0 1 -80.0 16.76 SQ.FT. +80.0 -80.0 +80.0 -80.0 18.06 SQ.FT. +80.0 -80.0 +80.0 -80.0 19.36 SQ.FT. 39.500 +80.0 I -80.0 13.44 SQ.FT. +80.0 I -80.0 14.95 SQ.FT. +80.0 1 -80.0 45.000 46.500 48.000 +80.0 I 4so.0 +80.0 I -80.0 +80.0 1 -80.0 15.31 SQ.FT. 15.82 SQ.FT. +80.0 j -80.0 +80.0 1 -80.0 16.33 SQ.FT. +80.0 I -80.0 17.03 SQ.FT. 17,60 SQ.FT. 18.17 SQ.FT. 16.46 SQ.FT. +80.0 I -80.0 18.75 SQ.FT. +80.0 I- -80.0 19.38 SQ.FT. +80.0 I -80.0 20.00 SQ.FT. +80.0 1 -80.0 17.97 SQ.FT. +80.0 I -80.0 19.48 SQ.FT. +80.0 1 -80.0 +80.0 -80.0 20.98 SQ.FT. +80.0 -80.0 +80.0 -80.0 22.49 SQ.FT. -78.0 +80.0 +80.0 +80.0 -80.0 -80.0 -80.0 +80.0 +80,0 +80.0 -80.0 -80.0 -80.0 +78.0 +80.0 +80.0 AREA 7.32 SQ.FT. 20.66 SQ.FT. +80.0 1 -80.0 +80.0 I -80.0 +80.0 I -80.0 20.47 SQ.FT. +80.0 I -80.0 21.15 SQ.FT. +80.0 I -80.0 21.83 SQ.FT. +80.0 1 -80.0 22.19 SQ.FT. 22.93 SQ. FT. 23.67 SQ.FT. +79.3 I -79.3 +80.0 -80.0 +78.0 4 -78.0 +80.0 -80.0 +76.8 -78.8 +80.0 -80.0 23.91 SQ.FT. 24.70 SQ.FT. 25.50 SQ.FT +74.5 -74.5 +80.0 -80.0 +73.1 +80.0 -73.1 -80.0 +71.8 +80.0 -71.8 -80.0 25.63 SQ.FT. 26.48 SQ.FT. 27.33 SQ.FT. +70.0 -70.0 +68.4 -68.4 + .3 +67.0 -67.0 -80.0 +79.1 79.1 -80.0 24.00 SQ.FT. +80.0 -80.0 27.34 SQ.FT. 7? -77.3 +80.0 -80.0 28.26 SQ.FT. +75.8 -75.8 +80.0 -80.0 29.17 SQ.FT. 93.000 A +80.0 -80.0 +80.0 -80.0 +74.0 -74.0 +65.5 -85.5 +63.9 -63.9 +82.4 -82.4 C +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +74.0 -74.0 +72.2 -72.2 +70.5 -70.5 B,D +80.0 -80.0 +80.0 -80.0 +80,0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 AREA 18.41 SQ.FT: 21.96 SQ.FT. 25.51 SQ.FT. 29.06 SQ.FT. 30.03 SQ.FT. 31.00 SQ.FT. 96.000 A +80.0 -80.0 +80.0 -80.0 +71.9 -71.9 +63.0 -63.0 +51.5 -61.5 +80.0 -60.0 C +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +71.2 -71.2 +69.5 -69.5 +67.8 -67.8 13,0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 • • Astiou • 19.00SQ.6T. • • • 22.67 SQ.FT. 26.33 SQ.FT. 30.00 SQ.FT. 31.00 SQ.FT. 32.00 SQ.FT. • • • NOTES. °AL •a • • • • ••• • 1. ALL MAXIMUM NFU SNCIOWN 4GWN ON SHEET 4 ARE QUALIFIED TO '11-16 PRESSURE OF A 32 SQ. FT. UNIT IN TABLE 2, 2. ALL SHAPES LESS THAN THE MAXIMUM SIZE, QUALIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 2, OR TO THE PRESSURE FOR THE SMALLEST SQUARE OR RECTANGULAR SIZE IN TABLE 2, WHICH THEIR OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 3. INSTALLeTIOU WITH N4III316• 1.1ROUGt 31-HE INTEGRAL FIN AS SHOWN ON SHEET 10 INSTALLATION WITH OTHER FASTENER TYPES ARE THROUGH THE FRAME. €6EE ANCHORAGE DPaTA1LS CCl SHEIT410 AND 11. tmwder: ans • 410. Ritt th PFABIE20E AY EFI AGR AND 14427E1 12▪ 115,03 Aaa+ A CHANGE NOTE 1 ANCHORING WITH 012 SCREWS nemins FJL FJG maw,9la FJG Oft 7/14• • • • • • • • • • • • • •• •• • • ••• • _• • '• • 0•• • • • • • • • • • • • • • •• •• ••• • • 10707EG7YY01_oOYORNE ACWORI9 A 31273 P.O. BOX t Nolm{Y,9, F. 91274 FIG" Vtsil4y Bauer INTEGRAL FIN UNIT DESIGN PRESSURES 7a• ALUMINUM PICTURE WINDOW, IMPACT ihrimaisist PW -701 leoloc TS1 6 a 12 Irw.w.t 4259-4 re /1771. /f7 Robert I- Gait P.E PEA 9712 Sbuapad 2.784' ,- _t_OlIkOMMINNOMEMEMMINNMENNIM*11111 OUTSIDE 2.784• 0.11ill 0 114,p- All MAX. DAYLIGHT OPENING MAX. WINDOW WIDTH HORIZONTAL SECTION (FLANGE FRAME) s o HL] lil�ll ,„, 0 ALONG ENTIRE JOINT SCREWED CORNER ASS'Y (FLANGE FRAME) •• ••• • • • • • • • • • •• • • •• • • • • •• ••• •• • • r MAX. IGHT MANX ° DAYLIGHT OPENING WIN DOW HE ALONG ENTIRE JOINT KEYED CORNER ASS'Y WELD (FLANGE FRAME) ALONG ENTIRE JOINT • • WELLIEj ORUER.ASS'Y (FLANGE FRAME) - . • • • • • • itmentr Daft • • FJG • N*1•0r. •rser.r FJL •• • • • • • • • •• • • • • KO04INGE SHEET • • A h0 pMNQE THE SKEET F.K 114103 antod I*: Paw ••• • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • '.••• • • • • • • • • • • • • •• •• ••• • • 1070 TECHNOLOGY/MAC NOKOMM 73.34275 P.O. EQX 7679 10 OMS, R.34274 Visibly Better INSIDE PRODUCT avow VERTICAL SECTION (FLANGE FRAME) SECTIONS & CORNER ASS'Y, FLANGED ALUMINUM PICTURE WINDOW, IMPACT Solmakest P1447i? I F 7 d 12 ! 4259-4 j }3 OUTSIDE MAX. DAYLIGHT OPENING MAX. WINDOW WIDTH HORIZONTAL SECTION (INTEGRAL FIN FRAME) ALONG ENTIRE JOINT SCREWED CORNER ASS'Y (INTEGRAL FIN FRAME) •• .•• • • • • • • • • • •• • • • • •• ••• • ALONG ENTIRE JOINT KEYED CORNER ASS'Y WELD (INTEGRAL FIN FRAME) WWI* Rowd Fx ALONG ENTIRE JOINT . W�ELDED►CQRNER•AS.'Y (INTEGRAL FIN FRAME) • • •• 4f41M • 8 • • • •• NO m At4GE fits suffer • • • • • • Rewaso F.K goner F.K Osbs 11116/63 7/7/14/03 Rafter A AID CHANGE 7818 &EAT tY Data 1 •... • • 10707EC.00Y ORM NOKKOMl9, FL 34275 P.O. BOX 1629 NOK01418 834274 MAX. WINDOW HEIGHT 2.784° 0 0 0 0 MAX. DAYLIGHT OPENING ecx- Vteib Better VERTICAL SECTION (INTEGRAL FIN FRAME) ,/� SECTIONS, INTEGRAL FIN ALUMINUM PICTURE WINDOW, IMPACT doilisfikerk PYA701 117/0 8 d 12 01..40- xwr 4269.4 $ • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • 0 •• • • ITEM DWG NO. PART # DESCRIPTION 1 4256A 64256 INTEGRAL FIN FRAME HEAD, SILL & JAMB 2 4253 64253 FLANGED FRAME HEAD, SILL & JAMB 7 1155 781 PQX #8 X 1 QUAD PN SMS STAINLESS STEEL 8 SCHNEE - MOREHEAD SM5504 ACRYL -R NARROW JOINT SEALANT OR EQUAL 10 4255 11 4254 64255 64254 7/16 LAMI GLASS BEAD 1 1/16 LAMI I.G. GLASS BEAD 12 1224 6TP247 VINYL BULB WEATHERSTRIP (THICK) 13 4224 INSTALLATION FASTENER COVER 14 DOW CORNING 899 GLAZING SEALANT OR EQUIVALENT 15 DOW CORNING 995 SILICONE STRUCTURAL SEALANT, BLACK 17 7/16" LAMI GLASS: 3/16" ANNEALED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED 18 1 1/18" LAMI J.G. GLASS: 3/18" HEAT STRENGTHENED OUTBOARD - 7/16" AIRSPACE - 3/16" ANNEALED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/18" HEAT STRENGTHENED 20 4262 64262 ARCHITECTURAL CORNER KEY 21 7116" LAMS GLASS: 3/16" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED 22 1 1/16" LAMI I.G. GLASS: 3116" HEAT STRENGTHENED OUTBOARD - 7/16" AIRSPACE - 3/16" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3116" HEAT STRENGTHENED F. .970" i .975" ••I • ••• • • • • • l . • •• • ••� �• A• ] • • • '• I ILL •IV 1U,. • ••• ••• • -.- • • • • 7 /16'CAMtGLA'SS'BE} MAT'L: 6063 -T5 • 91/VG NO„ 4,255.. • • • • • • • • ei bake • • • • • • • • • • • • • .K NOCVANOE7IISSHEET • • • • • meet: FJC ors FF.K 459 12/1&93 ITEM 11, 1 1/16 LAMI I.G. GLASS BEAD MAIL: 6063 -T5 DWG NO. 4254 2.784" 2.500" ITEM 1, INTEGRAL FIN FRAME MATL: 6063 -T55 DWG NO. 4256A ITEM 2, FLANGED FRAME MATL: 6063 -T5 DWG NO. 4253 NO CHANGE MIS SHEET er a"kc ••• • • • • • • • • • • • • • •• •• • • • • ••• • • • ••• • • • • • W7O TECHNOLOGY OwVE Nom, 834276 P.O. BQX IMO ? I FL 34274 Vidby $attar EXTRUSION PROFILES & PARTS LIST ALUMINUM PICTURE WINDOW, IMPACT sakososet PW-704 leaky IN** Inad•16. HALF! 9 d 12 42594 B • • • • • • • • • • • •• •• ••• • • .131" DIA. M N. x 2 1/2" NAIL, AT CORNERS AND 5" O.C. WOOD BUCK OR FRAMING INTEGRAL FIN DETAIL A 1 1/4" MAX. SHIM CONCRETE ANCHOR (SEE NOTE 1) A 1/4" MAX I SHIM • • • 'r SEE NOTE 1 FOR EMBEDMENT WOOD ANCHOR (SEE NOTE 2) 1 3/8" MIN. EMBEDMENT AS, 3.5 KS( MIN. CONCRETE FLANGED DETAIL D (SILL ONLY) t INTEGRAL FIN DETAIL B 1/4" MAX I SHIM 1 WOOD ANCHOR (SEE NOTE 2) 1 3/8" MIN. EMBEDMENT 2x WOOD BUCK (SEE NOTE 3) 1/4" MAX I- SHIM 1 FLANGED DETAIL C 2x WOOD BUCK (SEE NOTE 3) CONCRETE ANCHOR (SEE NOTE 1) A SEE NOTE 1 FOR '.. A EMBEDMENT: • ; • f 1/4" MAX. SHIM 1 1x WOOD BUCK • T (SEE NOTE 3) L 3.5 KSI MIN. CONCRETE FLANGED DETAIL E OR 1.5 KM MIN. CMU A NOTES: 1. FOROONCRETE APPL1CAT1ONS N-MIAMI -DADE COUNT ?USE ONLY MIAMI -DADE COUNTY APPROVED i4" ELL TAPCONS; EMBEDED 13/8" ;MIN., 5/16" ELCO TAPCONS EMBEDDED 13/4" MIN. OR 1L4_SS4 CRETE-FLEX 1 314" MIN. DISTANCE FROM ANCHOR TO CONCRETE ;EDGE IS 1 3/4" MIN 2. FOR WOOS -APPLICATIONS IN MIAMI -DADE COUNTY, USE #12 OR #14 STEEL SCREWS (G5) OR 1/4" SS4 CRETE -FLEX 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 1/2". Ix WOOD BUCKSBRE oplovAt IF•t41vp3341 li• INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 112" THICK OR GREATM. INST#ALLA'FION 'PO VA S5$STRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICUON' : :: :: • • • 4. FOR ATTACHMENT 70 ALOMIl.?U is 'tom MATERIAL SHALL BE A MINIMUM STRENGTH OF 6083 -T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BU S. 12-11E ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THEE QI 'ERIA.4 E Mt, THED SREGTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS MAY BE USED. • • oar • F.K sag"'' • IL • • • REVil3E AM3SPDATEANcRomeEI RCL7z8v F8C RIM IOF MK. fr.nEtr FX 1211892 ass Armanir A CHANGE MOTE t AND FASTENER SPACING 910244677 VW • r ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1070 TECHNOLOGY NOKOA00, FL 34216 P..B x1629 NO103t0S, R.34274 ,117 Vtsibl, Better ANCHORAGE - HEAD SILL AND JAMBS ns ALUMINUM PICTURE WINDOW, IMPACT PW701 1 NTS1 o 0' 12 1 4259-4 B L Clerk P.E. PE•39712 Stuatural TABLE 3. ANCHOR ON- CENTER DIMENSION BY ANCHOR TYPE - WOOD SUBSTRATE WIND. "X" g C0.1 a 4 > WINDOW "Y" DIMENSION 15.0" 20, 25.0' 28.5" 30.0" 34.0` 39.5' 45.0° 48.5" 48.0" 1.,2.,4. 1.,2.,4. 1.,2.,4. 1.,2.,4. 1.,2.,4. . ' 2. 4. 1. 2. 4. 1. 2. 4. 2. 4. 1. 2. 4. DIM. X Y X Y X Y X Y X Y XY XYXYXYXYXYXYXYXY XYXY XY XY XYXY 49.0" O.C. t0 0 N N .- Imo. O e0 N r o r O if+ N r vV N r a0 0 N ` r co i0 N r O co e73 N co .-. e� N r r es eN, ,.. O t .N- O . iD O P5 r O g O r t0 O �s O) s r 00 o3 T .r .- CO ;s N r 00 e;3 N LV r O e;3 N VV r O c� N VV 4- o r N r co C� NN O a� e�i `� N N r 54.5" O.C. 03 O t.... CO 0 0 3 0 r N r N r CO I0 O r d . c0 CO O r m 00 %r O CO r O ras...0; r CO 0 4.. 9�0 O O O O O M ,Tr)n-3 O o O m p �r O O O 0 � CO O r CO Co O J V r CO o V r3. .- po O S.V. . CO ?i,,, O CO O 00 i Co i 60.0" O.C. VV n r Or r V .N.. N 4t r O .N- t• V ": ° =N CO 3N W (o cges.1 a) (0 co �a3r�riPa3`-° W a) i I O 0) O of V ,- N °sIir er- CO 0) N 0D v3rNraN O - CO a) 85.5" O.C. a 0 O M ,,... 3.,. a 0 0 0 a c73 0 v r 04 Y as 0 r d. ,,.. co a to Or O a a O a - a F O - r a 3 O r r a a3 O oo M w a c73 0 O 0 a 0 -I (0 o F3 5 0) co r a a3 O r r a t73 O a- r I o '6 O--0-0-- ,- a ,- a 73 ,- m � 0 N `- a C� O a N C73 r 0 c4 71.0" O.C. . rs - o CO r v • CO CO c`gr w O CO rRY rr,?9 m rr, 0 n CO F$ 0 ?3 0 P$ 0 i:. CO 0 I:. �PS��, 40 co r'�^ co O PS N °izs-n N m r0 go c4 I--N 78.5" 0.C. V. 0 O t a 0 O o ,O a a O V .- a 7 0 ,. ,. 0 a 7 0 a 0. CO a ` Co a a- 0 ~ H ; go "o t0 " 0 a 0 m "0 0 a 0 in , " r 0 0 a 0 O dt O d co ,- r a a ° £ r r„ - -,- 0 r r 0 r a a O N r al 82.0" _ O.C; r r O v O r N O r r t0 W O <r . CO O < r r O 7- 7 ^ OM W O _ Y r 0 O °0 O = CO O r-Or CO r O CO .- ?",1",:"". CO O V O ° 87.5° O.C. O N v CO N O N CO N d. co CO N O 0 O 4-r 0 0 r; 0 CO N CO 73 40 CO O Pr r O 0 - ;4-. (0 hn O N ro Or ,- 04 •-n 40 I; a) 1 � r :ao CO h. Nm - 0 Pi, oa 03.0' O.C.' co r" O .Y- co r v ° co O CO r to CO Co CO .- rte'- r CO : r s O coa co 0) CO to c. c%4 0) po .r- V O a 0 to w - ° O mo to a) ;a 3 n as O = �o r N r ° - = o O 0, : - co m fi O 4... V 4- O r V °: O a- iO r .r- m r .-- V O m fir CO V- to_ - O V ° N°" O N CO 1 V- 06.0" O.C. ° �V r ° �V r P O P o) O NOTES: 1. ANCHOR SPACING FOR SQUARE AND RECTANGULAR WINDOWS: •• ••• • • • • • •• "Y" MAX. 061- CENTEI'Ii(O'.4} X'Z A11D il"OIMEN$ION FROM TABLE a (MIN 2 4!8" A n CONCRETESUBSTRATE) DIM. MAX. 81/i"•FRO11 N RO i • i • • •• ••• •• • • • •• 2. ANCHOR SPACING FOR WINDOW SHAPES OTHER THAN SQUARE OR RECTANGULAR l- -- *X" DIM. - -I FIND ITT SILOLLEST ilfIt DQV IZE IN A9LE•3 WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN AND USE THE ON- CENTER DIMEN O 4 FGR TH■RESPE€TIVE AMCHOf61VE AROUND THE PERIMETER OR CIRCUMFERENCE, NOT EXCEEDING 81/2" FROM ANY CORNER. l6.g By 0"i • • R•hl®c • e e • • • • • • • • • Road By: a- • ,ktahr FIG 44011 • 6 NEWSIEST • T L • • R,.1•- Own Br FK 14/03 ••sf • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Checkge owx • •• • • e- DRIVE N0)( 4$ FL MVO P.O.apcIwo NOKOMIS, FL S4E74 PcT Visibly Better ANCHORAGE, WOOD SUB37RATE ANCHOR TYPES: 1. #12 STEEL SCREW (G5) 2. #14 STEEL SCREW (G5) 3.1/4 ELCO TAPCON 4. 1/4" ELCO SS4 CRETEFLEX 5.5/18' ELCO TAPCON ALUMINUM PICTURE WINDOW" IMPACT pw 01 ant 11 a 12 Raft Ab. 4259-3 $ /f/VA ebertoL park, P.E AE•39712 SbtwMal TABLE 4. ANCHOR ON -CENTER DIMENSION BY ANCHOR TYP ' -_ CONCRETE SUBSTRATE ANC-IORTYPES: WIND. '7C' ioa d - WINDOW "Y" DIMENSION 4.1#2 STEEL SCREW {G5} 2. #14 STEEL SCR£W-{t351 4,1I4" ELCO sS4 S4 CRETEFLEX - - - , -_ - -. 5.5/18" ELCO TAPCON t5. 25 ... 28 5 34.0° p 3.,4., 3.,4.> ' 3. 4.,5. 3. 4 3. 4.,5. 3. 4. 3. 4. 5. 3. 4. 3. 4. 5. 4. 5. . DIM. X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y X Y 49.0" O.C. r c�3 p c� r ,.� r r r a) m '�$ W a. .,- O QD d3 QD (D F (D b m r 0 O) m r m pp m n .(r m r m m n 40 r P m 5 r m,. F 4 r 54.5° W O C.4 F m O m- P (D m- O N m O m m 0 ° GD m O m^ m O r m O r m (O O m Q m d m O m O F � m m r m O m £r`1 pC1 m pp 6OE 0" O.C. N 04 r F N oTi 40 (A � (0 � r N (fit W .�- m fN.. •`- m (Z Q) as ,N.. o) m ,� N r � .= aD i$ w r cat O N r o3 b n (P � _ m A�qD�pS ui 4 r N � r m ti$ m ijt W � �;, N � s (;, m e'„- n u� rn � N �N„ a55.5" O n Or b m a; m O m m Or r 0 r P. m O W 0 03 , r m b r P t0 m rO w O Or F p r O r 71.0' O.C. O (�i r r N rM r (D o m h OD N W m c'9 r r r `F OS r m m ,M r `" m m r. m m - r r w O `n m m .r- (D ',` r m �.. d b m F W m r�S Of m r m c� O• m^ (p m m >~ gi `" Y ,U r r �.., /D (S) m an d m c�S • tD P F (: 0) .N- rW tTi r _ 78.5' 4 m m d' O sh O m F iD w 'V' O O W < 0 m 0 N 0 m st O) r '� O r N m m m . C( N r v Ow N r N m 'a n a O) Y 4 O P 82.0 °' m r`aa °�v m rr rr D w m cm(0mcmg m w ' W .- m mvmLr`(mvv ° r 87.5 " *0 *0 tD c*0 �} O a (40 , m 40 O b m r m m O W m O m W m r m W m (D .d. m m b m m O m %( m m m 93.0" m N m t`D *00( 1 m m` r m m m m r pp F m r 4 P m m O) O O m D) CD r m W T`.o- m O m T m r = tD �S 1() Ti m m fr3 P K1 r N r 0 m F m r �w �+l =.`�.V WIgMPb?dt 98.0" h O T m V N r m m (D ,. m m m m F d r r m W D O! r cwt W m `r m c7f O( r r P m m A m a= r r r*0 Y N r NOTES: 1. ANCH OR SPACING FOR SQUARE AND RECTANGULAR WINDOWS: • •MAX AN-CE ®. • ")f AND�'Y•Dt ENS1ON FROM TABLE 4 MAX. tl�2" FRQ CpA EFzs • • • (MN. 21f8 O.G. CONCRETE SUBSTRATE} DIM. • ••• • pE #3 712 s�uodaet 2. ANCHQR SPllL1t?G Fd WII4IO OTHER THAN SQUARE OR RECTANGULAR WITHIN FIND THE SMALLEST WINDOW SIZE IN TA81.E 4 WHICH TI4E OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT DIMEN610MF0R TH (TIVE IJlLHQj 'PE AROUND THE PERIMETER OR CIRCUMFERENCE, NOT EXCEEDING 81/2" ____ ,X DIM _ ___ __ _ AND USE THE ON- CENTER FROM ANY CORNER • • • • : • • • • • �, •�• wclaoaasF, coNCR� sLIBSTRATE F.K • 8 • • • • • t ALUMINUM PICTURE 1MNDOW, IMPACT F K 7M4/a3 . 03 ors x 3(274 V(trb+9 Better 1VTS 12 12 � 4259 3 Mr. Michael Longman 844 NE 98th Street Miami Shores, Florida 33138 Phone: (305) 525 -2726, Fax: (305) 981 -2798 RE: Geotechnical Recommendations Proposed One -Story Residential Addition Longman Residence 844 NE 98th Street Miami Shores, Dade County, Florida GFA Project No. 06 -1042 Dear Mr. Longman: SEP 1 9 2f107 November 7, 2006 GFA International is pleased to submit this report of subsurface soil exploration at the above site. We understand that the proposed development will consist of the construction of a new one -story residential addition, which will be built southeast side of the existing building. GFA International completed two (2) standard penetration test (SPT) borings to depths of 25 feet below ground surface (BGS) at the proposed addition footprint. In addition, GFA International performed one (1) exfiltration test at the above - mentioned project to assess the hydraulic conductivity coefficient data for the design of the drainage area. The exfiltration test was performed in accordance with the SFWMD Constant Head "Usual Condition" Open Hole Test Method to depth of 10 feet below the ground surface. The calculated hydraulic conductivity coefficient for the exfiltration test was 2.8 x 10-4 ft3 /sec /ft2 -ft of head for EX -1. •••• • • • • • •••• • In general, the subsurface soil conditions were discovered to consist'of°very:I00Se to '. loose fine grained SAND with varying amount of limestone and s1iMI :iragmeni •and • followed by loose to firm LIMESTONE with varying amount of fine grained sand.and • • shell fragments to the boring termination depths of 25 feet BGt'.'.the apparent • • groundwater table was encountered in the borings to depths ranging frttrfi'7.8 td :E eet BGS. In general, based on the Soil Survey of Dade County and the wglggal hydrology, .• it is our opinion that the wet seasonal high groundwater table may vveyv4ith respect to the current recorded level. For detailed information on subsurface .spit conditions • • • encountered in the borings, please refer to the "Record of Test Boring "logs attac'%f to • this report. A shallow foundation system consisting of spread footings or a mon used to support the proposed structure at this site. A safe load bearing Environmental Corporate Office Gulf Coast Office Treasure Coss Geotechnical 442 N.W. 35th Street 5851 Country Lakes Dr. 7882 S.W. El ' a a, T �o Dr. Structural Design Boca Raton, FL 33431 Fort Myers, FL 33905 Stuart, FL 34097 do ' 2827 Construction Materials Testing (561) 347 -0070 (239) 489 -2443 (772) 489 -99 9` ) 44 9:65 Threshold and Special Inspections (561) 347 0809 Fax (239) 489 -3438 Fax (772) 489-298 44?:68 Fax roposed One -Story Residential Addition 844 NE 98th Street Miami Shores, Dade County, Florida GFA Project No. 06 -1042 Geotechnical Recommendations November 7, 2006 Page 2 of 2 psf may be used for the structure after the site improvement and preparation recommendations outlined in this report have been completed. Shallow foundations shall be embedded a minimum of 12 inches into the bearing soils below finished grade. This embedment shall be measured from the lowest adjacent finished grade. For the purpose of floor slab design, a modulus of subgrade reaction of 150 pounds per cubic inch should be used. If spread footings are utilized, the floor slab should be structurally separated from all walls and columns to allow for differential vertical movement. Our recommendations of site preparation for spread footings, slab on grade, and monolithic slabs are noted below. This approach to improving and maintaining the site soils has been found to be successful on projects with similar soil conditions. 1. Initial site preparation should consist of performing excavation of topsoil that includes vegetation, roots, and other debris, if present. This should be done within and to a distance of 5 feet (or to the extent practical) beyond the perimeter of the proposed addition footprint (including exterior isolated columns). No excavation should extend below the bottom of the existing structure footings, unless sufficient shoring is provided to prevent undermining or movement of the existing footings. Compaction with a vibratory plate compactor or small vibratory roller should then be performed. We recommend a vibratory plate compactor (i.e. Supra Wacker, Model DPU 6055, Weight 472 kg, kW 96 or equivalent) be used to compact the site. Upon completion of the compaction, density tests shall be performed to confirm a minimum compaction compliance of 95 percent of modified proctor maximum density (ASTM D- 1557). Additional passes may be necessary if compliance compaction is not achieved. 3. Place fill material, as required to reach finish grade. The fill material shpgIti be inorganic (classified as SP, SW, GP, GW) containing not more.than.5 per €eet'(by . weight) organic materials. Fill materials with silt -size soil fitls•in eZccss of •. 10% should not be used, this includes cyclone sand maIgsEI: Place; fill in „ maximum 6 -inch lifts and compact each lift to a minimum density.of 95.percent :'® ": of the Modified Proctor maximum dry density (ASTM D -1551 'asmenfioned in • • item #2. If fill material is very dry, add moisture (do not ovtLndt) to:eath fill lift by spraying water before compaction begins. • .• . •. Perform compliance tests within the fill at a frequency of not :leSShan ;MP Test • per 2,500 square feet per lift in the building area, or a minimum of nest rocratipns per lift, whichever is greater. 5. The bottom of all footings shall be examined by the engineer /geologist or his representative to determine if the soil is vertically free of all organic and /or • • `Proposed One -Story Residential Addition 844 NE 98th Street Miami Shores, Dade County, Florida GFA Project No. 06 -1042 Geotechnical Recommendations November 7, 2006 Page 3 of 3 deleterious material, and if the compaction and soil pressures are achieved or if additional compaction is required. We recommend testing all footing cuts for compaction to a depth of 1 foot. 6. The contractor shall take into account the final contours and grades as established by the plan when executing his backfilling and compaction operations. 7 Use of vibratory compaction equipment at this site may disturb adjacent structures. We recommend that you monitor nearby structures before and during compaction operations. A representative from this office can monitor the vibration disturbance of adjacent structures. A proposal for this scope of work can be prepared upon your request. This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. This report does not reflect any variations, which may occur away from our borings. While the boring is representative of the subsurface conditions at their respective location and for their vertical reaches, local variations characteristic of the subsurface soils of the region are anticipated and may be encountered. The delineation between soil types shown on the soil log is approximate and the description represents our interpretation of the subsurface conditions at the designated boring locations on the particular date drilled. The methodology (ASTM D -1586) used in performing our boring and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials. In the event changes are made in the nature, design, or location of the proposed structure, the evaluation and opinions contained in this report shall not be considered valid, unless the changes are reviewed and conclusions modified or verified in writing b�C•GFA International. • • • • • • • • We appreciate the opportunity to be of service to you and if you havagay questigns or • • • • • • • • • comments, please don't hesitate to call our office. Respectfully Submitted, LM Engineering, Inc., d /b /a GFA INTERNATIONAL •••• •••• • •• • • • • • • ••.•• • • • • • 4 , ,...A • • • • 11/7/2005 i •• • ••• • • • Mohammed A. Hai, P.E. Wins •'r O. P7ozo Professional Engineer #59345 Geotechnical Department Manager State of Florida Corporate Office GF RECORD OF TEST BORING PROJECT/LOCATION: Longman Residence- One -story Addition BORING NO: B -1 PROJECT NO: 06 -1042 START: 10/30/06 FINISH: 10/30/06 WEATHER: Warm BORING LOCATION: SE corner of addition DRILLER: Mike & Jack DRILL: Simco/Tripod DRILL CONTRACTOR: GFA International ELEV.: N/A FFE /BOF: GROUNDWATER: 7.8 feet DATE CHECKED: 10/30/06 BORING METHOD: Standard Penetration Test (SPT) FLUID LOSS: N/A ELEV./ DEPTH SOIL SYMBOLS AND FIELD TEST DATA MAJOR SOIL COMPONENT OTHER COMPONENTS STANDARD PENETRATION TEST • ( %) DEPTH N 0 2.5 5 7.5 10/30/08 10 12.5 15 =MIME ' -- - °' ■ - - -- . MI .- .. -. - - 1 MIIMMIME ■ --- --N ■ - - - --I MMINNIMI ■ - ..- . . - . MMIMI ■-..- =MEMNON .. . MEN =• ■.. -. MEMINNIIIN ■-.. --� .- : . ■-..- . ...:. ■ EME=• MMEMMMI CM .. . -.. . ■-..- =MIME wee- Br.-X-Zi ■-..--� ...:. NIMMEMINII ■-..- . ■-..- • ■=MIME MAW MEM ■ -..- . MMIIMEMMI IMMEMENI - - -- =MMIMMIIN -...•■ 1 •• I ■-.. - -. -m : -. v-■ NMI SAND LIMESTONE Loose, grayish brown, fine grained, with fine root and some limestone, trace of shell fragments. Firm, with light grayish brown, fine grained sand, trace of shell fragments. Firm, with light grayish brown, fine grained sand, trace of shell fragments. Firm, with Tight grayish brown, fine grained sand, trace of shell fragments. Loose, with light grayish brown, fine grained sand, trace of shell fragments. Loose, with light gray, fine grained sand, trace of shell fragments. CURVE 10 30 50 95 9 100 2'-4' 16 100 4' -6' 15 100 6' -8' 19 100 8' -10' 10 • • • r • • • • •• • • • • • •••• • • •••• • • •• •• • i• • :100. 13' -15' • • • • . • • • • •• ••• • ••• •• • • ••• • • • • • • •••t •• • • • • • • ••• • •9• • ••• • • • • •• •000 •0 • • •• • Soil and rock samples recovered using ASTM D -1586 test procedures. GFA INTERNATIONAL 44.FRNATIO�0 PROJECT/LOCATION: Longman Residence- One -story Addition BORING NO: B -1 RECORD OF TEST BORING ELEV./ DEPTH SOIL SYMBOLS AND FIELD TEST DATA MAJOR SOIL COMPONENT OTHER COMPONENTS STANDARD PENETRATION TEST • ( %) DEPTH N 17.5 20 22.5 25 27.5 30 32.5 35 37.5 4 4 4 3 3 4 4 5 Loose, with Tight gray, fine grained sand, trace of shell fragments. CURVE 10 30 50 100 18' -20' 8 100 23' -25' 8 • • • • • • • • •• • • • • ••• r • • • •• •••• • • • • • •• •• • • • • • • • • • r • • • • •• • •• ••• • ••• •• •• • • ••• • • • •• • •••• • • • ••1• • •• • • • •• •• ••• • • ••• •••• •• ••• • • • • • •• •• •• • • •••• • GFA INTERNATIONAL RECORD OF TEST BORING PROJECT /LOCATION: Longman Residence- One -story Addition PROJECT NO: 06 -1042 START: 10/30/06 FINISH: 10/30/06 BORING LOCATION: NW corner of addition BORING NO: B -2 WEATHER: Warm DRILLER: Mike & Jack DRILL: Simco/Tripod DRILL CONTRACTOR: GFA International ELEV.: N/A FFE /BOF: GROUNDWATER: 8.0 feet DATE CHECKED: 10/30/06 BORING METHOD: Standard Penetration Test (SPT) FLUID LOSS: N/A ELEV./ DEPTH —0 SOIL SYMBOLS AND FIELD TEST DATA MAJOR SOIL COMPONENT OTHER COMPONENTS REC. ( %) STANDARD PENETRATION TEST DEPTH N — 2.5 —5 —7.5 10/30/06 —10 —12.5 —15 ._..__I • •.. -. ._..__I _..-_■ • -- . . EMMEIMIIMI ...:• ■_.-_a ._o__i =• MIME MMIEMMI - ..__� M°• M= _.. -_■ -.- -. ■_..__I 0• • :• ._..__, • ..__, - -• .-__, _.. -_■ _..■_■ MENIMMMMI ._.-__, - ..__, ■_..MN - ..__I -• . =MEM • ..__� _..._■ • - -- --� •.. . 1 -I IMI MINEMMNII ..__� =MERE =MN ._..__, ---- -• ._..__, 1 •• i --__■ ._ -.__, =MEMO • - --O IIMENIMMMI ECM 2 1 1 8 9 8 7 8 8 7 6 5 6 5 5 Very loose, grayish brown to gray, fine grained, with some fine root. Very loose, gray to light grayish brown, fine grained. SAND Very loose, Tight grayish brown to light brown, fine grained, with limestone fragments. Firm, with light brown, fine grained sand. Firm, with light grayish brown, fine grained sand, trace of shell fragments. Firm, with Tight grayish brown, fine grained sand, trace of shell fragments. LIMESTONE 95 100 100 100 100 • • • •• •••• • •••• ••• • ••• 0' -2' 2'-4' 4' -6' 8' -10' • • • • • • • • • • • CURVE 10 30 50 nescies MINIM IMMO Soil and rock samples recovered using ASTM D -1586 test procedures. GFA INTERNATIONAL 44FA „NAikok,o, RECORD OF TEST BORING PROJECT/LOCATION: Longman Residence- One -story Addition BORING NO: B -2 ELEV./ DEPTH SOL SYMBOLS AND FIELD TEST DATA MAJOR SOIL COMPONENT OTHER COMPONENTS STANDARD PENETRATION TEST ( %) DEPTH N -17.5 - 20 -22.5 - 25 -27.5 - 30 - 32.5 - 35 - 37.5 MEMMIIME ..-. -..i% .....� .•....1 maw ram a IMMEMINI �••�; ■.--..� .... MIE=N MEMMEMII MIMMIN=11 ■ -- - - -. .- .� MMENIIMI Ira .. .. -. 1••! =MIMI :• Loose, with Tight gray, fine grained sand, trace of shell fragments. Loose, with Tight gray, fine grained sand, trace of shell fragments. CURVE 10 30 50 100 18' -20' 9 100 23' -25' 8 • • • 1 • • • • •• • • • •••111141 • • •••••• •••• • • • •• •••• • ••••■t• • • • • •• •1 • •••• 1• • • • • • • • • • • • • • •• • •• ••• 1 ••• •• • • •• • • •••1 • ••1• 1 • • • •••• • •• • • ••• •• • • •• •• •• ••• ••• • • • • •• •• ••• • • ••• ••i,• •• •• 1• •• • • •••• • GFA INTERNATIONAL Symbol Description Strata symbols SAND Limestone Misc. Symbols Water table at boring completion Boring continues Soil Samplers r Notes: KEY TO SYMBOLS Standard penetration test . Exploratory borings were drilled on 10/30/06 using a •••• • • • • • •••• • • • • • •• • • •• • • • • • • • • • •••• • • • • • •••• • • •• ••••• 4 -inch diameter continuous flight power auger. • • • •• •. •••• • • • . No free water was encountered at the time of drilling dr• •••• • • • • •••• • • when re- checked the following day. • • • •• • ••• • • • • • . Boring locations were taped from existing features and elevations extrapolated from the final design schematic plan. . These logs are subject to the limitations, conclusions, and recommendations in this report. . Results of tests conducted on samples recovered are reported on the logs. FORM 600A -2004R Ener_ FLORIDA ENERGY EFFICIENCY CO FOR BUILDING CONSTRUCTIO • Project Name: Address: City, State: Owner: Climate Zone: Florida Department of Community Affairs Residential Whole Building Performance Method A yGau e®4.5 OCT 1 2 2001 B Y: ' Longman Residence 844 N.E. 96th.St. Miami shores village, Fl Mr. & Mrs. Longman South Builder: Permitting Office: Miami Shore Village Permit Number. 677-ii& Jurisdiction Number: 23260 • 1. New construction or existing 2. Single family or multi - family 3. Number of units, if multi - family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass type 1 and area: (Label regd. a. U- factor: (or Single or Double DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Interior b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Addition Single family 1 3 No 1580 ft2 by 13- 104.4.5 if not default) Description Area 7a(Sngle Default) 278.5 ft2 7b. (Clear) 278.5 ft2 _ RA.0, 113.0(p) ft R=4.1, 1937.5 ft2 _ R=30.0, 1001.0 112 Sup. R=6.0, 72.0 ft Sup. R=6.0, 88.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Strip b. Electric Strip c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) Cap: 23.5 kBtu/hr _ SEER: 14.00 _ Cap: 32.8 kBtu/hr SEER: 14.00 Cap: 27.7 kBtu/hr _ COP: 1.00 Cap: 27.7 kBtu/hr COP: 1.00 Cap: 85.0 gallons _ EF: 0.93 MZ -C, PT, Glass /Floor Area: 0.18 Total as -built points: 21774 Total base points: 22280 PASS 1 hereby certify that the plans and specifications covered by this calculation are in compliance nergy Code. PREPARED BY: { DATE: - ) I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2: 4. EnergyGauge® (Version: FLRCSB v4.5) FORM 600A -2004R EnergyGauge® 4.5 SUMMER CALCULATIONS • Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type /SC Overhang Omt Len Hgt Area X SPM X SOF = Points .18 1580.0 30.53 8683.0 1.Single, Clear N 0.0 0.0 10.0 36.46 1.00 364.0 2.Singie, Clear N 0.0 0.0 12.0 36.46 1.00 437.0 3.Single, Clear N 1.3 7.0 20.0 36.46 0.97 704.0 4.Single, Clear N 1.3 4.0 8.0 36.46 0.90 263.0 5.Single, Clear E 0.0 0.0 20.0 78.71 1.00 1574.0 6.Single, Clear E 0.0 0.0 4.0 78.71 1.00 314.0 7.Single, Clear E 1.3 4.0 4.0 78.71 0.86 269.0 8.Single, Clear S 0.0 0.0 16.0 66.93 1.00 1070.0 9.Single, Clear S 1.3 8.5 13.0 66.93 0.96 838.0 10.Single, Clear S 1.3 7.0 30.0 66.93 0.93 1875.0 11.Singie, Clear W 0.0 0.0 10.0 70.53 1.00 705.0 12.Single, Clear W 4.0 9.5 19.5 70.53 0.80 1099.0 13.Single, Clear W 6.0 9.5 39.0 70.53 0.68 1872.0 14.Single, Clear SW 6.0 10.0 45.0 73.41 0.65 2141.0 15.Singie, Clear W 6.0 9.5 28.0 70.53 0.68 1344.0 As -Built Total: 278.5 14869.0 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.1 1937.5 2.32 4485.3 Exterior 1937.5 2.70 5231.3 Base Total: 1937.5 5231.3 As -Built Total: 1937.5 4485.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 20.0 2.60 52.0 1.Adjacent Wood 20.0 3.80 76.0 Exterior 0.0 0.00 0.0 Base Total: 20.0 52.0 As -Built Total: 20.0 76.01 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 1001.0 2.80 2802.8 1. Under Attic 30.0 1001.0 2.77 X 1.00 2772.8 Base Total: 1001.0 2802.8 As -Built Total: 1001.0 2772.8 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 113.0(p) -20.0 - 2260.0 1. Slab -On -Grade Edge Insulation 0.0 113.0(p -20.00 - 2260.0 Raised 0.0 0.00 0.0 Base Total: - 2260.0 As -Built Total: 113.0 - 2260.0 EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 FORM 600A -2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: BASE AS -BUILT ' INFILTRATION Area X BSPM = Points Area X SPM = Points , 1580.0 18.79 29688.2 1580.0 18.79 29688.2 Summer Base Points: 44197.2 Summer As -Built Points: 49631.3 Total Summer X System = Points Multiplier Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Cooling Points 44197.2 0.3250 14364.1 (sys 1: Central Unit 23450btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 49631 0.42 (1.07 x 1.165 x 0.85) 0.244 0.902 (sys 2: Central Unit 32750btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 49631 0.58 (1.07 x 1.165 x 0.85) 0.244 0.902 49631.3 1.00 1.069 0.244 0.902 4865.5 6795.1 11660.6 EnergyGauge m DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 FORM 600A -2004R EnergyGauge® 4.5 WINTER CALCULATIONS • Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Type /SC Overhang Ornt Len Hgt Area X WPM X WOF = Point .18 1580.0 3.60 1024.0 1.Single, Clear N 0.0 0.0 10.0 6.03 1.00 60.0 2.Single, Clear N 0.0 0.0 12.0 6.03 1.00 72.0 3.Single, Clear N 1.3 7.0 20.0 6.03 0.99 120.0 4.Single, Clear N 1.3 4.0 8.0 6.03 0.99 47.0 5.Single, Clear E 0.0 0.0 20.0 4.77 1.00 95.0 6.Single, Clear E 0.0 0.0 4.0 4.77 1.00 19.0 7.Single, Clear E 1.3 4.0 4.0 4.77 1.03 19.0 8.Single, Clear S 0.0 0.0 16.0 4.49 1.00 71.0 9.Single, Clear S 1.3 8.5 13.0 4.49 1.00 58.0 10.Single, Clear S 1.3 7.0 30.0 4.49 1.00 135.0 11.Single, Clear W 0.0 0.0 10.0 5.49 1.00 54.0 12.Single, Clear W 4.0 9.5 19.5 5.49 1.00 107.0 13.Single, Clear W 6.0 9.5 39.0 5.49 1.01 217.0 14.Single, Clear SW 6.0 10.0 45.0 5.06 1.06 241.0 15.Singie, Clear W 6.0 9.5 28.0 5.49 1.01 155.0 As -Built Total: 278.5 1470.0 J WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.1 1937.5 1.03 2005.3 Exterior 1937.5 0.60 1162.5 Base Total: 1937.5 1162.5 As -Built Total: 1937.5 2005.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 20.0 1.30 26.0 1.Adjacent Wood 20.0 1.90 38.0 Exterior 0.0 0.00 0.0 Base Total: 20.0 26.0 As -Built Total: 20.0 38.0 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 1001.0 0.10 100.1 1. Under Attic 30.0 1001.0 0.10 X 1.00 100.1 Base Total: 1001.0 100.1 As -Built Total: 1001.0 100.1 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 113.0(p) -2.1 -237.3 1. Slab -On -Grade Edge Insulation 0.0 113.0(p -2.10 -237.3 Raised 0.0 0.00 0.0 Base Total: -237.3 As -Built Total: 113.0 -237.3 EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 i FORM 600A -2004R EnergyGauge® 4.5 WINTER CALCULATIONS • Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, F1, PERMIT #: EnergyGaugeim DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 1580.0 -0.06 -94.8 1580.0 -0.06 -94.8 Winter Base Points: 1980.5 Winter As -Built Points: 3281.3 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) 1980.5 0.5540 1097.2 (sys 1: Electric Strip 27700 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 3281.3 0.500 (1.099 x 1.137 x 0.86)1.000 0.950 1683.7 (sys 2: Electric Strip 27700 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 3281.3 0.500 (1.099 x 1.137 x 0.86)1.000 0.950 1683.7 3281.3 1.00 1.080 1.000 0.950 3367.4 EnergyGaugeim DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 ., FORM 600A -2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: PASS EnergyGaugeTM" DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 3 2273.00 AS -BUILT 6819.0 85.0 0.93 As -Built Total: 3 1.00 2248.56 1.00 6745.7 6745.7 PASS EnergyGaugeTM" DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 14364 f 1097 6819 22280 11661 3367 6746 21774 PASS EnergyGaugeTM" DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 FORM 600A -2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHEC COMPONENTS SECTION REQUIREMENTS REQUIREMENTS FOR EACH PRACTICE Maximum:.3 cfm /sq.ft. window area; .5 cfm/sq.ft. door area. CHECK Exterior Windows & Doors 606.1.ABC.1.1 Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors -- 606.1.ABC.1.2.2 606.1.ABC.1.2.3 Penetrations /openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Between walls & ceilings; penetrations of ceiling plane of top floor around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. 612.1 Ceilings Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Air barrier on . - rimeter of floor cavity between floors. Multi -story Houses 606.1.ABC.1.2.5 Additional Infiltration reqts 606.1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. _ Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Shower heads 612.1 Air Distribution Systems 610.1 __. All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. Separate readily accessible manual or automatic thermostat for each system. Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. HVAC Controls 607.1 Insulation 604.1, 602.1 EnergyGaugeTM DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 • • Summary Energy Code Results Residential Whole Building Performance Method A Mr. & Mrs. Longman 844 N.E. 96th.St. Miami shores village, Fl Project Title: Longman Residence Class 3 Rating Registration No. 0 Climate: South 4/27/2007 PASS e- Ratio: 0.98 EnergyGaugee(Version: FLRCSB v4.5) Building Loads Base As -Built Summer: Winter: Hot Water: Total: 44197 points 1981 points 6273 points 52451 points Summer: Winter: Hot Water: Total: 49631 points 3281 points 6273 points 59186 points PASS e- Ratio: 0.98 EnergyGaugee(Version: FLRCSB v4.5) Energy Use Base As -Built Cooling: Heating: Hot Water: Total: 14364 points 1097 points 6819 points 22280 points Cooling: Heating: Hot Water: Total: 11661 points 3367 points 6746 points 21774 points PASS e- Ratio: 0.98 EnergyGaugee(Version: FLRCSB v4.5) ENERGY PERFORMANCE LEVEL (EPL) • DISPLAY CARD • ESTIMATED ENERGY PERFORMANCE SCORE* = 87.2 The higher the score, the more efficient the home. Mr. & Mrs. Longman, 844 N.E. 96th.St., Miami shores village, FI, 1. New construction or existing 2. Single family or multi - family 3. Number of units, if multi - family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass type' and area: (Label regd. a. U- factor: (or Single or Double DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. b. Sup: Unc. Ret: Unc. Addition 12. Cooling systems Single family _ a. Central Unit 1 3 b. Central Unit No 1580 ft2 c. N/A by 13- 104.4.5 if not default) Description Area 7a(Sngle Default) 278.5 ft2 7b. (Clear) 278.5 ft2 _ R:).0, 113.0(p) ft _ R=4.1, 1937.5 ft2 _ 13. Heating systems a. Electric Strip b. Electric Strip c. N/A 14. Hot water systems a. Electric Resistance Cap: 85.0 gallons - EF: 0.93 Cap: 23.5 kBtu/hr SEER: 14.00 _ Cap: 32.8 kBtu/hr _ SEER: 14.00 Cap: 27.7 kBtu/hr - COP: 1.00 Cap: 27.7 kBtu/hr - COP: 1.00 b. N/A c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) R =30.0, 1001.0 ft2 - 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, AH(Sealed):Interior Sup. R=6.0, 72.0 ft _ MZ- C- Multizone cooling, AH(Sealed):Interior Sup. R=6.0, 88.0 ft _ MZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStarm'designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. ®Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. ucf, edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. $nergyGauge® (Version: FLRCSB v4.5) MZ -C, PT, Longman Addition HVAC Load Calculations for Mr. & Mrs. Longman 844 N.E. 96th. Street Miami Shores Village, Florida RHVACHVAC LOADS PERMF #: R�_1 Miami Shores Village APPROVED BY DATE ZONING DEPT BLDG DEPT W.71111ION SUBJECT TO COMPLIAN WITH ALL EDERAL STATE AND COUNTY RULES AND REGULATIONS 1MCMEWM !t SEP 1 9 ZOO/ BY: __Ia�� •••• • • • • •••• • • • • • •• • • •• • • • • • •••• • • •••• • • Prep& &813y: • • •• •• • • • • • • •• • • • •••• • • •••• • • • •••• • • • ••••0• • • • • • • • • • C: \Elite\Rhvacw \Projects\Longman Res'.rhv Friday, April 27, 2007, 9:10 AM C.i'1 / , ,,yY I y. '0440: - - � ... „ s+., �c3 •, r .,w, }.} ,:t:,r�S .. .. �t 18Y,h,Yt✓:M 5F �.4 .,I.n .� n :, ,.�,�HF..i> ?.�s aGr �4!'d ��° +��'1 'lryt� Project Report Y Project Filename: C:\Elite \Rhvacw\Projects \Longman Res'.rhv Project Title: Longman Addition Designed By: R.W. Taylor Project Date: Thursday, April 26, 2007 Client Name: Mr. & Mrs. Longman Client Address: 844 N.E. 96th. Street Client City: Miami Shores Village, Florida 9 Mr. a�+ A A• Y:,' 4-, �°4.�/44. i ... �tkv i. ➢� �.Y ea 'i N u ..s k o Reference City: Miami Shores Village, Florida Daily Temperature Range: Low Latitude: 25 Degrees Elevation: 7 ft. Altitude Factor: 1.000 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Dry Bulb Difference Winter: 47 0 0 72 0 Summer: 90 77 50 75 55 $W A( t x,mM1e�'$`�.,�y�1h3� ,; s"£ n• _� .. :.� "x �xpa; "� V, c ,t `P try,..,*•a�{. ;/l` ' Y."� v Total Building Supply CFM: 2,050 CFM Per Square ft.: 2.595 Square ft. of Room Area: 1,580 Square ft. Per Ton: 327 Volume (ft3) of Cond. Space: 15,800 Air Tumover Rate (per hour): 15.6 : $ Q ,,, g 7 ,. � i.1W.,Y ID .{' ,'a nY �" P i +J�' +'' ef9Rnit��r�� ... ' "£e�`%N :',! ..! %� `:?''� o.: l ,b ..i .VL.:H_ k , '4 Total Heating Required With Outside Air: 34,770 Btuh 34.770 MBH Total Sensible Gain: 43,485 Btuh 81 % Total Latent Gain: 10,003 Btuh 19 % Total Cooling Required With Outside Air: 53,488 Btuh 4.46 Tons (Based On Sensible + Latent) 4.83 Tons (Based On 75% Sensible Capacity) ,�yh ` y 4.ns t l^3F �i t 9l! y}4.�4 i y $ Y' * FYi 4 H i 9 .wry 3'/ f'` 1, MnNQ- {�11`.'.:',U`t � n�� i✓�k �'e�M+4 �i 'l§ �' ;yM1�i�.. '' a..l"�. ��r � 3 ~�� NYOIb�C'� ��PA� ' z, 1I ,d . »u. • • • Calculations are based on 8th edition of ACCA Manual J. • All computed results are estimates as building use and weather may vary. "" • Be sure to select a unit that meets both sensible and latent loads. • " • • • • •. • • • •••• • • • ■ 0000 • • • • • •••• • 40 4 • O. • • • • • •• •• ••.• • • • • • • • • • •••• • • • • • •••• • • • • •• • 0041 • • L_. C: \Elite\Rhvacw \Projects\Longman Res'.rhv Friday, April 27, 2007, 9:10 AM •.. . Mi±'i� 1...y.w °( - l 1 Y :- 1 1 M1 ih P J "F {'d, C -i1 ( t A _ E � ? .Ff . °d n h 'k 1 a 7 r :,� l 'Z� � ; l � t.�r,. rS'ki ��ti��P ` ,i;y� P �, et iy nt -. 4 X Miscellaneous Report Winter: Summer: Winter: Summer: 47 90 0 30 77 50 72 -3.22 75 54.55 47 90 0 77 30 50 72 75 -3.22 54.55 Calculate: Use Schedule: Roughness Factor: Pressure Drop: Minimum Velocity: Maximum Velocity: Minimum Height: Maximum Height: Main Trunk Yes Yes 0.00300 0.1000 in.wg. /100 ft. 650 ft. /min 900 ft. /min 0 in. 0 in. Runouts Yes Yes 0.01000 0.1000 in.wg. /100 ft. 450 ft. /min 750 ft. /min 0 in. 0 in. Infiltration: Winter 1.050 AC /hr Volume of Conditioned Space: X 15800 Cu.ft. 16,590 Cu.ft. /hr X 0.0167 277 CFM Total Building Ventilation: 91 CFM — System 1--- Infiltration & Ventilation Sensible Gain Multiplier: Infiltration & Ventilation Latent Gain Multiplier: Infiltration & Ventilation Sensible Loss Multiplier: — System 2— Infiltration & Ventilation Sensible Gain Multiplier: Infiltration & Ventilation Latent Gain Multiplier: Infiltration & Ventilation Sensible Loss Multiplier: Total Building Infiltration: Summer 0.550 AC /hr X 15800 Cu.ft. 8,690 Cu.ft. /hr X 0.0167 145 CFM 91 CFM 16.50 = (1.10X 1.000X 15. 37.08 = (0.68 X 1.000 X 54 27.49 = (1.10 X 1.000 X 25 16.50 = (1.10X 1.000X 15 37.08 = (0.68 X 1.000 X 54 27.49 = (1.10 X 1.000 X 25 00 Summer Temp. Difference) .55 Grains Difference) .00 Winter Temp. Difference) .00 Summer Temp. Difference) .55 Grains Difference) .00 Winter Temp. Difference) • • • • • •• • •••• • • •••• • •• • • • •••• • •••• • • • • •••• • • •• • • • •••• • • • •• •• • • • • • • • • • • •• • •••• • • •••• ••• • • •• • • • • •• • • • • C: \Elite \RhvacwlProjects\Longman Res'.rhv Friday, April 27, 2007, 9:10 AM • C:\Elite\Rhvacw\Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM � .1 � h81h 1 I F $ tb t ., t •bq'n�:. ,iW 1 i� 7�1X I ��l n��J�Y�FRl.'i i!F U�iB , �t d rr a ! p .4. � .'I 'n.Y. �2 �Fx,\ v:d'.��7S. r. S��Y K.2 �el nei �) .1 v. '{' Total Building Summary Loads ' 1, , J1 L(L TO �M+i( Ali y t 4, a. ,.. V,I2'7i 5 ! Ak J .Y J" S? 6 / ...'q1 :t '3E !.! w - �y#��r� � �'s!>�� s� a� tics'` 1rY� �'/+ '4 ,��qs a �S„ a� 'g�� 1# �§', "`�� r �n V w . S, Clear Glass: Glazing -Clear Glass 278.5 7,241 0 19,653 19,653 Glass Block: Glazing -Glass Block 24 762 0 1,515 1,515 R-4.1 Insulation: Wall - Block, , R-4,1 Insulation, block wall, 1937.5 11,773 0 14,360 14,360 5/8" gypsum board interior 16E -30: Roof /Ceiling -Under attic or knee wall, Vented 1001 801 0 929 929 Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R -30 insulation 22A -pl: Floor -Slab on grade, No edge insulation, no 113 2,793 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 23,370 0 36,457 36,457 People: 4 800 920 1,720 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 1,296 456 2,218 2,674 Infiltration: Winter CFM: 277, Summer CFM: 145 7,602 5,372 2,389 7,761 Ventilation: Winter CFM: 91, Summer CFM: 91 2,502 3,375 1,501 4,876 Total Building Load Totals: 34,770 10,003 43,485 53,488 fdL.. 4J �d F A F \ e Ii 5 .. «Tt .. d ..,.., 4,4 1_. Total Building Supply CFM: 2,050 CFM Per Square ft.: 2.595 Square ft. of Room Area: 1,580 Square ft. Per Ton: 327 Volume (ft3) of Cond. Space: 15,800 Air Turnover Rate (per hour): 15.6 Tot. 4 M a� -., tr�"s, �.Y ti _ yH �n x' ra'.a:.�:�i i ,�„Mi.3i '^4r�,� fi 5 Total Heating Required With Outside Air: 34,770 Btuh 34.770 MBH Total Sensible Gain: 43,485 Btuh 81 % Total Latent Gain: 10,003 Btuh 19 % Total Cooling Required With Outside Air: 53,488 Btuh 4.46 Tons (Based On Sensible + Latent) 4.83 Tons (Based On 75% Sensible Capacity) U ;.. ` 4F;" n`a ,'�, � �'" �� A- �.�fi , s . a Calculations are based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. •••• • • • • • •••• • • • • .• • • • •• • • • •••• • • • •••• •••• • • • • • ••••• •••• • • • • :,:":".• •••• • • • • •••• •••• • • • • •••• • • •••• • • • •• • • ••• • • C:\Elite\Rhvacw\Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM System 1 Zone #1,1st Fr Summary Loads (Average Method) Clear Glass: Glazing -Clear Glass R-4.1 Insulation: Wall- Block, , R-4,1 Insulation, block wall, 5/8" gypsum board interior 16E -30: Roof /Ceiling -Under attic or knee wall, Vented Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R -30 insulation 22A -pl: Floor -Slab on grade, No edge insulation, no insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: People: Equipment: Lighting: Ductwork: Infiltration: Winter CFM: 140, Summer CFM: 73 Ventilation: Winter CFM: 46, Summer CFM: 46 System 1 Zone #1,1 st FI' Load Totals: Supply CFM: Square ft. of Room Area: Volume (ft3) of Cond. Space: 143.5 3,731 0 11,439 11,439 976.5 5,934 0 7,237 7,237 221 177 0 205 205 113 2,793 0 0 12,635 0 18,881 18,881 2 400 460 860 0 0 0 0 0 0 693 231 1,150 1,381 3,849 2,720 1,210 3,930 1,265 1,706 759 2,465 18,442 5,057 22,460 27,517 Total Heating Required With Outside Air: Total Sensible Gain: Total Latent Gain: Total Cooling Required With Outside Air: 1,050 CFM Per Square ft.: 800 Square ft. Per Ton: 8,000 Air Tumover Rate (per hour): 1.313 321 7.9 18,442 Btuh 22,460 Btuh 5,057 Btuh 27,517 Btuh Calculations are based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. 18.442 MBH 82 % 18 % 2.29 Tons (Based On Sensible + Latent) 2.50 Tons (Based On 75% Sensible Capacity) • • • • • •• • • • • • • •• •• • • • • • • • • • • •• • •.. • • •••• • •• • • • •••• • • • • • •• • • • • •••• • • ••• • C: \Elite \Rhvacw\Projects \Longman Res'.rhv • • •••• • • • •••• • • • •••• • • •••• •••• • • •••• • • •••• • Friday, April 27, 2007, 9:10 AM • • • C :1EIite\Rhvacw•Projects1Longman Res'.rhv Friday, April 27, 2007, 9:10 AM Y r.. . :l , E � ! f:! r 4>�` 1 • 'f V w tx S lk �Ut ' 4c System 2 Zone #2, 2nd FI' Summary Loads (Average Method) Q S i1 N ( tiSP {3kC "A'� $ ,ynrr, bYYb N).N�:- 3 > . �. 6 d ,d pCU a{ T S d' tf 4'� ,- (,.i, } i D v . 1 ��Ph�i Ti: +t �, `ti - d 715 " /ti �G ),,:S ; 0g �- i. �n � ,y A°�+t t, "1>"f _ 1 1 C bf ' ��,1 '; �� iPi C `. ` ' 4i "dit 1. ,. '. i �� - . � � t. k 1`A '� .�i%�t. ' .4eex Clear Glass: Glazing -Clear Glass 135 3,510 0 8,214 8,214 Glass Block: Glazing -Mass Block 24 762 0 1,515 1,515 R-4.1 Insulation: Wall - Block, , R-4,1 Insulation, block wall, 961 5,839 0 7,123 7,123 5/8" gypsum board interior 16E -30: Roof /Ceiling -Under attic or knee wall, Vented 780 624 0 724 724 Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R -30 insulation Subtotals for structure: 10,735 0 17,576 17,576 People: 2 400 460 860 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 603 225 1 ,068 1,293 Infiltration: Winter CFM: 137, Summer CFM: 72 3,753 2,652 1,179 3,831 Ventilation: Winter CFM: 45, Summer CFM: 45 1,237 1,669 742 2,411 System 2 Zone #2, 2nd FI' Load Totals: 16,328 4,946 21,025 25,971 P� 9 'a ' `'4ea, ��.,y;'"• . . +.$'!'"@S3Y`';'' ` t € , ? , ti' �1 Cr t v `� c'"�,$cd`, �$at,., ,...'e.•.}i" Supply CFM: 1,000 CFM Per Square ft.: 1.282 Square ft. of Room Area: 780 Square ft. Per Ton: 334 Volume (ft3) of Cond. Space: 7,800 Air Tumover Rate (per hour): 7.7 isf1 4r; kS#4" X�_+'�`v '�� e"' .,l r�, „t� 'xxas. Total Heating Required With Outside Air: 16,328 Btuh 16.328 MBH Total Sensible Gain: 21,025 Btuh 81 % Total Latent Gain: 4,946 Btuh 19 % Total Cooling Required With Outside Air: 25,971 Btuh 2.16 Tons (Based On Sensible + Latent) 2.34 Tons (Based On 75% Sensible Capacity) •�x'}r3 . v. i•'�i'y: a•.a .” Y i 4., - zih wa t� J -fr. dJ $ Ltd �a wt4` �, °,;aa Y,.,�i u a•,slk'a. , - Calculations are based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. • •• • • •••• • • • • • •• • • • ••• • • • • • •••• • • • •••• • • • • • • •• • • • • - •• •• •••• • • • • • • • • • •••• • - • • • •••• • • • • ••• • • C :1EIite\Rhvacw•Projects1Longman Res'.rhv Friday, April 27, 2007, 9:10 AM I Detailed Room Loads - Room 1- Stairs Hall/CI' (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 221.0 ft. 1.0 ft. 221.0 sq.ft. 10.0 ft. 2,210.0 cu.ft. 3 109 CFM 6 in. 556 ft. /min. 0.100 in.wg. /100 ft. 0.198 in.wg. /100 ft. Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 1 1 328 CFM 8.9 AC/hr 0 CFM 13 CFM 4 % 14 CFM 4 % 39 CFM 20 CFM 9 N -Wall-R-4.1 Insulation 13 X 10 W - Wall -R-4.1 Insulation 14 X 10 E - Wall -R-4.1 Insulation 4 X 10 N -GIs -Clear Glass shgc -0.9 100 %S W -GIs -Clear Glass shgc -0.9 0 %S W - GIs -Clear Glass shgc -0.9 4 %S E - GIs -Clear Glass shgc -0.9 0 %S UP- Ceil- 16E -30 221 X 1 Floor- 22A -pI 31 ft..Per. Subtotals for Structure: Infil.: Win.: 38.8, Sum.: 20.3 Ductwork: Room Totals: L 120 0.243 6.1 729 7.4 0 889 110.5 0.243 6.1 671 7.4 0 819 34 0.243 6.1 207 7.4 0 252 10 1.040 26.0 260 34.7 0 347 10 1.040 26.0 260 102.3 0 1,023 19.5 1.040 26.0 507 99.0 0 1,930 6 1.040 26.0 156 102.3 0 614 221 0.032 0.8 177 0.9 0 205 31 0.989 24.7 766 0.0 0 0 3,733 0 6,079 310 3.435 1,065 1.081 753 335 0.042 202 0.056 64 359 5,000 817 6,773 • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • ••. • • •••• •• • • • ••. • • • • • • •• • • • •••• • •••• • • •••• ••• • • • • • •� • • • • ••••r • • ••••I•••• • • •••• • • • •••• • • • C :\Elite\Rhvacw \Projects\Longman Res'.rhv Friday, April 27, 2007, 9:10 AM Detailed Room Loads - Room 2 - B /Rm #1 /CI' (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 232.0 ft. 1.0 ft. 232.0 sq.ft. 10.0 ft. 2,320.0 cu.ft. 4 86 CFM 5 in. 631 ft. /min. 0.100 in.wg. /100 ft. 0.327 in.wg. /100 ft. Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 1 1 1 344 CFM 8.9 AC /hr 0 CFM 13 CFM 4 % 15 CFM 4 % 37 CFM 19 CFM S - Wall -R-4.1 Insulation 12.5 X 10 W - Wall -R-4.1 Insulation 17 X 10 S - GIs -Clear Glass shgc -0.9 0 %S W - GIs -Clear Glass shgc -0.9 4 %S Floor- 22A -pl 30 ft.. Per. Subtotals for Structure: Infil.: Win.: 36.9, Sum.: 19.3 Ductwork: People: 200 lat/per, 230 sen /per: Room Totals: 109 0.243 6.1 662 7.4 131 0.243 6.1 796 7.4 16 1.040 26.0 416 34.5 39 1.040 26.0 1,014 98.9 30 0.989 24.7 742 0.0 3,630 295 3.437 1,014 1.081 0.042 195 0.056 1 4,839 • • • • • •• • • • • •• •• • • •• •• • • •• • • • • • •• • 0 808 0 971 0 552 0 3,859 0 0 0 6,190 716 319 67 377 200 230 983 7,116 •••• • • •••• • •• • • • • • • • • •• • • • •••• • •••• • • ••• • • • •• • •• • • • • • •• • C: \Elite \Rhvacw\Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM Detailed Room Loads - Room 3 - B/Rm #2/C? (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 182.0 ft. 1.0 ft. 182.0 sq.ft. 10.0 ft. 1,820.0 cu.ft. 2 84 CFM 5 in. 613 ft. /min. 0.100 in.wg. /100 ft. 0.309 in.wg. /100 ft. Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter InfII.: Actual Summer Infil.: 1 1 1 167 CFM 5.5 AC/hr 0 CFM 6 CFM 3 % 7 CFM 4 % 17 CFM 9 CFM E - Wall-R-4.1 Insulation 13.5 X 10 E - GIs -Clear Glass shgc -0.9 0 %S Floor- 22A -pl 14 ft..Per. Subtotals for Structure: Infil.: Win.: 16.9, Sum.: 8.8 Ductwork: People: 200 lat/per, 230 sen /per: Room Totals: 115 20 14 135 C: \Elite \Rhvacw\Projects\Longman Res'.rhv 1 0.243 1.040 0.989 6.1 699 7.4 26.0 520 102.3 24.7 346 0.0 1,565 3.437 464 1.081 0.042 85 0.056 2,114 • • • • • •• • • • • •••• • • •• •• • • • • • • • • • • •• • 0 852 0 2,046 0 0 0 2,898 328 146 53 183 200 230 581 3,457 ••• • • •••• • •• • • • •••• • • • • • •• • • • •••• • •••• ••• • • • •• • • • • • • • • • • Friday, April 27, 2007, 9:10 AM „.„. +v': - TM1tili l' Detailed Room Loads - Room 4 - Laundry Rm' (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: N -Wall-R-4.1 Insulation 8 X 10 E - Wall-R-4.1 Insulation 6 X 10 N -Gis -Clear Glass shgc -0.9 100 %S Floor- 22A -pI 14 ft..Per. Subtotals for Structure: Infil.: Win.: 17.5, Sum.: 9.2 Ductwork: Room Totals: Htg. & clg. 48.0 ft. 1.0 ft. 48.0 sq.ft. 10.0 ft. 480.0 cu.ft. 1 69 CFM 5 in. 507 ft. /min. 0.100 in.wg. /100 ft. 0.212 in.wg. /100 ft. 74 0.243 60 0.243 6 1.040 14 0.989 Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 6.1 450 7.4 6.1 365 7.4 26.0 156 34.7 24.7 346 0.0 1,317 140 3.436 481 1.079 0.042 76 0.056 1,874 • • • • • •• • • • • • •••• • • •• •• • • • • • • • • • • •• • 1 1 1 69 CFM 8.6 AC /hr 0 CFM 5 CFM 7 % 3 CFM 4 % 18 CFM 9 CFM 0 548 0 445 Q 208 0 0 0 1,201 340 151 14 76 354 1,428 • • • •••• • • •• • •••• • • • • • •• • • • • • • ••• • • • •• • • •.•.i•••• • • ••••*• • •••• • C: \Elite \Rhvacw \Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM • • • Detailed Room Loads - Room 5 - Bath 1 (Average Method, Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: E -Wall-R-4.1 Insulation 6.5 X 10 S - Wall -R-4.1 Insulation 17.5 X 10 E -GIs -Clear Glass shgc -0.9 0 %S S -GIs -Clear Glass shgc -0.9 100 %S Floor- 22A -pI 24 ft.. Per. Subtotals for Structure: Infil.: Win.: 30.0, Sum.: 15.7 Ductwork: Room Totals: Htg. & clg. 117.0 ft. 1.0 ft. 1 17.0 sq.ft. 10.0 ft. 1,170.0 cu.ft. 2 71 CFM 5 in. 519 ft. /min. 0.100 in.wg. /100 ft. 0.223 in.wg. /100 ft. Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 1 1 1 142 CFM 7.3 AC /hr 0 CFM 9 CFM 6 % 6 CFM 4 % 30 CFM 16 CFM 61 0.243 6.1 371 7.4 162 0.243 6.1 984 7.4 4 1.040 26.0 104 102.3 13 1.040 26.0 338 34.7 24 0.989 24.7 593 0.0 2,390 240 3.438 825 1.079 0.042 135 0.056 3,350 • • • • •• • • •••• • • •• •• • • • • • • • • • • •• • 0 0 0 0 452 1,201 409 451 0 0 2,513 583 259 34 155 617 2,927 •••• •••• • •• • • • •••• • • • • • .• • • • •••• • •••• • • •••• ••• • • • •• • • • • i• • i• • • •••• • • •••• • • 1••• • • • C: \Elite \Rhvacw \Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM C : \Elite\Rhvacw \Projects\Longman Res'.rhv Friday, April 27, 2007, 9:10 AM q�qytu ��r�ryy f` r 1 l [ r f 1 1 Z^1 r Zia kr 1 G I� } ,1+`i% 1 4' - .,.. .,a '� i.l .4� y y� i 2 Y Ir ? .. i„ '1iyy�yp ,€ r yi }'`" y �(�t .e}I }G{.. De Room Loads - Roo m 6 - Master Su ite (Ave rage Method) tailed. ) r tl aM1 € vi ' M�� , , t `. Calculation Mode: Htg. & clg. Occurrences: Room Length: 345.0 ft. System Number: Room Width: 1.0 ft. Zone Number: Area: 345.0 sq.ft. Supply Air: Ceiling Height: 10.0 ft. Supply Air Changes: Volume: 3,450.0 cu.ft. Required Vent.: Number of Registers: 5 Actual Winter Vent.: Runout Air: 104 CFM Percent of Supply.: Runout Duct Size: 6 in. Actual Summer Vent.: Runout Air Velocity: 531 ft. /min. Percent of Supply: Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: Actual Loss: 0.181 in.wg. /100 ft. Actual Summer Infil.: , 4 1 2 2 522 CFM 9.1 AC/hr 0 CFM 18 CFM 3 % 23 CFM 5 % 46 CFM 24 CFM " . h Y l aa�A�Ajs -�i5 €u. �,,� u<. y� �" u a p� d�,� Z V,.I:F , d'j }g ,,, t y€ !�` ?'i 4 i3 '1 X'"�"k^ :;aLA€ BP`S = „h"Er3 �€ ^13:q I�'. `N t f � i€k'iNn 'R , Ej*'ff F? 9P M1!' . {rrA.'' #” 4HV1p �,Y'.9.(�1 .'?.nl YY: i2'.. �A u -S, ��.. k-. y P ,. f R� .,, ,e$` '?&c,� `a' ; as 3 �� Li iJ � `}'3 }, , 4 S - Wall-R-4.1 Insulation 17 X 10 140 0.243 6.1 851 W -Wall-R-4.1 Insulation 20.5 X 10 132 0.243 6.1 802 S - GIs -Clear Glass shgc -0.9 30 1.040 26.0 780 100 %S (2) W - GIs -Clear Glass shgc -0.9 45 1.040 26.0 1,170 33 %S W - GIs -Clear Glass shgc -0.9 28 1.040 26.0 728 35 %S (2) UP- CeiI- 16E -30 345 X 1 345 0.032 0.8 276 Subtotals for Structure: 4,607 Infil.: Win.: 45.7, Sum.: 23.9 375 3.352 1,257 Ductwork: 0.042 244 People: 200 lat/per, 230 sen /per: 2 Room Totals: 6,108 I 1 7.4 7.4 34.7 79.9 78.4 0.9 1.053 0.056 • • • • • •• • •••• • • •••• • • •• •• • • • • • • • • • • •• • 0 0 0 0 0 0 0 888 99 400 1,387 • • •••• •.. • • • •••• • • • •• • • • •••• • •••• • • • •••• ••• • • • 1,038 978 1,042 3,597 2,194 320 9,169 395 557 460 10,581 • • • • • • • • • • • • C : \Elite\Rhvacw \Projects\Longman Res'.rhv Friday, April 27, 2007, 9:10 AM Detailed Room Loads - Room 7 - Stairs /CI' (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 136.0 ft. 1.0 ft. 136.0 sq.ft. 10.0 ft. 1,360.0 cu.ft. 2 69 CFM 5 in. 508 ft. /min. 0.100 in.wg. /100 ft. 0.213 in.wg. /100 ft. N - Wall -R-4.1 Insulation 18 X 10 W -Wall-R-4.1 Insulation 5.5 X 10 N - GIs -Clear Glass shgc -0.9 100 %S (2) UP- CeiI- 16E -30 136 X 1 Subtotals for Structure: Infil.: Win.: 28.6, Sum.: 15.0 Ductwork: Room Totals: 160 0.243 55 0.243 20 1.040 136 0.032 235 Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 1 2 2 138 CFM 6.1 AC/hr 0 CFM 8 CFM 6 % 6 CFM 5 % 29 CFM 15 CFM 6.1 972 7.4 6.1 334 7.4 26.0 520 34.7 0.8 109 0.9 1,935 3.349 787 1.051 0.042 113 0.056 2,835 • • • • •• • • • •••• • • • • •• •• • • • • • • • • • • •• • 0 1,186 0 408 0 694 0 126 0 2,414 556 247 39 148 595 2,809 • • •••• • •• • • • • • • • • •• • • • •••• • •••• • • •••• ••• • • • • • • • • • j C:\Elite \Rhvacw \Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM • • • Detailed Room Loads - Room 8 - Master Bath (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: E - Wall-R-4.1 Insulation 13 X 10 S - Wall -R-4.1 insulation 13 X 10 E -GIs -Clear Glass shgc -0.9 0 %S E - GIs -Glass Block shgc -0.75 0 %S S - GIs -Glass Block shgc -0.75 100 %S UP- CeiI- 16E -30 169 X 1 Subtotals for Structure: Infil.: Win.: 31.7, Sum.: 16.6 Ductwork: Room Totals: Htg. & clg. 169.0 ft. 1.0 ft. 169.0 sq.ft. 10.0 ft. 1,690.0 cu.ft. 2 106 CFM 6 in. 540 ft. /min. 0.100 in.wg. /100 ft. 0.187 in.wg. /100 ft. Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 1 2 2 212 CFM 7.5 AC/hr 0 CFM 10 CFM 5 % 10 CFM 5 % 32 CFM 17 CFM 114 0.243 6.1 693 7.4 118 0.243 6.1 717 7.4 4 1.040 26.0 104 102.3 12 1.270 31.8 381 91.3 12 1.270 31.8 381 35.0 169 0.032 0.8 135 0.9 2,411 260 3.350 871 1.054 0.042 137 0.056 3,419 • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • 0 845 0 875 0 409 0 1,095 0 420 0 157 0 3,801 616 274 49 227 665 4,302 •••• • • • •• • • • • • • • • •• • • • •••• • •••• • • •••• ••• • • • • • • • •••• • •••• •••• • • • • •••••• • • • • C: \Elite \Rhvacw \Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM Detailed Room Loads - Room 9 - W.1. C. (2) (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 130.0 ft. 1.0 ft. 130.0 sq.ft. 10.0 ft. 1,300.0 cu.ft. 2 64 CFM 5 in. 468 ft. /min. 0.100 in.wg. /100 ft. 0.182 in.wg. /100 ft. Occurrences: System Number: Zone Number: Supply Air: Supply Air Changes: Required Vent.: Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 2 2 128 CFM 5.9 AC/hr 0 CFM 8 CFM 6 % 6 CFM 5 % 30 CFM 16 CFM N - Wall -R-4.1 Insulation 12 X 10 E - Wall-R-4.1 Insulation 13 X 10 N -GIs -Clear Glass shgc -0.9 100 %S (2) UP- Ceii- 16E -30 130 X 1 Subtotals for Structure: I01.: Win.: 30.5, Sum.: 16.0 Ductwork: Room Totals: 112 0.243 6.1 680 7.4 130 0.243 6.1 790 7.4 8 1.040 26.0 208 34.8 130 0.032 0.8 104 0.9 1,782 250 3.352 838 1.052 0.042 109 0.056 2,729 • • • • • •• • • •••• • • • • •• •• • • • • • • • • • • •• • 0 830 0 963 0 278 0 121 0 2,192 592 263 37 136 629 2,591 •••• •••• • •• • • • •••• • • • • • •• • • • •••• • •••• • • •••• ••• • • • •• • • • • • • • • • • • C: \Elite \Rhvacw \Projects\Longman Res'.rhv Friday, April 27, 2007, 9:10 AM \'l` I�kafN!P F Iy } A s, i, t}'. f ` k �' H %i : F1 f� -: i,}� I �m L �� a �' t i r F fi 1 kWF � Hit' System 1 Room Load Summary . .7 _ p r ssD` 5 r r 1 a � 'v.. �`k '�� xi „ _ �,, R �. '-f A �fadC J { ,.�'�°k' / 11AY%''r .�jl�. - .,y. 9� 3 y )?n a�i °Al'A'�,y�P y�k S.Lt,,P ; I 556 631 613 507 519 ','r + '. °'Wyr�g,gy �g 5! c m dd t �9iP� `. �y g� }4yd ,.. wlt:�n'�_i.3'w —Zone 1— b 6a 1 Stairs Hall/CI' 221 5,000 306 3-6 2 B /Rm #1 /C1' 232 4,839 296 4 -5 3 B /Rm #2/C1' 182 2,114 129 2 -5 4 Laundry Rm' 48 1,874 115 1 -5 5 Bath 1 117 3,350 205 2 -5 Ventilation 1,265 System 1 total 800 18,442 1,050 System 1 Main Trunk Size: 14x16 in. Velocity: 752 ft. /min Loss per 100 ft.: 0.070 in.wg 6,773 817 7,116 983 3,457 581 1,428 354 2,927 617 759 1,706 22,460 5,057 328 344 167 69 142 1,050 328 344 167 69 142 1,050 `l'`, ...X h _ ' ' '. 1 J�%""d'� ioe�•^NNlW 4 3�'i d A S rs , Os. 22,460 22,460 vn' usi' 5,057 7,487 � U's . 27,517 29,946 Net Required: 2.29 82% / 18% Recommended: 2.50 75% / 25% pp, x�,ryry ,,,, kA .i fJ9 5'# e L.r...1.�f� M' ✓J,f T� lvi i fi �C ', 1�, �'a 1 'Wj l� •�. Heating System tt Cooling System • • ••.. • • • •••• • • • • • •• • • • • • • •••• • • • • • • • • • • Type: Model: Brand: Efficiency: Sound: Capacity: Sensible Capacity: n/a Latent Capacity: n/a 0 Btuh 0 Btuh • • •••••• • •••• • • •••• • • • • • • • • • • C:\Elite \Rhvacw\Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM —Zone 2--- 6 Master Suite 345 6,108 405 5-6 531 10,581 1,387 522 7 Stairs/CI' 136 2,835 188 2 -5 508 2,809 595 138 8 Master Bath 169 3,419 227 2-6 540 4,302 665 212 9 W.I.C. (2) 130 2,729 181 2 -5 468 2,591 629 128 Ventilation 1,237 742 1,669 System 2 total 780 16,328 1,000 System 2 Main Trunk Size: Velocity: Loss per 100 ft.: 14x16 in. 716 ft. /min 0.063 in.wg 522 138 212 128 21,025 4,946 1,000 1,000 Net Required: Recommended: Type: Model: Brand: Efficiency: Sound: Capacity: Sensible Capacity: Latent Capacity: 2.16 2.34 8W0/19% 75%/25% Heating System n/a n/a 21,025 21,025 4,946 7,008 25,971 28,034 Cooling System 0 Btuh 0 Btuh 1111 • • • • •••• • • • •• • • •• • • • 111010 •••• • • •••• • • • • •••• • • • •• •• • •• • • • •••• • • • 0 • • • • ••••• • • • • • • •••• • • • • •••• • • • • •• • ••• • • 0 • • • • C: \ElitelRhvacw \Projects \Longman Res'.rhv Friday, April 27, 2007, 9:10 AM FORM 600A -2004R Enner•yGau e® 4.5 FLORIDA ENERGY EFFICIENCY CO FOR BUILDING CONSTRUCTION 11 SEP ,k_9,2001 Florida Department of Community Affairs BY: Residential Whole Building Performance Method A Project Name: Longman Residence Builder: Address: 844 N.E. 96th.St. Permitting Office: Miami Shores Village City, State: Miami shores village, Fl Permit Number: 0 -1 Owner: Mr. & Mrs. Longman Jurisdiction Number: 23200 Climate Zone: South 1. New construction or existing Addition _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 23.5 kBtu/hr 3. Number of units, if multi - family 1 _ SEER: 14.00 _ _ 4. Number of Bedrooms 3 _ b. Central Unit Cap: 32.8 kBtu/hr _ 5. Is this a worst case? No - SEER: 14.00 6. Conditioned floor area (ft2) 1580 ft2 _ c. N/A _ 7. Glass type 1 and area: (Label reqd. by 13- 104.4.5 if not default) a. U- factor: Description Area 13. Heating systems _ _ (or Single or Double DEFAULT) 7a(Sngle Default) 278.5 ft2 _ b. SHGC: a. Electric Strip Cap: 27.7 kBtu/hr COP: 1.00 _ _ (or Clear or Tint DEFAULT) 7b. (Clear) 278.5 ft2 _ b. Electric Strip Cap: 27.7 kBtu/hr 8. Floor types COP: 1.00 _ a. Slab -On -Grade Edge Insulation R=0.0, 113.0(p) ft _ b. N/A _ c. N/A - c. N/A 14. Hot water systems _ _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1937.5 ft2 _ a. Electric Resistance Cap: 85.0 gallons EF: 0.93 _ b. N/A _ c. N/A _ d. N/A _ e. N/A _ b. N/A c. Conservation credits (HR -Heat recovery, Solar _ _ _ 10. Ceiling types _ DHP- Dedicated heat pump) a. Under Attic R =30.0, 1001.0 ft2 b. N/A _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 72.0 ft 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ -C, PT, _ • " "• b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R =6.0, 88.0 ft _ _ MZ- H- Multizone heating) • •'. •• • . • •• • • • •••• • • • • • • • r Total as -built points: 21774 j Glass /Floor Area: 0.18 Total base points: 22280 • • PASS • • • • •• • • • • • • I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and • • • • specifications covered by this • calculation indicates compliancb• with the Florida Energy Code. Before construction is completed this building will be inspected fori compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: • • Bitik asormAgamomprmourNi 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pag - 2 &4 EnergyGaugee (Version: FLRCSB v4.5) FORM 600A -2004R EnergyGauge® 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Omt Len Hgt Area X SPM X SOF = Points .18 1580.0 30.53 8683.0 1.Single, Clear N 0.0 0.0 10.0 36.46 1.00 364.0 2.Single, Clear N 0.0 0.0 12.0 36.46 1.00 437.0 3.Single, Clear N 1.3 7.0 20.0 36.46 0.97 704.0 4.Single, Clear N 1.3 4.0 8.0 36.46 0.90 263.0 5.Single, Clear E 0.0 0.0 20.0 78.71 1.00 1574.0 6.Single, Clear E 0.0 0.0 4.0 78.71 1.00 314.0 7.Single, Clear E 1.3 4.0 4.0 78.71 0.86 269.0 8.Single, Clear S 0.0 0.0 16.0 66.93 1.00 1070.0 9.Single, Clear S 1.3 8.5 13.0 66.93 0.96 838.0 10.Single, Clear S 1.3 7.0 30.0 66.93 0.93 1875.0 11.Single, Clear W 0.0 0.0 10.0 70.53 1.00 705.0 12.Single, Clear W 4.0 9.5 19.5 70.53 0.80 1099.0 13.Single, Clear W 6.0 9.5 39.0 70.53 0.68 1872.0 14.Single, Clear SW 6.0 10.0 45.0 73.41 0.65 2141.0 15.Single, Clear W 6.0 9.5 28.0 70.53 0.68 1344.0 As -Built Total: 278.5 14869.0 J WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 1. Concrete, Int Insul, Exterior 4.1 1937.5 2.32 4485.3 Exterior 1937.5 2.70 5231.3 Base Total: 1937.5 5231.3 As -Built Total: 1937.5 •••• 4485.3 DOOR TYPES Area X BSPM = Points Type : Arta: X $PIV1, • = Points' Adjacent 20.0 2.60 52.0 Exterior 0.0 0.00 0.0 1.Adjacent Wood 1a.$. ... •••• .:� 3.80 ..• • • • •.•:% • 76.0 • . • • . • •••• • • Base Total: 20.0 52.0 As -Bunt Total: AWL.. • • • • .011 CEILING TYPES Area X BSPM = Points Type R -Value Area. 1(, SPM X SCNI = Points' Under Attic 1001.0 2.80 2802.8 1. Under Attic 30.0 1001.0 • .77 X 1!00 1772.8 , • • , , • . Base Total: 1001.0 2802.8 As -Built Total: 1001.0 • • • ' • • : FORM 600A -2004R EnergyGaugee 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM , = Points 1580.0 18.79 29688.2 1580.0 18.79 29688.2 Summer Base Points: 44197.2 Summer As -Built Points: 49631.3 Total Summer X System = Points Multiplier Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Cooling Points 44197.2 0.3250 14364.1 (sys 1: Central Unit 23450btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R8.0(INS) 49631 0.42 (1.07 x 1.165 x 0.85) 0.244 0.902 (sys 2: Central Unit 32750btuh ,SEER/EFF(14.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 49631 0.58 (1.07 x 1.165 x 0.85) 0.244 0.902 49631.3 1.00 1.069 0.244 0.902 4865.5 6795.1 11660.6 EnergyGauge''M DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 •••• • • • • •••• • .. .. • • • •• • • • • • • • • .••• • • • • . • •••• • • •. • • • • • .... .••• • • • • • • • • .... • . • •••• • • • • • • •• • ••• • • • •• FORM 600A -2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: BASE A AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points O Overhang .18 1580.0 3.60 1024.0 1 1.Single, Clear N 0.0 0 0.0 10.0 6.03 1.00 6 60.0 2.Single, Clear N 0.0 0 0.0 12.0 6.03 1.00 7 72.0 3.Single, Clear N 1.3 7 7.0 20.0 6.03 0.99 1 120.0 4.Single, Clear N 1.3 4 4.0 8.0 6.03 0.99 4 47.0 5.Single, Clear E 0.0 0 0.0 20.0 4.77 1.00 9 95.0 6.Single, Clear E 0.0 0 0.0 4.0 4.77 1.00 1 19.0 1 7.Single, Clear E 1.3 4 4.0 4.0 4.77 1.03 1 19.0 8.Single, Clear S 0.0 0 0.0 16.0 4.49 1.00 7 71.0 9.Single, Clear S 1.3 8 8.5 13.0 4.49 1.00 5 58.0 10.Single, Clear S 1.3 7 7.0 30.0 4.49 1.00 1 135.0 11.Single, Clear W 0.0 0 0.0 10.0 5.49 1.00 5 54.0 12.Single, Clear W 4.0 9 9.5 19.5 5.49 1.00 1 107.0 13.Single, Clear W 6.0 9 9.5 39.0 5.49 1.01 2 217.0 14.Single, Clear SW 6.0 1 10.0 45.0 5.06 1.06 2 241.0 15.Single, Clear W 6.0 9 9.5 28.0 5.49 1.01 1 155.0 As -Built Total: 2 278.5 1 1470.0 WALL TYPES Area X BWPM = Points T Type R -Value Area X WPM = P Points Adjacent 0.0 0.00 0.0 1 1. Concrete, Int Insul, Exterior 4 4.1 1937.5 1.03 2 2005.3 Exterior 1937.5 0.60 1162.5 Base Total: 1937.5 1162.5 A As -Built Total: 1 1937.5 2 2005.3 DOOR TYPES Area X BWPM = Points T Type • • • • •. • • • • • •'. •X 1 • Adjacent 20.0 1.30 26.0 1 1.Adjacent Wood I Ia.a: • • 1.9.0• • • • • 38 0 Exterior 0.0 0.00 0.0 • • • •••••-• • EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 FORM 600A -2004R EnergyGauge® 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: •••• • • • • • • • • • • • • • •• • • •• • • • • • ••. • • •••• • • •••• • • • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • •• • EnergyGaugeTM DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 ••• • BASE AS -BUILT INFILTRATION 1 Area X BWPM = Points Area X WPM = Points ■ 1580.0 -0.06 -94.8 1580.0 -0.06 -94.8 Winter Base Points: 1980.5 Winter As -Built Points: 3281.3 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 1980.5 0.5540 1097.2 (sys 1: Electric Strip 27700 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 3281.3 0.500 (1.099 x 1.137 x 0.86)1.000 0.950 (sys 2: Electric Strip 27700 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 3281.3 0.500 (1.099 x 1.137 x 0.86)1.000 0.950 3281.3 1.00 1.080 1.000 0.950 1683.7 1683.7 3367.4 •••• • • • • • • • • • • • • • •• • • •• • • • • • ••. • • •••• • • •••• • • • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • •• • EnergyGaugeTM DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 ••• • FORM 600A -2004R EnergyGauge® 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 844 N.E. 86th.St., Miami shores village, FI, PERMIT #: PASS EnergyGaugeN DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 •••• • • • • •••• • • • • •• • • •• • • • • • ••• • • • • • •••• • • • • • • •••• • • • •• • • • •• • • • •••• • • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 3 2273.00 AS -BUILT 6819.0 85.0 0.93 As -Built Total: 3 1.00 2248.56 1.00 6745.7 8745.7 PASS EnergyGaugeN DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 •••• • • • • •••• • • • • •• • • •• • • • • • ••• • • • • • •••• • • • • • • •••• • • • •• • • • •• • • • •••• • • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 14364 1097 6819 22280 11661 3367 6746 21774 PASS EnergyGaugeN DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 •••• • • • • •••• • • • • •• • • •• • • • • • ••• • • • • • •••• • • • • • • •••• • • • •• • • • •• • • • •••• • • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • FORM 600A -2004R EnergyGauge® 4.5 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 844 N.E. 96th.St., Miami shores village, FI, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Maximum:.3 cfm /sq.ft. window area; .5 cfm/sq.ft. door area. Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. CHECK Exterior Windows & Doors 606.1.ABC.1.1 606.1.ABC.1.2.1 Exterior & Adjacent Walls Floors 606.1.ABC.1.2.2 Penetrations /openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Swimming Pools & Spas Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfrn from conditioned space, tested. Air barrier on • ;rimeter of floor cavity between floors. Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Multi -story Houses 606.1.ABC.1.2.5 Additional Infiltration reqts 606.1.ABC.1.3 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Water flow must be restricted to no more than 2.5 gallons per minute at 80 Btt(.' • All ducts, fittings, mechanical equipment and plenum chambers &all be mecTieni .ally attached, sealed, insulated, and installed in accordance with the criteria of •9eotion 610. Ducts in unconditioned attics: R-6 min. insulation. • • • • Swimming Pools & Spas 612.1 Shower heads 612.1 Air Distribution Systems 610.1 HI/AC Controls 607.1 Separate readilyaccessible manual or automatic thermostat fgremph system. � • , Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 bgtSi,sjdes. • Common ceiling & floors R -11. • • • • • • • • •• •• •••• • • • Insulation 1 604.1, 602.1 EnergyGaugeni DCA Form 600A -2004R EnergyGauge® /FIaRES'2004 FLRCSB v4.5 • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • • • Summary Energy Code Results Residential Whole Building Performance Method A Mr. & Mrs. Longman 844 N.E. 96th.St. Miami shores village, Fl Project Title: Longman Residence Class 3 Rating Registration No. 0 Climate: South 4/27/2007 PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCSB v4.5) • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • • • • • • • • • Building Loads Base As -Built Summer: Winter: Hot Water: Total: 44197 points 1981 points 6273 points 52451 points Summer: Winter: Hot Water: Total: 49631 points 3281 points 6273 points 59186 points PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCSB v4.5) • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • • • • • • • • • Energy Use Base As -Built Cooling: Heating: Hot Water: Total: 14364 points 1097 points 6819 points 22280 points Cooling: Heating: Hot Water: Total: 11661 points 3367 :ppipts••••' 6746•p8ints • 21774 ginti ••. PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCSB v4.5) • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • • • • • • • • • ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 87.2 The higher the score, the more efficient the home. Mr. & Mrs. Longman, 844 N.E. 96th.St., Miami shores village, FI, 1. New construction or existing Addition _ 12. Cooling systems 2. Single family or multi - family Single family a. Central Unit Cap: 23.5 kBtu/hr _ 3. Number of units, if multi - family 1 _ SEER: 14.00 _ 4. Number of Bedrooms 3 _ b. Central Unit Cap: 32.8 kBtu/hr _ 5. Is this a worst case? No _ SEER: 14.00 _ 6. Conditioned floor area (ft2) 1580 ftz c. N/A 7. Glass type 1 and area: (Label read. by 13- 104.4.5 if not default) _ a. U- factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default) 278.5 ft2 _ a. Electric Strip Cap: 27.7 kBtu/hr _ b. SHGC: COP: 1.00 _ (or Clear or Tint DEFAULT) 7b. (Clear) 278.5 ft2 b. Electric Strip Cap: 27.7 kBtu/hr _ 8. Floor types COP: 1.00 _ a. Slab -On -Grade Edge Insulation R4I.0, 113.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 85.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 1937.5 ft2 _ EF: 0.93 _ b. N/A _ b. N/A c. N/A d. N/A _ c. Conservation credits e. N/A _ (HR -Heat recovery, Solar 10. Ceiling types DHP- Dedicated heat pump) a. Under Attic R =30.0, 1001.0 ft2 _ 15. HVAC credits MZ -C, PT, _ b. N/A (CF- Ceiling fan, CV -Cross ventilation, c. N/A _ HF -Whole house fan, 11. Ducts PT- Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R =6.0, 72.0 ft MZ- C- Multizone cooling, •••• b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 88.0 ft MZ- H- Multizone heating) • • • • • •••• • •• • I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: • •••••• • •• • • • •••• • • • • • • • • • ••• Address of New Home: City/FL Zip: • • • *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStarn designation), your home may quay for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. ucf. edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. );nergyGauge® (Version: FLRCSIJ v4.5) Warren J. Von Werne, P.E., Inc. Consultant Structural Engineer P.E. If 56989 11388 Okeechobee Blvd., Suite B -101 Royal Palm Beach, Florida 33411 Phone - (561) 795 -1818 Fax - (561) 795 -1883 Structural Calculations for: Longman Residence - Addition 844 N.E. 98th Street ores Village, Florida L. A ... : Mt- ; ,, — hi. arm S`ioreS Village APPROVED BY DAIB ZONING DEPT BLDG DEPT 1 tWi ' DERAL SUBJECT TO COMPLIAN /' WITH ALL STATE AND COUNTY RULES AND REGULATIONS Project No. 190702 September 12, 2007 • • • • • •• • • IMOMEVM3 BY:__.� .••• • •••• •••••• • • •• • • • • • •••• • • • • •••• • • • • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • Warren J. Von Werne, P.E., Inc. 11388 Okeechobee Blvd., Suite B -101 Royal Palm Beach, FL 33411 Phone — (561) 795 -1818 Fax — (561) 795 -1883 November 5, 2007 Attn: Carolina Rincon Gulf Design Group 633 South Federal Hwy, 5th Floor Ft. Lauderdale, FL 33301 Re: Longman Addition 844 N.E. 98th Street Miami Shores Village, FL 33138 NTEur_s-,71771 kt DEC i32007 B Y. This letter is to confirm that the structure for the addition to the above mentioned residence was designed per the wind load requirements from ASCE7 -02. • • • • • •• • • •• • • • • • • •• • • • Please feel free to contact this office should you have any questions regarding tfli's'ratter. • • .... • • • •••• Warren J. Von Werne, P.E. President • • •• •• • • • • • • • • • • •• • • • • • • • • •• • •• • • •••••• • • •••• • • • •••• • • ••• • • • Project : L WMG -MAnr f�i$ Subject : Location : i4ti , fi £S, FI Simplified Procedure - Components and Cladding Desktn IMnd Pressure Somoonents (ASCE.71 File : Date :10/9/2007 Eng. . Building Fleight = 25.00 ft Roof Angle = 14.00 deg. Basic Wind Speed = 146.00 mph (Figure 8-1) C'y = II (fable 1 -1) Importance Favor (1) = 1.00 (Table 8.1) Exposure Category = C (Open terrain) Kz = Velocity pressure coefficient height z = 0.70 Kzt = Topographic factor = 1.00 = Wind directionality factor = 0.85 = Gust Factor 0.85 Enclosure Classify ion = En oloeed Builckigs gelanAnterefigMa.PAOMMU Design wind pressures end forties ere detem,ned by Figure 6-3 • • • • • .. • • •••• • • •••• • • •• •• • • • • • • • • •. . • • • • •• • • • • • • • • • • • •• • ••.• • • • • • • • • • • • • • • • • Location Zone Wind Area Pnet30 ( +) Pnet30 ( -) Adjustment 1 ETISIN FP) El ; kg p( -) 1 r:J Factor r:J Roof 1 10 22.10 -35.12 1.35 1.00 29.84 -47. 1 2 10 22.10 -81.18 1.36 1.00 29.84 -82.59 3 10 22.10 -90.48 1.35 1.00 29.84 - 122.15 Wall 4 10 38.42 -41.82 1.35 1.00 51.87 -58.19 5 10 38.42 -51.40 1.35 1.00 51.87 -69.39 Overhang 2 10 -71.58 - 1.35 1.00 -96.83 - 3 10 - 120.38 - 1.35 1.00 - 182.51 - • • • • • • • • • • • • • • • • Project : 1.. urvG -MAnr RES Subject : Location : Ati#011 116qqj; FL. Simplified Procedure - Components and Cladding File : Data 410/9/2007 Eng. . 29111 Wind Pressured It i+CE 7 1 Height = 25.00 ft Root Angle = 14.00 deg. aspic Wind Speed = 146.00 mph (Figure 6-1) Category = 1! (Table 1 -1) Factor (1) = 1.00 (Table 8-1) Category = C (Open gain) 1<z = Velocity pressure coefficient Q height z = 0.70 = Topographic factor = 1.00 Wind directionality factor 0.85 = Gust Factor 0.85 Enolosurs Classification = Enclosed Buildings Din Wind Pressure p. F Iaure 6.3 Design wind pressures end, forces we determined by Figure 8-3 • • • • e • • • •••••• • • • •••• • • • • • • •••• • ••••• • • • •• • • •• • • • • •• • •••••• • • ••:•• •••'••• • • • • • • • • • • •• •• • •••• • • Location Zone --„-----0101---.-08g.-- Wind Area Pnet30 ( +) - ' Pnet30 ( -) (c Adjustment Factor t Er?' P -) (lost) E P() 7 • Roof 1.35 1.00 29;84 - 47.41- 1 10 22.10 -35.12 2 10 22.10 -61.18 1.35 1.00 29.84 -82.59 3 j 10 22.10 -90.48 1.35 1.00 29.84 - 122.15 Wall 4 ; 10 3342 -41.62 1.35 1.00 51;87 -58.19 5 1 10 38.42 -51.40 1.35 1.00 51.87 -89.39 Overhang 2 10 -71.58 - 1.35 1.00 -98.63 - 3 10 - 120.38 - 1.35 1.00 - 18251 - • • • • • • • • • WIND98 v4-08 Wind Load Design per ASCE 7 -98 Structure Type Basic Wind Speed (V) Structural Catego Struc Nat Fre • uen n1) Slope of Roof Slope of Roof (Theta) T • e of Roof Kd (Directonality Factor) Eave Height (Eht) Rid • e Height (RHt) Mean Roof Height (Ht) Vir;ii l" *(T firriprit Kith Paral. To Wind Dir Dam in. Ratio •eta Buildin 146 II C 1 3.0 14.00 Hipped 0.85 24.00 28.00 25.00 26.00 35.00 0.01 mph Hz :12 De ft ft ft ft ft Red values should be changed only through "Main Menu' Calculated Type of Structure Height/Least Horizontal Dim 0.96 Flexible Structure No Importance Factor 1 Hurricane Prone Region (V5100 mph) Table C6-4 Values 9.500 900.000 Bt = Bm = Cc = 0.105 1.000 0.154 0.650 0.200 500.00 0.200 15.00 ft ft Gust1 Zm Izm Lzm Q Gust2 G Wires - S For rigid structures Nat Fr- • > 1 Hz) use 0.85 0.6 * Ht Cc* 33/z 0.167 r(zm133)"Epsilon (1/(1 +0.63 *((Min(B,L) +Ht m)'0.63))"0.5 fQiMHyTSk LID 1+ . .4zm) 0.85 rr 1 =m•nom1 0. Since this is not a fle • le structure the lessor of ustl or Gust2 are used .• • • • • • • Table 6 -7 Internal Pressure Coefficients for Buildings, Goal Copyright 2005 (Condition ------ - - - - -- ------------ - - - -ac • i Max + Max - Open Buildings 0.00 0.00 I 1Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildin • s 0.18 -0.18 j _ I Enclosed Buildi • s 0.18 -0.18 www.mecaenterprises.com 9/13/2007 • •• • • ••• • • •••• • • ••• • ••• •••• • ••• • • • • • Page No. 1 of 3 9/13/2007 WIND98 v4-08 Wind Load Design per ASCE 7 -98 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev Kz Kzt qz lb/ft "2 Pressure (Ib/ft"2) Windward Wail* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi +I -Gcpi (Kip) (Kip -ft) 25 0.95 1.00 43.84 21.92 37.71 -23.95 -8.16 45.87 6.00 5.42 24 0.94 1.00 43.47 21.67 37.45 -23.95 -8.16 45.61 7.19 10.79 20 0.90 1.00 41.83 20.55 36.34 - 23.95 - 8.16 44.50 11.81 36.74 15 0.85 1.00 39.37 18.88 34.67 -23.95 -8.16 42.83 17.38 285.25 B Figure 6-3 - External Pressure Coefficients. Cu. Loads on Main Wind -Force Resisting Systems I rariahle Kh Kht Qh Khcc Qhcc '4N:R1#51NPIY:�: 2.01 *(Ht /zs)"(2/Alpha) 6 -2) .00256 *(V)"2*rKh *Kht*Kd Comp & Clad: Table 6 -5 Case 1 .00256*VA2*I *Khcc *Kht*Kd Val 0.95 1.00 43.84 0.95 43.84 psf indward Wall See F' . ure 6.5.12.2.1 for Pressures) 0.8 •••• • • • •••• • •• •• • • •••• ••0• • • •• • • • • • •• •• •••• • • • • • • • • •. • • • • • • • • • • • • • • • • •••• • • • •••. • • • Calculations for Wind Normal to 26 ft Face Cp Pr rie (j Additional Runs may be req'd for other wind directions +t3Cpi -tfCpi :. Leeward Walls (Wind Dir Normal to 26 ft wall) -0.43 -23.95 -8.16 Side Walls -0.70 -33.98 -1820 Roof - Wind Normal to Ridge (Fheta> 10) - for VVind Normal to 26 ft face Windward - Max Negative Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang Bottom (Applicable on Windward only) 0.80 29.56 29.56 -0.88 -40.58 -24.80 -0.55 -28.44 -12.66 -0.88 -32.69 -32.69 -0.55 -20.55 -20.55 Copyright 2005 www.mecaenterprises.com ••• • • • •. •• Page No. 2 of 3 WIND98 v4-O8 Wind Load Design per ASCE 7 -98 Roof - Wind Parallel to Ridge (All Theta) - for Wind NOMIat to 26 ft face Dist from Windward Edge: 0 ft to 12.5 ft -1.07 -47.82 -32.04 Dist from Windward Ed e: 12.5 ft to 25 ft -0.81 -38.24 -22.45 * Horizontal distance from windward edge Fi - External Pressure Coefficients GC ng for Buildings w/ Ht <= 60 ft a = 2.6 ==> a Hipped Roof 10 < Theta < =30 3.00 ft Double Click on any data entry line to receive a het p Screen 9/13/2007 •••• Component Width (ft) Span (ft) Area (ftA2) Zone GCp INind P - - Qb/ftA2 Max Min Max • • `Min : WINDOW 2 2 4.00 5 1.00 -1.40 51.7-4-- - -E9.27 WINDOW 4 4 16.00 4 0.96 -1.06 50.16:: $4.54 51.74„ .56.12_; WINDOW 2 5 10.00 4 1.00 -1.10 WINDOW 3 4 12.00 5 0.99 -1.37 51.12,, ..§8.05. 49.4.1.' .53.79.1 WINDOW 4 5 20.00 4 0.95 -1.05 WINDOW 3 5 15.00 5 0.97 -1.34 50.17.. .-66.55 WINDOW 3 5 15.00 4 0.97 -1.07 50.?,' .154.76 DOOR 3 7 21.00 4 0.94 -1.04 49. $ 8;53.63- DOOR 10 8 80.00 4 0.84 -0.94 44.74 • 49.13 • DOOR 6 7 42.00 4 0.89 -0.99 46.91 -51.30 Note: * Enter Zone 1, 2, 2', 3, 3' (See sketch), 4 & 5 (Wall Zones calculated per Fig 6 -5A) * Use 1 H, 2H, and 3H for Roof Overhangs (Per Fig 6 -5B) Copyright 2005 • • . • • • • • • • • • • • • • • • • • • • •. www.mecaenterprises.com Page No. 3 of 3 Title : Dsgnr: Description : Scope: Job # Date: 11:34AM, 13 SEP 07 { Rev: 560100 User. KW- 0602977, Ver 5.6.1, 25-Oct-2002 I (c)1983 -2002, ENERCALC Engineering Software Description Square Footing Design Page 1 LONGMAN RES General Information Dead Load Live Load Short Temi Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 1.500 k 2.400 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 12.00 in Calculations are designed to ACI 318-96 and 1997 UBC Requirements X,XX J5¢}Mtr tS��iK4'.K 4M 94995; l}Y9f)P:M541YK M�YDCYY Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 4.000 ft 12.00 in 5 5 3.250 3,000.0 psi 60,000.0 psi 2,500.00 psf Reinforcing }M3WCd8M6Wb:6NJs!t {� }b�bDUn'b�kXR {C36 }kYYa786W�dCY� `NG Rebar Requirement Actual Rebar "d° depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd s,. Summary 8.438 in 0.0033 0.0002 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.142 1n2 0.567 in2 0.0014 4.00ft square x 12.Oin thick with 5- #5 bars Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 388.75 psf 2,500.00 psf 388.75 psf 3,325.00 psf 0.66 k -ft / ft 14.05 k -ft / ft Vu : Actual One -Way Vn'Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two-Way Alternate Rebar Selections... 3 #4s 2 #5's 1 #Ts 1 #8's ••'I'• sit 9s 10 #10's • Footing OK 4.64 psi 93.11 psi 1 1 . 1 9 . . • • 186.23'psi••• • • • •• • • •• • • • •••••6's •••• •• • •••• • • • • •••• • • •• •• • • • • • • • • • • •• • • • •• • • • •• • • • •••• • • ••• • • • • • • • • • ••• • • Title : Dsgnr: Description : Scope : Job # Date: 11:31AM, 13 SEP 07 Rev: 560100 1 User: KW- 0602977, Ver 5.6.1, 25-Oct-2002 (c)1983 -2002 ENERCALC Engineering Software Description LONGMAN RES Masonry Wall Design General Information ■00:00151040MM,X51,044144.4.>>MIRMSK4404M,VM.,X,V4.0M).>" `sr Calculations are designed to 1897 UBC Requirements Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rehr [Loads 12.00 ft 0.00 ft 8.0 in 5 48 in 3.810 in Seismic Factor CalcofEm =fm* Duration Factor Wall Wt Mutt. Center 0.3300 fm 1,500.0 psi 750.00 Fs 24,000.0 psi 1.330 Special Inspection 1.000 Grout © Rebar Only Medium Weight Block Equivalent Solid Thickness 4.600 in Uniform Load Dead Load Live Load Load Eccentricity Roof Load 0.000 #/ft 0.000 #/ft 0.000 In Concentric Axial Load Dead Load Live Load Roof Load 0.000 #/ft 0.000 #/ft Wind Load 35.000 psf Design Values E n: Es/ Em Wail Weight 1,125,000 psi 25.778 49.000 psf Rebar Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 fm (1- (11/140r) "2) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = 0.078 in2 2.535 in 354.810 in4 313.28 psi 495.00 psi 24,000.00 psi np k 0.04370 j 0.25514 2 / kj 8.56756 0.91495 Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL +LL DL + LL + Wind DL + LL + Seismic Moment In-# 0.0 0.0 0.0 0.0 7,560.0 3,492.7 Axial Load Ibs 0.0 0.0 0.0 Summary Bending Stresses Masonry psi Steel 0.0 0.0 0.0 Axial Maximum: Compression fbiFb +fa/Fa • • p: ....PS�s 0.0 •.•• 0100 • ..0.0000 �• 0.0 0.00 • • 0.0000 • 0.0 •••ib •••• 0.0000 • 294.0 0.0 0.0 ••••15.33 • • 0.0170• 294.0 27,983.1 371.8 •••15.33 • 1.1680 294.0 12,928.2 171.8 ••••&33 • • • 0.6387 • •• •• •••. • Wall Design OK 12.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at $8.00jno.c. at center Goveming Load Combination is.... Dead + Live + Wind Between Top & Boftput ; ... • • Masonry Bending Stress Steel Bending Stress 371.83 psi 27,983.08 psi Masonry Axial Stress 5.33 psi Combined Stress Ratio 1.1660 < 1.3300 (allowable) • • • • • • Final Loads & Moments aa4a80301.46V Wall Weight moment Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht Live Load Moment © Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 294.00 lbs 0.00 in4 0.00 in4 0.00 in-# 0.00 in-# sw»ecumuooaw Wind Moment © Mid Ht Seismic Moment © Mid Ht Total Dead Load Total Live Load 6,483.92 in-# 17,292.92 lbs 7,560.00 in-# 3,492.72 in4 0.00 Ibs 0.00 Ibs U;9- 13-"" AUJU 7(UTl) O.0 1 rruprleidly ow-mime ul rvr 1 L PIVLJ' {VIGIV 1 r,.7.7w. raye 1 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL pppppp ccccc aaaaa p p c c a a p pc c a p p c aaaaaa p p c c a a p p c c a pppppp ccccc P P MA DDDDD A A D D A A D D O AAAAAAA D D A A D D O A A D D O A A DDDDD a aaaaaa 000 SSSSS SSSSS O S SS S O S S 0 0 SSSSS SSSSS 0 S S (ttttt mm mm ) OS S S S( t mmmm ) 000 SSSSS SSSSS ( t m m m ) Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. BEN% e- . • • • • .. • • .... • • .... • * • • • • • • • • .. • • . • • •••• • • • • • .... • • • • .. • • .... • • ... ••• • .. uy- 13 -° /11-V00(IM) C.0 I rwprleterry OUruWdre Ur rum 1 L/1I' IJ l■CIVICI1 1 /10014. rdye 10:45:02 AM Licensed to: Warren J. Von Warne, P.E., Royal Palm Beach, FL FILE NAME PROJECT ID. SPAN ID. ENGINEER DATE TIME UNITS CODE UNTITLED.ADS LONGMAN RES B -1 WVVV 09/13/07 10:42:19 U.S. in-lb ACI 318 -89 SLAB SYSTEM CONTINUOUS BEAM FRAME LOCATION INTERIOR DESIGN METHOD STRENGTH DESIGN NUMBER OF SPANS 3 CONCRETE FACTORS SLABS BEAMS COLUMNS DENSITY(pcf ) 145.0 145.0 145.0 TYPE NORMAL WGT NORMAL WGT NORMAL WGT fc (ksi) 3.0 3.0 3.0 fct (psi) 367.0 367.0 367.0 fr (psi) 410.8 410.8 410.8 REINFORCEMENT DETAILS: NON - PRESTRESSED YIELD STRENGTH (flexural) Fy = 60.00 ksi YIELD STRENGTH (stirrups) Fyv = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT BEAM TOP = 1.50 in OUTER LAYER AT BEAM BOTTOM = 1.50 in FLEXURAL BAR SIZES: MINIMUM MAXIMUM AT BEAM TOP = # 4 #14 AT BEAM BOTTOM = # 4 #14 MINIMUM SPACING: IN BEAM= 1.00 in • • .... • • • .. • • •• .. • • • .... • . • . • • .. • .. •• •..• • • . . • • .... • • • •••• • • • •• • ... • .. • • • • • .• • • • UJ -13 - "" AUVS(UTm) o.U'I rropnetary oonware w rt./NIL/111U l,CuvICI I MJOw. rye 10:45:02 AM Licensed to: Warren J. Von Warne, P.E., Royal Palm Beach, FL SPAN /LOADING DATA ********** * * *** ** SPAN (LENGTH Tslab 1 WIDTH L2***1 SLAB 1 DESIGN COLUMN 1 UNIFORM LOADS 1 NUMBERI L1 1 LEFT RIGHT 1 SYSTEM 1 STRIP STRIP * *I S. DL LIVE 1 1 (ft) (in) 1 (ft) (ft) 1 1 (ft) (ft) I(psf ) (Psf )I 1 1 1 I 1 II 1 1 1 I 1 1* 1 .3+ .01 .3 .3 1 5 1 .7 .71 .0 .0 1 2 1 5.0 .0 1 .3 .3 1 5 1 .7 .71 .0 .01 3* 1 .3+ .01 .3 .3 1 5 1 .7 .7 1 .0 .0 1 I_I 1 I1 1 * - Indicates cantilever span information. " -Strip width used for positive flexure. *** -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. + - Indicates change in dimension due to support conditions. PARTIAL LOADING DATA ******* * * ***** ****** SPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI PARTIAL LIVE LOADS 1 No.I No.1 1 Wa Wb La Lb 1 No.1 1 Wa Wb La Lb 1 1 1 1 I--1 1 1 1I1 I1 I1 11 I1 1 1 1 I 2 1 1 IUNIFI 50.0 .0 .0 5.01 1 IUNIFI 60.0 .0 .0 5.01 3 *1 1 1 1 1 1 1 1 1 1 1 1 1 • " "• • • •••• .• • • • • • ..•• • • • • •••• • • * - Indicates cantilever span information. UNITS FOR: UNIFORM LOAD: Wa plf La & Lb... ft CONCENTRATED LOAD: Wa kips La ft TRAPEZOIDAL LOAD: Wa & Wb..plf La & Lb... ft MOMENT: Wa ft-k La ft NOTE: Local effects of partial loadings are NOT considered by ADOSS, compute manually. • •• • • • • • •••• • • • • • • • • • •••• • • • • • •••• • • • •• •• • 1•l • • • UV- 13- HIJI.J 0(IrTT) 0.01 rr up' fetal y tvvarrs VI rvr[ i uyrvv %./GIVIG►v I ray= -r 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL BEAMS ALONG SPAN DATA ** ********* *** ** SPAN 1 BEAM 1 BEAM DEPTHS 1 HAUNCH LENGTHS I NUMBER' WIDTH 1 LEFT CENTER RIGHT 1 LEFT RIGHT 1 1 (in)1 (in) (in) (in) 1 (ft) (ft) 1 ----- _I_ _1 ______1_____ — 1 1 1 1 1 1 8.01 14.0 14.0 14.01 .0 .01 2 1 8.01 14.0 14.0 14.01 .0 .0 1 3 I 8.01 14.0 14.0 14.01 .0 .01 1 1 • • • •••• • • • • • •• • • •• •• • • • • • • •••• • • • • • • •••• • • •• • • • • • •• •• •••• • • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • AUObb(tm) b.U1 rropnetary aonware or roil i vlrvv l.Ciwu'q i r+001\1. rye 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL COLUMN/TORSIONAL DATA ******* * * ******** * * ** COLUMN 'COLUMN ABOVE SLAB 1 COLUMN BELOW SLAB 1 CAPITAL ** 'COLUMN MIDDLE' NUMBER 1 C1 C2 HGT 1 C1 C2 HGT 'EATEN. DEPTHISTRIP* STRIP *I (in) (in) (ft) I (in) (in) (ft) I (in) (in) I (ft) (ft) I -------- I------------------ I---- - - ---- I-------- -- - - -1 ---- 1 1 I 1 1 1 .0 .0 .01 8.0 8.0 8.01 .0 .0 I .7 .01 2 1 .0 .0 .01 8.0 8.0 8.0 1 .0 .0 I .7 .01 1 1 1 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN 1 SUPPORT I NUMBER' FIXITY* 1 I % I I 1 1 1 0% 1 2 1 0% 1 * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. •••• • •••• • • • • • •• • • •• • • •. • .•.• •••• • • • •••• • • • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • . •••• • • • • • •• • ••• • • • • • • Uy - "13 AUVbOVM) O.0 1 rrvpneiary oUTIVIrcif vi rvrx t Lem" %..civul I rwvty. rays v 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL LATERAL LOAD /OUTPUT DATA ** * *** ***** ********** *** LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75(1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Column Service Load Table Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections l'*TOTAL UNFACTORED DEAD LOAD = .739 kips LIVE LOAD = .300 kips ••. • • • • •••• • • • • •• • • •• • • • • • •••• • • • ••• • • • • •• • •••• ••••• • •• • • • • • •• •• •••• • • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • vy -�s --- HUU55(tm) b.U'i rropnetary aomnrare or rum! ulivu t..cmuv i rroorv. rage 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN * * *** * * *,* * * * * * * * * * *** * *** *, ** ********* * * ******,* * *** ***** * ** COLUMN NUMBER 1 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD .4 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD .4 .0 .0 LIVE .0 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD .4 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD .4 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 COLUMN NUMBER 2 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD .4 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD .4 .0 .0 LIVE .0 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD .4 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD .4 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 NOTE: Add dead, live and lateral axial Toads as appropriate. Top moments are those at joint bottom. Bottom moments are those at joint top. Moments are positive when counter - clockwise. Axial forces positive when compressive. •••• • • • • •••• • • • •• • • •. • • • • • • • • • •••• • • • • • •••• • • • • •• • • • • • •• •• •••• • • • • • • • • • •... • • • • •••• • • • • • •• • ••• • • • •. AUUbb(tm) n.ui rropneIary Sonware or rum 1 u i' u I.CmCIN 1 H00I11. rye o 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- * * * * * * * * *** *,*«***** * *, * * * * ******* * * **** JOINT MOMENTS (ft-kips) JOINT PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 .0 .0 .0 .0 .0 .0 .0 .0 JOINT PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 .0 .0 .0 .0 .0 .0 .0 .0 JOINT SHEARS (kips) JOINT PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 .0 .7 .0 .5 .0 .7 .0 .8 2 -.7 .0 -.5 .0 -.7 .0 -.8 .0 •••• • • • • •••• • • • •• • • •• • • • •••• ••••• • • • •• •• • • • • • •• • • • • • • • • • • •••• • • • • •••• • • • •• • ••• • • • • • • • • • • • • •• • • • • Uy -13 HL)L? urt) o.0 i rIU , C ui rvm i vyivv L.cimciv I r»aiv. ray= 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft-k) (ft) (ft) 1 TOTL LEFT TOP .0 .058 4 .333 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 0 BOT -.2 .333 4 .000 0 2 TOTL LEFT TOP .0 .000 0 .000 0 BOT .2 .333 4 .000 0 RGHT TOP .0 .058 4 .333 1 BOT .0 .000 0 .000 0 •••• • • • • •••• • • • •• • • •• • • • • • •••• • • •••• • • •• •• • • • • •• • • • •••• • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • • • • • • • HL)U IIrr1) 0.0 i mop' OQtLWeIC 01 rvm 1 L iIl J LGIYIGIV 1 t1JJIV. rA9C 11../ 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS ******* *******Int** A ****** ** ********* ************ ****** ** SPAN LOAD CRITICAL DESIGN LOAD MAX. LP. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN (ft) (ft-k) (ft) (ft) 2 TOTL 2.625 TOP .0 0 .000 0 .000 0 BOT 1.0 4 -2.375 0 -2.625 0 •••• • • • • •••• • • • •• • • •• • • • • • •••• • •••• • • • •• •• • • • • •• • • • • • • • .••• • • • • •••• • • • •• • ••• • • • • •• • • • • • • •• • • UJ- 13- PiLAJ VI 1) 0.1.) 1 rIU[JIICldIy OUILIVdle ul LniVIJ sLIV I 1 novly. rage 1 1 10:45:02 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS ********* * * *** * *w***** * * * * *** * ***** * * * * *** COL CROSS NUM SECTN (ft -k) TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft-k) (% ) (ft-k) (% ) (ft-k) ( %) (ft-k) (% ) 1 LEFT TOP BOT . RGHT TOP BOT - .0 .0 ( 0) .0 ( 0) .0 (100) .0 ( 0) 0 .0( 0) .0( 0) .0( 0) .0( 0) .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .2 .0 ( 0) .0 ( 0) -.2 (100) .0 ( 0) 2 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT .2 .0 ( 0) .0 ( 0) .2 (100) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** *** ********* * * * * * ********* ***** • • • • • •• • • •••• • • •••• • . • •• • • SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP • • • NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft-k) (ft -k) ( %o) (ft -k) (% ) (ft-k) (% ) (ft-k) (% ) 2 2.63 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 1.0 .0 ( 0) .0 ( 0) 1.0 (100) .0 ( 0) • • • • • •• • •. • • • • •• • • • •••• • • • • • •• • • • • •••• • • •••• ••• • • • •• UU -l3 - °° / L)o (im) n.0 l rruprieiary oUTTWare UT rvr 1 L/11VU i o "i. raw/ I� 10:45:03 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL BEAM SHEAR REQUIREMENTS (kips, sq.in. /in., ft.) NOTE -- Allowable shear stress in beams = 109.54 psi (see "CODE "). BEAM LEFT SIDE 1-- FRACTIONAL DIST. ALONG SPAN -1 RIGHT SIDE LEFT SPAN PATT. Vu @d Av /s Av /s Av /s Avis Av /s Av /s Vu @d Vc/2. NO. NO. SHEAR @d .175 .375 .625 .825 @d SHEAR DIST. 1 • * Span length equal to column size or zero * * 2 * * Span shear requirements negligible or zero * * 3 * * Span length equal to column size or zero * * NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Avis value above. 2.) To obtain stirrup area, multiply spacing by Av /s value. 3.) Local effects due to loadings applied at other segments along beam span must be calculated manually. 4.) Symbols following Av /s values: * - minimum shear 50*bw /Fyv - based on beam dimensions. x - Vs exceeds 2*Vc, maximum stirrup spacing must be halved. + - Avis value at segment located within effective depth. •••• • • • • •••• • •• •• • • •• •. • •.•• • • ••.• • • •••• • • •... • • • • .• • •••• • • • • • .... • • • • •... • • • •• • • • • • • • • • • • • • • • • u - 14-.... HLJUa7b(IM) O.0 1 rroprieidwy atTIM:11U UI rUR 1 v■111.) IiCIVICIV 1 MO'IV. re1gc to 10:45:03 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL NEGATIVE REINFORCEMENT ******************************************** * B E A M COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL NUMBER* NO.*©COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft-k) * (sq.in) (in) * (sq.in) (in) 1 ** 4 L II .0 .33 8.0 2 ** 0 ** .0 .33 8.0 * * * - No doubly reinforced section is required. ** - Positive reinforcement required, compute manually. POSITIVE REINFORCEMENT ************* * * * * *********** ******* * *** ***** * B E A M SPAN *PATT *LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft-k) * (sq.in) (in) * (sq.in) (in) 2 4 2.6 1.0 .33 8.0 * * - No doubly reinforced section is required. NOTE: Beam reinforcement areas are based on one layer. •••• • • • •••• • • • •• • • •• • • • •••• • • •••• • • •••• • • •• •• • • • • •• • • • •••• • • • • • • • •••• • • • • •••• • • • •• • ••• • • • •• • • • • • • • • • AUUJb(tm) mu] rropnetary oortware or rum i v/INU t,CiviGiv 1 r1001v. raye It+ 10:45:03 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN RESULTS *** * * * ************* ******** NOTE - -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and/or loading conditions may require modification of this schedule. - -The beam reinforcement detailing such as hooks and bar lengths, should be done manually to ensure proper bar detailing. NEGATIVE REINFORCEMENT ************* ********** * * * * * ****** * * * * * * * * ** * BEAM * * TOP BARS * BOTTOM BARS * COLUMN * -- ---BAR - - ---- * - - -- -BAR * NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 1 ** 2 # 4 1 No double reinf req'd 2 ** 2 # 4 1 No double reinf req'd ** - Positive reinforcement required, design manually. POSITIVE REINFORCEMENT ************* *** * ************ ************* ** BEAM * * BOTTOM BARS * TOP BARS SPAN *----BAR * ----- -BAR---* NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 2 2 # 4 1 No double reinf req'd .••. • • • • ••.• • • • • • •• • .. • • • ••. • • • •••• • • •••• • • •• .. • • • • •• • • • •••• • • •••. • • ••• • • • • • •• • • • ▪ • •• • • • • • • • • • Uy -l3 AUVOOlL I) o.0 1 riuFJllctttly aurtwaic ui r■rs. 1 v-uw nvvw. r ayc 1.r 10:45:03 AM Licensed to: Warren J. Von Werne, P.E., Royal Palm Beach, FL ADDITIONAL INFORMATION FOR IN -SPAN CONDITIONS * REINF. SUMMARY * SPAN * ----------- -- ---- * TOTAL FACTORED SPAN NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /O PARTIAL LOADS) * (sq.in) (sq.in) * (ft-k) 2 .33 .40 N/A •.•• • • • • •••• • • • • • •• • • • • • •••• • • • • •••• • • •• • • • • • •• •• •••• • • • • • • • •••• • • • • •••• • • • ••• • •• • • • • • •• • • • • • • • • • • UW- 1 3 - "" AUVbb(tm) 4.0 1 rrupr mien y .7t)ItWdI ui rvr[ i LJ I' J ..civicw 1 rwoiv. rays iv 10:45:03 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DEFLECTION ANALYSIS * * * * * * *., , * *** * * * * * *** *.,t*,..*«,. * ** NOTES - -Spans 1 and 3 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead Ioad(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline. -- Modulus of elasticity of concrete, Ec = 3156. ksi * *COLUMN STRIP* MIDDLE STRIP * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN * LOAD * --------------- NUMBER * leff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * * (in "4) * (in) * (in) * (in) * (in) * (in) * (in) * 1 1829. .000 .000 .000 Not applicable 2 1829. .000 .000 .001 Not applicable 3 1829. .000 .000 .000 Not applicable * Program completed as requested * .... • • • • • •••• • • • .• • • • •.•• .••. • • •.•• • • •• •• • • • •• • • • •••• • • • • • • • • • • • • • • • •••• • • • •••. • • • • •• • ••• • • • AUVSS(tm) b.U1 t ropnetary Sottware of rUK 1 LAND c;tmtN 1 ASSN. rage 1 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL pppppp ccccc aaaaa p p c c a a p pc c a p p c aaaaaa p p c c a a p pc ca ppPPPP cc= P P AAA DDDDD A A D D O A A D D O AAAAAAA D D A A D D O A A D D O A A DDDDD a aaaaaa 000 SSSSS SSSSS O S S S S 0 S S 0 0 SSSSS SSSSS O S S (ttttt mm mm ) OS S S S( t mmmm ) 000 SSSSS SSSSS ( t m m m ) v.***** r * ** ** *** ******* ***** tint *** * ** **** *tHe******* *trot*** Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS ************************** ******** * * * * * * * * * * * * * * * **** * * ** Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. BEMA 6.2 • • • •• • • •••• • • •••• • • •• •• • • • • • • • • •• • •••• • • • •• • • • •••• • • • • •• • • • •••• • •••• • • •••• ••• • AuubS(tm) o.u•i rropnetary bonware or rum i Kivu r+0014. rye 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL FILE NAME C: \PROGRA- 1\ADOSS \DATA \LONGB2.ADS PROJECT ID. LONGMAN SPAN ID. B2 ENGINEER WVW DATE 09/13/07 TIME 11:00:42 UNITS U.S. in-lb CODE ACI318 -89 SLAB SYSTEM CONTINUOUS BEAM FRAME LOCATION INTERIOR DESIGN METHOD STRENGTH DESIGN NUMBER OF SPANS 4 CONCRETE FACTORS SLABS BEAMS COLUMNS DENSITY(pcf ) 145.0 145.0 145.0 TYPE NORMAL WGT NORMAL WGT NORMAL WGT fc (ksi) 3.0 3.0 3.0 fct (psi) 367.0 367.0 367.0 fr (psi) 410.8 410.8 410.8 REINFORCEMENT DETAILS: NON - PRESTRESSED YIELD STRENGTH (flexural) Fy = 60.00 ksi YIELD STRENGTH (stirrups). Fyv = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT BEAM TOP = 1.50 in OUTER LAYER AT BEAM BOTTOM = 1.50 in FLEXURAL BAR SIZES: MINIMUM I MAXIMUM AT BEAM TOP = # 4 #14 AT BEAM BOTTOM = # 4 #14 MINIMUM SPACING: IN BEAM = 1.00 in • • • • • •• • • • • •••• • • •• •• •••• • • •••• • •• • • • •••• • • • • • •• • • • •••• • • • • • •••• • • • • • • •••• • • • •• • ••• • • • •• uy -1 s AUUbbtrm) o.0 i rropnerary oonware or rum' u ivv I�GmCPI 1 rkoarv. rage o 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SPAN /LOADING DATA SPAN (LENGTH Tslab 1 WIDTH L2** *1 SLAB I DESIGN COLUMN 'UNIFORM LOADS I NUMBER( L1 1 LEFT RIGHT 1 SYSTEM ( STRIP STRIP * *I S. DL LIVE 1 1 (ft) (in) 1 (ft) (ft) 1 1 (ft) (ft) l(psf ) (psf )1 ------ 1--------- -- - - -1 __ I-------- I---------------- 1---------- - - - - -I 1 I 1 .7 .0 1 .3 1.3 1 15 1 .7 ( .71 .0 .01 2 1 8.0 .0 .3 .3 1 5 1 .7 .7 .0 .01 3 I 8.0 .01 .3 .3 1 5 1 .7 .71 .0 .0 4* 1 .7 .0 .3 .3 1 5 1 .7 .7 .0 .01 1 1 1 I * - Indicates cantilever span information. "-Strip width used for positive flexure. *** -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA ****** ***** * ****** ** SPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI PARTIAL LIVE LOADS ;.•••: No.1 No.1 1 Wa Wb La Lb 1 No.I 1 Wa Wb La Lb 1 -__ I---- I---- I----------- ------- ------- I-- _I- _-- I_ --__ -_ -- - 1 . 1 1 1 1 1 1 1 .•••• 1 *1 1 1 1 1 1 1 •••• 21 1 IUNIFI 100.0 .0 .0 8.01 1 IUNIFI 120.0 .0 .0 8.01 • • 31 1 IUNIFI 100.0 .0 .0 8.01 1 IUNIFI 120.0 .0 .0 8.01 •• •• 4 *1 1 1 1 1 1 1 ••• 11 1-1 1.�1 _1 .1 ••. - •• • * - Indicates cantilever span information. UNITS FOR: UNIFORM LOAD: Wa pif La & Lb... ft CONCENTRATED LOAD: Wa kips La ft TRAPEZOIDAL LOAD: Wa & Wb..plf La & Lb... ft MOMENT: Wa ft-k La ft NOTE: Local effects of partial loadings are NOT considered by ADOSS, compute manually. ••. • • •••• • •• • • • ••• • • • • • • •• • • • • • • •••• ••• • •• U - is- J LJL) O un) a.0 1 riupiiCLawy auitwdIa ui rvtt i uirvv t■Giviiiv i rwoiv. rays Y 11:02:44 AM Licensed to: Warren J. Von Warne, P.E., Royal Palm Beach, FL BEAMS ALONG SPAN DATA SPAN 1 BEAM 1 BEAM DEPTHS 1 HAUNCH LENGTHS 1 NUMBER' WIDTH 1 LEFT CENTER RIGHT 1 LEFT RIGHT 1 1 (in) I (in) (in) (in) 1 (ft) (ft) 1 1 1 1 8.0 1 18.0 18.0 18.01 .0 .0 I 2 1 8.01 18.0 18.0 18.01 .0 .01 3 1 8.01 18.0 18.0 18.01 .0 .01 4 1 8.01 18.0 18.0 18.01 .0 .0 I • • • • •••• • • • • .. • •• • • • • • •••• • • • • •••• • • •• • • •• • • •• ••• •• • • • • • • •••• • • • • •••• • • • •• • ••• • • • •• • • • • • • • ••••• • • • • • • • • • U:1- I3 kLAJ (tm) o.0 l rropnetary onware DT MAI I vJu'U I.CMCI' 1 f•N IV. rage o 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL COLUMN/TORSIONAL DATA ***** * * * * ************ COLUMN 1 COLUMN ABOVE SLAB 1 COLUMN BELOW SLAB 1 CAPITAL'` (COLUMN MIDDLE( NUMBER 1 C1 C2 HGT 1 C1 C2 HGT IEXTEN. DEPTHISTRIP* STRIP *I (in) (in) (ft) I (in) (in) (ft) I (in) (in) 1 (ft) (ft) 1 1 1 1 1 1 1 .0 .0 .01 16.0 8.0 8.01 .0 .01 .7 .01 2 1 .0 .0 .01 16.0 8.0 8.01 .0 .01 .7 .01 3 1 .0 .0 .01 16.0 8.0 8.01 .0 .01 .7 .01 1 1 1 1 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN 1 SUPPORT 1 NUMBER 1 FIXITY* 1 1 % 1 1 1 1 1 0% 1 21 0 %1 3 1 0% 1 * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. • • •••• • • • •• • • •• • • • •••• • •••• • •••• • • •• 00 • • • • •• • • • •••• • • • • • • • ••••• • • • • • • • • • •••• • • •••• • • • •• • ••• • • • • • UV- 13- "" Nuuootun) o.0 1 now mar y JullWdlts VI rvN 1 LHIVU L. IVICIV /1.7ow. rays u 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL LATERAL LOAD /OUTPUT DATA LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Column Service Load Table Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections * *TOTAL UNFACTORED DEAD LOAD = 3.534 kips LIVE LOAD = 1.920 kips ...• • • • • •••• • • • • .. •• • • • •••• •••• • • •••• • • •• •• • • • • •• • • • •••• • • • • • .... • • • • • •••• • • • •• • ••• • • • • • • • • • • • • • Uy -'i s HuUOb(tm) n.0 i rropnetary aortvvare or rum i uw u 1/4.civicry i HOOP . raye 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN COLUMN NUMBER 1 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD .6 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD .6 .0 .0 LIVE -.1 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD .6 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD .6 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 COLUMN NUMBER 2 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD. 2.4 .0 .0 LIVE 1.0 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 2.4 .0 .0 LIVE .5 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 2.4 .0 .0 LIVE .5 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 2.4 .0 .0 LIVE 1.3 .0 .0 LATL .0 .0 .0 • • • 0 • •• • •••• • • •••• • • •• •0 • 0 • • • •••• • • • ••••0 •• 0 ••• • •• •• •••• • • •••• • • • •• • •••• • • • • • • • •• • •••• • • • • • • • • • • •0000 • • • • • Uy -13 AUVOOrtrrr) o.0 r rrupnaiary out wara 01 rvrc 1 rrlrvv'.civicry r P I'l. rays 11:02 :44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN COLUMN NUMBER 3 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD .6 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD .6 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD .6 .0 .0 LIVE -.1 .0 :0 LATL .0 .0 .0 LOAD CASE 4 DEAD .6 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 NOTE: Add dead, live and lateral axial Toads as appropriate. Top moments are those at joint bottom. Bottom moments are those at joint top. Moments are positive when counter - clockwise. Axial forces positive when compressive. • • • .• •• • • •••. •••. • • •• •• • • • • • •••• • • • • • • .... • •• • ••• • • • •• ••.. • • • •• • • • ••.. • • • • • •• • • • •••• • •..... • • • • • • • • • ••... •••... • • • • • • • Uy- 13 HULJ Url) o.0 I rlu(JriEitary Jultware vi rvm I I.i ,'nJ L+CIVICIV 1 r+JJIV. raye 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL -- -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS -- JOINT MOMENTS (ft -kips) JOINT PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 -5.1 5.1 .0 .0 -4.3 4.3 .0 .0 3 .0 .0 .0 .0 .0 .0 .0 .0 JOINT PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 -4.3 4.3 .0 .0 -5.6 5.6 .0 .0 3 .0 .0 .0 .0 .0 .0 .0 .0 JOINT SHEARS (kips) JOINT PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 .0 1.3 .0 .7 .0 1.3 .0 1.4 2 -2.5 2.5 -1.8 2.4 -2.4 1.8 -2.8 2.8 3 -1.3 .0 -1.3 .0 -.7 .0 -1.4 .0 • • • • • •• • • •••• • • •••. • • •. • • • • • •• • •••. • • • • • *••.. • • • • • • • • •• • • • • • • • •.••• •• •• •••. • • • • • • •••• • • • ••.••• • • • • • • • •• • ••• • •••••• • • • • UV- I3 HLAJ W. 1) o.0 I rrvpnerary auI ui rvrt i LHIVU rays iv 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft-k) (ft) (ft) 1 TOTL LEFT TOP .0 .117 4 .670 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 2 BOT -.8 .667 4 .000 0 2 TOTL LEFT TOP -3.9 .667 4 3.200 2 BOT .0 .000 0 .000 0 • • • • • • •• • RGHT TOP 3.9 .667 4 3.200 3 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP .0 .000 0 .000 2 BOT .8 .667 4 .000 0 RGHT TOP .0 .117 4 .670 1 BOT .0 .000 0 .000 0 •••• • • • .•• • • •• •• • • • • • • • • • • •• .•• • • •••• • • • •• • • • • • •• • • • •••• • •••• • • ••.•• ••• • •• •••••• • •• • • • • • • 0000•• • •• • • • • UU- 13 - ALA./OW(11) D.0 1 rfupf tay .7UltWelit3 UI rum I LMIVU lrCivi i 1 naDrv. rays 1 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS ********x.**** * ***** ********* ** * ****** * * ** * ****** ** SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN (ft) (ft -k) (ft) (ft) 2 TOTL 3.000 TOP .0 0 .000 0 .000 0 BOT 2.1 1 3.000 1 3.000 3 3 TOTL 5.000 TOP .0 0 .000 0 .000 0 BOT 2.1 2 3.000 2 3.000 1 • • • • • •• • • •••••• •••• •••• OOOOOO • • •• • •• • • • • • •••• • • • • •••• • • • •• • ••• • • • .•• • • • • •• • • • •••• •••••• • • • • • • • • • • •• • • • • • • • OOOOO OOOOOO • • • •••••• • • • • Huubwm) o.ui rropnetary onware or rum i uAivu L,cmciv I / o I'l. rage I 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS COL CROSS NUM SECTN (ft k) TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft-k) ( %) (ft-k) ( %) (ft-k) ( %) (ft-k) (% ) 1 LEFT TOP BOT . RGHT TOP BOT - .0 .0 ( 0) .0 ( 0) .0 (100) .0 ( 0) 0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 .0(0) .0(0) .0(0) .0(0) .8 .0 ( 0) .0 ( 0) -.8 (100) .0 ( 0) 2 LEFT TOP BOT . RGHT TOP BOT . 3 LEFT TOP BOT . RGHT TOP BOT . -3.9 .0 ( 0) .0 ( 0) -3.9 (100) .0 ( 0) 0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3.9 .0 ( 0) .0 ( 0) 3.9 (100) .0 ( 0) 0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 8 .0 ( 0) .0 ( 0) .8 (100) .0 ( 0) .0 .0 ( 0) .0 ( 0) .0 (100) .0 ( 0) 0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) DISTRIBUTION OF DESIGN MOMENTS IN SPANS SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft-k) (ft k) ( %) (ft-k) ( %) (ft k) ( %) (ft-k) (% ) 2 3.00 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 2.1 .0 ( 0) .0 ( 0) 2.1 (100) .0 ( 0) 3 5.00 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 2.1 .0 ( 0) .0 ( 0) 2.1 (100) .0 ( 0) • • • • • •• • • •0000• •••• • • • .•• • • .. •• • • • • • • • • • • •• • • • .•• • •••• • •• • • • 0000 • • • ..000• • • •• • • • •••• • •••. •. • •.•. ••• • •. 0.00.0 • • • • • • • • • •••0• 000000 •• • 000000 • • •.•... u9-14 - "" AUUb (tm) b.u1 rropnetary bonware or rUrc 1 LAIVU c.cmciv 1 / IN. rage io 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL BEAM SHEAR REQUIREMENTS (kips,sq.in. /in.,ft.) * *,***** *** * * * * * * * *, * * **** * *,**IHr*** * ***** NOTE -- Allowable shear stress in beams = 109.54 psi (see "CODE "). BEAM LEFT SIDE 1— FRACTIONAL DIST. ALONG SPAN -1 RIGHT SIDE LEFT SPAN PATT. Vu @d Av /s Av /s Av /s Av /s Av /s Av /s Vu @d Vc/2. NO. NO. SHEAR @d .175 .375 .625 .825 @d SHEAR DIST. 1 * * Span shear requirements negligible or zero * * 2 * * Span shear requirements negligible or zero * * 3 * * Span shear requirements negligible or zero * * 4 * * Span shear requirements negligible or zero * * NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value above. 2.) To obtain stirrup area, multiply spacing by Av /s value. 3.) Local effects due to loadings applied at other segments along beam span must be calculated manually. 4.) Symbols following Av /s values: * - minimum shear 50 *bw /Fyv - based on beam dimensions. x - Vs exceeds 2*Vc, maximum stirrup spacing must be halved. + - Av /s value at segment located within effective depth. •••• • • • • • • • .... •• • • • •• • • • • •••• • ••..•• • •••. • • • • .•.• • • • • • ••.•.• • •• •• • • • • • ••.• • • • • •• • • • ••.• • • • •• • ••• • • • • •• • • • • UV-1 3- HLJV0.7(IrT1) 4.V I rruprratdry aurtvva►C ui rvrc r LJ-%IW I noorvc rays 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL NEGATIVE REINFORCEMENT ************* * ******* * * * * ***** * * * *** **** * *** * B E A M COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft-k) * (sq.in) (in) * (sq.in) (in) 1 ** 4 LII .0 .44 8.0 2 4 L (I -3.9 .44 8.0 3** 4 I I R .0 .44 8.0 * * * * - No doubly reinforced section is required. ** - Positive reinforcement required, compute manually. POSITIVE REINFORCEMENT ************* **** ****** * * ******* ***** **** * ** * B E A M SPAN *PATT *LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft-k) * (sq.in) (in) * (sq.in) (in) 2 1 3.0 2.1 .44 8.0 3 2 5.0 2.1 .44 8.0 * * * - No doubly reinforced section is required. NOTE: Beam reinforcement areas are based on one layer. •••• • • • • •••• • • • •• • • •• • • • • •••• • •••• • • • • .•.•.. •••• • •••... • •• • • • • • •• •• •••• • • • • • •••• • • • • • • • • •••• •• • ••• • •• •• • •.•••• • • • • • • • • • ••••• •...•. •• • •.•••• • • ••.•.. • • UJ -1� - °° HUVaa(un) o.0 i rroprietary aortw a ui rnR 1 L/\rvv ■..crvIciv i P+ooiv. rays 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN RESULTS * *** * *** * ******* * ******* *** NOTE - -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and/or loading conditions may require modification of this schedule. - -The beam reinforcement detailing such as hooks and bar lengths, should be done manually to ensure proper bar detailing. NEGATIVE REINFORCEMENT ************* **** * * * *** * * * * * * * ******** * * **** * BEAM * * TOP BARS * BOTTOM BARS * COLUMN* -- ---BAR * BAR * NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 1** 2 # 4 1 No double reinf req'd 2 2 # 4 1 No double reinf req'd 3** 2 # 4 1 No double reinf req'd ** - Positive reinforcement required, design manually. POSITIVE REINFORCEMENT ************* ******** *** * * * ****** * * *** * * * * ** * BEAM * * BOTTOM BARS * TOP BARS * SPAN * ----- -BAR --- - -- * --- ---BAR _ * NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 2 2 # 4 1 No double reinf req'd 3 2 #4 1 No double reinf req'd •••• • • • • • ••••.• •• • • •• • • • • • • •••• • •••• • • • • ▪ • • •••• • • • • •• •• •••••• • • • • O •••• • • • • • • • .... •• • ••• • • •• • • ••.• • .••• • • OOOOO • • • • • • • AUV3O(Im) o.0 i rropnelary oUTLINIZU UI rvm 1 L/1141J k#CIVIG N 1 /100111. ray; Iv 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL ADDITIONAL INFORMATION FOR IN -SPAN CONDITIONS ****************J... *, ***** * * * * * * * ********** * REINF. SUMMARY * SPAN * ----------- ---- -- * TOTAL FACTORED SPAN NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROVD. * (W /O PARTIAL LOADS) * ( sq.in) (sq.in) * (ft-k) 2 .44* .40 N/A 3 .44* .40 N/A * - Indicates REQ'D reinforcement is greater than PROVD (check bar selection) • • • • • •• • • • • .••• • • •• • • • • • •• • •• •... • •• .•.• •••• • • •• • • • • • • • • • • • • • . • • • • ••.• • • • • •••• • • • • • •• • ••• • • • •• •• • • HUU Itm) 0.01 rropnetary aonware Ui rum 1 LrrrvLJ "00111. rays r 11:02:44 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DEFLECTION ANALYSIS ******* ***** *** * * * * * * * * * * * * * * * * ***** ** NOTES - -Spans 1 and 4 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead Ioad(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline. -- Modulus of elasticity of concrete, Ec = 3156. ksi * *COLUMN STRIP* MIDDLE STRIP * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN * LOAD * --- NUMBER * leff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * * (in ^4) * (in) * (in) * (in) * (in) * (in) * (in) * 1 3888. .000 .000 .000 Not applicable 2 3888. .000 .000 .001 Not applicable 3 3888. .000 .000 .001 Not a p p l i c a b l e 4 3888. .000 .000 .000 N o t a p p l i c a b l e * Program completed as requested * • • • • •••• • • .. • • • .. • • ••. • • .... • • • • •* • • .... • • • • • • • • .. • ... • • • . . • • .... • . .... • • • • .* .. • • • .. • ••• • • • .. u�- 10- AUUaa(tmj n.Ui rropnetary aonware or rut< 1 LHNU t;tMtN 1 A55N. Page 1 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL pppppp ccccc aaaaa p p c c a a p pc c a p p c aaaaaa p pc ca a p p c c a PPPPPP ccccc P P AAA DDDDD A A D D O A A D D O AAAAAAA D D A A D D O A A D D O A A DDDDD a aaaaaa 000 SSSSS SSSSS O S S S S O S S O 0 SSSSS SSSSS O S S (ttttt mm mm ) OS S S S( t mmmm ) 000 SSSSS SSSSS ( t m m m ) Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS ************************** * *************** * *** *** ***** * ** Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. gEgrl 6 -3 • • • • • •• • • • • •••• • • •• •• • • • • • • • • • • •• • •••• • • •••• • •• • • • • .•• • • • • • •• • • • •••• • •••• • • •••• ••• • •• uy- i3- Huvaaktm) o.0 i rropnetary aomvare or rurc 1 LAND •tmtN 1 AbbN. rage z 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL FILE NAME C: \PROGRA- 1\ADOSS \DATA \LONGB2.ADS PROJECT ID. LONGMAN SPAN ID. B3 ENGINEER WVW DATE 09/13/07 TIME 11:00:42 UNITS U.S. in-lb CODE ACI318 -89 SLAB SYSTEM CONTINUOUS BEAM FRAME LOCATION INTERIOR DESIGN METHOD STRENGTH DESIGN NUMBER OF SPANS 4 CONCRETE FACTORS SLABS BEAMS COLUMNS DENSITY(pcf ) 145.0 145.0 145.0 TYPE NORMAL WGT NORMAL WGT NORMAL WGT fc (ksi) 3.0 3.0 3.0 fct (psi) 367.0 367.0 367.0 fr (psi) 410.8 410.8 410.8 REINFORCEMENT DETAILS: NON - PRESTRESSED YIELD STRENGTH (flexural) Fy = 60.00 ksi YIELD STRENGTH (stirrups) Fyv = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT BEAM TOP = 1.50 in OUTER LAYER AT BEAM BOTTOM = 1.50 in FLEXURAL BAR SIZES: MINIMUM MAXIMUM AT BEAM TOP = # 4 #14 AT BEAM BOTTOM = # 4 #14 MINIMUM SPACING: IN BEAM = 1.00 in • • • • •••• • • • • •• • • •. • • • • • • • • • •••• • • • • •••• • • •• • • • • • •• •• ••.• • • • • • •••• • • • • •••• • • • •• • ••• • • • • • • • • uu- i o Auu�5ltm) n.0 i rropnetary bottware or rut( i LANU UtIV I AbbN. rage s 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SPAN /LOADING DATA *** * * ***** * * * * *** SPAN (LENGTH Tslab 1 WIDTH L2 * * *1 SLAB 1 DESIGN COLUMN 1 UNIFORM LOADS I NUMBER( L1 1 LEFT RIGHT 1 SYSTEM I STRIP STRIP * *I S. DL LIVE I (ft) (in) I (ft) (ft) I I (ft) (ft) l(psf ) (psf )I ----- I--- ----- ------ 1-------------- I-------- 1---------- _-I---------- ---- -1 1* 1 .7 .0 1 .3 1.3 1 15 1 .7 I .71 .0 .0 2 I 8.0 .0 .3 .3 1 5 1 .7 .7 I .0 .01 3 1 8.0 .0 .3 .3 1 5 1 .7 .7 .0 .01 4* 1 .7 .01 .3 .3 1 5 1 .7 .71 .0 .01 1 1 1 * - Indicates cantilever span information. "-Strip width used for positive flexure. * * * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA * * * *** ***** *** * * * *** 1 • • • • • •• • • SPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI PARTIAL LIVE LOADS No.l No.l 1 Wa Wb La Lb 1 No.l 1 Wa Wb La Lb 1 - - -- l - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 ----- ---- -1 1*1 I1 I1 I1 II II II 2 1 1 IUNIFI 325.0 .0 .0 8.01 1 IUNIFI 120.0 .0 .0 8.01 3 1 1 IUNIFI 325.0 .0 .0 8.01 1 IUNIFI 120.0 .0 .0 8.01 4 *I 1 1 I-1 I 1_1 el •••• • • •• •• • • •• • • •••• • •• • • • • • ••. • • • • • • • •• • • • •• • • • • • • • • • • • • • • • • •••• • • • • •••• • • • • • • •• • ••• • • • * - Indicates cantilever span information. UNITS FOR: UNIFORM LOAD: Wa plf La & Lb... ft CONCENTRATED LOAD: Wa kips La ft TRAPEZOIDAL LOAD: Wa & Wb..plf La & Lb... ft MOMENT: Wa ft -k La ft NOTE: Local effects of partial loadings are NOT considered by ADOSS, compute manually. uy- i s HuUattm) n.0 i rropnetary aomvare or rum! ukrvu ummmty moors,. rage '+ 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL BEAMS ALONG SPAN DATA ****** * ***** ***** * * ** SPAN 1 BEAM 1 BEAM DEPTHS 1 HAUNCH LENGTHS 1 NUMBER' WIDTH 1 LEFT CENTER RIGHT 1 LEFT RIGHT 1 (in) I (in) (in) (in) 1 (ft) (ft) 1 1 1- --- -- i----------- - - - - -1 1 1 1 1 1 8.01 38.0 38.0 38.01 .0 .01 2 1 8.01 38.0 38.0 38.0 1 .0 .01 3 I 8.0 1 38.0 38.0 38.01 .0 .01 4 1 8.0 1 38.0 38.0 38.01 .0 .01 • • • .• •• • • •••• • • •• •• • •• • • • • • .• •. • • • •••• • •• • • • •••• • • • • • • • • • • • • •- • • • • •••• • • •••• • ••• • • • •• • • Auubb(tm) n.0 i rropnetary ao tware or 1-'UK 1 LJ NU laMCN 1 Pb N. rage a 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL COLUMN/TORSIONAL DATA * * * * * * * * *** * * * **** * ** COLUMN 1 COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL ** 'COLUMN MIDDLE' NUMBER I C1 C2 HGT 1 C1 C2 HGT IEXTEN. DEPTHISTRIP* STRIP *I (in) (in) (ft) I (in) (in) (ft) I (in) (in)1(ft) (ft) - -- 1 ---------- i---------- - --- -- -1 -- -I 1 1 I 1 1 1 .0 .0 .01 16.0 8.0 8.01 .0 .01 .7 .0 1 2 1 .0 .0 .0 16.0 8.0 8.01 .0 .01 .7 .01 3 1 .0 .0 .01 16.0 8.0 8.01 .0 .01 .7 .0 1 1 1 1 1 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN 'SUPPORT 1 NUMBER I FIXITY* 1 1 % 1 II I 1 1 1 0% 1 2 1 0% 1 3 1 0% 1 1- - -- ---1 * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. ••• • • • • • •••• • • • •• • • •• • • • •••• • • • •••• •• • • • • • • • • • • •• • • • • • •• • .• .••• • • • • • • • • • •.•• • • • • •••• • • • • • •• • ••• • • • •• •• uy- Is - °° Auubb tm) o.0 l rroprietary aonware or rum I LHIVU I.CMCIV 1 /\aaIN. rage o 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL LATERAL LOAD /OUTPUT DATA * * * * ***** *** * * * * * * * *** ** LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Column Service Load Table Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required Bar Sizing Additional Information Deflections * *TOTAL UNFACTORED DEAD LOAD = 9.284 kips LIVE LOAD = 1.920 kips .... • • • ••.• • • • •• • • • • • • •••• • • •••• • •••• • • • • • • • • • • • • • • • • •• • •• •.•. • • • • • • • • • •••• • • • •••• • • • • • •• • ••• • • • AUUb tm) o.ut rropnetary bottware OT rurc i LHNU L;tmtN i H55N. rage i 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN COLUMN NUMBER 1 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD 1.5 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 1.5 .0 .0 LIVE -.1 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 1.5 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 1.5 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 COLUMN NUMBER 2 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD 6.3 .0 .0 LIVE 1.0 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 6.3 .0 .0 LIVE .5 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 6.3 .0 .0 LIVE .5 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 6.3 .0 .0 LIVE 1.3 .0 .0 LATL .0 .0 .0 •••• • • • • • • •••• •• • • • •• • • • •••- • •••- •••• • • •• •• •• • • • • • • - • • • • •- • • • •••• • • • • • • • • • • • •••• • • • • • • •• • ••• • • • •• UV-14--- AUUSb (tm) b.U1 rropnetary software of t oK I LAND UtMtN 1 ASSN. 'age tt 11:08 :28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN COLUMN NUMBER 3 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft -k) BOT (ft-k) LOAD CASE 1 DEAD 1.5 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD 1.5 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD 1.5 .0 .0 LIVE -.1 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD 1.5 .0 .0 LIVE .3 .0 .0 LATL .0 .0 .0 NOTE: Add dead, live and lateral axial Toads as appropriate. Top moments are those at joint bottom. Bottom moments are those at joint top. Moments are positive when counter - clockwise. Axial forces positive when compressive. • • • •••• • • • • •• • • •• • • • • • • • • • • •••• • • • • • • •••• • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • •••• • • • • • • •• • ••• • • • AUUbb(tm) a.u7 rropnetary bortware or rA I I LAND l;tMtN 1 AbbN. rage J 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL - - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- *********** * * * * * * * *** * * *** * ****x,***** * * * ** JOINT MOMENTS (ft -kips) JOINT PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 -10.6 10.6 .0 .0 -9.8 9.8 .0 .0 3 .0 .0 .0 .0 .0 .0 .0 .0 JOINT PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 -9.8 9.8 .0 .0 -11.1 11.1 .0 .0 3 .0 .0 .0 .0 .0 .0 .0 .0 JOINT SHEARS (kips) JOINT PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 .0 2.6 .0 2.0 .0 2.6 .0 2.7 2 -5.2 5.2 -4.5 5.1 -5.1 4.5 -5.5 5.5 3 -2.6 .0 -2.6 .0 -2.0 .0 -2.7 .0 • • • • • •• • • •••• • • •••• •••• • •• • • • • • • • •••• • • • • • • • • • •• • • • • • •• • •• •••• • • . • • •••• • • • • • •••• • • • • •• • ••• • • • • • uy- 13 -.... ALA.) tm) o.0 i rropnetary onware or rum i umvu rage 10 11:08:28 AM Licensed to: Warren J. Von Werne, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft k) (ft) (ft) 1 TOTL LEFT TOP .0 .117 4 .670 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 2 BOT -1.6 .667 4 .000 0 2 TOTL LEFT TOP -7.7 .667 4 2.800 2 BOT .0 .000 0 .000 0 RGHT TOP 7.7 .667 4 2.800 3 BOT .0 .000 0 .000 0 3 TOTL LEFT TOP .0 .000 0 .000 2 BOT 1.6 .667 4 .000 0 RGHT TOP .0 .117 4 .670 1 BOT .0 .000 0 .000 0 •••• • • • •••• • • • • • •• • • •• • • • • • • •••• •••• • • - •••• • • •• • • • • • •• • •• •••• • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • • • • • • • • u - "I3 - "" AUL) b t ) o.U1 rropnetary onware or rurl I LHIVU .. tIVICIV 1 rage 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. LP. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN (ft) (ft-k) (ft) (ft) 2 TOTL 3.000 TOP .0 0 .000 0 .000 0 BOT 4.0 1 3.000 1 2.600 1 3 TOTL 5.000 TOP .0 0 .000 0 .000 0 BOT 4.0 2 2.600 1 3.000 1 •••• • • • •••• • • • •• • • • • •• • •••• • •••• • • • • • • • • • • • •• 0 • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • • • 0• • • • ••• - • • • uy- i o - °° AUUbb (tm) o.0 1 rropnetary onware or rum' vrivv �.Civinv i NOON. rage i.c 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS COL CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft -k) (ft-k) ( %.) (ft-k) ( %) (ft-k) ( %) (ft-k) (% ) 1 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 (100) .0 ( 0) BOT .0 .0( 0) .0( 0) .0( 0) .0( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -1.6 .0 ( 0) .0 ( 0) -1.6 (100) .0 ( 0) 2 LEFT TOP -7.7 .0 ( 0) .0 ( 0) -7.7 (100) .0 ( 0) BOT .0 .0( 0) .0( 0) .0( 0) .0( 0) RGHT TOP 7.7 .0 ( 0) .0 ( 0) 7.7 (100) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) 3 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 1.6 .0 ( 0) .0 ( 0) 1.6 (100) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 (100) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** *** * * ******** ***** * * * * * * ******* • • • • • •• • • •••• • • ••s• • • •• •• • • • • • •••• • • • • • • • .... •• • ••• • •••• • • • •• • • • • • •••• • • • • • • • • • • • • •• • • • •••• • SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft-k) (ft-k) ( %) (ft-k) ( %) (ft-k) ( %) (ft -k) (% ) 2 3.00 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 4.0 .0 ( 0) .0 ( 0) 4.0 (100) .0 ( 0) 3 5.00 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT 4.0 .0 ( 0) .0 ( 0) 4.0 (100) .0 ( 0) • • • • • O9-13--` AUUSS(tm) 6.U1 I ropnetary Software of Port! LANU etmtN 1 ASbN. rage is 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL BEAM SHEAR REQUIREMENTS (kips, sq.in. /in., ft.) ************** * *** * *** *** * * * *** * * *** * * *** * * ** NOTE -- Allowable shear stress in beams = 109.54 psi (see "CODE "). BEAM LEFT SIDE 1 -- FRACTIONAL DIST. ALONG SPAN -) RIGHT SIDE LEFT SPAN PATT. Vu @d Av /s Av /s Av /s Av /s Avis Av /s Vu @d Vc/2. NO. NO. SHEAR @d .175 .375 .625 .825 @d SHEAR DIST. 1 ** 2 ** 3 ** 4 ** Span shear requirements negligible or zero Span shear requirements negligible or zero Span shear requirements negligible or zero Span shear requirements negligible or zero ** ** ** ** NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value above. 2.) To obtain stirrup area, multiply spacing by Av /s value. 3.) Local effects due to loadings applied at other segments along beam span must be calculated manually. 4.) Symbols following Av /s values: * - minimum shear 50 *bw /Fyv - based on beam dimensions. x - Vs exceeds 2*Vc, maximum stirrup spacing must be halved. + - Av /s value at segment located within effective depth. •.•. • • • • •••• • • • .• • • •• • • • • • •• • • • • •••• • • • • • • •••• • •••••• • •• • • • • • • •. • •• •••• • • • • • • • • • • • •••• • • • • • • • •.•• • • • • .. ... • 09 -13 -- ADOSS(tm) 6.01 Propnetary Software of FUR I LAN) ULMLN 1 ASSN. 1 age 14 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL NEGATIVE REINFORCEMENT * B E A M COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft-k) * (sq.in) (in) * (sq.in) (in) 1** 4 1.11 .0 .97 8.0 2 4 L 11 -7.7 .97 8.0 3 ** 4 11R .0 .97 8.0 * * * * - No doubly reinforced section is required. ** - Positive reinforcement required, compute manually. POSITIVE REINFORCEMENT ************* * * * * * * * *** * * * * ***** * * * * * * ****** * B E A M SPAN *PATT *LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft -k) * (sq.in) (in) * (sq.in) (in) 2 1 3.0 4.0 .97 8.0 3 2 5.0 4.0 .97 8.0 * * * - No doubly reinforced section is required. NOTE: Beam reinforcement areas are based on one layer. •••• • • • • •••• • • • • •• • • •• • • • • • • • •••• • • • • • • •••• • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • e• AUV55(tm) b.u7 rropnetary bortware or ruff i LAND L MtN I A bN. rage 1b 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN RESULTS * **,arts*** *,r**** *,ant ***Ir **** NOTE - -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and/or loading conditions may require modification of this schedule. - -The beam reinforcement detailing such as hooks and bar lengths, should be done manually to ensure proper bar detailing. NEGATIVE REINFORCEMENT ************* *** * * * * * * * ******* * *** * *** * ***** * BEAM * * TOP BARS * BOTTOM BARS * COLUMN*----- BA R * BAR * NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 1 ** 2 # 7 1 No double reinf req'd 2 2 # 7 1 No double reinf req'd 3** 2 # 7 1 No double reinf req'd ** - Positive reinforcement required, design manually. POSITIVE REINFORCEMENT ************* ***** * * * * ***** * *** * * * * * * * * * * * ** * BEAM * * BOTTOM BARS * TOP BARS * SPAN * BAR - - ---- * - ---- -BAR - - ---- * NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 2 2 # 7 1 No double reinf req'd 3 2 # 7 1 No double reinf req'd • • . • • • • .... • • .. • • • .. • • • .... • • . .... • • • • • • • • .... .... • • • • • • • • • • • •••• • . • .... • • • • .. • ... • • • .. Huu Im/ o.0 1 rropneiary ortware or rum 1 LAINU l.,cMtry 1 rage io 11:08:28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL ADDITIONAL INFORMATION FOR IN -SPAN CONDITIONS * REINF. SUMMARY * SPAN * * TOTAL FACTORED SPAN NUMBER* AT.MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /O PARTIAL LOADS) * (sq.in) (sq.in) * (ft-k) 2 .97 1.20 N/A 3 .97 1.20 N/A • • • • • •••• • • • • ••• • • •• • • • • • • • • •••• • • • • • • •••• • • • • •• • • • • • •• • •• •••• • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• u -1 AUUbb(tm) b.u'I i ropnetary Jonware OT ruK I LHIVU L.CIVICIV 1 AbbIV. rage T 11:08 :28 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DEFLECTION ANALYSIS NOTES - -Spans 1 and 4 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline. -- Modulus of elasticity of concrete, Ec = 3156. ksi * *COLUMN STRIP * MIDDLE STRIP * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN * LOAD * NUMBER * leff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * * (in "4) * (in) * (in) * (in) * (in) * (in) * (in) * 1 36581. .000 .000 .000 Not applicable 2 36581. .000 .000 .000 Not a p p l i c a b l e 3 36581. .000 .000 .000 Not applicable 4 36581. .000 .000 .000 Not a p p l i c a b l e * Program completed as requested * •••• • • • • •••• • • • • •• • • •• • • • •••• • • • • •••• • • • • • • ••• • • • • • •• • • • • • •• •• •••• • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • 09 -13-- ADOSS(tm) b.U1 Kropnetary Software of Kitt! LANU UtMtN 1 f.kbINI. rage 1 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL t e • pppppp ccccc aaaaa p p c c a a p pc c a p p c aaaaaa p p c c a a p pc ca PPPPPP ccccc P P AAA DDDDD A A D D O A A D D O AAAAAAA D D A A D D O A A D D O A A DDDDD a aaaaaa 000 SSSSS SSSSS O S S S S 0 S S O 0 SSSSS SSSSS 0 S S (ttttt mm mm ) O S S S S( t mmmm ) 000 SSSSS SSSSS ( t m m m ) Computer program for ANALYSIS AND DESIGN OF SLAB SYSTEMS Licensee stated above acknowledges that Portland Cement Association(PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the ADOSS(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the ADOSS(tm) program. Although PCA has endeavored to produce ADOSS(tm) error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the ADOSS(tm) program. •. • • • • • • •••• • • • •• • • •• • • • •••• • • •••• • • • • •••• • • •• • • • • • • •• • •• •••• • • • • • •••• • • • •••• • • • •• • ••• • 09 -13 ADOSS(tm) 6.01 Proprietary Software of PORTLAND GEMtN 1 ASSN. Nage z 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL FILE NAME C: \PROGRA -1 WDOSS \DATA \LONGB2.ADS PROJECT ID. LONGMAN SPAN ID. B4 ENGINEER DATE TIME UNITS CODE WVW 09/13/07 11:00:42 U.S. in-lb ACI 318 -89 SLAB SYSTEM FRAME LOCATION DESIGN METHOD CONTINUOUS BEAM INTERIOR STRENGTH DESIGN NUMBER OF SPANS 3 CONCRETE FACTORS SLABS BEAMS COLUMNS DENSITY(pcf ) 145.0 145.0 145.0 TYPE NORMAL WGT NORMAL WGT NORMAL WGT fc (ksi) 3.0 3.0 3.0 fct (psi) 367.0 367.0 367.0 fr (psi) 410.8 410.8 410.8 REINFORCEMENT DETAILS: NON - PRESTRESSED YIELD STRENGTH (flexural) Fy = 60.00 ksi YIELD STRENGTH (stirrups) Fyv = 60.00 ksi DISTANCE TO RF CENTER FROM TENSION FACE: AT BEAM TOP = 1.50 in OUTER LAYER AT BEAM BOTTOM = 1.50 in FLEXURAL BAR SIZES: MINIMUM 1 MAXIMUM AT BEAM TOP = #4 #14 AT BEAM BOTTOM = # 4 #14 MINIMUM SPACING: IN BEAM= 1.00 in • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • •• • •. •• • • •••• • •• • • • •••• • • • • • •• • • • •••• • •••• • • •••• ••• • •• 09 -13 ADOSS(tm) 6.01 Propnetary Sottware of F'UK 1 LAND (aMtN 1 ASSN. rage s 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL SPAN /LOADING DATA ***** * * * * * * ****** SPAN !LENGTH Tslab 1 WIDTH L2***1 SLAB 1 DESIGN COLUMN 1 UNIFORM LOADS 1 NUMBER! L1 1 LEFT RIGHT 1 SYSTEM 1 STRIP STRIP * *l S. DL LIVE 1 1 (ft) 0)1 (ft) (ft)1 1 (ft) (ft) I(Psf ) (Psf )1 ------ 1------------- 1-------------- 1- - - - - -- I 1 1 I 0 1 .7 1 .3 1.3 1 l 5 1 .7 l .71 .0 .01 2 1 4.0 .01 .3 .3 1 5 1 .7 .71 .0 .0 1 3* 1 .7 .0 1 .3 .3 1 5 1 .7 .7 1 .0 .0 1 1 1 I1 1 * - Indicates cantilever span information. ** -Strip width used for positive flexure. ** * -L2 widths are 1/2 dist. to transverse column. "E "- Indicates exterior strip. PARTIAL LOADING DATA *** * * ******* **** **** 1 SPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI PARTIAL LIVE LOADS 1 No.1 No.l 1 Wa Wb La Lb 1 No.1 1 Wa Wb La Lb 1 •••• • • • • • • : :: 11 1 1 1 1 1 •• • • •••• 1 *1 1 1 11 1 1 • • 21 11UNIF1 50.0 .0 .0 4.01 1 1UNIF1 60.0 .0 .0 4.01 •••••• • 3 *I 1 1 1 1 1 1 •••• • • • 1 1 1 1 1 I ••l••• • •••• e• •• •••• * - Indicates cantilever span information. UNITS FOR: UNIFORM LOAD: Wa pif La & Lb... ft CONCENTRATED LOAD: Wa kips La ft TRAPEZOIDAL LOAD: Wa & Wb..plf La & Lb... ft MOMENT: Wa ft-k La ft NOTE: Local effects of partial loadings are NOT considered by ADOSS, compute manually. • • • • • • • • • •••• • • • • • ••••- • • • • •• •• • ••• • • • • • •• 09 -13 -" ADOSS(tm) (5.01 I ropnetary software or rOt< 1 LAND t:tMtN 1 1. aN. rage 4 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL BEAMS ALONG SPAN DATA * *** * * * ******** * * * * ** SPAN 1 BEAM 1 BEAM DEPTHS 1 HAUNCH LENGTHS I NUMBER! WIDTH I LEFT CENTER RIGHT 1 LEFT RIGHT 1 (in) I (in) (in) (in) 1 (ft) (ft) 1 I-- - - - - -I I --- --- - -I 1 1 1 1 8.0 I 12.0 12.0 12.0 I .0 .0 I 2 1 8.0 I 12.0 12.0 12.01 .0 .01 3 1 8.01 12.0 12.0 12.01 .0 .01 • • • • • • • •••• • • • • •• • • • • •• • • • •••• • • • • •••• • •• • • • • • •• • •• •••• • • • • • • • • • •••• • • • • •••• • • • • • • • • • • • • • 09 -13- " AL OSS(tm) 6.U1 rropnetary 5ortware or roil' LANU I:tIVItN rage 3 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL COLUMN/TORSIONAL DATA ** * * * * * * * **** * * *** *** COLUMN 1 COLUMN ABOVE SLAB 1 COLUMN BELOW SLAB 1 CAPITAL ** 'COLUMN MIDDLEI NUMBER 1 C1 C2 HGT 1 C1 C2 HGT IEXTEN. DEPTHISTRIP* STRIP *1 1 (in) (in) (ft)1 (in) (in) (ft)1 (in) (in)1(ft) (ft)1 -- - --- -- ------- ----------- 1------ ------- --- -_ ------- - - ---- -------- - - - - -- 1 11 .0 .0 1 1 1 .0 8.0 8.0 8.0 .0 .0 1 .7 .01 2 1 .0 .0 .01 8.0 8.0 8.01 .0 .01 .7 .01 1 1 1 1 Columns with zero "C2" are round columns. * -Strip width used for negative flexure. * *- Capital extension distance measured from face of column. COLUMN 1 SUPPORT 1 NUMBER 1 FIXITY* 1 1 % 1 1 * - Support fixity of 0% denotes pinned condition. Support fixity of 999% denotes fixed end condition. •••• • • • •••• • • • • •• • • •• • • • • •••• • • • • •••• • • • • • • •••• • • •• • • • • • •• • •• •••• • • • • • • • • •••• • • • •••• • • • • • • • •• • ••• • • • • • •• ADQSS(tm) ti.U1 rropnetary 5onware or tart I LAivu c.twICIv HooN. rye v 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL LATERAL LOAD /OUTPUT DATA * *** * * **** * * * * *** * ****** LATERAL LOADS ARE NOT SPECIFIED OUTPUT DATA PATTERN LOADINGS: 1 THRU 4 PATTERN LIVE LOAD FACTOR (1 -3) = 75% LOAD FACTORS: U = 1.40 *D + 1.70 *L U = .75( 1.40 *D + 1.70 *L + 1.70 *W) U = .90 *D + 1.30 *W OUTPUT OPTION(S): Input Echo Column Service Load Table Centerline Moments and Shears Column Strip Distribution Fac Shear Table Reinforcing Required • • • . . Bar Sizing • .. • • •• • • . Additional Information •.;..• • Deflections •••• • * *TOTAL UNFACTORED DEAD LOAD = .587 kips •••••• • LIVE LOAD = .240 kips •• • .••• • • • • ▪ •••• • • • •••• • • • • •• • ••• • • • AUVSS(tm) b.U1 rropnetary aortware or rL rc I virvu l.croiCr■ 1 r1OO■. rayc r 11:20:40 AM Licensed to: Warren J. Von Werne, P.E., Royal Palm Beach, FL SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN ********** ***************** ** * * * * *** *,****** * *.,. *. * * * ******* COLUMN NUMBER 1 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft-k) BOT (ft-k) LOAD CASE 1 DEAD .3 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD .3 .0 .0 LIVE .0 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD .3 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD .3 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 COLUMN NUMBER 2 AXIAL LOAD MOMENT AT MOMENT AT (kips) TOP (ft k) BOT (ft-k) LOAD CASE 1 DEAD .3 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 2 DEAD .3 .0 .0 LIVE .0 .0 .0 LATL .0 .0 .0 LOAD CASE 3 DEAD .3 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 LOAD CASE 4 DEAD .3 .0 .0 LIVE .1 .0 .0 LATL .0 .0 .0 NOTE: Add dead, live and lateral axial Toads as appropriate. Top moments are those at joint bottom. Bottom moments are those at joint top. Moments are positive when counter - clockwise. Axial forces positive when compressive. •••• • • • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• • • • •••• • • •• • • • • • •• • •• •••• • • • • • • • •••- • • • • • •••• • • • • • •• • ••• • • • • •• 09 -13-' ADOSS(tm) b.01 Nropnetary bottware of rurc I LAND L. Mtev i mooN. rage o 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL ---- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS ---- JOINT MOMENTS (ft-kips) JOINT PATTERN -1 PATTERN -2 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 .0 .0 .0 .0 .0 .0 .0 .0 JOINT PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT TOP BOTTOM LEFT RIGHT TOP BOTTOM 1 .0 .0 .0 .0 .0 .0 .0 .0 2 .0 .0 .0 .0 .0 .0 .0 .0 JOINT SHEARS (kips) JOINT PATTERN -1 PATTERN -2 PATTERN -3 PATTERN -4 NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 .0 .5 .0 .4 .0 .5 .0 .6 2 -.5 .0 -.4 .0 -.5 .0 -.6 .0 ••. • • • • •••• • • • • •• • • •• • • • • • • • • •••• • • •••• • • •• • • • • • •• • •• •••• • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • •• • • 09- 13 -" ADOSS(tm) 6.01 Nropnetary Software of F'OK 1 LAND UtmtN 1 ASSN. rage 11:20:40 AM Licensed to: Warren J. Von Werne, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS FROM SUPPORTS COL LOAD CROSS DESIGN DISTANCE LOAD MAX.I.P. LOAD NUM TYPE SECTN MOMENT CR.SECTN PTRN DISTANCE PTRN (ft-k) (ft) (ft) 1 TOTL LEFT TOP .0 .117 4 .670 1 BOT .0 .000 0 .000 0 RGHT TOP .0 .000 0 .000 2 BOT -.2 .333 4 .000 0 2 TOTL LEFT TOP .0 .000 0 .000 2 BOT .2 .333 4 .000 0 RGHT TOP .0 .117 4 .670 1 BOT .0 .000 0 .000 0 •••• • • • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• • • • • • • ••••• • • • • •• • • • • • •• •• •••• • • • • • • s • • •••• • • • • •••• • • • • • •s • ••• • • • • • •• 09 -13 - ** ADOSS(tm) 6.01 Proprietary Software of PURL LAND etMbN 1 AS N. Page 1u 11:20:40 AM Licensed to: Warren J. Von Werne, P.E., Royal Palm Beach, FL DESIGN MOMENT ENVELOPES AT CRITICAL SECTIONS ALONG SPANS SPAN LOAD CRITICAL DESIGN LOAD MAX. I.P. LOAD MAX. I.P. LOAD NUM TYPE SECTION MOMENT PTRN DIST LEFT PTRN DIST RGHT PTRN (ft) (ft-k) (ft) (ft) 2 TOTL 1.900 TOP .0 0 .000 0 .000 0 BOT .6 4 1.900 1 2.100 1 .••. • • • •••• • • • • •• • • •• • • • • • • •••• • • • •••• • • • • • •••• • • •• • • • • • •• •• •••• • • • • • • • • • • •••• • • • • •••• • • • • • •• • ••• • • • • • 09- 13 -" ADOSS(tm) 6.01 Hropnetary software of taut< i LAND taMtN i Abb.N. rage 11 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DISTRIBUTION OF DESIGN MOMENTS AT SUPPORTS COL CROSS NUM SECTN (ft-k) 1 LEFT TOP BOT TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP MOMENT DIFFERENCE MOMENT MOMENT MOMENT (ft-k) ( %) (ft-k) ( %) (ft-k) ( %) (ft-k) (% ) .0 .0 ( 0) .0 ( 0) .0 (1 00) .0 ( 0) .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT -.2 .0 ( 0) .0 ( 0) -.2 (100) .0 ( 0) 2 LEFT TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT .2 .0 ( 0) .0 ( 0) .2 (100) .0 ( 0) RGHT TOP .0 .0 ( 0) .0 ( 0) .0 (100) .0 ( 0) BOT .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) DISTRIBUTION OF DESIGN MOMENTS IN SPANS ******** ** * *** **** * * * * *** * * * * * *** * * * * ** • • • • • •• • • •••• •••- SPAN CROSS TOTAL TOTAL -VERT COLUMN STRIP BEAM MIDDLE STRIP" NUM SECTN MOMENT DIFFERENCE MOMENT MOMENT (ft-k) (ft -k) (% ) (ft-k) ( %) (ft -k) ( %) (ft-k) (% ) 2 1.90 TOP .0 .0 ( 0) .0 ( 0) .0 ( 0) .0 ( 0) BOT .6 .0 ( 0) .0 ( 0) .6 (100) .0 ( 0) • • MOMENT • • • • • • • • .• •• • ••. • • • •• •. • • • • • • •- • • • •. • • • •••• • • ••• • • • •- 09-13-" ADOSS(tm) 6.01 Propnetary software of rvhc 1 LAND UtMtN 1 HJJN. rage iz 11:20:40 AM Licensed to: Warren J. Von Werne, P.E., Royal Palm Beach, FL BEAM SHEAR REQUIREMENTS (kips, sq.in./in., ft.) ************** *** * * * * * * * * * ******** * * * * * *** * ** NOTE -- Allowable shear stress in beams = 109.54 psi (see "CODE "). BEAM LEFT SIDE I -- FRACTIONAL DIST. ALONG SPAN -I RIGHT SIDE LEFT SPAN PATT. Vu @d Av /s Av /s Av /s Av /s Av /s Av /s Vu @d Vc/2. NO. NO. SHEAR @d .175 .375 .B25 .825 @d SHEAR DIST. Span shear requirements negligible or zero Span shear requirements negligible or zero Span shear requirements negligible or zero ** ** ** NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value above. 2.) To obtain stirrup area, multiply spacing by Av /s value. 3.) Local effects due to loadings applied at other segments along beam span must be calculated manually. 4.) Symbols following Av /s values: * - minimum shear 50 *bw /Fyv - based on beam dimensions. x - Vs exceeds 2*Vc, maximum stirrup spacing must be halved. + - Av /s value at segment located within effective depth. •••• • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• • • • • • • •••• • • • • •• • • • • • •• •• •••• • • • • • • • • • • •••• • • • • • •• • ••• • • • UW- "13 - °" AUVJb(Im) 0.1)1 rroprleiary ouriwarii ui r' r i uy■u ,L.civiaim i r,aarv. ray; I ul 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL NEGATIVE REINFORCEMENT * B E A M COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH * (ft-k) * (sq.in) (in) * (sq.in) (in) 1** 4 L .0 .28 8.0 *. 2** 4 I) R .0 .28 8.0 * * - No doubly reinforced section is required. ** - Positive reinforcement required, compute manually. POSITIVE REINFORCEMENT ************* ***** **** **** ******* * ********** * B E A M SPAN *PATT*LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH (ft) * (ft-k) * (sq.in) (in) * (sq.in) (in) 2 4 1.9 .6 .28 8.0 * - No doubly reinforced section is required. NOTE: Beam reinforcement areas are based on one layer. • • • • • •• • • •••• • • •••• •••• • • •••• • • •• • • • •••• • • s • • • • • • • • •• • • • • • •• •• •••• • • • • • • •••• • • • • •••• • • • •• • ••• • • • • • • • • U9 -15 - " AUV55(tm) b.u1 rropnetary bonware OT rUK 1 L/HNU t:tMtN 1 AbJN. rage •14 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DESIGN RESULTS ******* *** * * **** * * * **** * *** NOTE - -The schedule given below is a guide for proper reinforcement placement and is based on reasonable engineering judgement. Unusual boundary and/or loading conditions may require modification of this schedule. —The beam reinforcement detailing such as hooks and bar lengths, should be done manually to ensure proper bar detailing. NEGATIVE REINFORCEMENT ************* * * ***** * ****** * * * * * **** * * * * * *** * BEAM * * TOP BARS * BOTTOM BARS * COLUMN * ---- -- BAR ---- -- * --- ---BAR - - - --- * NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 1** 2 # 4 1 No double reinf req'd 2 ** 2 # 4 1 No double reinf req'd - Positive reinforcement required, design manually. POSITIVE REINFORCEMENT ************* * * ** *** * *** *** * ********* ***** ** * BEAM * * BOTTOM BARS * TOP BARS * SPAN * --- ---BAR --- - -- * -- --- -BAR ---- -- NUMBER * NO SIZE LAYERS * NO SIZE LAYERS * 2 2 # 4 1 No double reinf req'd • • • • • •••• • •• • • •• • • • • • •••• • • • • •••• • • • • e • •••• • • •• • • • • • •• •• •••• • • • • • • • • • • • •••• •••••• • • • • •••• • • • • • •• • ••• • • • • • UV- Huubb(tm) b.u1 rropnetary bottware of rut{ i LANU c:tMtN 1 ASSN. rage 19 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL ADDITIONAL INFORMATION FOR IN -SPAN CONDITIONS * REINF. SUMMARY * SPAN * -- - * TOTAL FACTORED SPAN NUMBER* AT MIDSPAN * STATIC DESIGN MOMENT * REQ'D. - PROV'D. * (W /O PARTIAL LOADS) * ( sq.in) (sq.in) * (ft-k) 2 .28 .40 N/A • • • • •••• • • • • •• • • •• • • •• • •••••• •••• • • • • •••• 1 • • • • • •••• • • •• ••••• • • • • • •• •• •••• • • • • • • •••• • • • • •••• • • • •• • ••• • • • •• • • • • • • • • • uy- i 3 Auuw5�tm) o.0 i rropnetary ao tware or rur< 1 LAND l:tMtN 1 ASSN. rage its 11:20:40 AM Licensed to: Warren J. Von Weme, P.E., Royal Palm Beach, FL DEFLECTION ANALYSIS ******* *** * * * * * *** * * *** * * *** * * * * * * * * ** NOTES - -Spans 1 and 3 are cantilevers. -- Time - dependent deflections are in addition to those shown and must be computed as a multiplier of the dead load(DL) deflection. See "CODE" for range of multipliers. -- Deflections due to concentrated or partialloads may be larger at the point of application than those shown at the centerline. -- Modulus of elasticity of concrete, Ec = 3156. ksi * *COLUMN STRIP * MIDDLE STRIP * DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO: SPAN * LOAD * NUMBER * leff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL * * (in "4) * (in) * (in) * (in) * (in) * (in) * (in) * 1 1152. .000 .000 .000 Not applicable 2 1152. .000 .000 .000 Not applicable 3 1152. .000 .000 .000 Not applicable * Program completed as requested * .... • • • .... • .. .. • • • • .. • • • •••••• •••• • •••••• • .... • • • • • . •••• • • • • • .. • •• •• .... • . • • • . . • • • .... ...... • . • • •••• • • • .. • ••• • • • .. • • ivircum nores v iiiage Building Department $6010 N.E..2hd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date BUILDING CRITIQUE SHEET re3c, zoo/ :fi 77i)c).. s 45. Zoo. "tie/. 2-60 114/..2(2447 S Nor AS 6licakiCoixis 4‘,,t, at A51-- ,e,e‘./e1) A64.5 Reviewer: Claudio Grande C.B.O 305-795-2204 Ext 1430 Ct? katnFAasigrQdTru*C 777 SW 12th Ave, FL 33069 Pompano Beach 9547868800 Project Information: Name: LONGMAN RESIDENC Address: 844 NE 98TH STREET ors State, Zip: MIAMI, FL GENERAL TRUSS ENGINEERING CRITERIA & DESIGN LOADS: Building Code & Chapter: Gravity: Wind: Computer Program Used: a i a Imp 4, ...IL -- VIEW psf Roof Total Load Gravity: Gs psf Floor Total Load mph from i%be. -2--- code (e.g. ASCE 7) This package includes a Truss Index Sheet and 7 individual truss design drawings, together with the attached index of the Truss System design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61G15-31.003 of the Florida Board of Professional Regulations. No. IIE Truss ID# FT1 FT3 6 FTG1 FTG3 FTG2 FT2 J E3 Date 02/26/08 02/26/08 02/26/08 02/26/08 02/26/08 02/26/08 02/26/08 Note: Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these trusses for any building is the responsibility of the building designer. Delegated Engineer: MORRIS A. SHASHOUA, P.E. MAURICE A. SHASHOUA, P.E., INC. FL Reg Nos: EB5251 & 19554 1908 NW 112 AVENUE, CORAL SPRINGS, FL, 33071 TEL: 954-753-1988 L : F-WrD VTI ' E AS NOTED o REJECTED © RES UB MIT ORESPOND IN DAYS 0 COMMENTS ATTACHED THIS REVIEW IS ONLY FOR GENERAL COI,TORMANCE WITH THE RESIGN CONCEPT F'fi PROP ;:i AND t (ir~.;".iER.Ai. 0:',, 7R!.1.2k Wr.I: THE INFOJMATjo ( "1`` N !.; THE ';IX,T RAC: `VX;X:71 :14iNTS.CCJRRECFJONS OR CGMM.hN" ''t' €.i = SHOP OP ..)!': h WI1.'; - CA.IR1 .,t) THIS REVIEW DG NOT Roo.. t :N.7,J A C.:7: 'Act ni THE R.EQOIR.EMEN'M OF THE PLANS AND ar k (:I:1t . 'i' {ijh i. AP PROV AL JF A SPECIFIC TIE I n14.4.11 Noii,'CLIJ0E F' fd f'�', i' AN AST. -1 ;: 1 "r F' Wk'FdlCE°i"rIC Ti'F', J; �. °...:.oR S' J cs.: p LE FOP DIMENSIONS IC, EiE n,:'i TD AT 1 dS' n'TF.14y:.'T1O . ,. z T�-� CzI.� 4 T.,.4•113 r,�r�>; . �AT N TO •, �� M' ;AN-c 4l iii C.HE LT O _ 'O in 1,t. ` =i HomeBASE by Alpine Page 1 of 1 Po$lgrsadTrsassC� 777 SW 12th Ave, FL 33069 Pompano Beach 9547868800 Project Information: Name: LONGMAN RESIDENCE Address: 844 NE 98TH STREET City, State, Zip: MIAMI, FL GENERAL TRUSS ENGINEERING CRITERIA & DESIGN LOADS: Building Code & Chapter: Gravity: Wind: P& Zro / —p; 2002 S S psf Roof Total Load lk to Computer Program Used: Gravity: bS VIEW by Alpine psf Floor Total Load mph from 208 ( code (e.g. ASCE 7) This package includes a Truss Index Sheet and 21 individual truss design drawings, together with the attached index of the Truss System design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61G15-31.003 of the Florida Board of Professional Regulations. !VAR 1 3 2008 No. Truss ID# Date A3 02/26/08 2 A2 02/26/08 3 Al 02/26/08 4 AG2 02/26/08 AG1 02/26/08 6 AG3 02/26/08 7 V4 02/26/08 8 CJ13 02/26/08 9 V3 02/26/08 10 J9 02/26/08 11 V2 02/26/08 12 J8 02/26/08 13 CJ7 02/26/08 14 J7 02/26/08 15 J6 02/26/08 16 J5 02/26/08 17 J E5 02/26/08 18 V1 02/26/08 19 J4 02/26/08 20 J3 02/26/08 21 J1 02/26/08 Note: Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these trusses for any building is the responsibility of the building designer. Delegated Engineer: MORRIS A. SHASHOUA, P.E. MAURICE A. SHASHOUA, P.E., INC. FL Reg Nos: EB5251 & 19554 1908 NW 112 AVENUE, CORAL SPRINGS, FL, 33071 TEL: 954-753-1988 0 RLV D C i RESUBMIT O REVIEWED AAnS NOTED 0 RESPOND IN DAYS 0 REIECTED 0 COMMENTS ATTACI-IF_ THIS REVLEVi IS ONLY FOR, CL.:T`IBk AI., CONFORMANCE WITH THE DESIGN CONS; aTrof C.�..:� t�Jr•:'f r,�, }I t"1'' ;t,AL COMPI..LANCEVTl'HTHE INFO T:t;H.ATltAid t; ".'z ^; ! °i ''': zi'. t.s irve .;;8 I IVCLIMLNTS. CORRECTIONS OR rir} UNG "IThS RF17 JThV r)U NOT RF1.1 .'i? i" : TS:. 'iYsi _ E :; ":: . Wi'Ii-I Tiff. RFQUIP `vi.I.':N"I'S 01- THk Pl.Al4S AND s `::a_iE I: :. I�.': , d'I'-r OV �,1, its A SPtif'1lc� I'1hp,!t �I:4rt1 L T ?t.'.1' Jk'; iI ?i7>LL AF.pI'c:!.InI I(W ,1.14 4,;SP;:,Iftl,"r' OF oit;JLI':' IIF I:12M IS CYiM -()NE_:7 +"l, j' E z4 e.. ?`:i`t "iIill.i FOR :� tc.! i o F1F.. AOP.IFi' {R.i:.. i,.: '. t✓ ;,NT--,_;:.:•:_!.',V17,1)1‘.% ('itiyT ' IT.: OF CO aSs"i:'tL1" TIOt•1; i y ; t 14' ,; i. :.E TRAD .S; P DATE HomeBASE by Alpine Page 1 of 1 Job:(20080024) -Fill in Later - LONGMAN RESIDENCE / F I 1 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP SS Webs 2x4 SP #3 :W1, W2 2x4 SP #2 Dense: :Lt Bearing Leg 2x4 SP #3::Rt Bearing Leg 2x4 SP #3: Truss must be installed as shown with top chord up. 11 4 F THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 4X14 5X8 T1 4X6 6X6 28'2° Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.64° due to live load and 0.40° due to dead Toad at X = 12 -3-4. Calculated vertical deflection is 0,64° due to live load at X = 12 -3-4 and 1.04° due to total load at X = 12 -3-4. {L/360 live and L/240 total load.} • • • • • •• • 1.6X4 4X6 5X6 •• -- • • • •• • • •••• •••• ••4X14 ri 5X10 B1) 4X10 4X8 • Rv =1D28# LEFT JIG = 27'11 "6 TAG = T7 PLT. TYP.- WAVE /R Custom Designed Tmee Co: 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phain: 954 - 708 -6600 Fax: 554- 736 -3604 28 2° 277° 2710°8 SS0719 4X10 5X10 • • • • • FBC(TPI2002(STD) Cq/RT= 1.00(1.25) ?10(0) QTY= 8 TOTAL= 8 ig�IING"e TRUSSES REQUIRE EXT REME CARE IN FABRICATING, HANDLING, SHIPPING, IN$ "3G ANEY8RAC1NG. *RM.70 BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BYTPJ (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT"" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, . INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. . CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H/S/K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL. APPLY PLATES TO. EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. • • • • •• •• • •••• • • • • • • • • •••• • • .�i �• W 1• 1992 • 4 •••• • •••• •• • el • • •• • Rv =1328# •• • • • • RIGHT JIG = 2711 "6 SEC) = 90488 REV. 7.25.0411.15 SCALE = 0.2822 • Morris A. Shashoun, P.E. MAURICE A. SHASHOUA, P.E.,I 1908 NW 112 Avenue Coral Springs, FL 33071 (954 )-753 -1989 License Nos.E95251 81056, TC LL TC, DL BC DL 49C LL TOT.LD. 40.0psf 20.0psf 5.0psf 0.0psf 65.0psf REF DATE 02 -27 -2008 DRWG 0/A LEN. 280200 DUR.FAC. 1.00 SPACING 24.0" TYPE SPEC W2 1 I I W4 IW3 U -- W3 W3 ••• • •• • W1 W4 W3 4 i—. • - 1.bX4 4 ri 5X10 B1) 4X10 4X8 • Rv =1D28# LEFT JIG = 27'11 "6 TAG = T7 PLT. TYP.- WAVE /R Custom Designed Tmee Co: 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phain: 954 - 708 -6600 Fax: 554- 736 -3604 28 2° 277° 2710°8 SS0719 4X10 5X10 • • • • • FBC(TPI2002(STD) Cq/RT= 1.00(1.25) ?10(0) QTY= 8 TOTAL= 8 ig�IING"e TRUSSES REQUIRE EXT REME CARE IN FABRICATING, HANDLING, SHIPPING, IN$ "3G ANEY8RAC1NG. *RM.70 BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BYTPJ (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT"" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, . INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. . CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H/S/K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL. APPLY PLATES TO. EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. • • • • •• •• • •••• • • • • • • • • •••• • • .�i �• W 1• 1992 • 4 •••• • •••• •• • el • • •• • Rv =1328# •• • • • • RIGHT JIG = 2711 "6 SEC) = 90488 REV. 7.25.0411.15 SCALE = 0.2822 • Morris A. Shashoun, P.E. MAURICE A. SHASHOUA, P.E.,I 1908 NW 112 Avenue Coral Springs, FL 33071 (954 )-753 -1989 License Nos.E95251 81056, TC LL TC, DL BC DL 49C LL TOT.LD. 40.0psf 20.0psf 5.0psf 0.0psf 65.0psf REF DATE 02 -27 -2008 DRWG 0/A LEN. 280200 DUR.FAC. 1.00 SPACING 24.0" TYPE SPEC Job:(20080024) -Fill in Later - LONGMAN RESIDENCE / FT3 THIS DWG. PREPARED BY THE ALPINE JOBDESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 :Lt Bearing Leg 2x4 SP #3: 4X10 1.5X4 1.5X4 11'5` Deflection meets 1/360 live and L/240 total load. Calculated vertical deflection is 0.04° due to rive Toad at X = 7 -7 -15 and 0.06° due to total load at X = 7 -7 -15. {L/360 live and L/240 total load.} Truss must be installed as shown with top chord up. T1 1.5X4 5X6 4X6 LEFT JIG = 11'3 "10 TAG = T4 PLT. TYP.- WAVE /R FBCr7PI2002(STD) Cq /RT= 1.00(1.25)/10( 0) 11 5" . • • 10'10" 4X6 • • • • • QTY= 4 TOTAL= 4 • 1%.73it# • •• ••• • •••• 461°40,. • •••• • •• • • RIGHT JIG = 11'3 "10 SEQ = 14787 REV. 7.24.1230.16 SCALE = 0.6961 • Cu Designed Truss Co 777 5.W. 12th Avenue Pompano Beach, FL 33069 Phone: 954-76643800 Fax: 954. 766 -9602 E *MTV. 103 (BUILD) NG COMPONENT SAFETY WFORMATION), BUSHED BY TPI )TA SS PIATEE IINSTrR.1 G 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ALPINE INC., N SHAALALNNOT BE RESPONSIBLE FOR ANY DESIGN TO INSTALLATION FROM THIS DESIGN ANY FAILURE TO ENGINEERED THEDTRUSS IN CONFORMANCE WITH TPI, OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPUCABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BYAF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/S!K) ASTM A653 GRADE 40/60 (W,WFI,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING ISPHE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/rPI.1 SEC. 2. ' TC LL TC DL BC DL Morels A. Shashoua, P.E. MAURICE A. SHASHOUA, P.E.,, LL 1958 NW 112 Avenue Coral Springs, FL 33071 TOT. LD. (954)- 753 -1988 Uoenae Nos.E65251 & 19554 40.0psf 20.0psf 5.0psf 0.0psf 65.Opsf REF DATE 02 -27 -2008 DRWG O/A LEN. 110108 DUR.FAC. 1.00 SPACING 24.0" TYPE SPEC • • • W2 — W1 W1 2 • •• •••• •••• • •• •• N WI• • MI W1 .. • • — 2 4 • • • 4X6 LEFT JIG = 11'3 "10 TAG = T4 PLT. TYP.- WAVE /R FBCr7PI2002(STD) Cq /RT= 1.00(1.25)/10( 0) 11 5" . • • 10'10" 4X6 • • • • • QTY= 4 TOTAL= 4 • 1%.73it# • •• ••• • •••• 461°40,. • •••• • •• • • RIGHT JIG = 11'3 "10 SEQ = 14787 REV. 7.24.1230.16 SCALE = 0.6961 • Cu Designed Truss Co 777 5.W. 12th Avenue Pompano Beach, FL 33069 Phone: 954-76643800 Fax: 954. 766 -9602 E *MTV. 103 (BUILD) NG COMPONENT SAFETY WFORMATION), BUSHED BY TPI )TA SS PIATEE IINSTrR.1 G 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ALPINE INC., N SHAALALNNOT BE RESPONSIBLE FOR ANY DESIGN TO INSTALLATION FROM THIS DESIGN ANY FAILURE TO ENGINEERED THEDTRUSS IN CONFORMANCE WITH TPI, OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPUCABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BYAF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/S!K) ASTM A653 GRADE 40/60 (W,WFI,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING ISPHE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/rPI.1 SEC. 2. ' TC LL TC DL BC DL Morels A. Shashoua, P.E. MAURICE A. SHASHOUA, P.E.,, LL 1958 NW 112 Avenue Coral Springs, FL 33071 TOT. LD. (954)- 753 -1988 Uoenae Nos.E65251 & 19554 40.0psf 20.0psf 5.0psf 0.0psf 65.Opsf REF DATE 02 -27 -2008 DRWG O/A LEN. 110108 DUR.FAC. 1.00 SPACING 24.0" TYPE SPEC Job:(20080024) -Fill in Later - LONGMAN RESIDENCE / FIG1 Top chord 2X4 SP #2 Dense Bot chord 2X6 SP #2 Dense Webs 2x4 SP #3 :W1 2x6 SP #2 Dense: :W2 2x4 SP #2 Dense: SPECIAL LOADS - - -- (LUMBER DUR.FAC. =1.00 / PLATE DUR.FAC. =1.00) TC - From 120 PLF at 0.00 to 120 PLF at 10.42 BC - From 635 PLF at 0.00 to 635 PLF at 7.09 BC - From 10 PLF at 7.09 to 10 PLF at 10.42 Truss must be installed as shown with top chord up. 1.5X4 N THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 4X8 2 Complete Trusses Required Nailing Schedule: (16d Common _(0.162"x3.5 °,_min.)_nails) Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 5.75" o.c. Webs :1 Row @ 4 " o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. E Deflection meets L/360 live and L/240 total load. Calculated vertical deflection W-0-.05" due to live load at X = 3 -7 -7 and 0.07" due to total load at X = 3 -7 -7. {L/360 live and L/240 total Toad.} The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. 05X12 1.5X4 5X8 Rva3600# Wreq =1.818 °MIN LEFT JIG = 107"5 TAG = T1 PLT. TYP.- WAVE /R FBC,TPI2002(STD) Cq/RT= 1.00(1.25) ?10(.0) QTY= 1 PLIES= 2 TOTAL= 2 • • • • • • • •• • 6X8 Rv=2185# Wreq =1.500 °MIN REV. 7.24.1230.16 • • • • • • • • •. • • RIGHT JIG = 10'7 "5 SEC) = 14736 SCALE = 0.7629 Custom Designed Truro Co. 777 $.W. ;I2th Avenue Pompano Beach, FL 33088 Phone: 954 - 766-8800 Fax: 954- 785- 88804 MNINd°* rRUSSES REQUIRE EX I REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. t- TO BCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY 7PI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *?IMPORTANT°" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANy DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/S/K) ASTM A853 GRADE 40/60 (W,KM,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY . INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OFTPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TP1 1 SEC. 2. - Morris A. Shashoua, P.E. MAURICE A. SHASHOUA, 1908 NW 112 Avenue Coral Springs, FL 33071 (954) -753 -1988 license Nas.E65251 & 19554 TC LL TC DL BC DL tf4C LL TOT.LD. 40.Opsf 20.0psf 5.0psf 0.Opsf 65.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 100500 DUR.FAC. 1.00 SPACING 24.0" TYPE FLAT 4 W3 • •�•• 2 W1 W3 • WB •••••• •••• • • •• ••- •• • •• • • • B1 • • 706° • • 6X6 3X4 • • • • ., 11M. 5X8 Rva3600# Wreq =1.818 °MIN LEFT JIG = 107"5 TAG = T1 PLT. TYP.- WAVE /R FBC,TPI2002(STD) Cq/RT= 1.00(1.25) ?10(.0) QTY= 1 PLIES= 2 TOTAL= 2 • • • • • • • •• • 6X8 Rv=2185# Wreq =1.500 °MIN REV. 7.24.1230.16 • • • • • • • • •. • • RIGHT JIG = 10'7 "5 SEC) = 14736 SCALE = 0.7629 Custom Designed Truro Co. 777 $.W. ;I2th Avenue Pompano Beach, FL 33088 Phone: 954 - 766-8800 Fax: 954- 785- 88804 MNINd°* rRUSSES REQUIRE EX I REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. t- TO BCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY 7PI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *?IMPORTANT°" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANy DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/S/K) ASTM A853 GRADE 40/60 (W,KM,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY . INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OFTPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TP1 1 SEC. 2. - Morris A. Shashoua, P.E. MAURICE A. SHASHOUA, 1908 NW 112 Avenue Coral Springs, FL 33071 (954) -753 -1988 license Nas.E65251 & 19554 TC LL TC DL BC DL tf4C LL TOT.LD. 40.Opsf 20.0psf 5.0psf 0.Opsf 65.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 100500 DUR.FAC. 1.00 SPACING 24.0" TYPE FLAT Job:(20080024) -Fill in Later - LONGMAN RESIDENCE / FTG2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Dense Bot chord 2x6 SP #2 Dense Webs 2x4 SP #3 :W1 2x6 SP #2 Dense: SPECIAL LOADS ------(LUMBER DUR.FAC. 1.00 / PLATE DUR.FAC. =1.00) TC - From 120 PLF at 0.00 to 120 PLF at 8.04 BC - From 10 PLF at 0.00 to 10 PLF at 8.04 TC - 421 LB Conc. Load at 0.77, 2.77, 4.77, 6.77 Truss must be installed as shown with top chord up. 1.5X4 4219 9 4 1 2' 4X4 2 2 Complete Trusses Required ES Nailing Schedule: (16d_ Common _(0.162"x3.5 ",_min.)_nails) Top Chord: 1 Row @ 6.75" o.c. Bot Chord: 1 Row @12.00° o.c. Webs : 1 Row @ 4° o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.01 " due to live load at X = 2-8 -3 and 0.02° due to total Toad at X = 2-8 -3. {L/360 live and L/240 total load.} The TC of this truss shall be braced with attached spans at 24° OC in lieu of structural sheathing. 4219 4214 2' 1'3 4 �(I1] 4X4 1.5X4 W3 W3 • • •• W2 • • • • • •• • • • •••• • IS • • •• •• °sr• • •• • • • •• 4X4 Rv =1417# Wreq =1.600 °MIN LEFT JIG = 8'2 '10 TAG = T2 PLT. TYP.- WAVE /R 1.5X4 •• • • •• • • • • 1.5X4 FRCTPI2002(STD) Cq!RT= 1.00(1.25)'10(0) QTY= 1 PLIES= 2 TOTAL= 2 • • • • - •• • 4X4 REV. 7.24.1230.16 ••• • • •• • • • • •• • Rv=1312# • •• • • • • • •• • • • • • RIGHT JIG = 8710 SEQ = 14771 SCALE = 0.9883 Custom Designed Tense Co. 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phorls 934. 786 -6800 Fos. 9554 -786 -3804 * W NIN av 1 HUSSES REQUIRE EXTREME CARE IN FABRICATNG, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TCY0CSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL. OF AMERICA, 8300 ENTERPRISE LN. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEIUNG. b*IMPORTANT** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN . CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BYAF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20!18 /18GA (W,111S)K) ASTM A653 GRADE 40180 (W,KIH,S) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. - Morriss A. Shashous, P.E. MAURICE A. SHASHOUA, P.E., 1968 NW 112 Avenue Coral Springs, FL 33071 (854)- 753 -1888 License Nos.L85251 & 18554 TC LL TC DL BC DL LL TOT.LD. 40.0psf 20.0psf 5.0psf 0.0psf 65.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 80008 DUR.FAC. 1.00 SPACING 24.0" TYPE FLAT Job:(20080024) -Fill in Later - LONGMAN RESIDENCE / FT2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP SS Bot chord 2x4 SP #2 Dense Webs2x4SP #3 :Lt Bearing Leg 2x4 SP #3: 3X4(8) 3X4 6'11° Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.01" due to Iive'load at X = 6 -7 -8 and 0.01' due to total Toad at X = 6 -7 -8. {1)360 live and L/240 total load.} Truss must be installed as shown with top chord up. 1.5X4 M N 3X4 W2 3X4 • • • • • •• • • ••• • • •• PO 2X4 B1 Rv =451 LEFT JIG = 6'111 TAG = T6 PLT. TYP.- WAVE /R 6'4° •• •• • • • • • • FBCTPI2002(STD) C0 /RT= 1.00(1.25)/10( 0) QTY= 4 TOTAL= 4 • • •••• • •Ru=4481# Ware -1 WINS* • • • •• • • • • RIGHT JIG = 611"1 SEQ = 14791 REV. 7.24.1230.16 SCALE = 1.1490 • Custom Designed Truss Co. 777 9.- W. .12th Avenue Pompano Beach, FL 38065 Phone: 954.766 -6800 Fax: 954 - 7666.8804 * WA9F4INGe• TRIT$urS REQUIRE EXI REME CARE IN FABRICAI LNG, HANDLING, SHIPPING, INS !RUING AND BRACING. REFER 70 BCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *°IMPORTANT* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN . CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/S/K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A -2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE'I71USS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSITP11 SEC. 2. - TC LL TC, DL BC DL 5.0psf DRWG Morris A. Shashoua, P.E. MAURICE A. SHASHOUA, P.P_.,NRC LL 1948 NW 112 Avenue Coral Springs, FL 33071 TOT.LD. (954)- 753 -1988 40.0psf REF 20.0psf DATE 02 -27 -2008 0.0psf 65.0psf O/A LEN. 60708 License Nos.FP 5751 81955. DUR.FAC. 1.00 SPACING 24.0" TYPE SPEC Job:(20080024) -Fill in Later - LONGMAN RESIDENCE / JE3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Left end vertical not designed to be exposed to wind pressure. *'*** BEARING ANALOG MODIFIED! ***' N N ** The maximum horizontal reaction is 497#** Deflection meets L/360 live and L/240 total Toad. Calculated vertical deflection is 0.01° due to live Toad at X = 0 -0 -2 and 0.01" due to total load at X = 0 -0 -2. {L/360 live and L/240 total Ioad.} Rv=4698 RI1 =497# NAILED • LEFT JIG = 4'4 "5 TAG = T8 PLT. TYP.- WAVE /R FOCTFPI2002(STD) Cq.!RT= 1.00(1.25)/10(0) QTY= 5 TOTAL= 5 • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • REV. 7.24.1230.16 •••• • • • • •• • • • • • •• •• • •••• • • •••• • ••• • • • • • • s •••• • • •••• •• • • • • •• • • • • • • • • • • • •• • • • • RIGHT JIG = 3'10 "13 SEC) = 13619 SCALE = 1.4411 Custom Designed Tome Co- 777 S.W. 12th Avenue Pompano Beach. FL 33069 954- 786 -5300 Fax: 954- 786.8604 w�ypFINING.* 1 HUSSERREOUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTAL-UM AND SWING. REFG 170 BCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *"IMPORTANT** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20118 /16GA (W,H/S/K) ASTM A653 GRADE 40/60 (W,K/FI,S) OALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. • THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2.. TC LL TC DL BC DL Morrla A. Shashoua, P.E. IJAURICE A. SHASHOUA, P.E.,119BC LL 1808 NW 112 Avenue Coral Springs, FL 33071 TOT. LD. (954) -753 -1989 License Nos.E65251 & 18554 40.0psf 20.0psf 5.0psf 0.0psf 65.0psf REF DATE 02 -27 -2008 DRWG 0/A LEN. 30900 DUR.FAC. 1.00 SPACING 24.0" TYPE MONO Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / A3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP SS Bot chord 2x4 SP SS Webs 2x4 SP #3 :Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: Calculated vertical deflection is -0.47" due to live load at X = 15 -11 -15 and 0.64° due to total load at X = 15- 11 -15. {L/360 live and L/240 total load.} ih F 3X6(A1) 3'14 3X8 14'6'1 12 146 mph wind, 23.79 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Deflection meets L/360 live and L/240 total load. {II • '6 °7 • •••• IIII • • • 5X6 • • • • •-- p- 1111111111111110111111111 •• •• • Rv =1809# U =1758# Wreq =1.698°MIN SEAT PLATE REQUIRED LEFT JIG = 15'0 "5 TAG = T4 PLT. TYP.- WAVE /R Custom Designed Truro Go. 777 5.W. '1251 Avenue Pompano Beach, FL 33069 Phurle: 954.7786 -8600 Fax: 954-786-5904 3X4 1.6X4 - T7 • • • • 3X8• 3X8( • • • • • • A1) 349 C8 4X8 82 74 • •••• 28' • • • •••• 29'0°2 • • • •• • •• • Rv =1609# U.17595 Wreq =1.898°MI • • • SEAT PLATE REQUIRED FBCTPI2002(STD) Cq /RT= 1.00(1.25)110(0) QTY= 3 TOTAL= 3 ftL�I T'6�CSI T11-10L31 0356UILDING COM O ENT SAFETYNNFORMAT ON), PUBLDISHED BYITPI (TRUSS PI LATEE IINSTTIITUTECTNG. 583 D'ONOFRIO OR., SUITE 200, MADISON, WI. 63719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCsTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. K°IMPORTANT4° FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20118/16GA (W.H/S /K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 190A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/IPI 1 SEC. 2. • • • • • • • • • 21'8 e • • • • • • RIGHT JIG = 15'0"5 SEQ = 14762 REV. 7.24.1230.16 SCALE = 0.2726 TC LL TC DL BC DL Morris A. Shashoua, P.E. MAURICE A. SHASHOUA,P.E.,IWIBC LL 1908 NW 112 Avenue Coral Springs, FL 33071 TOT.LD. • (954) -753 -1988 License Nos.EB5251 & 19664 30.0psf 15.0psf 10.Opsf O.Opsf 55.0psf REF DATE 02 -27 -2008 DRWG 0/A LEN. 29 DUR.FAC. 1.33 SPACING 24.0" TYPE COMN Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / A2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT Top chord 2x4 SP SS :T2 2X4 SP #2 Dense: Bot chord 2x4 SP SS Webs 2x4 SP #3 :Lt Wedge 2x4 SP #3::Rt Wedge 2X4 SP #3: Calculated vertical deflection is -0.52° due to live load at X = 13 -11 -15 and 0.87° due to total load at X = 13- 11 -15. {1J360 live and L'240 total load.} 13'0°1 5X5 146 mph wind, 23.60 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Deflection meets L/360 live and L/240 total load. 13'0 °1 • • • • • •• • • •••• • • •• • • • • •• • • • • •••• • • • • •• •• • • •••• • • •• • • • • Rv =1609# U =1730# Wreq =1.898°MIN SEAT PLATE REQUIRED LEFT JIG = 13'6'12 TAG = T3 PLT. TYP.- WAVE /R Custom Designed Truss Co 7777 5.W.'12th Avenue Pompano Beach, FL 33069 Phone: 954 -788 -8800 Fax: 954 -7666 -3804 FBC:TPI2002(STD) CgIRT= 1.00(125)1 0( 0) QTY= 2 TOTAL= 2 xREp TOBC SI 1 -- 0 3 s (BUILDING COMPONENT SAAFE• TY I ` IN FO' : R • M A TION), PUBLISHED BY T.P. I (TRUSS PLATE IN. S� T .IT: U •Tr E , 146. RIN ,w 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0"IMPOPITANT• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF ICS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/181163.A (W,H /Sfln ASTM A653 GRADE 40/60 (W,KM,S) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE - BUILDING DESIGNER, PER ANSI /TPI 1 SEC:2. Rv=1809# 11=17308 Wreq =1.896 °MI SEAT PLATE REQUIRED RIGHT JIG = 13'5 "12 SEQ = 14757 REV. 7.24.1230.16 SCALE = 0.2726 TC LL TC DL BC DL Morris A. Benham, P.E. MAURICE A. SHASHOUA, P.E.,ua(BC LL 1908 NW 112 Avenue Coral Springs, FL 33071 TOT.LD. (954)- 753 -1958 License Nos.EB5251 & 19654 30.0psf 15.Opsf 10.Opsf O.Opsf 55.Opsf REF DATE 02 -27 -2008 DRWG O/A LEN. 29 DUR.FAC. 1.33 SPACING 24.0" TYPE HIPS Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / Al THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP SS :T2 2x4 SP #2 Dense: Bot chord 2x4 SP SS Webs 2x4 SP #3 :Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP #3: Calculated vertical deflection is 0.56° due to live load and 0.48" due to dead load at X = 13- 11 -15. 3X8 3 12 11'0 °1 1.5X4 146 mph wind, 23.35 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, • wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Deflection meets L/360 live and L/240 total Toad. Calculated vertical deflection is -0.56" due to live load at X = 13 -11 -15 and 1.04" due to total load at X = 13- 11 -15. {1/360 live and L/240 total Toad.) 6X6 6X6 1.6X4 11'0.1 • • • • • •• • •••• • • •••• • • •• •• • • • 3X9 ••• • • •••• • • • • •• •• • •••• • • •••• • • • • • • • I • • • • • • • o • i9 • Ali •• • •••• 3X8(A1! • •••• 3'10 3 13 580508 26' 29'0 "2 1'6^1 Rv =1809# U =1692# Wreq =1.898°MIN SEAT PLATE REQUIRED LEFT JIG = 11'5"1 TAG = T2 PLT. TYP.- WAVE /R Custom Designed Taros Co. 777 S Nl. 9 231 Avenue Pompano Beech, FL 33069 Plume: 95 '1.786 -8800 Fa:": 954- 786.3304 FBC;TPI2002(STD) Cq!RT =1 00(1.25).10( 0) QTY= 2 TOTAL= 2 REFB TO SCSI 1-03 REQUIRE SAFETYINFORMATION), HANDLING, BLIISHED BY�TPII(RUSS PLATE G AND BRACING. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT"* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC.. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALUNG & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/S,1) ASTM A653 GRADE 40/60 (W,K/}{,S) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI.1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE . BUILDING DESIGNER, PER ANSIfrPI 1 SEC. 2. • • • • 1'e "1 -► • • • Rv =1609# U =18929 Wreq =1.898"MIN. SEAT PLATE REQUIRED RIGHT JIG = 11'5 "1 SEQ = 14759 REV. 7.24.1230.16 SCALE = 0.2726 TC LL TC DL Morris A. Shoshone, P.E BC DL MAURICE A. SHASHOUA, P.Pry1N BC LL 1908 NW 112 Avenue Coral Springs, FL 33071 TOT.LD. (954) -753 -1988 License Nos.E85251 8 19884 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 02 -27 -2008 DRWG 0/A LEN. 29 DUR.FAC. 1.33 SPACING 24.0" TYPE HIPS Job: (200800248) -Fill in Later - LONGMAN RESIDENCE / AG2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP SS :T2 2x6 SP SS: Bot chord 2x8 SP 2400f -2.0E Webs 2x4 SP #3 Left side jacks have 9 -0-0 setback with 1 -6 -1 cant and 0 -0-14 overhang. End jacks have 9 -0-0 setback with 1 -6 -1 cant and 0 -0 -14 overhang. Right side jacks have 9-0 -1 setback with 1 -6 -1 cant and 0 -0 -14 overhang. Calculated vertical deflection is -0.58° due to live load at X = 15 -11 -15 and 1.04° due to total Toad at X = 15- 11 -15. {L/360 live and L1240 total load.} 9'0 °1 11' 146 mph wind, 23.10 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. #1 hip supports 9 -0 -0 jacks at left end and 9 -0 -1 jacks at right end. Jacks are BC supported. Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.57' due to live load and 0.47' due to dead load at X = 15- 11 -15. 6'0°1 • • • • • •• • • •• •• • • •••• • • •. • • •• •• • •• • • • Rv=3313# U =2240# Wreq =2.744 °MIN SEAT PLATE REQUIRED LEFT JIG = 9'4 "5 TAG = T1 PLT. TYP.- WAVE /R Custom Designed Truss Co. 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phone: 954. 736 41800 Ftax:554- 75,3.3504 FBCTPI2002(STD)Cq/RT =1 00(125)/10(0) QTY= 1 TOTAL= 1 NINA** TRUSSES MI T6 SCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BYITPI (TRUSS PLATE INSTITUTE, � BRACING. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. NCC.., SHALL NOT BE RESPONSIBLE THIS DESIGN TO INSTALLATION FROM THIS DESIGN; ANYYFAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPUCABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/160A (W,H /S. /K) ASTM A653 GRADE 40/60 (WAILS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -7. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER; PER.ANSITPI 1 SEC. 2. 931 Rv=3314# U =2240# Wreq =2.744 °MIN SEAT PLATE REQUIRED • • • • ‚„ • RIGHT JIG = 9'4 "5 SEQ = 14706 REV. 7.24.1230.16 SCALE = 0.2726 TC LL TC, DL BC DL Morris A. Shashoua, P.E. MAURICE A. SHASHOUA, P.E.,NgC LL 1908 NW 112 Avenue Coral Strings, FL 33071 TOT.LD. (954) - 753 -1988 License Nos.EB5261 & 1955' 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 29 DUR.FAC, 1.33 SPACING 24.0" TYPE HIPS Job: (20080024R) -Fill in Later - LONGMAN RESIDENCE / AG1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP SS :T2 2x6 SP SS: :T3 2x4 SP #2 Dense: Bot chord 2x8 SP 2400f -2.OE Webs 2x4 SP #3 Deflection meets L/360 live and 11240 total Toad. Calculated vertical deflection is 0.57° due to live load and 0.48° due to dead Toad at X = 15- 11 -15. m iv 4X10(A3) 4X10(A3) 3 . 9'0 °1 12 13'0 °1 Tt 1.5X4 880719 Q-± 1'6( 1.5X4 11' 3X4 3X4 �3X� 146 mph wind, 23.29 it mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL=5.0 psf. 41 hip supports 9 -0 -0 jacks to BC. Left side jacks have 9 -0-0 setback with 1-6 -1 card and 0 -0 -14 overhang. End jacks have 9 -0-0 setback with 1-6 -0 cant and 0 -0 -14 overhang. Right side jacks have 9 -0-0 setback with 1-6-0 cant and 0 -0-0 overhang. Calculated vertical deflection is -0.59° due to live load at X = 15-11-15 and 1.05° due to total load at X = 15-11-15. (L/360 live and L(240 total load.} 13'09 • • • • • •• • • T2 SS0719 1.5X4 8'0"1 •••• • •••• • • ••••• ••• • • • •••• • • • • •• •• •••• • • • • • •••T •• • CO • • • • 4)r10(A3 •••• 4X1otA3) • 5X12 SS0712 26' 328 •• • 1'6°1 -•••• • • • • • • • • • • • • 3 Rv=3341# U =2254# Wreq=2.767°MIN SEAT PLATE REQUIRED LEFT JIG = 9'4 "5 TAG = T5 PLT. TYP.- WAVE /R Custom Designed Tntee Co. 777 S.W. ,1201 Avenue 5011-2•10 Beach. FL .33069 50046:954 -766 -6300 F3o :954. 756.5604 FBC TPI2002(STD) Cq /RT= 1.00(125)110(0) 29'0°2 11'0 °1 QTY= 1 TOTAL= 1 RMNINO°t' TRUSSES HEQUIHE EX I REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. .. 70 SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBUSHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '"IMPORTANT"" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /S(K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AS OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/FPI 1 SEC. 2. 969 Rv=3352# U =2261# Wreq =2.776 °MIN SEAT PLATE REQUIRED RIGHT REV. 7.24.1230.16 •• • 1 " • • JIG = 14'9 "9 SEQ = 14764 SCALE = 0.2726 TC LL TC DL BC DL Morris A. Shashoun, P.E. MAURICE A. SHASHOUA, P F MSC LL 1905 NW 112 Avenue Coral Springs, FL 33071 TOT.LD. 1954)-753 -1988 License Nos.EB5251 & 19554 30.0psf 15.0psf 10.0psf O.Opsf 55.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 29 DURFAC• 1.33 SPACING 24.0" TYPE SPEC Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / AG3 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 :Lt Slider 2x4 SP #2 Dense: BLOCK LENGTH = 2.334' :Rt Slider 2x4 SP #2 Dense: BLOCK LENGTH = 2.333' Deflection meets L/360 live and L/240 total load. T ,_X4(C6) tajX6(C6) I lY 374 5'09 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 11' 146 mph wind, 22.60 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, D(P C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. #1 hip supports 5 -0 -0 jacks at left end and 5 -0 -1 jacks at right end. Jacks have 2 panel TC and no end vertical. Left side jacks have 5-0-0 setback with 1 -6 -1 cant and 0 -0 -14 overhang. End jacks have 5 -0 -0 setback with 1 -6 -1 cant and 0 -0 -14 overhang. Right side Jacks have 5-0 -1 setback with 1 -6 -1 cant and 0 -0 -14 overhang. Calculated vertical deflection is -0.28° due to live Toad at X = 10-6-0 and 0.47° due to total load at X = 9- 11 -15. {LJ360 live and L/240 total Toad.} 5'09 • • • • • •• • • •••• • • ••• • • • •••• • • IL • • •• •• 1• •••• • • • • •••• •• • • • • • • 5' Rv =1386# U =948# Wreq =1.500 °MIN SEAT PLATE REQUIRED LEFT JIG = 5714 TAG = T15 PLT. TYP.- WAVER Custom Designed Truss Co. 777 S.W. 12111 Avenue Pompano Beach. FL 33066 Poona: 55.1 -756 -9500 Fax: 95a- 7855.8504 FBC.TPI2002(STD) CcVRT= 1110(125)10( 0) . 11'0°1 QTY= 1 TOTAL= 1 H II TtitSI 1 03 (BUILDING COMPOI ENT SAFETY N RMATION) P BLUSH D ?37 7, Nit SS PLA ERIN TIITBUTECING. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT"" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN, CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTAWNG & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI, ALPINE CONNECTOR PLATES ARE MADE OF 201181160A (W,hlls /K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. 107 6'0 °1 Rv =1366# U =848# Wreq =1.500 °MIN SEAT PLATE REQUIRED RIGHT JIG = 5'714 SEQ = 14561 REV. 7.24.1230.16 SCALE = 0.3757 Morris A. Shoshone, D.E. MAURICE A. SHASHOUA, 1888 NW 112 Avenue Coral Springs, FL 33071 1854) -753 -1888 License Nos.555251 & 1955' TC LL TO DL BC DL tF3C LL TOT.LD. 30.0psf 15.0psf 10.0psf O.Opsf 55.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 21 DUR.FAC. 1.33 SPACING 24.0" TYPE HIPS Job:(20080024R) -t=ill in Later - LONGMAN RESIDENCE / V4 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total load. See DWG VALTRUSS1103 for valley details. 4'r4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 12 3 4X6(R) 611" 146 mph wind, 23.32 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Calculated vertical deflection is 0.01' due to live load at X = 2-4-7 and 0.02' due to total load at X = 2-4 -7. {L/360 live and LJ240 total load.} T2 4X6(R) 4'7'4 ••• • • • • • •••• • • • • • • • • • - •• •• • • •••• ••••• • • • • • • •• •• • • • 2X4(Dl • • •••• • ••• • • • •• • 1• •gi•• • • • t•• • 1 1III_ PO. / /, / -.∎Ag% /ter/ .. LEFT JIG = 4'8 "15 TAG = T21 PLT. TYP.- WAVE /R Custom Designed Truss Co 777 5.W. 12th Avenue Ponvono Beach, FL 33062 Phone: 954 -7736-6800 Fs'7 954 -738 -5504 16'1 "8 1.5X4 3X4 1.6X4 QTY= 1 TOTAL= 1 FBC'TPI2002(STD) CgiRT= 1.00(1.25)110(0) WAPNIN eo TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTATLMG AND EIFACING. REFER To2CSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPt (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '5k1MpORTANT++' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS'W ITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18116GA (W,H/S /K) ASTM A653 GRADE 40/60 (W,K1 -LS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. • Rv=111pif U =108p1f2 Wreq- 1.808'MIN • • • • • • • • • • 22'7'3 • RIGHT JIG = 4'8 "15 SECS = 13386 REV. 7.24.1230.16 SCALE = 0.4929 Morris A. Shashoua, P.E. • MAURICE A. SHASHOUA, P 1908 NW 112 Avenue Coral Springs, PL 33071 (854)- 753 -1988 License Nos.ES5251 819654 TC LL TC DL BC DL 43C LL TOT.LD. 30.0psf 15.0psf 10.Opsf O.Opsf 55.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 160108 DUR.FAC. 1.33 SPACING 24.0" TYPE VAS Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / CJ13 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP SS Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 :Lt Wedge 2x4 SP #3: 146 mph wind, 23.10 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets 1/360 live and L/240 total load. • Calculated vertical deflection is 0.02° due to live load at X = 3 -2 -10 and -0.03" due to total load at X = 3 -2 -10. {L/360 live and L/240 total load.} SPECIAL LOADS - - -- (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.33) TC - From 90 PLF at -0.05 to 90 PLF at 12.73 BC - From 20 PLF at -0.00 to 20 PLF at 12.73 TC - 9 LB Conc. Load at 4.31 TC - 197 LB Conc. Load at 7.13 TC - 385 LB Conc. Load at 9.96 BC - -171 LB Conc. Load at 4.31 BC - 36 LB Conc. Load at 7.13 BC - 116 LB Conc. Load at 9.96 Right end vertical not exposed to wind pressure.— LEFT JIG = 1211 "13 TAG = T6 PLT. TYP.- WAVE /R 4'3'11 -1710 Rv =1006# U =995# Wreq =1.500 °MIN SEAT PLATE REQUIRED 2'9'16 1211'12 FBC /TPI2002(STD) Cq;RT= 1.00(125(110(0) QTY= 4 TOTAL= 4 2'995 4 1180 2W3 4X6 Rv=972# U=4302# REV. 7.24.1230.16 • • • • • • • • • • RIGHT JIG = 12'9"7 SEC) = 14648 SCALE = 0.6218 • • 5661061 Deaigood Truss Co. 777 21i. 12th Avenue Pompano Beach, FL 33069 P1101-93: 9554.726 -6800 Fax: 954 -766 -0604 a WARNINms* 1 RUSSES REQUIRE EX1 REME CARE IN FABRICATING, HANDLING, SHIPPING, INS FALLING AND BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 DONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. =IMP®p'rANT60 FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H1S /K) ASTM A653 GRADE 40/60 (W,I6'H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE ' BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. - TC LL TC, DL Morns A. Shashoua, P.E. IISAURICE A. U BC DL 112 Avenue P -E AISC LL 1908 NW 112 Avenue Coral Springs, FL 33971 TOT.LD. (954)- 753 -1988 License Nos.E85251 & 19664 30.Opsf 15.Opsf 10.0psf O.Opsf 55.Opsf REF DATE 02 -27 -2008 DRWG 0/A LEN. 120812 DUR.FAC. 1.33 SPACING 24.0" TYPE HIP_JACK Job:(20080024R) -Fill in Later -LONUMAN RESIDENCE / V3 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total load. See DWG VALTRUSS1103 for valley details. T 1 2X4(D1) 4'7°4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 12 3 -. 4X4 2'11° 146 mph wind, 23.82 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Calculated vertical deflection is 0.02° due to live load at X = 2-4 -7 and 0.04° due to total load at X = 2 -4 -7. {L/360 live and L/240 total Toad.} 4X4 W1 1.5X4 LEFT JIG = 4'8 "15 TAG = T20 PLT. TYP.- WAVE /R 4'7 °4 • • • • • •• • 2X4(01) O •••• • • •••• • • •• •• • •• • • • • • • • "••� • • ••• • • •••• • • • • • • • •• 12'1 °8 12' 8 FBClTPI2002(STD) Cq. +RT =1.00(1.25);10( 0) QTY- 1 TOTAL= 1 1.5X4 • •••• • • •••• • ••• • • • • fi• .•• • • •• ��--- 1'2° Rve111pli U=128plf Wreq =1.500 °MIN • • • • • • • • • • • 23'1 °9 • RIGHT JIG = 7'7"5 SEQ = 13380 REV. 7.24.1230.16 SCALE = 0.6554 Custom Designed Truss Co. 777 S.W. 12th Avenue Par psn0 Beach. FL 35069 Phe;1e:954- 786 -6300 x,:954- 786.8804 WANING l HU$SES REQUIRE EX f REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER 70 SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. NC, SHALL NOT BE RESPONSIBLE THIS DESIGN TO INSTALLAIION DEVIATION FROM THIS DESIGN: ANYFAILURE TO BUILD THEDTR SS N . CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20118/16GA (W,H/S/K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AS OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSITFPI 1 SEC. 2. • TC LL TC.DL BC DL Morro A. Shoshone, P.E MAURICE A. SHASHOUA, P.E,&Ic LL 1908 NW 112 Avenue Coral Springs, FL 33071 TOT. LD, (9541-753 -1988 Licanne Nos.E85251 & 1955' 30.Opsf • 15.Opsf 10.Opsf O.Opsf 55.Opsf REF DATE 02 -27 -2008 DRWG O/A LEN. 120108 DUR.FAC. 1.33 SPACING 24.0" TYPE VAL Job:(20080024R) -Fill in Later - LONCMAN RESIDENCE 1 J9 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 :Lt Wedge 2x4 SP #3: Deflection meets L/360 live and L/240 total load. 2X4(A1) fV 4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 146 mph wind, 23.10 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Right end vertical not exposed to wind pressure. Calculated vertical deflection is 0.01" due to live Toad at X = 2 -3-0 and 0.01" due to total Toad at X = 2 -3-0, {L/360 live and L/240 total load.} LEFT JIG = 9'4 "5 TAG = T11 PLT. TYP.- WAVE /R Rv =623# U =9369 Wreq =1.500 9MIN SEAT PLATE REQUIRED 9'0°1 FBCTPI2002(STD)Cq'RT =1.00(1.25):10(0) QTY= 7 TOTAL= 7 3X4 Rv=376# U =6509 • •• • • • • • • • • • • • RIGHT JIG = 9'0 "15 SEQ = 14580 REV. 7.24.1230.16 SCALE = 0.8757 Custom Designed Truss Co. 777 5.W.12111 A 0nue Pompano Beach, FL 33069 P0009: 954.706 -9890 Fan:: 954766.8604 REQUIRE EX I REME CARE IN FABRICATING, INFORMATION), HANDLING, SHIPPING, L(E NS BRACING. TO WS' 1-03 (BUDINGCOM O NT SAFETY P BSH D BYP { R INSTALLING PLATE I I 583 D'ONOFRIO DR, SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0IMPORTANr• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI ALPINE CONNECTOR PLATES ARE MADE OF 20118 /16GA (W,H/S /K) ASTM A653 GRADE 40/60 (W,K/H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160.A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSITFPI 1 SEC. 2. TC LL TC DL BC DL Morris A. Shaehoua, P.E. MAURICE A. SHASHOUA, P- E.,WBC LL 1908 NW 112 Avenue Coral Springs, FL 33071 TOT.LD. (954 )-753 -1988 License Nas.EB5251 & 19554 30.0psf 15.Opsf 10.Opsf O.Opsf 55.0psf REF DATE 02 -27 -2008 DRWG 0/A LEN. 9 DUR.FAC. 1.33 SPACING 24.0" -TYPE EJACK Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / V2 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Deflection meets L/360 live and L/240 total load. See DWG VALTRUSS1103 for valley details. 2X4(D1) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 4'0"12 146 mph wind, 24.25 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Calculated vertical deflection is 0.07° due to live load at X = 2 -4 -7 and 0.13" due to total Toad at X = 2-4 -7. {L/360 live and L/240 total load.} 3 12 p- 3X4 4'0°12 • • • • • •• • • LEFT JIG = 4'2 "4 TAG = T19 PLT. TYP.- WAVE /R Custom Designed Truss Co. 777 5'W.12tn Avenue Pompano Beach, FL 3305 Phone: 95 4.766.6800 Fax : 954-758 -5802 FBC.!TP12002(STD) Cq'RT .-7.00(1.25)/10( 0) B1 8'1'8 8'1'8 QTY= 1 TOTAL= 1 REM.76 SCSI 1-(13 (BUILDING COMPONENT SAFETY INFORMATION), FORMATION), P BLISH D BYI TPI t(RUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "*IMPORTANT,* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18/16GA (W,HIS /K) ASTM A653 GRADE 40/60 (W,K/H.S) GALV.STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI TPI 1 SEC. 2. • • •••• • • •• •• • • • • • • • • •• • ••• • • •••• • • • • • •• •• • • • • • • • • m• •:•• • •• • 111pif 1U =136pIf Wreq REV. 7.24.1230.16 • • • 1.500'MIN • •. • • • • • • • • 23• '3••: RIGHT JIG = 4'2 "4 SEQ = 13377 SCALE = 0.9781 TC LL TC, DL BC DL Morris A. Shasboua, P.E. MAURICE A. SHASHOUA, P.E.,INBC LL 1908 NW 112 Avenue Coral Springs, FL 33071 TOT.LD. (954)-753 -1988 License Nos.ES5251 & 19554 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 02 -27 -2008 DRWG 0/A LEN. 80108 DUR,FAC. 1.33 SPACING 24.0" TYPE VAL Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / J8 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #2 Dense :Lt Slider 2x4 SP #2 Dense: BLOCK LENGTH = 1.958' Deflection meets L/360 live and L/240 total load. 3X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 12 3 146 mph wind, 23.30 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Right end vertical not exposed to wind pressure. Calculated vertical deflection is -0.01° due to live load at X = 0 -1 -12 and 0.02° due to total load at X = 0 -1 -12. {L/360 live and L/240 total Toad.} • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • L B Rv=416# U =619# Wreq =2.858°MIN SEAT PLATE REQUIRED LEFT JIG = T11"2 TAG = 114 PLT. TYP.- WAVE /R Custom Designed Truss Co. 77 5W .12th Avenue Pampan5 Beach. FL 33065 Phone: 65 4436 -&300 Fax: 954- 7566 -8604 T6° T6' ••• • • w• • • • • •v• •Y •. W N N tV ••• • • ••• • • • • • 41• • FBO ?PI2002(STD) Cc RT= 1.00(1.25)/10(0) QTY= 7 TOTAL= 7 M�y'N roc I BUSSES REQUIRE EX FREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING. TO SCSI 1,03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. °iiMPORTANT"* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20!18/16GA (W,H /S /K) ASTM A653 GRADE 40/80 (W,WH,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. • •• • 2X4 Rv 418# U =722# • • • • • • • • • • •• • RIGHT JIG = 7'6 "6 SEC) = 90522 REV. 7.25.0411.15 SCALE = 1.0596 TC LL TC, DL BC DL Morris A. Shashoua, P.E. MAURICE A. SHASROUA, P.E.,tU$C LL 1908 NW 112 Avenue Coral Springs, PL 33071 TOT.LD. (954) -753 -1988 License Nes.E55251 & 19554 30.Opsf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 02 -27 -2008 DRWG O/A LEN. 70600 DUR.FAC. 1.33 SPACING 24.0" TYPE EJACK Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / CJ7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 42 Dense Bot chord 2x4 SP #2 Dense :Lt Wedge 2x4 SP #3: 146 mph wind, 22.60 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Sub - fascia beam assumptions: 3-0 -0 sub - fascia beam on the 1 -6-0 cantilever side. 3-0 -0 sub- fascia beam on the 1 -6-0 cantilever side. Deflection meets L/360 live and L/240 total load. 2X4(A1) LEFT JIG = 7'2 "14 TAG = T17 PLT. TYP.- WAVE /R 1'8°9 214d SPECIAL LOADS - -- (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.33) TC - From 90 PLF at -0.05 to 90 PLF at 7.07 BC - From 20 PLF at -0.00 to 20 PLF at 7.07 TC - 214 LB Conc. Load at 1.71 BC - 9 LB Conc. Load at 1.71 The following members need concentrated Toads at the heel: 3 -0-0 span /setback member on the 1 -6-0 cant side requires 15 lbs and the 3-0-0 span/setback member on the 1 -6-0 cant side requires 15 lbs. Hipjack supports 5 -0-0 setback jacks with 1 -6-0 cantilever one face; 1-6-0 cantilever opposite face. Calculated vertical deflection is = 0,01_° due to live Toad at X = 3 -2 -10 and -0.01' due to total load at X = 3 -2 -10. {L/360 live and L/240 total load.} 3X8 2.12 12 5'4 "5 Rv =197# 11 =1 2'1°8 MI Custom 06igned Truss Co. 777 S.W. 1218 Avenue v;mpano Beach, FL 33069 P8. e: 954-795 -0800 Fax: 994.786.580. 1'B °9 7'0 °14 •••• • • •••• • • •• •• • • • • 0# NAILED • ••• • • • • •$1•(N •`, ---•1• • • • • • Rv =883# U =209# Wreq =1.600 °MIN • SEAT PLATE REQUIRED 5,4 °5 FBC,TPI2002(STD) Cq'RT =1.00(1.25) 10(0) QTY= 2 !TOTAL= 2 * WA9NIN e5 1RUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING ANDl3RACING. REFE"Ft TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBUSHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE W, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT*" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR V. • • in. Rv =29# U -180# NAILED REV. 7.24.1230.16 22'1•j'4} • • • • • • • • •• • 21'8° • RIGHT JIG = 71"9 SEQ = 14638 SCALE = 1.1155 • EACH FACE•OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSITrPI 1 SEC. 2. TC LL TC DL BC DL Morris A. Shasheua, P.E. MAURICE A. BHASHOUA, P.E.,1111BC LL 1908 NW 112 Avenue Corsi Springs, FL 33071 TOT. LD (954)- 753 -1888 License Nos.E85251 & 10554 30.Opsf 15.0psf 10.Opsf 0.0psf 55 Opsf REF DATE 02 -27 -2008 DRWG 0/A LEN 70014 DUR.FAC. 1.33 SPACING 24.0" TYPE HIP JACK Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / J7 1) Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense :Lt Wedge 2x4 SP #3: Deflection meets [1360 live and L/240 total Toad. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 146 mph wind, 22.85 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wirtd pressures considered for uplift callouts. Calculated vertical deflection is -0.01' due to live load at X = 2 -3-0 and -0.02" due to total load at X = 2 -3 -0. {L/360 live and L/240 total load.} Rv =192# U=448# NAILED 1'6 °1 LEFT JIG = 7'3 "10 TAG = T7 PLT. TYP.- WAVE /R Custom Designed True* Co. 777 5.W. 125 Avenue Pampan» Bsach.FL•33060 Promo: 954 -785 -6800 Fax: 954 -7£,3 -3604 Rv=527# U =907# Wreq =1.500 °MIN SEAT PLATE REQUIRED r0 °1 FBC,TPI2002(STD) Cq.'RT =1.00(1.25)10(.0) QTY= 6 TOTAL= 6 e+WAplows 1 PUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING,' 'WALLING �CNI BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *IMPORTANT*" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING; SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NM (NATIONAL DESIGN SPEC, BYAF &PA) AND TPI. ALPINE CONNECTOR TO Rv-56# U =153# NAILED RIGHT JIG = 7'1" SEQ = 14623 REV. 7.24.1230.16 SCALE = 1.1232 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 190A Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI, +TPI 1 SEC. 2. Morris A. Shashouu, P.E. MAURICE A. SHASHOUA, P. 1908 NW 112 Avenue Coral Springs, FL 33071 (9541. 753 -1988 License Nos.088251 & 195& TC LL 30.0psf TC, DL 15.0psf BC DL 10.Opsf LL 0.0psf TOT.LD. 55.0psf REF DATE 02 -27 -2008 DRWG 0/A L 7 DUR.FAC. 1.33 SPACING 24.0" TYPE JACK Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / J6 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense :Lt Slider 2X4 SP #2 Dense: BLOCK LENGTH = 1.525' Deflection meets L/360 live and L/240 total Toad. 0 iV 3X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 3 r - 146 mph wind, 23.05 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Calculated vertical deflection is -0.01' due to Ave load at X = 0 -1 -12 and 0.01' due to total load at X = 0 -1 -12. {L1360 live and L/240 total load.} Rv =2338 U =538# NAILED • •• • ••• • • • • •• »•IC • • • • 0 0 - N•N •••• ••• • • • • •••• ••• • • •• •• • • • • • • • • • • •• • • • • • • • •• • ••• • —Rvasit___U=saiWroci SEAT PLATE REQUIRED LEFT JIG = 5'10 "8 TAG = T12 PLT. TYP.- WAVE /R Pompano Bp. ash. FL 33085 Phone: 954.76: -8800 Fax: 554.7'36.3004 B1 =1.600 °MIN FOC.ITP12002(STD) Cq'RT =1.00(1 25)/10( 0) QTY= 2 TOTAL= 2 NANINL3sa TRUSSES REQUIRE EXTREME CARE IN FABRICAI ING, HANDLING, SHIPPING, INSTALLING AND BRACING. R O BCSI 1 -03 BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D•ONOFRIO DR., SUITE 200, MADISON, WI 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *bIMPORTANT*" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ¢LPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • &P • AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18,116GA (W,H /S/K) ASTM A653 GRADE 40;60 (W,K`H,S) GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AS OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE, BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. •. •• •. REV. 7.24.1230.16 Rv=72# U =1 • • • • • • • •• • • • 21'8l: RIGHT JIG = 5'6 "8 SEQ = 14629 SCALE = 1.4449 @fiords A. Shashoue, P.E. ALAURICE A. SHASHOUA, P.E. 1908 NW 112 Avenue (954)753 -1988 License Nos.E85251 & 1955' TC LL 30.0psf TC. DL 15.0psf BC DL • 10.0psf BC LL 0.0psf ■. REF DATE 02 -27 -2008 DRWG • • DUR.FAC. 1.33 SPACING 24.0" TYPE JACK Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / J5 Top chord 2x4 SP #2 Dense Bat chord 2x4 SP #2 Dense :Lt Wedge 2x4 SP #3: Deflection meets 6360 live and 6240 total load. 3X8 THIS DWG. PREPARED BY THE ALPINE JOB I5 SIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 3 I2 146 mph wind, 22.60 tt mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Calculated vertical deflection is -0.00° due to live load at X = 2 -3-0 and -0.00" due to total load at X = 2-3-0. {1J360 live and L/240 total load.} Rv =98# U =284# NAILED MI • •••• • • •••• • • •• •• • • • • • • • • .• • .• 1'6 °1 LEFT JIG = 5'2 "14 TAG = T8 PLT. TYP.-WAVE/R Custom Owignsd Truss Co 7'" SW 17th Avonaas Pom2ano Beech. FL 33055 Phone: 954.766 -6800 Fax: 954.7866 -8601 Rv=4394 1.1=8835 Wreq =1.600 °MIN 6b °1 SEAT PLATE REQUIRED • • w v 2211'6 •• • • • • • • • • • • FBC /TPI2002(STD) Cy,`RT =1 00(125)1 0( 0) QTY= 6 TOTAL= 6 =w FINING** TRUSSES REQUIRE EX I REME CARE N FABRICATING, HANDLING, SHIPPING, INS IALLING AND BRACING. REFE)FI TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *"IMPORTANT"" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN. CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLA I ES AHE MADE OF 20115116(0A (W,HfS; K) AS I M A903 C-+HAD E 40/66 (WA) OALV. S FE PL PLKTES-Td EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3 A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSUTPI 1 SEC. 2. REV. 7.24.1230.16 Rv =18# U =180# NAILED RIGHT JIG = 51" SEQ = 14618 SCALE = 1.5657 Morns A. Sha shoue, P.E. MAURICE A. SHASHOUA, P.E.,I 1866 NW 112 Avenue Coral Svuns TC LL TC. DL BC DL 4SC LL 30.0psf 15.0psf 10.0psf O.Opsf (854)- 753.1988 License Nos.E85251 & 1966• REF DATE 02 -27 -2008 DRWG DUR.FAC. 1.33 SPACING 24.0" TYPE JACK Job:(20080024N -Fill in Later - LONGMAN RESIDENCE / JE5 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense :Lt Wedge 2x4 SP #3: Deflection meets 1/360 live and 1/240 total load. 3X8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 3 d 146 mph wind, 22.60 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for upltft callouts. Calculated vertical deflection Is -0.00" due to live load at X = 2 -3-0 and -0.00" due to total load at X = 2 -3 -0. {L/360 live and L/240 total Toad.} Rv=98# U =284# NAILED • • • •• • • 1'69 LEFT JIG = 5214 TAG = T22 PLT. TYP.- WAVE /R M1 Rv=439# U =883# Wroq =1.600 °MIN 50 °1 SEAT PLATE REQUIRED •••• • • •••• • • •• •• • - • • • • • • • • • •• • FBC.TP12002(STD) CgiRT =1.00(1.25)10(0) QTY= 7 TOTAL= 7 REV. 7.24.1230.16 • 22'11 "6 • • • • • • • • •• • RIGHT JIG = 51" SEQ = 14578 SCALE = 1.5658 Custom Designed Trues Co. 777 5.W. 12th Avenue Pompano Saach. FL 33069 Phone: 954.786 -8800 Fax: 954-786.3804 ;I'M 1 BUSSES REQUIRE EX 1 REME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REF "RE To-8051 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR, SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. INC., C. SHAALLL NTOT BE RESPONSIBLE THIS DESIGN DEVIATION FROM THIS DESIGN; ANYYFAI FAILURE TO UIILD THEDTRUSS 34 TS, CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR -ES-TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON HIS DESIGN, POSITION -PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX AS OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILRY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBIUTY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. P.7.1 TC LL TC DL BC DL More A. Shashoua, P.E. 8#.4URICE A. 112 Avenue UA° ''"BC LL 1903 NW 112 Avenue Coral S!as.• s F (954 )-753 -1888 License Nos.EB5251 & 19554 30.0psf 15.Opsf 10.0psf 0.0psf REF DATE 02 -27 -2008 DRWG DUR.FAC. 1.33 SPACING 24.0" TYPE EJACK Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / V1 THIS DWG. PREPARED BY THE ALPINEJOBi1ESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord Bot chord 2x6 SP #2 Dense 146 mph wind, 24.56 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Deflection meets L/360 live and L/240 total load. See DWG VALTRUSS1103 for valley details. LEFT JIG = 2'4 "1 TAG = T18 SPECIAL LOADS ----(LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.33) TC - From 91 PLF at 0.00 to 91 PLF at 2.06 TC - From 91 PLF at 2.06 to 91 PLF at 4.13 BC - From 20 PLF at 0.00 to 20 PLF at 4.13 Components and cladding wind pressures considered for uplift callouts. Calculated vertical deflection is 0.00' due to live load at X = 0 -11-0 and 0.00° due to total Toad at X = 0 -11 -0. {L/360 live and L/240 total load.} • •• • • • • 0000 • • • •• • • • • • • •• •• • - • • • 0000 • • 0000 • • •• •• • • • • •. 0000 • • • •• • ••• • • • • m • • • • *Kb • • • • •• • • Cuotom [leeigued Tam* Co. 777 5.•tu. 12th Avenue •i=pa,.o -500 a Phone: 95 'i -8800 F0=: 954- 7$6 -0604 FBC(STD) QTY= 1 TOTAL= 1 * WARNIN as 1 HUSSES HE1 UIRE EX 1 REME CARE N FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER i OCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, Wt 53719) FOR SAFETY PRACTICES PRIOR 70 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 41IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR E MADE OF 2011811P8C e ... -, STEEL APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A•Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSITPI 1 SEC. 2. ••v• ••1 • • • • • • •. •• • • \• • :4'1 "3 Rv =62plf U=100plf Wreq =1.5009MIN RIGHT JIG = 41"8 SEQ = 13374 REV. 7.24,1230.16 SCALE = 1.9266 Morris A. Shashous, P.E. MMAURICE A. SHASHOUA, P.E,ih 1908 NW 112 Avenue Coral Springs, FL 33071 (954)- 753 -1988 License Nc&EB5251 818554 TC LL TC, DL BC DL cl3C LL 30.0psf 15.0 psf 10.0psf O.Opsf 55 0 s REF DATE 02 -27 -2008 DRWG CIA LEN 40108 DUR.FAC. 1.33 SPACING 24.0" TYPE VAL Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / J4 THIS DWG. PREPARED BY THE ALPINE JOB13ESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense :Lt Slider 2x4 SP #S: BLOCK LENGTH = 1.525' Deflection meets L/360 live and 1.440 total load. 3X4 12 3 146 mph wind, 22.80 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift callouts. Calculated vertical deflection is -0.00" due to live load at X = 0 -1 -12 and 0.00" due to total Toad at X = 0 -1 -12. {U360 live and L/240 total load.} Rv =152# U=381,# NAILED 5' v • •••• • • •••• • • •• •• LEFT JIG = 310 "1 TAG = T13 PLT. TYP.- WAVE /R Rv =194# U=338�' Wreq =1.500 "MIN SEA I PLA I E REQUIRED 3'6" FBC;TPI2002(STD) Cq /RT= 1.00(125)/10(0) QTY- 2 TOTAL= 2 Rv=43# U REV. 7.24.1230.16 22'11 "6 • • •• • • •••• • • • • • •• •• _ • •••• • • •• • • • ••• • • • •• • • •••• • • •••• 2111"„ • • • •• • • •• • • • • • . • • • • • • • RIGHT JIG = 3'6 "13 SEQ = 14626 SCALE = 1.9291 Custom Designed Truss Co 7775.W. '12th Avenue Ponpar:0 Beach. FL 3.05 55059: 954 -756 -5500 Fax: 954 - 755.850-1 REFER TO BCSI t 03 BUILDING COMPONENT SAFETY 17NFFAOTIRINCATTAG) , PUBLISHED BY TPI TRUSS P LTE INSTITUTE D 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, (3300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. a%MPO(.p'AN7a+ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR tK) ACTM -A653 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX AS OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. o. TC LL TC DL BC DL Monts A. Shushan., P.E. MAURICE A. SHASHOUA, P.E,IH(BC LL 1908 NW 112 Avenue Coral S ume - FL 33071 (954)- 753 -1988 License Nos.EB5251 819554 a 30.Opsf 15.0psf 10.0psf 0.0psf 11 REF DATE 02 -27 -2008 DRWG • ' DUR.FAC. 1.33 SPACING 24.0" TYPE JACK Job:(20080024R) -All in Later - LONGMAN RESIDENCE / J3 Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense :Lt Wedge 2x4 SP #3: Deflection meets L/360 live and L/240 total load. 11 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 3X8 12 3 146 mph wind, 22.35 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Components and cladding wind pressures considered for uplift cafouts. Calculated vertical deflection is 0.00° due to live load at X = 2-3 -0 and -0.00° due to total load at X = 2-3-0. {L1360 live and 1/240 total load.} Rv =898 U =lag® NAILED LEFT JIG = 374 TAG = T9 PLT. TYP.- WAVER 1'6°1 81 Custom Designed Ttass Co - a'-7 -,-3 nth Avenue Pompano Beech. FL 33055 Phone: S54- 755.8800 Fax: 954.736 -8804 3'Q °1 M1 4••• • • •••• • • •• •• • •• •• • • ••• .• FBCT?PI2002(STD) Cq RT= 1.00(1.25)/10( 0) QTY= 12 TOTAL= 12- ftWARN(NQs* TRUSSES REQUIRE EXIR %ME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AIM BRACING. REFER 1 O SCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, - TC LL 30.0psf 583 D'ONOFRIO DR., SUITE 200, MADISON,'W I. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN,.MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC. DL 15.Opsf INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 10.Op$f ""IMPORTANT*+ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. Monis A. Shashoua, P.E. . INC.. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN. 98AURICE A. SHASHOUA, P.E.,W 0,0 $f CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • 1908 NW 112 Avenue 8C LL p CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFSPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /S/K) ASTM A653 GRADE 40 /60 (W,KMH.S) GALV. STEEL APPLY PLATES TO 00 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A.Z. ANY (954) -753 -1988 INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS License Nos.Et35251 & 19661 DUR.FAC. 1 .33 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. Rv -4288 U =1403# Wrec =1.600 °MIN SEAT PLATE REQUIRED • • • • • • • •• 22'5 Rv= -87# U =180 ILED ....--""9 RIGHT JIG = 31"1 SEQ = 14576 REV. 7.24.1230.16 SCALE = 2.5838 SPACING 24.0" REF DATE 02- 2772008 DRWG TYPE JACK Job:(20080024R) -Fill in Later - LONGMAN RESIDENCE / J1 THIS DWG. PREPARED BY THE ALPINE JOB•DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Dense "The maximum horizontal reaction is 205# ** Components and cladding wind pressures considered for uplift callouts. Deflection meets L/360 live and L/240 total load: ***** BEARING ANALOG MODIFIED! ***** 12 3 s SPECIAL LOADS - - -- (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.33) TC - From 91 PLF at -0.08 to 91 PLF at 1.17 BC - From 4 PLF at -0.00 to 4 PLF at 1.17 146 mph wind, 22.12 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Calculated vertical deflection Is 0.00° due to live load at X = 2 -3 -0 and 0.00° due to total load at X = 2 -3 -0. (L/360 live and L/240 total load.). H 0°14 LEFT JIG = 1'313 TAG = T23 PLT. TYP.- WAVE /R B1 Custom Designed Trews Co. 777 5 W 12th Avenue Pai- +2;ana Basch, FL 33065 Phony: 954- 786.3800 Fax: 954-756-8804 FBC,TPI2002(STD) Cg1RT= 1.00(1.25) 10(0) 1'29 12°1 • QTY= 12 TOTAL= 12 RNINgie, !SUSSES REQUIRE REFER- TO SCSI 1-03 (BUILDING COMP NENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUECING. 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT*'* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN • CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AP &PA) AND TPI. ALPINE CONNECTOR PLA I ES AHL MADE Uh 20,18/16GA (W.Hhu,'In ASTM A6b3 GRADE 40lb0 (W,K'H,S) GALV•ST 1 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. Rv=4# Pi =206# J =180# NAILED Rv =1070 Rh =208& U-351# NAILED 21'11 °14 • • • • • •• • • • • • • •• •• • ••• • • •••• • - • • • • • • •••• •••• • • • • • • •••• •••• • • •• •• • ••• • • • •• • • • • • • • •••• • • • •• • •• • • • • •• • REV. 7.24.1230.16 • • • • • • • • RIGHT JIG = 1'3 °6 SEQ = 14614 SCALE = 4.5260 TC LL TC DL BC DL Morris A. Shoshone, P.E. MAURICE A. SHASHOUA, P.E.,I ABC LL 1808 NW 112 Avenue (0-753 -19x8 License Nos.E85251 8 19554 30.0psf 15,0psf 10.0psf 0.0psf REF DATE 02 -27 -2008 DRWG 00 DUR.FAC. 1.33 SPACING 24.0" TYPE JACK