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RC-13-522Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-230348 Scheduled Inspection Date: March 27, 2015 Inspector: Rodriguez, Jorge Owner: JULIANA MIRANDA, PAUL ADAN Job Address: 500 NE 97 Street Miami Shores, FL 33138 - Project: <NONE> Permit Number: RC -3-13-522 Permit Type: Residential Construction Inspection Type: Final Work Classification: Addition/Alteration Phone Number Parcel Number 1132060171540 Contractor: AG STAR CONSTRUCTION INC Phone: (305)457-9970 3ullal comments ADDITION, GARAGE CONVERSION AND INTERIOR RENOVATION 8/28/13 STOP WORK ORDER AS PER PLUMBING INSPECTOR OZZIE.. QUALIFIER SHALL MEET WITH INSP. PRIOR TO FUTURE INSP. WORK NOT TO CODE OR PLAN. INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-187538. No permit on site Failed Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. March 27, 2015 For Inspections please call: (305)762-4949 Page 15 of 29 k . . PEST BUSTERS PEST CONTROL -JOV Termite Fumigation —Rome Inspection Lice#W & Bonded tic. #9012 12150 SW 128 Court Suite 108 Fax: 305-252-5003 Cell: 786-282-7475 Notice of Prevention Treatment for termites Date Product Used Percent Concentration (As required by Florida Building Code (FBC) 104.26) Address of Treatment or Lot/Block of Treatment Time Chemical used (Active Ingredient) r�o Area treated (s . t.) Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) 53/ Applicator Number of gai ons applied Linear feet trea—ted As per 104.2.6 — if soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. Chapter 2913-5 Termite Protection, This Building has received a complete treatment for The prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Depart of Agriculture and Consumer services. If this notice is for the final exterior treatment, initial and Date this 1=7" Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 1 FBC 2010 I DING Permit No. PERMIT APPLICATION Master Permit NoAc., Permit Type: BUILDING ROOFING JOB ADDRESS: ,S�f R� �N S? City: Miami Shores County: Miami Dade Zip: 31 / 3 Foho/Parcel#: // " S L V6 — O 14 — Is the Building Historically Designated: Yes NO is Flood Zone: r OWNER: Name (Fee Simple Titleholder): %-Ay1 A / AA1 Phone#:3()S • 10 • ` �� a Address: S©® Ali !17 rk S1 City: 11/A111A)911 Sk" (I State: F1 Zip: 73 / 3,p. Tenant/Usssee Name: Phone#: Email: A , A bAN laoi / %�i L . c!V l l CONTRACTOR: Company Name:Q `�� q K� ��'=Phone#:1�.� 0 Address: City: Quali State Certification or Registration #: CC ; �k k Cer9ficate of Competency #: Contact Phone#: ` "`�� 7 Email Address: DESIGNER: Architect/Engineer: Phone; Zip: 17- X00 `C5� X1 0; Value of Work for this Permit: $torr? 0 Square/Linear Footage of Work: 0 U Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demoli on Colo" thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond Technology Fee $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State zip zip, Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF 'COMMENCEMENT MAY RESULT IN YOUR PAYING . TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN I4NANCING, 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 afier the building permit is issued. In the absence of such posted notice, the inspection will not be approved an a reinspection fee will be charged. Signer Signature X. Owner or Agent Contractor The foregoing instrument was acknowledged before me this day ofM4P-R , 20C, by f A/L , who is personally known to me or who has produced i As identification and who did take an oath. NOTARY PUBLIC:+Illlllurrr!! Sign: Print: My Commission Expires: �`•. Cpl W ®y••� ®�j >*d, ®•• cT •''� �a The foregoing instrument was acknowledge before me this 54 4\ &�. day of , 20 a, by t - Z who is personally known to me or who has produced APPROVED BY AZ 3 Plans Examiner Structural Review NOT Sign: Print: My (Revised 5/2/2012)(Revised 3/12/2012) )(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) as identification and who did take an oath. My C061rhlssion EE Expir66 06/30/2016 W1 -? - zoning Clerk rm IE Lklg V � 7�a 2 4 2113 s BY: .4/17/2013 .ADAN RESIDENCE REMODELING .500 NE 97 ST, MIAMI SHORES XL Dear Building Official: This is to certify that I have my seal valid and my signature is an abbreviation of my name. Due to the length of my name I sometimes use only my initials to sign. The plans already submitted were signed and sealed the same way. If you have any question please do not hesitate to call Sincerely Vinayagar M. Balakrishnan V. P.E. FL LIC 63107 16701 S.W. 117th Avenue ^ami, Florida (305)3781991 ' Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-204602 Permit Number: RC -3-13-522 Scheduled Inspection Date: December 20, 2013 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Slab Owner: JULIANA MIRANDA, PAUL ADAN Work Classification: Addition/Alteration Job Address: 500 NE 97 Street Miami Shores, FL 33138 - Phone Number Parcel Number 1132060171540 Project: <NONE> Contractor: AG STAR CONSTRUCTION INC Phone: (305)457-9970 tsuuama uepanment comments ADDITION, GARAGE CONVERSION AND INTERIOR RENOVATION 8/28/13 STOP WORK ORDER AS PER PLUMBING INSPECTOR OZZIE.. QUALIFIER SHALL MEET WITH INSP. PRIOR TO FUTURE INSP. WORK NOT TO CODE OR PLAN. INSPECTOR COMMENTS False Inspector Comments CREATED AS REINSPECTION FOR INSP-204551. 1. Provide compaction Passed ® test, termite treatment and wire mesh support @ 3' o.c. Failed Correction Needed aG l f �ee4 N �— Re-inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. December 19, 2013 For Inspections please call: (305)762-4949 Page 15 of 27 QJLdt 7.7 .4 92 1019 1043 17.7 100 6 Opte vmAmfds m —its .100% ft Du1443 nen ins 95% My Mo'ntW Y4 M, �11111 ,I �, iii Iflwl#1#1#11111111llllllll11111#II1i1111i1 111�1illillli1111i1lllli:iir!�1lllilllillllll lii�lllllllllillilllllllllll►11111111111111 lilllillill#11111111/,IliIII Mill #1111111111 Ili�illlllilllll#1i11►,�1111111111►11111111111 Ili�ilillilllllilll!llllllilll#111�11#111111 iliilillllil!l111Pliiillll1111111Vill11111 11 poll ifi�Il#Iliilillilllllllll#1#1#1111#Ili. Illil Ill�il#1#11111#1!1111111iilil#liliilllllilll III�i1111111111►�i111#1111111111illlllliilll# 1l1�,111l111111►11#11111111#11111!#11#11#Illi lil�illlllllliJlllil111111111#111#ill11lllll ALL STATE ENGNEFUNGAM TESTING CONSUL 9MN.W.70Avam %HW6*Florida 33016 -Phew 3OS4UW3373 Fear305-X8-7443 Field &em& Test ofCo—m-M ed Soils ASMD-5195 Materird' Fine Gwy Silica Back AM Srrbfirade x Bum rock S d &-, Tested Labora�torylderetffl%adanNumber wmcon CO. I Order # L 13-1762 Ad aw 95 ATS 73 Miami, Florida 33138 1 Date: 12-16-13 13-3524 sm aAdtht" # 13266 Addres& 500 NS Miami Sham Florida Phone No: 3 Aaiav : 5 Lab ID # Locadva 13-3521 Bldg. Addition Rear Terrace Column Footer From Nest to East #1 13-3522 Bldg. Addition Rear Terrace Column Footer From West to East #2 13-3523 Bldg. Addition Rear Terrace Colo= Footer From Weg te East #3 13-3524 Bldg, Addition Rear Terrace Column Footer From West to East 04 13-3525 Bldg. Addition Rear Area Slab on Grade East Side Materird' Fine Gwy Silica Back AM Srrbfirade x Bum rock S d &-, Tested Labora�torylderetffl%adanNumber 13-3521 13-3522 13-3523 13-3524 13-3525 .Test Number 1 2 3 4 5 Dqwk in Inches 12" 12" 12" 12" 12" .P3edd Denary LBIM A (Dry Density 102.8 102A 102.5 102.4 103.0 Mo►e Contents 10.1 10.5 10.2 10.8 9.6 Maximum Density In the Fie" M 98.6 98.2 98.3 98.2 98.8 Cw*ac&n Reqafrgmw by Specs % of Mw*mm 98% 9816/0 980/0 98% 98% 100%Mw&mmDensity (Lab) 104.3 104.3 1043 104.3 1043 Proctor T-180 AASHT© Mdhod C 14376 14-376 14-376 14-376 14-376 �moftwe (VA) 10.5 Reported By Abbasi CAeaW B RY I�WdBy we Resp t`1', fl by, IL to PM 013 7NG .T INC. Shmdd my M&W mdhioana In the pm" (GmQ tested be Smut ditftmat Stan those Tc�. All Stere Hnemeerin¢ � Cmetahedts. Ina. ig n�to be held ruble, __ L_ _,, � • • ' '` As a mDtllel tiWa t0 Cliff t$e pnb11C wd amdvM aQ MpOrtS ero 3atbtldaEdt esme cm=cmmIM, nalft tMnoUas M or oa Ruts Sown War sports Is nsmva ALL STATE ENGINEERINGAND TESTING CONSULTANTS, INC AT SBtvtces 960014 W. 70 Avema36 ffidesh, Florida. 330I6 - Phumx 3054MM-3373 For: 3054W4443 Fidd Dery Test ©f Comuaded Sods ASTM D -519S n Material Fine G Silica Back hill Sub x Base rock S led Tested �c�borato IdPaeWcadon NWtber 13-3526 .YestNumnber 6 .Depth InIndws 12" .,Field Density LA Ca FX Density) 102.7 .b 661snre Conte 9.2 MwaWu m Density In the Field (+4) 98,5 CoAVacdon Requirement by Specs % of Maxi»ium Dens -"% 100% Mx&nM Density (Lab) 104.3 proctor T-180AASIITOMethod C 1 14-376 Opamm Moh*we (%) 10.5 ReporftdBy Abbasi Checked B _ped By we 'rhe, A #411 X C. TES .0 Should say subsdi conditions in do property (area) tested be fiumd di�►t fiom these `l our Daasitg Test, All Stats & Ina h:�ttobeheld la '�<< ' �'�� As a mutual pratocdon to dicot, the public and outsdva% all reports ate submitted as the fm'publhsation of statements, conclusions or cab fiom our reports is reserved. � FLORIDA INTERNATIONAL ENGINEERING & TESTING LAB INSIGIII •INNOVATION• INTEGRAI ION 16701 SW 117th Avenue, Miami, FL Ph: 305-378-1991 Fax: 305-378-1997 MARCH 03, 2014 City of Miami Shores Village BUILDING DEPARTMENT 10050 Northeast 2nd Avenue Miami Shores, Florida 33138 Re: STEEL BEAM INSPECTION @ ADAN Residence 500 NE 97 ST Miami Shores, Florida Dear Building Department Official: This letter is issued to inform you that Florida International Engineering & Testing Laboratory has been retained by the owner, to perform a visual inspection of the steel beams installation and their reinforcements located at Master Bedroom sliding doors openings . On March 03, 2014 representatives of Florida International Engineering & Testing Laboratory performed an inspection at the referenced site. :�.Ti1;�ei:I•leltl��„I,� c7,�Is� [•1low� During our site visit, the following item was covered in the meeting: Surveyed a detailed visual inspection for the reinforcements steel beams and connections. Photographs were taken. Reviewed the provided plans and photographs. Based on our methodology of inspection and testing: The reinforcements and size of the steel beams were installed as specified in the approved plans. The steel plates connections for the existing 2X10 wood rafters on top of the steel beams were installed as per approved plans and the weld satisfy the requirements showed on detail on page S3 Adana Residence Page I The best of my knowledge and ability, this report represents as accurate appraisal of the present condition of the building based upon careful evaluation of the observed building guarantees, to the extent reasonably possible. Sincerely yours, Florida International Engineering and Testing Lab, Inc. - \/ 0 R IC Vinayagar M. Balakrishnan V P.E. FL LIC 63107 16701 S.W. 117th Avenue,Miami, Florida (305)3781991 Adan Residence Picture Page 3 \�.: \�2�.� � ��\ �.\ �\\� \\: Adan Residence Picture Page 3 Adan Residence Picture Page 4 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 AAA116VILLAGE EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by PAULAOAN to perform special inspector services under the Florida Building Code at the 500 NE 97th ST MIAMI SHORES project on the below listed structures as of 06-25-13 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (R4409.6.17.2.4.2) ■ SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ■ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1. VINAYAGAR M. BALAKRISHNAN 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/Architect Name VINAYAGAR M BALAKRISHNAN Wkp DATE: 06-25-13 Created on 6/10/2009 (PRINT) Address 16701 SW 117th AVE MIAMI FL. Phone No. 305-378-1991 gttoRFs Miami Shores Village Building Department Eggs 10050 N.E.2nd Avenue .� Miami Shores, Florida 33138 20 & Tel: (305) 795.2204 11C.4A•.p-�/�3 ORiDp► Fax: (305) 756.8972 f J QEFEYLEt C.4 -�2 t`IA�on►2y �y wee D C�D� wc'T PILt�+�t'D � S SEGgi'oeJ ®n/ $-2 No -r I-ec-11 J`IT!) Permit No:, �I - �� Page 1 of 1 Structural Critique Sheet `Ti -v c-, 0 0 &-1 X41 d (-i u I; 'C -&-D PL, -V> iov C --c Iji, -rH -PG C I -Stems Re, qtu e (L-0 ° C-0 �" C - s =- N s —07 . -A le Pl /In 5- L.r • -40, 9L11, Cz- -t PACfijvn �4R 4f4h UX " ffizeN ce 31 e -Ir-u ru:ml ) 6W —y PPED REVIEW 11 0 Nt'r-t r�'-Q 1. el. -s' Plan review is not complete, when all Items above are corrected, we will do a complete plan review. %n� qj If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one / 7 set of voided sheets In the re -submittal drawings. Mehdi Asraf P4 1-9 T9- <1 LLQ4 `r NOTICE NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE Joe SOE At UK OpF gWWSpWM PERMIT NO 13-S2 FOIJONO/l 3 2 0v/ -!!,F 15,L0 STATE OF FLORIDA., COUNTY OF MIAMI -DADS THE UNDERSIGNEb hereby &es o n #W inigrov4rherits win be made to certain real , property. and In accordance with Chapter 713, Florida Statutes, the IbDMkhg Wbnr&bn 18 provided In this Notice of Commencement, 2. Description of CFN 2013RO527003 OR Bk 28708 Ps 1280? (las) RECORDED 07/03/2013 10:36:16 HARVEY RUVINY CLERK OF COURT MIAMI -DACE COUNTYP FLORIDA LAST PAGE SPw* above reserved for u." of recording office of prop" and street/address: 1114AI.- L4� r 3. Owwt s) name, anal address: InterW. in property: Name and address of :fee Qmple tMeholder. 4. QOUIV400rls name, address and Dhone number Ax 5- Surety- (Payrnpht bond required by ownerfrom contractor, If any) mber: Name, of and phone nu Amount of bond$ 6. Lendprlp name and address: 7. Persons within thq"State ,of 011brida'desigm.teo by Owner upon whom notices or other documents may be served as protAded by Sectl6n'7i3Jt(l)(a)7., Florida Nam 6, address and phone mintier: 8. In adli�ftiort to himself, 0►�rriers designates the following person(s) to receive a copy of the Lianor's Notice as provided In. Section 7131.*1Rb), Florida Statutes. Namiw,- address iand'phone'nurnber. 9. Ex0l6tion date ofthis'Ndlice of Commencement. (ft explmlon nate 1 year from the dace pfrecording yrfts a Off" date is o" WARMING `r0 OWNER: AKW;bAVfACKrM MADE 931 LA Ar%t-- 93T THE OWNER AFTER ER THE EX IMPROPER� PAYMENTS -UNDER CHAPTER 713; PART (,'SECTION 713.13. FLC lMPIW-VE!A F_NTS,TO YOUR PROPERTY A, NOTICE OF -COMMENCEMENT -ML FIRST 64901tdil!ON. IF YOU INTEND TO OBTAIN F%AkCINq, CONSULT WITH OR RECORDING YOUR NOTICE OF COMMENCEMENT. "' , OFAW SkJfi4Ue(s) of Owne4s) or Owner(s)' Authorbw officer/DWector/parhM th-er/Moaa Prepared By, Prepared* Print Npne ---------------------- rnm Nam"" Tltw6m .Aqj cl i "wofficc, 1-Z M J*7 that the facts `re methIs 3 day it 'o .produced RldentO wrli lr�` fbiloWg Slgriaftireof Wlry-raboc. Print Mame: (SlEAQ In It aTfte, to the best of my S ture's) 0*7"S's By: Pr FOR =711 ..........I— I t4okaTN PuSep 7 Comm ng a�ld' My r 55voll towl NIS'• and belief, or/Partner/Manager who sl BY ABBREVIATIONS:,, PROPERTY ADDRESS: A/C = AIR CONDITIONING UNIT 500 NE 97 STREET, MIAMI SHORES, FL. 33138 ADJ - ADJACENT ASPH = ASPHALT BCR =BROWARDCOUNTY RECORDS LEGAL DESCRIPTION: BOW - BACK OF WALK BM = BENCHMARK LOTS 9 & 10, BLOCK 99 OF 'AMENDED PLAT OF MIAMI SHORES SECTION NO. 4- CALC = CALCULATED ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 15, PAGE CA =CENTRAL ANGLE 14 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. CIL = CENTERLINE CB =CATCH BASIN CBS = CONCRETE BLOCK WALLCE /. CHATT =CHAA17AHHCOCCANAL � CERTIFICATIONS: CONC =CONCRETE CM = CONCRETE MONUMENT PAUL ADAN / •, �• ` �' COL = COLUMN DE = DRAINAGE EASEMENT D = DEED FLOOD DATA: j EASE = EASEMENT COMMUNITY # 120652 EDP = EDGE OF PAVEMENT PANEL & SUFFIX: 0306 L FOUND E = ELEVATION EOW =EDGE OF WATER FLOOD ZONE: X / : i NAIL OW EOP - EDGE OF PAVEMENT DATE OF FIRM: 9/11/09 / ' %' NO ID/ - FF D ;FF = FINISHED FLOOR FFL ELEV = 9.06 FD -FOUND GARAGE = 905 ID =ID . ENTIFICATION INV =INVERT IP = IRON PIPE SURVEY FOR THE PURPOSE TO OBTAIN % r R =L IRON ENGTH D PERMIT AND/OR CONSTRUCTION Qom/ y E LAE - LIMITED ACCESS EASEMENT Q�Q' ,� F LF = LOWEST FLOOR J�' " ' M E = L SU AIN NANCE EASEMENT �p�P `� 4 V "X 'df a. 4Jc P1 ME = MAINTENANCE EASEMENT ` <ell _7' ^' rsY MF = METAL FENCE NGD =NATIONAL GEODtI Il. nATUM ,. =NAIL AND DISC MG = NP.', Uiv._ vKOUND NR = NON RADIAL 3 •bs+ . NTS =NOT TO SCALE NTT = NAIL AND TIN TAB / '�� •8�.,, OHC =OVERHEAD CABLES( ORB = OFFICIAL RECORD BOOK P = PLAT PB = PLAT BOOK TWO STORY -73 PBCR - PALM BEACH COUNTY RECORDS STRUCTURE PC = POINT OF CURVATURE / 2S HIGHEST FLOOR 5 PCC = POINT OF COMPOUND CURVATURE +g•14' PCP = PERMANENT CONTROL POINT ELEVATION: LOWEST FLOOR PG =PAGE C PI = POINT OF INTERSECTION �� 12� ELEVATION: +9.06' N POB = POINT OF BEGINNING POC - PO NT xo� T OF COMMENCEMENT PRC = POINT OF REVERSE CURVATURE OQ�P�Qso PRM = PERMANENT REFERENCE MONUMENT / P C1 GARAGE PR = POINT OF TANGENCY ,p. LOT 10 BLOCK 99 cn ELEVATION P/L = PROPERTY UNEAMENDED PLAT OF MIAMI SHORES �? R =RADIUS SECTION 4 X32.6 RGE = RANGEf ! ROE = ROOF OVERHANG EASEMENT PIAT BOOK 15 PAGE 14 i` v , RP = RADIUS POINT MIAMI-DADE COUNTY RECORDS 139.33' t` RAN = RIGHT OF WAY OUTILITY POLE° ' " l•' -F. SEC = SECTION SM/ = SIDEWALK 90: 'FOUND _ . . TOB =TOP OF BANK X�. IRON ROD NO ID. x x TYP =TYPICAL ------------------------ UE = UTILITY EASEMENT WALL: SOUTH FACE WF = WOOD FENCE / ON PROPERTY LINE WPP - WOOD POWER POLE (UTILITY POLE) e OVERHEAD CABLES METAL FENCE —X —X —X —X — METAL FENCE WOOD FENCE PLASTIC FENCE EASEMENT LINES _ CENTERLINE (CIL) 0:0mfts\D0MINIC\72-37412.dwg,1242013 9:36:45 AM P10 �o O� 75' RNV TOTAL PER PLATQp NE 97TH STREET f�a r*/l.. x9 N90°00'00"W BEARINGS FOUND 1/2" ARE ASSUMED ALONG IRON ROD THE NORTH MONUMENTED NO ID. LINE OF BLOCK 99 OF SAID RECORD PLAT WALL: EAST FACE .3' WEST OF PROPERTY LINE INDICATES EXISTING ELEVATIONS LOT 8 BLOCK 99 AMENDED PLAT OF MIAMI SHORES SECTION 4 PLAT BOOK 15 PAGE 14 MIAMI-DADE COUNTY RECORDS LOT 9 BLOCK 99 AMENDED PLAT OF MIAMI SHORES SECTION 4 PLAT BOOK 15 PAGE 14 MIAMI-DADE COUNTY RECORDS UTILITY_POLE 15' ALLEY TOTAL AMENDED PLAT °ao f=dG�'�7F PAV�PIIENT p,' ' -'-OF MIAMI SHORES SECTION 4 PLAT BOOK 15 PAGE 14 x MIAMI-DADE COUNTY RECORDS GENERAL NOTES: 1. THIS SURVEY IS BASED UPON RECORDED INFORMATION AS PROVIDED BY CLIENT. NO SPECIFIC SEARCH OF THE PUBLIC RECORD HAS BEEN MADE BY THIS OFFICE. 2. UNDERGROUND IMPROVEMENTS HAVE NOT BEEN LOCATED. 3. ELEVATION ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM 1929 (N.G.V.D. 1929). 4. IN SOME CASES, GRAPHIC REPRESENTATIONS HAVE BEEN EXAGGERATED FOR CLEARER ILLUSTRATION. MEASURED RELATIONSHIP, SHALL HAVE PRECEDENCE OVER SCALE POSITIONS. ' 5. ALL DIMENSIONS SHOWN ARE FIELD MEASURED AND CORRESPOND TO RECORD INFORMATION UNLESS SPECIFICALLY NOTED OTHERWISE. 6. THIS SURVEY WAS PREPARED FOR CONVEYANCE, TITLE AND MORTGAGE FINANCING PURPOSES. IT IS NOT INTENDED FOR CONSTRUCTION USE, UNLESS OTHERWISE SPECIFIED. PERMITTING FOR ADDITIONAL CONSTRUCTION ETC. MAY REQUIRE ADDITIONAL INFORMATION WHICH CAN BE OBTAINED FROM THIS OFFICE. 7. WELL -IDENTIFIED FEATURES IN THIS SURVEY AND MAP HAVE BEEN MEASURED TO AN ESTIMATED HORIZONTAL POSITIONAL ACCURACY OF 0.10 (FT) B. NOTE: "I HEREBY CERTIFY" IS UNDERSTOOD TO BE AN EXPRESSION OF PROFESSIONAL OPINION BY THE SURVEYOR AND MAPPER BASED ON THE SURVEYOR AND MAPPERS KNOWLEDGE AND INFORMATION, AND IT IS NOTA GUARANTEE OR WARRANTY EXPRESSED OR IMPLIED. 9. "ADDITIONS OR DELETIONS TO THIS SURVEY MAP BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES." (CHAPTER 61G17-6.003 OF THE FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 OF THE FLORIDA STATUTES) DATE: DESCRIPTION: 07/31/2012 FIELD LOCATION OF IMPROVEMENTS 08/22/2012 01/09/2013 ADD ELEVATIONS IN ALLEY RE DRAFT MOVEABLE ROCK POND 5400 SOUTH UNIVERSITY DRIVE SUffE NO.: 216 DAVIE, FLORIDA 33328 iURVtY MEETS THE )R SURVEYS, AS SET FORTH ORS AND MAPPERS IN ADMINISTRATIVE CODE, RIDA STATUES. AND ORIGINAL RAISED SEAL OF RVEYOR AND MAPPER SHONW 1 - e Remodeling •.• • for Adan Residence 500 NE 97 Street MIAMI SHORES. FLORIDA Prepared By: Vinayagar M. Balaloishana Reg. No. 63107 Vinayagar M. Balalvishnan 15310 SW 91 Stmt Miami, Florida 305244.5424 Thursday, November 01, 2012 Rhvac is an ACCA approved Manual J and Manual D computer program Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Project Report Project Title: Remodeling Designed By: ALEX SOUTO Project Date: July 06,2010 Client Name: Adan Residence Client Address: 500 NE 97 Street Client City: MIAMI SHORES, FLORIDA Company Name: Vinayagar M. Balakrishnan Company Representative: Vinayagar M. Balakrishana Reg. No. 63107 Company Address: 15310 SW 91 Street Company City: Miami, Florida Company Phone: 305.244.5424 sNr = Reference City: Miami, Florida Building Orientation: Front door faces North 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 Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel. um Rel.Hum Dry Bulb Difference Winter. 40 0 0% n/a 70 n/a Summer. 92 78 54% 50% 75 58 Total Building Supply CFM: 1,464 CFM Per Square ft: 0.552 Square ft of Room Area: 2,650 Square ft Per Ton: 685 Volume (ff°) of Cond. Space: 21,200 Total Heating Required Including Ventilation Air. 38,902 Btuh 38.902 MBH Total Sensible Gain: 32,566 Btuh 70 % Total Latent Gain: 13,879 Btuh 30 % Total Cooling Required Including Ventilation Air. 46,445 Btuh Rhvac is an ACCA approved Manual J✓and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. 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:\...\500 NE 97 Street HEAT LOAD.rhv Thursday, November 01, 2012, 9:04 AM t C:\ ...\500 NE 97 Street HEAT LOAD.rhv Thursday, November 01, 2012, 9:04 AM . ON System 1 Existing Relocated AHU Summafy Loads AN g f 1A -cm -o: Glazing -Single pane, operablevAndow, clear, 88 3,358 0 4,990 4,990 metal frame no break, u -value 1.27, SHGC 0.75 A -CM -0: Glazing -OPERABLE WINDOW, CLEAR WITH 61.3 1,197 0 2,744 2,744 NO BREAKS, u -value 0.65, SHGC 0.35 11 D: Door -Wood - Solid Core 21 246 0 262 262 13AB-0ocs: Wall -Block, no blanket or board insulation, 563.8 4,364 0 3,404 3,404 open core, siding finish 13A 5ocs: Wall -Block, board insulation only, R-5 board 676 2,534 0 1,800 1,800 insulation, open core, siding finish 16A-13: Roof/Ceiling-Under Attic with Insulation on Attic 1700 3,570 0 9,044 9,044 Floor (also use for Knee Walls and Partition Ceilings), Unvented Attic, No Radiant Barrier, Any Roofing Material, Any Roof Color, R-13 insulation 16A-30: Roof/Ceiling-Under Attic with Insulation on Attic 950 912 0 2,310 2,310 Floor (also use for Knee Walls and Partition Ceilings), Unvented Attic, No Radiant Barrier, Any Roofing Material, Any Roof Color, R-30 insulation 22A rl: Floor -Slab on grade, No edge insulation, no 176 9,573 0 0 0 insulation below floor, any floor cover, radiant, light dry soil Subtotals for structure: 25,754 0 24,554 24,554 People: 0 0 0 0 Equipment: 10,000 0 10,000 Lighting: 0 0 0 Ductwork: 12,488 3,094 7,639 10,732 Infiltration: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Ventilation: Winter CFM: 20, Summer CFM: 20 660 785 374 1,159 System 1 EAsting Relocated AHU Load Totals: 38,902 13,879 32,566 46,445 \ Supply CFM: 1,464 CFM Per Square ft.: 0.552 Square ft. of Room Area: 2,650 Square ft. Per Ton: 685 Volume (fP) of Cond. Space: 21,200 Total Heating Required Including Ventilation Air 38,902 Btuh 38.902 MBH Total Sensible Gain: 32,566 Btuh 70 % Total Latent Gain: 13,879 Btuh 30 % Total Cooling Required Including Ventilation Air. 46,445 Btuh Rhvac is an ACCA approved Manual J and Manual D computer program Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. 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:\ ...\500 NE 97 Street HEAT LOAD.rhv Thursday, November 01, 2012, 9:04 AM System 1 Room Load Summary 1 Exist Residence 1,700 23,917 311 8-7 494 23,206 2,000 1,055 1,055 2 Remodeled Area 950 14,325 186 3-7 510 8,986 8,000 409 409 Ventilation 660 374 785 Duct Latent ...... _.......... 3,094 System 1 total 2,650 38,902 497 32,566 13,879 1,464 1,464 System 1 Main Trunk Size: 13x19 in. Velocity: 853 Umin Loss per 100 ft.: 0.093 in.wg C:\ ...1500 NE 97 Street HEAT LOAD.rhv Thursday, November 01, 2012, 9:04 AM FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Remodeling Builder Name: street: 500 NE 97 Street Pemut Office: City, State, Trp: MIAMI SHORES. FLORIDA Permit Number. Owner. Adan Residence Jurhdcfimr 2325W Design Location: FL, Miami 1. New construction or existing Addition 9. Wa0 Types (736.7 sgft) Irtsulation Area 2. Single family or multiple family Single-family Concrete Block - Ext Irsul, Exterior R--5.0 736.67 ft2 b. NIA b. R= ft2 3. Number of units, if nnuiltiple tamity 1 c. NIA R= ft2 4. Number of Bedrooms(Bedms In Addition) 1(1) d. NIA R= fp 10. Gelling Types (950.0 sgfL) Insulation Area 5. Is this a worst case? No a. Under Atfc (Vented) R --MO 950.00 1112 6. Conditioned floor area above grade (ft2) 950 b. NIA R= ft2 c. WA R= ft2 Conditioned floor area below grade (112) 0 11. Ducts R ft2 7. Wrtdows(74.0 sgIL) Description Area a. Sup: Attic, Ret: At ic, AH: Main 6 10 a. U -Factor. SgI, U=0.65 74.00 ft2 SHGC: SHGC--0.36 b. U -Factor. NIA ft2 12. Cooling k�ihr Efficiency SHGC: a. Central Unit 48.5 SEER:13.00 c. 1.1 -Factor N/A fig SHGC: 13. Heating systems katulhr Efficiency d. U -Factor. NIA ft2 a. Electric Strip Heat 34.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 2.500 IL Area Weighted Average SHGC: 0.350 14. Hot water systems - Replacement ewApment a. Epic TanMess Cap:1 gallons 8. Floor Types (950.0 sgft.) Insulation Area EF: 1.000 a. Slab -Orr -Grade Edge Insulation R=0.0 950.013 f12 b. Conservation teatum b. NIA R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.078 Total Proposed Modified Loads: 23.56 PASa7ti7 Total Standard Reference Loads: 29.48 1 hereby certify that the plans and spedfcations covered by Review of the plans and 0kv-TOE S�;ql� this calculation are in compliance with the Florida Energy specifications covens by this 'tis Code. calculation indicates compliancer, with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be irk for compliance with Section 553.908 * a I hereby certify that this !wilding, as designed, is in compliance Florida Statutes. $S 4 with the Florida Energy Code. GQb W6' OWNER/AGENT: i BUILDING OFFICIAL DATE: DATE: % 42 - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualities as certified factory -sealed in accordance vAth 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Compliance requires an air distIribution system test report, by a Florida Class 1 Rater, confirming system leakage to outdoors tested, at 25 ,pascals pressure difibroence In accordance vAth 403.2.2.1. Is not greater than (28 cfm: Duct fn ) 11/5/2012 3:13 AM EnergyGauge® USA- FlaRes2010 Section 405 41 Compr®rd Software Page 1 of 5 1115/2012 3:13 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Building Type: Owner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Remodeling User Adan Residence 1 232500 Single4arnily Addition Bedrooms: 1 Conditioned Area: 950 Total Stories: 1 Worst Case: No Rotate Angle: 0 Grass Ventilation: Whole House Fan: Address Type: Lot # BloddSubDivision: PlatBoolc Street: County: City, State, Zip: Street Address 500 NE 97 Street DADE MIAMI BEACH, FL, CLIMATE / �/ Design Location IECC Design Temp TMY Site Zone 97.5% 2-5% Int Design Temp Heating Design Daily Temp Winder Surmner Degree Days Moisture Range FL, Miami FL MIAMI INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volum 1 Blockl 950 7600 SPACES Number Nam Area Volum Kitchen Occupants Bedrooms infilID Fmished Coaled Heated 1 Main 950 7600 Yes 1 1 1 Yes Yes Yes FLOORS # Floor Type Space Per6rteter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge IrwAatio Main 54 ft O 950 fP _ 0 0 1 ROOF / �/ # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emht. Tested Emitt Deck Pitch Tested Irsul. (deg) 1 Hip Barrel file 1029 f12 0 ff Light 0.96 No 0.9 No 0 22.6 ATTIC / V # Type Ventilation Vend Ratio (1 in) Area RBS IRCC 1 Full atfic Vented 125 950 fP N N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type I Under Attic (Vended) Main 30 950 fta 0.11 Wood 1115/2012 3:13 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 11/5/2012 3:13 AM EnergyGauge@ USA - FtaRes2010 Section 4055.4.1 Comphant Software Page 3 of 5 WALLS # OVA Adjacent TO Wall TypeR--Value Space Cavity Width Height Sheathing Framing Solar Et In Ft In Area R--Value Frainfinn Absor Below G-de% 1 E _ 2 S 3 W Exterior Concrete Block - Ext Insul Main 5 35 7 8 284.6666 0 0 0.75 Exterior Concrete Block - Ext Insul Main 5 37 8 296 ft2 0 0 0.75 Exterior Concrete Block - Ext Insul Main 5 19 6 8 156 ft2 0 0 0.75 0 0 0 WINDOWS Orientation shown is the entered, Proposed orientation. V # Wall Omt ID Frame Panes Overhang NFRC U-!=actor SHGC Area Depth Separation Int Shade Screening 1 2 E 1 Metal Single (Clear) Yes 0.65 0.35 54 ft2 2 ft 6 in Oft 6 in Drapesiblinds W 3 Metal Single (Clear) Yes 0.65 0.35 20 ft2 2 ft 6 in 0 ft6 in Drapes/blinds None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 1245.9 68.400 128.63 0.3450 9.8363 HEATING SYSTEM # System Type Subtype Efficerxy Capacity Block Ducts 1 Electric Strip Heat None COP: 1 34 kBtuft 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flaw SHR Block Ducts 1 Central Unit Split SEER: 13 48.5 kBtuft 1455 ctin 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPrd Conservation 1 Electric Tankless Main 0.92 1 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS # — Supply — Location R Value Area — Rehm — Air Percent HVAC # Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool I Attic 6 10 ft2 Attic 5 f12 Prop. Leak Free Main 28.5 cfm 1.96% 0.03 0.60 1 1 11/5/2012 3:13 AM EnergyGauge@ USA - FtaRes2010 Section 4055.4.1 Comphant Software Page 3 of 5 11/5/2012 3:13 AM EneMyGaugeO USA - FtaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 TEMPERATURES Progrmabe Thermostat Y Ceiling Fans: Cooling HJan ngg Jan H Feb Feb W Mar Liarmay W Apr jjMa n Jun Ed Jul MAm MS d Nov MNov Doc Veal Jan Feb Ler Jun g Octul Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (VVEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) 68 68 68 68 PM 6688 6688 6688 6688 6688 6688 6666 8866 MECHANICAL VENTILATION Type Supply CFM B gust CFM Fan Watts HRV Heafug System Run Tures Cooling System FarWERV 150 200 157.5 95 1 - Electwic Strip heat 5% 1 - Central Unit 11/5/2012 3:13 AM EneMyGaugeO USA - FtaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 500 NE 97 Street PERMIT #. MIAMI SHORES, FLORIDA MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Remised lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sgJL Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2 Thermostat 8 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps wft supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2-2 All duds, air handlers, fitter boxes and gilding cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2 Provide switch or dearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, awMspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat Ices except if 700/9 of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency --78% (82% after 4/16113). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tattles 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating rapacity requires separate system or variable capacity system. Electric heat >10MW must be divided into two or more stages. Ceilings/Imes, walls 405.2-1 R-19 space permitting. 1 1/51201 2 3:13 AM EnwWGauge§ USA - FraRes2010 Sedion 405.4.1 ODmpr®nt Soft we Page 5 of 5 „I,,,,ENERGY f, PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX'S = 80 The lower the EnergyPerformance Index, the more efficient the home. eq 500 NE 97 Street, MIAMI SHORES, FLORIDA 1. New construction or existing 2. Single family or multiple fannly 3. Number of units, ti multiple family 4. Number of Bedroom 5. Is this a worst case? 6. Conditioned floor area (fl) Windows” a. U -Factor. SHGC: b. U -Fac or. SHGC: c. U -Factor. Description Sgl, U=0.65 SHGC=0.35 N/A WA Addition 9. Wan Types �y a. Concrete Block - Ext Insul, Exterior b. WA 1 c. N/A 1(1) d. WA 10. Calling Types No a. Under Attic (Vented) 950 b. WA Insulation c. WA Area 11. Duds 74.00 fP a. Sup: Aft, Ret Attic, AH: Main IF its c. N/A 12. Cooling system ttl a. Central Unit SHGC: d. U -Factor. NIA ft2 SHGC: Area Weighted Average Overhang Depth: 2.500 R Area Weighted Average SHGC: 0.350 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 950.00 W b. WA R= its c. N/A R= fie 13. Heatirrg system a. Electric Strip Heat Insulation R=5.0 R= R- R= Insulation R=30.0 R= R= Area 736.67 ft fI2 fI2 fN Area 950.00 ftZ fta W R ff? 6 10 kMu/hr Efficiency 48.5 SEER:13.00 kBtrr/hr Efficiency 34.0 COP:1.00 14. Hot water system - Replacement equipment a Electric Cap:1 gallons EF: 0.92 b. Conservation features Noire 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: Citffl- Zip: *Note: This is not a Building Energy Rating. It your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA- Fla Res2010 Section 405.4.1 Compliant Software DATE: March 13, 2013 PROJECT: WOOD TERRACE ADDRESS: 500 NE 97th ST MIAMI SHORES, FLORIDA PAGE 119 INDEX DESCRIPTION Wind Load Calculation Strap Design Wood Joist Design Wood Girder Design Bolted Connection Design Steel Column Design Steel Plate Design Foundation Design Strap NOA PAGE PAGE 1 5 6 7 8 10 11 15 18 1/19 MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date 3/13/2013 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\PROJECTS\JOSE VALERO\500 NE 97th ST MIAMI SHORES FL\MODIFICATIONS 03-13-13\WIND.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 1.68 : 12 Slope of Roof(Theta) = 7.99 Deg Ht: Mean Roof Ht = 23.00 ft Type of Roof = Gabled RHt: Ridge Ht = 25.00 ft Eht: Eave Height = 21.00 ft OH: Roof Overhang at Eave= 1.00 ft Roof Area = 7368.00 ft^ 2 Bldg Length Along Ridge = 128.00 ft Bldg Width Across Ridge= 55.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gust1: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems LI I♦ �I B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.93 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 61.90 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 7368.00 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 128 ft wall (Normal to Ridge) Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -37.45 -15.16 Side Walls -0.70 -47.97 -25.69 Wall Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 25.00 0.95 1.00 62.99 31.69 53.98 69.14 Windward 20.00 0.90 1.00 60.10 29.73 52.01 67.18 Windward 10.00 0.85 1.00 56.57 27.33 49.61 64.77 Note: 1) Total = Leeward GCPi + Windward GCPi Z 2/19 B Roof - Dist from Windward Edge CP Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 11.5 ft -0.90 -58.49 -36.21 11.5 ft to 23.0 ft -0.90 -58.49 -36.21 23.0 ft to 46.0 ft -0.50 -37.45 -15.16 46.0 ft to 55.Oft -0.30 -26.92 -4.64 MWFRS-Wall Pressures for Wind Normal to 55 ft wall (Along Ridge) Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- 3/19 Leeward Wall Dist from Windward Edge -0.28 Pressure -26.06 --------------------------------- -3.78 Side Walls +GCpi(psf) -0.70 0.0 ft -47.97 11.5 ft -25.69 ---------- -58.49 Wall Elev Kz Kzt qz Press Press Total ---------------- ft ------ ----- ----- psf +GCpi -GCpi ------- +/-GCpi --------- Windward 25.00 0.95 1.00 ------- 62.99 ------- 31.69 53.98 57.76 Windward 20.00 0.90 1.00 60.10 29.73 52.01 55.79 Windward 10.00 0.85 1.00 56.57 27.33 49.61 53.39 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure Pressure --------------------------------- +GCpi(psf) -GCpi(psf) ---------- 0.0 ft to 11.5 ft ------ -0.90 ---------- -58.49 -36.21 11.5 ft to 23.0 ft -0.90 -58.49 -36.21 23.0 ft to 46.0 ft -0.50 -37.45 -15.16 46.0 ft to 128.0 ft -0.30 -26.92 -4.64 4/19 MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date 3/13/2013 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\PROJECTS\JOSE VALERO\500 NE 97th ST MIAMI SHORES FL\MODIFICATIONS 03-13-13 \WIND.wnd L , _33 ! IZRpof not i i ! shomm 05 ! I 1 t" I I I l 151 i t I I I 1 1 i a°ate Gable Roal -c,, �c= 45 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.93 Qhcc:.00256*V^2*Khcc*Kht*Kd = 61.90 psf Width of Pressure Coefficient Zone "a" = 5.5 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf JOIST 1.50 12.00 48.0 1 0.36 -0.83 33.66 -62.63 JOIST 1.50 12.00 48.0 2 0.36 -1.36 33.66 -95.28 JOIST 1.50 12.00 48.0 3 0.36 -2.19 33.66 -146.77 GIRDER 6.00 7.58 45.5 1 0.37 -0.83 33.95 -62.78 GIRDER 6.00 7.58 45.5 2 0.37 -1.37 33.95 -96.01 GIRDER 6.00 7.58 45.5 3 0.37 -2.21 33.95 -147.64 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.93 Qhcc:.00256*V^2*Khcc*Kht*Kd = 61.90 psf PROJECT: SUBJECT: ADDRESS: DATE: DESIGN BY: �7,I,RP11� L/Gr7t\7111 R�HaCLJ UN H14rC /tU 6.00 ft ENTRYDATA 495.0 Ib 1 2 STRAP 1: USE (1) NVUH26 BY NU VUE W/(20) 16d INTO WOOD Wind Pressure 96 psf (ULTIMATE) HEADER & (10) 10d X 1 1/2 NAILS INTO JOIST DEAD LOAD 25 psf NOA 12-0130.33 LIVE LOAD 30 psf L1 0.00 ft GRAVITY 2233.0 Ib 12 12.00 ft UPLIFT 1213.0 Ib L3 1.00 ft STRAP 2: USE (1) NVRT20 BY NU VUE W/(7) 16d INTO WOOD JOIST SEPARATION 18 in HEADER & (7) 16d NAILS INTO JOIST AL. GRAVITY (1) 2233.0 Ib STR. 1 OK NOA 12-0130.33 AL. UPLIFT (1) + 1213.0 Ib STRA OK AL. GRAVITY (2) NA N/A GRAVITY NA AL. UPLIFT (2) + 1132.0 Ib STR. 2 OK UPLIFT 1132.0 Ib GRAVITY = D + L LTOTAL 13 ft , Span 6.00 ft Gravity 495.0 Ib 1 2 0.6 D 10 psf L1 L2 0.6 W 57.6 psf L TOTAL Net Uplift -428.4 Ib ACTION NET UPLIFT = 0.6D + 0.6WIND in 7.00 ft .. .. .. .. .. .. wiry 577.5 Ib D 10 psf W 57.6 psf 2 Uplift -499.8 Ib 6/19 LOADS BASED ON NDS 2005 & ASCE 7-10 DL = 25.00 psf DL = 10.00 psf + LL = 30.00 psf +- 0.6 UPLIFT = -57.60 psf UL= 55.00 psf UL = -47.60 psf UL (WL 1.33 REDUCTION) = -47.60 psf Ltdbuta = 1.50 ft W max = 82.50 #/ft WOOD BENDING AND DEFLECTION DEFLECTION L = 12.00 ft W max = 82.50 #/ft b = 1.50 in d = 9.50 in Fb = 1,050.00 psi CD=1.0 E = 1.60E+06 psi 1 = 107.17 in (DL + LL) A= 0.22 in DL+LL-->L/240 ©perm= 0.60 in, FBC 1610.1 Lmax = 16.65 ft. Allowable for deflection to DL + LL. (LL)A= 0.12 in LL_>L/360 Aperm= 0.40 in, FBC 1610.1 Lmax = 17.81 ft. Allowable for deflection to LL. 0 5, OK 0 erm BENDING Mmax = 1,485.00 # - ft VGRAVIT r = 330.00 # - ft S = 16.97 in VNET UPLIFT = 428.40 # - ft SX = 22.56 in S s, OK SX Lmax = 13.84 ft. Allowable for bending USE WOOD I JOIST (1) 2 X 10 @ 18 in O/C 7/19 GIRDER DESIGN LOADS BASED ON NDS 2005 & ASCE 7-10 DL = 25.00 psf DL = 10.00 psf + LL = 30.00 psf 0.6 UPLIFT = -57.60 psf U L = 55.00 psf UL = -47.60 psf U L (WL 1.33 REDUCTION) = -47.60 psf Ltdbuta = 7.00 ft W max = 385.00 #/ft WOOD BENDING AND DEFLECTION DEFLECTION L = 10.67 ft W max = 385.00% b = 4.50 in d = 9.50 in Fb = 1,050.00 psi CD=1.0 E = 1.60E+06 psi = 321.52 in" (DL + LL) A= 0.22 in DL+LL->L/24o Aperm= 0.53 in, FBC 1610.1 Lmax = 14.37 ft. Allowable for deflection to DL + LL. (LL)A= 0.12 in LL_>L/M Aperm= 0.36 in, FBC 1610.1 Lmax = 15.37 ft. Allowable for deflection to LL. 0 5, OK Aperm BENDING Mmax = 5,478.98 # - ft VGRAVITY = 293.43 # - ft S = 62.62 in VNET UPLIFT = 1,777.62 # - ft SX = 67.69 in S 5, OK SX Lmax = 11.09 ft. Allowable for bending USE WOOD I JOIST (3) 2 X10 @ SUPPORT PROJECT: SUBJECT: STRAP,DESIGN ADDRESS: ;Illi P n nn SHEET No. DATE: DESIGN BY: OF EQ`_ WOOD„PM,NVNEC C}N-BAS �?,rlD °l0 1r,/[SC,A„ Q; 9/19 UPLIFT LOAD (P) 3277.0 Ib (ASD) ALLOWABLE LOAD Z'= Z Cp CM Cr C. Ce 1420 Ib TOTAL ALLOWABLE LOADS = 4 X Z' = 5680 Ib [OK] Typical Fy I J ks ] USE Fu (58ksi) GROSS SECTION YIELDING BOLT DIAMETER = 5/8 in Ag = (2 x Lp x t) = 4.50 1n^2 Ph = Fy x Ag = 162.0 kip ASD with f? Pn/ot 97.0 kip > 3.3 kip [OK] TENSILE RUPTURE YIELDING ., — 21( x — + I x 2 x IVA e 3.75 in^2 [GOV] 0.85 x Ag = 3.825 in Rn=FuxAe= 217.5 kip ASD with 9), =r a Rn/C? = 108.8 kip > 3.3 kip [OK] BOLT DIAMETER (D) = 5/8 in (0.31 in^2) ASTM DESIGNATION = A307 ALLOW. SHEAR Fnv/S2= 12 ksi ALLOW. SHEAR (Pb) = 7.4 kip EACH BOLT TOTAL SHEAR= 4 x Pb = 29.5 kip > 3.3 kip [OK] ALLOWABLE POST TO PLATE WELDED CONNECTION BASED ON AISC 360 - ELECTRODE (60,70, ) = E 70XX HSS POST WIDTH (b) = 4 in HSS POST DEPTH (d) = 4 in POST THICKNESS (tc) = 1/8 in tc MAX UPLIFT (P) = 3.3 kip MIN SIZE FILLET WELD= 1/8 in AISC TABLE J2.4 MAX SIZE FILLET WELD = 1/16 in CALC. FILLET WELD = 0.014 in USE FILLET WELD = 2/16 [OK] GANEM P.E. 10/19 PROJECT: (N�W AQQfI IQN� PAGE CLIENT: ulOw ��iPGI�}Ii (�� DES By Itf�l�l�li ;i JOB NO.: sC611�Iliill�uu�ii� DATE��aotl I��I�lil ��i�hlli lli ��14111ill Y. REVIEW BY: f DATA & DESIGN SUMMARY IMN SECTION (Tube or Pipe) AS MXAA '!x f Tube P MN YIELD STRESS Fy =�iji ksi 14SIONS H = 8 0 ft . LOAD, ASD P = [+# kips w 11*1_ ,NG AXIS BENDING ? (11 =Yes, O=No) _ >iii��l��l� �l9yes, strong axis bending. TING LOAD, ASD w= THE DESIGN IS ADEQUATE. .YSIS :K COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360-05, 1-11) Pr+BMrx+P'y, for P'>0.2 PC 9(Mr' Mq) PC = 0.19 < 4/3 [Satisfactory] M P' +(M, M"` +—'1' for P' < 0.2 2P, May PC Where Pr = 4 kips Mrx = 0 ft -kips, at middle of column Mry = 0.8 ft -kips, at middle of column Pc =P„ 112a = 63 / 1.67 = 37.993 kips, (AISC 360-05 Chapter E) > Pr [Satisfactory] Mox = Mn / Sib = 9.8133 / 1.67 = 5.8762 ft -kips, (AISC 360-05 Chapter F) > 3/4 M, [Satisfactory] MCy = M„ / Slb = 9.8133 / 1.67 = 5.8762 ft -kips, (AISC 360-05 Chapter F) > 3/4 My [Satisfactory] :K LATERAL DEFLECTION _ 5wH4 0.07 in �`d 384E1 < L / 120 = 0.80 in [Satisfactory] Where ES = 29000 ksi Ix = 4.4 Ino ly = 4.4 in° 11/19 Company name: Project: Date: 3/1312013 Version: 2.1.4437.20888 Project number: Page: 2/5 Geometry: Load actions: [Ib], [ft -Ib] Design loads / actions NU 6160 V UX 0 V Uy 200 MUX 0 M Uy 0 M UZ 0 Eccentric profile ex = 0.00 inch; ey = 0.00 inch Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powen;.com/ 12/19 �— 111 ] DDAA�.m alDesigin ,M Company name: Project: Date: 3/13/2013 Version: 2.1.4437.20888 Project number: Page: 3/5 Calculations: Selected anchor: Wedge -Bolt+ - 5/8" (2.145) ; hnom 3-1/4", Grade 2 Effective embedment depth: het = 2.145 inch Owww" Approval: ESR -2526 (6/1/2010) Issued: 6/11/2010 Basic principles design: Design method: ACI 318-08 (Appendix D) Concrete: Normal weight concrete, uncracked concrete, f = 3000 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or < #4 bar Condition B Stand-off: not existent Seismic Loads: No Resultinq anchor forces / load distribution: 01 02 04 03 Max. concrete compression strain: 0.00%0 Max. concrete compression stress: 0 psi Resulting tension force: 6160 Ib Resulting compression force: 0 Ib Anchor No. #1 #2 #3 #4 Maximum Tension load 1540 Ib 1540 Ib 1540 Ib 1540 Ib 1540 Ib Shear load 50 Ib 50 Ib 50 lb 50 Ib 50 Ib immary: Design proof Demand Capacity Status Tension load 6160 Ib 10046 Ib 0.61 <_ 1.0 Shear load 200 Ib 10819 Ib 0.02:5 1.0 OK Interaction - - 0.53:5 1.0 Anchor plate: Material: Length x width: Actual plate thickness: Calculated plate thickness: fyk = 36000 psi 10.00 inch x 10.00 inch 0.394 inch not calculated Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http:/hvww.powers.com/ 13/19 �,��.�� ..�i�� Company name: �■ 11r Ik � � w �� Project: Date: 3/13/2013 fersion: 2.1.4437.20888 Project number: Page: 4/5 Design proof tension loading_ Steel strength: Reference Nsa = 24900 Ib D.5.1 0 *Nsa = 0 * Nsa = 0.65 * 24900 Ib = 16185 Ib D.5.1.2 Nua = 1540 Ib Design proof: Nua / (4) * Nsa) = 1540 Ib / 16185 Ib = 0.10 <_ 1.00 Concrete strength: hef = 2.145 inch kc = 24.0 Nb = kc * fc' 0.5 * hef'.5 = 24.0 * 54.77 * 3.142 = 4130 Ib D.5.2.2 ANco = 41.22 inch ANc = 154.26 inch Wec,N,x = 1.000 D.5.2.4 Wec,N,y = 1.000 D.5.2.4 Wed,N = 1.000 D.5.2.5 Wc,N = 1.00 D.5.2.6 cac = 5.00 inch Ca,min = 8.00 inch Wcp,N = 1.000 D.5.2.7 (1) * Ncbg = 10 * (ANc/AWO) * Wec,N,x * Wec,N,y * Wed,N * Wc,N * 4/cp,N * Nb D.5.2.1 = 0.65 * 054.26 / 41.22) * 1.000 * 1.000 * 1.000 * 1.00 * 1.000 * 4130 Ib = 10046 Ib Nua = 6160 Ib Design proof: Nua / (0 * Ncbg) = 6160 Ib / 10046 Ib = 0.61 <_ 1.00 Design proof shear loading_ Reference Steel strength (without lever arm): Vsa = 11990 Ib D.6.1 0*Vsa =0*Vsa=0.60*119901b=71941b D.6.1.2 Vua = 50 Ib Design proof: Vua / P * Vsa) = 50 Ib / 7194 Ib = 0.01 <_ 1.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.com/ 14/19 Company name: St --.LJ Project: Date: 3/13/2013 /ersion: 2.1.4437.20888 Project number: Page: 5/5 Pryout strength: hef = 2.145 inch kc = 24.0 Nb =kc* fc'0.5*hef1.5=24.0*54.77*3.142=4130 Ib ANc = 154.26 inch' ANco = 41.22 inch' Wec,N,x = 1.000 4/ec,N,y = 1.000 Ca,min = 8.00 inch 4Jed,N = 1.000 Wcp,N = 1.000 4Jc,N = 1.000 kcp = 1.0 0 * Vcpg = 4) * (ANc/ANcO) * 4/ec,N,x * Wec,N,y * 4/ed,N * 4/cp,N * Wc,N * Nb * kcp = 0.70 * (154.26 / 41.22) * 1.000 * 1.000 * 1.000 * 1.000 * 1.000 * 4130 Ib1.0 = 10819 Ib Via = 200 Ib Design proof: Vua / (0 * Vcp) = 200 Ib / 10819 Ib = 0.02!5 1.00 Combination tension / shear load: Interaction: Design proof: (Nu / (0 * N,) + V„ / (0 * V„)) / 1.2 = (0.61 + 0.02) / 1.2 = 0.53 <_ 1.0 Fastening ok! Warnings / remarks: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.com/ D.5.2.2 D.5.2.4 D.5.2.4 D.5.2.5 D.5.2.7 D.5.2.6 D.6.3.1 D.6.3.1 0 0 15/19 Company March 13, 2013 Designer Job Number : F1 Checked By: Sketch mX B X #5@11.67 in Z -- -P w 1O q 'a M Ln #5@11.67 in M D Footing Elevation C �C 3.5 ft Bottom Rebar Plan Geometrv. Materials and Criteria Length :3.5 ft eX :0 in Gross Allow. Bearing :2000 psf (gross) Steel fy :60 ksi Width :3.5 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :16 in pX :8 in Concrete f :3 ksi Maximum Steel :.0075 Height :0 in pZ :8 in Design Code :ACI 318-05 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P k Vx k Vz k Mx(k-ft) Mz(k-ft) Overburden sf DL 1.05 1 1 100 LL 2.1 WL -3.78 +P+Vx +Vz �+Mx +Mz 1 Ove i MM 2k;5 mm Enim A D D C D C A D RISAFoot Version 3.0 [C:\ ... \... \... \... \F1.rft] Page 1 16/19 Company March 13, 2013 Designer Job Number : F1 Checked By: Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 IDL 2000 379.048 A .19 ASCE 2.4.1-2 1 DL+1 LL 2000 550.476 A .275 ASCE 2.4.1-3a 1 DL+.6WL 2000 193.905 A .097 ASCE 2.4.1-3b 1 DL+.7EL 2000 379.048 A .19 ASCE 2.4.1-3c 1 DL+.75LL+.42WL 2000 378.019 A .189 ASCE 2.4.1-3d 1DL+.75LL+.7EL 2000 507.619 A .254 ASCE 2.4.1-4 .6DL+.6WL 2000 42.286 A .021 ASCE 2.4.1-5 .6DL+.7EL 2000 227.429 A .114 AB D C 1DL QA: QA: 379.048 psf QB: 379.048 psf QC: 379.048 psf QD: 379.048 psf NAZ: -1 in NAX:-1 in AB D C IDL+.75LL+.7EL QA: 507.619 psf QB: 507.619 psf QC: 507.619 psf QD: 507.619 psf NAZ: -1 in NAX:-1 in A B D C 1 DL+1 LL QA: 550.476 psf QB: 550.476 psf QC: 550.476 psf QD: 550.476 psf NAZ: -1 in NAX: -1 in 1- 7 M .6DL+.6WL QA: 42.286 psf QB: 42.286 psf QC: 42.286 psf QD: 42.286 psf NAZ: -1 in NAX-1 in A B 1 DL+.6WL QA: 193.905 psf QB: 193.905 psf QC: 193.905 psf QD: 193.905 psf NAZ: -1 in NAX: -1 in AB D C .6DL+.7EL QA: 227.429 psf QB: 227.429 psf QC: 227.429 psf QD: 227.429 psf NAZ: -1 in NAX: -1 in AB D C 1 DL+.7EL QA: 379.048 psf QB: 379.048 psf QC: 379.048 psf QD: 379.048 psf NAZ: -1 in NAX-1 in A® B 1 DL+.75LL+.42WL QA: 378.019 psf QB: 378.019 psf QC: 378.019 psf QD: 378.019 psf NAZ: -1 in NAX: -1 in Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As (int ) ACI -99 9-1 1.4DL+1.7LL 1.445 .026 1.445 .026 ACI -99 9-2 1.05DL+1.275LL+1 WL 0 0 0 0 ACI -99 9-3 .9DL+1 WL .813 .015 .813 .015 IBC 16-5 1.2DL+1 LL+1 EL .963 .018 .963 .018 IBC 16-6 .9DL+1EL .271 .005 .271 .005 Footina Flexure Desian (TOD Bars Description Categories and Factors Mu-XX(k-ft) Z Dir As int Mu-ZZ(k-ft) X Dir As int SW+OB I 1 SW+1 OB -(ACI -99 9-3,AC1-99 9-3) .916 1 0 .916 0 Moment Capacity of Plain Concrete Section Along XX and ZZ=17.221 k-ft,17.221 k -ft Per Chapter 22 of ACI 318. RISAFoot Version 3.0 [C:\ ... \... \... '?,...\F1.rft] Page 2 17/19 Company March 13, 2013 Designer Job Number : F1 Checked By: Footing Shear Check Two Way (Punching) Vc: 215.614 k One Way (X Dir. Cut) Vc 56.073 k One Way (Z Dir. Cut) Vc: 56.073 k Punching X Dir. Cut Z Dir. Cut Desrrintinn Catannrias and Factnrc XhdO \/ii/rr,Vr. \hiW Vii/rSVr. Vu(k) Vi j/ ACI -99 9-1 1.4DL+1.7LL 3.876 .024 .578 .014 .578 .014 ACI -99 9-2 1.05DL+1.275LL+1WL 4.44089e-16 0 5.55112e-17 0 5.55112e-17 0 ACI -99 9-3 .9DL+1 WL NA NA .325 .008 .325 .008 IBC 16-5 1.2DL+1 LL+1 EL 2.584 .016 .385 .009 .385 .009 IBC 16-6 .9DL+1 EL .727 .004 .108 .003 .108 .003 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 326.4 k Description Categories and Factors Bearina Bu (k) Bearino Bu/oSBc ACI -99 9-1 1.4DL+1.7LL 10.071 .047 ACI -99 9-2 1.05DL+1.275LL+1WL 3.773 .018 ACI -99 9-3 .9DL+1 WL .399 .002 IBC 16-5 1.2DL+1 LL+1 EL 7.672 .036 IBC 16-6 .9DL+1EL 4.179 .02 Overturning Check (Service) Descrintion Catennries and Factors Mn -XX (k -ft) MS -XX (k -ft) Mn -ZZ (k -ft) Ms -ZZ (k -ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 1DL 0 8.126 0 8.126 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 11.801 0 11.801 NA NA ASCE 2.4.1-3a 1DL+.6WL 3.969 8.126 3.969 8.126 2.047 2.047 ASCE 2.4.1-3b 1 DL+.7EL 0 8.126 0 8.126 NA NA ASCE 2.4.1-3c 1DL+.75LL+.42WL 2.778 10.882 2.778 10.882 3.917 3.917 ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 10.882 0 10.882 NA NA ASCE 2.4.1-4 .6DL+.6WL 3.969 4.875 3.969 4.875 1.228 1.228 ASCE 2.4.1-5 .6DL+.7EL 0 4.875 -0-4.875 .828 NA NA Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms -XX to Mo -XX Sliding Check (Service) Descrintinn Catennries and Fartnrs \/a -XX W Vr-XX W Va-ZZ (k) Vr-ZZ (k) SR -XX SR -ZZ ASCE 2.4.1-1 1DL 0 1.38 0 1.38 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 2.01 0 2.01 NA NA ASCE 2.4.1-3a 1DL+.6WL 0 .699 0 .699 NA NA ASCE 2.4.1-3b 1DL+.7EL 0 1.38 0 1.38 NA NA ASCE 2.4.1-3c 1DL+.75LL+.42WL 0 1.376 0 1.376 NA NA ASCE 2.4.1-3d 1 DL+.75LL+.7EL 0 1.852 0 1.852 NA NA ASCE 2.4.1-4 .6DL+.6WL 0 .147 0 .147 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 .828 0 .828 NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [C:\ ... \... \... \... \F1.rft] Page 3 1 NVSH'24 BUTTERFLY HANGER Notear, 1. Use elf ;specified tastemers'in schedute to achieve uaf+tos tndtcat+M 2. Values are based on it header and Joist thicknves. 3, See General Nates, :Sheet 1: SYMM.Q Mid Span TABLE 4 NVUH 26 JOIST HANGER PROmakevitimb• �� / 7F'„rf6zi fly �(i► Notes: mi 1Us* aft specilled fasteners In &chodule to achieve Yolots lmftqted 2� Values art based on 3* header thickness and ir Joist thloness. SYMM,0 Mid Sport UPLIFT t r f � t + �r r m, r rw-�wr zQ 00 S-61 ALLOWAOLE SC FH E LOADS(tbs.) 4 DOWNWARD eh GRAVITY LOADS 2x NVBK2418 12 6 1113 Notear, 1. Use elf ;specified tastemers'in schedute to achieve uaf+tos tndtcat+M 2. Values are based on it header and Joist thicknves. 3, See General Nates, :Sheet 1: SYMM.Q Mid Span TABLE 4 NVUH 26 JOIST HANGER PROmakevitimb• �� / 7F'„rf6zi fly �(i► Notes: mi 1Us* aft specilled fasteners In &chodule to achieve Yolots lmftqted 2� Values art based on 3* header thickness and ir Joist thloness. SYMM,0 Mid Sport UPLIFT t r f � t + �r r m, r rw-�wr zQ 00 S-61 !ABLE NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gouge �14 12 NWT -12 725 7'.24 16 NVRT--16 14 is 20 NVRT—#8 NVRT-20 14 14 22 24 NVRT-22 NVRT-24 14 14 30 NWT -30 14 36 48 NVRT-36 =NVRT-=,q 14. 16d Fasteners Maximum Uplift Load (lbs) TOTAL n 6 flat Ties Twisted Ties 8 4 725 7'.24 10 5 881 860 14 18 e�ssrs� assss�w,_w^n�A® 14 20 NVRT-20 iEl NOtes� 1. Specify "F" for not and "T" for Twisted when ordering. 2. Fastener values are based on a mlinknum 1J" thick wood mombom 3. * Indicate* no. of no4s ki':each conneelod wood w4rhbor. 4 SeeGeneral Notes shoot i. NG t. HALF HALE' Con nacted Connected to tugs T -- — — tENGTFt®;,Ii tMiCltM7ir'1' RUYt er w�adseFiartle Colla-: TA NVRT Twisted Rafter Ties to Concrete Tie Beams AY i .hHFY6t'A. ;T11—i IYthannry Length (in) Product Cade Gouge; 12 WAT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVAT—its 14 48 NVRT-46 14 Na, of 16d nails to 'Wood Framing No. of i" diameter Topcons to Concrete Maximum Uplift Lood (lbs) 4 6 722 5 7 856 6 8 991 7 9 ti25 rw t TUN i s t .. P �X:?F7I7►+i3 AaarNs. Na#sa;. _ Hous dia. (\4 u — v u e industries, Inc. 1053-1059 East 29 Street Hideab, Florida 330t3 PHONE: {345) 8g4-0397 FAx (305} 894-0398 1TW topoms shill be embedded a minimum of 1 " Wrto Cohere* DWG $t Sheet; i)a#a 6A1. tlebeam or tiebedm formed with concrete filled masonry. ITW topcons shall 0o not NU—,'3 of 4 have a mh edge distance :at 2 ', and minimum spacing of 11' as shown, Use &tied bolas 2. See Gen" Notes, shoot t, 18d UPLIFT' 3. All topc6m must be [n the some row space at 11¢"-6n centers. 0o not use hales to the opposite row. "T®paans Strap must be long enough to accommodate required tapcat 4. o t: ` mc: a 0 \AP�1N N, TOLAT. PE {G1Vit.) Nous 03 FL. REG. p 12847 0 a JI? ., 15123 LANTERN CREEK LANE HOUSTON. TX 7700 ' 2 'Rite. edge distance Relnforosmont required � off' ''i (\4 u — v u e industries, Inc. 1053-1059 East 29 Street Hideab, Florida 330t3 PHONE: {345) 8g4-0397 FAx (305} 894-0398 NVRT FLAT AND T)NISTEQ RAFTER TIES DWG $t Sheet; i)a#a Revislone:,tty 7 2)03 W2005 Tie Beam (armed Withks�e concrete tilled moscwory'orden. concretetie beam NU—,'3 of 4 & 15 :2x03 to, 2005 my. 99. 2006 'ifC PLATE DESIGN .Ian 23, 2013; 07:00 AM IES VisualAnalysis 8.00.0013 PLATE DESIGN Rectangle 9 x 0,5 7-j PLATE DESIGN Jan 23,'2013; 07:01 AM Load Case: D' #ES VisualAnsipis 8.00.0013 DEAD LOAD = 40 PSF X 8.15'/2(PLATES) = 163 plf Y N O PLATE DESIGN Jan 23,2013; 07;01 AM Load Case. L ]E5 VisualAnalysis 8.00,0013 LIVE LOAD = 40 PSF X 8.15'/2(PLATES) = 163 pif Y w 0 PLATE DESIGN Llan 23: 2013.07:01 AM Design View, Unity Checks IES VisualAnalysis 8.00,0013' T MAX STRESS RATIO 0.833 0 Project: PLATE DESIGN January 23, 2013 Design Group Results Design Group: Steef_Beam X_G01 per AISC ASD (2005) Designed As: Rectangle 9 x 0.5, Material: \Steel\ASTM A36 Strong Flexure VnecK Member: Result Offset Demand Mz Capacity;Mz Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check BmX001 D+L 10.000 17416.800 19401.198 F11-1 0.898 OK Lb = 0 ft, Cb =1 birong bnear unecK Member Result Offset Demand Vy; Capacity Vy Code Unity , Details Name Case ft Ib Ib Ref. Check BmX001 D+L 0.000 3483.360 58203.593 G2-1 0.060 OK C3� 0 Page 1 VisualAnalysis 8.00 (www.iesweb.com) PLATE DESIGN Jan 23,2013; 07:02 AM Result Case: 1,2D+1.6L+0.5Lr IES VisualAnalysis 8.00,0013 MAX REACTION 1.2D+1.6L rn 0 I ( ) 7/10 �,PAD>� esCompany name: is Powe,,-sProject: Date: 1/23/2013 /ersion: 2.1.4437.20888 Project number: Page: 2/5 Geometry: Load actions: [Ib], [ft -Ib] Design loads / actions Nu 0 V UX 4860 V„y 0 Mux 0 M uy 0 M LIZ 1090 Eccentric profile eX = 0.00 inch; ey = 0.00 inch Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://wv,m.powers.com/ r � t _ 8/10 .�II��I I�II� III l II'(( II s Design Assist ECompany name: Project: Date: 1/23/2013 Version: 2.1.4437.20888 Project number: Page: 3/5 Calculations: Selected anchor: Wedge -Bolt+ - 1/2" (2.500) ; hnom 3-1/2", Grade 2 Effective embedment depth: hef = 2.500 inch on a Approval: ESR -2526 (6/1/2010) Issued: 6/1/2010 Basic principles design: Design method: ACI 318-08 (Appendix D) Concrete: Normal weight concrete, uncracked concrete, f c = 3000 psi Load combination: taken from Section 9.2 Reinforcement: no reinforcement to limit splitting cracks available none edge reinforcement or < ##4 bar Condition B Stand-off: not existent Seismic Loads: No Resulting anchor forces / load distribution: Anchor No. #1 #2 Maximum 02 Max. concrete compression strain: 0.00%0 Max. concrete compression stress: 0 psi Resulting tension force: 0 Ib Resulting compression force: 0 Ib Tension load 0 Ib 0 Ib 0 Ib Shear load 4074 lb 4074 lb 4074 Ib .... ... ... _v. .immary: Design proof Demand Capacity Status Tension load - - - Shear load 5858 Ib 5939 Ib 0.99:5 1.0 OK Interaction - - - Anchor plate: Material: fyk = 36000 psi Length x width: 6.00 inch x 8.00 inch Actual plate thickness: 0.394 inch Calculated plate thickness: not calculated Input data and results must be checked for agreement with the existing circumstances, the stands ds and guidelines and must be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.com/ _ 9/10 'Company name: PM Pavv-ers Design Assist, I Project: Date: 1/23/2013 Fersion: 2.1.4437.20888 Project number: Page: 4/5 Design proof shear loading: Steel strength (without lever arm): Vsa = 7980 Ib (D * Vsa = 0 * Vsa = 0.60 * 7980 Ib = 4788 Ib Vua = 4074 Ib Design proof: Vua / (0 * Vsa) = 4074 Ib / 4788 Ib = 0.85 s 1.00 Concrete breakout strength, direction y- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and.rnust be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.comi Reference D.6.1 D.6.1.2 D.6.2 D.6.2.6 D.6.2.1 c D.6.2.5 D.6.2.7 D.6.2.8 D.6.2.1 = 2.50 inch e do = 0.50 inch Cal = 8.00 inch Vb = 7 * (le / d0)0.2 * d00.5 * f,'0.5 * Cal 1.5 = 7 * 1.380 * 0.707 * 54.772 * 22.63 = 8464 Ib Avco = 288.00 inch Ave = 160.00 inch LVed,V = 0.800 4/a,V = 1.438 LVec,V = 0.915 4fc,v = 1.400 LPh,V 1.225 0 * Vebg = 0 * (Ave / Avco) * LPed,V * 4fa,V * 4/ec,V * LVc;V * LVh,V * Vb = 0.70 * (160.00 / 288.00) * 0.800 * 1.438 * 0.915 * 1.400 * 1.225 * 8464 Ib = 5939 Ib Vua = 5858 Ib Design proof: Vua / (4) * Vcbg) = 5858 Ib / 5939 Ib = 0.99 <_ 1.00 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines and.rnust be checked for plausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.comi Reference D.6.1 D.6.1.2 D.6.2 D.6.2.6 D.6.2.1 c D.6.2.5 D.6.2.7 D.6.2.8 D.6.2.1 4 1 } J r 10/10 PPAlii—1esiCompany name: Paovers -- - Project: Date: 1/2312013 Version: 2.1.4437.20888 Project number: Page: 5/5 Pryout strength: hef = 2.500 inch kc = 24.0 Nb = kc * fc' 0.5 * hef'.5 = 24.0 * 54.77 * 3.953 = 5196 Ib ANc = 43.13 inch ANco = 56.25 inch Ca,min = 9999.00 inch 4/ed, N = 1'000 LVcp,N = 1.000 4/c,N = 1.000 kcp = 2.0 * vcp = 0 * (ANc/ANcO) * 4/ed,N * Wcp,N * Wc,N * Nb * kcp = 0.70 * (43.13 / 56.25) * 1.000 * 1.000 * 1.000 * 5196 Ib * 2.0 = 5577 Ib V ua = 4074 Ib Design proof: Vua / (0 * Vcp) = 4074 Ib / 5577 Ib = 0.73 <_ 1.00 Fastening ok! Warnings / remarks: nput data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for p'.ausibility. Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powers.com/ D.5.2.2 D.5.2.5 D.5.2.7 D.5.2.6 D.6.3.1 D.6.3.1 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 1 The lower the EnergyPerformance Index, the more efficient the home. 500 NE 97 Street, MIAMI SHORES, FLORIDA 1. New construction or existing Addition 2. Single family or multiple family Single-family 3. Number of units, if multiple family 1 b. NIA 4. Number of Bedrooms 1{7) c. NIA 5. Is this a worst case? No d. N/A 6. Conditioned floor area Ift2) 950 10. Ceiling Types 7. Windows" Description Area Area a. U -Factor. Sgl, U=0.65 950.00 ft2 74.00 ft2 SHGC: SHGC--0.35 ft2 c. N/A b. U -Factor: N/A ft2 ft2 SHGC: R ft2 a. Sup: Attic, Ret: Attic, AH: Main c. U -Factor: N/A 6 10 ft2 SHGC: Efficiency a. Central Unit d. U -Factor: N/A 13. Heating systems ft2 SHGC: a. Electric Strip Heat 34.0 Area Weighted Average Overhang Depth: 2.500 ft. Area Weighted Average SHGC: 0.350 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 950.00 ft2 b. N/A R= 11:2 c. N/A R= ft2 9. Walt Types insulation Area a. Concrete Block - Ext Insul, Exterior R=5.0 736.67 ft2 b. NIA R= ft2 c. NIA R= ft2 d. N/A R= ft2 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 950.00 ft2 b. N/A R= ft2 c. N/A R= ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Main 6 10 12. Cooling systems kBtu/hr Efficiency a. Central Unit 48.5 SEER:13.00 13. Heating systems kBtu/hr Efficiency a. Electric Strip Heat 34.0 COP:1.00 14. Hot water systems - Replacement equipment Cap: 1 gallons a. Electric EF: 0.92 b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip. Pstat OtE2� , *Note: This is not a Building Energy Rating. It your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating_ Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge@ USA - FlaRes2010 Section 405.4.1 Compliant Software R _ d FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Remodeling Builder Name: Street: 500 NE 97 Street Permit Office: City, State, Zip: MIAMI SHORES, FLORIDA Permit Number: Owner: Adan Residence Jurisdiction: 232500 Design Location: FL, Miami 1. New construction or existing Addition 9. Wall Types (736.7 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=5.0 736.67 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms(Bedrms In Addition) 1(1) d. NIA R= ft2 10. Ceiling Types (950.0 sqft.) Insulation Area 5. !s this a worst case? No a. Under Attic (Vented) R=30.0 950.00 ft2 6. Conditioned floor area above grade (ft2) 950 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(74.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 10 a. U -Factor: Sgi, U=0.65 74.00 ft2 SHGC: SHGC=0.35 b. U -Factor. N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 48.5 SEER:13.00 c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: NIA ft2 a. Electric Strip Heat 34.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 2.500 ft. Area Weighted Average SHGC: 0.350 14. Hat water systems- Replacement equipment a. Electnc Taricless Cap: 1 gallons 8. Floor Types (950.0 sgft.) Insulation Area EF: 1.000 a. Slab -On -Grade Edge Insulation R=0.0 950.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.078 Total Proposed Modified Loads: 23.56 PASS Total Standard Reference Loads: 29.48 1 hereby certify that the plans and specifications covered by Review of the plans andiF S7, -4C., this calculation are in compliance with the Florida Energy Code. specifications covered by this, calculation indicates compliance C) '`£ with the Florida Energy Code. •, _,3; PREPARED BY: Before construction is completed= DATE: this building will be inspected for compliance with Section 553.908 t t s St Florida Statutes �. I hereby certify that this building, as designed, is in compliance with with the Florida Energy Code_ - 7 rv� OFFICIAL.-, OWNER/AGENT? - BUILDING DATE: - > _.-__ _ DATE: ' - Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Compliance requires an air distribution system test report, by a Florida Class 1 Rater, confirming system leakage to outdoors tested at 25 pascals pressure difference in accordance with 403.2.2.1. is not greater than (28 cfm:Duct#1) 11/5/2012 3:13 AM EnergyGauge(D USA - FtaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 1 1/51201 2 3:13 AM EnergyGaugeg USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Remodeling User Adan Residence 1 232500 Single-family Addition Bedrooms: 1 Conditioned Area: 950 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: Whole House Fan: Address Type: Lot # Biock/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 500 NE 97 Street DADE MIAMI BEACH, FL, CLIMATE v Design Location IECC Design Temp TMY Site Zone 97.5% 2.5% Int Design Temp Heating Design Daily Temp Winder Sumner Degree Days Moisture Range FL, Miami FL_MIAMI INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 950 7600 SPACES Number Name Area Volum Kitchen Occupants Bedrooms Infill ID Finished Cooled Heated 1 Main 950 7600 Yes 1 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 54 ft 0 950 ft --_- 0 0 1 ROOF / V # Type Roof Gable Root Materials Area Area Cokx Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel the 1029 ftz 0 ftz Light 0.96 No 0.9 No 0 22.6 ATTIC J # Type Ventilation Vert Ratio (1 in) Area RBS IRCC 1 Full attic Vended i 125 950 ft2 N N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 950 ftz 0.11 Wood 1 1/51201 2 3:13 AM EnergyGaugeg USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 11/512012 3:13 AM EnergyGaugeG USA - FiaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 E 2 S 3 W Exterior Concrete Block - Ext insul Main 5 35 7 8 284.6666 0 0 0.75 Exterior Concrete Block - Ext Insui Main 5 37 8 296 ft2 0 0 0.75 Exterior Concrete Block - Ext Insul Main 5 19 6 8 156 ft2 0 0 0.75 0 0 0 WINDOWS Orientation shown is the entered, Proposed orientation. # Wait Omt ID Frame Panes Overhang NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 2 E 1 Metal Single (Clear) Yes 0.65 0.35 54 ft2 2 ft 6 in 0 ft 6 in Drapes/blinds W 3 Metal Single (Clear) Yes 0.65 0,35 20 ft2 2 ft 6 in 0 ft 6 in Drapes/blinds None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 1245.9 68.400 128.63 0.3450 9.8363 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat Noire COP: 1 34 kBtufhr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 13 48.5 kBtufhr 1455 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Main 0.92 1 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Nam Collector Storage System Model # Collector Model # Area Volume FEF None Noire ft2 DUCTS / V # -- Supply — Location R -Value Area — Return — Air Percent HVAC # Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 10 ft2 Attic 5 fie Prop. Leak Free Main 28.5 efm 1.96% 0.03 0.60 1 1 11/512012 3:13 AM EnergyGaugeG USA - FiaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 11/512012 3:13 AM EnergyGauge9 USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan Jan Feb Feb Mar Mar 4 A Apr Ma X Jun May Jun X Jul Jul X Aug 4 ASep Se Oct Oct Nov Nov Dec X Dec Venting Jan Venting Feb Mar [Xj A May Jun Jul [ Aug Sep Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Fans/ERV 150 `200 157.5 95 1 - Electric Strip Heat 5% 1 - Central Unit 11/512012 3:13 AM EnergyGauge9 USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 500 NE 97 Street PERMIT #: MIAMI SHORES, FLORIDA MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: Basketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.42. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls coling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.22 All duds, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2_ Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawispaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pot pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 11/512012 3:13 AM EnergyGauge@7 USA - RaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ABBREVIATIONS: A/C =AIR CONDITIONING UNIT ADJ =ADJACENT ASPH =ASPHALT BCR = BROWARD COUNTY RECORDS BOW = BACK OF WALK BM =BENCHMARK CALC =CALCULATED CA = CENTRAL ANGLE C/L = CENTERLINE CB = CATCH BASIN CBS = CONCRETE BLOCK WALL CE =CANALEASEMENT CHATT =CHATTAHOOCHEE CONC = CONCRETE CM = CONCRETE MONUMENT COL =COLUMN DE = DRAINAGE EASEMENT D = DEED EASE =EASEMENT EOP = EDGE OF PAVEMENT ELEV. = ELEVATION EOW = EDGE OF WATER EOP = EDGE OF PAVEMENT FF = FINISHED FLOOR FD =FOUND ID = IDENTIFICATION INV =INVERT IP = IRON PIPE IR = IRON ROD L =LENGTH LAE = LIMITED ACCESS EASEMENT LF = LOWEST FLOOR LME = LAKE MAINTENANCE EASEMENT M =MEASURED ME = MAINTENANCE EASEMENT MF = METAL FENCE NGO = NATIONAL GEODETIC DATUM N/D = NAIL AND DISC N/G = NATURAL GROUND NR = NON RADIAL NTS = NOT TO SCALE NTT = NAIL AND TIN TAB OHC =OVERHEAD CABLES ORB = OFFICIAL RECORD BOOK P = PLAT PB = PLAT BOOK PBCR = PALM BEACH COUNTY RECORDS PC = POINT OF CURVATURE PCC = POINT OF COMPOUND CURVATURE PCP = PERMANENT CONTROL POINT PG =PAGE PI = POINT OF INTERSECTION POB = POINT OF BEGINNING POC = POINT OF COMMENCEMENT PRC PRM = POINT OF REVERSE CURVATURE = PERMANENT REFERENCE MONUMENT PR = POINT OF TANGENCY P/L = PROPERTY LINE R R = RADIUS - PROPERTY ADDRESS: 500 NE 97 STREET, MIAMI SHORES, FL. 33138 LEGAL DESCRIPTION:p v LOTS 9 & 10, BLOCK 99 OF "AMENDED PLAT OF MIAMI SHORES SECTION NO. 4" �0�� ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 15, PAGE /75'RM TOTAL PER PLAT 1pz 14 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. p NE 97TH STREET ��: CERTIFICATIONS: PAUL ADAN / FLOOD DATA: COMMUNITY # 120652 PANEL & SUFFIX: 0306 L FLOOD ZONE: X DATE OF FIRM: 9/11/09 FFL ELEV = 9.06 GARAGE = 9.05 SURVEY FOR THE PURPOSE TO OBTAIN / PERMIT AND/OR CONSTRUCTION S GE -RANGE ,•\ ROE = ROOF OVERHANG EASEMENT RP = RADIUS POINT RNV = RIGHT OF WAY SEC = SECTION SNV = SIDEWALK TOB = TOP OF BANK TYP = TYPICAL UE = UTILITY EASEMENT WF = WOOD FENCE WPP = WOOD POWER POLE (UTILITY POLE) OVERHEAD CABLES METAL FENCE —x—x—x—x— METAL FENCE WOOD FENCE PLASTIC FENCE J LI EASEMENT LINES CENTERLINE (C/L) 0:\Drafts\D0MINIC\12-37412.dwg, 1/242013 9:36:45 AM Q��e .• Jam..-� • ti:�ar. X Q� GQ— LOT 10 BLOCK 99 AMENDED PLAT OF MIAMI SHORES SECTION 4 PLAT BOOK 15 PAGE 14 MIAMI-DADE COUNTY RECORDS 139.33' /OUTILITY POLE :FOUND1%2" x�p. IRON ROD NO ID. ------------------- r- r� �S FOUND NAIL NO ID 10 57' STRUCTURE HIGHEST FLOOR , ELEVATION: +9.14' LOWEST FLOOR ELEVATION: +9.06' GARAGE ELEVATION \ \\32.8' \� rrnnnr Wein .w n+••••, BRICK PAVER 10 r` co 50.00' N90°00'00"W BEARINGS r XARE ASSUMED ALONG FOUND 1/2"THE NORTH MONUMENTED IRON ROD LINE OF BLOCK 99 OF SAID `,4 N NO ID. RECORD PLAT WALL: EAST FACE 0,3' WEST OF PROPERTY LINE I INDICATES EXISTING CR r- A/C ELEVATIONS r MOVEABLE i ROCK POND r� o 0 1mw r d LOT 9 BLOCK 99 I 00 m AMENDED PLAT OF -i MIAMI SHORES I r o SECTION 4 I m PLAT BOOK 15 f PAGE 14 s MIAMI-DADE COUNTY RECORDS I I 50.00' WALL: SOUTH FACE — _ _ — - — - — - ON PROPERTY LINE LOT 8 BLOCK 99 AMENDED PLAT OF MIAMI SHORES SECTION 4 PLAT BOOK 15 PAGE 14 MIAMI—DADE COUNTY RECORDS WALL CORNER 0.1' NORTH 0.4' WEST FOUND 1/2" IRON ROD NO ID. 15' ALLEY TOTAL AMENDED PLAT `OF MIAMI SHORES SECTION 4 PLAT BOOK 15 PAGE 14 MIAMI-DADE COUNTY RECORDS SCALE: 1 "=30' GENERAL NOTES: 1. THIS SURVEY IS BASED UPON RECORDED INFORMATION AS PROVIDED BY CLIENT. NO SPECIFIC SEARCH OF THE PUBLIC RECORD HAS BEEN MADE BY THIS OFFICE. 2. UNDERGROUND IMPROVEMENTS HAVE NOT BEEN LOCATED. 3. ELEVATION ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM 1929 (N.G.V.D. 1929). 4. IN SOME CASES, GRAPHIC REPRESENTATIONS HAVE BEEN EXAGGERATED FOR CLEARER ILLUSTRATION. MEASURED RELATIONSHIP SHALL HAVE PRECEDENCE OVER SCALE POSITIONS. ' 5. ALL DIMENSIONS SHOWN ARE FIELD MEASURED AND CORRESPOND TO RECORD INFORMATION UNLESS SPECIFICALLY NOTED OTHERWISE. 6. THIS SURVEY WAS PREPARED FOR CONVEYANCE, TITLE AND MORTGAGE FINANCING PURPOSES. IT IS NOT INTENDED FOR CONSTRUCTION USE, UNLESS OTHERWISE SPECIFIED, PERMITTING FOR ADDITIONAL CONSTRUCTION ETC. MAY REQUIRE ADDITIONAL INFORMATION WHICH CAN BE OBTAINED FROM THIS OFFICE. 7. WELL -IDENTIFIED FEATURES IN THIS SURVEYAND MAP HAVE BEEN MEASURED TO AN ESTIMATED HORIZONTAL POSITIONAL ACCURACY OF 0.10 (FT) 8. NOTE: "I HEREBY CERTIFY" IS UNDERSTOOD TO BE AN EXPRESSION OF PROFESSIONAL OPINION BY THE SURVEYOR AND MAPPER BASED ON THE SURVEYOR AND MAPPERS KNOWLEDGE AND INFORMATION, AND IT IS NOT A GUARANTEE OR WARRANTY EXPRESSED OR IMPLIED. 9. "ADDITIONS OR DELETIONS TO THIS SURVEY MAP BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES." (CHAPTER 61 G17-6.003 OF THE FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 OF THE FLORIDA STATUTES) INVOICE NO.: 12-37412 DATE: DESCRIPTION: 07/31/2012 FIELD LOCATION OF IMPROVEMENTS 08/22/2012 ADD ELEVATIONS IN ALLEY 01/09/2013 RE DRAFT MOVEABLE ROCK POND ALL COUNTY SUR YORS RC3 SS fO SURVEYORS A/iPPERS <f q 119'-' LICENSE NO. 6677M04- .._ FICE: (954)777-4747} FAX: (954) 777-2707 5400 SOUTH UNIVERSITY DRIVE SUITE NO.: 216 DAVIE, FLORIDA 33328 1 HEREBY CERTIFY AT THIS MAP OF BOUNDARY AND PARTIAtyi' �� "21PHIC SURVEY MEETS THE �- MINI IV}` . °i. '�. i`, �hR� DS FOR SURVEYS, AS SET FORTH BY , r{ �SElA c'F` XEYORS AND MAPPERS IN C. - 7.05� s_ ;AADMINISTRATIVE CODE, P GUA NT CC) S@CT1 472.. 7, R'ORIDA STATUES. G `I FUR t) L.AN�,CURVEYf1D MAPPER FL'" /? (Nv DWI GN E"AND ORIGINAL RAISED SEAL OF THE %IDA LICENSEQ k7� tiURVEYOR AND MAPPER SHONW MIAMI-QA�E MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 S.W. 2611 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590, F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.P-ov/uera� 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 and accepted by Miami—Dade County PERA— Product Control Section to be used in Miami—Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami—Dade County Product Control Section (In Miattu; PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/2005, with revision "D" dated 10/07/2011, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, 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 24113.2. 1, 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. (Submitted under previous NOA No. 0 7-0322.06) 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 Reports No.'s FTL-4958 and FTL-5063, dated 10/03and 11/21/06, both signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No. 0 7-0322.06) 3. 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 an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4645, dated 08/11/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No.07 0322.06) 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 an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4649 and FTL-4723, dated 10/05 and 08/11/05, both signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No. 05-1018.01) t Jame D. Gasco , P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date; November 03, 2011 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 3) Test reports on: 1) Air Infiltration Test, per FBC, TAS 202--94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) 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 2411 3.2.1, 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 Reports No.'s FTI., -4947 and FTL-4650, dated 08/11/05, both signed and sealed by Edmundo Largaespada, P, E, (Submitted under previous NOA No. 05-1018. 01) 4) Test reports on: l) Uniform Static Air Pressure Test, Loading per FBC TAS 20294 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203--94 along with marked—tip drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4948 and FTL-4646, dated 08/10/05, both signed and sealed by Edmundo Largaespada, R E. (Submitted under Previous NOA No. 05-1018, 01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007, dated 01/11/2011, prepared, signed and sealed by Robert L. Clark, P. E. Complies with ASTM E1300--04 (Submitter) under previous NOA No. 11-0128.03) D. QUALITY ASSURANCE 1. Miami—Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite* PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 11-0325.05 issued to Solutia Inc. for their "Saflex and Vanceva clear and color interlayers" dated 05/05/2011, expiring on 05/21/2016. Jaime D. Gasco i, P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 2011 E--2 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and compliances with the FBC-2007 and FBC-2010, dated October 07, 2011, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest and independency, dated October 07, 2011, signed and sealed by Anthony Lynn Miller, P. E. 3. Laboratory compliance letter for Test Reports No.'s FTL-4957, FTL-4958, FTL-5063, FTL-4645, FTL-4649, F'TL-4723, FTL-4947, FTL-4650, FTL-4948 and FTL-4646, issued by Fenestration Testing Laboratory, dated 10/03/06 through 08/10/05, all signed and sealed by Edmu' ndo Largaespada, P, E. (Submitted under previous NOA No. 07-0322.06 and 05-1018.01) G. OTHERS 1. Notice of Acceptance No. 11-0405.10, issued to PGT Industries for their Series "SH -700 Aluminum Single Hung Window - L.M.I.", approved on 04/21/2011 and expiring on 03/23/2016. 9 1 V4 Jaime D, Gasc n, P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 2011 E-3 t AS 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) LITES OF 1/8"ANNEALED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. B. 5/16" LAMI CONSISTING OF (1) LITE OF 1/6" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. C. 5116" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. D. 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. E. 716" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB. F. 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. G. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 5/16" LAM[ CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. © H. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 516" 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 SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. I. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 5116" LAMI CONSISTING OF (2) LITES OF 118" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. J. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. K. 13116" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 716" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3116" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB. L. 13/16•' LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. QM. 13/16" LAMI IG: (1) LITE OF 1/8" ANNEALED GLASS, AN AIR SPACE AND 06" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. 2. CONFIGURATIONS: "OX" (1/1, VIEW AND RADIUS TOP, ALL W/ LOW OR HIGH SILL OPTION) ®3, 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 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 5. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. ®7. REFERENCES: TEST REPORTS FTL-4645, FTL-4646, FTL-4647, FTL-4648, FTL-4649, FTL-4650, FTL-4651, FTL-4723, FTL-4957, FTL-4958 AND FTL-5063. 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, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). FOC UPDATE 107NOKOMI TECHNOLOGY ,FL34 DRIVE VOED CAP GLASS TYPE TO TEMPERED FROM HS NOKOMIS, FL 34276 �— VGE NOTES 9 & . ADD NOT9. ADD GLASS TYPEP.O. BQX 1628 OTE 1. GLAZING NOKOMIS, FL 34274 vb6,1y Better GENERAL NOTES ALUM. SINGLE HUNG WINDOW, IMPACT Hs ?W I NTS 1 all 1 4040-20 NOA DRAWING MAP SHEET GENERAL NOTES.............1 GLAZING DETAILS ............ 2 DESIGN PRESSURES ....... 3 ELEVATIONS ..................... 4 VERT. SECTIONS ............. 5 HORIZ. SECTIONS ............ 5 PARTS LIST ....................... 6 EXTRUSIONS .................... 7 CORNER DETAIL .............. 7 ANCHORAGE .................... 8-11 with the Florida ,t1lllltli,� ••CENSE * i * . �NO'yg1p5 0_ �i�Q '• . FLOF>,\�••�C� A. MtIYNLWA, P.E. FL P.E.# 58705 10,81 or 8; 36,87,88 or 9: 1/2" NOM. GLASS BITE m 1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 5/16" NOM. 5/16" LAMINATED GLASS 1/2" NOM. GLASS BITE WE or or 91 1B" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 5118" LAMINATED AIR SPACE 118" ANNEALED OR TEMPERED GLASS 13116" NOM. 13/16" LAW IG GLASS W/ 5/16" LAM] D NO CHANGES THIS SHEET ""N 1070 TECHNOLOC r CHANGED CAP GLASS TYPE TO TEMPERED FROM HS NOKOMIS. FL: 1/2" NOM. GLASS BITE A NOTE: - 1, LAM] IG OUTBOARD LITES MAY BE UPGRADED TO 3/16" WITH NO CHANGE IN DESIGN PRESSURE, EXTERIOR INTERIOR (ALL SECTIONS) 3116" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3116" ANNEALED OR HEAT STRENGTHENED GLASS 7/16" LAMINATED 7/16" LAMINATED GLASS 1/2" NOM. GLASS BITE 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 1/8" TEMPERED GLASS 13/16" NOM. 13/16" LAW IG GLASS W/ 7/16" LAMI ALUM. SINGLE HUNG WINDOW IMPAL P.O. 00X 1620 NOKOMI9, FL 84274 Visibly Better Full 2 d 11 - 4040-20 PRODUCTREVISED as complying with the Florida Building Code .. , _ 111111 4YNN MILLF'�i� 05 ^' Ct io to dl jwj; %.�.p •'. SIPTEOP A. L`IOMILLlk. P.E. FL P.E.# 58705 1/1 FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION® BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 63" 66" 68" 70" 721• 74" TABLE 1, 1 76" 48" A,B,M +60.0 -80.0 +80.0 -80.0 1 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 •80.0 60" A,B,M +60.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.01+79.01 -79.0 62" A,B,M +80.0 -80.0 +80.0 •80.0 +80.0 -80.0 +80.0 •80.0 +78.6 -78.8 +77.3 -77.3 +76.9 -75.9 631/8" A,B,M +80.0 -80.0 +60.0 -80.0 +79.6 -79.8 +78.2 •78.2 +76.9 -76.9 +75.4 •76.4 +74.0 -74.0 UPT053118" C,D,E,F,G,H,I,J,K,L +80.0 -80.0 +80.0 -80.0 +60.0 -80.0 +60.0 •80.0 +80.0 -80.0 +80.0 -80,0 +80.0 -80.0 STANDARD VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION ® BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 38318" W' 60 618" 1 63" 72" 74" TABLE 2. 76" 48"a8, FTL4647, 4646, 4723, 4957 +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'"+80.0 E. 7118" LAMI - (3116"A,.090, 3/18"HS) -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"+80.0 FTL-4646 -80.0 +80.0 -80.0 +80.0 -80.0 +76.9 •70.9 +70.0 •70.0 +68.8 -68.8 +67.6 -67.6 53118"+80.0 L. 13/16" LAMI IG • 1/6" T AIR SPACE, 7/16" LAMI - (3/16"H8,.090, 3/16"HS) -80.0 +80.0 •80.0 +80.0 -80.0 +75.0 •75.0 +68.0 -68.0 +66.7 -66.7 +66.5 -65.5 UP TO 631/8"+60.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70A +70.0 •70.0 3USTOM VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION® TABLE 3ASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT MINUS SASH HEIGHT (MAX. WINDOW HT. WI SASH ■ 76" FLANGED AND 76"' INTEGRAL FIN) WIDTH GLASS TYPE 1 17 1/8" 1 2211116" 1 28 311V' 1 33314!' 1 395110" 4413116" 1 50318" 1 6516116" 53118" D,E,F,J,K,L +80.0 -80.0 +80.0 -80.0 +60.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 •70.D +70.0 -70.1 GLASS TYPES.- TEST REPORTS TABLE 4. A. 5116" LAMI - (1/8''A,.090,1/8"A) FTL4647, 4646, 4723, 4957 B, 6118" LAMI- (1/8"A,.090,1/8"HS) FTL-4647, 4648 C. 6116" LAMI - 0/8 H$,.090,1/8"HS) FTL-4647, 4648 D. 7116" LAMI - (3/16"A,.090, 3116"A) FTL4645, 4885 E. 7118" LAMI - (3116"A,.090, 3/18"HS) FTL4645 F. 7118" LAMI • (3/18"HS,.090, 3116"HS) FTL4646 G. 13118" LAMI IG • 1/8" T, AIR SPACE, 5116" LAMI • (1/8"A,.090,1/8"A) FTL-4848, 4723 H. 13116" LAMI IG -1/8" T AIR SPACE, 5/18" LAMI - (1/8"A,.090,1/8"HS) FTL-4646 I. 13118" LAMI X3 - 11/8"T AIR SPACE, 6116" LAMI - (1/8"HS,.090,1/8"1,115) FTL-4646 J. 13/16" LAMI IG -118" T, AIR SPACE, 7/16" LAMI - (3/18"A,.090, 3/18"A) FTL4849, 4650 K. 13116" LAMI IG - 1/8" T. AIR SPACE, 7/16" LAMI - (3/16"A,.090, 311 VHS) FTL-4649, 4650, 4958 L. 13/16" LAMI IG • 1/6" T AIR SPACE, 7/16" LAMI - (3/16"H8,.090, 3/16"HS) FTL4649, 4650 M. 13/18" LAMI IG - 1/8"A, AIR SPACE, 5/16" LAMI - (1/6"A,.090, 118"A)A\ FTL-5083 „0„ MEETING RAIL HT. SA SH "O" HT. MEETING RAIL ��jjJJ'' H �® W HT. MINUS SASH HT. HT. MEETING RAIL ` 'tf_ . SH 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. FOR INTEGRAL FIN WINDOW DESIGN PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1" FROM THE FLANGED TIP -TO -TIP FRAME DIMENSIONS. 3. AVAILABLE SASH HEIGHTS FOR CUSTOM WINDOWS ARE 12 5/8" MINIMUM TO 38" MAXIMUM. WKWIS,FL31270 ■ ' P -ALUM. SINGLE HUNG WINDOW, IMPAC Vi dbly Better �"'�"'i°ib -' '�� -r- .0204".!X1,16.20 s►rroo NTS 3 a 11 4040-20 the 1'brids t-kni �111I111 LYNN A414�F�i, �. No 58705 ' ru 0 '0 1° If O gTo : _ '1,/`9SIONA ! • ` A. LYf�f(1�1(8I@LS�, P.E. FL P.E.# 58705 53 1/8" MAX. FLANGED WIDTH® 52 1/8" MAX. 11, WIDTH 49 5/8" MAX. FIXED DLO (ALL) D 481/4" MAX. VENT DLO (ALL) DETAIL A 1/1 — — DETAIL FIXED LITE LOW SILL 75" MAX. 75" MAX. 34 1/2" SEE DLO TABLE 0 j 41 518" D—J HEI HEIGHT HEI HT SEE D � D 52 5/8" 52 11/16" ® MAX. TAB! FLANGED HEI HT X j 76" MAX, HIGH SILL / NO E 4 34 3/16" B FLANGED 271 C 27 7/16" 27 1/8" 38 HEI HT E SEE DLO 15 3/4" TABLE 5. AX, TABLE X j SASH SEE DI (MAX.) HEI HT TABL 1 L 481/4" MAX. VENT DLO (ALL) DETAIL A 1/1 — — DETAIL FIXED LITE LOW SILL HIGH SILL 75" MAX. 34 1/2" 34 3/16" A I.F. 41 518" O HEI HT 41 1/4" � D 52 5/8" 52 11/16" 76" MAX. 52 5/16" FLANGED HEI HT X j SEE HIGH SILL / NO E 4 34 3/16" B DETAIL B VIEW (STANDARD SASH) B- E� A 75" MX. HEIFHT E� HEIFHT SEE DLO TABLE SEE DLO / j ® MAX, TABLE 0 76" MAX. FLANGED FLANGED HEIGHT HEI HT SEE DLO TABLE X j I SASH SEE DLO TABLE X j SASH HEIGHT HEIGHT B DETAIL D DETAIL E VIEW (CUSTOM SASH) RADIUS TOP (CUSTOM SASH) NOTES: 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. 3. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE INFORMATION. 4. SASH HEIGHTS FOR STANDARD SASH WINDOWS (DETAILS B & C) ARE BASED ON ATHREE OVER TWO FORMAT. R—dey. WK• R.*b.. J.J. 1 10/07/11 1 D INC CHANGES THIS SHEET ELEVA 1070 TECNNOLOOV DRIVE HIS SHEET NOKOMIS. FL 3427fi7m. FIN LF. VERSION, CHO. NOTE 3. ADD NOTE 4. P.O. Box 1fi20 — ALUM' NOKOMIS, FL 34274 Vlelbly Better e""'rt'1a0i0 SH700 SEE DLO X j DETAIL C VERTICAL DAYLIGHT OPENING DETAIL FIXED LITE LOW SILL HIGH SILL A 34 1/2" 34 3/16" B 41 518" 411/4" C 41 1/4" 40 7/8" D 52 5/8" 52 11/16" E 52 1/4" 52 5/16" SASH DETAIL LOW SILL HIGH SILL A 34 1/2" 34 3/16" B 27 7/16" 271 C 27 7/16" 27 1/8" D 16 3/8" 15 3/4" E 16 3/8" 15 3/4" TABLE 5. iLE HUNG WINDOW IMPACT NTS 4 a 11 4040-20 75" MAX. I.F. HEI 3 HT 776`" MAX. FLANGED HEI HT SEE NO E4 REVISED g with the Florida t 1111111 LYN1:1N O� .. EN ti`T.•' CENSE * 140,58705 a_ "O pllt W Po'•. STAT 0. .• i T '••. FLOR\ov:. cl ,'FSS/ONAL A. LY'WMIL, P.E. FL P.E.# 58705 F:: MAX. FIXED LITE DAYLIGHT OPENING OUTSIDE VENT DAYLIGHT I 2.784"� NOTE: MIN. (1) SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS, (1) 8" FROM EACH SIDE OF SASH. ZB Z7 NOTE: BALANCE PARTS USED INSIDE INSIDE MAX. VENT DAYLIGHT OPENING ® BASED ON SASH WEIGHT n �' 9,10,11,15,16 II - 8 OR 17 v (LOW SILL) SEE NOTE ABOVE CHANGES THIS SHEET CHANGES THIS SHEET ULTRALIFT ONLY HIGH SI L am q�'� - - •I�I�W. I I -a W=iml I I I I I OUTSIDE MAX. FIXED LITE DAYLIGHT OPENING ---=1 MAX. WIDTH SECTION A -A INTEGRAL FIN Q. r.) FRAME SECTIONS® INSIDE 47 A30LOW SILL HEAD T�2.1710'—�®I.F. FRAMEj 53 II OUTSIDE (HIGH SILL) 54 nULTRALIFT 12 ONLY ALTERNATE HIGH SILL 10 TECHNOLOGY DRIVE NOKOMIB, FL 34275 P.O. BOX 1525 NOKOMIS, FL 34274 Visibly Better the Florida U,III�II ..\Y. 44144E R 17 ` ,�'�'r. • \,\CENSE' SECTION C -C ; �c; ND•59T05 RADIUS TOP DETAIL -FLANGED VERSION) = k ' A • _ STA'EO Z\ 1 RAT ` WINDOW, IMPACTS�►ONP&- A. LYNN'MIUIIItk P.E. a..•*m ■•. SH700 Half 1 5 a 11 4040-20 1 D FL P.E.# 58705 MR ME 1 111011 FH. TYPE F S. STL v al FAM NOKOMIS, FL 34278 P.O. BQX 1826 NOK(MUB, PL 34274 1 2.784 1.4210 082 47 FRAME, I.F. HEAD Q #4071 A, 6063-T6 Lel ®48 FRAME, I.F. LOW SILL #4072A,6063 -T6 8,374 2. 1 -7=002 NOM THICKNESS ®50 FRAME, I.F. JAMB ® 49 FRAME, I.F. HIGH SILL #40746, 6063-T6 #4073A, 6063-T6 (USED AS RADIUS TOP HEAD) 8H700 I NTS 1 6 a 11 1 4040.20 PRODUCT REVISED m wmpl7iag with Uro Flaridu Bundi__ , i l,►n II111 INN MI((FR GONSE ., Q: Na 58105 �; W �o lit 2\ 51P" op %f0 FLOOI. S I of A. LYI(1N MIULLI4t, P.E. FL P.E.# 58705 r— 2,7114-1 1.36 .062 O FLANGE FRAME HEAD #4002A,6063 -T6 062 2.630 2.330 Imo-2.784---�j O FLANGE FRAME SILL (LOW) —1.749— #40030,6063-T6 2.710 1 .062 .490 1.513 -� 738 0 .40 .082 +--1.451--) SASH STOP O FLANGE FRAME JAMB O #4026,6063-T5 SASH STOP COVER 17 #4053,6063 -TS #4004,8063-T5 (USED AS RADIUS TOP HEAD) •-►� 1.342 ff .062 not 2.155 2.326--I 2.278--�••�TI 7r:] 1.707 .082 1.97 VIC 062 21 FIXED MEETING RAIL23 SASH TOP RAIL 28 SASH BOTTOM RAIL (LOW) #4054A,6063HO-T6 #4006C,6063HS-TB #4007,6063-T5 050 I -II 1 12 .678 1.096 4488 ill -I- —►I�� T 44 GLAZING BEAD 7/16" #4222,6063-T5 1 or 47 Q�I.F. FRAME n /ill. SEALANT OR GASKET AT HEAD AND SILL 6or50 6or50 SEALANT ALONG ENTIRE JOINT' I.F. FRAMEQ Y VIEW D -D VIEW E -E (111 & VIEW HEAD & SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) FRAME CORNER CONSTRUCTION 50 ' 1 1.185 h0- -� .678 1.096 - '062 1' 349 (B GLAZING BEAD, 5/16" 140398, 6063-T5 31 SASH SIDE RAIL #4008,6063-T5 Imo--- 2.784 ---{ 69 FLANGE FRAME SILL (HIGH) #4050A,6063 -T6 10107111 2.326 1 2.638 .062 68 SASH BOTTOM RAIL (HIGH) #4051 A, 6063-T5 1 .050- —. 1.116785 45 GLAZING BEAD, 7/16" #985C,6063 -T5 (USED W/ GRILL KIT) 1 .050- 678 1.096-��I I 42 GLAZING BEAD, 5/16" #40446, 6063-T5 (USED W/ GRILL KIT) sed 3 oso j —1.097 46 GLAZING BEAD, 13/16" IG #4067,6063-T5 OTECHNOLOOY DRIVE EXTRUSIONS & FRAME GURNER DET/ NOKOMI3, FL 34276 Tft --- ALUM. SINGLE HUNG WINDOW, IMPAC P.O. BOX 1528 NOKOMIS, FL 34274 Visibly Better aieec a'�+rana sH700 Half 7 a 11 4040-20 WELD ALONG SCREW BOSS (2) PRODUCT:RMS120 CA complying with the Fiorillo l3nilding Code „� IQn t Accentance No.__—k 1111111/ \,(NN A4 •1c : No. 58705 4U ' 8TATEof '�SSIONAL A.LYAIVIUILLLk P.E. FL P.E,# 58705 ANCHOR QUANTITIES FOR 1/1 FLANGED WINDOWS TABLE 5. WINDOW HEIGHT SUBSTRATE' 28.603 34.603 40.603 46.603 52.603 58.603 64.603 76.000 ANCHOR TYPE : O (DP LIMITED) 118 HEAD 2 JAMB ABOVE 2 3 Z Z -O JAMB BELOW N MTG. RAIL vliami 4.d. do,CConrro IW, IMPACT A. LYWIMIL11w P.E. 4040-20 D FL P.E.# 58705 M Q Z �C" 'Z Z -Z MWINDOWGLASS O ZM -O U 0 U UMU c' U OO U UU ONNO OriN UN WIDTH TYPE 3 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 H,I,J,K,L 1 2 1 1 1 J 1 1 2 1 1 1 2 -- 2 2 ___j_2 1 2 - 21-1--j-12 2 ......-- 22 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 19.125 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ABM 1 2 1 1 1 1 1 2 1 1 1 2 2 2 1 2 2 2 2 2 2 2 2 2 --212-.212 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 4L 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 H,I,J,K,L 1 2 1 1 1 2 1 2 1 2 1 2 2j2"111-21-212 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 24.000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A,B M 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 2131-212 2 3 3 3 2J2 1'31-31 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 - H,I,J,K,L _ 1 2 _ -11-2 2 2 2 3 1 2 2 2 2 3 1 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 3 3 2 2 3 3 3 4 3 2 3 3 3 4 3 3 4 4 32.000 A,B,M 1 2 1 2 2 2 2 3 1 2 2 2 2 3 1 2 '213' 2T3 2 2 2 3 2 3 2 2 2 3 3 3 2 2 3 3 3 4 3 2 3 3 3 4 3 3 4 4 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 - H,I,J,K,L 2L2 1 2 2 2 2 3 1F2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 2 3 2 3 D. 21-31- 3 4 2 3 3 3 3f4 3 3 3 4 3 5 3 3 4 4 37.000 1 1 1 1 1--1 2 Ill 2 1 2- 2 112 2 1 2 2 1 2 2 1 2 A,B M 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 221 222232223232223232323242333342334353334453344 2 2 2 2 2 2 2 2 2 2 2 2- 2 -2 2 2 2 2 2 2 2 2 2 A,B M 2 2 _2- 1 2 2 2 2 3 212,27-3 2 3 2 2 2 3 2 3 _iTi 2 3 Til 2 3 3 3 3L 2 3 3 4 3 5 3 3 3 4 4 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 1 2 2 1. 2 1 2 2 2k4j 2 2 44.000 H,I,J,K,L 2222222322232322332423333423333423 34353--L43445 2 2 2 2 2 2 2 2 2- 2^ 2 2- 2 2 2 2_2 2 2 2 2 2 ABM 2 2 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 -2 3 4 2 3 3 43 5 3 3 3 4 3 4 4 5 PSF 79 79C,D,EFG 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 48.000 H.1:J,K,L 2222222322233423 33342334 34 23343 53334353345463455 2 2- 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 A B,M 2 2 2 2 2 2 2 3 2 2 2 3 3 4 2 3 3 3 _T34 2 3 3 4 3 4 2 3 3 4 -2 3 5 3 3 3 4 37 3 3 4 5r46 3 4 5 5 PSF 72 79 79 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3 2 3 53.125 H,I,J,K,L 222222232223342334 34233434 33343533444634453456 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 2 2 3 ABM 2 2 -2 2 2 2 2 2 3 2 2 2 3 3 4 2 3 3 4 3 4 :2] 3 3 4 3 4 31� 3T4 3 5 3 3 4 4 4 5 3 3 4 5 4 6 3 4 4 5 Z/07/11 rra.00+aw >oro7/11 D NO CHANCES THIS aMtlenr: 04roi/17 C I NO CHANGES THIS o,,,.pe,,,. 10TECH1' 0 L03y DRNE �, -�- ANCHORAGE SPACING, NOKOM15. FL34275 rn0' P.O. BQX 7528 ALUM. SINGLE HUNG WI NOKOMI%FL 34274 Vuibly Better ' shooI NTS 8 -1 ANCHORAGE NOTES: - 1. ANCHOR TYPES: 1 -1/4•' ELCO TAPCONS 2 - 1/4" ELCO SS4 CRETE -FLEX ® 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS. HEAD - 181/7' MAX. FROM TOP CORNERS JAMBS -17 1/7' 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 QNOTE 2. I& 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ®RE 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. (FULL DP) 11111111 TABLE KEY: VO M1444%,� MAX. PSF (DP LIMITED) 118 PRODUCTREVIseD a, complyingwi111 ILa Florida Banding code aeptancc Ho� HEAD 2 JAMB ABOVE 2 3 MTG. RAIL Dar JAMB BELOW 'Pro MTG. RAIL vliami 4.d. do,CConrro (FULL DP) 11111111 HEAD 2 VO M1444%,� JAMB ABOVE 2 3 \ ZO •'GgNSE MfG. RAIL �\ 58105 JAMB BELOW No. MTG. RAIL _ ®, w; .p .• 5iP epF •.• Z�` ' �Q '• pLpR\OP ' VINDOWS IW, IMPACT A. LYWIMIL11w P.E. ,sorbiF 4040-20 D FL P.E.# 58705 ANCHOR QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS TABLE 6. ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -1/4" ELCO TAPCONS WINDOW HEIGHT 2 -1/4" ELCO SS4 CRETE -FLEX SUBSTRATE: 29.655 37.155 44.655 52.155 59.655 1 67.155 74.655 76.000 Al 3-#12 SCREWS ANCHOR TYPE. 0 U U U U U U U U U U Q U U a U U O U U 2. ANCHOR LOCATIONS ARE BASED ON THE WINDOW GLASS m0 z zm0 z zmo z zM0 z zmp z zm0 z zm0 Z�zc?O z z N `�O` 0C\r0 0�Oc'ONO'-ONOc�O`-0C Qc�0 0C'ONO�zoCg0 0 Oc�f 0 0 FOLLOWING DIMENSIONS: WIDTH TYPE U U U U � U U U U 5 U U 3: U U U U 'S U U HEAD -181/2" MAX. FROM TOP CORNERS C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 +2_2 1 1 1 1 1 1 1 1 1 1 1 1 JAMBS -171/2" MAX. FROM TOP CORNERS _.-._ ._. __ .,.---.. _-. _._-___... _._._..._._.__.._.__ 15" MAX. FROM BOTTOM CORNERS 1 1 1 1 1 1 2 2 2 1 2 2 2 2 2 1 2 2 2 2 2 2 2 2 2 2 21 2 2 2 2 [2 3 2 2 2 3 2 3 2 2 2 3 2 6"MAX. BELOW MTG. RAIL H,I,J,K,L _-... _.19.125 1 1 1 1 QSILL - ANCHORS NOT REQUIRED A,B,M 2 2 i! 1 2 2 22 2(2 2 2 22 2 2 2 212 _3T_21 2 2 3 2 3 2 2 2 3 2 B 3. INSTALL PER THE ADJACENT TABLE ANCHOR PSF 79 QUANTITIES USING THE DIMENSIONAL CRITERIA OF 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 NOTE 2. 24.000 H,I,J,K,L 1 1 1 1 1 1 2 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 212 3 2 3 2 2-2 3 2 3 2 2 2 3 2 3 2 2 2 3 2 TABLE WIDTH AND HEIGHT DIMENSION ARE FOR 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS A,B,M 1 1 1 1 1 1 2 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 j 2 3 2 3�2 2 2 312 3 2212 3 2 3 2 2 2 3 2 ARE I" LESS. PSF 68 77 1 5. DESIGN PRESSURE LIMITATIONS: C,D,E,F,G, 1 _1 1 1 1_ 1_ 1 1 _1 _2_ _1_ 1 2 1 1_ 1 1 _1 1 1 _1 1 1_ 1 SIZE BLOCKS OF THE ADJACENT TABLE WITH A 32.000 H,I,J,K,L 1 1 1 1 1 1 2 2 2 2 2 2 2 3 2 2 2 2 3 3 2 2 3 3 3 3 3 2 3 3 3 3 2 2 3 3 4 3 3 2 4 3 4 3 3 2 4 3 BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY ABM 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 1 OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE 1 1 1 1 1 1 2 2 2 2 2 2 2 3 2 2 2 2 3 3 2 2 3 3 3 3 _j__3 2 3 3 3 2 2 3 3 4 3 3 2 4 3 4 3 3 2 4 3 MAXIMUM DESIGN PRESSURE FOR THE PSF 59 67 79 RESPECTIVE SIZE C,D,E,F,G, 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 AND GLASS TYPE IS 37.000 H,I,J,K,L 111 111 222222232223332233333343333233433243443243 AVAILABLE. A,B,M 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 1 1 1 1 1 1 ___2j_2 2 21-2-T22 2 32 2 __2Ti 31-3- 2 2 3 3 3 3 3 3 4 3 3 3 3 2 3 3 4 3 3 2 4 3 4 4 3 2 4 3 PSF 54 79 62 1 79 C,D,E,F,G, 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 40.000 H,I,J,K,L 1111 11 222222232233332233433343333343443343443353 A,B,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 1 1 1 1 1 1 2 2 2 2 2 2 2 3 2 2 3 3 3 3 2 2 3 3 4 3 3 3 4 3 3 3 3 3 4 3 4 4 3 3 4 3 4 4 3 3 5 3 TABLE KEY: PSF 49 79 56 79 79 MAX.PSF 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 (DP LIMITED) 117 44.000 H,I,J,K,L 1111 11 22222233223334233344 3343443343443343443354 HEAD 3 RODUCT REVISE ABM 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 v complying with Iho Florida _. -- _ _. - _ -- ._ __ _... -._ __ .._ ..---___-. _._._ _._ __,-._ __ _ _._ _.-. __ . - _ JAMB ABOVE 3 3 3u din .do 111 1 1 1 222 2223322 3334233344 3343443343443343443354 umccNol� 1�I10%�6 PSF 45 74 51 74 79 79 MTG. RAIL xpita oto C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 3 2_ 2 2 2 2 3 2 2 3_ 2 2 JAMB BELOW y 48.000 H,I,J, K,L 1 1 1 1 1 1 -2E2 2=2 2 2 3 3 2 2 3 3 3 4 3 3 3 3 4 4 3 3 _4F4 4 4 3F3 4 4 4 4 4 3 5 4 41-4 4-13 51-4 MTG. RAIL Miami ado Product control ABM 2 2 2 2 2 2 2 2 2 2 2 2 _3 2 2 2 2 2 3 212 3 2 2 FULL DP 1 1 1 1 1 1 2 2 2 2 2 2 3 3 2 2 3 3 3 4 3 3 3 3 4 4 3 3_4 4 4 4 3 3 4 4 4 4 4 3 5 4 _4J -4-.4T3 5 4 �—lttlllll PSF 41 67 46 67 76 79 HEAD 2 .�� VNN JAMB ABOVE 2 2 o C,D,E,F,G, 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 �� •'��ENSE fc �; -- -- - --- --_444i -- - -.. _.._ _ ._ ..- -61-5... _.._ MTG. RAIL 2 :' '•. 53.125 H,I,J,K,L 111111 22222233333344334444334444 33444354554354 Q: 58!05 JAMB BELOW - * : No• 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 2 3 2 3 3 2 3 == A,B,M - — - - — - • — _.. - - — - MTG. RAIL _ 1 11 1 11 21212121 2233 33 3 3443344404 3344443344544354544 354 Reset By, bb: R�Wbm: BwoNtiv,.' �O -( O Z JJ 10/07/11 D NO CHANGESTHI9SHEET ANCHORAGE SPACING STANDARD VIEWs�P \o"• ' ��' v.eBn s 1070 TECHNOLOOV DRIVE '�0,�'••,, FLOR•, l�;: JR. 04/01/11 C 1xaDCmNWIff4M0WH0R QTY IS RESTRICTED SYSIZE. NOKOMIS. FL 34276 1 R.Means: ALUM. SINGLE HUNG WINDOW IMPACT �SSIONP� ` F.K. 11/13/06 8 ADD DP MAX.WHEREANCHORQTYISRESTRICTEDBYSIZE. P.O.fiox+529 &,�„ aw.: en.e ,,,,,,, R.y; A. LYNNMILutkP'.E. u— - cnedcW B • pKK NOKOMIS, FL 34274 Visibly Better F.K. 7/29/05 J.J. 2/23/07 SH700 NTS 9 a 11 4040-20 FL P.E.# 58705 ANCHOR QUANTITIES ABOVE MEETING RAIL HEAD & JAMBS),CUSTOM FLANGED WINDOW HEIGHT MINUS SASH HEIGHT TABLE 7. 12.776 15.776 18.776 21.776 24,776 WINDOW HEIGHT MINUS SASH HEIGHT FROM TABLE 6. 27,776 30.776 31.106 SUBSTRATE: 0 0 M O Z 'i NO 0 17.125 22.666 1 o 0 m O Z CZE S 0 0 28.211 19.125 1 33.754 1 2 1 2 39.296 1 44.839 2 2 50.382 2 55.925 ANCHOR TYPE: o WINDOW GLASS` O WIDTH TYPE N O z�zr?O NOO U o OONQNO U 0 o Z�Zm0 0Clf 0 z—zmO C40 U o O(q U Z—ZmO 8 U L)ON o U Z NU 0 Z<n0 ON o 0 Z�zclO NO 0 o ONQN0 0 Z_ZmO O 0 OclNO U z�z U O 19.125 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 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 _- .... 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 32.000 D,E,F,J, K,L 1 1 1' 1 1 1 1 2 1 2 12 2 3 1 2 i 3 2 3 1 3 1 3 1 3 1 2 1 3 1 4 1 3 1 4 1 4 1 3 1 4 1 5 1 3 1 5 2 PSF 3 2 3 3 3 3 4 3 3 79 3 4 4 3 4 78 37.000 D,E,F,J, K,L 11 1 1 1 1 2 -_ _ 2 1 2 2 2 2 3 1 ----. 2 2 3 2 3 1 3 .2 4 2 3 1 3 2 3 2 4 1 3 2 - 4 2 -- 4 1 ..__. 4 2 5 2 5 1 - ......_.._ 4 2 5 PSF 79 79 79 79 2 2 1 2 2 2 2 3 2 3 4 3 3 4 3 4 4 3 1 4 5 1 3 1 4 40.000 D,E,F,J, K,L 2 -- 1 2 1 2 1 2 2 2 2 2 2 2 --- 3 2 3 2 --- 3 2 4 2 3 2 _ . 4 2 --- 4 2 3 2 - 4 2 4 2 3 2 5 2 4 2 4 2 5 2 5 2 4 2 - 6 4 34 PSF 79 76 79 3 77 1 79 79 79 44.000 D,E,F,J, K,L 2 1 2 1 2 1 2 2 2 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 _ __I. 4 2 21 3 2 -- 5 2 - -- 4 2 -- 3 2 -- 5 2 ---. 5 2 _....-._..._. 4 2 5 2 - ....... 5 2 4 2 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 I— —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 63 71 79 64 1 74 68 1 77 69 89 53.125 6,E,F,J, 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 -5 3 3 2 3 3 2 _5..... 3 K,L 1 1 1 2 2 2 3 3 3 4 4 4' g---4--5 6 6 8-_5-- 7- 6_ 7. ANCHOR QUANTITIES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. TABLE 8. SASH HEIGHT SUBSTRATE. 12.776 15.776 18.776 21.776 24,776 27,776 30.776 31.106 ANCHOR TYPE. WINDOW WIDTH 0 0 M O Z 'i NO 0 0 0 0 p Z m S Z Z m 0 Oji NO OV �i 0 0 0 o 0 Z Z M S Z— N0 Grip 0 0 0 5 0 0 0 0 Z m O Z Z OriQNO �ONQ`�O'ONQ`�O' 0 5 0 o o 0 m O Z CZE S 0 0 0 0 0 0 0 m O Z Z M O Z Oc34NO O 5 0 0 3 0 0 19.125 1 1 1 2 1 2 2 1 2 2 2 2 2 2 1 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 32.000 2 1 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 4 2 3 4 2 3 79 37.000 2 1 2 2 2 2 3 2 3 3 2 3 3 3 3 3 3 3 4 3 3 4 1 3 1 4 40.00074 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 3 4 3 4 4 3 4 78 44.00068 2 2 2 2 2 2 3 2 3 3 3 3 -4-T 3 3 4 3 4 5 3 4 5 3 4 63 72 79 48.000 2 2 1 2 2 2 2 3 2 3 4 3 3 4 3 4 4 3 1 4 5 1 3 1 4 5 3 4 73 58 66 72 53.125 2 2 2 2 2 2 3 3 3 4 34 —4-1-314151.3141 5 3 5 5 3 5 CHANGES THIS SHEET OTECHNOLOGYDR NOKOMIS, FL 34278 P.O. BOX 1528 NOKOMIS. FL 34274 ALUM. SINGLE HUNG ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 - 1/4" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX 3 - 412 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING e0 DIMENSIONS: HEAD - 18 1J2" MAX. FROM CORNERS JAMBS -17 VZ' 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 VIEW WINDOWS FROM TABLES 7. AND S. 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 12 5/8" MIN. TO 38" MAX. AATABLE 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 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. ® TABLE 7. KEY: MAX. PSF (DP LimrrED)l 112 HEAD 2 JAMB ABOVE 2 MTG. RAIL FULL DP HEAD_ 2 JAMB ABOVE 4 MTG. RAIL Rovucl nVISED s cannplying wjo, the lt lodes wilding Code I% - i . ® TABLE 8. KEY: MAX. PSF (DP LIMITED) 112 JAMB BELOW 2 MTG. RAIL FULL DP JAMB BELOW 2 MTG. RAIL CUSTOM VIEW SH7W I NTS 1 10 d 11 IMPACT 4040-20 fa o \ LYNNN Af, 1 N ��Ol M/�7� * No. 58705 fAO •'., STAT OF �C' rsSIONALo A. LYNIWILLt14, P.E. FL P.E.# 58705 EXTERIOR INTERIOR ALL HEAD AND SILL DETAI� ® CONCRETEANCHOR 3.35 KSI MIN. CONCRETE (SEE NOTE 1 & 3) ® 2x WOOD BUCK NCHOR k(SEE NOT116 TE 2 & 3)®;1 /4"RETE A3/8" MIN., 1•.3/4" MIN., 1/4"COPTIONAL Ix '' 1 3/8" WOOD BUCK MI IN. (SEE NOTE 4) 1/4" 1/4" MAX. MAX. SHIM SHIM DETAIL A DETAIL B TYPICAL FLANGED HEAD ANCHORAGE 1I 1 1/4" 13/8. 1/4" MAX. SHIM --1 L-1MIN. 1/4" MAX. SHIM MIN. noo CONCRETE ANCHOR, FH BELOW MEETING RAIL. (SEE NOTE 1 & 3) x-1- 3.35 KSI MIN. CONCRETE INTERIOR „r,"•, OR 1.5 KSI MIN. CMU (ALL JAMB DETAILS) EXTERIOR 141'x BUCK OPTIONAL WITH SOLID CONCRETE 2x WOOD BUCK SUBSTRATE (SEE NOTE 4)® (SEE NOTE 4)® DETAIL C DETAIL D TYPICAL FLANGED JAMB ANCHORAGE va' ® 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 11/2". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. S. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 6063-T5 AND A MINIMUM OF 1/8" THICK, THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE 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 MAYBE 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) 131" DIA. MIN. x 2 1/2" NAIL, AT CORNERS AND 5" O.C. a DETAIL F, (HEAD) CHANGES THIS SHEET CHANGES THIS SHEET MAX. SHIM 1/4" WOOD FRAME MAX. _� SHIM RODUCT RPIVISED FRAME as complying with the Florida 1_ i3uildiag Code .131" DIA. MIN. T\WOOD AcceptaomNO x 2 1/2" NAIL, Expi n ata AT CORNERS w AND&"O.C. FRAME Min deProductCon00 .131" DIA. MIN. x 2 1/2" NAIL, AT CORNERS AND 5" O.C. DETAIL E, (JAMB) TYPICAL INTEGRAL FIN ANCHORAGE NOKOMIS, FL 34275 P.O. BOX 1528 NOKOMIB, FL 34274 1 V4,bly Better !<`�'P * �� DETAIL G, (SILL) _= �c ,' 140.56705 • O III •. � ? II six � 0 ' • p pR OP •' U� ` A. LYNN MILLpi�, P.E. ANCHORAGE DETAILS ALUM. SINGLE HUNG WINDOW, IMPACT ems: em,: anwe rn»sera a"" SH700 NTS 11 11 4040-20 O FL P.E.# 58705 MIAMI- E MIAMI-DADE COUNTY, FLORIDA ! PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (1186) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miumida4Lgov/pe•a/ PGT Industries 1070 Technology Drive Nokomis, FI 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Serres "PW 701" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No, 42594 titled "Aluminum Picture Window, Impact', sheets 1 through 8 of 8, prepared by manufacturer, dated 07/14/03 with revision "D" dated 10/18/11, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series and following statement: "Miami -Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this.NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 10-0504.05 and consists of this page 1, evidence pages &-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. NOA No. 11-1110.15 n� ftp Expiration Date: February 19, 2014 ice'" Approval Date: February 02, 2012 lal,z Page 1 PGT Industries NOTICE OF ACCEPTANCE: - EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 03-1105.01) 2. Drawing No. 4259-4 titled "Aluminum Picture Window, Impact", sheets 1 through 8 of 8. prepared by manufacturer, dated 07/14/03 with revision "D" dated 10/18/11, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-3835 and FTL-3850, dated 07/18 and 31/03, all signed and sealed by Joseph C. Chan, P. E. (Submitted under previous NOA No. 03-1105.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, dated 08/19/10 complying with FBC-2007, prepared by manufacture, signed and sealed by Anthony L. Miller, P. E. (Submitted under previous NDA No. 10-0504 05) 2. Glazing complies with ASTM E1300-02/ 04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0325.05 issued to Solutia, Inc. for their "Saflex - Clear or colored Interlayer" dated 04/21/11, expiring on 04/21/16. 2. Notice of Acceptance No. 11-0624.01 issued to E. I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance and compliance with the FBC-2007 (with the 2009 supplement) and FBC-2010, dated 10/29/11, signed and sealed by Anthony Lynn Miller, P. E. 2: Statement letter of no financial interest and independence, dated 10/29/11, signed and sealed by Anthony Lynn Miller, P. E. 946�-'^�-- Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 11-1110.15 Expiration Date: February 19, 2014 Approval Date: February 02, 2012 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 3. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15-27.001 of the F.B.P.E., dated 08/19/10 signed and sealed by Anthony Lynn Miller, P. E. . (Submitted under previous NOA No. -10-0504.08) 4. Statement letter of conformance and compliance with the Florida Building Code, dated 08/19/10 signed and sealed by Anthony Lynn Miller, P. E. (Submitted under previous NOA No. 10-0504.08) 5. Statement letter of no financial interest and independence, dated 08/19/10 signed and sealed by Anthony Lynn Miller, P. E. (Submitted under previous NOA No. 10-0504.08) 6. Laboratory compliance letter for Test Reports No.'s FTL-3835 and FTL--3850, issued by Fenestration Testing Laboratory, Inc., dated 07/31/03, signed and sealed by Joseph C. Chan, P. E. (Submitted under previous NOA No. 03-1105.01) G. OTHERS 1. Notice of Acceptance No. 10-0504.05, issued to PGT Industries for their Series "PW - 701 Aluminum Fixed Window — L.M.I." approved on 09/22/10 and expiring on 02/19/14. �e Jaime D, Gascon, . E. Product Control Section Supervisor NOA No. 11-1110.15 Expiration Date: February 19, 2014 Approval Date: February 02, 2012 E-2 NOTES: SERIES 701 ALUMINUM FIXED WINDOW 1. DIRECTIONS FOR USE: A. DETERMINE THE PRODUCT'S MAXIMUM DESIGN PRESSURE FROM EITHER TABLES ON SHEET 2 (DEPENDING ON YOUR GLASS TYPE). B. DETERMINE THE TYPE AND QUANTITY OF ANCHORS REQUIRED TO MEET THE WINDOWS DESIGN PRESSURE FROM SHEET 6 FOR WOOD SUBSTRATES, OR SHEET 7 FOR MASONRY SUBSTRATES. SPACE ANCHORS APART EQUALLY PER NOTES ON SHEET. C. USE SHEETS 3 THROUGH 6 TO INSTALL PRODUCT, REFERENCING NOTES FROM SHEETS 6 & 7. 2. DESIGN PRESSURE RATINGS: NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND ASTM E1300-02, 3—SECOND GUST. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND ASTM E1300-02, 3—SECOND GUST, 3. ANCHORAGE: THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. LOAD DURATION, CD, OF 1.6 WAS USED IN WOOD SUBSTRATES ONLY. 4. SHUTTER REQUIREMENT: NONE REQUIRED 5. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, C-90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN, KSI PER ANCHOR TYPE, SEE SHEET 7. 6. REFERENCES: TEST REPORTS, FTL-3835 & FTL-3850, NOA: 07-0425.01 (ULTRACON), 03-0225.05 (CRETE—FLEX), ANSI/AF&PA NDS -2005 FOR WOOD CONSTRUCTION, ADM -2005 ALUMINUM DESIGN MANUAL. 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8. SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 9. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. ADHESIVE SEALANT SHALL BE USED BETWEEN SUBSTRATE AND FLANGE OR FIN. OVERALL SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS. �1 WIDTH If WIDTH w w W � w 2010 FBC UPDATE 44-1/4" VISIBLE LIGHT g" MAX. B --� MAX. O.C. A A I 92-1/4" \ VISIBLE \\ LIGHT 961, 12-7/8° FLANGE MAX. TO FLANGE 1 , 6„ 48" FLANGE I MAX. TO FLANGE 8 2" MAX. { 98 1/4" FIN TO FIN 5" MAX. II O.C. 96" 1 45-1/4" F VISIBLE LIGHT -.. 5" MAX. I`— I OF— 0 +— D 2" MAX. 48" Ll____5O 1/4" FIN TO FIN —� 93-1/4" VISIBLE LIGHT NOA DRAWING TABLE OE CONTENTS GENERAL NOTES........................1 ELEVATIONS, FLANGED...............1 ELEVATIONS, INTEGRAL FIN....... 1 GLAZING DETAILS.......................2 DESIGN PRESSURES, FLANGED.2 DESIGN PRESSURES, FINNED....2 INSTALLATION, INTEGRAL FIN..... 3 CORNER ASSY, INTEGRAL FIN_ 3 INSTALLATION, FLANGED.............4 CORNER ASSY, FLANGED......... 4 INSTALLATION, MISC.................. 5 ANCHORAGE .. ............................. 6,7 EXTRUSION PROFILES................8 PARTS LIST................................8 TYP. FLANGED FRAME ELEVATION TYP. INTEGRAL FIN FRAME ELEVATION (TESTED UNIT) (TESTED UNIT) OTHER SHAPES AS SHOWN BELOW OR SIMILAR, MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES ON SHEET 2. WIDTH f+— WIDTH �ITIF— WIDTH C5 = WIDTH --�I o/ Fes— WIDTH —�17 f� WIDTH --I WIDTH —►I IF WIDTH I-- WIDTH --I T Tf T T - -1 w 070 TECHNOLOGY DRIVE ELEVATIONS AND NOTES N. VENICE, FL 34275 Taw: P.O. BOX 1529 ALUMINUM PICTURE WINDOW, IMPACT NOKOMIS, FL 34274 sc t": sheet: oroxt"u Mo. PW -701 NTS 1 "t 8 4259-4 PRODUCTREMIRD as complying %ithtltoFlwulm Building Code , r Acceptance No B o aro J Miami ade Pro ct Contro LYNN 1c : N0.58705 s A r O cs&IONA\- x./4Pri41Ua9��.E. ' P.E. 58705 Fin and Flan ed 9 Windows Maximum Design Pressure (+/-psn 7/16L:M::3/16A-.090PV8-3/1616 I 7/16 Lem16:3/16TMP-7/16A1R-3/16A-.099PVB-3/16M "A" or "B" Dimension (in) 24 30 38 42 48 54 80 67.875 36 80.0 80.0 80.0 80.0 80.0 60.0 80,0 80.0 48 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 60 80.0 80.0 80.0 80.0 80.0 71.1 71.1 64.0 E 67.876 80.0 80.0 80.0 80.0 80.0 71.1 64.0 62.1 v 72 80.0 80.0 80.0 80.0 79.3 71.1 64.0 78.8 80.0 80.0 80.0 80.0 75.0 70.0 64.0 b 84 80.0 80,0 80.0 74.3 68.3 63.6 85.3 80.0 80.0 80.0 73.6 67.4 62.5 P 96 80.0 80.0 77.2 64.7 58.2 QD 109.7 80.0 80.0 72.3 58.3 120 80.0 80.0 70.4 a128 60.0 80.0 70.0 80.0 1 80.0 Fin and Flaned 9 Windows Maximum Design pressure(+J-ps>?) 7/16Lem1:3/16HS-.090PVB-3/16H5 7/16= 16: 3/16TMP-7/16 AIR -3/16HS-.090 PVB-3/1GHS "A" or "B" Dimension (in) 247-T SO 36 42 48 54 60 67.876 36 80.0 80.0 80.0 80.0 80.0 80.0 60.0 80.0 48 80.0 80.0 80.0 60.0 80.0 80.0 80.0 80.0 60 80.0 80.0 80.0 80.0 80.0 71.1 71.1 64.0 87.875 80.0 80.0 80.0 80.0 80.0 71.1 64.0 62.1 v 72 80.0 80.0 80.0 80.0 80.0 71.1 64.0 76.8 80.0 80.0 80.0 80.0 80.0 71.1 64.0 6 84 80.0 80.0 80.0 80.0 60.0 71.1 86.3 80.0 80.0 80,0 80.0 80.0 71.1 P 98 80.0 80.0 80.0 80.0 80.0 00 108.7 80.0 80.0 80.0 80.0 120 80.0 8080 0 7/16" LAMI GLASS NOMINAL 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090- DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS 11/16° NOM. GLASS BITE 7 16"_LAMI GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (FLANGE FRAME SHOWN) 7/16" LAMI GLASS NOMINAL 7/16" AIR SPACE 3/16- ANNEALED OR HEAT STRENGTHENED GLASS 3/16- TEMPERED GLASS - ExTEaloa 1-1/16' LAMI GLASS NOMINAL X090' DUPONT BUTACITE OR SAFLEX KEEPSAFE MAIOMUM PVB INTERLAYER _3/16' HEAT STRENGTHENED GLASS 11/16' NOM. CLASS On "A" "A" & "B" DIMENSIONS MAY DIM. BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. !"'�---- •,B" DIM. �I __ °B" DIM. DIM. '0 14 oR 15 I - 128 80.0 80.0 80.0 u 145 eo.o 80.D 1-1/16" LAMI I.G. GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME NOTES: (INTEGRAL FIN FRAME SHOWN) 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32FT'. 2. FOR SIZES NOT SHOWN, ROUND VE TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). CHANGED HS CAP TO TMP FOR 30' RULE I F.K. 1 4/4/07 1 B I NO CHANGE THIS SHEET I 070 TECHNOLOGY DRP N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 PW -701 I NTS 1 2 "1 8 1 4269-4 as complying with dw Florida suRdloeCo4° 11_ Ill() L1lulrl 1\ LYNN 4, ♦P�'♦�O'-�LGENSF C�F�Ii� * ' No -58705 i 014 - G ST TEE OF SS/ONA� A. Lyl(IiIMIIer, P.E. P.E.# 58705 I INSTALLATION DETAILS FOR FINNED FRAMES 2X WOOD BUCK OR FRAMIN .131" (1/8") X 2-1/2" NAIL, WITHIN 2" OF— CORNERS AND 5" O.C, 17 MAX. WINDOW HEIGHT MAX. VISIBLE LIGHT OPENING 10 1 3/8" MIN. EMBEDMENT INTERIOR SEE ANCHOR - GUIDELINES, SHEET 6 2X WOOD OR FF .375" MIN. EDGE DISTANCE .131" (1/8") X 2-1/2" NAIL, .375" MIN, WITHIN 2" OF EDGE DISTANCE CORNERS AND 5" O.C. 1/4" MAX. SHIM T SEE SHEET 6 L2X WOOD BUCK OR FRAMING VERTICAL SECTION D—D —� �-- 1/4" MAX. SHIM 1/4" MAX. SHIM --► I+— 2X WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, O 1 13 SHEET 6 1 13 INTERIOR 1-3/8" MIN. 1818 O O O EMBEDMENT 11 oR 22 17 oR 21 10 MAX. VISIBLE LIGHT OPENING MAX. WINDOW HEIGHT HORIZONTAL SECTION C—C 90° CORNER ASSEMBLY NOTES 1. USE ONLY NAILS PER ABOVE, OR ANCHORS LISTED ON SHEET 6, FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. NO CHANGE THIS SHEET 170 TECHNOLOGY DRI\ N. VENICE. FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 EXTERIOR OR S (SHOWN) OR CORNER KEYS AT SCREW BOSSES ANGLED CORNER ASSEMBLY INSTALLATION, FINNED FRAME Ut.: ALUMINUM PICTURE WINDOW, IMPACT Seriaa/Motlal; Swla: S�aal: erawin9 No. vw-]oI NTS 3 m 8 4259-4 PRODUCT I211VI SED us complyingwilh the Florida Building Codc Acceptance No Ex„pitelivp Auto Mi pudoPm udContro ' LYNN * ' No. 58705 Ca1.46I �; STATE OF <(/ •.,FCORIDP••••C9�� /ONAI-\,.. A. tyhhl MQr', P.E. ' P.E.# 58705 C INSTALLATION DETAILS FOR FLANGED FRAMES SEE ANCHOR SEE ANCHOR GUIDELINES, SHEET 7 MAX. WINDOW HEIGHT MAX. VISIBLE LIGHT OPENING SEE ANCHOR GUIDELINES, SHEET 6 J 1/4" MAX. SHIM I L2X WOOD BUCK OR FRAMING VERTICAL SECTION B—B 90° CORNER ASSEMBLY EXTERIOR MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES ANGLED CORNER ASSEMBLY //-2X WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, SHEET 6 REVISED 8 with Oto Florida No iii -114. NOTES " 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS.VeNAf II If I1 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1X ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2". 1X WOOD 1`\\a'��ON.,ICEN BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR Q ;' GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. *' No.58705 '* Reva Yta: Rariaions: pa ' � ••' � O �� `/ • �� J.J. f0 18 11 D NO CHANGE THIS SIIEET�- Q ••, ' y: ev ,ons: 1070 TECFINOLOGY DRIVE INSTALLATION, FLANGED FRAME.;�FS,S,RoR10 R LAR ER WINDOWS. wJgR. 3/37/10 C INFORMATION FOR N. VENICE, FL 34275 rwa: Raved y. Dale: Ravolans: P.O. BOX 1529 ALUMINUM PICTURE WINDOW, IMPACT Ry Data chat Dota: NOKOMIS, FL 34274 ® Satlea/ /Al d: Scale: Sheat: prowinq No. Ree A. Lyflfi InM11b�, P.E. aF.K. 7/19/03 PW -701 NTS 4 m B 4259-4 p RE.# 58705 SEE ANCHOR GUIDELINES, 1X WOOD BUCK 1/4" MAX. SHIM --�; SHEET 7 1/4" MAX. SHIM SEE ANCHOR GUIDELINES, MIN. CONCRETE 2 13 SHEET 6 2 KSI PER :. ANCHOR TYPE, ---S',;. INT RIO 13 MIN. CONCRETE KSI SEE SHEET 7 PER ANCHOR TYPE, SEE SHEET OR 1.5 KSI rr 7 OR 1.5 KSI MIN. CMU MIN. CMU 1X WOOD BUCK 1/4" MAX. SHIM 2 SEE ANCHOR GUIDELINES, 11 80138 17 DR 21 10 SHEET 7 13 MAX. WINDOW HEIGHT HORIZONTAL SECTION A—A J 1/4" MAX. SHIM I L2X WOOD BUCK OR FRAMING VERTICAL SECTION B—B 90° CORNER ASSEMBLY EXTERIOR MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES ANGLED CORNER ASSEMBLY //-2X WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, SHEET 6 REVISED 8 with Oto Florida No iii -114. NOTES " 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS.VeNAf II If I1 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1X ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2". 1X WOOD 1`\\a'��ON.,ICEN BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR Q ;' GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. *' No.58705 '* Reva Yta: Rariaions: pa ' � ••' � O �� `/ • �� J.J. f0 18 11 D NO CHANGE THIS SIIEET�- Q ••, ' y: ev ,ons: 1070 TECFINOLOGY DRIVE INSTALLATION, FLANGED FRAME.;�FS,S,RoR10 R LAR ER WINDOWS. wJgR. 3/37/10 C INFORMATION FOR N. VENICE, FL 34275 rwa: Raved y. Dale: Ravolans: P.O. BOX 1529 ALUMINUM PICTURE WINDOW, IMPACT Ry Data chat Dota: NOKOMIS, FL 34274 ® Satlea/ /Al d: Scale: Sheat: prowinq No. Ree A. Lyflfi InM11b�, P.E. aF.K. 7/19/03 PW -701 NTS 4 m B 4259-4 p RE.# 58705 MISC INSTALLATION DETAILS SEE ANCHOR SEE ANCHOR SEE ANCHOR SEE ANCHOR GUIDELINES, GUIDELINES, GUIDELINES, GUIDELINES, SHEET 7 FIN FRAME WITH SHEET 6 FIN FRAME WITH SHEET 7 FIN FRAME WITH SHEET 7 FIN REMOVED FIN REMOVED FIN REMOVED INTERIOR INTERIOR INTERIOR INTERIOR IX WOOD BUCK 1/4" MAX. I MAX. I— 1/4" MAX. MAX' XSHIM . J� SHIM SHIM SHIM SEE Jl SEE ANCHOR o J— GUIDELINESR.. .'.. :r '.. GUIDELINES, .,. 4-• •:•a`•"..a�^o: :.'..'o•._ 7 3/8" MIN.—�_--•. EMBEDMENT SEE ANCHOR,. SHEET 7 GUIDELINES,: _ MIN. CONCRETE KSI SHEET 7 MIN. CONCRETE KSI PER ANCHOR, SEE SHEET 7 2X WOOD BUCK OR FRAMING 1 PER ANCHOR, SEE SHEET 7 OR 1.5 KSI MIN. CMU MIN. CONCRETE KSI PER ANCHOR TYPE, OR 1.5 KSI MIN. CMU SEE SHEET 7 OR 1.5 KSI MIN. CMU EQUAL LEG FRAME EQUAL LEG FRAME EQUAL LEG FRAME FLANGE FRAME (OTHER FRAMES SIM.) (OTHER FRAMES SIM.) (OTHER FRAMES SIMS PRECAST SLOPED SILL 2X WOOD SUBSTRATE 1X WOOD BUCKSTRIP DIRECTLY TO MASONRY —+{ 1/4" MAX. SHIM 1-3/8" MIN. 1/4" MAX. SHIM 1/4" MAX. SHIM EMBEDMENT- 2X WOOD BACKER 1/8" NOM. MIN. EXCLUDING POINT #12 STEEL #12 STEEL 1/8" NOM. MIN. #12 STEEL #12 STEEL SELF—DRILLING 51 SELF—DRILLING--\SELF—DRILLING SELF—DRILLING SMS (G5) SMS (GS) SMS (G5) SMS (G5) USE SAME USE SAME USE SAME USE SAME ANCHOR ANCHOR ANCHOR ANCHOR QUANTITY & QUANTITY & QUANTITY, O QUANTITY & SPACING AS SPACING AS - -- SPACING & EDGE SPACING AS #12 STEEL29� #12 STEEL DISTANCE AS — #12 STEEL SCREW EXTERIOR SCREW ) XTERM #12 STEEL EXTERIOR SCREW EXTERIOR (SHEET 6) (SHEET 6) SCREW SHEET 6) DADE APPROVED MULLION METAL FRAMING (SHEET 6) FULL—LENGTH, WOOD (SEE SEPERATE NOA) A36 STEEL: Fy=36 KSI MIN. BACKED STEEL STUD STEEL STUD ALUMINUM: 6063—T6 MIN. .125" MIN. WALL THICKNESS ALL GAUGE THICKNESSES Fy=33 KSI MIN. .125" MIN. WALL THICKNESS (ATTACHMENT BY OTHERS) 18 GA MIN. FLANGE FRAME FLANGE FRAME FLANGE FRAME FLANGE FRAME (OTHER FRAMES SIM.) (OTHER FRAMES SIM.) (OTHER FRAMES SIM.) (OTHER FRAMES SIM,) i'120U1.7GT REVISEIJ ALUMINUM MULL SUBSTRATE STRUCTURAL STEEL SUBSTRATE STEEL STUD/WOOD SUBSTRATE STEEL STUD SUBSTRATE av comPlying wills the Florida Building Code opta I � _ `"O•'Ct AccePtanw No Hxp I ate NOTES B 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. Miami adeProduct Control 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1X ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2". 1X WOOD 111111!1 BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR \�� .� LYNN M/4 GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING ,r,`��.•�\OCNgF"'.{F.Q �� JURISDICTION. 3. FOR ATTACHMENT TO METAL: THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. Z * 14,.56705 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. ReV.d By: Revisi.ne: Oe.capUorr. $TAT(= J.J.R—d By: 10118111 RsvDNO C�one: COMPLETEGE THIS SHEETREDRAW AND REORGAN/ZA 10 TO UDE 1070 TECHNOLOGY DRIVE INSTALLATION, FINNED FRAME OTS;'•. FLORIo?'•'•`C�=� .—d J.R.y, m a 31 10 R.°eon,: 1 NFORMATION FOR LARGER WINDOWS. N. VENICE, FL 34275 T�1e1 SSIONA� �`\`•`\ P.O. BOX 1529 ALUMINUM PICTURE WINDOW, IMPACT /III I I tt�` y Date: GM1eek. Dole. NOKOMIS, FL 34274 j�T. sea°°/a.a.k so.i.: sn7: w.rm9 Ro. RW; A. L�rlri t)lill l P.E. F.K. 7/14/03 PW -70f NTS 5 •r 8 42594 D P.E.# 56705 NOTES: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32FT2. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. CHANGE THIS SHEET SHEET 070 TECHNOLOGY DRI1 N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Anchor Head, Sill and Jamb Anchor Quantities into Wood or Metal (Anchor Types 1-4) Min. Type Anchor Description Anchor Edge Embed - Distance ment "A" or "B" Dimension 1.375" (In) #12, Steel screw (G5) Stl. Stud,, Gr 33 0.324" Type 24 #12, Steel screw (G5) 30 0.324" 0.125" 36 #12, Steel screw (G5) A30 Steel 42 0.125" 48 54 60 67.875 S. Pine 0.9W' Anchor 1 2 3 4 1 2 3 4 1 2 3 4 1 2 1 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 0.125" A36 Steel Location" 0.125" #14, Steel screw (05) 1/4" Steel Ultracon S. Pine 1" 1.375" 1/4" 410 SS CreteFlex S. Pine T' 1.375" LA 5/16" Steel Ultracon S. Pine Jamb 3 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 36 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 5 5 6 5 6 5 6 6 6 6 7 6 7 6 Jamb 4 4 5 4 5 4 5 4 5 5 5 5 5 5 6 5 5 5 6 6 5 5 6 5 5 5 6 5 5 5 6 5 48 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 8 8 7 6 8 6 7 6 7 7 8 7 Jamb 5 5 6 5 6 5 6 5 6 6 6 6 6 6 7 6 8 6 7 6 7 6 7 6 7 6 7 6 7 6 7 6 60 Head/SIII 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 6 5 6 5 6 6 7 6 7 6 7 6 8 7 8 7 Jamb 6 6 7 6 7 6 7 6 7 6 7 6 7 7 8 7 7 7 8 7 7 7 8 7 8 7 8 7 8 7 8 7 67.875 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6 7 6 7 6 7 6 8 7 8 7 Jamb 6 6 8 6 7 6 8 6 7 7 8 7 7 7 8 7 7 7 9 7 8 7 9 7 8 7 9 7 72 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6 7 6 7 6 7 6 Jamb 7 7 8 7 8 7 8 7 8 7 8 7 8 8 8 8 8 8 9 8 8 8 9 8 9 8 9 8 76.8 •� Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6- 7 8 7 6 7 8 Jamb 7 7 9 7 8- 7 9 7 8 8 9 8 8 8 9 8 8 8 10 8 9 8. o Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 8 71 Jamb 7 7 9 7 8 7 9 7 8 8 9 8 8 8 9 8 8 8 10 8 9 8 0 85.3 m 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 6 6 8 10 8 9 8 10 8 9 9 10 9 9 9 10 9 9 9 ll 9 96 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 5 geadt8ill 9 12 9 10 9 12 9 10 10 12 10 10 10 12 10 109.7 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 10 13 10 11 10 13 10 11 11 13 11 *Width and Height dimensions maybe 126 reversed to locate anchor quantities on the 2 2 2 3 3 3 3 4 3 4 3 table. If so, the Head/Sill and Jamb rows 128 Jamb 11 11 13 11 12 11 13 11 12 12 13 11 must also be reversed so that Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 dimension getsthe most Jamb 12112 15 12 13112 15 12 145 —27-2-2 —3—F3 _37[_31 Head/Sill 2 NOTES: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32FT2. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. CHANGE THIS SHEET SHEET 070 TECHNOLOGY DRI1 N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Anchor Min. Min. Type Anchor Description Substrate Edge Embed - Distance ment #12, Steel screw (G5) S. Pine 0.864" 1.375" 1 #12, Steel screw (G5) Stl. Stud,, Gr 33 0.324" .048"/18Ga #12, Steel screw (G5) Alum. 8063-T6 0.324" 0.125" #12, Steel screw (G5) A30 Steel 0.324" 0.125" #14, Steel screw (G5) S. Pine 0.9W' 1.375" #14, Steel screw (G5) Sit. Stud, Gr 33 0.361" .04V/11813a#14, Steel screw (G5) Alum. 6063-T6 0.381" 0.125" A36 Steel 0.361" 0.125" #14, Steel screw (05) 1/4" Steel Ultracon S. Pine 1" 1.375" 1/4" 410 SS CreteFlex S. Pine T' 1.375" LA 5/16" Steel Ultracon S. Pine 1.26" 1.375" the longer "A" & B' DIMENSIONS MAY anchors. ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. I� „A" l DIM. - I �•.+— "B" DIM. T "E" DIM. DIM. ANCHORAGE, WOOD SUBSTRATE nu.: ALUMINUM PICTURE WINDOW. IMPACT PW -701 I NTS 15 .1 8 I 4259-4 PRODUCFREVISED as complying with the Florida BuBding Cock �I—�"{•�.I f_ Acceptance No Miami Dade Product Control LYNN k,"'11 "/ / * ' No.58705 _ 10 TA I �\ IMh��`E. P.E.# 58705 NOTES: 1. ANY ONE SIDE CANNOT BE MORE THAN 145" AND HAVE AN AREA OF MORE THAN 32FT2. 2. FOR SIZES NOT SHOWN, ROUND -UP P TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BF CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. NO CHANCE THIS SHEET 7D_=RMR72ATr0 10 INCLUDE 1070 TECHNOLOGY DRIVE INFORMATION FOR LARGER WINDOWS. N. VENICE, FL 34275 NEW SHEET P.O. BOX 1529 ,W.: NOKOMIS, FL 34274 Head, Sill and Jamb Anchor Quantities into Masonry (Anchor Types 5-7) M in. Min. Anchor Anchor Description Substrate Edge Embed - Ty pe "A" or "B" Dimension (in) Type 24 Distance 30 1 36 Hollow Block 42 1.25" 48 54 60 67.875 Anchor 5 6 7 5 6 7 5 8 7 5 6 7 5 6 1 7 5 6 7 5 6 7 5 6 7 Hollow Block 1" 1.25" Location" 1/4" 410 SS CreteFlex 3.35k Concrete 1" 1" Steel Ult aeon Hollow Block 1.563" 1.25" Jamb 4 3 3 4 4 3 4 4 3 4 4 3 4 4 3 4 4 3 4 4 3 4 4 3 36 Head/Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 4 6 6 5 6 6 5 7 7 6 Jamb 5 4 4 5 5 4 5 5 4 6 5 5 6 5 5 6 5 5 6 5 5 6 5 5 48 1 Head/Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 8 1 7 7 Jamb 6 5 5 6 6 5 6 6 5 7 6 6 7 6 6 7 6 6 7 6 6 7 6 6 60 Head/Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 8 7 7 Jamb 7 6 6 7 6 6 7 7 6. 8 7 7 8 7 7 8 7 7 8 7 7 8 8 7 67.876 Head/Sill 2 2 2 3 3 3 4 4 3 5 6 4 6 5 5 7 6 6 7 6 6 8 8 7 Jamb 8 6 6 8 7 6 8 7 6 8 7 7 9 7 7 9 7 7 9 8 7 72 Head/Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 Jamb 8 7 7 8 7 7 8 8 7 8 8 8 9 8 8 9 8 8 9 8 8 76.8 yo Hedd/Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 7 6 6 7 6 6 E Jamb 9 7 7 9 8 7 9 8 7 9 8 8 10 8 8 10 8 6 84 Head/Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 7 6Jamb 9 7 7 9 8 7 9 8 7 9 6 8 10 8 8 10 a d6le ii 85.3Head/Sill m 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 7 6 Jamb 10 8 8 10 9 8 10 9 8 10 9 1 9 11 99 96 Head/Sill 2 2 2 3 3 3 4 4 3 5 5 4 6 5 5 Jamb 12 9 9 12 10 9 12 101 9 12 101101 109.7 Head/Sill 2 2 2 3 3 3 4 4 1 35 5 4 " Width and Height dimensions may 120 Jamb 13 10 10 13 11 10 13 11 10 be reversed to locate anchor Head/Sill 2 2 2 3 3 3 4 4 3 quantities on the table. If so, the Jamb 13 11 11 13 12 11 13 12 11 Head/Sill and Jamb rows must also 128 Head/Sill 2 2 2 3 3 3 4 4 3 be reversed so that the longer Jamb 15 12 12 15 13 12 dimension gets the most anchors. 145 Head/Sill 2 2 2 3 3 1 3 NOTES: 1. ANY ONE SIDE CANNOT BE MORE THAN 145" AND HAVE AN AREA OF MORE THAN 32FT2. 2. FOR SIZES NOT SHOWN, ROUND -UP P TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BF CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. NO CHANCE THIS SHEET 7D_=RMR72ATr0 10 INCLUDE 1070 TECHNOLOGY DRIVE INFORMATION FOR LARGER WINDOWS. N. VENICE, FL 34275 NEW SHEET P.O. BOX 1529 ,W.: NOKOMIS, FL 34274 "A" & "B" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. "A" DIM. +- "B" DIM. ►I \ \� "B" DIM. „A" \ DIM. \\ ANCHORAGE, MASONRY SUBSTRATE ALUMINUM PICTURE WINDOW, IMPACT PW -70.1 I NTS 17 "1 8 I 4259-4 PRODDCTRBVtSED w conrplyin8 with the Florida 13utlding Code _ I' • �� Acceplarlw No Fatp n otc n Miami Dede Product Contra 'gj LYNN M/ '//,� ie .• t..\CFNS� '•. 'P * ' No.58705 ':�- co as N STATE a/ ZONM lll P e. P.E.# 58705 lo M in. Min. Anchor Anchor Description Substrate Edge Embed - Ty pe Distance ment 1/4" Steel Ult acon Hollow Block 1" 1.25" 1/4" Steel Ultracon 2.7k Concrete 1" 1.375" 6 1/4" 410 SS CreteFlex Hollow Block 1" 1.25" 1/4" 410 SS CreteFlex 3.35k Concrete 1" 1" Steel Ult aeon Hollow Block 1.563" 1.25" 5/18" Steel Ultracon 3.5k Concrete 1.25" 1" "A" & "B" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. "A" DIM. +- "B" DIM. ►I \ \� "B" DIM. „A" \ DIM. \\ ANCHORAGE, MASONRY SUBSTRATE ALUMINUM PICTURE WINDOW, IMPACT PW -70.1 I NTS 17 "1 8 I 4259-4 PRODDCTRBVtSED w conrplyin8 with the Florida 13utlding Code _ I' • �� Acceplarlw No Fatp n otc n Miami Dede Product Contra 'gj LYNN M/ '//,� ie .• t..\CFNS� '•. 'P * ' No.58705 ':�- co as N STATE a/ ZONM lll P e. P.E.# 58705 lo 2.784" .094" 2.500" .062" --► .062" .077„ 1.125" 1. .062" FLANGED FRAME O MAT'L: 6063—T5 DWG NO. 4253 INTEGRAL FIN FRAME O MAT'L: 6C63—T5 DWG NO. 4256A .970" –1 975" .050" --►I f-•– . _..L 7/16" LAMI GLASS BEAD ao MAT'L: 6063—T5 DWG NO. 4255 .975" �- 1-1 .974" -1 .047 1-1/16" LAMI I.G, GLASS BEAD INSTALL. FASTENER COVER 11 MAT'L: 6063—T5 1s MAT'L: 6063—T5 DWG NO. 4254 DWG NO. 4224 ITEM DWG # PART # DESCRIPTION 1 4256A 64256 Integral fin frame head, sill & jamb 2 4253 64253 Flanged frame head, sill & jamb 7 1155 781 PDX #8 x 1 Quad PH SMS stainless steel 8 Schnee -Morehead SM5504 acryl-r narrowjoint sealant or 10 4255 64255 7/16 lami glass bead 11 4254 64254 1-1/16lami I.G. glass bead 12 1224 BTP247 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 7/16" Jami glass: 3/16" annealed -.090 DuPont Butacite or 17 Saflex KeepSafe Maximum PVB interlayer - 3/16" heat strengthened 14/16" lami I.G. glass: 3/16" heat strengthened outboard - 18 7/16" airspace - 3/16" annealed - .090 DuPont Butacite or Saflex KeepSafe Maximum PVB interlayer - 3/16" heat strengthened 20 4262 64262 Architectural corner key 7116" lama glass: 3/16" heat strengthened - .090 DuPont 21 Butacite or Saflex KeepSafe Maximum PVB interlayer - 3/16" heat strengthened 1-1116" lami I.G. glass: 3/16" heat strengthened outboard - 22 7/16" airspace - 3/16" heat strengthened - .090 DuPont Butacite or Saflex KeepSafe Maximum PVB interlayer - 3/16" heat strengthened NO CHANCE THIS SHEET EXTRUSION PROFILES & PARTS LIST INCLUDE 1070 TECHNOLOGY DRIVE INFORMATION FOR LARGER WINDOWS, N. VENICE, FL 34275 Tnie: P.O. Box 1529 ALUMINUM PICTURE WINDOW, IMPACT NOKOMIS, FL 34274® Setlee/M" s'" Sheet: pawNg No. aw-7o+ NTS 1 8 " 8 425.9-4 REVISED gwilh the Florida LYNN 41/4'111, ��'.•'��O,F.NSF '•. 'P � 4,0 � Na. 58705 _a! 60t;1rqz('1ST S/ON SA1- �? A. /jdd I MIIId,� P.E. P.E./ 58705 1 MIAMI- MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.lniamidade.gov/i)era/ 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 and accepted by Miami -Dade County PERA -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SGD-770" Aluminum Sliding Glass Doors w / wo Reinforcements APPROVAL DOCUMENT: Drawing No.PGT0002 Rev C, titled "Series 770 Alum SGD-LMI", sheets 1 through 23 of 23, prepared by manufacturer, dated 08/05/07 and last revised on 10/11/11, signed and sealed by Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitations: 1. See table 1, 2 & 3, sheets 7, 8 & 9 of this approved drawing set for applicable SGD unit sizes, design pressures, reinforcements, glass types, sill riser and anchors requirements. 2. Egress operable doors must comply with min clear width per FBC, as applicable. 3. All laminated glazing options are with interior HS glass, see glazing options, sheet 1, 5 & 6. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has 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 # 09-0826.10 and consists of this page I and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. M{AM4DADE COUNTY NOA No 11-1018.14 Expiration Date: February 17, 2015 Approval Date: December 01, 2011 Page I T PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (transferred from file # 09-0826.10). 2. Drawing No.PGT0002 Rev C, titled "Series 770 Alum SGD-LMT", sheets 1 through 23 of 23, prepared by manufacturer, dated 08/05/07 and last revised on 10/11/11, signed and sealed by Lynn Miller, P.E. B. TESTS (transferred from file # 09-0826.10) Test report on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94, 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202-94 Along with marked -up drawings and installation diagram of aluminum Sliding Glass Doors, prepared by Fenestration Testing Laboratory, Inc., Test Report No FTL-5980, FTL-5993, FTL-6036, FTL-6001, FTL-6014, FTL-6015, FTL-6017, FTL-6023, FTL-6024, FTL- 6025, FTL-6028, FTL-6031, FTL-6033 and FTL-6036 dated 08/10/09, all signed and sealed by Julio Gonzales, P.E. Note: The test reports No. FTL 5980, FTL 6001 and FTL 6015 have been revised and reissued on 12/29/09, signed and sealed by Julio Gonzales, P.E. C. CALCULATIONS 1. Statement letter dated OCT 11, 2011 of compliance to FBC 2007 & FBC 2010, prepared by PGT, signed & sealed by Lynn Miller, P.E. 2. Statement letter dated 10/07/11, Successor Engineer adopting the another engineer's work per FAR 61G15-27-001, signed & sealed by Lynn Miller, P.E. 3. Anchor verification and comparative analysis dated 08-19-09, 12/03/09, 01/06/10 and last revised on 01/08/10, prepared by PTC, LLC, Robert J. Amoruso, P.E. (transferred from file # 09-0826.10) 4. Glazing complies with ASTME-1300-02 &-04 D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07-1116.04 issued to E.I. DuPont De Nemours & CO., Inc. for "DuPont SentryGlas ® Plus", expiring on 01/14/2012. 2. Notice of Acceptance No. 11-0624.01 issued to "E.I. DuPont Denemours" for "DuPont Butacite ® PVB", expiring on 12/11/16. F. STATEMENTS 1. Statement letter dated OCT 11, 2011 of compliance to FBC 2007 & FBC 2010 and "No financial interest", prepared by PGT, signed & sealed by Lynn Miller, P.E. 1. Statement letter of conformance to FBC 2007 and no financial interest, dated 08-19- 09, signed by Robert J. Amoruso, P.E. (transferred from file # 09-0826.10) 2. Letter of lab compliance, part of the above test reports. G. OTHER 1. This NOA revises # 09-0826.10, expiring February 17, 2015. 2. Test proposals No(s) 09-0177, 0177-A, B & C approved byCC�.y Ito"_, Ishaq I. Chanda, P.E. Product Control Examiner NOA No 11-1018.14 Expiration Date: February 17, 2015 Approval Date: December 01, 2011 E-1 GENERAL NOTES: SERIES 770 LMI SLIDING GLASS DOOR DESIGN PRESSURE CHART NOA DRAWING MAP 1. GLAZING TYPE OPTIONS: (GLASS RECIPES ARE FROM EXTERIOR TO INTERIOR) GLASS STRENGTHS - T = TEMPERED HS =HEAT STRENGTHED SEE TABLES 1, 2 & 3 ON SHEET INTERLAYER TYPES - SGP = .090 DUPONT SENTRY GLAS PLUS DBPVB =.090 DUPONT BUTACITE PVB GENERAL NOTES.............1 G3 - 7/16" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 DBPVB INTERLAYER. SHEETS 7,8 & 9 QUALIFIED CONFIG.......... 2-4 G4 - 7116" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 SGP INTERLAYER. GLAZING DETAILS ............ 5-6 G3A - 9/16" LAMINATED: (2) LITES OF 1/4" HS GLASS WITH AN .090 DBPVB INTERLAYER. ANCHORAGE.... ................. 7-15 G4A - 9/16" LAMINATED: (2) LITES OF 1/4" HS GLASS WITH AN .090 SGP INTERLAYER, DESIGN PRESSURES ....... 7-9 G5 - AMINATE D I.G, I.G. 3/16" T EXT. CAP ;_35/8" AIR SPACE + 7/16" LAMINATED; (2) LITES OF 3/16" HS GLASS WITH AN .090 DBPVB INTERLAYER. ELEVATIONS ..................... 15-16 G6 -1"[A NATED I.G. 3/16" TEXT. CAP + 3/8" AIR SPACE + 7/16" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 SGP INTERLAYER. CONFIGURATIONS ........... 17 G5A - 1" LAMINATED I.G. 1/4" T EXT. CAP + 5/16" AIR SPACE + 7/16" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 DBPVB INTERLAYER. VERT. SECTIONS..............18 G6A - 1" LAMINATED I.G. 1/4'T EXT. CAP + 5/16" AIR SPACE + 7/16" LAMINATED: (2) LITES OF 3/16" HS GLASS WITH AN .090 SGP INTERLAYER. HORIZ. SECTIONS ............ 19-20 2. DESIGN PRESSURES: —' PARTS LIST ....................... 21 A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. EXTRUSIONS .................... 22-23 B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. 3. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. FOR ANCHORAGE DETAILS SEE SHEETS 7 THROUGH 15. 4. SHUTTERS ARE NOT REQUIRED. 5. INSTALLATION SCREWS, FRAME AND PANEL CORNERS TO BE SEALED WITH NARROW JOINT SEALANT. & REFERENCES: TEST REPORTS FTL-5980, FTL-5993, FTL-6001, FTL-6014, FTL-6015, FTL-6017, FTL-6022, FTL-6023, FTL-6024, FTL-6025, FTL-6028, FTL-6031, FTL-6033 AND FTL-6038, DATED 8/7/09. ELCO TEXTRON NOA: 07-0425.01, 03-0225.05, ANSI/AF&PA NDS -2005 FOR WOOD CONSTRUCTION AND ADM -2005 ALUMINUM DESIGN MANUAL 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8. DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER FLORIDA BUILDING CODE, AS APPLICABLE. 9. CONFIGURATIONS[ SEE DP TABLES (SHEETS 7-9) AND CONFIGURATION ILLUSTRATIONS (SHEETS 2-4). A. D.L.O. WIDTH= PANEL WIDTH -7" B. D.L.O. HEIGHT= PANEL HEIGHT - 8.25" NOTES PERTAINING TO ANCHORAGE DETAILS ON SHTS. 13-15: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4" OR 5/16" ULTRACON (FORMERLY TAPCON )CONCRETE SCREWS OR 1/4" ELCO SS4 CRETE -FLEX. SEE TABLE ON THIS SHEET FOR EMBEDMENT, EDGE DISTANCE AND SUBSTRATE REQUIREMENTS. 2. FOR WOOD APPLICATIONS USE #12 STEEL SCREWS (G5). 1/4" ELCO SS4 CRETE -FLEX MAYBE USED INSTEAD OF #12 SCREWS (PAN HEAD). 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2" THICK. lx WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 4. FOR ATTACHMENT TO ALUMINUM: THE ALUMINUM SHALL BE A MINIMUM STRENGTH OF 6063-T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS USING 2x WOOD BUCKS. THE ANCHORS SHALL BE #12 SHEET METAL SCREWS WITH FULL THREAD ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE FULL DESIGN PRESSURES USING ANCHORAGE REQUIREMENTS SHOWN IN TABLES 1-3, SHTS. 7-9, FOR ANCHOR TYPE 4 ARE ACCEPTABLE. 5. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) (MAX. 1/4" SHIM SPACE FOR GROUT) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. Concrete Screw Anchorage Mlnlmum Embedment and M n mum dge stance Requirements Concrete Strength Requirements Type Dia. 1c' Elco Ulhacon 7/a 2700 psi 5/73" 3560 psi Elco Crete -Flex SS4 114" 3350 psi FBC 2010 CODE rO TECHNOLOGYORIVE NOKOMIS, FL 34276 P.O. BOX 1628 NOKOMIS, F134274 Masonry Strength Requlremente Ungrounted CMU Head and $111 Jamba ASTM 490 with groes -172 V Grouted CMU (e Seclhns 2105.2.2.1.2 antl Concrete Un -Grouted CMU Grouted CMU Type Die. Min. Emb. Min. Ed Min. Emb. Mlo. Ed Min. Emb. Min. Ed 1/4" 1 3/a 2 1/2 1 114 2 112 1 3/4 2 1/2 Elco U{hacon 6116" 1 314 1 1/4 1 114 1 9/18 1 3/4 2 1/2 Elco CreteFlax 334 114" 1 314 2 112 1 114 2 1/2 Not Recommentled Definitions: Emb. =Embedment P-Hook(Anchor Tension) P4iook Mounting Adopter (Anchor Shear) Ed = Edge Distance Concrete Grouted CMU Concrete Grouted CMU Min. = Minimum Type bia. Min, Emb. Min. Ed Min. Emb. Min. Ed Min. Emb. Min. Ed Min. Emb. Min. Ed Elco Ultrecon 1/4" 1 3/4 2 1/2 1 314 2 1/2 1 3/4 2 112 1 3/4 1 V4 CONCRETE SCREWS STRE Elco CreteFlex SS4 1/4" 1 3/4 2 1/2 Not Recommended 1 3/4 2 1/2 Not Recommended Fy MIN. = 135 KSI Fu=177 KSI FBC 2010 CODE rO TECHNOLOGYORIVE NOKOMIS, FL 34276 P.O. BOX 1628 NOKOMIS, F134274 Masonry Strength Requlremente Ungrounted CMU ASTM 400 ASTM 490 with groes -172 V Grouted CMU (e Seclhns 2105.2.2.1.2 antl R809 olthe FBC. Wood crews (Head, Sill & Jambs) in. Type Min. Emb Min. Ed #12 Wood Screw 1 318" 1" Elco Crete -Flex SS, 1318" 1" NOTHS: UNLESS _QTHERWISENOTED GENERAL SERIES 7; SGO770 I NTS JM SGD - LMI a"wow "r 23 PGT0002 nwnucr it6V l— ha 0."' h� wN6 lb. Fkr11\ \" I LYNN .. i '.�GENSS •'•�� -k ; Iyo.58705 �O••. SYATE DF ///SS/OII N A� ,," A. LYN4 MILLER, P.E. P.E.# 58705 ►7 APPROVED CONFIGURATIONS: SEE D.P. TABLE, SHTS. 7-9 S TA SF i CFP Il P TART P SEE D.P. TABLE, SHTS. 7-9 M�AW xo, ox, xx, xxp SHTS. 7-9 I t I SEE P DP s TABLE T SHTS. / / ' SEE s �wo�i DP T =M TABLE SHTS. 7-9 1 C% 7-9 15 m I 1 I -9 xp 1a 1 S TA SF i CFP Il P TART P SEE D.P. TABLE, SHTS. 7-9 M�AW xo, ox, xx, xxp —_J SEE DP TABLE SHTS. 7-9 SEE D.P. TABLE. oxo, oxx, xxo, oxxp, xxxp III ,-T ----- R 4w�ujy q wN "-,k I oxxo, Xxxo, oxxx, xxxx, 3 3 13 p CORNER, TYP. POCKET, TYP. POCKET DOORS: ALL CONFIGURATIONS SHOWN ALSO AVAILABLE AS POCKET DOORS AT EITHER JAMB LOCATION USING DETAIL "S" OR "T" INSTALLATION. EXAMPLE: XXXX IN POCKET CONFIGURATION CAN BE pXXXXp, pXXXX OR XXXXp. OXXX IN POCKET CONFIGURATION CAN BE OXXXp. POCKET DOOR REQUIRES OPERABLE PANEL. X SIGNIFIES OPERABLE PANEL. O SIGNIFIES INOPERABLE PANEL. Deb: - I R.*bm: _ D -*p : I. 10/11/11 C NO CHANGE THIS SHEET QUALIFIED CONFIGURATIONS r. Dare: R. 1070 TECHNOLOGYDRIVE IC 01/05/10 B PER MIAMI DADE COMMENTS NOKOMIS, FL 34275 '" • PER MIAMI R. SERIES 770 ALUM. SGD - LMI IC 11/16/09 A DA COMMENTS P.O. Box 1529 s.ro.x�44: 4a.re: n D.ro: aey Da*.-NOXOMIS, FL 94274 IC 08/05/09 ,,;.,,oNTS 2 123 1 PGT0002 ,,�nuull No.58705 * = = n 11 4, OT'.. STATE OF (V /'',,,CONAL A. LYNN�ILL�R1P E. P.E.# 58705 SHTS. 7-9 I t _J EE O P BLE R ITS. 8 -9 —_J SEE DP TABLE SHTS. 7-9 SEE D.P. TABLE. oxo, oxx, xxo, oxxp, xxxp III ,-T ----- R 4w�ujy q wN "-,k I oxxo, Xxxo, oxxx, xxxx, 3 3 13 p CORNER, TYP. POCKET, TYP. POCKET DOORS: ALL CONFIGURATIONS SHOWN ALSO AVAILABLE AS POCKET DOORS AT EITHER JAMB LOCATION USING DETAIL "S" OR "T" INSTALLATION. EXAMPLE: XXXX IN POCKET CONFIGURATION CAN BE pXXXXp, pXXXX OR XXXXp. OXXX IN POCKET CONFIGURATION CAN BE OXXXp. POCKET DOOR REQUIRES OPERABLE PANEL. X SIGNIFIES OPERABLE PANEL. O SIGNIFIES INOPERABLE PANEL. Deb: - I R.*bm: _ D -*p : I. 10/11/11 C NO CHANGE THIS SHEET QUALIFIED CONFIGURATIONS r. Dare: R. 1070 TECHNOLOGYDRIVE IC 01/05/10 B PER MIAMI DADE COMMENTS NOKOMIS, FL 34275 '" • PER MIAMI R. SERIES 770 ALUM. SGD - LMI IC 11/16/09 A DA COMMENTS P.O. Box 1529 s.ro.x�44: 4a.re: n D.ro: aey Da*.-NOXOMIS, FL 94274 IC 08/05/09 ,,;.,,oNTS 2 123 1 PGT0002 ,,�nuull No.58705 * = = n 11 4, OT'.. STATE OF (V /'',,,CONAL A. LYNN�ILL�R1P E. P.E.# 58705 SEE D.P. TABLE, I I I I S "DP o IS �1 TA '� SH TS. I �(�(�( �(�(v�/ v�/�/ �(�( vv� x xxxxxp , SEE 90° CORNER EXAMPLE AND POCKET DOOR NOTE ON SHEET 2 rnonucr �vlccrP SEE D.P. TABLE, ems` "�w: tTz1T T afto� ON" I 1 S I LI TA P ;ggl qlAlV S 7MjApy ' I I 1 I yYYYY�(Y� Y�(Y�(YYY�(Y� Y�Y�(YY��(( Y�(YYYY �/�/'�/�/�/ XXXXXXp P� LICENSE : P* ` * ' No. 58705 APPROVED CONFIGURATIONS fteawer. Oak: ftea4/ona: .' �� [• fill W J.J. 10/11/11 C NO CHANGE THIS SHEET �'°k"' %pO'•, STATE F n k: awawae; to7a7�cNNoiocroRrvE QUALIFIED CONFIGURATIONS % T •, "4 R1pP•.•' SMC 01/05/10 B PER MIAMI DADE COMMENTS NOKOMIS, FL 94275 TMo� ' ��S...... a SMC 11/96/09 ftaA PER MIAMI DADE COMMENTS P.O. eqx 1520 SERIES 770 ALUM. SGO - LMI o,aS er �.: cnxaaa ey. Dale; NOKOMIS, FL 94274 sn..aae.e 4oek: en«r, o°'"`°r'" "°• A. LYNN'h�ILL�Ii� P.E. SMC 08/05/09 SGD770 PI %$ 3 -23 PGT0002 C P.E.# 58705 HTS. SHTS.7-9 , c , _s BLE ' EE /' , / / / , / ; T -9 � I)j-9 ' 1 s J� 6 DBE HTS. SHTS. 7-9 , _s EE /' , / / / , / � I)j-9 s J� APPROVED CONFIGURATIONS: S TA SF i CFF n P TAR[ F xxxxxxXp SEE 900 CORNER EXAMPLE AND POCKET DOOR NOTE ON SHEET 2 CFF n P TART F S TA SF \f------ 11 hWI %,.----- J SHTS. 7-8 _J EE1p , BLE o )p MIA _1V BLE Jul Q TS. ITS. -9 —9 1e _J xxxxxxXp SEE 900 CORNER EXAMPLE AND POCKET DOOR NOTE ON SHEET 2 CFF n P TART F S TA SF \f------ 11 hWI %,.----- J oM/WVxo1 xxxxxxX01 oxxxxxM1 NWxxMX1 XXXXXXXXp NO CHANGE THIS SHEET 1 SMC I 11/iMS I A I PER MIAMI DADE COMMENTS I 1070 TECHNOLOGY DR. NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS. FL 34274 SERIES 77Q,�INTSLUM. SGD - LMI IMYM1foOeA' BwM: 6M1M1: Onxhp lb. SG07M 4 a 23 PGT0002 vwDui+r wtyl>:6■A M.."oyu■1iN f1e41l� �� .i� ,v I 64� 11/■d bade. � ��.•'�\GENSF •'•.'P NO. 58705 •STATE OF10, �''�SSIONII AL �`••�• A. LYNNILLER, P E. P.E.#58705 SHTS. 7-9 D , _J EE )p MIA _1V BLE Jul I tl ITS. —9 1e _J oM/WVxo1 xxxxxxX01 oxxxxxM1 NWxxMX1 XXXXXXXXp NO CHANGE THIS SHEET 1 SMC I 11/iMS I A I PER MIAMI DADE COMMENTS I 1070 TECHNOLOGY DR. NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS. FL 34274 SERIES 77Q,�INTSLUM. SGD - LMI IMYM1foOeA' BwM: 6M1M1: Onxhp lb. SG07M 4 a 23 PGT0002 vwDui+r wtyl>:6■A M.."oyu■1iN f1e41l� �� .i� ,v I 64� 11/■d bade. � ��.•'�\GENSF •'•.'P NO. 58705 •STATE OF10, �''�SSIONII AL �`••�• A. LYNNILLER, P E. P.E.#58705 EXTERIOR @3/16" HS GLASS EXTERIOR 204 3/16" HS GLASS .090 DBPVB 3/16" HS GLASS 74 .090 SGP 3/16" HS GLASSr314"�NOM. 7/16" NOM. 7/16" NOM. 82 82 82 3/4" NOM. GLASS S 80 BITE 80 54 54 7/16" LAMINATED GLASS TYPES G3 7/16" LAMINATED GLASS TYPES G4 EXTERIOR 203 1/4" HS GLASS EXTERIOR 205 1/4" HS GLASS .090 DBPVB 74 .090 SGP 1/4" HS GLASS 1/4" HS GLASS 9/18" NOM. 9/16" No 82 3/4" NOM. GLASSS 81 BITE Wr&4�'NOM. 54 9/16" LAMINATED GLASS TYPES G3A 9/16" LAMINATED GLASS TYPES G4A NO CHANGE THIS SHEET GLAZING DETAILS 1070 TECHNOLOGY ORNE NOKOMIS, FL 94275 P.O. BOX 1520 SERIES 770 ALUMINUM SGD - LMI PER MIAMI DADE COMMENTS PTS ".w: ar"ac u,.w�yra. Petr. NOKOMIS, FL 34274 SGD770 NTS 5 w 23 PGT0002 rwDUCT "Vima • 4" Plo.2 *INS 16" Fla" Ll 1prkwl.� wr-zl 17 I 1 S: OLYNN 41/4e"11,, ��; • �,,GENSE k No. 58705 W A '•. STATE F , Ptomv SSIONN-` � A. LYNN MILIL�,�P.E. P.E.# 58705 EXTERIOR @3/16" HS GLASS 212 3/16" HS GLASS .090 DBPVB EXTERIOR 0090 SGP 3/16" HS GLASS 3116" HS GLASS 3/8" AIR SPACE 74 3/8" AIR SPACE 74 3/16" T GLASS 3/16" T GLASS 1" NOM. 1" NOM. 83 83 3/4" NOM. 3/4" NOM. GLASS GLASS 79 BITE 7 BITE TRUSEAL DURASEAL SPACER TRUSEAL DURASEAL SPACER --/ 1" LAMINATED I.G. TYPES G5 55 1" LAMINATED I.G. TYPES G6 55 rwl)vcr uvww MI. EXTERIOR 211 3/16" HS GLASS 213 3116" HIS GLASS 1 4 .090 DBPVB EXTERIOR .090 SGP 3/16" HS GLASS 3/16" HS GLASS 5/16" AIR SPACE 74 5/16" AIR SPACE 74 1/4" T GLASS 1/4" T GLASS 1" NOM. 1" NOM. 83 83 314" NOM.:�4 3/4" NOM. GLASS GLASS '79 BITE 79 BITE ��ilulll \�� I LYNN k '// /I '•�� TRUSEAL DURASEAL SPACER TRUSEAL DURASEAL SPACER 55 1" LAMINATED I.G. TYPES G5A 55 1" LAMINATED I.G. TYPES G6A \:��. ��GENSE * ; 140.58705 �• '. I D II I I : era BY• Wro: FMabna' Maw '• Q •' STATE 4P ��\ J.J. 10/11/11 C NO CHANGE THIS SHEET 1070 TECHNOLOGYDRNE NOKOMIS, FL 94275 GLAZING DETAILS 0,�, ''•., FLOR\OP'•��' :� i�SSION A� I I I' " eve er a Fe eXM SERIES 770 ALUMINUM SGD - LMI SMC 11/16109 A PER MIAMI DADE COMMENTS P.O. Box 1529 FL 34274 ® en«e K aenorx+oeei: ea a:TS 2.9 PGT0002 .1017711N 6 Ba.C i A. LYY NN M1i11.L�R, P.E. P.E.# 58705 oe.wea=ar ..NOKOMIS, D. -Py. ro: cn SMC 06105/09 DESIGN PRESSURE AND ANCHORAGE -UN-REINFORCED -STANDARD STILE -STANDARD ASTRAGAL TABLE I. > HEAD & SILL (H&S) INTERLOCK, STRAIGHT & CORNERASTRAGAL CLUSTER PLUS INTERMEDIATE ANCHOR QTY. PER PANEL H & S. > JAMB ANCHOR QTY. >P -HOOK ANCHOR QTY. Anchor Types: G3 - 7/iV LAMINATED GLASS - (3116" H.S. / PJB 13116" H.S.) 1) '1/4" ELCO ULTRACON (FORMERLY TAPCCN G3A - 9/16" LAMINATED GLASS - (1/4" H.S. I W B / 1/4" H.S.) 2) '1/4" SS4 CRETE-FLD( G5 - 7116" LAMINATED I.G.U. - (3/16" TEMP. /AIR/ 3/16" H.S. / PJB / 3/16" H.S.) 3) '5/16" ULTRACON G5A - 7/16" LAMINATED I.G.U. - (1/4" TEMP. /AIR/ 3/16" H.S. l PJB 13116" H.S.) 4) '#12 STEEL SCREW (G5) ' SEE A NCHORAGE NOTES 1 & 2 ON SHEET 1. UNIT HEIGHT 80 84 90 96 U Z O O NOM. PANEL FRAME O U O O WIDTH SIDE N ttl V N N m N N r , M N N — M V N GLASS TYPE - 3, 3A 5, 5A +60 -60.0 +60 -60.0 +60 -60.0 +60 -60.0 H&S C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 24 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 yt d P -HOOK 5 5 5 5 5 5 6 5 5 5 5 5 GLASS TYPE - 3, 3A 5, 5A +60 -60.0 +60 -60.0 +60 -60.0 +60 .60.0 0 H&S C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 30 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 y� d P -HOOK 5 5 5 5 5 5 6 5 5 5 5 5 GLASS TYPE - 3, 3A 5, 5A +60 -60.0 +60 -60.0 +60 -60.0 +60 -60.0 m H&S C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+l C4+2 C4+1 C4+1 C4+2 36 JAMB 10 10 10 10 10 10 1D 10 1D 10 10 10 d` I P -HOOK 5 5 5 5 6 5 5 5 5 5 5 6 GLASS TYPE- 3,3A 5, 5A +60 -60.0 +60 -60.0 +60 -60.0 +60 -60.0 B H&S C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 42 FJAMB-1 10 10 10 10 10 10 10 10 10 10 10 10 ¢` P -HOOK 5 5 5 5 1 5 5 6 6 6 6 6 6 GLASS TYPE - 3, 3A 5, 5A 1 +60 •60.0 1 +60 -60.0 +60 -60.0 +60 0 H&S C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 C4+1 C4+1 C4+2 48 JAMB 10 10 10 10 10 10 10 10 10 10 10 d` I P -HOOK 1 5 1 5 5 1 6 6 6 1 6 8 1 6 7 7 1 7 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 3114 SILL. 2. WHEN USING THE 2 1/2" SILL, POSITIVE WATER DP IS 46.67 PSF MAX. WHEN USING THE 4" SILL POSITIVE WATER DP IS 60.0 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 1A. 3.4", 31/4" AND 2 1/2" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 1/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. SEE SHEETS 10 THROUGH 15 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 5. DOOR SIZE TO COMPLY WITH FBC EGRESS REQUIREMENTS. THIS SHEET I SMC I 11/16/09 I A I PER MIAMIDADE COMMENTS _ I O= EXAMPLE ON SHEET 10 TABLE 1A SILL HT. VS POS. DP SILL RISE (+) DESIGN HEIGHT LOAD FLUSH 1-1/2" WA LOW 2-1/2" +45.67 PSF MED 3-1/4" +60.0 PSF HIGH 4" +60.0 PSF SEE N679 1-3 NOKOMIS, FL 34276 P.O. BOX 1629 NOKOMIS, FL 34274 DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT - NOM. PANEL HEIGHT - 8.25" 90" OUTSIDE CORNER 90" INSIDE CORNER OH LENGTH OVERHANG OH LENGTH OH OH HEIGHT HEIGHT EQUAL TO 1 OI OR GREATER •,j-- ❑ SEE NOTE 3 770 ALUMINUM SGD - LMI �. e7 n.""mpr% ' NTS 7 w 23 PGT0002 MkopjM#IyMg wb tbe PImi& � 1 -ID •I�i � z Illllr/ LVNN.../�F�i, No. 58705 ._ CC LIJ Z: 44/ STATE OF :• �: PLO R�QP'�G,: ' �SS/ON AL� A. LYNNIMILLkw P.E. P.E.# 68705 DESIGN PRESSURE AND ANCHORAGE -UN -REINFORCED -HEAVY DUTY STILE -STANDARD ASTRAGAL - TABLE2. > HFAD& SILL (HAS) INTERLOCK & STRAIGHT& CORNERASTR4GAL CLUSTER PLUS INTERMEDATEANCHOR QTY. PER PANEL H & S, ,0'I LYNN 4111 '4F'Q EQUAL TO I >JAMBANCHOROTY. >P -HOOK ANCHOR QTY. �`TON��ENSt; ? *' 58705 SEE NOTE 3 G .. to 11 11 .p STATE OF Anchor ryp- 3D - LMI G4.7116" LAWATED GLASS - (3116" H.S. / SGP / 3/16' H S.) PGT0002 C P.E.# $8705 1) •114" ELOO ULTRACON (FORMERLY TAPCON G4A - 9/16" LAMNATED GLASS - (1/4" H.S. / SGP/ 1/4• HS.) 2) '114" 884 CREPE -FLEX G6 - 7/16" LAWATED I.G.U. - (3116" TEW.. /AIR/ 3116" H.S. I SGP/ 3/18" H.S.) 3) '5/18" ULTRACON GEA - 7/16" LAMNATID I.G.U. - (1/4" TEM'. /ARI 3H8" H.S. / SGP / 3/16" H.S.) 4) •#12 STEEL SCREW (G5) 'SEEANCHORAGENDTESI&2ONSHEETI. UNITHEIGHT 80 1 84 90 1 98 1 102 108 114 120 NOM. PANEL FRAMEO 9 O O O O 0tl O O WIDTH SIDE �- N � SS N -- N � N '• S N '-' N � fV U � ' fV GLASS TYPE -4,4A 6, SA 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 80.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 H&S C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+i C8+2 C4+1 C4+1 C8+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 06+2 C4+1 C4+1 C6+2 24 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 12 a P -HOOK 5 5 5 5 5 5 5 5 5 5 5 5 6 6 8 6 6 6 6 6 6 6 6 6 GLASS TYPE -4, 4A 6, BA 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -80.0 60.0 -80.0 H&S C4+1 94+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+i C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C8+2 C4+1 C4+1 C6+2 3011 JAdB 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 12 1 P -HOOK 6 5 5 5 6 5 5 6 5 5 5 5 6 6 6 6 6 8 6 1 8 1 6 6 6 6 GLASS TYPE -4,4A 6,6A 60.0 -60.0 60.0 .60.0 60.0 •60.0 60.0 -60.0 1 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 460.0 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C8+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 38j::H&S AMB 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 12 6` P -HOOK 5 5 5 5 5 5 5 5 5 5 5 6 8 6 6 8 1 6 8 7 7 7 7 7 7 GLASS TYPE -4,4A,6. BA 60.0 480.0 60.0 -60.0 80.0 -60.0 80.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 H&S C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 G4+1 C4+1 C6+2 C4+1 C4+1 C8+2 C4+i C4+1 C8+2 C4+1 C4+1 C8+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 42 JAMB 10 10 10 10 10 10 10 10 16 16 10 10 12 12 12 12 12 12 12 12 12 12 12 12 P -HOOK 5 5 5 6 5 5 8 8 6 8 8 6 8 6 7 7 7 7 7 7 8 8 B B GLASS TYPE -4,4A 6, 6A 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 -60.0 60.0 460.0 60.0 -60.0 60.0 -60.0 H&S I C4+1 I C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 C4+1 C6+2 C4+1 I C4+1 I C6+2 C4+1 I C4+1 C6+21C4+1 C4+1 C6+2 C4+fl.2� C8+2 C4+1 C4+1 C8+2 48 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 d` P -HOOK 5 5 5 8 6 6 6 6 6 7 7 7 7 7 7 B 8 8 8 8 8 9 9 GLASS TIDE -4,4A6, BA 60.0 -60.0 60.0 -60.0 60.0 -60.0 6D.D -60.0 H&S C4+2 C4+2 C5+2 C4+2 C4+2 C5+2 C4+2 C4+2 C5+2 C4+2 C4+2 C5+2 54 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 P -HOOK e 6 6 s 1 6 6 s s 7 7 7 7 PANELS OVER 48" WIDE GLASS TYPE -4,4A6,6A 60.0 -60.0 60.0 -60.0 60.0 •60.0 so.o NOT AVAILABLE OVER 96" HIGH H&S +2 C5+2 C4+2 C4+2 C5+2 C4+2 C4+2 C5+ C4+2 C4+2 C5+2 JAMB0 101010101010 T 10 10 10 6 6 6 8 7 7 7 7 7 8 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 3 114" SILL. 2. WHEN USING THE 2 1/2" SILL, POSITIVE OP IS 46.67 PSF MAX. WHEN USING THE 4" SILL POSITIVE DP IS 60.0 MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 2A. 3.2 1/2", 3 1/4" AND 4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 11/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED, POSITIVE DESIGN PRESSURES SHOWN IN TABLE 2 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. SEE SHEETS 10 THROUGH 15 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 5. DOOR SIZE TO COMPLY WITH FBC EGRESS REQUIREMENTS. 10/11/11 C -- NO CHANGE THIS SHEET M1: Re 81/0&110 B -MIAMI DADE COMMENTS 11/10/09 +A PER MIAMI DAVE COMMENTS O = EXAMPLE ON SHEET 10 TABLE 2A SILL HT. VS POS. DP SILL RISE (+) DESIGN HEIGHT LOAD FLUSH -1-1/2' WA LOW - 2-1/2' +46.67 PSF MED - 3-1/4' +60.0 PSF HIGH - 4" +BOA PSF SEE NOTES 1-3 OH HEIGHT 0TECHNOL0 YORIVERT. DPANDANCHORAGE NOKOMIS, 't 3427& m P.O. Box 1529 SERIES 770 ALUMINUM.' NOKOMIS, FL 34274 eaw: ewer. SOD776 NTS 8 a123 STANDARD ASTRAGAL HEAVY DUTY STILES SEE SHEET 7 OR 9 FOR 90w INSIDE & OUTSIDE CORNER DEPICTION DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" �w�11it ldiMn Mq �Mt z1D1£s•l AIS xa OH LENGTH OVERHANG OH LENGTH OH HEIGHT (1111111/ ,0'I LYNN 4111 '4F'Q EQUAL TO I OI ORGREA ER o �`TON��ENSt; ? *' 58705 SEE NOTE 3 G .. to 11 11 .p STATE OF 3D - LMI ONAL`` '1111, 1 111 A. LYNN MILLER, P.E. R. PGT0002 C P.E.# $8705 DESIGN PRESSURE AND ANCHORAGE -UN-REINFORCED -HEAVY DUTY STILE -HEAVY DUTYASTRAGAL TABLE3. > HEAD & SILL (H&S) INTERLOCK, STRAIGHT & CORNER ASTRAGAL CLUSTER PLUS INTERMEDIATE ANCHOR QTY. PER PANEL H & S, >JAMOANCHORQIY. >RHOOKANCHOR QTY. b` ° eCke°e Oe1s e°ro°nf°dar. eab: an°°i: w.wpw. SGD770 NTS 9 w 23 PGT0002 8105/09 Anchor Types: G4 - 7/16" LAMINATED GLASS - (3116" H.S. / SGP/ 3/16" H.S.) 1) *114" ELCO ULTRACON (FORMERLY TAPCON) G4A - 9/16" LAMINATED GLASS - (1/4" H.S. / SGP/ 1/4" H.S.) 2) "114" SS4 CRETE�FLD( G6 - 7/16" LAMINATED I.G.U. - (3/16" TEMP. / AIR/ 3/16" H.S. / SGP/ 3/16" H.S.) 3) •5116" ULTRACON GGA - 7/16" LAMINATED LG.U. - (1/4" TEMP. I AIR/ 3116" H.S. I SGPT 3/16" H.S.) 4) °#12 STEEL SCREW (G5) ' SEEANCHORAGE NOTES 1 & 2 ON SHEET 1. UNIT HEIGHT 80 84 90 96 Z 0 z0 z NOM, PANEL FRAME o Z O O ZUZ O O ZUZ O O WIDTH SIDE U U 0 0 N M N �- N - N N •'• N GLASS TYPE - 4,4A, 6,6A 90.0 -90.0 90.0 -90.0 90.0 -90.0 90.0 -90.0 H&S C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 24 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 d` P -HOOK 5 5 5 5 5 5 5 5 6 6 6 6 GLASS TYPE - 4,4A, 6,6A 90.0 -90.0 90.0 -90.0 90.0 -90.0 90.0 -90.0 H&S C6+2 C6+2 C6+2 C8+2 C6+2 I C6+2 C6+2 CS+2 C6+2 C6+2 C6+2 C6+2 30 JAMB 10 10 10 10 10 10 10 10 10 10 10 10 P -HOOK 6 6 6 6 6 1 6 6 6 1 7 7 7 7 GLASS TYPE - 4, 4A 6, 6A 90.0 _ -90.0 90.0 -90.0 90.0 -90.0 90.0 -90.0 h H&S C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 36 t JAMB 10 10 10 10 10 10 10 10 10 10 10 10 d` P -HOOK 6 6 1 7 7 7 7 7 7 8 8 8 8 GLASS TYPE -4.4A, 6,6A 90.0 -90.0 90.0 -90.0 90.0 -90.0 90.0 -90.0 B H&S C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C8+2 C6+2 C6+2 C8+2 C6+2 42 }s JAMB 10 10 10 10 10 10 10 10 1010 10 10 d P -HOOK 1 7 7 7 7 1 7 1 8 8 8 8 9 1 9 9 GLASS TYPE - 4,4A 6,6A 90.0 -90.0 90.0 -90.0 90.0 -90.0 90.0 -90.0 H&S C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 C6+2 48 t1 JAMB 10 10 1010 10 10 10 1 10 10 1 10 10 10 d` P -HOOK 8 8 8 8 1 8 1 8 9 9 9 10 1 10 10 1. POSITIVE PRESSURES IN TABLE ARE BASED ON THE USE OF THE 4" SILL. 2. WHEN USING THE 2 1/2" SILL, POSITIVE DP IS 46.67 PSF MAX. AND WITH THE 3 1/4" SILL, POSITIVE PRESSURES IS 60,0 PSF MAX. (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 3A. 3.2 1/2',3 1/4", AND 4" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1 1/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 3 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4. SEE SHEETS 10 THROUGH 15 FOR ANCHORAGE SPACING AND EMBEDMENT INFORMATION. 5. DOOR SIZE TO COMPLY WITH FBC EGRESS REQUIREMENTS. TABLE 3A. SILL HT. VS POS. DP SILL RISE (+) DESIGN HEIGHT LOAD FLUSH - 1-1/2" WA LOW - 2-1/2" +46.67 PSF MED - 3-1/4" + 60.0 PSF HIGH - 4" + 90.0 PSF SEE NOTES 1-3 90° OUTSIDE CORNER 90° INSIDE CORNER OH LENGTH + OVERHANG OH LENGTH OH OH HEIGHT HEIGHT EQUAL TO 1 8 OR GREATER 0 SEE NOTE 3 10/11/11 C I NC CHANGE THIS SHEET 1070TECHNOLOGYORME NOKOMIS, FL 94275 BQX629 1134274 ® DP AND ANCHORAGE P° 01/05/10 0 PER MIAMI DADE COMMENTS T1d1 SERIES 770 ALUMINUM SGD - LMI W.ft.bw: 11715Po9 A PER MIAMIDADE COMMENTS b` ° eCke°e Oe1s e°ro°nf°dar. eab: an°°i: w.wpw. SGD770 NTS 9 w 23 PGT0002 8105/09 IOM. PANEL WIDTH - T' NOM. PANEL HEIGHT - 8.25" PN011UCT REV"A n t«ppylq whh 14e F1e" WAMlill CW* Ryi•eWr rAbe 2. l S >Awid' \\1f111111j ` =�`2�.•'�\GEN SE H�I( w, A A. LYNN MILLER, P.E. P.E.# 58705 Y TAPCON) 2) 1/4" ELCO SS4 CRETE -FLEX 3) 5/16" ULTRACON 4) #12 STEEL SCREW (G5) HEAD & SILL ................ 8" MAX. FROM FRAME CORNERS. USE SPECIFIED CLUSTER FROM APPROPRIATE TABLES, SHTS. 7.9 AT EACH INTERLOCK AND STRAIGHT AND CORNER ASTRAGAL LOCATION, PLUS SPECIFIED QUANTITY OF ADDITIONAL INTERMEDIATE ANCHORS PER PANEL (THE 8" FROM CORNER ANCHORS CAN BE INCLUDED). ADDITIONAL ANCHORS 24" MAX. O.C. SEE EXAMPLE ANCHORAGE PLANS BELOW AND EXAMPLE CLUSTERS AT ASTRAGAL, INTERLOCK & 90" CORNER ON SHT. 11-12. JAMBS & P -HOOKS... 6" MAX. FROM BOTTOM AND 21" MAX. O.C. UTILIZING ANCHOR QUANTITIES FROM APPROPRIATE TABLES, SHITS. 7-9. SEE P -HOOK ANCHOR DETAILS ON SHEETS 14-15. ANCHORS PER PANEL" ARE 8" MAX. INTERLOCK ASTRAGAL INTERIOR 8" MAX. THOSE AT THE HEAD AND SILL 3'5" CENTERLINE SEE CLUSTER DET., SHT. 11 CENTERLINE ------------------------------ 8" MAX 1 BETWEEN CLUSTERS OR THOSE TYP IBETWEEN A CLUSTER AND A ° 4.051" 0 0 FRAME JAMB OR P -HOOK. 2.04"4.051" 1 0 o 0 3.5" 3.5" 24" MAX. O.C. EXAMPLE OXX ANCHORAGE PLAN: C4 + 2 HEAD & SILL ANCHORAGE (3 PANEL, 2 -TRACK EXAMPLE SHOWM = (14) ANCHORS TOTAL T1 P (3) PANEL, 48" x 96" DOOR FROM TABLE 1, SHT. 7, ANCHOR TYPES 2 & 4 IN WOOD SUBSTRATEEXTERIOR -------------------------------------------- — - — - — - C4+2 & CORNERS = (20) ANCHORS TOTAL AT HEAD AND AT SILL SEE L B JAMB CLUSTER DETAIL BELOW SEE CLUSTER 2 C4 2 C4 2 C4 2 DETAILS, SHT. 11 I x Lx x z x 6" MAX. • x x- x z- x- x x x- 6" MAX. �MpAUCTmylup • 10"MAX. x x "ad& ® MAX. SEE rwro'c"a. / - ° SEE NOTE • x (10) vmldwg o Ne 11-1 D I Es q 3.5" TYR BELOW �y • x = FRAME x 21" ANCHORS txgnlMr pwe Q 1.1• ANCHORS MAX. O.C. PERJAMB 1 4 — (7) P -HOOK 14" e AX. x x� (SEE SHEET qy� 11zde ANCHORS p • •= P -HOOK 13 FOR 24 INTERLOCK• • ANCHORS xx CLUSTER MAX. CENTERLINE O.C. O.C. • • 3" MAX. SPACING • 10" MAX. x 6" MAX. • z z x x x 6" MAX. -x z x x l x xx x-24" MAX. O.C. 3.5" TYP. — ►I L B" MAX., TYP. .— 90" CORNER EXAMPLE OX -90° OUTSIDE CORNER -XO CORNER ANCHORAGE PLAN: (4) PANEL, 60" x 96" DOOR FROM TABLE 2, SHT. 8, ANCHOR TYPE 1 & 2 IN CONCRETE SUBSTRATE SEE CLUSTER DETAILS, / INTERLOCK CENTERLINE SHT. 11 �' 8"MAX. ° 4.051" LYNN 4114 0 0 0 / MIN. `� �� ' �cENSF'' s I° : O.C. 35' 2.04" * No. 58705 TYPICAL JAMB CLUSTER FOR DETAILS : SEE DETAILS S &TON SHEET 14 &DETAILS — [t EXTERIOR SEE CLUSTER DETAILS, SHT. 12 NOTEM. N. 0. P. Q & R — 01• M NN ON SHEET 15 FO P- OOK ANCH RS �'0 '•. I. 11(I aars4ar. cr..Ravb/wu: aaxip STATE OF J.✓ 10/1V71 C NO CHANGE THIS SHEET ANCHORAGE SPACING & EXAMPLE PLANS ';�T •.. F(pR�O?•''�? " y: 1070 TECHNOLOGY DRIVE _ a aBo Beloo,o X11 PERMAMIDADECOMMENT9 NoxoMIs,FL3027b SERIES 770 ALUMINUMSGD-LMl �'�SSIONAL SMC 11/1&W A PER Mf AMI DAVE COMMENTS P.O. BOX 1628 1 1 1 omx"a : "are: cn"ds0ey. Dare: NZ N, FL 90274 • B1*"A1atlBL �""'' r a'ew1np"O' x""' A. LYNN m4M706 P.E. SGD770 N%5' 10 a 23 PGT0002 C P.E.#68706 r---------------- ASTRAAGALOFF-' INT. INTERLOCK I CENTERLINE 3.5 1.75 I =2.0,40 I 3.5------- --' 2 -TRACK ASTRAGAL/INTERLOCK ANCHOR CLUSTER- C4 V INTERLOCK INT. CENTERLINE - . I 3.5 4A5. 3691 ANCHOR CLUSTER - C4 INTERLOCK CENTERLINE I 10/11111 "tl C -. 1 NO CHANGE THIS SHEET ------ I ASTRAGAL OR ASTRAGAL OR INT. Imo—INTERLOCK I I INT. INTERLOCK CENTERLINE i i CENTERLINE I 3.5 3.5 1.75 I I 1 � i 4.051 T 2.040 i i ma 40 _7 I 2 -TRACK ASTRAGAL INTERLOCK 2 -TRACK ASTRAGAL / INTERLOCK ANCHOR CLUSTER - C5 ANCHOR CLUSTER - C6 A�'tRAnAEbR ------ I INTERLOCK CENTERLINES 1 I I I I 2.040 I I I I L- _ _- r -r r�r -------I FAIIMil3`AEYR`------------------ INT. i i INTERLOCK INT. CENTERLINE 3.5 7 I 3.5 — ANCHOR CLUSTER - C5 AlMaGAID--------- INT. I INTERLOCK j CENTERLINE I I I 1 I 3.5 1 I I I 4.046 2.040 I 5.388 I I i 4 I I I I ®— I ANCHOR CLUSTER - C5 I SMCI 11/laW I A I PER MIAMI WE COMMENTS I NOKOMIS, FL 34276 P.O. BOX 1620 NOKOMIB, PL 94274 ANCHOR CLUSTER - C6 �ASTRAGAE'OW--------- INT-- I INTERLOCK CENTERLINE 3.5 ANCHOR CLUSTER -C6 t0 NOTE: ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. ALL DIMENSIONS SHOWN ARE IN INCHES. 2,04 1 �*�rMq wN4 aerie 11e1M� k tywW we'Si Boom omit I1R SERIES 770 ALUMINUM SGD - LMI eMYMo0e1: 3pN: SMet OnWq W. sGn77a NTS 11 m 23 PGT0002 LYNN Ml(7F�i� ��, ��GENSE '•. C: 58705 OL, 00 LL1� p '•, �L�p tig.13O r 2 O �' .. FLOR��P'•�0�� S/ONN- III II 11111 X LYNN MILLER, P.E. P.E.# 68705 ------------------ 2,04 INT. ANCHOR CLUSTER - C4 10/11/11 C- NO CHANGE THIS SHEI 111M5H0 S PER MIAMI DADECOMMENTS RwB ' 11HSPo3 A PER MIAMI DADE COMMENTS 1. CI1adJ By De N, 6105109 3.5 --- 3.889 ACK. 90° INSIDE CORNER SHC V OUTSIDE CORNER SIMILAR i ANCHOR CLUSTER - C6 USED FOR C5 AND C6 NOKOMIS, FL 34275 P.o. BOX f529 SERIES 770 ALUMINUM SGD - LMI NOKOMIS, FL 34274 ® 8ei116�'1p0p1 t D.KroRo SOD770 NTS 12 a 23 PGT0002 NOTE: ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. ALL DIMENSIONS SHOWN ARE IN INCHES. rm"ucr mvism w.009m" wo of nww bomft N. I -16l .IjL ftpirtl I "� S' =�j.• ��cENSF * i- .• 0 It ! 14 U A STATE OF FSS/ON AL A. LYNN MILLER• P.E. P.E.# SB705 2 1/16" O.C. 2x WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHT. 1 EXT. SEE CHART, SHT. 1 ONCRETE 1" MIN. O.C., TYP. 2 1/16" O.C. TYP' 2x WOOD BUCK -{.--► E.D. TYP. 1"MIN. 2 1/16" O.C. E.D. ►I WOOD INSTALLATION SEE ANCHOR TYP. NOTE 3, SHT. 1 EXT, E.D. TYP. EXT. / ^ IN TYP. 1 318" MIN SEE ANCHOR NOTE 1, BHT. 1 SEE ANCHOR , �..,'..` i•'•a:'r'.i: ; :, SEE CHART ;: e... SHT 1 ?:;.:: :��{•;: 1 138 114" 1/4" EXT.+ ; MAX.MAX. 1/4" 1/4" SHIM SHIM MAX �w MAX. E, WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT. 1 SHIM SHIM - DETAIL A, 2 -TRACK FRAME HEAD DETAIL B. 3 -TRACK FRAME HEAD 'CONCRETE ANCHOR TYP., SEE A WOOD INSTALLATION WOOD INSTALLATION DETAIL C, 2 -TRACK FRAME HEAD WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT. 1 2x WOOD BUCK TYP., CONCRETE INSTALLATION SEE ANCHOR SEE ANCH.NOTE 3, NOTE 5 SHT. 1 SHT. 1 2 1 /16" O.C., TYP. (1/4" MAX.) SEE ANCHOR SEE ANCHOR NOTE 5 SHT. 1 NOTE 5 SHT. 1 wa e. (114' MAX.) (1/4" MAX.) Q r AN EXT. — — 13/8" MIN. EXT. l" MIN I 1 3/8" MIN. 2 1/16" E.D., I� O.C., TYP. TYP' 2x WOOD BUCK 1"MIN I 21/96" DETAIL E. 2 -TRACK FRAME SILL TYP. E.D. ►I WOOD INSTALLATION SEE ANCHOR O.C., TYP. Typ NOTE 3, SHT. 1 DETAIL F. 3 -TRACK FRAME SILL CONCRETE ANCHOR TYP., WOOD INSTALLATION SEE ANCHOR NOTE 1, BHT. 1 SEE ANCHOR 2 1116" O.C., TYP NOTES SHT. 1 (1/4" MAX.) CONCRETE - EXT. �' • .. •�•"�. ,..�.. +, •„".'�.• '•'••''•.'.: 21116" •4'' c.'.' � O.C., TYP. DETAIL H, 3 -TRACK FRAME SILL CONCRETE-\ CONCRETE INSTALLATION E DETAIL J. 4 -TRACK FRAME HEAD CONCRETE INSTALLATION Raw06Y• OaR"Nebne: J.J. f 10/11/11 C NO CHANGE THIS SHEET SEE CHART SHT. 1 SEECART, SHT. 1 iART f. 1 I SMC-\ 11/1&/08 I A I PER MIAMIDADE COMMENTS I EXT. :WOOD BUCK TYP., SEE NOTE 3, SHT. 1 SEEANCHOR NOTE 5, SHT, 1 (1/4" MAX.) SEE CHART, SHT. 1 I-• --� 1 - 2 1/16" O.C. NOTE 1, SHT. 1 , SEE CHART SHT. 1 DETAIL D, 3 -TRACK FRAME HEAD CONCRETE INSTALLATION 1X WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHT. 1 `' yq: � ',.;:--�•+---•-�I see �nl+l Ij + ., : SHT. 1 EXT .,.;: •; ' SEE CHART, SHT. 1 DETAIL G. 2 -TRACK FRAME SILL CONCRETE INSTALLATION 1"MIN rjt—`� -►j E.D., f I 1 318" MIN. 2, SHT. 1 - WOOD ANCHOR TYP., SEE ANCHOR NOTE 2, SHT. 1 EA 1MIN. 21/16" O.C., TYP. I - - - __j 1" MIN I 1 EXT.E.D., -\-.- DETAIL K 4 -TRACK FRAME SILL TYP. WOOD INSTALLATION U TECHNOLOGYDNIVE ANCHORAGE DETAILS NOKOMIS, FL 34275 11tli� P.O. BOX 1529 SERIES 770 ALUMINUM SGD - LMI NOKOMI8, FL34274 ® B°�•"110d°1i saan,: saa"e a.,,ap Ra SGD770 NTS 13 d 23 PGT0002 r±Phln 2:111 Nie P%A& 4 PW64 5 Ick,. -a- Adt \i 111111 0" LYNN Af, ��`�O••'�GENSF ''•Cc'Q �c No• 58705 _ w_ :� STATE Of � •c': i ONA- ` A. LYNNILI L�F�, P.E. P.E.# 58705 CONCRETE ANCHOR TYP., SEE NOTE 1, SHT. 1 ONCRETE 2 1116" O.C., TYP. SEEANCHOR 1/4"MAX. SHIM NOTE MMAX.) p r SEE CHART EXT. SHT.1 �'I' :r•. fr.•• b.;;tiii 21116„ /'e • •;;i is ::: ', s.:. •i''i. �.•i : '.i:•' O.C., TYP. EXT. ;.• ;;.: :. SEE CHART, BHT 1 DETAIL L, 4 -TRACK FRAME SILL CONCRETE INSTALLATION SEE CHART — �- '. SEE CHART SEE CHART, BHT. 1 i.'?. BHT.1 13/8" MIN.TYP., 1!4" MAX. SHIM 1" MIN, SEE 1 3/8" MIN. ANCHOR 1!144"" MAX.MSHIM - ANCHORS LOCATED MID -SPAN SEE CHART EXT. E XT • BHT.1 O.C. 1/4" MAX. SHIM I EXT. I -.- I CONCRETE TYPICAL JAMB CLUSTER FOR DETAILS ANCHOR �•;',,.,+ TYP., SEE afia ANCHOR NOTE 1, INSTALLATION ANCHORS BHT. 1 CONCRETE INSTALLATION CONCRETE ANCHOR '. SEE CHART SEE CHART, BHT. 1 i.'?. BHT.1 13/8" MIN.TYP., 1!4" MAX. SHIM 1" MIN, SEE 1 3/8" MIN. ANCHOR i'•:: •, 2 1/16" ANCHORS LOCATED MID -SPAN •• E XT ,' O.C. 1/4" MAX. SHIM I EXT. I -.- I I NOTE 1, j SHT.1 TYPICAL JAMB CLUSTER FOR DETAILS BETWEEN P -HOOK M. N. O, P, O & R WOOD CONCRETEINSTALLATION INSTALLATION ANCHORS WOOD WOOD INSTALLATION--CONCRETE/MASONRY 1" �M fib^: ANCHORAGE DETAILS R"wb"s: 11/06/10 B PER MIAMI DADE COMMENTS ANCHOR -A' ;1/18109 (GROUTED BLOCK ONLY) ANCHOR P.O. SOX 1629 FL 34274 MIN. s'�11MoOeA 9a4' 9111°' pipN1ro""' s3D7ro NTS 14 w 23 PGT0002 c ey. -wNOKOMIS, 9/05/09 TYP., SEE :...., , r::.",•,� ; SEE CHART, TYP., SEE ___T^ 11/4 •. SHT.1 ANCHOR NOTE 2, ANCHOR 2 1/16" DETAIL O, 4 -TRACK FRAME JAMB BHT. 1 NOTE 2, SWT. 1 O.C., TYP. CONCRETE INSTALLATION 2X WOOD 13/8" MIN. BUCK �/4" MAX. SHIM i SEE EXT. ' I ANCHOR 2 1/16" NOTE 3, DETAIL N, 2 -TRACK FRAME JAMB BHT. 1 WOOD INSTALLATION O.C., TYP. WOOD ANCHOR TYP., SEE ANCHOR 1" MIN. 1/4" MAX. SHIM EXT. CONCRETE ANCHOR TYP., SEE ANCHOR NOTE 1, BHT. 1 2X WOOD BUCK SEEANCHOR NOTE 3 BHT 1 w SEE CHART BHT. 1 SEE CHART pf BHT. 1 ...!. 21/16„ O.C., TYP. DETAIL M, 4 -TRACK FRAME JAMB NOTE 2, O C1/TMP DETAIL R. 3 -TRACK FRAME JAMB WOOD FRAMING BHT. 1 CONCRETE INSTALLATION WOOD INSTALLATION 2.04" '. SEE CHART SEE CHART, BHT. 1 i.'?. BHT.1 1 318" MIN. �,, 4.051" i'•:: •, 2 1/16" ANCHORS LOCATED MID -SPAN �• O.C., TYP. �\ MIN. ,' O.C. BETWEEN P -HOOK 3.5" .•' �:ii TYPICAL JAMB CLUSTER FOR DETAILS BETWEEN P -HOOK M. N. O, P, O & R w SEE CHART BHT. 1 SEE CHART pf BHT. 1 ...!. 21/16„ O.C., TYP. DETAIL M, 4 -TRACK FRAME JAMB NOTE 2, O C1/TMP DETAIL R. 3 -TRACK FRAME JAMB WOOD FRAMING BHT. 1 CONCRETE INSTALLATION WOOD INSTALLATION 3�=" �- WOOD ANCHOR I \` SEE ANCHOR NOTE 2, BHT. 1. \_ SEE ANCHOR NOTE 2, BHT. 1. ANCHOR QTY, FROM TABLES EM' ANCHOR CITY. FROM TABLES SEE CHART, BHT. 1 P -HOOK MOUNTING ADAPTOR 1 318" MIN. 1-3, SHTS. 7-9 PERTAIN TO P -HOOK MOUNTING ADAPTOR ANCHORS LOCATED MID -SPAN ANCHORS LOCATED MID -SPAN BETWEEN P -HOOK DETAIL S. P -HOOK BETWEEN P -HOOK INSTALLATION ANCHORS DETAIL CI, 3 -TRACK FRAME JAMB CONCRETEINSTALLATION INSTALLATION ANCHORS R"Wabnt: C NO CHANGE THIS SHEET WOOD INSTALLATION--CONCRETE/MASONRY 1070TECHNOLOGYDRNE NOKOM/S, FL 34276 �M fib^: ANCHORAGE DETAILS R"wb"s: 11/06/10 B PER MIAMI DADE COMMENTS _ SERIES 770 ALUMINUM SGD - LMI -A' ;1/18109 (GROUTED BLOCK ONLY) P.O. SOX 1629 FL 34274 ", s'�11MoOeA 9a4' 9111°' pipN1ro""' s3D7ro NTS 14 w 23 PGT0002 c ey. -wNOKOMIS, 9/05/09 13/4" MIN. :...., , r::.",•,� ; SEE CHART, ___T^ 11/4 •. SHT.1 rWOLICr Br.VLUD � r� wiN qe fleyiA► oWMy�ade _ L,. tXIIIIII/ LYNN Qom: •' � •.. -k _= k No.56705 (A 2 -.Q •.• �o N 11 � W� ` STAT£OF W, A. LYNN M�I.LER, P.E. P. 58705 3�=" �- WOOD ANCHOR I \` SEE ANCHOR NOTE 2, BHT. 1. \_ SEE ANCHOR NOTE 2, BHT. 1. ANCHOR QTY, FROM TABLES EM' ANCHOR CITY. FROM TABLES 2.693" MIN. 1-3, SHTS. 7-9 PERTAIN TO 1-3, SHTS. 7-9 PERTAIN TO EXT. THIS ANCHOR LOCATION, THIS ANCHOR LOCATION, 2,693" MIN. DETAIL S. P -HOOK DETAIL P -HOOK WOOD INSTALLATION CONCRETEINSTALLATION b: 10/11/11 R"Wabnt: C NO CHANGE THIS SHEET 1070TECHNOLOGYDRNE NOKOM/S, FL 34276 �M fib^: ANCHORAGE DETAILS R"wb"s: 11/06/10 B PER MIAMI DADE COMMENTS _ SERIES 770 ALUMINUM SGD - LMI -A' ;1/18109 PER MIAMI DADECOMMENTS P.O. SOX 1629 FL 34274 ® s'�11MoOeA 9a4' 9111°' pipN1ro""' s3D7ro NTS 14 w 23 PGT0002 c ey. -wNOKOMIS, 9/05/09 rWOLICr Br.VLUD � r� wiN qe fleyiA► oWMy�ade _ L,. tXIIIIII/ LYNN Qom: •' � •.. -k _= k No.56705 (A 2 -.Q •.• �o N 11 � W� ` STAT£OF W, A. LYNN M�I.LER, P.E. P. 58705 WOOD FRAMING SEE CHART, SHT. 1 /-CONCRETE / MASONRY 1 3/8" MIN. P -HOOK MOUNTING ADAPTOR (GROUTED BLOCK ONLY) P -HOOK MOUNTING ANCHORS LOCATED MID -SPAN ,, ..... ADAPTOR ANCHORS C] BETWEEN P -HOOK ;",,,:', •?.•,r..`•. , ; ; r t'," . - LOCATED MID -SPAN INSTALLATION ANCHORS ;:: ++ ' " :.`• 'r :': BETWEEN P -HOOK INSTALLATION ANCHORS Jj_ .+:.+> i'•� �� •"• SEE CHART, *: SHT.1 1" MIN. 13/4" MIN. 1 1/4" MIN. ;W�.; .: 1 •.;:';y;—� r F_n_Tva. \-WOOD ANCHOR SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY, FROM TABLES 1-3, SHTS. 7-9 PERTAIN TO THIS ANCHOR LOCATION, 2.693" MIN, DETAIL MM P -HOOK FOR BOX RISER WOOD INSTALLATION n=r========FF 11 tl===® a r PANEL PANEL it III TYPE I TYPE u l III 1 1 1 'A' p u p 'QS' u l III IIA Ip II II tl l 1 1 uu Iln � 11 nu i pn � 1 I Y Y I Y H p III II I IMI I II II 1 II I II II of w I p 1 II II I l p l u u I I II nu I II 1 II I Y IpI 1 1 a II IIu uu II DETAIL V, SHT. 18, ANCHORAGE DETAILS 'A' r &'C', SHT. 13 e r- r � � DLO WIDTH = NOM. PANEL WIDTH - 7" \-�DETAIL'U', SHT. 18, DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" ANCHORAGE DETAILS'E' &'G', SHT. 13 XX -900 CORNER -XX (2 TRACK INSIDE 90° CORNER) INT. 1� 'SEE APPLICABLE ASTRAGAL & INTERLOCK PER OP TABLES THIS SHEET I SMC 1 11116109 1 A I PER MIAMI DADE COMMENTS I NOKOMIS, FL 30275 P.O.6gx 1529 NOKOMIS. FL 34274 SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY. FROM TABLES 1-3, SHTS. 7-9 PERTAIN TO THIS ANCHOR LOCATION, I + .1 2.693" MIN. DETAIL NN P -HOOK FOR BOX RISER CONCRETE INSTALLATION r-DETAIL'EE', SHT. 19, ANCHORAGE DETAILS'N' &'P', SHT. 14 ,-,-DETAIL'BB', SHT. 19 EXT. r DETAIL'KW, SHT. 20 HORIZONTAL SECTION B -B SERIES 770 SGD770 I NTS X 1.50" PH SMS PANEL CORNER DETAIL #8 X 1.00" PH SMS (OPTIONAL) FRAME CORNER DETAIL AILS /EXAMPLE ELE IINUM SGD - LMI »c on�xo. 15 a 23 PGT0002 rYu)DuG7' PAVIOD pwn wm 118 n ok Am'ft.w.m. 11-l01 • /Lf iy i Skd l.-. ri■I! eer \11111111! \YNN Mill Q: * ; No, 58705 uI tx , S10.TE OF �SSIONA ,1jIll 111 Ilk\\\ A. LYNN MILLER, P.E. P.E.# 68705 I I DETAIL V, SHT. 18, ANCHORAGE DETAILS 'A' r &'C', SHT. 13 e r- r � � DLO WIDTH = NOM. PANEL WIDTH - 7" \-�DETAIL'U', SHT. 18, DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" ANCHORAGE DETAILS'E' &'G', SHT. 13 XX -900 CORNER -XX (2 TRACK INSIDE 90° CORNER) INT. 1� 'SEE APPLICABLE ASTRAGAL & INTERLOCK PER OP TABLES THIS SHEET I SMC 1 11116109 1 A I PER MIAMI DADE COMMENTS I NOKOMIS, FL 30275 P.O.6gx 1529 NOKOMIS. FL 34274 SEE ANCHOR NOTE 2, SHT. 1. ANCHOR QTY. FROM TABLES 1-3, SHTS. 7-9 PERTAIN TO THIS ANCHOR LOCATION, I + .1 2.693" MIN. DETAIL NN P -HOOK FOR BOX RISER CONCRETE INSTALLATION r-DETAIL'EE', SHT. 19, ANCHORAGE DETAILS'N' &'P', SHT. 14 ,-,-DETAIL'BB', SHT. 19 EXT. r DETAIL'KW, SHT. 20 HORIZONTAL SECTION B -B SERIES 770 SGD770 I NTS X 1.50" PH SMS PANEL CORNER DETAIL #8 X 1.00" PH SMS (OPTIONAL) FRAME CORNER DETAIL AILS /EXAMPLE ELE IINUM SGD - LMI »c on�xo. 15 a 23 PGT0002 rYu)DuG7' PAVIOD pwn wm 118 n ok Am'ft.w.m. 11-l01 • /Lf iy i Skd l.-. ri■I! eer \11111111! \YNN Mill Q: * ; No, 58705 uI tx , S10.TE OF �SSIONA ,1jIll 111 Ilk\\\ A. LYNN MILLER, P.E. P.E.# 68705 NOTES: 1. SEE BHT. 17 FOR INDIVIDUAL PANEL CONFIGURATIONS AS APPLICABLE. PLEASE SEE DP CHARTS FOR MAX PANEL DETAIL -CC', BHT. 19—DETAIL'BB', BHT. 19 HEIGHT AND WIDTH. PLEASE SEE SHTS. 18-20 FOR SECTION DETAILS AND SHTS. 7-15 FOR ANCHORAGE DETAILS. 'I 2, DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = NOM. PANEL HEIGHT - 8.25" n� �L'FF DETAI', SHT. 19, v DETAIL `V', SHT. 18, 3. (1) LOCK (ITEMS 70 & 107-110) AT EACH LOCKSTILE, LOCKING INTO KEEPER (ITEM 103) AT FRAME JAMB OR ASTRAGAL. ANCHORAGE DETAIL'N' & DETAIL'EE', BHT. 19, ANCHORAGE ANCHORAGE DETAILS'N' 4. PLEASE SEE APPLICABLE ASTRAGAL &INTERLOCK COMBINATIONS PER DP TABLES. P', BHT. 14 DETAILS 'A' &'P', BHT. 14 &'C', BHT. 13> DETAIL 'V', BHT. 18, F,__-----_r __-- -- i t ANCHORAGE C' DETAILS 'N PANEL PANEL PANEL PANEL n--- 1y ArI n —w li PANEL PANEL PANEL PANEL A 1 w DETAIL'EE', BHT. 19, TYPE TYPE TYPE TYPE IiI Ili nI Ii1 TYPE nli TYPE nl TYPE TYPE \ / ANCHORAGE DETAILS'N' 'R' L' D' A' I I Ili n I' n 1 A' I o 'CS' o I 'OS' 'K' &'P', BHT. 14 MAX. HT, I I I I a n l i i n iii u / ii° iii ii MAX. / HT. SEE -DETAIL 'BB', BHT. 19 SEE SEE DP n o I it n IIn Iil oa DP \ / NOTE TABLES 3 i ii iii iiu lin iii iii l i c I a n l SEE TABLES NOTE 3 DETAIL'JX BHT. 20 I I Ili n I INT. O X M EXT, DETAIL'U% BHT. 18, f DETAIL 'U', BHT. 18, HORIZONTAL SECTION A-A SEE FRAME & ANCHORAGE DETAILS'E' XX-90* CORNER-XX (2 TRACK ANCHORAGE DETAILS'E' PANEL CORNER &'G', BHT. 13 OXXX (2 TRACK) 90°OUTSIDE CORNER) - EXAMPLE &'G', BHT. 13 CONSTRUCTION DETAILS BHT. 15 EXAMPLE rwonucr acvtl;co DETAIL'CC',BHT. 19� 1—DETAIL'BB',BHT. 19 DETAIL'BB',BHT. 19 Flad8. wmhtMNow" CoIt! 1,14 L,a L.4 D DETAIL AA', BHT. 19. G ANCHORAGE RAG SHT. 19, ANCHORAGE DETAILS'S' &'T'. ANCHORAGE DETAILS'O' DETAIL'HH', BHT. 19, ANCHORAGE DETAILS'M' SHT.18, ANCHODETAIL RAGE ANCHORAGE DE7AILS'I' &'R', BHT. 14 BHT. 14,'MM' &'NN', BHT. 15 &'O', BHT. 14 &'J', BHT. 13 DETAIL W, BHT. 18, ANCHORAGE \ DETAILS'B'&'D',BHT. 13-- PANEL PANEL PANEL PANEL TYPE TYPE TYPE TYPE / PANEL PANEL PANEL PANEL i 'M' 'F' 'F' 'K' TYPE TYPE TYPE TYPE I MAX. MT' 'R' ,L' 'M, ,F' I HT. POCKET i / / / / pP HT. SEE h / / / UNDER SEPARATE] SEE TABLES DP TABLES / SEE NOTE 3 APPROVAL] j X X NOTE 3 X a a X IIIIII L I �_ 11 ---_ jn n XXXX (4 TACK BY PASS) DETAIL'Y', BHT. 18, ANCHORAGE DETAILS'K' \>G E ' * ND• 58705 * �: DETAIL'W', BHT. 18, OXXXp (3 TRACK RIGHT POCKET) BHT. 13 &'L', BHT. 14 EXAMPLE ANCHORAGE DETAILS'F' & W. BHT. 13 wx — v 1111 R..eey. oma Rswrom, a..apwo: �.�'i%•. STATE O �• r.r. 1oi1vtl C NO CHANGE THIS SHEET f070TECHIVOLOGYDRWE NOKOMIS, FL 34275 EXAMPLE ELEVATIONS ',�(� •., FLpR\OP• , "' '' SSIONA\- \\ R" Y• � a SMC 01/Ob/f0 8 PER MIAMI DADECOMMENTS TM° SERIES 770 ALUMINUM SGD - LMI Revkbn: SMC 11/1BPo8 A PER MIAMIDADECOMMENT9 P.O. BQX 1628 NOKOMIS. FL 34274 ® " I A. LYNN MIR, P.E. P.E.1168705 8r�''a' ��"'�"' Rer. SGOT70 NTS is '' '1.� PGT0002 C 11i1 BrDvk ey oek: SMC 08/06/09 RJA PANEL LETTER PANEL LETTER p SINGLE FIXED / LOCKSTILE ASTRAGAL NOTE: 1. SEE DP TABLES FOR INTERLOCK LOCKSTILE (BOX N) IN PANEL WIDTH & APPLICABLE ASTRAGAL & RFIXED SINGLE LOCKSTILE M LOCKSTILE SINGLE INTERLOCKS. IN INTERLOCK T ASTRAGAL SINGLE (BOxour) LOCKSTILEFIXE S RECEIER VER INTERLOCK TASTRAGAL [� FI SC SINGLE (BOX IN) LOCKS�LE �VER INTERLOCK RECEER 'Lf SFIXED ASTRAGAL LOCKSTILE QQS CORNER SINGLE INTERIOR (Boxour) OUT LOCKSTILE INTERLOCK (ALL PANEL TYPES) SFIXED ASTRAGAL CORNER •D EXTERIOR �❑ LOCKSTILE �.LJT IN SQSINGLE Q INTERLOCK LOCKSTILE MOKIN) SINGLE ASTRAGALSINGLE d coCE,` (Box our) INTERLOCK OUT !l S ER INTERLOCK LR ASTRAGAL SINGLE SA SINGLE CORNER (BOX OUT) OUT INTERLOCK INTERLOCK RECEIVER NASTRAGAL SINGLE C/ CORNER SINGLE (BoxOUr) IN INTERLOCK LOCKSTILE INTERLOCK CSINGLE ASTRAGAL INTERLOCK SINGLE SINGLE CORNER MITLOCKSTILE (60)(IM IN INTERLOCK rilOiOCP 1lIiUA 6 SINGLE SINGLE INTERLOCK CF CORER FIXED ftRu' k q- tworaka Daft INT RLOCK RECEIVER LOCKSTILE F SINGLE SINGLE INTERLOCK FC FIXED CORNER INTERLOCK LOCKSTILE RECEIVER E SINGLE SINGLE INTERLCKSINGLE INTERLOCK pp FIXE INTERLOCK LOCKSTILE SINK INTERLOCK LOCKSTILE RR FIXED SINGLE LOCKSTILE INTERLOCK uASTRAGAL LOCKSTILE (BOxoLro OUT UASTRAGAL IN LOCKSTILE (BOX IN) SINGLE A INTERLOCK LOCKSTILE 1111111) LYNN MIC! . F '• 'Q D LOCKSTILE SINGLE ,� ��•''�pENSg INTERLOCK Q ; LOCKSTILE ASTRAGAL i( _ yB OUT o �I �'( 'I, • •. �, � LL/ +` •• STp'( OF ; _ \ iO"�'•, FLORIoP•' RsasO Deb. Re J.J. 10/11/11 C NO CHANGE THIS SHEET 1070 TECHNOLOGYDRIVE Dei"1ptlP" TYPES ev °" Y• MWPANEL NOKOMIS, FL 30275' �j • • • •' SERIES 770 ALUMINUM SGD LMI °'"' B°"'""' SMC 11/ieA79 A PER MIAMI RADE COMMENTS P.O. BOX 1628 NOKOMlB, FL 99274 - /III i � � A. LYNN MILLER• P.E. new,eY' cmenele.• 8e°°'0je mar �"'" °ian1vN0' R°" SMC OS/05/09 RJA S01770 NTS. '17 n 23 PGT0002 C P.E.#58706 ILL RISERS OPTIONS 18 EXT. 1.567" FLUSH BOX SILL RISER 18 EXT. 1.567" FLUSH FLAT SILL RISER DETAIL'V' FIXED PANS SHOV E DETAIL'U' 21 2.555" EXT. 1, LOW BOX SILL RISER 20 2.555" EXT. LOW FLAT SILL RISER 23 3.305" EXT. MEDIUM BOX SILL RISER 22 3.3105" EXT. �l MEDIUM FLAT SILL RISER 24 4.055" EXT, j HIGH BOX SILL RISER 25 4.055" EXT. I HIGH FLAT SILL RISER aEXTERIOR INTERIOR (ALL VERT. SECTIONS) 2 EXT. 112 45 52 51 53 I DETAIL'LL' SCREEN AT HEAD FIXED PAP SHO' NO CHANGE THIS SHEET DETAIL'W :IXED PAN SHO% DETAIL'Z' DETAIL'Y' 'NOKOMIS, FL VORIVE �J'" NOKOMI3, FL 94275 P.O. BOX 1528 SERIES 770 ALUMINUM SGD - LMI NOKOMIS, FL 34274 8e'k'' ehbt �'""U'0 N0' 300770 NTS 18 a 23 PGT0002 DETAIL'MM' SCREEN AT SILL 1'1MiHUCT ARVlCRp A4M�rarw�lM -1 D I t(. Wkgir��rr 2. 5 _ 1luiirlr NSF ''•�� k : No. 58705 "p ••. yo It If �: A STAT t A. LYNN MILLER, P.E. P.E.# 58705 STANDARD ASTRAGAL AND STILES 62 ®63 60 OR 61 65 60 OR 61 103 UE I AIL 'LC UC TAIL MA NO CHANGE THIS SHEET HEAVY DUTY ASTRAGAL AND STILES 16 s 60 OR 61 113 106 705 AT MIDSPAN DETAIL'DD' (FIXED PANEL) 4 INTERIOR (ALL HORIZ. SECTIONS) 15 EXTERIOR ;i(60 OR 61 113 106 105 AT MIDSPAN DETAIL 'FF'(FIXED PANEL) "ITEM 61 SHOWN, ITEM 60 ALSO APPLICABLE, SEE TABLES 1-3, SHTS. 7-9 FOR DP (PSF) ASSOCIATED WITH STILE I0707ECHNOLOGYDRNE PER MIAMI DADE COMMENTS NOKOMIS, FL 94275 PER MIAMI DARE COMMENTS P.O. BOX 1529 u.M I NOKOMIS, FL 34274 DETAIL'HH' DETAIL 'GG' (FIXED PANEL) SECTION DETAILS I SERIES 770 ALUMINUM SGD - LMI I SGD770 I NTS I 19 a 23 I PGT0002 rn®nucr nrvu� rllwy a�. flelwt�r�iee.� ,nn,ll � 14 �F� / CI No.58105 ; ITA0Il F STA E O,�'•.., FLOG\OP.•�(9: tOINA�\ A. LYNN MILLER, P.E. P.E.# 66705 i5 7 11 DETAIL 'JJ' (90° OUTSIDE CORNER, 2 -TRACK SHOWN) NO CHANGE THIS SHEET I SMC I 11NSN8 1 A 1 PER MIAMI DAOE COMMENTS I NOKOMIS, FL 34275 P.O. BOX 1628 NOKOMIS, FL 34274 11 7 5 DETAIL 'KK' (90° INSIDE CORNER, 2 TRACK SHOWN) HORIZONTAL SECTION I SERIES 770 ALUMINUM SGD - LMI I SGD770 I NTS 120 a 23 I PGT0002 rfWOUCT 11EvfCCY ..4YIJIMyh{ sIM q� rrrr �iva u�w -1 I •�� Irr'x- 5 A I^' l w Mr1lyde� ,,11111„ �Z..• �GENSF 'k * No.58T05 �,Q•. aIo lI F1 .: Wim. STAtEO,•, .O,c'�.•• FLOR��P'�C1�� '�.FSSION11 A. LYNN MILER, P.E. RE.# 68705 ITEM PGT Dwg. 01 PGT. # I Description SCREEN SIDE RAIL - LOCKSTILE 17306 617306 RA TTCK HEAD 2 L1 17303 617303 2 -TRACK HEAD WITH SCREEN RAIL 3 17309 617309 3 -TRACK HEAD 4 17312 617312 #.WRACK HEAD 5 17314 617314 FRAME SCREW COVER 6 17317 617317 FRAME HEAD/JAMB ADD-ON 7 17304 617304 2 -TRACK SILL 8 17301 617301 2 -TRACK SILL WITH SCREEN RAIL 9 17307 1 617307 3 -TRACK SILL 10 17310 1 617310 4 -TRACK SILL 11 17313 617313 IFRAME SILL TRACK INSERT 12 17315 617315 FRAME SILL SCREEN ADD-ON 13 17316 617316 FRAME SILL SCREEN END ADD-ON 14 17305 617305 2 -TRACK JAMB 15 17302 617302 2 -TRACK JAMB WITH SCREEN RAIL 18 17308 617308 3 -TRACK JAMB 17 17311 617311 4 -TRACK JAMB 18 17322 617322 SILL RISER- 0 19 17319 617319 SILL RISER - 0 HOLLOW 20 17321 617321 SILL RISER - LOW FLAT 2117318 617360 617318 ISILL RISER -LOW HOLLOW 22 17355 617355 SILL RISER - MED FLAT 23 17354 617354 SILL RISER -MED HOLLOW 24 17320 617320 SILL RISER - HIGH HOLLOW 25 17323 617323 SILL RISER - HIGH FLAT 26 17333 617333 POCKET DOOR P -HOOK 27 7070 67070 NEOPRENE BULB WSTP FOR P -HOOK 28 1 7334 617334 POCKET DOOR P -HOOK MOUNT 29 17335 617335 P -HOOK COVER 30.j 17348 1 617348 IPOCKET DOOR P -HOOK FOR BOXRISER Vr iiVI —AKIJ IVVI Zt VVN IN Ur WINGI, 40 4319 612258 SCREEN SIDE RAIL - LOCKSTILE 41 9/16 LAMINATED HT -HT PVB 7LOCKWGSK SCREEN LOCKSET 42 7116 LAMINATED HT -HT SGP 41618 SCREEN KEEPER SPACER SET 43 8152 68152 SCREEN INTERLOCK ADAPTER 44 4428 64428 SCREEN DOUBLE INTERLOCK 45 4317 612256 SCREEN TOP RAIL 46 4318 612257 SCREEN BOTTOM RAIL 47 668 7SRAZ STANDARD ROLLER 48 668 78RAX STANDARD ROLLER -ST. STL. 49 4344 54344 SCREENASTRAGAL 50 17349 617349 OXO SCREEN ASTRAGAL ADAPTER 51 1692 61692 SCREEN SPLINE -.165 52 1694 61694 SCREEN SPLINE -.150 53 8153 61816020 SCREEN CLOTH 54 1725 SILICONE 1/2" x 4" x 1/16" SITTING BLOCK 55 1 1726 78185X VX4"X1/16"SRTING BLOCK 202 GLASS 7/16 LAMINATED HT -HT PVB 203 GLASS 9/16 LAMINATED HT -HT PVB 204 GLASS 7116 LAMINATED HT -HT SGP 205 GLASS 9/16 LAMINATED HT -HT SGP NOTE: ALL ALUMINUM = 6063-T6 NO CHANGE THIS SHEET 11/13/03 ITEM PGT Dw9. # 1 PGT. # Descrlptlon 211 17325 617325 PANEL STILE ��2 17326 617926 PANEL STILE (HEAVYDUTY) LAMINATED IG 1/4T-7116 LAMINATED HT HTSGP 17327 817327 INTERLOCK ADAPTOR 1225 6TP248 VINYL BULB WSTP. - THIN (INSIDE INTERLOCK) 64 1729 71729 SILL END WEATHERSTRIP PAD 65 17328 617328 INTERLOCK SCREW COVER 67 17329 617329 ASTRAGAL 68 17339 617339 HEAVY DUTY ASTRAGAL 69 17324 617324 TOP & BOTTOM RAIL 70 17350 417350 WEATHERSTRIP EXTENSION (INJECTION MOLDED) 71 1695 71695 1 112" X 1" X3/4" HIGH FIN SEAL DUST PLUGS 72 8153 78153X TANDEM ST. STL. ROLLER ASSY. 73 8153 78153N TANDEM NYLON ROLLER ASSY. 74 SILICONE DOW 899 OR 995 75 8185 78185X GEMINI MORTICE 3 -PLY DUAL LOCK W/LONG TRIM PLATE 76 71032X1FPFX #10.32 X 1" FL. SS SCREW WI TYPE "F" TIP 77 7103239 10-32 STEEL ZINC U -NUT 78 17358 617358 3/16& 114 OGEE BEAD HORIZONTAL 7917357 617357 1" IG BEAD HORIZONTAL 80 17359 617359 7/16 BEAD HORIZONTAL 81 17360 617360 9/16 BEAD HORIZONTAL 82 1224 6TP247K VINYL BULB WEATHERSTRIP 83 IGTAPE 112"X 1/18" SINGLE SIDE ADHESIVE TAPE FOR IG BEAD 100 8052 48052 ROLLER ADJ. HOLE PLUG 101 72087 JAMB BUMPER 102 1696 71696 DUSTPLUG 103 8186 78186X 1" KEEPER 104 653 78OKEEP SCREEN LOCK KEEPER 105 17344 617344 FVED PANEL CLIP - 6- LONG 106 17352 617352 EXTERIOR FIXED PANEL RETAINER 107 1739 71739 HANDLE KIT- INTERIOR RAISED WITH THUMB TURN 108 1740 71740 HANDLE KIT- RAISED EXTERIOR HANDLE 109 1731 78182SN HANDLE KIT -RECESSED INTERIOR WITH THUMB TURN 110 1732 78178 HANDLE KIT -RECESSED EXTERIOR PULL 111 710X34PPSDAX 010 X3/4" PH. PN. TEK - S.S. 112 1235 67S16 WSTP,.270 X.170 -FIN SEAL 113 1712 64066 .187 X.230 FINSEAL 114 71QX115PPX #10X11/2" 115 710XPPT #10X1" 116 720XIX #14-20 X 1" ST. STL. 117 720X112X #14.20 X 1.5" ST. STL. 118 17336 617338 CORNER RECEIVER 119 17337 617337 OUTSIDE CORNER ASTRAGAL 120 17338 6117338 INSIDE CORNER ASTRAGAL 210 GLASS LAMINATED IG 3/16T- 7116 LAMINATED HT -HT PVB 211 1 GLASS LAMINATED IG 114T- 7116 LAMINATED HT -HT PVB 212 GLASS LAMINATED IG 3/16T- 7116 LAMINATED HT -HT SGP 213 GLASS LAMINATED IG 1/4T-7116 LAMINATED HT HTSGP b TECHNOLOOYDRIVEPARTS LIST NOKOMIS, FL 34276 TMN P.O. BOX 1629 SERIES 770 ALUMINUM SGD - LMI NOKOMIS. FL 34274 •�' —- 23 W °' _ TS 21 SGD770 NPGT0002 rKOOUCT RLVIMP ",.pp" w1a M l4db, ""M.MN,.C. jI.1V—lO l$ls. ILL} y�s G. �1 IIMr1 O�df t�111111111 �/ �.��•��ONSE •'FR Na. 56105 o '•.� B� ��tLu Of I' 2: LO FSSION1 A. LYNN I.�ILLER, P.E. P.E.# 58705 1.303' 5---I 1 0.718" -y 1.050" -I0.83" 0.325" Ii 0.050" {{f- 0.779" 0.752" 0.062" 0.062" sC�J 0.264" 0.080" I INTERLOCK SCREW COVER FRAME SCREW COVER GLAZING BEAD (SINGLE) SILL TRACK (65) MAT'L; 6063-T6 (5) MAT'L: 6063-T6 (78) MAT'L: 6061-T6 (11) MAT'L: 6063-T6 3.979" 0.752" 0.233" -f 0.233" 0.082" P -HOOK SCREW COVER (29) MATL:6063-T6 r 0, 080" -�j 1.0501 Fj 1,003" 1 1 0.062" LLII.. � 1.88 -+ 0.289" U II j 0.709" 1.162" 0.757" U 0.050" 0.050" � -J L 00.550" 1.739" GLAZING BEAD (I.G,) FIXED PANEL CLIP FIXED PANEL RETAINER INTERLOCK (79) MAT'L: 6063-T6 (166)MAT LL. 6063-T6 (106) MAT'L 6063-T6 (62)MAT'L: 6063-T6 3.802" 1.979 2.304" -� 1.163" 0.885" Luj� 0.075" 0.075" 1-- -1f 1.645" 1.645" 0.062" 0.7£ 0.080' P -HOOK MOUNTING ADAPTA 0.125"" 0.281" (28) MAT'L: 6063-T6 P -HOOK FOR BOX RISER HEAVY DUTY ASTRAGAL 3.802" -►{ (30) MAIL: 6063-T6 STANDARD ASTRAGAL (68) MAT'L: 6063-T6 III (67) MAIL: 8063 -TB 4.125" 41 4" F- 0.574" 0.062" 0.075" rk()DUCT NRVII;CY 0.062^ 1.304" 1.6" 0.133" 1.6" n,,*i�ylgwrYwlldir N,WMN 6.M P -HOOK I ! A.,.r..«n. -lol •14 (26) MAT'L: 6063 -TB Fes---- 3.125" --►t"'` F1i �'�' �' ` 3.25" STANDARD STILE 3.125"y IL sS1 �4o- TOPlBOTTOM BOTTOM RAIL (80) MA7"L: 6063-T6 HEAVY DUTY STILE !w0 et* (69) MAT'L: 6063-T61.872" I + 0,232" (61) MAT'L: 8063-T6 0.750" I+- 0.750" 1-.0119" 0.062" � 1.467" SCREEN STILEI � 0.232" 0.062" 0.062" (40) MAT'L: 6063-T6 0.062" --la 0.750" FLUSH FLAT SILL RISER 0.232" (18) MAIL: 6063-T6 0.082" 0.906" 0.232" 4.055" 3.305" � 3.955" 2.555" 0.062"3.206' 2.455" IHill 1'567" 0.062" t . - 0.062" 0.062" -►I Q : Na 58105 HIGH 80X SILL RISER MEDIUM BOX SILL RISER LOW BOX SILL RISER FLUSH BOX SILL RISER LOW FLAT SILL RISER MED, FLAT SILL RISER HIGH FLAT SILL RISER = (24) MAT'L: 6063-T6 (23) MAT'L: 6063-T6 (21) MAIL: 6063 -TB (19) MAT'L: 8063-T6 (20) MAT'L: 6063-T6 (22) MAT'L: 6063-T6 (25) MAT'L: 6063-T6 = (A, I I LU e eey: a R"wroM: J.J. 10/11/11 C NG CHANGE THIS SHEET EXTRUSIONS �� STPiE Of Re"eeey: Dere: ev an.: 107�KOMIS, FL 3Q75 ,mw �� (J� FL...... SMC v,�os A PER MIAMI OADECOMMENTS P.o.eox,cza SERIES 770 ALUMINUMSGD-LMI ,FSS/(ONA� ore""ey. mte: cnew.eey O.W. NOKOMIS, FL 34274 0 8e1Bv1Aa°^'� srek: A. LYld4 (ir11LLEld, P.E. SMC 08/05/09 RJA SGD770 NTS Z2 °� 23 PGT0002 C P.E.# 88705 5.069" � 8.562" 1.2 11' LLJ-JL-- U---- U-1 1.505" 0.081" J 0.080" 2 -TRACK HEAD4-TRACK SILL (1) MAIL: 6063-T6 (10) MAT'L: 6063-T6 6.198" r AT7 211" 0.081" 2 -TRACK HEAD W/ SCREEN TRACK (2) MAT'L• 6063 T6 6.526" 1.505" 0.080" 3 -TRACK SILL (9) MAIL: 6063-T6 6.221" 7,105" 1.505" 0.080" 2-TR8CK SILL W/ SCREEN TRACK 0.081" 8 MAT'L:6063-T6 3 -TRACK HEAD (3) MAT'L: 6063-T6 1.045" 1.993" 0.062" SCREEN TOP RAIL (45) MAT'L: 6063-T6 0.875" 1.993" 0.062" SCREEN BTM. RAIL (46) MAT'L: 6063-T6 4.49" 9.142" 1.605" 1.211 F17F 1 0.080" (7) MATR'ALC 063LT6 4 -TRACK HEAD 0.081" (4) MAT'L: 6063-T6 - 5.621" 1.6" 1 4" INSIDE CORNER ASTRAGAL (120) MAT'L: 6063-T6 NO CHANGE THIS SHEET 11/19/09 OUTSIDE CORNER ASTRAGAL (119) MAT'L:6063-T6 NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 5" 1.36" 0.081" 5.069" 2 -TRACK JAMB (14) MAT'L: 6063-T6 1.03" 2.8 0.0 2.893"801. 3 -TRACK JAMB 2.826" J(16) MAT'L: 6063-T6 CORNER RECEIVER (118) MAT'L: 6063-T6 Dw pu« I �TEXTRUSIONS - ---SERIES 770 ALUMINUM SGD - LMI SGO770 NTS 23 d 23 PGT0002 4 -TRACK JAMB (17) MAT'L: 6063-T6 2 -TRACK JAMB W1 SCREEN TRACK (15) MAT'L: 6063-T6 8" rk4)DVCT PAVWD a e"pw" w11t iM HreM► Ba m" C"e A.eMe...r M. 11-10 I ) �• R,.ryir.We Metl Ir.' Wal Dade" \1"O LYNN 4f, ��•'�,�CENSF''•�F�f1 i * ' 1,10.58705 CA - to till STATE OF CC/ ��S •.,FLORID P•.•�`G.�?� NAS A. LYNN I1 &R, P.E. P.E.N 68705 MIAMhDADE MIAMI-DADE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Su•eet, Roo►n 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (186) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wNviv.niiamidade. ooh ►gra PGT Industries, Inc. 1070 Technology Drive North Venice, 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 and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "PW -3020 Picture" Aluminum Fixed Window — L.M.I. APPROVAL DOCUMENT: Drawing No. 3020-3 titled "Aluminum Picture Window, LMI", sheets 1 through 7 of 7, prepared by manufacturer, dated 12/15/07, with revision B dated 11/19/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami—Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami --Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. LABELING: F_,ach unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "m"" -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA renews NOA# 11-1114.16 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 12-0516.05 MIAMI -DAD, COUNTY Expiration Date: August 16, 2017 Approval Date: August 02, 2012 11 112� Page 1 PGT Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 3020-3 titled "Aluminum Picture 'Window, LMI", sheets i through 7 of 7, dated 12115/07, with revision B dated 11/19/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, 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) Small Missile Impact Test per FBC, TAS 20 t-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum fixed window, prepared by Architectural Testing, Inc., Test Report No. ATI -72150.01-401-1$, dated 07/23/07 signed and sealed by Joseph A. Reed, P.E. (Submitted under NDA No. 07--0613.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis,- complying with FBC, dated 04/16/07, prepared by PGT Industries, Inc., signed and sealed by Robert L. Clark, P.E. (Submitted under previous NOA No. 09-0901.08) 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Sen"Glas® Interlayer" dated 08/25/11, expiring on 01/14/17. F. STATEMENTS 1. Statement letter of conformance, complying with the FBC-2010, dated May 14, 2012, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest, dated May 14, 2012, signed and sealed by Anthony Lynn Miller, P.E. Manuel Perez Product Control Exa ' ,er NOA No. 12-0516.05 Expiration Date: August 16, 2017 Approval Date: August 02, 2012 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 3. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15-27.001 of the F.B.P.E., dated 10/07/11 signed and sealed by Anthony Lynn Miller, P.E. (Submitted under previous NOA No. 11---1114.16) 4. Statement letter of conformance and compliance with the FBC-2007, dated August 10, 2009, signed and sealed by Robert L. Clark, P.E. (Submitted under previous NOA No. 09-0901.08) 5. Laboratory compliance letter for Test Report No. ATI -72150.01--401-18, issued by Architectural Testing, Inc., dated 07/23/07, signed and sealed by Joseph A. Reed, P.E. (Submitted under previous NOA No. 07-0613.02) G. OTHERS 1. Notice of Acceptance No. 11-1114.16, issued to PGT Industries, Inc. for their Series "PW -3020 Aluminum Fixed Window - L.M.I.", approved on 02/16/12 and expiring on 08/16/12. Manuel'Per , P. . Product Control Ex ' er NOA No. 12-0516.05 Expiration Date: August 16, 2017 Approval Date: August 02, 2012 E-2 GENERAL NOTES: LARGE MISSILE IMPACT PICTURE WINDOW 1, GLAZING OPTION(S): 9118" LAMI: (2) LITES OF 1/4" HEAT STRENGTHENED GLASS ( HS GLASS WITH AN .090" SENTRYGLAS PLUS (SGP) INTERLAYER. 2. CONFIGURATIONS: O APPROVAL APPLIES TO FIXED WINDOWS OF EQUAL LEG FRAMES. SIDE BY SIDE COMBINATIONS OF FIXEDIFIXED OR FIXED WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING APPROVED MULLIONS. 3. DESIGN PRESSURES: 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: ANCHOR SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO SUBSTRATE SHALL BE BEYOND WALL DRESSING OR STUCCO. THE 33 V3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. APPROVED ANCHORS: 1, #14 STEEL SCREW (G5) 2,114" ELCO ULTRACON 3 & 4.5/16" ELCO ULTRACON. 6. SHUTTER REQUIREMENT: NOT REQUIRED. 6. INSTALLATION SCREWS AND FRAME CORNERS SEALED WITH NARROW JOINT SEALANT. 7. REFERENCES: TEST REPORT ATI 72135.01-401.18 & 72160.01.401.18; ELCO TEXTRON NOA 07.0425.01; ANSI/AF&PA NDS -2005 FOR WOOD CONSTRUCTION; ADM -2005 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 6" MAX. SEE TABLES 1-3 6" MAX. SEE TABLES 1.3 40 fl- MAX. d 40 ft' MAX, ii ii ii / DESIGN PRESSURES (ALL SIZES & CONFIGURATIONS) GLASSTYPE P08 I NEO 9/16"HEAT STRENGTHENED SOP LAMI 1 .130A •130.0 BASED ON 6/16" ELCO TAPCONS IN CONCRETE USING JAMB ANCHOR PLATE AND 114" SHIMS. OTHER ANCHOR TYPES AND SUBSTRATES AVAILABLE. SOME WIfHDESIGN PRESSURE LIMR'ATIONS. SEE ENCLOSED FOR SPECIFICS. FALSE MUNTINS SURFACE APPLIED, OPTIONAL EXT. OMiY NKOQXLY74 _ `_ _ PW3020 8116" NOM. 1/4" HS GLASS .090" SGP INTERLAYER 1/4" HS GLASS GLAZING DETAIL (13 NOTE. SUITABLE FOR LARGE AND SMALL MISSILE APPLICATIONS NOA DRAWING MAP GENERAL NOTES ............. xxa===#aae:�laa aaa 1 ✓��% 1 II it iiliii .16aaaaa==== .J_ II 6 it II g 120" SEE II tl II 0 11 Mme• TABLES 1.3 II VERT. SECTIONS ............. 2 11 n 11 11731/4" ..p,...#...* ....# ... ,II ... 2 ==IF--=iF=�a9Faa= �. it - Ii✓✓/, n It 1 11 11 1161/4" N DLO t MAx.1 Imo' EXTRUSIONS .................... .a.IF IF == -4-p— _= -- __-�- DLO u a it ii 3 ANCHORAGE .................... L B o ANCHOR QUANTITIES.,... 4.6 6" MAX. SEE TABLES 1.3.876 = ii ii ii I 891/4" DLO NOTE. WINDOW TO BE 40 SQUARE FEET IN AREA OR LESS AND NOT MORE THAN 120" ON ANY 1 SIDE. 8" MAX. 43 1!4 DLO 48" FALSE MUNTINS SURFACE APPLIED, OPTIONAL C, ELEVATION (AS TESTED) e"0ar' PB1et A. Added 40 ft' rule & updated format. .IR nRr�Rrnn o EXT. OMiY NKOQXLY74 _ `_ _ PW3020 8116" NOM. 1/4" HS GLASS .090" SGP INTERLAYER 1/4" HS GLASS GLAZING DETAIL (13 NOTE. SUITABLE FOR LARGE AND SMALL MISSILE APPLICATIONS NOA DRAWING MAP GENERAL NOTES ............. 1 GLAZING DETAILS ............ 1 ELEVATIONS ..................... 1 VERT. SECTIONS ............. 2 HORIZ. SECTIONS ............ 2 CORNER ASSEMBLY........ 2 EXTRUSIONS .................... 3 PARTS LIST ....................... 3 ANCHORAGE .................... 3 ANCHOR QUANTITIES.,... 4.6 DP TABLES ........................ 7 'RODUCT RENFW'Eiy ox complying with the 610rWi 'laiding Code IZ"O51 4cceptanee No {a • D� Expiration Datiza Ota] By I Minm' Dade Prdt1N'etGoa � ' INT. 12 as complying veiflt36V the Florida Budding Code Accaptancallo rr 1 114-1 Iix�n Oto � a 3 Ivltamf n OPro act Coutro M PICTURE WINDOW, L.MI NTSJ'1 1 w 7 — 3020-3 .•'4lotNSE pt Na. 58705 k ��. 1L' c, 611 r'ct��j-1 gTATE0 '�D.n�'•.. FLORA... SSlONAL' A!L/�n{IlMllldr♦ b�E1. P.E.# 68708 EXT, DLO Imo --3.260 ITIONAL, E TABLES 3.250 INT. NOTE. SUITABLE FOR LARGE AND SMALL MISSILE APPLICATIONS CORNER DETAIL OUTSIDE (ALTERNATE FAB DETAILS) VERTICAL SECTION - A format. CORNER DETAIL INSIDE ao. egx762B NOXOMIS, FL 80274 ALUMINUM PICTURE WINDOW, LMI rer�e.o sor„ aeanexa. PW9010 .5X 2 n 7 3020-3 RODUCT RENF. WED "c mplyingwiththeFlbfik !fnhling Cmle 4mpt—eNe-05Ilo.Orj E pinnlon Date 17 By I MIR i n We FNNldet•Confc$k • PRODUCT RUVISBD as ootuplying wilh the Florida Building Code Aoce oeNo,.(, B CgItO o (9 lay_ _._ iiand Dade Pro wt Contort t.YNN Mid �ii� No. 58705 d rit 2t 11 w' �� •' STA E O :. �� . ONA� A. Lynn MI1180 P.E,O 68703 NOTES; 1, FOR CONCRETE APPLICATIONS USE ANCHOR TYPE 2,3 OR 4. SEE SHEETS 1-3, FOR ANCHOR DESCRIPTION AND SPACING. 2. FOR WOOD APPLICATIONS USE ANCHOR TYPES 1 OR 2, SEE SHEET 1-3 FOR ANCHOR DESCRIPTION AND SPACING. 3. WOOD BUCKS DEPICTED A$ 1x ARE LESS THAN 1 112" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 112" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). WOOD EXT. 1/4" MAX. SHIM If ;35. TYPE HEAD, SILL & JAMB (2x WOOD) EXT. KSI MIN. CONCRETE ANCHOR MIAMI-DADE COUNTY APPROVED MULLION MIN 5/16" NUT & BOLT, MAX, 6" FROM END, SAME O.C, SPACING AS FRAME TO OPENING; SEE SHEETS 4.6 EXT. MULLED EXAMPLE •• ENGINEERED BY OTHERS r-- MASONRY ANCHOR 1/4" �MAX. 3HIM MIN. EMBEDMENT, :r SEE KEY TABLE IN SHEETS 4 THRU 7 EXT. 3.4 KSI MIN. CONCRETE MIN. EDGE DISTANCE, SEE KEY TABLE IN TYPE HEAD, SILL &JAMB SHEETS 4 THRU 7 (CONCRETE W/ 1x BUCK) Added 40 ft' rule & updated format. 1/4" MAX. IS Him r,:.:.';:'•• MIN. EMBEDMENT, SEE KEY TABLE IN SHEETS 4 THRU 7 MIN. EDGE DISTANCE, SEE KEY TABLE IN SHEETS 4 THRU 7 TYPE HEAD, SILL & JAMB (DIRECTLY TO CONCRETE) P.o. egxteso NOHOMlB, FL 94274 •-�•'i.5501-�— 000 2,375 7 1.250 1 3.260 { 1- FRAME, FEMALE 7T� �--2.038—�•� 1.282 090 -•a1 .082 3 - GLAZING BEAD, TYPE 1 -4 1.050 6- ANCHOR COVER PLATE 3,054 000 8- ANCHOR PLATE 050 �•••--1.750 450 8- MUNTIN/MULL COVER ALUMINUM PICTURE WINDOW, LMI AMONGL-.5—Xi3 a_7 1 3020.3 NOTE: SUITABLE FOR LARGE AND SMALL MISSILE APPLICATIONS RODUCr RENF1VE1) m eumpiyluR with At Flbr& 9nhlla14 Code �a^eptnnce Na 12-0 d5 F:xpirntlon Date 17 Miami xde Nfddd¢t4roaf PRODUCMEVISED as comPlyin8 Wills the Florida BuildingCodo ,t 011 n0 N "' 'A, 4 A,co n ato to f& 13 Mlamt Bode Product Control �Illllllt LYNN 4f, 9, No. 58705 a Qno -Go1Gi11f'W ONM- A Lyn�swwYE P.E.# 08705 TABLE 2 HEAD, SILL AND JAMB ANCHOR QUANTITIES FOR DESIGN PRESSURES OF +110/410 PSF OR LESS Anchor Type Anchor Substrate Requires ANCHOR TYPE Min. Edge Min. Type Location Anchor Plate WINDOW HEIGHT (in) Distance Embedment 1 off-the-shelf#14, steel screw (G5) Head & 5111 Wood Yes (see table below) 1 36 48 Jamb 60 Yes 72 184—F 1.375 2 96 Head & Sill 108 120 4 WINDOW ANCHOR 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 WIDTH (In) LOCATION CMU or Concrete or No 6 1.76 1.25 4 Eloo 5/18" steel Ultracon Head & Sill Yes 5 1,76 1 Jamb CMU or Concrete Yes Head and SIII 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 2 2 2 2 24 Jamb 3 3 4 3 4 4 6 4 5 5 7 5 6 6 9 6 7 7 11 7 8 8 13 8 9 9 14 9 9 9 16 9 Head and Sill 3 3 4 3 3 3 4 3 3 1 3 4 3 3 3 4 3 3 1 3 4 1 3 3 3 4 3 3 3 4 3 3 3 4 3 36 Jamb 3 3 4 3 4 4 7 4 5 1 5 10 5 6 6 12 6 7 1 7 15 7 8 8 18 8 9 9 20 9 9 1 8 23 9 Head and Sill 4 4 7 4 4 x 7 4 4 4 7 4 4 4 7 4 4 4 1 7 1 4 4 4 7 4 4 4 7 4 1 a 1 a 17 4 48 1 Jamb 3 3 4 3 4 4 7 g 1 5 5 11 5 6 6 14 6 7 7 18 7 8 8 21 8 9 8 25 9 9 110128110 Head and SIII b 5 10 5 5 5 11 5 5 5 11 6 5 5 11 5 6 5 11 6 6 5 11 5 60 Jamb 3 3 4 3 g 1 4 7 4 5 5 11 5 6 6 16 6 7 7 20 7 8 9 26 9 Head and Sill 6 6 12 8 6 1 6 14 6 6 6 1616 6 6 16 6 6 6 16 6 72 1 Jamb 3 3 4 3 4 1 4 7 4 5 5 11 5 6 6 16 6 7 8 21 8 Head and Sill 7 7 15 7 1 7 1 7 18 7 7 7 20 7 7 7 21 7 7 7 22 7 84 Jamb 3 3 4 3 4 4 7 4 5 5 11 5 6 6 16 6 7 8 22 8 Head and SIII 8 8 18 8 8 1 8 21 8 8 8 26 8 98 Jamb 3 3 4 3 4 1 4 7 4 6 5 11 5 Head and Sig 9 9 20 9 9 1 9 25 9 9 9 29 9 108 Jamb 3 3 4 3 4 4 7 4 6 5 11 5 Head and Sill 9 9 23 9 9 9 28 9 120 Jamb 3 3 4 3 4 4 7 4 KEY TABLE Anchor Anchor Type Anchor Substrate Requires Min. O.C. Min. Edge Min. Type Location Anchor Plate Distance Distance Embedment 1 off-the-shelf#14, steel screw (G5) Head & 5111 Wood Yes 2 1 1,376 Jamb Wood Yes 2 1 1.375 2 Elco 1/4" steel Ultracon Head & Sill Concrete Yes 4 1 1.375 Jamb CMU or Concrete Yes 4 1 1.25. 3 Eico 6/16" steel Ultracon Head & Sill Concrete No 6 1,75 1 Jamb CMU or Concrete or No 6 1.76 1.25 4 Eloo 5/18" steel Ultracon Head & Sill Yes 5 1,76 1 Jamb CMU or Concrete Yes 6 1.76 1.25 Added 40 fie rule & updated format. V rECHNOLOOYDRIVE NOKOMIS, FL 94276 P.O, SQX 1529 NOKOMIS, FL 94274 PKWRO i N/A 15 a 7 NOTE, SUITABLE FOR LARGE AND SMALL MISSILE APPLICATIONS NOTES: 1. TO BE USED IN CONJUNCTION WITH INSTALLATION DRAWINGS AND NOTES OF SHEET 3 OF 7. 2. ALL SIZES ARE LIMITED TO 40 SQUARE FEET. 3, INTERPOLATION BETWEEN VALUES ALLOWED - ALWAYS ROUND UP, 4. MAXIMUM ANCHOR SPACING: 6" FROM THE CORNER 13.6" BETWEEN ANCHORS UODUCr RENEWED ae eomptying with the FlbAII& guiding Cate Acceptance No O tj ExpiraUan Uate J? C .t / i— d� Miamt Uade Trddtiet CononrtnGi' PRODUCT RUVIS13D W complying wllh Uta Plodde Building Code All=ptoncc No ` ay Milani Dodo toduct Control 1111111f 1111 Ott'......., M/�! �'��`, •'�1GENSF'', Fy ` * ' No. 58705 aS7F 1�W� ONA,��` \ LMI /I1fIIIIIII��'�` A, Lynn M .,l P.E. .3020-3 B REA118708 TABLE 4 Design Pressure for Minimal Anchorage (+ and -, in psf) Substrate Requires Min. O.C. Min. Edge Min. Type Location Anchor Plate Distance Distance Embedment 1 off-the-shelf #14, steel screw (Gb) Mead &SIII Min. Anchors per Jamb Yes 2 1 1.375 amb Wood Yes 2 WINDOW FIEIGHT(In) 1.376 2 Elco 1/4" steel Ultracon Head & Sill Concrete —dm Yes 4 36 48 60 1 72 84 96 108 120 ZZ 3 4 5 8 7 8 9 9 WINDOW WIDTH (in) 24 36 48 Substrate-) 1 90 90 90 2 9D 90 90 3 90 84 67 4 90 90 90 1 90 00 90 2 90 90 90 3 84 67 63 4 90 90 90 1 90 90 90 2 90 90 90 3 79 60 83 4 90 00 9D 1 9D 90 90 2 90 80 90 3 76 86 47 4 90 90 90 1 90 90 90 2 90 80 90 3 74 53 44 4 90 80 90 1 90 90 90 2 90 90 80 3 72 52 42 4 90 90 90 1 9D 8D 90 2 90 90 90 3 71 50 41 4 90 00 90 1 90 90 90 2 90 90 90 3 4 63 90 44 80 35 90 Min. Anchors per Head/Sill 2 3 4 60 6 90 90 60 90 90 90 63 90 90 90 90 90 90 90 90 80 60 43 39 37 90 90 90 90 90 90 90 90 43 42 9D 90 90 00 39 90 90 90 37 90 72 6 90 90 66 90 80 00 47 90 84 7 90 90 63 90 90 00 44 90 96 8 90 90 62 90 90 00 42 90 108 9 90 90 50 80 9Leo 41 90 120 9 90 90 44 90 9 36 90 KEY TABLE Anchor Anchor Type Anchor Substrate Requires Min. O.C. Min. Edge Min. Type Location Anchor Plate Distance Distance Embedment 1 off-the-shelf #14, steel screw (Gb) Mead &SIII Wood Yes 2 1 1.375 amb Wood Yes 2 1 1.376 2 Elco 1/4" steel Ultracon Head & Sill Concrete —dm Yes 4 1 1.376 Jamb U or Concrete Yes 4 1 1.25 3 Elco 5116" steel Ultracon Head & Sill Concrete No 1 5 1 1.76 1 Jamb CMU or Concrete No 5 1.75 .25 4 Elco 6118" steel Ultracon Head & SIII Concrete I Yes 5 1.75 1 Jamb CMU or Concrete Yes 6 1.76 1.25 A. Added 40 fe rule & updated format. 0 TSCHNOLOOP DRIVE DP u: NOKOMIS, FL 94276 ALUN P.O SQX 1629 . NOKOMIS, FL 34274 4rn.areaer F�IT PW3020 PICTURE WINDOW, LMI —TAW— NIA 1 7 a 7 3020-3 NOTE, SUITABLE FOR LARGE AND SMALL MISSILE APPLICATIONS NOTES: 1. TO BE USED IN CONJUNCTION WITH INSTALLATION DRAWINGS AND NOTES OF SHEET 3 OF 7. 2. ALL SIZES ARE LIMITED TO 40 SQUARE FEET. 3. INTERPOLATION BETWEEN VALUES ALLOWED - ALWAYS ROUND UP. 4. MAXIMUM ANCHOR SPACING: 6" FROM THE CORNER 13.6" BETWEEN ANCHORS 4t0o8C r RFNEV" ai cbmplylag with the P btkk2 Nalding Code 4'"eptanea No 1900316. rj• EXPitatiao Dat�0I I Miam lode Pr&ltietGoelraY �„ililuu Na. 58705 Mi S� srn E of S1,1 SIONAV A. Lynn W.r, P.E. P.E.# 68708 n 10 - MUM. MIAMI DADE COUNTY ff$=0 PRODUCT CONTROL SECTION DEPARTIIWhITITING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODS -ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) .mlamldaae.aov/perat Nu-Vue Industries, Inc. 1055 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration data stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in area other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as desm1bed herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. - DESCRIPTION: Series NVT-A, NVTAS, NVBH, NVUH, NVRT and NVTH Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU -2, titled"NVTA and NV`iAS, NVBH 24 and NVUH, NVRT and NVTH", sheets 1 through 4 of 4, dated 02/13/2003, with last revision dated 01/25/2012, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively aff sting the performance of this product. TERM MATION of this NOA will oczur 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 precede] by the words Mia i.=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 # 0&0326.11 and consists of this page l and evidence pages EI and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 12-0130.33 t Expiration Date: August 21, 2013 1d�J�jZ Approval Date: June 14, 2012 jjj Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA No. 054701.04" 1. Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVTH", sheets 1 through 4 of 4, dated 02/13/2003, with last revision dated 01/25/2012, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TEST "Submitted under NOA No. 05-0701.04" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 1.1/06/02 4. PT 02-3938 NVTA Upward 08/06/02 S. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVR736-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 S. PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 02-4095 NVUH26 Up & Downward 01/17/03 10. PT 02-4096 NVBE24 Up &Downward 12/03/02 11. 31-22456.0002 NVTA &NVTAS Lateral 07/06/02 12. PT 04-4698 NVTH24 Upward Parallel/Perpendicular 04/15/04 13. PT 04-5036 NVTH24 Upward Load 12/10/04 C. CALCULATIONS "Submitted .under NOA No. 04-1202.01" Report of Design Capacities prepared by Vipin N. Tolat, P.E. Product Model No. of Pages Date si atone 1. NVBM24 7 through 8 05/05/03 V. N. Tolat, P.E 2. NVRT 9 through 14 05/05/03 V. N. Tolat, P.E. 3. NVTA & NVTAS I through 6 05/05/03 V. N. Tolat, P.E. 4. NVTA & NVTAS l through 14 02/06/03 V. N. Tolat, P.E. 5: NVRT 15 through 15 07/07/03 V. N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No: 12-0134.33 Expiration Date: August 21, 2013 Approval Date: June 14, 2012 E-1 Nn-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department�efkPermitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Drawing No. NU -2 statement of code conformance to 2010 FBC, dated 01/25/2012, issued, signed and sealed by Vipin N. Tolat, P.E. r "Submitted under NOA No. 041202.01" 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. Carlos NL Utrera, P.E. Product Control Examines, _ NOA No: 12-0130.33 Expiration Date: August 21, 2013 Approval Date: June 14, 2012 E-2 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Length in Product Code Gauge seat Gauge strap 16 NVTA-16 WAS 212 20 14 18 NVTA-18 WAS 214 20 14 20 NVTA-20 WAS 216 20 14 22 NVTA-22 NVTAS 218 20 14 24 NVTA-24 WAS 220 20 14 28 NVTA-26 I WAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 WAS 226 20 14 36 NVTA-36 WAS 2322 20 14 48 NVTA-48 WAS 244 20 14 No. of Fasteners each strap 10d Maximum Allowable Load Ibe Uplift Single Strap Uplift Double;' S o Straps L1 SingleL2 Single &Double & Daub! Straps 5 757 1514 250 500 8 805 1610 250 500 7 854 1708 250 500 8 902 *1804 250 500 9 951 *1902 250 500 10 "a *1998 250 500 11 1048 *2096 250 500 12 1096 *2192 250 500 13 1145 *2290 250 500 14 1193 *2290 250 500 *Note: For 8 or more nails per strap, use double truss for double straps. general Notes: 1. Steel shall conform to ASTM ASO. structural grade 33 (Min. yield 33 ksl) and a minimum galvanized coating of 0 60 per ASTM A525. 2. Allowable loads are based on National DwIng specifications (NOS) for wood construction, 20o TAItlon and Florida Building Code 2010 3. Design foods are for Southern Pine species with a specific gravity of 0.55. Allowable toads for other species shall be adjusted accordingly. 4. Nail values are based an NOS table 11P, 0-0.55 for common wire nails and have been reduced for Penetration Depth factor CD. 5. Allawable loads for wind uplift have already been Increased by a duration factor of 1.8 for anchor none. 33X steel stress increase is not used in the tabulated volues. 8. Allowable loads for more than one direction for a single connection cannot be added together. A design load which can be dlvlded Into components in the directions given must be evaluated as follows: ++ t-1.0 7. Allowable loads are based on If' thick wood members unless otherwise noted. 8. All tte beams and grouted concrete masonry shall comply with chaptere 19 and 21 of 2010 FBC. Concrete for Us beams and grout and mortar for concrete masonry sholl be a min. of 2500 psi. Concrete masonry shall comply with ASTM Coe 9. All tests have been conducted in accordance with AS1M D-1781. ilt NVTAS 1" 4 MI NVTA 4. 4" EM 1" N. 4" EMB. 1" H C TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS Length g (in) Product Cade Gouge seat Gauge strap 18 NVTA-16 NVTAS 212 20 14 18 NVTA-18 NVTAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVTA-22 NVTAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 WAS 222 20 14 28 NVTA-28 NVTAS 224 20 14- 430 30 NVTA-30 NVTAS 226 20 14 36 NVTA-36 NVTAS 232 20 14 48 NVTA-48 NVTAS 244 20 14 Parallel L to wall 'fill No. of Maximum Fasteners Uplift each strap Single 10d x 1.5" Strap Allowable Load Obs Uplift Doubi S Vi 82 L1 Single & Double Straps L2 Singl & Double Straps 5 1032. 2236 250 500 8 1127 2254 385 565 7 1138 2272 520 830 8 1144 *2288 520 630 9 1153 *2308 520 630 10 1 1161 *2322 520 630 11 1170 *2340 520 830 12 1178 *2356 520 630 13 1187 *2374 520 830 *Note: For 8 or more nails per strap, use double truss for double strops. Perpendloular foto wall --d' 'L2 -W-H " O Reinforcements Required, O 21 2�" 'a—• Ccncrets Ile Ream O or Tle Beam formed with concrete filled o pg�=��asonry Holes Dla." 00112 - NVTA, NVTAS Z, TABLE 3 NVBH 24 BUTTERFLY HANGER Notes: 1. Use dl specified fasteners in schedule to achieve values hunootad. 2. Values are based an 1r header and Joist thidmess. 3. See General Notes. Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER n FASTENER SCHEDULE ALLOWABLE LOADS (Ties.) $ x DOWNWARD GRAVITY LOADS F NVBH2 18 12 8 1113 Notes: 1. Use dl specified fasteners in schedule to achieve values hunootad. 2. Values are based an 1r header and Joist thidmess. 3. See General Notes. Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER Notes: 1. Use fasteners in adtedule to achieve values 2. Values oro basad an 3' header thfolmess and Ir Joist thickness. 3. See General Notes, Sheat 1. tr 21 1 SYMM.® Mid Span I - --- PROUMMMD Mwom S3 Af � DOWNWARD LOAD n SCHEDIJIX ALLOWABLE LOADS Obs.) x DOWNWARD GRAVITY LOADS VIND UPLIFT LOAD 2x6 NVUH28 14 20 10 2233 1213 Notes: 1. Use fasteners in adtedule to achieve values 2. Values oro basad an 3' header thfolmess and Ir Joist thickness. 3. See General Notes, Sheat 1. tr 21 1 SYMM.® Mid Span I - --- PROUMMMD Mwom S3 Af � DOWNWARD LOAD TABLE 5 NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT--1e 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 38 NVRT-36 14 48 NVRT-0 14 16d Fasteners Maximum Uplift Load (lbs) TOTAL 8 4 Flat Ties Twisted Ties 728 724 10 3 861 Sao 12 - —6- 888 996- 14 7 1135 1132 Notes: 1. Specify V for Flat and °T° for Twisted when ordering. L Fastener values aro based on a minimum Ir thick wood members 3. • Ir4lo tes no. of naffs 6: each connected wool member. 4. See General Notes, sheet 1. ,. U N07H 1.J HALF HALF Connected connected to truss to wall • L LENGTH TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Mosonry Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-18 14 18 NVRT-18 14 20 PMT -20 14 22 NVRT-22 14 24 MT -24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT--48 14 Notes: No. of 16d nails to Wood Framing No. of r diameter Tapaons to Concrete Maximum Uplift Load (lbs) 4 6 722 3 7 888 e 8 981 7 9 1123 °A Lp 0 1° 1p a 1�r 0 0 NVRT Anchor Holes dic. A' 1. ITW tapaons shall be embedded a minimum of 14" into cornarste am or tiabeam formed with concrete filled masonry. lTW topcons shall Do not have a min. edge distance of 2}' and minimum spacing of Ir as shown. Use circled holes 2. See Conerai Notes, sheet 1. 16d 3. AD tapoons must be in the same row space at lis° an cantos. Do not use holes in theposite raw. Strap must be long enough to accommodate required topcons. o }°Tapcons 0 0 VIPIN N. TOLAT, PE (CIVIL) See o FL REG. # 12847 0 IV 18123 LANTERN CREEK LANE HOUSTON. TX 77068 r 2r Min. edge distance Reinferownent required Tie Bepm::[aAm�l;aritl► concrete filled masonry or concrete tle beam Trues plate required to transfer food to bottom chord . EM 0"X H MIN. 4 Wigle st 18 NVTH-22 18 14 EMB NVTH 1 e co�etBeeTie an Be= 8 138,1 2768 with concrete filled 20 NVTH-24 18 14 10 1437 2874 masonry Truss plate required to transfer load to TABLE _ 7 bottom chard a Reinforcesments Truss Anchors NVTH Required H Length Product Gauge Gauge o. of Fastener MaximumUplift Loads Ibs {m� Code seat strop In each Strap Single Strap Double Straps - _ masonry 10d x 1.5" on on 12 NVTH-16 18 14 Single Truss Double Truss RelM�aemente Required 5 1032 2064 14 NVTH-18 18 14 6 1222 2444 16 NVTH-20 18 14 7 1275 2550 8 1328 2658 MIN. 4 Wigle st 18 NVTH-22 18 14 EMB NVTH 1 e co�etBeeTie an Be= 8 138,1 2768 with concrete filled 20 NVTH-24 18 14 10 1437 2874 masonry Truss plate required to transfer load to bottom chard a Reinforcesments Required Double $5'aP Concrete Tie Boom •Oe Double Truss or Beam formed with concrete filled - _ masonry 5 Naps In Front (Min.) Nalls 10d x 1.5' 22 NVTH-26 18 14 11 1480 2880 12 1544 3088 24 NVTH-28 18 14 13 1598 1 3198 26 NVTH-30 18 14 32 NVTH-36 18 14 WS 1� W 44. NVTH-48 18 14 Jr- 0 2r O IV Front & Back O off centered Hcfee did` Va3w N. TOLAT, PE (CIVIL.) o W 401"r 18111x3 LANTERN CHM LANE HOUSTON. 7X 77M NVTH Miami Shores Village Building Department7=%r. N 31 2014 0050 N E 1 . .2nd Avenue, Miwm Shores, Flonda 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 P ONE NUMBER: (305) 762.4949 FBC 20 BUILDING - Permit No. PERMIT APPLICATION Permit Type: BUILDING Master Permit Noz 13 `J 22 ROOFING JOBADDRESS:— 150O TAF, 1 --� 3-� City: Miami Shores County: Miami Dade Folio/Parcel#: Is the Building historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): CTV /t` y+ ArC4PdA Phone#: City: y��J � State: �i/ A tel^ Ol Zip: 77 -%J, Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: -r ,- 0dVS'j-9-0 �j 10 AJ �C Phone#: 3 as Asr t � Address: � � 212 Lim/ 1 � �„��-P2..`1� City: I State: I Zip; 3 Qualifier Name: Phone#: , V State Certification or Registration #: C --Ci G 15 � (P D "4) Certi irate of Competency #: Contact Phone#: X 14 {912 L Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: DAddition ❑Alteration ONew ORepairreplace ODemolition Description of Work: ` dti 1-x'1r Y O 1- re. Vh; 6d Color thru file: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training(Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ Bogdhig Company's Nattie (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State A(/A 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 lie -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 n be approved and a reinsp tion fee will be charged. Signature '�C �� Signature Owner or Agent Contractor The foregoing instrument was acknowledged before m this 30The foregoing instrument was acknowledgeQ before 1 me this��11 day of 1,Y , 20 �, by �lJ � � C�1✓�G ` J W 0 % y`C/t 1 day of , 20 1 , by �Y� GQ ` 4 who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. _ was identification and who did take an oath. NOTARY PUBLIC: NOT la Sign: Sign: Pant: s Print: :.: My Commissio I xpires: p ':•a COMMSSHMOF-E 192081 yip EXPIRES: APR. 24.2016 /,M My Commiss rl�pil :5 GALY F C ONSECA OINMISSION WWW.AARONNOTARY.COM EE 192081 "eMRES: APR, 24.2016 akakaksksk+kakakaksk�kskHaskakskak�kskHiskakakskakaksk sksksksk�skskoKsk9ks#aksksk�Iaskakskskskskaksksk�kskskakskikaksk�ksk�k�ak�k��k�ksk�ek�kakikaksksksksk�k�kak�k�k�kekskskskskskskaksksk�kaknkikskskskskakakakHa APPROVED BY ? Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) CERTIFICATE OF LIABILITY INSURANCE Date 2/11/2014 Producer: Lion Insurance Company 2739 U.S. Highway 19 N. This Certificate is issued as a matter of Information only and confers no rights upon the Certificate Holder. This Certificate does not amend, extend Holiday, FL 34691 or alter the coverage afforded by the policies below. Insurers Affording Coverage MAIC # (727) 938-5562 Insured: South East Personnel Leasing, Inc. & Subsidiaries Insurer A: Lion Insurance Company 11076 Insurer B: 2739 U.S. Highway 19 N. Holiday, FL 34691 Insurer c: Insurer D: Insurer E: Coverages he pol 1cies of insurance listed below nave been issued to the insured named above for the policy peried indicated. Notwithstanding any requirement, term or condition of any contract or other document with respect to which this certificate may be issued or may pertain, the insurance afforded by the policies described herein is subject to all the terms, exclusions. and conditions of such policies. Aggregate limits shown may have been reduced by paid claims. INSR LTR ADDL INSRD Type of Insurance Policy Number Policy Effective Date Policy Expiration Date Limits (MM/DD/YY) (MM/DD/YY) GENERAL LIABILITY Commercial General Liability Claims Made 13 Occur Each occurrence Damage to rented premises (EA occurrence) Med Exp eneral aggregate limit applies per: Personal Adv Injury General Aggregate Policy❑ Project 13LOC Products - Comp/O p Agg LIT OMOBILE LIABILITY Combined Single Limit Any Auto (EA Accident) All Owned Autos Bodily Injury Scheduled Autos (Per Person) Hired Autos Bodily Injury Non -Owned Autos (Per Accident) Property Damage (Per Accident) EXCESS/UMBRELLA LIABILITY Each occurrence Occur ❑ Claims Made Aggregate Deductible A Workers Compensation and Employers' Liability WC 71949 01/01/2014 01/012015 X I we statu- tory Limits OTH- ER Any proprietor/partner/executive officer/member excluded? NO E.L. Each Accident $1,000,000 E. L. Disease- Ea Employee $1,000.000 If Yes, describe under special provisions below. E.L. Disease- Policy Limits $1,000,000 Other Lion Insurance Company is A.M. Best Company rated A- (Excellent). AMB # 12616 Descriptions of Operations/Locations/Vehicles/Exclusions added by EndorsemenUSpecial Provisions: Client ID: 36-65-143 Coverage only applies to active empbyee(s) of South East Personnel Leasing, Inc. & Subsidiaries that are leased to the Wowing "Client Company': AG Star Construction, Inc. Coverage only applies to injuries incurred by South East Personnel Leasing, Inc, & Subsidiaries active empkiyee(s), while working in: FL. Coverage does not apply to statutory employee(s) or independent contractor(s) of the Client Company or any other entity. A list of the active employees) leased to the Client Company can be obtained by faxing a request to (727) 937-2138 or by calling (727) 938-5562, Project Name= FAX: 305-758-8972 / ISSUE 02-11-14 (TD) CERTIFICATE HOLDER CANCELLATION BIn Date 11125/2013 VILLAGE OF MIAMI SHORES BUILDING DEPARTMENT 10050 NE 2ND AVENUE Should any of the above described policies be cancelled before the expiration date thereof, the issuing insurer will endeavor to mail 30 days written notice to the certificate holder named to the left, but (allure to do so shall impose no obligation or liability of any kind upon the insurer, its agents or representatives. MIAMI SHORES, FL 33138 e Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 e S' //q Permit No: e i 3�"�Z•'"' Structural Critique Sheet Pr G� y LI `S-[ 5 Co P �Lc' P3 ii.o rp WRC�� tgv IH -9 9-6 &-p (z6vi.�n`eel r;G-7L G0000-fAJ5 Page 1 of 1 PLA-t,f 0 tJ 6-+J S=2 a t.Jftflf-E -4-2-E 7f i &X Z 'Pi•PPC-Rewl riB l $ P o N -S 4(-D ® I' ZP 0,6V� C. i� �� 9. .S Glc g SIJ G -LA jj ({s.",o_.-r- c4>r,r(EN' I) Nom STOPPED REVIEW Plan review Is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one set of voided sheets In the re -submittal drawings. Mehdi Asraf s Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 r S' 1y Permit No: Structural Critique Sheet Page 1 of 1 C ;� U,L- 0,"i �OJ5 �4-e- �U- PryPr-%V 1L,N°r,v10 L)3u7,-> " PtAW� STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one set of voided sheets in the re -submittal drawings. Mehdi Asraf Alk Inividual / Organization Legal Name Address City, State, ZIP Principal of business name NEW ACCOUNT APPLICATION EIN/SSN Title ,, .Phone l Email Address Secondary Contact name Title Phone: Email Address f� DECLARATION The information in this application and all forms documents submitted to Quality Blueprinting LLC in connection herewith is true and`correL-t to the best of my knowledge and belief. Signature % `Date TERMS AND CODITIONS OF CREDIT By signing above you/your company hereby/gree to the following terms: 1. Statements are processed on the 1st ,�f the month for all Invoices due from the evious month/s whenever the total outstanding balgfice is $5.00 (Five US Dollars) or more. 2. Statements will be submitted eleetronically to the above Email address unless otherwise agreed. If a paper statement is mailed instead, an additional $1.00 (one US Dollar) fee will be automatically added to the statement balance. 3. Statement are due in full on the 1tst of the month unless otherwise stated in writing. 4. OPTIONAL: For your convenience, you may leave your credit card information on file in order to be automatically charged on the 1st of the month. Please fill out the attached AUTHORIZTION AGREEMENT FOR AUTOMATIC CREDIT CARD PAYMENTS. S. In the event your account becomes past due over 30 (Thirty) days, we (Quality Blueprinting LLC) reserve the right to suspend all charge account privileges without notice until your account is paid in full. We (Quality Blueprinting LLC) also reserve the right to cancel any and all charge account privileges without notice. 6. In the event your account becomes past due, it is subject to being placed with a 3rd parry collection agency or an attorney for collection. The undersign agrees to pay all costs of collection including agency fees, court costs, reasonable attorney fees, and a late payment charge of $15.00 (Fifteen US Dollars) per month. * Quality Blueprinting LLC * 11865 SW 26th St #C40, Miami, FL 33175 * (305) 559-9854 * pap 2 4.0 INSTALLATION Date / Time Destination Oct. 7 4:24PM Scan 2 Oct. 4 4:40PM SCAN 3 Oct. 4 2:21PM SCAN 3 Oct. 4 2:21PM SCAN 3 Oct. 4 12:08PM Scan 2 Oct. 4 12:07PM Scan 2 Oct. 4 12:04PM Scan 1 Oct. 4 12:03PM Scan 1 Oct. 4 12:03PM Scan 1 Oct. 4 11:46AN Scan 1 Oct. 4 11:45AM Scan 1 Oct. 4 10:27AM SCAN 3 Oct. 4 10:27AM SCAN 3 Oct. 4 9:19AM Scan 2 Oct. 4 9:10AN Scan 2 Oct. 4 9:OOAM Scan 1 Oct. 3 5:37PM SCAN 3 Oct. 3 5:03PM Scan 1 Oct. 3 5:02PM Scan 1 Oct. 3 4:57PM Scan 1 Oct. 3 4:55PM Scan 1 Oct. 3 4:53PM Scan 1 Oct. 3 4:51PM Scan 1 Oct. 3 4:40PM Scan 1 Oct. 3 4:37PM Scan 1 Oct. 3 4:35PM Scan 1 Oct. 3 4:35PM Scan 1 Oct. 3 2:47PM SCAN 3 Oct. 3 2:29PM SCAN 3 Oct. 3 2:27PM SCAN 3 Oct. 3 1:32PM Scan 1 Oct. 3 1:31PM Scan 1 Oct. 3 1:27PM Scan 1 Oct. 3 1:22PM Scan 1 Oct. 3 1:20PM Scan 1 Oct. 3 1:05PM Scan 2 Oct. 3 11:05AM SCAN 3 Oct. 3 11:02AM SCAN 3 Oct. 3 11:02AM SCAN 3 Oct. 3 10:54AM SCAN 3 Oct. 3 10:51AM SCAN 3 Oct. 3 10:50AM SCAN 3 Oct. 3 10:37AM Scan 2 Oct. 3 10:37AM Scan 2 Oct. 3 10:23AM Scan 2 Oct. 3 10:18AM Scan 2 Oct. 3 10:18AM Scan 2 Oct. 3 10:06AM SCAN 3 Oct. 3 9:45AM SCAN 3 Oct. 3 9:45AM SCAN 3 Oct. 07,2013 04:24 PM Sender Name File Name (page 1) Status Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed 0 MIN 4". EMB. 2" NVTA 1A No, of Fasteners eerch. strop 1Od Maximum. Allowable Load lbs:: Uplift; Single Strop. Uplift Double # 1 Single dG Doubl .'.& -Straps L.2 Single Doubt Stress 757 1514 280 5E f; 805 1610 2513 1 500 7= 854 1708 250 500 a 402 *1804 250 500 9 951 *1902 250 500 10 999 x°1998 256 :500 11 1048 *2096 250 500 12 1096 *2192 250 500 13 1145 *2290 250. 500 14 119.3 *2290 250 500 *Note: For '8 or mote Wallis psr strap use double truss for double styaps Hales Dia. WAS Date / Time Destination Oct. 2 1:27PM Scan 1 Oct. 2 1:27PM Scan 1 Oct. 2 10:10AM SCAN 3 Oct. 2 10:09AM SCAN 3 Oct. 2 9:46AM SCAN 3 Oct. 1 2:45PM SCAN 3 Oct. 1 10:41AM Scan 1 Oct. 1 10:16AM SCAN 3 Oct. 1 10:16AM SCAN 3 Oct. 1 10:15AM SCAN 3 Oct. 1 10:15AM SCAN 3 Sept. 30 3:45PM Scan 1 Sept. 30 2:27PM SCAN 3 Sept. 30 9:18AM CAN 3 Sept. 30 9:18AM SLS@N 3 Sept. 29 10:21 AM SCAN ---.3 Sept. 27 5:49PM SCAN 3'.. Sept. 27 5:04PM Scan 1 Sept. 27 4:46PM Scan 1 Sept. 27 4:45PM Scan i Sept. 27 3:43PM SCAN 3 Sept. 27 2:22PM Scan 1 Sept. 27 2:21PM Scan 1 Sept. 27 1:42PM SCAN 3 Sept. 27 1:42PM SCAN 3 Sept. 27 11:54AM SCAN 3 Sept. 27 11:49AM SCAN 3 Sept. 27 11:48AM SCAN 3 Sept. 27 11:46AM SCAN 3 Sept. 27 11:45AM SCAN 3 Sept. 27 11:43AM SCAN 3 Sept. 27 11:42AM SCAN 3 Sept. 27 11:41AM SCAN 3 Sept. 27 11:39AM SCAN 3 Sept. 27 11:38AM SCAN 3 Sept. 27 11:36AM SCAN 3 Sept. 27 11:35AM SCAN 3 Sept. 27 11:34AM SCAN 3 Sept. 27 11:32AM SCAN 3 Sept. 27 11:31AM SCAN 3 Sept. 27 11:30AM SCAN 3 Sept. 27 11:28AM SCAN 3 Sept. 27 11:27AM SCAN 3 Sept. 27 11:25AM SCAN 3 Sept. 27 11:22AM SCAN 3 Sept. 27 11:20AM SCAN 3 Sept. 27 11:16AM SCAN 3 Sept. 27 11:13AM SCAN 3 Sept. 27 11:10AM SCAN 3 Sept. 27 11:10AM SCAN 3 Oct. 07,2013 04:24 PM Sender Name File Name (page 2) Status Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted ompleted Oct. 07,2013 04:24 PM (page 3) Date J Time Destination Sender Name File Name Status Sept. 27 11:07AM SCAN 3 Completed Sept. 27 10:57AM SCAN 3 Completed Sept. 27 10:54AM SCAN 3 Completed Sept. 27 10:52AM SCAN 3 Completed Sept. 27 10:49AN SCAN 3 Completed Sept. 27 10:47AM SCAN 3 Completed Sept. 27 10:44AM SCAN 3 Completed Sept. 27 10:42AM SCAN 3 Completed Sept. 27 10:40AM SCAN 3 Completed Sept. 27 10:30AM SCAN 3 Completed Sept. 27 10:35AM SCAN 3 Completed Sept. 27 10:32AM SCAN,3 Completed Sept. 27 10:29AM SCAN Completed Sept. 27 10:27AM SCAN 3 'y Completed Sept. 27 10:24AM SCAN 3 `. Completed Sept. 27 10:21AM SCAN 3 Completed Sept. 27 10:18AM SCAN 3 Completed Sept. 27 10:14AM SCAN 3 Completed Sept. 27 10:12AM SCAN 3 Completed Sept. 27 10:09AM SCAN 3 Completed Sept. 27 10:05AM SCAN 3 Completed Sept. 27 9:46AM SCAN 3 Completed Sept. 27 9:43AM SCAN 3 Completed Sept. 27 9:35AM SCAN 3 Completed Sept. 27 9:28AM SCAN 3 Completed Sept. 26 3:49PM Scan 1 Completed Sept. 26 3:49PM Scan 1 Completed Sept. 26 3:40PM Scan 1 Completed Sept. 26 11:31AM Scan 1 Completed Sept. 26 11:30AN Scan 1 Completed Sept. 26 9:25AM Scan 1 Completed Sept. 25 6:16PM Scan 1 Completed Sept. 25 5:49PM Scan 1 Completed Sept. 25 2:12PM Scan 1 Completed Sept. 25 2:06PM SCAN 3 Completed Sept. 25 2:05PM SCAN 3 ° Completed Sept. 25 2:02PM SCAN 3 Completed Sept. 25 2:OOPM SCAN 3 Completed Sept. 25 1:58PM SCAN 3 Completed Sept. 25 1:58PM SCAN 3 Completed Sept. 25 1:52PM SCAN 3 Completed Sept. 25 1:50PM Scan 1 Completed Sept. 25 1:49PM Scan 1 Completed Sept. 25 1:48PM Scan 1 Completed Sept. 25 12:48PM SCAN 3 Completed Sept. 25 12:48PM SCAN 3 Completed Sept. 25 11:56AM SCAN 3 Completed Sept. 25 11:55AM SCAN 3 Completed Sept. 25 10:33AM SCAN 3 Completed Sept. 25 10:04AM SCAN 3 ompleted Page 6 22 NVRT-22 14 24 NVRT-24 � 4 No.. of .16d nails ilei; ofdiameter Maximum Uplift to Woad Framing Topcons to Concrete Load. (Ib ) a ass' Gauge Length Product (in_) Code. 12 NVRT-12 14 16 NVRTw-16. 14 18 NVRTT-119 14 2t3 vRT . 22 NVRT-22 14 24 NVRT-24 � 4 No.. of .16d nails ilei; ofdiameter Maximum Uplift to Woad Framing Topcons to Concrete Load. (Ib ) a ass' NVRT�30 14 4 # . 36 NVRT-36 1 5 4. NVRT-48 14 Nates: 1. Specify "F" for Flat and "T" for Twisted when Do notUse ,. ordering:hoes P eirclea tfid . 2. jastener values are based on a minimum_ 1j" thick wood members. 0 1 3. Iridicotes no. of waits in each connected wood member, C Z o a 4. ITW tapcaRs shall be embedded a minimum of p. a I� into Concrete tiebe rn or tisbeam farmed with concrete filled masonry: 7TW toprcons shall have a min. .edge distance of 21" and minimum NVRT ,Anchor staggered spacing o %" as shown. Moles dict. 5. Use only in Non--HVHZ. t!F'UFT 6: For Uplift tao4ls GD -1.6 Oct. 07,2013 04:24 PM (page 4) Date / Time Destination Sender Name File Name Status Sept. 25 10:03AM SCAN 3 Completed Sept. 25 9:14AM SCAN 3 Completed Sept. 25 8:02AM SCAN 3 Completed Sept. 25 8:02AM SCAN 3 Completed Sept. 25 8:OOAM SCAN 3 Completed Sept. 25 7:58AM SCAN 3 Completed Sept. 24 3:38PM SCAN 3 Completed Sept. 24 1:08PM Scan 1 Completed Sept. 24 11:06AM Scan 2 Completed Sept. 24 11:04AM Scan 2 Completed Sept. 24 10:50AM Scan 1 Completed Sept. 24 10:43AM Scan 2 Completed Sept. 24 1Q:37AM Scan 2 Completed Sept. 24 10: 6AM Scan 2 Completed Sept. 24 10:34 Scan 2 Completed Sept. 24 10:33AM n 2 Completed Sept. 23 6:37PM SCAN Completed Sept. 23 10:54AM SCAN 3 Completed Sept. 23 9:34AM SCAN 3 Completed Sept. 21 12:28PM SCAN 3 Completed Sept. 20 11:44AM Scan 1 Completed Sept. 20 11:39AM Scan 1 Completed Sept. 20 11:26AN Scan 1 Completed Sept. 20 10:04AM Scan 1 Completed Sept. 20 9:59AM Scan 1 Completed Sept. 20 8:53AM Scan 1 Completed Sept. 19 1:07PM SCAN 3 Completed Sept. 19 1:02PM SCAN 3 Completed Sept. 19 1:02PM SCAN 3 Completed Sept. 19 12:35PM Scan 1 Completed Sept. 19 12:12PM Scan 1 Completed Sept. 19 12:07PM Scan 1 Completed Sept. 19 12:06PM Scan 1 Completed Sept. 19 11:55AM SCAN 3 Completed Sept. 19 11:09AM Scan 1 Completed Sept. 19 11:08AM Scan 1 Completed Sept. 18 11:09AM SCAN 3 Completed Sept. 18 11:09AM SCAN 3 Completed Sept. 18 11:07AM SCAN 3 Completed Sept. 18 10:53AM Scan 1 Completed Sept. 18 10:17AM Scan 1 Completed Sept. 18 9:46AM Scan 1 mpleted Sept. 18 9:45AM Scan 1 Comp ted Sept. 18 9:43AM Scan 1 Complet Sept. 18 9:42AM SCAN 3 Completed Sept. 18 9:41AM Scan 1 Completed Sept. 18 9:39AM Scan 1 Completed Sept. 18 9:38AM SCAN 3 Completed Sept. 18 9:37AM Scan 1 Completed Sept. 18 9:36AM Scan 1 Completed H Length On) Product Code 12 NVTH-16 NVTHS 212 14 i NVTH-1$. NvTHS 214 16 NVTH-20 .NVTHS 218 18 NVTH-22 NVTHS. 218 20 NVTH-24 NVTHS .220 2Z WTH -26: NVTHS 222 24 NVTH-28 NVTHS 224 26 NM -301 NVTHS 226 32. NVTH-361 NVTHS 232 44 NVTH-481 NVTiis 244 CD�1:6 for U. p1'+ft and Lotemi iogd . e 01A H M1N. 4' 4" Hoies Dip. Holes ERAS. .. EMB. NVTHSt" hIVTH 9 NVTH, NVTHS,. Double 'Strap Single Strap Double Truss Single Trras Concrete Tls Boam Concrete Te .Beam . or Tie Beam :formed or Me �cnT .formed with concrete filled with concrete filled masonry masonry.. �s z? i ,. Date / Time Sept. 17 Sept. 17 Sept. 16 Sept. 16 Sept. 16 Sept. 16 Sept. 13 Sept. 13 Sept. 13 Sept. 13 Sept. 13 Sept. 13 Sept. 13 Sept. 13 Sept. 13 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 12 Sept. 11 Sept. 11 Sept. 11 Sept. 11 Sept. 11 Sept. 11 Sept. 11 Sept. 11 Sept. 11 Sept. 11 Sept. 10 Sept. 10 Sept. 10 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Sept. 9 Destination 4:19PM SCAN 3 12:09PM SCAN 3 1:11PM Scan 1 11:53AM SCAN 3 11:52AM SCAN 3 11:15AM SCAN 3 3:02PM SCAN 3 2:52PM SCAN 3 2:43PM SCAN 3 2:27PM Scan 1 2:27PM Scan 1 12:52PM SCAN 3 10:27AM SCAN 3 10:25AM SCAN 3 10:a4�W-..,,Scan 1 2:59PM SCAN -3, 2:57PM SCAN 3 2:55PM SCAN 3 2:53PM SCAN 3 2:52PM SCAN 3 2:47PM SCAN 3 2:46PM SCAN 3 12:45PM Scan 1 12:43PM Scan 1 12:43PM Scan 1 11:O1AM Scan 1 2:34PM Scan 1 1:49PM SCAN 3 1:44PM SCAN 3 11:57AM SCAN 3 10:57AM SCAN 3 7:43AM SCAN 3 7:41AM SCAN 3 7:40AM SCAN 3 7:30AM SCAN 3 7:37AM SCAN 3 2:37PM Scan 1 1:14PM SCAN 3 12:40PM Scan 1 4:25PM SCAN 3 3:07PM Scan 1 11:26AM SCAN 3 11:25AM SCAN 3 11:25AM SCAN 3 11:25AM SCAN 3 11:25AM SCAN 3 11:25AM SCAN 3 11:24AM SCAN 3 11:24AM SCAN 3 11:24AM SCAN 3 Oct. 07,2013 04:24 PM Sender Name File Name (page 5) Status Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed Completed \"mpteted Completed Completed Completed Completed For Uplift, use two NVSN€'3, One at top chord and one at battom chord of the. supporting and supported o a . Trusses in compliance with sect€an 2321,7 of the FRC, CD=1.0—Grov€ty 1 �: Q CD-1.6—uplift Support eg Fuss " %' r $- k OP & bottom @ ®. 1" chord Supported p elle". tYi 1Ya" Truss Top &. bottom Clwrd Ho(e patter W. Flus 'ks dta. mirror Image.'. of the ed m® appalls We NVSNP3 . Installation 14 G Straps NV358MV-458 TABLE 7 — NV358-2 Ply Seat TABLE 8 m NV458-3. Ply Seat . Assembly 14G Strop Dimension Total No. Total No. Allowable Tato€ No. Total. No. Allowable Product Product H of Fasteners of Fasteners Loads (lbs) : of Fasteners of Fasteners toads (lbs) Cabe Code inches in 2 Strops in Seatin 2. -Straps . in Seat lod x 3" 10d x 3s uplift L1 L2. .. 10d :x 3" 10d x- 2r .11P1i1t. Li . La —12 Nit TM6 12 8 8 2245 1961 I=.2245 . 2783 . 21378. -44. NVTH1& 14 to 8 2M ..2206 2868 . 1p 8: 2525 3131'_.2338 .' —16 _ NVTH2o t6 12 8 26M 2452. 2298 j, .12 8.. 48f36 3475 2597 20 NVTH24 20 _ .14 8 3M 269.7 2« 8 14 $ - 31186 X27 2857. 22 NVTH28 22 16 S 3367 2942 2.738, 16 8 3367 4175 3117 24 NVTFi2H 24 26 NVTH3R 26 Cn-1.6 for Uplift, Ll & L2. 32 NVTH36 32 3 wm Y X44 NVTH48 44 4W NV459 Z 2-W iq : IVa.. t}s' o ', . .. �&:NV35B. �'AIV459 2'piy �R MY35S : H . upuFt }#ales 040(c.. Ila tivilt L2 e 2" "_ 21 _` "` Gonareto Tie SOsan: o . or Tie Seam formed with Concrete Mod 27q 1" ,. Mosonry. O Holes Die:. 3g Now 9 . 18,�^�sat Wail e, I certify that I have personally cc .'i"IGNATtJRE FILE HASH CODE they are identica 11"d -; / n addition. 1"ha jl$�29893E74�C829C439mpCEC24 3B�29893E74�C829C439�CEC24 3Bvw29893E74�C829C439mCEC24 led to secure the electronic fil artment. of Business ani Profc terior Design, Procedures for ;, Specifications, Reports or o TABLE 13 NVSO 236. 16 GAUGE, HEAVY DUTY FACE. MOUNT JOIST HANGER Use only in non -MVHZ Fasteners Allowable Loads (Lbs:) joist Size Singles Header 1—axA pleader Joist 3 iktuitie . Meodgr : 14-10id 6-10st .1758 111x$ 2� fw" rY" 1875. 1279 24-8 s , 2-2x12 s—tsa 806 1:217 P • q NV.H 26 as shown . NVJH 24 & .28 Joist v similar but with 9.S tY dltferent holes TABLE 13 NVSO 236. 16 GAUGE, HEAVY DUTY FACE. MOUNT JOIST HANGER Fasteners Allowable Loads (Lbs:) joist Size Header Size pleader Joist GFt1+MTY lJpii7t C.q=LQ co -1.6, 14-10id 6-10st .1758 111x$ 2-2z8 14-16d 6—r6d 1875. 1279 24-8 2-2'AIQ 2-2x12 s—tsa 806 1:217 ;ument to see which files are valid )E listed below is identical to the'S. 'd signature document. - RA001V924 20130807 2211866 LA IlA A 1 (1), A,'O tE74-C829C439- (1); A3(1), E1(1' ;E74-C829C439,,CE C243 F2 -841 1 43F2-,.841 1 ;E74,-C829C439-P-CEC243F2-841 1 'e, I certify that I have personally th the SIGNATURE FILE ASI it they are identical. In addition., Size Product Cade Gouge Dimensions (in) q g 20/494 NVTP4 2a 3r g" 2x6/06 NVW8 20 NVHC 43/2 Harritcns ft — 1Hde4 24/4xe .NVIP8 20 71" W T /40.: NW .. -W N . 18 31" fr 24/498: NVTM 19: 51" 1 $". 2x8/44: NVTPBH 18 7jr a, PRODUCT CODE DESCRIPTION FASTENERS DESIGN LOADS (LBS) HEADER JOIST WUFT . L7 L2 . NVHC 43 Hurrloone Gins -- Me . 9-10d 9--104 687'!' . 407 308 NVHC 43/2 Harritcns ft — 1Hde4 10�1pd 10_10d 917 :547 432: NVHC 43/2 NIVHC 43 L2 71"daS,,,,a;tuctesI) I am signing below t( electro signature for the project ie am* fes ile is defined as signec sted below. Key): OAB83005r8F7278CC-95. OAB83005,m8r tz78CCm95. Qioauet Code. Rtmer�slocs (1rtcFr�):. Fosterer ScYi�uk tieibls "L��sc�i . ".. .. wt W2 4 momw Joist f1: F2 ASS I)r 2%e 5 3-�i 1jk• 3T10dxl)r 1t 595" A07 W 23e" 7 4-106.xlY,- 4-10dx%'* .5 799. Naii Schedule Xtowwo Design LM4800s) Prtduct Code L$�scriptidn er joist � 1.i t2 ntoor Stud hNtiG 37. rst ajr: or 7;8d 12-8d or7ji#.. 56fl i3Ci.. Dd 12-lod quw ,ice 4PW -Pr m6dw rI' "Ww -mm6-F r -err 10-W M^ X- I%ww - vm- .i' wr+ � +.r � w �w � ;, I certifyhave personally co SIGNATURE ILE HASH CODE they are 1*dentic slid. . in addition, I ha Note- Far 1-2x memWio 10&1)6 netts cats he .uesd BOG Sf�d Piate3 res -110 a, Left mot Tobfe 19 -c--- FWD: > ter (60) . coo P*e UpW LI B -IW, 4—IW 7U 339. . '.w - Jaak acE 2 1Y2. " ;' 8-1w 7—IN m 491 - 3% mwoww"* toads.(u).S� Fiftf Nag Schadulo Prgduct . Code .up oft Hada 1&d Hip Hail 10d Jack IM 10d. 1 115% 12 1 e o.. b t" c. d total WMM 1475 2444 'Off .2 .. 18. 4 . 3 1 7. 2 3 5 NYNZB 1931 .3229: 33,33 3333 20 5 4 : 9. 2. 3 5 Note- Far 1-2x memWio 10&1)6 netts cats he .uesd BOG Sf�d Piate3 res -110 a, Left mot Tobfe 19 -c--- FWD: > ter (60) . coo P*e UpW LI B -IW, 4—IW 7U 339. . '.w - Jaak acE 2 1Y2. " ;' 8-1w 7—IN m 491 - 3% sPECTOR FOR PRECAST ATTACI boxes apply. ;s} e ]Dyed by this firm or me are ai 2. 4. � authorized represetI�tzves shall insur erform the duties assigned by the Spec engineer or architect; graduation `from luation from an architectural education or registration as building inspector or , Dade County Building Department of w Page 14 `�`��.� pSeri. TTp55 A richer.,.ihq om opted to . totem► and *it tones, The strcq, is math of 14 gauge deed and the mots, of 20 swr sleet. Table 20 1tPti F1 �, t� Total Na. Total No, of Allowable Load lbs) product H of Fosterers Fasteners in 29t10i in Strap 20 GA. Seat re x Cade (ince lddxi}gp 10dx1y2' up6fk Lt L2 . 1 NOST'Al2 12 5 6 1046 700 1049 ` NY5TAIG 18 6 6 1141 760 .1144 a' 7 6 1236 823 .1.239 tdtt51A2tt 20 8 8 1331 887 1335 tpASiA22 22 S 6 1426 990 1430 CO = 1.6 for uplift. Lt & L2. 1NSTA24 24 i Holden Double Strap Riveted Truss Aarhoc: 'Mq are dedgnal of 14 sleet pates to resist Mind mid upM Iarm 11% are made of 20 qmV AmL Table 21 Assembly Dimenamn Total No. Total No. of hltowobte Loads(lbs) Product H of Fastenem Fosteners in F'c 256opsi (unt"s otherwise noted) Cods (inches) in two Straps 20 GA. Seat 10dx1jy'. 1GdX1X* UPtift Fc f3Q00pst Lt 12 tWA12 12 110 6 t548 1766 10,50. 1450 NVHTA16 16 12 6 1899 1987 1181 t851. NVHTA20 20 44 6 1883 2208 1312 1812 i6 6 2071 2429 1444 1994 N1giTA22 22 1fl 6 2259 2649 1675. 2179.. NVHTA24 24 CD = 1.8 for uplift, L1 & 1-2 UPLIFT s �� y - t>a _ ..:_. it = Numerical Constant Y2. [ (Air density lb/ cu ft) 32,E mi/h)(5280 ft/mi) • {1 hr/3600 s 0.00256 0.40 ft .L 0.0765 Ib/cu ft gory = 1! ry - 9.50 = 904.00 136.00 7t = 2 1.00 ft � - Velocity pressure fficient @ hi 2.01( Z/Zg) "(2jrx) for 15 ft <= Z < _ x.01 • (15/Zg) " (2/a) for Z < 15 ft 0.91 Topographic factor (I+K1•K2•K3)Z None V�L 13- S 22 JAN 3 12014 DATE: January 31,2014 PROJECT: "NEW TERRACE" ADDRESS: 500 NE 97th ST MIAMI, FLORIDA VFcPS''J_ Vinayagar M. Balakrishnan V. P.E. FL LIC 63107 16701 S.W. 117th Avenue ,Miami, Florida (305)3781991 PAGE "/41 DESCRIPTION PAGE Wind Load Calculation 1 Steel Column Design 5 Bolted Connection Design 11 Strap Connection Design 15 Wood Joist Design 16 Wood Girder Design 17 Bolted Connection Design 19 Steel Column. Design End Wall 23 Bolted Connection Design 30 Steel Column Design Exterior 36 Steel Plate Design 37 Foundation Design 38 1/41 MCAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprisc-s.com Date 1/31/2014 Project No. Company Name Designed By Address Description City Customer Name : State Proj Location : File Location: C:\PROJECTS\JOSE VALERO\500 NE 97th ST MIAMI SHORES FL\MODIFICATIONS 01-31-14\WIND.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 BM = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 1.68 : 12 Slope of Roof(Theta) = 7.99 Deg Ht: Mean Roof Ht = 23.00 ft Type of Roof = Gabled RHt: Ridge Ht = 25.00 ft Eht: Eave Height = 21.00 ft OH: Roof Overhang at Eave= 1.00 ft Roof Area = 7368.00 ft^ 2 Bldg Length Along Ridge = 128.00 ft Bldg Width Across Ridge= 55.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gust1: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems z 2141 S Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.93 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 61.90 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 7368.00 ft^2 Reduction Factor based on Roof Area = 0.80 i °RS -Tall Pressures for 'Wind Normal to 128 ft gall (Normal to Ridge) Wall CP Pressure Pressure +GCpi (psf) --------------- ------ ----------- -GCPi (psf) Leeward Wall -0.50 -37.45 ----------- -15.16 Side Walls -0.70 -47.97 -25.69 Wall Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCPi +/-GCpi ---------------- ------ ----- ----- -------------- Windward 25.00 0.95 1.00 62.99 ------- --------- 31.69 53.98 69.14 Windward 20.00 0.90 1.00 60.10 29.73 52.01 67.18 Windward 10.00 0.85 1.00 56.57 27.33 49.61 64.77 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure Pressure --------------------------------- +GCpi(psf)-GCpi(psf) ------ 0.0 ft to 11.5 ft -0.90 ---------- ---------- -58.49 -36.21 11.5 ft to 23.0 ft -0.90 -58.49 -36.21 23.0 ft to 46.0 ft -0.50 -37.45 -15.16 46.0 ft to 55.0ft -0.30 -26.92 -4.64 KV4- RS--Vuall P r,--sSures for. Wind Normal to 55 ft gall (Along Ridge) Wall CP Pressure Pressure +GCpi (psf) --------------- ------ ----------- -GCpi (psf) ----------- 3/41 Leeward Wall Dist from Windward Edge -0.28 Pressure -26.06 --------------------------------- -3.78 Side Walls +GCpi(psf) -0.70 0.0 ft -47.97 11.5 ft -25.69 ---------- -58.49 Wall Elev Kz Kzt qz Press Press Total ---------------- ft ------ -0.50 -37.45 psf +GCpi -GCpi +/-GCpi Windward 25.00 ----- 0.95 ----- 1.00 ------- 62.99 ------- 31.69 ------- 53.98 --------- 57.76 Windward 20.00 0.90 1.00 60.10 29.73 52.01 55.79 Windward 10.00 0.85 1.00 56.57 27.33 49.61 53.39 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure Pressure --------------------------------- +GCpi(psf) -GCpi(psf) 0.0 ft to 11.5 ft ------ -0.90 ---------- -58.49 ---------- -36.21 11.5 ft to 23.0 ft -0.90 -58.49 -36.21 23.0 ft to 46.0 ft -0.50 -37.45 -15.16 46.0 ft to 128.0 ft -0.30 -26.92 -4.64 4/41 �MCAWind Version 2..1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 w,,rc,•.mecaenterprises.corn Date 1/31/2014 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\PROJECTS\JOSE VALERO\500 NE 97th ST MIAMI SHORES FL\MODIFICATIONS 01-31-14 \WIND.wnd I I _ _ 1 -I Root' Ilot Shc"Pt7l 21, II 1 I .�.1 1 �I k;• I " -9 ' 1 I i J,41, I I 1 -t Irl 1 I 31 WaUs'° Gable Roof 7 < 0 r= 4; a Wind Pressure on Components and Cladding (Ch. 30 part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Width of Pressure Coefficient Zone "a" = 5.5 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf TRELLIS 0.67 12.00 48.0 1 0.36 -0.83 33.66 -62.63 TRELLIS 0.67 12.00 48.0 2 0.36 -1.36 33.66 -95.28 TRELLIS 0.67 12.00 48.0 3 0.36 -2.19 33.66 -146.77 GIRDER 6.00 11.00 66.0 1 0.34 -0.82 31.94 -61.78 GIRDER 6.00 11.00 66.0 2 0.34 -1.29 31.94 -91.00 GIRDER 6.00 11.00 66.0 3 0.34 -2.11 31.94 -141.64 FILL CELL 2.00 8.00 21.3 4 0.85 -1.04 63.61 -75.63 FILL CELL 2.00 8.00 21.3 5 0.85 -1.28 63.61 -90.60 DOOR 3.00 6.67 20.0 4 0.85 -1.05 63.88 -75.93 DOOR 3.00 6.67 20.0 5 0.85 -1.29 63.88 -91.21 SKYLIGHT 1.58 6.67 14.8 4 0.87 -1.07 65.16 -77.36 SKYLIGHT 1.58 6.67 14.8 5 0.87 -1.34 65.16 -94.05 WINDOW 4.67 2.00 9.3 4 0.90 -1.10 66.85 -79.23 WINDOW 4.67 2.00 9.3 5 0.90 -1.40 66.85 -97.80 SLIDING DOOR 3.50 7.00 24.5 4 0.84 -1.03 63.02 -74.97 SLIDIGN DOOR 3.50 7.00 24.5 5 0.84 -1.26 63.02 -89.29 JOIST 1.33 11.00 40.3 1 0.38 -0.84 34.59 -63.10 JOIST 1.33 11.00 40.3 2 0.38 -1.40 34.59 -97.62 JOIST 1.33 11.00 40.3 3 0.38 -2.24 34.59 -149.58 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.93 Qhcc:.00256*V^2*Khcc*Kht*Kd = 61.90 psf BEAM Jen 31, 2014; 05:58 AM Load Case: D IES VisualAnalysis 8.00.0013 STEEL LINTEL DESIGN BEAM Jan 31, 2014; 05:58 AM Load Case: L IES VsualAna{ysis 8.00.0013 LIVE LOAD a 30psf X 7.5' 0) BEAM Jan 31, 2014; 05:58 AM Load Case: W+Y IES Visua[Analysis 8.00.0013 WIND LOAD 64psf X 7.5UPLIFT ► - . BEAM ,Ian 31, 2014; 05:58 AM Design \Ilewr Unity Checks IES VisualAnalysis 8.00.0013 I • Q344 =D Project: BEAM January 31, 2014 Design Group Results Design Group: Steel—Beam X_G01 per AISC LRFD (2005) Designed As: HSS8x3x1/2, Material: \SteeKASTM A500 Grade B (Fy = 46ksi) Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check BmX001 0.9D+1.OW >>+Y 7.500 H1 -1b 0.344 OK Cb = 1.137, Lb=15ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check BmX001 1.2D+1.6L+0.5Lr 7.500 -17466.451 69000.000 F7-1 0.253 OK Lb = 15 ft, Cb = 1.137 Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check BmXO01 0.9D+1.OW »+Y 0.000 7593.750 33258.001 F7-1 0.228 OK Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft Ib Ib Ref. Check BmX001 1.2D+1.6L+0.5Lr 0.000 -4657.720 184809.601 G2-1 0.025 OK Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib lb Ref. Check BmX001 1.2D+1.OW+L+0.5Lr o+Y 15.000 -2025.000 69303.601 G2-1 0.029 OK Page 1 VisualAnalysis 8.00 (www.iesweb.com) BEAM Jan 31, 2014; 05:59 AM Result Case: 0.9D+1.0W »+Y IES VisualAnalysis 8.00.0013 MELDED CONNECTION V = (2025w2 + 2131 ^2)"0.5 = 2940 Ib Va = 0.3X0.707 X70000X 0.125X8 =14847 Ib > 2940 Ib [OK] USE 1/8" E70XX MIN FILLET WELD 0 1 a'�, ► Company name: 11/41 Project: Date: 1/31/2014 Version: 2.1.4437.20888 Project number: Page: 2/5 aeomefty: Load actions: [Ib], [ft -Ib] Design loads/ actions Nu 0 Vux -2132 Vuy 2025 Mux 0 Muy 0 Muz 900 Eccentric profile ex = 0.00 inch; ey = 0.00 inch data and resub must be checked for agreement with the exh ting circumstances, the standards and guidelines and must be checked for ire Fasteners, 2 Powers Lane, Brewstar, NY 10509, Mk hitp-Jfwvwv.po"M.cwW 12/41 GE Company name: NUMProject: Date: 1/31/2014 ✓ersion: 2.1.4437.20888 Project number: Page: 3/5 Calculations: Selected anchor. PEI 000+ - 3/4" rod ASTM A 36, Grade 36 Effective embedment depth: hef = 6.000 inch Approval: ESR -2583 (12/1/2011) 'Issued. 12/1/2011 Basic principles design: Design method: Concrete: Load combination Reinforcement: Stand-off: Temperature range: Drilling method: Drill hole condition: Seismic Loads: Resulting anchor forces / load distribution: 01 o2 Max. concrete compression strain: 0.000/00 Max. concrete compression stress: 0 psi Resulting tension force: 0 Ib Resulting compression force: 0 Ib ACI 318-08 (Appendix D) Normal weight concrete, uncracked concrete, f c = 3000 psi taken from Section 9.2 no reinforcement to limit splitting cracks available none edge reinforcement or < #4 bar Condition B not existent Long term temperature: 75°F, Short term temperature: 104°F Hammer drilling Dry No Summary: Design proof Demand Tension load - Shear load 2273 Ib Interaction - Anchor plate: Material: Length x width: Actual plate thickness: Calculated plate thickness: Anchor No. Tension load Shear load #1 0 Ib 1325 Ib #2 0 l 3008 lb Maximum 0 l 3008 lb Capacity Status 2482 Ib 0.92:5 1.0 fyk = 36000 psi 8.00 inch x 13.00 inch 0.394 inch not calculated iput data and results must be checked for agreement with the existing circumstances, the standards and guidelines and must be checked for plausibility. lowers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http 11www.powers.cond OK 'ssl 13/41 Company name: Project: Date: 1/31/2014 Fersion: 2.1.4437.20888 Project number: Page: 4/5 Design proof shear loading; Reference Steel strength (without lever arm): Vsa = 11640 Ib D.6.1 0 * Vsa = 4) * Vsa = 0.65 * 11640 Ib = 7566 Ib D.6.1.2 Vua = 3008 Ib Design proof: Vua / (4) * Vsa) = 3008 Ib / 7566 Ib = 0.40 5 1.00 Concrete breakout strength, direction x-: Ie = 6.00 inch D.6.2 d0 = 0.75 inch cal = 4.00 inch Vb = 7 * (Ie / d0)0.2 * d00.5 * fc, 0.5 * Cal 1.5 = 7 * 1.516 * 0.866 * 54.772 * 8.00 = 4026 Ib AVcO = 72.00 inch AVC = 48.00 inch Wed V = 0.900 D.6.2.6 tPa,V = 1.048 D.6.2.1c 4Jc,V = 1.400 D.6.2.7 Wh,V 1.000 D.6.2.8 4) * Vcb = cl) * (AVc / Avco) * 4ped,V * 4ja,V * WC,V * Wh,V * Vb = 0.70 * (48.00 172.00) * 0.900 ' 1.048 * 1.400 * 1.000 * 4026 Ib = 2482 Ib D.6.2.1 Vua = 2273 Ib Design proof: Vua / (4) * Vim) = 2273 Ib / 2482 Ib = 0.92 5 1.00 Input data and results must be checked for agreement with the odsting circumstances, the standards and guidelines and must be checked for plausibility. I "rs Fasteners, 2 Powers lane, Brewster, NY IGM, USA, http:IIWww.pmers.comf Company name: 14/41 ` - Project: Date: 1/31/2014 ✓ersion: 2.1.4437.20888 Project number: Page: 5/5 Pryout strength: hof = 4.724 inch kc = 24.0 Nb = kc * fc 0.5 * hef1.5 = 24.0 * 54.77 * 10.269 = 13499 Ib ANC = 80.69 inch ANcO = 200.88 inch Capin = 4.00 inch Wed,N = 0.869 tPcp N = 0.750 tPc,N = 1.000 kcp = 2.0 0 * VCP = m * (ANc / ANco) * Wed,N * Wcp,N * Wc,N * Nb * kcp = 0.70 * (80.69 / 200.88) * 0.869 * 0.750 * 1.000 * 13499 Ib * 2.0 = 4950 Ib V ua = 3008 Ib Design proof: Vua / (0 * Vcp) = 3008 Ib / 4950 Ib = 0.61 5 1.00 Fastening okl Warnings / remarks: Input data and resuffs must be checked for agreement with the e>asting circumstances, the standards and guidelines and must be checked for plausibility. (Powers Fasteners, 2 Powers Lane, Brewster, NY 10509, USA, http://www.powsrs.comf D.5.2.2 D.5.2.5 D.5.2.7 D.5.2.6 D.6.3.1 D.6.3.1 PROJECT: STRAP DESIGN SUBJECT: ADDRESS: SHEET No. DATE: DESIGN BY: E0 OF STRAP DESIGN BASED ON ASCE 7-10 TR DXTX GRAVITY = D + L 015 0 92 pst (ULTIMATE) P, P2 L5 Wind Pressure Wind Lateral Ult 0 psf (MWFRS) DEAD LOAD 25 of LIVE LOAD 30 psf 1 L1 2.00 ft a 1.3 - L2 11.00 it L TOTAL L3 c1 00 NET UPLIFT = 0.61D + 0.6WIND P, P2 Bldg. Width 4 5. 00 ;t 4 Bldg. Height 65,00 ft r. Parapet Height 0.00 ft LAT 2 )LAT 1 JOIST SEPARATION 16 in LOAD P1 P2 1 2 L2 3 TOTAL CONCENTRATED DEAD LOAD 0.0 It, 0 0 lb TRDSg SEPAR LIVE LOAD 0.0 ib 0.0 Ib )` rATiON (L3) WIND LOAD 0.() IL 0.0 Ib t-- L4 0.00 ff A�2 CqT� L5 0.00 is tA r to R -`CLQ T L TOTAL 13 ft STRAP 1: USE (1) NVRT-24 BY NU VUE W/(4) 16d NAILS INTO WOOD JOIST L5 11.00 It Q (4) 16d NAILS INTO GIRDER REACTION 1 iN0A 12-10130.33 Span 7.50 ft GRAVITY NA Gravity (Concentr.) 0.0 lb UPLIFT 724.0 Ib [OK] Gravity (Distributed) 550.0 Ib LATERAL 1 NA Total Gravity (R1) 550.0 lb LATERAL 2 NA 0.6 D 10 psf STRAP 2: USE f.1) NVJH28 BY NU VUE W/04) 10d X 1 1/2 INTO WOOD 0.6 W 58.8 psf HEADER & (7) 10d X 1 1/2 INTO WOOD JOIST Net Uplift (Concentr.) 0.0 Ib L A 16294 Net Uplift -488.0 Ib GRAVITY 1736.0 lb [OK[ Total Net Uplift (R1) -488.0 Ib UPLIFT 1079.0 Ib [OK] REACTION 2 LATERAL 1 NA Span 5.50 ft LATERAL 2 NA Gravity (Concentr.) 0.0 lb SUMMARY Gravity 403.3 Ib LOAD R1 R2 LAT 1 LAT 2 Total Gravity (R2) 403.3 Ib GRAVITY 550.0 Ib 403.3 Ib 0.6 D 10 psf NET UPLIFT 488.0 Ib 357.9 Ib 0.6 W 58.8 psf LATERAL 0.0 lb 0.0 Ib Net Uplift (Concentr.) 0.0 Ib STRAP INTERACTION EVALUATION Net Uplift -357.9 Ib Total Net Uplift (R2) -357.9 Ib t3onof uplIft Arh6 i6lf IActual Let 3 * Allowable ' LATERAL LOAD I ANALYSIS Upilft` AtlowabtvLatl Altowa boat v Lat. Wind Reaction 0.0 Ib@ft Strap 1 0.67 0.00 0.00 0.67 [OK] Load (LAT 1) 0.0 lb (ASD) Strap 2 0.33 0.00 0.00 0.33 [OK] LATERAL LOAD 2 ANALYSIS Lat. Wind Reaction 0.0 Ib@ft Load (LAT 2) 0.0 Ib (ASD) 16/41 LOADS BASED ON NDS 2005 & ASCE 7-10 DL = 25.00 psf DL = 10.00 psf + LL = 30.00 psf 0.6 UPLIFT = -58.80 psf U L = 55.00 psf U L = -48.80 psf U L (WL 1.33 REDUCTION) = -48.80 psf Ltdbuta = 1.50 ft W max = 82.50 #/ft WOOD BENDING AND DEFLECTION DEFLECTION L = 11.00 ft W max = 82.50% b = 1.50 in d = 9.50 in Fb = 1,050.00 psi CD=1.0 E = 1.60E+06 psi = 107.17 in (DL + LL) A= 0.16 in DL+LL--->L/24o Aperm= 0.55 in, FBC 1610.1 Lmax = 16.65 ft. Allowable for deflection to DL + LL. (LL)A= 0.09 in LL—>L/360 Aperm= 0.37 in, FBC 1610.1 Lmax = 17.81 ft. Allowable for deflection to LL. A <_, OK ® rm BENDING Mmax = 1,247.81 # - ft VGRAVITY = 302.50 # - ft S = 14.26 Ina VNET UPLIFT = 402.60 # - ft SX = 22.56 in S s, OK SX Lmax = 13.84 ft. Allowable for bending USE WOOD I JOIST 1 2 X 10 @ 18 in O/C 17/41 LOADS BASED ON NDS 2005 & ASCE 7-10 DL = 25.00 psf DL = 10.00 psf + LL = 30.00 psf 0.6 UPLIFT = -58.80 psf UL = 55.00 psf UL = -48.80 psf UL (WL 1.33 REDUCTION) = -48.80 psf Ltdbuta = 6.50 ft Wmax = 357.50 #/ft WOOD BENDING AND DEFLECTION DEFLECTION L = 5.00 ft W max = 357.50% b = 3.00 in d = 9.50 in Fb = 1,050.00 psi CD=1.0 E = 1.60E+06 psi I = 214.34 in (DL+LL)A= 0.01 in DL+LL—*L/240 ®pe1,= 0.25 in, FBC 1610.1 Lmax = 12.87 ft. Allowable for deflection to DL + LL. (LL)A= 0.01 in LL—+L/360 Aperm= 0.17 in, FBC 1610.1 Lmax = 13.76 ft. Allowable for deflection to LL. ® <_, OK ® rm BENDING Mmax = 1,117.19 # - ft VGRAVITY = 137.50 # - ft S = 12.77 in' VNET UPLIFT = 793.00 # - ft SX = 45.13 in' S _<p OK Sx Lmax = 9.40 ft. Allowable for bending USE WOOD I JOIST 2 2 X10 @ SUPPORT 18/41 LOADS BASED ON NDS 2005 & ASCE 7-10 DL = 25.00 psf DL = 10.00 psf + LL = 30.00 psf 0.6 UPLIFT = -58.80 psf UL = 55.00 psf UL = -48.80 psf UL (WL 1.33 REDUCTION) = -48.80 psf Ltdbuta = 6.50 ft Wmax = 357.50 #/ft WOOD BENDING AND DEFLECTION DEFLECTION L = 10.00 ft W max = 357.50% b = 4.50 in d = 9.50 in Fb = 1,050.00 psi CD=1.0 E = 1.60E+06 psi I = 321.52 in {DL+LL)A= 0.16 in DL+LL—>L/240 Aperm= 0.50 in, FBC 1610.1 Lmax = 14.73 ft. Allowable for deflection to DL + LL. (LL)A= 0.09 in LL—>L/360 ®perm= 0.33 in, FBC 1610.1 Lmax = 15.75 ft. Allowable for deflection to LL. ® OK ® rm BENDING Mmax = 4,468.75 # - ft VGRavITY = 275.00 # - ft S = 51.07 Ina VNET UPLIFT = 1,586.00 # - ft SX = 67.69 in' S <, OK SX Lmax = 11.51 ft. Allowable for bending USE WOOD I JOIST 3 2 X10 SUPPORT PROJECT: ALIOSKAR GANEM P.E.SUBJECT: FL. PE E74745 P ADDRESS: 2801 NE 183rd ST, AVENTURA FL. 33160 SHEET No. TEL: (786) 487-4401 DATE: ALIOSKARO HOTMAIL.COM EO DESIGN BY: OF WOOD CONNECTION BASED ON NDS 2005, RISC 360-05 AND ASC 7-10 ENTRY DATA Wind Pressure 98, psf (ULTIMATE) tm " WOOD BEAM �Q DEAD LOAD 25 psf'"S f " LIVE LOAD 30 psi S ' BOLTS o L1 2, 50 il w, v L2 SU 5,01,)-, _- 1/40THK IDP TRIBUTARY LENGTH 5 5 S; W FLANGE A-36 STL. BOLT DIAMETER (D) 5i8 in .. ASTM A (307/325) :25 POST WELDV 0 NEW COLUMN MAIN MEMBER WIDTH (tm) 3 (2 1/2 in) (1=1.5 2=1.75 3=2.5 4=3.5 5=5.25 6=5.5 7=7.5 8i9.5 9=11.510=13.5) GRAM TY = D+ L WOOD IS 2 X 0 (YIN) y MAIN MEMBER HEIGHT <! 1/2 in TOP EDGE DISTANCE (SL) 4.00 in 2 L2 L3 BOTTOM EDGE DIST (SD) 4,00 ill L TOTa DIST. BETEEN ROWS (Lb) 1.00 it NET UPLIFT = 0.6D + WIND tD EPLATE LENGTH (Lp) 8.00 in [OK] HSS COLUMN DIM (b) 2 00 in X iel 200 in [OKI COLUMN THICKNESS (tc) 1r€ u. I L1 2 L9 L3 T�. } _ L TOTAL l USE WOOD GIRDER (2) MIST 2 X 10 CONNECTED W/(2) BOLTS ASTM A325 (518) in MIN DIAM USING WITH IIRIPLATE (b) 8.00 in X (d) 8.00 in CONNECTED TO POST HSS 2 X 2 X 1/8 in WITH A FILLET WELD 2/16 E 70XX BOLTS DOUBLE SHEAR ANALYSIS BASED ON NDS 2005 AND ASCE 740 L TOTAL 5 ft r j - Figure Iia Batted Cmmectlon Geometry REACTION 1 ANALYSIS Sean Gravity 3_r 5.00 ft � ® ®.--0fS ,gyp 0 ,�, F•u. ��jG q11 tet. 126.0 Ib Ste+ 11Y-{"'-..� 0.6 D 10 psf 0.6 W 58.8 psfNet Uplift -1342.0 Ib (ASD) n'A ara3el to �.N'. :a>11n9 '�a mam memycv.E_ ) Table 11.5.1A Edge Distance Table 1L5.1C Spacing Requirements Requir'• ements' for Fasteners In a Raw CONNECTOR GEOMETRY EVALUATION UireAipn of l-ading Minimum edge Didance fipacing PLATE HEIGHT (hp) 8.00 in [OK] P81,01 i to min _ _ D�1on of Nmimgm aunlmnm Wadug MIN LOAD EDGE DIST (4D) when I U ; G LSD 21/2 in .,hmcD,6 I5Dar!4thc.paingt- 1_uading spaclau for C 1.0 Pura cit. Grain 1 a LOADED EDGE DIST S' ( �) 5.50 in fOK1 twum rmvs. whkh,w,r i. [ I -Teter ,._ PerNnidicuL. to ^3D Required pacing for - Unin :ntTrhedmrmhv MIN UNLOAD DIST. (1.5D) 1 in PLePadieldnr to Gmainr UNLOADED ED. DIST (So) Iamw edge 411 4.00 in [OK] .,d i W edge 1.31) BOLT LENGTH (L) 3.0 in Table li.SAD Spacing Requirements L/D 4.80 2<L/D<6 USE (5L+10DY8 Between Rowa -- - MIN SPACE BET. ROWS 2.66 in Ukcellapnft.oadI MWmam Spacing 11an141 to Grain LSD DIST. BETEEN ROWS (Lb) 4.00 in [OK] r.rpendiEvfvr to cram whan t'D whrn Z-'rU-M1 Ir+I+I[n3NR tchttt I'D h iD IMAGE TARN FROM NDS 2005 UPLIFT LOAD (P) -1342.0 Ib (ASD) ALLOWABLE LOAD Z'= [ Z �' 1-020—Ib ALLOWABLE LOADS = 2 X Z'= I.0 20401b [OK] PLATE GROSS SECTION YIELDING E 70XX BOLT DIAMETER = 5/8 in 2 in Ag=(2xLpxt)= 4.00inE2 2 in Pn = Fy x Ag = 144.0 kip 1/8 in ASD with Sgt = 1.67 1.3 kip PNSit = 86.2 kip ❑ PLATE TENSILE RUPTURE YIELDING 1/16 in CALC. FILLET WELD = 0.011 in 0.85 x Ag = 3.400 in 2/16 [OK] Rn = Fu x Ae = 188.5 kip ASD with Sit = 2.00 RNSit = 84.3 kip C 20/41 Cm Ct C8 Ce C-9 Ca Typical Fy36 ks! USE Fu (58ksi) P 9 WOOD BEAM —Lp BOLTS 1.3 kip [OK] o POST WELD V O 3.25 in E2 [GOV] 1.3 kip [OK] BOLT DIAMETER (D) = 5/8 In (0.31 InE2) ASTM DESIGNATION = A325 ALLOW. SHEAR Fnv/S2= 24 ksi ALLOW. SHEAR (Pb) = 14.7 kip EACH BOLT TOTAL SHEAR= 2 x Pb = 29.5 kip u 1.3 kip [OK] ELECTRODE (60,70, ) = E 70XX HSS POST WIDTH (b) = 2 in HSS POST DEPTH (d) = 2 in POST THICKNESS (tc) = 1/8 in MAX UPLIFT (P) = 1.3 kip MIN SIZE FILLET WELD= 1/8 in AISC TABLE E2.4 MAX SIZE FILLET WELD = 1/16 in CALC. FILLET WELD = 0.011 in USE FILLET WELD = 2/16 [OK] GANEM P. E. J1/41TTHK mP FLANGE NEW COLUMN tc d PROJECT: ALIOSKAR GANEM P.E. SUBJECT: ® FL. PE E74745 2801 NE 183rd ST, AVENTURA FL. 33160 ADDRESS: SHEET No. TEL: (786) 487-4401 DATE: ALIOSKAR❑ HOTMAIL.COM EO DESIGN BY: OF WOOD CONNECTION BASED ON NDS 2005, AISC 360-05 AND ASCE 7-10 ENTRY DATA Wind Pressure 98 1-�sf (ULTIMATE) to " WOOD BEAM DEADLOAD 25 psi -'S 1 LIVE LOAD 30 p --,l SL - BOLTS o Ll 5.00 fi 12 10,00fSU 1/411THK 1U' XQ TRIBUTARY LENGTH 5.5 f1 FLANGE A-36 STL. BOLT DIAMETER (D) L. 5/8 In O SQ, NEW COLUMN ASTM A (307/325) 325 POST WELE)v MAIN MEMBER WIDTH (tm) 4 (3 1/2 in) (1=1.5 2=1.75 3=2.5 4=3.5 5=5.25 6=5.5 7=7.5 8=9.5 9=11.510=13.5) GRAM TY = D+ L WOOD IS 2 X ❑ (YM) MAIN MEMBER HEIGHT 03 1 /2 in TOP EDGE DISTANCE (SL) 4.00 in 2 BOTTOM EDGE DIST (SD) 4.00 In L TOTAL DIST. BETEEN ROWS (Lb) 4.00 in tU❑PLATE LENGTH (Lp) 8.00 in [OKI NET UPLIFT = 0.6D + NAND HSS COLUMN DIM ('G) 4.00 in X (d) 4.00 in [OKI COLUMN THICKNESS (tc) 1 i8 I n 2 L TOTAL- OOTAL_USE USEWOOD GIRDER (3) EDIST 2 X 10 CONNECTED W/(2) BOLTS ASTM A325 (5/8) in MIN DIAM USING WITH IUDPLATE (b) 8.00 in X (d) 8.00 in CONNECTED TO POST HSS 4 X 4 X 1/8 in WITH A FILLET WELD 2/16 E 70XX BOLTS DOUBLE SHEAR ANALYSIS BASED ON NDS 2005 AND ASCE 7-10 L TOTAL loft - Figure 110 Bolted Connection Geometry REACTION 1 ANALYSIS Span 10.00 ft --- -_ -- Gravity 252.1 Ib i t' 0.6D 10ps1 Lf ® 0.6 W-- 58.8 psf - Net Uplift -2684.0 Ib (ASD) c -i parald to K,m.: Wvg i� � nr+n mansxv e2 1 Table =SAA Edge Dletance Table =111,10 Spacing Requirements Requirements'' for Fasteners in a Row CONNECTOR GEOMETRY EVALUATION PLATE HEIGHT (hp) Diredion of Loading Minimum Edge Distance 8.00 in [OK] �Pndng Direa+ua ofp NWimnm ADtdtnnm s tumR MIN LOAD EDGE DIST (4D) tchou i •D < 6 I.�D 21/2 in ultr,ti:D>6 L5Dor!,:thcspacinghc-- t -t' ^ng VIA far CS - 1.0 PntaOdtu('rruin 3D an .Gra ,._._- .- _...�_..p..._.�.____. LOADED EDGE DIST S' ( )) 5.50 in OKI lw,i-n row.,whichwTi [ Pip-,n&3D Re " acio•fir maser Gnin a tchedmemherx MIN UNLOAD DIST. (1.51)) 1 in PeTzndieultutoCminr UNLOADED ED. DIST (S„) ImmW edg. 4D 4.00 in [OKI tn,Inad.:d cdAc 1.31) BOLT LENGTH (L) 4.0 in Table 11.SAD Spacing Requirements UDBetween 6.40 UDD--6 USE 5D Rows'' MIN SPACE BET. ROWS 3.13 in Dlmyitm of Loadlnp Stinimum Sencinn DIST. BETEEN ROWS (Lb) 4.00 in [OKI Par nd le(iraln ISD r�, dl<wml.Grtm xhrni D, 22.5113 h SD IMAGE TAKEN FROM NDS 2005 UPLIFT LOAD (P) -2684.0 Ib (ASD) ALLOWABLE LOAD Z'= Z 1420 Ib 4L ALLOWABLE LOADS = 2 X Z'= 1.Cr 1 1 1 i 28401b [OK] PLATE GROSS SECTION YIELDING BOLT DIAMETER = 5/8 in Ag = (2 x Lp x t) = 4.00 in[2 Pn = Fy x Ag = 144.0 kip ASD with S2, = 1.67 Pn/S2t = 86.2 kip ❑ PLATE TENSILE RUPTURE YIELDING A:n=2L pxLP)—(D+l1r X2x2/,j= 0.85 x Ag = 3.400 in Rn=FuxAe= 188.5 kip ASD with Sgt = 2.00 Rn/S2t = 94.3 kip C BOLT DIAMETER (D) = 5/8 in (0.31 in[2) ASTM DESIGNATION = A325 ALLOW. SHEAR Fnv/S2= 24 ksi ALLOW. SHEAR (Pb) = 14.7 kip EACH BOLT TOTAL SHEAR= 2 x Pb = 29.5 kip U ALLOWABLE POST TO PLATE WELDED CONNE ELECTRODE (60,70, ) = E 70XX HSS POST WIDTH (b) = 4 in HSS POST DEPTH (d) = 4 in POST THICKNESS (tc) = 1/8 in MAX UPLIFT (P) = 2.7 kip MIN SIZE FILLET WELD = 1/8 in AISC TABLE FDA MAX SIZE FILLET WELD = 1116 in CALC. FILLET WELD = 0.011 in USE FILLET WELD = 2/16 [OK] GANEM P.E. 22/41 Ce CIV Cm Typical Fy 36 ksi USE Fu (58ksi) P A WOOD BEAM Lp BOLTS O � 2.7 kip [OKI 140THK 11' FLANGE POST WELDV O NEW COLUMN 3.25 in[2 [GOV] 2.7 kip [OKI 2.7 kip [OKI STEEL COLUMN Jan 31, 2014; 06:05 AM Load Case: D IES VisualAnalysis 8.00.0013 END POST DESIGN too cn CDS r W I DEAD LOAD 688 ';. STEEL COLUMN Jan 31, 2014: 06:05 AM Load Case:L IES VisualAnalysis 8.00.0013 .e co LIVE LA® 135 Ib 30psfX5'X5.5=625.6 lb N A STEEL COLUMN Jan 31, 2014: 06:05 AM Load Case: W+Y IES VisualAnalysis 8.00.0013 D cn 8 G) co It 11 STEEL COLUMN Jan 31, 2014; 06:05 AM Design View, UnRy Checks IES Visua[Ana"s 8.00.0013 N 0) .p a Project: STEEL COLUMN January 31, 2014 Design Group Results Design Group: Steel _Column_G02 per AISC ASD (2005) Designed As: HSS2x2x3/16, Material: \Steel\ASTM A500 Grade B (Fy = 46ksi) Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check C01-001 D+L 0.000 HI -1b 0.438 OK KL = 2.880 ft, Cb=1, Lb=3.200ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check COL001 D+L 0.000 1526.578 28236.456 E3-2FB 0.054 OK Lu = 3.200 ft, KL=2.880ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib -ft Ib -ft Ref. Check COL001 D+L 0.000 -752.000 1829.441 177-1 0.411 OK Lb = 3.200 ft, Cb = 1 Strong Shear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft Ib Ib Ref. Check COL001 D+L 3.200 235.000 11502.754 G2-1 0.020 OK N 4 Page 1 WsuatAnalysis 8.00 (www.iesweb.com) STEEL COLUMN Jan 31, 2014: 06:06 AM Result Case: 1.2D+1.6L+0.5Lr IES VisualAnalysls 8.00.0013 N CD STEEL COLUMN Jan 31, 2014:06:M AM Result Case: 0.9D+1.OW »+Y IES VisualAnalysis 8.00.0013 N coo www.hild.us Company. Page: Specifier: Project: Address: Sub -Project I Pas. No.: Phone I Fax: Date: E -Mail: Specifler's comments: 1 Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat C, D, E, or F) Geometry On.] & Loading [Ib, in.lb] aIP W 1 1/31/2014 Kwlk Bolt TZ - CS 1/231/4 ( ) h.f = 3.250 in., hn. = 3.625 In. Carbon Steel ESR -1917 5/l/201315/l/2015 design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 9.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc = 3000 psi; h = 8.000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Input date and results roust be chid for agreement wlth the exlsltng conditions and for plausHrlt@yl PROFIS Anchor (c) 2003.2009 KM AG, FL -9484 Schaan HOG Is a regbtered Trademark of HIM AG, Schaan vwrow.hlltl.us Company Page: Specifier. Project: Address: Sub -Project I Pos. No.: Phone I Fax: pate: E -Mail: 541 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear ford Shear force x Shear force y 1 1092 541 541 0 2 403 541 541 0 3 1092 541 541 0 4 403 541 541 0 max. concrete compressive strain: 0.10 NJ max. concrete compressive stress: 425 [psi] resulting tension force in (x/y)=(-0.692/0.000): 2988 [lb] resulting compression force in (x/y)=(4.084/0.000): 2652 pbj 3 Tension load Profis Anchor 2.4.5 1131/2014 Load N1e [Ib] Capacity 4Nn pb] Utilb rMon N = N1e/4la Status Steel Strength 1092 8029 14 OK Pullout Strength* Concrete Breakout Strength" 1092 3500 2988 6032 anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N. = ESR value refer to ICC -ES ESR -1917 � NbdZ N. ACI 318-08 Eq. (D-1) Variables n Ae,N [in 2] tum [psil 1 0.10 106000 Calculations Nee [lb] 10705 Results N. [ib] rte, � N. (Ib] Nue [lb] 10705 0.750 8029 1092 3.2 Pullout Strength N,,n e = NP, -2 0 refer to ICC -ES ESR -1917 Np f Z Nua ACI 318-08 Eq. (D-1) Variables fo [psi] Np,25oo [lb] 000 4915 Calculations f� 2500 1.095 Results N n f [lb] Qkonvem $ NPn f [lb] Nue [lb] 5384 0.650 3500 1092 Input data and results must be chocked for agreement wfth the odsting conditions and for plausfl)1141 PROFIS Angor (c) 2003-2009 Hlar AG, FL -9494 Schoan Kld b a regMered Trademark of HUU AG, Schaan 32 OK 50 OK www.hiHi.us Company. Specifier. Address: Phone I Fax: E -Mail: 3.3 Concrete Breakout Strength ANr IANm/ tyec,N Wed,N 414N W pN Nb 4 Ncbg 2t Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AN, =9h 2 1 War N 1(772+ eN 51.0 3hf Wld,N = 0.7 + 0.3 51.0 /c.'- 1.5hef yra,,N = MAXI � , c.51.0 Nb = kc �f. haf ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Page: Project~ Sub -Project I Pos. No.: Date: Variables her [in.] eo1,N [in.] ecZN [in.] Ga,rmn [in.] WcN 3.250 0.692 0.000 4.500 1.000 c., [in.] k. x t'. [psi] 6.000 17 1 3000 Calculations 1/31!2014 AN. [in a] AN.0 [In• 1 Wec7 N WW2,N Wed,N WcP N Nb tib] 189.00 95.06 0.876 1.000 0.977 1.000 5455 Results N.bg [Ib] $ Nc� [lb] N. [Ib] 9280 W32 2988 Input data and results must be checked for agreement with the existing conditions and for plauslbp8yl PROMS Anchor (c) 2003-2009 Hifti AG, FL -9494 Schaen Hlid isa mgMered Trademark of Hifti AG, Sdrean S www.h[M.usProfis Anchor 2.4.5 Company: Spedfier. Address: Phone I Fax: E -Mail: 4 Shear load Page: 4 Project: Sub -Project I Pos. No.: Date: 1/31/2014 Load Va. [Ib] Capacity �V„ [lb] Utilbation & = V,ra4V„ Status SteelStrength* 541 3572 16 OK Steel failure (with lever arm)` N/A N/A N/A N/A PryoutStrength" 2162 14835 Concrete edge failure in direction x+" 2162 3805 anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC -ES ESR -1917 � Vw z V. ACI 318-08 Eq. (D-2) Variables n A.,v Cn al f„ft [PSI] 1 0.10 106000 Calculations V. [lb] 5495 Results V. [lb] V. [lb] V18 [lb] 5495 0.650 3572 541 4.2 Pryout Strengtih 15 OK 57 OK Vr,p. = k. [�Ar. WeaN W-d.N Ward WCP,N Nb] ACI 318-08 Eq. (D-31) V -W z V. ACI 318-08 Eq. (D-2) A c see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) A. =9h .2f AC1318-08 Eq. (D-6) 1 WeaN =1 + 2 eN l 51.0 ACI 318-08 Eq. (D-9) 3 ham/ W,d,N = 0.7 + 0.3 ( 51.0 ACI 318-08 Eq. (D-11) Wm,N = MAX( , 1'c.r5h f) 51.0 ACI 318-08 Eq. (D-13) Nb = k. )L1. hel ACI 318-08 Eq. (D-7) Variables k.p haf [in.] ec,,N on.] e,2.N fin.] ce mm [in.] 2 3.250 0.000 0.000 4.500 W%N cec [in.] kc ? t?. [psi] 1.000 6.000 17 1 3000 Calculations AN. [in 2] Ardor [in.2] W1,,N W�2.N We,N Wp.N Nb [Ibl 189.00 95.06 1.000 1.000 0.977 1.UUO 5455 Results V� [lb] a rp V w [lb] V„® [lb] 21192 0.700 14&35 2162 Input data and results must be checked for agreement with the existing condmons and for pleusRrilayl PROFIS Anchor (c) 2W3-2009 Him AG, FL -9494 Schaan M is a registered Trademark of HiM AG, Schaen TL Company. Page: Specifier. project Address: Sub -Project I Pos. No.: Phone I Fax: Date: E -Mail: 4.3 Concrete edge failure In direction x+ Ave - \Avoo� Wao,v Waa,v Wo,v Wh,v Vparauel.v Vb Vebg Z V. Avg see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avw = 4.5 c!, 1 ytecv =(1 2+ i ] 51A ` tea(, JJJ l Wad.v = 0.7 + 0.3(1 �,) 51.0 1.5ca, z 1.0 Wh.v ha I 02 Vb = (7 f VUaI 2, ;f. Cal U ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Variables ca, [in.] cat [in.] env [in'lav ha Cn•] 4.500 36.000 0.000 1.000 8.000 Ie Cn•l I da [in.] f. [psi] WparWielV 3.250 1.000 0.500 3UUU 1.000 Calculations Av. [in al Avon [in 2] -,v ed,v h,v Vb Vb] 131.63 1.13 1.000 1.000 1.000 3763 Results yCb9 9b1 0 --et, Vbg Ubl V. 9b] 5436 0.700 3805 2162 5 Combined tension and shear loads 1/31/2014 pNpv C Utilization PN V [%] Status 0.495 0.568 5/3 71 OK ]3N„=A+p5-1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be suffic!ently stiff, In order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The (p factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checldng the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and resu fs must be checked for egreementwb the odang condRlons and for plauslbllltyl PROMS Anchor (c) 2003-2W9 HIM AG, FL -9494 Schaan HIM 1sa registered Tradennrk of HUU AG, Schaan wuwv.hiki.us Profis Anchor 2.4.5 Company: Page: 6 Specifier. Project: Address: Sub -Project I Pos. No.: Phone I Fax: mate: 1/31/2014 E -Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Bolt TZ - CS, 1/2 (31/4) Profile: no profile; 0.000 x 0.000 x 0.000 in. Installation torque: 480.001 Ink Hole diameter in the fixture: dr = 0.563 in. Hole diameter in the base material: 0.500 In. Plate thickness (input): 0.500 in. Hole depth In the base material: 4.000 In. Recommended plate thicdmess: not calculated Minimum thicimess of the base material: 8.000 In. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Y A rnn A rnn Coordinates Anchor In. Anchor x y cY 0 cy c,y 0 -1.500 -3.000 N 7.500 03 42.000 2 1.500 -3.000 7.500 0 36.000 42.000 0 -1.500 3.000 ui 7.500 O O 36.000 4 1.500 3.000 7.500 4.500 O O 36.000 O LO 1 0 a N 3.000 3.000 3.000 Coordinates Anchor In. Anchor x y cY c., cy c,y 1 -1.500 -3.000 4.500 7.500 36.000 42.000 2 1.500 -3.000 7.500 4.500 36.000 42.000 3 -1.500 3.000 4.500 7.500 42.000 36.000 4 1.500 3.000 7.500 4.500 42.000 36.000 Input data and results must be checked for agreement with the exlsbng conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hifi AG, FL -9494 Schaan Hilt) Ise registered Trademark of t -IN AG, Schoen �x anie I PROJECT: NEW ADDITION PAGE s_iei,• 2€ et e F. iea t•Q exiiu[sF l CLIENT: DESIGN BY: JOB NO.: So DATE: REVIEW BY: INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube or Pipe) COLUMN YIELD STRESS LOAD, ASD VG AXIS BENDING ? (I =Yes, O=No) NG LOAD, ASD THE DESIGN IS ADEQUATE. HSS4.000X0.188 Pipe F y = 42 ksi H = 8.0 ft P = 4 kips => 0 yes, strong axis bending. W= 0.1 k/ft ALYSIS ECK COMBINED COMPRESSION AND BENDING CAPACITY (RISC 360-05, H1) 36/41 Pr+g+� for Pr">_0.2 P, 9 M"' M'y P, = 0.20 < 4/3 [Satisfactory] Pr + Ma+Mry for Pr <0.2 2Pc Mar Mcy Pc Where Pr = 4 kips Mrx = 0 ft -kips, at middle of column Mry = 0.8 ft -kips, at middle of column Pc = Pn / Dc = 64 / 1.67 = 38.595 kips, (AISC 360-05 Chapter E) > Pr [Satisfactory] Mc„ = Mn / Db = 8.925 11.67 = 5.3443 ft -kips, (AISC 360-05 Chapter F) > 3/4 Mr., [Satisfactory] Mcy = Mn 1 Slb = 8.925 /1.67 = 5.3443 ft -kips, (AISC 360-05 Chapter F) > 314 Mry [Satisfactory] _CK LATERAL DEFLECTION 51VH4 AMd _ 384EI 0.08 in < L / 120 = 0.80 In [Satisfactory] Where ES = 29000 ksi Tx = 3.83 ire -1y = 3.83 Ino 36/41 Z 9 CO 8 in 2.5 Plain Base Plate Connection Base Plate Thickness :.375 in Base Plate Fy : 36. ksi Bearing Surface Fp : 2.04 ksi Anchor Bolt Diameter :.5 in Anchor Bolt Material : A307 Anchor Bolt Fu : 36. ksi Column Shape : PIPE _3.5 Steel Code : AISC 13th:ASD Concrete Code : ACI 318-05 • Bearing Pressure Maximum Bearing .011 ksi Max/Allowable Ratio .006 ASCE 2 (ABIF = 1.000) Base Plate Stress Maximum Stress 2.546 ksi Max/Allowable Ratio .079 ASCE 2 (ASIF = 1.000) - 2.546 w (ksi) .013 37/41 - Anchor Bolts Bolt X (in) Z (in) Tenc_(kl Vx W V, (kl Fnt (kcil ft (kcil Fnv (kGil fv (kGil Unity Cnmhinatinn 1 2.5 2.5 .11 0. 0. N.A. N.A. N.A. N.A. N.A. ASCE 7 7 2 -2.5 -2.5 1 .111 0. 0. N.A. N.A. N.A. N.A. N.A. ASCE 7 7 3 -2.5 2.5 .111 0. 0. N.A. N.A. N.A. N.A. N.A. ASCE 7 7 4 2.5 -2.5 .111 0. 0. N.A. N.A. N.A. N.A. N.A. ASCE 7 7 Note: Fnt and Fnv shown above include phi factors. Loads DL LL WL P k} Vx (k) Vz (k�__ M_ x (k -ft) Mz (k -ft) .33 .4 -.64 0 z 38/41 Company January 31, 2014 Designer Job Number: F1 Checked By: Sketch .667 ft x w :2 ft r - Gross Allow. Bearing w Width :2 ft eZ :0 in z :145 pcf Minimum Steel :.0018 Thickness :12 in Details �x 2 ft 17 in ,a.' •a N N rl w 9: N '14 in Footing Elevation DI C 2 ft Bottom Rebar Plan #5@17 in Geometry, Materials and Criteria Length :2 ft eX :0 in Gross Allow. Bearing :2000 psf (gross) Steel fy :60 ksi Width :2 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :12 in pX :8 in Concrete f :3 ksi Maximum Steel :.0075 Height :0 in pZ :8 in Design Code :ACI 318-05 Footing Top Bar Cover :3.5 in Overturning / Sliding SF :1 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :01k Phi for Bearing :0.65 Loads P (k) Vx (k) Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf) DL .33 1 1 1 100 LL .4 WL -.64 1 +P +Vx +Vz+Mx +Mz +Over A D D C D C A D RISAFoot Version 4.00 [C:\ ... \... \... \... \F1.r(t] Page 1 Company Designer Job Number F1 39/41 January 31, 2014 Checked By: Soil Bearing Description Categories and Factors Gross Allow.(Psf) Max Bearinq (psf) Max/Allowable Ratio ASCE 2.4.1-1 1DL 2000 327.5 (A) .164 ASCE 2.4.1-2 1 DL+1 LL 2000 427.5 (A) .214 ASCE 2.4.1-3a 1 DL+1 WL 2000 167.5 A .084 ASCE 2.4.1-3b 1DL+.7EL 2000 327.5 A .164 ASCE 2.4.1-3c 1DL+.75LL+.75WL 2000 282.5 A .141 ASCE 2.4.1-3d 1DL+.75LL+.7EL 2000 402.5 A .201 ASCE 2.4.1-4 .6DL+1WL 2000 36.5 (A) .018 ASCE 2.4.1-5 .6DL+.7EL 2000 196.5 (A) .098 AB .k C 1DL QA: 327.5 psf QB: 327.5 psf QC: 327.5 psf QD: 327.5 psf NAZ: -I in NAX:-1 in A� B DC 1 DL+.75LL+.7EL QA: 402.5 psf QB: 402.5 psf QC: 402.5 psf QD: 402.5 psf NAZ:-1 in NAX:-1 in A + B Y r D.. IDL+1 LL QA: 427.5 psf QB: 427.5 psf QC: 427.5 psf QD: 427.5 psf NAZ: -1 in NAX:-1 in A B .. Y .6DL+IWL QA: 36.5 psf QB: 36.5 psf QC: 36.5 psf QD: 36.5 psf NAZ: -1 in NAX:-1 in Foofing Flexure Design (Bottom Bars) As -min x-dir (Top Flexure): .65 in"2 As -min z-dir (Top Flexure): .65 in"2 As -min x-dir (Bot Flexure): .65 in42 As -min z-dir (Bot Flexure): .65 in^2 IDL+1WL QA: 167.5 psf QB: 167.5 psf QC: 167.5 psf QD: 167.5 psf NAZ: -1 in NAX: -1 in .6DL+.7EL QA: 196.5 psf QB: 196.5 psf QC: 196.5 psf QD: 196.5 psf NAZ: -1 in NAX:-1 in Mu-xx Mu-xx Description Categories and Factors UC Max(k-ft) A B s Dom= ` C 1 DL+.7EL QA: 327.5 psf QB: 327.5 psf QC: 327.5 psf QD: 327.5 psf NAZ:-1 in NAX: -1 in As -min x-dir (T & S):.518 in"2 As -min z-dir (T & S):.518 in"2 A'�B D ,. k C 1 DL+.75LL+.75WL QA: 282.5 psf QB: 282.5 psf QC: 282.5 psf QD: 282.5 psf NAZ: -1 in NAX:-I in z -Dir As z -Dir As x -Dir As x -Dir As Required Provided Mu-zz Mu-zz Required Provided (in ^2)(in "2 UC Max (k -ft) (in ^2) (in"2) ACI -99 9-1 1.4DL+1.7LL .00607 .13 .004 .614 .00607 .13 .004 .614 ACI -99 9-2 1.05DL+1.275LL+1... .00022 0 0 .614 .00022 0 0 .614 ACI -99 9w3 .9DL+1.3WL 0 0 0 .614 0 0 0 .614 IBC 16-5 1.2DL+I LL+1 EL .00423 .09 .002 .614 .00423 .09 .002 .614 IBC 16-6 .9DL+1EL .00158 .03 0 .614 .00158 .03 0 .614 RISAFoot Version 4.00 [C:\...\ ... \... \... \F1.rft] Page 2 40/41 Company January 31, 2014 Designer Job Number : F1 Checked By: Footing Flexure Design (Top Bars) Description Categories and Factors Mu-xx (k -ft) z Dir As (int) Mu-zz (k -ft) x Dir As (int ) Section Along xx and zz= Footing Shear Check Two Way (Punching) Vc: 109.558 k One Way (x Dir. Cut) Vc 20.704 k One Way (z Dir. Cut) Vc: 20.704 k Punching x Dir. Cut z Dir. Cut Description Cateaories and Factors Vu(kl Vi l crVc Vu(k) V hWr Vu(kl Vulemc ACI -99 9-1 1.4DL+1.7LL .642 .008 .006 0 .006 0 ACEI -99 9-2 1.05DL+1.275LL+1.275WL .023 0 .000210938 0 .000210938 0 ACI -99 9-3 .9DL+1.3WL NA NA .003 0 .003 0 IBC 16-5 1.2DL+1 LL+1 EL .448 .005 .004 0 .004 0 IBC 16-6 .9DL+1EL .167 .002 .002 0 .002 0 Concrete Bearing Check (Vertical Loads Onl ) Bearing Bc : 326.4 k Description Cateaories and Factors Rearinn Ru (kl Rearinn RulcsRc ACI -99 9-1 1.4DL+1.7LL 0 .005 ACI -99 9-2 1.05DL+1.275LL+1.275WL _1.142 .04 0 ACI -99 9-3 .9DL+1.3WL 0 0 IBC 16-5 1.2DL+1 LL+1 EL .796 .004 IBC 16-6 .9DL+1 EL .297 .001 Overturning Check Service) Description Cateaories and Factors Mo-xx (k -ft) Ms-xx (k -ft) Mo -77 (k -ft) Ms-zz (k -ft) OSF-xx OSF-zz ASCE 2.4.1-1 IDL 0 1.31 0 1.31 NA NA ASCE 2.4.1-2 1DL+1LL 0 1.71 0 1.71 NA NA ASCE 2.4.1-3a 1DL+1WL .64 1.31 .64 1.31 2.047 2.047 ASCE 2.4.1-3b 1DL+.7EL 0 1.31 0 1.31 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL .48 1.61 .48 1.61 3.354 3.354 ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 1.61 0 1.61 NA NA ASCE 2.4.14 .6DL+1WL .64 .786 .64 .786 1.228 1.228 ASCE 2.4.1-5 .6DL+.7EL 0 .786 0 .786 NA NA Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo -)o( RISAFoot Version 4.00 [C:\ ... \... \... \... \F1.rft] Page 3 Company Designer 41/41 January 31, 2014 Job Number : F1 Checked By: Sliding Check (Service) Description Categories and Factors Va-xx (k) Vr-xx (k) Va-zz (k) Vr-zz (k) SR-xx SR-zz ASCE 2.4.1-1 1DL 0 1 .38 0 .38 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 .5 0 .5 NA NA ASCE 2.4.1-3a 1 DL+1 WL 0 1 .188 0 .188 NA NA ASCE 2.4.1-36 1DL+.7EL 0 .38 0 .38 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 .326 0 .326 NA NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 .47 0 .47 NA NA ASCE 2.4.1-4 .6DL+1WL 0 .036 0 .036 NA NA ASCE 2.4.1-5 .6DL+.7EL 0 .228 0 .228 NA NA Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis SR-xx: Ratio of Vr-xx to Va-xx RISAFoot Version 4.00 [C:\ ... \...\... \... \F1.rft] Page 4