The URL can be used to link to this page

RC-15-1213 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-260291 Permit Number: RC-5-15-1213 Scheduled Inspection Date: June 06, 2016 Permit Type: Residential Construction Inspector: Mesa, Michel Inspection Type: Final Building Owner: TAVARES,TIERES Work Classification: Alteration Job Address: 10050 NE 12 Avenue Miami Shores, FL Phone Number (305)244-2356 Parcel Number 1132050190370 Project: <NONE> Contractor: SUNSHINE HOME RENOVATION CORP Phone: (305)801-3713 Building Department Comments NEW TILE FLOORING, BATH & KITCHEN RENOVATION, Infractio Passed Comments WOOD BEAM REPLACEMENT HURRICANE IMPACT INSPECTOR COMMENTS False WINDOWS. 06-19-15 Early start permit approved, Need to pay permit fees on master permit. Inspector Comments Passed Failed Correction Needed Re-Inspection Fee No Additional Inspections can be scheduled until re-inspection fee is paid. `2 June 03,2016 For Inspections please call: (305)762-4949 Page 25 of 31 V�rr 'a} ~"11(Fa.0 r � .a.,p•4]'... ...-l.S+' v'c. W � t I -. .. . -;_�• ., �_.. .x� •. .. ,, .;a .::•," r- `s.n- t. .�. 4 t s ,`•e, t.-n d,- .- a -i .i .•r y,• J✓. n �I •. Certificate of Completion Miami Shores Village } 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305-795-2204 Fax: 305-756-8972 QP { Building Inspection Department ' ' This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: h Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC-5-15-1213 Owner TIERES TAVARES Contractor SUNSHINE HOME RENOVATION CORP tt Subdivision/Project NONE Date Issued 06/17/2016 l Occupancy ° d Construction Type VI Load N/A s yr Occupancy Square Footage 2093 Type R-3 tr y Description of INTERIOR RENOVATION Applicable Code 2014 FLORIDA BUILDING CODE a� Work ° Location Flood Zone X F.F.E N/A 4 10050 NE 12 AVE r I le _; Miami Shores FL 33138 1 y Y S�OR�S F ■a. uutM Building Officials Appro aI Ismael Naranjo,CB j Lha— .awe Not Transferable i b �iroe POST IN A CONSPICUOUS PLACE Y - .wa°.. �n*a_ �... -.,.-- .__,.. mo=d -...... .,. ..�. ,Fe - .ir., _ �6n. �rx. t •.� - ,I IN 'PEC`1�!ON RECORD - OST. N SITE Permit NO. RC-5 15-121I .5�!0�'>✓� Mia=, 'Shores Village Permit Type:Residential Constrr ction C! I0050N.I .2ndAventiE F 6' i •"" �`� MWft Shan,FL S$138of r% i�V rk Classifcatton Aft�ratio�t Date:7110=15 , :01/0612016 q+l$PECTiON REQUESTS: (30617, 62-4949 or Log on at https:Hbldg mtamishoresvlll e.O-Ocap REWESTS ARE AOCEPTEO DURING$:3 -3:31IPM FOR THE'FOi,Lt)YWNG Bt SINES5 DAY. Requests must be received by 3 m for 1loltcvNlr►g day In pe�tl2�ns. Residential Construction sf, Parcel#:1 132050190370 0"'Oes Name T'iERE3 TAVARES �v �, Owner's Ptronp �}��-�� Job Address: 10050 NE 12 AytAI e � - - Total Square Feet: 2 � 119fjal ii Shares, FLTotal Job Valuation. Bond Num4e . s WORK IS ALLOWED MONDAY THROUGH SATURDAY, C011tCaCtO S1 Phone Prima- Contractor 7:30AM-6:00PM.NO WORK 1S ALLOWED ON . ► $UNOAY AR Ht7L1DAYS. SUNSHINE HOME RENOVATIONCt -- (3 )SO'I-3Tt3 Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING - - INSPECTIONSDONE ON FRIDAY. al m ian' 2c Iz , _ 40-: - NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE'READLY AVAILABLE. IT IS THE PERMIT APPIdCANrS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPO,5EO FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY$HALL!BE LIABLE FOR'EXPENSE ENTAILED IN THE REMOVAL.OR REPL4CEMENT OF ANY MATERIAL REQUIRF[�TO ALLOW INSPECTION.` y> WARNING TO OWNER; YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR 'LENDER OR AN r, ATTORNEY BEFORE COMMENCING WORK:OR RECORDING YOUR NOTICE OF COMMENCEMENT. ✓`, INSPECTIONRECORD ZONING INSPECTION DATE INSP INSPECTION _ _ DA's' IN§P __I INSPECTION_, DATE 1N5P Foundation Zbn ng Finatr -_ _- Stemwall � - ZONIN6_COMMENTS {ZQgh Slab - - Water Service Columns(Ist Lift), 2mdRough - columns(2-nd LN - t "` Fie Bearrr .� Fire Sprinklers - 7russlLafters - - - - - Septic Tank- _ 777 -R -f Sheathin - - - -_ Sew er Mook-up Bucks � - � - _ - - - - -_ -- Ra0 IJrais Windows/Doors - - - _ - - ELECTRaS � 9�r Interior f ramat� _ INSPECTION DATE INSP LP Tank - tnsulatlon _ T m ora Pole ilei( Ceiling Crib 3t?D"a Tern} ora — - - - rY Lawn S rinkltrr _ „ Drywvall Pool_Bonding Main Drain- ✓ firewall Pool Check LondlrtPool Piping Wire Lath Pool Wet Niche Backflow PrQventgr_ Pool Steel _ Underground int erce for' - Pool Deck Footer Ground Catch-Basins, Final Pool Slab Condensate drains inat Fer ce _ Wall Rough_'" - hftS_Final Screen Enclosure; Ceiling Rough Driveway Rough_ PLUMBING C MME Prlveway Base_ Tele hone Rough Tin Ca - - - Cap,-- _ __ Telephone Final Roof in Pro cess TV Rou hy`" Mo in Pro s TVFinal. _ in Roof Cable Ro _h_ '- S#autersAttachment Cabl#Final A Eye Final Shutters - - - Intercom hough ADA corm Ilanrails w 10 Intercom Fina) 4 AN p- Alarm Rou 11 tNSPECTI4N DATE INSP Alarm finalm 9- - underground Pipe DOCUMENTS Fire Alarm R ugh 43 e Li Soil l}earin Cert = Fire_Alarm Firnal - Ro.0 h Soil Treatrnent pert - _ - - Service Mork With fltoor Elevation Sr�rey 1 _ _ . Ventilation Rough Rewnf Unit Mas Cert ELECT>lICAL COMMENTS � Hood Rough - - -- _ _ - Insulation'Certific�#e - - - Pressure Tent'.. Sat Surve = _ Final kiot�d � '' Find Surve r - Final Ventilation Truss Certification finat Pool Heuer STtf(Ic uw CONIMEN rs - - - - Final Vacuum - - — - MECHANICAL CI�MIIAENTS - - - INSPECTION_.. DATE INSP, Final;Sprinkler - - 4 Final Alarm -- Oct.08,AV 8/311,09 ,,,:< Sunshine Home Renovation, Corp. March 7th, 2016 Miami Shores Village Building Department Mr. Ismael Naranjo 10050 NE 2nd Ave. Miami Shores, FL 33138 Sunshine Home Renovation, Corp Silvair da Cunha 302 SW 33 Ave. Deerfield Beach, FL 33442 Subject: TCO/TCC Request- Master Permit#RC 5-15-1213 10050 NE 12th Ave. - Miami Shores, FL 33138 Dear Mr. Naranjo, We are requesting a Temporary Certificate of Occupancy for the aforementioned property since our job has come to a completion and the property is suitable to be safely occupied. The missing trade involves minor finishes such as the baseboards and door trims, which are still being manufactured since they are custom made. We believe that 30 days will be sufficient to complete the carpentry finishes. We hereby hold harmless and release Miami Shores Village Building Department and Miami- Dade Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy. We hereby certify that all means of egress shall be kept clear and accessible and that all life safety systems will be maintained and operable at all times while the building is being occupied. Should you need any further information please do not hesitate in contacting me over the phone: (954) 709-1094. Yours very truly, a4 vair da Cunha 302 SW 33 Ave. i Deerfield Beach,FL 33442 1 (954)709-1094 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. _ ( Miami-Dade County from Municipality: _ �� 1 I Municipal Permit No. (MBLD): I00so l 2�TLk- Job Address: KJ kA--t( Sly4 333GNaUnit: Project Name: Qualifier's Name:guksk w)�, ,- Hw Quafifier'Ngbne: Email: Owner's Name: ]DCltOwner's Phone:j09,2WL(.239,o Email: Ke— cmn This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO)or Completion (TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals have been obtained, take the signed form back to the Municipal Building Department for TCO/TCC issuance. 1 I , 1 Form Validated by AW14--J-3 Date: 3 1 (S l `+ Bldg Dept Personnel: Print Name Signature OAll"Required"TCO/TCC inspections indicated below must be signed"Approved" before certificate issuance. Req'd. rade Inspector's Approval Date Comments Name Signature Building ❑ Electrical ❑ Fire ❑ Mechanical ❑ Plumbing ❑ Public Works ❑ Zoning ❑ Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida Building Code Section 110.3. OBuilding Official's Approval: Date: ❑ 1"TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04/09D I.OSFBOA Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 Website:www.miamishoresvillage.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami-Dade County Fire Dept. Date: '-l �4 Folio#:11- C:)�j17 ��C7 �� Master Building Permit#: 90's-1,11 3 Square Footage of Space: 00�-1 3 Miami-Dade Municipal Process#: II 11 Miami-Dade Municipal Permit#: Contracting Company: 50r"SI`IrN-C, 4tlJMi� QLm6,4A,7—jLy_W 0 w n e r/Te n a n t: �1 r`t• -S TA,4,eA, Lot: Block: Subdivision: Street Address: W5 N-r-L— 1 AN CC_ Signature of applicant verges the above information is true and correct.The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment,and the plumbing work has been inspected and approved. S 1 Wa l e-. 1311S.- C AJN H Ar �Ib1, tucm" d� Print Name of Applicant or Qualifier L*'- Signature of Applicant or Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: Inspections: Zoning Yes/No Plumbing Yes/No Building Yes/No Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No Mechanical Yes/No Notice of Preventative Treatment for Termites ('As r ul. , Florida Building Cotta(FBC) 104.Z$) DAf W ., QUIC""K C,/�— / 2,13 TERn TE , FumiGATiaN, � . 7401 N.W. 7th street, Unit 7 ; Miami, FL 33126� -�- TEL: (305)256-2220 • FAX (305)266-0113 www.damquicktermfte.com 10050 NE 12 AVE , MIAMI SHORE, FLORIDA 33138 Address of Treatment or LftWock of Treatment 12/08/15 1:30 P.M a V. HERNANDE , DOW Thne Applicator DOMINION .2L IMIDACLOPRID 5.2 GALLONS Product Used Chemical used(active# eat) Number of gallons appiWd 0.05% 51 Percent of Concentration .Area treated(S oars feeta Urwasr tit T HORIZONTAL Stage of tvabnent(Horizoniai,Vertical,Adjoining fib,retreat of disturbed are") As per 104.2A-if soil thernical barrier method for termite prevention Is used,final exterior treatment shall be c*mpWW prior to final building approval. If this notice is for the final exterior eat,Initial and date this tine '1111116�`'1 CERTIFICATE OF LIABILITY INSURANCEF7��12/081 015 12/08/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE.ISSUING INSURER(S),AUTHORiZFJ3 REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER, IMPORTANT: If the Certificate holder IS an ADDITIONAL INSURED,the policy(les)must be endorsed. if SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this Certificate does not confer rights to the Certificate holder in lieu of such endoraement(s). PRODUCER CONTACTmPAULO LOPES Express Service Insurance Agency (P2.10 (954)943.7900 FA�Nc. )943-1810 900 E.Atlantic Blvd.#10 EpMAIL pauloLeWess4u.net Pompano Beach,FL 33060 INSURERS AFFORDING OOV9RA0E NAICS Phone 954)943-7900 Fax 954)943-1810 INSURER A: Lloyds Of London 78444 INSURED INSURER 0: SUNSHINE HOME RENOVATION CORP INSURER C: 342 SW 33110 AVE INSURER 0: DEERFIR D BEACH FL 33942 INSURER E: INSURER P: COVERAGES CERTIFICATE NUMBER; REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE Wr:N ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR NKY PERTAIN,THE INSUR"E AFFORDED BY THE POLICIES DESCRIBED HEREIN 16 SU13JECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR TYPE OF INSURANCE AD UQR POLICY EFF POLICY Eaf INS FroLIOY NUMBER M D MMIDD/Y LIMITS 0 =MMERCIAL GENERAL LIABILMY EACHOCCURRQvice s 1,000,000.DD ❑ CIAIM.^MADE OCCUR MAGE TO RENTED snce $ 100 000.00 PREMIS MED EXP(Any one pej-zzan $ 5,000.00 A CIBFLOO10817 12101/2015 12/0112016 MRSONALBADV INJURY $ 1,000,000.00 GEN'L AOGREDI-AW LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000.00 POLICY Q PRO- POLICY ❑ LOC PRODUCTS.CoMPJDPAGG $ 2,000,000.00 ❑ OTHER $ AUTOM09I1.E UARILITY COMBII EE NGLE LIMIT ��y ANY AUTO BODILY INJURY(Por person) $ L-J AUTOS ALLOWNED ❑ AUTOS SCHEDULED BODILY INJURY(Per eccidentl $ ElHIRE=D AUTOS ❑ AUTO NED $ P(PROP Ef2�Y AMAGE ❑ ❑ $ ❑ UMBRELLA LWB ❑OCCUR EACH OCCURRENCE $ © ExcFSS U4 ❑CL41Ms-MADEAGGREGATE $ ❑ DED RETENTION S $ WORKERS COMPENSATIONTH- AND EMPLOYERS!LILITY Y/N 13 NN"T1 ❑or ANY PROPR]ET0R1PARTNER6=Unvr=1E L,EACH ACCIDENT $ OFFICERMIEMBER EXCLUDED? NIA (Mandamfy in NH) E.L.DISEASE-EA EMPLOYE $ If Yes,descnhe under DESCRIPTION OF OPERATIONS below EL DISEASE.POLICY LIMIT 5 DESCRIPTION OF OPERATION&!LOCATIONS t VEHICLES(Attach ACORO 9(1,Addmonal Remarks Schedule,If more space Is required) License number is CGG1514377 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE City of Miami Shores THE EXPIRATION DATE THEREOF,NOTICE IMLL BE DMJVERED IN 10050 NE 2nd AVerlue ACCORDANCE WITH THE POLICY PROVISIONS, Mlaml Shores,FL 33139 AUTHORIZED REPRESENTATIVE Fax:(305)756-8972 ©1888-2014 ACORD CORPORATION. All rights reserved, ACORD 25(2014101)QF The ACORD name and logo are registered marks of ACORD P,C t5- (2(3 n ISMA A.S.D.Consulting Engineers,Inc 732b S.W. 142ND NL MfAMt, GL 33,17 <?N3 )ebl 351 3663 FRx ;)gb' 3)g 6950 W.A S D C ON SENG.COM TO: Building Department Official FROM: Fernando Azcue, RE, SI. Structural Engineer, FL Reg. No. 65521 DATE: October 10th, 2015 RE: Steel Connection Inspection 10050 NE 12 Ave Miami Shores, FL 33138 INSPECTION LETTER Building Department Official: Our firm has been retained to perform the Steel Connections Inspection for the above mentioned project. As per our inspection, the Steel Connections are in compliance with the permitted documents. Welded connections were inspected as per visual inspection only. 'As a routine matter, in order to avoid possible misunderstanding, nothing in this report should be construed directly or indirectly as a guarantee for any portion of the structure. To the best of my knowledge and ability, this report represents an accurate appraisal of the present condition of the "inspected part of the building"based upon careful evaluation of observed conditions, to the extent reasonably possible. There was no destructive testing done at the previously addressed," Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, Ferna cue, P.E. Lic. No. 65521 S.I. No. 7023770 e 1 � IRONWORKERAWS WELDER CERTIFICAMN PROGRAM OF NORTH A ERA CERTIFIED WELDER Jo Membership 14708U EFFECTIVE DA , E EXPIP" 2014-11-03 015-11-03 process: SHAM - Al -'1 t< < rami Shores Village � g � ilding Department OCT 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305)795-2204 Fax:(305)756-8972 - - INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 f ILDING Master Permit No. PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC E] ROOFING NOREVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP j�pp�� 11 �U�� CONTRACTOR DRAWINGS �l0 JOB ADDRESS: � �® �El1 71-nk /� �� City: Miami Shores County: Miami Dade Zip: ? Folio/Parcel#: 710� - 6 ) q 0 ��® Is the Building Historically Designated:Yes ^ NO Occupancy Type: Load: Construction Type: Flood Zone: BFE:p�� FFE: OWNER: Name(Fee Simple Titleholder): k. o .b L UC, RtV0Gft0hone#:700 9 90 Address: 0®(:�b 1✓ t "17TR_ City: Gfj State: zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: ��U'dz r Ate— /Phone#:g - 7iq/o?// Address:(362 6 c City: ::2� al c ;2 �� State: Zip: �� Qualifier Name: �!! o L_ gi®4 i 1 9�� (' i 2 A)14 Phone#: �z S-c/ ,C/, / 0 rs� State Certification or Registration#: _ 5-ICI ertificate of Competency#: <� DESIGNER:Architect/Engineer: _ i 1K g�<�/NJ KuV-f�I A- 5 b i Q Phone#: Address: _ 41b E�kST rtF s *M 1 City: (-I B ( State: Zip: �L Value of Work for this Permit:$ Square/Linear Footage of Work: 3® .14 Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: �d G � S �'�,Lim 11,4 ca Specify color of color thru tile: Submittal Fee$ Permit Fee Q:-) CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ - CO (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature 40 c�Cti OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this "Z-3 day of ®N� r— 20 15 by Z3 day of �I� 200 I by �t�vl.pJNT)b I rlL -C.— ,who is personally known to �LVA)�� ho i�per'sXhally known to y me or who has producedS'�-as me or who has produced ��L�-as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: Seal Seal: L9.0 tary Pubiic State of Floridandia Alvarezoto°o� Notary Public State of Florida y Commission FF 156750_ Sindia Alvarez xpires 09/0312018 18 a� My Commission FF 158750 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village -� ' Building Department 0Cfi 1015 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 =' Tel:(305)795-2204 Fax: (305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 2010 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING `REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING i,MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: ®�� 1�i�i f Tit City: Miami Shores County: Miami Dade Zip: �� 3 Folio/Parcel#: l 1-:�ZD - P 19 -93-70 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: Th° BFE: t� FFE: 09 OWNER: Name(Fee Simple Titleholder): [ �EHD A-D kl A-- b�'�� t w ne#:_ Cab , t 9 Address: 0' 0 t; (> �A if ly.'t'o City: t f �h- �'f.' kss State: l�c� Zip: �j�a 04% Tenant/Lessee Name: Phone#: Email: F-( i� ��_ j F P-( CONTRACTOR: Company Name: d d a P�!1 o i �✓ f 1 (= C lf4-/ one#: ^7 Address:; r 7 L Cit��F-�C-:D �r ' State: I �s Zip: 7 4 Qualifier Name: Z- c./i,I- etJf.�',rte Phone#:��1 7�� I�'� State Certification or Registration#:gg� (f- / / (/9 ��ertificate of Competency#: DESIGNER:Architect/Engineer: ice`.% t-aaq fl' Phone#: Address: q City: State: A Zip: Value of Work for this Permit:$ �`-��A- Square/Linear Footage of Work: f k Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: W o C'y / & Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ o (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged beforeme by �� day o ff) 0 me this The foregoing instrument was acknowledged be me this , �1(- � "`� 21 , by dayof 0C Q(3 20 1 7 MI who is personally known to C'J C;FD10�Ec- ,who is personally known two me or who has produced L— ��(VE� OLGB4S� as me or who has produced V-2-1\PEP- ��Ck S identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: ASign: Sign: Print: Print: Seal: gpaxv®y Notary Public State of Florida Sindia Alvarez Seal' �ylxr oae� Notary Public State of Florida c� my Commission FF 156750 ;° �; Sindia Alvarez oFytio`F Expires 0910312018 �k flo°A� Expm:s 0910312018 ommission FF 156750 APPROVED BY ` O 4arExaminer Zoning Structural Review Clerk (Revised02/24/2014) FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative(Performance)Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case 0000.. orientation, name and version of the compliance software tool, name of individual; ••• •.•... completing the compliance report(1 page)and an input summary checklist that can ." •. 0000.. 0000 0000.. be used for field verification(usually 4 pages/may be greater). 000;0 • 0000 .. 0000.. 13,1 Energy Performance Level(EPL)Display Card(one page) "" •• ••••• 0 0 .. .. .. .. 0000.. ff Mandatory Requirements(three pages) 0 0:.. 0 00 • . . . . .0000. 0000.. Required prior to CO for the Performance Method: . . 000000 00 M/ Air Barrier and Insulation Inspection Component Criteria checklist(Table R402.4.1.1 - one page) 19/ A completed Envelope Leakage Test Report(usually one page) 3/ If Form R405 duct leakage type indicates anything other than "default leakage then a completed Form R405 Duct Leakage Test Report(usually one page) OCT 23 2 �go 1\00 ,�k o EnergyGauge®-USRFZB v4.0 ��\\C ��\�C. 10/21/2015 9:03:13 PM Page 1 of 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI Builder Name: Street: 10050 NE 12TH AVE Permit Office: City,State,Zip: MIAMI SHORES,FL,33138-2630 Permit Number: Owner: Mr.Tieres Tavarez Jurisdiction: 232600 Design Location: FL,Miami 1. New construction or existing New(From Plans) 9. Wall Types(1912.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=5.0 1720.00 ft2 b.Concrete Block-Int Insul,Adjacent R=5.0 192.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 2 d.N/A R= ft2 10.Ceiling Types (2133.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=30.0 2133.00 ft2 6. Conditioned floor area above grade(ft2) 2133 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(491.2 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:Garage 8 400 a. U-Factor: Sgl,U=1.07 491.24 ft2 • • SHGC: SHGC=0.30 • • • •••• • b. U-Factor: N/A ft2 12.Cooling systems '•,,• 1ptu/hr •�ffi iency • SHGC: a.Central Unit *90:09 57.5 eEER*6.00 •••• • c. U-Factor: N/A ft2 000000 • • SHGC: 13.Heating systems ••••kBtu/hr ••Efficiency d. U-Factor. N/A ft2 a.Electric Strip Heat 00000• 32.$ �QP:'1.00 •••• SHGC: •••••• • • ••i• Area Weighted Average Overhang Depth: 2.500 ft. ..'..' '0 0'•; •• • Area Weighted Average SHGC: 0.300 14.Hot water systems ••••• • a.Natural Gas Tankless • • • Cap:fgallons 8. Floor Types (2133.0 sqft.) Insulation Area • • o U004.790 •••• • a.Crawlspace R=10.0 2133.00 ft2 b. Conservation features • • • • b.N/A R= ft2 •• • • ••• 2 " * None ;stat Glass/Floor Area: 0.230 Total Proposed Modified Loads: 87.07 PASS Total Baseline Loads: 92.47 1 hereby certify that the plans and specifications covered by Review of the plans and 0t114E STq this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance �� ` mac" with the Florida Energy Code. I" rru, .%=_="�. „ O PREPARED B : � Before construction is completed DATE: - this building will be inspected for O compliance with Section 553.908 * ° • I hereby certify that this building,as designed, is in compliance Florida Statutes. with the Florida Energy Code. cOID We tgv OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. - Compliance requires a roof absorptance test and a roof emittance test in accordance with R405.7.2 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: ONE STORY RESIDENCE 10 Bedrooms: 2 Address Type: Street Address Building Type: User Conditioned Area: 2133 Lot# Owner: Mr.Tieres Tavarez Total Stories: 1 Block/Su bDivision. #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 10050 NE 12TH AVE Permit Office: Cross Ventilation: No County: Dade Jurisdiction: 232600 Whole House Fan: No City,State,Zip: MIAMI SHORES, Family Type: Single-family FL, 33138-2630 New/Existing: New(From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Main 2133 17064 : •'• ` •••• • •• 0 Noss SPACES •••••• ••••� •••• • • Number Name Area Volume Kitchen Occupants Bedrooms Infil ID••Finished **Cooled Realte •••• • •• •••• 1 Main 2133 17064 Yes 12 2 1 •••4 j •Yes• j est• FLOORS •• •' •. " "" # Floor Type Space Exposed PenWall Ins.R-Value Area Floor Joist'R-Valug Til Carp@t••• 1 Crawlspace Main 190 ft 0 2133 ft2 1(!••• 10 ••� CL•••• 10 ROOF •• • Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Flat Barrel tile 2163 ft2 178 ft2 Medium 0.6 Yes 0.9 Yes 0 9.5 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2133 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) Main 30 2133 ft2 0 Wood 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below# Ornt In Wall Type 1 N Exterior Concrete Block-Int Insul Main 5 65 8 520.0 ft2 0 0.3 0 2 S Exterior Concrete Block-Int Insul Main 5 44 8 352.0 ft2 0 0.3 0 3 E Exterior Concrete Block-Int Insul Main 5 53 8 424.0 ft2 0 0.3 0 4 W Exterior Concrete Block-Int Insul Main 5 53 8 424.0 ft2 0 0.3 0 5 S Garage Concrete Block-Int Insul Main 5 24 8 192.0 ft2 0 0.3 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated Main Metal .46 1 8 6 8 11.1 ft2 2 E Insulated Main Metal .46 1 4 7 9.3 ft2 3 W Insulated Main Metal .46 2 7 14 ft2 4 W Insulated Main Metal .46 1 7 7 ft2 5 S Insulated Main Metal .46 3 6 8 20 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int S • Screening 1 N 1 TIM Low-E Single Yes 1.07 0.3 50.0 ft2 2 ft 6 in 1 ft;1n ••4Drapes�linds None•• • • • 6800 2 N 1 TIM Low-E Single Yes 1.07 0.3 24.0 ft2 2 ft 6 in 1 ft'w'a••@Drapes%igis•• None 6 6 • • 3 N 1 TIM Low-E Single Yes 1.07 0.3 40.0 ft2 2 ft 6 in 1 ft"N•••Drapes/blinds Nori*e e 6666 6666 • 4 S 2 TIM Low-E Single Yes 1.07 0.3 23.1 ft2 2 ft 6 in 1 ft.0 in 6Drapes:MWds•• Nor?e • 6666 6666 5 S 2 TIM Low-E Single Yes 1.07 0.3 17.8 ft2 2 ft 6 in 1 ft0(Lige•e0Drapes/blinds 0 No o 0 e 6 S 2 TIM Low-E Single Yes 1.07 0.3 25.0 ft2 2 ft 6 in 1 ft t►in•••Drape,0;ipas; N.O*•0 e 7 E 3 TIM Low-E Single Yes 1.07 0.3 24.4 ft2 2 ft 6 in 1 fC(?i :•;Drapes/blintJs None • 8 E 3 TIM Low-E Single Yes 1.07 0.3 10.7 ft2 2 ft 6 in 1 f�0 in 6 0 DrapebkJ• NoA8•• • 9 E 3 TIM Low-E Single Yes 1.07 0.3 40.4 ft2 2 ft 6 in 119 in :Drape4li%dj. No;e•• 10 E 3 TIM Low-E Single Yes 1.07 0.3 45.0 ft2 2 ft 6 in 1 ft 0 in Drapeskinds: None 11 W 4 TIM Low-E Single Yes 1.07 0.3 30.0 ft2 2 ft 6 in 1 ft 0 in Drapes/blinds None 12 W 4 TIM Low-E Single Yes 1.07 0.3 130.7 ft2 2 ft 6 in 1 ft 0 in Drapes/blinds None 13 W 4 TIM Low-E Single Yes 1.07 0.3 9.6 ft2 2 ft 6 in 1 ft 0 in Drapes/blinds None 14 W 4 TIM Low-E Single Yes 1.07 0.3 12.0 ft2 2 ft 6 in 1 ft 0 in Drapes/blinds None 15 W 4 TIM Low-E Single Yes 1.07 0.3 8.5 ft2 2 ft 6 in 1 ft 0 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 520.0000008 ft2 384 ft2 68 ft 8 ft 1 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000203 1137.6 62.45 117.45 .1403 4 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 32.8 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER:16 57.5 kBtu/hr 1805 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Main 0.79 1 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volumg • FEF •.• •• None None ftt..' i .... • • • ••• • DUCTS ...... . —Supply-- --Return-- Air CFM 25 CF.%2.5.• • • HVAL# # Location R-Value Area Location Area Leakage Type Handler TOT �gtiT•• QN RL�' Heat b5$I' • 1 Attic 8 400 ft2 Attic 400 ft2 Default Leakage Garage (Default) (blefabft) •• •• 1 *400 • TEMPERATURES ' Programable Thermostat:Y Ceiling Fans: • • • ' ;. CoolingJan Feb Mar Apr may Jun JUI Auge Oct 40v• Dec HeatinXq Jan C Feb Mar Mar AprX May X Jun C Jul AuSep Oct X Nov X Dec Venting [[XX]]Jan [[XX]]Feb [[XX Mar A r [[XX]]May [[XXJJ Jun [[XX]]Jul Aug Se Oct [[XX]]Nov [[XX]]Dec 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: Florida Code 2014 Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Cooling(WEH) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Heating(WD) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 Heating(WEH) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Fans/ERV 0 100 25 0 1 -Electric Strip Heat 10% 1 -Central Unit � • 0000•• • • • • 0000•• •• • 0000 ' 0000•• • • � 0000 •••••s 0000•• 6 • • •s•• •0 • •4006• 0000 • •• 00060 • • 0000• 6• •• •• •• 0000•0 000.0• • • 0 •000•0 •• 600•:0 � 0 • 0 • • • • • ••• • • 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 94 The lower the EnergyPerformance Index,the more efficient the home. 10050 NE 12TH AVE, MIAMI SHORES, FL, 33138-2630 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=5.0 1720.00 ft2 b.Concrete Block-Int Insul,Adjacent R=5.0 192.00 ft 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 2 d.N/A R= • ft2 10.Ceiling Types Insulation...Area 5. Is this a worst case? No a.Under Attic(Vented) : • 30.0 *2133.00 ft2 6. Conditioned floor area(ft2) 2133 b.N/A 0 Fxf= '000000 ft2 •• c.N/A ••••� 0000 ft2 000000 7. Windows" Description Area • p 11.Ducts 0000•• 42 ft2 • • a. U-Factor: Sgi,U=1.07 491.24 ft2 a.Sup:Attic,Ret:Attic,AH:Garage•••• •0 8. 400 :0606: SHGC: SHGC=0.30 S =0.30 •00••• •• ••• 00000 b. U-Factor: N/A ft2 •••*•• • • 0'0" '0••• SHGC: 12.Cooling systems • kBtu/hr• Efficiency c. U-Factor: N/A ft2 a.Central Unit •• •• 0 • •57.5 SI-tt-16.00 *000:0 SHGC: • . 090 • • d. U-Factor: N/A ft2 13.Heating systems • .kBtu/hr;'eAMutncy •••••• SHGC: a.Electric Strip Heat •••• ; 32.8•Cpf�1.00 :0-00: Area Weighted Average Overhang Depth: 2.500 ft. . 0 • Area Weighted Average SHGC: 0.300 00 • 8. Floor Types Insulation Area 14.Hot water systems Ca 1 gallons a.Crawlspace R=10.0 2133.00 ft2 a.Natural Gas p' EF:0.79 b.N/A R= ft2 c.N/A R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) ,yG� 1�-- 0 in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. F+ ++< Builder Signature: Date: Address of New Home: City/FL Zip: ~ . COB Wt3 � *Note: This is not a Building Energy Rating. If your Index is below 70,your home may qualify for energy efficient mortgage(EEM)incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation,contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 10050 NE 12TH AVE Permit Number: MIAMI SHORES,FL,33138-2630 MANDATORY REQUIREMENTS See individual code sections for full details. ? 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy.Florida law [Section 553.9085,Florida Statues]requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix C. ? R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. 7 R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall b j jVjtRaqd in accordance with the manufacturers instructions and the criteria listed in Table 402.4.1.1,as appilicablesto the method of construetkm.e•• Where required by the code official,an approved third party shall inspect all components and venfifcompliance. see* •' • • • • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 Aid" 0 changes per hour in Climate Zones 1 and 2,and 3 air changes per hour in Climate Zones 3 throddh'$.'ffisting shall Isle conductEV"tr� a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,t"iag ahallbetandusted by aig • approved third party.A written report of the results of the test shall be signed by the party conductkV the test an:provided to th%oode• official.Testing shall be performed at any time after creation of all penetrations of the building th@QToj arivelope. . • 0 0;0 0• During testing: 000000 0 00 0•0 000000 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyondtia ded weatherstripping or •o other infiltration control measures; : 0 • • • •••••• 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed bot&?Ifitended . 0 infiltration control measures; • • • •••••• 3.Interior doors,if installed at the time of the test,shall be open; • 0 : ' 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; " ' 5.Heating and cooling systems,if installed at the time of the test,shall be turned off;and 6.Supply and return registers,if installed at the time of the test,shall be fully open. ? R402.4.2 Fireplaces.New wood-buming fireplaces shall have tight-fitting flue dampers and outdoor combustion air. ? R402.4.3 Fenestration air leakageWindows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. ? R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E 283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. ? R403.1.1 Thermostat provision(Mandatory).At least one thermostat shall be provided for each separate heating and cooling system. ? R403.1.3 Heat pump supplementary heat(Mandatory).Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. ? R403.2.2 Sealing(Mandatory)111 ducts,air handlers,and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post-construction or rough-in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99,Florida Statutes,or as authorized by Florida Statutes,to be"substantially leak free"by either of the following: 1. Post-construction test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(25 Pa)across the entire system,including the manufacturers air handler enclosure.All register boots shall be taped or otherwise sealed during the test. 2. Rough-in test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(25Pa)across the system,including the manufacturers air handler enclosure.All registers shall be taped or otherwise sealed during the test.If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm (85 Umin)per 100 square feet(9.29 m2)of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) ? R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. ? R403.2.3 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. ? R403.3 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carving fluids above 105°F(41°C) or below 55'F(13°C)shall be insulated to a minimum of R-3., ? R403.3.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused by sunlight,moisture,equipment maintenance,and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. ? R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ? R403.4.3 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3%inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 0 •0006• ? R403.4.4 Water heater efficiencies(Mandatory). Water heater efficiencies ; 0•• • ...... 7 R403.4.4.1 Storage water heater temperature controls •• • •••• • R403.4A.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls 0 0 0 0 0• capable of adjustment from the lowest to the highest acceptable temperature settings for the intAnd9cT use.The minirMum 000000 temperature setting range shall be from 100°F to 140°F(38°C to 60°C). 000000 •• •0 • • 0000 • •• 00000 R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be providg$1� ppnit the power sVpplied 0 0 0 0 6• to electric service systems to be turned off.A separate valve shall be provided to permit the eneTIsupp*ied to ti*e main umer(s) of combustion types of service water heating systems to be turned off. •0 00000 0••6 0 0000•• • 7 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall vieetIhEb minim Lim efficiencies q(0 Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisionsofor the type of VbfpW%?It installed. 0 Equipment used to provide heating functions as part of a combination system shall satisfy all stated req�irelne�is for the ap��o�date vm*er•0 o heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. 6 6 0 007 R403.4.4.2.1 Solar water heating systems.Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TMA,Solar Domestic Hot Water System and Component Test Protocol,Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code,Residential or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ? R403.5.1 Whole-house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the efficacy requirements of Table R403.5.1. Exception:Where mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. 7 R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62,Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2• No ventilation or air-conditioned system make air shall be provided to conditioned space from attics,crawlspaces,attached closed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed spaces(s),then the walls of the spaces)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19,space permitting,or R-10 otherwise. 7 R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment. ? R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors,provisions for future expansion or other factors which affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load,but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 10121/2015 9:04 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) ? R403.6.1.1 Cooling equipment capacity.(continued) The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacture's expanded performance data shall be used to select cooling-only equipment.This selection shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multi-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer,in attached single-and multi-family units,the capacity of equipment may be sized in accordance with good design practice. ? R403.6.1.2 Heating equipment capacity • R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design c:gljpg:Vd. • • • 0000•• • R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized withiA vW of the desi9q•• •• requirements calculated according to the procedure selected in Section R403.6.1. • • • •••••• 0000 0000•• R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment wi41.4 aal draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. *000 •• • :••••: 0000 • • 0.000 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an • intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have**Jttil�ment sued pr controlled to••• prevent continuous space cooling or heating within that space by one or more of the following options:*• •• •• •• •••• • 1. A separate cooling or heating system is utilized to provide cooling or heating to the major pnterVit;nent areas.* •• • • • • 0000•• 2. A variable capacity system sized for optimum performance during base load periods is utilized. ••••• • • ? R403.7 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall4mmplq with Seetiame :••••: C403 and C404 of the Commercial Provisions in lieu of Section R403. •• ? R403.8 Snow melt system controls(Mandatory). Snow and ice-melting systems,supplied through energy service to the building,shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F,and no precipitation is failing and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. ? R403.9 Swimming pools,inground spas and portable spas(Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15.The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. 7 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil-fired pool and spa heaters. All gas-and oil-fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. ? R403.9.2 Time switches. Time switches or other control method that can automatically tum off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps.Heaters,pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. ? R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or solar energy source computed over an operating season. ? RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low-voltage lighting shall not be required to utilize high-efficacy lamps. ? R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights ? R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. ? R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19.Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space,R-10 is allowed. 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI Builder Name: Street: 10050 NE 12TH AVE Permit Office: City,State,Zip: MIAMI SHORES,FL,33138-2630 Permit Number: Owner: Mr.Tieres Tavarez Jurisdiction: 232600 Design Location: FL,Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air-permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the . :'" ' .. ..0 insulation and any gaps in the air barrier shall be sealed. '..' ; . ..� °• Access openings,drop down stairs or knee wall doors to uncondiyQggA • 000° • attic spaces shall be sealed. ; Comers and headers shall be insulated and the junction of the fpaim tion • •0 °�: Walls and sill plate shall be sealed. 6000 . .. .. .° The junction of the top plate and the top or exterior walls shall be4s @W. . T •. .° Exterior thermal envelope insulation for framed walls shall be instAd in `. �.. ., ... substantial contact and continuous alignment with the air barrierk....9 .' Knee walls shall be sealed. : ' : . . .. .:. Windows, skylights and doors The space between window/doorjambs and framing and skylights aJ 000 .1 :. •.: framing shall be sealed. .° :°: Rim joists Rim joists are insulated and include an air barrier. Floors (including above-garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. `J The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawispace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations,and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. ci Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated,and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI Builder Name: Street: 10050 NE 12TH AVE Permit Office: City,State,Zip: MIAMI SHORES,FL,33138-2630 Permit Number: Design Location: FL,Miami Jurisdiction: 232600 Envelope Leakage Test Results Leakage Characteristics Regression Data: :999:9 • • 9 0090•• C: n: R: CFM(50): '99' i .9999. •. Single or Multi Point Test Data 000• HOUSE PRESSURE FLOW: ELA. 999• •• 9 1 Pa cfm EgLA: "'• ' •• 00;00• 999.99 . • 99999 2 Pa cfm ACH: 00.0•• 0••0•o ••••�• 3 Pa cfm :••:•: ACH(50): 4 Pa cfm 9 SLA: 9. . . 999 9 • 5 Pa cfm 0 a• 6 Pa cfm R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2,3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures; 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures; 3.Interior doors,if installed at the time of the test,shall be open; 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5.Heating and cooling systems,if installed at the time of the test,shall be turned off;and 6.Supply and return registers,if installed at the time of the test,shall be fully open. I hereby certify that the above envelope leakage Where required by the code official, OFK 3T�� performance results demonstrate compliance testing shall be conducted by an _ O� with Florida Energy Code requirements in approved third party.A written accordance with Section R402.4.1.2. report of the results of the test shall be signed by the third party1j C conducting the test and provided to I'�7 SIGNATURE: the code official. PRINTED NAME: WE"�� DATE: BUILDING OFFICIAL: DATE: 10/21/2015 9:04 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Softwar Page 1 of 1 Annual Energy Summary Wholehouse Summary Mr. Tieres Tavarez Project Title: TMY_City:FL_MIAMI_INTL_AP 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHOEIec Util: Florida Average MIAMI SHORES, FL 33138-2630 Building Type: FLProp2014 Gas LIN: Florida Average Run Date: End-Use Energy Consumption Annual Cost Cooling Electric 5409 kWh $619 Cooling Fan 1157 kWh $132 Mechanical Vent Fan 18 kWh $2 Total Cooling 6584 kWh $754 Heating Electric 1020 kWh $117 Heating Fan/Pump 51 kWh $6 Mechanical Vent Fan 3 kWh $0 Total Heating 1074 kWh $123 Hot Water 73 Therms $131 Hot Water Pump 0 kWh $0 Total Hot Water $114..:. Ceiling Fans 0 kWh ...... $�?...' ....:. Clothes Washer 0 kWh •••••• $0 • ;••��; Dehumidifier 0 kWh $% •. • Dishwasher 0 kWh ...... . . ..... Dryer Electric 891 kWh ••••�• $1f)4 •�•�•� Lighting 2161 kWh ...... $247 . Miscellaneous 3451 kWh $385 •••... Pool Pump 3577 kWh $410�•• • Range Electric 447 kWh $5'I :•: • Refrigerator 775 kWh $8V Television 0 kWh $0 Total (kWh) 18960 kWh $2171 Total (Therms) 73 Therms $131 Total (Oil Gallons) 0 Gallons $0 Total (Propane Gallons) 0 Gallons $0 PV Produced (kWh) 0 kWh $0 Assumes net metering Total Cost $2302 Emissions (Calculated as Total - PV Produced) SO2=41.60 Lbs NOX = 696.43 Lbs CO2 = 11.73 Tons EnergyGauge®/USRFZB v4.0 Monthly Summary Energy Use Report Mr.Tieres Tavarez Title: ONE STORY RESIDENCE 10050 NE 12 AV TMY City: FL_MIAMI_INTL_AP 10050 NE 12TH AVE FLProp2014 Elec Util. Florida Average MIAMI SHORES, FL,33138-263 Gas Util: Florida Average Registration#: Run Date: (invalid)(invalid) End-Use Units Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Cooling kWh 89.0 148.0 235.0 389.0 615.0 700.0 772.0 754.0 667.0 559.0 325.0 154.0 5409.0 Cooling Fan kWh 19.0 32.0 51.0 84.0 132.0 149.0 164.0 160.0 142.0 120.0 69.0 33.0 1157.0 Cooling Vent Fan kWh 1.0 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.0 18.0 Heating kWh 289.0 202.0 168.0 8.0 0.0 0.0 0.0 0.0 0.0 0.0 73.0 280.0 1020.0 Heating Fan/Pump kWh 15.0 10.0 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 14.0 51.0 Heating Vent Fan kWh 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 3.0 Hot Water Therms 7.1 6.3 6.7 6.1 5.8 5.3 5.3 5.4 5.5 6.1 6.3 6.9 72.8 Hot Water Pump kWh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ceiling Fans kWh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Clothes Washer kWh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dishwasher kWh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dryer kWh 76.0 68.0 76.0 73.0 76.0 73.0 76.0 76.0 73.0 76.0 73.0:•i&a• 891.0 • 0 • 000000 Dryer Therms 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 '.0.0 ; 0.0 ..0.q 0.0 �' Lighting kWh 184.0 166.0 184.0 178.0 184.0 178.0 184.0 184.0 178.0 •1",(P•178.0•1901 2161A...:- Miscellaneous kWh 293.0 265.0 293.0 284.0 293.0 284.0 293.0 293.0 284.0 0 193.0"284.0 293.0 3451.1•••• 0000 •• • • Pool Pump kWh 304.0 274.0 304.0 294.0 304.0 294.0 304.0 304.0 294.0 0;"O*t '294.0;3d�Q' 3577;.... Range kWh 38.0 34.0 38.0 37.0 38.0 37.0 38.0 38.0 37.0 •-I M( 37.0 •38WO 447.00••• Range Therms 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ** eiT 0.0 *0 Ob•.•: 0000•• • • Refrigerator kWh 66.0 59.0 66.0 64.0 66.0 64.0 66.0 66.0 64.0 ; 66 0; 64.0• 66.g 775.p.••;• 000 • Television kWh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.@' 0.0• *070* 0.© • • • • 000000 Dehumidifier kWh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 "0.0' 0.0.' Ca: 017 ' Photovoltaics kWh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cost $ 170.22 155.62 175.11 172.77 206.24 213.47 226.98 224.64 209.25 199.00 171.99 177.76 2302.03 Total kWh 18960 $2171 Total Oil Gallons 0 $0 Total Therms 73 $131 Total Propane Gallons 0 $0 Total PV Produced 0 $0 Heating Energy Use Cooling Energy Use TChart TChad 250 700 200 500 150 q Y 400 100 300 200- 5D 00 50- 100- 0 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 10/21/2015 9:05 PM EnergyGauge®/USRFZB v4.0 Page 1 of 1 Monthly Summary Utility Bial epos- Mr.Tieres Tavarez Title: ONE STORY RESIDENCE 10050 NE 12 AV TMY City: FL_MIAMI INTL_AP 10050 NE 12TH AVE FLProp2014 Elec Util: Florida_Average MIAMI SHORES, FL,33138-263 Gas Util: Florida Average Registration#: Run Date: (invalid)(invalid) End-Use Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Cooling 10.19 16.95 26.91 44.54 70.42 80.15 88.39 86.33 76.37 64.01 37.21 17.63 $619.33 Cooling Fan 2.18 3.66 5.84 9.62 15.11 17.06 18.78 18.32 16.26 13.74 7.90 3.78 $132.48 Cooling Vent Fan 0.11 0.11 0.11 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.11 $2.06 Heating 33.09 23.13 19.24 0.92 0.00 0.00 0.00 0.00 0.00 0.00 8.36 32.06 $116.79 Heat Fan/Pump 1.72 1.14 0.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46 1.60 $5.84 Heat Vent Fan 0.11 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 $0.34 Hot Water 12.79 11.35 12.07 10.99 10.45 9.55 9.55 9.73 9.91 10.99 11.35 12.43 $131.11 Hot Water Pump 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $0.00 Ceiling Fans 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $0.00 Clothes Washer 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $0.00 Dishwasher 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00• 0.00 $0.00 0000.• Dryer 8.70 7.79 8.70 8.36 8.70 8.36 8.70 8.70 8.36 $.70.'• 8.36' 8.70 $102!02";• Lighting 21.07 19.01 21.07 20.38 21.07 20.38 21.07 21.07 20.38 21•i0..•. ••7 20.38••21.DW $247.43 • • 0.0000 Miscellaneous 33.55 30.34 33.55 32.52 33.55 32.52 33.55 33.55 32.52 3.3.A..32.52 33.55 $395.14 Pool Pump 34.81 31.37 34.81 33.66 34.81 33.66 34.81 34.81 33.66 3,4'g e 0 33.66;034.8j $409457 • ... . •. .•••. Range 4.35 3.89 4.35 4.24 4.35 4.24 4.35 4.35 4.24 . ..3.5.:. 4.24 . 4.3� $51 i1.8�••• Refrigerator 7.56 6.76 7.56 7.33 7.56 7.33 7.56 7.56 7.33 746••* 7.33•••1.69 $88.7.A.... Television 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 jI'UCt'; 0.00 6.00 $0.00 Dehumidifier 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 ••®O+rI $0 00 Photovoltaics 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;4V : 0.00 . 9.00 $0'.(" Cost by Month 170.22 155.62 175.11 172.77 206.24 213.47 226.98 224.64 209.25 199.00 171.99.9!7.76 $2302.0 Total kWh 18960 $2171 Total Oil Gallons 0 $0 Total Therms 73 $131 Total Propane Gallons 0 $0 Total PV Produced 0 $0 Monthly Utility Bill d 200- 150- 20 Do 150m 10D D 50 0 y G Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 10/21/2015 9:05 PM EnergyGauge®/USRFZB v4.0 Page 1 of 1 Florida Code 2014 Summary Report Mr.Tieres Tavarez Title: ONE STORY RESIDENCE 10050 NE 12 AV TMY City: FL_MIAMI_INTL_AP 10050 NE 12TH AVE FLProp2014 Elec Util: Florida Average MIAMI SHORES, FL,33138-263 Gas Util: Florida Average Registration#: Run Date: Energy Uses Reference Home Proposed Home a-Ratio Heating 0.51 MBtu 3.66 MBtu 7.16 Cooling 25.69 MBtu 22.47 MBtu 0.87 Hot Water 10.34 MBtu 7.28 MBtu 0.70 Total 36.55 MBtu 33.42 MBtu 0.91 Building Loads Reference Home Proposed Home a-Ratio Heating 1.46 MBtu 10.31 MBtu* 7.04 Cooling 85.26 MBtu 74.07 MBtu* 0.87 Hot Water 5.75 MBtu 2.69 MBtu* 0.47 Total 92.47 MBtu 87.07 MBtu ;•044 ....•• *normalized modified loads •+•' .... .' • Glass/Floor Area: 0.230 Total Proposed Modified Loads: 87.07 AS� '..' ..... Total Reference Loads: 92.47 ••••• • • • • • 0*00 • • • 10/2112015 9:06 PM EnergyGauge®USA-RaRes2014/ Page 1 of 1 Residential System Sizing Calculation Summary Mr. Tieres Tavarez Project Title: 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 10/21/2015 Location for weather data: Miami, FL - Defaults: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humidity data: Interior RH 50% Outdoor wet bulb 77F Humidity difference 56 r. Winter design temperature(TMY3 99%) 49 F Summer design temperature(TMY3 99%) 92 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 21 F Summer temperature difference 17 F Total heating load calculation 26492 Btuh Total cooling load calculation 57394 Btuh Submitted heating capacity %of calc Btuh Submitted cooling capacity %of calc Btuh Total (Electric Strip Heat) 123.8 32800 Sensible (SHR=0.75) 92.2 43125 Latent 135.2 14375 Total 100.2 57500 WINTER CALCULATIONS Winter Heatin Load for 2133 sqft) Load component Load Window total 491 sqft 11038 Btuh , Wall total 1359 sqft 3264 Btuh • Windows(4i 06 .,••.. Door total 61 sqft 594 Btuh ' : .••• •' Ceiling total 2133 sgft 1427 BtuhCeitings(5.4°l0) '••„' „•,;• Floor total 2133 sgft 2433 Btuh • • • Infiltration 119 cfm 2740 Btuh •• • • • Duct loss 4997 Btuh Walls(12.31%) •* •••• ••••• Subtotal 26492 Btuh ` • Ductsth8.9%) ”"' Ventilation 0 cfm 0 Btuh Floors(9.2%) • ' "";' TOTAL HEAT LOSS 1 26492 Btuh Doars -Z% M� •0.060 SUMMER CALCULATIONS Summer Cooling Load for 2133 sqft) • • • Load component Load Window total 491 sgft 18681 Btuh Wall total 1359 sgft 2642 Btuh Door total 61 sgft 649 Btuh Ceiling total 2133 sgft 2106 Btuh Ceilings(3.7%) Windows(32.n.) Floor total 1956 Btuh - Infiltration 111 cfm 2073 Btuh Walls(4.6%) Internal gain 12660 Btuh Floors(3.4%) Duct gain 5993 Btuh Sens.Ventilation 0 cfm 0 Btuh Doors(1.1%) Blower Load 0 Btuh Latent int(4-2%) Total sensible gain 46761 Btuh Latent gain(ducts) 4013 Btuh Latent gain(infiltration) 4221 Btuh Ducts(17.4%) In t.Gain(22.1%) Latent gain(ventilation) 0 Btuh Latent gain(i nternal/occu pants/other) 2400 Btuh Total latent gain 10634 Btuh TOTAL HEAT GAIN 1 57394 Btuh EnergyGauge@ S m Sizing 8th Edition PREPARED DATE: L Z 2 EnergyGaugeO/USRFZB v4.0 Residential Window Diversity October Mr.Tieres Tavarez Project Title: 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 10/21/2015 Weather data for::Miami Detauits Summer design temperature 92 F Average window load for October 13052 Btu Cooling setpoint 75 F Peak window load for October 17663 Btu Summer temperature difference 17 F Excusion limit(130%of Ave.) 16967 Btu Latitude 25.82 North Window excursion October 696 Btuh WINDOW Average and Peak Loads ._.__._._---------- 17,000 ._._.._._. ry ,00 15,00 14,000 13,00D ° e► a� 12p00t »�. A00 •� . _ .� . ,�° °� •..... ••� • .0000. 9,000 __. � • •• •• •0 _° t� •00• •• 0 • • -� sem•• • • 0000• 0000•• • 0000• 8 1 1 14 16 •lg..• •. •....• • 0000•• • • • • • • • •000.0 Window Load (Btuh) , -°-•- Lirrft for�excursl 12 Hour Average .. . .. Total October Window Load(Radiation and conduction) Warning:This application has glass areas that produce relatively large heat gains for part of the day. Variable air volume devices may be required to overcome spikes in solar gain for one or more rooms.A zoned system may be required or some rooms may require zone control. EnergyGauge®System Sizing for Florida residences only -- PREPARED 3 DATE: Z Z EnergyGauge®/USRFZB v4.0 Residential Window Diversity MidSummer Mr.Tieres Tavarez Project Title: 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 10/21/2015 7 - Woather data"ami -`Defaults t _ Summer design temperature 92 F Average window load for July 14387 Btu Cooling setpoint 75 F Peak window load for July 19662 Btu Summer temperature difference 17 F Excusion limit(130%of Ave.) 18703 Btu Latitude 25.82 North Window excursion Jul 960 Btuh WINDOW Average and Peak Loads 19,000 4 18,000 17,000 _ 16,Goo 14,000 - 13,000 4 _ . hyo .• ....i. . 9 40 •� • •• • • 12,000 %q� �-= ••,..a• •� • •••••• 11,00 eve 0 • • • -•-°- Window Load (Btuh) -•-•- Limit for excursidn • ' ....•. 12 Maur Average . . ...... .. . : . ... . . Total July Window Load(Radiation and conduction) Warning:This application has glass areas that produce relatively large heat gains for part of the day. Variable air volume devices may be required to overcome spikes in solar gain for one or more rooms.A zoned system may be required or some rooms may require zone control. EnergyGaugeO S stem Sizing for Florida residences gnly ._ PREPARED » _ DATE: ✓lJ - Z �� EnergyGauge®/USRFZB v4.0 System Sizing Calculations - Winter Residential Load - Whole House Component Details Mr.Tieres Tavarez Project Title: 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 Building Type: User 10/21/2015 Reference City: Miami, FL (Defaults) Winter Temperature Difference:21.0 F(TMY3 99%) Component Loads for Wftofe House ;'. Window Panes/Type Frame U Orientation Area s ft X HTM= Load 1 1, NFRC 0.30(StrmTIM 1.07 N 50.0 22.5 1124 Btuh 2 1, NFRC 0.30(Strm1JIM 1.07 N 24.0 22.5 539 Btuh 3 1, NFRC 0.30(StrmTIM 1.07 N 40.0 22.5 899 Btuh 4 1, NFRC 0.30(StrmTIM 1.07 S 23.1 22.5 519 Btuh 5 1, NFRC 0.30(StrmT[M 1.07 S 17.8 22.5 399 Btuh 6 1, NFRC 0.30(StrmTIM 1.07 S 25.0 22.5 562 Btuh 7 1, NFRC 0.30(StrmTIM 1.07 E 24.4 22.5 549 Btuh 8 1, NFRC 0.30(StrmTIM 1.07 E 10.7 22.5 240 Btuh 9 1, NFRC 0.30(StrmTIM 1.07 E 40.4 22.5 909 Btuh 10 1, NFRC 0.30(StrmTIM 1.07 E 45.0 22.5 1011 Btuh 11 1, NFRC 0.30(StrmTIM 1.07 W 30.0 22.5 674 Btuh 12 1, NFRC 0.30(StrmTIM 1.07 W 130.7 22.5 2936 Btuh 13 1, NFRC 0.30(StrmTIM 1.07 W 9.6 22.5 216 Btuh 14 1, NFRC 0.30(StrmTIM 1.07 W 12.0 22.5 270 Btuh 15 1, NFRC 0.30(StrmTIM 1.07 W 8.5 22.5 191 Btuh Window Total 491.2 s ft 11038 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Loaq (Cav/Sh) • 00 see* 1 Conc Blk,Filled - Ext (0.112) 5.0/0.0 406 2.35 '..' : 954 BW4 .• 2 Conc Blk,Filled -Ext (0.112) 5.0/0.0 275 2.35 ...... 646 NLda ,...:. 3 Conc Blk,Filled - Ext (0.112) 5.0/0.0 294 2.35 ...i.. 691 BtuN 4 Conc Blk,Filled - Ext (0.112) 5.0/0.0 212 2.35 �+•+•, 498 8tuh + + 5 Conc Blk,Hollow -Adj (0.132) 5.0/0.0 172 2.76 •••• 475 Btu11 +•�••� Wall Total 1359 s ft 00!00,032640U4 ; 00000 Doors Type Storm Ueff. Area X HTM= .. .. Load'• so 0090:0 1 Insulated- Exterior, m (0.460) 11 9.7 ;";'; 107 Btul? .. 2 Insulated - Exterior, m (0.460) 9 9.7 90&uh 3 Insulated - Exterior, m (0.460) 14 9.7 . . 135$tuh :....: 4 Insulated- Exterior, m (0.460) 7 9.7 68Oug ' 5 Insulated-Garage, m (0.460) 20 9.7 193 ON • Door Total 61 s ft 59413tuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 1 Vented Attic/L/Tile (0.032) 30.0/0.0 2133 0.7 1427 Btuh Ceiling Total 2133 s ft 1427Btuh Floors Type Ueff. R-Value Size X HTM= Load 1 Stem/Crawlsp(Tile)(v) (0.079) 10.0/0.0 2133.0 sqft 1.1 2433 Btuh Floor Total 2133 s ft 2433 Btuh Envelope Subtotal: 18755 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural(Adjusted for ventilation) 0.22 17064 1.00 118.6 2740 Btuh EnergyGauge®/USRFZB v4.0 Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) Mr.Tieres Tavarez Project Title: 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 Building Type: User 10/21/2015 Duct load Average sealed, R8.0, Supply(Att), Return(Aft) (DLM of 0.232) 4997 Btuh All Zones Sensible Subtotal All Zones 26492 B$W0 ;• 0000.. .. 0000 0000.. 0000 0000.. Y - HOLE HOUSE TOTALS ;. •'""`� = • . , �•.L . 0000 . 00 0000. 0 00000 00 00 00 00 000000 Subtotal Sensible Heat Loss ....AP492 Btuh• •• Totals for Heating Ventilation Sensible Heat Loss ; 0 ; 0 Qtuh • ••00 • Total Heat Loss 0 26492$W0 0 . 0000.. .. . 0 000 0 ' 00 EQUIPIIAI=NT , 1. Electric Strip Heat 32800 Btuh Key:Window types-NFRC(Requires U-Factor and Shading coefficient(SHGC)of glass as numerical values) or-Glass as'Clear'or'Tint'(Uses U-Factor and SHGC defaults) U-(Window U-Factor) HTM-(ManualJ Heat Transfer Multiplier) Version 8 EnergyGauge®/USRFZB v4.0 Page 2 System Sizing Calculations - Summer Residential Load - Whole House Component Details Mr.Tieres Tavarez Project Title: 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 10/21/2015 Reference City:Miami, FL Temperature Difference: 17.OF(TMY3 99%) Humidity difference:56gr. , &mp6nefitioads for Whole H 0Use Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Ornt Len H Gross Shaded UnshadeShaded Unshaded 0 * - 1 1 NFRC 0.30,1.07 No No N 2.5ft 1.0ft 50.0 0.0 50.0 25 25o • 12 t1tun • 2 1 NFRC 0.30,1.07 No No N 2.5ft 1.0ft 24.0 0.0 24.0 25 250..* 593."tih 0• 3 1 NFRC 0.30,1.07 No No N 2.5ft 1.0ft 40.0 0.0 40.0 25 250*0 986 Btuif 0 4 1 NFRC 0.30,1.07 No No S 2.5ft 1.0ft 23.1 23.1 0.0 25 26 5710 Wh *fe 5 1 NFRC 0.30,1.07 No No S 2.5ft 1.0ft 17.8 17.8 0.0 25 26* e* 439 Eftuh 6 1 NFRC 0.30,1.07 No No S 2.5ft 1.0ft 25.0 25.0 0.0 25 26000900 6r 013t&t 0 • 7 1 NFRC 0.30,1.07 No No E 2.5ft 1.0ft 24.4 7.2 17.3 25 47 -so 997 Btwh *0:0* 8 1 NFRC 0.30,1.07 No No E 2.5ft 1.0ft 10.7 2.1 8.5 25 47000000 4579 Btuti 000000 9 1 NFRC 0.30,1.07 No No E 2.5ft 1.0ft 40.4 10.0 30.4 25 47,00 Be 0 1611..19tyl 000000 10 1 NFRC 0.30,1.07 No No E 2.5ft 1.0ft 45.0 9.7 35.3 25 47 1915 Btuh • 11 1 NFRC 0.30,1.07 No No W 2.5ft 1.0ft 30.0 9.7 20.3 25 47*•*':*: 1203 Eltuh • 12 1 NFRC 0.30, 1.07 No No W 2.5ft 1.0ft 130.7 20.1 110.6 25 47* 0 57"•EJ:t04 13 1 NFRC 0.30, 1.07 No No W 2.5ft 1.0ft 9.6 1.6 8.0 25 4r, 900 420 Btuh 14 1 NFRC 0.30,1.07 No No W 2.5ft 1.0ft 12.0 2.1 9.9 25 47 oo o 520P Ekvlo 15 1 NFRC 0.30,1.07 No No W 2.5ft 1.0ft 8.5 3.0 5.5 25 47 3%.Iltud Excursion 960 Btuh Window Total 491 (sqft) 18681 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 1 Concrete Blk,Filled-Ext 0.11 5.0/0.0 406.0 1.9 772 Btuh 2 Concrete Blk,Filled-Ext 0.11 5.0/0.0 275.0 1.9 523 Btuh 3 Concrete Blk,Filled-Ext 0.11 5.0/0.0 294.1 1.9 559 Btuh 4 Concrete Blk,Filled-Ext 0.11 5.0/0.0 212.2 1.9 403 Btuh 5 Concrete Blk,Hollow-Adi 0.13 5.0/0.0 172.0 2.2 385 Btuh Wall Total 1359 (sqft) 2642 Btuh Doors Type Area(sqft) HTM Load 1 Insulated-Exterior 11.1 10.6 117 Btuh 2 Insulated-Exterior 9.3 10.6 99 Btuh 3 Insulated-Exterior 14.0 10.6 148 Btuh 4 Insulated-Exterior 7.0 10.6 74 Btuh 5 Insulated-Garage 20.01 10.6 211 Btuh Door Total 61 (sqft) 649 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 1 Vented Affic/LightMi e 0.032 30.010.0 2133.0 0.99 2106 Btuh Ceiling Total 2133(sqft) 2106 Btuh Floors Type R-Value Size HTM Load 1 Stem/Crawlsp(v) 10.0 2133(sqft) 0.9 1956 Btuh Floor Total 2133.0 (sqft) 1956 Btuh Envelope Subtotal: 26034 Btuh EnergyGauge@/USRFZB v4.0 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) Mr.Tieres Tavarez Project Title: Climate:FL_MIAM I_INTL—AP 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 10/21/2015 InfiltrationFTy a Average ACH Volume(cuft) Wall Ratio CFM= Load Natural(Adjusted for ventilation) 0.39_ 17064 1 110.9 2073 Btuh Internal Occupants Btuh/occupant Appliance Load gain 12 X 230 + 9900 12660 Btuh Sensible Envelope Load: 40767 Btuh 9999.. 000006 Duct load Average sealed,Supply(R8.0-Attic), Retum(R&O-Attic) (DGM of 0.147) '.. 5993,0� h 0• 0 6 .. .. 6000 9999.. Sensible Load All Zones.... 46761 Btuh 9999.. ..•. .. 9999. 9999.. . 0 96000 0 0 0 .. .. 0000 006666 9999.. . 0 . . . . .6606. 00000. 00 . . 66969. 66 6 6 666 0 . EnergyGauge®/USRFZB v4.0 Page 2 � s Manual J Summer Calculations • Residential Load - Component Details (continued) Mr.Tieres Tavarez Project Title: Climate:FL_MIAM I_INTL—AP 10050 NE 12TH AVE ONE STORY RESIDENCE 10050 NE 12 AVE MIAMI SHO MIAMI SHORES, FL 33138-2630 10/21/2015 WHOLE HOUSE TOTALS u Sensible Envelope Load All Zones 40767 Btuh Sensible Duct Load 5994-&N •••��• Total Sensible Zone Loads �•• 4676;-Okth .� ... .. .... ...... Sensible ventilation ... .• 0 Qtuh • Blower ." '. j)'.BtL� • • Whole House Total sensible gain ... %46761. Btuh 'o.o.' Totals for Cooling Latent infiltration gain (for 56 gr. humidity difference) �• 4221••Btutl Latent ventilation gain D Btih Latent duct gain •.. 40130 Qtr �••••� Latent occupant gain (12.0 people @ 200 Btuh per person) 240(7*Btuh Latent other gain 0 Btuh Latent total gain 10634 Btuh TOTAL GAIN 57394 Btuh EQUIPMENT:.. 1.Central Unit Multiple#Multiple 57500 Btuh 'Key: Window types(Panes-Number and type of panes of glass) (SHGC-Shading coefficient of glass as SHGC numerical value) (U-Window U-Factor) (InSh-Interior shading device:none(No),Blinds(B),Draperies(D)or Roller Shades(R)) - For Blinds:Assume medium color,half closed For Draperies:Assume medium weave,half closed . For Roller shades:Assume translucent,half closed (IS-Insect screen:none(N),Full(F)or Half('/z)) (Ornt-compass orientation) Version 8 EnergyGaugeO/USRFZB v4.0 Page 3 Permit No. RC-5-15-1213 Miami Shores VillageTyp Permit e: Residential Construction 10050 N.E.2nd Avenue NE e r m M i work Classification:Alteration Miami Shores,FL 33138-0000 PPermit Status:APPROVED Phone: (305)795-2204 Issue Date:7/10/2015 Expiration: 01/06/2016 Project Address Parcel Number Applicant 10050 NE 12 Avenue 1132050190370 Miami Shores, FL Block: Lot: BEYOND ALL REVOCABLE TRU Owner Information Address Phone Cell BEYOND ALL REVOCABLE TRUST 10050 NE 12 Avenue (305)2442356 (786)709-3909 - --- - --- MIAMI SHORES FL 33138- 10050 NE 12 Avenue MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: $ 55,000.00 SUNSHINE HOME RENOVATION COR (305)801-3713 Total Sq Feet: 2093 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Window Door Attachment Type of Construction:NEW TILE FLOORING,BATH&KIT Occupancy: Framing Stories: Exterior: Insulation Front Setback: Rear Setback: Drywall Screw Left Setback: Right Setback: Window and Door Buck Bedrooms: Bathrooms: Fill Cells Columns Plans Submitted: Certificate Status: Review Electrical Certificate Date: Additional Info: Review Electrical Bond Return: Classification:Residential Review ElectricalReview Building Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Building CCF $33.00 Review Building CO/CC Fee $50.00 Invoice# RC-5-15-55654 Review Plumbing DBPR Fee $24.75 06/19/2015 Credit Card $2,052.50 $200.00 Review Plumbing DCA Fee $24.75 05/21/2015 Credit Card $200.00 $0.00 Review Mechanical Education Surcharge $11.00 Review Mechanical Permit Fee $1,650.00 Review Mechanical Plan Review Fee(Engineer) $240.00 Review Structural Plan Review Fee(Engineer) $160.00 Review Structural Scanning Fee $15.00 Technology Fee $44.00 Total: $2,252.50 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this p i I a sume res sibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for CTRICA ,PLU ING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNER AFFIDA T: I ce ify t at all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructi and z ning.b Futhe ore,I authorize the above-named contractor to do the work stated. July 10,2015 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy July 10,2015 1 Miami Shores Village Building Department MA 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 BY: INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20- 1 BUILDING Master Permit No..22n_l-B PERMIT APPLICATION Sub Permit No. 016ILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION []RENEWAL F-]PLUMBING ❑ MECHANICAL PUBLIC WORKS CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: /0050 A/E 12_4"-AV F City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: I�`32.05 -01ri -O$_)-o Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder):jWv,-d A-1 I AEyoc,a-mg, -FR-a%r Phone#: 3 05 ZGy 23 5� Address:_ 35 C-43-r 02. PAZ City:jl< � C State: 1 Zip: �� 14tott Tenant/Lessee Name: Phone#: Email: f� 1(OU G L 6 M E- of CONTRACTOR:Company Name:SWj&&i IJ 6 44 4 ,44e o✓�(;oa S phone#: `S� T t-`1 l c)lq Address: 3 102- S (AJ 3�v�� NL) City:- IL-9 �66*r_0 State:- zip: 33 If 41 2- Qualifier Name: l LUPcl(L _D(3, Gc-,Ou i-�/k Phone#:015 1 4001 10,jL{ State Certification or Registration#: Cb L 15 14 3 Certificate of Competency#: DESIGNER:Architect/Engineer: SA(L-e41yA Phone#—0(a Z o 1 263 o Address: 3�12 Rg11 City:M 1 Pr(V"i State:l- L zip: 3313+- Value of Work for this Permit:$ S 5'�0�g� Square/Linear Footage of Work: Type of Work: ❑ Addition Rr Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work:14L —j-,(_c- �l�b�;N� , ATS : !��`[Gt�fcly >vo wooO zotm Specify color nofr�color thru tile: Submittal Fee$ LW ��Permit Fee$ o CCF$ CO/CC$ 02) .azj Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond Y n 7� n ..r 1 TOTAL FEE NOW DUE; 2.12 L- V ` A v (Revised02/24/2014) Bonding Company's Name(if applicable) , Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection ccurs se 7) days after the building permit is issued. In the absence of such posted notice, the inspection will not b pproved an reinspe ion fee will be charged. 1 Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 'ZA—' day of ��`f 20 IS by 2 day of r-VN �" ,20 t- by �aiz 2( 3 (Avr� � , aa who is personally known to 5��°�� o ,who is personally known to me or who has produced (--<— '"x.-t-3 as me or who has produced 4:::�L—1N2-4V1as identification and who did take an oath. \\\\`\\\\iiiiii�� identification and who did take an oath. NOTARY PUBLIC: : ••`.. •••qP/�'''� NOTARY PUBLIC: ate• o �F,�� ; �;``�1y1S �''%. Sign: --� -® o y: _ Sign: ;^ �ti.� �® -71 Print: :l `" :~ Print: = 1� o M. =_ '• fe Seal: ��'�®�ii •...1+\`;\\\\\\\\\� Seal: -�,: �TO um ., ...• B i J APPROVED BY 1 I ( Plans Examiner Zoning 1�9w�v''J Structural Review Clerk (Revised02/24/2014) SUNSHINE HOME Renovation Corp. 302 SW 33AVE Deerfield Beach-FL-33442 Phone: cell(954)709-1094 May 20, 2015 State of Florida Miami Dade County Before me this day personally appeared Silvair Dacunha who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at: 10050 NE 12 AVE &�Lo C.V� `mac-mit Signature Sworn to (or affirmed) and subscribed before me this day of , 20 D S by .�iL-y Aarz P—c ma.rv- Personally Know OR Produced Identification 0::�4— Deo v r-L Type of Identification Print, Type or Stamp Na;t^,M 5 a�T:CD �% .' Co n .INS o,.,>» 1111 iami shores Village Building Department �IORIDp' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers'Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees,including the owner,must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation,or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers'compensation exemption and has acknowledge that he or she will not use day labor,part-time employees or subcontractors for your project.The contractor has provided an affidavit stating that he or she will be the only person allowle .tq work on your project.In these circumstances,Miami Shores Village does not require verification of workers'compensation insurance co age om the contractor's company for day labor,part-time employees or subcontractors. BY SIGNING BOW YOU, CKNO I EDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. l � Signature: Owner State of Florida County of Miami-Dade The foregoing was acknowledge before me this 0 day of r-rx xx`e ,203 3 BS who is personally known to me or has produced RsLi tAcAtion. Notary: SEAL: HOLD HARMLESS JUN 19 2015 Date:06/19/2015 Re: Property a ed at 10050 NE 12`h Ave, Miami Shores, FL 33138 LOT 16, BLOCK 177, MIAMI SHORES SECTION 8, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 43, PAGE 67, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA,AND THE EASTERLY 5 FEET OF LOT 15, BLOCK 177, MIAMI SHORES SECTION 8, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 43, PAGE 67, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA, DESCRIBED AS FOLLOWS: BEGIN AT THE NORTHEAST CORNER OF SAID LOT 15 FOR POINT OF BEGINNING; THENCE RUN WEST ALONG THE NORTH LINE OF SAID LOT 15 A DISTANCE OF 5 FEET TO A POINT; THENCE RUN SOUTHEASTERLY PARALLEL TO AND 5 FEET FROM THE EASTERLY LINE OF SAID LOT 15 TO A POINT ON THE SOUTHERLY LINE OF SAID LOT 15;THENCE RUN IN AN EASTERLY DIRECTION ALONG THE SOUTHERLY LINE OF LOT 15 A DISTANCE OF 5 FEET TO THE SOUTHEASTERLY CORNER OF SAID LOT 15;THENCE RUN NORTHWESTERLY ALONG THE EASTERLY LINE OF SAID LOT 15 A DISTANCE OF 95.89 FEET, MORE OR LESS, TO THE PLACE OF BEGINNING.SAID LAND SITUATED LYING AND BEING IN MIAMI-DADE COUNTY, FLORIDA As legal owner of subject property, I agree to hold Miami Shores Village, its agents and authorized personnel harmless and relieve them from any responsibility or liability for any legal action or damage, cost or expense (including attorney's fee) resulting from the fact that the scope of work delineated in the building permit application and plan will be started prior to the final approval and issuance of the permit, provided any work completed is entirely at risk of the permit applicant and the work does not proceed past the first required inspection. I furthermore assume responsibility for the correction, if required, of work performed under the permit. In the event there has been a change of ownership of the property, the new owner assumes the responsibility for notifying the previous owner of his or her intent to transfer the permit. VerrERrs ; OW PRIME CONTRACTOR cy �G Tieres Tavares—Beyond All Revocable Trust Sunshine Home Renovation, Corp The foregoing instrument acknowledge before me this The foregoing instrument acknowledge before me this t,01_day of SuN� 20by —Lcr--day of V V 111 20J5, by me or who has produced S A as me or who has produced StuvA 12.x` '01a§ F'L'DRA1V2 LVEM� AFL 7(T1�2 _UQ)U15C identification and who did take an oath. identification and who did take an oath. NOTARY P BIC: NOTARY PUBLIC Sign: Sign: Print: NPAA X--yA'RP--Z Print: SIS byAcyperCZ Seal: Seal: RE ic State of Florida reze#0° Notary Public State of Florida sion FF 156750 ; Sindia Alvarez3!2018 X .e My Commission FF 156750 oF� Expires 09!03/2018 JUN 1.9 2015 HOLD HARMLESS BY Date:06/19/2015 Re: Property located at 10050 NE 12"Ave, Miami Shores, FL 33138 LOT 16, BLOCK 177, MIAMI SHORES SECTION 8, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 43, PAGE 67, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA, AND THE EASTERLY 5 FEET OF LOT 15, BLOCK 177, MIAMI SHORES SECTION 8, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 43, PAGE 67, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA, DESCRIBED AS FOLLOWS: BEGIN AT THE NORTHEAST CORNER OF SAID LOT 15 FOR POINT OF BEGINNING; THENCE RUN WEST ALONG THE NORTH LINE OF SAID LOT 15 A DISTANCE OF 5 FEET TO A POINT; THENCE RUN SOUTHEASTERLY PARALLEL TO AND 5 FEET FROM THE EASTERLY LINE OF SAID LOT 15 TO A POINT ON THE SOUTHERLY LINE OF SAID LOT 15;THENCE RUN IN AN EASTERLY DIRECTION ALONG THE SOUTHERLY LINE OF LOT 15 A DISTANCE OF 5 FEET TO THE SOUTHEASTERLY CORNER OF SAID LOT 15;THENCE RUN NORTHWESTERLY ALONG THE EASTERLY LINE OF SAID LOT 15 A DISTANCE OF 95.89 FEET, MORE OR LESS, TO THE PLACE OF BEGINNING.SAID LAND SITUATED LYING AND BEING IN MIAMI-DADE COUNTY, FLORIDA As legal owner of subject property, I agree to hold Miami Shores Village, its agents and authorized personnel harmless and relieve them from any responsibility or liability for any legal action or damage, cost or expense (including attorney's fee) resulting from the fact that the scope of work delineated in the building permit application and plan will be started prior to the final approval and issuance of the permit, provided any work completed is entirely at risk of the permit applicant and the work does not proceed past the first required inspection. I furthermore assume responsibility for the correction, if required, of work performed under the permit. In the event there has been a change of ownership of the property, the new owner assumes the responsibility for notifying the previous owner of his or her intent to transfer the permit. Very ly you, V YNER PRI CONTRACTOR &Ct4r L/ Tieres Tavares-Beyond All Revocable Trust Sunshine Home Renovation, Corp l The foregoing instrument acknowledge before me this The foregoing instrument acknowledge before me this day of W W , 20 (3 , by _k�!_day of -1UU NF� ,20�, by �i me o�w-w -ho has p�rodeuc�ed -D� C. -��a�s S� C e LVA l e- 73has pror d d ke'DA CN IAre' identification and who did take an oath. identification and who did take an oath. NOTARY PU C: NOTARY PU IC: Sign: Sign: Print: ( Print: S((Smk A Q tyA 21Z 77 Seal: Seal: �Nap , Notary Public State of Florida Pe Nota Public State of Florida Sindia Alvarez �^ Sind a Alvarez g We 9' My Commission FF 156750 1111, a My Commission FF 156750 { or IV Expires 09/03/2018 �y�o� Expires 09103/2 018 1 8 ` ' Parcel Owner Report Parcel Number: 1132050190370 10050 12 Avenue Miami Shores FL Tax ID: 1132050190370 Owner Information ANDREW CURZON Current Owner: No Phone: DAVID FRENCH Current Owner: No Phone: TIERES TAVARES Current Owner: Yes Company: BEYOND ALL REVOCABLE TRL Phone: (305)244-2356 Friday,June 5,2016 Page 1 of 2 Related Permits Permit Number Application Date Expiration Date Status Demolition DEMO-4-15-751 3 r 04/02/2015 09/30/2015 APPROVED-- AD "a Demolition DEMO-3-15-658 r��3�`; 03/24/2015 09/30/2015 APPROVED Demolition DEMO-4-15-753 04/02/2015 09/30/2015 APPROVED 8r10-v Electrical-Residential EL-3-10-539 03/31/2010 01/01/2999 CLOSED Electrical- Residential EL-8-13-1794 08/07/2013 01/01/2999 CLOSED Electrical- Residential EL-5-15-1274 05/27/2015 01/01/2999 APPLIED Garage Sale GS-7-07-1468 07/13/2007 01/01/2999 CLOSED Garage Sale GS-11-09-1951 11/24/2009 01/01/2999 CLOSED Imported Permit BP2005-105 01/24/2005 01/01/2999 CLOSED Imported Permit BP2002-1120 06/19/2002 01/01/2999 CANCELLED Mechanical-Residential MC-8-13-1948 08/26/2013 01/01/2999 CLOSED Mechanical-Residential MC-5-15-1214 05/21/2015 01/01/2999 APPLIED Paint PT-11-14-2438 1/0 /20 01/01/2999 CLOSED Plumbing -Residential PL-10-13-2243 10/04/2013 01/01/2999 CLOSED Plumbing-Residential PL-8-13-1793 08/07/2013 01/01/2999 CLOSED Plumbing-Residential // PL-5-15-1275 05/27/2015 01/01/2999 APPLIED �•9'b0•.� Plumbing - ResidentialPL-3-15-602 03/18/2015 09/20/2015 APPROVED Public Works PW-8-13-1924 08/23/2013 01/01/2999 CLOSED Re-Occupancy REOC-2-10-280 02/23/2010 01/01/2999 CLOSED Re-Occupancy REOC-2-15-358 0-A 02/18/2015 01/01/2999 CLOSED Residential Construction RC-5-15-1213 05/21/2015 11/17/2015 APPLIED 4v� Residential Construction RC-8-13-1792 08/07/2013 01/01/2999 CLOSED Roof RF-5-13-1044 05/13/2013 01/01/2999 CLOSED Windows/Shutters WS-7-13-1715 07/31/2013 01/01/2999 CLOSED Windows/Shutters WS-5-10-760 05/03/2010 01/01/2999 CLOSED Tai `7vv a e Friday,June 5,2015 Page 2 of 2 Miami shores Village Building Department Ross 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 R1tDA Fax: (305)756.8972 Date: 5-2-3"1 1 Permit No: Rets-12- 13 Structural Criti ue — Syed Ashraf a �� , ?---r®w Ste-" 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. FEMA 50% RULE - SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE SUBSTANTIAL IMPROVEMENT/DAMAGE 2101-0410 NOTICE TO PROPERTY OWNERS Rebuilding your Home after the storm? Adding on, renovating, or remodeling your home? Here's information YOU need to know about the "50% Rule': If your home or business is below the 100-year flood elevation, also known as the Base Flood Elevation (BFE), FEMA has flood damage prevention regulations that may affect how you remodel, renovate, or add on to your building. If your home or business sustained structural and/or interior damage, these regulations may affect how you rebuild. These laws are required by the National Flood Insurance Program to protect lives and investment from future flood damages. Miami Shores Village is required to adopt and enforce these laws in order for federally -backed flood insurance to be made available to we residents and property owners. SAVE YOURSELF TIME AND MONEY! PLEASE READ THE FOLLOWING INFORMATION: SUBSTANTIAL DAMAGE means damage of any origin sustained by a structure whereby the cost of restoring the structure to it's before damage condition would equal or exceed 50 percent of the market value or replacement cost of the structure before the damage occurred. (Note: The cost of the repairs must include all costs necessary to fully repair the structure to its "before damage" condition.) SUBSTANTIAL IMPROVEMENT means any reconstruction, rehabilitation, addition, or other improvement of a structure, the cost of which equals or exceeds 50 percent of the market value of the structure before the "start of construction" of the improvement. If a building is "substantially damaged" or "substantially improved", it must be brought into compliance with the flood damage prevention regulations, including elevating the building to or above the 100-year flood elevation. Miami Shores Village, follows the National Flood Insurance Program requirements, and has the responsibility to determine "substantial damage" and "substantial improvement", and has implemented the procedures on the following pages to do so. ` 1 SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE NOTICE TO PROPERTY OWNERS Miami Shores Village will use the assessed value of your structure (excluding the land) recorded by the Property Appraiser's Office. If you disagree with the Property Appraiser's valuation of the structure, you may engage a property appraiser licensed by the State of Florida to submit a comparable property appraisal for the total market value of the structure. You must obtain and submit to the Building Department a detailed and complete cost estimate for the addition, remodeling, reconstruction or for repair of all the damages sustained by your home, prepared and signed by a licensed general contractor. The contractor must sign an affidavit indicating that the cost estimate submitted includes all damages or all improvements to your home, not just structural. The signed contract document must be submitted with your application. If the owner is acting as his or her own contractor, the owner is responsible for submitting the cost estimate, and providing documentation, including subcontractor bids, to document the cost estimate. The Building Department will evaluate the cost of improvements or repairs and determine if they are fair and reasonable. For damage repairs, pre-storm prices and rates will be utilized. The cost of improvements or repairs does not include items not considered a permanent part of the structure. (i.e., plans, surveys, permits, sidewalks, pools, screens, sheds, gazebos, fences, etc. --see attached copy). If your home is determined to have "substantial damage"or is proposed to be"substantially improved", then an elevation certificate must be submitted to the Building Department to determine the lowest floor elevation. Garages and carports are not considered to be the"lowest floor". If the lowest floor is below the 100-year flood elevation, the building must be elevated to the 100 year flood elevation, or above, that level. Likewise, all electrical and mechanical equipment(heating and cooling, etc.), bathrooms, and laundry rooms must be elevated to, or above, the 100-year flood level. Only parking, building access and limited, incidental storage is allowed below the flood level. Non- residential buildings may be"flood-proofed" instead of being elevated. If the lowest floor of the structure, including electrical and mechanical equipment and bathroom are already above the 100-year flood elevation, the building can be repaired and reconstructed without having to comply with the fifty percent(50%) rule. Building plans must be prepared to show how the building is to be elevated. If located in a V-zone, Coastal High Hazard Area, or if the building is to be flood-proofed, these plans must be prepared and certified by a registered professional engineer or architect. Certificates for this purpose are available from the Building Department. IMPORTANT NOTE ON DONATED MATERIALS AND VOLUNTEER LABOR: The value placed on materials should be equal to the actual or estimated cost of all materials to be used. Where materials or servicing equipment are donated or discounted below normal market values, the value should be adjusted to an amount equivalent to that estimated through normal market transaction. Self or Volunteer Labor: The value placed on labor should be equal to the actual or estimated labor charge for repairs of all damages sustained the structure. Where non-reimbursed (volunteer) labor is involved, the value of the labor should be estimated based on applicable minimum hourly wage scales for the type of construction work to be completed. Our permitting official based on his/her professional judgment and knowledge of local/regional wage scales can provide additional guidance to determine reasonable labor rates for professional trades (i.e. electricians, plumbers, block masons, framing, HVAC). SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE ITEMS TO BE INCLUDED (Please check off each line) ALL STRUCTURAL ELEMENTS INCLUDING: [] Spread or continuous foundation footings and pilings [J Monolithic or other types of concrete slabs [J Bearing walls, tie beams and trusses []Wood or reinforced concrete decking or roofing [j Floors and ceilings []Attached decks and porches [J Interior partition walls [J Exterior wall finishes (e.g., brick, stucco or siding) including painting and decorative moldings [J Windows and doors [J Re-shingling or re-tiling a roof [] Hardware ALL INTERIOR FINISH ELEMENTS, INCLUDING: [] Tiling, linoleum, stone or carpet over sub-flooring [j Bathroom tiling and fixtures [j Wall finishes (e.g., drywall, painting, stucco, plaster, paneling, marble or other decorative finishes) [J Kitchen, utility and bathroom cabinets [J Built-in bookcases, cabinets and furniture [] Hardware ALL UTILITY AND SERVICE EQUIPMENT, INCLUDING: [J HVAC equipment Repair or reconstruction of plumbing and electrical services [ ] Light fixtures and ceiling fans [J Security systems [] Built-in kitchen appliances [J Central vacuum systems [j Water filtration, conditioning or recirculation systems ALSO: [j Labor and other costs associated with demolishing, removing or altering building components [j Overhead and profit ITEMS TO BE EXCLUDED Plans and specifications Survey costs Permit fees Debris removal, (e.g., removal of debris from building or lot, dumpster rental, transport fees to landfill and landfill tipping fees), clean-up (e.g., dirt and mud removal, building dry out, etc.) Items'not considered real property such as: throw rugs (carpeting over finished floors), furniture, refrigerators, appliances which are not built-in, etc. OUTSIDE IMPROVEMENTS INCLUDING: Landscaping Sidewalks Fences Yard lights Swimming pools\spa Screened pool enclosures Sheds Gazebos Detached structures (incl. garages) Landscape irrigation systems Docks and Davits Seawalls Driveways Decks ITEMS REQUIRED TO EVALUATE YOUR APPLICATION APPLICANT MUST SUBMIT ALL OF THE FOLLOWING (please check off each item): 1. Completed and signed application for substantial damage/improvement review (included in this package). 2. Elevation certificate if property is located above base flood elevation. 3. Property Owner's Substantial Damage or Substantial Improvement Affidavit signed, notarized and dated (included in package). 4. Contractor's Substantial Damage or Substantial Improvement Affidavit signed, notarized and dated (included in package). 5. Estimated Cost of reconstruction/improvement form (included in package) and all required backup. Include subcontractor's bids and itemized cost lists (see footnote on Cost Estimate Form). 6. This checklist. 7. Copy of construction contract. If the owner is the contractor, submit all subcontractor bids to document the cost estimate. SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE APPLICATION FOR SUBSTANTIAL DAMAGE Property Address: OR SUBSTANTIAL IMPROVEMENT REVIEW Property Owner's Name: Property Owner's Address: Property Owner's Phone Number: Contractor's Name: Contractor's Address: Contractor's Phone Number: Flood Zone BFE Lowest Floor Elevation (Excluding garage or carport) Check one of the following: [J I am attaching a State Certified Appraiser's report, valuing the structure at: [] I am not attaching a State Certified Appraiser's report and I accept the use of the valuation of my property that has been recorded by the County Property Appraiser's Office. SIGNATURES: Property Owner: Date: Contractor: Date: SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE PROPERTY OWNER'S SUBSTANTIAL DAMAGE OR Property Address: SUBSTANTIAL IMPROVEMENT AFFIDAVIT Contractor's Name: Property Owner's Name: Property Owner's Address: Property Owner's Phone Number: I hereby attest that the list of work and cost estimate submitted with my Substantial Damage or Substantial Improvement Application reflects ALL OF THE WORK TO BE CONDUCTED on the subject structure including all additions, improvements and repairs and, if the work is the result of Substantial Damage, this work will return the structure at least to the"before damage"condition and bring the structure into compliance with all applicable codes. Neither I nor any subcontractor or agent will make any repairs or perform any work on the subject structure other than what has been included in the attached list. I UNDERSTAND THAT I AM SUBJECT TO ENFORCEMENT ACTION, WHICH MAY INCLUDE FINES, IF ANY INSPECTION OF THE PROPERTY REVEALS THAT I, OR MY CONTRACTOR, HAVE MADE REPAIRS OR IMPROVEMENTS NOT INCLUDED ON THE ATTACHED LIST OF REPAIRS OR THE APPROVED BUILDING PLANS. See attached itemized list. STATE OF COUNTY OF Before me this day personally appeared who, being duly swom, deposes and says that he/she has read, understands, and agrees to comply with all the aforementioned conditions. Property Owner's Signature Sworn to and subscribed before me this day of 20 Notary Public State of My commission expires SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE CONTRACTOR'S SUBSTANTIAL DAMAGE OR Property Address: SUBSTANTIAL IMPROVEMENT AFFIDAVIT Contractor's Name: Contractor's Company Name: Contractor's Address: Contractor's Phone Number: Contractor's State Registration or Certification Number: Contractor's We Registration Number(if applicable): I hereby attest that I, or a member of my staff, personally inspected the subject property and produced the attached itemized list of repairs, reconstruction and/or remodeling which are hereby submitted for a Substantial Damage or Substantial Improvement Review. The list of work contains ALL OF THE WORK TO BE CONDUCTED on the subject property. If the property sustained Substantial Damage, this list of Work, will return the structure to at least its condition prior to damage and bring the structure into compliance with all applicable codes. I further attest that all additions, improvements or repairs proposed for the subject building are included in this estimate and that neither I nor any subcontractor or agent representing me will make any repairs or perform any work on the subject structure other than what has been included in the attached list. I UNDERSTAND THAT I AM SUBJECT TO ENFORCEMENT ACTION, WHICH MAY INCLUDE FINES, IF ANY INSPECTION OF THE PROPERTY REVEALS THAT I, OR MY CONTRACTOR, HAVE MADE REPAIRS OR IMPROVEMENTS NOT INCLUDED ON THE ATTACHED LIST OF REPAIRS OR THE APPROVED BUILDING PLANS. See attached itemized list. STATE OF COUNTY OF Before me this day personally appeared who, being duly sworn, deposes and says that he/she has read, understands, and agrees to comply with all the aforementioned conditions. Contractor's Signature Sworn to and subscribed before me this day of 20 Notary Public State of: My commission expires: Application Cost Estimate of Reconstruction / Improvement Number Address Date This cost estimate of reconstruction/improvement must be prepared by and signed by the contractor or by the owner if the owner acts as the contractor. Owners who act as their own contractors must estimate their labor cost at the current market value for any work they Intend to perform. Sub-Contractor Bids Contractor or Owner Material Labor Costs Estimates Costs Bid Amounts (see note "D") 1. Masonry 2. Carpentry Material (rough) 3. Carpentry Labor(rough) 4. Roofing 5. Insulation and Weather-strip 6. Exterior Finish (stucco) 7. Doors, Windows & Shutters 8. Lumber Finish 9. Hardware 10. Drywall 11. Cabinets (Built-in) 12. Floor Covering 13. Plumbing 14. Shower/Tub/Toilet 15. Electrical & Light Fixtures 16. Concrete 17. Built-in Appliances 18. HVAC 19. Paint 20. Demolition & Removal 21. Overhead & Profit ANNE M. G A N N O N P.O.Box 3353,West Palm Beach,FL 33402-3353 '"LOCATED AT' CONSTITUTIONAL TAX COLLECTOR www.pbctax.com Tel:(561)355-2264 Serving Palm Beech County 358 FERN DR FORT LAUDERDALE, FL 33326 Serving you. TYPE OF BUSINESS OWNER I CERTIFICATION# I RECEIPT#/DATE PAID AMT PAID BILL# 23-0051 GENERAL CONTRACTOR I DACUNHA SILVAIR FERREIRA I CGC1514377 I U15.772067-09/29/15 $27.50 B40198604 This document is valid only when receipted by the Tax Collector's Office. STATE OF FLORIDA PALM BEACH COUNTY 2015/2016 LOCAL BUSINESS TAX RECEIPT SUNSHINE HOME RENOVATION CORP LBTR (dumber: 2015086267 SUNSHINE HOME RENOVATION CORP EXPIRES: SEPTEMBER 30, 2016 358 FERN DR FORT LAUDERDALE, FL 33326 This receipt grants the privilege of engaging in or managing any business profession or occupation within its jurisdiction and MUST be conspicuously displayed at the place of business and in such a manner as to be open to the view of the public. Miami Shores Village TCRIK q"I L-0� Building Department nG 26 0 5 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 201 BUILDING Master Permit No.air 115"-0-13 PERMIT APPLICATION Sub Permit No.PL J �1 f�qBLIILDING ;* ECTRIC ❑ ROOFING REVISION E] EXTENSION ❑RENEWAL MBING ❑ MECHANICAL [:]PUBLICWORKS [:] CHANGE OF ❑ CANCELLATION E] SHOP 5) CONTRACTOR DRAWINGS JOB ADDRESS: aa City: Miami Shores County: Miami Dade Zip: 3_3 j,✓tq Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder)t��``ywa)f� Jny`x��/f 740-.-r Phone#-. �' 0'j_3 Address: I1 ,) U, CitYN/o l�:r# State: ' Zip: Tenant/Lessee Name: ` rG�--�� Alt-e) Phone#: Email: _( )_ P--u''eS 6), A-C.. (-0 AA CONTRACTOR:Company Name: Y\1 I )C N (IJ U ,moi Pl U P1 x•06 G�- Phone#: 5'6 .7 4-3 c'- 3 Address: City: `'C Ac �01 f State F�' Zip: 3 J q 2 b Qualifier Name: r�'7 S'10 A CL 5 Phone#: $6 I 'Ll 9 L3 State Certification or Registration#: G T-C, I 1311 Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ ®� Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Specify color of color thro filo-, Submittal_Fee'$_. .T . ,.. Permit Fee$ /50, "f CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with on 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 sub' ttachmen . so, certified copy of the recorded notice of commencement must be posted at the job site for the first inrbe n which occu seven (7J ays after the building permit is issued. /n the absence of such posted notice, the inspection will approved a d a rein pectio fee will be charged. Signature Signatur OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of ,201, , by Z_ day of azlc,�,C , 20 1. by >°/ / ,► P j,who' personally k wn to �'��j( ��C/ �t v/�/lwho i ersonally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC• NOTARY PUBLIC: Sign: Sign: G'li1 Print: Seal ��,,,, Notary PublicStaleoiFlotida Seal: 1,.,�'�:':",: SILVAIR DA(;;I1?1HA „. Joanna M Feliciano Con,��i;ssion a ; My Commission FF 082753 =' 's +� My Commission, ` �jap _gires0l/1212018 nu October 20, 201 d ***** * ************** ****************** ** ** APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village AUG 55 2015 Building Department' _.Ra. :. 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 1 BUILDING Master Permit No. ]�_`15 —12,13 PERMIT APPLICATION Sub Permit No. ('BUILDING ❑ ELECTRIC ❑ ROOFING E31REVISION ❑ EXTENSION []RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP J CONTRACTOR DRAWINGS JOB ADDRESS: /00 5' o /,�s� 12�c` " City: Miami Shores County: Miami Dade Zip: J .?s Folio/Parcel#: is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titlehoider) j4,v ad A "(Aa )4 Phone#: '� �� -3q,01 Address•?1A C,�1 P L UQ City:N��`t Q� h4yy (( C,4� State:_ '��' Zip: ,S(� Tenant/Lessee Name: Phone#: Email: ; * V#2 -) Q�' lyd*C w AA CONTRACTOR:Company Name:SU/'°_5�hNC Ali& kCAlo1.'a'j)' Phone#: q 5 0� Address: 3�' L S l'o City: State: L- Zip: G,3 5 1 Z Qualifier Name: 'r2 &T Phone#: State Certification or Registration#: L &C tP i D �' Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: f City: State: Zip: Value of Work for this Permit:$ © � Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New 0 Repair/Replace ❑ Demolition Description of Work: `� dV r10 WO--b Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (` (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is suby'SctAo attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspe ' n ich curs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will n be app, d and a reinspection fee will be charged. Signature Signature n �� OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of t:,ioL�CjI 20 by 2`=' day of G S- 29 1 5 by a -}- �Ch IO �&/ �who F,�er�snallykno to C,I� yA)42, i E 'p-�a ,who is p personally known to me or who has produced as me or who has produced�L-Dl?��FiG uGUI�s identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PU UC: Sign: Sign: Print Si�n Notary public Stat®of Florida o�°yew Notary Public State of Florida �: Joanna M Feliciano Seal: a Sindia Alvarez psi, My Commission FF 082753 oq My Commission FF 158750 `oiwo� Expires 01/12/2018 or o` Expires 09103/2018 APPROVED BY4C ,V) . Plans Examiner Zoning / /V , /,/ Structural Review Clerk (Revised02/24/2014) Miami Shores Village r Building Department 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 13Y INSPECTION LINE PHONE NUMBER:(305)762-4949 �� FBC 201Y BUILDING Master Permit No.//1' ► _ �Z�3 PERMIT APPLICATION Sub Permit No.L z�-- ❑BUILDING n ELECTRIC ❑ ROOFING W REVISION I EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP AV CONTRACTOR DRAWINGS JOB ADDRESS: 10050 NE i Z A ` City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): �AVCIY�S ��$� ®;°�d L- Phone#: ® Address: '()C5( NE I LAA'e City: FA o o"i —t)Ypr es State: 71C)'('8 `1 Zip: '3�t) 19 Tenant/Lessee -Name: n Phone#: Email CONTRACTOR:Company Name: Az Cl(b'a fc (ec -7�� Phone#: Address: G SL." '-76 `>T/� C City: State: t=L Zip: Qualifier Name: )ZG�-4cGo Lo -,e✓14--e— Phone#: —7Ifo - —�Uc�(o State Certification or Registration#: ®�� i' Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ 12•COQ-' Square/Linear Footage of Work: Type of Work: ❑ Addition [ Alteration ❑f New ❑ Repair/Replace ❑ Demolition Description of Work: I � , \�� P1sr Specify color of color thru tile: Submittal Fee$ Permit Fee$ ®,'040 CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (R.evised02/24/2014) • a Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachm .Isp o,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspect h oc rs se7) days after the building permit is issued. In the absence of such posted notice, the inspection will not a approved nd a reiction fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of L) n X54 20 ,by 2 Q day of AUC I 6k ,20 (�5- ,by who s personal) known to �CI�G� LUiredl K' ,who is a sonall kno to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: S n: Sign Pri uWic state o1 Fj0 s Print: A0 i, (, a1'L AuG4r<Cy C-) °`�; Joanna M e pa2753 E398 Seal. ; MY . sois 2 of Seal:Psotinznots =F YAHMERCEDESALY%01 a ARADOy COVk"SION#FF075410*�4� F FloridallotaryService.com APPROVED BY Examiner Zoning Structural Review Clerk (Revised02/24/2014) r r Report Package CITY AUG 25 2015 CU ,l Y: Tavares Miami, Florida 7200 Suter Road OLUTRON® Coopersburg, PA 18036, USA July 30, 2015 04:02 PM (610) 282-3800 Fax: (610)282-1146 Lutron Designer 8.3.0 Table of Contents Load Schedule 3 -------------------------------------------------------------•---------------•------------------------------------------------------------------------------------.....---------------------- Wiring 6 Panel Wiring g ----------•-----------•--------------•--------•-•--•--•--------------••------•••••••••••--.---•-••--••--•••---------•-•-•••------....---•••••--------•----•-•-•-•-----•......•----•--••••-----•-- File Name: Tavares Report V3.lubc Page:2 of 13 Load Schedule Living Room Zone Name Load# Load Type` Total, 1�I�itta�r�e Center Left 1 ELV 115 Downlight Left/Right 2 ELV 230 Downlight Center Light 3 ELV 115 Center Left/ 4 ELV 230 Right Downlight Rear Left 5 ELV 115 Downlight Rear Right 6 ELV 115 Downlight Dinning Room Zone Name Load# Load Type 'Total Wattage Chandelier 14 Inc/Halogen 600 Left Dinning 15 ELV 115 Downlights Right Dinning 16 ELV 115 Downlights Rear L Dinning 17 ELV 115 Downlights Rear R Dinning 18 ELV 115 Downlights Right Sliding 19 InclHalogen 100 Door Outlet Left Sliding 20 Inc(Halogen 100 Door Outlet File Name: Tavares Report V3.lubc Page:3 of 13 Load Schedule Kitchen Zone Name Load# Load Type Total wattage Chandelier 27 Inc/Halogen 120 Center 28 ELV 115 Downlight Main Downlight 129 1 ELV 1460 Office Zorte Nam* Load,# Load Type Total Wattage Main 10 ELV 460 Chandelier 11 Inc/Halogen 80 Window Lights 12 ELV 114 Gallery Zones Name Load# Load Type_ �� Total _ „' . ! Wattage. Center Gallery 7 ELV 115 Downlight Left/Right 8 ELV 230 Gallery Downlight Rear Gallery 9 1 ELV 230 Downlight Media Room Zane Name Load# Load Type4 total Wye Main 13 Inc/Halogen 80 Master Bedroom Zone NameLoad# Load Type Tofal Wattage Chandelier 22 InclHalogen 205 He Name: Tavares Report V3.1ubc Page:4 of 13 Load Schedule Master Bedroom Zone Name Load# Load Type Total Wattage Left Reading 23 Inc/Halogen 60 Light Right Reading 24 Inc/Halogen 60 Light Outdoor/Deck Zone Name Load# Load Type Total Wattage, Deck Light 25 ELV 46 Deck Steps 26 ELV 46 Downlight Hallway tori Name _ Load#. Load Type Total Wattage Hallway 21 InclHalogen 100 Downlight File Name: Tavares Report V3.lubc Page:5 of 13 Wiring N Laundry RoomlPower Panel 001 R Panel Model#: HWI-PNL-8 Interface Address: Assignment: 0 j Total Panel Wattage: 4701 W W Module#1:HW-RPM-4A-120 Zone Name Load# Total Wattage Interface DH1 Living Room\Center Left Downlight 1 115 W DH2 Living Room\Left/Right Downlight 2 230 W DH3 Living Room\Center Light 3 115 W DH4 Living Room\Center Left/Right Downlight 4 230 W Total Wattage: 690 W Module#2:HW-RPM-4A-120 Zone Name Load# Total'Wattage Interface DH5 Living Room\Rear Left Downlight 5 115W DH6 Living Room\Rear Right Downlight 6 115 W DH7 Dinning Room\Left Dinning Downlights 15 115 W DH8 Dinning Room\Right Dinning Downlights 116 1115W Total Wattage: 460 W Module#3:HW-RPM-4A-120 Zone Name Load# Total Wattage Interface DH9 Dinning Room\Rear L Dinning Downlights 17 115 W DH10 Dinning Room\Rear R Dinning Downlights 18 115W DH11 I Office\Main 10 1460 W DH12 Office\Window Lights 112 1114W Total Wattage: 804 W File Name: Tavares Report V3.lutx Page:6 of 13 Wiring Laundry Room\Power Panel 001 Module#4:HW-RPM-4A-120 Zone`Name Load# Total:Wattage interface DH13 Gallery\Center Gallery Downlight 7 115W DH14 Gallery\Left/Right Gallery Downlight 8 230 W DH15 Gallery\Rear Gallery Downlight 9 230 W DH16 Kitchen\Center Downlight 128 1115W Total Wattage: 690 W Module#5:HW-RPM-4A-120 Zone Name Load# Total Wattage Interface . DH17 Kitchen\Main Downlight 29 460 W DH18 Outdoor/Deck\Deck Light 25 46 W DH19 Outdoor/Deck\Deck Steps Downlight 26 146 W DH2O Total Wattage: 552 W Module#6:HW-RPM-4U-120 Zon+ 'Name Load#- Total Wattage Interface' DH21 Dinning Room\Chandelier 14 600 W DH22 Dinning Room\Right Sliding Door Outlet 19 100W DH23 Dinning Room\Left Sliding Door Outlet 20 100W DH24 Kitchen\Chandelier 127 1120W Total Wattage: 920 W Module#7:HW-RPM-4U-120 Zone Name ' Loyd* Total Wattage interface, .. ` DH25 Media Room\Main 13 80W DH26 Master Bedroom\Chandelier 22 205 W DH27 Master Bedroom\Left Reading Light 23 60 W DH28 Master Bedroom\Right Reading Light 24 60 W Total Wattage: 405 W File Name: Tavares Report V3.lutK Page:7 of 13 Wiring Laundry Room\Power Panel 001 Module#8: HW-RPM-4U-120 Zone Name Load* Total Wattage interface DH29 Office\Chandelier 11 80 W DH30 Haliway\Hallway Downlight 21 100 W DH31 DH32 Total Wattage: 180 W File Name: Tavares Report V3.lubt Page:8 of 13 Panel Wiring Laundry Room\Power Panel 001 i .... Office>Chandelier(11) ...---------^.............. till7 Hallway>Hallw Downlight(21) ---------------- t 1 M6 s HW-RPM-4U-120 a ,� 1 } 3 � I Breaker Feed t Feed Neutral ti� 1 N8 Neutral(white) 1 :...................._____._.__......._._.._._....._.•••••••••••-••••••••••••••••••• NB Neutral(White) iV6 $ + ---------------------------------------------------- N8 Neutral(White) IR Ng Neutral(White) N8 Neutral(White) .... MedaRoom>Main(13) ............................ 7 r---- Master Bedroom>Chandelier(22) „. ••••'1'•••»••• Master Bedreom>Left Reading U ht(23) •••••••••••••••••••••• HW-RPM-4U-120 r..:.._i._..�.• Master Bedroom>RjghtReading Light(24) -..-.._.._.._.._.._ s I Breaker Feed r I � I 1 Feed Neutral ( N7 Neutral(white) I j I 1 � 1 :...................._.........................................._.................... N7 Neutral(White) I • 1 I""----------------------------------------------____ M Neutral(White) i .•...............•................ N7 Neutral(White) L.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.. N7 Neutral(A �r File Name: Tavares Report V3.lubt Page:9 of 13 Panel Wiring Laundry Room\Power Panel 001 r� Room>Chandelier(14) ------------------••-------- Dinning ' e r I ti 7 i Dinning Room>Ri ht Sliding DoorOutlet(19) ---------------- 4 . . .. ..................... .. ....4... .. s Dinning Room>LeftSlidin DoorOutlet(20) s t� I HW-RPM-4U-120 4i I0tchen>Chandelier(27) ! �I. F r.. `L 3 c I 1 Breaker Feed a :. 1 �� i1 `.• ! I Feed Neutral N6 Neutral(White) c'--'--'-....-'--'----.............'•-•"----'-'--^_.........•--._.....------------ N6 Neutral(White) • t a I---------------------------------------------------- N6 Neutral(White) ....... . . ... . ........................................................... .... .. . . .............. r I N6 Neutral(White) L.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._. N6 Neutral(White) s 5 IGtchen>Main Downli ht(29) ............................ MAK Out door/Deck>DeckLight(25) ------------- •••••I'•••«•• Outdoor/Deck>Deck Steps Downli ht(26) ...................... •••• HW-RPM-4A-120 6 I Breaker feed • I - I Feed Neutral N5 Neutral(White) i I .................................................................................... NS Neutral(White) I --------------------------------------------------- N5 Neutral(Mite) ............................................................................................... NS Neutral(White) N5 Neutral(White) r File Name: Tavares Report V3.lubt Page:10 of 13 Panel Wiring Laundry Room\Power Panel 001 4 Nr 3 "•$ Gailery>CenterGalle Downli ht(n -'---'-""-"'-'-""""'- z ` z s 1 is 7 ---- Galle >Left/Ri ht Galleryw MINIMS"'HZ V. GaIle >Rear Downli ht(9) w•...•.•...•....•......... HW-RPM-4A-120 IGtchen>Center Downli ht(28) 4Breaker Feed r f� Feed Neutral N4 Neutral(White) K I i -------•----------------------•------------____------------------------------------- N4 Neutral(White) `mac • -------------------------------------------------- 4-- N4 Neutral(White) �s I _ II ....................•.•.........................................................•.•........... N4 Neutral(White) r a; L.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._. N4 Neutral(White) 3 Dinning Room>Rear L DinningDownli hts(tn """"'•"""""" M- r--- Dinning Room>RearR Dinning Downli hts(18) ----------�—�-- t ;....�....».. Office>Main(10) ............................ z; HW-RPM-4A-120 I E " r..J.._'. Office>Wind. hts(12) —.._.._.._.._.._.._.._.. I j Breaker Feed I i I ( Feed Neutral 1 4 N3 Neutral(White) • I ' • I (Wh ) :...................._..........._........................ -.._.................... N3 Neutral ITQ 1 • I • : I-'--------------------------------------------------- N3 Neutral(White) i :..................................•..............•............................................ N3 Neutral(White) L.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.. N3 Neutral(White) *" File Name: Tavares Report V3.lubc Page:11 of 13 Panel Wiring Laundry Room\Power Panel 001 Lwin Room>Rearleft Downli ht(5) -•------------------•------- 2 f}} e �4 ________________ t k;j ��, r'—T— Lwin Room>FtearRi ht Downli ht(67 � t I' V.e � ; ••I'•• Dinnin Room>Left Dinnin Downli hte(15) ..•...•.....•....•.•...... .».. s - HW-RPM-4A-120 xj � 4r••;••—'•—••�•• Dinnin Room>Ri ht DinningDownli hts(16) —••—••—••—••—••—••—••—• Breaker Feed Feed Neutral , N2 Neutral(White) ---------------- - --------- --- 5�� I ...._------------------------------- -- ...-•------- N2 Neutral(White) w --------------------------------------------------- N2 Neutral(White) Ma -!j .............................................................................................. N2 Neutral(White) L.._.._.._.._.._.._.._.._.._.._..—.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._. N2 Neutral(White) / 1 '-'• Uving Room>CenterLeft Downli ht(1) .......................... r— Living > owl I ••'�•••••1•• Lwin Room>CerrterLi ht(� .......................... . a HW-RPM-4A-120 r•••;••-1• LMng Room>CenterLeft/Ri ht Downli ht(4) —.._.._.._.._.._.._.._.. . i Breaker Feed I - i I Feed Neutral N1 Neutral(White) I • I - I :......................... ................................. .................. ........ N1 Neutral(White) • 1 -------------------------------------------- -------- N1 Neutral(White) I :.............................................................................................. N1 Neutral(White) L.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.. N1 Neutral(White) f # File Name: Tavares Report V3.lutx Page:12 of 13 Panel Wiring Laundry Room\Power Panel 001 Breaker Feed tl I6 Control Assembly Feed 7 H Hot(Black) s". Feed Neutral l � � N Neutral(White) a IN N Neutral(White) zthf E4i i N Neutral(White) l Ground Gro tmd(Gieen/Yelldw) ( f * } T File Name: Tavares Report V3.lutx Page:13 of 13 imams A 10050 NE 12th AVEA� , y RESIDENTIAL REMODELATION blipy Miami Shores, FI 33138 - -, 2-,') 3 STRUCTURAL CALCULATIONS AUG Q 6 2015 (WOOD - REVISION Y: August 19th, 2015 4 Ferna o e P.E. P.E. License No. 65521 17320 SW 142 Place Miami, Florida 33177 (786) 351-3663 27 Pages y V' N 4t zv 'Syn C-0 X 5 3,-1, 5, 5-13 i SCOPE OF Illow NEW WADER BEAM!SUPPORT OF EXIST.CEILM JOISTS U NEW C15 X 40 STEEL cHAMJEL r I % N NEW 4X4 i COL"POST NEW(2)2 X 8 L HEADER SEAM Oe, 3d N SCOPE OF WORK 12 N NEW HEADER BEAM g_ AT WIPER OPENING z NEW4X4 =' COLUN POST v K O NEW%STEMEL y o � 0 rN- p N SCOPE of woRc 5 CONECTION OF EXIST.JOISTS D m iu PER NEW SUPPOERT CONDITION X — DUE TO BRACING LOCATION x aj .Xv.n X:5 o j � m y. 1 8 4' 4• 4' S-L3 6 L y SCOPE OF WOW 44 g_ REPLACEMENT OF EXISTING CEILM JOISTS SCS OF WOR,q I NEW HEADER BEAM 4 UPPORT ING S- OF EXIST.CEILJOISTS °w N ;33 fr xm vxg �a N� 1 Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 11:49AM, 13 AUG 15 Description Scope Rev: 580006 Page 1 User:KW-0608013,ver 5.8.0,1-Nov-2006 Timber Beam & Joist (c)1983-2006 ENERCALC Engineering Software Beres home.ecw:Calculations Description Checking existing bedroom areas.ceiling-joists (IT-6"longest span-worst case) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Simple span joist Timber Section 2x8 Beam Width in 1.500 Beam Depth in 7.250 Le:Unbraced Length ft 13.50 Timber Grade Southern Pine, No.2 2-4 Thick, Fb-Basic Allow psi 1,200.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status Repetitive Center Span Data Span ft 13.50 Dead Load #/ft 13.30 Live Load #/ft Results Ratio= 0.3002 'Mm`ax @ Center in-k 3.64 @ X= ft 6.75 fb:Actual psi 276.7 Fb:Allowable psi 921.8 Bending OK fv:Actual psi 11.3 Fv:Allowable psi 175.0 Shear OK Reactions @ Left End „DL lbs 89.77 LL lbs 0.00 Max.DL+LL lbs 89.77 @ Right End DL lbs 89.77 LL lbs 0.00 Max.DL+LL lbs 89.77 Deflections Ratio OK Center DL Defl in -0.130 L/Defl Ratio 1,242.2 Center LL Defl in 0.000 L/Defl Ratio 0.0 Center Total Defl in -0.130 Location ft 6.750 L/Defl Ratio 1,242.2 � x 13.30 Wft ® 13.30 Nft 13.50 ft Mmax=3.63 in-k at 6.74 ft from left Dmax=-0'.1304 in at 6.74 ft from left Rl:max=89.774 lbs Rr:max=89.774 lbs .643.27 - y � I 2.91 •ry F 2.18 i L 1.82 1.45 --- �1 F 0.73 D..`•IPi k :' Ii d l_il_l x.0.1 t'5.37 6.726.11_' 9.43 -16.79 1 '.14 1:5- nding Momonf§ Location Irl fftl 89.77 T --, -, - ----i 74.81 Lu € � 14.96 AIR- Beam.4',h �I•�I �^��:;. 4 t3. � - -�� -�� ",tea-a- � I I.�.-�. I �.,i-I :'.6G 4.01 -d.37 6.72 18.0.8' 6.43 16.79 1 .-14 13.5 Location (ft) 41.04 .� -il.1u 0.1: _{ =" 1 0 ieiod.01 �._;� ri.7 1.i I. 6.�=; •16.7 9Def lec-tion Location ation t tt''i Solid Sawn Joist Hangers I These products are available with additional corrosion protection.Additional products on These products are approved for installation with the Strong-Drive° this page may also be available with this option,check with Simpson Strong-Tie for details. SD Connector screw.See page 27 for more information. Dimensions in.) Min/ Fasteners DF/SP Allowable Loads Joist ( Inst��Roe Size Model No. Ga U lilt Floor Snow Roof Gost W H B Max Reader Joist (160) (100) (115) (125) (I SAWN LUMBER SIZES LUS26-3 1845/6 41/6 2 4-16d 4-16d 1165 1030 1180 =65 TPL U26-3 16 45/6 4'I 2 8-16d 4-10d 740 1150 1305 160 2x6 HU26 3/HUC26 3 14 4"/,s 5'/z 2'/z Min 8 16d 4 10d 760 1190 1345 14 41__ 5'/z 2'/z Max 12-16d 6-10d 1135 1785 2015 --- ,'f aS LUS26 18 19/,6 43/4 13/4 - 4-10d 4-10d 1165 865 990-LU26 20 19/,6 43/4 1Yz - 616d 410dx1'/z 565 835 950 =r 55 LUS28 18 i9/6 65/e 13/a - 6-10d 4-10d 1165 1100 1255 1360 +23% 17,i_ F6;_;-L17, t 4< LU28 20 i9/is 65/6 1'/z - 8-16d 6-10dxl'/z 850 1110 1270 1335 +39% 2x8 U26 16 19/s 43/n 2 - 6-16d 4-10dx1'/z 585 865 980 1055 +43% LUC26Z 18 i9/6 43/a 13/a 6 16d 4 10dx1Yz 730 845 965 1040 +1609/6 17,F6,L17 HU28 14 19/6 51/4 21/4 - 6-16d 4-1Odx1'A 610 895 1005 i0 +251% HUS26 16 is/e 53/a 3 - 1416d 616d 1550 2720 3095 3335 +276% " HUS28 16 15/6 7 3 - 22-16d 8-16d 2000 3965 -C-20-4-2-20 +409% 4 2 18 31/6 '/e 2 - 4 16d 4 16d i 165 1030 1180 1280 Lowest LUS26 17, I'- F6,'_::.L17 0 LUS28-2 18 31/4 7 2 - 6-16d 4-16d 1165 1315 1500 1625 +8% � DBL U26-2 16 31/8 5 2 - 8-16d 4-10tl 740 1150 1305 1410 +65% 2x8 HUS28 2/,_S'_: _ 14 316 7316 2 - 6-16tl 6-16tl 1550 1595 1815 1960 +188% 14 3'/s 7z Min 10 16d 4 10tl 760 1490 1680 1805 +397% 17,F6,L17 HU28 2/HUC28 2 14 3% 7 2'/z Min 14-16d 6-1Od 1135 2085 2350 2530 +418% LUS28-3 18 4% 6'/4 2 - 6-16d 4-16d 1165 1315 1500 1625 2 - 816tl 410tl 740 1150 1305 1410 TPL U26-3 16 45/6 41/4 2X8 HU26 3/HUC26 3 14 4"As 5'/z 24/z Min 8-16d 4-10d 760 1190 1345 1445 * 160 14 4"/,6 5'/z 2'/z Max i2-16d 6-10tl 1135 1785 _K01-52-1-65 -* QUAD --10-1-6d----4-16d--90-0---14-90-HU28 4/HUC28 4 14 14 61/6 65/6 Min - - 1680 1805 2X8 14 14 6'/e 65/s MaX 14164 6164 1345 2085 2350 2530 LUS28 18 19/,6 65/e 13/4 - 6-10d 4-10d 1165 1100 1255 1360 Lowest LU28 20 16/s 63/e 1 16d 6-1 Odx1%, 850 1110 1270 1335 +13% 17, _- F6,L: L17 LUS210 18 19/,6 713/,6 13/4 = 8104 410tl 1165 1340 1525 1650 +15% 2X10 LU210 20 19/,6 713/,6 1'/z 10164 6104x1'/z 850 1390 1585 1715 +28% U210 16 19/6 713/s 2 - 10-i6d 6-1Odx1'/z 1110 1440 1635 1685 +76% Q LU0210Z 18 i 9/,6 73/< 13/4 - 10-16d 6-1 Odxl 1/21100 1410 1605 1735 +180% 17,F6,L17 HU210 14 19/s 7% 21/4 - 8-16d 4-10dX1'/z 610 1190 1345 1445 +225% HUS210 16 1% 9 3 - 30-16d 10-16d 3000 4255 4445 4575 +450% LUS28-2 18 3'/6 7 2 - 6 164 4-16d 1 165 1315 1500 1625 Lowest 17, F6,L< L17 LUS210-2 18 3'/e 9 2 - 8-16d 6 16d 1745 1830 2090 2265 +34% U210-2 16 3Y6 SYz 2 - 14 164 6-10d 1110 2015 2285 2465 +88% 17,F6,L17 J DBL HUS210-2/i:._ 14 3'/s 93/,s 2 - 8-16d 8-16d 3295 2125 2420 2615 +217% 17,F23,L17 2X10 HU210 2/HUC210 2 14 31/6 813/,6 21/2 Min 14-16tl 6_10d 1135 2085 2350 2530 +441% w 14 31/s813/,6 2'/z Max 18 164 10 10tl 1895 2680 3020 3250 +467% 17,F6,L17 a HHUS210 2 14 35/is 95/x2 3 - 30-16d 10-16d 4000 5635 6380 6880 * F23 z LUS28-3 18 458 61/4 2 - 6-16d 4-16d 1165 1315 1500 1625 LUS210-3 18 45/6 836 2 - 8-16d 6-16tl 1745 1830 2090 2265 160 z U210 3 16 45/6 73/4 2 - 14 164 6 10tl 1110 2015 2285 2465 a TPL 14 41Y,s 89/,6 21/z Min 14-16d 6 104 1135 2085 2350 2530 17,F6,L17 * 2X10 HU210 3/HUC210 3 14 4"/,6 89/,6 2Yz Max 18- 16d 10-10d 1895 2680 3020 3250 z HHUS210-3 14 411A6 87/e 3 - 30-16d 10-16d 4000 5635 6380 6880 * 7 HGUS210-3 12 475/s 9'/s 4 - 46-16d 16-16d 4095 9100 9100 9100 17,F23 N S'. F2 14 6'/e 83/8 2'/z Min 14-164 616tl 1345 2085 2350 2530 y HU210-4/HUC210-4 * 160 QUAD 14 6Y6 83/8 2Yz Max 1816tl 8164 1795 2680 3020 3250 r 2x10 HHUS210-4 14 6'/a 87/8 3 - 30-i6d 10-164 4000 5635 6380 6880 HGUS210-412 69/,s 91/8 4 - 46-16d 16-16d 4095 9100 9100 9100 * F23,160 0 LUS210 18 196 713/,6 13/4 - 8-10d 410d 1165 1340 1525 1650 Lowest 17,'2 F6,.5 L17 ^o LU210 20 19/,s 7t3/6 11/z - 10-164 6-104x1'/z 850 1390 1585 1715 +11% 2x12 U210 T619/s 713/6 2 - 10-16d 6-10dx11/z 1110 1440 1635 1685 +53% 17,F6,L17 LUC21OZ 18 19/16 73/4 13/4 - 10-16d 6-1Odx1'/z 1100 1410 1605 1735 +180% 17,1 F6,L5,L17 HU212 14 i9/,6 9 21/< - 10 164 6 104X1'/z 1135 1490 1680 1805 +347% HUS210 16 15/6 9 3 30 164 10 17,F6,L17 164 3000 4255 4445 4575 +378% LUS210-2 18 318 9 2 - 8-16d 6-16d 1745 1830 2090 2265 Lowest 17, •F6,L:,L17 U210-2 16 31/e 81/2 2 - 14-16d 6-104 1110 2015 2285• 2465 +40% LUS214-2 18 316 1015/,s 2 - 10-16d 6-16d 1745 2110 2410 2610 +56% DBL HUS210-2 14 3'/e 93/,s 2 - 8-16d 8-16d 3295 2125 2420 2615 2x12 US212 2/'Uc' ^_I. : 14 31/s 103/4 2 - 10-1 6d 10-16d 3635 2660 3025 3265. 17,F6,L17 HU212-2/HUC2.12-2 14 3'/a 109/,6 2'/z Min 16164 6104 1135 2380 2685 2890 ; 14 31/6 109/,6 21/z Max 22164 1010d 1895 3275 3695 3970 +411% See footnotes on page 79, CODES:See page 12 for Code Reference Key Chart. 77 Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 12:01 PM, 13 AUG 15 Description Scope Rev: 580006p Page 1 & User:KW-0608013,Ver 5.8.0,1-Nov-2006 Timber Beam Joist (c)1983-2006 ENERCALC Engineering Software tieres home.ecw Calculations Description Header 1 span beam (case 1) Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Simple span joist Timber Section 2x8 Beam Width in 1.500 Beam Depth in 7.250 Le:Unbraced Length ft 4.33 Tlmber Grade Southern Pine, No.2 2.4 Thick, Fb-Basic Allow psi 1,200.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 _ Member Type Manuf/Pine Repetitive Status Repetitive Center Span Data Span ft 4.33 Dead Load #Ift 125.00 Live Load #/ft Results Ratio= 0.2022 Mmax @ Center in-k 3.52 @X= ft 2.16 fb:Actual psi 267.5 Fb:Allowable psi 1,322.9 Bending OK fv:Actual psi 27.2 Fv:Allowable psi 175.0 Shear OK Reactions @ Left End DL y lbs 270.62 LL lbs 0.00 Max.DL+LL lbs 270.62 @ Right End DL lbs 270.62 LL lbs 0.00 Max.DL+LL lbs 270.62 Deflections Ratio OK Center DL Defl in -0.013 L/Defl Ratio 4,005.7 Center LL Defl in 0.000 UDefl Ratio 0.0 Center Total Defl in -0.013 Location ft 2.165 UDefl Ratio 4,005.7 ,t 125.00#/ft 125.00#M 4.33 ft Mmax=3.51 in-k at 2.16 ft from left Dmax=-0.0129 in at 2.16 ft from left Rl:max=270.624 lbs Rr:max=270.624 lbs r � f ' t 3.52 :.10 ., .,11 2.48 2.11 .1 L 1.41 3 0.70 ' 0.35 1,1� 'I I_If1ding MOMIM .t . 9 1.7'.•_ 1.'16 2.59 •'.03 .413 =.90 1.3:Location (ft) 270.612 _ 226.62 M, 180.42 90.21 021 �i6 •, r 4 z .4.1 ' '� - 171.::1• ( � �---- -- -268.46 J Beam I§hear L'1.42 6.,?ti .'1!I -1.7 1.•16 1._�9 .03 .�E� .;.!ail .2;. Location (ft) -il.C►tl .r �-' -0.01 -0.01 0.01 I_ I ion -I. L 5 .!a Fi i'. 9 I" . r� pail 3. Def le Location fft•'1 Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 3:03PM, 18 AUG 15 Description Scope Rev: 580006 Page 1 User:KW-0608013,Ver 5.8.0,1-Nov-2006 Timber Column Design (c)1983-2006 ENERCALC Engineering Software tieres home.ecw:Calculations Description Co ti a s p Column post at sides of header beam (case 1) General Information ide Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section 4x4 Total Column Height 8.50 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 3.50 in Fc 1,500.00 psi Width (along x-x axis) 3.50 in Fb 625.00 psi E-Elastic Modulus 1,300 ksi Southern Pine,Standard 2-4 Thick Unbraced length for"y-y"axis sideways deflection 8.50 ft Unbraced length for"x-x"axis sideways deflection 8.50 ft Lu XX for Bending 8.50 ft Loads Dead Load Live Load Short Term Load Axial Load 271.00 lbs 0.00 lbs 0.00 lbs Eccentricity 0.000in Summary Column OK Using : 44,Width=3.50in, Depth=3.50in, Total Column Ht=8.50ft DL+LL DL+LL+ST DL+ST fc:Compression 22.12 psi 22.12 psi 22.12 psi Fc:Allowable 425.50 psi 425.50 psi 425.50 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 625.00 psi 625.00 psi 625.00 psi Interaction Value 0.0520 0.0520 0.0520 Stress Details Fc:X-X 425.50 psi For Bending Stress Calcs... Fc:Y-Y 425.50 psi Max k*Lu/d 50.00 F'c:Allowable 425.50 psi ,Le:Bending 15.64 ft F'c:Allow*Load Dur Factor 425.50 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 625.00 psi Rb:(Le d/b^2)^.5 7.323 F'bx*Load Duration Factor 625.00 psi Min.Allow k*Lu/d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf:Axial 1.000 Axial X-X k Lu/d 29.14 Axial Y-Y k Lu/d 29.14 � ss D Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 4:36PM, 18 AUG 15 Description: Scope Rev: 580004 Page 1 User:KW-0608013,Ver 5.8.0,1-Nov-2006 Multi-Span Timber Beam (c)1983-2006 ENERCALC Engineering Software Veres home.ecw:Calculations Description Header 2 spans beam case 2) General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Southern Pine,No.2 2-4 Thick,8 Wide Fb:Basic Allow 1,200.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 175.0 psi Load Duration Factor 1.000 Timber Member information Description Span ft 3.58 5.00 Timber Section 2x8 2x8 Beam Width in 1.500 1.500 Beam Depth in 7.250 7.250 .2 End Fixity Pin-Pin Pin.-Pin Le:Unbraced Length ft 3.58 5.00 Member Type Loads Live Load Used This an? Yes Yes Dead Load #/ft 130.00 130.00 Live Load #/ft Results Mmax @ Cntr in-k 0.9 3.1 @X= ft 1.10 3.00 Max @ Left End in-k 0.0 -3.9 Max @ Right End in-k -3.9 0.0 fb:Actual psi 295.5 295.5 Fb:Allowable psi 1,169.6 1,152.2 Bending OK Bending OK Shear @ Left k 0.14 0.39 Shear @ Right k 0.32 0.26 fv:Actual psi 33.4 43.0 Fv:Allowable psi 175.0 175.0 Shear OK Shear OK Reactions &Deflection DL @Left k 0.14 0.71 LL @ Left k 0.00 0.00 Total @ Left k 0.14 0.71 DL @ Right k 0.71 0.26 LL @ Right k 0.00 0.00 Total @ Right k 0.71 0.26 Max.Deflection in -0.001 -0.013 @ X= ft 1.07 2.77 Query.Values Location ft 0.00 0.00 Moment :ln-k 0.0 -3.9 Shear k 0.1 0.4 Deflection in 0.0000 0.0000 130.00#!ft ' 9 9 , , 130.00#fft 3.58 ft Mmax=0.93 in-k at 1.09 ft from left Dmax_=-0.0008 in at 1.07 ft from left Mmax @ right=-3.88 in-k DL Reaction=0.142 k DL Reaction=0.712 k LL Reaction=0.000 k LL Reaction=0.000 k Total Reaction=0.142 k Total Reaction=0.712 k f t / 130.00 Wit ( ® ® 130.00#/ft 5.00 ft Mmax=3.12 in-k at 2.99 ft from left Dmax=-0.0127 in at 2.76 ft from left Mmax @ left=-3.88 in-k DL Reaction=0.712 k DL Reaction=0.260 k LL Reaction=0.000 k LL Reaction=0.000 k Total Reaction=0.712 k Total Reaction=0.260 k r L1.o � 1----j Do � I -0.04 1�Mill L1.1'2 -L-1.1n -0.20 014 1.20 -L1..2 1 .34 1-.70 .Do .42 1 .78 � u �.°dl ng Moments �.�� J �, 1- Bending �� Rmrtidinit Locaition (ft) DA4 0 Al 1 Ll.LI; 0104 ONO i' 0.06 aim 3 -Li.11 -L1.ih -0.21 0321 Beam 1 0.34 0.70 08_, 112 US 20 100 156 322 30 L kation tft'1 OLD �� 0 DO 0 AD 0.LILT 0.011 t ON OLD ter- -0 AD r .0 No .p u ONO -0 NO Def lection 0-3" 0 02 446 All WO 120 622 63 Location (ft'7 f + p G.26 0.21 0.16 G.iii G.[IF ' 0.0 v -0.06 -0.13 c. - 0.26 -0.32 _ I_ 0.47' d.!I7 .48 .SIL !.4,2 .c.99 .4Q �.99 .ill I_II Bending Moments RanrlartiIII AISnrttiamar Location (ft) 0.39 0.33 0.28 0.22 0.11 -16' G.G 0.1 IS111,1111011-11111110,1 CO -0.17 G.2$ Beam hear 6.47 0.97 1.48 .9=1 2.48 2.!_I!a Location (ft) 4..00 -G.GCI -CI.G 1 -iI.G 1 ID .T G.G1 W- 13) -G.C11 r<. Il . LI.47 r.97 is .98 x.48 2.99 :_I...a _;.!aa `Fj Def Ieci ltti Location (ft) ' Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 4:40PM, 18 AUG 15 Description: Scope Rev: 580006 User:KW-0608013,Ver 5.8.0,1-Nov-2006 Timber Column Design Page 1 (c)1983-2006 ENERCALC Engineering Software Beres home.ecw:Calculations Description Column post in the middle of header beam (case 2) General Information ide Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section ..Y.; 4x4 Total Column .. Height 8.50 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 3.50 in Fc 1,500.00 psi Width (along x-x axis) 3.50 in Fb 625.00 psi E-Elastic Modulus 1,300 ksi Southern Pine,Standard 2-4 Thick Unbraced length for"y-y"axis sideways deflection 8.50 ft Unbraced length for"x-x"axis sideways deflection 8.50 ft Lu XX for Bending 8.50 ft Loads Dead Load Live Load Short Term Load Axial Load 712.00 lbs 0.00 lbs 0.00 lbs Eccentricity 0.000in Summary Column OK Using :44, Width=3.50in, Depth=3.50in, Total Column Ht=8.50ft DL+LL DL+LL+ST DL+ST fc:Compression 58.12 psi 58.12 psi 58.12 psi Fc:Allowable 425.50 psi 425.50 psi 425.50 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 625.00 psi 625.00 psi 625.00 psi Interaction Value 0.1366 0.1366 0.1366 Stress Details Fc:X-X 425.50 psi For Bending Stress Calcs... Fc:Y-Y 425.50 psi Max k*Lu/d 50.00 F'c:Allowable 425.50 psi Le:Bending 15.64 ft F'c:Allow*Load Dur Factor 425.50 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 625.00 psi Rb:(Le d/bA2)A.5 7.323 F'bx*Load Duration Factor 625.00 psi Min.Allow k*Lu/d 11.00 Cf-Bending 1.000 For Axial Stress Calcs... Cf:Axial 1.000 Axial X-X k Lu/d 29.14 Axial Y-Y k Lu/d 29.14 /6�1 Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 2:55PM, 18 AUG 15 Description 'Scope: Rev: 580006 p g eam Joist User.KW-0608013,ver 5.8.0,1-Nov-2006 limber BPage 1 (c)1983-2006 ENERCALC Engineering Software 6eres home.ecw:Calculations Description Header 1 span beam (case 3) Timber Member information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Simple span joist Timber Section 2-2x8 Beam Width in 3.000 Beam Depth in 7.250 Le:Unbraced Length ft 9.67 Timber Grade Southern Pine, No.2 2-4 Thick, Fb-Basic Allow psi 1,200.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 9.67 Dead Load #/ft 83.00 Live Load #/ft Results Ratio= 0.3740 max @ Center in-k 11.64 @ X= ft 4.83 fb:Actual psi 443.0 Fb:Allowable psi 1,184.3 Bending OK fv:Actual psi 24.4 Fv:Allowable psi 175.0 Shear OK Reactions @Left End DL lbs 401.30 LL lbs 0.00 Max.DL+LL lbs 401.30 @ Right End DL lbs 401.30 LL lbs 0.00 Max.DL+LL lbsj 401.30 Deflections Ratio OK Center DL Defl in -0.107 UDefl Ratio 1,083.2 Center LL Defl in 0.000 UDefl Ratio 0.0 Center Total Defl in -0.107 Location ft 4.835 UDefl Ratio 1,083.2 83.00#/ft r ` ® P 9 83.00#/ft 9.67 ft Mmax=11.64 in-k at 4.83 ft from left Dmax=-0.1071 in at 4.83 ft from left Rl:max=401.304 lbs Rr:max=401.304 Ibs i 11.8 10.48 Gi go t 6.82 y-+ �i 3.4.'d E 2.33G 1.16 -- ri Q:: i.90 x.87 3:1.84 1.,82 ` x.79 6.71=i �.71 '.70 .r �i11iF, M 0 ff]9 fft Location (ft) 401.30334.42 267.64 133.77 419 F'7 a w �h log.11!f. -298.67 -398.09 �eBeamI§hear L, !atil. -1.90 --L37 3.!.4 4.82 9 Ci.76 7.721 s.f 0 'cl,ri L•��:,�ti��r� i'ft'1 4•. 1 l i I � `'' k 4.01 -L7.iln r) I ��IJ I_I• i.L i.ti4 .172 r. !a Y_i.1:1.93IT. =i Def lection Loce-itiorl (ft) Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 3:01PM, 18AUG15 Description Scope Rev: 580006 Page 1 User:KW-0608013,Ver 5.8.0,1-Nov-2006 Timber (Column Design (c)1983-2006 ENERCALC Engineering Software tieres home.ecw:Calculations Description Column post at sides of header beam (case 3) General Information ide Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section 4x4 Total Column Height 8.50 it Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 3.50in Fc 1,500.00 psi Width (along x-x axis) 3.50 in Fb 625.00 psi E-Elastic Modulus 1,300 ksi Southern Pine,Standard 2-4 Thick Unbraced length for"y-y"axis sideways deflection 8.50 ft Unbraced length for"x-x"axis sideways deflection 8.50 ft Lu XX for Bending 8.50 ft Loads Dead Load Live Load Short Term Load Axial Load 402.00lbs 0.00 lbs 0.00 lbs Eccentricity 0.000in Summary r Column AK Using :4x4, Width= 3.50in, Depth=3.50in, Total Column Ht=8.50ft DL+LL DL+LL+ST DL+ST fc:Compression 32.82 psi 32.82 psi 32.82 psi Fc:Allowable 425.50 psi 425.50 psi 425.50 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 625.00 psi 625.00 psi 625.00 psi Interaction Value 0.0771 0.0771 0.0771 Stress Details Fc X-X 425.50 psi For Bending Stress Calcs... Fc:Y-Y 425.50 psi Max k*Lu/d 50.00 F'c:Allowable 425.50 psi Le:Bending 15.64 ft F'c:Allow*Load Dur Factor 425.50 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 625.00 psi Rb:(Le d/b^2)^.5 7.323 F'bx*Load Duration Factor 625.00 psi Min.Allow k*Lu/d 11.00 Cf:Bending 1.000 for Axial Stress Calcs... Cf:Axial 1.000 Axial X-X k Lu/d 29.14 Axial Y-Y k Lu/d 29.14 r � Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 11:46AM, 13 AUG 15 Description Scope Rev: 560006 User:ItW-0608013,Ver 5.8.0,1-Nov-2006 `Timber Beam & Joist Page 1 (c)1983 2006 ENERCALC Engineering Software tieres home.ecw:Calculations Description Checking existing kitchen area joist 49 Timber Member Information ',ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Simple span joist Timber Section 2-2x8 Beam Width in 3.000 Beam Depth in 7.250 Le:Unbraced Length ft 14.00 TlmberGrade No.zz�4 Thrn ick, a.L ^ �p 7 0�'� /�i��^ -4ld"7 A,=X 15?p,?— 44, Fb-Basic Allow psi 1,200.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine .� /� ,� '� �� /�„3 14C Repetitive Status Repetitive Center Span Data Span ft 14.00 Dead Load #/ft 13.30 Ir t �� Live Load #/ft d j®�& Point#1 DL lbs 467.00 f� LL lbs 562.00 @x ft 11.500 Results Ratio= 0.7815 Center in-k 27.62 @X= ft 11.48 fb:Actual psi 1,051.0 Fb:Allowable psi 1,344.8 Bending OK fv:Actual psi 64.2 Fv:Allowable psi 175.0 Shear OK Reactions @Left End DL lbs 176.49 LL lbs 100.36 Max.DL+LL lbs 276.85 @ Right End DL lbs 476.71 LL lbs 461.64 Max.DL+LL lbs 93V5 Deflections Ratio oK CinenterDL Defl -0.233 L/Defl Ratio 721.6 Center LL Defl in -0.191 L/Defl Ratio 880.7 Center Total Defl in -0.423 Location ft 7.784 L/Deft Ratio 396.9 109/ 13.30#/ft ® 1 13.30#/ft 1029.00 lbs 14.00 ft Mmax=27.62 in-k at 11.47 ft from left Dmax=-0.4233 in at 7.78 ft from left Rr:max=276.849 lbs Rr:max=938.349 lbs eT Z� 7.2;s� qz � 1:3.80 12.42 _i 11.04. 8.20 L P_i•y� 5.52 1 4.14 2.78 - 1.38 I� J.:i`� r .lei �.�� r .a7 _.=,11 6.78 11.1!a -1'' 9 11.0 Location t'tt'1 176.49 117.06 3, 68.83 17,11 � ��- � f� a. `��, r � �• _ _::.Ru. �'�'�.� ��Q�iu�..�� . , .�..`amu � �� M S27 1.98 -407.97 -476.96 1 f Baa9'1'11 ._'5 2.70 18 6.117 di.!47 11.19 •1'x.:1!=1 -A.il Location rfti 4:M7 i 11.1L7 � -0:71 I ' �y I 5. � I C B�1t� .7ri 10 `,.5 ri.-7 !�.7 i 11.1!a 1 .`�!a 14.0 Lt Ic-ation (ft) ' a ' Solid Sawn Joist Hangers These products are available with additional corrosion protection.Additional products on These products are approved for installation with the Strong-Drive® %ra this page may also be available with this option,check with Simpson Strong-Tie for details. SD Connector screw.See page 27 for more information. 1, Dimensions(in.j Fasteners DF/SP Allowable Loads Installed Code Size Model No. Ga W H B Min/ Uplift Floor Snow Roof Cost Index Max Header Joist (160) (100) (ICI) Ref. SAWN LUMBER SIZES LUS26-3 181 45/6 4'/s 1 2 4-16d 4-16d 1165 1030 1180 1280 TPL U26-316 4% 41/4 1 2 8-16d 4-10d 740 1150 1305 1410 * 160 2x6 HU26 3/HUC26-3 14 411A6 5'/z 2Yz Min 8-16d 4-10d 760 1190 1345 1445 F 14 411/s 5'/z 2Yz Max 12-16d 6 10d 1135 1785 2015 2165 LUS26 18 19/16 43/4 13/4 - 4-1Od 4-1Od 1165 865 990 1070 Lowest LU26 20 19/16 43/4 1Yz - 6-16d 4-10dx1/2 565 835 950 1030 +6% 17 F6,'_- L17 E LUS28 18 19/,6 66/6 13/4 - 6-1Od 4-10d 1165 1100 1255 1360 +23% LU28 20 19/16 6% 11/2 - 8-16d 6-10dx11/z 850 1110 1270 1335 +39% 2x8 U26 16 19/,s 43/4 2 - 6-16d 4-10dx1'/z 585 865 980 1055 +43% LUC26Z 18 i 9/,6 43/413/4 6-16tl 4-10dx11/z 730 845 965 1040 +160% 17,F6,L17 � r . HU28 14 19/,6 51/4 21/4 - _6_-1_6d 4-10dx11/z 610 895 1005 1085 +251% Q� HNS26 16 1% 5% 3 - 14-16d 6-16d 1550 2720 3095 3335 +276% HUS28 i6 i5/e 7 3 - 22-16d 816tl 2000 3965 4120 4220 +409% 17, F6, L17 LUS26-2 18 31/6 47/6 2 - 4-16d 416tl 1165 1030 1180 1280 Lowest LUS28-2 18 3'/s 7 2 - 6-16d 4-16d 11651315 1500 1625 +8% ::t DBL U26-2 16 31/s 5 2 - 8-16d 4-1Od 740 1150 1305 1410 +65% 951 2x8 HUS28-2/ 14 31/e 73/,6 2 - 616tl 6-16d 1550 1595 1815 1960 +188% CID HU28-2/HUC28-2 14 31/6 7 21/z Min 10-16d 4-1Od 760 1490 1680 1805 +397% 17,F6,L17 14 31/6 7 21/2 Min 14-16d 6-10d 1135 2085 2350 2530 +418% LUS28-3 118 4% 61/4 2 - 6-16d 4-16d 1165 1315 1500 1625 TPL U26-3 16 45/6 41/4 1 2 - 8-16tl 4-10d 740 1150 1305 1410 2X8 HU26 3/IiUC26 3 14 411/,6 51/2 21/2 Min 8-16d 4-1Od 760 1190 1345 1445 * 160 14 411/16 51/2 21/2 Max 12-i6d 6-1Od 1135 1785 2015 2165 QUAD HU28-4/HUC28-4 14 14 61A 65/s Min 10-16d 4-16d 900 1490 1680 1805 2X8 14 14 61/s 6% Max 14-16tl _616d 1345 2085 2350 2530 LUS28 18 19/16 6% 13/4 - 6-1Od 4-10d 1165 1100 1255 1360 Lowest LU28 20 19/16 6% 11/2 - 8-16d 6-10dx11/2 850 1110 1270 1335 +13% 17, F6,_= L17 LUS210 18 19/,s 713/16 13/4 - 8-10tl 410tl 1165 1340 1525 1650 +15°1° ` LU210 20 19A6 713/16 11/2 - 10-16d 6-1 Odx1'/z 850 1390 1585 1715 +28% 2x100210 16 19/,s 713/1s 2 - 10-16d 6-1 Odx1 1/2 1110 1440 1635 1685 +76% s LU021 OZ 18 19/16 7% 13/4 - 10-16d 6-1 Odx11/2 1100 1410 1605 1735 +180% 17,F6,L17 HU210 14 1 Ms 71/s 2% - 8-16d 4-10dx11/z 610 1190 1345 1445 +225% HUS210 16 1% 9 1 3 - 30-16d 10-16d 3000 4255 4445 4575 +450% LUS28-2 18 31As 7 2 - EPE6d 4-16d 1165 1315 1500 1625 Lowest 17, :- F6, _5.L17 LUS210-2 18 31/s 9 2 - 6-16d1745 1830 2090 2265 +34% U210-2 16 31/6 81/2 2 - 6-10d 1110 2015 2285 2465 +88% 17,F6,L17 DBL HUS210-2/: 14 31/s 93/16 2 - 8-16d 3295 2125 2420 2615 +217% 17,F23,L17 2X10 HU210 2/HUC210 214 31/6 813/16 2Yz Min 6-10d 1135 2085 2350 2530 +441°1° 17,F6,L17 0 141 31/s 813/16 21/z Max 18-16d 10-1Od 1895 2680 3020 3250 +467% a WH -2 14 35A6 95/32 3 - 30-16d 10-16d 4000 5635 6380 6880 * F23 z `;r''' LUS28-3 18 46/e 6'/4 2 - 6-16d 4-16d 1165 1315 1500 1625 160 z LUS210-3 18 4% 83/,6 1 2 - 8-16d 6-16d 1745 1830 2090 2265 + U210-3 16 4% 73/4 2 - 14 164 6-1 Od 1110 2015 2285 2465 o TPL HU210-3/HUC210-3 - 44 477/16 89/16 21/2 Min 14-16d 6-10d 1135 2085 2350 2530 17,F6,L17 w 2X10 411A6 89As 21/2 Max 18-16d 10-10d 189 2680 3020 3250 4, HHUS210-3 14 4'1/16 8% 3 - 30-16d 10-16d 400 5635 6380 6880 0 HGUS210-3 12 415/6 9Ye 4 - 46-16d 16-16d 4095 9100 9100 9100 * 17,F23 0 14 61/6 8% 21/z Min 14-16d 6-16d 1345 2085 2350 2530 160 QUAD HU210 4/HUC210 4 14 61/s 8% 21A Maxi 18-16tl 8-16d 1795 2680 3020 3250 2x10 HHUS210-4 14 61/8 87/s 3 - 30-16d 10-16d 4000 5635 6380 6880 F23,160 HGUS210-4 12 69A6 91/e 4 - 46-16d 16-16d 4095 9100 9100 9100 © LUS210 18 19/16 y713/16 13/4 - -8-10d 4 104 1165 1340 1525 1650 Lowest 17, F6,-5.L17 r LU210 20 19/,6 !73/16 1'/z - 10-16d 6-1Odx1112 850 1390 1585 1715 +11% N U210 16 19/,6 713/1s 2 - 10 16d 6-10dx1'A 1110 1440 1635 1685 +53% 17,F6,L17 2x12 LUC210Z 18 19/,6 73/4 13/4 - 10-16d 6 10dx1Yz 1100 1410 1605 1735 +180% 17, :- F6,_E- L17 HU212 14 19/16 9 21/4 - 10-16d 6-1 Odx11/2 1135 1490 1680 1805 +347% 17 F6,L17 HUS210 16 15/e 1 9 3 = 30-16d 10-16d 3000 4255 4445 4575 +378% LUS210 2 18 31/s 1 9 2 8-16d 6-16d 1745 1830 2090 2265 Lowest 17, _-.F6, L17 U210-2 16 31/8 81/z 2 - 14-16d 6-1Od 1110 2015 2285 2465 +40% LUS214-2 18 31, 10-16d 6-16d 1745 2110 2410 2610 +56% DBL HUS210-2 14 31, 93/,6 2 - 8-16d 8 164 3295 2125 2420 2615 17,F6,L17 2x12 HUS212-2/'.' 14 31/s 103/4 2 - 10-16d 10-16d 3635 2660 3025 3265 i HU212 2/HUC212-2 14 3Ys 109/6 21/x Min 16-16d 6 104 1135 2380 2685 2890 1 3695 3970 4 31/6 109/,s 21/2 Max 2 2-16tl 10 104 1895 3275 +411 See footnotes on page 79. CODES:See page 12 for Code Reference Key Chart. 77 } Title: 10050 NE 12 Ave renovation Job# Dsgnr: A.M. Date: 4:48PM, 18 AUG 15 Description Scope Rev: 580006 Page '1 User:KW-0608013,Ver 5.8.0,1-Nov-2006 Timber Beam & Joie (01983-2006 ENERCALC Engineering Software tieres home.ecwCalculations Description Ceiling joist 1 span (case 5) Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Simple span joist slltx Timber Section 2x8 Beam Width in 1.500 . O/� g�l --* 113 Beam Depth in 7.250 ° Le:Unbraced Length ft 14.00 Timber Grade Southem Pine, p�y� No.2 2-4 Thick �9 �(�- �/ s�^ 441 Fb-Basic Allow psi 1,200.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 / Load Duration Factor 1.000 �, �$ ( �0 o 0-1 � Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 14.00 Dead Load #/ft 6.70 Live Load #/ft Point#1 DL lbs 113.20 / 4 L. a/ �' LL Ibs @X ftl 11.580 7. Results Ratio= 0.3477 Mmax @Center in-k 3.96 @ X= ft 9.91 fb:Actual psi 301.1 Fb:Allowable psi 866.0 Bending OK fv:Actual psi 18.9 Fv:Allowable psi 175.0 Shear OK Reactions 71 @ Left End DL lbs 66.47 LL lbs 0.00 Max.DL+LL lbs 66.47 @ Right End DL lbs 140.53 LL lbs 0.00 Max.DL+LL lbs 140.53 Deflections Ratio OK Center DL Defl in -0.150 LIDO Ratio 1,121.7 Center LL Defl in 0.000 L/Defl Ratio 0.0 Center Total Defl in -0.150 Location ft 7.448 L/Defl Ratio 1,121.7 6.70#(ft 9 6.70#!ft 113.2ilbs 14.00 ft Mmax=3.95 in-k at 9.91 ft from left Dmax=-0.1497 in at 7.44 ft from left Rl:max=66.467 lbs Rr:max=140.532 lbs J� l :a.tiar� 3,17 2.'r 2.:,r ' 1.y^ 1.68 1.19 ILI U.7ia 1_I - X 0.40 -; t on d j qS 1.7FIAO- j.`II rJ,!a r, ''�� a. ,� 11.'1!a Location (tt) 66.47 49.86 33.23 .t 16.62 z•1 iiia w vy IYJ p 4_1.7.y -116. Ci -140.16 t��i1 ! f1 3I 2.�'r .•16 5.:-7 t�.97' 3.38 TED, •1.1.•1 a Lcic,-itis n r t`i t -0.015 �— 0.16 _l 1� "Sc.•.¢•Pryer (5(( � I G I�Bti _5.I �.7Fj .•O L57� 6.97 8.38 9.7_ Location (ft) Connection Calculator Page 1 of 1 Design Method Load &Resistance Factor Design (LRFD) Connection Type Lateral loading Fastener Type Bolt L7 F^ Loading Scenario Single Shear-Wood Main Member Main Member Typ Southern Pine DV I Main Member Thicknessil 1.5 in. IlV Main Member: Angle of Load to Grain 45 ISide Member Type Southern Pine v Side Member Thickness 1.5 in. y Side Member: Angle of Load to Grain 45 Fastener Diameter 1/2 in. Time Effec 0.8 v Wet Service Factor C_M = 1.0 v Temperature Factor 1C_t = 1.0Ask ? uonnection Yield ®des L Im ___= 13191bs. F— is 13191bs. 16071bs. Ilhn 1917Ibs. I1Ts ^�817 it::. IV 11995 lbs. Adjusted LRFD Ca�607 lbs. t- • Bolt bending yield strength of=5,000 psi is assumed. The Adjusted LRTD Capacity is only applicable for bolts with adequate end distance,edge distance and spacing per NDS chapter 11. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood CoullCii nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. http://awc.org/calculators/connectioncalc/ccstyle.asp?design met... 8/19/2015 Y Pv6•4 DASSILL Notary Public: rida CommissionL;#FF193762jo 34405 wrightsoft® Load Short Form �., m.Expie: 07-02-2015 Entire House JON FREEMAN AFFORDABLE AIR&HEAT,INC lab-- Project • • For. Tieres Tavares 10050 NE 12 ave, MIAMI SHORES, FL 33138 Design Information Htg Cig Infiltratio `• " Outside db(°F) 50 89 Method Simplified Inside db(°F) 70 75 Construction quality Average Design TD (°F) 20 14 Fireplaces 0 Daily range - L Inside humidity(%) 30 50 Moisture difference(gr/Ib) -10 56 JUL 4 2 2015 HEATING EQUIPMENT COOLING EQUIP Make TRANE Make TRANE CO. Trade Trade TRANE CO. Model 10 KW Cond 4TTB6061B1 Coil AM7BOC6OH51 .... oeoeso Efficiency 100 AFUE Efficiency 16 tER Go Heating input 35000 Btuh Sensible cooling "40250 E t6n. Heating output 35000 Btuh Latent cooling '**X7250 Btuh •' •'•"' Temperature rise 16 OF Total cooling "'57500 Btuh* :....; Actual air flow 2000 cfm Actual air flow .•••2D00 cf"o•. • Air flow factor 0.047 cfm/Btuh Air flow factor .•00.049 cf"Bfuh ••;•• Static pressure 0.00 in H2O Static pressure ••;••Q.00 itj tJ20. ••••• Space thermostat Load sensible heat ratio •• ••0.79 • •• ....•- Go ROOM NAME Area Htg load Clg load Htg,4VF dlAVIS • (ft2) (Btuh) (Btuh) (cfm) •- (C.frn}.: DINNING 186 3882 4347 182 Go 212 CLOSET 60 917 798 43 39 BATH 1 35 1546 1655 73 81 MASTER BED 247 4820 2961 226 144 KITCHEN 280 3646 6200 171 302 TV ROOM 185 4786 3977 225 194 LAUNDRY 100 4103 4631 192 226 DEN 168 4116 4252 193 207 BATH 2 125 2512 1916 118 93 LIVING 252 5069 3979 238 194 BATH 3 99 2038 1477 96 72 BED 2 192 5202 4836 244 236 Printout certified byACCA to meet all requirements of Manual J 8th Ed. +" -Fj!F wrlghtsoft- PJght-Suite Residentlal 6.0.119 RSR30563 2015-Jul-02 09:30:38 AM C:WlyD..rMWright�ftWACU,BENOrrrrp Calc=MJ8 Orientation=N Page r � Entire House d 1929 42636 41030 2000 2000 Other equip loads 3267 2270 Equip. @ 0.94 RSM 40659 Latent cooling 11484 TOTALS 1929 45903 52143 2000 2000 0000 066::* 0000.. 0000.. 0000 0000 . . 0000 0000 0000. .. .. . .. 0000.. 0000.. 0000.. . . 0 0 0 a 0. Printout certified byACCA to meet all requirements of Manual J 8th Ed. -Ofd-- wrightsof[- Right-Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 ,Cp, C:WIy Docu.nts\Wrightsoft WACu,BENOrrrrp Calc=MJB Orlentatlon=N Page 2 Building Analysis Job: 34405 wrightsoft® 9 y Date: 07-02-2015 Entire House By: JON FREEMAN AFFORDABLE AIR$HEAT,INC Project Information For. Tieres Tavares 10050 NE 12 ave, MIAMI SHORES, FL 33138 De!Mign Conditions Location: Indoor: Heating Cooling Miami, Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 13 ft Design TD (°F 20 14 Latitude: 26°N Relative humi ity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) -10.2 56.0 Dry bulb (°F) 50 89 Infiltration: Dally range(OF) - 11 ( L ) Method Simplified Wet bulb(° ) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 - Heating_ Component Btuh/ft2 Btuh % of load Walls 5.2 7038 15.3 Wall Ventlldl- Glazing 25.4 6502 14.2 «a Doors 7.1 601 1.3 Ceilings 8.2 15741 34.3 �'tr°ti°^ s..e Floors 2.8 5486 12.0 � �•00 �••••� Infiltration 1.3 2149 4.7 Ducts 5119 11.2 09- "",t °°re• "'. •. Piping 0 0.0 Gooses •• •••••• Humidification 0 0.0 •••••• Ventilation 3267 7.1 Ca,,,,•g .... .... Adjustments 0G • .... .... ..... Total 1 1 459031 100.0 • ...... .. . ..... • • • • . . . . ...... ....% Component Btuh/ft2 Btuh % of load .•. ;.••.: Walls 5.3 7249 16.7 wen Verltllatlon s• s • G s o Glazing 30.6 7825 18.1 IMeml Gains •• • Doors 10.6 892 2.1 Ceilings 7.4 14324 33.1 Floors 0.0 0 0.0 ects Infiltration 0.5 786 1.8 Gist Ducts 4053 9.4 "I Ventilation 2270 5.2 on,er Internal gains 5900 13.6 Blower 0 0.0 Door Adjustments 0 Total 1 1 43300 100.0 Ceilings Overall U-value= 0.318 Btuh/ft2-°F Data entries checked. - 1- wrightsoft- Right-Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 C:WIyDoaimenMWdghtsoftWACU,BENOrrrrp Calc=MJ8 Otientaton=N Pagel Component Constructions Job: 34405 WI°1911tSOf� p Date: 07-02-2015 Entire House By: JON FREEMAN AFFORDABLE AIR$HEAT,INC Project Information, For. Tieres Tavares 10050 NE 12 ave, MIAMI SHORES, FL 33138 Design C • • • Location: Indoor: Heating Cooling Miami, Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 13 ft Design TD (°F) 20 14 Latitude: 260N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) -10.2 56.0 Dry bulb(°F) 50 89 Infiltration: Daily range(°F) - 11 ( L ) Method Simplified Wet bulb( F) - 77 Construction quality Average Wind speed(mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W Btu W-'F ft'-°F/Btuh BUM Bwh BWh/ft' Bhth Walls 13AB-Oocs:Above grade open core concrete block,siding/stucco,no n 543 0.258 0.0 5.16 2802 5.31 2886 board insulation,no framing a 253 0.258 0.0 5.16 1305 539. 1345 s 427 0.258 0.0 5.1r .2203 'S,�j.• 226.x..... w 141 0.258 0.0 5.1® • •128 J.3`! 749 • all 1364 0.258 0.0 5.16 7038 5.34 : 7249 • • Partitions ...... (none) •••• •••• • • ••.. ...• ..... Windows •••••• •• ••••• 1A-c1om:Operable,metal frame,no break,clear glass,1 pane;50% n 117 1.270 0.0 25.4•*•.1972 :21.6•a 275b•.... drapes,tight white/refl;50%outdoor insect screen;2 ft overhang(3 ft e 30 1.270 0.0 25.4.••.•762 56.47 1686 Go window ht,2 ft sep.) all 147 1.270 0.0 25.1 • 1734 .30.2. 444j... 1A-clom:Operable,metal frame,no break,clear glass,1 pane;50% s 84 1.270 0.0 25.4 .2134 f8.5•• 1978 drapes,tight white/refl;50%outdoor insect screen;2 ft overhang(4 ft w 25 1.270 0.0 25.4 • o635 56.2 1406...•• window ht,2 ft sep.) all 109 1.270 0.0 25.4** 1769 •511*: 338.3 Doors 11 DO:Wood door,solid core,no storm a 21 0.390 0.0 7.80 164 11.6 243 w 42 0.390 0.0 7.80 328 11.6 486 all 63 0.390 0.0 7.80 491 11.6 730 11 E0:Wood door,solid core,wood storm s 21 0.260 0.0 5.20 109 7.72 162 Ceilings 16E-Otw:Ceiling under vented attic,no radiant barrier,white tile,no 1929 0.408 0.0 8.16 15741 7.43 14324 insulation Floors 22A-tph:Tile covered slab on grade,heavy moist soil,No edge insul, 202 1.358 0.0 27.2 5486 0.00 0 No hor¢insul -*- wrightsoft- Right-Sufte Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 C:1My Doaments�Wrightsoft WACU,BENorrrrp Calc=MJ8 Orientation=N Page 1 Summa Pro ect Job: 34405 +�+ Wrightsoft"� 1 rY Date: 07-02-2015 Entire House By: JON FREEMAN AFFORDABLE AIR&HEAT,INC Project Information For. Tieres Tavares 10050 NE 12 ave, MIAMI SHORES, FL 33138 Notes: REPLACE EXISTINGAIR CONDITIONING EQUIPMENTAND DUCTWORK. Design Information Weather. Miami, Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 50 OF Outside db 89 OF Inside db 70 OF Inside db 75 OF Design TD 20 OF Design TD 14 OF Daily range L Relative Humidity 50 % Moisture difference 56 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 37517 Btuh Structure 36977 BtVh Ducts 5119 Btuh Ducts 4053 000 . Central vent(149 cfm) 3267 Btuh Central vent(149 cfm) .•2270 FROM •'••;• Humidification 0 Btuh Blower •• 0 Ste; • Piping 0 Btuh •••••• •• ...... Equipment load 45903 Btuh Use manufacturer's data ...:.. n . Rate/swing multiplier 0.94 ;••••; Infiltration Equipment sensible load ••• 40659se 8th��• • Method Simplified Latent Cooling Equiprijjkl'loadSiailhg "••• Construction quality Average •• •• •• •••••• Fireplaces 0 Structure sees.x959 Btu4 .' Ducts :869 j3tuh. •;• Heating Cooling Central vent(149 cfm) 5656 Ptah•• Area(ftZ) 1929 1929 Equipment latent load : .014484 tuh :..... Volume(ft) 15432 15432 '• . .. 006 • Air changes/hour 0.38 0.20 Equipment total load 52143 Bteh • Equiv.AVF(cfm) 98 51 Req. total capacity at 0.70 SHR 4.8 ton Heating Equipment Summary Cooling Equipment Summary Make TRANE Make TRANE CO. Trade Trade TRANE CO. Model 10 KW Cond 4TTB6061 B 1 Coil AM71300601-151 Efficiency 100AFUE Efficiency 16 EER Heating input 35000 Btuh Sensible cooling 40250 Btuh Heating output 35000 Btuh Latent cooling 17250 Btuh Temperature rise 16 OF Total cooling 57500 Btuh Actual air flow 2000 cfm Actual air flow 2000 cfm Air flow factor 0.047 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0.00 in H2O Static pressure 0.00 in H2O Space thermostat Load sensible heat ratio 0.79 Printout certified byACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Right-Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:36 C:1MyDocuments\WrightsoftWACU,BENOR.rrp Calc=MJ8 Odentatlon=N Pagel AED Assessment Job: 34405 wrigIltsoft° Date: 07-02-2015 Entire House By: JON FREEMAN AFFORDABLE AIR$HEAT,INC Project Information For. Tieres Tavares 10050 NE 12 ave, MIAMI SHORES, FL 33138 Design • • • " Location: Indoor: Heating Cooling Miami, Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 13 ft Design TD (°F) 20 14 Latitude: 260N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) -10.2 56.0 Dry bulb(°F) 50 89 Infiltration: Daily range °F) - 11 ( L ) Wet bulb(° ) - 77 Wind speed(mph) 15.0 7.5 Test forAdequate Exposure Hourly Glazing Load 12,000-- 11,000- 10,000-- 9,000-- 8,000- 7,000- 0 2,000 11,000 10 000 9,000 8,000 7,000 .... .. ..... . . c 6,000-- 5,000-- 4,000-- '000 5,000 4,000 . . . 9 Gee .see*: 3,000-- 2,000-- 1,000 ,000 2,0001,000 0 8 9 10 11 12 13 14 15 16 17 18 19 20 Hour of Day / Hourly -* Average / AED limit Maximum hourly glazing load exceeds average by 14.3%. House has adequate exposure diversity(AED), based on AED limit of 30%. AED excursion: 0 l3tuh -ff+- wr19htsoft- Right Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 C-.\My DocumentgWdghtsoft WACU,BENOILrrp Calc=MJ8 Orientation=N Page 1 -Fb-wrightsofr Right-J Worksheet Job: 34405 Entire House Date: 07-02-2015 By: JON FREEMAN AFFORDABLE AIR & HEAT,INC 1 Room name Entire House DNNING 2 Exposed wall 229.5 ft 27.5 ft 3 Ceiling height 8.0 ft d 8.0 ft heat/cool 4 Room dimensions 15.5 x 12.0 ft 5 Room area 1929.0 ft' 186.0 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (ft') Load number (Btuh/ftz°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P(S Heat Cool 6 y✓ 13AB-0ocs 0.258 n 5.16 5.31 660 543 2802 2886 124 112 578 595 �--C 1A-clom 1.270 n 25.40 23.55 117 0 2972 2755 12 0 305 283 13AB-0ocs 0.288 a 5.16 5.31 304 253 1305 1345 96 84 433 446 1A-clom 1.270 a 25.40 56.21 30 0 762 1686 12 0 305 675 11 11 DO 0.390 a 7.80 11.58 21 21 164 243 0 0 0 0 V�/ 13AB-0ocs 0.258 s 5.16 5.31 532 427 2203 2289 0 0 0 0 II- 1A-clom 1.270 s 25.40 25.90 84 84 2134 1978 0 0 0 0 11 E0 0.280 s 5.20 7.72 21 21 109 162 0 0 0 0 V�/� 13AB�cs 0.258 w 5.16 5.31 208 141 728 749 0 0 0 0 �(D; 1Aclom 1.270 w 25.40 56.21 25 0 635 1405 0 0 0 0 11DO 0.390 w 7.80 11.58 42 42 328 486 0 0 0 0 C 16E-Otw 0.408 - 8.16 7.43 1929 1929 15741 14324 186 186 1518 1381 F 22A-tph 1.358 - 27.16 0.00 1929 202 5486 0 186 0 0 0 • •• • 6666• • • e 6666• •• 6666• • 6666 6666 • 6666 6666 6666 • 6666 •• • 6666 we 60 • so 160060 • • •6•• • • • • • a I •0066 •6•• • s • • • • • • 0000• • • • • • • •• • 6 c)AED excursion 0 -24 Envelope loss/gain 35368 30290 3139 3356 12 a) Urfiftretion 2149 786 277 101 b) Room ventilation 0 0 0 0 13 internal gains: Ap Ip lannts ces 1200 13 3600 0 4 0 Subtotal(livres 6 to 13) 37517 36977 3416 3917 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 37517 36977 3416 3917 15 Duct loads 1 14% 11% 5119 4053 14% 11% 466 429 Total room load 42636 41030 3882 4347 Air required(cfm) 2000 2000 182 212 Printout certified bYACCA to meet all requirements of Manual J 8th Ed. wrigtitsof!- Right-Sufi Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 Aft C:W1yDocuZntslWrightsoftWACU,BENOR.rrp Calc=MJ8 Orientation=N Pagel -f -wrightsofr Right-J Worksheet Job: 34405 Entire House Date: 07-02-2015 By: JON FREEMAN AFFORDABLE AIR & HEAT,INC 1 Room name CLOSET BATH 1 2 Exposed wall 0.0 ft 7.0 ft 3 Ceiling height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 5.0 x 12.0 ft 7.0 x 5.0 ft 5 Room area 60.0 fta 35.0 ftz Ty Construction U-value Or HTM Area (ftj Load Area (ft2) Load number (Btuh/W°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1g✓ 13AB-0ocs 0.258 n 5.16 5.31 40 37 191 197 100 88 454 468 -C 1A-c1om 1.270 n 25.40 23.55 3 0 76 71 12 0 305 283 13AB-0ocs 0.258 a 5.16 5.31 0 0 0 0 0 0 0 0 1A-clom 1.270 a 25.40 56.21 0 0 0 0 0 0 0 0 11 D 11 DO 0.390 a 7.60 11.56 0 0 0 0 0 0 0 0 V�! 13AB-Docs 0.258 s 5.16 5.31 0 0 0 0 0 0 0 0 ::G 1A-c1om 1.270 s 25.40 25.90 0 0 0 0 0 0 0 0 11120 0.260 s 5.20 7.72 0 0 0 0 0 0 0 0 V,U 13AB-0ocs 0.258 w 5.16 5.31 0 0 0 0 0 0 0 0 IL-DG 1Ac1om 1.270 w 25.40 56.21 0 0 0 0 0 0 0 0 11130 0.390 w 7.80 11.58 0 0 0 0 0 0 0 0 C 16E-Otw 0.408 - 8.16 7.43 60 60 490 446 35 35 286 260 F 22A-tph 1.358 - 27.16 0.00 60 0 0 0 35 7 190 0 •••• • • 0000 466.0 •• • ••• • • •••••• •6 ••••• • 0000•• • • 0000• 0000 •6•• 0000 • • ••66•• •• • 0000 • • • • • •• •• • •• 0000• • •••••• 6 • • • • • 0.000 • 6 • 4 • • • 0000• 6• • • •• • • • 6 c)AED excursion -12 -24 Envelope loss/gain 757 701 1235 986 12 a) Infiltration 50 18 126 46 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances @ 1200 0 0 0 0 Subtotal(lines 6 to 13) 807 720 1361 1492 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 807 720 1361 1492 15 Duct loads 9411/6 11%1 110 79 14% 11% 186 164 Total room load 917 798 1546 1655 Air required(cfm) 1 1 43 391 1 1 73 81 Printout certified bvACCA to meet all requirements of Manual J 8th Ed. +. -FW w"gr.csofc- Right-Suite Residential 6.0.119 RSFt3O563 2015-Jul-02 09:30:38 Aft C:WIyDocuments\WrightsoftHVACU,BENOrrrrp Calc=MJ8 Orientatlon=N Page -�}+-wrightsofta Right-J Worksheet Job: 34x05 Entire House Date: 07-02-2015 By: JON FREEMAN AFFORDABLE AIR & HEAT,INC 1 Room name MASTER BED KITCHEN 2 Exposed wall 46.0 It 34.0 It 3 Ceiling height 8.0 It heat/cool 8.0 It heat/cool 4 Room dimensions 19.0 x 13.0 It 14.0 x 20.0 It 5 Room area 247.0 ft2 280.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft2°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P(S Heat Cool 6 WJ 13AB4)ws 0.258 n 5.16 5.31 152 152 784 808 0 0 0 0 �-C 1A-clom 1.270 n 25.40 23.55 0 0 0 0 0 0 0 0 13AB-Docs 0.258 a 5.16 5.31 0 0 0 0 0 0 0 0 1A-clom 1.270 a 25.40 56.21 0 0 0 0 0 0 0 0 1111DO 0.390 a 7.80 11.58 0 0 0 0 0 0 0 0 , 13AB-0ocs 0.258 s 5.16 5.31 0 0 0 0 0 0 0 0 I�-DC 1A-clom 1.270 s 25.40 25.90 0 0 0 0 0 0 0 0 11E0 0.260 s 5.20 7.72 0 0 0 0 0 0 0 0 V�1/ 13AB-0ocs 0.258 w 5.16 5.31 0 0 0 0 0 0 0 0 IL--OG 1A-clom 1.270 w 25.40 56.21 0 0 0 0 0 0 0 0 11 DO 0.390 w 7.80 11.58 0 0 0 0 0 0 0 0 C 16E-0tw, 0.408 - 8.16 7.43 247 247 2016 1834 280 280 2285 2079 F 22A-tph 1.358 - 27.16 0.00 247 46 1249 0 280 34 923 0 •0• • • ••• 0000• • 0000 • 0000• • • 0000 • • 0000• ••• ••• 0000 • 0000 •• 0000 • •• • • 0000• • 0000 • • • • • • • 0000• 0000•• • • • 0000• •• • • 000 1 0 • • • 6 c)AED excursion -44 -91 Envelope loss/gain 4049 2598 3208 1988 12 a) Infiltration 192 70 0 0 b) Room ventilation 0 0 0 0 13 internal gains: Occupants @ 230 0 0 0 0 Appliances @ 1200 0 0 3 3600 Subtotal(lines 6 to 13) 4241 2668 3208 5588 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4241 2668 3208 5588 15 Duct loads 14% 11% 579 292 14% 11% 438 612 Total room load 4820 2961 3646 6200 Air required(cfm) 226 1441 1 171 302 Printout certified byACCA to meet all requirements of Manual J 8th Ed. �.r- wrYgF•tso•°!- Right-Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 C:W1yDoamentslWrightsoftWACU,BENORtrp Calc=MJB Orientation=N Page - -wrightsoftRight-J Worksheet Job: 34405 Entire House Date: 07-02-2015 By: JON FREEMAN AFFORDABLE AIR & HEAT,INC 1 Room name TV ROOM LAUNDRY 2 Exposed wall 10.0 ft 10.0 ft 3 Ceiling height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 18.5 x 10.0 ft 10.0 x 10.0 ft 5 Room area 185.0 ft2 100.0 fta Ty Construction U-value Or HTM Area (ftj Load Area (ft') Load number (BtuWft2°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Yd/ 13AB-0ocs 0.258 n 5.16 5.31 148 103 531 547 96 51 263 271 ' G 1A-c1om 1.270 n 25.40 23.55 45 0 1143 1060 45 0 1143 1060 13AB-0ocs 0.258 a 5.16 5.31 80 59 304 314 0 0 0 0 1Ac1cm 1.270 a 25.40 56.21 0 0 0 0 0 0 0 0 11D 11 DO 0.390 a 7.80 11.58 21 21 164 243 0 0 0 0 y! 13AB-0ocs 0.258 s 5.16 5.31 0 0 0 0 0 0 0 0 EL--DG 1A-c1om 1.270 s 25.40 25.90 0 0 0 0 0 0 0 0 11 E0 0.260 s 5.20 7.72 0 0 0 0 0 0 0 0 V�✓ 13AB-0ocs 0.258 w 5.16 5.31 0 0 0 0 96 59 304 314 �-G 1Aclom 1.270 w 25.40 56.21 0 0 0 0 16 0 406 899 �D 11 DO 0.390 w 7.80 11.58 0 0 0 0 21 21 164 243 C 16E-0tw 0.408 - 8.16 7.43 185 185 1510 1374 100 100 816 743 F 22A-tph 1.358 - 27.16 0.00 185 10 272 0 100 10 272 0 • • ••• ••••• • •••• • sees: ••• ••• sees so • • sees • • • • • sees• sees • • • • sees• • • • •09 4 • • • 6 c)AED excursion 59 95 Envelope loss/gain 3924 3479 3368 3625 12 a) Urfiltration 288 105 242 89 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants230 0 0 2 460 Appliances @ 1200 0 1 0 0 0 Subtotal(lines 6 to 13) 4211 3584 3611 4173 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4211 3584 3611 4173 15 Duct loads 141/16 11% 575 393 140/a 11% 493 457 Total room load 4786 39774103 4631 Air required(cfm) 225 194 192 226 Printout certified bYACCA to meet all requirements of Manual J 8th Ed. c � �r.rof ++- wrgme- Right-Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 s A C:1MyDoaumentslWrightsoftWACU,BENOR.rrp Calc=MJ8 Orlentation=N Page wrightsoftRight-J Worksheet Job: 34405 Entire House Date: 07-02-2015 By: JON FREEMAN AFFORDABLE AIR & HEAT,INC 1 Room name DEN BATH 2 2 Exposed wall 16.0 ft 10.0 ft 3 Ceiling height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 12.0 x 14.0 ft 10.0 x 12.5 ft 5 Room area 168.0 ft' 125.0 ft2 Ty Construction U-value Or HTM Area (ftj Load Area (ft2) Load number (Btuh/ft2°F) (Btuh/ftq or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13AB-O 0.258 n 5.16 5.31 0 0 0 0 0 0 0 0 t-C 1A-clom 1.270 n 25.40 23.55 0 0 0 0 0 0 0 0 tf)/ 13AB4)ocs 0.258 a 5.16 5.31 0 0 0 0 0 0 0 0 I�-(G 1A-clom 1.270 a 25.40 56.21 0 0 0 0 0 0 0 0 11 11 DO 0.390 a 7.80 11.58 0 0 0 0 0 0 0 0 Val 13AB�cs 0.258 s 5.16 5.31 g6 84 433 446 80 60 310 319 ;�pG 1A�1om 1.270 s 25.40 25.90 12 12 305 283 20 20 508 471 11 EO 0.260 s 5.20 7.72 0 0 0 0 0 0 0 0 W 13AB-Oocs 0.258 w 5.16 5.31 112 82 423 436 0 0 0 0 IL- 1Aclom 1.270 w 25.40 56.21 9 0 229 506 0 0 0 0 11 DO 0.390 w 7.80 11.58 21 21 164 243 0 0 0 0 C 16E-Otw 0.408 8.16 7.43 168 168 1371 1248 125 125 1020 928 F 22A-tph 1.358 27.16 0.00 168 16 435 0 125 10 272 0 ••• • • • • ••• 0000• • •+•• • 0900• 9 0000• • 9 • • ••• ••9 0000 • •9•• •• 0000 • • • • 9.9•• • • • • • • • + • • • • 6 c)AED excursion 115 -28 Envelope loss/gain 3359 3276 2109 1690 12 a) Infiltration 262 96 101 37 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances @ 1200 0 1 0 0 0 Subtotal(lines 6 to 13) 3622 3832 2210 1727 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3622 3832 2210 1727 15 Duct loads 14% 11% 494 420 14% 11% 302 189 Total room load 4116 4252 2512 1916 Air required(cfm) 193 207 118 93 Printout certified bvACCA to meet all requirements of Manual J 8th Ed. c -rte- wrtgF�tsoft- Right-Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 / P. C.\My Documents\Wdghtsoft HVACU,BENOR.rrp Calc=MJS Orientation=N Page 5 -wrightsofta Right-J Worksheet Job: 34405 Entire House Date: 07-02-2015 AFFORDABLE AIR & HEAT,INC By: JON FREEMAN 1 Room name LUNG BATH 3 2 Exposed wall 18.0 ft 11.0 ft 3 Ceiling height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 18.0 x 14.0 ft 11.0 x 9.0 ft 5 Room area 252.0 ft' 99.0 ft2 Ty Construction U-value Or HTM Area (ftp Load Area (ft9 Load number (Btuh/ft?'F) (Btuh/ftq or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross WP/S Heat Cool Gross N/P/S Heat Cool 6 V1l 13AB-0ocs 0.258 n 5.16 5.31 0 0 0 0 0 0 0 0 r-G 1Aclom 1.270 n 25.40 23.55 0 0 0 0 0 0 0 0 %J 13AB-0ocs 0.258 a 5.16 5.31 0 0 0 0 0 0 0 0 It---GD 1A-clom 1.270 a 25.40 56.21 0 0 0 0 0 0 0 0 11 11 DO 0.390 a 7.80 11.58 0 0 0 0 0 0 0 0 V�J 13AB-0ocs 0.258 s 5.16 5.31 172 111 573 590 88 82 423 436 F`-C 1A-c1om 1.270 s 25.40 25.90 40 40 1016 942 6 6 152 141 D 11EO 0.260 a 5.20 7.72 21 21 109 162 0 0 0 0 V�J 13AB-0ocs 0.258 w 5.16 5.31 0 0 0 0 0 0 0 0 �G 1Aclom 1.270 w 25.40 56.21 0 0 0 0 0 0 0 0 �D 11DO 0,390 w 7.80 11.58 0 0 0 0 0 0 0 0 C 16E-0tw 0.408 - 8.16 7.43 252 252 2056 1871 99 99 808 735 F 22A-tph 1.358 - 27.16 0.00 252 18 489 0 99 11 299 0 • •f•• • ••••• • ••• ••• • 0*00 • •• • • ••••• • be • • • • • 6 c)AED excursion -59 -22 Envelope loss/gain 4243 3507 1682 1290 12 a) Infiltration 217 79 111 41 b) Room ventilation 0 0 0 0 13 trrtemal gains: Occupants 230 0 0 0 0 Appliances 1200 0 0 0 0 Subtotal(lines 6 to 13) 4460 3586 1793 1331 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution0 0 0 0 14 Subtotal 4460 3586 1793 1331 15 Duct loads 1 14% 11% 609 393 141/6 11% 245 146 Total room load 5069 3979 1 2038 1477 Air required(cfm) 238 194 96 72 Printout certified bYACCA to meet all requirements of Manual J 8th Ed. Aft�}+- wrtgr+tsoR- Right-Suite Residential 6.0.119 RSR30563 2015-Jul-02 09:30:38 C:WIyDocumentslWrightsoftWACU,BENOIT.rrp Calc=MJB orientation=N Page wrightsoft Right-J Worksheet Job: 34405 Entire House Date: 07-02-2015 By: JON FREEMAN AFFORDABLE AIR & HEAT,INC 1 Room name BED 2 2 Exposed wall 40.0 It 3 Ceiling height 8.0 It heat/cool 4 Room dimensions 12.0 x 16.0 It 5 Room area 192.0 ftz Ty Constriction U-value Or HTM Area (ftj Load Area toad number (Btuh/ftz°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VN 13AB-0ocs 0.258 n 5.16 5.31 0 0 0 0 �-G- 1A-c1om 1.270 n 25.40 23.55 0 0 0 0 13AB-0ocs 0.258 a 5.16 5.31 128 110 568 585 1A-clom 1.270 a 25.40 56.21 18 0 457 1012 11 11D0 0.390 a 7.80 11.58 0 0 0 0 yJ 13AB-0ocs 0.258 s 5.16 5.31 96 90 464 478 tL----C1Ao1om 1.270 s 25.40 25.90 6 6 152 141 D` 11E0 0.260 s 5.20 7.72 0 0 0 0 W, 13AB-0ocs 0.258 w 5.16 5.31 0 0 0 0 {�-J;D 1A-c1om 1.270 w 25.40 56.21 0 0 0 0 11 DO 0.390 w 7.80 11.58 0 0 0 0 C 16E-Otw 0.408 - 8.16 7.43 192 192 1567 1426 F 22A-tph 1.358 - 27.16 0.00 192 40 1086 0 • ••• ••• •••• • •• • • ••••• • •• f 6 c)AED excursion 153 Envelope loss/gain 4295 3795 12 a) Infiltration 283 103 b) Room ventilation 0 0 13 Internal gains: Occupants 230 2 460 Appliances 1200 0 0 Subtotal(lines 6 to 13) 4577 4358 Less extemal load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 4577 4358 15 Duct loads 14% 11% 625 478 FTTotal room load 5202 4836 Alr required(cfm) 1 1 244 1 236 Printout certified byACCA to meet all requirements of Manual J 8th Ed. wrtgtit�of e- Right-Suite Resldentlal 6.0.119 RSR30563 2015-Jul-02 09:30:38 AftK C:1MyDocumentslWrightsoftHVACU,BENOIT.rrp Calc=MJ8 Orientation=N Page Pagel of 4;not valid without all four pages. U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No.1660-0008 FEDERAL EMERGENCY MANAGEMENT AGENCY Expiration Date:July 31,2015 National Flood Imurame Program IMPORTANT:Follow the instructions on pages 1-9. SECTION A-PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Buildin Owner's Name Policy Number: A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Company MAIC Number: 10050 NE 12TH AVENUE MIAMI SHORES _ FLORIDA 2133138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) TAX ID#11-3205-019-0370 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)RE.SIDENTIAL A5. Latitude/Longitude:Lat.25 52 04.94 N Long.8010 25.15 W Horizontal Datum: ❑NAD 1927 R1 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number g A8. For a building with a crawlspace or enclosure(s): A9.For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 2093 sq ft a) Square footage of attached garage 527 sq ft b) Number of permanent flood openings In the crawlspace b) Number of permanent flood openings In the attached garage or enclosure(s)within 1.0 foot above adjacent grade 15 within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 1920 sq in c) Total net area of flood openings in A9.b 0_ sq in d) Engineered flood openings? ❑Yes R1 No d) Engineered flood openings? ❑Yes ®No SECTION B-FLOOD INSURANCE RATE MAP(FIRM) INFORMATION B1. NFIP Community Name&Community Number B2.County Name B3.State THE I 7Mfflx R 2 MIAMI- EFLORIDA B4. Map/Panel Number B6.FIRM Index Date B7.FIRM Panel Effective/ B8.Flood Zone(s) B9.Base Flood Elevations)(Zone Revised Date A0,use base flood depth) 12086C-0306 9/11/2009 09/11/09 X SHADED AND AE 8 B10.Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item 69: ❑FIS Profile FX7 FIRM ❑Community Determined ❑Other/Source: B11.Indicate elevation datum used for BFE in Item B9: R1 NGVD 1929 ❑NAVD 1988 ❑Other/Source: B12.Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes ®No Designation Date: / / ❑CBRS ❑OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑Construction Drawings* ❑Building Under Construction* R1 Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO.Complete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. Benchmark Utilized:LVET GPSNETWORK-; Vertical Datum:N VD2A Indicate elevation datum used for the elevations in items a)through h)below. 1j]NGVD 1929 ❑NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor) 7 .12 61 feet ❑meters b) Top of the next higher floor _11-.29 R1 feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) K]feet ❑meters d) Attached garage(top of slab) -9-.Q ®feet ❑meters e) Lowest elevation of machinery or equipment servicing the building --8 .48 ®feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) - a .59 ®feet ❑meters g) Highest adjacent(finished)grade next to building(HAG) t0 .11 ®feet ❑meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including ®feet ❑meters structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information.I certify that the information on this Certificate represents my best efforts to interpret the data available. 4N p STEp� I understand that any false statement may be punishable by fine or imprisonment under 18 U.S.Code,Section 1001. ��GEST IF I Cq rE iso ®Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑Check here if attachments. licensed land surveyor? El Yes O No No.6521 Certifier's Name License Number KEITH A.STEPHENSON LS 6521 ,e A ,y TitleComparry Y EXACTANameLAND SURVEYORS,INC. tea{ S1'ATEOF yq FIR FEsSIONAL c Address City State ZIP Code 11940 EAIRWAY LAKES DRIVE I FT.MYERS FL 3913 oYAc usvE 0 V. Signature,/, n, , Date Telephone �;,tt�,h�` p• 1 2/17/201 FEMA Form 086-0-33(Revised 7/12) See reverse side for continuation. Replaces all previous editions. (REV.3 619/2015) (REV.3 6/812015) (REV.2 2117/2015) (REVA 2/12/2015) Page 2 of 4:not valid without all four pages. FL1502.0707EC ELEVA ON CERTIFICATE, page 2 IMPORTANT:In these spaces,copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address(Including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: 10050 NE 12TH AVENUE City State ZIP Code Company NAIC Number: MIAMI SHORES FIL 33138 SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. Comments NOTE:C2.E=AC UNIT PAD.NOTE:THIS ELEVATION CERTIFICATE IS ONLY VALID FOR THE PERSON OR PERSONS NAMED ON THIS CERTIFICATE THE ELEVATION Signature i/ . n, , Date 2/17/2015 �`�iyLj'o- CENTERLINE ROAD ELEVATION:9.40 SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items E1-E5.If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A,B,and C. For Items E1-E4,use natural grade,if available.Check the measurement used. In Puerto Rico only,enter meters. E1.Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace,or enclosure)is ®feet ❑meters ❑above or ❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ®feet ❑meters ❑above or ❑below the LAG. E2.For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions), the next higher floor(elevation C2.b in the diagrams)of the building Is ®feet ❑meters ❑above or ❑below the HAG. E3.Attached garage(top of slab)is ®feet ❑meters ❑above or ❑below the HAG. E4.Top of platform of machinery and/or equipment servicing the building is ®feet ❑meters ❑above or ❑below the HAG. E5.Zone AO only:If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?❑Yes ❑No ❑Unknown.The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-issued BFE)or Zone AO must sign here.The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments. SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable item(s)and sign below.Check the measurement used in Items G8-G10.In Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation information.(Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A(without a FEMAAssued or community-issued BFE)or Zone A0. G3. ❑ The following information(Items G4-G10)is provided for community floodplain management purposes. G4. Permit Number G5.Date Permit Issued G6.Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: ElNew Construction ElSubstantial Improvement G8. Elevation of as-built lowest floor(including basement)of the building: ❑feet ❑meters Datum G9. BFE or(in Zone AO)depth of flooding at the building site: Elfeet ❑meters Datum G10.Community's design flood elevation: ❑feet ❑meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑Check here if attachments. FEMA Form 086.0-33(Revised 7/12) Replaces all previous editions. Page 3 of 4,not valid without all four pages. ELEVATION CERTIFICATE,page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. FL1502.0707EC IMPORTANT:In these spaces,copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,UniI,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: 10050 NE 12TH AVENUE City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood Insurance,affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as Indicated in Section A8. If submitting more photographs than will fit on this page,use the Continuation Page. r _ , FRONT PROPERTY PICTURE 2/9/2015 REAR PROPERTY PICTURE 2/9/2015 ............. � < f ' r � 10, wm '4� z� S M a 3 , ra y ,}�, P _• RIGHT PROPERTY PICTURE 2/9/2015 LEFT PROPERTY PICTURE 2/9/2015 FEMA Form 086-0-33(Revised 7/12) Replaces all previous editions. Page 4 of 4;not valid without all four pages. s ELEVATION CERTIFICATE,page 4 BUILDING PHOTOGRAPHS Continuation Page IMPORTANT:In these spaces,copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If submitting more photographs than will fit on the preceding page,affix the additional photographs below. Identify all photographs with: date taken;"Front View"and "Rear View",and,if required,"Right Side View"and"Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. FEMA Form 086-433(Revised 7/12) Replaces all previous editions. PREPARED BY: {�' � ��, ';i' I y,� a C MTN s E= "= Land Surveyors, Inc. T. .E` m -_ www.exactaland.com Toll Free 866-735-1916• F 866-744-2882 PROPERTY ADDRESS:10050 NE 12 AVENUE MIAMI SHORES,FLORIDA 33138 SURVEY NUMBER:FL1502.0707-01 FIELDWORK DATE:2/14/2o15 REVISION DATE(S):IREv.0 2/17rMS) FL15M.0707 LOT /6 BD!lNDARYSURVEY U11rW � / o� 4 THE EASTERLY 5'OF MIAMPDADECOnm 4Q k' LOT 15 NOTE= (V- eF_ / S BLK 177 LOT gPPEAR5 TO BE SERVICED 13Y CI-VfJATER AN7 5E*TR L`04 �' S :%"e Ire NO PIP fE cE owNERsti P NOT J TERMIN B IVa f�°'6 �QS�sS<ejOF�' BLK 1LOT 177 @ P.c. L ISN 90°00'00°E 5.00'(D) N 89.1728°E 4.95'(M() F� Ss r L2 N 14°28'31°W 95.89 D) 20� sSa (pMJ �� ciL =go 5 14°28'31°2 95.95'(C) Sys o. ALLEY(I 5'R/1N) Otir 78. 6' u2•PIR INOFII- ID m 3 n64, ELEVATIONS ARE DMVED USING GPS %CQ `SV r OBSMA11ONS AND ADJUSTED MTh L•NET GPS A.1 O NETWORK.EIZVATION5 5110`NN HAVE BEEN 1.1' CONVEMDTO NATIONAL GEODETIC VEKnCLE .h •`Ri�CP� DATUM OP 1929.(NGV029). c? A e 0R,OP1 NN A.0` T 2y REMAINDER OF WL0iWJ9 ' a LOT 15 BLK 177 _ (NOT INCLUDED) cow 1 c� a 1 I/2°PIP B NO ID C-1 C-2 •• R=245.00'(D*M) R=245.OL7(0#M) • �•�� ••• • 000000 L=52.42'(D)52.68'(M) L=136.36YD)136.36(M) n e=12°1535'(D)12°1909YM) d=3/°5337°(D)3/53137'(M) P •�Z�Q • • •• 5 27 02'271 W,52.32(D) 5 49°07021 W, 134.62'(D) • • • S 26°53112/'W,52.56'(M) 54910702'W, 134.62'(M) •!L•0 •• •• • •••••• •• • • Ts N.E. IOOTH5T. (P) •i•• •• i••••. /hereby cart 6 is Bev ofMa heroon •••••• i • • ••••• desorked has@fe3dn nide my di vckon, • • •••••• • ••••• end to ft ,kis a has • • 000 • andeLY71,JS 9W meefe the •• •• • •••••• ndrdmum k)e f70dde Board 40 0 20 40 • OfPfofesslo Chepfel$J-17of :••00•• •• Me F/O/ida COdB • • •••••• a• GRAPHIC SCALE (In Feet) • • KEITH A.STEPHENSON 1 inch = 40' ft, • • 'V :0000: •• • • • Sleet d F7orgta Rd�dlel Stnveyventl Mapper • UsedThis&mWfor Purposeso WO=Intended,W%e tWftMvertlmUMWsleeudw USW'$SWe M*WWWWWLW)ft ft vva»r. NoftV 1Wr sha seCaMnred toCIm ANY WghomSenernmMy-eOdmrrim tl eearIfIed. FLOOD INFORMATION: POINTS OF INTEREST BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING NONE VISIBLE MUNICIPALITY OR WWW.FEMAGOV,THE PROPERTY APPEARS TO BE LOCATED IN ZONE X SHADED AND AE(WITH A BASE FLOOD ELEVATION OF 8).THIS PROPERTY WAS FOUND IN THE VILLAGE OF MIAMI SHORES,COMMUNITY NUMBER 120652,DATED 09/11/09. �1 CC /� CLIENT NUMBER: DATE:2/17/2015 / I<r • AFFILIATE • t 1 BUYER:BEYOND ALL REVOCABLE TRUST ,y „ MEMBERS SELLER:ANDREW CURZON CERTIFIED TO:BEYOND ALL REVOCABLE TRUST;MOSKOWITZ, MANDELL,SALIM&SIMOWITZ,PA. E=XACTA Land Surveyors Inc. WWW-F This is e 1 of 2 and is not valid without all es. r P96 73te I-F•FYOM FL 33913 page pages. LBB 7337 11990 FaUrray Lakes Dd°e,Svlte l•Ft Myer,FL 33913 f .409 ..•••. • .• 4.4.44 • 444..4 • • • •• •004 • . • • 44.44 •. • 4444•.••• • .•.•. • • • ...••• 9 .• •. . so • .090.9 •4909. . • • • 999•.• • • • • • e 00 A REPORT OF SURVEY FL1502.0707-01 This is page 2 of 2 and is not valid without all pages. LEGAL DESCRIPTION: LOT 16,BLOCK 177,MIAMI SHORES SECTION 8,ACCORDING TO THE PLAT THEREOF,AS RECORDED IN PLAT BOOK 43,PAGE 67,OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,FLORIDA. AND THE EASTERLY 5 FEET OF LOT 15,BLOCK 177,MIAMI SHORES SECTION 8,ACCORDING TO THE PIAT THEREOF,RECORDED IN PLAT BOOK 43,PAGE 67,OF THE PUBLIC RECORDS OF MIAMI. DADE COUNTY,FLORIDA,DESCRIBED AS FOLLOWS: BEGIN AT THE NORTHEAST CORNER OF SAID LOT 15 FOR POINT OF BEGINNING;THENCE RUN WEST ALONG THE NORTH LINE OF SAID LOT 15 A DISTANCE OF 5 FEET TO A POINT;THENCE ALONG SOUTHEASTERLY SOUTHERLY LINEF LOOTT115 A DISTANCE OF 5 FEET RLTO THESOUTHEASTERLYSEOUTHEASSTSAID L RLY COTRNERR OF 6ON ND OT 1�HENNCE UN NO YALSAID LOT 13;ONG THE EASTERLY EASTERLY OF CJD LOT 15 A DISTANCE OF 95.69 FEET,MORE OR LESS,TO THE PLACE OF BEGINNING. SAID LAND SITUATED LYING AND BEING IN MIAMI-RADE COUNTY,FLORIDA JOB SPECIFIC SURVEYOR NOTES: THE ASSUMED BEARING REFERENCE OF SOUTH 56 DEGREES 45 MINUTES 06 SECONDS EAST IS BASED ON THE NORTHEASTERLY PROPERTY LINE OF LOT 16,BLOCK 177,LOCATED WITHIN MIAMI SHORES SECTION 8,ACCORDING TO THE PLAT THEREOF,AS RECORDED IN PLAT BOOK 43,PAGE 67,OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,FLORIDA. GENERAL SURVEYOR NOTES: 1.The Legal Description usedto panfmmtuc aurvaywaa suppled by athersThhsurveydoea rrotdmemmemkmpr 2 This suneyonhy sham imprnemenb found above gourd.UndawoundlectingyutBMesand enaoadunensare mtlocmedontltissurveymap. 3. Rtterenaseptic rentor drdn field shownonthis�avey.theloteton lsepprodmamastte location Wes slider ahownm Er4ctabyad"pmtymitwasestimatedbymeWdetectim. probing rods,end visud above gamd'unpection only.Noetcovadw Wes performed in ordmto dete rimdm oracem d accurate location. 4.Thest yi-cluskmyforthe useofthepartlesto whom Riscerti8ed S. Additions or deletiots tothb survey map and report byoter than the sign gPart,orpartes b prohibited whhoutumdon consentofthe Wong pantym partes. 6. Dimenabnsaretnfaetanddedmalstheteot 7. Duero vmrbeconsevcdonsundmd%houudime owsmapprmdm te. 8. Any FEMA flood tenedatecontained!on this survey is ferinfomatbnal purposesonly.Rooserchto obtain such data was pwfie ad atwwwfiemage, 9. Nlcomenmwkedw Wmatan Mfmuma'h'diameter,l8'ir mbmwlthacapsmmped LB07337. 10.If you ere reading this survej in an electronic formet,tve information contained on Misdocument Isoniyvalid ift isdoamren is akctrontcellysigned as specified in Oasts er SJ-17.W2(3)ofthe Florida Adminbvatve Code and Florida Smnne472025.TheElttmoNc Signature File reieeedmt isdoc rnemis praNnenty displayed on the mwicefor this surveywhich is sentunderseperatecover,Menudlydged aml sealed kgsf.[]s ey ugneMefloo mkeptm to oficooftse Ferforming sloveyociftdsdocanent is in paper format It b not valid without the signature and odgmd raised sed ofa Florida Licensed Surveyor. 11.Unless otherwise noted,an exammetion oftreabstract oftitewoo NOT performed by the dgrdrg wrweyoto determine which msmuma tN ifmy,meaRactiI property. 12 The symbols reflected m the legend and an this wavey may have been enlarged or reduced fm dadty.Thesymboh hawe been plotted atthe center ofthe field location,and may nor represent the actual shapeors¢eofthe feanom. 13.Pommof Imeresttlsol's)are selected ak wevourd improwmer nwhich maybe in conflict with boundary,building setback or eaaemnt 8nea, as defined by the Parameters oft is Mavey.There,may be additional POPs which are not shown,not cellbd�wtas POPs,orwhich aneot-be unlnownm the surveyor,ThesePOPS may not represent all kens ofmterestto the viewer. 14.LAiBtes shown on the subject Property may wmay nor instate the exitu ceofmorded o unrecorded uribyeasements 1 S.Themformston comdned on tis-cry hes been performed exclusively,and Is the We resp-113111ty,of Exacta Surveyas.Additional logo or references to ted Parry Emu are for -f-mu tonal Purposes only. 16.Pnsuauto FS.55B.0035.an individual ernplWooaagerm may not be hold'mdbidually liable for negligence. 17.Heuse meastaoneno should not be used for noe mutncton orplannirg.Mea urenenn should beveriled prim to such activity. LEGEND: SURVEYOR'S LEGEND UNClYPe,ry come,- Ac Auccororubm n. mepvrarna 351 Sarna Use eX arAWxa ar_ MusD! W. SanDT.tak I''�� ec. -cot of osT, asTwAmkr Saw mat all. DY]illdw PARVDSIDR an. alrat9G.TnN 900 WGtUZCaC m+twas out nkat C taco Sato Saonuaxew _ 010. eVabon W uRrbes.or6atess area Sr.-ceDt cTwo e,00Zr aid eaawAek ter umeea.9l10.ve0R Sar,. SGuatfe, SAL .hoes;PBiWaemma leo amtawrrm ". orae, tIJDDICVr been. bs5dkbO M. -book. S.TA neue aoeor rA+rn----- Sw aWeetWompw Ave. Mlletm emxere0e w Sasmvave to ovnwmmatF. M'ra"'Nz Se, sa+Cwwt 1•?rfD+Ge c CUW! a.R InN R- &w. SrAwfu a1v ou"N.ROIX a.rs. -105oue Tall troaDPAle,mra9lADk OveD+rAo Me CLS. tma¢re Stoat o.cs. moouamles" ra TDD'Mme fA^-0R!6 Coo,,. ooa oA. mdwum raa. raan9Mk wRverra:lae c. . awo uakfelQ OM oursax Of8lAarPAaCN. tW. YCeeroP xwl,mlNnYWNt CO. cuawotlr ml O""" . TWwtNOWAD[ SON rnaz COR Meet m ae01!m ambler lsPm UA UTMAY eaPA VUm fele! 05w 0)002ta6nbwNt OAb. 0f boot wC 0"1458 Cotter •• OVA. coko RVAYLY alr1IX OAV. OTNL CIM=Vmtele W? "M Palet • • CA Comm aw 04x& wt. vA7Nor npca • • ••• •••••• &WACeTVMjr ao=6armCP�p� CP o"am1181AD M � DV WA117tsaewkw act • • • • A9TMLT®ala!L6!ss6e b» D® fel MsTaom IF, y ychfto! •• • ••i • NyTIDx.� Dl. .W f,MD P.C. N WC.Na,.nw Cd'✓C@2 sRG ow DenTaky P.C.C. root W 0%.*A0 C1000k Oto •••••• • •• • •••••• ®YRtO® eLw. n,,nCe PAI. fWM1e9R Ca1rlYA fpanT Al gCR&S CAS:'vi Dia. n1aWnllt P/! POOL 0XVIssrr y.• avhgF'15PUCv- • SVA•Ot9r ru.meowmrxvaa M. DlrRAVCL M. PAD! Gw.e. Gat AWVT.A'.R 5err oboe** • • • ® pp�May d DarRCxertR Pe pgon pNl.WO WhIrct t'!.t. ar.Mry UrWrv[aar. ••'•••• CWIIipPR GOl. a"tV PAVHADef lA.W. OGC VaaIOt RT PINrIpf D;. DRNxADl CASPWlNr ♦ CDRI/J.sA'f4tw paTA M DareGlltalr= PAA. fCsNT amfNg D.U,C DtNN4G!M9.ne�ry:sat *to* • • • • CCadrlpa OWNBetO� rc IalD PA.G InalT W NexW1CCAraVf ,art.!. �tKR.eTG4P39 9M oboe** • Y• 411%604 ♦ Opxlrta.P0lwr 1nAt MD.CmOCrtMpMu®Ir PP. meprm/pt rq�DATroN eASPMa+ PAM FOIA'n pfw.MOt! IAC. rplrr Ol RVIIDl CIeNATWe Nnr�4CG�J trot!. fl. far6r®nDOR PAw IWNaDR rpptWR Wgp@1r V 1QNC nvMm/wWr RfMt rPDUIID epllren P.T. POMitQTMnDa.Y �`e.'t! VLUa+P09OtxAPV!1,e..9::fffAf�cP F9`,n. 000009 ••••• • • 00000•••• •sapMAe •• ••• • 000000 iter maDMOWOVf fgtC t171aAM0 maw R PMaewRASbY V Y'raavQ!A5!4Pn- nN'AgtlpRANanR M !WR•NM W e!o>fn 'la'\'twAtt fa.A?RVt • O Mw01pt IYDL NutID was bet . SRSJwa',CCM C P0ax,O1'alD(ervxhP;k:cIvLAQh::wrKxwPsnpCe?mhn.•,TR94NGaVa CGveg�idner r ••••••••••• • •• ••••• Too! A. fas AM.= IfOVO PA�La."A PY Wrorlmy MuC4n,CXt p fouro POK DVQ � PaDM9"'o mbnAtOk !UG1vr •• • tslT • ••• Gu pAnwant SML ardli¢Ipt e -s,wkor,�G::,Ti-v r5r • • • • • �.r win woau� ELECTRONIC SIGNATURE: PRINTING INSTRUCTIONS: OFFER VALID ONLY FOR: so • BEYOND ALL REVOCABLE TRUST ine Secoc ucadance Almof I Stature ds Sum ee Resent to 1.While viewing the wrvey in Adobe Reader,ealaet the (IMM,aNc tntsd rsAptoftgDeaFtalloiec tally sPDF, 'Print'buttonurderthe'FIVtab. wo.e W.runts dokwaeDt yes r«.Iwo el«vonh,nr w PDF, de 4 Ns eco uwfdyElee-kanyStgned.nwrefma.Nn surcavr--------- -I PDEffauthafthkunp✓otelyoaKbl"h-able..Inodwrovaneate 2.Sekxla poorer with legal sized paper. dro'Ekkvanlc Sgnetum'd POFsurvgn temwww.v.wrv_gyuarswm, 3.Under'Pdm Range",dick selectthe'NI"toggle. I I you-0:toa hash Afreentshokulaa,bvelabbM ♦ e eow,vodat 4.Under the*Page Handling'section,select the number of copes that you wold like to prim. I I In ordWro t-ce rid EleknenlrLprpNrc o/DMaurwry POFFent He w»wmwysrosmn; S.Under the'Page Scaling'selecdon drop down menu, I I LOaMJaed aw Hem Cabbroravanablaae seheet'Nona.° i25% offI6. Unehackthe'Auto Rotam and Center"chetkbm.rran wmvuevquarawm. 7.Cheek the"Choose Paper arse by PDF"checkbox. S500) =Critetauve Browx tuttonmtheupper rale Ned ka edthe IbihtawsawmanaanatokctaWw.easurwy'voFaoenmw+tanddxk 8.Click OKtoprint. I ANY FUTURE I T0PlmvrwmA (+WHrfE SURVEYING SERVICES a.ccaPvaaeaomDtterwnkmnlndwsw.t m�eredv4ommt SIAL �omrDsoiceCU f v`'"A ' eI^ ^" 1.in the main print wreen,choose'Properties". I ON THIS PROPERTY I s.noemdgam ga su tdwxW arbor,ydM wwandWmwcs 2.Choose"Quality'from the option& a (anaemm,'menwawsawylwuarentncyWabaWHamkalasetok 3.Change from"Auto Color'or'Full Color'to o-ft POF hauaemlenaraomgrtmayaamMundoesnarosah etakdn then cols PDF Nr assn tampx with one It is naautNntk. "Gray Scale'. ----- -- Exacta Land Surveyors,Inc www.exactalamicom P.866735.1916•F8667442882 LBO 7337 11940 Fairway Lakes DrtM Suite 1•FL Myers,FL 33913 w' •6•• 4444•• s•r• • • •0 60 0 • • •• 4444•• • 4.900• a 000* • • • • • 4444• •• • 4444 4444• • • 4444•• 4444•• • • 4444•• • •• •• • • • ••9••• 4444•• • • s • 4696•• 10050 NE 12th AVE RESIDENTIAL REMODELATION IdkAM t; ITY- Miami Shores, FI 33138 p Y-. STRUCTURAL CQ ULAT -NS MAY 2 2015 BY: . . .... ...... May 13th, 2015 ...... .. . ...... 00 0 .... . .. ..... ...... . . ..... .. .. . ...... . . . . ...... J s FernandoC4zede P.E. P.E. License No. 65521 17320 SW 142 Place Miami, Florida 33177 (786) 351-3663 118 Pages ' w •��• • • • • • • • •�• • • •• • • • • • •��• • • • • • • •��• • • • • • •��• • • • • •��• • • • • • • • 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, FI 33138 TABLE OF CONTENTS CHAPTER TOPIC PAGES 1 WIND ANALYSIS/WINDOWS &DOORS 1 to 6 WIND DESIGN PRESSURES 2 STEEL BEAM& CHANNEL DESIGN 7 to 52 3 STEEL COLUMN DESIGN 53 to 55 4 CONCRETE COLUMN DESIGN 56 5 FOUNDATION DESIGN 57 to 101 6 CHANNEL TO COLUMN BOLT'S 102 to 109 CONNECTION DESIGN 7 FACE MOUNT HANGER CALC. 110 8 SHORING DESIGN 111 to 118 9969 0 SSSS SSSS.. see May 13th, 2015 SSSS.. SSSS .. SSSS.. SSSS . .. SSSS. 00 .Soso. .. 69 . . . . 096..9 ` 969999 09 00 0 Fernando A , P.E. P.E. License No.65521 17320 SW 142 Place Miami, Florida33177 (786) 351-3663 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, F/ 33138 WIND ANALYSIS/ WINDOWS & DOORS WIND DESIGN PRESSURES 0000 . . 0000 0000.. .. 0000 0000.. 0000.. 0000 .. 0000 . .. 0000. May 13th, 2015 .0100. 0 0000 . 0000.. 000.00 0 96 96 0000.. . . 0000.. .. 0000 S GVOOS •••••• • •• •••••• • 000 •0090• . 000000 999.9 •9 • 9999 •••9• • • •9999• 99•••9 • • 99.9.9 • •• •• • • 0 9999•• 9••99• • • MECAWind Version 2 . 1 . 1 . 4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 www.mecaenterprises.com Date 5/5/2015 Project No. Company Name Designed By A.M. Address Description Proposed renovation City Customer Name Tieres Tavares State Proj Location 10050 NE 12th Ave.Miami Shores File Location: E:\Tieres home (04-19-15)\Tieres Tavares House (Wind loads).wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown ate based upon ASD Design, with a Load Factor of . 6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 BM = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7. 00 ft Slope of Roof = 6 : 12 Slope of Roof(Theta) = 26.60 Deg Ht: Mean Roof Ht = 13 .50 ft Type of Roof = Hipped RHt: Ridge Ht = 15.50 ft Eht: Eave Height = 11.50 ft OH: Roof Overhang at Eave= 2.50 ft Roof Area = 5618.00 ft's 2 Bldg Length Along Ridge = 74.17 ft Bldg Width Across Ridge= 65.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 8 .10 ft lzm: Cc* (33/Zm) ^0.167 = 0 .19 Lzm: 1* (Zm/33) AEpsilon = 545.33 ft Q: (1/ (1+0.63* ( (B+Ht) /Lzm) A0 .63) )A0.5 = 0.929•9• Gust2: 0.925* ( (1+1.7*lzm*3 .4*Q) / (1+1.7*3.4*lzm) ) • _ • 0.810••.• 000000 Gust Factor Summary 000000 X00 0 •000:0 Not a Flexible Structure use the Lessor of Gustl or Gust2 **Fr;.0 0.85 • • 0000 •• • • • Table 26.11-1 Internal Pressure Coefficients for Buildings, l �i�• •��• 0•••• GCPi ; Internal Pressure Coefficient - V-0.18 • • • •••-•• • • 000.0 • • 0000•• •• •• • 0000•• Topographic Adjustment 0 0.33*Z • _ 4i•��•i• 0000•• Kzt (0.33*z) : Topographic factor at elevation 0.33*z ; _�'� 1!00 :'P0O•: Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z) ] A0.5 •'= ' 175.t0.-TVh • • Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 65 ft wall L/B = 1.14 ph: Net Pressure at top of wall (windward + leeward) = 46.83 psf p0: Net Pressure at bottom of wall (windward + leeward) = 46.83 psf ps: Side wall pressure acting uniformly outward = .55 * ph = 25.95 psf pl: Leeward wall pressure acting uniformly outward = .36 * ph= 17.07 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.76 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.76 psf t 0000 0000•• 0000 • e 0000•• • •• 0000•• • • • • 0000•• •••••• • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • •••••• 0000•• • • • • 0000•• 00.00• • • • 41,17 MWFRS-Wall Pressures for Wind Normal to 74.17 ft wall Lig = 0.88 ph: Net Pressure at top of wall (windward + leeward) = 47.72 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.72 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.13 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.59 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.59 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Mean roof ht. Ph 9 Wind Nall Pressures h [i See TaWe 27.6-1l I I Plan Po Elevation Net Wind Pressures on Roof (Table 27.6-2) : •.•• Exposure Adjustment Factor 'mss' ; 1.2,1;�� • Zone Load Case1 Load Case2 • Psf Psf ..•. .. . :•.•.� ---- ---------- ---------- • . • 1 -22.78 17.96 • • •••••• • • ••••• 2 -28.50 -13 .60 • • •••••• 060*3 -43 .76 .00 • 4 -39.06 .00 • • • • 5 -32.01 .00 ' • . • •••••. Note: A value of 10' indicates that the zone/load case is not*app'lica7aIe:'; ' • �21 Sy '� h S IMI y 3) Hipped Roof Roof Overhang Loads (Figure 27.6-3) : Load Case 1: Povhl: Overhang pressure for zone 1 = -17.09 psf Povh3 : Overhang pressure for zone 3 = -32.82 psf Load Case 2: Povhl: Overhang pressure for zone 1 = 13 .47 psf Povh3 : Overhang pressure for zone 3 = .00 psf Roof edge pressure from table Zoncs ► or 3 as applicabl B's or p; Wind Dircz wn-I r`h 0000 • • 0000 0000•• 0000•• •• • 0000•• • 0000•• • • • 0000•• 0000 •• • • • • • • • • 0000 • •• 00000 06.00• • • 09.60 • • ••666• •• •• • ••009• • •6.66• • • • • • • • • • • 00.90• •6.60• • • • • • • • • 0••09• • • • , y .... ...... .... . . . . ... .. . . ...... . .. ...... ...... ...... .. .... . . ..... .. . .... ..... . . ...... ...... ...... . .. .. • s •��• • • • • •��• • • • • • • • MECAWind Version 2 . 1 . 1 , 4 ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2015 www.mecaenterprises.com Date 5/5/2015 Project No. Company Name Designed By A.M. Address Description Proposed renovation City Customer Name Tieres Tavares State Proj Location 10050 NE 12th Ave.Miami Shores File Location: E:\Tieres home (04-19-15)\Tieres Tavares House (Wind loads) .wnd f h Roof ilot shawn 2: 1 12 21 5I f .t /4 C1 �I� I alls `` Hili Roof 7<=:Q ==27 a a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of . 6 Width of Pressure Coefficient Zone "a" = 5.4 ft Description Width Span Area Zone Max Min Max P Min P ft ft ftA2 GCp GCp psf psf -----------------------------------------------------------------• •--------- • •••• •••••• Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.M10*-:4.49 • ••• •• Zone 2 1.00 1.00 1.0 2 0.50 -1.70 28.Q1••-77.44• + • • • • •• • •••••• Zone 3 1.00 1.00 1.0 3 0.50 -2.60 28.01 •1•14.52 Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61***-t2.73 • :••••: Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.41"'65.04% �• • Zone 2H 1.00 1.00 1.0 2H 0.50 -2.20 20.6n**0-90.62' 0' ��••' Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 20A 6:t1Z2.41;...�� '•••• •• •• • •••••• • • • • • •••••• Khcc:Comp. & Clad. Table 6-3 Case 1 _ . 1.0'x••••• Qhcc: .00256*VA 2*Khcc*Kht*Kd •�-wo ;1.19.p6s;. :0640: MECAWind Version 2 . 1 . 1 . 4 ASCE 7 -10 Developed by MECA Enterprises, Inc. Copyright 2015 www.mecaenterprises.com Date 5/8/2015 Project No. Company Name Designed By A.M. Address Description Proposed addition City Customer Name Tieres Tavares State Proj Location 10050 NE 12th Ave. Miami Shore File Location: E:\Tieres home (04-19-15)\Tieres Tavares House (Windows & doors loads) 05-07- 15.wnd Roof not <1 I •, r I shown 2� 1 ' 2 2' 1 112 51 I 1 a �, I 4 ��I'alls ,�'� Hits Roof 7 = ...... .... . . ...... . .. ...... • ..... .. . .... ..... . . ...... ...... . .. •e ...... . . . . Qhcc: .00256*V'2*Khcc*Kht*Kd = 41.19 psf 0000 • • 0000 0000•• e a 00 • • ••• • •••0••• 00 0 0000.0 000000 • • • ••••s• 0000 •0 • • • 0000 • 00 ••••s ••••••• • • ••••• • 0000•• •• •• • • ••00••• • 0000•• • • • • • • • • 0000•• 0000•• • • • •0000• • • 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, FI 33138 STEEL BEAM & CHANNEL DESIGN 0000 . . 0000 0000.. • May 13th 2015 •••••• ••:..' 0000.. 00 0000 . 0000.. 0000.. • • • • • •0000• •0.0.0 • • • •0000• ....00 .... . . . ••• • • •• •...•• • •• 0.000• • • e • 0000.• •••••• • • • •• 0000 0000• •0 • 0000 0000• • • 0000•• 0.000• • • 0 • •.••.• 0000.• P Y z 0000 . . 0000 .000.0 0000 . .. 0000. 000000 0. 0 0000. 000.. .. .. . 000000 0000.. . . . 0 00 000000 0000.. so* 000000 00 0 0 900 g 3 ' Y ...... .. . ...... CUD= 2s��X"r� p�,�.� .�S�• ...... . . ..... .. .. . ...... 90 . . . . ...... . . ...... ...... .... . . • • ...... . .. ...... • 00 Y zsees • • • •• •sees• Liv ... • . ••..•. •• . 00.00• • 0•.000 . L Z. • • • 000..0 • ••s.• •• •• • .s.•:• • 000..0 • 0 • • • . 0.0.00 • 0 •...• 0 00 0 so.0 s 0000 •s••oo 0000 • • ••0•Y• . •• 0000•• • • • • 0000•• 0000•• • • • o• 0000 41 •0.0• •• • 0000 0000• • • 0000•• 00*9 • • • 0000•• 0000•• • a • • 0000•• • • lam' Cb P5 Y I z SSSS . . SSSS SSSS.. SSSS•. .. SSSS.. SSSS .Soso. 0000 • •• S•o.• •..•.• :*00:0 • 0000• • • • • • 0000.• • • • 000000 00 0 Ur�grouped FaHed Warning F a O;DODO 0 2502 ` 0 D05 �7'6D7 ]i.DOW, •0.990 .... 0.000• • •• •e:••. ••...• 0 go 0.00• •• • 0000 0.000 • • 00.00• 0•.00• • • .••..• • s• •• . 0 • 0.000• 0.0.00 • • • • 0.0.00 • • • • • 0.000• • • • 0 00 /l Member:BmX003 beam at center of living area(DL+LL) Load Case:D+L May 10,2015;07:38 PM 0.1 0.0- -0.2- -0.540 .0-0.2 -0.540 T 10000-, 8978 5000 -8;42 5000 -8864 20000 -'23S34- 10000- ._:...._ 10000 _...r _.._....{ w -10000 - --- -20000 -30000 •--28039 1,0- 0.5- 0.0- 0 .00.5 • 0000 0000•• • • • • 0000• •• • 0000•• 0.5 • • • 0000•• 0000 •• • • • 0.0 • • N 0000 • •• 0000• • • > 0000•• • • 0000• -0.5 0000• •• •• • 0.0000 0000•• • •• • •••••• 1.0 - - • 0000 • • • • • • • 0000•• •• • ••• • • 0.6 • • w -Q 0.0- -0.5- -T.0 .0-0.6-Y.0 0 5 10 15 20 25 Distance From Start(ft) VisualAnalysis 10.00.0009 www.iesweb.com 0000 0000.. 0000 . . • 0000.. 0000.. .. 0000 0000. .. . 0000 0000.. 0000.. . .. .. • 0000.. 0000.. • 0000.. .0 0 0 0. l'2 u CD 4� :A. v P5 Y cq T -J 0.0 0 U- A • • 0000 4000.• •• • • •0• v •000•• • • • . •. • 000.09 • 000.00 /J ��'� _' •�• • 00000 •00.0 . 0000.. 0. 00 • 0.0.•• 00 . . . . •0000. 0000.. . . . 690064 0000 0000•• 0000 • • 0000•• • •• 00:00• • • • 0000•• 0000•• • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • •0900• 0.9066 • • • • •606•• •0.00• • • • II N v co 0000 LL A a P5 Y n i CV -n II II } A • • ' . . 600 .00.00 .. . 9.00.0 0000.. 0000.. 0000 .. . . . . 0000. . 0000.. .. .. • •000•• 0000.. • . . . . 00 ..000• 0000.. .. 0 0 000 . . t .... ...... .... . . . . ... .. . . ...... ...... .. .... . . ..... .. . .... ..... . . ...... ...... ...... . .. .. ...... . . ...... . . . . ...... ...... ... .. . . 1 � e -C II A_ W 6 Y n tk rn N coLO n u `p' LL : w•• 0000 •••10• • ••w••• •• • 0000•• • 0000•• 0000 •• • • • • • • • • 0000 • •• 0000• 0 •0.0•• • • 0000• • • 000•• •• •• • •01••• • w • • • • 0000•• 0000•• • • • • • • w • •0000• • • 9999 9999•• 9999 • • 9999•• • •• 99:99• • • • 9999•• • • • •• 9999 99990 •• • 9999 90000 • • 9999•• 9999•• • • 9999•• • •• •• • • • •99••• • • • • • 9999•• • • • 0 00 /Z;7 Project: 1peam at center of living area (DL+LL) May 06, 2015 EAEngineering\Tieres home\ Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N001 0.6759 0.0000 0.0000 Yes Yes Yes Yes No No N002 19.7500 0.0000 0.0000 Yes Yes Yes Yes No No N003 -6.0000 0.0000 0.0000 Yes Yes Yes Yes No No Member Elements Member Section Material (1)Node (2)Node Length Weight R 1 Rz1 R 2 Rz2 One Way ft Ib BmX003 W8x24 ASTM A36 N003 N002 25.7500 621.3125 Rigid Rigid Rigid Rigid Normal (2-way) • • •••• •••••• •••••• •• • •••••• • •••••• •••• • •• ••••• 00 •••••• • • ••••• • • •••••• • • • • • •••••• • • Page 1 VisualAnalysis 90.00.0009(www.iesweb.com) r •••••• •••• • • •••••• • •• •••••• • •••••• • •• •• • •••••• • • • • Project; beam at center of living area (DL+LL) May 06, 2015 E:\Engineering\Tieres horne\ Load Case Summary 2 Service Load Cases 7 Equation Combinations Load Combination Summary Equation Combination: 0.6D+0.7Di Combination: 0.60D +0.70Di*0 Contributing Cases & Source D (D) Equation Combination: D+0.6H Combination: D+0.60H*0+ F*0 Contributing Cases&Source D(D) Equation Combination: D+0.75(L+Lr) Combination: D+0.75L+0.75Lpa(>100psfl*0+ 0.75Lr*0+ H*0+F*0+ 0.75T*0 Contributing Cases &Source D (D) L(L) Equation Combination: D+L Combination: D+ L+Lpa(>100psfl*0 Contributing Cases &Source D (D) L(L) Equation Combination: D+L+Di Combination: D+ L+ Lpa(>100pst*0+ H*0+ F*0+T*0+ Di*0 Contributing Cases &Source D (D) L(L) Equation Combination: D+Lr+R Combination: D+ Lr*0+R*0 Contributing Cases &Source D (D) Equation Combination: Live Combination: L+Lpa(>100psf*0+Lr*0 Contributing Cases &Source •••• . . .... ...... •• w Y •.• w • wwww.w • • • •ww.ww wwww •• • • • wwtw w •• wwitw •��w • • wwww• *goo** wwwwww • ww.www • • •www.* w • • • • s • • wwwwww Pagel VisualAnalysis 10.00.0009(www.iesweb.com) Proiect; beam at center of living area (DL+LL) May 06, 2015 EAEngineering\Tieres home\ Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft Ib/ft ft-Ib/ft D BmX003 Force Y 0.0000 25.7500 -352.0000 -NA- L BmX003 Force Y 0.0000 25.7500 -422.0000 -NA- 0000 • • .••• 0000•• •• • . •0• 0 • • • •00••• •• • 0 0.000 • •0000• • 0 0.000• 0000• 0000• • •• 0.0.0000 •00• 0 0 00•••00 • •• •• • •0.0•• • 0000•• 0 0 • • • • 00..00 • 0 . • . . 00..00 0 000 . • Page 1 VisualAnalysis 90.00.0009(www.iesweb.com) i t •��• • • � • • • � •�• • • •• � • • • •��• • • • • • • • •��• • • • � s • • •��s • � • • • • • Prosect: beam at center of living area (DL+LL) ` May 06, 2015 EAEngineering\Tieres home\ Member Extreme Results Member Fx Ic V Ic Mz (Ic) Ib Ib Ib-ft BmX003 0.00(1) -6864.20 37 -28039.37 37 BmX003 0.00 ( 1) 8977.54 37 23630.95 37 •••• • • ..•• . •• •.•.. •...•. . • ••.•. • • • • •••••• Page 1 VisualAnalysis 10.00.0009(www.iesweb.com) .... •��o�• •ss• • • � • • • � •�• + • •• � • • • • •��o�• • • • • • • • •��• • • •��s• • •• •• • � • •��• � • • • •��• • • • • • • a • Project: beam at center of living area (DL+LL) • ' ' May 06, 2015 E:\Engineering\Tieres home\ Result Cases (Extreme Rows Only) Result Case Name Design Checks Design Group Results Design Group: Steel—Beam X_G01 per AISC ASD (2005) Designed As:W8x24, Material:\Steel\ASTM A36 Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in in Ref. Check BmX003 D+L -0.5396 1.2875 IBC 1604.3.1 0.4191 OK Weak Deflection Check Member Result Demand dz Capacity dz Code Unity Name Case in in Ref. Check BmX003 Live 0.0000 0.8583 IBC 1604.3.1 0.0000 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check BmX003 D+L+Di -28039.3748 32648.6117 F2-3 0.8588 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check BmX003 D+L+Di -9081.8079 27977.0399 G2-1 0.3246 OK sees . . sees sees.. sees.. 00 0 0.00.0 000000 0 0 0 sees .. .00000 sees . .. sees. sees.. . e sees. sees.. .. sees.. e sees.. Page 1 VisualAnalysis 10.00.0009(www.iesweb.com) t t •••••• •••• • • •••••• • •• •••••• • ••••• •• • •••• ••••• • • •••••• •••••• • •• •• • •••••• • • • • •••••• • • �$�2P36 P Y . . .... ...... ...... .. . ...... .... . .. ..... 60.00• . . 00.00 •• •• . 0000•• •6••e• • • • • • 0 • • • •0000• • • • .... ...... .... . . . . ... .. . . ...... . .. ...... ...... ...... .. .... . . ..... .. . .... ..... . . ...... ...... ...... . .. .. � • •s��• � • • • •��• • • • • • • • Y coo Z •• .... . .. ..... . . . . ...... � r •••• • • •••••• •••• • • • • • • • ••• • • •• • • • i •••••• • •f •••••• • •••••• • • ♦ • • ••••• •• • •f•f • • ••f•• • • •••••• ••••ff • • if•f1• • •• •♦ • • • •••�•• • • • • •••••• • • • • • • • t � X65' Y z 0000 ..., 0000.. 0000.. 0000.. AecSS¢Z�� 5, 21• ;,; �7`�' ��;, eZJ 0000.. . . . . 0000.. 0000.. ^c . . . 0000.. � T � � � •��• • • � • • • � •�• • • •• � • • • • •��• • • o •• •tee• • • • • • • • •��• • • • � • •��• � • • • •��• • • • • • • • Pte' 1' V I z0000.. 0000 0000.. 0000 0000.... 0000.... 00000* :00 • 0 0000.. . 0000 0000... . . 0000.... . . 0000... 0 0 000000 00 00 0 0 00000 . 0 • .060 0000 . . 0 0 0000.... 0000... 00 . .0000 0 0 0 0000 . • 00 0 Ungrouped Failed iiWarning +^A fi 1 � i •��• • • � • • • � •�• • • •• � • • • • •��• • • • • • • • •��• • • • � • •��• � • • • •�� • • • • • • • Member:BmX003 beam at center of living area(Uplift) Load Case:D+0.6W a+Z May 10,2015;07:40 PM 0.30 0.25 0.10 0.05 0.00 _„, -0.023 -0.05 4000 .31119 .-3564 2000 79 rA -2000 -4000 4661-+ 15000 10000 ------' w 5000 Q 0 N -10000 (((..._....-.-._._-12268.1_...._.... ........-..__. 1 1.0- 0.5-- 00 .00.5 •• • 006000 • 0000• • • • 0.6 0000•• •0000 • • � •• 0000• 0.0 • • ^� 06600 • 0000• • •000• ••6•• 0 000 • • • •00000 46.66 1.0 • • • •00•6• 00 0.6 •• • w 0.0-- 0 .0 N T O m 0 O 2 0 5 10 - 15 20 25 Distance From Start(ft) VisualAnalysis 10.00.0009 www.iesweb.com 6666 6666.. 6666 . . . . .. 6666.. 6666.. 6666.. .. 6666 6666. .. . 6666 6666. . . 6666.. 66..66 . . 6666.. . .. .. . . .0.00. 00 .60086 0 . . 0:.66.. 0060.. . . Project: 'beam at center of living area (Uplift) May 07, 2015 EAEngineering\Tieres home\ Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N001 0.6759 0.0000 0.0000 Yes Yes Yes Yes No No N002 19.7500 0.0000 0.0000 Yes Yes Yes Yes No No N003 -6.0000 0.0000 0.0000 Yes Yes Yes Yes No No Member Elements Member Section Material (1)Node (2)Node Length Weight R 1 Rz1 R 2 Rz2 OneWay ft Ib BmX003 W8x24 ASTM A36 N003 N002 25.7500 621.3125 Rigid Rigid Rigid Rigid Normal (2-way) . • .•.. .•.... ...... .. . ...... .0000• ..... •...• . .. •.... • • . . •...• 0 •..0.• .. .• . •...•. 0 .••••• • • 0 • . 4 0.00• • • • •0000• 00 00 Page 1 VisualAnalysis 10.00.0009(www.iesweb.com) Project; 1peam at center of living area (Uplift) May 07, 2015 E:\Engineering\Tieres home\ Load Case Summary 2 Service Load Cases 8 Equation Combinations Load Combination Summary Equation Combination: 0.6D+0.6W»+Z Combination:0.60D+0.75Fa*0+0.60W+Z Contributing Cases & Source D (D) W+Z(W+Z) Equation Combination: 0.6D+0.7Di Combination:0.60D+0.70Di*0 Contributing Cases&Source D (D) Equation Combination: 0.75(D+L+W) )>+Z Combination:0.75D +0.75L*0+0.75Lpa(>100ps�*0+0.75W+Z Contributing Cases &Source D (D) W+Z(W+Z) Equation Combination: D+0.6H Combination: D +0.60H*0+F*0 Contributing Cases& Source D (D) Equation Combination: D+0.6W»+Z Combination: D+ H*0+ F*0+ 1.50Fa*0+0.60W+Z Contributing Cases &Source D (D) W+Z(W+Z) Equation Combination: D+0.75(L+0.6W+Lr) ))+Z Combination: D+0.75L*0+0.75Lpa(>100psf*0+0.75Lr*0+H*0+ F*0+ 1.50Fa*0+0.45W+Z Contributing Cases & Source D (D) W+Z(W+Z) Equation Combination: D+L Combination: D+ L*0+ Lpa(>100psD*0 •••••• . . .... ....•. Contributing Cases &Source •••• ••• •• D (D) • • Equation Combination: Wind »+Z •••••• •• •••••. Combination:W+Z •••, •• • �•••+� • Contributing Cases&Source •••• •• •••�• W+Z(W+Z) • • •••••• • • ••••• • Pagel VisualAnalysis 10.00.0009(www.iesweb.com) � T •••• • • •••••• •t•• • • • • • • • ••• • • •• • • • • •••••• • •• •••••• • •t•••• • i • • • ••••• •• • •••• • • ••••• • • •••••• •••1•• • • •••••• • •• •• • • • ••••1• • • • • •••••• • • • • •••••• • • • • • • • Proiect; beam at center of living area (Uplift) May 07, 2015 EAEngineering\Tieres home\ Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft Ib/ft ft-Ib/ft D BmX003 Force Y 0.0000 25.7500 -141.0000 -NA- W+Z BmX003 Force Y 0.0000 25.7500 965.8000 -NA- ••a• • see• •• r • • •••• • •• ••••• ogee•• • • ••••• •• •• • goes•• so *000%• • • • • ••gee• 0.• • Pagel VisualAnalysis 90.00.0009(www.iesweb.com) i ••••• •• • •••• •••••• • •• •• • • • Prbiect,'beam at center of living area (Uplift) May 07, 2015 EAEngineeringUieres home\ Member Extreme Results Member Fx Ic) Vy 00 Mz Ic Ib Ib Ib-ft BmX003 0.00(1) -10863.54 24 -28595.35 24 BmX003 0.00(1) 8306.23 24 33929.90 24 9999 • • 9999 •96966 9999•• •• • 9999•• • 99.99• • • • •••••6 9999 •• • . • 9999 • of 9999. ..9999 • • 9999• • • •909.6 •• •6 • 006••9 • 0.0 Pagel Visua/Analysis 90.00.0009(www.iesweb.com) 4 1 0 Soo: 0 0 0 Project beam at center of living area (Uplift) May 07, 2015 E:\Engineering\Tieres home\ Result Cases (Extreme Rows_ Only) Result Case Name Design Checks Design Group Results Design Group: Steel—Beam X_G01 per AISC ASD (2005) Designed As:W8x24, Material:\SteeMSTM A36 Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in - in Ref. Check BmX003 Wind»+Z 0.6529 0.8583 IBC 1604.3.1 0.7607 OK Weak Deflection Check Member Result Demand dz Capacity dz Code Unity Name Case in in Ref. Check BmX003 Wind »+Z 0.0000 0.8583 IBC 1604.3.1 0.0000 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check BmX003 0.6D+0.6W»+Z 16877.2225 32648.6117 F2-3 0.5169 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check BmX003 0.6D+0.6W»+Z 5466.4447 27977.0399 G2-1 0.1954 OK . . ..•. ...... ..0.00 •. • ...... 000900 • • • 00 0 • • • • • •9•• • •• 999•• ••9••• • • ••999 • •••999 • • • • • 0000•• • • Page 1 VisualAnalysis 90.00.0009(www.iesweb.com) � 1 0000 0000•• 0000 • • •••••• • •• •••••• • • • • 0000•• 0000•• • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • 0000•• ••0000 0 • • • • • P 7t, (we 0000 . . 0000 0000.. .. 0000 0000.. .. . .0000. 0000.. 0000.. 0000 .. . 0000 . 0. 0000. .00000 . . 00000 0 0 0000.. 09 09 9 .90009 900099 9 00 . 9 . . .0900. 0000.. . . 9 . 99.999 ...... .... . . ...... . .. ...... ...... ..... .. . .... ..... . . ...... ...... . .. .. ...... 6:609: . . moo' C *so* . . e.e• .o..o. .. . . ... . o . . SSSS.. .. . S SSSS.. SSS.. .Soso SSSS .. .. SSSS . .. e0e69 00000 . SSSS.. e0 so s sees.* osoees e so . . . . .oleo. SSSS.. e . .sees. .. SSSS 9999 . . 9.9. 96.999 .. 9999 . . 9 9999.. .. . 9999.. 9999 .. .9999..9096. . . . .. 9999 . ... 9999. 9999.. . . 0000. . 9999.. .. .• . 0966.0 .9••.. • • • • • • •6..99 •.6.•. 0 • •69..• r �g 6 5� P Y E i Z 0000 . . 0000 0000.. .. 0000 0000.. 0000.. 0000 .. 0000 . .. 0000. .0.000 0000 . 0000.. 0000.. . . . . 0000.. 0000.. . . 0000.. .. 0000 lingrouped Failed �/arnirg D OOOQ. ' 0 2502 0 80(3.5 0 760? 11;00;1.0 0000 0000•• 0000 • • 0000•• • •• 0000•• • • • • 0000•• 0000•• • • • •• 0000 • • • • • 00000 •• • 0000 0000• 0000•• .:.0.: • • 0000•• • •• •• • • • 0000•• • • • • •0000• • • • • 0000•• • • • • • 0000•• • • • Member:BmX001 beam at opening(back of the house)DL+LL Load Case:D+L May 10,2015;08:27 PM 0.00-- 0 <, d -0.05 C -0.10 , -0.204 -0.20 ..�, 6000 4000 5722 2000 9 0 -2000 -4000 -6000 30000 - - - 25000 — w 150001 - 10000 i 5000 ---- :1 r--- --- � 0 1.0 0.5 C N 1.0 0.5 � 0000 0.0 • N • • 0000 •00.00 • ••• • • •••• •• • 000000 • 0000•• 000 • • • • *00 1.0 • • 0.5 • • • • •0000 - • 0000•• r. • •� 0.0 • posse•. • • •• •••000 • • • •0• • • 1.0 • • 0 2 4 6 8 10 12 14 16 18 20 Distance From Start(ft) VisualAnalysis 10.00.0009 www.iesweb.com . . . . . . . . . . . . ... . . . . ... . ... . . . ... . . . . . .. .. . . . ... ... ... . .. . . . .. ... .. . ... . . . . .. . .. . . . . . ... .. FY=2822.1 Ib 'b ry� 'V 9e4.- FY e cJ•.•d .,X N FY=2822.1 Ib r 6666•• •YI• • • 6666•• • •• •00Y6• • • • • 6666•• 6666•• *094 6666• •• • •0•• 6666• • • 69000• 6666•• • • 6666•• • •• •• 0 • • 6666•• 6.0699 • • • • 60••9• •00.9• • • • .. .. . . . .. .. . . . . . . . . . . . . . . ... . . . . ... . ... . . . ... . . . . . .. .. . •. •• • • • •• ••• •• • ••• • • • • •• • FY=2900 Ib J X N FY=2900 Ib ...... .... . . • . ...... . .. ...... ..... .. . .... ..... . . ...... • • • • • • • •0• 0 • •• .• •• . • . .• •. . • • • • • . . . . . . • ••. . • . . ..• . •.• . . . Vo 00 . . . • • .. .•• . • .• • .... .... ... . •• . • . •• •.. •. . ... . . . • •• . .. • . . . . ... .• FY=5722.1 Ib O� V \ FY=5722.1 Ib � � r sees s • •e•ee• ecce • • • e • • • • • •cies• seeeee e 0000 sees• •• • see• • • •see• • • •:sees •eei•i e • 00e e e eeee e• sees•• i • • • ••s s e• e • Project, 'beam at opening (back of the house) DL+LL May 10, 2015 EAEngineering\Tieres home\ Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N001 0.0000 0.0000 0.0000 Yes Yes Yes Yes No No N002 20.0000 0.0000 0.0000 Yes Yes Yes Yes No No Member Elements Member Section Material (1)Node (2)Node Length Weight R 1 Rz1 R 2 Rz2 One Way ft Ib BmX001 C15x40 ASTM A36 N001 N002 20.0000 804.2880 Rigid Rigid Rigid Rigid Normal(2-w2 . . .... ...... ...... .. . ...... ...• . •• ....• •..... • . ..... • • Pagel • •" ." •.•.•. " • • • . • VisualAnalysis 10.00.0009(www.iesweb.com) '..' ; . ... ;""; 0 0 ...... .... Go- Go:.... . . so ...... . .. ...... Go...• .Goes. 0000 e ..... .. . .... ..... . . ...... ...... . .o so 0 0 e.GGo: Project; beam at opening (back of the house) DL+LL May 10, 2015 E:\Engineering\Tieres home\ Load Case Summary 2 Service Load Cases 7 Equation Combinations Load Combination Summary Equation Combination: 0.6D+0.7Di Combination: 0.60D +0.70Di*0 Contributing Cases & Source D (D) Equation Combination: D+0.6H Combination: D+0.60H*0+ F*0 Contributing Cases & Source D (D) Equation Combination: D+0.75(L+Lr) Combination: D+0.75L+0.75Lpa(>100psf*0+0.75Lr*0+H*0+F*0+0.75T*0 Contributing Cases & Source D (D) L(L) Equation Combination: D+L Combination: D+ L+Lpa(>100psf*0 Contributing Cases &Source D (D) L(L) Equation Combination: D+L+Di Combination: D+ L+Lpa(>100psf*0+H*0+ F*0+T*0+ Di*0 Contributing Cases & Source D (D) L(L) Equation Combination: D+Lr+R Combination: D+ Lr*0 + R*0 Contributing Cases & Source D (D) Equation Combination: Live Combination: L+Lpa(>100psf*0+ Lr*0 Contributing Cases& Source L(L) • • •••• •••••• •••••• •• • •••••• • •••• • •• ••••• • •••••• • • ••••• • • • • • •••••• Page 1 • . •••••• VisualAnalysis 90.00.0009(www.iesweb.com) •• • • ••• • • sees sees.. sees . . sees.. sees.. .. sees . . sees. .. . sees e..... sees.. . .. .. ee•.ee . e . . sees.. e e 0 000 sees.. 0 Proiect; k eam at opening (back of the house) DL+LL T May 10, 2015 EAEngineering\Tieres home\ Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft Ib/ft ft-Ib/ft D BmX001 Force Y 0.0000 20.0000 -242.0000 -NA- D BmX001 Moment X 0.0000 20.0000 -NA- 102.0000 L BmX001 Force Y 0.0000 20.0000 -290.0000 -NA- L BmX001 Moment X 0.0000 20.0000 -NA- 122.0000 ...... .. . ...... .... . .. ..... ...... . . ..... .. .. . ...... . . . . ...... Pagel VisualAnalysis 10.00.0009(www.iesweb.com) •00• 0 • •.. :•••• 0000 0000•• 0000 • • 0000•• • •• 0000•• • • • • 0000•• •••••• • • • •• 0000 0000• 0• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • 0000•• •00000 • • • • Pro'ect: 'beam at opening (back of the house) DL+LL I May 10, 2015 EAEnginee ringUieres home\ Member Extreme Results Member Fx (Ic) V Ic MzLC) Ib Ib Ib-ft BmX001 0.00 1 -5722.14 37 -0.00 (37) BmX001 0.00 ( l) 5722.14 37 28610.72 37 Y Y . . .... ...... . Y ...... .. . ...... YYYYYY Y .... . .. ..... ...... . . ..Y.. YYYYYY .. Y. . ..Y... . . . . .YY... Pagel •••••• VisualAnalysis 10.00.0009(www.iesweb.com) • • • •••••• YY • • YYY • • Proi,ect� beam at opening (back of the house) DL+LL elo May 10, 2015 E:\Engineering\Tieres home\ Result Cases (Extreme Rows Only) Result Case Name Design Checks I Design Group Results Design Group: Steel—Beam X_G01 per AISC ASD (2005) Designed As: C15x40, Material:\Steel\ASTM A36 Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in in Ref. Check BmX001 D+L -0.2041 1.0000 IBC 1604.3.1 0.2041 OK Weak Deflection Check Member Result Demand dz Capacity dz Code Unity Name Case in in Ref. Check BmX001 Live 0.0000 0.6667 IBC 1604.3.1 0.0000 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check BmX001 D+L+Di 28610.7201 44335.1760 F2-3 0.6453 OK Stronq Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check BmX001 D+L+Di -5722.1440 100886.2238 G2-1 0.0567 OK Combined Torsion Check Member Result Code Unity Name Case Ref. Check BmX001 D+L+Di H3-7 and H3-8 0.9849 OK Torsion Shear Check Member Result Demand Tau Capacity Tau Code Unity Name Case psf Rsf Ref. Check BmX001 D+L+Di 1387021.8266 1862514.9701 H3-8 0.7447 OK Torsion Normal Check Member Result Demand Sigma Capacity Sigma Code Unity Name Case psf psf Ref. Check BmX001 D+L+Di 932794.0322 3104191.6168 H3-7 0.3005 OK • • •••• goes•• •• 0 • ••• • 0.6.90 •• • •••••• • sss•g6 • 0 • • • • s 9ss•g• • •sssss • • • • :000% e 0000•• Pagel 0 • VisualAnalysis 10.00.0009(www.iesweb.com) ' ' ' Go* :Soso: 6 • < < r � •��• • • � • e • • •�• • • •• • • • • • •��• • • • • • • • •��• • • • • • •��• � • • • i��• • • • • • • • ZIA 1 T P Y Z ..•• • •••. 0.06.6 .. 0000 . . . . 0000.. .. . 0000.. 00.0.. 0000.. 0000 •• 0000 • .• 00.06 0000•. 0000. . 0000.. 0000 0000.. . . • . ....•• • • • • 0 0 • 6006•• t � r � � •��• • � • • • •�• • • •• • • • • • •��o�• • • • • • • • •��.• • • • • • •��• � • • • •��• • • • • • • • 6 W� . . .... ...... ...... .. . ...... ...... . . ..... .. .. . ...... . . . . ...... 0000 0000.. 0000 . . . . 0000.. . .. ...... 0000.. 0000.. .. 0000 . 0000. .. . 0000 0000.. 0000.. . .. .. ...... . . . 0000.. . 0000.. 6 Z 0000 Ar- AOC .. 0000 0000.. .. . 000.00 0000.. . 00000 . 0000.. 0000 . 0000.. 0000.. 00 . . 0 0000.. ...... . . . 0 000 00000. .. of 0 r " • ••••• •• • •••• ••••• • • •••••• • a 02 5� P Y Z . . .... ...... ...... .. . ...... llngrouped FPeB"' wamlfig i.•..i ' ..• s • : .1 ...•. moll ..:.. 0 D000' ! 0.2502::, 0 �0. 507 100010 .. • . •.• • • ease ...... .... . . 00 ... .. ...... . .. ...... ...e.. 090* ..... .. . .... ...... . .. .. e..... ...... . . . . Member:BmX001 beam at opening(back of the house)uplift Load Case:D+0.6W»+Y May 10,2015;08:55 PM 0.08-- 0.06- 0.04--- 0.02- 0.00 .08 0.080.04 0.020.00 .A'd N. 3000 2000 1000 — o 1000- -2000 (!, -3000 -2000 - -400o -6000 -10000- -12000-- Z'- 10000-12000— 0.0- 0.5- 0.0- 0 .00.50.00 2 4 6 6 10 12 14 16 18•••• 20 �• • • • Distance From Start(ft) • • • • • VisualAnalysis 10.00.0009 ..•..• • • •• •.• www.iesweb.com • • •'•'•• •• •• • •••••• • • • • • •••••• Project: beam at opening (back of the house) uplift ` May 10, 2015 EAEngineering\Tieres home\ Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N001 0.0000 0.0000 0.0000 Yes Yes Yes Yes No No N002 20.0000 0.0000 0.0000 Yes Yes Yes Yes No No Member Elements Member Section Material (1)Node (2)Node Length Weight R 1 Rz1 R 2 Rz2 OneWay..__ ft Ib BmX001 C15x40 ASTM A36 N001 N002 20.0000 804.2880 Ri id Ri id Rigid Rigid Normal (2-way) • • 0000 ••0••• •• • • 0i• • •••••• 0• • 0000•• • 000000 • • • 0000.1 •••0 • 06 00600 0000•• • • 00660 • • 0000•• •• •• • 6•••s• • 0000•• • • Page 1 ' ' ...... 000000 VisualAnalysis 10.00.0009(www.iesweb.com) ' ' ' • • • • • 60.61• • • V-97 Project; beam at opening (back of the house) uplift May 10, 2015 EAEngineering\Tieres home\ Load Case Summary 2 Service Load Cases 8 Equation Combinations Load Combination Summary Equation Combination: 0.6D+0.6W>>+Y Combination: 0.60D +0.75Fa*0+0.60W+Y Contributing Cases &Source D (D) W+Y(W+Y) Equation Combination: 0.6D+0.7Di Combination: 0.60D +0.70Di*0 Contributing Cases &Source D (D) Equation Combination: 0.75(D+L+W) >>+Y Combination: 0.75D+0.75L*0+0.75Lpa(>100psfl*0+0.75W+Y Contributing Cases &Source D (D) W+Y(W+Y) Equation Combination: D+0.6H Combination: D+0.60H*0+ F*0 Contributing Cases &Source D (D) Equation Combination: D+0.6W>>+Y Combination: D+ H*0+ F*0+ 1.50Fa*0+0.60W+Y Contributing Cases &Source D (D) W+Y(W+Y) Equation Combination: D+0.75(L+0.6W+Lr) ))+Y Combination: D+0.75L*0+0.75Lpa(>100psfl*0+0.75Lr*0+H*0+F*0+ 1.50Fa*0+0.45W+Y Contributing Cases &Source D (D) W+Y(W+Y) Equation Combination: D+L Combination: D+ L*0+Lpa(>100psfl*0 Contributing Cases & Source Q(D) Equation Combination:Wind >>+Y Combination:W+Y Contributing Cases & Source W+Y( W+Y) 6646 • 6 • 6666 .6666• • • . 0 00 666..6 •• • 666.6. 6666•• • • 6666 . •• 6666. • 6...666 • . •••4• • • 6.666. •• •• • 6666•• Page 1 ' VisualAnalysis 10.00.0009(www.iesweb.com) : •'• ' ;6..6; t ' •000 • • •00000 0000 • • • 00. 0 • •• 0•9004 • •• •0.00• • ••0000•• • 0000•• • • • •• 0000 • • • • • •00•• •• • 0000 90090 0:006: • •0.00• • • • •••0•• • • • • OOOOGO •0000• • • • Project: beam at opening (back of the house) uplift May 10, 2015 EAEngineering\Tieres home\ Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft Ib/ft ft-Ib/ft D BmX001 Force Y 0.0000 20.0000 -96.7000 -NA- D BmX001 Moment X 0.0000 20.0000 -NA- 41.0000 W+Y BmX001 Force Y 0.0000 20.0000 645.0000 -NA- W+Y BmX001 Moment X 0.0000 20.0000 -NA- 271.0000 see* 0 . . 9000 .900.0 .. • . ... 0 . 9 0 9999.. .0 9 999999 999..90.. .. 0 . . .99999 . . 0900 . •• 00090 0 0000. 9999.. .. .. 9 0 00090 9999.. . . . 0 9999.. 0...90 9 . 0 . . 90..0. . . Page 1 VisualAnalysis 10.00.0009(www.iesweb.com) 1 a 0000 • • •0000• •00 e • • • • e • 0 • • • 0000 •0 • •• 00:00• ••e••• 0 00 0000 • e • e • 0000• •• • ••e• • • •0000 • • •e•••• 0000•• • • 0000•• 0 •0 e0 • 0 • •e•e•• 000.00 • • • • 0000•• •0000• e •0 0 0 • • 5 Project; beam at opening (back of the house) uplift May 10, 2015 E:\Engineering\Tieres home\ Member Extreme Results Member Fx (Ic) vy (Ic Mz (Ic) Ib Ib Ib-ft BmX001 0.00 ( l) -6450.00 23 -32250.00 23 BmX001 0.00 ( l) 6450.00 23 6845.72 1 goo • 9 • ...... •• • ...••. • •.••.. • •0009• •.•• . .. ..•.. 00 0 .. 99 9 •.•.•. 9 •9.99• Pagel VisualAnalysis 90.00.0009(www.iesweb.com) o .... ...... .... . . . . ... .. . . ...... ...... .. .... . . ..... .. . .... ..... . . ...... ...... ...... . .. .. ...... . . ...... . . . . ...... ...... ... .. . . Project; Ream at opening (back of the house) uplift May 10, 2015 E:\Engineering\Tieres home\ Result Cases (Extreme Rows Only) Result Case Name Design Checks Design Group Results Design Group: Steel—Beam X_G01 per AISC ASD (2005) Designed As: C15x40,Material:\Steel\ASTM A36 Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in in Ref. Check BmX001 Wind »+Y 0.2301 0.6667 IBC 1604.3.1 0.3451 OK Weak Deflection Check Member Result Demand dz Capacity dz Code Unity Name Case in in Ref. Check BmX001 Wind»+Y 0.0000 0.6667 IBC 1604.3.1 0.0000 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check 13mX001 0.6D+0.6W»+Y -15242.5679 44335.1760 F2-3 0.3438 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check BmX001 0.6D+0.6W»+Y 3048.5136 100886.2238 G2-1 0.0302 OK Combined Torsion Check Member Result Code Unity Name Case Ref. Check BmX001 D+0.6W»+Y 1-13-7 and 1-13-8 0.7017 OK Torsion Shear Check Member Result Demand Tau Capacity Tau Code Unity Name Case psf psf Ref. Check Bn-X001 D+0.6W»+Y 1260703.7674 1862514.9701 1-13-8 0.6769 OK Torsion Normal Check ' ' • 0000.. .. Member Result Demand Sigma Capacity Sigma CodQ99:99 Unity Name Case psf psf Ref. •••• G4eck '•• •• BmX001 D+0.6W»+Y 847843.1471 3104191.6168 H3-7 •••• 099090 9909. 0000.. .. .. . 00.9.0 . 66 . . . . 999999 0000.. 9 . 999999 99 . 9 999 9 9 Pagel VisualAnalysis 10.00.0009(www.iesweb.com) { t � w ' � •��• • • � • • • � •�• • • •• � • • • • •��• • • • • • • • •��• • • • � • •��• � • • • •��• • • • • • • • 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, FI 33138 STEEL COLUMN DESIGN 0000 . . 0000 0000.. May 13th, 2015 • ' • 0000.. 0000.. 0000 .. . .. 00.00 00.00 0000.. . 6000.. 00 . . . . 000000 0000.. . . 0000.. r+ r - � •��• • • � • • • � •�• • • •• � • • • • •��• • • • • • • • •��• • • • � • •��• � • • • •��• � � � • • • • r r 5/7/2015 STEEL COLUMN BASE PLATE HSS 3-1/2 X 3-1/2 X 1/4"FOR STEEL BEAM W8x24 Column Data(Steel Tubes) B Fy(column)= 46 ksi Minimum Yield stress n O.95bF n Pdead= 7.5 k Service dead load Plive= 8.4 k Service live load Pult= 22.44 k 1.2Pd+1.6P1 Size of Tube HSS 3.5 X 3.5 bf d z h column = 12 ft p Pn= k Based on Table 4-3 A/SC Plate Data Fy(plate)= 36 ksi Minimum Yield stress Size of Plate 10 # 10 B N - 2,/X < 1 I F X > I USE 1 If X < 1 USE X X= 46 bF Pu (d+bf) (OcPp) OcPp Al AI=N x 5 Al=area of bearing col. A2 < 2.0 Al M= N-0.95d .... . . .... ...... 2 . . m= 3.34 in .• ;•; • 5-0.95b F I=the largest of these*3*VQV1es •••••• n� ••.••. 2 n= 3.34 in *::: 1= 3.34 '....' ..... bF An'= 0.88 in ••�•.� •.;..' 4- 0 . .. . . . . ...... 2 Fu t= 0.39 in trek= I •• ••• • ®.9y B N 10050 NE 12TH AVE MIAMI SHORES,FLORIDA 0000 0000.. 0000 . . 0000.. .. ..�... 0000.. . .0000. .. 0000 0000. .. . 0000 09 0000.. 0000.. . .. .. • 0000.. 0000.. • 0000.. 0000.. ` 5/7/2015 STEEL COLUMN TOP PLATE HSS 3-112X3-112X114"FOR STEEL BEAM W8x24 Column Data(Steel Tubes) B Fy(column)= 46 ksi Minimum Yield stress n 035bf n Pdead= 7.5 k Service dead load Plive= 8.4 k Service live load Pu/t= 22.44 k 1.2Pd+1.6P1 Size of Tube HSS 3.5 X 3.5 bf d z h column = 12 ft p Pn= k Based on Table 4-3 A/SC Plate Data Fy(plate)= 36 ksi Minimum Yield stress Size of Plate 6 # 8 B N _ 2,/X < i I f > I USE 1 1+ 1-X If X < I U5E X X= 4dbfFlu (d+bf) (Or-Pp) OcPp=Oc 0.85 f'c AlAN2 J Al Al=N x B Al=area of bearing col. A2 < 2.0 Al N- 0.9501 4,00000 m� 2 4444 400000 m= 2.34 in •• • ... the largest of these-91 dohes •• • 4.4.44 . . 4 2 n= 1.34 in 40000• 1= 2.34 0....� �.• .� 4444 . .. 4444. b f /I n'= 0.88 in 4 4:4 4• 4040.. .. .. . 00.4.. 00.04. • 0 • . . . 4444.. .0.... 2 Fu t= 0.40 in ••. 4 . trek= I •• ••• 4444.. ®.gl=y N . . 10050 NE 12TH AVE MIAMI SHORES, FLORIDA 4- PRESION 60, DESIGN OF COMSZvIEMg s !iPr_ Table 4-4 (continued) ` Available Strength in Axial Compression, kips FY Qs ks` HSS31/2 Square HSS II Shape HS931/2x31/2x l a/B 5116 1/48 tdesigM in. 0.349 0.291 0.233 0.174 0.116 G.•. I c :< Wt/ft 14.6 12.7 10.5 8.13 5,60 p/S2 v P P/SZ p p SZ /d2 p �'P> Design n c c n n c c n n/ c cp n p n c cp n n/d2 c c 0 a„� •�-� �: - • I 9 �t ,•,' :' ASD' LRFD ASD" LRFD ASD, LRFD ASD LkFD ASD.. LRFD; c 0 `113' 169 96.9 146 80.0 120 61.6 92.6 42.3 63 6 3 $ 1 112. 168 96.3- 145 79:6 120 61.3 92.1 421 632 I 2 110 165 94.6 142 78.2 118 60.3 90.6 -4114'. .623il • L .. ` 3 107, 160 91.9 138 76.1 114 58.7 88.3 40.4 60,7 4 .,.102- 153 88.2 133 73.2 110 56.6.. 85.0 39.0 58.6 t `n 5 96.6 145 83.7 126. 69.6 105 53.9 81.0 37.2 55:9;. - `� 6 90.4 136 78.5 118 65.4 98.4 50.8 76.4 35.2 528 I l; c, 7 83.5 125 .72.8 109 60.9 91.5 47.4 71.3 32.9 49.4'- a• B 76.2 115 66.7 100. 56.0 84.1 43.8- 65.8 30.5 4518;_` , !d 968.7 103 60.4 90.8 50.9 76.5 39.9 60.0 27.9 41.9.x '; IU� 9 10 V.61,2. 91.9 .54.1 81.3 45.8 68.8 36.1 54.2 25.3 38.0 11 53.9 80.9 :47.8 71.9 40.7 61.2 32.3 z 48.5 22.7 34.2:' 12 46 8 70.3 41.8 . 62.9 .35.8 . 53.8 28.5., 42.9 20.2 30.4--j- 13A 0 4 13401:. 60.3 36.1 54.2 31.1 46.8 25.0 37.5 .17.8 267 ` 14 34 6 52.0 .31.1 46.8 26.8 40.3 21.6.: 32.4 ;15.4 23.2-- 15 3 215 =:301 45.3 27.1 40.7 23.4 35.1 18.8. 28.2 13.4•- 20.2"'*' i` I I t 16 !---,-26.5. 39.8 23.8 35.8 20.5 30.9 16.5 24.8 '11.8 17.8 17 `23.5 35.2 21.1. 31.7 _ 18.2 27.4 14.6: 22:0 10.5. 15.7 L:jI, e 78 _20.9 31.4 18.8 28.3 16.2' 24.4 13.0' 19.6 9.33' 14.0 =' 19 18.8 28.2 16.9. 25.4 14.6 21.9 11.7- 17.6 8.38 ' -12.6-- 2 0 2.6--20 ;;16.9 25.5 :15.2 22.9 13.2 .19.8 10.6 15.9 -7.56. 11.4 t • i � _ ! 21 -..T?.4 23.1 f 13.8 20.8 11.9' 17.9 9.59 14.4 6.86 10.3 +r yr 22 10.9 16.3 8.74 13.1 625' 9.39 � � l Properties ' Ay pn.� 4.09 3.522.91 2.24 0.54 '• ` . •• • IX=ly pn a) 6.49 5.84 5.04 4.05 ��4• i ;, �• �• rX=rpn 4) 1.26 1:29 1.32 1.35 �Z " ... • -� • • ya` _ 0.0 0 0• LRFD Note:Heavy Une indicates Wrequal to or greater than 200. • y 0.90 *:•••+ % •, • - �. `• 0000• .� A- - Aiymacm 11VSmum OF STEEL CONSTRUCTION,INC. •• •• ';t; 0• •.••• ~=�1`4. •• •• :';;,� - 0000•• •••••• • • • • • 00••0•' •0000• � I � Y • ••••• •• • •••• •••••• • •• •• • •••••• • • • • • w• i 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, FI 33138 CONCRETE COLUMN DESIGN • 6 66Y• 0000•• May 13th, 2015 ' ' • 0000•• •• . •6.6•• • •0.60• .... •• . • .... . .. ..... ...... • . 96666 .. 00 . 00.0.0 . . . . ...... . . •••••6 t � � . 7 • ••••• •• • •••• •••••• • •• •• • •••••• *:see: • • • 4 Title: Job# Dsgnr: Date: 3:19PM, 8 MAY 15 Description Scope Rev: 580003 User:KW-0608013,Ver 5.8.0,1-Nov-2006 Rectangular Concrete Column Page 1 (c)1983-2006 ENERCALC Engineering Software Description General Information Code Ref:ACI 18-02,1997 UBC,2003 IBC,2003 NFPA 5000 ~ Width 8.000 in fc 3,000.0 psi Total Height 12.000 ft Depth 18.000 in Fy 60,000.0 psi Unbraced Length 12.000 ft Rebar: Seismic Zone 0 Eff.Length Factor 1.000 2- # 5 d= 2.000 in LL&ST Loads Act Together Column is UNBRACED 2- # 5 d= 16.000 in Delta:S 1.00 2 - # 5 d= 9.000 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 2.700 k 2.900 k k 0.420 in Summary ��j ��s Column is OK 8.00 x 18.00in Column Rebar: 245 @ 2.00in 216.00in 245 @ 9.00in ACI C-1 ACI C-2 ACI C-3 Applied: Pu:Max Factored 7.88 k 5.91 k 2.43 k Allowable: Pn*Phi @ Design Ecc. 246.51 k 246.51 k 246.51 k M-critical 0.75 k-ft 0.56 k-ft 0.23 k-ft Combined Eccentricity 1.140 in 1.140 in 1.140 in Magnification Factor 1.01 1.00 1.00 Design Eccentricity 1.147 in 1.146 in 1.143 in Magnified Design Moment 0.75 k-ft 0.56 k-ft 0.23 k-ft Po*.80 379.25 k 379.25 k 379.25 k P:Balanced 163.71 k 163.71 k 163.71 k Ecc:Balanced 8.104 in 8.104 in 8.104 in Slenderness per A C1 318-95 Section 10.12&10.13 Actual k Lu/r 60.000 Elastic Modulus 3,122.0 ksi Beta 0.850 ACI Eq.C-1 ACI Eq.C-2 ACI Eq.C-3 Neutral Axis Distance 19.2900 in 19.2950 in 19.3000 in Phi 0.6500 0.6500 0.6500 Max Limit kl/r 22.0000 22.0000 22.0000 Beta=M:sustained/M:max 0.4112 0.4112 1.0000 Cm 1.0000 1.0000 1.0000 EI/1000 3,440.67 3,440.67 2,427.68 99** • Pc:pi^2 E I/(k Lu)^2 1,637.64 1,637.64 • 1, 55.49 0000• 0000•• alpha:MaxPu/(.75 Pc) 0.0064 0.0048 •..•0.J028 0 •0• 0• Delta 1.0065 1.0048 1 1.0028 • • • • • 0 • • Ecc:Ecc Loads+Moments 1.140 1.140 000• 1.140 in 00 000000 Design Ecc=Ecc*Delta 1.147 1.146 0•*0•'1'.143 in 0 ;0000; 0000 ACI Factors (per ACI 318-02,applied intemally to entered loads) 00 0 • • • 0000 • 00 .•• • ACI C-1 &C-2 DL 1.200 ACI C-2 Group Factor 0.750 Add"I"1.40-F j"efor Seismic0000 e• 1.40®•••• ACI C-1 &C-2 LL 1.600 ACI C-3 Dead Load Factor 0.900 Add"I"0.9vfastor for Seismic 0.9000•••• ACI C-1 &C-2 ST 1.600 ACI C-3 Short Term Factor 1.300 000000 • • • • ....seismic=ST*: 1.100 • • . 0000 000•�0 0000•• • 0 • • • • . 0000•• 0 1 • y t 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, FI 33138 FOUNDATION DESIGN May 13th, 2015 .6.6 . . 666• ..6.66 ..see 0000 6 . 0000.. .. . 000000 006.66 . . 6 0000.. 0000 9• . . 6 0000 6 66 60600 0000.. . . 0000. .00006 .6 9. . 0000.. 6..696 6 0 . . . . .060.. 0000.. .0069. *see .0 :00 .6 0 0000 0000•• 0000 • • • • 0 0 0000•• • •• 0000•• • • • • 0000•• 0000•• • • • •• 0000 00000 •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • •0.66• •0660• .:o..: • • • •0000• • • • • •0 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Design Detail Y LX ° s Y -16 irr--{ - 3.5 ft X Bars: 5-#5(@-10.5 in) ~ T Z Bars: 5-#5(@-10.5 in) Z -Z--- Y-1 � X i - -Check Summary- 3.5 it Criteria - Ratio Check Provided_ Required_ Combination -Footing- Building Code IBC 2009 ,/0.070 X Flexure(-Z) 973.3 in-k 67.85 imk 1.21)+1.61- Strength Load Combinations ASCE 7-05(Strang... ,/0.070 X Flexure(+Z) 973.3 in•k 67.85 in-k 1.21)+1.61. Stability Load Combinations ASCE 7-05(ASD) ,/0.076 Z Flexure(-X) 1026 ink 77.89 in-k 1.21)+1.61. Allowable Bearing Pressure 2000 psf ,/0.076 Z Flexure(+X) 1026 in-k 77.89 in-k 1.21)+1.61- Gross/Net Gross ,/0.032 Shear(-Z) 41.62 k 1.34 k 1.21)+1.61- Overturning F.S. 1.50 ,/0.032 Shear(+Z) 41.62 k 1.34 k 1.21)+1.6L Sliding F.S. 1.50 ,/0.037 Shear(-X) 43.78 k 1.6 k 1.21)+1.61- Uplift F.S. 1.50 f 0.037 Shear(+X) 43.78 k 1.6 k 1.2D+1.61- Additional Uplift Resistance 0 k ,/0.780 Min Steel Z 1.55 in' 1.21 in' 1.41 Friction Coeficlent 0.40 ,/0.780 Min Steel X 1.55 in' 1.21 in' 1.4D Passive Soil Resistance 0 Ib ,/0.123 Min Strain Z 0.0324 0.0040 1.41) Concrete Weight 150 Ib/fl' ,/0.117 Min Strain X 0.0343 0.0040 1.41) Panne beta(for biaxial) 0.65 ,/0.062 Punching Shear 164.3 psi 10.27 psi 1.2_13+1.6L_ _ Include footing weight in strength bearing pressure Yes -Stability- Include overburden in strength bearing pressure Yes ,/0.859 Bearing Pressure 2000 psf 1718 psf 1.OD+1.01- v/0.000 Overtuming-X Infinite 1.500 1.OD+1.01- v/ .0L,/0.000 Overtuming-Z Infinite 1.500 1.01)+1.01- ,/0.000 .0L,%0.000 Sliding-X Infinite 1.500 1.01)+1.01- ./0.000 .0L,/0.000 Sliding-Z Infinite 1.500 1.01)+1.01- ,/0.000 .01- ,i0.000 Uplift Infinite 1.500 1.01)+1.01. Loads Summary(Service Loads) Load Set Name Source P Mx Mz VX Vz Overburden Node N001 Dead (11*341 0 in•k -0 in,k 0 k 0 k 64esf Node N001 Live 6.43 k 0 in-k -0 in-k 0 k 0 k e111Pp..4s e s e *see ewes* ,5-7 ®i / 7-- ©, r��9•.• •� sees** QuickFooting 2.0(iesweb.com) E:\Engi eeri ...\Footing at center column(05-07-15).ftg Page 1 of 9 Sunday 05/10/15 7:53 PM 0000 0 . 0000.. 0000 . . . . 0000.. . .. 0000.. . . 00.00. 0000.. aas as: .... 0000 0000. .. .. . 0000 .0000. 00 0.000. . .. 00 . a 0000.. .00000 . . . . 0000.. . 0000.. . . ... . . .. . . 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs Footing X-Diiection Capacity- -- - - - --- -- General Section Cafes(ACI 318-08 10.2.7) A�f, = (1.55 inz)(60000 psi) = 0.87 in a__0.85 F',b,,, 0.85(3000 psi)(42 in) pf = 0.85 (F'c 5 4000 psi) x=a/p1 = (0.87 in)/(0.85) = 1.02 in Capacity Cafes(ACI 318-08 10.2,11.2.1.1,10.5.4,7.12.2.1,10.3) Wn=0 As fy(d-a/2) = (0.90)(1.55 int)(60000 psi)[(12.69 in)-(0.87 in)/21 = 1026 in•k + OVA=0 2?,Vr c bW d = (0.75)2(1.0) 3000 psi(42 in)(12.69 in) = 43.78k Y 60000 60000 Asmin=0.0018 A 0.0018 (4.67 ft)2) = 1.21 in' fy s __ (60000 psi) LZ 5 st=0.003(9-1) = 0.003 (12.69 in)-1] = 0.03 x (1.02 in) Development(ACI 318-08 12.2) ttt Wt = 1.0 (less than 12 inches cast below) 3.5 ft `I We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are#6 or smaller) x = 1.0 (normal weight concrete) c = 3.31 in (lesser of half spacing,ctr to surface) Ku = 0.0 (no transverse reinforcement) Id= 3. fy__wt we vjsl db = r 3. (6000(1.0)(1.0)(0.80) (0.63 in) = 16.43 in 40 XF 2.5 J 140(1.0) 3000 si 2.5 FootingZ-Direction Capacity General Section Calcs(ACI 318-08 10.2.7) k fj, = (1.55 in')(60000 psi) = 0.87 in a_0.85 F',b,,, 0.85(3000 psi)(42 in) 01 = 0.85 (F'c 5 4000 psi) x=a/p1 = (0.87 in)/(0.85) = 1.02 in Capacity Cafes(ACI 318-08 10.2,11.2.1.1,10.5.4,7.12.2.1,10.3) Wn= As fy(d-a/2) = (0.90)(1.55 int)(60000 psi)[(12.06 in)-(0.87 in)/2] = 973.3 in-k OVA_0 2 2,Yr c b,,d = (0.75)2(1.0) 3000 psi(42 in)(12.06 in) = 41.62 k Y 60000 60000 A -0.0018 Ag = 0.0018 (4.67 ftp) = 1.21 int •••• smin- 000000• fy (60000 psi) • • 0000 •••••• X ' et= ) • 0.003( -1 0.003 . -1 0.03 • ••• • x (1.02 in) • • • • Development(ACI 318-08 12.2) • _ r •••••• Wt = 1.0 (less than 12 inches cast below) 000* •• • • • r 3.5 ft 'I we = 1.0 (bar not epoxy coated) •*0*•• • • Ws = 0.80 (bars are#6 or smaller) •••••• • • •• ••' x = 1.0 (normal weight concrete) 00000• ••••••• Soo* ••••• c = 3.54 in (lesser of half spacing,ctr to surface) 000000 • •• Ktr = 0.0 (no transverse reinforcement) • • • • •••••• Id= 3 �4h We ws db 3. (60000 psi) (1.0)(1.0)(0.8 1(063 in) = 1 fi 43 in ••• (40 x Fc 2.5 ) - [40(1.0)-3000 psi 2 5 }• • • ••• • • Vr • • • QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 2 of 9 Sunday 05/10/15 7:53 PM 0000 0000•• 0000 • • 0000•• • •• •00s0• • • • • 0000•• 0000•• • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • 0000•• 0.0.00 • 0 • • 6606•• •0.06• • • • *00 • • 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs (continued) Footing Punching Shear Capacity --- -- -""-- Punching Shear(ACI 318-08 11.11.1.2,11.11.2.1) bo = 101.5 in (perimeter of critical section) T p = 1.17 (column width ratio) as = 40.0 (interior column) -24.38 in- 2 = 1.0 (normal weight concrete) T r-________________I � (a) V�_(2+�) Yr c b,,d = [2+(117) (1.0) 3000 psi(101.5 in)(12.38 in) = 373.5 k (b) V,=(b+2)x Vr b,,d = [(40.0)(12.38 in)+2](1.0) 3000 psi(101.5 in)(12.38 in) = 473.1 k (101.5 in) Z m (c) Vc=4 b,,d = 4(1.0) 3000 psi(101.5 in)(12.38 in) = 275.2 k CO CO I ' X N ¢Vn=�V, = (0.75)(275.2 k) = 206.4 k ' On=OVn/(bo d) = (206.4 k)/[(101.5 in)(12.38 in)] = 164.3 psi Values needed for check(ACI 318-08 11.11.6.1,R11.11.6.1,eqn 13-1,1111.11 Yvx=1 1 = 1 1 = 0.41 i '-__--------------' 2 2 (26.38 in) 1+3. bx 1+3. (24.38 in) Yvz=1- 1 = 1- 1 = 0.39 1+ 2V 1+ 2 ((24.38 in) 3.5 ft 3. V bb, 3.v(26.38 in) Jx = 151089 in'4 (calculated from ACI R11.12.6.2) JZ = 134529 in^4 (calculated from ACI R11.12.6.2) 0000 • • • s 0000 •006.0 •• • • •0• • so 0• 006.60 • • • ••••6• 0000 •• • • • • • • • • 0000 • •• •••00 • • 66.6•• • • ••6•• • • 0000•• •66.6• 0 • • • • 6 • 0 • • • • 0000.0 60••6• • • • • • • • • •606•• • • QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 3 of 9 Sunday 05/10/15 7:53 PM r •0e• 0 • 0000•• 0000 t • • • • • 000.0• • •• 000.0• • • • • 0000:• •0000: 00:0• •• • 0000 et••• • • 0000•• •00:00 • • •00.0• • •• s• • • • ••0••• 0:0.00 • • • • 0000•• •0.000 • • • 099 0 • • 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1.2D + 1.6L] Factored Loads -- Reinforcement Limits- Axial Force 23.5 k Moment Oink Moment z 0 in-k 2374 psf 2374 psf Shear X 0 k _ Min Steel Check(ACI 318-08 Overburden 238.4 psf 'i As = 1.55 in' Z ✓ Asmin = 1.21 Int � Footing Waight 2.94 k Min Steel Check ACI 318-08 Pedestal Waight 0 k Z Resultant=29.08 k(factored) X , As = 1.55 inz 2 Asmin = 1.21 n' ✓ i Min Strain Check(ACI 318-0i st = 0.03 2 stmin = 0.0 V/ __ ____-_i Min Strain Check(ACI 318-0 2374 psf 2374 psf st = 0.03 2 stmin = 0.0 ✓ Max pressure(factored)=2374 psf (Includes effects of overburden and footing weight) Footing Flexure - Z-Flexure(+X side) Mzj=Rz1 dz1 = (10386 Ib)(7.5 in) = 77.89 in-k Wn = 1026 ink 2 M„ = 77.89 ink ✓ Z-Flexure(-X side) j Z M72=R72 d,2 = (10386 Ib)(7.5 in) = 77.89 in k X �,�1 �\ Wn = 1026 in-k z M„ = 77.89 imk ✓ / X-Flexure(+Z side) Mxt=Rx1 dx1 = (9693 Ib)(7 in) = 67.85 in-k Wn = 973.3 in-k z M„ = 67.85 in-k ✓ X-Flexure(-Z side) Mx2=Rx2 dx2 = (9693 Ib)(7 in) = 67.85 in-k ¢Mn = 973.3 in•k z Mu = 67.85 in•k ✓ Footing Shear - -- -- - _-- Shear(+X side) Vx2=Rx4 = (1601 Ib) = 1.6 k Wn = 43.78k z V„ = 1.6k ✓ Shear(-X side) IZ Z Vx1=Rx3 = (1601 Ib) = 1.6 k `-X LX „ Wn = 43.78 k 2 V� = 1.6 k ✓ Shear(+Z side) •••• Vi2=Rz4 = (1341 lb) = 1.34k • • •••• s••••• Wn = 41.62k z V„ = 1.34k ✓ •• • • ••• •• 0000•• •• • 0000•• Shear(-Z side) • 000000 • • • Vz1=Rz3 = (1341 Ib) = 1.34 k •••••• 0000 •• • • • Wn = 41.62 k >_ V„ = 1.34 k ✓ • • a • • s••• • •• 0000• • •s•••• • • 0000• w • • • • 0000•• 0000•• • • • 0000•• QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 4 of 9 Sunday 05/10/15 7:53 PM •1Y•1• 11•. • • • •.•111 • • • 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1.2D + 1.6L] (continued) Footing Punching Shear—--- - --- -- punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.2.1) Ppunching=Ptotal+Wp-Ppefteter = (23.5 k)+(0 k)-(10.6 k) = 12.9 k Muzex vu=v�-+rix Mix e,+Y o bo d ix JZ 41)(0 in•k)(13.19 in) (0.39)(0 imk)(12.19 in) _ 101.5(12) . i2 (0 (151089 in^4) + (134529 in^4) = 10.27 psi @vn = 164.3 psi z vu = 10.27 psi ✓ sees • • sees sees•• sees•• •• • sees•• • sees•• • • • sees•• sees •• • • • sees • •• sees* •ss•0•• • • •••• •• • sees•• •• •• • 000000 s sss••• • • • • • • 9069•9 • • QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 5 of 9 Sunday 05/10/15 7:53 PM .... ...... .... . . . . ... .. . . ...... . .. ...... ...... •��Y• • • • • • • • •��• • • •��i• • •• •• • � • •��• � • • • •��• • • • • • • • • •• 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1.4D] Factored Loads - Reinforcement Limits- Axial Force 11.68 k Moment X 0 ink Moment Z 0 ink 1314 psf 1314 psf Min Steel Check(ACI 318-08 Shea,X 0k ____________ She Z 0 k II Overburden 89.6 psf As = 1.55 in 2 Asmin = 1.21 in' Footing Might 3.43 k i Z Resultnt=161 k(factored) Min steel Check(ACI 318-08 Pedestal Might O k a . V/ ' As = 1.55 1n2 Z Asmin = 1.21 in' I Min Strain Check(ACI 318-M Et = 0.03 2 etmin = 0.0 ✓ Min Strain Check(ACI 318-01 ------------- 1314 psf 1314 psf et = 0.03 i elmin = 0.0 ✓ Max pressure(factored)=1314 psf (Includes effects of overburden and footing weight) Footing Flexure Z-Flexure(+X side) Mz1=Rz1 dz1 = (5750 Ib)(7.5 in) = 43.12 ink Wn = 1026 in-k z M„ = 43.12 in-k ✓ ` Z-Flexure(-X side) Z �\ M,2=R,2 d72 = (5750 Ib)(7.5 in) = 43.12 ink j 'kXl ¢Mn = 1026 in-k z M„ = 43.12 in-k ✓ �X //;-. /`�!�i \ X-Flexure(+Z side) Mxl=Rxl dxl = (5366 Ib)(7 in) = 37.56 in•k Wn = 973.31n•k >_ Mu = 37.56 in•k ✓ X-Flexure(-Z side) M#=R,d d,Q = (5366 Ib)(7 in) = 37.56 in•k �Mn = 973.3 in-k z M„ = 37.56 ink ✓ Footing Shear ----- Shear(+X side) VX2=Rx4 = (886.4 Ib) = 0.89 k Wn = 43.78 k Z Vu = 0.89 k ✓ ` Shear(-X side) i0000 Z , Z Vx1=Rx3 = (886.4 Ib) = 0.89 k • • Lx L ` Wn = 43.78k z V„ = 0.89k ✓ ••• 0000 0000:• Shear(+Z side) • • • • 006.9• 9• • 0000•• Vz2=Rz4 = (742.7 Ib) = 0.74 k • �Vn = 41.62k 2 V„ = 0.74k ✓ 0000 •00009 Shear(-Z side) 000000 09•• ••••6 Vz1=Rz3 = (742.71b) = 0.74k •00.9• • 9 ••000• Wn = 41.62k 2 V❑ = 0.74k ••✓ •••• •9•••• • 0 0 0.99 • ••••0• • • _ - - - •060•• • • QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 6 of 9 Sunday 05/10/15 7:53 PM 0000 0.000. 0000 . . . . . 0000.. . .. 0000.. 0000.. •000.• • 0 •• 0000 • . 0000• •. • 0000 0000• • • 0000•• 0000.• • . 0000.• • •• •• • . • .•..•• • • . • 0000•• • • • • 0000•• • • • • 0000.• • • • . • • y 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1 AD] (continued) – Footing Punching Shear— Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.2.1) Ppunching=Ptotal+Wp-Ppedmeter = (11.68 k)+(0 k)-(5.87 k) = 5.81 k Vu= V +Yvx dux ez+Yv�Mui ex bo d Jx JZ (5.81 k) +(0.41)(0 in k)(13.19 in)+(0.39)(0 in•k)(12.19 in) (101.5 in)(12.38 in) (151089 in^4) (134529 in^4) = 4.62 psi On = 164.3 psi 2 v❑ = 4.62 psi ✓ 0000 • • • • •6•• 0006•0 •• • • •0• • •6•••• •• • 0000•• • 0000•• 00 0 • • • • • 0000 • •• 90606 60:09: • 0000•• •• •• • •66.6• • 0000•• • 6 • • • • • • • • 0000•• 0000•• • • • • • • • 6.6.6• • • • QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 7 of 9 Sunday 05/10/15 7:53 PM r � � 0000 0000•• 0000 • • 0000•• • •• 0000•• • • • • •0.000 0000•• • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • 0000•• 0000•• • • • • 0000•• 0000•• • • • 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N001 Combination: 1.OD + 1.0L] Forces Factored Loads Axial Force 16.77 k Moment X 0 in-k Moment Z 0 in-k 1718 psf 1718 psf Shear X 0 k Shear Z 0 k Overburden 165 psf Footing Waight 2.45 k Pedestal Waight 0 k Resultant=21.05 k VX Bearing Pressure gallow = 2000 psf z qgross = 1718 psf ✓ 1718 psf 1718 psf Max pressu a=1718 psf (Gross: Includes effects of foi ting weight and overburden) Overturning Overturning Wf = 2.45 k (weight of footing) ----1.75 ft-+-1.75 n- Wp = 0 k (weight of pedestal) Fob=goverburden(Aftg-Aped) = (165 psf)[(12.25 ft2)-(1.17 ft2)1 = 1.83k F.S.against overturning about X axis is infinite (no applied moment) F.S.against overturning about Z axis is infinite (no applied moment) Sliding Sliding • • • • •••••• •• • •••••• Z Wf = 2.45 k (weight of footing) ••• •. • • WP = 0 k (weight of pedestal)LX •••••• Fob=goverburden(Aftg-Aped) = (165 psf)[(12.25 ft2)-(1.17 ft2)1 = 1.83 k •••••• •••• ••••• Fresist=Cf(Wf+Wp+Fob+P)+Fpassive = (0.40)[(2.45 k)+(0 k)+(1.83 k)+(16.77 k)1+(0 k) = 8•i 9• ••• • • 00000 • F.S.against sliding in X direction is infinite (no applied force) sees** ;••••• 0000 •••.• • F.S.against sliding in Z direction is infinite (no applied force) 009000 • • • • • • • • • • •••••• • • • • • QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 8 of 9 Sunday 05/10/15 7:53 PM 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-middle column support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N001 Combination: 1.OD + 1.OL] (continued) Uplift— - - Y Uplift X P = 16.77 k F.S.against uplift is infinite (axial force is in compression) 0000•• • • :0 :0 00• 00.00•0 0000 • • 0000• • •••90• •• 0 .00.00•• • 0000..•. • • • 0000•.•• 0000•• 0000 • • • 0000•• • 0. .0.6• • 49.06• • • 0000••. • • 0000•••• 0000 0000 • 0 •.•99 • • • • • • • • • ••.999 •99.4• • • • • • • • •9.99• 6 6 QuickFooting 2.0(iesweb.com) E:\Engineering...\Footing at center column(05-07-15).ftg Page 9 of 9 Sunday 05/10/15 7:53 PM 0000 ..0000 0000.. .0000. .. 0000 0000. .. . 0000 0000.. 0000.. . .. .. 0000.. 00000. 0000.. . . Y 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Design Detail Y { LX s i 16 in -! f, 3 ft Z Bars: 4-#5(@-12 in) Z --Z-- w YJ M x r 3 ft .� - -Check Summary- - Criteria - - - Ratio Check Provided Required Combination -Footing- _ Building Code IBC 2009 ,/0.029 X Flexure(-Z) 780.6 in-k 22.64 in-k 1.2D+1.6L Strength Load Combinations ASCE 7-05(Strang... ,/0.029 X Flexure(+Z) 760.6 in-k 22.64 in-k 1.2D+1.61- Stability Load Combinations ASCE 7-05(ASD) ,/0.033 Z Flexure(-X) 822.4 in-k 26.94 ir-k 1.21)+1.61- Allowable Bearing Pressure 2000 psf f 0.033 Z Flexure(+X) 822.4 irrk 26.94 in-k 1.2D+1.61- Gross/Net Gross 1/0.000 Shear(-Z) 35.68 k 0 k 1.4D Overturning F.S. 1.50 ,/0.000 Shear(+Z) 35.68 k 0 k 1.4D Sliding F.S. 1.50 ,/0.000 Shear(-X) 37.53 k 0 k 1.4D Uplift F.S. 1.50 ,/0.000 Shear(+X) 37.53 k 0 k 1.4D Additional Uplift Resistance 0 k ,/0.836 Min Steel Z 1.24 in' 1.04 in' 1.41 Friction Coeficient 0.40 v/0.836 Min Steel X 1.24 in' 1.04 in' 1.4D Passive Soil Resistance 0 Ib ,/0.114 Min Strain Z 0.0350 0.0040 1 AD Concrete Weight 150 Wit' ,/0.108 Min Strain X 0.0369 0.0040 1.4D Parme beta(for biaxial) 0.65 ,/0.020 Punching Shear 164.3 psi 3.2.6 psi 1.2D+1.61- Include footing weight in strength bearing pressure Yes --Stability _ Include overburden in strength bearing pressure Yes ,/D.550 Bearing Pressure 2000 psf 1100 psf 1.OD+1.OL ,/0.000 Overturning-X Infinite 1.500 1.OD+1.01- V .OLV 0.000 Overturning-Z Infinite 1.500 1.OD+1.01- ,,'0.000 .0L,,0.000 Sliding-X Infinite 1.500 1.OD+1.01- 0.000 .oL0.000 Sliding-Z Infinite 1.500 1.OD+1.01- 0.000 .oL0.000 Uplift Infinite 1.500 1.OD+1.01- Loads .oLLoads Summary(Service Loads) - •••• Load Set Name Source P Mx Mz VX •Vz ••• ""Arden •••• • Node N002 Dead c3,66 k 0 in•k -0 in•k 0 k 04• • 4 Paf•• • Node N002 Live 25 k 0 in-k -0 in-k 0 k 0 k •94:af • • •••••• • • •••••• • (OEA//40/4" AL 2',x'1 ,re f- D�(v� � �- orf f3!�. � ,+�� /�� •: �,S�JC �,�,p-� ,�• /�c?d� � fv�elf �` ••i d'4�!��/ •••• ry� ...... g QuickFooting 2.0(iesweb.com) E:\Engineerig\T...\Footing at right column(05-07-15).ftg Page 1 of 9 Sunday 05/10/15 8:03 PM 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Ealcs - Footing X-Diiection Capacity-------- General apacity - -- General Section Calcs(ACI 318-08 10.2.7) _ �A fy_ = (1.24 int)(60000 psi) = 0.81 in a 0.85 F',bw 0.85(3000 psi)(36 in) R, = 0.85 (F'c 5 4000 psi) x=a 10, = (0.81 in)/(0.85) = 0.95 in Capacity Calcs(ACI 318-08 10.21 11.2.1.11 10.5.4,7.12.2.1,10.3) �Mn= As fy(d-a/2) = (0.90)(1.24 int)(60000 psi)[(12.69 in)-(0.81 in)/2) = 822.4 in-k OVA_0 2 7,Vr c bw d = (0.75)2(1.0) 3000 psi(36 in)(12.69 in) = 37.53 k Y Asmin=0.001 8 600 00 Ag = 0.0018 60000(60000 psi)(4ft) = 1.04 in' Y Z °' (d 1 ((12.69 in 1 et=0.003 x 1 = 0.003 L(0.95 in) 1 J = 0.04 • • • Development(ACI 318-08 12.2) T y,t = 1.0 (less than 12 inches cast below) - 3 tt - We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are#6 or smaller) X = 1.0 (normal weight concrete) c = 3.31 in (lesser of half spacing,ctr to surface) Ktr = 0.0 (no transverse reinforcement) Id= 3. fK_wt W.W. db __ 3. (60000 psi) (1.0)(1.0)(0.80) (0.63 in) = 16.43 in (40 X F 2.5 ) [40(1.0) 3000 psi 2'5 Footing Z-Direction Capacity -- - - - General Section Calcs(ACI 318-08 10.2.7) _ As fy = (1.24 W)(60000 psi) = 0.81 in a 0.85 F',bw 0.85(3000 psi)(36 in) 01 = 0.85 (F'c 5 4000 psi) x=a/p, = (0.81 in)/(0.85) = 0.95 in Capacity Calcs(ACI 318-08 10.2,11.2.1.1,10.5.4,7.12.2.1,10.3) OMn=0 AS fy(d-a/2) = (0.90)(1.24 int)(60000 psi)[(12.06 in)-(0.81 in)/21 = 780.6•wr OVA=0 2 2,Vr c bw d = (0.75)2(1.0) 3000 psi(36 in)(12.06 in) :35.68Nc• •••• ••••:• Y 60000 60000 " • • ••• ' Asmtn=0.0018 AB = 0.0018 (4 T) = 1.04 int • • • • fy (60000 psi) •••••• •• • •••••• K (d 1 ((12.06 in) 1 st=0.003 x 1 = 0.003 (0 95 in) 1 = 0.03 •••••• • • • -• Development(ACI 318-08 12.2) •••••• •••• ••••• _ r wt = 1.0 (less than 12 inches cast below) • •••••• • • ••••• 3 ft - y e = 1.0 (bar not epoxy coated) •• •• • •••••• • y s = 0.80 (bars are#6 or smaller) :66:6: • • > = 1.0 (normal weight concrete) ' ' e ' '""' c = 3.67 in (lesser of half spacing,ctr to surface) ; ••• ' :*o**: Ktr = 0.0 (no transverse reinforcement) • • • ld= 3. �wt V.W. db = 3. (60000(1.0)(1.0)(0.80) (0.63 in) = 16.43 in (40) � 2.5 J 40(1.0)1'300 psi 2'S QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 2 of 9 Sunday 05/10/15 8:03 PM 0000 0.0000 0000 . . . . .09... .0909. 0000.. .. 0000 0000. .. . 0000 00 0000.. . .. .. . ...... a 00 0000.. 0000.. 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs (continued) - Footing Punching Shear Capacity----------- — --- Punching Shear(ACI 318-08 11.11.1.2,11.11.2.1) 36 in bo = 72 in (perimeter of critical section) ----------------------------- i P = 1.17 (column width ratio) as = 20.0 (comer column) > = 1.0 (normal weight concrete) ll (aJ V�_(2+p)x 9r c bo d = [2+(147)J(1.0) 3000 psi(72 in)(12.38 in) = 264.9 k ------ (b) V,;=(91—d+2)x Vr c b,,d = [(20.0)(12.38 in +(72 in) 2](1.0) 3000 psi(72 in)(12.38 in) = 265.4 k Z W (c) Vr=4 x F b,,d = 4(1.0) 3000 psi(72 in)(12.38 in) = 195.2 k c I— X Wn=¢V� = (0.75)(195.2 k) = 146.4 k On=Wn/(bo d) = (146.4 k)/((72 in)(12.38 in)] = 164.3 psi Values needed for check(ACI 318-08 11.11.6.1,R11.11.6.1,eqn 13-1,1111. Yvx=1 1 = 1 1 = 0.40 1+2—,[,b 1+2 (36 in) 3. 3. F3 6-in) Yvz=1 1 = 1 1 = 0.40 r :--------------------------- -' t 1+2 for 1+ 2 (36in) 3 ft 3. b 3. (36 in) JX = 23735 in"4 (calculated from ACI R11.12.6.2) JZ = 18868 in A 4 (calculated from ACI R11.12.6.2) • • •••• •••••• •••••• •• • •••••• • ease e• • • • • • •0: • • • •+•••• • • •sae• •• •• a •oa•a• • • • • • •aeras• • • • e • • • QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 3 of 9 Sunday 05/10/15 8:03 PM ...... .... . . • . . ...... . .. ...... ...••. 00 6*00 . • ..... .. . .... • • • • 009 • 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N002 Combination: 1.2D + 1.6L] Factored Loads ---Reinforcement Limits------- Axial imits- --Axial Force 9.59 k Moment Oink MomentZ 0 in-k 1497 psf 1497 psf Shear X 0 k Min Steel Check(ACI 318-08 Overburden 220 psf As = 1.24 int 2 Asmin = 1.04 in' Footing Might 2.16 k Z Min Steel Check(ACI 318-08 Pedestal Might 0 k � Resultant=13.47 k(factored) As = 1.24 In' >_ Asmm = 1.04 Inz ✓ I I - I Min Strain Check(ACI 318-01 st = 0.04 2 strain = 0.0 ✓ Min Strain Check(ACI 318-0; -_ --- 1497 psf i 1497 psf st = 0.03 2 stram - 0.0 V/Max pressure(factored)=1497 psf (Includes effects of overburden and footing weight) Footing Flexure Z-Flexure(+X side) Mz1=Rz1 dz1 = (4490 Ib)(6 in) = 26.94 ink Wn = 822.4 ink z Mu = 26.94 in-k ✓ Z-Flexure(-X side) \\,z Z Mz2=R72 di2 = (4490 Ib)(6 in) = 26.94 in k X omn = 822.4 in•k z Mu = 26.94 in•k ✓ X-Flexure(+Z side) Mx1=Rx1 dx1 = (4116 Ib)(5.5 in) = 22.64 in k �Mn = 780.6 in•k 2 Mu = 22.64 in•k ✓ X-Flexure(-Z side) Mic2=R72 d72 = (4116 Ib)(5.5 in) = 22.64 in-k Wn = 780.6 in-k z Mu = 22.64 in-k ✓ —Footing Shear- - --- - -- - --- -- - Shear(+X side) Vic2=Rx4 = (0 Ib) = 0 k OVn = 37.53 k 2 Vu = 0 k ✓ Shear(-X side) 2 Z Vx1=Rx3 = (0 Ib) = 0 k •••• —X —X Wn = 37.53k 2 Vu = 0k ✓ • • •••• •••••• Shear(+Z side) •• o •• 0*0 •• •••••• •• • •••••• Vz2=Rz4 = (0 Ib) = 0 k • Wn = 35.68k z Vu = 0k ✓ •••••• • •0000 • Shear(-Z side) • • • • • •••• • •• ••••• Vz1=Rz3 = (0 Ib) = 0 k • • •••••• • • ••••• J 1. V - 35.68 k z V = 0 k ✓ • •••••• • • • • QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 4 of 9 Sunday 05/10/15 8:03 PM ...... .... . . • ••••• •• • •••• • t • /70 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N002 Combination: 1.21D + 1.6L] (continued) ---Footing Punching Shear- Punching hear Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.5 Ppunching=Ptotal+WP-Ppedmeter = (9.59 k)+(0 k)-(6.68 k) = 2.91 k /V u—_ VU_+-f x Mux ez+y�Mu>ex bod ix JZ (2.91 k) +(0.40)(0 in-k)(18 in)+(0.40){0 in•k)(18 in) (72 in)(12.38 in) (23735 in^4) (18868 in^4) = 3.26 psi Ovn = 164.3 psi t vu = 3.26 psi ✓ •••••• •• • • • •••• •• • •••••• •••• • •• ••••• •••••• 00000 • • •• •• • •••••• 00 • • • • • • • •••••• • • 00 • • • • QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 5 of 9 Sunday 05/10/15 8:03 PM •... • 0000.. .. • 0000 0000.. .. • 0000.. .0000• • .. 0000 • . • 0000 •00000 • •.000• • • 0 •000.• ••.0•• • • • • . • 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N002 Combination: 1.4D] Factored Loads ---Reinforcement Limits —- Axial Force 5.12 k MomentX Oink Moment Z 0 in-k 920 psf 920 psf Min Steel Check(ACI 318-08 ShearX Ok ___ _______ Shear Z 0 k ✓ Overburden 81.2 psf As = 1.24 in' 2 Asmin = 1.04 in' Footing Waight 2.52 k i Z Min Steel Check(ACI 318-08 Pedestal VNkight 0 k ��Resultant=8.28 k(factored) j X As = 1.24 int 2 Asmin = 1.04 int ✓I Min Strain Check(ACI 318-01 st = 0.04 >_ stmin = 0.0 ✓ Min Strain Check(ACI 318-01 920 psf - 920 psf et = 0.03 2 etmin = 0.0 ✓ Max pressure(factored)=920 psf (Includes effects of overburden and footing weight) Footing Flexure Z-Flexure(+X side) M71=Rz1 dzl = (2760 Ib)(6 in) = 16.56 in-k Wn = 822.4 in-k a M„ = 16.56 in-k ✓ Z-Flexure(-X side) Z M72=R,2 d,2 = (2760 Ib)(6 in) = 16.56 ink LX j Wn = 822.4 in-k z M„ = 16.56 ink V/ X-Flexure(+Z side) i f?%• _1, fi' ��'/; ,�/ �• Mx1=Rx1 dx1 = (2530 Ib)(5.5 in) = 13.92 in-k Wn = 780.6 in-k i M„ = 13.92 in-k ✓ X-Flexure(-Z side) M,2=Ri2 d,2 = (2530 Ib)(5.5 in) = 13.92 in-k Wn = 780.6 in-k z Mu = 13.92 in-k ✓ - Footing Shear – -- --- - — -- — — Shear(+X side) so** Vx2=Rx4 = (0 lb) = Ok �•� •••••o •••••• $Vn = 37.53 k z Vu = O k V/ •• • • ••• •• Shear(-X side) ***:so •• • •••••• Z 2 Vx1=Rx3 = (0 Ib) = Ok •••••• • —X —X Wn = 37.53k L Vu = 0k V/ •••••• • • • • • so Shear(+Z side) • Vz2=Rz4 = (0 lb) = Ok • • •••••• ••••• Wn = 35.68k z Vu = Ok ✓ •••••• •••••• • Shear(-Z side) • i • • • Vz1=Rz3 = (0 lb) = Ok : ••• o••••• Wn = 35.68k z Vu = 0k ✓ •• • :••••: •• • QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 6 of 9 Sunday 05/10/15 8:03 PM 0000 0000 0000.. � . • .. . • • • 0000.. . .. 0000.. • . :0006. o 6. . . ....� 0 0000. .. 0000 0 . 6 : ..0.00 .6.66 000.00 .. .. • • •• .• •0 ..0.. • .66600 60.606 • • • • 0000.• .6. 0 • .6 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set' Node N002 Combination: 1 AD] (continued) _ --- Footing Punching Shear- Punching hear Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.1 Ppunching=Ptotal+Wp-Ppedmeter = (5.12 Q+(0 k)-(4.11 k) = 1.02 k V rvx Mix e, y,Mu>ex f j j(1 vu=bo d+ Jx + J, (1.02 k) +(0.40)(0 in-kk),,(18(18 in)+(0.40)(0 in-k)(18 in) (72 in)(12.38 in (23735 in^4) (18868 in^4) z_/Z-Z = 1.14 psi On = 164.3 psi >_ vu = 1.14 psi ✓ 0000 • • 0000 • • • 0000•• • ••• • 0 0 • 0000•• • • 0 • • •• • 0000 • 000000 0 • 0 0000 •• • •0000•• 0000 • •• 0000• •••••• • • • • • • 00004 •0000 •• •• •0 ••000• •••••• 0 • • 0000•• 0000•• • • • • •• • • 000 • 0 00 0 QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 7 of 9 Sunday 05/10/15 8:03 PM ...• 0.6.66 0000.. 0000.. ..6.. .. 0000 0000. 0000.. .. .. 0000.. • 0000.. • 0000.. 0000.. 6.. . . .. 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 1786-351-3663 Stability Checks [Load Set: Node N002 Combination: 1.OD + 1.0L] --Forces - — - - - - - --- - -- - — - -- - ------ Factored Loads i Axial Force 6.91 k Moment X 0 in-k Moment Z 0 in-k 1100 psf I 1100 psf ShearX 0k ____ +______ Shear Z 0 k Overburden 152 psf Footing Might 1.8 k Resultant=9.9 k Pedestal Weight 0 k VX Bearing Pressure Ballow = 2000 psf Z qgross = 1100 psf ✓ i I i 1100 psf1100 psf Max pressu a=1100 psf (Gross: Includes effects of foi ting weight and overburden) Overturning Overturning r Wf = 1.8 k (weight of footing) x - 1.5 ft-+-1.5 ft-- WP = 0 k (weight of pedestal) v Fob=goverburden(Aftg-Aped) = (152 psf)[(9 ft2)-(1.17 ft2)] = 1.19k F.S.against overturning about X axis is infinite(no applied moment) F.S.against overturning about Z axis is infinite (no applied moment) _ .._-__. ..___.. ___.._ _ ..�_. -• .....0000 0000•• silljing _. _ .._ • • • 0.000• •• • 0 • 0000•• 0000•• • • • 0000 ••0••• Sliding 000* • •• 0000• 0000 • • � • Z Wf = 1.8 k (weight of footing) • •• •••• 0 •••••• Wp = o k (weight of pedestal) •• • 0000•• X •••••• • Fob=cloverburden(Aftg-Aped) = (152 psf)[(9 ft2)-(1.17 ft2)] = 1.19 k • • • • F C +W +F +P + = (0.40)[(1.8 k)+(0 k)+(1.19 k)+(6.91 k)]+(0 k) = 3.961c i•••i• 0000•• resist= f(Wf p Fob ) Fpassive F.S.against sliding in X direction is infinite (no applied force) • • • •••• F.S.against sliding in Z direction is infinite (no applied force) 00 0 • • • QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 8 of 9 Sunday 05/10/15 8:03 PM 0000 • 0000.. 0000 . . 0 . . .. 0000.. • 0 0000.. . • • 0000• 0000. •• • 0000. 0000.. 0000.. .. .. 0000.. • • 0000.. 0000.. 0000.. • 0000.. .. 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-right end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N002 Combination: 1.OD + 1.OL] (continued) -- uplift— - -- Y Uplift X P = 6.91 k F.S.against uplift is infinite (axial force is in compression) 0000•• • • 0000•• • • • 000000 •• • • 0000• • • 0000• •• • .:00:000 • ••00 •• • • 0000•••• 6000•• • • • 000000 00 • •0000• 0::::. 6••• :00:0 •••6•• •• 0000 0000 • ••6••• ••••6• 0 • 6 • • • 000••0 0000•••• 0 • • • • • • • •0000• 0000 • • 0000• • 6 •• • QuickFooting 2.0(iesweb.com) E:\Engineering\T...\Footing at right column(05-07-15).ftg Page 9 of 9 Sunday 05/10/15 8:03 PM ...... .... . . . . . . .. ...... ...... 0. ..... .. . .... ..... . ...... . .. .. • 0 ...... • • • ... 00 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Design Detail Y LX 1 1--16 in 3 ft X Bars: 4-#5(@-12 in) Z Bars: 4-#5(@-9.79 in) Z r i i w - Check Summa 1- 3 ft Criteria -- Ratio Check Provided Required Combination -Footing- Building Code IBC 2009 ,/0.012 X Flexure(-Z) 780.6 ink 9.28 ink 1.4D Strength Load Combinations ASCE 7-05(Streng... ,/0.012 X Flexure(+Z) 780.6 ink 9.28 in-k 1.4D Stability Load Combinations ASCE 7-05(ASD) ,/0.010 Z Flexure(-X) 826.3 irrk 7.95 Ink 1.41 Allowable Bearing Pressure 2000 psf ,/0.010 Z Flexure(+X) 826.3 in-k 7.95 in-k 1.4D Gross/Net Gross ,/0.005 Shear(-Z) 35.68 k 0.18 k 1.4D Overturning F.S. 1.50 ,/0.005 Shear(+Z) 35.68 k 0.18 k 1.4D Sliding F.S. 1.50 ,/0.000 Shear(-X) 43.78 k 0 k 1.4D Uplift F.S. 1.50 ,/0.000 Shear(+X) 43.78 k 0 k 1.4D Additional Uplift Resistance 0 k ,/0.836 Min Steel Z 1.24 in' 1.04 in' 1.4D Friction Coeficient 0.40 ,/0.975 Min Steel X 1.24 in' 1.21 in' 1.4D Passive Soil Resistance 0 Ib ,/0.114 Min Strain Z 0.0350 0.0040 1 AD Concrete V%ight 150 Ib/ft' ,/0.092 Min Strain X 0.0436 0.0040 1.4D Parme beta(for biaxial) 0.65 ,/0.015 Punching Shear 164.3 psi 2.41 psi 1.2D+1.61- Include footing weight in strength bearing pressure Yes -Stability- Include overburden in strength bearing pressure Yes ,/0.151 Bearing Pressure 2000 psf 301.4 psf 1.OD+1.01- 0.000 .OL0.000 Overturning-X Infinite 1.500 1.01D+1.01- ./0.000 Overtuming-Z Infinite 1.500 1.01D+1.01- •••••• Sliding-X Infinite 1.500 1.0D+1.01- ,/0.000 ,/0.000 Sliding-Z Infinite 1.500 1.OD+1.01- • 606 •••• 60'0066 ,/0.297 Uplift 5.042 1.500 1.OD+1.0L •• 6 • ••• •• • • 6 0000•• 66 • 0000•• • • Loads Summary(Service Loads) -•0 6"' 6 0066 000666 Load Set Name Source P MX Mz VX Ve 0 O1cWb&gen • • Node N003 Dead 0.03 k 0 in-k -0 ink 0 k 0 k•••• 116 psf0• •006• Node N003 Live 0.81 k O ink -0 in-k 0 k Q14:6 0 6 .122 psf• •6 0 0• _.. _.. _ - _. _._.__._._.------- --s e.._a.•--___... 6666 66660 �- 6666.. 6666666 666 6 z � ,_ f0�lv7i QuickFooting 2.0(iesweb.com) E:\Enginee I \Ti.. ooting at left column(05-07-15).ftg Page 1 of 9 Sunday 05/10/15 8:10 PM 0000 0000.. 0000.. .. • � � 0000.. 0000.. 0000. • 0000.. .. .. 0000.. • • 0 0000.. 0.00.0 . . 0000.. .0000. . . 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs FootingX-Direction Capacity----------- General apacity-- - -- General Section Calcs(ACI 318-08 10.2.7) _ A,f, = (1.24 inl)(60000 psi) = 0.69 in a 0.85 F,b,H 0.85(3000 psi)(42 in) pf = 0.85 (F'c54000psi) x=a/pf = (0.69 in)!(0.85) = 0.82 in Capacity Calcs(ACI 318-08 10.2,11.2.1.1,10.5.4,7.12.2.1,10.3) Wn=0 As fy(d-a/2) = (0.90)(1.24 inz)(60000 psi)[(12.69 in)-(0.69 in)!2] = 826.3 in-k �Vc_ 2 X Vr c b,,d = (0.75)2(1.0) 3000 psi(42 in)(12.69 in) = 43.78 k Y 60000 60000 Asmin=0.0018 f A9 = 0.0018(60000 psi)(4.67 ft) = 1.21 in Y Z 5' et=0.003(d-1) = 0.003 (12.69 in) 1] = 0.04 x (0.82 in) Development(ACI 318-08 12.2) y,t = 1.0 (less than 12 inches cast below) 3.5 ft _ 'I ye = 1.0 (bar not epoxy coated) y,s = 0.80 (bars are#6 or smaller) 7. = 1.0 (normal weight concrete) c = 3.31 in (lesser of half spacing,ctr to surface) Ktr = 0.0 (no transverse reinforcement) 3.--fy---we We W. d _ 3. (60000 psi) (1.0)(1.0)(0.80)l(0.63 in) = 16.43 in Id-(40 2.5 ) b - [40(1 0) 3000 psi 2.5 J Footing Z-Direction Capacity General Section Calcs(ACI 318-08 10.2.7) As fy = (1.24 int)(60000 psi) = 0.81 in a_0.85 F',b,N 0.85(3000 psi)(36 in) 131 = 0.85 (Fc:5 4000 psi) 0000 x=a/p, = (0.81 in)1(0.85) = 0.95 in i ••• 000• 0.0909 00• Capacity Calcs(ACI 318-08 10.2!11.2.1.1,10.5.4,7.12.2.1,10.3) � •• 0• • • ••009 • Wn=O As fy(d-a/2) = (0.90)(1.24 inz)(60000 psi)[(12.06 in)-( 81 /721 = 780.9 in k • •0.0•• 0 FF, • • • ova=0 2 X F c b,N d = (0.75)2(1.0) 3000 psi(36 in)(12.06 in) = 36.6%6 00 • •••••• Y 60000 60000 •••• Asmtn=0.0018 A9 = 0.0018 (4 ftz) = 1.04 in- � •• •++++ fy (60000 psi) •0 0.0• • • • LX _ rd 1 (12.06 in) 1 ••0••+ 9000• •00•• st=0.003 x 1 J = 0.003 L(0.95 in) -1] = 0.03 000000 •9900• • 0 • • Development(ACI 318-08 12.2) 0 • 0 • •• Y y,t = 1.0 (less than 12 inches cast below) • • 0 0 00 0 •909•• 3 ft Ve = 1.0 (bar not epoxy coated) 0••0 i • •0• ••'•+• Ws = 0.80 (bars are#6 or smaller) •••• • 0 X = 1.0 (normal weight concrete) c = 3.67 in (lesser of half spacing,ctr to surface) Kt, = 0.0 (no transverse reinforcement) = 3. fy-IN We Vs d = 3. (60000 psi) (1.0)(1.0)(0.80)](0.63 in) = 16.43 in Id b C40 X 2.5 ) [40(1 0) 3000 psi 2'5 J QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 2 of 9 Sunday 05/10/15 8:10 PM 0000 • 0000.. 0000 .000 . • .. 6:0000 .. 00.00.0 . 0000.. 00000. , .. 0000 .. 0000.. 90.00 y 0000.. 4,0*000 0.000. • • • .0.... 0000.. 0000.. • . o 00006. ,.. . . .. 11v7 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs (continued) -Footing Punching Shear Capacity- Punching Shear(ACI 318-08 11.11.1.2,11.11.2.1) -I- bo = 98.38 in (perimeter of critical section) p = 1.17 (column width ratio) 36 i as = 20.0 (comer column) i x = 1.0 (normal weight concrete) (a) V.-(2+p)>yr,,bo d = [2+(1 17)](1.0) 3000 psi(98.38 in)(12.38 in) = 362 k - -- - - (b) V�=(b+2)a Vr c (98.36 in) bo d = [(20.0)(12.38 in)+2](1.0) 3000 psi(98.38 in)(12.38 in) = 301.1 k Z Vc=4 aFFr b,,d = 4(1.0) 3000 psi(98.38 in)(12.38 in) = 266.7 k CO ' LX ; Wn=0 Vc _ (0.75)(266.7 k) = 200 k Ov„=Wn/(ba d) = (200 k)/[(98.38 In)(12.38 in)) = 164.3 psi Values needed for check(ACI 318-08 11.11.6.1,1111.11.6.1,eqn 13-1,1111.11 1 Yvx=1' 1 = 1 = 0.36 s - ---------------------------- 1+2 1+2 (26.38 in) 3.v bX 3. (36 in) Yvz=1- 1 = 1 1 = 0.44 2 2 (36 in) 1 +3.v Jbz' 1+3. (26.38 in) JX = 23735 in^4 (calculated from ACI R11.12.6.2) r---- 3 ft- Jz = 18868 in'4 (calculated from ACI R11.12.6.2) •••••• •• • •••••• • • •••• •• • •••••• •••• • •• ••••• •••••• • • • • • • •••••• ••••• •• •• • •••••• •••••• •••••• QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 3 of 9 Sunday 05/10/15 8:10 PM ••oo • • 0000 • • 0000•• • • • • ••• • • •• 0.0000 • •• • • • • 0000•• 0000•• • •• 0090 • • • • • • 0000• 0000• •• • so*:**000•0• • • 0000•• •• •• 0.0.00 • •0.0•• 0000•• Rose* so • • • • • 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N003 Combination: 1.4D] Factored Loads -Reinfoteement Limits- Axial Force 0.04 k MomentX 0 ink Momentz 0 in-k 378.6 psf 378.6 psf Min Steel Check(ACI 318-08 ShearX 0k --__---_ Shear Z Overburden 006.4 psf As = 1.24 W2 Asmin = 1.21 inz Footing Might 2.94 ki Z Resultant=3.98 k(factored) Pedestal Might 0 k Min Steel Check(ACI 318-08 As = 1.24 inz 2 Asmin = 1.04 inz Min Strain Check(ACI 318-01 j ct = 0.04 Z stmin = 0.0 ✓ Min Strain Check(ACI 318-Oi --------- 378.6 psf 1 378.6 psf et = 0.03 z etmin = 0.0 ✓ Max pressure(factored)=378.6 psf (Includes effects of overburden and footing weight) Footing Flexuie Z-Flexure(+X side) Mz1=Rz1 dz•i = (1325 Ib)(6 in) = 7.95 in k Wn = 826.3 ink i Mc = 7.95 in-k ✓ / Z-Flexure(-X side) Z M,2=Rzz d72 = (1325 Ib)(6 in) = 7.95 ink X / Wn = 826.3 ink z Mu = 7.95 in-k V/ X-Flexure(+Z side) Mx1=Rx1 dx1 = (1325 Ib)(7 in) = 9.28 in-k Wn = 780.6 ink z M„ = 9.28 ink ✓ X-Flexure(-Z side) M,2=Ri2 dx2 = (1325 Ib)(7 in) = 9.28 in-k OMn = 780.6 in-k z M„ = 9.28 in-k ✓ --Footing Shear- Shear(+X side) Vx2=Rx4 = (0 lb) = 0k • • •••••• OV, = 43.78k z Vo = 0k ✓ •••• • •••• ••••o• Shear(-X side) 600000 • • • • as Z Z Vx1=Rx3 = (01b) = 0k •••i•• • •••••• LX -X Wn = 43.78k z Vo = 0k ✓ ••••• r•• • •••••• • • • Shear(+Z side) •••• • ••• ••w•• Vz2=Rz4 = (183.4 Ib) = 0.18 k •••••• • • • • • • •••••• ••••• OVn = 35.68 k k V❑ = 0.18 k ✓ •• •• • •••••• • • Shear(-Z side) • • • • • • • • • Vz1=Rz3 = (183.41b) = 0.18k •••••• •••••• • • • Wn = 35.68k z V„ = 0.18k ✓ • • • *1•••* • • QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 4 of 9 Sunday 05/10/15 8:10 PM ••.•f. •.+ 00 • •• ' 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N003 Combination: 1 AD] (continued) -- Footing Punching Shear - -- - — — "— Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.2.* / Ppunching=Ptotal+WP-Ppehmeter = (0.04 k)+(0 k)-(1.69 k) _ -1.65 k ITT/`L• '1 Vj-+Yv:Mux e�+Yuz M.,e. vu=bo d ix JZ r, _ (1.65 k) +(0.36)(0 in k)(13.19 in)+(0.44)(0 in k)(18 in) (98.38 in)(12.38 in) (23735 in^4) (18868 in^4) = 1.35 psi On = 164.3 psi z v❑ = 1.35 psi ✓ 0000 • • 0000 •... •• • • ••• • 0000•• •• • 0000•• • 0.0000 0 0 0 0000 0000•• • • • • • 0000 • •• 0000• 0000•• • • • • 0000• • • 0000•• •••••• • 0000•• 0000•• • • • • • • • • 00go 0 0 00000•• • • QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 5 of 9 Sunday 05/10/15 8:10 PM ...... .... . . ...... . .. ...... • 000 • �JD _r------ 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set' Node N003 Combination: 1.2D + 1.61L] Factored Loads - Reinforcement Limits---- Axial imits -Axial Force -1.26 k MomentX 0in•k Moment Z 0 ink Shear X 0 k 374.1 psf 374.1 psf Min Steel Check(ACI 318-08 _-_ ---_ - ShearZ 0 k I As = 1.24 int 2 Asmin = 1.21 int V",Overburden 286.4 psf i I Footing Nkight 2.52 k Z i Min Steel Check(ACI 318-08 Pedestal V�kight o k I� Resultant=3.93 k(factored) As = 1.24 int z Asmin = 1.04 int ✓ Min Strain Check(ACI 318-M i st = 0.04 2 stmin = 0.0 ✓ Min Strain Check(ACI 318 0. 374.1 psf 374.1 psf st = 0.03 2 stein = 0.0 ✓ Max pressure(factored)=374.1 psf (Includes effects of overburden and footing weight) Footing Flexure Z-Flexure(+X side) Mz1=Rz1 dz1 = (1309 Ib)(6 in) = 7.86 in-k �Mn = 826.3 ink z Mu = 7.86 in-k ✓ Z-Flexure(-X side) Z Mz2=R7_2 ds = (1309 Ib)(6 in) = 7.86 in-k X /_/ � Wn = 826.3 in-k z Mu = 7.86 in-k ✓ X-Flexure(+Z side) Mxj=Rx1 dx1 = (1309 Ib)(7 in) = 9.17 in k Z Wn = 780.6 in-k Z Mu = 9.17 in-k ✓ X-Flexure(-Z side) Mx2=R,a d,2 = (1309 Ib)(7 in) = 9.17 in-k Wn = 780.6 ink z Mu = 9.17 in-k ✓ ---Footing Shear- Shear(+X side) Vx2=Rx4 = (o Ib) = 0 k Wn = 43.78 k z Vu = 0 k ✓ Shear(-X side) Z Z Vx1=Rx3 = (0 lb) = 0 k •••• Wn = 43.78k z Vu = 0k ✓ ••• •••• •••••• LX `X Shear(+Z side) •• • •G :e: s o • Vz2=Ri4 = (181.21b) = 0.18k ••:•• •• • •••••• Wn = 35.68k 2 Vu = 0.18k ✓ :sees:: Shear(-Z side) . •**see • • • V71=Rz3 = (181.21b) = 0.18k *see** • • • • • ••••• Wn = 35.68k 2 V„ = 0.18k V/ o••••• •••••• **Goes • • • • • • • Gooses • • • o s o so a see • • QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 6 of 9 Sunday 05/10/15 8:10 PM see* 0 0 0 0 0 0 0*0 : 0000000 . • 0 �� 6 �1 '• 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N003 - Combination: 1.2D + 1.6L] (continued) Footing Punching Shear- Punching hea Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.2.1) Ppunching=Ptotal+WP-Pperimeter = ( 1.26k)+(0 k)-(1.67 k) _ -2.94 k i f v __�L+yvx Mix ez+Y v Mu e„ �XJ u bo d JX JZ 1/; _ (2.94 k) (0.36)(0 in k)(13.19 in) (0.44)(0 in•k)(18 in) �/, — + n + A ✓ � (98.38 in)(12.38 in) (23735 in 4) (18868 in 4) = 2.41 psi On = 164.3 psi z vu = 2.41 psi ✓ 0000 • • 0000 0000•• 0000•• •• • 0000•• • 0000•• 0 • • 000000 •0066• 0000 • •• 00009 0000•• ••66.0 • • • • • 0000• • •• •• • 0000•• 0000•• • • • • • 000 •••6•• 00 • • • 0•••0000• QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 7 of 9 Sunday 05/10/15 8:10 PM ti 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N003 Combination: 1.OD + 1.OL] Forces -- ----— - -- ----- --- Factored Loads Axial Force -0.78 k MomentX Oink Moment Z o in-k 301.4 psf I 301.4 psf Shear 0k ShearZ 0k -Y Overburden 198 psf I; Footing Might 2.1 k Pedestal Might 0 k �,Resultant=3.17 k Bearing Pressure X. Ballow = 2000 psf 2 ggross = 301.4 psf 301.4 psf 301.4 psf Max pressur =301.4 psf I (Gross: Includes effects of fol oting weight and overburden) Overturning Overturning Wf = 2.1 k (weight of footing) -t5 tt--j--1.5 ft Wp = 0 k (weight of pedestal) Fob=goverburden(Aftg-Aped) = (198 psf)((10.5 ft')-(1.17 ft')] = 1.85k �^ F.S.against overturning about X axis is infinite (no applied moment) x i F.S.against overturning about Z axis is infinite (no applied moment) Sliding • . .••• .•..•. Sliding •• • • • • •••••• •• • • Z Wf = 2.1 k (weight of footing) � •••••• Wp = 0 k (weight of pedestal)LX •••••• ' • • Fob=goverburden(Aftg-Aped) = (198 psf)((10.5 ft)-(1.17 ft')] = 1.85 k •• ••• •• • • • Fresist=Cf(Wf+Wp+Fob+P)+Fpassive = (0.40)[(2.1 k)+(0 k)+(1.85 k)+(-0.78 k)]+(0 k) = 1.27 ••• • •• ••••• • • ••••• F.S.against sliding in X direction is infinite (no applied force) • • •••••• •• •• • •••••• F.S.against sliding in Z direction is infinite (no applied force) •••••• • • • • • •••••• QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 8 of 9 Sunday 05/10/15 8:10 PM 0000 0000•• 0000 • • 0000•• • •• 00:00• • • • 0000•• 0000•• • • • •• 0000 0000• •• • 0000 • • •••••• 0000• • • 000000• 0000•• 0000•• • •• •• 0 0000•• • • 0000•• • • • • • •0000• • 0 0 10050 NE 12th Ave remodeling beam at center of living area(DL+LL)-left end support Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stabilit Checks [Load Set' Node N003 Combination: 1.01D + 1.OL] (continued) Uplift - - -- uplift Wf = 2.1 k (weight of footing) Y WP = 0 k (weight of pedestal) Fob=9overburden(Aftg-Aped) _ (198 psf)[(10.5 ft2)-(1.17 ftp)] = 1.85k X Fdown=Wf+WP+Fob+Faddl = (2.1 k)+(0 k)+(1.85 k)+(0 k) = 3.95 k F„P=0-P = 0-(-0.78 k) = 0.78k FS„P=F�1°m = (0.78 k) = 5.04 FSup = 5.04 2 FSupRegd = 1.50 ✓ 0000 • • 0000 0000•• 0000•• •• • 0000•• • 0000•• • • • 0000 •0000• 0000 • •• •••00 0000•• • • • • 0000• • • 0000•• •• •• • 0000•• 0000•• • • • • • • • 0000•• 0000•• • • • 000000 • • QuickFooting 2.0(iesweb.com) E:\Engineering\Ti...\Footing at left column(05-07-15).ftg Page 9 of 9 Sunday 05/10/15 8:10 PM 0000 0000.. 0000 . . • � 0000.. 0000.. 0000. .. . 0000 0000.. 0000.. . .. .. • 0 6.6.6. 00 0000.. .0006. . 0 0 ... 00 • 00 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Design Detail Y i LX m � l - - - -3 ft- �{ X Bars: 4-#5(@-12 in) 16 in -� Z Bars: 4-#5(@-12 in) Z IZ Y� M r 3 ft �{ --Check Summary- -- --- ----- Criteria-- - Ratio Check Provided Required Combination -Footing- Building Code IBC 2009 ,/0.025 X Flexure(-Z) 780.6 In-k 19.88 in-k 1.2D+1.61- Strength Load Combinations ASCE 7-05(Strang... ,/0.047 X Flexure(+Z) 780.6 in-k 36.95 in-k 1.2D+1.61- Stability Load Combinations ASCE 7-05(ASD) ,/0.041 Z Flexure(-X) 822.4 in-k 33.82 in-k 1.2D+1.61- Allowable Bearing Pressure 2000 psf ,/0.041 Z Flexure(+X) 822.4 in-k 33.82 in-k 1.213+1.61- Gross/Net Gross ,/0.000 Shear(-Z) 35.68 k 0 k 1.4D Overturning F.S. 1.50 ,/0.000 Shear(+Z) 35.68 k 0 k 1.4D Sliding F.S. 1.50 ,/0.000 Shear(-X) 37.53 k 0 k 1 AD Uplift F.S. 1.50 /0.000 Shear(+X) 37.53 k 0 k 1.4D Additional Uplift Resistance 0 k ,/0.836 Min Steel Z 1.24 in' 1.04 in' 1.4D Friction Coeficient 0.40 ,/0.836 Min Steel X 1.24 in' 1.04 in' 1.4D Passive Soil Resistance 0 Ib ,/0.114 Min Strain Z 0.0350 0.0040 1.413 Concrete Walght 150 Ib/ft3 ,/0.106 Min Strain X 0.0369 0.0040 1.4D Parma beta(for biaxial) 0.65 ,/0.103 Punching Shear 164.3 psi 16.86 psi 1.2D+1.61- Include footing weight in strength bearing pressure Yes -Stability- Include overburden in strength bearing pressure Yes ,/0.949 Bearing Pressure 2000 psf 1899 psf 1.01D+1.01- ,/0.176 .OL,/0.176 Overturning-X 8.521 1.500 1.01D+1.01- ,/ .OL,/0.000 Overturning-Z Infinite 1.500 1.01D+1.OL �+ v ,/0.000 Sliding-X Infinite 1.500 1.01D+1.01- ,/0.000 .01- ,/0.000 Sliding-Z Infinite 1.500 1.01D+1.01- ,,10.000 .OL,%0.000 Uplift Infinite 1.500 1.013+1.01- Loads .OLLoads Summary(Service Loads) • Load Set Name Source P Mx Mz VX A • 6wwWMAen *00*: • Node N002 Dead 6.39 k 12.24 in•k -0 in-k 0 k 0%•• 56_psf Node N002 Live 3.4 k 14.64 in-k 0 in-k 0 k 0 k !39 psf:• • •••••• • ,�.3�,� � /,tel � �-•,�,�tK- .. •.� :....� QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 1 of 9 Sunday 05/10/1571-0-76-Pg- . . ...... . .. ...... ...... .... ..... .. . .... ...... . .. .. • ...... ...... . . 0 . 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs - FootingX-Direction Capacity--- General apacityGeneral Section Calcs(ACI 318-08 10.2.7) _ As fy = (1.24 in')(60000 psi) = 0.81 in a 0.85 F',bw 0.85(3000 psi)(36 in) 01 = 0.85 (F'c54000 psi) x=a/pt = (0.81 in)1(0.85) = 0.95 in Capacity Calcs(ACI 318-08 10.2,11.2.1.11 10.5.4,7.12.2.1,10.3) OMn=0 As fy(d-a/2) = (0.90)(1.24 in')(60000 psi)[(12.69 in)-(0.81 in)/2) = 822.4 in k 1 OVA=0 2 2,Vr c b,k d = (0.75)2(1.0) 3000 psi(36 in)(12.69 in) = 37.53 k Y Asmin=0.0018 60000 A, = 0.0018(60000 psi)60000 (4ft') = 1.04 int IL-2 5* st=0.003(d-1, y= 0.003 (12.69 in) 1] = 0.04 x (0.95 in) • • • Development(ACI 318-08 12.2) r wt = 1.0 (less than 12 inches cast below) 3 ft we = 1.0 (bar not epoxy coated) tys = 0.80 (bars are#6 or smaller) b = 1.0 (normal weight concrete) c = 3.31 in (lesser of half spacing,ctr to surface) Kt, = 0.0 (no transverse reinforcement) Id=(3. fy_,wt wag, db = r 3. (60000(1.0)(1.0)(0.80) (0.63 in) = 16.43 in 40X 2.5 J L40(1.0)V300 psi 2'5 Footing Z-Diiection Capacity ---- ----- General Section Calcs(ACI 318-08 10.2.7) _ As fy = (1.24 in')(60000 psi) = 0.81 in a 0.85 Fc bw 0.85(3000 psi)(36 in) PI = 0.85 (F',54000psi) x=a/p, = (0.81 in)/(0.85) = 0.95 in Capacity Calcs(ACI 318-08 10.2,11.2.1.1,10.5.4,7.12.2.1,10.3) OMn=0 As fy(d-a/2) = (0.90)(1.24 W)(60000 psi)[(12.06 in)-(0.81 in)/21 = 780.6 in-k � � 6666 �Vc_ 2?,V r c bW d = (0.75)2(1.0) 3000 psi(36 in)(12.06 in) =85.613 6 5.6.6• •••••• •••or Y 60000 60000 •• • • .6: A -0.0018 P g = 0.0018 (4 ftp) = 1.04 ins • - smin- fy (60000 psi) •••••• •••• o • 6666•• X Sd (12.06in)_ •••••• • • • � Ft=0.003(--1, = 0.003 1] = 0.03 x [(0.95 in) 6000 •6 0 :6666: • Development(ACI 318-08 12.2) **so* � 6.6• ••••6 T- Wt = 1.0 (less than 12 inches cast below) **so** • • • • 6666• aft We = 1.0 (bar not epoxy coated) 606000 66066 •••••• y s = 0.80 (bars are#6 or smaller) •••,•• • • = 1.0 (normal weight concrete) • • • 6•6 6 •• •••••• • 6 c = 3.67 in (lesser of half spacing,ctr to surface) o 0.6 • • • 6666•• Ktr = 0.0 (no transverse reinforcement) •• • 6• off • • Id= 3•-_vft we Ts db = 3. (60000 psi) (1.0)(1.0)(0.80)l(0.63 in) = 16.43 In • (40� 2.5 ) [40(1 0) 3000 psi 2'5 J QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 2 of 9 Sunday 05/10/15 10:26 PM 0000 0000.. 0000 . . 0000.. 0000.. 0000 0000. .. . 0000 0000.. 0000.. . .. .. • 0000.. 0000.. .0000. . . 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs continued ——Footing Punching Shear Capacity---- ---- Punching Shear(ACI 318-08 11.11.1.2,11.11.2.1 ) 36 in bo = 72 in (perimeter of critical section) p = 1.17 (column width ratio) as = 20.0 (comer column) = 1.0 (normal weight concrete) (a) V.=(2+p)7 yr c bo d = [2+(14 7)](1.0)13000 psi(72 in)(12.38 in) = 264.9 k — (b) VC=(b+/2)x Vr c bo d = [(20.0)(12.38 in)+2](1.0) 3000 psi(72 in)(12.38 in) = 265.4k (72 in) 2 (c) Vc=4>�F'c be d = 4(1.0) 3000 psi(72 in)(12.38 in) = 195.2 k LXx Wn= Vc = (0.75)(195.2 k) = 146.4 k CO Vn=0Vn/(bo d) = (146.4 k)/[(72 ln)(12.38 in)) = 164.3 psi Values needed for check(ACI 318-OB 11.11.6.1,R11.11.6.1,eqn 13-1,R11. Yvx=1_ 1 = 1_ 1 = 0.40 2^Ir,_ +2 (36 in) 1+3, V bx 1 3. (36 in) 1 Yvz= 1 = 0.40 1' _ 1_ :-------------3ft-------------' 1+ 2 I,b 1+ 2 (36 in) 3. bZ 3. (36 in) JX = 23735 in A 4 (calculated from ACI RI 1.12.6.2) JZ = 18868 in A 4 (calculated from ACI R11.12.6.2) •••• • • boob boob•• • • • • boob•• •• • boob•• • boob•• • • • boobso so boost: boob • •• ••••• boob•• • • • • boob• • • boob•• •• •• • •boob• boob•• • boob•• boob•• • • QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 3 of 9 Sunday 05/10/15 10:26 PM • •••••• • •• •• •wr•f• w t • • • w w• 8'7 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N002 Combination: 1.2D + 1.6L] Factored Loads Reinforcement Limits - -- Axial Force 13.11 k Moment X -38.11 in-k Moment Z 0 in-k 2588 psf 2588 psf Shear X 0 k _____________ Min Steel Check(ACI 318-08 Overburden 209.6 psf i As = 1.24 inz 2 Asmin = 1.04 inz Footing Might 2.16 k ; besultant=16.91 k factored Pedestal Might 0 k Z ,` ( ) Min Steel Check(ACI 318-08 As = 1.24 inZ 2 Asmin = 1.04 In' 1 I Min Strain Check(ACI 318-01 t i st = 0.04 2 Etmin = 0.0 ✓ Min Strain Check(ACI 318-01 1170 psf 1170 psf ct = 0.03 2 strain = 0.0 ✓ Max pressure(factored)=2588 psf i (Includes effects of overburden and footing weight) Footing Flexure - - - Z-Flexure(+X side) Mz1=Rz1 d;!1 = (5637 Ib)(6 in) = 33.82 in-k OMn = 822.4 in-k z M„ = 33.82 in-k ✓ Z-Flexure(-X side) Z \\ M,2=Rz.2 di2 = (5637 Ib)(6 in) = 33.82 in-k X ; Wn = 822.4 ink >_ M❑ = 33.82 ir-k ✓ X-Flexure(+Z side) Mx1=Rx1 dx1 = (3813 Ib)(5.21 in) = 19.88 in-k Wn = 780.6 in-k >_ M„ = 36.95 in-k ✓ X-Flexure(-Z side) Mi2=Ri2 di2 = (6520 Ib)(5.67 in) = 36.95 in k Wn = 780.6 in-k z M„ = 19.88 in-k ✓ --Footing Shear-- - -- -- - - Shear(+X side) V,2=Rx4 = (0 Ib) = 0 k ¢Vn = 37.53 k 2 Vu = 0 k ✓ - - Shear(-X side) Z Z Vx1=Rx3 = (01b) = 0 k sees -X _-X Wn = 37.53k 2 V„ = 0k V/ 0 ••• a0 :0: 00 •• 00000• Shear(+Z side) e• • 0 0 •0 0 0 • • • • V,2=Rz4 = (01b) = Ok *0000* 00 • ••00•• Wn = 35.68 k 2 Vu = 0 k ✓ •0000• • ••• • • Shear(-Z side) • • • • • • • Vz1=Rz3 = (01b) = 0 k • • •• •• • ••00.0 •••••• • • 0000•• • • • :*see* 00 0 6 see • 0 QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 4 of 9 Sunday 05/10/15 10:26 PM 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N002 Combination: 1.2D + 1.6L] (continued) --.footing Punching Shear Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.2. Ppunching=Ptotal+Wp-Ppenmeter = (13.11 k)+(0 k)-(8.39 k) = 4.72 k !% VLL+r�M� y�M.z ex vu_ —bo d Jx + Jz 14(72 n)(2 7 k 3)8 in)#(0.40123735 in(38.11 k4,18 in)+(0.40)188618 in)(q)in) = 16.86 psi Ovn = 164.3 psi z vu = 16.86 psi ✓ •••• • • • • •••• •••••• • • • • •••••• •• • ••••% • •••••• • • • • • •••• • •• ••••• •••••• • • ••••• so 6 o see •• •• • •••••• • • • • • •••••• • • • QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 5 of 9 Sunday 05/10/15 10:26 PM ell 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N002 Combination: 1.4D] Reinforcement Limits Factored Loads Axial Force 8.95 k Moment X -17.14 in-k Moment Z 0 ink 1679 psf 1679 psf Min Steel Check(ACI 318-08 i Shear X 0 k ✓i Shear Z 0 k i As = 1.24 int 2 Asmin = 1.04 inz Overburden 78.4 psf Footing V night 2.52 k Z Kesultant=12.08 k(factored) Min Steel Check(ACI 318 08 Pedestal Nkight 0 k i i� As = 1.24 inz z Asmin = 1.04 Int ✓1 X Min Strain Check(ACI 318-01 st = 0.04 z stmin = 0.0 ✓ Min Strain Check(ACI 318-0i ------------- 1006 psf 1006 psf st = 0.03 2 Etmin = 0.0 ✓ Max pressure(factored)=1679 psf (Includes effects of overburden and footing weight) Footing Flexure Z-Flexure(+X side) Mz1=Rz1 dz1 = (4027 Ib)(6 in) = 24.16 in-k OMn = 822.4 in-k z M„ = 24.16 in-k ✓ Z-Flexure(-X side)_ ` \ Z Mz2=Ri2 dZ2 = (4027 Ib)(6 in) = 24.16 in k \ Wn = 822.4 in-k � Mu = 24.16 in-k ✓ X j \ X-Flexure(+Z side) i � � Mx1=Rx1 dx1 = (3049 Ib)(5.33 in) = 16.25 in-k OMn = 780.6 in-k z Mo = 24.35 in-k ✓ X-Flexure(-Z side) Mx2=Ri2 di2 = (4333 Ib)(5.62 in) = 24.35 in-k OMn = 780.6 in-k z Mu = 16.25 in-k ✓ Footing Shear -- ------- ---- ---- -- Shear(+X side) Vi2=Rx4 = (0 Ib) = 0 k �Vn = 37.53k 2 Vu = 0k ✓ - -- ---- Shear(-X side) ZZ Vx1=Rx3 = (0 Ib) = 0 k _ 0000 -X -X Wn = 37.53 k 2 Vu = 0 k ✓ • • • • 0000 0000•• Shear(+Z side) •00• 0 • ••. VzzRza = (0 Ib) = 0 k 0000.• •• 0 • • • 6 = • 000.• Wn = 35.68 k 2 Vu = 0 k ✓ • 0000.• • • • 0000•• Shear(-Z side) •••• •• • • • VZ1_Rz3 = (0 Ib) = Ok •..• 0 •• 000.0 6 • Wn = 35.68k 2 Vu = 0 ✓ 69.90: �•.•�• 00000 .• 90 • 600960 . -- -.•.a•- - -r • - • • • • 0900•. • 9 • • • • • • 0000.• 0..* • QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 6 of 9 Sunday 05/10/15 10:26 PM 0000 •••••• 0::0:••• • • • • • • • • • • •66••• • •• 0000•• • • • • 0000•• 0000•• • • • 06 0000 • • 6 • 0000• •• • 0000 0000• • • 6.66•• 0000•• • • 0000•• • •• •• 6 • • 66••6• •••••• • • • • 0060•• • • • 6 • 6.66•• • • • 000 0 • 0 ' 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set' Node N002 Combination 1 4D] (continued) ---Footing Punching Shear-------- Punching hear— ----Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.1 1.1 Ppunching=Ptotal+Wp-Pperimeter = (8.95 k)+(0 k)-(5.99 k) = 2.95 k __Uti +Yvx Mux ez+Y",M.z ex vu bo d J,� JZ __ (2.95 k) +(0.40)(17.14 imk)(18 in)+(0.40)(0 in-k)(18 in) ��/// (72 in)(12.38 in) (23735 in^4) (18868 in^4) = 8.51 psi On = 164.3 psi z vu = 8.51 psi ✓ 0000 • • 0000 0000•• 0000•• •• • 0000•• • 00000• • • • 0000•• 0000 •• • • • 0000 0 •• 00000 • 0.600• • • 0000• • • •0000• •• •• • 0000•• • 0000•• • • • • • • • • • • •0000• 0000•• • • • • • • • 0000•• 00 0 0 000 • • • QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 7 of 9 Sunday 05/10/15 10:26 PM 0000 • • ••00•• 0000 • • • • • • • • • • 0000•• • •• 0000•• • • • • 0000•• •0000• • • • •• 0000 • • • • ••••s •• • 0000 • • 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • • •••••• •••••• • • • • 0000•• • • • • • 0000•• • • • • • 1 , V 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N002 Combination: 1.01D + 1.01L] Forces ---- — -- — --- -- - -- Factored Loads Axial Force 9.79 k Moment X -26.88 in-k Moment Z 0 in-k 1899 psf 1899 psf Shear 0k ------ Shear Z 0 k Overburden 145 psf Footing Might 1.8 kResultant=12.73 k i Z Pedestal Might 0 k Bearing Pressure t Ballow = 2000 psf Z qgross = 1899 psf ✓ ------------- 929.3 psf 929.3 psf Max pressure=1899 psf (Gross: Includes effects of footing weight and overburden) Overturning -- - - - -_ Overturning Wf = 1.8 k (weight of footing) Wp = 0 k (weight of pedestal) Fob=goverburden(Aftg-Aped) = (145 psf)[(9 ft')-(1.17 ft2)] = 1.14k -t5 ft + 1.5 ft OTMx=Mx-Uz(tf+Hp) = (-26.88 in•k)-(0 k)[(16 in)+(0 in)] = -26.88 in•k RM.=(P+Wp)dZ+(Wf+Fob)bZ/2 = [(9.79 k)+(0 k)](1.5 ft)+[(1.B k)+(1.14 k)](3 ft)/2 = 229.1 in-k x _ RMx __ (229.1 in-k) = 8.52 FSOTX OTMx (-26.88 irrk) FSOTX = 8.52 Z FSOTregd = 1.50 ✓ F.S.against overturning about Z axis is infinite (no applied moment) Sliding Sliding �.. i • •.• • Z Wf = 1.8 k (weight of footing) • • • • Wp = 0 k (weight of pedestal) ess000 X Fob goverburden(Affg-Aped) = (145 psf)[(9 ft')-(1.17 ft2)] = 1.14 k •••.•• = ••.• •• • • • Fresist=Cf(Wf+Wp+Fob+P)+Fpassive = (0.40)[(1.8 k)+(0 k)+(1.14 k)+(9.79 k)]+(0 k) = 5.0940 0.•• .• •...• F.S.against sliding in X direction is infinite (no applied force) F.S.against sliding in Z direction is infinite (no applied force) •• •• • •.•••• • ------------ - QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 8 of 9 Sunday 05/10/15 10:26 PM fees • • • • of •elft• • •• •f•••• • 000 0090 flee•• effete • •• •• • teff•• 10050 NE 12th Ave remodeling right support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N002 Combination: 1.OD + 1.OL] (continued) Uplift- - - ---— - — --- -- --- Y Uplift X P = 9.79 k F.S.against uplift is infinite (axial force is in compression) 0000 • • 0000 •090.0 •• • • ••• 0 0000•• •• • 9••••• 000000 0• 0000 00 0 •00.9• • • • 00 • 0000 • •• 00000 • • •00.0• • • 0000• • • 0000•• • • • • • • • :000:0 • •0099• • • • • • • • •900•• • • • QuickFooting 2.0(iesweb.com) E:\En...\footing under right end support at back beam.ftg Page 9 of 9 Sunday 05/10/15 10:26 PM 7 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Design Detail Y LX o) 3 ft - -{ X Bars: 4-;t5(@-12 in) • 16 in - Z Bars: 4-#5(@-12 in) Z --�-- w YJ � � i'-- 3 ft- - -Check Summary-- -- - Criteria Ratio Check Provided Required Combination -Footing- _ - Building Code IBC 2009 ,/0.022 X Flexure(Z) 780.6 in•k 17.48 in-k 1.2D+1.61. Strength Load Combinations ASCE 7-05(Strang... /0.045 X Flexure(+Z) 780.6 in-k 35.04 in-k 1.2D+1.61. I Stability Load Combinations ASCE 7-05(ASD) ,10.038 Z Flexure(-X) 822.4 in-k 31.25 in-k 1.2D+1.61. Allowable Bearing Pressure 2000 psf f 0.038 Z Flexure(+X) 822.4 ink 31.25 in-k 1.2D+1.61- Gross/Net Gross ,/0.000 Shear(-Z) 35.68 k 0 k 1.4D Overturning F.S. 1.50 /0.000 Shear(+Z) 35.68 k 0 k 1 AD Sliding F.S. 1.50 ,/Q.000 Shear(-X) 37.53 k 0 k 1.4D Uplift F.S. 1.50 ,/0.000 Shear(+X) 37.53 k 0 k 1.4D Additional Uplift Resistance 0 k ,/0.636 Min Steel Z 1.24 in' 1.04 in' 1.4D Friction Coeficient 0.40 ,/0.836 Min Steel X 1.24 in' 1.04 in' 1.4D Passive Soil Resistance 0 Ib ✓0.114 Min Strain Z 0.0350 0.0040 1.4D Concrete Weight 150 Ibht' ,/0.108 Min Strain X 0.0369 0.0040 1.4D Parme beta(for biaxial) 0.65 V0.102 Punching Shear 164.3 psi 16.76 psi 1.2D+1.6L Include footing weight in strength bearing pressure Yes -Stability- Include overburden in strength bearing pressure Yes v/0.911 Bearing Pressure 2000 psf 1821 psf 1.OD+11.01- ,/0.188 .OL,/0.188 Overtuming-X 7.970 1.500 1.OD+1.01- ,/0.000 .OL,/0.000 Overtuming-Z Infinite 1.500 1.OD+1.01- ,/0.000 .0L,/0.000 Sliding-X Infinite 1.500 1.OD+1.01. ,/0.000 Sliding-Z Infinite 1.500 1.OD+1.01- ,/0.000 Uplift Infinite 1.500 1.OD+1.01. Loads Summary(Service Loads) - -- - - Load Set Name Source P Mx Mz VX Vz •WWiden Node N001 Dead �-6.45 k -12.24 in-k -0In•k 0 k .0 k • Z7"f• •••••• Node N001 Live 2.9 k -14.64 in-k -0 In-k 0 k 00 k • • 51p;1. •• •• • • • • • • • • - _- - ------ --- -----.-. -- --_ _-••sem•• �••••• ••••• • 0 • ••••• 0 :. :e••:e ...... fF:7 *.so : �/X�� QuickFooting 2.0(iesweb.com) E:\Engi. .\M-oting under left end support at back beam.ftg Page 1 of 9 Sunday 05/10/15 10:46 PM .... 0.000. .0 0 0 0. 0000.. .0000. . . .• 0000 0000. .. . 0000 . 0000. . . 0000.. ...0.. 0000.. . .. .. 0 . 0.0... 0.00.0 . . . . 00.00. . 0000.• . 0 0 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs Footing X-DhectionCapacity----- - --- -- -- - - General Section Calcs(ACI 318-08 10.2.7) _ A fy = (1.24 in')(60000 psi) = 0.81 in a 0.85 F',bW 0.85(3000 psi)(36 in) 01 = 0.85 (F'�54000 psi) x=a 10, = (0.81 in)1(0.85) = 0.95 in Capacity Calcs(ACI 318-08 10.2,11.2.1.1,10.5.4,7.12.2.1,10.3) Wn_ AS fy(d-a/2) = (0.90)(1.24 in')(60000 psi)[(12.69 in)-(0.81 in)/2] = 822.4 in-k OV.=0 2 X tlr c bw d = (0.75)2(1.0) 3000 psi(36 in)(12.69 in) = 37.53 k Y60000 Asmin=0.0018 60000 Ag = 0.0018(6 000 psi)(4 ftz) = 1.04 inZ Y Z ° rd 1 x(12.69 in) ] st=0.003 x 1 J = 0.003 L(0.95 in) 1 J = 0.04 • • • Development(ACI 318-08 12.2) Y y,t = 1.0 (less than 12 inches cast below) 3 ft- _ we = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are#6 or smaller) % = 1.0 (normal weight concrete) c = 3.31 in (lesser of half spacing,ctr to surface) Ktr = 0.0 (no transverse reinforcement) Id= 3. _f�wt we ws db = 3. (60000 psi) (1.0)(1.0)(0.80) (0.63 in) = 16.43 in (40 2.5 ) [40(1.0) 3000 psi 2.5 Footing Z-Diiection Capacity --- General Section Calcs(ACI 318-08 10.2.7) _ As fy = (1.24 ina)(60000 psi) = 0.81 in a 0.85 F',b,,, 0.85(3000 psi)(36 in) pq = 0.85 (F54000 psi) x=a/p1 = (0.81 in)/(0.85) = 0.95 in Capacity Calcs(ACI 318-08 10.2,11.2.1.1,10.5.4,7.12.2.1,10.3) OMn=¢AS fy(d-a/2) = (0.90)(1.24 inz)(60000 psi)[(12.06 in)-(0.81 in)/21 = 780.6 in-k rVv,=b 2 a F c ba,d = (0.75)2(1.0) 3000 psi(36 in)(12.06 in) = 35.68 k 6••••e Y 60000 _ 60000 • • •••• •••••• Asmin=0.0018 0.0018 (4 ft) = 1.04 int • • • • fy (60000 psi) 4• • 6 ••• • LX (d 1 [(12.06 in) ] • • • • st=0.0031x 1 = 0.003 (0.95 in) -1 = 0.03 •••�•• •• • 6666•• 6eooee • • • • • • • Development(ACI 318-08 12.2) •••• •• e i••••o r wt = 1.0 (less than 12 inches cast below) •••• • •• 6.6 6• - 3 ft - we = 1.0 (bar not epoxy coated) •••••• • • •••••• 6 • 6446• Ys = 0.80 (bars are#6 or smaller) •• •• •• •••••• • x = 1.0 (normal weight concrete) :**:o: • •6 c = 3.67 in (lesser of half spacing,ctr to surface) • • i••e o• •••••• • • • :*66o:6 Ktr = 0.0 (no transverse reinforcement) • • • •••4 4• Id= 3. f�wt we ws db = 3. (60000 psi) (1.0)(1.0)(0.80)1(0.63 in) = 19, M 6 i • 6 (40 x F 2.5 ) [40(1 0) 3000 psi 2.5 J QuickFooting 2.0(iesweb.com) E:\Engi...\footing under left end support at back beam.ftg Page 2 of 9 Sunday 05/10/15 10:46 PM 0000 0000.. 0000 . . 0000.. .. 0000 0000. 0000.. 0000.. . .. .. 0000.. 0000.• 0• • • • 000••• • • • • . 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Capacity Calcs (continued) ___ ___ Footing Punching Shear Capacity----- -- --- -- Punching Shear(ACI 318-08 11.11.1.2,11.11.2.1) -36 in bo = 72 in (perimeter of critical section) _ ______ p = 1.17 (column width ratio) as = 20.0 (comer column) = 1.0 (normal weight concrete) (a) Vc=(2+R)x y' c b,,d = [2+(1.17)](1.0) 3000 psi(72 in)(12.38 in) = 264.9 k b+2 7, �be d = (20.0)(12.38 in)+2 (1.0) 3000 psi(72 in)(12.38 in) = 265.4 k Z � _ I (c) Vc=4 x Yr c be d = 4(1.0) 3000 psi(72 in)(12.38 in) = 195.2 k co `�X x Wn=¢Vc = (0.75)(195.2 k) = 146.4 k On=Wn t(bc d) = (146.4 k)/[(72 In)(12.38 in)J = 164.3 psi Values needed for check(ACI 318-08 11.11.6.1,R11.11.6.1,eqn 13-1,1111. Yvx=1 1 = 1 1 = 0.40 1+ 2 " 1+2 (36 in) 3. bx 3. (36 in) Y- 0.40 ----------------------------' 2 : 2 (36 in) 3 fl 1+3• 1+3. (36 in) JX = 23735 in^4 (calculated from ACI R11.12.6.2) JZ = 18868 in"4 (calculated from ACI R11.12.6.2) 0000 f • •{•• 0000•• 0000•• •• • •0••0• • 0.000• • • • 0000•• • • { • • 0000 • •• 0{000 •••••s • • 0000• • • 0000•• • 0000•• • • • • • 0000•• QuickFooting 2.0(iesweb.com) E:\Engi...\footing under left end support at back beam.ftg Page 3 of 9 Sunday 05/10/15 10:46 PM F . 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1.2D + 1.6L] Factored Loads --Reinforcement Limits---- Axial imits-Axial Force 12.38 k Moment X -38.11 in-k Moment Z 0 in-k 2465 psf 2465 psf Min Steel Check(ACI 318-08 ShearX 0 ------------ Shear __ --___ShearZ Ok ✓' Overburden 138.8 psf As = 1.24 inz >_ Asmin = 1.04 InZ Footing Waight 2.16 k Z �esultant=15.63 k(factored) Min Steel Check(ACI 318-08 Pedestal Waight 0 kz z V/i As = 1.24 in z Asmin = 1.04 in Min Strain Check(ACI 318-0I p et = 0.04 Z etmin = 0.0 V/ I Min Strain Check(ACI 31B-O! 1007 psf 1007 psf st = 0.03 2 etmin = 0.0 ✓ Max pressure(factored)=2465 psf (Includes effects of overburden and footing weight) Footing Flexure - ; i Z-Flexure(+X side) Mz1=Rz1 dz1 = (5209 Ib)(6 in) = 31.25 in-k Wn = 822.4 in-k z Mu = 31.25 in-k ✓ Z-Flexure(-X side) Z M72=R,2 d,2 = (5209 Ib)(6 in) = 31.25 in-k \' Wn = 822.4 in-k z Mu = 31.25 in-k ✓ X-Flexure(+Z side) Mx1=Rx1 dx1 = (3383 Ib)(5.17 in) = 17.48 in-k Wn = 780.6 in-k i Mu = 35.04 ink ✓ X-Flexure(-Z side) Mi2=Ri2 di2 = (6167 Ib)(5.68 in) = 35.04 in-k _i h Wn = 780.6 in-k 2 Mu = 17.48 in-k ✓ -- Footing Shear--- - - --- Shear(+X side) V,2=Rx4 = (0 Ib) = 0 k Wn = 37.53k Z Vu = 0k ✓ - Shear(-X side) Z_ Z Vx1=Rx3 = (0 Ib) = 0 k Wn = 37.53 k z Vu = 0 k V/ 0000•• • • 0000 •0••0• Shear(+Z side) •••• • ••• •• Vi2=Rz4 = (0 Ib) = 0 k • • • • 0000•• •• • •r•••• Wn = 35.68k z Vu = 0k ✓ • 0000•• • • • Shear(-Z side) Soo* 0 0 0 •••• Vz1=Rz3 = (0 lb) = Ok 0.000• i 0000 0000• Wn = 35.68 k z Vu = O k 000000 00:00 0 • • ••000• •• •• • 00.0•0 - - --- - 660964 • • • • • • 0 • 00 0 000 0 • 0 QuickFooting 2.0(iesweb.com) E:\Engi...\footing under left end support at back beam.ftg Page 4 of 9 Sunday 05/10/15 10:46 PM 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1.21D + 1.6L] (continued) Footing Punching Shear---- Punching hear Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.2. T- Ppunching=Ptotai+Wp-Ppenmeter = (12.38 k)+(0 k)-(7.75 k) = 4.63 k j vu__ d +yvx Mux e, v�Muz ex bo d+ ix __ (4.63 k) +(0.4.4 0)(38.11 ink)(18 in)+(0.40)(0 in•k)08 in) i (72 in)(12.38 in) (23735 in^4) (18868 in^4) = 16.76 psi #n = 164.3 psi 2 vu = 16.76 psi ✓ ••0• • • 6666 6600•0 • • • • •.6.06• •• • 6••06• • •0.06• ••• • •• • •0•••• 0.66 • a •0004• • • • 06.60• • • 00000 •• •• • 0 660•6• 6••00• • • • • • • • • • 6 • • • QuickFooting 2.0(iesweb.com) E:\Engi...\footing under left end support at back beam.ftg Page 5 of 9 Sunday 05/10/15 10:46 PM •..• 0000.. 0000 . . 00 ... .. • . .. 0000.. 0000.. .0000. .. 0000 0000. .. . 0000 0000.. 0000.. . .. .. 9•..9. .9.900 . . . . 0000.. • 06 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1.4D] Factored Loads -Reinforcement Lzmtts ----I Axial Force 9.03 k Moment -17.14in•k Moment Z 0 ink Shear X 0 k 1661 psf 1661 psf Min Steel Check(ACI 318-08 Shear Z 0 k Overburden 51.8 psf As = 1.24 in' 2 Asmin = 1.04 in' ✓I Footing Weight 2.52 k z kesultant=11.96 k(factored) Min Steel Check(ACI 318-08 Pedestal Waight 0 k i As = 1.24 int 2 Asmin = 1.04 ins ✓' X Min Strain Check(ACI 318-01 I et = 0.04 2 Etmin = 0.0 ✓ � a -I Min Strain Check(ACI 318-01 j 995.5 psf 995.5 psf Et = 0.03 2 strain = 0.0 ✓ Max pressure(factored)=1661 psf (Includes effects of overburden and footing weight) Footing Flexure - - - - - - Z-Flexure(+X side) Mz1=Rz1 dz1 = (3985 Ib)(6 in) = 23.91 in-k Wn = 822.4 in-k z Mu = 23.91 in-k ✓ Z-Flexure(-X side) z \\' Mz2=R,2 d,2 = (3985 Ib)(6 in) = 23.91 in•k �X Wn = 822.4 in-k z Mu = 23.91 in-k ✓ /l X-Flexure(+Z side) /�`_/ Mx1=Rx1 dx1 = (3017 Ib)(5.33 in) = 16.08 in k Z/ _ L Wn = 780.6 in-k 2 Mu = 24.1 in-k ✓ X-Flexure(-Z side) Mi2=Ri2 di2 = (4289 Ib)(5.62 in) = 24.1 in-k W780.6 ir-k z Mu = 16.08 in-k V/ Footing Shear - -------- -- -- - - - - Shear(+X side) Vi2=Rx4 = (0 Ib) = 0 k Wn = 37.53k 2 Vu = 0k ✓ Shear(-X side) Z Z Vx1=Rx3 = (0 Ib) = 0 k _-X -X Wn = 37.53 k 2 Vu = 0 k ✓ Shear(+Z side) Vz2=Rz4 = (0 Ib) = 0 k o o•• Wn = 35.68k 2 Vu = 0k ✓ • • o• • • •o•• ••o• Shear(-Z side) •• • • •o o • Vzl=Rz3 = (Olb) = Ok •o•:•o •• • 0666•• Wn = 35.68k 2 Vu = 0 ✓ •••••• • �•oo•i -----060 • •• •oo•• •••••• • • •••o• •• •• a •o•••• • • • • • •••••o • • • • o • • • QuickFooting 2.0(iesweb.com) E:\Engi...\footing under left end support at back beam.ftg Page 6 of 9 Sunday 05/10/15 10:46 PM 0000 0000.. 0000 . . 0000.. 0000.. .. 0000 . . •00. .00.00 0000.. • 0.00.0 • • • • •..•. • . • • • • • • 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Strength Checks [Load Set: Node N001 Combination: 1.41D] (continued) Footing Punching Shear — - — ----— Punching Shear Check(ACI 318-08 Ch 11.12.1.2,11.11.: Ppunching=Ptotal+WP-Pperimeter = (9.03k)+(0 k)-(5.93 k) = 3.1 k /, �X v _ V +rvx Mux e�+yy_Mu>ex ✓//// u bo d J, JZ (3.1 k) +(0.40)(17.14 in-k)(18 in)+(0.40)(0 in k)(18 in) (72 in)(12.38 in) (23735 in^4) (18868 in^4) = 8.68 psi Ovn = 164.3 psi 2. vu = 8.68 psi ✓ sees • • sees sees•• •ses•e •• • e••••• • sees•• sees • •• •e••• • sees•• • • •e•ee • • •Dees• •• •• • **ser• • • • • ssss•• QuickFooting 2.0(iesweb.com) E:\Engi...\footing under left end support at back beam.ftg Page 7 of 9 Sunday 05/10/15 10:46 PM sees e • ••sees sees • • • • • • 00:00• •00:0• • • • •• 0000 00s:• •• • see• •ese• • • 000::0 :e••:• • • •00••0 • •• •• • 0 • es•00: ••see• see 0 so • • 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N001 Combination: 1.OD + 1.OL] — -Forces ---- —------- — - -- Factored Loads Axial Force 9.35 k Moment -26.88in•k Moment Z 0 ink 1821 psf 1821 psf ShearX Ok __--- ___ ShearZ 0 k Overburden 96 psf Footing Nkight 1.8 k i Z �esultant=11.9 k Pedestal Waight 0 k X Bearing Pressure i Ballow = 2000 psf >- ggross = 1821 psf ✓ i ------------- 823.5 psf 823.5 psf Max pressure=1821 psf (Gross: Includes effects of footing weight and overburden) Overturning - - Overturning Wf = 1.8 k (weight of footing) r Wp = 0 k (weight of pedestal) Fob=goverburden(Aftg-Aped) = (96 psf)[(9 ft2)-(1.17 ft-)] = 0.75 k x ft-+-1.5 ft-- OTMx=Mx-Vz(tf+Hp) = (-26.88 in•k)-(0 k)[(16 in)+(0 in)] = -26.88 irrk in RMx=(P+Wp)dZ+(Wf+Fob)bz t 2 = [(9.35 k)+(0 k)](1.5 ft)+[(1.8 k)+(0.75 k)](3 ft)/2 = 214.2 in-k _ RMx _ (214.2 in-k) FSoTx OTMx (-26.88 in k) = 7.97 FSoTx = 7.97 z FSorragd = 1.50 ✓ F.S.against overturning about Z axis is infinite (no applied moment) Sliding -- Sliding Z Wf = 1.8 k (weight of footing) ••,• Wp = 0 k (weight of pedestal) • • X Fob=goverburden(Aftg-Aped) = (96 psf)[(9 ft')-(1.17 ft')] = 0.75 k •••• • ••• •• Fresist=Cf(Wf+Wp+Fob+P)+Fpassive = (0.40)[(1.8 k)+(0 k)+(0.75 k)+(9.35 k)]+(0 k) = 4.76o4•••• •••• i ••••i e • F.S.against sliding in X direction is infinite (no applied force) •••••• • • • F.S.against sliding in Z direction is infinite (no applied force) •••• •• • • • •••• • •• ••••• •••••• • • ••••• •• •• • •••••• • •••••• • oo • • • QuickFooting 2.0(iesweb.com) E:\Engi...\footing under left end support at back beam.ftg Page 8 of 9 Sunday 05/10/15 10:46 PM r�r 10050 NE 12th Ave remodeling left support for beam at opening(back of the house)DL+LL Fernando Azcue P.E. 17320 SW 142th PI 786-351-3663 Stability Checks [Load Set: Node N001 Combination: 1.OD + 1.OL] (continued) — Uplift—.— -- -- — --— Y Uplift X P = 9.35 k F.S.against uplift is infinite (axial force is in compression) • • •••• •••••• •••••• •• • •••••• • •••• • •• ••••• • •••••• • • ••••• •• •• • •••••• • • • • • •••••• • • • QuickFooting 2.0(iesweb.com) E:\Eng!...\footing under left end support at back beam.ftg Page 9 of 9 Sunday 05/10/15 10:46 PM 0000 0000.. 0000 . . 0000•• • • • •• 0000 • • • • • 0000• •• • 0000 0000• • • 0000.• 0000•• • • 0000.• • •• 0• • • • 0000•• •0000• • • • • 0000.• 000 so 0000•• • • • 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, F133138 CHANNEL TO COLUMN BOLT'S CONNECTION DESIGN May 13th, 2015 6666 . . 6666 esee.. .. 6666 600.6. 6666.. 6666 .. 6666 . .. 6666. 6 6.see• 6666 . 6666.. es..ss 00 . . . . 6 6..666 6660 . s . . .sees. .. . ..6 0 0 6666•• 6666 • • 6666•• • •• 6666•• • • • • 6666•• 6666•• • • • •• 6666 •6•t• •t • 6666 6666• • • ••6••• 6666•• • • 6666•• • •• •• • • • •060.0 •60960 • • • • •666.6 •0000• • • • • r t+ JOB JP25V IJAIAI� SHEET NO. A OF CALCULATED BY-f/T DATE J CHECKED BY DATE SCALE for l — o -el ............................. . . .... • e ........................................................._.......... ............. .......... .. .. ••• .. .:.2 - �lpw � �t •..• G f D PRODUCT 207 i sees • • • •s• • • •• s • • • •00000 • •• s0••0• • ••e•• •• • 0000 see•• • • e•••s• • • s • • • 000 0 0 so • • JOB ion o� SHEET NO. jJ OF CALCULATED BY �// ,/ DATE CHECKED BY DATE SCALE i a3 6 , a - e Tot- ¢o og Ile 10 ee� 2 j1¢o las k Wow, C�P� 4 40 fa (A-c Ole— .. .. .. 0000 •. 0000. l � .. 0 ... •..• : .. ::. ...:.. O ..00 00 : :•go•: 0 0 0 0 0 0000 0 00 00060 I , /// 000000 • 0ll•i0• 00 0 • 0400 0000.. ' 7� p� 0.... 0 e341 -0 0 ,a N 0 PRODUCT267 1 0000 •o•••• 0000 • • 0000•• • •• 0000•• • Soo 0000•• • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• -000..• 0000•• • •• •• • • • •••••• 0000•• • • • • 0000•• 0000•• • • • 000 0 • • Simpson Strong-TV Anchoring auffiastemng.Systems for Concrete and Masonry_ 4D Shear Loads for Carbon-Steel Wedge-AII°(and Tie-Wire)Anchors in Normal-Weight Concrete Size Embed. Critical Critical:: Shear Load' InstalC . in: Depth Edge Spacing : f 2 2000 psi ". f 2 3000 ps► IJP z 4000 psi Torque; (mm) in:. . Dist in .. . ; ('13.8 MPa)Concrete ` . (20.7 MPa)Concrete (27.6 MPa)Concrete -;ft-lbs (mm) in; (mm) Ultimate`; Std.Dev. Allowable: Allowable Allowable (N m). (mm) : lhst(kN):? lbs;.-(W) Itis (kN). . lbs,l(kN) .._.- lbs.(M) ... 1+/6 2+/z 1% 920 47 230 230 230 1/4, 29) (64) (41) (4.1) (0.2) (1.0) (1.0) (1.0) 8 (6.4) 2+/a 2+/z 3+/4 230 230 230 (10.8) (57) (64) (79) (1.0) (1.0 (1.0) 1?/a: 3'/a 2'/a 2 280. 96,;. b70 510 570 (44): (95) (60) s/s. 21a, 3?/a 36/e 4220 384' 1055 1055 1055 30 (9 5) (67) (s5) {92 (18 8) (1 7) (4 7) (4.7) (4 7) .: (40.7):. 3'/s 4aJa 1055 t;U55 1055 (86); (55) 21/4 5 3+/e 6,560 850 1,345 1,485 1,625 (57) (127) 1 (79) (29.2) (3.8) (6.0) (6.6) (7.2) t/z 3% 5 4% 8,160 880 1,675 1,850 2,020 60 (12.7) 86) (127) (121) (36.3) (3.9) (7.5) (8.2) (9.0) (81.3) 4+/z 5 6+/a 1,675 1,850 2,020 (114) (127) (159) (7.5) (8.2) (9.0) 2a7a fif/a 3z/e 8,720' 1,699 1. 620 1;90b 2180 s/e : 4+/z 6?/4 6'/a 14570!:: 396" 2 330 2;740 3 145 90 (15 (159) (114) . (159) 4) (14 0).. (122 0) 7'1a 2,330 2;74U : 3,145 (140) (159 (197)' ! ... : (404) ... ? (122).._ .. (14.0) . 3% 7% 43/4 11,360 792 2,840 2,840 2,840 (86) (191) (121) (50.5) (3.5) (12.6) (12.6) (12.6) 3/4 5 7+/z 7 18,430 1,921 4,610 4,610 4,610 150 h (19.1) (127) (191) (178) (82.0) (8.5) (20.5) (20.5) (20.5) (203.4) 6% 7+/z 9'/z 4,610 4,610 4,610 (171) (191) (241) (20.5) (20.5) (20.5) 8?/a 531e 13 760 2,059 3,440 3'440 3 440 a ;222) (137) (61 2) (9 2) 15 3) (15 3) {15 3)' 200 Sia 11 22;300"` A77: 5 575,._. 5,575 5 575 (271::2) : o (222). ( 4+/z 10 61/4 22,519 1,156 5,730 5,730 5,730 E 1 (114) (254) (159) (100.2) (5.1) (25.5} (25.5) (25.5) 300 (25.4) 9 10 12% 25,380 729 6,345 6,345 6,345 (406.7) 7 (229 (254) (321) (112.9) (3 2) (28.2) (28 2) (28 2) 12?/z =7z1e 29 320 2,099 1330'" 7 33D Z 330 1+/a {143) (3.1$ (200) (130 4) (9 3) {32 6 (32 8) {32 6) 400 7 330 7;330 7 330 (337). :: :' -' .:. :: :j32 *See page 13 for ,.i.n 1.The allowable loads listed are based on a safety factor of 4.0. P 9 N 2.Refer to allowable load-adjustment factors for spacing and edge distance on pages 141,142 and 144, an explanation N 3.Drill bit diameter used in base material corresponds to nominal anchor diameter: of the load•taM••• O 4.Allowable loads may be linearly interpolated between concrete strengths listed. •• icons 1••0 *****a 5.Allowable loads for{/-Inch size at 1'A-inch embedment apply to both the Wedge-An"and Tle-Wire anchors. •• • • 000 •• N Installat}on torque does not apply to the Tie-Wire anchor. 0 0 0 0 M 6.The minimum concrete thickness is 1 1/z tirries the embedment depth. ••• •• 000 • •••••• of •9.000 • • U •�•••• 9999 :0 • • _• 00.0 1 00 00000 9999•• • � •••�• • • 000001 00 00 0 000000 • 000000 0 • • • 0 0 000010 9.99.9 0 0 0 000000 00 0 0 000 0 • 137 ...... .... . . ...... . .. ...... ..... .. . .... ..... . . ...... ...... . .. .. ...... . . . . 000 . Simpson Strong Tie®Anchoring and Fastening.Systems for Concrete and Masonry Tension Loads for Carbon-Steel Wedge-AII®(and Tie-Wire)Anchors * in Normal-Weight Concrete Size Embed Cjitical Critical Tension Load Install in Depth Edge Spacing 1'c z 2000 psi f'�z 3DOO psiJ f'�z 4000 psi Torque in .: �Ist :m . _(13:B MPa):Concrete.. (20': INPa)Concrete (2T.6 MPa)Concrete it 1hs (mm) to (mm) Ultimate;::;.Std.Dey. ;Allowahle Allowable. Ulhmate -Std Dey; Allowable (Win . (mm) Ihs:(ktd).: lbs ;(kN) . 16s (kN) (hs`(kN) lhs.(kN}: Ihs.{kN) 1'/e 21/2 1% 680 167 170 205 960 233 240 29 (64) (41) (3.0) (0.7) (0.8) (0.9 (4.3) (1.0) (1.1) 8 (6.4) 2'/a 2'/z 31/8 1,920 286 480 530 2,320 105 580 (10.8) (57) (64) (79) (8.5) (1.3) (2.1) (2 4) (10 3) (0 5) (2.6) 1,560 261 > 390 555 2,880 588 720.; X44) (2 5) {12 8) (26) 3/e 2s/e 3s/a 3s/e 3 360 464 840: 1 100.: 5 440 553 1 3fi0 30 (g 5) (67 (21) (4D7) 3s/e3s/a Osla 3 Ti80 .. 585 920, 5,440 318 1;360 (95) ;(121) .: . :(1 6A)*.::!:: (2 6):-'.. :...(41 . .. (51) (24 2) (1 4)._ t0.0.) 21/4 5 31/e 3,280 871 820 1,070 5,280 849 1,320. (57) (127) (79) (14.6) (3.9) (3.6) (4.8) (23.5) (3.8) (5.9) 1/2 3% 5 4s/a 6,040 654 1,510 1,985 9,840 1,303 2,460 60 (12.7) (86) (127) (121) (26.9) (2.9) (6.7) (8.8) (43.8) (5.8) (10.9) (81.3) 41/1 5 61/a 6,960 839 1,740 2,350 11,840 2,462 2,960 (114) (127) (159) (31.0) (3.7) (7.7) (10.5) (52.7) 11.0 (13.2) 2s/a fit/a 37/e 4 520'::. 120 ' 1,13 tafi4U B 600 729 2,150 70) i59 (98) (201 (0.5)' . 5A (7 3 MIA (3 2) : 9 6 5/a 41/x 61/a :.6'/a ` 8 200 612r 2050 2,990 15,720 -` 1 224< M30 Bp .:. (15 9) (114) (159) (159) {36 5) (27) (9;1) {13 3): (69 5'h 5'/a 7'/a 8 200 639 2,050 2,990 15,720 1,118`' 3,93U (9`1) .. . .. (l3 3).-... 3% 71/z 4% 6,760 1,452 1,690 2,090 9,960 1,324 2,490 12 (86) (191) (121) (30.1) (6.5) (7.5) (9.3) (44.3) (5.9) (11.1) 3/4 5 71/2 7 10,040 544 2,510 3,225 15,760 1,550 3,940 150 c (19.1) (127) (191) (178) (44.7) (2.4) (11,2) (14.3) (70.1) (6.9) (17.5) (203.4) 5% 71/2 91/z 10,040 1,588 2,510 3,380 17,000 1,668 4,250 (171) (191 (241) (44.7 7.1) (11.2) (15.0) (75.6 (7.4) (18.9) R 3�/e 8s /a 5s/a 7 480 821 1,870 211** 275: 11)720 1 253: 2,680 , t z/a 98 (222) 137) (33 3 ;. *:(1. (31 (8 3 101)' 47 7) 200 (22.2)1.1 8s/a 11 17 040.: 1 b66" 4 260 41fi7-0 20 320 2,401;; 5,080 (271 2) . 222) (279). (10.Z) a 41A 10 61/a 15,400 2,440 3,850 3,885 15,680 1,876 3,920 a 1 (114) (254) (159) (68.5) (10.9) (17.1 (17.3) (69.7) (8.3) (17.4) 300 0 (25.4) 9 10 12% 20,760 3,116 5,190 6,355 30,080 1,612 7,520 (406.7) (229) (254) (321) (92.3) (13.9) (23.1) (28.3) (133.8) (7.2) (33.5) 58/s 121/z 71/e 15 160 1 346' 3 790 4,990 24-760 fi25 6 190 0 11/a 143 (318) (200) {67 4 {8 0) {16"9) (22 2) 1101) {2 8J {27 5 400 in (31 8) 91/p `12F. 1- 13'/a 20160 3 250 5 090 83fi35` 48 920 1 693` 12 Z30 (542 (2176) _{544) a E 1.The allowable loads listed are based on a safety factor of 4.0. `See page 13 for in 2.Referto allowable load-adjustment factors for edge distance and spacing on pages 141 and 143. an explanation •••• o 3.Drill bit diameter used in base material corresponds to nominal anchor diameter. of the load table . N 4.Allowable loads may be linearly Interpolated between concrete strengths listed. lifts •••• • ••• 5.Allowable loads for'/cinch size at 11/vInch embedment apply to both the Wedge-AII®and Tie-Wire anchors. •• • • ••• o • Installation torque does not apply to the Tie-Wire anchor. • • • N • 6.The minimum concrete thickness is 11/2 times the embedment depth. 000000 •• • ••a••• •ii••• 0000 •• • • • •••• • •• ••••• • 00.00• • • 0000• • • •0•••• •• •• • 0000•• 0 0000•• • • • • • • 0000•• 0000•• • • 136 Simpspn StOng,7fM®Ancfiorrng and Fastening Sysfems for Cencrete and Masonry o c OEM m Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-A110 Anchors in Normal-Weight Concrete: Edge Distance,Tension and Shear Loads How to use these charts: 1.The following tables are for reduced edge distance. 4.The load adjustment factor(fc)is the intersection of the row and column. 2. Locate the anchor size to be used for either a tension 5. Multiply the allowable load by the applicable load adjustment factor. and/or shear load application. 6. Reduction factors for multiple edges are multiplied together. 3. Locate the edge distance(Caet)at which the anchor is to be installed. Edge Distance Tension(f,) �* Edge Size 1/4 % 1/2 % a/4 % 1 1'/a `See page 13 for Dist. C . '/a 5 6+/a 71/z 83/a 10 12+/z an explanation Cam 1/2 2 21/2 3 31/2 4 5 Icons the load table (cons (rn') 70 0.70 0.70 0.70 0.70 0.70 0.70 1Yz702770.70 2'/2. 83 0.75 0 70 3 .90 0.80 0.74 0.70 3 Yz 0.97 0.85 0.78 0.73 0.70 33/4 1.00 0.88 0.80 0.75 0.71 4 0.90 0.82 0.77 0.73 0.70 4Yz 0.95 0.86 0.80 0.76 0.73 5 1.00 0.90 0.83 0.79 0.75 0.70 5 Yz 0.94 0.87 0.81 0.78 0.72 6 0.98 0.90 0.84 0.80 0.74 6'/4 1.00 0.92 0.86 0.81 0.75 61/z 0.93 0.87 0.83 0.76 7 - 0.97 0.90 0.85 0.78 7+/z 1.00 0.93 0.88 0.80 8 0.96 0.90 0.82 8'/z ? 0.99 0.93 0.84 ro 83/4 _ 1.00 0.94 0.85 cZr l 10 1.00 0.90 12Yz <` 1.00 15 See Notes Below ra _.. a 0 Edge Distance Shear(fz) y a (Shear Applied Perpendicular to Edge) H Edge Size �/4 % '/z 6/e s/4 �/s 1 1'/a E Dist. Ca 21/2 3% 5 61/a 7'/2 8% 10 121A Cam cmrn 1 11/2 2 21A 3 31/2 4 5 (rn•) fcmrn 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 - E 0 11/2 0.53 0.30 CZ 2 s; 0.77 0.46 0.30 - - 0 2Yz :: 1.00 0.61 0.42 0.30 - E 3 0.77 0.53 0.39 0.30 31/z 0.92 0.65 0.49 0.38 0.30 N 33/ 1.00 0.71 0.53 0.42 0.33 • N 4 0.77 0.58 0.46 0.37 0.30" • • • • .••• 0000•• 0 4Yz 0.88 0.67 0.53 0.43 0.36 • • • • 5 100 0.77 0.61 0.50 0.42 0.30066 N 5Ya 0.86 0.69 0.57 0.48 0.35 000000 •.•� i 0000:0 • a 6 0.95 0.77 0.63 0.53 0.39 .••••• • • • ' 6'/a 1.00 0.81 0.67. 0.56 0.42 0000 •• • :0••0: 6y2 0.84 0.70 0.59 0.44 • 7 092 0.77 0.65 0.49 • • •• *ease ••• 7yz 1 00 0.83 0.71 0.53 1.Cam=actual edge distance at which anchor is installed(inches). • • 2 C.=cri0cal edge distance for 100%load(inched••••• • • ••••• g 0.90 0.77 0.58 3.Cm a=minimum edge distance for reduced load(ipohes�•• •• •.•••• g+/2 0.97 0.83 0.63 4.fc=adjustment factor for allowable load at actual edge distance. • 83/4 1.00 0.85 0.65 5.fes,=adjustment factor for allowable load at critl4i diggcfts�nnce. • • • 10 1.00 0.77 f.is always=1.00. • • • • •••••• 12 Yz = 1.00 6,fcmia=adjustment factor for allowable load at mirljmum eVe distance.,••••• • • 15 T fn=f,�+l(1-fawn)(Cd-C Q (Ca Cnua))• • •• • •••••• Load-Adjustment Factors for Reduced Spacing: Critical spacing is listed in the load tables.No adjustment in load is required when the anchors are spaced at critical spacing. No additional testing has been performed to determine the adjustment factors for spacing dimensions less than those listed in the load tables. 141 0000 0000•• 0000 • • 0000•• • •• 0000•• • • • • 0000•• •0900• 0000• •• • 0000 0 00 of ••++• • + 0000•• 0000•• • • 0000•• • •• •• • • • 0000•• 0000•• • • • • 0000•• Simpson Strong-Tie®Anchoring and Fastening Systems:for Concrete and Masonry • a` rt Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-AII®Anchors in Normal-Weight Concrete: Edge Distance and Shear Load Applied Parallel to Edge How to use these charts: 1.The following tables are for reduced edge distance. 4.The load adjustment factor(fc1)is the intersection of the row and column. 2. Locate the anchor size to be used for a shear load application. 5. Multiply the allowable load by the applicable load adjustment factor. 3. Locate the edge distance(Cact1j)at which the anchor is 6. Reduction factors for multiple edges are multiplied together. to be installed. Edge Distance Shear(f,ll) (Shear Applied Parallel to-Edge with End Distance 2 ED,,,) I Size 'A % t/2 % a/4 7/E 1 11/4 `See page 13 for E 21/4 3% 41/2 51/2 6% 7% 9 91/2. an explanation Edge of the load table Dist. ED.,. 9 131/2 18 22 27 311/2 36 38 Icons C4rgl Ca 21/2. 33/4 5 61/4 71/2 8% 10 121/2. (in.) Gmin 1 11/2. 2 21h 3 31/2. 4 5 f=lnll 1.00 0.93 0.70 0.62 0.62 0.62 0.62 0.62 1 1.00 11/2 1.00 0.93 2 1.00 0.95 0.70 21/2 1.00 0.96 0.75 0.62 3 0.98 0.80 0.67 0.62 31/z 0.99 0.85 0.72 0.66 0 62 4 1.00 0.90 0.77 0.70 0.66 0.62 5 1.00 0.87 0.79 0.73 0.68 0.62 6 0.97 0.87 0.80 0.75 0.67 7 1.00 0.96 0.87 0.81 0.72 0 8 1.00 0.95 0.87 0.77 9 1.00 0.94 0.82 10 1.00 0.87 11 0.92 12 0.97 13 . .:.: ,:. '`... „_ _. ,.: ._...:. .... : 1.00 m 1.Table Is not applicable to anchors with ED<ED N�.Factors from this table may not be combined with load-adjustment factors for shear loads applied perpendicular to edge. 2.Csmp=actual edge distance(measured perpendicular to direction of shear load) at which anchor is installed(inches). o 3.C�41=critical edge distance(measured perpendicular to direction of shear load) for 100%load(inches). 7 4.Cm;np=minimum edge distance(measured perpendicular to direction of shear load) for reduced load(inches). o 5.ED=actual end distance(measured parallel to direction of shear load) at which anchor is installed(inches). 6.EDmin=minimum edge distance(measured parallel to direction of shear load). a 7.feu=adjustment factor for allowable load at actual edge distance. E 8.f44,p=adjustment factor for allowable load at critical edge distance. U3 f.,p is always=1.00. 0040 r 9.fadq=adjustment factor for allowable load at minimum edge distance. • Y N 10.fdl=f_q+((1-f=,anti)(Camp-Cmtq)/(G.,U-Cmmn)L i ••• •••• s 4�••• • • • • N • 0000•• •♦ • • ••• 000000 • • L� • &009 0 ••i••• • • • • • 0000 • •• ••••:1 • • 0000•• 000*0 •• •• • 000000 0 •••••• • • 0000•• 00 0 0 004 142 5 � •1Y• Y • ••/••1 0000 • • 0000•• • •• 0000•• • • • i 0000•• 0000•• r•••s •• • 0100 • w ••+/• • • 0000•• 0+000• • • 0000•• • •• •• • • • 0000•• 0000•• • • • • •••••• •0100• • e • so • • • Siinpsnn Strong Tie®Anchtirmg.and',Fastemng.Systems 1pr Concrete and Masonrq • 1 Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-AII®Anchors in Normal-Weight Concrete: Spacing,Tension Loads How to use these charts: 1.The following tables are for reduced spacing. 5.The load adjustment factor(fs)is the intersection of the row and column. 2. Locate.the anchor size to be used for a tension load application. 6. Multiply the allowable load by the applicable load adjustment factor. 3. Locate the anchor embedment(E)used for a tension load application. 7. Reduction factors for multiple spacings are multiplied together. 4. Locate the spacing(Sact)at which the anchor is to be installed. 4 Spacing Tension(fs) Dia. 1/a 3/e 1/z % `See page 13 for ion E 11/9 21/4 1% 2% 3'/a 21/4 3M. 41A 2% 4% 5y/z �expl of the loadoadttable S3ci Sa 1% 31/6 2% 3% 43/4 31/6 43/4 61/4 3% 61/4 73/4 Icons (i n') g/8 11/8 7 3 3 1 3 7 3 7 3 Smin /a 1/e 1/4 1/e 1/4 2/4 1/6 2/4 2/a f,min 0.43 0.70 0.43 0.43 0.79 0.43 1 0.43 0.70 0.43 0.43 0.70 3/4 0.50 1 0.64 0.48 11/4 0.79 0.72 0.57 0.47 =: 11/2 % 0.93 0.76 0.67 0.46 0.54 0.46 13/4 1.00 0.79 0.76 0.53 0.70 0.61 0.43 0.52 2 0.83 0.86 0.59 0.73 0.68 1 0.48 0.57 21/4 0.87 0.95 0.65 0.75 0.75 1 0.53 0.70 0.63 0.43 21/2 0.91 1.00 0.72 0.78 0.82 0.57 0.72 0.69 0.47 23/4 0.94 0.78 0.B0 0.69 0.62 0.74 0.74 0.50 0.70 3 0.98 0.84 0.83 0.96 0.67 0.76 0.80 0.54 0.72 31/2 _:` 1.00 '? 0.97 0.88 1.00 0.76 0.79 0.91 0.61 0.75 4 1.00 0.93 0.86 0.83 1.00 0.68 0.78 q 1/2 D.98 0.95 0.87 0.75 0.81 5 i ... - 1.00 1.00 0.91 0.82 0.84 3 0.98 0.96 0.90 6 � m 7 t;. 1.00 1.00 0.96 1.00 a See Notes Below * H O Spacing Tension(f3) Dia. 3/a 7/e 1 11/4 E 33/8 5 63/4 37A 77/6 41/2 9 5% 91/2 S3,i Sq 4% 7 91/2 5% 11 61/4 12% 77/a 131/4 F (In.) Smin 1% 21/2 3% 2 4 21/4 41/2 2% 4% � f,min 0.43 0.43 0.70 0.43 0.711 0.43 9.70 0.43 0.70 2 0.48 0.43 0 3 0.67 0.49 0.60 0.54 0.46 CO 4 0.86 0.62 0.73 0.77 0.70 0.68 0.57 r 5 1.00 0.75 0.78 0.94 0.74 0.82 0.72 0.68 0.71 •••• N 6 _ .;!.:..,, 0:87 0.83 1.00 0.79 0.96 0.76 0.79 0.74 w N 71.00 0.88 0.83 1.00 0.79 0.90 0.78 • N 0.87 0.83 1.00 0.81 • • • • •••••• •• • •Yw••w g 0.98 0.91 0.87 a; 0.85 • v .; 1.00 0.96 ': 0.90 �; 0.89 •••• •• s iw••w. 10 1.00 0.94 J 0.92 •••• i •w•w • 0.98 12 0.96 • •�••� 13 777 0.99 •••••• •••••• • •••••• 1.00 • 14 • 1.E=Embedment depth(inches). • • • • 2.Sw=actual spacing distance at which anchors are installed(inches). • • • • •w•••• 3.Sq=critical spacing distance for 100%load(inches). • • • • • 4.Smin •• • =minimum spacing distance for reduced load(inches). • • • •www•• 5.f,=adjustment factor for allowable load at actual spacing distance. • ••• • • 6.f-=adjustment factor for allowable load at critical spacing distance. •• • f_is always=1.00. 7.f,M,=adjustment factor for allowable load at minimum spacing distance. 8.fs=fsmin+[(1-fsmm)(Saa-$mui)�(Sa-Smin)]•. 143 a a w •••••• •••• • • • • s ••••• • • •••••• •••••• • •• •• • , 9 Simpson;Stroag TiOAnctioring and Fastening Systems for Concrete and Masonry o Load-Adjustment Factors for Carbon-Steel and Stainless-Steel Wedge-All®Anchors in Normal-Weight Concrete: Spacing,Shear Leads How to use these charts: 1.The following tables are for reduced spacing. 5.The load adjustment factor(fs)is the intersection of the row and column. 2. Locate the anchor size to be used for a shear load application. 6. Multiply the allowable load by the applicable load adjustment factor. 3. Locate the anchor embedment(E)used for a shear load application. 7. Reduction factors for multiple spacings are multiplied together. 4. Locate the spacing(Sact)at which the anchor is to be installed. Spacing Shear(fa) Dia. '/a % '/z % 'See page 13 for E 1'/e 21/4 1% 25/e 3% 2'/a 3% 4'/z 2% 4'/z 5'h an explanation Sart Sa s , 3 6 a i a 3 Icons the load table 0 .) 1/s 3/e Z/e 3/a 4/a 3/e 4/a 6/4 3/a fi/a 7/4 Icons Smtn % 11/0 % 1% 13/a 1'A 13/4 2'/a 1% 2'/a 23/4 hmtn 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 a/a 0.82 1 0.87 0.81 1'/a " 0.92 0.80 0.84 0.80 1'/2 0.97 0.83 0.88 0.80 0.83 0.80 13/4 1.00 0.86 0.91 0.83 0.79 0.86 0.79 0.82 2 0.88 0.95 0.85 0.81 0.88 0.81 0.84 2'/a 0.91 0.98 0.87 0.83 0.91 0.83 0.79 0.86 0.79 21/2 ._::. 0.93 1.00 0.90 0.84 0.93 0.84 0.80 0.88 0.80 ` 23/4 0.96 T 0.92 .0.86 0.96 0.86 0.82 0.91 0.82 0.79 3 0.99 0.94 0.88 0.99 0.88 0.83 0.93 0.83 0.80 3Yz 1.00 0.99 0.91 1.D0 0.91 0.86 0.97 0.86 0.82 4 1.00 0.95 0.95 0.88 1.00 0.88 0.84 y 4 1/z 0.98 0.98 0.91 0.91 0.86 `off 5 1.00 1.00 0.93 0.93 0.88 C 6 " 0.99 0.99 0.93 Q 7 - 1.00 1.00 0.97 8 _ 1.00 R See Notes Below m y Spacing Shear(fa) T Dia. 1'/4 0 E 3% 5 6% 37/a 7% 4'/z 9 5% 9'/z C. Sa`t S 43/4 7 9'/z 5% 11 6'/a 125/8 7% 13'/a (in.) Smtn 1% 2'/t 3% 2 4 2'/a 4'/z 2% 43/4 � fsmin 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 2 0.810.7971 -. . 0 3 0.88 0.81 0.85 0.83 0.80 9999•• E 4 0.95 0.86 0.81 0.91 0.79 0.88 0.84 • • 9000 •iy••• 5 1.00 0.91 0.85 0.98 0.82 0.93 0.80 0.88 0.80 •••• i 0 0•• o • 6 0.95 0.88 1.00 0.85 0.99 0.83 0.92 0.82 9999•• 9999 i 0Q�0i• • 7 1.00 0.91 0.88 1.00 0.85 0.96 0.85 •••••• • •pr • •N99• 8 �-: 0.95 0.91 - 0.88' 1.00 0.87 •••• •• • • • • • • • • a 9 0.98 0.94 0.91 0.90 9999 0 00 •• 10 :.:_ 1.00 0.97 0.93 _" .. .::; 0.92 • ••9.0• 9999• • • L4 • • 9999•• 11 1.00 0.96 0.94 •9 •9 0 •90.00 12 0.98 0.97 •99••• • •� 13 _ 1.00 0.99 ••••0• 14 _ 1.00 1.E=Embedment depth(inches). •0.0 0 0 000 0•••• 2.S.=actual spacing distance at which anchors are installed(inches). • • • 3.Sq=critical spacing distance for 100%load(inches). •• 4.SmN=minimum§pacing distance for reduced load(Inches). 5.fs=adjustment factor for allowable load at actual spacing distance. 6.f_=adjustment factor for allowable load at critical spacing distance. fes,is always=1.00. 7.61, =adjustment factorfor allowable load at minimum spacing distance. 8,%=fly+[(1-fvntn)(Sou-S Nn)/(S.-S.01. 144 ...... .... . . ...... . .. ...... ..... .. . .... ..... . . ...... ...... . .. .. ...... . . . . .....• .1111• . O... o 0 . . 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, F/ 33138 FACE MOUNT HANGER CALC. May 13th, 2015 0000 . 0.0. 0060.0 .. . . ... 0 6 . 0 0000.. .. . 0000.. 006060 0 0000 .66600 .. 0000 . 66 6.669 0000.. 66 66 6 0000.. 6 0000.. 6 0 . . . 6 666666 6..066 0.0. . 066060 0 0006 6 0. C) Solid Sawn Joist Hangers Soo ® 9090 0go log go a use gouges Ems 10 6 me 1p m X Q 1 N O 00 Of oc" .xi X O -- X W N N-I N O lop O O W O�-- X ..D X x W S r x N VJ �•.�i ti = C c2 C 1CCC2 C Scrr22r�-Crrrr-II 'i `4 ',� -n mr rnr- rn A� •xA• ,�a y.y N O p Cn Q j N Cn C7 y Cn N(n C C N C C 2 C I"� 0 1 1 O W W p N O j N nj O 1 0 0 N 00 N m Cn N Cn C/7(n C C C C N C C C C C N C 2 C r 2 2 r C r r 2 C r 2 C r r cin a N; � W 1 O d.1 � rn N Cn Cn NC70)NCnN Cn C CNCCC CN CC � ,'s. o II VV o N 0 O O W Ca ° N N N N w(n N Cn m U7 C N C C N C C O O W O O \ N O O O + W O OO N 00 Cn ONO ONI O ONj O ONO O CP Cn A C W W x 2 N N N 2 Ca N N N W 0 Ncn N K. O 1 Cn C i N N C7C C (n N W n C7 0 O N d W O C7 .p Cj o N .ja W N N GJ N O G �.Q• :CO' N N Q,W tO V^G O O O Cb A ACP OD A A A Ql OO CP A O(Tl O W A Q7[b A(P N O � y 0 W V O 0 O OV V V V m m m CJ)0 Q)U U Oo OO Cb (D O (D� 00 � \\�\cD �cDO \ za � V .A.V UI UtAA 00)AAC.JI C.IIAACI'I C.11 CI1 ACn W W AAAAca wcawww uoi go m�m m� � o• �-m N N N N m m m m N a a a ro a ro ro ro ro v N N N N N N N N W W I �� II �� IIIII �� IIIIIIIIIIII �� II �� IIIIIIIIIIIII �� II �� a pp�� IIIIIIIIIIIII .IIIy N CD X = a w1 !W.� \ _ o c O 00 A X O(b.A.A OD X o[b A(b V. w Cb.1 1-• _ o _ -�' O O O O OO, 1 O N Cb OD 1 d] CP 1 N O)0)Cn QO N d -N m cn Q C a n-d 0 d CP Cn CA 0 0 0 0(71 0)U(P 0 1 0)Cn Cn CP A 1 1 1 1 01 Cn A N P CD o n n n Q n n Q o•Q¢n n n a a n¢¢o•n o0.a a a n a a a a a n n Q n a c a rn rn rn rn rn o rn rn rn rn rn o rn r^ :.n Q Q¢n n¢¢n Q Q¢n¢ 70 o 0 E2 a --�O 0\1 1 1 1 A m Op 0 O O y 0 0 O N 1 rn a)(T .A�0 0�Cb W CP.A p O O O o�p'A rn.A�.A A A [n.A O)A.A.A[b rn 1.�a.1 'A o Q n N m O O O O J C D N 0 0 0(A O(P CI)'i Q¢¢n Q-a.� .1 0 0 0 0 1 O (T Z. n QQaQQn.�nQnnnQnQ��1�Q1a.annao.naaornornrnrnrnnnnQ cn n n¢ 1 j x -.. 1=3 N N N N N n n n n N n c a c X X a y Owi U j OO GWII 0 CD CO Oj - CNJI O O COJI CNn Cwit O O OO p COI/w Cwll O O O O O O[NJl UAl O O O o O[n V 000 U.A OOo CUiI�'"�.0p,0 0 V W U 07 U V A (D O Cn 1 CD 0 ya U U O U O U 0 0 0 U O O O N W 0 0 0 W Oo U A 00 U 0 0A Ow W O to O W W w N w O O O U O O U 0 0 0 U p O Op 0 0 0 0 CNA O O O O O O O�• G .p, • • �a ��-+t...,,te�aa WW • cD p C"i 0 CVO u W 0 CVD W OU]~N OAD V Ce OI S 2 1 1...�O O U U U p U U U U U (Aja CWII COJt O [a O p VAi O O CVD ONO?N p N(VD ONO O N O O W V N A COIL J1O. A U O O O U O CO (O 00 N 1 V V i V j A • • •• •• • CII 0 0(n U rn U O U O U O U O O U U 0 0 O O CNfI p p A N O 0 N A A CO 000 ZA�.J V .1 T T O ocn ocncncncnocncnocnCncncn o.o STT �o a O O N p CD Cb O N Cn CD 07 C•D ".-� 1.y u •P C77-1+N 0 0 CA CD Cb Cb-'_` O.1 1 1...�1 1 1 1 C O CTl U 0 Cn CIl U i17(�j CTO U U U U U Chit Oa�T�j C�00 V N d C,Vi U N oN0� W U O O,�A V_.p 1 N U C»Cb o0 00 U U • • • • U U U U U U U U U CAO CUl'1 CNTI VI O U O O CN CAlt N-4 Cli U CVA Cn N �W U W N 10 Con O N A A(p • • •• • • w cn cn o cn cn cn cn o 0 o cn cn w cn o 0 0 0 o cn cn en c y O h—F,It _1 O O V O O N W CD W O Lb N O CD N J, 0 0 0 0 0 O O O O O 0 0 0 U O A O U O D U O U O U U U O D U U CD O U OO CD CON N C'`I CO 0 00 OO IV 1 O(n N-+1 0 00 0 O CO (b Cjp (n O O O U O O O O U O CJI U O U U U 0'A CD(P A N (p N N CO O N O A N O O w •• • • • • • • U U O O U U 0 0 O CD O U O CJI U O D U O D U O C-C-2015©2015 SIMPSON STRONG-TIE COMPANY INC. PRINTED 12!14 t .o:/ 7 1 0 0 0 0 O 00 :6:04: 0*6 9 6 0 0 0 0*0 0 0 a 10050 NE 12th AVE RESIDENTIAL REMODELATION Miami Shores, F13313'8 SHORING DESIGN May 13th, 2015 . . .... ...... ...... .. . ...... .... . .. ..... ...... . . ..... ...... .. .. . ...... . . . . ...... ' JOB SHEET NO. OF CALCULATED BY DATE x 4j CHECKED BY DATE SCALE 04/ Dz = ¢ m _ . _. 0000 e ....._..................... 0 0 0000 gee♦,•• - � 000006 .. 000:0. 0000.. .. ..: .. 0000 .. . 0 0 - 2310 ��, 0000 .. ..•,•. • .. . 770f6/ /oo g 3. so ... N D PRODUCT P07 0000 0000.. 0000 . . 0000.. 0000.. .. 0000 0000. 0000.. 000*00 0 0 0000.. 0000.. .00.00 . . .0. . . •• . JOB SHEET NO. OF CALCULATED BY /' / DATE CHECKED BY DATE SCALE z3 6 7 a 1 Cc - - Gds'/2C-- j �S7e s . • ._ f � C.�s- C� /� Soo Gds ................... _0000__. �,�,�-!�� w� a ................_. 0000. _..: 0000 . _ _ A ......_.......... .._ 0000 . 0 0000 0040.0 .. 0000 .� .. .: .. 0000.. .. . 0044!0 0 . . . 0000.. 0000 .. _ 0000 . . o .......................:..........:.................................. .. . 0000.. .. 0. .. . 000..0 0000.. 41.0 . - 0000. • . .. 0000 D PRODUCT 207 0000 0000.. 0000 . . 0000.. 0000.. .. 0000 0000. .. . 0000 0000.. 0000.. . .. .. .....• .0000. . . .00 . . •• Y-01 4'-m' 4'-0' 3'-7' 3'-70 3'-4° EX15T CONC. COLUMNS TO REMAIN UNTIL NEW CNA NEL EXIST.8'X12° CONC. EAM 15 IN PLACE W/ 25 TOP d BOTT. 10 REMAIN _ SCAFFOLDING °5AFWAY' 3 SYSTEM OR EQUIVALENT7x BDH 3X4X4 CROSS BRACING BETWEEN 5F-24 FRAMES, AT 2' m° 5' 2° /2'-,(D' 5° SIDES (BELOW), BY SAFWAY OR EQUIVALENT 5F-24 5F-24 6F-24 IL N 01 NEW Cls X m STEEL G N 70 A N N d) = 1 4° 4 2 a a a a i a 5 26 SF-26 4 5F-26 2 5-3.1 5-3.1L EXISTING WINDOW FRAME N55 4 X 1/4 GALV., ST'L COL. UNDER IT TO BE REMOVED W/ 1/2' 0' X 10' GALV. BASE PLATE A 4-5/8'O X 8° GALV. EXISTING WOOD BEARING HILTI KWK LT III EXP. ANCHORS. COLUMN TO REMAIN AS ENCASE IN C G. DOWN TO FOOTING 1'-6' ITYP) SNORING , 6l 6'-O. .• •.• .. •• ••• •• WW824STELBEAM EXI G RIDGELNE •• • • • • • •• • v • •• •• • • • • • 000 9 EXISTING RIDGE LINF.�• • • • • REMOVE (1):°0 PIRE=NMN: . . ° TO ALLOW-IZR:tU3T>r0 .:. EXISTING 2 0 PIPE COLUMNS COLUMN AND PLATE TO REMAIN AS SHORING 5-3.1 2' X 4' STUDS IS° O.C. TO LL<r MATru SPArlKr-t nF rnNr - 0000 0000.. 0000 . . ..666. 0000.. . .• 0060 . 6 . •6..• 6. . 0000 0000. . ....6. 0000.. . 000000 . . 6 ...... 00.000 . . . 66.... 0000... . . Components 9 Height 5'10"—7'0" 7' 1"—11'0" 10'10"—12'0" 12' 1"—16'0" Extra 5'Section Part No. Qty. AS25 2 2 4 4 2 AS24 2 2 ASP 4 4 HXCP 4 4 4 610 4 4 8104 2 2 4 4 2 SJBPXC 4 4 4 4 SJU88 4* 4 4* 4 BC23 4 4 Weight 307 lbs. 451 lbs. 454 lbs. 5981bs 138 lbs. Towers with base plate and screw jack on bottom and 8"x 8" U-Head screw Jacks o,n top: If extension frames are extended only 15",deduct four G10 diagonal braces (68 lbs.). *SJU88C required in place of SJU88(spacer cap must be added). 1. Stripping allowance must be added to all minimum dimensions. 2. Whenever screw jack extensions exceed 12",consult Safway Engineering. o. Length Weight AL-17 7' 28 lbs. AU9 9' 36 lbs. ALM 11 441bs AU 13 13' S21bs?; AU 15 15' AU17 17' 681bs AU19 AU_ AU21 21' ;841b5. Span and Load Capacities Simple Span(ft.) Aq .', 6' 7' 8' 9' 10' 11' 12' Total Load*(lbs./ft.) 2500 2100 1475 960 645 450 330 245 .109 _. -- --•• *Total load includes weight of 6ahwork and concrete plus an additional 25% �•.� 6 . .•• .' for live load;Deflection is limited to Length/360 calculated on dead load only. ...�.. •• ; ••��% Minimuiri factor of safety 6.;42:1. •..••• • • uniform loads"simply" ■ The channel on the underside of the ■ Allgwable •...•• • _ . .•••• supported and laterally braced beam.accepts the ABC aluminum ABC ••:••: Stri HeaA•••+• ■ ReduceHalling strip for easy sjabor costs and lowers beam clamp or a%:"hex.head bolt •• •• • •••.•0 transportation costs ■ 4"-wide flange fits standard 4"- 2 x 2 :�•:•; • '. wide U-Head on shoring jacks and • '•"• ■ . , • plywood attachment.Factory post shores.Allows side-by-side •�•. .••� installed;field replaceable installation in 8"wide U-Heads. ■ Reverse flange stiffening reduces Nests for compact shipment damage during handling ■ 6%"height compatible with other joists Joist to Stringer Used as either Joist or Stringer ©2011 Safway Services,LLC.All rights reserved. t • ••f•♦• • All 3 Components o. Width Height .Stud Spacing Weight SF24 2' 4' 3' 38 lbs. SF25 2' 5' 4' 45 lbs. 'SF 26 2= 6 4' 55 lbs. Close leg spacing for high load applications. Perfect for beam support. Width Stud Height Spacing Uj DF2 SFZS SF26 Part No. Width Height Weight SFU88TV1(: . 8%B" 3a/6,: 71kis Provides support for single or double 4"-wide flange beams. Width 0 0 11%2'. .. Height . SFU88TW:" `- SFU88TW.(5ide;View):' '`•• i • .. ...,..,":. ...: •' • ".ease 080600 iii ii'll NMI?". .• \ . 1 I • •• Hole Dimensions Weight •••••• a • • 66esaa BDHRU4 67%l' 9.41 lbs. .6.6•• :a •• • • *see �n5.• 00 0680• 4X5 76z%az" 10.6 lbs. 66a\ 5� • ••;•6• BDH3X4X6. 86%x'.. .11:8lbs.. Nod • 964906 BDH3X4X7 96%" 13.2 lbs. • 3§"or48" •• B D H 3X4X8 1071/s 14;61 bs. •••`•• ;,. ,- ". _ 4 is a. • • BDH3X4X10 129%" 17.4 lbs. '•.� .: •• :aaa6e • Double Hole Cross Braces are only used with SafLoad'Shoring. •� "" a Same brace used for both 3'0"and 4'0"stud spacing. ,- BDH_ " ©2012 Safway Services,LLC.All rights reserved. t � ••9••• 0000 • • •1••0• • •• 11.01• • • • • 00.90• ••0••i • • • i• 0000 • • • • • • • 0000• •• • •11• •0.19 • • 9••0•• • •0000000 a• •999•• • • 9 1 • f 6 , Views and Working Loads Safway employs AutoCAD'software for flexible engineering solutions.Complete drawings may be mailed,faxed or e-mailed directly to the customer. Beam Side.by Contractor % CIas51 Plyform- a _'Aluminum Stanger _ _- a Screw Jack wrth U Head Aluminum Joists-at-12":c/Cr' SF45LBL Screw lack wtth Flat Plate, '.SII Plate by ConfracEor _ =-7 Cross Brace _ __ Section View For towers over 60'high,consult with Safway Engineering Department. 1. For combinations of SF44,SF45,SF46,SF24,SF25 and/or SF26 frames used in one tower, use SF46 loading below. 2.Total screw jack adjustment is the sum of the top and bottom screw jack extensions. 3.The allowable leg loads below reflect a 2.5:1 safety factor. No.of Tiers(frames) in Tower 1 2 3 4 5 6 7° 8 9 . 10. Part No. Adjustment Maximum Safe Working Leg Loads(Ibs.) SF44 12" 17,500 16,600 13,400 10,600 10,200= 10,000 9,900: 9,800 9,700••••9,600 SF24 24" 14,800 13,700 11,900 9,500 9,100 8,700 8,600 8500 • 8,408••••11,300 •••••• 36" 12,200 11,200 10,400 8,300 8,800.. 7,700 7,300 7," 0 6,7500 ••f,SOO 0 • 48" 10,500 10,300 9,750 8,000 7,700 7,400 7,200 0 6,75060 6,500 *0000* SF45 12" 15,800 14,500 13,400 :10;600. 10,200 10,000 9,900 9,800:• 000• • 9,600 v••• SF25 24" 14,100 12,400 11,900 9,500 9,100 8,700 8,600 8! �••• 8,40: •••6,300 ••••• SF45LBL 36" 11,700 10,700 10,400' 8;300' 8,000 7,700 7,300 _ 7•WD••• :6;75 • 6,500- 48" ,500 48" 10,200 10,000 9,750 8,000 7,700 7,400 7,200 X000••• 6,74""16,500 ...... • SF46 12" 14,400 13;200 11;600. 10,600 10;200 10,000' 9,900. IM**: 9;700 • 9,600 •• SF46LBL 24" 12,400 11,100 10,800 9,500 9,100 8,700 8,600 8,500 • 8,40E•••i•8,300 ease*: 36" 10,000 9,000 8,600 8,300 8,000 7,700 7,300 -POOOO• 6,750• 0 6,500 000000 48" 8,500 8,400 8,200 8,000 7,700 7,400 7,200 7,000 6,75t••• .,500 ©2012 Safway Services,U.C. All rights reserved. i t •••••• •••• • • •••••• • •• •••••• • ••••• •• • •••• ••••• • • •••••• • • • &9 4 � 1 Components All Part No. Length Weight 2"x 2"Nailer ALS6 6' 35.41bs. ALSB 8' 47.2 lbs. ALS10 10' 59.Ibs. ALS12 12' 70.8 lbs. ALS14 14' 82.6 lbs. ALS16 16' 94.4 lbs. ALS20 20' 117.6 lbs. ALS22 22' 129.4 lbs. All Aluminum Stringers have a 4"top and bottom flange plus ALS. a convenient 2"x 2"nailer for use in special applications. _ Part No. Length Weight AUZ 7' 30.414s. 2"x 2"Nailer AU9 9' 39.1 lbs. AU11 11' 47.8 lbs. AU13 13' 56.5 lbs. 6%i' AU15 15' 65.2 lbs. AU17 17' 73.8 lbs. AU 19 19' 82.5 lbs. AU21 21' 91.2 lbs. AU All Aluminum Joists have a 4" bottom flange. Part No. Description Weight F 3" SFSJBP Base Plate 6.3 lbs. SFCP Coupling Pin 1.3 lbs. o SFRP Rivet Pin 0.5 lbs. SFHP Hitch Pin 0.3 lbs. SFRP SFHP SFSJ36 Screw.Jaek., .13lbsc Quick and simple connctio ns between �a w 0000.. SFSJ48 Screw lack* 16 lbs. and accessories. 0 0 • e •00•0•0• • ABC Aluminum Beam Clamp 0.5 lbs 0000 ' ' ' ••••e• JBC Junior Beam Clamp 0.5 lbs '0000• • .0000• 0000 / • • 0000 • 0000• "xl%s"Slot •••�• • ••i••� • • ••• 49'0 •• ABC •••.�• 1'/r 0 " 000• 1%i" 7%" 36" 36" • • • • ••••i• 24 .00 s • • • 19 n. _ - • • � SFSJBP SFCP =SFSJ36 SFSJ48 JBC Fits onto Coupling Pins or Screw Heavy-duty connection All jacks are 1.9"O.D. and protected Jacks.Special slot ensures direct transfers load through from corrosion. *Special 48"jack for contact of jack and base, stacked frames. offset applications. 02012 Safway Services,LLC. All rights reserved. 0000 0000.. 0000 . . .s..•. • •• 0000.• • • � • 0000.• 0000.• .•.• 00000 •• • 0000 0000• • • 0000.• 00 •••..• • • 09 • . 0000.• • 0.0000 • • • • 0000•• 0 • • 0 • Ile Assembly Diagram 5 ,tiAU ;.: Aluminumlo�st- ALS ; Aluminum Stanger )BC lun!or Beam clamp ` E _SFSJ36 -",Ad�ustableScrew'Jack .__ "SFCP __ Coupling Pin _ __ SFRHP Rrvet and Hi ch-Pin _ �:.BDH-' _�.Doutile Hole Cross Brace`: ''-•i-� 0000 --___ - a-..-..•� .-- --. 0000 0000•• SFS136 Adjustable Saew.iecka. _-_ _ • 006.0• 64 • 000000 • 000000 0 0. 0 0000•• • • • • • 6960 • 96 •s•6• • 0000 6 • • 6 09.60 • 0000•• •• • 9000•• 000••0 • • 00 O • 9 • •9.66• •o • Standard Flip Lock Stud (Positive,gravity-stable locking of cross braces) ©2012 Safway Services,LLC.All rights reserved. z .... • •�o��• •��• • • • � � � � •�• • • •• � • • • • � � • •• • • • • • • • •��• •��• • • •��• • • • •��• • • � • • • •��• � � � • • • • This combination qualifies for a Federal Energy Efficiency Tax Credit when placed In service between Feb 17, 2009 and Dec 31, 2014. CeAfficate of Product Ratinqs AHRI Certified Reference Number: 7513304 Date: 3/17/2015 Product: Split System:Air-Cooled Condensing Unit, Coil with Blower Outdoor Unit Model Number:4TTB6061B1 Indoor Unit Model Number: *AM7B0C60H51 Manufacturer: TRANE Trade/Brand name: TRANE Series name: XB16 Manufacturer responsible for the rating of this system combination Is TRANE Rated as follows In accordance with AHRI Standard 210/240-2008 for Unitary Air-Conditioning and Air-Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI-sponsored, Independent,third party testing: Cooling Capacity(Btuh): 57500 EER Rating (Cooling): 13.00 SEER Rating(Cooling): 16.00 IEER Rating (Cooling): 0.00 'Ratings followed by an asterisk(')Indicate a voluntary rerate of previously published data,unless accompanied with a WAS,which Indicates an Invo urltary reraib. • •• • 0000 • •• 0000 • DISCLAIMER 00.00• • • ••'• AHRI does not endorse the product(s)listed on this Certificate and makes no representations,warranties or guarantees as to,and assume no responsibility for, 090 • the product(s)listed on this Certificate.AHRI expressly disclaims all liability for damages of any kind arising out of the use or perfoVVffg Qf the product4s),or the • unauthorized alteration of data listed on this Certificate.Certified ratings are valid only for models and configurations listed In the• • • directory at k ww. 0iridirectory.org. • • • • •"• ••000• TERMS AND CONDITIONS0 0• • 0/ �• This Certificate and Its contents are proprietary products of AHRI.This Certificate shall only be used for individual,personal and 0 00 i confidential reference purposes.The contents of this Certificate may not,In whole or In part,be reproduced;copied;disseminated; • entered Into a co(,rtputer database;or otherwise utilized,in any form or manner or by any means,except for the user's individual, personal and confidential reference. AIR-CONDITIONING,HEATING, CERTIFICATE VERIFICATION &REFRIGERATION INSTITUTE The Information for the model cited on this certificate can be verified at www.ahridirectory.org,click on"Verify Certificate"link we make life better' and enter the AHRI Certified Reference Number and the date on which the certificate was Issued, which is listed above,and the Certificate No.,which Is listed at bottom right 130710775054256075 ©2014 Air-Conditioning,Heating,and Refrigeration Institute CERTIFICATE NO.: ..9. 0.0900 0000 0 . 0000 .. .00000 . 00 90.0.• 0000.. . 0 00.00. .0000 00 . 0000 00 0000.. 0000.. . .. .. . .9..9. .9.9.. 0000.. 0000.. . . ... . . 99 000 d 4 M IAM FDADE AIIAAII—DADS COUNTY,FLORIDA 9 PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOIiIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADA(HMSTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy PGT Industries,Inc. 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 RER- 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 A 4J may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER 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/900& 1350 corners--L.M.I. APPROVAL DOCUMENT: Drawing No.PGTO130 (former PGT0002 Rev C),titled"Series 770 Alum. SGD-LM Impact", sheets 01 through 22 of 22, prepared by manufacturer, dated 08/05/07 with the latest revised on 01/30/15, signed and sealed by Lynn Miller, P. E., bearing the Miami-Dade County Product Control Section 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: Each.unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. REVISION 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. as 00 ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, )?bride,' and followed by the expiration date may be displayed in advertising literature. If any 4n. of live 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 JIe.jnanufaitu rer or its: � distributors and shall be available for inspection at the job site at the request of the AWWjIg Offu&iai",• This NOA revises and renews NOA No. 14-0123.10 and consists of these pagos J Baud 2, vd�evidence,�;��• pages E-1,E^2 and.Ej--3,as well as approval document mentioned above. •+ •+ .+��, The submitted documentation was reviewed'by Jaime D.Gascon,P.E. ;••;• • QAN�• H28.11**'•:a MIAMI•DADI COUNTY C, Expiratiolr fflte; Febru4ry11,Z020:a•a9: Approval Date: Febr%#x;11,2015* a ?. Page 1 t • Y •••••• •••• • • • •••••• • •• •••• ••••• • • •••••• •••••• • •• •• •••••• • • • • PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS L Manufacturer's die drawings and sections. (Submitted under previous NOA No. 14-0123.10) 2. Drawing No. PGT0130, titled "Series 770 Alum. SGD -- LM Impact", sheets 01 through 22 of 22,prepared by manufacturer, dated 08/05/07 with the latest revised on 01/30115, signed and sealed by 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 2411.3.2.1,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-7554, dated 11/01/13,signed and sealed by Marlin D.Brinson,P.E. (Submitted tinder previous NOA No. 14-0123.10) 2. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203--94 6) Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 along with marked-up drawings and installation diagram of aluminum Sliding Glass Doors,prepared by Fenestration Testing Laboratory,Inc.,Test Reports No.'s FTL-5980--R, FTL-6001-R and FTL-6015-R have been revised and reissued on 12/29/09,all signed and sealed by Julio Gonzales,P.E. (Submitted under previous NOA No. 09-0826.10) 0000 • 0000 • . . 0000.. .. 0000 • 0000.. .• .0000. 0000.. • 000004 •64 • 0406• 6444 • • •• • • •• 46604 444446 4 664 6 4 6 • • • • 6 46644 44 46 4 464644 p444 • 4 • 6 jfiitoe D.Gascon,'P. ;4 6 4•; Product Control SeCt101?Su peivisor ' • NOA No.14-0128.11 Expiration Date: February 17,2020 Approval Date: February 12,2015 E=1 • 0 00000 •..•• • 00• • • ••..•• •ee••• •eee.• so r . PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (coNtwum) 3. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 2411.3.2.1,and TAS 202-94 along with marked—up drawings and installation diagram of aluminum Sliding Glass Doors, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-5980, FTL-5993, FT"036, FT"001, FTL--6014, FTI -6015, FTI-6017, FT"023, 1TL-6024, FTL-6025, FTL -6028, FT"031, FTL-6033 and FTL-6036,all dated 08/10/09,signed and sealed by Julio Gonzales,P.E. (Submitted under previous NOA No. 09-0826..10) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, conformance to and complying with FBC 2010 and with FBC 5`a Edition (2014), prepared by manufacturer, dated 01/30/15,signed and sealed by Lynn Miller,P.E. 2. Glazing complies with ASTM E1300--09 D. QUALITY ASSURANCE 1. Miami---Dade Department of Regulatory and Economic Resources(RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-0129.27 issued to E.I.DuPont DeNemours&Co.,Inc. for their"DuPont Butaeite®PVB Interlayer"dated 04/11/13,expiring on 12/11/16. 2. Notice of Acceptance No. 11-0624.02 issued to E.I.DuPont DeNemours&Co.,Inc. for their"DuPont SentryGlas®Interlayer"dated 08/25/11,expiring on 01/14/17. F. STATEMENTS 1. Statement letter of conformance to and complying with FBC 5`'Edition (201&jSsued by manufacture,dated 12/17/14,signed and sealed by Lynn Miler,A E. 000009 2. Statement letter of conformance and complying with FBS 2010, 'ss hod by .• manufacture, dated 01/24/14,signed and sealed by Lynn Miller,•1''. .•V• •• ••••:. ..... • (Submitted under previous NOA No. 14-0123.10) 9000 • 3. Statement letter of no financial interest, issued by manufacture;data01/2 `14•`Signed ••• and sealed by Lynn Miller,P.E. 06:6•. •• (Submitted unrlet�pYeviarts,X0A No. 14-0123.10) •• •• •' • ...... •a..s.r^^� • • .Jai$te A'G$septiiP.E. .....: Product Control Sectioft SAer visor • NOA No.14-0128.11 Expiration Date: February 17,2020 Approval Date: February 12,2015 E--2 9.99 9999.. • • • 9999.. 9999..:0*00 . • .9.000 .. 0009 9999. •• • 9999.. *00:0* 9999.. 9. .. 9999.. • • • 9999.. 9999.. 9999.. PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 4. Laboratory compliance letter for Test Report No. FTL--7554, issued by Fenestration Testing Laboratory,inc.,dated 11/01/13,signed and sealed by Marlin D. Brinson,P.E. (Submitted under previous NOA No. 14 0123.10) 5. Proposal issued by Product Control,dated 08/12/13, signed by Jaime D.Gascon,P. E. (Submitted under previous NOA No. 14-0123.10) 6. Laboratory compliance letter for Test Reports No.'s PTL-5980-R,FTL--6001-R and FT"015-R, reissued by Fenestration Testing Laboratory, Inc., all dated 12/29/09, signed and sealed by Julio Gonzales,P. E. (Submitted under previous NOA No. 09-0826.10) 7. Laboratory compliance letter for Test Reports No.'s FTI -5980, FTL-5993, FTL-6036, FTL--6001, FTL--6014, FTL--6015, FTL-6017, FTL-6023, FT1 -6024, FT"025, FTL--6028, FT"031, FTL-6033 and FTL-6036, issued by Fenestration Testing Laboratory, Inc., all dated 08/10/09, signed and sealed by Julio Gonzales,P.E. (Submitted under previous NOA No. 09-0826.10) 8. Proposals No.'s 09-0177, dated 03/17 & 31/09, 09--0177A, dated 05/07/09, 09-0177B, dated 06/09/09 and 09-0177C, dated 11/18/09, all issued by Product Control, signed by Ishaq Chanda,P.E. (Submitted under previous NDA No. 09-0826.10) G. OTHERS 1. Notice of Acceptance No. 14-0123.10, issued to PGT Industries, Inc. for their Series "SGD-770 Aluminum Sliding Glass Doors w/ wo Reinforcements", approved on 02/06/14 and expiring on 02/17/15. sees . . sees sees.. •• sees • sees.. . . sees.. sees.. sees90 •e .0009. • 9 . . • e sees . .. sees. • sees. sees.. sees . sees.. sees• .: . . • o •9009• se.0 •iaiuL D.GascWOP.E. �—*so Product Control Sectione$ypei:dsor NOA No. 14--0128.11 Expiration Date: February 17,2020 Approval Date: February 12,2015 E-3 0000 0000.. 0000 . .. go • 0000.. 0.0060 0 06 • 6 • 0000.. 6..... 6 .s 0000 • 000:00 : .66..6 96600• *00000 • ...... 66.-6.' ..6... • • TABLE A. SERIES 770,IMPACT RESISTANT SLIDING GLASS DOOR Group Archor Bwtetmie Frame Mir'Edge Min INCLUDING POCKETS&90°/135°CORNERS (dember DI(d Me Elr9redmem min keI) i mr GENERAL NOTES t 1N•woe L111a9oon -u,warm-I Jamb way 2-u to 1)GLAZING TYPE OPTIONS:SEE TABLE B.THIS SHEET&GLAZING DETAILS ON SHEETS 4&5. Bawled cm C mN.2 kal Ja^Bt 2-12' 1314' 2 DESIGN PRESSURES: VC 9b.410 as. Ooneia1e°d"'3 ka0 HeadlBalJemb t• taw• A.NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E1300. 2 CM.M a LugmeUd mdU.Ikm c00) Jamb oNT -2-IM 1.4• B.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300. P.T.eou0wor Pine H.WISOUemb 1• 1.995' 3)ANCHORAGE:THE 33-1J3%STRESS INCREASE HAS NOT BEEN USED W THE DESIGN OF THIS U4'El.Unlmwa Caia1818 Oft 255 ken vww= 1• lace- PRODUCT.MATERIALS,INCLUDING BUT NOT LIMITED TO STEEL SCREWS,THAT COME INTO CONTACT cmu7M Cao Jamb 1• 1.114' WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE CURRENT FLORIDA 012,188.410 P.T.S.Awm Pma(80=0.58) H..mlvjft a1B' tae' BUILDING CODE.FOR ANCHORAGE DETAILS SEE SHEETS 6-14. S.s.sms. Ai1i .6053-IW IleedI81IN-1, ate' 0.093• 4 SHUTTERS ARE NOT REQUIRED PER FBC REQUIREMENTS,AS APPLICABLE. 3 (mm.t1 Utmatlan^) 9RNI W,,553• H'"'��'1eAm Q* 6)INSTALLATION SCREWS,FRAME SPLICES,FRAME AND PANEL CORNERS TO BE SEALED WITH wee 09.3.75W.33• Jaelb aro' 0.04 1• CCamal CMU,(ASTM 9teJ.W.Jamb 1.117 tae' NARROW JOINT SEALANT. 1/4•Boo tae S.S. lkgmundcaW,(AeTAi C-9% Jmnb oNT /-W 6)REFERENCES:ELOO ULTRACON,CRETEFLEX AND AGGREGATOR NOA'S,ANSUAF&PA NOS FOR A99r^•00or Glu atu CsO,Wn.2 kei•wn J.*NT 7 7 WOOD CONSTRUCTION AND ADM,ALUMINUM DESIGN MANUAL. P.T.a P410 (h0.66 Jmnb t• tae• 7)THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE M P.T.Boullmm PM 0.55 Heed/SRMmbb 9716• 13/8' CURRENT FLORIDA BUILDING CODE,INCLUDING THE HIGH VELOCITY HURRICANE ZONE(HVHZ). 014 sim BMs 05, Aker9m^o.BOB3 Had=Jamb 316' 0.083' 8)DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER CURRENT 4 (nIM.tt tloadMn) area,A38' HuM Uemb ale' 0.090• FLORIDA BUILDING CODE,AS APPLICABLE. alvei stud AM3 Gr.33' HeaNeWJ-b are' -1- TEST REPORTS:FTL-6880,FTL-6893,FTL-8001,FTL-8014,FTL-8015,FTL•8017,FTL-8022,FTL-8023, 'MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE.METAL SUBSTRATE TO MEET MW. FTL-8024,FTL6026,FTL-8028,FTL6031,FTL6033,FTL•8W6 AND FTL-7664 STRENGTH AND THICKNESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE AND TO BE REVIEWED BY THE AUTHORITY HAVING JURISDICTION. •'P-HOOK INSTALLATION REQUIRES 2.693•MIN.EDGE DISTANCE,REFER TO SHEET 14 FOR ANCHOR NOTES ALL SPECIFIC P-HOOK REQUIREMENTS. 1)FOR CONCREMCMU SUBSTRATE APPLICATIONS IN MIAMI-DADE COUNTY,USE ONLY MIAMI-DADE COUNTY APPROVED ELCO ANCHORS.SEE TABLE A ON THIS SHEET FOR EMBEDMENT,EDGE DISTANCE AND SUBSTRATE REOI IREMENTS. 2)FOR OTHER SUBSTRATE APPLICATIONS SEE TABLE ON THIS SHEET. NOA DRAWING MAP 3)WOOD SUCKS DEPICTED AS 1X ARE LESS THAN 1417 THICK,PROPERLY SECURED,IX WOOD S KS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE.WOOD BUCKS DEPICTED AS 2X ARE 1-U7 THICK OR Of EATER.1X AND 2X BUCKS SHEET (WHEN USED)SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE.BUCK DE SIGN AND INSTALLATION IS THE GENERAL NOTES........._..I RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD&TO BE REVIEWED BY THE BUILDING OFFICIAL EXAMPLE C.ONFIGS..........2.3 4)METAL SUBSTRATE TO MEET MIN.STRENGTH AND THICKNESS REQUIREMENTS PER CURRENT ORIDA BUILDING CODE AND TO GLAZING DETAILS............4,6 BE REVIEWED BY THE AUTHORITY HAVING JURISDICTION. ANCHORAGE.............„.„...6.14 6)IF SILL IS TIGHT TO SUBSTRATE,GROUT OR OTHER MATERIAL IS NOT REQUIRED.IF USED,NON4HRINK,NON-METALLIC GROUT, DESIGN PRESSURES.......86 MAX.IW THICK&3400 PSI MIN.,(DONE BY OTHERS)MUST FULLY SUPPORT THE ENTIRE LENGTH O THE SILL THAT IS NOT TIGHT INSTALL DETAILS.............12-14 TO THE SUBSTRATE,AND TRANSFER SHEAR LOAD TO SUBSTRATE.IF SUBSTRATE IS WOOD,308 FE�T PAPER OR MASTIC IS ELEVATIONS.....................15,18 REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE,OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. PANEL!SILL TYPES..-.....17 TABLE B,SEE DETAILS ON SHEETS 4&5 CROSS SECTIONS......-....18,18 0tea DeNdptlm(Ud d 7mm etMdw to immlao) PARTS LIST .._........_......20 EXTRUSIONS ....................21,22 03 7116'L-InatecL Lima of3HC He maw with AT PVB Waftw WA WIT Lm*mtxL Ula N/14'HS maea0.09C PV8 Y�wM,daFlodda 04 TAW LUNmted: 111.0 We'He men wm ABC Sol DMON PRESSURE RATING I IMPACT RATING �� G4A BHCLamfrreud: Llleaof V4'L•ma�s etlN.080'BG SEETABLE81,2&30N MMFORLARGE&SMALL BAA9/tN14aPta 1Z� O GS .09C PVa SHEET8a708 M=S IMPACT RESISTANCE GSA V LemiaW La:1W TEtlmfor Cap+We'M Spm♦THB'LmalaaK LAn of3116'HS al-ft.090•PVB I �1jyr,�i`a'•�9.1•aY 1139}fir•��> 08 1-I.Wr ed LG.:3ft6'TEataft 0,p.3B'Ak .THC LmkWac4 LAa of3'tC He Glees s0 ABC 80 GLAZING NOTES: ciBA t'tmnNeME L0.:V4'TEeteft .MIC AB .Ate•LemhWad; LAea of3fIV He GIM eAI.090'80 'ANN-ANNEALED `��'��•....•..•. m m8'tmnNated: LLHe or3na AML mea weh.o9a'sa . 'HS'=HEAT STRENGTHENED �:• �1cENSF'•..F,p�� OTA at8'Imnbmtam lllee Ntl4'AK4 mea e4t11 ASC Bfekad m '1`=TEMPERED No.69705 •' 08 t'Lmninted LG.:alter TEXWW +318'Ah Spaw♦Mr Umineted; Uta of 3HC ANN maw M0.08C 80 bdeMlm 'PVW=DUPONT.000'BUTACTTE PVS i GOA t'L.&W d LG.:V4'TE:tedor •5f1C AOSpna•71tC LeaWmted; Lkea o191CAPW OMa Mm A9C$a bd 'SG'-DUPONT.080'SENTRYGLAS 7i.G•. ro707erJ0roloorarrva GENERAL NOTES AND MAP • • FS••. oR10�.4Ye � •••••- WRIF ro4r34eo•t900 SERIES 770ALUM.SGD-LM IMPACT •• • i"rs MINA E L•• •- ^wor M A.LYlBlm^icR P•. - JR }rytOn4 am can.OFAU7KOw ° BOD•779 NT3 1 .22 PGT0190•• • • P.FJ51mm • •••••- •••• •• • •••••• •••••• • • • - • • •••••• ••••• • • • • • •••••• •••••• • • • • :*060: 0 0 0 0 - • - sees sees.. sees • sees.. sees.. .. sees.. sees.. .. sees • 'sees• sees. •• • • � sees.. sees. .sees. .e ss sees.. • . e . ...... • . sees.. ... 0 . .. EXAMPLE CONFIGURATIONS CONFIGURATIONS CONFIGURE NOTES: 1)ALL CONFIGURATIONS SHOWN ARE ALSO AVAILABLE AS POCKET CONFIGURATIONS AT EITHER OR BOTH JAMB MAIC UNIT WIDTH MAX UNIT WIDTH LOCATIONS USING DETAIL'JW,'Je.-Kw-OR-Kd INSTALLATION. EXAMPLE:4•PANEL)D=IN POCKET(p)CONFIGURATION CAN BE NOM.PANEL WIDTH NOM.PANEL WIDTH PXUD(p,P)DOIX OR XXXXp.0)00(W POCKET CONFIGURATION PER TABLES 1.3 PER TABLES 13 CAN BE OX)Op. TT-- T} 2)OT&136°CORNER CONFIGURATIONS CAN BE A COMBINATION g� 1112 STRAIGHT CONFIGURATIONS. MAX UNIT / i MAX.UNI7 / / � yL 3)FOR NOM.PANEL WIDTH,SEE TABLES I3. HEIGHT / I HEIGHT / / i =OPERABLE PANEL, PER TABLES 13 x / g PER TABLES I3 / / g '0' INOPERABLE PANEL, vocxEr A I vocxeT i S a Apr=POCKET DETAIL LETTER 1.---+ •(- l�__-� W=WOOD OR METAL INSTALLATION 1-PANEL - r 2-PAN - r �o=CONCRETE INSTALLATION CONFIGURATIONS CONFIGURA IONS SHEET NUMBER MAX.UNIT WIDTH MAX UNIT WIDTH DLO MOTH=NOM.PANEL WIDTH-' NOM.PANEL WIDTH NOM.PANEL WIDTH DLO HEIGHT=DOOR UNIT HEIGHT-10.126' PER TABLES 13 PERTABLES 13 PANEL HEIGHT=DOOR UNIT HEIGHT-1.888' Ir I Y MAX.UNIT � $ HEIGHT MAX 1 UNIT I � I$i i SCS PER TABLES I3 / / / ipSTABLES13 POCKET idd 3-PANEL CONFIGURATIONS 4-PANEL CONFIGURATIONS MAX.UNIT WIDTH MAX UNIT WIDTH NOM.PANEL WIDTH NOM.PANEL WIDTH PER TABLES 1.3 PER TABLES 1�3 ' Ii m�trms�naet•1«ta. MAX.UNIT I HEIGHT TNOTE HEIGHT I � PER / / zTHPS w PER TABLES 1.3 / / / / / TABLES I3 / / SHEET. AI'Duh 1iT4't11r'j'�' � 1 Rx"Am �.1GENSF'.•F,P 5-PANEL CONFIGURATIONS CORNER,TYP. W' No.58705 ;* (OUTSIDE CORNER SHOWN, INSIDE CORNER SIMBAR) •'• " j sraT• �(t7`j —w mvmmn nnrvs EXAMPLE CONFIGURATIONS ••• ,oSS1 uA°R e!` ••••:• atxeo r•o SERIES 770ALUM.SGD-LM IMPACT I"i Ly I 1•• • ° , A.LYMV�I.LEN.IE. • JR i T" mar.OrAuncrlezee 8( 77o NTS•1 +22 POTp13de• i • P.Es9lpas ••••i• 0000• • • • 0000 •• • 0000•• • • • • • • • 0000 • •• 0000• 0000•• • • • • • • 0000•• 0000• •• •• • 0.000• 0000•• 0000•• • • • • • •• • •0••00 EXAMPLE CONFIGURATIONS CONFIGURATIONS NOTES: MAX.TESTED UNIT WIDTH= 1)ALL CONFIGURATIONS SHOWN ARE ALSO AVAILABLE A3 36r.7116-@ 8(r HEIGHT POCKET CONFIGURATIONS AT EITHER OR BOTH JAMB 300-1w a 120'HEIGHT i LOCATIONS USING DETAIL'Jw','Jd,'KW OR'W INSTALLATION. NOM.PANEL WIDTH ® EXAMPLE:4-PANEL XXXX IN POCKET(p)CONFIGURATION CAN BE PER TABLES 13 pXXXXp,pXXXX OR XXXXp.OXXX IN POCKET CONFIGURATION CAN BE OXXXp. I 2)W 8136•CORNER CONFIGURATIONS CAN BE A COMBINATION MAX.UNIT i p OF ANY 2 STRAIGHT CONFIGURATIONS. 8HEIGHT. OI R 120• / / / / / / I3 S 3)FOR NOM.PANEL WIDTH,SEE TABLES 13. •X•=OPERABLE EPAN •0'=INOPERABLE PANEL, 6-PANEL CONFIGURATIONS P'=POCKET F—DETAIL LETTER MAX.UNIT WIDTH 'w'-WOOD OR METAL INSTALLATION ( be CONCRETE INSTALLATION NOM.PANEL WIDTH SHEET NUMBER PER TABLES 13 i OLD WIDTH=NOM.PANEL WIDTH-7' � DLO HEIGHT=DOOR UNIT HEIGHT-10.126• MAX.UNIT � Q• PANEL HEIGHT=DOOR UNIT HEIGHT-1.886' HEIGHT / { 2 PER TABLES I3 Poc"T 7-PANEL CONFIGURATIONS i r MAX.UNIT WIDTH NOM.PANEL WIDTH PERTABLE81-3 -l`r--- i ritODUCrRmMYDD y1 �a1e\lecwrNs MAX.UNIT / i u�m 1 HEIGHT 1 222 PER TABLES I3 / / / BY &PANEL CONFIGURATIONS ;*:' N..5B705 ybms • :�O••., Si E �•� rwa rEpaaoortmrvu EXAMPLE CONFIGURATIONS 'K`•'•Fto1AE!}1ir►� •••••• SERIES 770 ALUM.SOD-LM IMPACT •• • ON4t ,••• fs/�Neafeoo • A.lYR�. • •• JR toN[Vtb cmrt Kwwrxsmce avoaro NTS 3 >22 PG7D13� • r.E.e ti• • •••••• •••• •• • •••••• • • • • • • • •••• • •• ••••• •••••• • • • • • • •••••• ••••• •• •• • •••••• • • • • •••••• • • • • GLAZING DETAILS(G3,G3A,G4,G4A,G5&G5A 7/18'NOM. 7116'NOM. 1•NOM. 3/18'HS GLASS 3118"HS GLASS 3118'HS GLASS .080°PVB •ml PVB •OW 3/16'HS GLASS 3/16'HS GLASS 74 3118"HS G1A86 318'AIR SPACE 74 3N8•T GLASS e'z ez — 83 EXTE(80R 3/4'NOM. MEMOR K(GLASS 3/4'NOM. GLASS � GLASS BRE BITE 8064 66 7116°LAMINATED GLASS,TYPE G3 7/16'LAMINATED GLASS,TYPE G4 1°LAMINATED I.G.GLASS,TYPE G5 I 6/16"NOM. 8118•NOM. P NOM. 1/4'HS GLASS V4"HS GLASS 3118'HS GLASS — — .080'PVB .000'PVB ALGLASS, 3118"HS GLASS 1/4'HS GLASS 74 748/18'A04 SPACE 74 11 114'TGLASS 82 3!4"NOM. .1EX�ER�I,OR Gays X1E E603G NOM. \j BITE GLASS BITE 81 544 65 0yinmoL474°9116°LAMINATED GLASS,TYPE G3A 9/164A 1°LAMINATED I.G.GLASS,TYPE'GSA A tkocowR f GLAZING NOTES: �``pNY• .•Ay/ "ANN"-ANNEALED '��:•''VCENS,c'' 'HS'=HEAT STRENGTHENED ^`� 'T'=TEMPERED *i N..58705 •.* "PVB'=DUPONT.000'BUTACITE PVB "SO"-DIIPONT.080'SENTRYGLAS •*. Uy� 1o7or6aavoiaaruRroe GLAZING DETAILS • :�0�•. n1E F0+'<ll: N VBNICF,F184A/J r,�`'':F(ORIOP.:Gil: •••••• �f114eo-1mo SERIES 770 ALUM.SGD-LM IMPACT • •_ •'.SS/0��pp�E��j• • A'E*m�IMq.LeRas• 0 JR l8HQH4 cr�tr.orav/xme•e r s7n NTS 4 a 7t °,w PGTO139••• • rao see*:* 0000•• • 00000• 0 0 0 • • • •• •000• •0.00• 0 0 • • • • •00.0• •000• ••000• 0000•• 0 • 0000•• ••000• • • • • • 0 0000 0000.. • • 0000.. 0.000. • • 0000.. .6060. 0 60 6..6 0 6 • • ' 00006• .600. •• • • • . 0000.. 0000. 0000.. .. .. 0000.. 0000.. . • • . 0.0.6. 0000.. .0660. . . .. GLAZING DETAILS(G6,G6A,G7,G7A,G8&G8A 1"NOM. 7116'NOM. 1'NOM. 3116"HS GLASS 3118'ANN GLASS 3118'ANN GLASS .�. .000'SO 3118'HS GLASS .080"SG--\ 3118'ANN GLASS- MIN 318'AIR SPACE 7q 3118AGLAii 318'AIRSPACE 74 3118'TGLASS 82 3118'TGLASS83 83 314"NOM. GLASS 314"NOM. GLASS BITE BITE XiR EWOR ji,5 55 1"LAMINATED I.G.GLASS,TYPE G6 7/16"LAMINATED GLASS,TYPE G7 1"LAMINATED I.G.GLASS,TYPE G8 1'NOM. oils'NOM. 1"NOM. 3116'HS GLASS 3118'ANN GLASS .090'SO_ 114'ANN GLASS .090, SG- 3M6'HS G •090'SG 3118'ANN GLASS 5116•ALR SPACE 74 IW ANN GLASS 74 silo"AIR SPACE 14 114"T GLASS T 82 114'T GLASS 83 63 WNW 314'NOM. o GLASS 314"NOM. GLASS SITE GLASS BITE BITE ENTERIOR a e, R1O 78 , a 78 �L 54 6 7 hIh.PloA& A 128 1"LAMINATED I.G.GLASS,TYPE G6A 9/16"LAMINATED GLASS,TYPE G7A 1"LAMINATED I.G.GLASS,TYPE G8A • i Dma P,u, t � 47''pi GLAZING NOTES: �"tx LYNN "ANN'=ANNEAL.ED HS' '� .•�,GENSF'•;�F,p'� " =HEAT STRENGTHENED `�`• 'P=TEMPERED No.58705 'PVS"=DUPONT.080'BUTACITE PVS - '/ •: DUPONT.090'SENTRYGLAS 7-0 •tY.' r.m� • •:�O s 7'E°SIS GLAZING DETAILS ��5•:F[OR oP�G\� ••••{• ]NOWe� re�o4e�I�o SERIES 770 ALUM.SGD-LM IMPACT •• : ' ,S/O,^y'n,l`ti'�l• •� JR 4QH0/fA LYRf.OFAVIHRW9B 800.770 1VTS 6 >22 G7D130 P.E.05•0• • ••{••• •••• •• • •••••• • •{• • • 0000 • 0000.. 0000 6 . • ... .. • • 0 .. 0000.. 00 00.. . • 00.00. 00006. 0 •. 0000 0000. 0000. .. .6.6.. .0666. 66 0000.. • • . 6..666 000060 0 0000006 . ' . 0 . 0000.. ... . . .. TABLE 1: TABLE lk Design Pressure(DP)and Anchor Quantities Required,(for all approved SM Helghtto Mex.(+)DP contiguradons on Sheets 2&3) Maxlrnurn DP for e0 sizes:+801.60 (vyasar Intllt lion ReII For oonrer astragal anahaage on 60'or 1354 comer unite,ass sheet 11 TWM be Wed by Table IA) SRI Poser Helghl Doan Urdt He (Flat or Box,sea res urelgn Table applies to saes Sheet 17) Pressure,pat Types 3.3&8,le 17,7A,8 79-70 DLO 85�7W ULO Flush-1-1t7 am note 3 &BA midpe the Stishown below. .P Oreup Grepp Lara-2.117 +48.67 types ehmm below' 1 2 1 3 4 1 2 3 4 1 2 3 4 1 T77 4 Medum-3-114' +010 + + + + + + + +1 + + CA+1 + h-4' +80.0 24' DLO Jamb 8 8 8 8 8 8 8 8 8 8 8 8 8 8 SEE NOTES 13 P-hook 8+7 8+7 8+7 8+7 7+8 7+8 7+8 7+g 7+8 7+8 7+8 7+8 7+8 7+8 Head/SN 04+1 C4+1 04+1 04t1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 Cq+1 CA+1 30' 23' Jamb 8 8 8 8 B 8 8 8 8 8 8 8 8 8 OLO P-hook 6+7 8+7 O 8t7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 Head/S® 04+1 04+1 04+1 C4+1 C4+1 04+1 C4+1 CA+1 C4+1 C4+1 C4+1 04+1 CA+1 C4+1 38' �O Jamb 8 8 8 8 888 8 8 8 8 8 8 P-tusk 0+7 S+7 0+7 0+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+6 7+ OH LENGTH �- H C4+1 C4+1 CA+ CAa1 04+1 CA+1 CM1 C4+1 04+1 04+1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 47 36" Jamb e 8 8 8 8 8 8 8 8 8 8 8 a f+2 B 8 0 P-hook 8+7 8+7 8+7 8+7 7+8 7+a 7+8 7+8 7+8 7+8 7+11 7+8 7+8 7+8 7+8 I OH RATIO 21 Heaw3lil CA+2 C4+2 C4+2 C4+2 C4+2 G4+2 GS+2 C4+2 C4+2 CAa2 C4+2 C4+2 C4+2 C4a2 C4+2 48° OLD Jamb 8 8 8 8 8 B 8 8 8 8 8 8 8 11 B OcP-hook +7 8+7 0+7 8+7 7+g 7+8 7+8 7g T+8 7+8 7+8 7+8 7+8 7+ 7+8 1 FOR EXAMPLE ON USING TABLE,SEE SHEET 7. J— NOTES! OH RATIO=OH LENGTH OH HEIGHT 1)POSITIVE PRESSURES IN TABLE 1 ARE BASED ON THE USE OF THE 3-114'SILL. 2)WHEN USING THE 2-112'SILL,POSITIVE WATER DP IS 48.67 PSF MAX WHEN USING THE 3-114°SILL,POSITIVE WATER DP IS 60.0 PSF MAX WHEN USING THE 4'SILL,POSITIVE WATER DP IS 60.0 PSF MAX(NEGATIVE PRESSUTS UNCHANGED).3E£ DLO WIDTH= TABLE IA. NOM.PANEL WIDTH-7' 3)4',3.1/,r AND 2-1/2'SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-1/r BILL IS NOTAND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED.MAX POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY DLO HEIGHT= BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FLO�IDA BUILDING CODE(SEE DOOR UNIT HEIGHT-10.126' ADJACENT DIAGRAM);THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4)SEE SHEETS 10-14 FOR ANCHORAGE SPACING,EDGE DISTANCE AND EMBEDMENT INFORMATION. PANEL HEIGHT= 5)DOOR SIZE TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. 7 DOOR UNIT HEIGHT-1.866' 0)JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY,DIVIDE BY 2 FOR PAIRS TO BE INSTALLED. Straight Astragal Lockstile® g0'Astragal ii e® 135'Astragal Locksdle Interlock P-hook Lackst0e@lamb PRODLx.TRENEWHI) Assembly Straight Astragal Assembly 90'Astmgal Assembly, IM' WfhVvA6de Pbdm Standard StIles Standard Stile Standard Stile Stendard501e Standard Stile Heawduty,Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile 13-juhse-ft'IA Standard Astragal Outside CorrrerInside— A-11 _ 8• Outside Come . cofw-� . --y-{� +Aliimi node 46:1NN ��G.�� cordrt� ouWde � `. �OtaV LY H IrisldaCorrrer'I I �� 1 JGENSE•':Fj''% Part 961(Stlle) Pan 061(Stile) `K .'••>Y Part 060(x2) Part 060 Part 060 Part 060(5618) part 960 Part 0119(C. Part#119(OUL) Pans 031&632 Part 961 _ No,58705 Part 967(Astragal} Part 0120(N.) - Recelver) (Caro.&Fxd Mount) _ i• - a�sea 'O••. �: mm7ex9axodroglve DPANDANCHORAOE • 'tF.•:�eo�nfr•' �� tu '' S ` 0000 • ta+�lds) SERIES 770 ALUM.SQD-LM�IMPACT ••p j Asp�� t • ••• JR i9nan4 cgrrr.orArmtrlaea 80AT70 NTS 6 >72 PGTOf90•••• "Fay • • 0000•• 0000•• • 0000 •• • 0000•• 0000•• • • • • • • •• 0000• 0000•• • • • • • • 0000• •• •• 0000•• 0000•• • • 0000•• 0000•• •• • • ••• 0000•• • �, • • Is e• • • .... ...... .... • • ... .. • ...... ...... •• • ...... ... . .. .... ...... ..... ...... . . ...... .. .. ...... . . ...... ...... • • ...... ... . . .. � •s TABLE 2: Design Pressure(DP)and Anchor Quantities Required,(for e0 approved configurations on Sheets 2&3) Maxbnum DP for e8 sizes:+601.80 For caner astragal anftrW on W or 10'comer udta,an sled 11 paq be trailed by Tab'e 2A) Table applesto(lase Typae Ddar IaIR Halw 4,4A.6,aA,7,7A.8&BA t0Y 1 20' aM are 8me 7 Aauegel hpaa -A. elwwn babe. Aroly m Anehar 1 1 2 1 3 1 4 1 2 9 4 1 2 9 4 1 2 3 4 1 2 2 4 1 R 3 4 1 2 r 9 4 2 3 4 +1 G+1 G+ • G• G0 • • . G♦ +1 + • ♦ + ♦ • ♦ 0 • 0 1 + 1 24' ow Jerre e B a B 8 8 B 8 a 8 a 8 8 8 8 + 10 10 t0 10 10 10 t0 10 10 /0 10 10 f0 10 10 f0 P4-lt 817 8.7 0+7 0.7 7+8 7+8 7+8 7.8 7+8 7+8 7+8 7.8 7+8 7+6 7+0 7+8 8+8 8.9 8.9 8+9 8+a 8+9 8.9 8+9 9.10 1 9+10 0+10 8+10 9+10 9+10 9+10 He= G0 G.i G.1 G+1 G+1 G+1 G+1 G.1 G+1 G0 G.1 G0 GN G.1 G+1 1 G0 G0 G0 CN1 G+1 G.1 G+1 rMt CM1 G0 GN G.i G.1 G.1 G.1 G+1 90' �� Jnmb 8 B 8 6 8 a 8 8 8 8 8 6 8 a 6 .8 1 10 10 10 f0 t0 10 10 10 10 10 10 f0 10 10 10 P4" e+7 0+7 8+7 N 7.8 7+8 7.8 1+8 7.8 7.8 7+8 7+ .6 7.9 7+8 7+8 8+9 B+9 8+9 8.9 8+8 8.9 8.9 8.9 9+10 0+10 900 8.10 9.10 h 0 9+10 8+10 HmN80 G0 G.1 G+1 G0 CM1 CN1 C4•1 G+1 G0 G0 G0 G+1 G0 G0 G+1 1 G♦1 G.1 +1 G0 G0 C1+1 G*1 GN G0 0 G+1 G+1 G0 CN1 G0 GN1 OB' DLO Jamb 8 8 8 8 8 8 8 8 8 B 8 8 8 8 8 8 10 0 10 1 10 1 10 10 10 10 10 10 t0 10 10 10 P4." 6+7 6+7 8+7 8+7 7.8 T+a 7.8 7.8 7+6 7.8 7+8 7+8 1+8 7.8 7.8 ,7+8 8+9 8+4 8.0 9 0.9 &9 8+9 8+9 9.to 900 900 9+10 8+10 9+10 800 8+10 H"Mill G0 G0 G0 G+1 G0 G0 GH G+1 GM G0 G.1 G0 G+1 G0 G0 • 4849 G0 G0 G.1 G0 G0 G+1 G+1 CN1 C0+1 G0 GH G0 G+1 C5+1 42' D�1.0 -ib 8 8 8 8 0 9 8 0 8 8 9 e 8 8 8 8 10 10 10 t0 10 10 10 10 10 f0 10 10 f0 10 14-k M 6-1 8.7 8♦7 7.8 7+8 7+8 7.8 7♦8 7♦8 7.8 7.8 7+8 +8 7+8 +8 6+98.9 8+9 8.0 8.8 a+ 800 9+10 900 900 900 800 9.100 FbaN81U G+2 G•2 G+2 G+2 G+2 G+2 CMR CN2 G+2 G+2 G•2 G+2 G+2 G+2 01+2 G+2CM2 G+R G+2 G+2 CN2 CB•2 G+2 C6.2 2 G+2 G♦2 CH2 C6.2 C8+2 4a' DLO Jamb8 8 8 6 8 8 8 8 8 8 8 8 8 8 a 10W 10 1010 10 10 1 t0 10 f0 Pammt 8+7 8+7 8+7 8+7 7+a 7.8 7+8 7.8 7+8 7+8 7+8 7+8 7.8 7.B 7.8 N8 8♦9 8+9 8.8 8♦9 8+8 8.9 900 900 900 9H0 9H0 9H0 800 8.10 H d h G+2 G+2 G+2 G+2 G.2 G+2 G+2 G.2 G+2 G+2 G+2 G+2 0X+2 OH2 G+2 G+2 69• Mo Jamb 6 a 8 8 8 8 a 8 8 8 8 8 8 8 8 6 P4-k &7 8+7 6+7 6.7 7+a 7+8 7+8 7+8 7+8 7+8 1+8 1.8 7+8 7.8 7.a H.MW t 4. G+2 C4+2 G+2 G+2 G+2 0+2 G+2 G•2 G+2 G+2 G+2 M2 G+2 08+2 Not SV81)eble bl these sizes 80' Jamb 8 8 8 B 8 8 8 8 8 8 B 9 9 B 8 PAmak O+i 6+7 6+7 8+7 7+8 7+8 7+8 7.8 7+8 7+8 7.0 7.8 7+8 7+8 7+8 NOTES: O=EXAMPLE ON SHEET 9 1)POSITIVE PRESSURES IN TABLE 2 ARE BASED ON THE USE OF THE 3114'SILL DLO WIDTH= 2)WHEN USING THE 2-1/r SILL,POSITIVE WATER DP IS 46.87 PSF MAX WHEN USING THE 3-1/4•SILL, TAB E 2A-' NOM.PANEL WIDTH•7" POSITIVE WATER DP IS 60.D PSF MAX WHEN USING THE 4'SILL,POSITIVE WATER DP IS 60.0 PSF MAX Sill Haight to Mex.(+)DPJOHNGTH I--- DLO HEIGHT (NEGATIVE PRES.UNCHANGED).SEE TABLE 2A. (Water In681albn Ra f) pOOR UNIT RETORT-10.126° 3)4',3-1/4'AND 2-112•SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-112' 881 Riesr HerodSILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REOUIRED.MAX. (Flet aBox,eee (+)DesignPANEL HEIGHT POSITIVE DESIGN PRESSURES SHOWN IN TABLE 2 MAYBE USED WHEN THE DOOR IS PROTECTEDBY 8lleat 17J Presatoe,pet H RATIO t 1DOOR UNIT HEIGHT•1.886' ANOVERHANG COMPLYING WITH THE CURRENT FBC(SEE ADJACENT DIAGRAMY.THISCONDDTONdS NOT RATED FOR WATER INFILTRATION. Flush-1.112' see trot.34)SEE SHEETS 10.14 FORANCHORAGE SPACING,EDGE DISTANCE AND EMBEDMENT INFORMATION. Law-2-112' 40.076)DOOR S¢E TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. Madmt-3-114• *600 6)JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY,DMDE BY 2 FOR PAIRS TO BE SEE NOTES 1.3 00 0 OH RATIO=OH LENGTH INSTALLED. OH HEIGHT THE FOLLOWING STILE&ASTRAGAL TYPES SHALL BE USED FOR TABLE 2 SEE SHEETS 21&22 FOR PART DIMENSIONS AND SHEETS 18&19 FOR ASSEMBLY DETAILS. Interlock P-hook Lod.Ule p Jamb Shelght Astragal Locbtile® 90'AsceBa) 9W Astragal 135'Astragei Lodstile@ PRWJUtT R¢t+91vBD Assembly Straight Astragal Assembly 90'Astragal Ass.m* 135'Astragal awnpl7bgwlm 0.fbd& Heavyduly Stiles Heavy-duty Stile Heavy-duty Stile Heavy-dutySUie Heavy-duty Stile Hea,". uty Stile Heavyduty Stile HeavidulyStile Heavy-duty Stile 8 Standard Astragal Outsider e�ComJI Outside InsideZO `1e� Come ' Cor 'Tq� may . eT15 7-aV '")'tea- jtxa<p,,,dartnso LJU- n.l�J-J )mW'e tiNOtyV LYNN Inside Corrrer Outride ?�,;•'`tGGNse'•.,F'P�� Cornet Part tl61(Stile) Pert ,(SUI.) Part 9119{OuL) Part g61(Stile) ; Na.68705 •'; Pact 461(.2) Part 861 Part- pPat Q (Astragan Pert IS, Part#118(COmer Part 8320(m.) Perls 831&032 Part e63 (Com.&Fxd Mount) _a: - •,�` a.mm • :gyp', s d�'��= rmaisa9aadayDAr7e DPANDANCHORAOE •;�F':Fto no,.t ,' •••••• SERIES MALUM.SOD-LM IMPACT •• • '"NN.A.. • • JR }0/!0!14 °" tear.oPAt7nee soo-77D NTS T >22 a.+n POT013�• • A L PY��l•• •••••• 0000 •• • 0000•• 0000 • •• •000• 0000•• •• • • • 00••! 00.•0•• •• ••• 0• 00.0.0 ••••0 • 0 0 • • • 0 •• 0 • •0• •0.00• 0000 0000 • .. 0000.. 0000.. . • , so 00 .....• 0 .. 0000 • . 0 ....0 0000. .. 0000.. 0000. . . ,0000. .. .. 0.0.00 • • .0000. .s.... 0000.. .0000. •.. 00 . .. TABLE 3: TABLE 3A: Design Pressure(DP)and Anchor Quantifies Required,(tor all approved configuration on Sheets 28 3) Maximum OP shown below SIR Heightto Max.(+)DP For comes est gal ermhamge on SW a 136'cartrorudto,see sheat 11 (Maybe thlied by Table 3A) Met.InaltreUwt Rating) Dom Vol Height 881 PoeerHegM (+)Design Table oWles to Glass Typas 4,4A, 80' B4' 3B' for 108' (Fiat or Bmt,see 6.GA.7.7A.8&BA and the 80Ie/ O LO Sheet ti) Pressure,P. AstragN types 811M blew. nahorAtrobrc p rc rG Anc mp FWah-1-112` see note 3 1 2 3 4 1 2 3 4 1 2 3 4 '1 2 3 4 1 2 3 4 1 2 3 4 Low-2.112, +48.87 sun +• +. Meditmt-3-1/4' +80.0 24' iT MeatV9I0 G+1 C4+7 04+1 C4+1 GN G+t G+1 C4+1 C4+1 C4+1 Grt G+1 GN G+1 G+1 Grt G+1 G+1 CNt CMi G+1 GN C4+1 G+1 h-4 +g0.0 0.O Jamb a e 8 8 8 e B 8 8 8 6 8 •8 H 8 8 10 10 10 10 10 t0 10 10 P-lroak 6+T 8+7 8+7 8+7 7+g 7+g 7+8 7+8 7+B T+e 7+a 748 +8 7+g 7+8 7+8 g+e g+8 8+9 8+9 8+8 8+8 8+9 &e SEE NOTES 1-3 pnsaun +/•90.0 N•8z8 f +1-711.0 f 31r 23' HaaN6D 2+1 C4+1 G+1 G+1 G+1 G+1 G+1 G+1 G+1 C4+1 GN C4+1 rt 04+1 GN GN G+1 GH Gk1 G+1 G+1 C4+1 G+t G+1 OLO JemD 8 8 8 8 8 a B 8 B B 8 88 a 8 8 t0 10 f0 10 10 10 10 1 0 P•hwk 6+7 6+7 8+7 8+7 7+g 7+8 7+8 7+g 7+8 7+g 7+8 7+8 7+g 7+0 7+8 7+8 8+g e+g 8+8 Br8 6+8 9+8 8+g e+e Deep 3" +hB0.0 pal +/•82.8 pet +1-7&0 Per 3.129' Hsadl8m G+1 C4+1 G+2 C4+2'O4+1 G+t G+2 C4+2 C4r1 C4+1 C6+2 C8+2 Gt1 C4+1 2 CA+2 G+1 C4+1 C6r1 C5+1 04+1 GN C6+1 G+1 CLO Jmlb 8 8 8 8 I B I 6 IaI B 8 8 8 B B 8 10 8 10 10 10 10 10 10 10 f0 P4xKk 6+7 1 6+7 1 6+7 1 6+7 1 7+8 7+8 7+6 7+8 7+8 7+6 7+8 7+e 7+8 erg 8+8 8+8 8+9 B+e 8+8 8+B 8+9 s+e 8+8 8r9 Oeelgrl Pn9aals rF9D.Opar +1.82.8 Pat +7.78.0 f OR LENGTH 4236' Han"M 0+2 0+2 04+2 G+2 G+2 C4+2 C6+2 C6+2 C8+2 C5+2 06+2 Ca+2 CBr2 CB+2 C6+2 G+2 f21+2 C8+2 5 2 C8+2 C6+2 C6r2 C8+2 C6r2 OLO Jawb 8 B 8 H 8 8 8 8 8 B 10 a 8 8 10 8 10 10 10 10 10 10 10 10 P-fmak 8+7 7+8 7+e 7+g 7+8 7+8 7+8 7+8 7+8 8+9 1 8+6 1"a H 8+9 1 e+e 1 8+8 8+9 1 8+H 1 6+9 1 8+9 6+9 8+9 g+9 8+H Pil �I OH RATIO 21 0eat94 P7eaeme +1.90.0 w 600 Note A&elwv +F82.8 1 r!-TCO sf 4, 41' Hee680 G+2 G+2 C0+2 C8+2 G+2 C8+2 G+2 C6+2 C6+2 C6+2 C8+2 C6+2 C6+2 06+2 08+2 01+2 C5+2 C&2 CC+2 C8r2 08+2 C6+2 C6+2 C8+2 0 CLO Jnmb 8 8 B 6 8 8 10 8 B 8 10 8 6 6 10 a 10 10 10 10 10 10 10 10 1 P-trod[ 6+7 7+8 7+8 7+8 7+8 8+6 8r6 8+98+9 6+9 a+e 6r8 a+8 8+10 9N0 9+10 Sr8 9+10 H+10 gN0 8+9 9r10 8rt0 Br10 FOR EXAMPLE ON USING TABLE,SEE SHEET 7. NOTE A:H-90.0 PSF FOR GLASS TYPES 4,4A,8,8A,7A.8&8A:+1$7.1 FOR GLASS TYPE 7 NOTES: OR RATIO=OH LENGTH 1)POSITIVE PRESSURES IN TABLE 3 ARE BASED ON THE USE OF THE 4'SILL DLO WIDTH= OR HEIGHT 2)WHEN USING THE 2-1fr SILL,POSITIVE WATER OP IS 48.87 PSF MAX WHEN USING THE 3-1/4-SILL;POSITIVE WATER NOM.PANEL W IDTH-T DP IS 60.0 PSF MAX WHEN USING THE 4'SILL,POSITIVE WATER DP IS 90.0 PSF MAX(NEGATIVE PRESSURES UNCHANGED).SEE TABLE 3A. DLO HEIGHT= 3)4-,3-1/4'AND 2.11r SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-12''AL IS NOT AND DOOR UNIT HEIGHT-10.126' MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED.MAX POSITIVE DESIGN PRE URES SHOWN IN TABLE 3 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FLORIDA PANE,HEIGHT= BUILDING CODE(SEE ADJACENT DIAGRAM$THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. DOOR UNIT HEIGHT-1.888° 4)SEE SHEETS 10.14 FOR ANCHORAGE SPACING,EDGE DISTANCE AND EMBEDMENT INFORMATION. 6)DOOR SIZE TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. 8)JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY,DIVIDE BY 2 FOR PAIRS TO BE INSTALLED. THE FOLLOWING STILE&ASTRAGAL TYPES SHALL BE USED FOR TABLE 3 SEE SHEETS 21&22 FOR PART DIMENSIONS AND SHE ETB 18 819 FOR ASSEMBLY DETAILS, Interlock Rhook LorAsule®lamb Stra}ehtAWassi Lodatile@ 90'Asnagal LocPeUle@ 135 Mtmgal LocksUle@ AssembN StralghLAsingal Assembly SW AWagal Assembly 135•Astngel Heavy-duty SlBes HeavlWutyStBe Heavy-duty SUle Heavy-dutySUle Heavy-duty Stile Iin.(tPa y-duty Stas Heavy-duty Ste Heavy -duly5tile Heavy-duty5t8e 14 Inst �-�z0 O Heavy-duty Astregd Comer OUWde , a'�� Comer�V a-y� a.1� n6aml0ow a Cwrdrcr�ounMe a..I� ��1V LYNN R9/4F corner �`` '' �s 6 '•P��% Part 861(stile X61( e) Part 8319(out.) Part#61(stile) =*;' No.68705 Part 861(22) Pen 461 Part 861 Part061 rt 8120(In.) Pans031&832 Part 861Parc068(Astrege8 (Com.&Fad Mount) - '1DDvcrraa w'asra ao ...... Sy DPAMD ANCHCRAOE • S,SSn K '`;y •••••- twrD+eOreao SERIES 770ALUM.SGD-LM IMPACT • �rlrr��.��-��`yy7� aMF _ a.Vw ALVNNMIt1EIi P.E. - JR tOrtOlf4 ts6r.oPAurH.mxea B00.77a HTS p a 22 PGTO190 • • P.EJ sets ••• - ••• •• • • •••• •••••• •••• • •• ••••• •• •• • •••••• • • • • •••••• 0000 0000.. 0000 . . • � 0000.. 0000.. 0000 00000 .. . 0000 0000.. 0000.. 0000.. . .. .. • 00000.. 0:0000 . • . . 0000.. • • •.0 • 0 0• NO FRAME '7.8"P-HOOK ANCHORAGE CONSISTS OR SEE"C6'CLUSTER SEE JAMB (7)P-HOOK ANCHORS, MAX.UNIT WIDTH DETAILS,SHEET 10 SPLICE REQUIRED® (PERPENDICULAR TO GLASS SEE'C6'CLUSTER SEE'C6"CLUSTER DETAILS, FOR ASTRAGAL EXTERIOR DETAILS,SHEET 0 FOR REQUOTES'C8° SHEET 10 FOR WTERLOCK NOTE, PLANE)SEE TABLE 2,SHEET 7 INTERLOCKCLUSTER,SEE X4'.�MAX C.C. POCKETS DETAILS,SHEET II THIS AND SHEET SEE POCKET (8)P-HOOK r--- x \k-��P,ANEL WIDTH x Ir MAX JAMB MOUNTING S'MAX f xx x xx x x xxx x x—i• INSTALLATION, ADAPTER I t THIS SHEET ANCHORS MIDWAY { 3•MAX &SHEET 14 BETWEEN P-HOOK IoI 4 PAIRS OF ANCHORS&AT 3° =FRAME ANCHORS x i I o .,,.�.., FROM TOP& ig L® I I ANCHORS 98 (TOTALS BOTTOM �8 is I (_i 1 UNIT x 21'MAX ANCHORS) i MAX O.C. O'O' 4.051' MAK TO OPENING ® 14'MAX D.C. C;— HOOK HEIGHT PER JAMB EDGE OF POCKET SEE i Io�--r O ANCHORS x ( (SEE JAMS DETAIL INSTALLATION i° ® t I BELO DETAILS'Jc'&1(c', I°I o P•HOOK END PANEL SHEET I4&PART '� !® i XI MOUNTING ANCHORAGE DETAILS'J'&1C, i((o'Y I ° r MAX ADAPTER 24'MAX. (2 ANCHORS) SHEET 18 FOR $ 1 I ANCHORS .. - O.C. P-HOOK L____ SEND PANEL +2' ANCHORS " x w - x x x ANCHORAGE ENO PANEL x x x x x 8'MAX ANCHORAGE(SEE ANCHORAGE °�.�p. °�,°2„ SKETCH BELOW) (SEE SKETCH BELAY} .p.x •�•°7 xxx ,��7x ANCHORAGE CENTERLINE rMAX,TYP. AN rfWRAGE ANCHORAGE ANCHORAGE ANCHORAGE OF PANEL 1 2.04° 24•MAX EXAMPLE 5-PANEL 2 TRACK,00°OUTSIDE CORNER- VJXXO�-EXT.MOUNT POCKET ANCHORAGE PLAN: O.C. SO"x B8'NOM.PANELS,ANCHOR GROUP 3 IN CONCRETE SUBSTRATE(SEE TABLE 2,SHEET 7) S. SPLICE NOTE: NON-STRUCTURAL ANCHORAGE EXAMPLE NOTES: ANCHORS MAYBE ADDED 1 1)APPROVED ANCHORS:SEE TABLE A,SHEET 1 AS NEEDED TO ABL ON THE 'f� I 2)ANGOR LOCATION SPACING FOR ANCHOR QUANTITIES SPECIFIED IN TABLES 1.3.SHEETS 6-& HEAD OR SILL IFA SPLICE 80• • CENTERLINE OF =ILL:W MAX FROM FRAME CORNERS.USE SPE IFIED CLUSTER FROM 41" OCCURS AT THE P•HOOK. NOM. INTERLOCK APPROPRIATE TABLES,SHEETS&8 AT EACH INTERLO�AND STRAIGHT AND CORNER MAX. PANEL - SEE"C6'CLUSTER ASTRAGAL LOCATION,PLUS SPECIFIED QUANTITY OF DMONAL INTERMEDIATE O.C. WIDTH DETAILS,SHEET 10 ANCHORS PER PANEL ADDITIONAL ANCHORS 24"O.C. MUM. FOR INTERLOCK ANCHORS AT THE MIDPOINT OF END PANELS ARE OAS. 6.84' •+2"ANCHORAGE REQUIRED IF THE O.C.DISTANCE TO THE NEXT ANCHOR CLUSTER IS OVER 24•,OTHERWISE ANCHORS ARE NOTi S'MAX 3.6' REQUIRED AS PER THE FIGURE AT RIGHT: `"`° CENTERLINE JAMBS&P-HOOKS:S'MAX.FROM BOTTOM,21"MAX ANCHOR PAIR O.C.(JAMBS),14'MAX ANCHOR FZ.IRACK OFPANEL2 O.C.(P-HOOK)UTILIZING ANCHOR QUANTITIES FROM APPROPRIATE TABLES,SHEETS S•8.SEE FRAME JAMB P-HOOK ANCHOR DETAILS ON SHEET 14. ANCHOR PAIR "+2"ANCHORAGE .—�1°l6•°� REQUIRES CENTERLN,E SEE-05"CLUSTER'i CENTERLINE END PANEL ow=Cade DETNLS SHEEE- �•�—OF DETAILS ORASTRAOAL OF (2 ANCHORS g• A��D }I O � 1NTERLOCH ASTRAGAL L_=' • • • '-{' "oN•(LYNN • L�._, � No.58705 *' ••.k'_ EXTERIOR�% �—OF �CENTERLINE '+Y ANCHORAGE—/ �OFPANEL 4E • °+Y ANCHORAGE I OF PANE-5E _ = SEE SHEET 11 FOR OTHER INTERMEDIATE ANCHORS O (� 15? 1 f0)0T5Tx0Y0t°GYO(UVE ANCHORAGE SPACING&EXAMPLE PLANS 'C�c�•.Ftroa!1ty` N.YEMCE.Ft 304)0 •.S'S'......• �a SERIES 770 ALUM.SGD-LM IMPACT • , „IONAf" 000000 pr0,rm•+ewVG • JR i0}on4 cERr°FA M444TB3 sonaro NTS m.e 8 +22 w w PGT0130 • • AL4fklpe•os •• •• • •••• •••••• • • • • • •••• • •• ••••• • • ••••• •• •• • •••••• •••••• • 0 Leos: go 0 000 0 6.9 • 0000 0000.. 0000 . . 0000.. .. . 0000 6006• • • 6000•• • • 6600•• • •• •• • 6000•• 6.0666 • • • • 6060•• 0 • O • • • • • 6...1• .6 0 0 ASTRAGAL OR 6'DWG. ASTRAGAL OR {..SPLICE LOCATION ASTRAGAL OR I(FOR SPLICE SPLICE LOCATION 2.04' INTERLOCK•�•I IF NEEDED INTERLOCK-1 CONDITION,USE INTERLOCK IF NEEDED 2.04• CENTERLINE I CENTERLINE "CB'CLUSTER DETAIL) CENTERLINE 3.6' �—1.78' RroR 8•DIAG. 1.76 MAX. ° G O.C. 21* 2.04' 2.04° 2.04' 21° tltlYY""''' 6.64° MAX. >:zTEnwOR 3.6' T nn 4"DIAG. EXTERIOR 7� 3.b° O.C. v 2-TRACK FRAME HEADISU V 2-TRACK FRAME HEAD/SILL V 2-TRACK FRAME HEADISILL 8•gq• Cc0 ASTRAGAL OR INTERLOCK (51 ASTRAGAL OR INTERLOCK (t$ASTRAGAL OR INTERLOCK �2-TRACK (USE WHERE 4 CLUSTER (USE WHERE b CLUSTER (USE WHERE 8 CLUSTER FRAME JAMB 8'MAX. ANCHORS ARE REQUIRED.'C4') ANCHORS ARE REQUIRED,'06-) ANCHORS ARE REQUIRED'C81 ANCHOR PAIR 4-TRACK ASTRAGAL OR SPLICE LOCATION ASTRAGAL OR (FOR SPLICE ASTRAGAL OR SPLICE LOCATION W DIAG. FRAME JAMB INTERLOCK- IF NEEDED INTERLOCK- CONDITION,USE INTERLOCK-1 IF NEEDED IOR ANCHOR PAIR CENTERLINE I CENTERLINE 'C8'CLUSTER DETAIL) CENTERLINE 2.04' E3.6• 3.6' T 3.6' ANCHORB MAY BE INSTALLED 21` EITHER W THE EXT.OR WT. 2.04" 4'DIAG. MAX, TRACK(INT.SHOWN) 4.08• 4.08• 2O.C. .04' 6.84• NOTES: E T PEMOR xE T�EEnM�OR I 4'DIAG. EXTnEEMOR 3.6' 3.8' MAX ARE BASED ON M NSHOWN v 3•TRACK FRAME HEADISILL V 3-TRACK FRAME HEAD181LL V 3-TRACK FRAME HEADISIU. ALLOWED. W ASTRAGAL OR INTERLOCK (ti!ASTRAGAL OR INTERLOCK GA ASTRAGAL OR INTERLOCK �� 2.FOR HEAD OR SILL SPLICE USE WHERE 4 CLUSTER (USE WHERE 6 CLUSTER (USE WHERE B CLUSTER 1 3-TRACK FRAME JAMB LOCATIONS/ANCHORAOE AT ANCHORS ARE REQUIRED,*C4) ANCHORS ARE REQUIRED,'C5') ANCHORS ARE REQUIRED.'Cn ANCHOR PAIR P-HOOK SEE SHEET 8. ASTRAGAL OR SPLICE LOCATION A8TRAOAL OR II ASTRAGAL OR (FOR SPLICE FOR SPLICED INTERLOCK IF NEEDED INTERLOCK+I(FORSPUCE INTERLOCK-^-CONDITION,DO NOT CONDITIONS ONLY: CONDITION,USE USE THIS DETAIL) SPLICE LOCATION CENTERLINE I CENTERLWE 1'C6"CLUSTER DETAIL) !, CENTEMINE SLICE LO +--1.78' .-..I 3.6' 3.6' \11:141111 " 3.6 2.04' 4"DIAG. 2.04° 4°DIA.. 2.04• 2.04" 6.37'DIAG. C DIAD. 44.08 4"13.6. I 2A4• TJmnJ TP`PQ}"i'If•°it"or� XTnl=z E.R 7` €xxt�nn� 7' 3.6• 35• V 4-TRACK FRAME HEADISILL V 4•TRACK FRAME HEAD/SILL V 4-TRACK FRAME HEADISILL 64 ASTRAGAL OR INTERLOCK O ASTRAGAL OR INTERLOCK 181 ASTRAGAL OR INTERLOCK _= N..58705 (USE WHERE 4 CLUSTER (U3E WHERE b CLUSTER (USE WHERE 8 CLUSTER ANCHORS ARE REQUIRED,°C6') ANCHORS ARE REQUIRED,"C4') ANCHORS ARE REQUIRED,•C6' WITH&WITHOUT SPLICE CONDITION •0•. ); �5:,• 141. omTEaumoor ANCHORAGE EXAMPLE CLUSTERS Fs:!topgo*.•� �Tfea SERIES 770 ALUM.SGD-LM IMPACT • ••��''�S/�NA��Fi.'i• •••••• JR fOHO/i4 crrRr.rAuntlJefee sOO.7lD NTS 10 >22 PG70130 *IW • a LxRRA I�LER P:•• •• fEs • • •••• •••••• Dose • e• •e•s• 00.00• • • • D•DD•D • • • :906:6 • • • • e • 0.0 D 204" 204• mTempg 204' �vrERl *14HALL DIMENSIONS SHOWN ! NI rER10R DIAG. 8.94" ARE"iSDED ON MINIMUM 8.17 8.12' "EXTEMB 2 DETAILS DEPICT ANCHOR Lt Emory 7- ! QUANTITY AND SPACING, 0° 3. 90' 3. q10 AND WOULD BE IDENTICAL a4"pIAG• FOR EXTERIOR OR INTERIOR CORNER CONFIGURATIONS. 3.6• 4" 3.6• 4' B •+1'ANCHOR 204" TERt 2.04" , 2.04� 2.04' 90°CORNER 90°CORNER R=FR 136°CORNER 2-TRACK FRAME HEADISILL 2-TRACK FRAME READISILL 2-TRACK FIEAD/SILL 2-TRACK FRAME HEADfSILL I_ CENTERLINE (USE WHERE 4 CLUSTER (USE WHERE 6 ORO CLUSTER (USE 4 CLUSTER (USE WHERE 5 OR 6 CLUSTER I`OF PANEL ANCHORS ARE REQUIRED,'M ANCHORS ARE REQUIRED,°CB' ANCHORS ARE REQUIRED,•M ANCHORS ARE REQUIRED,-C—n 4,08' '+7 ANCHOR 1NTF.PoOR INTORM E>crEwOR 4.OS• +1'ANCHOR 2.04• INTER= 4• 3.6" INTRfWR 7.41' ' 4"DIAG. r 136° E Ewat 3's I CENTERLINE ij t- 3 I 3 6- QF PANEL •+3"ANCHOR 4.08' 6. 4.08' 8.7 G. r CENTERLINE 2w 4-DIAG. TewoR 4' 3.6' 4 ON OFPANEL ! 3.6" r 4" r ExiEwoR ALL •+7 ANCHOR 3.8' 90°CORNER 136°CORNER 7- VIEWS 3-TRACK FRAME HERD/SO.L 3-TRACK FRAME HEADISILL VVV �LjCENTERLINE ('Cc-ANCHOR CLUSTER REQUIRED ('C8'ANCHOR CLUSTER REQUIRED �OF PANEL AT ALL 3-TRACK CORNERS) AT ALL 3-TRACK CORNERS) 4-DIAD. 2-TRACK FRAME HEADISILL INTERMEDIATE ANCHOR LAYOUT INTERIOR 8.17 INTWM 2.04' 2.04' .1 3.6- I_ CENTERUNE 4- 0 7 R R 6.88' I`OFPANEL I�Qg 90° 3,- 136° •+3"ANCHOR q° 7 2.04 ERODUCTRmaww mawM•sFbrlde . 8.17 8.17 G 3.8' 4.08' Ne r EMOR Auep 7 zz X5 3.8' 4' 'rif un 204" 4°DIAD. —'-3.6' 3.6'-+ I ExTEmm r 4• 204" CENTERLINE `��•(LYNN 90o CORNER 135*CORNER �OF PANEL ¢::•V0[NSF'••.,q�'.� 4-TRACK FRAME HEADISILL 4-TRACK FRAME HEADISILL a' ••.u (-CB-ANCHOR CLUSTER REQUIRED CB'ANCHOR CLUSTER REQUIRED 4-TRACKTEANHORLAY tk;' No,58705 — INTERMEDIATE ANCHOR LAYOUT AT ALL 4-TRACK CORNERS) AT ALL 4-TRACK CORPIERS) {3-TRACdt SIMILAR} wmrEaavaoor�NaANCHORAGE EXAMPLE CLUSTERS • '�T�,S''FL. ......GYR, n vEiacQTcdend rs+D+eo rmoI SERIES 770_ALUM.SGD-LM IMPACT • 'n S1JC54 M P.e f0 ~ ••••:• w o, MT.WALRX 12MO a to-no NTS 11 :22 PGT0130 • • vEa �• • 0 •0 • • • 4444•• 44••99 • • • 4444 ••449• • • • • • 4444 • •• 4444• 49.00• • • • • •4.99• •• •4 • •449•• •49.9• • • 9 • • • •••49• •4949• • • 0 0 • • •o • 0000 0000.. 0000 . . o0.. •0•••• • •• •• • • • •• 0000•• •••••• •• •••• 0000• 0• • 0000 • • 0000• • • •00.00 •••••• • •• •• • 0,000• 0000•• 0000•• ••• • • •• • o• INSTALLATION DETAILS EMBEDMENT:SEE TABLE A.SHEET I EMBEDMENT:SEE TABLE A,SHEET I MIN.OF 3 THREADS BEYOND EDGE DISTANCE: EDGE DISTANCE: SEE TABLE A,SHEET 1 EDGE DISTANCE: THE METAL SUBSTRATE SEE TABLE A.SHEET 1 SEE TABLE A,'SH _",S. 1 EXTERIOR 2-1118" 2.1118°• 2.1!18'• NOTES: p 1/4' 114" 114" 1.ALL DIMENSIONS MAX. MAX. MAX. SHOWN ARE BASED SHIM SHIM Ex� SHIM ONMTALOR OO 2.METAL OR WOOD EMBEDMENT: SUBSTRATES MAY BE SEE TABLE A, USED FOR ALL FRAME SHEET 1 TYPES PER TABLE A. 2X WOOD WOOD ANCHOR TYP., 2XWOOD WOOD ANCHOR TYP., METAL TYP.. SMS ANCHOR TYP., SHEET I. TYP.,SEE ANCHOR SEE ANCHOR NOTES TYP..SEE AN SEE ANCHOR NOTES SEEANCHOR SEE ANCHOR NOTES NOTE 3,SHET 1 &TABLE A,SHEET 1 NOTE 3,ANCHOR 1 &TABLE A,SHEET 1 NOTE 4,SHEET 1 &TABLE A,SHEET 1 ® 2-TRACK FRAME HEAD 3-TRACK FRAME HEAD 4-TRACK FRAME HEAD 'DIAGONAL O.C.L WOOD INSTALLATION ®WOOD INSTALLATION ®METAL INSTALLATION MIN 4"(HEAD&91L) OR 8'(JAMB)SEE WOOD ANCHOR NP., 2X WOOD WOOD ANCHOR TYP., 2X WOOD SMS ANCHOR TYP., METAL TYP., DETAILS,SHEETS 10&11. SEE ANCHOR NOTES TYP.,SEE ANCHOR SEE ANCHOR NOTES TYP.,SEE ANCHOR SEE ANCHOR NOTES SEE ANCHOR &TABLE A,SHEET 1 NOTE 3,SHEET 1 SEE &TABLE A,SHEET I NOTE 3,SHEET1 SEE &TABLE A,SHEET 1 NOTE 4,SHEET 1 SEE ANCHOR ANCHOR ANCHOR MIN.OF3THREADS BEYOND NOTE 8,SHET NOTE 8, NOTES, THE METAL SUBSTRATE 1(1!4•MAX.) 1 SHEET 1 1 SFIEETI 1 J. (114'MAX.) 1 (1/4'MAX.) "TEF" I ExTEf%R Exrt: O 1 EMBEDMENT:SEE TABLEA,SHEET1 2-1/18" 2-1118" 2-1118" EDGE DISTANCE: EDGE DISTANCE: EDGE DISTANCE SEE TABLE A,SHEET 1 SEE TABLE A,SHEET 1 SEE TABLE A.SHET 1 EMBEDMENT:SEE TABLE A.SHEET 1 EMBEDMENT:SEE TABLE A,SHEET i ® AME SILL 3-TRACK FRAME SILL 4-TRACK FRAME SILL WOOD INSTALLATION WOOD INSTALLATION ®METAL INSTALLATION EMBEDMENT:SEE 1 TABLE A.SHEET —1 EDGE DISTANCE: EMBEDMENT:SEE SEE TABLE A. TABLE A,SHEET 1-'I SHEET 1 EDGE DISTANCE METAL TYP., EMBEDMENT:SEE 1 SEE TABLE A, TABLE A,SHEET 1 —I. SHEET 1 NOTE 4. HEETSEEANCHOR 2X WOOD EDGE DISTANCE: 2X WOOD NP.,SEE ANCHOR SEE TABLE A. TYP.,SEE ANCHOR rWdO1XT11&ieWRO SHET1 2-1118'• B� wtgpeplmtes NOTE 3,SHET 1 NOTE 3,SHEET 1 SMS ANCHOR TYP., _ 2-1/18"• SEE ANCHOR NOTES A-V—NO 2-1118" &TABLE A,SHEET 1 WOOD ANCHOR TYP., THREADS 3 WOOD ANCHOR TTP., nIa mI o-„x r SEE ANCHOR NOTES THREADS • SEE ANCHOR NOTES &TABLE A,SHEET 1 &TABLE A,SHEET 1 BEYOND THE � LYNN EXTERIOR O WaEWOR METAL 114'MAX SHIM F+- TEX ERIOR nSUBSTRATE 1/4"MAX SHIM V �:' '•. 114'MAX.SHIM--4 *: N..58705 _ ®2-TRACK FRAME JAMB 3-TRACK FRAME JAMB 4-TRACK FRAME JAMB _ WOOD INSTALLATION ®WOOD INSTALLATION iw METAL INSTALLATION U, D: R m'sTEa waoaroRrve ANCHORAGE DETAILS ;gyp'• Rr ryp f: SERIES 770_ALUM.SGD-LM IMPACT • • 'csslONgA�6I•fi�� •••••• caasorammm sao-m NTS 12 +22 POT0130 • • A�Jr.E v141ERi i• • JR TWfWH4 ae.er m" • • • •••• •••••• •••• • •• ••••• so 0 •••••• • • • • •••••• • •••••• •••••• • • • .... • • ... .. . . ...... . .. ...... ...... ...... .... • • • •� � • • • • •��• • •��• • • •��• • •• •o • � •��• • � � � • � • •��• • • •��• � � • • • • • • � � •�• • • • • • •• INSTALLATION DETAILS EMBEDMENT:SEE TABLE A,SHEET EMBEDMENT:SEE TABLE A.SHEET INOTES: EDGE DISTANCE SEE EDGE DISTANCE EDGE DISTANCE: 1.ALL DIMENSIONS CONCRETE*SEESEE ET 1 CONCRETE SEE TABLE A SHEET 1 CONCRETE SEE TABLE A SHEET 1 SHOWN ARE BASED PER TABLEPERTABLE PER TABLE ON MIN.ALLOWED. A.SHEET 118 2-0A8•• 2-1118' 0.SHEET 1 A.SHEET 1 114' •DIAGONAL O.C.IS WEMR�j ' a • s OR B'MAX. MIN •(JAMB)S Ems) EMBEDMENT: 114•LE A. (� 114• Ta D&11. .$HEET8 SEE SHEET 1SHIM `T SHIM &11PROPERLYTE ANCHOR TYP., PROPERLYSECUREDIX CONCETE ANCHOR TYP., PROPERLY SECUED IX CONCRETE ANCHOR TYP., WOOD BU ., HOR NOTES& WOOD BUCK TYP.,SE SEE ANCHOR NOTES& WOOD BUCK TYP.,SEE SE ANCHOR NOTES& ANCHOR NOTE 3,SHEET 1 TABLE A,SHEET 1 ANCHOR NOTE 3,SHEET I TABLE A.SHEET 1 ANCHOR NOTE 3,SHEET I TABLE A,SHEET 1 CONCRETE INSTALLATIONINCONCCREfE INSTALLATION CTONNCRETE WSTALI�ATION CONCRETE ANCHOR TYP., PROPERLY SEGUED 1X CONCRETE ANCHOR TYP., PROPERLY SECURED 1X CONCRETE ANCHOR TYP., PROPERLY SECURED IX SEE ANCHOR NOTES& WOOD BUCK TYP.,SE SEE ANCHOR NOTES& WOOD BUCK TYP.,SEE SEE ANCHOR NOTES& WOOD BUCK NP..SEE TABLE A,SHEET 1 ANCHOR NOTE 3,SHEET 1 TABLE A SHEET 1 ANCHOR NOTE 3,SHEET 1 TABLE A.SHEET 1 ANCHOR NOTE 3.SHEET 1 SEEANCHOR SEE ANCHOR SEEANCHOR NOTES,SHEET NOTE 8, NOTE 8, 1(114•MAX)l_ SHEET 1 SHEET 1 7' (114°MAX.) 1 (Il4'MAX.) OR 1 1 EXTE Tgx ERIOR 1 EXTEMOO t. 1 2-1118 21/18'• �2-lil PER TABLE EDGE DISTANCE: CONCETE EDGE DISTANCE CONCRETE EDGE DISTANCE A,SHEET 1 SEE TABLE.,SHEEP 1 PER TABLE SEE TABLE A.SHEET 1 - PER TAKE SEE TABLE A,SHEET 1 EMBEDMENT:SEE TABLE A SHEET 1 A SHEET 1 EMBEDMENT:SEE TABLE A SHEET 1 0.SHEET I EMBME SILLBEEjDMENT:SEE TABLE A. HE 1 %CONCRETE IINCK ME SILL STALLATION Ee CONCRREETE IN96ALLAT10N ®CONCRETE INSTAL4-TRACK FRAME LLL ATION EMBEDMENT:SEE TABLE A SHEET 1 ~ •EDGE DISTANCE; EMBEDMENT:SE SEE TABLE A TABLE 0.SHEET 1�I SHEET 1 .• EDGE DISTANCE PROPERLY SECURED EMBEDMENT:SEE SEE TABLE A. IX WOOD BUCK TYP., TABLE A,SHEET --yl SHEEf1 SEE ANCHOR NOTE 3. PROPERLY SECURED EDGE DISTANCE' PROPERLY SECURED SHEETI SEE TABLE Aja 1X WOOD BUCK TYP 1X WOOD BUCK TYP., H10DBOfRENBWBD SHEETI 2.1118'• �+#fmsMpgs Rny4a SEE ANCHOR NOTE 3, SEE ANCHOR NOTE 3. CONCJCMU ANCHOR -s SHEET 1 SHEET 1 TYP.,SE ANCHORN. •�:2-1118°• NOTES&TABLEA CONCJCME ANCHOR CONCJCMU ANCHOR 2-1118" SHEET I •�20 TYP SEE ANCHOR CONCRETE NO7E3&TABLE A, NP.,SEE ANCHOR OR CMU ��n, NOTES&TABLE A PER TABLEkill, MMM SHEET 1 CONCRETE SHEET 1 CONCRETE • O� •.. F ' OR CMU T J7 A SHEET 1 ;�•��`;•'�,Cf.NSF•'•.'P '. ' 17iWMAXSHIM I•� PERTASLE JJ''ttOR CMU ��// .�: ''•.,h, A,SHEET 1 V 114'MAX SHIM I+ PER TABLE Na,Se705 A.SHEET 1 I/4'MAX SHIM 1+ 2-TRACK FRAME JAMB 3-TRACK FRAME JAMB FRAME JAMB CONCRETEICMU INSTALLATION ®CONCRETE/CMU INSTALLATION C4•TRACKONCRETEICMU INSTALLATION -13''•ur TU peDms :'��•'.• 6TATEO 1DlOTECIQKKOpYDANB AMCHORAGEDETAILS 'c Rof:st3�` x vnseme • ,'!cSs/ONril�0r • tae>�eafsa4 SERIES 770 ALUM.SGD-LM IMPACT • �,,,i „,E •••••• JR IWIWf4 m NTS 19 •?t P0T019D • • a.lrwr •�• •• • •••• •••••• •••• • •• ••••• •• •• • •••••• .... ...... .... . . . . • .. ... . • • • � � • •• � • • • • • • •��• •��• • • •��• • • • � •��• • • • • • • • •��• • • •��• � � • • • • • • •��"• • •s � � •�• • • • INSTALLATION DETAILS NOTES: 1.ALL DIMENSIONS FRAME JAMS SHOWN=BASED REQUIRED AT ALL 2.693'MIN. ON MW.ALLOWED. INSIDE POCKETS EDGE EMBEDMENT:SEE TOPREVENT DISTANCE 2.FIGURES ON THIS WOOD FRAMING TABLE A.SHEET 1 P-HOOK MOUNTING ADAPTER WATER SHEET ARE FOR WOOD ANCHOR NP., INFILTRATION CNC'lCMU ILLUSTRATIVE PURPOSES ONLY.SEE o SEE ANCHOR NOTES ANCHOR NP.,SEE TABLE A,SHEET 1 FOR EMBEDMENT: 'TAIL. A,SHEET ANCHOR NOTES$ ALLAPPROVED SEE TABLE A, (ALSO SEE TYP. TABLE A,SHEET 1 SHEET 1 ILLUSTRATION,SHEET 9) 1-i/4'MIN.EDGE DISTANCE SUBSTRATES. DISTANCE:SEE ):xtErn 3.SEE TABES 1.3 , AB 0.SHEET 1 EMBEDMENT SHEETS 8-8 FOR SEE TABLE A. P•HOOK MOUNTING AAIRED ND P-HOO-HOOK 28 ExiERi R SHEET 1 r.� ADAPTER CONCJCMU ND •HOOK PHOOK WOOD ANCHOR TVP., MOUNTING ADAPTER ,Tl, P-HOOT( ANCHOR TYP.,SEE ANCHOR QUANTITIES. SEE ANCHOR NOTES `� CNCRETE OR ANCHOR NOTES&TABLE ALSO SEE EXAMPLE &TABLE 0.SHEET 1 CMU PER TABLE EMBEDMENT:SEE 0.SHEET 1 ON SHEET 9. (ALSO SEE EYP. 2.693'MW. A,SHEET 1 TABLE A,SHEET 1 ILLUS RATIONSEE P SHEET 9) ILLUSTRATION,SHEET 9} EDGE DISTANCE ®P-HOOK FOR USE WITH FLAT SILL RISERS ®P-HOOK FOR USE WITH FLAT SILL RISERS PARTS 918.920.622 OR 824, Jo PARTS 918.920.622 OR 924, WOOD INSTALLATION EXTERIOR MOUNT SHOWN, CONCRETE/CMU INSTALLATION INTERIOR MOUNT SHOWN. (SEE TABLES 10.2A&3A MAY ALSO BE INSTALLED IN (SEE TABLES 10.2A&3A MAY ALSO BE INSTALLED IN FOR WATER RATINGS) INTERIOR CONDITION FOR WATER RATINGS) EXTERIOR CONDITION METAL TYP., P-HOOK MOUNTING SEE ANCHOR P-HOOKMOUNIING CONCRETEOR EMBEDMENT:SEE ADAPTER CONCJCMU EMBEDMENT:SEE QMQ PER TABLE NOTE 4,SHEET 1; ADAPTER SMS TABLE A.SHEET 1 ANCHOR TYP.,SEE MIN.OF 3 THREADS TABLE A,SHEET 1 ANCHOR TYP.,SEE ANCHOR NOTES&TABLE BEYOND THE METAL ANCHOR NOTES 0.SHEET 1 A,SHEET 1 SUBSTRATE &TABLE A,SHEET 1 EMBEDMENT (ALSO SEE TYR (ALSO SEE TVP. SEE TABLE0. ILLUSTRATION,SHEET 9) ILLUSTRATION, SHEAT 1 EMBEDMENT: SHEETS) SEE TABLE 0. DISTANCE:SEE r SHEET 1 E A,SHEETS 1-1l4'MIN.EDGE DISTANCE 30 30 P-HOOK SMSANCHOR TYP., XPT RWR P•HOOK CONCJCMU —wog SEE ANCHOR NOTES ANCHOR TYP.,SEE sdldLgoNr*.hh rkAft Q $TABLE A.SHEET 1 ANCHOR NOTES&TABLE (ALSO SEE TVP. 2.893'MSV. 0.SHEET 1 2.883'MIN. ILLUSTRATION,SHEETS) EDGE DISTANCE (ALSO SEE TYP. £DOE DISTANCE ILLUSTRATION,SHEET 9) By ma<P.(ytYlaenwvyf ®P-HOOK FOR USE WITH BOX SILL RISERS P-HOOK FOR USE WITH BOX SILL RISERS PARTS#19,#21,#230R#28, ®PARTS 919 921 623 OR 625. ��`��`�NUGENs•f�� q'�, METAL INSTALLATION EXTERIOR CONCRETE INSTALLATION EXTERIOR ff ' (SEE TABLES 10.2A&3A MOUNT MOUNT :' '•.'t (SEE TABLES 10.2A&3A FOR WATER RATINGS) ONLY FOR WATER RATINGS) ONLY rororscaroLaeYOxNe ANCHORAGE DETAILS O�•....F'Letswl•' N.vernaasme . �'%Fssi�iy...•� � rofnea+«n SERlES77OALUM.SOD-LMlMPACT • n,,,,,�dh •••••• Mxee! A LYNN NI0.LER,P.E • JR f0/fON4 cevr.oFnuncmxn BOPAO MS 1 4 a 22 PGT0130• • P.Estbfo6••• • •••• •••••• •••• • •• ••••• • • •••••• •• •• • •••••• •••••• • • • • • • • • • • • 00 • • ...• 0.0000 0000.. . .. 0000.. 600966 • 0000.. . . .0 0000. .• • 0000 0000. 0000.. 0000.. . 0-- 00 .• 0 .0.44. 0.040. 0000.. • . 0... 0000.. ... . V o CONFIG.EXAMPLES MAX.UNIT WIDTH MAX.UNIT WIDTH MAX NOM.PANEL WIDTH HEADER DETAIL'N, DLO TYP.PER TABLES 1.3 SHEET 18;INSTALLATION WIDTH NTI ERITIR DETAILS AV&'Ad, � SHEETS 12&13� H 7}I-- PANEL PANEL � I PANEL TYPE TYPE PANEL CORNER DETAIL'NT, TYPE 'OS' AS' TYPE SHEET 19 8 CORNER MAX.UNIT NOM7C ANCHORAGE SHEET 11 . MAX. PANEL � / MAX. HEIGHT INTERLOCK DETAIL PANELWIDTH TYP / DLO PER 'M',SHEET 19 HEIGHT �� / HEIGHT TABLES SEE PER 1-3EXTERM INT I R NOTE 2 TABLES 1.3 f L x ,Xt, JAMB DETAIL'G3',SHEET �T'' 18;INSTAL.SHEET DETAILS 'Gx+&'Oc',SHEETS 12&13 SILL DETAIL T)',SHEET 18;J INSTALLAnON DETAILS EXAMPLE:90°INSIDE CORNER,4 PANELS-XXIXX 'DW&'De,SHEETS 12&13 SILICONE BY OTHERS DLO WIDTH=NOM.PANEL WIDTH-T DLO HEIGHT=DOOR UNIT HEIGHT-10.128' PANEL HEIGHT=DOOR UNIT HEIGHT-1.888' 68X1' 610 X I-Im PH SMS PH SMS ODUcr Fjn; m MEQ Co& 9babAda PANEL CORNER FRAME CORNER eNo� DETAIL DETAIL NOTES: 1)SEE SHEET 17 FOR INDIVIDUAL PANEL CONFIGURATIONS AS APPLICABLE.SEE DPIANCHOR TABLES,SHEETS 8-S FOR MAX. ��•; uGENSp'''•.FP�� PANEL HEIGHT AND WIDTH.SEE SHEETS 18&19 FOR SECTION DETAILS AND SHEETS 12-14 FOR INSTALLATION DETAILS. 'h Na 63705 2)(1)LOCK(ITEMS 78&107-110)AT EACH LOCKSTILE,LOCKING INTO KEEPER(ITEM 103)AT FRAME JAMB OR ASTRAGAL. 3)PLEASE SEE APPLICABLE ASTRAGAL&INTERLOCK COMBINATIONS PER DP/ANCHOR TABLES. _ X j' �, %��''.• SATE ea>o raaexaoorowva ANCHORAGE DErA/LSf EXAMPLE ggE ATIO F ... 8 SERIES 770 ALUM.SGD-LM IMPACT • SS/CYN t�•y i •••••• —7A.LYNN 60fyER,P�.•• •• .eR !P/f0/14 cage:aPAeRH./�B �sr»Tro NTS 76 a12 POT0130 • • P.E 68106 •••• •••••• •••• • •• ••••• •• •• • •••••• •••••• CONFI G.EXAMPLES INTERLOCK DETAIL FOR ALL DETAILS N THIS SHEET,SEE NOTES ON SHEET 16 ` M',SHEET 19 OPERABLE JAMB DETAIL S3',SHEET 18; �(✓61_ '^; INSTALLATION DETAILS Sv?&W,SHEETS 12&13 /FIXED JAMB DETAR'02', ASTRAGAL HEADER DETAIL W,SHEET HEADER DETAIL'N,SHEET 18; MAXDETAILSX,SHEET L INSTALLATION DETAILS'AW&'W, .� 1JAMB STALLATION DETAILS SHEET 18;INSTALLATION DETAILS'L1'& 18;INSTALLATION DETAILS DETAILS SW&Se L2,SHEET 19 'AW&'Ac',SHEETS 12&13 SHEETS 12&13 T,P SW&'Ge,SHEETS 12&13 SHEETS 12&13 9D° ' %TE Q ERIOR FPANEL PANEL PANEL rN077E M Ell INTERLOCK DETAIL TYPE PE L E TYPE 'M',SHEET19�' MAX. 00'OUTSIDE CORNERNOM• / UNIT UNIT DETAIL M1,SHEET 19& pAL HEIGHT Shy DETAIL . HEIGHT CORNERANCHORAGEIDTH TYR PER v',SHEETELPER PER TABLES 18; P. TABLES SHEET11 TABLES 1-3 13 INSTALL 13 )MER RHEIGHT S 13 \ E%TEPoORDETAILS'DW&'Dc',SHEETS I2 WIDTHP41 NOM. L8PER TABLES L I J 1-3 SEE FRAME 8 MAX.UNIT WIDTH—►I � MAX.UNIT WIDTH PANEL CORNER SILL DETAIL v',SHEET 18; MAX.UNIT WIDTH CONSTRUCTION EXAMPLE:OXXX INSTALLATION DETAILS DETAILS SHEET 15 2-TRACK 'Dw&vc',SHEETS 12&13 EXAMPLE:90°OUTSIDE CORNER-XXlXX(2-TRACK) JAMB DETAIL'11',SHEET 18; ASTRAGAL DETAILS'L1'& IN, DETAIL V,SHEET 19 INSTALLATION DETAILS TW& L2,SHEET 19-\ I ,-1 INTERLOCK DETAIL'M',SHEET 19 'Ic',SHEETS 12&13� HEADER DETAIL JAMB OETAIL'H7,SHEET P-HOOK DETAIL'J'&'K',SHEEP 'B,SHEET 18; HEADER DETAIL'C,SHEET INSTALLATION JAMB DETAIL'a,SHEET 18;INSTALLATION 18;INSTALLATION DETAILS 19;INSTALLATION DETAILS'JW, 18;INSTALLATION DETAILS 'HW&'Hc',SHEETS 12&13 ',V,'KW&'Kc',SHEET 14 DETAILS'BW&W, DETAILS'IW&9c',SHEETS 12&13 SHEETS 12&13 'CW&'CC,SHEETS 12&13 r+ --MAX.UNIT WIDTH MAX.UNIT WIDTH-- +•I PEL PANEL PANEL PE PPE I PTYPE PTYPPANEL E TAYPPEL TYPE ,L. v ,F, 1 'M' 'F' .F MAX MAX.UNIT NOM. t NOM. UNIT HEIGHT / / PANEL / I / / I PANEL HEIGHT „ .dtft W+�. PER WIDTH P. r / / WIDTH P. / PER Ddb* TABLES MAX/ /SEE PER / S£ SEE MAX. PER TABLES aee No 13 DLO NOTE y TABLES 1.3 Aa, I —NOTE 2 DLO TABLES 13 1-3 HEIGHT SHEETi6 i SHEET 16 HEIGHT '-✓ ''✓ M6 IYNN MOeFrodIYNN 1� G X X X i X X X O 41!//�%' F"•.P EXAMPLE:OXXXp SILL DETAIL'E,SHEET 18;J EXAMPLE:XXXO SILL DETAIL 7,SHEET 18; _ No.58705 (3-TRACK,RIGHT POCKET) INSTALLATION DETAILS (4-TRACK,BY-PASS) INSTALLATIONDETAI S _ rz 'EW&'Ee,SHEETS 12&13 'FW 8 Fd,SHEETS 12&13 .0•.• 7$i--15 Ul; xwaa r orae. ''•. STAT O AU r070T2CW1IX0OYDRIYF EXAMPLEELEVATIONS �'O.o[n.'••.�y�ryoR:•__`` roeNealetn SERIES 770 ALUM.SOD-LMIMPACT • ' ��,Ow R`• 000090 ceB%pp,E/�ry,02M 80P9J0 NTS 18 +22 PGTp130 • o. • wLYr11S- . .• • JR 19NPN< • • • •9 0 0 4444•• 499049 9 • • 4460 •9996• 9409 • •• 00:090 0 • • •••94•4 •000• •• •• 0 •000•• • • • • •0000• 00 • 9 • 000000 0 0 sees sees.. sees • •. ..• sees. . sees.. • � sees.. sees sees. sees.. see**: .. .. • sees.. . . . . sees.. sees.. ... . . .. 00 PANEL'S RIGHT STILE TYPE PANEL SINGLE 811161E F," LOCK8T E pgrRAOAL ABTRAWL ASTBOXRAGAOUrL ASTRAGAL KTCORNER EXTCORNER EXTOORNER Off CORNER IXICCN.EX CORNER INTCORNER INTERLOCK INTERLOCK 35 RECEIVER BTRE W HANDLE BOXOUT SOX IN WI HANDLE WI�FANDLE Wl HANDLE WI HANDLE9D LOCKSM2 90 S 90 RECEIVER 0 Wl HANDLE Wl HANDLES W RECEI�B RECEIVER I W 38 I WI HANDLE TYPES IN _ 971 01 PHS CS AS1 y $Si SINGLE F PP K TR TQ TC TA TV TW OUT ?tea 1 9 en- B E P A C C IC SQ SC SA SV SW IN fem[aJt fW1GW MED STU RR R S S FD FC FV FW LOCXSTILE D A/j J J WHWOIE /�// (B(YGQID pd[14 L11 BABTox oI LR PANEL NOTES: w'l IDLE Gram 1.SEE DP TABLES 13,SHEETS B•S FOR PANEL ABiRAOAL SIZES&DESIGN PRESSURE. W w FAN'NDLEN LEFT 4 INTERIOR RIGHT 2.PANEL TYPES NOT SHOWN OR CROSSED OFF ,J PANEL PANEL ARE NOT REQUIRED FORANY CONFIGURATIONS (— ASTMOAL TU STILE STILE ANDARENOTAVAILABLE. (n Box OM 3.30'ASTRAGALS TO USE HEAVY-DUTY STILES temtom GaoXIX/D / EITHER PANEL`E'SHOWN SEE TABLE FOR OTHER PANEL TYPES AND EXTERIOR CORNER RECEIVER($113)AND CORNS w BOASTR(NNN. T l/ APPLICABLE STILE/ASTRAGAL REQUIREMENTS. ASTRAGALS.6��173)OR INTERIOR($120J CORNER J lIDAX°8 (--q4.136•ASTRAGALS TO USE HEAVY-DUTY STILES N >m LOGac8f9.E CORNER RT VI ($St)AND CORNER ADDON($31). MIX J WI HANDLE gt w EXTDDRNER �+ SILL RISERS OPTIONS Z SS LOCXNM QT QS xr Q Wf HAt DLEMCT R •r52• EX�RW�! a00 RECEIVE CT CSa 2 o' B /Y 4.O6fi 00NANDE 7LN go RECEIVER�' AT AS DF 1 WIMANDLE EXT DORMER 6118 /'� (,1SILL RISER�FIAT• SILL RISER FLAT SILL RISER FLAT SILL RISER FLAT 00 RECENER CF ' FLUSH ®LOW.2-lM OMEDILIK 3.1/4' s4 KOH, EXT CORNER .760' .760'gRO�ItJCT RENS IM W;HANDLE VT vs VF FXTENOR .i60' .DOY a .002'5w& 11�gINT CORNER 35 RECEMM WT Ws WFW/HANDLE lmr 1 ``��N.I LYNN Afl<��''� SILL RISER,804SILL RISER BOX SILL RISER BOX SILL te• RISER BOX �,� do FLUSH.1-1W O LOW.2.117 XBO MEDIUM,3-11r O HIGH,_4" _if; No.6810•`' NOT VALID FOR WATER INFILTRATION RESISTANCE REQUIREMENTS,SEE SHEETS 83 ('(•'r ;o(S 7WOTECNlIXOSYDRJYE PANEL TYPES ;Po�; ..TAj�4f+.��•: N VHIRKr R5t9J _ ' ♦C ., ORI., ��•.` SER/ES 770 AL SGD-LM IMPACT• • 'SS/0��((1�pl,�AE, • •••••• °"' �ear.OFANK@BBIB ® 800-7ro NTS 17 +22 A.ro PGTU130 • a� • a LN�•(Nls eRro6 •• • JR fOHO/14 • 00 0 •••• •••••• •••• • •• ••••• •• •• • •••••• • • • • •••••• ASSEMBLY DETAILS (SEE SHEETS 12.14 FOR FOR INSTALLATION DETAILS) 708 FULL PANEL JAMB LENGTH pRT 800881 708 74 108 FULL F JAMB GTH to 7°8 g1p7.11 77 8 0 800R 81 70 6 89 oR et � e9 rnx el 2-TRACK JAMB 0 2-TRACK JAMB (SHOWN 6 SEE DETAIL 01 6'LONO CIDP#106 WITH FOR FIXED p0K tt3 106 a WI RETAINER#108 OPERABLE � PANEL CLIP 68107- MIDSPAN {SHOWN WITH PANEL) FIXED PANEL TO �m gap703 tP SEE DETAIL 2 �FTTT9 THE INTERIOR) V- 773 '0 7� PANEL P a t03 �O OR et VERT[ 0 14 18 8 ® 12 ® 70 17 S70x 3l4• tas FULL LENGTH OT 2-TRACK JAMB 40 2-TRACK JAMB I-I Ex R�OR 1�1E Tx EPoOReO olt et n ExTe>srort �EXTEwoR SMS.x3 up##880OR#106 :!- WISCREN V V 6'LONG St RETAINER#123 3-TRACK JAMB 3-TRACK JAMB 4-TRACK JAMB 4-TRACK JAMB {SHOWN WITH ®(SHOWN WITH H {SHOWN WITH I2 (SHOWN WITH MIDSPAN(80 FIXED ANEL TO %OPERABLE PANEL) FIXED PANEL TO FIXED PANEL TO OPERABLE PANEL) n��R e00R 81 THE EXTERIOR) THE EXTERIOR) THE INTERIOR) V 2 112 1 3 4 48 5 113 8 113 9 62 81 es ExTBR10R 89 EXTERIOR 00 53 aD aa X.UNIT OFPT.T.SCREENNWITH FRAME HEAD�EEN S-TRACK 4-TRACK®g FRAME HEAD FRAME HEAD HEIGHT PER TRACK TABLES 1.3 83 69at 69 82 81 EXTE%EROR 7208 73 MOR 7346 11 ODU�G7'FBigREai[•IBa113 `f it 10Aaeeylmn A �48 47 n 8 xT'�ERIOR 112 8113 p,SB�I ITMe N9 8 .� y LYNM 2-TRACK WISCREN 3-TRACK 4-TRACK V10EMSF'•,•.y'� FRAME SILL FRAME SILL FRAME SILL ` •• 1t h' No.58105 'ITEM 61 SHOWN,ITEM 60 ALSO APPLICABLE,SEE TABLES - ' 7.3,S14EETS 0J3 FOR DP(PSF)ASSOCIATED WITH STILE :-G U' F. Q'•. 00ruRnE ATE F VERTICAL SECTION DETAILS �'P�oss`Rmr?.• ; SERIES 770 ALUM.SOD-LM IMPACT• „� •i •••••• �� • 0.L l k P.E. JR t0/f0Tf4 tsar.oFa7TrN.®729e Srm•7ro NTS 18 >22 P070130• • P.EA • • 000.60 00 • • 96.006 0 • • 0000 •• 0 66•••6 • 66 •060• 0000•• • • • 6 • 6 ••660 • •66.66 6.66•• • • • • • • 6 •••••e • • • • •0 00 • •0 • 666 :006% • 0000 0000 • 00 • • . .. 0000.. 0000.. , , 0000.. .0066. , 6. 000• , • 0000• 0000. •• • . ..6... 0000. 00000. 0..000 0.0.00 • • , .0660. 0000.0 .60.0. • 6 . .0000. ... . . .. , 0 ASSEMBLY DETAILS (SEE SHEETS 12-14 FOR FOR INSTALLATION DETAILS) B 4 w m-- Roll 7 6383 11 113 27 28 27 103 82 111 63 80 OR 61 60 OR 61 BOOR 81 � 74 � 29 120 as 88 8 luy �EXTMM 171 62 0EMMOR 111 62 90° 1EX ERIOR � mog M OR IN..MOUNT) EXT.S ®K FXT.MMOOU�L'SILLS INTEMOR � 60 OR 61 7101 11�$to- et T10" 6 �INTERLOCK to 113 80 60 81 61 118 8 113 rl EX7ER70R 113 11 V 113 103 1191UMMOR7 87 88 INSIDE CORNER S STANDARD ASTRAGAL 967 WITH STANDARD STILES#60 L2 WIT WITH STILES#81 ®1 2VY-DUTY ASTRAGAL#881s COUTKSH ®2NER 2-TRACK SHOWN 'ITEM SH#81(HEAVY-DUTY STILE)SHOWN,ITEM#60 EXTERIOR BOX ASTRAGAL SHOWN EXTERIOR BOX ASTRAGAL SHOWN (STANDARD STILE)ALSO (BOX-OUT)MAY ALSO BE INSTALLED (BOX-OUT)MAY ALSO BE INSTALLED APPLICABLE,SEE TABLES TOWARDS INTERIOR(BOX-IN) TOWARDS INTERIOR(BOX-IN) 13,SHEETS B-B FOR DP (PSF)ASSOCIATED WITH STILES. 4 INTeIBOR 31 KPpR7 6 8 107- wit 4 TERIOR e B 41� 13W 11 v7rh�de 7Bt 32 136' Aw°PmNo 14 8 103 O 81 32 fvT 6XTEMOR 61 1m1 n-k Cbvtta 7&loii 31 to3 Bt OExrERIOR 14 1 136°INSIDE CORNER ®2-TRACK SHOWN Q?,• .•• .Y ®136°OUTSIDE CORNER 2-TRACKSHOWN No.58705 Ot o� ro••Vl O}5'y� 11 raorEc/arot.00rawPE _HORIZON TALSEC770NDETAILCORNERS :,(X,.,•a'teRtoP,•;��BY K VEATLC l41Q11 •• 1e,tT4�r mo SERIES 770 ALUM.SGD-LM IMPACT • ',SSIONA� • •••••• _ u.rou. • • AC1T011f • JR (0/10714 tLM.O'FFUM.116tdl 30D470 NTS 10 a 22 POT-0130 BBTQM1�r• - - 00 0 - 0000 •0000• 0000 0 00 •••0• 0000•• • - • • •••••• •• •• • •••••• •00.00 • • 0 • • - •••••• • • • •0000• Rem POT PGT0 Description Item POT P0T9 Description NOTES: Ow.0 DW.B 1)ALL ALUMINUM-8063-TB 17308 817308 2-TINC7f w OB�MES�RABEAL SPACER(COMPOSITE 2)ITEMS 93339,57-59,66,78,84.99, 2 17'.103 817303 2-TRACK HEAD W11H SCREEN ML 3 17309 617309 3-TRACK HEAD e0 173'Cu 617328 PANEL STILE 121&122 ARE NOT USED AND ARE 4 17312 817312 4-TRACK HEAD 61 17328 (17328 PANEL STILE OIFAVY GUM NOT PART OF THIS APPROVAL. 5 17314 617314 FRMESCREWCOVER 62 17327 817327 INTERLOCKADAPTOR 8 17317 817317 FRAME HEAUUVAB ADUON 03 1226 OM48 VINYL BULB WSTP.-THIN(INSIDE INTERLOCK) 3)USE OF 912 OR 913 REQUIRES 7 17304 817304 2 TRACK SELL 84 1729 71729 BLL END WEATHERSTRIP PAD MIN.919 SMS OR 3118'MASONRY e 17301 817301 2-TRACK SILL WITH SCREEN RAL 85 17328 817328. NTERLOCK SCREW COVER ANCHORS @ 24'MAX.O.C. 9 17307 617307 3-TRACK SILL 67 17329 817729- ASTRAGAL t0 11310 017310 4-TRACK BILL OB 1770 817339 HEAVY DUTY ASTRWAL 11 17313 817313 FRAME SILL TRACK INSERT M 17324 017724 TOP&BOTTOM RAIL 12 17318 817315 FRAME BILL SCREEN AODON(SEE NOTE 3) 70 173'0 417350 WEATHERSTRP DDENSDN(INJECTION MOLDED) 13 17318 617318 FRAME 831 SCREEN FNDADD-ON(SEE NOTE 3) 71 iob 71898 1-1/2'Xi'X34'HIGH FN SEAL DUST PLUGS 14 17303 8173M 2-TRACK JAMB 72 8153 78153X TANDEM-ST.STL ROLLER ASSY. /6 17302 817302 2-TRACK JAMB NRH SCREEN RAL 73 8163 781WN TANDEM NYLON ROLLER ABBY. 18 17308 6173M 3-TRACK JAMB 74 SLICON DUW-8A OOW- OR GE-7700 17 17311 617311 4-TRACK JAMB 75 8185 781MX OEMINIMORTCE 34'LY DUAL LOCK WILONG TRIM PRATE 18 17322 817322 BLL RISER-FLAT,FLUSH,Vlir 76 71032XIFPFX 01032 X V FL.SS SCREW W/TYPE'F'TP 19 17318 817319 SELL RISER-BOX FLUSH,i-ill 77 7103239 1032 STEEL TING U47UT 20 17321 8/7321 SILL RISER-FLAT,LOW,2-1? 79 17367 017357 1'D BEAD 21 17918 617318 BLL RISER-BOX LOW,2-112' 80 17359 817269 711V BMIFDEO PANEL OLP 22 17355 817368 SILL RISER-FLAT,MEDILOM,3-114' 81 17324 817380 WIW BEAD 23 17354 e17354 SLL RISER-BOX MEDIUM.3-114' M 1224 6=47K VINYL BULB WEATHERSTRIP 24 17323 617323 BILL R18ER-FIAT,HKRH,4- 63 81746 1745 LOWE NC,VT Kills'SOL BIDE ADH.TAPE,POLYER4. 26 17320 1 817320 SN.RISER-BOX HIGH,P 100 SM 48062 ROLLER ADM HOLE PLUG 25 17333 817333 POCKET P41OOK 101 MOST MAMB BUMPER 27 7070 87070 NEOPRENE BULB WSTP FOR R4100K 102 IM 71803 DUST PLUG 28 17334 817334 POCKETP4t00K MOUNT 103 Bills 78160% 1'KEEPER % 17335 817335 P4MOKCAVER 104 653 78DXEEP SCREEN LOCK KEEPER 30 17348 017348 POCKET PJmOK FOR BOXRISER 124 17344 617344 FWD PANEL CLIP-8'LONG 31 17378 617378 135 CORNER 124 17352 817324 FOEO PANEL RETAINER-9I0' 32 17378 817878 138 FWD MOUNT 107 1739 71739' INNDLE KR-INTERIOR RAISEDWITH THUMB TURN ITEMS 41IMN ME SCREEN PMTS: 108 1740 71140 HANDLE KIT- ED EXTERIOR HANDLE 40 4319 812256 SCREEN SDE RAI-LOCIKSTLE 1O9 1731 78IB28N HANDLE KIT-RECE88E0 NTERDR WTRI THUMB TURN 41 MOCKWGSK SCREEN LOCKSET 110 1732 78178 HANDLEKIT-RECESSED DITERKpt PULL 42 41818 SCREEN KEEPER SPACER SET 111 flow NIOX3/CPILPN.TEK-3.8. 43 8152 88162 BCREENNTERLOCK ADAPTER 112 1238 87910 WSTP,.V0X.170-FNBEAL 44 4428 84428 SCREEN DOUBLE INTERLOCK 113 1712 84068' .ISr X.2WFHS&V 45 4311 612268 SCREEN TOP RAL 114 710Xf18P NOXI.1Y! 48 4318 812257 SCREEN BOTTOM RAIL 115 710WPPT 010 X 1' 47 608 78RAZ SrANDMDROLLER 118 rAkU 01420X7'S.S. PRODUCT ing w•IThIbPIaT4L 48 604 1S%W STANDARD ROLLER-ST.87L 117 720%112X 01420X1 AM S.S. "wirrsC1 49 4344 04344 SCREEN A9TRAtlAL 118 17336 817338 11 DEGREE CORNER RECENER Aaotp-14. SO 17349 817349 OX3 SCREENABTRAOAL ADAPTER 119 17337 617337 9ODECEE OUTBDE CORNER ASTRAGAL 20 51 low 61692 SCREEN SPLINE-.166' 120 17338 8117338 04 DEGREE INSIDE CORNER ASTMOAL M 1694 61094 SCREEN SPLINE-.180' 123 17324 817324 FOED PANEL RETAINER,Vir D.Ilft 63 MMSK70 SCREEN GOTH 54 1245 IM XC X1718'SEL BLOCK,NEOPRENE 85 Nd 1a�NVCENSE•C�F/I�i 65 im 1'X4'XVIV8ET.S1L0CK,NEOPRENE85Nb �:' •.• �� NOTES: NO.18705 1)ALL ALUMINUM-6063.76 `2`-- 2)ITEMS 11133-39,67-59.68,78,8499,121&122 ARE NOT USED AND ARE NOT PART OF THIS APPROVAL a.o4tr '�••. TTE tworFraaYaLa4rw8ve PARTS UST '=pp••. I:L 1 .i.iG xv 1134276 • %�SSt1, "G"ti• •••••• t9+tt� SERIES770_ALUM.SQD-✓✓ IMPACT•• : 1, 1, • JR tmtana 'I` aR7:orw77L�me ssans NTS I a 12 PQ7DT30 P 0704.E•• • • le •••• •••••• •••• • •• ••••• • • ••••• •••••• • • • • • • • •••••• •••••• 0 0 5.088• 8.887' -^( 1.36• 1.30" e.oso 'I -f 1.872' 1.211' 1.606 0.081° 1.018' 0.HT, -! 0.081° 0.082" '( 1 2-TRACK HEAD t0 4-TRACK SILL SCREEN ) (OD83-T6 AL) (606378 AL) STILE 8.198' (6083-Ta AL) 6.198" SAW 6.088• 0.080 -T 1.046' 1.21TFM--t1° 1.606' 1.993" 0.062' 0.081° U2 2-TRACK HEAD W/SCREEN TRACK O9 3-TRACK SILL (8083-TEAL) (6083-Te AL) 14 2-TRACKJAMB 45 3TCO.Rp�� (6003-T8 AL) {8083-T8 AL) 2-TR0kCK JAMB W/ 7.105° 0.221" 15 SCREEN TRACK 0.08(p (0003.78 AL) -^j 1.38• 1211• 1.38° 1.505' 0.876" _I. I (-' + 1- 1.993" O.0BY 0.081• O3 3-TRACK HEAD O2-TRACK SIL.Wt SCREEN TRACK 0.081• (0003-T0 AL) (8083-T6 AL) SCREEN 98 BOTTOM RAIL 9.147' (6063 T6 AL) 4.48° 0.081° 0.080• 1211• 1.505• 7.106' Fn-nFM 0.141° 0.061° 04(1=1 CK HEAD 02-TRACK SILL (8083-T8 Al) (0083-T8 AL) ii-- 1.514' 0.002' 0.080' ODU ft 1.280" 0. 0 780• axpfenca No �� 0.080' � 1.610• 1.990' Afimui Y OFRAME HEADlJAMB SCREEN FRAME SILL SCREEN FRAME SILL SCREEN .I I.YNN ADD-ON 12 ADD-0N 13 END ADD-ON ie 3•TRACKJAMB �0�.•"' . (6003-T8 AL) (8083-T8 AL) (6083.78 ALJ REQUIRES MW.810 SMS REQUIRES MIX 610SMS '•k:' •* OR 3118"MASONRY OR 3/18"MASONRY 17 4 TRACK JAMB No.:r8705 SEE SHEET 17 FOR SILL RISERS. ANCHORS 09124°MAK O.C. ANCHORS 24'MAX O.C. (8063'76 ALJ .•o•.. tt 3o i.: _ rom7�atvrxoornnrve EXTRUSIONS ,c.: s+A� •'��" M a sane t.FSERIES 770 ALUM.SGD-LM IMPACT• ,y/OISA!�G� •••••s ya0uareeo • r a1 fonml9 tear o aarxeames ,,,m MTS 21 >22 Poral3o• a A" L vee0l�rmi i• •• •• • • •••• •• • •••••• 00 •a•••• • • w• • • i • •••••• • •• •••••• • • o • •••••• •••••• •••••• • • • • • •o 2-�, 3,807 3.802" � 0.767-�(I �(I--��-- 0.76Y 0 ,.183' 9.886' 9.674• 9.796• JI'�-�]' 9.082' 9.080• arc ~ 9.082• 9.264• 9.976• 9.233' 004 OBY SILL P-HOOK MOUMPIO P-HOOKSCREW eO-FRAME tt OP•HDO OADARTOR OO COVER 0.080' O P-HOOK FOR BOX RISER SCREW COVER TRACK (8083-TB ALJ (6063.78 AL) (8083-TB AL) (8083-TB AL) (800346 AL) (8083-TB AL) �--4' .166' 4- 2.30 1.486' 1.738' 0.080' 0.830• 0.067 1.800 0'133' 1.800 .080' 1.870• Ji --sl .018' 1.874" 3.126' 3.126' 0.087"•--i-r`p"�7I' 2.44' O136°CORNER O 136°FUND MOUNT O STANDARD STILE 01 HEAW DUN STILE OINTERLOCK 88 I (8083.78 AL) (8083-TEAL) (8083-TB AL) (gp83-•fg AL) ADAPTER (SM-TO L) (8083-TB AL) (8083-TB AL) 3.979' 3.870' (+-4.126' 1.060'(+ 1.060'(�- 1.080•(+ 0.076' 1.646' 0.078' 1.645' 0.082' 1.304' .288' .811° .486' 046" 0.126 0.281" 3.28` .046' (+- .046• (+- O87 STANDARD ASTRAGAL es HEAVY DUN ASTRAGAL ee TOP180TTOM RAO• 7s GLAZING 7118'GLAZING 07 9118•GLAZING (8963-T8 AL) O(8083-TB AL) O(6083-T8 Al) O-BE�O. .) OBEAO.FUCED BEAD (808;7-TB AL) PANEL CLIP (8083-TB AL) (8003-T8 AL) 1,003' 1.03' - 7i jFRED PANEL 4• 6.821' 0.767' �0.080' 0.060' 0.133' ult�a174 `ia' 10S FlXED 0.708• 2.893• . OPANEL CLIP 1.498' 0.133' 1.498' (8083.78 ALJ 0.080• Q�17 .550"- 0.883 4 P Conhol 0.709' 7z3 RETAINER_71W 6.821" 720 80°WSIDECORNERAS�OAL O.OM* (8083-T8-T8 AL) 2828' t78 90°OUTSIDE CORNER ASTRAGAL (8083-T8 ALI FU(ED PANEL it0 90°CORNER RECENER (6083.78 AL) �';: .•• 108 RETAINER.9 (6003-TB AL) ='1c: No.G8705 •. (8083-TB AL) - Q' fom mcraxot.oer>8nve EXTRUSIONS '�Up'•. f�p�tdp,� �'; SERIES 770 ALLW.SOD-LM IIMPACii • SSIA(R1! ••••♦i JR 10/70N4 cmovwrx.mwP9 s0a7N NTS 22 -22 P0701 • 30i• P8 600060 0000 ii ♦ i♦•♦♦• i i f • ♦ 0 ♦ •iii • ♦• i♦•♦0 •♦•iii ♦ • • • • i 0.000 00 00 • •♦♦••• 00.0.0 i • •i♦•♦♦ iaiii0 0000 0 • 000000 000 • . 6 • • .. • . .. •• • ••.w9• :age*: 0 600666 .96.6• •• 6600 • • 6 6•..6 • • 6006•• 6006• 0:000 0090 0 • 6060•• � • 0 •0600• • 0 • •960 6 0 6••69• • • •0900• •6• • 0 00 T M IAM I•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) Ny_ww,miamldade.govleconomv PGT Industries 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 RER - 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. RER 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"CA-740"Outswing Aluminum Casement Window—L.M.I. APPROVAL DOCUMENT: Drawing No. MD-CA740-LM, titled "Casement Window Details — LM & SM", sheets I through 10 of 10, dated 08/08/12, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami—Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami—Dade County Product Control 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 fled 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 4w.N0A is displayed,then it shall be done in its entirety. ...... INSPECTION: A copy of this entire NOA shall be provided to the user by 1Re�ifianufw1*11or it: •; distributors and shall be available for vispection at the job site at the request of the P:u1';l"ng Officta'1. m� This NOA consists of this page I and evidence page E-1,as well as approval docuUtUientiongo atove. •... The submitted documentation was reviewed b Manuel Perez P.C. • • 00 0000•• • • 0000• • • • 0000•• •• 000 0000•• Approval Date: Aprit 11,2013 0000•• • • • • • • •NOAl�9,�%1�Is.as""' NSIAMI DADH couHrr ExplfrJLdh bate: April JJ,2018;••••9 Page I T 6 0/0 see*** 0 0 0 9 a sees* r PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. MD-CA740-LM, titled "Casement Window Details — LM & SM", sheets 1 through 10 of 10,dated 08/08/12, 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 a series CA740 outswing aluminum casement window,prepared by Fenestration Testing Laboratory, Inc.Test Report No. FTL-7065,dated 10/05/12,signed and sealed by Marlin D.Brinson,P.E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-2010, dated 12/07/12,prepared by manufacturer,signed and scaled by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatoty and Economic Resources(RER) 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. 11-0624.02 issued to E.I.DuPont DeNemours&Co.,Inc. for their"DuPont SentryGlasO Interlayer"dated 08/25/11, expiring on 01/14/17. F. STATEMENTS 1. Statement letter of conformance, complying with FBC 2010, dated December 10, 2012,issued by manufacturer,signed and sealed by Anthony Lynn Miller,P.E. 2. Statement letter of no fmancial interest, dated December 10, 2012=.1sw d by manufacturer,signed and sealed by Anthony Lynn Miller,P.E; ••• •••• 000000 3. Proposal No. 12-1499 issued by Product Control, dated Jul '31; 2012, sfgQed by •0 . 0000 .. . 0000.. Manuel Perez,P.E. 000000 . . • 0000.. G. OTHER �a •....0 : ' 0000. 1. None. rr h �, • •• •• Manlfil ere 0000•• MOQ;'t Control Ex mi r •• NO 11%x; .09 ••• • Expi$aftf pate: April 11,201S.P.... Appilokal Date: 4Lpr4%,2013P • E-1 •• 0 6666 . 6666.. 6666 . . 0006•• • •• 00:06• 0660•• •a••• •• • 0060 0660• • • 0000.• 0666.• • • 060000 • •• •• • � • 0606.• •0066• • • • • MSLAlRU1FD mrumNelm GENERAL NOTES:SERIES 740 IMPACT-RESISTANT °�'mAM OBT CASEMENTWINDOW DESIGN PRESSURE RATING SLPACTRATINO VARIES. RATED FOR LARGE&SMALL 1A'pyQALBp ABO`f%PONf 3n8'AINEALB00R '�' 1)THIS PRODUCT HAS SEEN DESIGNED&TESTED TO COMPLY WITH THE SEE SHEETS 69 MISSILE IMPACT RESISTANCE o17es BUTA—IPYB R6ATSmeN6> � REQUIREMENTS OF THE FLORIDA BUILDINGIFAT3TT@NBnI6ARD DING CODE,BNCLVDWO THE MGH SLIM FRIED moR 3B 6A80 VELOCITY HURRICANE ZONB(HVH2). 37'WIDTH 2)SHUTTREGIONS. FOR ARE NOT REQUIRED WHEN USED IN WINO-BORNE THE 2647&'MAX O.C.F WID IS REGIONS.FORINSULATED GLASS INSTAL.lAT10N8ABOVE 3BWTHE INLR THE � 71H8.OLA888RE � 11/1B'OlA9S BRE OUTBOARD LITE(CAP)MUST TEMPERED. UNDER 33.478'(HEAD&881 3)FOR MASONRYAPPLICAMONS W MIAM-DADE COUNTY,USE ONLY MIA.S•DADE 4-MAX B,SEE SHEET2 3 3 COUNTYAPPROVED MASONRY ANCHORS.MATERIALS USED FORANCIIOR EVALUATIONS WERE SOUTHERN PINE,ASTM C90 CONCRETE MASONRY UNITS 31 88 92 AND CONCRETE WITH MIN.KSI PER ANCHOR TYPE,SEE TABLE 3,SHEET 4. '1 GLASS TYPE GLASS TYPES 2$3 4)ALL WOOD BUCKS LESS THAN 1-1/2'THICK ARE TO BE CONSIDERED IX t7-t2' INSTALLATIONS.IX WOOD BUCKS ARE OPTIONAL IF ISMSTALLED t IM'-AX- DIRECTLY DIRECTLYTO SUBSTRATE WOOD BUCKS DEPICTED AS 2XARE 1-Vr TMCKOR A \ &1EE12 O.C. euassrAal W18•LAM0WTB0 ON33 eiAtic rnrw6ruTe0 GREATER 1X AND 2X SUCKS(WHEN USED)WALL BE DESIGNED TO PROPERLY � TRANSFER LOADS TO THE STRUCTURE WOOD SUCKDESGN AND INSTALLATION \ I I I AN�VFAIFD OU68 � IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. V MAX 918'AN4'AIBDOR mB'A4IBP 1MAgGPAC6 HFAT�ORA99 8)ANCFIOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL OAESSINO \ C tm'AMEAL®OR miTAafE TPIB 3'16'AN "IX P0WSOP OR STUCCO.USE ANCHORS OF8UFFICIENT EMBEOMEKTAS SPECFIED ON TELPOEDOLA00 TABLE3,SHEET 4.NARROW JOINT SEALANT IS USEDONAL FOUR CORNERS OF g8' \ up-SE ANL2iOR 38 L169 � -iWAT.4iPPA611�rS0 B1A&9 THE FRAME INGnIANBTALSTRATEANCHORS SHOULD 8STANCSEALED.OF W1161 / JAMBF BEALWQrFLA9HINO STRATEGY FOR WATER RESISTANCE OF INSTALLATION W 37 SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE MEIOW HEIGHT D{ 11liB'GLA93BRE 11118'GIA93 BITE INSTRUCTIONS. (DLO) / / 28-OR OVER 6)SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE WHERE THE PRODUCT S 3 3 NOT FLUSH TO THE SUBSTRATE.USE SHIMS CAPABLE OF TRANSFERRING / 78• APPLIED LOADS.WOOD BUCKS.BY OTHERS.MUST BE SJFFrMNRYANCHORED HEIGHT 31 w 31 32 60 TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW 32/ T)DESIGN PRESSURES: GLASS TYPES 4&5 GLASS TYPES 0&7 A NEGATIVE DES ON LOADS BASED ON STRUCTURAUCYC E TEST PRESSURE. / FRAME ANALYSIS AND GLASS PER ASTM E1300. SASS eiAOK 798'1M6RATE0 B.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE,STRUCTURNJ / 0LA69 BMIX CYCLE TEST PRESSURE,FRAME ANALYSIS AND MASS PER ASTM E1300. � 1 3fUB'AMVPALm OR W-4WBPACa T3IPENDTI@tEDOLA69 8)THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNEDRE818T THE WNDLOA)B CORRESPONDING TO THE REQUIRED DESIGN PRESSURE.THE N1TIFIFBRED .Om'WmOM IDP 33-113%STRESS INCREASE HAS NOT EN USED IN THE DESIGN OF THIS r B X33 Br18'AMNALEOOR BE PRODUCT.THE I.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF 4.MW J t4•Vt'MAX.O.C.FWIDTHIS sB Q T'B1BeA[RT1Bt1B0 ANCHORS WTO WOOD.ANCHORS THAT COME IWO CONTACT WITH OTHER 33.47S80VER DiEAo83w.) DISSUOLAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA 30'VISIBLE a r BUBDING CODE FOR CORROSION RESISTANCE OPENIND(OLO) 11n8'OLASS BRE 9)REFERENCES:TEST REPORTS FTL-7088,3679,33BQ3724;ELCOULTRACON TYP.ELEVATION OF 3 NOA:ELCO CRETEFLEX NOA:ANSOAP&PA NDS FOR WOOD CONSTRUCTION AND "� ADM ALUMINUM DESIGN MANUAL. CASEMENT WINDOW11 a 31 32 Fluid. ISS CIt 3NeII bit6 aro TABLE 1: GLASS TYPES 8&9 D,ro t GI..TYPOS Sheet d �1 Y 1LYNN 777 Be.Med Br owa aewwe: 061 ehw 1 SII&'Lemi 118 -.01X1'PV13,i/8 M 3 GENERAL NOTES--..._._.____t ` GN LCENSFtR,D%. t B, 2 nte•L.Bd Lean-.o9o'sGP-aHBAn & ELEvanoR..____.�__.�.1 �� R.ww481 Oars: ReHdmr 3 7118 LBrr2 10 HIS•.090`SGP-3118 HS) 7 GLAZING DETAILS------ 1 *;• No.58705 4 71W Lang.G 118'An-7118'ar-VB'An-.OLID'PVB-V&'An 6 INSTALLATION___..._...___.___.2 _ r. AS9EM8LY TIME DETAILS.___3 - `( `� - ® 0asaipUmc �Oe^�' 5 78 lam.1G vB'T•7/1e ar-Ire An-.o90 ws•tre An a AN OR SPECIFICATIONS.-4 `0 i a; GLAZING DETAILS J ROSOWSKI 8 718'LOW.IO IV An-114'AU-3118'AR-.000'SGP-3118'M 9 ANCHOR QUANT1TIEs. ___.4 -�.• 31$13;'rL� 7 718'Led.G 18'All•114'AU•3118'119•.000'9OP-&r18'HS 7 DESIGN PRESSUREg„_,,, ,e-8 :�,0•., STA E D r 70 1070 TECHNOLOGY DMW -W 0ero: 8 7B'Led.G�18'T.IIWAU-3/18'HS-.080'3(3P-3118'HS 7 ASSEN.BLYDE7aLsl3oM_.10 '•FS'`ONAL"• ,GN. y�•F��n34X45 CASEMENT WINDOW DETAILS-LM$SM 08/08/12 P.O.BO%1528 '7771Srrr1 lr1 til 3..re./uo4e6 SASS• wren: O,ow,2 A LYMl UALER PF. CERT.OF AULH.029298 CA-740 NTS 1 OF 10 'MD-CA-140-LM PPJ 60108 *go* *asses 00 *0:Oo 0 O 0 INSTALLATION INSTALLATION INSTALLATION OPTION 1 EDGE L EDGE DISTANCEOPTION 2 OPTION 4 INSTALLATION ANCHORS OISTAttCEI INSTALLATION ANCHORS INTO 2X WOOD. tX)NCRE'7FJCMI7 INSTALLATION ANCHORS DIRECTLY INTO METAL AS REQUIRED PER pgRANCHOR DIRfiCRY INTO MASONRY. TABLE 3,SHEET 0 2 EMBEDMENT REQUIREMENT BUCK WIDTH MAX ATTACHEDTO 82 TYP.ANCHOR IleSHIATTACHED TO 13, 18 FRAME 301 1p 11 TYPE. EUM !NT !; f•. VENT SRL 89 13 012STEEL SEUr,Ob I NG AND EDGE •' 4 e 32 33 80 12 BMS,SEE TABLE DISTANCE PER SUBSTRATE. 28 S.SHEET4.22 23 4 SE"TAE O 3 SHEET 4 pp DARE APPROVED EDGE 18 84 MULLION,ALUMINUM. 3637 8 DISTANCE 38 39 STEEL FRAMING OR Q • 82 82 ATTACHED TO VENT SILL 35.37 W STEEL STUD. ATTACHED TO ! FRAME JAMS[ 13 EMBEDMENT 1 24 �.VISIBLE uGKT WIDTH(OL0) 3 B r 83 710 FOR SNUBBER REQUIREMENTS. 8 E%TEWOR EXTERIOR ASV NTT JAMB� OPTIONAL ADDON SEE TABLE 4,SHEET 4. _ WINDOW WIDTH 12 FLANGE 0 HEAD. SILL JAAM HORIZONTAL SECTION A-A EGRESS FORMULAS: WINDOW B7 11 �. WIDTH,WASH HINGE:WINDOW WIDTH-13,12 HEIGHT JAMB NOTES: NOTES: WIDTH.EGRESS HWGE:WNDOW WIDTH-7-12 VISIBLE 14 10 HARD- 1)USE ONLY SUBSTRATEAPPROPMATE / t)WHFNINSTALLING HEIGHT:WINDOW HEIGHT•0 LIGHT ANCHORS LISTED ON TABLE 3,SHEET 4. / COMBINATION UNITS. LIGHT FOLLOW EMBEDMENT ANO EDGE / / ADDITIONAL INSTALLATION VISIBLE LIGHT FORMULAS: (OLD) SUCK DISTANCE LIMITS.ANY INSTALLATION / / iP MAX ANCHORS MAY NEEDTO BE WIDTH:WINDOWWmTH•7 HEIGHT OPTION SHOWN MAY BE USED ON ANY /a / INSTALLED 7HR000N THE HEIGHT:WINDOW HEIGHT-7 SIDE OF THE WINDOW. / / WINOOWFRAMESATIVMAX. ATTACHED FROM EACH SIDE OF THE FRAM TO FRAME 2)ALL WOOD SUCKS LESS THAN I-12• ASSEMSLYTUBE CENTERLINE. r THICK ARE TO BE CONSIDERED 1X ,`-Cti SEE TABLE BELOW ATTACHED TO I © J INSTALLATIONS.7XW00D SUCKSARS FRAME JAMB L OPTIONAL UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE WOOD BUCKS +{ 101MAX AO•bnN Al hme RpWeO anawh DEPICTED AS 2X AREt12•THICKOR SEE DETAIL A2,BELOW S3ftdNaF—AttamBYT A %ANTL A JAMB r GREATER lXAN02XSU—(WHEN USED))SHALL BE DESIGNED TO PROPERLY i NdDI A B.08D TRANSFER LOA03 TO THE STRUCTURE. 1 tr•2L3' 0 0 02 WOOD SUCK DESIGN AND INSTALLATION _ 23•-MV 0 / 38 3903 IS THE RESPONSIBILITY OF THE ENGINEER Ze'� f i OR ARCHITECT OF RECORD.MAXIMUM ww- A 17 SHIMTHMJ(NE3S TOSEIAP. ib" " , A B,C80 20 16 18 1r-220• 0 0 82 DETAIL 2�'AIL 2Y-280- 0 1 21 Al A2 244 i 1 4PPro'mlat4A+P11143 rI161IN Fio OvI Ca04 8 80 butt NOAB 1 18 84 IX WGOD NY LYNN,y7'�7, Reritb 37: mtx• Bevim'ea: dr ml BUCKSTRIP, ; ao . SEE NOTE2 ; '�,\CENSF'�KK.p'� 87 y T7 THIS SHEET. Redea9 Sy: Oat^: Rnsaton' MAX SHIM ;' Na.58705 •'*' i EAIDEDMEM -°I * ! 1- S ® CROSS SECTIONS&INSTALLATION J ROSOWSKI PCER ANctHaR s. ,�0�'., a IB tom: Xb70 TECHNOLOGY oRNE REKXnaen ENr F •FKD rOP N.VENICE.FL 3427s CASEMENT WINDOW DETAILS-LM&SM 08108/12 INSTALLATION OPTION 3 NAL ` NW(omi$�FL134274 INSTALLATION ANCHORS THROUGH VERTICAL SECTION B-B 77r„ N«>Qu sem.: s.aa D,atin2 IX SUC(STRIP INTO MASONRY. ALYP V�FR P.E CERT.OF AUTH.829296 CA-740 NTS 2 OF 10 MD-CA740-LM 0000 • 009 •• •••• • 0000•• 0000•• •• • • • 0000•• 0000•• • • • 0000 •• • 0000•• • • • • • 0000 0 • • •• 0000• 0000•• •000•• • • • • 0000• 0 • •• •• • 0000•• 0000•• • • • • • • 0000•• 0000•• 00 0 Goes 0•.000. .... . e .. • •..• ...... . ...... 000* ..... .e • • • . :Gose ...... .. .. • . . ...... . . . . .. . e .. CASEMENT(X) CASEMENT/CASEMENT(XX) AWNING/CASEMENT/FIXED CASEMENT(XXO) ,�°,w°,mm�1e2ulalno THBBHEET Flvrlin WI*q w1 �.5-- FIGURE I: 10',SEE NOTE 7,�- PXRIRE 2• 740 SERIES � p�iam aPr°dvel m 1AN AWN NO ° ASSEMBLY ✓ TUBE FRAME ASSEMBLY TUBE NOT HES HET 0D ES: \ 1)DIMENSIONS SHOWN ARE \ 740 SERIES TB'-TO•TIP DIMENSIONS FOR EACH A� —CASEMENT--'+� ./)/ INDIVIDUAL WINDOW.FOR SIZES NOT a f } (p/ WINDOW W/ SHOWN,ROUND UP TO THE NEXT WINDOW WIDTH AVAILABLE WIDTH OR HEIGHT I��• 740 740 / DIMENSION SHOWN ON THE TABLES. gQ CASEMENT A e YCA3EhR.M •.E (dJ FRAME 2)ANY 74DSEWEB PRODUCT WINDOW TUBE W,�K, - �ASSEMBLY._� (CASEMENT,AWNING OR FIXED � 1 _E TUBE CASEMENT)MAY BEAT TUB EF R J bbb / 1 ALL FRAME ASSEMBLY USE THE WINDOWS N a 740 SERE9 / NOA FOR ANCHORAGE.SIZE AND FIXED= / DEBKNN PRESSURE LIMITATIONS. Q 'SEEPRODUCTSNOAFOR - 3)ALL WINDOWS IN THE m m INSTALLATIONCOMBINATION UNIT ABLE TO 740 SERIES / \ STALIATSPECS NCMDUALLY COMPLY WITH THEQ CASEMENT EXTERIOR /ll J7/ REQUIREMENTS OF THEIR } O WINDOW �1. / W/ RESPECTIVE NOALL 740 SERIES 74G SERIES FASTENED TO TUBE TO BE W } AWNING CASEMENT FASTENED TO WINDOW,AS SHOWN FOR SINGLE UNITS: W ,N, WNmOW DETABS,MMMN.O12X1'SHEET METAL SCREWS.USETHE SAME (n E O 1)DETERMINE YOUR WINDOW SIZE MIN.812 X t'SM9 SPACING AND QUANTITY AS THE AND GLASS. -THROUGH FRAME OPPOSITE FRAME MEMBER. 0 LU n INSTALLATION HOLES 2)KNOWINOYOURANCHORTYPE ASSEMBLY TUBE Y 8)TME FRAME ASSEMBLYTUBEMAYNOT EXCEED ANb SUBSTRATE.DETERMINE TUB MIN,012X IN A6r FLANGED WINDOW)OR BE U YOURANCHOR GROUP FROM kOL N 12 X USED N TEE OR CROSS TABLES.SHEET4. I-SMS THROUGH CONFIGURATIONS. THROUGH 740 SERIES THROUGH 3)FROM SHEETS&9.FIND THE INSTALLATION INSTALLATION HOLES 8)THE FRAME A38EM118LYTUBE B ® n �i SHEET FOR YOUR GLASS TYPE. HOLES NOTREOUNEDTOSECUPPED TO m a SERIES FIND THE PRODUCTS DESIGN THE SUBSTRATE.ALL EXTERIOR i m PRESSURE FROM THE TABLE 7(-"MEM EXTEPoOR FRAME ERES OASENENT JOINTS TO BE SEALED BY INSTALLER. LABELED'DESIGN PRESSURE W�,A, ASSEMBLY YANDOW 740 BERIES (PSFJFORSNGLEMNDOWS,ALL �j TUBE EX{ERIOR EXTERIOR FIXED 7)FOR ALL COMBINATION UNITS, U �j ANCHORGROUPS•. CASEMENT ADDITIONAL INSTALLATION ANCHORS 4)DIMENSIONS SHOWN ARE HOR¢OMAL SECTION CA WINDOW' MAY NEED THROUGH TO BE WINDOW WFRA SAT ag TINTO•TIP.FOR SIZES NOT toMAX.FROEETACH THE SROWN.ROUNDUPTOTHENEXT FOR EAC4MNDDOW IN A VERTICALLY OR HORIZONTALLY COMBINED ASSEMBLY. VERTICAL SECTION D0.O VERTKAI.SECTIONE-E FRAME ASSEMBLYTUSE AVAILABLE MOTH OR HEIGHT CENTERLINE.BEE TABLE BELOW DIMENSION SHOWN ON THE 1)DETERMINE EACH INDIVIDUAL WINDOW TYPE,SIZE AND GLASS MAKEUP.SEE FIGURES 182.THIS SHEET.DETERMINE YOUR ANCHOR GROUP FROM TABLE 3.SHEET 4. TABLE& SM°dit F—A.-Njru AT) N.•••••.,/ �i 2)FROM SHEETS BA.FIND THESHEET FORYOUA GLASS TYPE. Wyygy gmlm �� •�\CENSE''•,F.�'� 8)USING THE TABLE LABELED LL W." A S, 'WNDOWANCHORSREOUIRED' 3)FIND THE DESIGN PRESSURE FROM THE TABLES LABELED'OESMPRESSURE(PSFjOR FWNDOWSATTACHEDTOAVSTMILHVJAEASSEhWYTUBE'OR-W&)N C8O tt! ••�' (TABLE 2,SHEET 4),DETERMINE PRESSURE(PSF)FOR W7NDOWSATTACNEO TOA HOR RAL FRAMEASSEd8LYn4W,DEPENDING ON WHICH WAYTHE FRAME ASSEMBLY TUBE IS ORUNTATED.THIS 1 e' 0 0 _ No.66705 THE NUMBER OF ANCHORS MUST BE DONE FOR EACH WINDOW IN THE ASSEMBLY,AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY.DIMENSIONS SHOWN ARE TIP-TO-TIP. 23•20.0 0 1 _ NEEDED INTHEHEM,SIANO FOR SIZES NOT SHOWN,ROUND UP TO THE NEM AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TAMES- 28'� 1 1 JAMBS OF YOUR WINDOW "ro.' 3 l9/3 B)INSTALL AS PER THE 4)USING THE TABLE LABELED'YINDOWANCHOR3 REQUIRED'(TABLE 2.SHEET 4)•DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD.SILL AND JAMBS OF Fympl pM 8,C8O ��O•'• STTEOF •(E/� YOURWINDOW. p TP-228' 0 0 ::cLOR1OP.•�(.J�` INSTRUCTIONS ON SHEET 2. 6 "SS 8)INSTALL AS PER THE INSTRUCTIONS ON SHEETS 2.3.NOTE THAT ADDITIONAL ANCHORS THROUGH THE WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED(SEE /�N -F'�� SHEET 21,AND THAT MW.812 X P ANCHORS ARE TO BE USED THROUGH THE FRAME INTO THE FRAME ASSEMBLY TUBE(SEE DETAILS ON THIS SHEET). �I!IYNN €R.P�C P MNOE • • • •••• •••••• •••••• •• • • • •••• •• • •••••• •••• 0 00 00:069 • • •• •• • •••••• • • • 0 a • • • • • • 600• • 0000 0000.. 0000 • . . • 0000.. 0000.. .. • 0000.. • • 00000.. .. . 0000 0000.. 0000 .0646. 0000.. • • • 0000.. 0000.. 0000... . 0000.. ... . 0 •. TABLE 2•. ABLE 4: Window Mahon Required Jamb Snubber LOCUCOIte WkMoe WMm(W) Glees Type: elpopHrove4 u4amCP1Y1ag M14dr atla 26I Wti 27.3a' 3341r 34 1 Sr PVB SOP UWe 1 AnchorOroup AadprOrup Anchor Orap AmAar Orap Arohor Aoeflateap Ae wGrouP ryOAtl A 8 CSD A 8 CAD A B CBD A 8 C80 A 8 CSD A B C&D A 8 CAD (rypec 1,4A5) (Types 2,3&49) b rProduH Jamb 2 2 S 2 2 2 2 2 z 2 2 2 2 2 S 2 R 2 x 12'Rnn.So P { urge 23' HauBBa 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 �� NCOo each enO.C' S7 rV-11 JMW 2 2 2 2 2 2 2 2 2 2 2 R 2 2 2 2 2 2 a 2 2 Required rex O.0 %7414 Ibad9re 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 it maT.Oom 12'max.Dom 38, Jemb 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 oer84 each ON A 30' each end 830' Wre4 m 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 mar O.C. ..0.1- 4r ex 0.Q 46' Jereb 4 4 4 4 8 4 4 B 4 4 6 4 410 4 4 8 4 6 8 4 H."M 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 9 3 4 3 Jamb 4 6 4 4 6 4 4 8 4 4 0 4 6 6 4 8 8 4 8 6 4WSW n HeWA38 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 JpM 8 B 4 B 6 4 8 8 4 8 8 4 8 8 4 8 8 4 6 8 q /)USE THIS TABLE FOR 11ee4BD 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 9 ALL WINDOWS PER THE SAMPLE CONFIGURATIONS: Dema 0 8 8 B 8 8 8 8 8 8 8 B 8 8 8 8 ". L. ELEVATIONS ON SHEET I. p 63' DIMENSIONS SHOWN ARE §'L NauVB® 2 2 2 R 2 2 2 2 2 2 3 x 3 3 2 3 WINDOW TIP-TO-TEP. Jamb 8 8 8 8 8 8 0 8 8 8 to 0 8 10 6 6]T' Wedl80 2 2 R 2 2 2 R2 2 2 9 2 2 3 a 3 2)FOR SUM NOTON8 B 8 6 8 8 8 10 B 8 10 8 8 10 88SHOWN'ROUND UP TO . LL74 1N4/9D 2 2 2 2 2 2 2 2 2 x 3 2 2 3 2 3 �TH�OR�CO�E § g OJamb 8 8 6 e f0 6 8 f0 B 0 10 8 0 10 8DIMENSION SHOWN ONHledsm 2 2 2 2 2 a x 2 2 2 8 2 2 3 2THE TABLE. X O O 0 3 F XQtyZ TABLES W } Mtn. 0 C Anehm EXAMPLE I:FOR WINDOW COMBINATION SHOWN BELOW.7114 ANNEALED SOPLAML GLASS. X O X X X Q OroP AncMr Buaetrte EMife O.C. Mh' PIWe EmbedmOM Regr4rtl7 174'MASONRYANCHORS O4iD CONCRETE.+70A80P8F DP RE4118RE0,NO ANCHOR PLATE f.. Ild'sled URrcmr Hallow Wank 1' 4 -114' No 111 S.Phe AR• P tWr No CASEMIENT ANCHORS. 4 4 0 O W �n A 814,stea19M3(051 8083.75 A1ao. 318' 514 0.050 No A)FROM TABLE&ANCHORS C80ALLOW ADP OF-111140. O �a00 �(Jl = Q otl14,410838!48 A36 Slee! 38• 59' 0. No 8)FOR THE JAMB,FROM TABLE 3.ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE DESIRED A&%Stud,Or.33 318• 8e8' WV.2D Oa No AND DOES NOT REQUIRE THE ANCHOR PLATE. S.Phe I• 1318" No 6 NU.W0W SMS(05) 0083-TB Abw. Sr8' Sf8• .060' No C)FROM TABLE 2.B ANCHORS ARE REQUIRED IN EACH JAMB• a 6 12,410 SS SMS A36 Elect 318' No AS53 Stud,0,33 38' 610' .035',20 Oe. D)SIMILARLY,2 ANCHORS ARE REQUIRED IN THE HEAD&SILL. ® g r .65k arta 2-1/C 4• 1-318' U4'Morel Umeoal 2.85k C—la 1" 4' 13!4' NO E)OISTRIBUTEANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET I. 10'�{7�►{ Nor-Book 24Ar Y JAM' No F)PER RULES ON SHEETS 288.INSTALL I ADDITIONAL ANCHOR ON"FRAME ASSEMBLY TUBE ....{4 �I I 4•L.,� $�^� C S.Phe 8)8' 11 1314 Yes SIDE OF THE AWNWO(HEAD8 WLL} I '{4• I 2zTlw'-� tlf2,Leel SM 6(05) 063-T5Alum. 3S' JAN. Y. k+7jQ� $ or0f2,410 SS SMB A38 eW 3'3' .05P m ! A65.T 61o0 br. 34 .046'.160x. Yes o� R S.Phe 8'8' 1' 13'8' Yes FMCSEMENTANCHM(8EETTENTENOAk tli4SM 6(051 8063-76 Ah- 34 BIS' Lt es A)FROM TABLE 9.ANCHORS C B D ALLOW A DP OF+701-63.7. ..;4'410 SB 6M8 A30 Steel 30 AM BIaQ,Or.33 318' 6f8' .�6a Yea B)FOR THE dAMB.FROM TABLE 3.ANCHOR TYPE C HAS THE ANCHOR MID SUBSTRATE 10b' / 1524 2.85k Carrie 1• 4• 1314• Yes DESWEDAND DOES NOT REQUIRE THE ANCHOR PLATE. D 1slesUI2.85k C4Perete 2-12 C 4 Yes 7C Holl.Block •1 5' 1-1/4" Yea C)FROM TABLE 28,5 ANCHORS ARE REQUlREO IN EACH JAMB. \ _ •'•*�� Wes oak 2-J.' 4' 1314' Yea *' No.68705 114'41036 3.35k Conaria 1• 5• 1314• No 0)SIMIIARLY•3 ANCHORS ARE REQUIRED 01 THE HEID8 SBI. - C.I.M. Hotbnr. 2-1 I-1/ No - { 3.5k COlmrate 1-lle 1-3'4' No E)OISTWBiTE ANCHORS FOLLOWING(Ml1E7JNE8 PROM ELEVATION ON SHEET t. 1 �•.. 3/bj/3 ,•'w^ dt4 WOW Uproon HWIo>BbokPAI, -14 1 STALE F®eS Wook 2-112' b' 1314• No F)PER RULESON SHEET2,INSTALL 7 AODITONALANCHORON THE FRAMEASSE4BLYTlI1RE 'O'��.''•.AY OR7OP.•••G,��;. SIDE OF THE FIXED CASEMENT(HEAD B SRL} Fr 24�20•►I I� " ......601mF'�.•• t)PNCHORMUST EXTEND A MIMIMUM OF 3 THREADS BEYOND ANY METAL SUBSTRATE 24 44---r11 0.LWM Ma1F.0. 2)ANCHORS MAY BE HEXREAD.PANHEAD OR FLATHEAD. P. .XA • •••• • •• ••• • • •••••• 00 IN • • • • • • •••• •sae•• ease • •• •e••• •ease• • e • • • • sae••• see•• •• •• • see••• •a•••• • • • • • IN ••ase• •a 0•0e o • • •• • :ease: so IN 0000 0000.. 0000 • 0000.. 0000.. . .. • 0000.. .0000. 0000. •• • • 0000.. 0000. 0000.. • • 0000.. 0000.. 0000.. 0000.. ... . . .. . e. FOR GLASS TYPES: TABLE 8: a Do4mnPr "'**Q19SIwxamn,All AwhorGro. 1)5/18°LAMI -(1/8 AN09TPVB-1/8 AN) 4PProwmromMTa&vimwa wDaoawml6 41718 )718°LAMI.IG:(118"AN-7/18°AIR-118"AN-.090"PVB-1/8"AN) nDA6 uMW Zr 2-70140• 27.N4• 91- 331/2' 36• Sr M Prod u 7orxr +ro90 +0,,W .ra-W +rm90 .7a90 4 90 .r.W 238-UW .7&-W .70-06 .7&90 .m40 .moo .70140 +m90 ❑ Br 38018' +71-90 +ro90 .701.90 +ro90 +ro90 .701.90 .7x.80 Wp(pOW 44 +70!•80 +701.90 .701-90 +ro90 +7&40 :0,-W +77&91 HEIGHT bDara .7&-W .ro-eo .ro90 +71&80 .ro9D 7a9D .71--892 W .7&40 +701.90 .701.90 .70,.88.6 +ro4D.6 .Ta-n.7 .71--7401 or .70140 +ro•W +moo .7&-842 .701-lea .701-73.7 .701-70.1 WP100'A' �- i2' +m9 .7m47.2 +701-77.7 +WN79 .80r-W .em.Bae .1-89.3 71 +1&-90 +7&44.8 +7&•76.7 +147.3 +1.6119 +1-672 ;71 8 BEE MEETS I&4 FOR 84- +70140 .70'-80.4 4701-71.3 .ON-Mi +1-842 P\OOMANCHOR LOCATIONS AND QUANTITIES. � 01f Z � � TABLE 8: N \ DOSW PA-oe(0311 l&WUtfte AUWJW to a VM4W Fronia AnWNY Tbo O Q O m WBAowWIAO 8 u) un0er 23' 261&16• 27.314• 30' 1 331tr 36' 37' 8 o d 0 Anchor Group AOchm GRW* Aoa.Fkap A-l-G.9 A.bm Gra* A.W Ofap MGaa 0lrouP (() A B C 0 A 8 C&D 8AC&O B AC&O A 8 C&D 8 AC&D B AC&D O Fes. uo 23• .7x.90 .71-.90 +70,.90 +10,.90 .1x.90 +m-W -701-701-90- .70,-W .70,90 .=.90 .7&.90 .7a-9D +701.90 .mm .7x.90 .701.90 +T0,-W .70140 O 2615118• 40190 +m90 .M.90 .7x.90 +1&90 .71-.90 .701.90 .70,-90 .701.90 .70,90 +71--90 .701.90 +70140 .7m.9D +701.9D +10190 .70F9D .Ta-9D Z 38.'48' +7&.90 .101.71.6 .701.90 +1x90 .7.111 .m-93 +71--90 .m.90 +701.90 .m.90 .im9D .7&.90 .M-90 .7019D .10,-90 +70,-90 .%90 .7&.9D 48• .m-73.1 +/373 +701-90 +0,.90 .1448 .70,-BD +0,90 +70190 +70,.90 +701-87.8 .m90 +0,90 +70f-78.8 +m-40 +0,-90 +0,90 •70148.9 +m90 Y 0: fi0W +t493 +1343 +70'•90 +0,.90 +191.4 .70-90 +m.90 +ro-90 .70,90 .701432 +70,-9D .7&.90 +7&•74.8 +70,-90 .70149.2 .ro90 +147.3 +7&-892 d W W H388 H•4&8 +0,-84.7 .m-W 4-81.8 «&41.2 .]0190 .10,-75.9 .70,.90 +701.102 +&48.6 +701-80.3 4429 .1x40.8 +ro-75.2 +m-71.7 +701-71.2 +7&-143 O Z fill!! 'u n 63• U33T 4438 .&407 +ULK5 .1.49.3 .1-77.3 +m-W H0,.123 +70,9D H.869 •&44.3 +11-.18.6 +1388 +7&-78b +m-71.8 +7x•73.7 481.0 +7&-7Q7 (O (� $Q i&MA)L-►I Ir- T`SENBLY � fu 1 71185 TABLE 7- �n D"tila P-oWO br MWM Atteotnd to e HeOMW Frans Aeembll TWO T ® �N B WN4-WIA6 t IIFIOiii fi A ul�i W4er23- 261&78• 273P 30, 3411 3'Y 3r WQ700W FRAME zr` HEIGHT ASSEMBLY Group Group Gro1M GraT Anotpr Orap Arpt4e Glaip Aroh4rGmu* TUBE �WwppW l- ANCHOR R"u�� LL Atl All All AO B AC&D A B Cd0 A B C&0 t&MAX WaTH 14),1FRE0- _ 06 und4r 23' .ro9D +0,80 +ro90 +71-90 +&42.1 +7&90 +0,90 +&-789 +70-90 .ro90 .m-71.3 .0,80 ADOrtIONA< SEE SHEET$1&4 FOR WINDOW ANCHOR 2611-18- +70190 +7&9D +0,90 +77&-90 +m9D +0,.90 +&•88.8 +0,90 .0,90 +0,44 +70-90 +0,-80 ANCHOR LOCATIONS AND QUANTITIES.SEE SHEET \\\1111 Irll 384]0' +7&90 +7x40 .70-90 +70-80 +71-.90 +7&90 +7&40 +70,40 +7&.90 +7W-W +m90 +7&40 (411FRE0. 3 FOR ANY ADDITIONAL ANCHORS 48• .Ta-8D +7&90 +0,80 «7&90 .1•BD +m-90 +m40 +0,90 +71-90 +0,90 .m9D +0,-W wwwI TUBE REQUIRED FOR THE FRAME ASSEMBLY ��a� GEN 608'8" +7x90 +ro90 +ro90 «m90 +ro90 «0,40 +0,.W +0,•W +70-90 +70188.2 .&119.2 .7&892 � 9010TH r� '•.*�� W +77&-90 +]0190 .0,90 .&48.6 +7&409 .70140.8 +0,77.7 +701-77.7 +m-77.7 +701-742 .1x-74.3 +7m-rd3 =*' No.68705 = SEE SHEETS 1&4 FOR WMMANCHOR 83• .70,.90 .0,40 ,0,•W .&44.3 +m-78.6 +7&.789 .7&-7&7 -M-M? +&•737 +70,.70.1 +7mAal .m-70.1 LOCATIONS AND auANTrrlrS.BEE SHEET TR• +7&90 .m-87.2 +ro-77.7 I+Ta-719 I+90/424 .80142-8 .0&-80.9 .8&40.9 +81-4'-8.9 488.3 +l•�3 +7393 3FOR ANY ADDITIONAL ANCHORS 7B' +7&90 .&44.6 +7&.7&] 44x.3 H•5&B +1-80.0 +147.2 H872 4472 44&11 «]•35.8 N•Se REQUIRED FOR THE FRAME ASSEMBLY iP0 STATE OF Be .70,90 +ro40.4 +71-.71.3 +em421 1642 +1892 TUBE. ��`�'•........... NOTES: 1)BEE SHEET 4 FORADODIOW L SAMPLECONFIGURATION6. A LYNN IOLIER,PE 112)BFE SHEET 4 FORMUSBERRECUIREMIUM. PF968108 0000 • 0000 0000•• 0000•• •• • • • 0000•• •000.0 0 • • 0000 00 • •0000• 0000 • •• 0000• 0000•• • • • • 0 0 000000 •000• •• •• • 0000•• 00 0 0000•• • • • • • • 0000•• 0000•• •• • 0000•• TABLE B: FOR GLASS TYPES: aRpro.dnorrn IP13lee Mlhthe a D.10F 8BB e8 0m9 a ,tAB doors Q.*. 2}7116°LAW(3116 AN-.090°SGP-3/18 AN) o d° mmegC.d ?4t WYWO mda23' 26.1518' 273'4' V 33.172' 3V ar PrW ' 8 .9W-130 .970.130 .aa-13D -9W-I30 .901-130 .Ba-138 .Ba-130 25-I&I ❑ D7,;/- 757518' e9W-130 +W.130 921190 *M-130 ,801130 +w-i30 .921130 NEpHf / 38.18' .BW-130 .901-130 .901.130 •W/-130 ,9W-130 .9W-13D .9W-130 48' .90/.130 .9-130 .80'•138 .W1-130 ,901.130 .88•.130 .0.130 WWr ,9W-130 .Wf-190 .9W-13D •9(1F13D ,9W-130 .W.130 .8-130 W e=-130 ,8x.130 .8-130 .9W.13D .-4130 .9x•130 .9-130 � Sr .W430 .9-130 .8W-130 .921-130 ,-4130 .WY-13 .9W.129.8 SEE SHEET3184FOR 77 .W-130 .9-730 +9x-130 .8x-130 .992.128.1 .9-122.5 .Wl•113.8 WINDOW ANCHOR 78' •BW-130 .801.130 +80'-138 •992-130 .8-12d.1 .8x-118.7 .80!•107.8 LOCATIONS AND QUANTITIES. W e4' .WV.130 .•01.130 .9x•130 .992-130 .-411&4 Q oC TABLE t. CV Cmlpl Pm.umW fa Whldaw Altubtl to a Vot"Fleme A =U7 Tube O (� ¢ LL O m Whld..Wldh D W W yCO unda2r %1518' 27.310 30' 38117 35' 3r � a 015 A..h.G-p And.Gl.W AndW OW Anchor Omup Anda.Oreup ArW.Omar ArxWG-p A B C D A B CaD B A,CBD A B CBD A B I Cao B A•CdD A B CBD N W.23' .7-.00 .792-90 .m.W .792-W .70.90 .m.W .70.90 .701-W .m-92 .77050 +7090 .701.90 -M4)0 •701-90 .m-W .70.90 .7090 .70-90 .70.80 •7090 25-1518' .701-90 .71190 .701.90 .7x.90 .701-9D .701.90 .70.90 .701-90 .70.92 .770.90 .7030 .70190 .741.90 .7090 .m-W .70.90 .70-90 .7090 .m-90 .m-90 Z 354V .70140 .m-71.8 .701-9D .70.92 .70-81 .ra-90 .m-W .7-.90 .701-90 .192.92 .m-90 .7090 .70f.90 .701-90 .ro-W 4x.90 .m-W .ra30 •m.90 .70.92 LU 4b• .70.731 .19.3 .701-90 .70190 144.8 .701-- .70-60 .m3o ,7090 .10190 ,7037.8 47090 .70.90 .7090 .7030 .70.90 .70.92 .701-N .m.8Q9 .70.90 � Q. 92.58' .1893 .7-1.3 .70190 .7098 .7.61.4 .701-W .m-90 .7x90 .m-90 .701.90 .70832 .m-90 .701-80 .701-W .ro-90 .70992 -7W-90 -701-90 •7x943 .70.92 WSJ p, Ba .7-8.5 0458 .70947 .m9 .1.51.e .7041.2 .7030 ,70.719 .7090 .70.89.8 .70-70.2 •7030 •7080.3 .701.78.8 .ra38 •m•7a2 •m-90 .7x-90 .%71.2 .70.90 O z n 87 .7.55.7 U438 .701490.1 .ro.89.8 •7.49.3 .70.77.3 .m-so ra0 + . 3 8B.9 700 . -7Bs . -71.8 .701. .7018 . . . 9 . - U_r Lu p6 to � FRAME 1� U 1WMAX ASSEMBLY TABLE IO: TjW� I TUBE O.Ign Prewure Wfa Wad-AU.WIo.Mai4W1.FImna A-d*Tube T T ® d Whd.Wldh T WEIGHT y'pj r e alfa 23' 241518' 27-924' 3r 33-IM 35' 3r HE ASSEMY � a! Anchor A.1- Anchor A." AndW Anchor 4n Or.N Omry Oro- Oraq 70x01 Orarp Amha Droop AmAor Orap 1� , �, AAWTIOXAL NCHORSp; o Al All All A9 B CaD A B CBD A S Cao D1der Z3' .7x-90 ,70-90 .770.92 .7090 •70.821 ^•7x•90 .7&.90 .m-7x5 .7030 .70-90 .701-743 .701-90 ADDRgNAI. (4).IF PEO. c� OR 257518' •7-W .70-W .701-W •70.90 .m.W .7-90 .m-89.8 .7090 .70-90 .7086 .m-90 .ra-90 ANCHOR SEESNEET8ND QUAN4 FOR WINDOWESHET (41 IF REO. LOCATIONS AND CI)AN1117E8.SEE SHEET 1111 II 38.319' •m-90 .7090 Nm-W •70.92 •7090 .m-90 .7&-90 .7x90 .70.90 .7090 .m-90 •70.92 3FOR ANY ADDRIONAL ANCHOR6 \ / 48' .m-W .m-9D .701.80 .7x90 .7090 .701• .7x90 .7098 .m• •70- W W 90 .70-W +m-90 I WOppWI �EN-REO FOR THE FWU7EA88EMBLY 92.58• .m-90 .701-W .70190 .70-90 .7030 .701.90 .7&9O .7090 .7-90 .70.90 .m-W .7090 ~'I YApTN 1'F- :.?,.•UGENSF''.:F.P��: 8P •7x90 .70t-90 .770-90 .70.92 .70.90 .7-W .7&90 4701.90 +Tot •70.92 .70.92 .70.90 SEE SHEETS 1 a d FOR WN"ANCHOR _tkY:'• l)t' 87 ,70-90 .7030 .77090 .70.80 .m90 .7-W .m'-W .7x.92 .770.90 .m-W .m-W .ra.90 LOCATIONS AND OUANTITIEB.SEE 911117 No.567!15 77 .m-14 +70.90 .77090 .70-W .7&90 .ro•W .70.92 .770-W •m-90 .m-W •m-92 .7090 3FOR ANY ADDITIONAL ANCHORS 78' •ra-90 .70.92 .7090 .70-92 .70190 •7x30 .7090 .70.80 .701. REQUIREDIWRTHE FRAME ASSEMBLY a� 90 .70.90 70.92 m-90 Tum %� '•. 4131-3 :777 64' •7090 .70-90 .70.98 .70.90 .m-W +701-W Q� STATE OF NOTea: 1)811 811117 dFOR AOORIONN.BAMPLECO:lFmURAT107m. 11Y70l MUP.E. 2)BEE BHEET4 FOR SNUBBER RE000iFA4I4B. P.EDm703 • • •••• •••••• •••••• •• • •••••• • • •••• •••••• •••• • •• ••••• •••••• • • • • •• •• • •••••• i FOR GLASS TYPES: TABLE 11: De*n Pmra9m wrn tot81mle Wm047w,ADAWW Omn9r 3)7/16°LAMI(3/16 HS-.090'SGP-3116 HS) 4P9rom..m U'9201111 ua ��\\7/6"LAMI.IG: 3116'AN-1/4°AIR-3116'HS-.090°SGP-3118'HS 79°`101° wam° 1 YNdan WWN +/ ( ) Det4 1- 9mlerxl• 231Y18' rJ3/a• 30, a3v2• 35• 3r 9)7/6"LAMI.IG:(3116°T-1/4'AIR-3/16"HS-.090"SGP-3116"HS) •OAe odor 23' .801.130 .8-130 +Ba-190 +Ba-130 +W-130 +901-130 .801.730 7'��_j 2&1.18' 0,a-130 +301-13D +e°/-130 +BP'-190 +801.190 +ea-190 +ea-130 38.119- +901-130 +801-130 +801.190 +80.1130 +901-1311 .90,.13D +801.139 44 +901-130 +Ba-13D +901.130 +BM-130 .801-130 +Ba-130 +801.130 T_P WNDOW 504W .9W130 .9.130 +BW-1� .8W HEIGHT 130 +9W-130 +9W.IW ,Ba-130 I 00, +90'.130 +8.•130 +90!.130 +90,-190 +OW-130 +801-130 +8.130 L 83' +8.730 +9.130 .BW130 +9W130 +8.133 +8W.130 +8W130 .-�MIDOW I„r 72' +9W-130 .80'•130 .9.130 +BW-130 +BW.190 +8.130 +94,130 WIDTH 78' .8.190 +Bad30 +W.130 eW.Im .BW130 .ow-130 +9w.Im SEESHEETS I&4 FOR W 84' .Ba-130 ,801-130 .eW130 .BW330 .9°%190Qn LLOOCAD NS Atm QUAMREB. otl . 0007 fZ TABLE 12: N d O DNIM PrtlaWe(Pl)fa WNdM ARWW to a VmUod Toone Awemt47 Tuba O QF O L11 Wind.WIM 1 nnd.23' 2&15'10' 27414' 3V 331? 35• 37' d Q A Asha G-P Anct.Q.p AWW GrWp Ab.Group Andes.G" Ah.Gtary Andros Grail /n A B C D A S C&D B A,C&D A B C&D A I B CAD B AC&O A B C&D W O -1.23' .701-90 +70190 .70190 +701.90 +m-90 .raSO .7940 +7940 +M4a +m.90 .101.90 +701-90 .701.90 .701.90 .ro4D +70190 +7990 .79.0, .m-W +m.0, R' x515717 +ra90 .r1-W +m-W .ra90 .m-90 .m-W .m-W .79-90 .ro90 .m-0, ,ro4o +meo +701-90 .Taco .Ta-W .m-eo .1a9D .m.90 .m.9D +m.90 N Z 38-NO' .701.90 -7V 71.6 +701-90 .7a-9D .70141 .701-90 +m-90 +701.90 +701-W +7W40 +m40 .moo .ra40 .70190 +79.0, .m- 9A 48• .7.731 ./47.3 +701.90 .m.0, +1.84.8 .701.90 +79.90 .lar.90 .7W-9° +7990 .7947.9 +ro-W .701.90 .701-90 +ra-W .701-W +79.0, .7014D +70,48.9 +m-90 a {•" '50418' +149.3 011.84.3 +701-90 +m-W +141.4 +ra-W +m-90 .701.90 .7x-90 .moo +7943.2 +ra-90 .m-W .m-90 .7019D +m4S2 .m-W .70,.90 -70,.81.3 +ro40 a Z 80' .Iw+5 .1.45.8 +79447 .7019° .141.8 .70-K2 .MM .W.MU +ro-W +ro49.8 +ra-0,.2 .moo .79403 .m-78.6 +ro90 .701.752 +m4D .701.90 +701.71.2 .7111-90 O Z 93' .I-55.7 .143.8 +71487 +70,49.5 H.49.3 +70,.77.3 .7990 +ro-YG3 .70(-9D +mffi.3 +14&9 .79-90 +m-76.b +701.749 .70190 .Ta-TLfi :79.0, +m4&b +147.8 .m4D �$¢l (n Fg�(7 y Q gR Q AIE y� b� FRFU J4U ASSEMBLY TABLE 13: aaetgz. TIME T� DOMPn I`-(m4forV4ktfte AOazhad to a Ha Iould Faa0 AsumUy Tube T e WIaIw Wdlh + WPIDON n W.2r 2616r16' 27374' 30• 33,12 35' 37' WINDOW FRAME HEIGHT HEIGHT kw- know Anohor Anoka AWhot AWW -ASSEMBLY TUBE Y URI, GroOp Glary Group G.M amup Group An4hot Gtorp Anchor G.Wp ,�wwmw�, ANCHOR �1o$ o AD AD AO All B A.CBD A S C&D A S C&D 11MAXWIDTH (4).GREG. aia .mdar23• +7740 +m4G +M40 +781-90 +7942.1 +70190 +70,40 +701.18.6 .79-90 +m-P° -70174.3 +M-90 r AODTIONAL ME SHEET81&4 FOR WRIDOW ANCHOR 25-16NS' ,i&40 .7W-90 +7740 .781-90 +7940 .Ta4° +70148.8 +7940 +7131-90 +701.84 +71Y-9D •799° AN"H(4�IFO LOCATION8AND QUNRrM&SEE SHEET Milli 11 383W .7740 +79.90 +79-90 .7W40 +7940 +moa +70140 +m-W .7940 +70140 +701.9D +m-9D 3 FOR ANY ADDITIONAL ANCHORSL.....44/ �7 4&' +7740 +7740 .79-90 +7940 +7740 -709D +70(40 +m-W .7a-P° +m-0, +79.90 .711.90 WIND. REQUIRED FOR THE FRAhEASSEht%Y ` A�� •• .(( TUBE. +1.;'�\CENSE'; moi 60&12' +7740 •7940 +7940 _;4V4° +70(-90 •7990 -70,90 +m-W +79.90 +79.0, +79.80 0790. W21TH 80,' .77-80 +77-90 .77.90 •7&40 .10(00 +7740 +70,40 +7940 +7940 +m-W +T(V-90 •79-90 SEE SNEETS1&4 FOR WWDOWANCHOR *:• No.8870.5 83' .7.40 .774° .70(-90 .7940 +7940 .7740 +7014° .79-11 +7940 .79-90 .7940 +m-90 LOCADON$AND QUANTITIES.SEE SHSET 72' e7W40 .70,40 HORS +70,90 +715040 .7740 .ro40 +7W-90 .m-90 +79-9° +79.48 +79-90 +a 90 3 FOR ANY FORADDTHE FRAME ASSEMBLY FOR THE FRA9AE ASSFlA9Lv �'O. 3 lS/3 7B' +71740 .7940 .7.90 +m•90 .M.Ga +m.90 .774° .m-W +W40 +7940 +7940 +m-W TUBE. ". STATEOF Tlr: 94' +7W-W .7W9D .7&90 +70.90 .79-90 .7(Y-90 NOTES: 1)96581EET4 FORADPRIONALBPh1PLEfpNFRiUPAT.ON9. ALYt81 A9L1ER PE 11 2)SEE SHEET 4 FOR BN1AiSER REWmEMF.tiTB. PED6e7Q4 0000 • • • 0000•• 0000•• •• • • • 0000•• 0000•• • • • 0000 ••9•s9 0000 • •• 0000• 00.99• :000:410 • • • • • 0000• •• •• • 0000•• 00 so • • • � 0 0000•• • • •••9.9 •ase •• • : • • TABLE I4: FOR GLASS TYPES: Dlllp P11-(PI)ar She WIIW-,AD AW.W." 5)718"LAMI.IG:(118"T-7/18"AIR-1/8"AN-.090"PVB-1/8"AN) 4rrl P:4 P n•++P�t 4•.h Ae 91"d4.. Mt4cw. whw.w VAdih uMer2r 28-16116• 273'P 3- 3&Ur 36' 3T bll7�Ua e Ur4ffw *7040 .moo +m4D .m40 +740 +740 .740 ' nt 2&1&18• *70140 .740 .70140 .70690 +70.90 +701-90 .749 W4400W �• � 38318• *m-90 +740 .740 .740 +740 +70140 .740 1 48' .%90 .7&.90 .m-90 +740 .moo .moo .Talm .L 54&8' *740 *740 +740 +7=40 +7&40 +740 .ro40 4 Or +7.90 .7-90 .740 +740 +7040 +768.6 +764.8 83' +7.W +740 .MBS .70140 +70672 *70184 .70.79.8 SEE BHEETB I A 4 FOR 7r +70140 +740 +70146.8 *781.5 *W-70 +BOl�.4 +W.ATA SOW ANCHOR LOCATIONS AND QUANTITIES. O m .m-80 +m-80 +748.3 *7.78.7 *8&872 .60f4R211W n 84' .740 +ro4D +781.3 .BOf-70 +8081.8 � � �Q � (L1Jl z A TABLE i W Jgn Pmaa W br Whda AltadW W a VONeal Frans AaaW"Tuba CV (n O mWYFM.r W7M LL A undM 23' 2&1&18• 273.4• 3W 33•IfC 36• 3r b 8 o`Op d O I-Olay Al.WG.* Arah4rOIW➢ AW.Grout AnalmQlay ArohaGroup Ah. a" Grout O LLl m A B C D A S CAD 6 A,CAD A B CAD A 8 CAD B A.C&D S A.CaD 6n urger 2Y .701.90 *7=40 .70/40 .moo .7040 +moo +moo .m-90 +70440 .740 .7040 N04O +7W-90 *moo +740 .m-W .7040 +*0140 +740 x 01&1&16• ,7&•90 ,7.90 .740 .7-90 .701-80 .m40 +m-90 +m80 .m-w .moo *7080 +7040 .70'-80 +moo .m4O +m-90 .7.90 .70180 .7=40 $ Z 3$� 384V +7&/W .7.71.6 .m80 .740 .7a4I .moo ,m40 .7-80 ,ra90 .70.90 +740 .7440 .7-90 .ra-90 .m4O .7=•W .780 .7=-80 .m-W (n Z 4B' .m mi W- +m4D .moo 084.8 .740 .740 +7-eo .70140 .7x40 *m47.e .moo +moo +7014&8 .740 +moo +740 .748.9 +7=.90 80•&8• -189.3 .r-34.3 .70-90 .moo 081.4 .740 .m-90 +70140 .7040 .70'40 .7432 .7040 +740 .m-70.8 .moo +7&492 +7-90 +7=80.3 F., 801 0-089 0469 .744.7 +moo 061.8 .701412 .70140 .7-76.8 .740 +7=-818 .7.70.2 .moo +m8D.3 «429 .740 .m-70.2 +7-98.8 +7.71.2 +784.8 j Q• W O 83• +/4I&7 ./49.8 .76'8901 .7048.6 .149.3 .701-77.3 .7=40 .701-72.3 .7040 .7452 088.9 .7040 .7-7&6 089.e .7472 .7011.6 +70144 .167.8 .7.799 •� V' {�. FRAME $� �F 52 pr �( U 10MAY--� I ASSEMBLY $ 6 ❑ L U TABLE 18: T Desgn PteeeaeW IN Whldom AUWMd N a H -!&Ftaex Meeahb Tabu HEIGHT O ata. W WIowYAM T �[7 t l2r 2&1&18' 27-WF-70.1-M 33.12 AW 3r WINDOW FRAME s HEIGHT A88EMBLY W9400W AOWTd)NAL �xEt Mahar AnNm Aro4r Atahor Gro And.GaW Arah.Oyer TM WIDTH (41ff MO. ��9 O.ay G1aW blay b All AM AMD 8 A.CAD A B CAD A B CAO 10 MAR SEE SHEETS I A 4 FOR WINDOW ANCHOR �a# 1naMr 23• .70.90 +740 +7040 +7082.1 .7040 .7=•80 .70-78.6 .7040 +740 +70149 .740 LOCATIONS AND QUANTITIES.SEE SHEET ozl "c 3 FOR ANY ADDITIONALANCHORS 2&1&18• .740 .740 +740 +740 *740 +76&8 *740 +740 +7=44 +740 +760 gP�lL'HpRIR Al REQUIRED FOR THE FRAME ASSEMBLY `11 11111//177/ 38318' .740 .7040 +740 .740 +740 .70.90 .70140 .740 +740 .740 .7.90 (4),O:REQ. TUBE. O ,,,-• 48• .7.90 ,740 .7040 -7040 +m.90 .7=4D +7=40 .moo .740 .7=40 .7 .`�:' ENSp''•660118• +7&-90 .7&40 +7-40 .7=40 +7-90 .7=40 .7=40 .7040 .7=40 .7x60 :ro4o --.ry 6V .740 .740 +7=40 -70140 +m-BD .7048.9 .76&8 .76&8 .7449 .701849 .760.8 _•k' No.58705 83• .740 +740 +740 .740 .767.2 +767.2 .784 *7040 +741 -7&•799 +7.7&9 •ra7B.9 BEE SHEETS I A4 FORWAWOWANCHOR LOCATIONS AND QUANTITIES,SEE SHEET •,_ 7r .740 +7&-90 .7049.6 .761.01 +019.70 +80.70 +8016&4 +6049.4 +8=49.4 +8067.8 .8&67.8 48047.8 3 FOR ANY ADDITIONAL ANCHORS % W� 70 +740 +7.80 +7048,3 +m-767 +8-67.2 +8067.2 +80452 +7&.86.2 +90183.2 +80'6&3 +80613 +80189.3 REQUIRED FOR THE FRAME ASSEMBLY � •. ST TE OF 84' .760 +740 +761.3 .ea-70 .W68I.8 +60141.8 TUBE. ��'n�''•;PCOFAOP%�G�� NOTIB: SSIONAl- �` i)aeE exeEra FQRalmnroNAL eAMPLE col�nuRAilt2m. 2)BEE SNEETdFOR BNUBB611 RE6llBE1-NTB. ALYAM LOLIBR,PE PFJ6B104 V6600 0000 0 0 0 • :0000:• 0 :0: 0: 0 0 TABLE 17'. FOR GLASS TYPES: Ooagn P-Lpa9bteUNm WwvNs,AO Arshu Groupe 8}718°LAML IG:(3118"AN-114"AIR-3116°AN-.090"SGP-3118°AN) --P171a8aUb 901. i'IOH4v Uvb71o0 C lywal 8)7/8°LAMI.IG:(3118"T-1/4°AIR-3/18°AN-.090°SGP-3/16°AN) unQW 2r 25-15iB' 27314• 30 333171 36• 37• Al°�mID do C Im ua4ar2rI 0 .901-130 .eW190 .901-190 .901.130 .901-190 ,901-130 J 25-16719• 0 -OW-130 .115-130 +WI30 .801-130 .111630 .901.130 38018' 9801.190130 .SW130 .801.130 .901.190 .9W-1300 .801.130 .9w.130 .ea-130 .801.130 .Ba-130 .BW-130508/8• 0 .8W-130 .901-130 .BW-130 .mf-130 .90.130 .111.13090• 0 .901.130 .901-130 .901.130 .BW-130 .mF130 .0014308r 30 .80-130 .BW430 .8W-,30 .BW-130 .90.130 .BW-130T2• 30 .mf130 .901-130 .9W.Im ,90F13o ,9W-1M.e30 .801-130 .111.130 .90.1309W.1202 801-11671-108.9SEEBNEETS1d4FORANCHOR 0190 .BW-130 .901-130 .Ba-tm .ea t,6.a LD.A WONSn QUANTITIES. � 4 Q i s� TAKE,B � p 009181 Pr99aWe(p90 fa WMgra Aileched loe VetBGal F.-Ae9eInHNY Tnba LL HI 015-10061 WIQl1 O uMe 23" 26-16H8• 273/6• 30' 3317 35` 3T Ancbo Orap AnNar 0.0 AWw GRop Amboy Group Amb.Group I Anchor Group M"Group A B C D A B CaD 8 CAD A B Cao A B Cao 8 W A, gcaD A e caD W uroer2r .740 .701.90 .70190 .mm .7W10 .701.0 .70190 .711-90 I 01.11 .701.90 .701.90 .7-11 .701.90 .70190 .TaEO .701.90 .7W-90 -701-11 .701.11 .7.90 O Z %11119` .7W-11 .701-90 .70190 .70190 .70190 ,701-80 .701-m .7690 .ra-m .701-90 .Ma90 .701.90 .m.m .76.90 .m•9D .701-20 .7W-m .7W9D ,701.11 ,701.90 � Z 38379' .701.90 .701-71.6 .701-11 .70140 .701-61 ,701.90 .70111 .70111 .7890 .70190 .70-90 +701-90 .701-90 .701-10 .7690 .70.90 .76.11 .701-90 .70111 .70190 48` .711.731 .157.3 .701-11 +70190 .7-64.8 .76-90 .IWm .70190 .701-9) .701.90 .701.87.8 .7W.9D .7x.90 .7a•9D .701.90 m-90 .7W.0 .70.90 .701411.8 .701.90 80318` .1-59.3 N-54.3 .70190 .7W-fl0 4-61.4 .70190 .701-0 .701.0 .7x90 .701.0 .7043.2 .70190 .76.0 .7x90 .70'.11 .701482 .70190 .701-90 .70144.3 .701.90 d 0` .158.5 .1.45.8 .701447 .71190 .151.8 .70t•812 .7W.0 .701.768 .70`90 .71149.8 .70.70.2 .70.00 .70149.3 .701-78.8 -701.90 .701-752 .7.90 .71190 .701-71.2 .701.90 Z y 83` 1455.7 .f48 .7(U4o.7 .7x495 .1.493 -701.77.3 .71190 17x•72.3 .76.0 .70!45.3 .1468 .70190 .701-78.5 .7x•74.9 .7x•0 s7W.71.8 .711- 11 .76495 .147.6 M.90 O "(n U F71 -7 Q r-U f0•MAX ASSEMBLY TABLE tk I TUBE Dael90 Preaeure(Pal)IN VibxtmYa ABaatreo to a Ha07ankt Frema ABMWY Tube R WEGHT 9 WIMor7W81N F1001R F5 uMar23• 26-IUI` 273/4' 3V 33-IW 35• 37• weroHT. ASSIA L 4}gh a F&1(y{T A88EMBLY Ar4har Arxho Am W AMOor AOoror Amlmr Amho Group A.0c,arouP T/a19 WINDOW Group GIol91 6oup AV All AM �P Group A�uPO A B CaD A 6 CdD 1�o-MA)c W111X (4).IF REO. i SEE SHEETS 1 64 FOR WINDOW ANCHOR O 11,2r .70141) .701.90 .701-90 .70191) .70`42, .70190 .7x90 .701.765 .TW90 .70140 .7W-74.3 -70'90 t �� LOCATIONS AND QUANTITIES,SEE SHEET 11111 r1) %15110• .701.0 .701-90 .70/99 .70190 .701.90 .701-90 .76498 .7W40 .70180 .70144 .TOf-90 .7x40 A.0 REO. 3 FOR ANY ADDITIONAL 38-&8• .7x90 .707.89 .70190 .7W90 .701-90 .70199 .701.0 .70190 .70V-m .70190 .7x90 .7x49 4 REQUIRED FOR THE FRAME ASSEMBLY 48• .7x90 .711.0 .701-90 .70190 .7090 .7x90 .J01.11 .701.90 .7x•90 .70140 .7xW -70190 I WMDOW TUBE. ��•l••'�1GEN3E"•.:� 60315• .701-0 M40 -7W90 -70190 .70'90 .701.90 .701-90 .70-90 .7010 .70190 .7Wm .70190 ~ MDYN :' '•.{' BP .701-m .70190 ,70.11 .70190 .7090 eTx-90 .70190 .701.11 .7x90 .791.90 .701.11 .7x90 8EE SHEETS 1&4 FOR WINDOWANCHOR _*: No.58705 . M fir .70190 .7x90 .7090 .7x.0 .7x90 .7x-11 .70190 .70140 .7x90 .7x99 TW90 .7x90 LOCATIONS AND QUANITDES.SEE SHEET iL� IT .TSI-80 .7x90 ,701.90 .70190 .700-90 .7x90 .7W90 .70190 .70140 .70!40 .TW40 .70199 REQUIRED FOR THEm�FRM�ASSS Melt 1 '1813 �- 78• .79/90 .7x90 .70190 .10190 .70111 .7x90 .701.90 1701-m .701.11 .TWO .70190 .7x90 TUBE. :�Q STATE OF f�W` B4• :701-90 +701.90 NW90 .10190 +7W-20 .70190 :'°COR49P•:``G.�`� 1)BEE IRET 4FORADDRtONa.9ANPL l.1) lCURATroI6. ///SS/014-64�,``�• 2)SEE BHEET4 FOR BNlIBBERREQWiEAAffI4418. ALYNN MW.ERP.E Pk1a070a 00* **so* :90: : 04 • 0 :*00 00 0*0 0 0 0000 . 0000.. 0000 . . . . . • • •..0f. . •. 0000.. •000.. so •... : . • 0000 • • •00.00 0.0..0 • .• .• • 0 0••0.. .•.f.. • . f • • TABLE 20: item Dw#.s Daaodpo- Material ASSEMBLY DETAILS 1.124•�. I 7002 Mein Frame Head,5111&lamba..TB Atom ALL DEFA0.8 SHOWN FROM THE DITF.RIOR "z' ° 2 7071 Anchor Plate mm.-T8 Alum 2.010, –1' .t%• 3 7003 Sash Tp,Bettom&Side Rei 6063-TB Ahen. 1 062 a7Dr 4 7008 Frame CorrrKKe Slee] .430' NOM. 5 7009 Sash Corvert Sled 3 , 6 7078 Freme Gasket Vinyl Foam1.1w 7 7072 Sash O—Gasket V]nyl Foam z78f_ 2.1.38• 870M Bulb Weathemtri .187°x.275" Flex PVC 70 A93. 10 7024 m.1r.MuIH-Point Lod BlaelSASH O FRAME HEAD, O SASH TOP, 71 FRAME 11 7026 Lock Su Plate at" SILL&JAMB BOT70M&SIDE ASSEMBLY TUBE 12 7014 Multi-Lock Kee r Steel as REQUIRED PER 2 CORNERS #7002,gpg3-Tg #7003,0083-TB #7004,8083-T8 13 7013 Tie Bar:T Nylon TABLE 3,SHEET4 t 14 7015 Tie&rA,,..btv Sled aas IS 7028 M.I.OW 0 OtWt tt r,WW. Steil t' —J_ l..- 16 7027 Mexkn Dual Ann razor,WtM24" eleel I/1 1 17 7030 O emtar Gasket Vklyl Foam L •941• 1 is 7031 plate 29 7051 0 eratorSaacerr Block at" 7 3 423• FIXED ,086• 20 7032 Stud Bracket NEMM ANCHOR PLATE SCREEN FRAME ADDON FLANGE 21 7033 O raterTreck&Slider Dual Arm O#7071.8063-TB 60 #7008,8083-TB 7D #134,8083•T6 22 7023 E real HingeHe Duty,Manur. Tndh 23 7050 rens Hl /Washable HD Manta. Truth 6 24 Snubber,Ant[.blowout CUP 31 32 1713 eti5 Block 5/32"xg/16"x1- 4• .USO'33 1714 Seton Black 32".716.1- 4" 8835 7036 lams Bead8 Ills�f6 I�(6 36 7042 Lams andC 8003.78 Alum T �[ 37 7059 Lem]Bead D 80SS-TB Alum 1 35 BEAD B 38 BE/�0 ccl 38 1224 YI I Bulb Wsl rnid Flex PVC 70 39 322.5 VI I Bulb Ws Thin Fl.PVC TO •0 #7036,8083-76 O#7042,8063-78 SO Dow 899SOIron Seckbedding INTERIOR W 7006 Screen Frame 3135-H14Alum / �� 1.M• 617090 Screen CorrrerKe Poypro#oiene 8 62 Screen Cloth FW giesa (0 63 1635 smms line EM.PVC 4 970• r 64 320 SaeenSmlm SteWeae Steil 114 70 134 =d ! a W63-TO Alum FRAME 71 7OD4 frame Aas Tuhe 608178 Am BEARD 8D #832x 2"Ph.P..Mach.SaTYPE 8 e3dnlmasted CORNERS 37 at 1757 #Bx YPh.Pn.SMS BIelNesa Sled �--// #7088,6083-TB o,34xab id]v�c 1 �1m 0. 62 #sx51rFl.ph.5w Sidnioae Steil Dme 83 #8x 7 8"Fl.Ph.SM5 Stddeae Steil .��1°RLYNN RBr6ed er P°r": R^+'1&^^ M IDeaa 0c 1 84 #8x .Ph.TEK stdn]eas Steil 4f �i� 85 #8x1"Quad Pn SNB st ramSteil61 86 48x1-i/2°Qued Pn5Me 5 st.2 St" W.88706 '•*'� aa„me Py mra� a".A1e"; A 87 010% 2°Ph.Pn.iEK Bteh6esa 9ted _- � - 89 #10.24 z 9/16°Ph.Pn.TYPF F sigh..Steil - ;({ 1 90 #12%1"Ph.Pn.TEX SiddeseSteel =ro'• !3 ;1.u.. BOM AND CORNER VIEWS J ROSOWSKI STATE OF 24/: O'C�( F10R10P. G�� 1010 TECHNOLOGY DMEtab: aPlt: N.P.0 avLi�ai1 59 CASEMENT WINDOW DETAILS-LM&SM 08/08/12 NAL�?`�� NDPzouls7a /11j 1111t Sarfse/IdedNt 6coly m1.' arv�Gg Na. Rw ALY >m�cR.PR CERT.of AUR,.8za2as CA-740 NTS 10 OF 10 1 MD-CA740-LM P EA 69106 •••• egos** • ogee•• • • • •••gee g s s • • • •3838 ••egg• e • e o • e to •• g ee• +egg•• • 0000 • 0000.. 0000 . . • � • 0000.. :...6. . 66 0000• • . 0 0000 000. .. • 0• . . 0000.. 0000. 0000.. .9 .. 0000.. • • 0 ....6• 0.0.09 9.609. • • .6. s..... ... . . of MAMD�1DE MIAMI—DADE COUNTY,FLORIDA • PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy PGT Industries 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 RER— 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. RER 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"SS 3500"Aluminum Storefront System—L.M.I. APPROVAL DOCUMENT: Drawing No. MD-3500—LM, titled "Series Storefront System Details — LM", sheets 1 through 10 of 10, dated 10/05/12 with the latest revision dated 01/08/13, prepared by manufacture, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami—Dade County Product Control Section Approval stamp with the Notice of Acceptance number and Approval 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 Coxnty, F'lN'% and•••�• followed by the expiration date may be displayed in advertising literature. If anyNgrt�on oftJ> NUA is•••„• displayed,then it shall be done in its entirety. *so:** • INSPECTION: A copy of this entire NOA shall be provided to the user by•01w%anufq%ret•or its • distributors and shall be available for inspection at the job site at the request of the Bf tltltng Offfciar• **:*so This NOA consists of this page 1 and evidence pages E-1 and E-2,as well as apprS-.7a1*cMumeiLsAtioned* • above. • The submitted documentation was reviewed by Jaime D. Gascon,P.E. • . . . . ...... .� •• Nt)A N9.'1.VID05.01• __A Expiration Date: January 11,2018 �7 Approval Date: January 17,2013 Page 1 r •••••• • •• •••••• • •••••• • • • • • ••••• •• • •••• ••••• • • •••••• •••••• • • •••••• • •• to • • • •••••• •..... • • to • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. MD-3500-LM,titled"Series Storefront System Details-LM", sheets 1 through 10 of 10, dated 10/05/12 with the latest revision dated 01/08/13, prepared by manufacture,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 Tests, per ASTM E 547-00 (2009), ASTM E 331-00(2009) and 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 AAMA 1304-02, FBC 2411.3.2.1, and TAS 202-94 along with marked-up drawings and installation diagram of storefront system with French door and transom, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7137,dated 12/10/12, signed and sealed by Marlin D. Brinson,P. E. 2. Test reports on: 1) Uniform Static Air Pressure Test,Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of storefront system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7208, dated 01/04/13, signed and sealed by Marlin D.Brinson,P. E. C. CALCULATIONS 1. Anchor calculations and structural analysis, complying with FBC 2010,prepared by manufacture, dated 12/17/12,signed and sealed by Anthony Lynn Miller,P. E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS see* ' '•'•" 1. Notice of Acceptance No. 11-0624.01 issued to E.I.DuPont]);Ne iour5'&Up.,InC►.•,:. for their"DuPont Butacite®PVB Interlayer"dated 09/08/11,.@Ipiring on 12/11/16. • 2. Notice of Acceptance No. 11-0624.02 issued to E.I.DuPont VePeq►ours,&.eq., Ince. • for their"DuPont SentryGlas®Interlayer"dated 08/25/11 a iMg on 0l/r4/17. . .. . . ..... • Jaime D-Gaseon,P.B•••9• Product Cont s of Section Supervisor..... •• NOA Pjo.1$-1005.01 • Expiration Date: Janddry P7,2018 Approval Date: January 17,2013 E-1 ...... .... . . ...... . .. ...... .. ee•• ..... .. . .... . ..... . . ...... • • • •..••• :00009 00 • • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS(CONTINUED) 3. QUANEX I.G. Super Spacer by Edgetech I.G., Inc. exterior flexible, organic foam spacer complying with ASTM C518 passed, ASTM F1249 passed, ASTM D3985 passed,ASTM D395B 22 HRS 185°F and ASTM E2190 passed. F. STATEMENTS I. Statement letter of no financial interest, conformance and complying with FBC-2010, issued by manufacture, dated 10/04/12, signed and sealed by Anthony Lynn Miller, P. E. 2. Laboratory compliance letter for Test Report No.'s FTL-7137, dated 12/10/12 and FTL-7208, dated 01/04/13, issued by Fenestration Testing Laboratory, Inc., both signed and sealed by Marlin D. Brinson,P. E. 3. Proposal issued by Product Control, dated 10/05/12, signed by Manuel Perez,P. E. G. OTHERS 1. None. 0000 . . 0000 0000.. .. 0000 000.00 0000 .. 0000.. 0000 . .. 0000. .. .. 0000.. • • Ja4me D.;��c=in,P. 0000.. Product Eonlroj Section Supervisor•••• •• NOA Np?1;-!1005.01 Expiration Date: Jany ki-y 17,2018 Approval Date: January 17,2013 E-2 ...... .... . . ...... . .. ...... ..... .. . .... ..... . . ...... ...... . ...... . .. .. ...... ...... . . . . ...... ... . . 0• GENERAL NOTES:SS-3500 I1IPACT RATING IMPACT-RESISTANT STOREFRONT SYSTEM ALL SHAPES,ROUND ORANOLED,ALLOWED. SEETABLE83A4,SHEET588,FOR RATED FOR URGE&SMALL 1)THIS PRODUCT HAS BEEN DESIGNED S TESTED TO COMPLY WITH THE ANCHORAGETOBEAS HALF•ROUND SHAPE CLUSTER ANCHOR OUANTITEB MISSILE IMPACT RESISTANCE REQUIREMENTS OF THE FLORIDA BUILDING CODE.INCLUDING THE HIGH VELOCm RFINFORCEMENI',SEE HURRICANE ZONE(FiVN2} IXSEE TABLES 7 68,i IX2 SHEET FOR TABLE S.SHEET 2)SHUTTERS ARE NOT REOUIRED WHEN USED IN WIN0.8ORNE DEBRIS REGIONS. / MID-PAMdLANCHOR OUANTITY SVWIDTI _ 3)USE ONLY APPROVED FASTENERS PER TABLE I.SHEET 2 MATERIALS USED FOR B,eHEET3 ----- ANCHOR EVALUATIONS WERE SOUTHERN PINE,ASTM C90 CONCRETE MASONRY i.i i FOR ATTACHED UNTIL(CMU)AND CONCRETE WITH MIN.RSI PER ANCHOR TYPE,SEE TABLE 1.SHEET FOR ATT A HED 2.FOR GROUT.FUED CMU,ANCHORS WERE EVALUATED WITH ONLY THE CELL li ii lic}�___ _ DOORITANSO RECEIVING THE ANCHOR FILLED. J\�� 1 APPROVAL RATE 4)ALL WOOD BUCKS LESS THAN 1•1ir THICK ARE TO BE CONSIDERED IX 12.y4• INSTALLATIONS.IX WOOD BUCKS ARE OPTIONAL IF UNIT 18 INSTALLED DIRECTLY TO MIN 4•LENGTH OF MAX O.C. SUBSTRATE WOOD BLACKS DWICTED AS 2IXARE 1.112•TACK OR GREATER IX AND ANCHOR CHANNEL, 1 / D ii1 D 2XBVCKS(WHEN USED) BE DES DINED TO PROPERLY TRANSFER LOADS TO PART67,RE•Q.AT ` ii itbi2• i� SHEET 11_________ THE STRUCTURE WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONS BNTY OF ALL ANCHOR II MAX.DLO n / 4 II THE ENGINEER OR ARCHITECT OF RECORD. LOCATIONS IN ii ii 1 __ 5)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR CURVED NEARER E ii ___ _PIE HORQONTAL STUCCO.USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE 1, MUL SHEET 2.INSTALLATION ANCHORS SHOULD BE SEALER,ALL FRAME JOINTS MUST BE ii ALLOWED it I SEAMSEALED.OVERALL SEALNGIFLASHN'G STRATEGY FOR WATER RESISTANCE OF MAX 5•FROM START BLT / / I CONTENTS INSTALLATION SMALL BE GONE BY OTHERS AND•BEYOND THE SCOPE OF THESE 128• OF BEND OR ANGLE 3 i Ij � SHEET INSTRUCTIONS. HEIGHT ,�— II II j I GENERAL NOTES...._......_-----1 5)USH TO THE REQUIRED AT USEEACHSHIMS LOCATION RANSWHERE THE PRODUCTS NOT it EI.EVATK)N8.„_...............__..„.„I II II i ANCHOR TYPES.-....__...„......--2 FLUSH TO THE BY OTHERS. IMBEA8FFICIE TLY ANCHORED TO RESPLIED IST �— ii 9 II I GLAZINNG DETAILS.._........._....._.2 WOODBUCKS.ONT E BY THE WINDOW. SUFFICIENTLY ANCHORED TO RESIST LOA08 SEE O.C.SPACING n li / ii L--"' VERT.SECTIONS__„__..„_.„..3 IMPOSED ON THEM BY TFEWNWW. ON TABLES 568, ! HOR2 SECTIONS.»_.......„_.r..4 7)DESIGN PRESSURES: SHEEP? A u A u ii ul i HEAD/SILL ANCHOR A NEGATIVE DESIGN LOADS BASED ON STRUCTURAL TEST PRESSURE FRAME _{ I ANALYSIS AND GLASS PER ASTM E1300.SEE SHEETS Z 6.889. 11 Bf4 EETII 1 JAMSANCHORBPRCITY...„__7 MIDPANEL ANCHOR Q7Y............8 3.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE,STRUCTURAL TEST a 68,L4• / nMULLION 9 PRESSURE,FRAME ANALYSIS AND GLA88 PFA AB7M E1300,6EE SHEETS 2.6,B 8 9. I MAX DLO ij C 11 1 O I EXTRUSION PROFRE3._.._. Bj THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE i ii SHEET n 1 PARTE LISTICORNER DETAILS.-LO WINDLCADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE.THE 33.1/3% I li i------ STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT.THE 19 W MAY. LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. S B)DISSIMILAR MATERIALS THAT COME INTO CONTACT,INCLUDING PRODUCT FRAMIIO,HEAD 9IMIAR 8.7/g•MAK BEE TAILLESS&4, ANCHORAGE AND OPENING 9USSTRATE3,SHALL 8E COATED OR PROTECTED TO -- FOR B•MAX. SEE TABLE6758. SHEET 5 d S.FOR PREVENT CORROBNE REACTIONS A9 REQUIRED BY THE FLORA\BUILOIRi CODE RECTANGULAR• SHEET S FOR ANCHOR TRAPEZOIDAL, / ANCHOR QUANTITY QUANTITIES CRREFERENCES:TESTREPORTS FTLRWOO CONSTRUCTION CTION AND NOM;ALUMINUM �,®ROW OR_/ DESIGN LOA;ANSWFBPA NDS FOR WOOD CON87RUCTION ANDADM ALUMINUM SITAR CORNER DE916N MANUAL ASSEMBLES INSTRUCTIONS: TYP.ELEVATION OF 1)DETERMINE THE BUILDINGS REQUIRED DESIGN PRESSURE USING THE ASCE 7 STANDARD.THE PRODUCTS DESIGN STOREFRONT SYSTEM PRESSURE MUST MEET OR EXCEED THIS VALUE An—alacPmAyba WWIr 2)DETERMINE THE ANCHOR TYPE FROM TABLE I,SHEET 2. \\11111111/YI FwIft Dm I QtJ..........((( /77 Reread 6Y Data Reralan: NOAO .0 3)DETERMINE THE A88 DESIGN PRESSURE FROM TA BLE WGLDESIGN2,SHEET2. �\`•��• 'JCENSB ;F•P�� 4)DETERMINE THE MAXIMUM DESIGN PRESSURE DUE TOANCHORAGE FROM TABLES 3 O 4,SHEETS”BASED ON YOUR �'• •••.* Rmked SY: Date: Rerzon: SHIM SPACE,ANCHOR TYPE AND THE QUANTITY OF ANCHORS REQUIRED TOATTAN THE REWIRED DESIGN PRESSURE *: No.55705 5)JAMB ANCHOR SPACING IS GIVEN IN TABLES 588,SHEET 7 AND HAVE BEEN CALCULATED FOR THE PRODUCTS MAXIMUM DP. do.n ey.. 6) MI RIE MI)-PANEL ANCHOR QUANTITIES FROM TABLES 788,SHEET& �••'•. ) 15 `• ELEVATION J ROSOWSKI i O 6T TE OF `0Cf` 1070 TECHNOLOGY ORNE T,tb: polo 7)IF THE WINDOW IS ATTACHED TO ANOTHER WINDOW THROUGH COMMON MUWON.DETERMINE THE MUWON DESIGN �i'L`�(.'•FLORIOP+ G,\`� N.VENICE,FL 34275 PRESSURE FROM TABLE B.SHEET 9. �'77SSlONA��?`�� P.G.BOF 1529 STOREFRONT SYSTEM DETAILS-LM 10105112 YII f11IIII\\\\ NOKOMS.FL 34274 6errosS_` Scale- Sneel: pra�np Na. Rx 6)THE LOWEST DESIGN PRESSURE FROM 3,488ABOVE SHALL BE USED FOR THE ENTIREABBEM131. A. MElEA,PE CERT.CF AIRH.®29286 SS-3500 NTS 1 OF 10 MD-3500-LM RO PFJ 86 08 • • 0000 6090•0 •• • 9 •9• • 900.0• 00 • •6.0.0 • 9.99•• 0. • • •00006 • 6 • • • •0960• • 0 •0006 • • •9969• •• •• • •6999• • •••9•• • • • • • • • • • • 0000•• 999••• • • • • • 0 • TABLE 2 Wk wowwall Glass Ca ene•uMaAren am LAMNAtm m1c��reo PeOHY Io4B Window wag Glass CARaft(psf) 04,ANNEALEO o1A888TACN iM HEAT- DUO6 arAC1t va•HEAr- I I OtA8881AGt GLASS STRENGTHENED STRENGTHENED Nom1ntl 01m WM N4nwW ON4 WMT fRmewl4M FrameW A 8 C D E F FLwiu YA41N RaMW18h1 A 8 C 0 C f .097'SGP 1MANNEAIED iNp'GLASS STRENGT- .090`504,GLASS 1MMEAT- � 42 GLASS GLASS STRENGTHENED mi. 90.0 860 IMO 900 bno fm.0 24M 900 800 IAo 800 m0 Im0 42 GLASS I 01A89 Win 960 m0 ]AO 00.0 m0 SAO mM mA 860 1]60 mA m0 IMO /�42 381n 860 860 IAA no mo 1210 3EM mA 800 IMO 90.0 800 1mA 8/4'GLAes 3M'OLA99 3/4'OLf33 am 960 m0 Iffi0 960 Isla 1Ao aM IWM mO m0 IMO mo m0 3M0 BRE 41 40 BITE 41 4D BITE 41 40 481. Rin mO 800 Imo Sao W.0 mo ssM Imo 1300 %M m9 m0 nu no mo mo %M ffi0 1000 30 30 30 W M ez4 no mo mo aao mo, mm rano loan > GLASS TYPE A ! GLASS TYPE B GLASS TYPE C Win Imo 1A0 W m ffi0 1060 Te In =a mo 24M 90.0 m0 TMD 960 m0 1160 WM 960 m0 ]m0 BOA no ffi0 Wm 900 m0 ]m0 no m0 I2aO min Bao no ]AO Sao m0 IMO as. 90.0 WO -0 mD no IMO t3fi8'L0. I-Lo. WI. 960 m0 IMa no m0 mo aM 1%M ffi0 Imo 14A8•LO. ®M IMO IMO %16'LAMNAT® -IL aLass BTAIX Bf1SAM,wATE0 01AA98TACN 9Ne'LAMONTEa OLA898TKN ain m0 m0 IAO 966 m0 Im0 GASS---r{ I�-I WA81W HF � o1A9IW HE Min 28in 860 m0 SAO 960 Wo IAO %M 0168 288 I I 1/4'HEAT• iH'HFAT- win "A m0 1A0 960 WO 120 WM ffi0 ]WD i/T ANNEALED STREf46T1�leED BTTWNGTHFNED Win T7A 860 ]AO flS.l WO 120 NM ma m0 IMO 90A 860 fA0 00A86 TMG-Ao ACE GLA BS 7HB'AWBPACE GLASS TMB'AIRBPACE mi. UGO Smo mM ma no mo Boa no Imo Rln ]ffi0 1A0 WM WA Isla SMO mA 860 120 I .om' 1«� G -0BP P9S 1� .0w sw 1��TEAIPEI�D ml1 960 m0 IAO 960 80.0 Imo am Imm ffi0 IMO 42 min ma m0 Sao m0 ]m0 48M IMO IMO a81n mo m0 u&o IMO 80A m0 La %M ffi0 1060 3/4'OUl4S 3F1 OFTEGLASS 3/4'GLAS9 ain 4110 m0 1260 80.0 m0 ]AO WM 99A IOOD SITE bt 40 ERE 41 40 BRE 41 40 mi. %i. mi no 90.o m0 ]AO riM m0 m0 IMA no no 060 %in 0.9 m0 mo mM m0 m0 Imo m0 no 320 31 31 31 47 W mWM ma mo Imo ma mo iA0 1 GLASS TYPE D 47 GLASS TYPE E 47Ir GLASS TYPE FWMRin Imo t8M ]060 1000 %N1060 TABLE 1: min mo m0 1mA m0 m0 Imo 24M WX m0 1260 mD m0 .- NOTES: N. min mD m0 1mA 960 860 ]m0 aM Mm. MM. MM WM 90.0 m0 ]M0 900 m0 ImoEdge EMW OC 36in 860 MO *� c mo IAO iMo MCI) T/m OBatOam 6mmaie C/91mW 11retd1)ANCNOR MUSE EI(TENDA m0 m0 m0 ]310 1LM Mo 1Mu MIMIMUM OF3 THREADS mo Mo A BM ate•a4106S S.Pare 1' 1-3 ' ' FOND ANY METAL lmS SMS SUBSTRATEffi0 24 "10. ma m0 120 B 814 ateeia41BB 118'8W&TSAku mn 3I8' 118' Sir 2ANCHORS WTO mm mA mo EGO SMS(OS) )Imo IRF265 BBI Cancel@ 2-1f2' 1.3'8' HOLLOW PRLED CMU OR 24M mO mo Imo no m0 =0 aM lIDM TWO 1/P stml Uk- GLM-FRBO CMU' 2.1? 13'4' 4' AppLICAgLE FOR THEARE Y MI.I. 960 m0 1MO m0 ROD Imo 4EM mQ0 C Hollow Black' -117 1-114' S' JAMBS. 3EIn SOA m0 1M0 m0 8a0 ]m0 26M 90A 860 120 960 m0 320 V4'410&S(YYeFiea Hollow Wk' -1 1-U4' 8' aM 880 m0 1M0 86o MO IMO mM mA m0 1M0 90.0 m0 lmo E/16'6fe6 Erecon Hokw Blwk 3)AL.LANCH HEAOTYPES asm 2.752 796 mo Imo 63.2 mo Mo WM 140M Imo 1700 UM 410 86 CreteFlm 3.35 ked CanuLLe -1 134' ARE ALLOWED. Imo mo aM ffio im0 D 3.82 kai Cmcete 118' 7 3' W to as") 1m0 4BM mho 100.0 5118'9Mei URl6aa11 foOtAeea ll' .1 'SEE SHEET 1,GENERAL Win ]oO.O ffi0 91B i.®tre Dk1Mer 3.Cmcefe 3' 1.1/2' P NOTE 3. T2In ]m0 ffi0 E 1TIM TBOcc1 HaBaw BlOak• 24M 900 m0 fmA m0 960 ]MO mM 960 W.0 Imo 900 m0 US. m�PIYM8w5hthe 38M m0 m0 1760 90,0 Eno fA0 UY4 aM assLYN m0 1M0 m0 m0 ]MO / � al. I@In Imo lAo �•�1t�S1 N,y�'i�� aewee ar: oaM: ae.xian: tNDao %m IMn Smo �• '��O•'VCENsp'` .j1�'y mm Imo ffio •. aewea efN 705 � mM: ae.;xan W m 1060 Imo ` ® oe�4.yuen: D�o.n eY GLAZING DETAILS J ROSOWSKI IF CO0OOMWFIED/NITH STOREFRONT ENTRANCE OF 1070 TECHNOLOGY DRIVE fines paM: ENMSESSUR7E sUEOFTTDOROR R ONALE�G\?` NONOMS�FLN.VENICE. Lt 2745 STOREFRONT SYSTEM DETAILS-LM 10/05/12 9eH.ana4el: Bc4M: =�eL aain.9 Ne. Rev: PRESSURE FOR THE ENTIRE SYSTEM. q�}jw�=o P•E• CERT.OF AUTH.X29298 SS-3500 NTS 2 OF 10 a 500-LM RO PE8&870& • • 4444 4444•• •• • • ••• • 4444•• •• • 4444•• • 444400 • • • 4444•• 4444 •• • • • • • • • • 4444 • •• 4444• 4444•• • • ••4•• • • 4444•• •• •• • 40.00•• • •0.00• • • • • • • • • • • 000.0411, 4444•• • • • •0.00• • • CONCRETEJCMU OR DGE CONCRETE/CMU INSTALLATION �REMENNT D umIST. PER ANCHOREDGE J OPTION REQUIREMENT DIST. 1 INSTALLATION -� ANCHORS DIRECTLY 2X WOOD SUCX EDGE APPROVED MULLION, INTO MASONRY. EMBEDMEM a OR FRAMING DIST. EDGE ALUMINUM.STEEL • .. EMBEDMENT QRST, `� FRAMING OR STEEL STUD,SEE TABLE I. 1?MAX.SHIM SHEET 2. EMBEDMENT 1X WOOD 1 STIM V7 MAX.SHIM W. SHM 1 BUCKSTRIP, EXTERIOR SEE NOTE 2, THIS SHEET. EXTERIOR 30 E)7 R EXTERIOR c] TYP.ANCHOR TYPE. TYP ANCHOR TYPE, TYP.ANCHOR TYPE TYR ANCHOR TYPE, EMBEDMENT AND EMBEDMENT AND EMBEDMENT AND VISIBLE EDGE DISTANCE PER EDGE mp ANC�E PER EDGE DISTANCE PER EDGE D19TANCE PER LIGHT SUBSTRATE SEE SUBSTRATE SEE SUBSTRATE SEE SUBSTRATE SEE HEIGHT TABLE 1,SHEET 2 TABLE 1,SHEET 2 TABLE 1,SHEET 2 TABLE 1,SHEET 2 � E INSTALLATION INSTALLATION INSTALLATION a2 OPTION OPTION OPTION 2 INSTALLATIONANCHORS BNSTALLA11ONANCHORB INSTALLATION ANCHORS THROUGH 1X SUCKSTRIP INTO 2X WOOD. DIRECTLY INTO METAL. INTO MASONRY. FRAME TYP.ANCHOR TYPE HEIGHT EMBEDMENTAND EDGE NOTES: DISTANCE PER SUBSTRATE 0 LENGTH ANCHOR — SEETABLEt.SHEET2 CHANNEL AT INSTALlAT10N 11 USE ONLY SUBSTRATE APPROPRIATE ANCHORS,FOLLOW ANCHORS.SEE SHEET I EMBEDMENT.EDGE DISTANCE AND SUBSTRATE REQUIREMENTS T FOR REQUIRED LOCATIONS PER TABLE I.SHEET 2 ANY INSTALLATION OPTION SHOWN MAY 31 BE USED ON ANY SIDE OF THE WINDOW.ALL ANCHOR NEAR TYPES ARE ALLOWED. B 2)ALL WOOD SUCKS LEGS THAN i•1?THICK ARE TO BE EXTERIOR O�ronL CONSIDERED IX INSTALLATIONS IXWOOD SUM ARE OPTIONALUN MAYBE INSTALLED DIRECTLY TO SUBSTRATE GLASS TVP.EMBEDMENT AND WOOD SUCKS DEPICTED AS 2X ARE 1-1R'THIM OR GREATER IX Ebffim ISTANC O AND 2X BUCKS(WHEN USED)SHALL BE DESIGNED TO PROPERLY EDGE DISTANCE PER IGT TE.SEE TRANSFER LOADS TO THE STRUCTURE WOOD BUCK DESIGN 41 TABLE Imo,SHEET 2 OS X I-W BUGLE-HEAD AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER ISMS.2-11T FROM EACH OR ARCHITECT OF RECORD.MA)EMUM SHIM THICKNESS TO BE END 613.1?MAX O.C. AS REOUI FD BY TABLES 38.SHEETS 54. REOUIRED AT 3 EACHANCHOR VERTICAL SECTION E-E �®...oys gam Sm LOCATION CURVED FRAME MEMBERS ONLY D- 1/2'MAL SHIN ��711 LYNN IIgXi, ReHaed er Dm:: ao.;,rm: Cmuii INSTALLATION :�ON�....•...'N/(�F'� OPTION �1cENss''•;q* Rmbetl Br Dora aa,;daa: INSTALLATION FMBmMFM �:' ANCHORS DIRECTLY •. •• _'IT No.58705 INTO MASONRY. _ G Dvecri➢RDram Dy: CONCRETEIGMU •EDGEVERTICALXSECTION JROSOWSKI PER ANCHOR DIST. P STA OF ;'��/� 1070 TECHNOLOGY DRNE rlb: Daty: REQUIREMENT oN`�''•;FLORIQP•'�(O`: N.`'ENCE.FL 3427s STOREFRONT SYSTEM DETAILS-LM 10/05/12 P.O.BOX 1329 VERTICAL SECTION B-B :, S/ €, NOKDM S,FL 342]4 �No��y�aC mI: pvs(ng No- Rv p CERT. OF AUT.L. ®29296 SS-3500 NTS 3 OF 10 MD-3500-LM RO • • 0000 0000•• 0000•0 •• • 0000•• • 000.0• + • • 0000 •• • • • • • • • • 0000 • •• 0000• 0000•• • • •s••• of 0 0 111 • • 0000•• •• •• • 0000•• • 0000•• • • • • • • 0000•• 0000•• • • • 0000•• ,09.,0 0 0 .00,00. . .. ...... .0000. .. 0000 . 9 ..... .. . .... ...... . .. .. :0:00: ..9000 6 9 . . 90000• ...... INSTALLATION INSTALLATION APPROVED MUTAM, OPTION OPTION ALUMINUM.STEEL FRAMING INSTALLATION ANCHORS OR STEEL STUD.BEE TABLE 114'NUT S BOLT.24'M INSTALLATION ANCHORS 1.MIM 2. DBtECTLVIMOMASONRY. EACH END AND 24'MAXO.C. DIRECTLY INTO METAL EMSEDMEM 3 STEEAMn,,'T REINFORCEMENT _� +�__ 114'NUT880LT, TYP.ANCHOR TYPE, rr ___.j I 24 FROMEACH 1 ENO AND 24' EDGE DIST. ° . S EMBEOMEMAND �E D•T•1.38' MAX D.C. E EDGE DISTANCE PER 11 SUBSTRATE,SEEFOR ATTACHED DOORTABLE 1.SHEET 2TYP.ANCHOR TYPE. ° OP++ONAL EN®EDMENTAND LAOPTI DISTANCE PER SUBSTRATE.SEETABLE 1,SHEET E.CONCRETEICMUPER ANCHOR 42 41REQUIREAfEM •• t�V618LEL16H2 O • EXTERIOR +rrMAxsHw HORIZONTAL SECTION A-A IXTEw°R 1(l MAX 1%WOODnV HORIZONTAL SECTION C-C EMBEDMENT SUCKSTRIP.SEE i T— N07E 2.TH188B1EET. 1 NOTES: ______ ________ REINFC. Mme. 1)USE ONLY SUSSTIll ------ EDGE DIST. ° SEE SHEETS B S 10 4 i APPROPWATEANCHORB•FOLLOW 1 I EMBEDMENT,EDGE DISTANCEAND l VISIBLE UGM FORMULAS INSTALLATION SUBSTRATE REOUIRE ENTS PER c' SSI =� TABLE I.SHEET 2 ANY INSTALLATION l� FRAME WIDTH-5-10 FRAME HEIGHT-S-Irr INSTALLATWNANCHORS OPTION SHOWN MAY BE USED ON ANY i IN ii TYP.ANCHOR TYPE, THROUGH IX BUCKSTRIP SIDE OF THE WINDOW.ALLANCHOR j1 ED=DISTANCE ER INTO MASONRY. HEAD TYPES ARE ALLOWED.SUBSTRATE.SEE '• 2)ALL W BUCKS LESS 1-1fC ABLE SHEET 2. TEORECOSIDERED INSTALLAno .txw000sucKBaRE ` i�uu �--', CONCRETElCMU OPTIONAL.UNIT MAY BE INSTALLED L4 -T�ir OIRECTLVTOSUSSRNTE WOOD 1 PER ANCHOR EMERIOR BUCKS DEPICTED AS 2X ARE 1.17 REQUIREMENT THICKOR GREATER IX AND 2X BUCKS EXTERIOR (WHEN USED)SHALL BE DESIGNED TO rr,, PROPERLY TRANSFER LOADS TO THE V L FOR ATTACHED DOOR 1?MAXSHIM—�{ STRUCTURE WOOD BUCK DESIGN TRANSOM.SEE Li ALTERNATE AND INSTALLATION 19 THE SEPARATE APPROVAL EMBEDMEM If RESPONSIB MREINFORCEMENT ARCHITECT OFREOCFOTRHDE.EMNNGPEAMFA OR HORIZONTALN PRESSURE REWIRED•BEE BWY T"AB E8�38E�SHMMBE 6.REARED SECTION D-D EDGE DIET TABLE S,SHEET B. Amnwedm mmplyivgwtlh Ba At HvFWivOv P—en TVP.ANCHOR TYPE. INSTALLATION fty�•......... }j /i EMBEDMENT AND OPTION `�`O�•¢NSE EDGE DISTANCE PER INBTALLATx)N ANCHORS 1�:• \C •'*'�� SUBSTRATE SEE INTO 2X WOOD. �'P;O Q•.• F�LTffpRI\peY P:aULUQ ��.J^ Dur By: Dle: Rom TABLE i.SHEET 2. 140- 'X W O.zxw X HORIZONTAL X-SECTIO: N RO"S OWSKI OR FRAMING EXTERIOR Z. 1070 TECHNOLOGY DRIVE T,,.: Dah: TF••.. N.VENICE.FL 39275 STOREFRONT SYSTEM DETAILS-LM 10/05/12 •SSIONP" P.O.BO%,szB il2'MAX.BMOM� � �!!llll 1117\\ NONOMIS.TL 392 J4 Sercu/Yo4eC Scvla: Sneef: D.v.ruy Nv, fter: A LYNNM0IFR,P.E. CENT.OF AUTH.gzszss SS-3500 NTS 4 OF 10 MD-3500-LM RO PE/BBT06 • • •••• •••••• 0000•• •• • •0.00• • 000000 • • 0 •••••• 0000 •• • • • 0000 • •• 00000 • • 0000•• 00 •• •• 0 •000•• • 0000•• • • • • • • • • • • 0000•• 0000•• • • • • • • • 0000•• • • • •••• 0000.. 0000 . . 0000.. .0000. .. 0000 •..•• • • •00.00 •••••• • •• •• • • .0••.• •00.0• • • • • TABLE 3: r8 WNdow WaB Mu0ml Head/SM And-Cluster load Capacity(v66 WIAdOVr wall Mullion Heed/50Anchor Custer lead CapaNly(P6f) WIDTH2 �+- (1/0•MalmvnSfBmSpfOe) (l/4'MWm1m 51tlm Symel � WIDTHI smm lam. 'u'd.T •A' A R' A1Mnr Y A T--0' ArMpr 'C t16M1W wan. An[tm 'A' Ammer •6. A.dArT Y ArcAm 'D' Amhm T '� imne Frena 9mM irons WWA Al A3 M N m I G I p I C2 G DI its d F1 tl G WtlM Ai AD M m as IN Q C3 G at I 0 I d D D G � NN me me ma malmal mol Me Imo Mi Imo maI ffi0 Mo mol 1160 Mln 1184 IRO IMO MO THIO me IND fMet fere IMA) ffi0 -a ]MO ffi0 MO wN MO 1100 fMet Malmo mol- ]IDD mo MMA 1m0 fMet me ffi0 ffi0 Nm N.] 3360 ffi0 1Mo MMo ffi0 MMo ffiD IRO 1Mo ffiD INA Mo ffi0 mal NN MMO 110.0 IRO Malmo Malmo 1MO Mo,]IDD 1R0 Mo IRO Mo 110.0 941n 412 fMet]MO MO IRO IRO 1NA IRO 1RA fMet fMet fMet fMet fMet mo / Qin Ti 1m0 1m0 IMA IRA Malmo IMA 1m0 mo Imo MMD IRO ffi0 ffi0 Qln mem Ma 1119 ]10.0 110.0 IMO 00.0 1MD Imo MO ffi0 ffi0 Mo IRO Malmo HEIGHT � @N h. 1166 IRO IMO IMA Mo, MO IRO IMO 1M0 Mo fMet fMet ffi0 1m0 (30.0 @In wb 1wA ffi0 1169 IMO 120 1111 fMet 120 ]met ffi0 120 IMO ffi.0 Set. 10.3 1140 IMO Mo MMe MO IMO ]Mo Mo mo Imo 064 Mo IMO IMO SIM 622 915 IMO 3W.1 IMO IMA =7 fMet IMO SMO 1m0- ]met IMO- � wN 1091 1m0 ml Imo Imo mo mi Mo 00.0 IRA ffi0 Mo IMO Imo SMO Salo M3 w.4 110.5 w0.7 IMO MO MO ffi0 MO,]LMO IMO 1M0 MO eam 109 IMO f300 fMet Imo IMO IMO IMO 000 INA IMO me-Mo 5100 f5m 551 w.6 110.2 96] 1m0 IMO 808 fMet 00.0 147 IMO 1Mo 114] ]HIO IMO RN lE ffie SMA 1m0 Me 000 IMO IRO IMO MMA MMA me 1]00 IMO fMet am =4 MMD 00.0 MMD Mo IMO 060 IMO 1100 MO IMO Imo 1]00 OOO MMA Min Ma Me 000 Mi IMA IMA IMO ]Mo 00.0 IMO ffi0 Mo win 91b ODD MO 000 180 IMO ffiO IMA ml Mo fMet me fMet me tl MN SMA ffi0 IMO 1M0]10.0 IMO 110.0 1]OA 1]00 ImD 1NA IMO fMet IMO ffi0 ism ]89IM7 160 1m0 IRO ImA 1m9 ]M.0 ffi0 fMet ]mA ]met]MA ]160 1m0 fMet Min - ffi0 IMO ffi0 ]MO MMD fMet Me ]Mo 1100 IMA Mo IMO]MO fMet Qin 1I6N Imo 120 1M0 040 OSA fMet 1m0 IMO IMO IMO IMO Mi IMO WIDTHI+WIDTH 2 Q. 1139 000 fMet /Met]met 1m0 ]140 ]met ]met 1MA ffi0 1m0 ffi0 ffi0 ffi0 Q. 1] IMO Mo IMO ]IDD IDiO IMO IMO IMe 00.0 tow ffi0 IMO)mo FRIWE WNTH= l Q. Rin 105] IMO fMet MO fMet 1]60 Imo IMA 00.0 IMA ffi4 fMet Mo me fMet M. S 3161 Io09 Mo IMA N.6 000 IMA lilt 00.0 IMA 060 MO fMet $ON 9a0 110.0 SMO MMe 1Me IMA IMO IMO SRO MO IMO IMO me, fMet =1 win 1 mai, 203 IMO Mrmi 1m0 Imo 106] IMA 00.0 1127 IMA IMO Andel oofArcbs A,oOlArcAma Miller oPl- wN Pt?- o fMet 120 Mo IMA MO 120.0 0 fMet 320 Mc ffi0 MA M. et fMet IMA=0 IMO 000 000 me IRO MafMet ]Mo Me fMet TY9e e[4di Nae T1Pa rtFed916s T1Da .[ Sue N. 1126 Q0.0 Imo .re 120 IMO ma ffi0 000 Imo ffiO Imo Mo000 ffi0 NN D]mA Im0 1R0 IMA Mo 110.0 1N0 Imo I10A) ODA RN 841 040 1100 IMA mo Me ma Me Imo IMO IMO 320 IMO =01= Ain 14 00.0 ]m8 IRO MMA IMO ffi0 ffi0 Mo 120 ]MO Mo fMet Mo Al 2 A5 3 M 0 NN IMO Me Malmo 060 060 Imo Mo IMA mo ffiD - Imo Mo Mo Q. ffiN6 ffi0 115.5 1m0 IMA Inas IDIO 1MD Mo m0mo IMO Mo IMA w 3 im 3 M wm MMA Mo ffiO IMO IMA 1mA) 1NA IMO Imo IMA ffi0 Ito IMO Imo ffi0 ®in a 118.4 1022 =0 060 94 Imo IMO 1168 Malmo Mo Me 71D.0 Q f C, l G NN iidb ffi0 1m0 IRo Mo Mo 1m0 two Me 1Mo Imo - l20 ffi0 Imo 6aln 6 M66era =0 MA, 693 Imo SMD IN.I MMD ffi0 s- mo fMo02 1 0 l 000 IMO IMO fMet IMA SMA fMet Imo]met IMO 000 IMO fMet )met Sa. 7 So1A w1 MMD ]met ani Imo 120 99.4 fm0 IRO 1062 720 0 1 O 9 GImo IMA mo Imo 1100 MMD IMO - 12D ffi0 ffio Min ot 1m0 molmoliama IMO 000 Mo IMO 00.0 Mo SMO now 9LLL SHOWN. SIN 866 120 1m0 MO IMO - ]mD 1No IND 1m0 1m0 fMet ffiA]met Nm 419 Me fMet 040]met IMO 1m0 1m0 3]40 380 1360 120 1100]20 HFAD SWMR, wN Bl2 1360 Imo Me /met Mo Imo 1140 040 IRA Me l20 SMO=a MO mi. 16N m1 1053 ]met 1m0]IISO ]met 1IS.6 00.0 130.0 IMO IfD.O ffiA 1m0 120 1m0 ON.MAY VARY 68. met IMA 120 00.0 lao fMet 310.0 IMO IMO MMD)met fm0 IMO=0 MO @N 6fa 91] ]met 1068]met Imo IQ.9 IMO ]met 0120 1IDA WU9DOY/ j WdWW RN M9 1181 1m0 510.0 1M me 3RD lMo 00.0 mo 060 00.0 000 Imo IMO Qin A] 853 1113 961 Imo >ma wJ 060 IRO 144Y ]met 180 1160 ODA mi BEE TABLE I, SIN IMD IMO IMO MO mo ml Imo 5100 -Ma Imo mo Mo Mo MO 571. 510 )65 ]wA t1 ]met 1m0 B6D 120 1100 346 IlAO 1m.0 =2i=]= SHEHOR � so fmD 060 /Ret Imo MO 1MA 1M0 MO SMD fMet]MO 130.0 SMO al. 9l] Imo IMO /met 1m0 Imo Ma IMA 110.0 =0 1100 120 1M0 1me MMA O�� - 1.1W N. 101 Imo IMO Imo 3M0 ma IRO 060 1m0 Imo Mo MMD Imo Imo]Mo Nin ]f.] 1165 IMO Malmo Mo /met Me 060 060 /wet Mo 120 IMA O.C.BPACINO, Q. 941 MO Imo Imo IRO Ito IMO 110A fMet fMet fMet Imo IMD ffi0 Mo Mn 1Nm Q6A 967 IMO, 1118 lm0 1MD 105 IMO Imo 040 mfr I]AO ffi0 IMA me 4'MAX 4a. W. 663 mcMe ma320 Imo Imo mo 1HIA fm0 1m0 Imo 1'10.0 ffi0 fMet QIP 565 w.S SD 1010 1m0 1m0 98A mo IMO 061 IMO IMO ]Met mo IMA SIN 23 /met Imo mo 1100 040 fMet lMo mo }met Imo 120 IMO am S26 Ra 1053 9oa 060 Imo w.] - 1Mo 1018)IDA Imo 146 INA IIOA w. 3] 1166 1m0 -- ffiD IMA 009 -1me 1me lMo 1me ffi.0 110.0 Nin 483 T28 96.3 MS 060- 'A3 119.9 Opo SNA/met 14 1140 ma, TLS ER 110.0 Imo IMO IMO 1148 Mo 000 Imo ffi0 mo Mo Imo Mm 963 0 1140 1M.0 sour 1M0 fMet MMA Imo 1ma ]met fMet Mm m3 Mil Ma ImA IMA Use IRA) IMO MO 1m0 Imo 060 Imo IMO N. R9 1148 1100 Imo IMO 1100 1IDA IS0.0 040 SMO, Mo ma Mo fm0 SMD M. Me fMet Ime mo MO Mo Imo ma 3m0 ma 1m0 Mo IMO ffio Mo NN 326. 631 90.7 1300 Mo MO fMet 100.0 sour Imo Imo ma Imo Imo ]mo ffiO W. 1016 ffi0 IMO fMet mi Imo Imo Imo 040 IID.o IMO IMO 120 Mo fMet Qin 841 1110 fMet 1m0 910 OOA 040 1W3 THIO IMO 1166 1R0 120 NN 910 060 060 Malmo mo ffi0 00.0 Imo me 120 IMO /met ffio ]met @In 099 ]l] 91T 861 120 120 BM IMO INA RS mo 1M0 1088 1m0 1m0 Q. 86.6 IMM IMO SMA Sm0 Imo ffi0 00.0 IMO MMA 1m0 1M0 Mo]Mo]met fain 661 IRO 1mO IMo fm0 me 180 ffiD fm0]MO Mo mo Imo Imo IMA •N N.75M 71.0 DU IMO SMO Im 00.0 130.0 0 120 Mo Mo Mo Imo Imo]ffi0 Win MS ] 120 ]MO 1]OA fMet MMA IMO 120.0 Mo 120 Imo 120 1]0A !4N net 174 Ito 180 120 Imo 1126 Imo 1ma Imo 040 IMO IMO-a=0 Min iM. 41 41 Imo 148 Me Imo 960 Imo IMO 1/86]met MMA 120 MO 120 wN w.1 3046 1]40 1149 Mo 040 Imil ]NA 1m0 Imo fMet IMO ffi0 Mo Qin us RI Me 911 060 1MD wA f2o ODO mi Mo,]met 109 Mo fMet fi6N 6S8 9U fMet 041 320 IMO 101 fmO,IMO Imo 00.0 ]Mo 3]00 Mo ffi0 @In @3 11A 91] 819 180 120 RA ri]A ma 814 Imo 1m0 986 ]met SNA RN 619 920 320 105.9 120 IMO, 1011 IMO IMO,ffiD IMO 040 310.0 120 1ffi0 Mm 1140 ]MO IMO IMD M o IMO 320 fMo 00.0 fm0 IMO ffi Imo IRO Mo AppmvN m wmply.g nr46 d. wN 1014 Imo]]60 1160 fMet 120 ]met 1810 IwD 1MD ffi0 IMO IMO 1m0 00.0 1'lmNO N. 90.3 ]20.0 lM0 ffiD 1]0.0 Imo fMet fMet 1]40]met ffio IMO 0 780 120 \\Ilitllf//rr D p QN 841 1m0 Mo MO Mo IMO]]40 ]met IMA 040 SMA 1m0 Imo 040 110.0 ♦ �� 9eHaee ey: Dote: Rw�aion: QN /wN ]38 1911 Imo 1mn Imo Imo Imo ]M4 1160 fSD.O mo Imo=0 Imo Imo `,(,ON•.•••••••. (F''• IkOdBa COovO( 54. w5 ]010 00.0 1163 7Ro 1m0 110.9 1R9 3RD 1mD fMet Imo 040 ffi0 Mo ♦ '4:'♦.\OENSF''.•� '- M 1 ] 1R0 tete fm0 060 107-0 1RO IMO M. Imo-0 fMet Mo Mo ��' '••*-- no amara Br:599 89b 1149 344 3mo Imo f6] ffi0 fMet 1161 Imo Imo )m9 IAD Imo *; NO.58705 _ Dm "i- Dra.n By: ANCHOR TABLES @ 1/4°SHIM SPACE J ROSOWSKI - '•. S ATE O .',_. IF COL781NED WITH STOREFRONT ENTRANCE -'�.P'�.,F(OR\�P•'�('0�� 7070 TECHNOLOGY DRIVE Pib: Oms: DOOR(SEE SEPARATE APPROVALS THE LESSER '- ... �`,♦ N.VENICE.FL 29 STOREFRONT SYSTEM DETAILS-LM 10/05/12 DESIGN PRESSURE VALUE OF THE DOOR OR iSS�ONAL `� P.O. E. 15 4 STOREFRONT SYSTEM SMALL BE THE DESIGN // IiI11111f NOKOMIS.FL 34274 SeNee/MOReI: Ss414: 5nee1: D.sen,y N PRESSURE FOR THE ENTIRE SYSTEM. ALYNN soLURL PE' CERT.CF AUTN.®29296 SS-3500 NTS 5 OF 10 MD-3500-LM RO PFJ 68 06 • • •••• •••••• •• • • ••• • •••••• •• • •••••• • •••• • •• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• ...... .... . . ...... . .. ...... ..... .. . .... ..... . . ...... ...... . .. .. ...... ...... . . . . 000 . . . TABLE 4: W lino wan Mu51G1 Head/SIO Anchor ouster load Capedly 1os11 WUubw well Murton HeaNSUI Anda)Cluster Load Capacity Ip]fl E WIDTH 2 II/2'L15dmwn5Nmspc.l (1/Y Wan]un991nSMm1 -- WIDTHI MOmllvitlm. Arca 'A' AMar 'B' ArcbT T ArcbT b' Arc1a 'E' NmNnM qm ArcDo 'A' Ambi 'e' MIMtT '4' Amb 'E' Andgr 'E' I� Prue !tame Fmnv lrus0 MMa R I AlAI W W M Q U G W w a Q U m L7Hth A2 AS 204 1 W G Q t1 G DI % G Ft F3 N / mN 120.0 y00 ma 1m0 1M0 -1 MCI mol IMO 1100 MCI molmal 1200 1830 mM 9U mo IMA 9U I-C Imo, IMA 1100 IMO-I-0 1100 Mt =a Ma WN y00 1]OA 1M0 y0.0 IMO IMO IAd 1M0 IMO IM.O 1M0 Im9 1M0 IMO Imo mw M) 1180 1200 Ml 1180 Imo 301b 110.0 1]00 IMO 1M0 1100 IMO 1200 1M0 DIIM mum;tm0 110.0 1]]9 CAA 1M0 1M0 1mA ]MO IMO 1M0 ]MO IMO ]MO ]MO 16N 6U MLI mo 208 ffi7 Mi 927 IMO 1M0 1ffiI ]200 IMO =0 Mt 120E � Rw 'n••IMO /M0 ALS 1]00 IMO IMO IMO 1M0- ]m0 fMa fM0 1M0 CMD Rw AI ml IMO W./ %t ]MO 821 1]00 IAO 100.] IAD M`mc, IMO Imo /200 I� RN 71M 933 IMO ]200 9iD IMO 1M0 IID.O 1M0 1M0]AO 1Me IMO 1200 IMO ]Mp RN IOBin a BL] 1069 9U Bi) 1089 ]U 111)1]00 9U 1M0]All 1]0.0 Imo Kin 904 1M0 110.0 20.4 IMO 1200 IMO IMO 1M0 1M0 120.0 130-0 ]360 IMO 1me KM xo 81 Imo 50.1 7U was 6U mLE I]OD 873 -M. 110]AO Imo 1200 Win 811 Imo 1M0 821 1M0 ya9 IL41 110.0 IMO-0 1M0 CMD IMO 1200 130.0 d2ft 489 M4 W8 489 204 %8 µ3 982 1100 BLe ImD ]AO)200 1M0 Win 8U Im0 1M0 8U !AO IMO 1187 IMO 1M0 120.0 ]MO =01=01=6-a 484 66S %7 44.4 889 %7 607 910 fm0 713 1180 IMO SSU CAA IMA 7tw x) IMO IMA a !AO IMO mo 1M0 IMO!MO IMo 1M0 1Mo IMO IMA 89.7 MA MO 817 1M0 IMC IMO IAO!MA IME 1100 MI,]MO IMO 120.0 mM 1200 1]00 1MO MJI ma Imo IMO IMO 1100 M.IMO 1M0=a 1M0 Imo x9 ]309 IMO n.9 1209 1Ad 1011 IMO IMO Imo IMO ma Imo Imo IMO MM 1181 IAO ]10.0 1202 yD-0 110-0 ffi0 IMO ]MO 1M0 !ma 1]00 IMO IMO 120.0 O3 9U IMO a9 Imo 1200 1107 Imo Imoo Imo 1Mo IMO law ffi)3100 IMO ffi7 SMO IMC IMG 1]00 SMO=0 Imo IMD IMO-Imo sm. Ki 8U aw 761 BU - ]d3 - IMO 980 IMG Imo =0 1Me IMO WIDTH I.WIDTHRin 917 IMO 1ME At 110.0 1M0 1200 iM0 1M0/200 1mA ]Za0]M0 1200 IMO Wa 782 ffi7 50.8 M,, ffi7 Ata IOU -,I %6 Imo IMO Imo ma 1M. FRAME WIDTH•Rin MI. 84.7 =0 =0 KJ =a =a x19 !MO 1M0 Imo IME fMa 1200 =a 1100 487 MS 9U 487 Ml %S 699 958 CAA 813 Imo mo IMO 1m0 1M0MN R) 1x6 1MO 7II3 Im6 1ma 1W0 Im0 1Ma 1me, TAL 1ma I100 -0 1mA 448 w VIA Rb Q9 all S9a 384 fig] no ]x9 1200 1127 Me -0 Andw NrinrWw 743 Ix4 1MO 7U 1144 ]100 10U 1WC 1M0 Imp 1200 1MO IMO lma 1MA K) 1mD!MO K7 130.0 1M0 1149 1200 1200 1M0 ]MO 1200 1M0 fWA IMORin 71B ]109 1M0 209lane 1100 1011 1mO Imo IMO 1M0 1MD y0.0 1200 120D]tN 77b 2089 IMO 72.9 1069 1200 9U Imo Imo Imo MI IAA 1ma IAD)MD W.) 2016 Imo WJ 7046 ]MA 989 Imo Imo Imo 1180 1M0 1200 1m0 Imo 203 2 R ] 204 A mN liva, 0 Imo IME 1mD IMO y00 ]ME 1M0 1M0 IAD 1Me)MO IMO 110.0 86N Ma 89.7 ]1920 W8 89.7 119.6 $to fM0 tm0 SOU IMO 1m0 1M0 IMC Mt W ] W ] G A mM 01200 MU 1MO 1]0.0 fA0]MO IMO 1]6D Imo Imp]MO 1ME ford 193 1%a 209AS 10].8 )IS ]OU Imo 820 »00 mo1ME 1MA 1200 Q i tl IMO IIIA ]200 Mo 3200 Imo 1200 IMO 1200 1M0 IMO IMO IW.O 71S 9U R.7 Its CIA 6S2 93 fMe %1 1Mp 1MD Imo me SMA oyap 880 1300 IAO]18] =0 IMO 1M0 -- -1M0 y0A Kw 67 665 AA R.T 6S6 WE s9b 807 ]IBS 767 1168 IMO 119.1 1M01 tl4xl 1x4 IMO 101.8 )ME Imo IMO 1M0 IMC MO y0..IME 6wn q7 610 208 M7 6fA SSE %4 1111 M9 ]069 Sma tort Imo 1]000Imo 718 - 1ME, 918 1Mo 1200 IAA IMO - IMO M0 1M0 24M -3 IAD Me 80.4 110.0 110 1W9 =0 1200 3200 IAD 1MD SMO tmo !Me BILL SHOWN. 7 1MO 078 COL) ]MO 917 =0 1M0 y41 IMO 110 120E 1mA Imd80N AD CBS 1100 901 1ma y00 1x9 17m fM0 1m0 Imo mo HEAD SIMILAR,elf 1MA 6S3 Wa ]MO eU 1m0 IAO]]i)=a 1M0 mo 1M0 Imo lain MC, x7 1119 S63K] Tl 1820 Imo %4 IIno y0.0 SMO ]200 Imo DTy.NAV VARYWe1DOw 130.0 •s %3 tmo eU ma,IMO IMI IMA 1M0 11.0 Imo Imo x7 ME 498 x7 990 881 mi ym SEE 1200 IMA 1M0 me 1M0 SEE TABLE 1. mM 0 MO 191 Mo IMO ffi0 =0 Mo 1M0 Mt IMa 1M0 1]80 1MA RM MB CIS MI 4U q,9 aA) R3 9)20 Imo 781 ]yl MI)1160 =0 1100 8HEET2 Ww 'MS yDA mo 974 ]AE IM0%M0 Imo 1m0 Mo IMA f1A Imo IMO Imi KM 4U 610 1.1 dU 616 B71 562 OLS 117] 718 I07A 1M0 1082 3200 1200 F13RANCHOR Saw K7 MO IMO Kf Imo=0 119.9 Imo 1M0]Ap SMO 1200 1260 1M0]MD mM 18.1 11U IM0 78.1 ME MQ fou Imo SMD=0 MO IME SMD ]MO 1M0 O.C.BPACMO,� �-� �-2.1/4- RN 758 1x8 fA0 7Sl 18fi MI ffi6 1100 Me 1]0.0 mo ma 1]00 1M0 IMD mt. 6U y60 R.6 918 smo 838 -IMD 1%0 fMe IMO IMI) Imo MC 4'MAX Rin Wln Wa ]049 lm0 889 200.E 1m0 918 IMO IMO IMO IMO ma Imo IM0 11a 16w 93 WA w M] W7a 7u ]086 me 912 ME Mt 1Md M0 Mo KM 644 868 MI) SEE 968 1MA %9 IMO 1M0 Iy3 1M0 Imo 1]011 IMO 1280 RM 1NN[32,74m, a..1 90.1 al MB oU 844 %8 =a •.i IMO Mt Imo 1M0 1M0 WN 61D 918 MO 8LO 913 IMO ME IAO =0 1083 IMO IMO Me 1ME IMC w 424as 867 R.4 6U K7 209 969 135.9 ME =7 IMA ME -D IMO RN >ea AS 118.) MA WS 1]67 ME -7 MO-7 1M0 1M0- IMO Imo KN 713 w Sal 7)s 6S0 ]9.4 1459 AS 10U MCI tCU 1M0 Imo 1119 d88 K7 1129 VA x49 1MO 984 IMO 1MD 1MO IMO 1Mo 141n 726 1089 Mt Ab ]OU Mt 9U Mo 110 Imo 1100 90.0 Mo mo mo mN 2067 Md 1200 mi IMO =0!MO =01 IAO=0 12OL0 IAD IMO IMO teu) !tla W 843 MO W.S 893 119A M M.Ma 1017 IMO]ME-0 ]mo Mo AN 864 116E ]mO art IME IMO Imo 1M0 I IMO 1200 IMO 110 M. M.]MO Min mi. w 76.1 ffi7 50.9 Mi ffi) 693 -1 IME %a 1818 ]AO - Imo]MO ssw ]6S 1x7 ]200 MS M7 =5 IMO Mt- i IMA ma RM 447 AA BU 47 67D WA 6U 917 ma 203 1x8 1Ma 1146 MC MC RM %1 IWS IMO %1 = 1200 9U my 1M0 1x 1M0 IAo me]M0 y0A RM 41 Wl 603 AL3 663 801 S49 W 2098 898 ALB 110.0 1M0 0 RN BT.81n 620 %0 mo CLO 938 mo BLE, Imo IAO 1061 114 y0.0 1M0 M,0 1308 24M 693 1040 1200 CU 100.0 ma ME MI Imp 1m0 MI ma M.IMO=a KM 578 861 1x9 93 863 1119 x6 y29 Imo iW1 IMO 110=0 110.0]IDD mM %) 841 1115 K7 8it 1]95 ))d 176-0 CMD 939 IAD 1240 110 ]MO MO WN KO PLO MC 810 BIA Asp - 110.9 1M0 KI mo 110 Imo IMO MA 36M IRI. 164 726 888 464 716 968 861 9U yQ0 8G 1200 1100 IMO 1200 1M0 haw SU 7201 100.8 SU 7201 1026 109 1%4 ]MO 88.0 1M0 ]MO Mo ]MO Mu RM 4U 668 810 42S B88 860 b81 203 741 1111 1]00 1%9 y0.0 1M0 73w 414 711 9Ba 4920 741 9U 04 SOU 110.0 861 ]AO MC Imo MO rain RM ffia 87.1 701 981 91 761 SLI 762 fOIS 8620 91T 1200 %6 1ffi0 11D 4CMI]M0 Mo 1017 1M0 fmo MI, 1m0 Imo IAO 1M0 Imo Imo 1X0 1M0 min all IMO Imo Kl mo mo 18.1 -0 1M0 1M0 two Imo IAO Imo Imo AIISn0704m ypry8vy1878bB Oa Min 77.8 f%9 110.0 TLs 1%g IMC g9s Mo M.-0 IME mo ma 1200 IMO FIm81n Rw 845 %8 ]AD 643 968 1360 8U M. ]ffi0 1115 fM0 MC Mo IMO/MD 111111111111/ Ode Rw mm566 860 199 S86 Baa 193 BU 1200 1M0 3012 IMO 1mD]MO IMO 1200 t ON.,,...,•!l1/( r/ Rsrse4 8y: Doln: n NOAtl KN 34 81.8 f%4 w 6L/ la84 x1 ]SL: 1]0.0 9u yGo 980 Coro 1M0 IAA ` S�•1.1cENSF'••�F.pwO60w cm0°I Ww 508 IOL] S08 7N WU w Mla IMO 846 1]0.0 OEM! 1200 ]W.0 `�:' Rw✓setl By: Dole: RM 461 R9 %4 411 7U 964 669 969 1M0 840 1200 1M0 120.0 1]0.0 1MA *:' '.* e.on. No.58705 •: _ RB" • REX` De.n�ar: D.ovn ey: ANCHOR TABLES @ 1/2n SHIM SPACE J ROSOWSKI Q .•'((/� IF COMBINED WITH STOREFRONT ENTRANCE !T'•,STATE OF 1070 TECHNOLOGY DRNE "I.: Dols: D (SM SEPARATE YSTEM SHALL TM� '• SS/�NAt E?G`\LESSER `` " VENICE.X 1529 7$ STOREFRONT SYSTEM DETAILS-LM 10/05/12 SIGNIIIIII1111 NOKO IS.Fl 34214 9er;as/uoSca a: Snee1: PRESSURE FOR THE ENTIRE SYSTEM. ALYNN M6IER,P,E CERT.OF AU H.(29296 SS-3500 NTS 6 OF 10 1 MD-3500-LM RO PED 68]06 0000 • • 0000 0000•• 0000•• •• • 0900•• • 0000 •• • • 0000 • •• 0000• • • 9••9•• •• •• • 0.0••0 • •••9•• • • • • • • •••••• 99••9• 00 a 0 000 6. • 9 ..0. . . 0.0000 0000 . . . .. 0000.. 0000.. .0009. .. 0000 00000 00 . .96• 0000. . . 0000.. •...0. . . 0000.. . .. .. . 0000.. 0 • • • .06606 . . . . 0000.. 0000... 0 000 ^ ' , ° TABLE& TABLE 6: Will al Im w Mi- "I .It'. _. . 41. aim _18 W. . . . . . .M. . min 2 u am k"o n 2 2 1 141, 1 1_ mm al a 1. 9 Z94914 a Am u Al is u III am y- Ufm am am 111 .27 u III all JAMB ANCHOR TABLES 17;R7- OSOWSKI 1070 IECHWLCGy DRtVC Mo: N VENICE FL 34275 STOREFRONT SYSTEM DETAILS-LM 0/05/12 ° ~ ° ° ° ° °~°~ ° °° =°°° °=°= °°�°°° ° ° °°°°°°° ° °°=°~ �°°°°� °° ° ° °°° 111, ° ° ° ° as 0 ...... .... . . ••••.• ••••••so 0000*0 • • 00• • • •.•••• • • • • TABLET: TABLE B: Window WaB Agd•Pand Anchor Q=UtV %Tldow Wg0 W.P.-I Mlhor Qu wt) Window Wal N80•Pmel Anchor Qwn@/ Window Wa W PwW Anchor 0-0ty w4*mo&nn19ann3Wn1 IUr l4fdm wnsloca) li/}'x+aMmn)tlmlpal (I/1•YBiMmn 9dmsPai6) Inamt Mon Nlres — Mdn AMbt arches arcw arches fmn rran Arelln fbDmTvwlw T nvwY We,TvwF wmnh Z'T'IW'A'NPW TMV 9•T}P4•t' wroth T •A• •e• Y•I—'C • Wlab •e• 'C 'a• T Mb 1 1 1 I 1 MM I 1 1 1 1 Mb 3 1 1 1 3 Mn i i mm 3 1 l 1 l AM 3 I 1 1 I nb ] 1 1 f JD. 3 1 / 3 I 16 n 2 I 1 3 1 I6N l 1 1 1 1 dib 3 S 3 3 1 Iia 3 1 1 I I qM 2 I 1 1 1 tlN l 3 1 I 3 tlb i i 1 1 1 qn } i x } qm RM 3 ] 1 1 tlb 1•N f 2 1 2 1 tlb RM ! 2 3 1 tln tib D S 3 3 Nm d 1 2 2 1 SIN 3 ] 1 3 1 IIm 4 4 D 2 3 f44 4 1 ) 1 ] AM 1 ] 3 1 ] nM 4 } ] ] 1 604 ! 3 I nm 1 4 9 I x 61b 0 ] ] D ) •M4 D 8 ] ) tlb a S d H 8 164 S f D D Rb 3 l ) 1 3 Min 3 1 I I 1 Rm 6 6 S 4 3 Mb I 1 1 1 3 2410 1 1 1 1 1 AM 1 1 I I 1 Nm I I 1 1 1 tlb f 1 3 I 1 IDM 1 1 I 1 I tlN 2 f I 3 3 In. 1 I I 1 l nb 1 I 2 MN 2 1 l 1 1 qm Imb 1 1 I i l 36b ] 1 ] 1 1 qb2 2 3 2 1 tlm ] 1 1 f 1 tlin 3 2 2 2 3 qm 1 1 2i 1 ®b 1®m $ ) 2 ] 1 tlM Rin 9 ] t 3 I SIM l ] 2 2 ] tlb >DN 1 I 2 1 1 14m 4 1 3 2 1 b 3 1 1 I i 91b d 4 I l x Wa 4 i B 8 3 •m d 1 i } ) •M 4 2 2 3 ] nb 4 4 J ) 2 •N s S 4 3 3 •b d 1 ] I ) Min 1 1 11 1 Dom 1 ! 4 D ! Mn 1 I 3 1 1 RM S 1 8 I 9 IDN 1 3 1 1 I Rm p 6 I A nM 1 I 1 1 1 Mm 1 3 3 1 mtn 2 t 1 1 1 Mb 1 1 I l 1 X. 2 2 2 1 3 nq 1 I 1 I qN loin 3 1 1 I i AN 1 1 1 1 1 l I 76 3 1 1 tlN t 2 2 ] 3 nN i 3 1 I l 1 1 I qm I 1 f XN l i ] ] 1 tlN 2 1 ] ] 1 lob 4 1 I 1 1 tlN aDN 3 2 1 ] 1 M 4 1 2 2 3 tlM NM 1 1 1 D 1 Ab 4 4 l ] 2 Mm t } l l Mm 3 1 1 1 1 31b 4 d 3 2 ] Ma l 1 1 I I nb 4 3 ] 3 IDN 1 1 3 1 1 nb D 3 } pb ] 1 1 66m 1 1 8 8 Will »6M 2 1 1 I 1 l 1 1 dem S ! 4 8 8 gm a 2 ] f 1 Rb ! a 3 D ) tlm ] 1 I 1 f Rm 6 6 3 4 3 q fob ) 1 2 ) i tlM a 2 2 ] 1 Mb 1 1 1 1 a tln a b : 1 nm 1 1 llln 8 1 ] ] 1 Ab 1 3 1 Sdb 4 4 D ] 1 3 1 AN 1 I 1 1 3 tlb ] 3 3 1 1 min nN e 1 1 ] I 3/b 2 I 1 1 1 tlb nm J 3 3 2 l )dM 3 2 3 ] I tlM lIDm 2 1 1 1 l Mb 4 2 2 Ab 3 1 1 1 AM 4 t i ] x tlN ! 2 2 1 IAb 4 4 J D ] qhl ale I S 1 2 1 m 1 D MW3 2 1 ] 2 mm 3 S 4 ! l or. 9 D ] 3 I RM 6 8 8 8 Mm 1 1 1 1 Rb 6 6 2 1 2 pa d 8 1 3 Mm 3 1 1 I I nm 1 1 ] ] 1 Mb 3 1 1 1 l Mm 3 1 1 I 1 Am 1 1 1 3 1 IDN ilBM 2 1 1 1 l AM I 1 1 1 1 nb 1 1 l l I AM 3 1 3 IAM 2 1 3 1 I ARIA2 f 1 1 qM 3 1 1 I t •m 3 i 1 / 1 tlM ) 2 1 tlM 91.1lm D 3 2 } 1 Mln 1 1 t i I tlb n.iSb 8 b ] ] ] tln l 1 3 3 1 HIM 2 } i 1 AM 1 1 1 I 1 %M 9 0 I 3 3 Deb 4 ] 1 I 3 nm 9 1 l 1 Mm 4 d 8 i 2 dam 4 8 a ) g 36M 1tlm ] i l 1 1 Mb 2 1 1 1 1 Rm ] ! I D qN 3 3 1 1 1 Rm p p D d a Ab 1 1 1 1 1 Mm 1 1 tlM 8 ] 3 3 1 Mb ina 1 I 1 1 1 f 1 1 1 NOTES: tlm a a a 2 1 nb ] 1 1 I 1 Mb l 1 l 1 1 USE THIS ON HEAD A NOR QUANT2T�8 LOCATED BETWEEN THE nb 1 1 1 1 1 F1.9�I" a 1 i i 1 CLUSTERS.ON THE HEAD AND 80.L x f Yb B ] ; x x qb win 2 i x 2 1 APRoveum plyingMpL@0 nln --±4--- 3 2�Irc�° y� D61n ] D \II III IiI/ tlb B t 1 1 SU 1 Nein p B,� HEAD SHOWN. .``\pC\� R.K..a 9r: once: . Noon .. I / ��•VICENS$''•.'P Rem No. 705 •••'�'� RMxeO BY Oole: RMe.on. 50 – . v'••�" g/3 'w; PANEL ANCHOR TABLES JROSOWSKI EO. EQ. EQ. ST TE F ;•' : 1070 TECHNOLOGY DRIVE fine: Duro: ��`�'••RLOR1�?:•'�U'`� N.VENICE,FL 34275 STOREFRONT SYSTEM DETAILS-LM 10/05/12 MIO?ANCH0R8 '!•,SSS" Fi P.o.901 1529 TO BE EQUALLY /III ISI N{11- � NOKOMI9,FL 34274 serm/nbwC 5cnis Sheet SPACED.N-Me ALYhwiSll�iFA.PP. CERT.CF Alf1H.p2g296 SS-3500 NTS 8 OF 10 MD-3500-LM RO PFJ 691p6 0000 • • 0000 0000•• 0000•• •• • 0000•• • 0000•• • • • 0000•• 0000 • •• 0000• 0000•• • • 0000• •• •• • 0000•• 0000•• • • • • • 0000•• 0000•• • 0 • •0000• 0000 000000 0000.. 0000.. .. 0000 . 6 . 0000. .. . 0000 0000. . . 0000.. 0.060• • • 0000•. • .. •• • • 0 ••..0. •.606. • . • • 0000.• •.000• • • • TABLE 9: f wgWoW Wall Ma0an Capadty 44 wbw-Won Notm.Cmp9 (omfl -� TM wroTH2 Nmunelaa UvoOdmmtl IMINaad alms-R99d. Moroi ROM. Umelnl9rm4 UNelnfaatl ALu.41nI. flmelYMl. Im Ty9..emq la4aTyp.Am o) Ia ,ry .6mR (a4a T]p.CmFl N.*.W am 1646.TypIll-) low Typ.Am D) js9 ,,_C&F) low T9 -) Fr�ne VA4U Fr4me Met Pm N - Fo.• D..• 1• Pm• (•1 F-mlitm F-WA, 96.) Pm• N - Pw♦ - Pm. l n / NM .0 no no wA Wa NDD WO 1R0 Nin = WO WO m NOD n0 IRO II Ab Ra m10 n0 n0 I n0 two no Ina Aln no wA qs A.m wo NO0 900 ]IDA it %b X. no no no WO OAO WO Ino 981. 68.6 ]44 ]4A u0 n0 NOD no = / @M no no w0 900 n0 lano M. IRO @In IWb Al 64S 849 BQs SU) Nno n0 1100 HEfOHT / 411104 04104 .0 no wo no n0 IOOo - Intl @In 900 xu 900 IM() Nln RO no w0 Wo n0 Ina no mol moa w0 wl. n0 ffio n0 no no Iwo 040 IRD Wln 040 lAl9 66104 n0 1w0 w0 Ino mi. 040 1000 no 100.0 n0 IRO 241" RO SD no WO n0 IwA no /R0 NM n0 no w0 no no 1W0 WO I210 Ain 66.6 742 78] ul WO 1WA no Intl II Ab RO no wo 9040 w0 AOA w0 Ino Sol" 365 628 @.6 626 na ]000 no IRO A RO no WA - w0 IWO no mo @In 114In 9040 100.0 no IAO WIDTHisWm7I12 @M RO 800 no ma 040 Iwo wo Ino 6b SU) IWa no IRA FRAME WIDTH^ 46M nb no 80.0 WO n0 w0 IWO no Ino mill, .0 1w0 m4M n0 no n0 we 6049 no 1R0 WM n0 100.0 M RO all 040 n0 wo 1010 WO ]040 NM 6A] 968 Mm Mm n0 100.0 no IRO 66104 - Ino no 1040 AM 661 624 664 664 wA 100.0 040 1]0.0 nM n0 ]Ono no Ino Ain CA 9.5 993 85 90a Iwo no IWO NI no no no 90.0 9040 - no -0 IODA no Intl � ALUMINUM wb no AA Wo no Soo woo no Ino 46104 9Q0 �0 9°9 �0 REINFORCEMENT 86M no ffio no ma mo mo Ino 541v ntl 1000 @b 700 no no no no Inc no Ino Win no Iwo #19509,6063-T6 4BM Nb ffio 900 0 no NOo 040 ffio Nin 60.1 82] 6.7 627 WO 1060 n0 IRO 36b n0 no 800 n0 no 100D w0 1040 win Iem m46 548 m46 NO.O 90A Ino wM n0 Ino n0 1040 1181. IS. 496 460 860 460 WO Sm WO 1R0 66M 040 f00D n0 1040 @M W. 96.6 no 118.6 nb no Iwo @M 9R0 ]00.tl STEEL NM no no no 9040 two n0 669 n4 10 REINFORCEMENT wb no BOA WD 90D no 1000 80.0 Ino Nb SIS 6611 58.6 m68 no IIn0 90.0 IRO Ab mo mo 9040 WO 90.9 AOA w0 1]00 AM 49.1 qA qA @A WO 1040 no IRO #191M,A36 STEEL @Iv n0 8040 w0 WO 660 AIA n0 7760 Aln 1@In q1 7 9040 @64 411M WM 040 no 8m 69.0 900 Rw - Ino @b M4 618 Wo 1009 S1b WO NOD n0 IRO 48M Boa 6044 wb .0 Iwo n0 1ma SIM 76 W6 86b 040 =a Nl,l 688 SIA 624 sL4 9040 ]040 IRO nb 040 1WO Aln 1 4L4 424 @.4 9040 Ina WO 1W0 NM 040 ffio 040 040 WO 1040 040 3R0 Aln ]98104 760 644 WO 1N3 AM RO no 90.0 no 1IIR0 mo ]100 @i^ MI no AM AO 80.0 no 9040 w0 Iwo 900 1040 46M RI 04.9 @b RO no W.9 A WO Intl no mo Nin 40.1 62 1611 491 900 Iwo 8040 1040 @b 9.71, 040 800 e10 040 WO 1wD na Ino wM 921 ffio 96.4 793 86H WO +n8a Slb 040 ]wD no 1Ra S61n MI. 667 ul mU 893 wM no 1w0 @b BRs 04.2 66b no IOOA 49M m 689 04104 no ]ORO NM 040 80.0 90.0 900 WO 10040 WO Intl wM no 040 040 WO 040 IWD no Ino -m01yi-soob0• 96104 040 w.0 no as n0 100.0 n0 IRO 111111 @M 12M 6811 041 04.1 041 on 1W0 Wo Ino `\� LYNN,yI RerieeO ey: Dore: Reneign� N Ao s®sm no mntl no Im dpN�....r4se•.91,,•-� •� �icE 9 wM n0 1W0 ;' •,*�� RMae4 By: pefe: Renaion: '- 6M wo 1060 _* No.58705 ', _ tr_ ® oe.e.;nuonwo.e Nr 13 .`�; MULLION CAPACITY J ROSOWSKI IF COMBINED WRH STOREFRONT ENTRANCE S ATE OF \�.; 1070 TECHNOLOGY DRIVE DOOOob: DONSESIF'RE88UR EE ATE AP OFOTAL DTHE ES %O�F3.f.1oR�QPC7,� "o".i OxFL'S 9275 STOREFRONT SYSTEM DETAILS-LM 10/05/12 OR STOREFRONT SYSTEM SHALL BE THE DESKN4 �,,SlONA4`�� NOKOMS,FL 34274 Seree/Nadel: YWe: SMet: poemg NO. Rer� PRESSURE FOR THE ENTIRE SYSTEM. 0.LS'HML'dLLOIi,P.E CERT.OF AUR1.129296 SS-3500 NTS 9 OF 10 MD-3500-LM RO PFJw1w 9999 • • 9999 9999•• •• • • ••• • 9999•• •• • 9999•• • 9999•• • • • 9999 9999•• 9999 • •• 9999• 9999•• • • • 0 9999• • • 9999•• •• •• • 9.96.0 60.0•• • • • • • • • ••000• 00.0•• • • • •6000• 0 000 • 0 ...... .... . . ...... . .. ...... ..... .. . .... ..... . . ...... ...... . . ...... . .. .. ...... . . . . . . ... . 0 00 .868' 1.000' 4125 4.162' 3L �° 1 ASSEMBLY DETAILS _ 84 758 ALL DETAILS SHOWN FROM THE EXTERIOR t FRAME TRANSOM FLAT•342 OHEAD,SILLBJAMB 2 BASE O SNAP COVER #19501,8083-T8 #19502,8083.78 #18505,8083-T8 �--4.7l3• �' 2.806'—a{ LI►-2185� �I 4.785• FOR CLARITY, ANCHOR PLATE 7.627.1.121• 1.121• ' 7 NOTSHOWN .tBT r l� 1.553• 7� L ALUMINUM ANCHOR FOR CURVED OR ANGLED O REINFORCEMEN7T TO FLUB BEAD I B FLUSH 4EAD O CHANNEL HEADERS,CORNERS 1 #19509,8083-T6 #19603,8063-T6 018504,8083-TB #19531,6063.78 MAY BE WELDED 4.760• TABLE 10; 1•m # MHS Ak .185 7.718• 1 19501 Frema HeadM 602 ,lm ,SllJ ill 808376 AWn —F- 2 39Tramps Bete S063 - STEEL t 3 19506 Flat Coror 8033-76 Aden. 10 REINFORCEMENT 4 1%09 Alumllwmltelnlpwlrem -��^• #18532,A36 STEEL 5 19503 Rush Bead 91W SW&T6 Aden. 2 6 19500 Fh h Be 1.1/C 806318 Ache. 7 15551 Amirorpleneel 4' 806318Ak- io 19552 Steal Reirdorcement ASS Siad 7 30 1652 Sftttft Bled 31W x715 x4'Gum=SS -5 EPDM 31 1700 Ie Sete Mod 3/15x1- !FNE•B5.-5a 40 13144 fiu Gee4e Bead Duro.as./-S 41r7870 Ed I.G15 •5ex 3 AmiBa8�I�a�Aft"8hdm t11U11Ill r]Y DaW 07 /g pN�...........,<F.p��• ae.,..e er mm: aer„lay: NOAe � .Q 'CENSE y `�:• 705 � RaWned BY: Gala: Reisign: �cf EXTERIOR LU --er ® 0esc.muoe: : a. MATERIAUCORNER DETAILS J ROSOWSKI i O,4,••,••FLORIOP:•'�G`� 1070 N.VENCE,OFL0G342 5 STT DRW 10/ �SS/ONAL P.O.Boz+seg OREFRONT SYSTEM DETAILS-LM 10/05/12 rrr11111 I11t NOK01115.(l 242]4 5eriq/Mode.^. Srob: SnaeF. OrR.tnq Ne. Ror: A LIMNMWER,PR CERT.CF ACTH.829298 SS-3500 NTS 10 OF 10 MD-3500-LM RO PE1 He 0B • • •••• •••••• • •••••• • • 00 0 • • ••• •••• • ••••• • • ••••• •• •• • •••••• • •••••• • • • • • • •••••• 0000 0000.. 0000 . . . . . 6 0000.. .. ..�... 0000.. .....• .. 0000 0000. .. . 0000 0000. . . 0000.. 00..00 0000.. . .. .. . 0 . .0.00. 0.6000 . 6 . . 0000.. 6 .6066. 6609 MAW MIAMI--DADE COUNTY,FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 26th 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.nov/nera/ 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"HR-710"Aluminum Horizontal Sliding Window-L.M.I. APPROVAL DOCUMENT: Drawing No. 4127-I0, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through I 1 of 11, dated 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01/2012, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant, LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series and following statement: "Miami-Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. .•••• ADVERTISEMENT: The NOA number receded b the words Miami-Dade ou l d p Y .� L1tY3 F14ri51g� and �. followed by the expiration date may be displayed in advertising literature. If an3i poctign of f1 r~NQA is ....;. displayed,then it shall be done in its entirety. 099:66 0 0000.. INSPECTION: A copy of this entire NOA shall be provided to the user by Me*&ranufac:drer•pr its • • distributors and shall be available for inspection at the job site at the request of the Bu Unig Official. 00 0 . . 0000. This NOA revises NOA No. 11-0630.02 and consists of this page 1, evidence pagii E0*-1%E-2 t6d, 4 3,as 0 well as approval document mentioned above. • 0000.. The submitted documentation was reviewed b Jaime D.Gascon P.E. • Y � 0000.. 0000.. M IDADECOUNTY � Y NOA No. 11-1114.04 2$ tZ Expiration Date: December 21,2016 Approval Date: February 16,2012 Page 1 0000 0000•• 0000 • • 0000•• • •• 0000•• • • • • 0000•• 0000•• • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • • 9 ••••9• 0.00.0 • • • • 00.90• • • PGT Industries.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No.'s 07--0815.09 and 06-0405.06) 2. Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01/2012, signed and sealed by Anthony Lynn Miller,P. E. B. TESTS 1. Test reports on: 1)Large Missile Impact Test per FBC,TAS 201-94 2) Cyclic Wind Pressure Loading per FBC,TAS 203-94 Along with marked-up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5330, dated 07/18/2007, signed and sealed by Carlos S. Rionda P. E. (Submitted under NOA No. 0 7-081S.09) 2. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4) Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 6) Forced Entry Test,Type"C"sliding window,Grade 10, per FBC 24113.2.1,TAS 202-94 and per ASTM F 842-04 Along with marked-up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4858, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0405.06) 3. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC, TAS 202-94 4) Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94•'• . .... ...... 6) Forced Entry Test,Type"C"sliding windAv.C6de 10, ••• •• per FBC 24113.2.1,TAS 202-94 and-per A&TX4 F 84?,04: ....:. Along with marked-up drawings and installation diagram4f• XOX aluminum•...: horizontal sliding window, prepared by Fenestration Testing*L&tNDrato4,.I Tr.., Telt Report No. FTL--4859, dated 03/08/2006, signed and ;jj�j1pd by Mmundo Largaespada,P. E. :0000• ...... (Submitted under NOA No. 06-0405.06) ••• •. •' Jaime DCCMe ,P.E. ProductC,Qittrfl Section§VVervis+••••: NOA 1'14..1'1-j 114.04 Expiration Date: December 21,2016 Approval Date: February 16,2012 E-1 0000 0000.. 0000 . . 0000.. 0000.. .. 0000 0000. .. . 0000 0000.. . .. .. 0000.. 0000.. .0000. . . PGT Industries.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by PGT Industries, Inc., dated 10/26/06, signed and sealed by Robert L. Clark,P. E. (Submitted under previous NOA No. 07-0815.09) 2. Complies with ASTM E1300-98/04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 08-0206.01 issued to Solutia Inc. for their "Saflex HP Glass Interlayer"dated 04/17/2008,expiring on 04/17/2013. F. STATEMENTS 1. Statement letter of conformance and compliance with the FBC 2007 (with the 2009 supplement) and FBC-2010, dated 10/25/11, signed and sealed by Anthony Lynn Miller,P. E. 2. Statement letter of no financial interest and independence, dated 10/25/11, signed and sealed by Anthony Lynn Miller, P. E. 3. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15-27.001 of the F.B.P.E., dated 10/07/11 signed and sealed by Anthony Lynn Miller,P.E. 4. Statement letter of no financial interest, conformance and compliance with the FBC- 2007,dated 06/29/2011,signed and sealed by Robert L. Clark,P. E. (Submitted under previous NDA No. 11-0630.02) 5. Laboratory compliance letter for Test Report No. FTL-5330, issued by Fenestration Testing Laboratory, Inc., dated 07/18/2007, signed and sealed by Carlos S. Rionda, 0000 P.E. • • . ••99 00.0.0 (Submitted under previous NOA No. 07-0815.09) • .. 0 00 • • • • 0000•• •0• • 0000•• • 0000•♦ • • • 0000•• 000000 • • • • • • • • 0000 • •• 0000• • 000.00 • • 00000 • •0990 • •• • 99000• • • .Jaime D��'8S�4n,P. • Productll;W tr§l Sectiop 5ggervisc r'•••• • NOA 1Qq..f1 X1114.04 Expiration Date: December 21,2016 Approval Date: February 16,2012 E-2 6666 6666.. 6666 . . 6666.. 6666.. .. 6666 6666. .. . 6666 0000• • • .6••s• 0000.• • • • • • 0006.• 40 • • • ••06600 0.• • • • 06.. • • 0 00 • • 0600.• • • • • • 0 PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS(CONTINUED) 6. Laboratory compliance letter for Test Reports No.'s FTL--4858 and FT1,4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed by Edmundo Largaespada,P. E. (Submitted under NOA No. 06-0405.06) G. OTHERS 1. Notice of Acceptance No. 114630.02, issued to POT Industries, Inc. for their Series "HR-710 Aluminum Horizontal Roller Window — L.M.I.", approved on 08/18/2011 and expiring on 12/21/2016. • • . ,Jaime Dg Oats",P. ProdueNgstrpl Section y§ggervisor•••� NOA N9,11-114.04 Expiration Date: Deceinber 21,2016 Approval Date: February 16,2012 E-3 GENERAL NOTES:IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1.GLAZING OPTIONS:(SEE DETAILS ON SHEET 2).FOR INSTALLATION ABOVE 30 FT.GLASS TYPES G THRU L MUST HAVE A TEMPERED GLASS CAP. A.5f10"LAMI CONSISTING OF(2)UTES OF IV ANNEALED GLASS WITH A.090 DUPONT BUTACTTE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER B.018'LAM)CONSISTING OF(1)LITE OF 1V ANNEALED GLASS AND(1)LITE OF 1A3'HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEXAMEPSAFE MAXIMUM PVB INTERLAYER C.OMB'LAMI CONSISTING OF(2)UTES OF 113'HEAT STRENGTHENED GLASS WITH AN.080 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER D.7116'LAMI CONSISTING OF(2)UTES OF 3M8'ANNEALED GLASS WITH AN.090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER E.718"LAMI CONSISTING OF(1)LITE OF 3118'ANNEALED GLASS AND(1)LITE OF 3MS•HEAT STRENGTHENED GLASS WITH AN.080 DUPONT BUTACITE OR SAFLEXMEEPSAFE NOA DRAWING MAP MAXIMUM PVB INTERLAYER SHEET F.7116'LAMI CONSISTING OF(2)LTTES OF 3118"HEAT STRENGTHENED GLASS WITH AN.090 DUPONT SUTACTTE OR SAFLEXIK=EPSAFE MAXIMUM PVB INTERLAYER GENERAL NOTES••--••-1 GLAZING DETAILS............2 G.13118'LAMI 10:(1)LITE OF IV OR 3M8'ANNEALED(MIN.)GLASS,6116'OR 318"AIR SPACE AND&IS'LAMI CONSISTING OF(2)UTES OF I76'ANNEALED GLASS WITH A DESIGN PRESSURES....-3 .080 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER ELEVATIONS_...............4 VERT.SECTIONS.............6 H.13116'LAMI IG:(1)LRE OF IV OR 3118'ANNEALED(MIN.)GLASS,&10'OR 3AL"AIR SPACE AND SMB'LAMI CONSISTING OF(1)UTE OF 118'ANNEALED GLASS AND(1)LITE HORIZ SECTIONS.._........6 OF IV HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACTTE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER PARTS U ......: ST............... 6 EXTRUSIONS..........._......7 1.13116"LAMI IG:(1)LRE OF 116.OR 3118'ANNEALED(MIN.)GLASS,6/18'OR SAL'AIR SPACE AND&16'LAMI CONSISTING OF(2)LITES OF IV HEAT STRENGTHENED GLASS CORNER DETAIL_............8 WITH AN.090 DUPONT BUTACITE OR SAFLEXAD:EPSAFE MAXIMUM PVB INTERLAYER ANCHORAGE................—6-11 J.ISMS'LAMI IG:(1)LITE OF 118'OR 3116"ANNEALED(MIN.)GLASS,3116"OR 114'AIRSPACE AND 7110'LAMI CONSISTING OF(2)LITES OF 31'18'ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTERLAYER K.ISMS"LAMI IG:(1)UTE OF IV OR 3116•ANNEALED(MN.)GLASS,3118"OR 1/4*AIR SPACE AND 710'LAMI CONSISTING OF(1)UTE OF 3118'ANNEALED GLASS AND(1)LITE OF 3M8"HEAT STRENGTHENED GLASS WITH AN.OBD DUPONT BUTACTTE OR SAFLEXWEEPSAFE MAXIMUM PVB INTERLAYER L 13110'LAM]IG:(1)LTTE OF 118'OR 3718'ANNEALED(MIN.)GLASS,3116'OR IWAIR SPACE AND 7118'LAMI CONSISTING OF(2)UTES OF 3118"HEAT STRENGTHENED GLASS WITH AN.090 DUPONT BUTACITE OR SAFLEXAD:EPSAFE MAXIMUM PVB INTERLAYER 2 CONFIGURATIONS:PA(LO,SOX 3.DESIGN PRESSURES:(SEE TABLES,SHEET 3) A NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300A2. B.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 4.ANCHORAGE:THE 33113%STRESS INCREASE HAS NOT BEEN USED N THE DESIGN OF THIS PRODUCT.SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. PRODUCT REVISED m�IYhB a'qh tlm Floelde &SHUTTERS ARE NOT REQUIRED. S Na r 6.FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. 7.REFERENCES:TEST REPORTS FTL-4868,FTL-4868 AND FTL-8330. ELOO TEXTRON NOA:040721.01,03-0220.06 ANSUAFBPA NDS-2006 FOR WOOD CONSTRUCTION f l l t l l ADM-2006 ALUMINUM DESIGN MANUAL `,ION.(LYNN M!((,i 8.THIS PRODUCT HAS BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE,INCLUDING THE HIGH VELOCITY 'vCENSF' •.,cW��' HURRICANE ZONE NVHZ)• :' '••*�; A ^*; No.68700 S.FOR INSTALLATION IN THE HVHZ ABOVE 30 FT,GLASS TYPES G-L SHALL HAVE A TEMPERED I.G.GLASS CAP.BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. J1 1wr7M1 a FBC20focoDzcwx E '1)'•. sr tonT=0xNa0orLuuve GENERAL NOTES JA k: o ADOEDIOCAPTDBETEb11mw -$wrNOTF NOK0093.FL3{1T8 T ; �•ii• P••'��?�` FA 4/1807 c FnaxloTDwmEa7ecNaNOTeewawRrvrewr PA.e�%tT1B ALUM.HORIZONTAL ROLLERW/N !MP CT TS7�1M0N �`` ue. NOKOMIB,FL3M114 VW*Beer Bi0110i1 ` °Op'H 0.L PE ••••• Fx ?IJ81DB JJ. 31=W NR7/0 NTS 1 +11 41*0 • P.F¢Lmrm • • •••••• ••00000* • •••••• • •••••• •••• • •• 40160 4444•• • • 4444• • • 4444•• •• •• • 4444•• • 4444•• • • 4444•• • • • 4444•• 0000 0000.. T: . . 0 . ... . . .. . •gee.. . .. 0000.. •0000. •.•.•• 0 000: 000000 0000. 0000. . . 0000.. 0000.. . • 0:0 see 0 es so . a 0000.. . goes** . g 0000.. •egg.• . . 216160..61.62 21 50 're NOM. 65 12 NOM a EXTERIOR INTERIOR* BITE GLASS SITE (ALL SECTIONS) 61 83,64,65EALED OR HEAT STRENGTHENED GLAS9 3115'ANNEALED OR HEAT STRENGTHENED GLASS UTIA OR DUPONT PVB INTERLAYER 080SOLUTIAOR DUPONTPVSINTERLAYER EALED OR HEAT STRENGTHENED GLA68 3M8"ANNEALED OR HEAT STRENGTHENED GLASS M. 7118'LAMINATED LAMINATED GLASS 7116"LAMINATED GLASS 21 50 21 12'NOAL 1R'NOM. 69 GLASS SITE 69 GLASS BITE 52 62 68,87,68,69,70,71 72,73,74,76,76,77 PRODUCTRRVISM oomatr+°s.�u uro P1d14° R°04f°g C°4° 1/8'ANNEALED OR HEAT STRENGTHENED GLASS 3110'ANNEALED OR HEAT STRENGTHENED GLASSNo 080 SOLUTIA OR DUPONT PVS INTERLAYER 080 SOLUTIA OR DUPONT PVS INTERLAYER (q 10 ANNEALED OR HEAT STRENGTHENED GLASS 3110"ANNEALED OR HEAT STRENGTHENED GLASS 0MS"LAMINATED 7110"LAMINATED Mi®IID84° 5116,OR 36'AIR SPACE Mt 3MW OR 1/4"AIR SPACE 1/S'OR 310°ANNEALED OR TEMPERED G1A88 Qp 118'w 3118'ANNEALED OR TEMPERED GLASS QD 1310"NOM. 13/'18'NCM. III 13/16°LAMI IG GLASS W/6/16°LAMI 13116°LAME IG GLASS W/7/16°LAMI �. pN�.••• •••H<F lQ':'JGENSF '.'P QD FOR INSTALLATION IN THE HVH2 ABOVE 30 FT,GLASS TYPES G-L SHALL HAVE A TEMPERED I.G.GLASS CAP.BOTH THE OP AND ANCHOR QUANTITY TO REMAIN UNCHANGED. *—A.— 4u— GLAZING - 1.1 40117/11 E NCCNA,VUE iM88HffT fie" i�'f1 S 1�f \amrecwioLo0r GLAZING DETAILS •O.�'••..Flo oP;'V.. ADCEDfOGNTo�7El.PH1® wnF7NOTE, naconne.nxm0nnm P�---r' HORIZONTAL ROLLER WINDOW IMPACT NA1- i FJL 4Hs�07 C A'OCHANSE7H188NEEi PA.eqx 1648 gy yy yy N01(01P8,0.W. T id*Batter B1pi �i1�A' A.LTNN61SL�t,T.L/ •••••• FA ,1,L a xRn4 FUp 2 a 11 4127-10• !E • P.esea�w • • 0000•• •• • 0000•• • 0000•• • • • 0000•• 0000 •9 • • • e•0• • •• 0000• • 0000•• • • 0000• • • •0069• •6••9• • • 0 • • • • •9.9•• •96••9 • • • • 00 0 000 • 9 9 0000 0000.. 0000 . . 0000.. 0000.. .. 0000 . 0000. .. . 0000 0000.. ..0.. 0.9609 . . . . 0000.. .9.... . . TABLE 1. XOX(1/4,112,114)FLANGE OR INTEGRAL FIN WINDOWS(FLANGED SHOWN.FIN WINDOWS W/SAME DLO ARE 1"SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 26" 36" 38 318" 48" 60 618" 64" 60" 63" A,B,G,H +60.0 60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 6D.0 +60.0 -60.0 +60.0 •60.0 Q 96" A,B,G,H +60.0 •80.0 +60.0 -60.0 +60,0 •80.0 +60.0 -80.0 +60.0 60.D +60.0 -60.0 +58.8 -58.8 +56.2 -58.2 D FOR INSTALLATION IN 1083!8" A,B,G,H +60.0 •80.0 +60.0 •60.0 +60.0 -60.0 +60.0 -80.0 +80.0 -60.0 +80.0 -60.0 +56.2 _55.2 +513 -62.31 THE HVH2 ABOVE 30 108" A,B,G,H +60.0 •60.0 +60.0 .60.0 +60.0 -60.0 +60.0 60.0 +60.0 •60.0 +60.0 -60.0 +54.6 -54.6 +51.7 -51.7 Fr,GLAS6TYPESG- L SHALLHAVE A 111" A,B,G,H +80.0 60.0 +60.0 •60.0 +60.0 -60.0 +60.0 •60.0 +60.0 -60.0 +69.5 -59.5 +53.6 53.6 +50.9 -50.9 TEMPERED I.G.GLASS CAP.60TH THE DP UPTO111" C,I +60.0 60.0 ANDANCHOR D,E,F, QUANTITY REMAIN UP 70111" J K L +75.0 -75.0 UNCHANGED. TABLE 2. XOX(1/3,1/3,1/3)FLANGE OR INTEGRAL FIN WINDOWS(FLANGED SHOWN.FIN WINDOWS W/SAME DLO ARE 1"SMALLER) EWINFDOW GLASS WINDOW HEIGHT TYPE ALL HEIGHTS UP TO 63"A,B,C, G,H,I +60.0 60.0 D,E,F, J,K,L +76,0 1 -76.0 TABLE 3. OX AND XO FLANGE OR INTEGRAL FIN WINDOWS(FLANGED SHOWN.FIN WINDOWS W/SAME DLO ARE 1"SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 28" 38" 38 318" 48" 60 6/8" 64" W. 63" 60" A,B,G,H +75.0 -75.0 1 +75.0 -75.0 1 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 66" A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +74.2 -74.2 +70.2 -70.2 72" A,B,G,H +75.0 -75.0 1 +75,0 -76.0 1 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +89.8 69.8 +85.2 �-75. rrzDDucraSvsnD 74" A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.D +75.0 -75.0 +75.0 -7b.0 +75.0 -75.0 +68,1 68.1 +63.8 mmpl7ingwLLhilm Plod& xwm"scoaa UPT074" C,D,E,F, +75.0 aL6P'°"`0N° I,J,K,L GLASS TYPES:TEST REPORT FTL-4868 00)Q,FTL-4859(OX&)GO)AND FTL6330 mI A.6116"LAMI-(118"&.090,118-A) G.13/16"LAMI I0-1/8"OR 3118"A(MIN.),516"OR 318"ADR SPACE,5116"LAMI-(1/8"A,.D90,larA) B.6/16"LAMI-(1/8"A,.M.1/8"HS) H.13/18"LAMI IG-1/8'OR 3/16"A(MIN.),5/18"OR 3/8"AIR SPACE,5/16"LAMI-(1/6"A,.090,1/8"HS) C.5/16"LAMI-(118"HS,.090,1/8"HS) I. 13/16"LAMI IG-118"OR 3118"A(MIN.),5/16"OR 3/8"AOR SPACE,5116"LAMI-(1/8"HS,.090,1/8"HS) `�p`D��l VYNN.. 4'Rp D.7/18"LAMI-(3/1('A,.090,3/16"A) J.13/16"LAMI I13-1/8"OR 3/16"A(MIN.),3/18"OR 1/4"SPACE,7116"LAMI-(3116-A,.090,3/1("A) E.7/16"LAM]-(3/1("A_090,3/16"HS) K.13/16"LAMI IG-1/8"OR 3/16"A(MIN.),3118"OR 114"SPACE,7/16"LAMI-(N18"A,.090,3/16"HS) i'k No.5Z705 c F.7/18"LAMI-(3116"HS,.090,311("HS) L 13/16"LAM]IG-118"OR 3/16"A(MIN.),3116"OR 1/4"SPACE,7116"LAMI-(3/16"HS,.ODD,3/1(rHS) = Q,7 •t;' It, , "amu" I ?/If E NOCMNSETHIS sHEET AE'SIGNPRESSURE3 � FtATECF A.R. arlatt D a0DED10CAProHETEN-ERED +3GTNDTE Ho�coms•r� SUM.HORIZONTAL ROLLER WINDOW,IMPACT ��%FS'SpNN_A1,,`,�`,,► AK 4116W C ADDIN7EORAL FWOPTIVN8VPVATEA61NE1300d2DPe P.0.0Q1(1678 yqe ai(.},et Pd •••••• w;wqy, mow, xonora9.naa27a Vwbb beam NR7to NTS 3 "11 4127-10 �' • v,r„es7an • FX 7//8,D0 J.l. Y19/C• • •••••• •• • •••••• • •••• • •• ••••• •••••• • • ••••• • • •••••• •• of • •••••• • • • • • •••••• • • • Soso SSSS.. SSSS . . . . SSSS.. . .. SSSS.. .0900. .. SSSS . 9 SSSS. .. . SSSS SSSS. . . ..999• 00*00 ..99.. 0:0000 . 9 9 . SSSS.. SSSS..0 000 0 0 00 27 ale' 27 31W 27 318' MAX.DLO &16118°MAIC DLO FIXED MAX.DLO MAX.DLO VENT VENT FIXED D D — e e B 9 110'MAX.WIDTH I.F.FRAME I�- 857n8°MAX.WIDTH I.F.FRAME—►� 111'MAX.WIDTH FLANGE FRAME 7118'MAX WIDTH FLANGE FRAME DETAIL B-XOX(1/4-1/2-114) DETAIL C-XOX(1/3-1/3-1/3) NOTE: 338/18'MAX 33 9118'MAX. 1.SEE SHEET 6 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. DLO FOXED C DLO VENT ^ — — Or MAX SEALANT OR GASKET FLANGE AT HEAD AND SILL q 1 q FRAME ALL 15 5731r 1 CONFIG. MAX MAX DLO ALLI DLO ALL 15 IF.FRAME PROD=RRVISM FIXED / / VEP1T9 Sr MAX =Yb fmd ph.i LRES O I X I.F.FRAME ALL Amept¢omNo sjT,n`4. CONFIG. T I Mimd P 1 1 I 13 FLANGE FRAME LYNN 73•MAX.WIDTH I.F.FRAME--�{ ':�'I,:•''GENse'•.,W VIEW D-D 74°MAX.WIDTH FLANGE FRAME Z* No.58705 (FRAME CORNER CONSTRUCTION) DETAIL A-OX OR XO u t9H7M1 a ao Tro9sNffT E EVaTIONs ,Ol01ECHA�.00Y DPNp - ,�••.. o:`�,?; .tR H�Mt D NO[NAAYiE THf98N@jT NOKOM8.0.34116 —'— �.,ICS''•�.:� FX 4/IbD7 C PA BQ%1mS NowALUM.HORIZONTAL ROLLER WINDOW fMPACT Fx MUM r—"-1 3/13.8 Noxo�.P�9Cn< VmShBs+mr ivot0 N7:4 4 d 11 4127-15 /1 P� P ••••:• • •••••• •• • •••••• • •••• • •• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• • • • .... ...... .... . . s • • • � •�• • • •• � • o • • •��• • s • • • • • •��• • • • � • •��• � • • • •��• • • • • • • • o INTERIOR 37 32 36 39 1 22 PVWENT 16 2 EXTERIOR INTERIOR 21 �—MAX.FIXED DLO�-I MAX. T DLO MAX.WIDTH(FLANGE FRAME) EXTERIOR 19 SECTION B-B 17 (HORIZONTAL SECTION-XOX SHOWN WITH FLANGE FRAME) MAX. INTERIOR 17 36 ---0 37 39 DIGHT FLANGE FRAME MAX VENT DLo Q 16 MAX. FIXED DLO 22 �- MAX.FIXED DLO MAX.VENT DLO 43 MAX WIDTH(I.F.FRAME) 21 EXTERIOR SECTION A-A (HORIZONTAL SECTION-OX SHOWN WITH INTEGRAL FIN FRAME) a,24 8 22 21 41 22 rl—.R rRODUCr RBVMKD 8 m��nwanmermdda 7 12 24 EXTERIOR aaeWmaeNc jCld 12 (pp 7 �u .Lbinm EXTERIOR INTERIOR I III I 6 10 J��ONy LYNN M��, 10 SECTION C-C 42 SILL HEAD ' N..58705 (VERTICAL SECTION,FLANGE FRAME) (VERTICAL SECTION,I.F.FRAME) (VERTICAL SECTION,I.F.FRAME) - ' Q �` sll� rW J..I. lOH7l1f E NO G,ANaET193 tT .nONs i�(]�: FTA EOF o K P -�- . F Fx shams c ADDM,Efa,hLFllV mess,rlANossArmv�EWa vnegx,me F— ALUM.HOPIZONTALROLLERWINDOWIMPACT -'�SSfONA1-` y`� Fx rr. 32sroe wKoure,s yrn� yEtAbB.emr ,av,o Half 6 +}}4}2711 E a�vralA E •••••• • • 0.0.00 •• • 0000•• • 0000•• • • • 0000•• 0000 •• • • • • • • • • 0000 • •• 0000• • ••000• • • 0000• • • • •0000• • 0000•• • • • • • • 0000•• 0000•• • • • 0000•• • • .... ...... .... . . . . ... .. . . ...... . .. ...... ...... ...... .. .... . . ..... .. . .... ..... . . ...... ...... ...... . .. .. e � • •��• � • • • •��• • • • • • • • ITEM DWGNIREVI DESCRIPTION MAIL PCC# IMMIDWGVIREVI DESCRIP'DON I MAIL I PGT# I 4102 1 A IMANGSFRAME HEAD 6063-T6 AL 612237' 66 GLASS 13/16'LAMI 811/8°A(MIN.1 3J8°AIR SPA CE,Y16°LAND I/8°A.090PVB,IMA 2 4025 1 ISASH STOPSTD. ANTI LIFT CUP 6063•T5 AL 612244 67 13116'LAMI 1O.118A(MIN.1 Mr AIR SPACF,5116°LAMI 1/8'A.090 PVB,I/8'HS 3 #8X3/4PH.PANHEAD 7834AA 13/16'LAMI IQI/8°A Nr AIR SPACE 5116'LAMI 1/8'HS.090P 1/9-HS) 4 4053 1SASH STOP COVER(SASH STOP 6063-TS AL 13/16•LAW 1Q3/16°A IN. Y16'AIR SPA 5116'LAMI1/8•A.090 PVEk 1/8°A 6 4136 IFLANCIEFRAMESILL 61%3-T6 AL 64136 13/16°LAMI IQ3/16°A IN. 3116•AIR SPACE 5/16°LAMI aim,.090 PVEk 1/8° 7 4137 SIL.LADAPTOR 6063-T6 AL 64137 71 13/16°LAMI 1Q3l16'A IN.),5116°AIR SPACE,5/16-LAMI 1/8°HS,.090 PNU 118'113 p 8 4131 ROLLERTRACK 6063-T6 AL 64131 72 13116'IAMI 161/S'A IN. 1/4°AIR SPACP,7/16•LAMI 16°A.090 W16'A 10 71298 WEEPHOLEODVFR POLYPROP. 71298 73 13/16'LAMI IQUB•A(MIN, 7/16'LAMI I6'A,,OW PVlk Me 12 1626 ADHESIVE OPEN CELL FOAM PAD 7PAD1626 74 13116°LAMI IQI/8'A IN. 7/4°AIRSPA 711W LAMI 16°H .M PVEI,3/16'118 13 4002 A FLANGEFRAMEJAMH 6063-T6 AL 612225 75 13/16•LAM[I0-3/16'A 3/16'AIR SPACE,7/16P LAM 16°A.090 PVfk 3/16•A I4 4134 GASKET FORMAIN FRAME SILL JOINT 74134W/K 76 ° 15116'LAMIIQ3/16'A .,3116°AIR SPA 7/l6°LAMI 16'A.090 3/16°HS IS 1133 #8 X 1.000 QUAD PN.SMS 781 A 77 13116°LAME EQ3/16°A IN. 3/16•AIR SPA 7/16'LAMI I6^HS.090 3/16HS 90 1014 SCREENFRAMH OR&VER 31MH14AL 16 4110 0 SCREP.6IADAPTOR 6063-T5 AL 641100 91 1630 SCRIM OpiZNptKEYW/RR•IOq POLYPROP. 17 4054 B FIXED MEETING RAIL 6063RD-T6 AL 64054A 92 1631 SCREEN GORNERKEYW/OUT RINGS POLYPROP. 19 4066 WSTP.,.I87X230 FIN SEAL 640660 93 1073 SQtffidSPRING STST. 21 4105 SASH TOP&BOTTOM RAIL 6063•T5AL 612240 94 1624 S(RBE:N SPI.04E-.135 DIA.FOAM E1.1 PVC 22 1683 1 lWSTP.X0 X.270 BACY,FIN SEAL 61683E 95 1635 SCREEN SPLINH-.135 M.HARD FA4 PVC 23 225.1 1 IROLLER HOUSINO&OLBDE 42112HD 96 ISMEN CLOTH 24 226 1 JBRASSROLLFRWHHELS BRASS 7BRW1-E.2 29 4128 1 IHORIZONTALROLLERSASHTOPGUIDE POLYPROP. 4412SN 32 4006 D SASHMEETINGRAIL 6063HS-T6 AL 64006 2710 33 1235 WSTP.170 X 270 BACK,FIN SEAL 67 33 I1096SWEEP LATCH DIE-CAST 710961096 36 1016 #8 X.625 PH FL.SMS 7838 37 4126 SASH SIDE RAIL 6063-T5 AL 64126 2.624 38 1683 WST'P 240 X270 BACIC,FIN SEAL 616MO 39 7070 BULB WEATHERSTRIP.187 X 275 67070K ' 40 LIFT RAILCOVER CAP 74078°C'LORR 41 4139 IF.FRANMIMAD 6063-TEAL 64139 I.F.FRAME HEAD 42 4140 IF.FRAMESILL - 6063-TEAL 64140 41 #4130,6093.78 43 4141 I.F.FRAMEJAMB 6063-T6 AL 64141 50 GIAZINO SILICONE,DOW 899,995 OR ll[VAIMT 51 1224 VINYL GLAZINGBFAD BULB CK 6TP247W 52 1225 VINYL GAZING MAD BULB 6TP24SK 2784 C014'6'"'�"'3h tliv 4a 53 4039 B G[AZINO11EAD-5116° 6063•TSAL 64039B ecn4 co 0 54 4044 H GIAZINOBEA D-5116°W/GRILL KIT 6063-T5 AL 644703 F.FAM- 59 3.16255 4222 A GLAZING BEAD-7116° 6063•TS AL 6422256 983 C CIAZING BEAD-7/16°W/GRILL KIT 6063•TS AL 6985 4067 1 IGIAZINGBEAD-13116' 6063•T5 AL 64067 1.080 60 GIA 5/16^LAMI I/8'A,090 PVB 1/8`A 43 I.F.FRAME JAMB 61 5/16^IAMI 118• .090 PVB 1/8°HS #4141.0083-TBI LYNN.,y//l7 62 5116'IAMI 118°IiS,.090 pmL8°HS ~ :•�, Nse'••;Ef'''� 63 7/16^IAM!3116^A,.09D P 3116'A L._---..{II No.60705 ' 64 7/16°LAM[3/16'A,.090 PVB,3/16°HS) I.F.FRAME SILL = _ 65 7/16°LAMI 3/16°HS,.090 PVB,3116'HS) 42 #4140,8003-T6 �•O.aYil�fT q� J.4 1017101 E NO CHANOTHISSHEET ° �p`•., STATE(OF rrx E/1M1 p AnpFp romA83D7+E9 '�18CHN06n' PARTS UST :�F••Ftoa+oP.:'G\2: ,• Sge rtr'� Fx 4nso7 c a00narE41 m643 P.ae9x,4ae ALUM.HORIZONTAL ROLLER WINDOW lMPAL7 vktu,B a. """' A�rWi1YN•e so**** Fx aim rl 328�AB NOKD�.FL 967/4 HmrP NTS B e 11 ~4124 l:' P.B— • • • eeee•• • • • ••e••• 000*00 :00 00 • • 00 • • •e•e•• •••••e • •e • • • •0000• so 0 000 • • '082 � 1.187 �'--- � 3.52 q43� 1.$73 O SASH STOP COVER 3. 4 04053,8083.76 1. O FLANGE FRAME HEAD O FLANGE FRAME SILL O FRAME SILL ADAPTER T 2.784 04102A,6083.18 #4138.808370 04137,6063-T6 I 1� .OB2 0611 13 FLANGE FRAME JAMB � SIpI+-.882 940020.e0e34e .490 1��1 .4377 I-�1.40s+-I O SASH STOP Og HORIZ.ROLLER TRACK 97 FIXED MEETING RAIL 04626,806&T5 (14131,6W348 #40648,8083RD-TB 082 2 79 14134111 -"1 1.081 H- 1291~'1 1.098 Ih-�+�lll�� 21 SASH TOP$BOTTOM RAIL 32 SASH MTG.RAIL 37 SASH SIDE RAIL 53 GLAZING BF�5/16' PRODUCT RBV S9D #4133,W53-TS #4066D.8=HS-T6 04126,8083.78 0403986063-TB BB."wow` o"�0�' �•�4 Dma O/� I(p�� k .080---•4T"�.878 .678 x .878 613 -- 1T ,11111j T-'1 II 1.118-'�'�—'.�� T -1 1.097 O GLAZING BE�,5/16' S5 GLAZING BEAD 7/164 O GLAZING BEAD.7/16° 59 GLAZING BEAD,13116° #40448,8083•TS #4222A,808378 0986C,6003•TS #4087,808376 f••'• (USED Wl GRILL KIT) (USED W1 GRILL KIT) *' No.88705 •• *-gL ar. Ion7R1 E N00f4XGS7108IflET ^ =�p•'(A, s7nt�o .'kr�`' tam iecxr+o�om Dave EXTRUSIONS %'nip ;Ftom6?..'G`�`� ✓R. D88HEE7 aneorna,ci.smi4 — ONTAUM.HOR2AL ROLLER1. 4/ H CNOdHHWINDOW IMPACT ��,sS v.0.egx teas e�.eawea.mb 1 1 1111`• F.K ard&ne dd. �3/78AB r1oKOMm.1xZJs MWO Half 7 a i1 ,E, •••••• • • • • • •••••• •• • •••••• • •••• • •• ••••• •••••• • • ••••• • • •••••• •• •• • •••••• • • • • • •••••• ...... .... . . ...... . .. ...... ...... ..... .. . .... ..... .. . ...... ....• ...... . .. .. ...... ge ...... . . . . .....• . . ANCHOR QUANTITIES,XOX(1/4112-1/4)WINDOWS TABLE4 NOTES: GLASS TYPES A,S,C,G,KI GLASS TYPES D,E,F,J,K.L 1.ANCHORTYPES: ANCHOR TWE I 2.3,WOOD 2.CONC 1,CONC 2,3,WOOD 2,CONC 1,CONC 1-1/4'ELCO TAPCONS 2.114'ELCO SS4 CREPE-FLEX 3-A72 STEEL SCREWS(GS) &SUBSTRATE NES ZONES NES ZONES NES ZONE n+ 2 2.GLASS TYPES: WINDOW 812E HEAD&SILL BEAD&SOl HEAD 8 SRL HEAD&SILL -..LL HEAD&ML A.8118'LAM]-(IV A,•03D,VB'A) FOR WSTALLATICV IN THE HVF72 ABOVE W BMS'LAMI-(tl8'N.D80.11W HS) FT,GLASS TYPES G-L SHALL HAVE A 83126x 38.378 t+C2+1+C2+1 2 1+CZ+1+tx+t 2 NC2+1•(x+1 2 1.C2«HC2a1 2 1+02«1«02+1 2 1• C.5118'LAMI.0/8'HS,.000.118'HS) TEMPERED I.G.GLASS CAP.BOTH THE DP AND (x+/+1x+1 2 D.VIS'LAMI-(3/18'A,.DW,3118'A) ANCHOR QUANTITY REMAIN UNCHANGED. 4&000 t+C2+1+p+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3'I+C2+1+C1+1 31+(2+1+C2+1 31+C2+1+C2+1 31 E.7/16'LAMI-(3116'A..OW,3118'HS) 80.828 t+C2+1+C2+.1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+p+1+C2+1 3 1+p+1+C2+1 3 1+CZ+1+C2+13 F.IMS'LAMI-(3118'HS,.OSO,3115'HS) G.MIS'LAMI IG-118'•OR 3116'A(MIN.),5/18'OR 318'SPACE,SM Ir LAM-(1/8'&.000.118'A) 54.0001+C2+1+p+t 31+Cx+1•C2+1 31+C2+1+C2+1 31+C2+t+02+1 3 1+Cx+1+C2+1 3 1+C2+1+G2*1 3 H.13118'LAM]IG-IV OR 3/18'A(MIN.),8116'OR SW SPACE,SM6'LAMI-(118'A..090.IV HS) 60.000 t+p+1+C2+1 S 1+pN+C2+1 3 1.02+1+C2*1 9 t*02+1+(x+1 3 1+(x+t+(x+t S HC2+1+02+1 3 I.13116'LAMI IG-1/S'OR 3116°A(MIN.),5116" 1B'6.OR 3SPACE,811W LAMI-(1l8'H8,.000,118'HS) 1.13/18 LAMI IG-IAP OR 3118'A(MIN.),3M('OR V4'SPACE,7118•LAM]-(&18'0..080,3116'A) 8&000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+•(x+1+C2+1 3 1+03+1+03+1 3 K 13116'LAMI IO-TV OR 3110'A(MIN.).3118.OR 114'SPACE,7/16'LAMI-(3M('A,.090.3116'HS) WOOD.38.3/8 1+C2«1+C2+1 2 I+Cx+1+02+1 21+C2+1+C2+1 2 4I+C2x+1 21+C2+1+C2+1 2 HC2+2+C2+t 2 L 13118'LAMI 10.lAr OR 3116'A(MIN.),3118'OR L4'SPACE,7M8'LAMI-(3M8'HS„090,311(r HS) 48.000 1+C2+1+C2+1 3'Hp+1+C2+1 3 1+CZ+1+C2+1 3 2+1 3 1+C2+1+C2+1 3 1+C2+2+Cx+t 3 3.WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 50.826 1+C2+1+C2H S 1+(x«t+02+1 3 1+02+1+02+1 3 2+1 3 1«02+1+02+1 3 t+C2+2+C2*1 3MENSIONS.FOR WINDOW SIZES NOT SHOWN,GO TO NEXT LARGER WINDOW IN TABLE. 64.000 1rC2+1+C2+1 3 1+C2+1+C2+1 3 t+C2+1+C2+1 3 +1 3 1+(2+1+C2+131+C2+2+C2+1 3 HEAD&SILL•101W MAX.ON EACH SIDE OF MEETING RAIL CENTERLINE. WOOD 1+C2+1+(x+t 3 1+Cx+1+CZ+1 3 1+C2+1+C2+1 3 +1 3 1+C2+1+C2+1 3 1+C3+2+03+1 3 283W MAX.FROM CORNERS. JAMBS: W MAX FROM CORNERS AND 221/2'MAK O.C. 83000 1+C2+1+(x+t 3 1+Cx+t+tx+t 3 1+02+1+(12.1 S x+1 3 1+02+1.02+1 3 1+03«2+C3+1 3TABLE KEY:74.000x38.376 1+C2+2+C2+1 2 1+p+1+02+1 2 1+C2+2+C2+1 2 2+1 2 1+C2+2+C2+1 21+C2+2+C2+1 2 X O X_4&000 1+p+2+C2+1 3 1+C2+1+C2+1 3 7+(x+2+02+1 3 +1 3 1«03+2+C2«7 3 1+02.2+04.1 3 1+C3+4+C3+1 3 CHORQUANTITYPERJAMB 8&628 I-M2+C2+1 3 1+C2+'HC2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 S 1+t2+2+C2+1 3 HEAD AND SILL ANCHOR OUANTITY. SLOW 1Hp C2 x+2+C2+1 3 1+ +1+C2+1 3 1+ +2+C2+1 3 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+C3+2+C3+1 3 ACLUSTEROF(3)ANCHORSCENTERED 00.000 1+C2+2•(2+1 3 1+C2+1+C2+1 3 1+C2+2+02+1 3 1+C2+2+C2+1 3 1+C2.2+C2+1 3 1+CS+2+p+1 3 AT EACH MEETING RAIL PLUS(1) ANCHOR AT EACH OPERABLE VENT 63.000 1+C2+2+C2+1 9 1+C2+1+C2+1 3 1+C3+2+C3+1 3 1+C 3,+2+C3+1 3 1+C2.2•C2+1 3 1+C3+2+p+1 3 PLUS(4)ANCHORS AT FIXED SECTION. 84.000x38.376 t+C2+2+C2.1 2 1+C2+2+C2+1 2 t+p+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+3+C2a1 2 (12)ANCHORS TOTAL AT HEAD AND S&L. 48.000 1+C2+2+C2+1 3 1+C2.2+C2+1 3 1H 2+2+C2+1 3 1+p+2+C2+1 3 1+C2+2+C2+1 3 t+C3+3MS,+1 3 (3'MIN.O.C.ANCHOR SPACING) 50.828 HC2+2+02+1 3 1+C1+2+C2+1 3 1+C2+2+C2+1 3 t+C2+2+C2+1 3 t+C2+2+C2+1 3 1+C3+3+C3.1 3 64.000 1+02+2+02+1 3 1+C2+2+C2+1 9 1+C2+2+p+1 3 1+C2+2+C2+1 3 1+C'2+2+C2+1 3 1+04+3+04+1 3 283f4'Omx. 801100 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+03+2+C3+1 3 Hp-2+C3+1 3 1+C2+2+C2+1 3 t+C4+3+04r1 3 � �)+--3'MIN. MOOD t+(2+2+(2+1 3 1aC2+2+C2+1 3 1 1+p+2+C3+1 3 Hp+2+C3+1 3 1+C2+2+C2+1 3 1+C4-3+C4+1 3 9* )( Q X 108.378.38.378 1+C2+2+C2+1 2 1+C2+2«C2+1 21 1+C2+3+C2+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 2 1+(2+4+C2+1 2 II NtOD01'75ED 48.000T1+02+3+03+1 3 1+(x•2+02+1 3 1+03+3+03+1 3 1+08+3+03 pN «7 3 1+02+3+02+1 9 1+C3+4+ 3 MT0.MIL,TYP. D scan AykvYQ61wx88m]Omide d. 50.828 1+C2+3+C2+1 31•(2+2+C2+1 31+C3+3+C3+7 31+C3+3+C3+1 31+C3+3+C3+1 31+C3+4.p+1 3 EXAMPLE CLUSTER W/OTY.OF(3)ANCHORS 84.00D 1+C3+3+C3+1 3 1+p+2+C2+1 3 1+C3+3+C3+1 S 1+C3+3+C3+1 3 1+C5+3+C3+1 3 1+04+4+04+1 3 (SHOWN IN TABLE KEY ABOVE) W.WD 1+C3+3+C3+1 3 NC2+2+C2+1 3 1+C4+3+C4+1 3 t+C4+3+04+1 4 1+03+3+C3+1 3 1+C4+4+C4+1 3 D h MOOD 1+C3+3+C3+1 S 1+C2+2+C2+1 3 1•C4+3+04+1 3 1+04+3+04+1 4 1+0,4+3+C4+1 3 1+C6+4+C6+1 3 253f4'MAX 111.000x38.378 1+C2+3+C2+1 2 1+C2+2+C2+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 3 1+C2+3+C2+1 2 t+C2+4+C2+1 2 1/Z'TYP' (+-3'MIN. W 11111 48.000 HC2+3+(x+1 3 1+02«2+02.1 3 1+03+3+03+1 3 t+p+SrC3+1 3 1+C2+3+C2*1 3 1+C3+4+03+1 3ONY LYNN 50.828 1+(2+3a(x+t 3 1+02+2+02+1 3 1+p+8+03.1 3 1.03+3+03+1 3 t+03+3+03+1 3 1*03.4+03+1 3 64.000 1.03+3+03+1 3 1+C2«2+•02+1 3 NC3+3+C3r1 3 1+03+3+03+1 3 1+C3+3+C3+1 3 1+CA+4+04+1 3 *'• Na 58705 '* 80.000 t+C3+3+C3+1 3 1+C2+2+C2+t 31+C4+3+04+1 31+04+3+C4at 4 1+CSr3+C3+1 9 1+04+4«C4+1 3 MTG.MIL,TYP. = 63.000 1+03+3+p+1 3 1+C2+2+C2+1 3 1+C4+3+CA+1 3 1+C4+3+CA+1 4 1+O4+3+CA+1 3 1+C6+4+CM1 4 EXAMPLE CLUSTER W/QTY.OF(4)ANCHORS STA lbF�!1" LL 1mD711 a NocNANGE7Hra er GE XOX 1/4-112-1/1 %'oF''•FcomoP.••;•�'� JR &=I D lO GiProBETE06P9t® +30F7N07E. ,o%re� m �,,SS.�'•0•r4F�G��`�\ FJr W5W C UPDAT8rA6LEg8IIECTVALUEBOUEroANGiORCAP.4DU PA.BQ%1698 ALUM•HORIZOMALROLLERW/NDOW IMPACT '+,, NAI.�,,6 FX J.•L 32198 Noxolue.PL 3,2+4 Vw6yBeme. ramp NTS 6 8 .71 ��41T7-•0 aLYfe 000000 E v.Psaeme • • ••i••• •• • •••••• • 0000•• • • • 0000•• 0000 •• • • • 0000 • •• 0000• 0000•• • • 0000• • • 0000•• •• •• • 00.0.0 •••••0 0 0000•• • • • • • • • o 0000•• • • ANCHOR QUANTITIES XOX 113-1/3-113 WINDOWS TABLES NOTES: GLASS TYPES&B,G,H GLASS TYPES C,DA.FAJ.K,L ANCHOR TYPE 2.3,WOOD 4 CONC 1.CONC 2.3•WOOD 2,CONC 1,CONC 1.ANCHOR TYPES: 8 SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES 1-114-ELOO TAPOONS 2-114`ELCO SS4 CRETE-FLEX 3-A72 STEEL SCREWS(GS) WINDOW SIZE HEAD S SILL HEAD 8 SILL HEAD 8 SRL mF, HEADS SILL HEAD S SILL I HEADS SILL I 2•MA.AW�-(118•&.080.IV A) � FOR INSTALLATION IN THE HVHZ ABOVE 30 -&-L-A- S.&tS'LAW-(118'AA .IW HS) FT,GLASS TYPES,-LSHALL HAVER 48.000x 36.378 1+C2+1+C2+1 2 1+C2aI+C2«1 2 1+C2+1+C2+1 2 1+02+1+C2+1 2 t+C2«1+C2+1 2 1+C2+1+C2+1 2 C.6118'LAMI-(1/8'HS„W0,1f8'HS) TEMPERED I.O.GLASS CAP.BOTH THE DP AND 48.000 1+C2+1+C2+1 31+C2+1+C2+1 3 1+C2+1+C2+1 31+C2+1+C2+1 3 1+C2+1+C2+1 31+C2+1+C2+13 D.7/18'LAMI-(318'A.080,3/18°A) ANCHOR QUANTITY REMAIN UNCHANGED. 80.826 1+C2a1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+M.1.C2+1 3 E.7110'LAMI-(3MO--- F. 0,3718F.718'LAN-(3116'118„030,316'HS) SCROD1+C2+I+C2+1 3 1+C2.1+C2+1 3 1+C2+1+C2.1 3 1+C2+1+C2.1 3 t+C2+1+C2+1 3 1 t+C2+1+02+1 3 G.1318'LAMI IG-116'OR 3/76'A(MIN.).8116'OR 318'SPACE,616'LAN-(118'&•080,118'A) 80.000 1+(x+1+C2+1 8i+C2+1+C2r1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+02+1+02+1 3 H.131S'LAMI IG-118'OR 3116'A(MIN.,5116'OR 3f8'SPACE,618'LAMI-(1f8'A,080.V6'HS) 83.OW 1+C2.1+C2+1 3 1+C2+1+C2+1 9 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1.C2+1 3 1+C3+1+C3+1 3 I.13/16'LAMI IG-116'OR 3116'A(MIN.J 516'OR 3/6'SPACE.616'LAMI-(1B'HS,.OW,1f8'HS) J.1318'LAN 10.118'OR 3117 A(MIN.,316'OR 1/4'SPACE,7116•LAN-(3110'&=,3/10-A) 53.128x38.375 1+C2+1+C2+1 2 UC2+1+C2+1 2 1+C2+1+CT+1 2 t+C2+1+C2+1 2 1+C2+1+C2+1 Z 1+C2+1+C2+1 2 K.13116'LAMI IG-118'OR 3116-A(MIN.).316'OR 1/4'SPAM 7110'LAM-(318'A,.W0,318'HS) 48.DW 1+C2+1+C2.1 3 1+C2+1+C2+1 3 t+C2+1+C2+1 3 t+02+1-C2+1 3 1+C2.1+C2+1 3 1+C2+1+C2+1 3 L 13116'LAMI 10.178'OR 3718'A(MIN.,3116'OR 114'SPACE•716'LAMI-(3116'FIS,000,3+16•HS) 60.826 1+C2a1+02+1 3 t+C2+1+C2+1 3 1+C2+1+C2+1 3 I-C2a1+C2+1 3 1+C2+1+C2+1 3 t+C2+1+C2+1 3 3.WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 54.000 1+C2+1+C2+1 3 t+C2+1+C2+1 3 t+C2+1+C2+1 3 1.C2+1+C2+1 3 1+C2.1+C2+1 3 1+C2+1+C2.1 3 WINDOW A S.FOR WINDOW SIZES ARE NOT SHOWN,NT TO NEM LARGER WINDOW IN TABLE. WOOD 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+(12+1 3 HC2+1.C2+1 3 T+C3+HC3.1 3 63.00 1+C2+1+C2+13 t.C2+taC2N 3 1+C2+1+C2+1 3 1+(x+t+C2+1 3 1+C2+1+C2+1 3 1+p+1+C3+1 3 HEAD S SILL:1012'MAX.ON EACH SIDE OF MEETING RAIL CENTERLINE 80.000x38.375 1*C2+1+02+1 2 HC2N+C2«i 2 1+C2+1+C2+7 2 1+C2+taC2+1 2 1+C2+1aC2N 2 irCT+NC2+1 2 ��4�MAX•FROM COR(1�R6 48.000 1+C2+1+C2+1 3 t+C2+1+C2«1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+ JAMBS' 9'MAIL FROM CORNERS AND 22 V2'MAX,O.C. (xH 3 irC2+1+02+1 3 TABLE KEY, 50.628 i+C2+1+C2+1 3 1+CZ+I+C2+1 3 1+C2-1+C2-1 311+02+1+C2+1 3 1+CZ+I+C2+1 3 1+C2+1+C2+1 3 x 0 Z( 84.ODD 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2.1+02+1 311+C2-1+C2-113 1+C2.I+C2+1 3 I+C3+1•0;3+1 3 1+C3+1+03+1 3 ANCHOR QUANTITY PER JAMB 60.000 1+02+1+C2+1 3 1+C2+1.C2+1 3 1+C2+1+C2+1 S 1+C2+1+C2+1 3 1+C2+1+C2+1 3 I-C3+1.C3+9 3 63.000 1+06+1+02+1 3 1+C2+1+C2+1 3 I+CE+14C2+1 3 1+C3+1«C3+1 3 1+C2+1+C2+1 3 1+C3+HC3+1 3 HEAD AND SILL ANCHOR QUANTITIES 66.000 x 38.378 1+C2+1+C2+1 2 1+C2++1+C2+1 2 I+C2+1+C2+1 2 I+C2+1+C2+1 2 1+C2«1+C2+1 2 1+C2+1+C2+1 2 A CLUSTER OF(3)ANCHORS CENTERED 48.000 1+C2+1.C2+1 3 1+C2.1+C2+1 3 1+C2+1+C2+1 31+C2•+1+C2+1 3 1+C2+1+C2+1 31+C2+1+02+13 ON EACH MEETING RAIL PLUS(1) ANCHOR AT EACH OPERABLE VENT 60.825 1+C2+I+C2+1 3 I+C2+1+C2+1 3 1+C2+1+C2+1 3 I-C2+1+C2+1 3 1«C2+1+02+1 3 7+03+1+03+1 3 PLUS(1)ANCHORS AT FD0=0 SECT1014. 54.000 t+C2+1+C2+1 3 I+C2+1+02+1 3 t+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 S I.C3+i+C3+1 3 (9)ANCHORS TOTAL AT HEAD AND SILL. 60.000 t+C2a1+C2+1 3 I«C2+1+02+1 3 1+C2+1+C2+1 3 1+C3.1+C3+7 3 t+C2+1+C2+1 3 1+C3+1aC3+1 3 (3'MIN.O.C.ANCHOR SPACING) $3.000 1+C2.1+C2+1 3 1+C2+1+C2+1 3 1 I+C3+1+C3+1 3 1+C3+1+C3+1 3 1+C2+-C2-1 3 1+C3+1+C3+1 3 74.OWx38.375 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C241+Ml 2 I.C2+1+CZ+1 2 HC2+/+C2H 2 25314'MAX 48.000 1+C2+1+C1«7 3 HC2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1-C2+t 3 1+C2+1+C2+1 3 t+C3+1.C3+1 3 � .--.-(�3•p6N, 60.825 1+02+1.C2+1 3 1-C2+1+C2+1 3 1+C2+1+C2+1 311-C2-1+C2+113 1+C2+1+C2+1 3 1+C3+1+CS+1 3 54.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+/+C2+1 3 1+C2./+C2+1 3 1+C2+1+C2+1 3 1+C3«1+C3+1 3 B'REF. X O X 00.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 3 I+C2+1+C2+1 3 1+C3+1+C3+1 3 03.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 I+C3+1+C3+1 3 1+C3+1+C3+/3 I+C2+1+C2+1 3 1+C3+1+Cart 3 PR ..COULTB imul) C2ride 84.WDx 38.378 1+C2+1+C2+1 2 1+C2+1+C2+1 2 I+C2+1+C2+1 2 t+ +1+C2+1 3 1+C2+1+C2+1 2 1+C2+1+02+t 2 MTG.RAIL,7YP ' mnrl 48.000 t+C2+1+C2.1 3 1+C2+1+C2+1 3 i+C2+1+02+1 3 1+C2.4+C2.1 3 1+02+1+02+1 3 1+03.1+03+7 3 EXAMPLE CLUSTER W/QTY.OF(3)ANCHORS50.629 1+C2+1+C2+1 3 1+C2+1+C2+1 3 t+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+t+C2+1 3 1+CS+1+C3+1 3 (SHOWN IN TABLE KEY ABOVE) 64.000 *C2+1+CZ+1 3 1+02+HC2+1S t+03+1+C3+1 3 HC3+1+03+1 3 1+C2+t+C2a1 3 1+03+1+03+1 3 80.000 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+C3+1+CS+1 3 1+03+1+C3+1 4 I+C3+t+C3+1 3 1+C3+1+C3+1 3 28 314'MAX 83.000 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 4 1+C3+1+C3+1 3 1+C4+1+C4+1 4 F=3'MIN. I+V I I I 88.437x38.378 1+02+1+02+1 Z 1«02+1+02+1 Z 1a(2.1+C2+1 2 1.C2.1.C2.1 3 1+C2+1+C2+1 2 1+(2r1+C2+1 2 .�ONY LYNN lee, 48.OW 1+02.1+C2«1 3 I+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2.1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3«1 3 C X 0 X •C�••' /! 80.825 t+C2+I.C2+1 3 1+C2a1+C2+t 3 t.C2N*C2N 311+C2+11 .1 1+C2+1+C2+1 3 1+03+1+ 3 03+7 54.000 1+C2+1+C2«1 3 1+C2a1+C2N 3 1+03+1+03+1 3 1+C3+1+03+1 3 1+C2+1+C2+1 3 1+C3+1+C3a1 3 No.68705 00.00D 1+C2+1+C2+13 1+C2+1+C2at 3 1+C3+1+C3.1 3/+C3+HC3+1 4 1+C3+1+C3+1 3 1+C4+1+04+1 4 MTG.RAIL TYP. 03.000 t+C3+1+C3+1 3 1+C2+1+C2+1 3 I+C3+1.C3+1 3 i+C3+1.03+1 4 1+C3+t-C3+1 3 HCA+1+C4.1 4 EXAMPLE CLUSTER W/QTY.OF(4)ANCHORS JJ, tannl E NOCHANGE THIS 870ET 1WDT6CHNO.LO6Y ORN6 -�- '�')�•S•S STA vDPF AHOR4GESPACNXOX 13.1/3 com D 40AP70BETB9FHID +90FTNOTE _LUM.NORZONALROLLER W �WFmCPDAE7AELE5,SEECTYAWESfluETOANaMCAP AW IMPACT •`t.•.G .`` NyyAL��j1��1�` NOKOYI6.R31T/4 ')7alNr ° FX N -8 e•�N- H AL"01SR}P.E •••••• 1/f8/OB .LL 3/63.00 7aa10 75 +11 41Z7t0 • • 906.•06 •• • •••••• 9999•• es 9999 •• • • • 9999 • •• 9999• • s 9999•• • • •♦•♦• • • 9999•• • • • • 9999•• .... ...... .... . . . . � •�• • i •• � • • i • •��• • • • • • • • •��• ♦ • • � • •��• � � • •��• • • • • • • • • ANCHOR QUANTITIES,XO&OX WINDOWS TABLE 6 NOTES: GLASS TYPES A,B4O,H GLASS TYPES C,D,E,F,LJ,K L 1 ANCHOR TYPES: ANCHOR TYPE 2,3,WOOD 2,CONC 1,CONC 2,3,WOOD 2,CONC 1,CONC 1-1/4'ELCOTAPCONS 2.114-ELCOMCRM-FLEX 3.912 STEEL SCREWS(GS) &SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES tyo 2,GLASS TYPES: m s m A 6116'LANA.(lAr A,AB0f6'A) ,1FOR INSTALLATION IN THE HVHZ ABOVE 30 WINDOW 312E g ;,}y� g l f N� }i F C.6116'LAMI-(1B'HS,.O011A'HS) D TEM EREDFT.GDI.GS.GLASS CAP.BOTH THE OF AND 37.000 x 38.376 1+C2+1 2 1 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 D.7118°LAM[-(3118'A,.090,3116•A) ANCHOR QUANTITY REMAIN UNCHANGED. E.7118°LAMI-(3/16'A,.090,3f1B°HS) 48.000 1+C2+1 3 1 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 F.7116'LAMI-(3116'HS,.090,3/18°HS) 80.625 1+C2+1 31+02+1 3 1+C2+1 3 1+C2+1 3 i+02+1 3 1+02+1 3 G.13N8'LAM)IG-1/8'OR 3118'A(MIN.L 6/18'OR 318°SPACE,N16'LAMI-(118'A,.00Q 1/8'A) H.13116'LAMI IO-lAr OR 3116"A(MIN.),8116°OR 3A3'SPACE,8118'LAMI-(118°A,.090,110'HS) 54.000 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 1+C2+1 3 I.13118'LAMI IG-VB'OR 3/18'A(MIN.),6118'OR 3l8'SPACE,6118'LAMI-(116'HS,.090,118'HS) 80.000 1+C2+1 3 1 1+C2+1 3 1+q+1 3 1+C2+1 3 1+C2+1 3 1+q+1 3 J.13118'LAMI IG-118"OR3118'A(MIN.).3/16'OR 1W SPACE,7/16-LAM-(3/18'&.09,311('A) K.13/18'LAMI IG-118'OR 3fi8'A(MIN.),3116'OR 1W SPACE,7/18'LAMI-(WW A„09Q 3M('HS) 83.000 1+02+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 L.13/16'LAMI IG-118'OR 3116'A(MIN.L 3118'OR 114°SPALL,7116'LAM-(3118°HS,Wo,3118'HS) 48.000 X 38.375 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 3.WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 48.000 1+02+1 3 1+02+1 3 1+C2+1 3 1+02+1 3 1+02+1 3 1+02+1 3 DIMENSIONS.FOR WINDOW SIZES NOT SHOWN,GO TO NEXT LARGER WINDOW IN TABLE. 50.826 1+C2+1 3 1+C2+1 3 1+q+1 3 1+C2+1 3 1+C2+1 3 1+q+l 3 54.000 1+C2+13 1+02+1 3 1+03+1 3 1+02+1 3 1+02+1 3 1+C3+1 3 HEAD&SILL:1012'MAX ON EACH SIDE OF MEETING RAIL CENTERLINE. 18 3/4°MAX FROM CORNERS. 80.000 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+q+1 3 JAM: e'MAX FROM CORNERS AND 2212'MAX O.C. 83.0M 1+C3+1 3 1+C2+1 3 1+C3+1 3 1+C3+1 3 1+C2+1 3 1+C3+1 3 TABLE KEY: 0 X 53.126x 38.376 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 1+C2+1 2 2+03+2 3 ANCHOR QUANTITYPERJAMB 45000 1+C2+1 3 1+C2+1 3 1+q+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 50.626 1+C2+1 3 1+C2+1 3 1+C3+1 3 1+C2+1 3 1+C2+1 3 1+C3+1 3 HEAD AND 9ILLANCHOR QUANTITIES A CLUSTER OF(3)ANCHORS 64.000 1+03+1 3 1+02+1 3 1+q+1 3 1+C3+1 3 1+C2+1 3 1+03+1 3 CENTERED ON THE MEETING RAIL 60.000 1+C3+1 4 1+C2+1 3 1+C3+1 3 1+C3+1 4 1+C2+1 3 1+q+1 3 PLUS(2)ANCHORS AT OPERABLE 63.000 1+q+1 4 1+C3+1 3 1+C4+1 3 1+q+1 4 1+C3+1 3 1+C4+1 3 VENT AND FOM SECTION.(7) 80.000 x 38.375 1+02+1 3 1+02+1 2 2+C2+2 2 1+C2+1 3 1+02+1 2 2+02+2 2 ANCHORS TOTAL AT HEAD AND SILL 48.000 1+C2+1 3 1+C2+1 3 2+q+2 3 1+C2+1 3 1+C2+1 3 2+C3+2 3 (3°MIN.O.C.ANCHOR SPACING) 50.826 1+C3+1 3 1+C2+1-L 2+C3+2 3 1+C3+1 3 1+C2+1 3 Z+C3+2 3 F..�le 3/a°MAx 64.000 1+C3+1 4 1+C2+1 3 2+q+2 3 1+C3+1 4 1+02+1 3 Z+C3+2 3 L I W 1X MIN. 80.000 1+C3+1 4 1+q+1 3 2+C4+2 4 1+q+1 4 1+C3+1 3 2+C4+2 4 83.000 1+C3+1 4 1+C3+1 3 2+04+2 4 1+C3+1 4 1+C3+1 3 Z+C4+2 4 X 0 66.0DOx 38.375 2+C2+2 3 1+C2+1 2 2+C2+2 3 2+C2+2 3 1+02+1 2 2+C2+2 3 PRODUCTREVIIRM 46.000 2+C2+2 4 1+C2+1 3 2+C3+2 3 2+C2+2 4 1+C2+1 3 2+C3+2 3 MTG•wut a pI71n6awt6m FItwe 60.625 2+C3+2 4 1+C2+1 3 2+03+2 3 2+q+2 4 1+C2+1 3 2+C3+2 3 EXAMPLE CLUSTER W!QTY.OF(3)ANCHORS n 'ism 64.000 2+C3+2 4 1+C2+1 3 2+03+2 4 2+q+2 4 1+C2+1 3 2+C3+2 4 (SHOWN IN TABLE KEY ABOVE) 80.000 2+q+2 4 1+C3+1 3 2+04+2 4 2+q+2 4 1+C3+1 3 2+C4+2 4 Dmro 63.000 1+C3+1 4 1+q+1 3 2+C4+2 4 2+C3+2 4 1+C3+1 3 2+C4+2 4 8 314'MAX 74.000 x 38.375 2+C2+2 3 2+C2+2 2 2+CZ+2 3 2+02+2 3 2+02+2 2 2+C2+2 3 1 i2°TYR 1-�3'WN. tti 111 48.000 2+C3+2 4 W2+C2+23 +2 4 2+C3+2 4 2+C2+2 3 2+03+2 4 9•REF, X 0 \.��p(LYNN4j/7760.625 2+C3+2 4 +2 4 2+C3+2 4 2+C2+2 3 2+C3+2 4 -54.000 2+C3+2 4 2 4 2+q+2 4 2+q+2 3 2+C4+2 4No.6670960.000 2+C3+2 4 2 4 2+q+2 6 2+C3+2 3 2+C4+2 4 •RAIL63.MD 2+03+2 4 +2 4 2+04+2 6 2+03+2 4 2+C4+2 6 EXAMPLE CLUSTER W/QTY.OF(4)ANCHORS J-t 90/1701 E INDOVANW1706tfiffiT ` Q.'•. _ST-A JR d@ali D AWWIOCAPTOeEMW5w 0 +3WTAVE 16'0„m°MNaLO01,a„ ANCHORAGE SPACINGOXANOXOW/NDOWS �`�sS.�;.��Da.,.•'G`?; ALUM.HORIZONTAL ROLLER W/NDOW IMPACT TONAL 'FX 4HdN7 C CM?ABLEATOA d d6LECTVALMDW 70ANOM CAP. PA.epx lsat _ \ FX fJ60 JJ. "m`o`a�PL°Oa id+710 NTS 10 s if �p4127M0 • 0.LYIQI�ILERP$. ••••• 9 P.Ee came • • •••••• •• • •••••• • •••• •• • •••••r •••• • •• ••••• •••••• :960:4 • ••••• • • • • • • •••••• 0000 0000.. Y.i• . . .. 0000.. 0000.. Y.0•.1 • • • •• 0000 4. 00000 .• • 0000 0000• • • 0000•• 0000.• • • 000000 • •i •• • 0 • • • •0.00• • • • • •0000so* so • • • • • • • 1 314"MIN.E.D.TYP. NOTES: 2x WOOD BUCK, MIN.3.4 KSI tet. 1 1.FOR CONCRETE APPLICATIONS W MIARtI-DADE COUNTY,USE ONLY MIAMI4.MDADE COUNTY APPROVED 114'ELCO CONCRETE 1 NOTE 3 1 aw TAPCONS EMBEDED 1 318°MIN.OR 114•SS4 CRETE-FLEX EMSEDED 1314°PAN..MINIMUM DISTANCE FROM NOTE 1 MIN. ANCHOR TO CONCRETE EDGE IS 1314'. FLATHEAD ANCHORS MUST BE 612 TRIMFIT HEAD. 1x WOOD 2.FOR WOOD APPLICATIONS IN MIAMI-DARE COUNTY,USE 412 STEEL SCREWS(G6)OR 114'SS4 CRETE-FLEX WITH BUCK, 412 TwMFR HEAD. NOTE 3.WOOD SUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS 114' 1w THAN 1112*.1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE MAX. MAX. WOOD BUCKS DEPICTED AS 2x ARE 1 Va'THICK OR GREATER.INSTALLATION TO THE SUBSTRATE OF WOOD SHIM SHIM BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. CONCRETE WOOD ANCHOR ANCHOR, 4.FOR ATTACHMENT TO ALUMINUM:THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083-TS AND A MINIMUM NOTE, DETAIL A NOTE DETAIL OF 1/8'THICK-THE ALUMINUMSTRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD SUCKS,THE ANCHOR SHALL BE A TYPICAL FLANGE FRAME HEAD SECTIONS 412 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM.IF THESE CRITERIA ARE MET,THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 1 T4 MAX-+{�.-- 8.MATERIALS,INCLUDING BUT NOT LIMITED TO STEEL SCREWS,THAT COME INTO CONTACT WITH OTHER SHIM ,_.I1JI 131W 114,MAX SHIM�I I-- 1 114•MIN. DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE. MIN. I (1.6 KSI CMU) ^ t < O (//(vlll`I PER NOTE 1 (3.4 KSI CONCRETE) WOOD CONCRETE ANCHOR ANCHOR, �-I� NOTE 2 NOTE 1 1314' F�EXTERIOR INTERIOR G Q�MW.E.D(H &S8IDETAILSA,B,C,D, &H) TYP. 2x WOOD SUCK,NOTE 3 1x WOOD BUCK,NOTE 3 1 SEE NAILING DETAIL E DETAIL F ETA LS I, (JAMS DETAILS E,F 8 q TYPICAL FLANGE FRAME JAMB SECTIONS EXTERIOR CONCRETE V ANCHOR ANCHOR DETAIL H_(HEAD) NOTE 1 NOTE 2 NAILING 131 DIA.MIN.x 21fa'NAIL AT CORNERS AND W O.C. .. Aylaxwxbdm RmNa 114' 114• TYPICAL DETAILS G.H&I. Ib afts Cad. ll MAX. MAX Av.epmawNo ) a 04 SHIM SHIM, �sy —IT- SEE Miami p .'NOTE, 1315'MIN. NAILING '1314'MIN. SEE NAILING `` 1 U u L1 f MIN.3.4KS�E.D.TYP. ,J'. •s% �O�(.LYNN CONCRETE 2x WOOD �a'�;•'.10EN4F'•.:Fy'iw DETAIL C NOTDETAIL D DETAIL G(SILL) DETAIL I(JAMB) Tt No.587D5 `;Tt TYPICAL FLANGE FRAME SILL SECTIONS TYPICAL INTEGRAL FIN FRAME SECTIONS u fanmf 1 E JNOCHANaETl98 SHEET °aOYt .Q•,, STA !(, .LR enonf D 1VOCAdWGETH138/TEET 1tlN + ANCHOR,4GFDETAILS ° i'�G��` FX 4nrbo� C ADD pA.BQJttem ALUM.HONZONTA_L ROLLER I WNDO IMPACT �'•,,1OuNYAIJ. �.�� FX 2QSAS J.J. Sr13.3 r�cam.M, v 8etair twTfn !fell 11 >if a.+a 412Rf0 • atMN9�c1r,1pS. ••••• !! p.EJ amw • • •••• •••••• •••• • •• ••••• •••••• •• •• • •••••• •••••• • • • • • • • 0000 .6666• 0000 006•60 6 6606•. 0000.. 66 •6.6 •0006 0000• • • • • 0000•• 0000.• • •• •• • 0000•• •6066• • • • • • 0 • 6 • see 0 0 so • • MIAMI, r IAMI'1��4[Jr MIAMI-DADE COUNTY 0 PRODUCT CONTROL Si;CTION 11805 SW 26 Street,Room 203 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2,171 BOARD AND CODE ADIIIINISTRATION DIVISION T.(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) �nnv.ntlamidade.gov/economy Exclusive Wood Doors,Inc. 1950 N.W.70th Ave. Miami,Florida 33126 SCOPE: This NOA is being issued under the applicable rules and regulations governing the ttse of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County RER-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. RER reserves the right to revoke this acceptance, if it is determined by Miatni-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "EWD" Outswing Opaque Wood Doors-L.M.Impact APPROVAL DOCUMENT:Drawing No.ESD 004 R6,titled"Outswing Opaque Wood Door",sheets 1 thtu 13 of 13 dated 11/17/10 and last revised out 06/25/14,prepared by CATEGORY 5 Engineering Set-vices,Inc.,signed and sealed by Emma T.Mellinger,P.E., bearing the Mianli-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 Snnall Missile Impact Resistant Limitations: 1. See doable doors Standard Lock options(items#11, 12& 13)sheets 2,3 &4, See multi-point lock option(items#12, 14 & 15)in sheets 3 &4. See Single door standard Lock option,multi-point lock option and additional 3-point with surface bolts(items#i 1, 12& 16)in sheet 5. 2. See raised panel details in sheets 8,9& 10. 3. Five cluster anchors at double door astragal required(see elevation sheets 2, 3 &4). See strike screws note in sheet 12. LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,Santa Cruz,Bolivia 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 t"c*llange 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 revisjNl or c hangs*in W •••0% materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endor6Q Uu of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to coir4y with any sect on of ••..: this NOA shall be cause for termination and removal of NOA. *see* .. **too ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Wliag,'Ind fo9p1vef by the••••• expiration date may be displayed in advertising literature. If any portion of the NOA is dispTay��ij then it shaII be done•••;• in its entirety. 00000000• • INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer of its�listriblildrtlalid 0 • shall be available for hnspection at the job site at the request of the Building Official. •• •• :""; This NOA revises NOA# 10-1220.02 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. NOA No. 13-1224.09 F-50"AN s�_..�� 2016 b'.I COUNTY Expiration Date: August 11, '.:.e t T}. Approval Date: July 17,2014 Page 1 4' •... 0000.. 0000 . . • 0000.. . .. 000000 • 0000.. .0000. •. 0000 . . 0000 0000. 0000.. .6000. 0000.. • 0000.. 0000.. 0000.. • . . 000.0. 000 0 . 00 Exclusive Wood Doors,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's parts and sections drawings(submitted guider file#10-1220.02) 2. Drawing No.EXD 004 R6,titled"Outswing Opaque Wood Door",sheets 1 t}rru 13 of 13 dated 11/17/10 and last revised on 06/25/14,prepared by CATEGORY 5 Engineering Services,Inc.,signed and sealed by Emma T.Mellinger,P.E. B. TESTS (submitted under file#10-1220.02) 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)Forced Entry Test,per FBC 2411 3.2.1 and TAS 202-94 5)Large Missile impact Test per FBC,TAS 201-94 6) Cyclic Wind Pressure Loading per FBC,TAS 203-94 Along with marked-up drawings and installation diagram of Outswing Opaque Wood doors, prepared by Certified Testing Laboratories,Test Report No(s), CTLA 20I6W, dated 11/15/10, signed&sealed by Ramesh Patel, P.E. (These test reports have been revised by an addendum letter dated April 02,2010, issued by Certified Testing Lab, signed &sealed by Ramesh Patel,P.E. Additionally revised raised panel detail inarked-up by Certified Testing lab dated 06/23/11 has been provided) C. CALCULATIONS 1. Anchor verification calculations,dated 12/21/13,05/16/14, 06/06/14 and last revised on 06/12/14, prepared by CATEGORY 5 Engineering Services,Inc., signed&sealed by Emma T. Mellinger, P.E. 2. Glazing complies with ASTME-1300-02&04. D. QUALITY ASSURANCE 1. Miami Dade department of Regulatory and Economic Resources(RER). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letters of conformance to FBC 2010 and"No financial interest", both dated 12/21/13, signed&sealed by prepared by CATEGORY 5 Engineering Services,Inc.,signed and sealed by Emma T. Mellinger,P.E. 2. Statement letter of Successor Engineer adopting as her own the work of another Engineer per FAC chapter 61015-27.001,dated 03/04/14,signed and sealed by Enrrrra T.Mellinger,P.E •••• 3. Addendum letter dated 04/02/10, issued by Certified Testing Lab, signed by Ranwsh Patel,P.E. •••••• 4. Statement of compliance,issued as part of the above referenced test report is&u d ty Celtffiei: Testing Laboratories. .. . ...... 5. Distribution Agreement between Irnportadora y Exportadora Liguria SRL, EIMvia and Exchrsive Wood Doors,USA, dated 04/02/14,signed by Andres Pucci and Fernando I iw1jmum, esp.�ctively:••••' G. OTHER •••••• 1. This NOA revises NOA#10-1220.02,expiring 08/11/16. •' •••••• 2. Test proposal# 09-1386 dated 11/19/09,approved by BCCO. •••• •• 3. The 2-1/2 mid rai l photographic evidence from test video and raised panel detail 6rkei-ap:• •••••' drawing dated 06/23/11, issued by Certified Testing. •..' ;••••; ishaq-1.Chanda,P.E. Product Control Exatniner I NOA No.13.1224.09 Expiration Date: August 11,2016 Approval Date: July 17,2011 E-1 I 0000 0000•• 0000 • • 0000•• • •• 0000•• • • • • •• 0000 0000• •• • 0000 0000• • • 0000•• 0000•• • • 0000•• • •• •• • •0.00• ••0006 • • • • 0000•• ••0000 Geo 0 00 • • • • • • ' TABLE OF CONTENTS i9 g GENERAL NOTES: INSTALLATION NOTES: 17"I SHEET REVISION SHEET DESCRIPTION m c d# 1. The Product Shown Herein is Designed and I. One(1)Installation Anchor is Required at Each Anchor .v W c u Manufactured to Comply with the Florida Building Location Shown,Unless Otherwise Stated. 1 6 GENERAL and INSTALLATION NOTES ' p Code(FBC),including the High Velocity Hurricane 2 6 ELEVATIONS and'ANCHOR LAYOUTS(1) g b (7 Zone(HVHC)and has been Tested and Evaluated in 2. The Anchor Spacing Depicted is the Maximum Spacing o r Accordance with the Following Standards Permitted for Product Installation. 6 ELEVATIONS and ANCHOR LAYOUTS(2)ation. 'j s $ V0 E m • TAS 201-94 4 6 ELEVATIONS and ANCHOR LAYOUTS(3) V — • TAS 202-94 3. Anchors Shag be Installed as Shown in the Appropriate 5 6 ELEVATIONS and ANCHOR LAYOUTS(4) • TAS 203-94 Anchor Layout Drawing(Sheets 2,3,4,and 5). Anchors 8 $ $ a Shall be Located Either Beneath the Weatherstrip6 6 VERTiCALSECTIONS to the 2. Adequacy of the Existing Structural Concrete, Thinner Part of the Jamb,or Through the Thicker Part of 7 6 HORIZONTAL SECTIONS Z A 8 Masonry,7'x PT Wood,or Metal Stud Framing as a the Jamb.Anchors Shall be Spaced a Minimum of 3"ong 6 DOOR PANEL SECTIONS O m � Main Wind Force Resisting System Capable of Center. Withstanding and Transferring Applied Product 9 6 COMPONENTS and BILL OF MATERIALS M Loads to the Foundation is the Responsibility of the 4. For Installation Info 2"x PT Wood Buck use#14 Hilts 106 CORNER SECTIONS and PANEL DETAILEngineer or Architect of Record for the Project of Kwik-Flex Self-Drilling Screws of Sufficient Length to i 16 LOCKING HARDWARE DETAILS(1) CI Y VI .O Installation. Achieve if Minimum Embedment into Wood Substrate, 12 6 LOCKING HARDWARE DETAILS(2) and 3/"Minimum Edge Distance in wood. 3. 1"x and 2'x PT Wood Bucks(when used)Shall be 13 6 QUALIFIED PANEL CONFIGURATIONS N Designed and Anchored to Property Transfer all 5. For Installation Through Property Secured 1"x PT Wood O Z W Loads to the Supporting Structure. Buck Design and Buck to Concrete or Masonry,or Directly into Concrete O Q 'o I.- Installation is the Responsibility of the Engineer or or Masonry,use Y,"Diameter ELCO ULtraCon of Sufficient DESIGN PRESSURE RATING � co Architect of Record for the Project of Installation. Length to Achieve IV/'Mlnfmum Embedment,and 2)9" o N U cn C Z Minimum Edge Distance in Substrate. Design Pressure-All Sizes Missile Impact Rating O LU Z 4. The Installation Details Described Herein are Generic 0 H `,_ and May Not Reflect Actual Conditions for a 6. For Installation Through 16 go Steel Stud or YB'Minimum W/Water Infiltration 0 Specific Site. if Site Conditions Cause Installation to Thickness Aluminum Mullion use#14 Hilts Kwik-Flex Self Required Large and Small 3 V o p +70 psf,-70 psf WIO Water Infiltration Missile Impact Rated LU +� a me H Deviate From the Requirements Detailed Herein,a Ddlgng Screws of Sufficient Length to Achieve Mtnlmum : 0. •a W Licensed Engineer or Architect Shall Prepare Site Penetration of 3 Threads Be and Melot Structure,andYi' Required d O Q Specific Documents for Use with This Document in Minimum Edge Distance in Meta. �( 3: q W Non-HVHZ Areas Only.All Such Documents Shall be 0. _j a) r- Reviewed by the Authority Having Jurisdiction. 7, Minimum Embedment and Edge Distance Exclude wall ? �✓ ]2. Instagation Anchor Capacities are Based on Substrate Materials with O Finishes,such as Stucco,Foam,Brick Veneer,and Siding, 0 N N the Following Properties: 5. Deviation from This NOA within the HVHZ Requires etc. 3 Z One-Time Approval from Word-Dade County. Wood minimum specific gravity of 0.55. Z_ Z .— Concrete minimum compressive strength of 2,846 psi. µs p 8. installation Anchors and Associated Hardware Must be �j to a$ Sd' Mason conformance to ASTM C-90,Grade S or M. (ry o ti O 6. An Approved Impact Protective System is Not Made of Corrosion Resistant Material or Have a N 5 a net fcmin=1,924 psi,and Grout Conforming to tY 5 Required to Protect this Product Product in Areas Requiring Corrosion Resistant Coating. ASTM C-476 with Mtn rg=2000 psi. aj 4 Impact Resistance. 0 { vo0 9. For Grout Fined Block,Do Not Install Installation Anchors Steel min.yield strength of 33 ksi. 7. Allowable Materials for Dar From and Panels: into Mortar Joints.Edge Distance is Measured From Free min.wall thickness of 60 mils.(16 go,or 0.060 in.) Brazilian Mahogany fcedreunya corenoerortnk, sg-0.ssfAiu Edge of Block or Edge of Mortar Joint into Face Shell of Aluminum min,6063-T6 r n Tropical Walnut Tcori Jo w esaellemts m n sg=068) Block. Pro wall Thickness of 0.125 in. [---•-►Ff/- -� Product-Approved Structural Mullion Only 8. Designation"X"Stands for a S)<tgfe Q able Panel. 10. Installation Anchors Shag be Installed in Accordance JUN 2 6 F • • • • 13. All Substrates Sholl be Designed by Others to Adequately Transfer Designation"X ti Stands for•Double ersbl� • • • •W ifA'nchor Manufacturers Installation Instructions. Applied Loads and Shall be Reviewed by the Building Official. Ussrrrrrriz Panel[One Active,the Oth�rinactfve]! •• • • • •Anchors Shag not be Used in Substrates With Strengths ,s1sti q, MEW"'.. • • • • •••LessMhan the Minimum Strength Specified by the Anchor �`P' E N 9. Compliance with Egress Reauiremanisof t�iir�a� e O N iiLRacturer,not ii Substrates Ah Properties Lower ��4,�d v� SF':.'9 Shall be Reviewed by the Authority Having Than the Minimums Specified in Note 12 This Sheet. rie00ut r xvvrae0 No 50049 Jurisdiction. 11 IdIns nieNA rAc F7orlds nlftpll Code rzrV.a�t IT. Hinges Each Hinge Shag be Installed with(4)#12 Wood Acccpinxn No„`37 10.Custom Sizes and Desi s utsT The Sc of tNss•• eta'"'98 0 r 1G 9P D �crewsfrom Hinge-to-Door,{3)#12 Wood Screws from '2':0: STATE of NOA are Available by Request,and Must FcJow th% Hf ig$to-rome,and(_i)Installation Anchor from Hinge ty� 0�'•.� Procedures Outlined A:din N �s atnd.,�s • •:Yroe n@With nP � RN I Applicable. �ONAE00% • a . iS ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �""'""°"°" (L) S1[lOA`dl ?14HON�dy°° 921400 aX3 muowmvo Wj all9U9 9 Qy ��P,.•• �/�/��,. !O Z7 oaomo+aw ur�l iadWuewuw•j wa vU>/s S o� u. oN�NUHvaa 5 �, PUD SNORVA313Pew �� T '� orowgra�'I va vows > 3Y�1U c UJ lz esasz o•L669-oar ;osbl eo�a+�� wo1W and DIOL MN OS6 L u ��:w � * �' v ¢s a t0£E�d'4Ooe9 ouodwod ma wuowaoo wa aVatrE E 9Z M IA'. ' ' .p o ¢ O;O 9 ocooywgwc�4 �%.i mza�OMu6 iaapaj•s009i x �«�, Ye >u«2 z Oul's�000 pOOM anisnpx3 s:� z 78r wwn� Jl!.'�s Aiou�;•sa/Va'u�,,[✓a�s euuaa�w9�u3 uaiaduoroxaea0r. r,Ca E�r<<2� 1N ' �?,'•. ''••.....••�F� 9 aop ON sNo--- S00a doom 3novdo JNlmsino ,'`��•r�,,,t�ti�``,, z u O 'd O Z X O ID- K, C�CQ, � O WUN 00 £ 2 t ., Q mo �OoL $ Z mt�" o oa �m > Oza �O� mq o CL m^aoc °v� °meg osa : C w W� �IT ?jC m OOt7 O mC 2z t9 w UILQ o.zUd U. Q Q �y- O,O TT m - < x m O _ < aT guy? Q z G u o aO — �5yq c o „ o r. m ucz O 3 a4 Z J Q ov p co w- LU o W y gT Q Q mys p b O O C a m LO m ZP U N a'gy m� �- =N LL- 3 E Q bo E W 0 o� m _ bml Q Frn o o o m O O t➢ O � m CO OOy to g^ i-- ----- — w obg. M • U q► ...... • U- v�:. •. oes000 o / w z •• ••• N • • • a f3 // Q \\ O • • • • • - 3 u • ••••• F-- >O • ••• 3 • ••i••• - p� •••••pN �••• • •••••• co\ j L� wQ •••••s N Q •• \ U / w wz • • O �j • • \\ z // v • O Q1••• • •••••• oo9 �• 0v 75 p 0•• • ^Y a3�'- O o00" a= 5m�o pu¢� °-po y-su J O N N 3 moHc m a•�C•= p p 2p o:!cm n00'wn O mooa izUi D • • • \♦\\1111111)I)I (Z) S1fi0A�d1210H�Nta' °° �° ,°` a )•,, 92 4000X3 �• [� ""� a3 oUrUs 9 ti n�,nQy `J�Qie: •!�//�: JOVL ,eaquauuw�v:d pt/"g oa er :' LL 6 'ON JNIMVX(l pun SNOIIVA313 � � 2" Maus nuc n+a� 7/S11'f.'�'�t'. o ?�.y a O �aroH�r o. wa vVdn 9 cv�41.2 o w :d 4S@SZtt v0.1669"L(4S61 V W N9 4VdVC a !W DIW'sny L410L'MN 096 L Ir- w * 9ZlE£ 7d' Z9=1d•uooa9 0uodwod o '¢ 0.O LOza.A0„�ua!H olaaad s0091 mo°�-� wa ruila z '°ui'S100a pOOM anlsnl0)3 v: z E:J U)l< sl-- 1 INVISIS311 i:DVdW131ISSIW 3!)HV1 � �:�� `; �I•seoweS Bupaau18u3 �,,J7'•-••• 0 .0. ualdlrxa0 d9 alW oN 800 XROD � sNOJsinaa (] CIOOM 3(lot/d0 JNIMSlf10 � o � fi Echo 0oc3v s,3,"z8 %cyder < 60`0`o Um< z°¢� 8 p. O � •O .��j V 1 i, ih .fl U H o }- / Hu �•� � Q aonao / x �iy•`o=ry 2 Z dL z 0= Z WE: `e O 220m...= gE E 0 tr O H N E°c o E E g o c W u X-t LU =L O izui O)O to N L x O U .O 0 — u a �Y yd N a 8 n ~ L LL m8u ° • • 0000 / <'o • • • 0000•• 0 •• • •• ••• •• U Z a 0000•• • • • ,Q3 / < sm 0 • •• • 0000•• n \ 0 0000•• c I_ 'U • • • -- >0 WOO 5 0000•• \ !2 / Lu W< •• • • 0000• \\ Z t; •• • c O Q• 0.0000 • w D 0 • • 07�3 • •••••0 • O �• • r—ao • m O • ,t • O(!c `p • • • 000000 h M ch N y n• m x c cUi = O -Ov00u,d0 �OCIO . N — I goes • ....000000 • 0:6600 00 .0000. a so 00e4 .. g .... 0.000. • 00• ...... ...... ...... ... . . es ,�llll//111I11j 9avooaxa > >�' 9 M sino)1Vl XOHOMdyo� `��?:"•......�; •a }O ,oa uuowwo� w3 vtro/9 S .�. ?:� o O N 9NIMbNa pUq SNOUVA3'13 ° 1""U$ Gn�ymH i�1 N3 of/6!V 4 fS�T� N �LJ:Z p * Lu vsesza vo•L669."L 1vs61 •ste w walW'any DIOL'MN OS6 L '� =Z:w w z Z90M 1d'400n ouodwod .°° v" vv6Ve a 9Z LCE lj'. ci •V o < a;0 LOZse'�^WB�H Lw"pal'S 009: pQ py,X,,, Np n/ti2 Z •�UI'SIOOQ pOOM anlsnlUx3 Z d•'jZ Ij o9dNUJ Q:o c ° E,rl ai L 1NVISIS3111�VJW131ISSIW 3 11VI ``ti '`v`: /�"y�ouI'S"J!.Ve$Bu�a"uL6u3 ��J1••••.....••'��:,,� �„J�',,2IQJ�.L�� uald-- .ls "loo oz.L ��Innun A��,• sNotsinaa 21004 BOOM 3t1DVd0 9NIMS1(10 u. J � Ca 0 myrOOob� Yu= .n a. j NoaEraR z ow c m m�3 3 m ah a ?ic maa < g o Vtia� �T dZUo. g I-- O n Q h c V c m c ; < O = az 0 0 Y O X N O m E`m%+ C Q >O oN a> mON \ a F — m H N C / O z ; dl71 IaQ a 02015.1 W wO �auc I � � Ec a.Rc � 0 2 W aZUE w? c p N 0 N N ��S X N } � ry N > Q c to i 0) m N � C 0 a gN CN — J mem ^ � v> a U h uj N c7 N 0000 • • 0 • 0000 • • • 00.0.0 • U ,o < .o •• • of ••• 0 0000•• > D °0 Z^x 000000 0 0000•• < 00• �\ 3 00 • • *0 • 1 + `1000 > • ••• 3 • •• ••0.•• • • w � • 0• -� U00••0• 0000• \ 0000•• o \ / W ••••r•� Q • •• \ U / • •.91„ -o \ z / • O 4 • • 0000•• • Q o • • • v : 9 • •• 0jn� too- 000•• U • � o a •• x� ZNU q OZ7 C i Q `r? N N aa..N T C CL C15 0 =m �c (Dm3 h • • .... 0000 0000.. . . . .. 0000.0 ...... 0000 0000. .. . 0000.0000 0000. . 00000. .. .. 0000.. • • 0 0000.. 0:6666 . . . . 0000.. .0000. • • • • • • • y Z G.0 :7sa N p m §.ASD• NO (0008 0 71 Q CNC W C 3 c5 oz 13I • Q i••..i •• •� Q p • _ oa m •••••• •� ••q =e rT730 0� N • m rlo o < ti� sx • •Q>.•iY V C ...... D C1 to.• { N ...•• N • • Goes 5 -7 0000 • . g •Q• • •• .� • � w in W �' 7 a' .gym m jamOP�m m 10 �Q.-..�Z'O yep o m gtD >a m µN]CO< O 0 N3 (D -moi je: •7 � 0 L Z a =3 ?7 N y 0 _ a 3 �aro33 Z �� o T <8 N O O X r g Q .X y 7o . — 'b wC m y m a01Ori o V> O ^+ as m N QoS CabOmA� m-i a > > m -71 v W4QN3 pO `QO Z 3aam z�0 mo W zr 6 o n r1 Q a26 .SS.a 9 oram nMg 5 n M nS a3 8 ao•o,mo C m20 syn'nc � m � aflD3o• A D Z n as m a n ate° G1 r1-1 r woo CA m �Gx °�a O .` o jmQ O r a J 300 m70 D 11111", SIOM OUTSWING OPAQUE WOOD DOOR Re IBylDe P'' �d %• No ogle By Description CATEGORY5 �� 0,.••••••.• F moi, Englneertng Services,lnc. LARGE MISSILE IMPACT RESISTANT i amn3 �" °a°°, 0 Z�i a�z Exclusive Wood Doors,Inc. 2 •2117/14 er4 Canm NSW 1600 S.Feoerolxighway.#2D7 z jO Di m m "� 1950 NW.70th Ave,Miami,FL 33126 3 3/19/14 � C—>� ov Pompano Beach,FL 33062 NQ-m-D +e (954)784-6991-CA#25854 7:m�� 4/9/14 2r4 Leek How teue ° U6,L ELEVATIONS and 4 �tn2;•q r m `� a. ca n 5 6/4/14 6/4 e� of DRAWING No. c'N F:• -•••'a''�� '� ANCHOR LAYOUTS (4) 6 �° �^ °°, J` 13 F�(DOOdR6 °D oo 'uoumci wa ouszro y y00 Qpq 98 boa axa C L9 - 01103S 01103S 1b0112l3A ' 'ON9SN NIMVVa esus _umoo? wi vtroro S wWiWof/+ VR 4U67o b $�7'7 N=W:2 p w fL�a: vsesz#vo•1669 YBL(456) U-3 ri otJevs s 9Z 1SS ld'ILUo!W*,9AV u10Z'MN 0961 se- ° * z_ 5906£li,, ouodwod J ¢ O. -Oz laOPei's C09t ,00s uou�woj vrd rVGt2 z 'out'sjooC]pooM anlsn�ox3 �' z° �: Z 46:� to�•'�; aaMoil m st/utzt t (�Oul$001AMS6U,U00u�EjU� 1NViSIS3211:)VJWI 31ISSIW 3eSVI ""-.,��•..........oF�y. ZiAldoJ�.L;5 °°4d"'�° �s e'°° °" 21004 Woo 31 owo 9NIMS1t10 '' P;:�``'� SNOISIMS u 8 4 mmN a5 E� ¢ �h m 0 y U U C m 0 0 Y a $ ..._4 'a C9 �ti \N a c zuo 05_ t �� a'cu 7Es$8 "cp I a �ya i2m'Z4 zS ��Z Z Z z °� —yua 0 d N rt Z z V) �z O o �a a N o .E0 • 0 h w —J D u w ~ x Z9 LU w V (n O y O Lu U� w a gl > W FxWFx MM C a L a� r x UO m e r o= of ixa O 0 �� mho � a f pp^ an d LL 0 m to d m €m m `p w Y O O L r (J O Q uot �5 V.0 O D � � d �•-� oa cO m� 8 rn vvuo v0r35 z CL ae.n a°i 76 = raj 0 _a OCL xm fn� �U na.•'c � O FF bUb x O� $Ua Y C O ;e3 _im � oLH Ec - E �m 0Odo m Q v • 0{000 0.000• <h �O` O O • • _ o� °a- O 4 N — �Y ••• •• o w� y Z Ny .,.�• O • 0000•• x •`� • • w 00 o V) o --J o 04 000946 • .'y'a• . . ..000 w W ..'; • • y Ln W dxffi »— 00 OIAg t2 m�O tik t w UO rE 0 a �0 UU C &Y Oym V� ' aomo 4'a o L my uZ LLACL 0 1 to ro Oo mJo 8 d W U 6. > w vn�N V p C � =a x— 0000 0000.. 0000 ••00•• 00 0000 • • 0 • • .0.0• •• • 0000 00.00. • • ••00•• • 0. •• • • • •0.0•• 000.00 0•00•• 0 0 0 • • • • • • 0 0 �,nn uouywwa SOD M 1'W aX3 'LOYhro(IWC W3 91/9U9 9 S y `yam `�(``'•..0.00•••.•/y��, SN01103S lVlNOZRIOH 'ON'JNIMt/a )o ,9a uvawwo� wa 9inro O b�t2yV ieeuS o ayai wa aua/9 4 7fsn17'i- cv =WZ c �•:1S t,M*tl0.1669"t(VS6) �°a1i0�W M;ui �n yam_ Z90EE lj'unma6 oumdwod ioO 9Z l££ l�'!wp!W"a^d U�OL'MN OS6l x .0 m a 0. Lm4'4m/•u6!H I=PWS 0091 ,oy q, „* 9a Dacia z •UU!'S1ooQ POOH a^!sn!Ux3 o4oWptlfl W3 £ULlal I ��''• ��•=a�w� �� '�a`��" 1N`d1SIS311 lo`ddWl 31fSSIW 392I`d1 `' ',,��•...,,,,...•�F�,•�� J'�ZIU'9�.L�o uclidunsea aE ewa mN SN Hood aoom 3novdo JNIMSlno o�slnaa mx � c m 2>), '0 '�?�' no � U E �_ msl gr ms Um �Od X03 y d0 O Og i9�p 4 E- w < ! -1 w E) to J °'z 0= ° Q G0 U u m cm 0 W O 6 p Y v m ry Qo o S 3 o = o d � x o V h po a ,� o am o m �y D O us Z w I Z 7 O O � O O O U U o o _ a0 w L U-1 (� N •� w 6 $ f Qat h • � ��• Z 'o • ` 0.00•• 0 0 • o so °��`� •• c� co IV a ' 0000,> •• • g _ b • • •00• • iN •6009• a • • • 0000 • • • so 0000• • • • 0 0000• �� m 0000•• •','i i:'3: .•. c • Ea • .�o • • c� 0000000 ? a •.•:� Two• • 0000•• ••• i w • ••• �••s•• • E a Q • • • d O O N t o y �d C� O CiIC N C •• a0 v 00 00 Up �"' s0 m 00 00 UO um. � ,� u0•Cu >< d >< c a 2 � • • • , • • •.a••• ••• . • of • , , , 40 00 W n Q > a F =_ Z c F t D Q • • •K� a'y Q� � k � O ' • • ••• • On n•o • 3 T C00 = m •••••• SQ S • [1 [1 �N •••o••a� a� to;� (D •••••• • • � = m � •• • Qm • 0•• 33 O a� D • • V ••••••(� +� Z ••••• co :••••• • ••:••• > A y A •••••• • •• ••••• C/) m • • • • 00*000 • • • • 0a) W •••• 0 ID N b / N n N Z / W m A 0 N y N ro 3 J N O (rob O �8 O O \ O O A m Z tV r, p U on 3 Z D o �ro �O r A A o > m A O N m p n A (n M MA O \ yy M O Q 4 D 11 D ll A \ / y oo r N ro Y N N p m M > O N r ^ j O z yro 7 (D/ L ((?pp 1bC D Q om O � CD ro a a N " N M .1811110011, OUTSWING OPAQUE WOOD DOOR REVISIONS No pate Sy De6C(�ptf-n CATS RYh LARGE MISSILE IMPACT RESISTANT t 19J17/13 EM OdWe10 EngineeringServces.Inc. C—t FBC Z �% s Exclusive Wood Doors,Inc. z v.9/14 B" ,M 600 S.Federal Highway.M207 'zi° �' v m 1111' 1950 NW.70th Ave,Miami,FL 33126 3 3+9!1041 e, �m n� Pompon-9eoch.F133064 z. remrn•ooae (954(78M6991-CA Ik25854 f. r ^' LU 4 419/14 W Loxxmw�e O O A r7;n r g -I.G Sf� Cla22' meat %fn •y •n �:.� y, �y �( 5 14114 eH c.m ftw of DRAWING No. , DOOR PANEL SECTIONS 6 6n4„4 8 EXD 004 R6 o0 0000 0000.. 0000 . . 0000.. 0000.. • • • s• 0000 0000• •• • 0000 0000• • • 0000•• 0000.. • •s •• 0 • • 0000•• 0000.• • • • • •0000• • • • • • t A O Z`o V � BILL OF MATERIALS 1 U RAISED PANEL _ 0 R Z Mahogany with Plywood Core ITEM NO. DESCRIPTION MATERIAL(See Note) MANUFACTURER (See Panel Detail],Sheet 10) 1 PANEL RAIL/STILE Mahogany Exclusive wood Doors vvvW [� o 3 HEAD&JAMB Mahogany Exclusive wood Doors L� 2.250 _� $^ 4 SILL(3-PIECE) Mahogany and At 6063-T5 Exclusive wood Doors U w a a` 5 MIDRAIL/MIDSTILE Mahogany Exclusive Wood DoorsI I �0.62W 0.625" 6 ASTRAGAL Mahogany Exclusive Wood Doors OS00 T� I- II . 7 DOOR SWEEP Polyurethane Afco )1 SURFACE BOLTS wy Stainless Steel z o u m 8 COMPRESSION WEATHERSTRIP Urethane Foam Q-Lon _ 9 4Yz"x 4Yi'BUTT HINGE 12 ga.Steel Penrod NOTE: All"Mahogany"To be one of the Side View m n g c n= 6 a 10 RAISED PANEL Mahogany with Plywood Core Exclusive wood Doors following Materials: Boll Retainer- o a S e a 5 I. Mara Macho(cedrefinga secured wnh(2)08 i N V 11 SURFACE BOLTS W/STRIKE PLATE Stainless Steel Deltana cateneatormis): x 1)§"wood screws 12 ENTRY LATCH&DEADBOLT Hardened Steel Kwikset s.g.=0.55:Emin=1,441 ksi; — ad h MOR=9,865 psi. 6.000 13 INACTIVE STILE FLUSH BOLTS Hardened Steel Penrod 2. Tropical Walnut(carinlano estrellensts); O Z 14 TWO-POINT LOCK For INACTIVE STILE Hardened Steel Tdiennlum s.g.=0.68,E3m2 psi 1.520 ksi; (2)1a2a x ov 0 N M a 15 FIVE-PT LOCK FOR ACTIVE STILE Hardened Steel Trilennium Data Referenced from CADEFOR. AU s.g. Sex Boils G y ci M D Q (recessed and W C ,� N 16 THREE-PT LOCK For SINGLE DOOR Hardened Steel Trilennium data given at 12%moisture content. Wuggedl (} — u H LU 9-I t^— 0250 t- W Q Face View LU U ° a LU Q � � Z PANEL RAIL/STILE g HEAD AND JAMB O SILL(3 PIECES) O MIDRAIL/MIDSTILE Mahogany C ° 3 Mahogany 4 Mahogany/Al 6063-T5 Mahogany g y 2•�" Oa50" W L J 4-56T —.{ 5.825" Mn.2.500' 1.750 1 �- O ryAl j � V m �—� `-1 —1. —� Surface Bolt Strike Plate Z g z 0.7-r2-0" 1.220" 1.500" 1.750- 1-- 3.000" j !�" W y8 Sb T0 54e' _ y 0 0, 50" \ ° —� 0.7 _ O J 4 OCOMPRESSION WEATHERSTRIP 6000 2.000 Urethane Foam O BUTT HINGE ASTRAGAL � 0.688- 0.550" 9 12 go Steel O Mahogany � f- 4.W' 1.750" JUN 262019 l .. ... . . . . • , pUnuar DOOR f • � O 2.50 3.331" M . , ,,w. .. ...lyuet 12 •• 0 O Oi 1.750" •r •••� 0.09" • • • •• ►7tO0UiTlcaYlYE4 No 50048 p.1�RbU the Florte. �*: ••*~_ SEE SHEETS 11 AND 12 FOR ITEMS 13-16 o.6zs" v * r --I I— 1 .7-zZ- e5 • ••• fi•• ••• • • - -l-T '9•t STATE OF :4u • • • • •00 0• • Da Prodrecr coo,roi • �C�s• a R l O, \,�� • •• •••• • ••• ,,�,rrrrr�ssss� •••• ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • , `r,,uurru,p 9N 400 0X3 SlIViga ONIZVIO .3ti%� oN9NIMV8U 10 oawuawoo N9 4U419 S PUD SNOII�3S 83NNOZ) +aeus m aoawao w++w�+��t ra vVes 9 c��•,Z VSBSlfr VU•ldb9'V8L IVSb) °u cl'�; .3 >uelrc e 9Z[££ lj'IUJOI 'a^d 1I;OL'MN OSb l rqm id•uooaB ouodwod amoiworn •U o 4 O;O LOZk•�MueIH�wapsi•s oosi ,�,.�� >uri2 z •OUB-SJOO4 poON,an)snpx3 6ti z ; ;yCO MN� EUGUZt 1Nbr1SIS3211'JtldWl 311SSIW 3971t/1 '.`��i ou(•saawas Buuaau;8u3 uo4dudsap /8 a3d0 oN .... 0 % I d9va sN NSIMS 2100a a00M 3novd0 JNIMS1f10 �.,, VII , N Z � Q a ZN �. is � � O > z � (} m N � O w o0 O xO0 d W tR x rn z m o OII mad p U � Z_ w LU Z Z z a � O O 0 w > C) U u Zo 0 � o X w •�\O 1JJ h N_0 OI 3 � z o$ Z Uw W < d Nw Z<aomvo Z O ¢ m 0 O io G O �° � o nULU h� Z J w /� -- Q z W p >[ LU 'N J Q' m n N n m x3 xW Lu � Z 'p cv c7 O \\ / o 0 —8 0 p LU N W � 1-- ch X Z Y 11J 0 0 •....• •000 0000•• . - W w W a 0000•• •• • 0000•• Z N •••*•• • • • — O G •••••• W W 0000 •• • • • Z w • 0000 • •• 0000• a • • OZ 0 LL 0000•• • • ••••• 4 • • •000.0 U � U •• •• 0.00•• • c � � 0000•• • • /J • • • • 0000•• Ff`/// ,JO —7� 0000•• • • • • • � • • • 0000•• A LU •• • • ••• • • LU voi N h U N N U X` OD x H co M d ' 9b 400 4X3 L w°4°x�ry wi attad/9 9 J I IVl�Q yp/oQ�pg * 'ON 9NIM1RI0 321t/M4J�dH 9NI�1001 0 + °m..wmi�xi re avu° 4 VAMP YO.1669.9gL(456) --011- o_�•Z o Z9=1d'006'0u'd"' iotlfjva :) M "16uc s 9Z!££ IA'!wOIW a^t/U�OL'MN OSbI u.+_�:v N * ¢ 0 Zz Lczn'ADA14DIR w eaaa'S 0091 �m ve auan z •OUI'SJOO(7 poOM anlsnime z 6; z y ��` l/..777uvvsel/��wta�y r8�uu�aaVV76��u113 ao�°a°n vp euzinl < 1Md1SISH 1:)VdWI 311SSIW 3011VI ```�— � '.`7'�y'• •'�`:: uoµdirxap ,tg alCd oN i �•••*..P Q�f,�. SNOISIMS 21004 400M 3t10t(d0 9NIMSlflO x m b •� � 'C O U � � N .r LL u u.d 3 Q= O C o rY cY4 .S Uy•,O� O OXY > l a ;= u a � ° aQ'B E`m` u C) 0 �igu9j n J Oa ca mM.E= x Zm.S 3 va y c i c VZ ah 00Ga0= m0 VQ h m �° 00 ==bO O °m`OO's co O �y Ud 1Z�}1 vo x N` � "v adm m CNQ°� yVymoxN ZuOU ZO So cS a0dUm U p O p u.. �o$E'owu 00[L F O O N � 0cL O N Po E0 0 � m O O = Zim 0 O x00 ^ V co N o 0Y \E o afoo m — s ti g 0 0 m p O y o N N N h Q N E U 0 0 LU N C 3m 3$ 3m w Z a � LU h �a f 3 3„O 341$• ® n • •'— C3 4141•••• O .— N • • ;.N �.c • H • C Z�qq$ • ••••41• 6LU w M m 4141•••• • 41 41 /let „vs „fie L. • 3 3! 4141•• • 4141 •41.41• > >I > •••••41 • ••i•41• U U • • 4141•••• 4141 • •4141••• •••4141• 3°�• • a i • � 41.41•:• O�eg $ Y • 41u ri • • • • ° p Z g • • • r •••4141• Lu W}� _ • • • • • ~ a 8 .%g9z -6 x .nfib W � ° �,rwlauoa Op (700 0�� 4 L wwq 9 S11d13Q q ,�P...•........ati�,1 N 9NMM p Z ovppw�av �•�: `� O ! wa uucuwrop wa >Iroty S gz Jc�a g Imus � 3bh�M4?l�dH 9lVl�1001 y -�� = a o+oMeroHaxi va rUety b rSR1� N�ur:z c w —•4 y9'oaeij u Wit odd W°; •"°'c s 9Z J££ l3'!L)JDI 'GAV 4WZ'MN 0961 u.: O GOZ# I0taPad'S 0091 ,�° �.y ri/nrc Z 'OU!'S1000 POOH,anlsnpx3 ippi•se°was sw,aau +a aal�p EI/t{!LI < 1Md1SISRS 17ddWI 31ISSIW� 3921 .*.,PR b�'1 ;��•. ,:��••l�QV✓,n.�.v� —lic-GO ,t9 ama ON il'' p(`,,�• S 01SIAaa soon doom 3f ovdo JNIMSIAO m m -- W y E� m s 4� o m a No CL W � °Qo O Y •. =6 O D C C0 J N> Y Z w Q p`2 u 6 0$ .G o r•�.d ® 0 W.%. pO' m O VVz — m•o O U Z O � yy S ap 0N a S O x i`8 td m� n•. u, m Pig -- & g8zo FOL 3 � (}h m�.°r}�gy Z C� ` a�•� � '° m Q N r O p•• H m m m 0 m H W OW 'ON H+CC N •� C � O d C O H Z m O EEm Nm an d-p Q G• V a. m OJ.. Z $ .0..N TO O U Y d 11 1 _ 0 a � �jo mUd a $ T S S m N o o c o o c x i a Q a uJ m�aU <o �6a � o O U _ ~ oa 25 Q w om�m u'�i-05wE a" offE w xr wx < o<tCn�S19, <S" a x N U ,w^ UC W Q� N O fl l W W Wn Q z Q o N _ N CL.LU pp 7~ J N O O NZ 3 Z :EU U.) O 6'O CL W ® p> ® h 5 0 pa I I O z y M 02 _ > U ° ® = 3 C3 of ti c° .p o N O ^ W a m u . ,z H ov o � gto m o � 4 �o C L )� c H Z Q O o � Z p QU z CY W O z FK O •• ••••:• m 8 (n o a — •• • N •• � � it � � J O m Z _ 0000• � O� 0000•• ^, p�j Z 0000••O I I Q N O 8•$ c • • C h _ U m - IV E° 5 i i•� iV S� 00:00 s 10�a; n .02w•m •0.0•• O $. !� • •moi • �0• •000•• -\ g M Ui� 0 •• W i I • • 0 00000 •• • _ �_ • — •60.0• $ m • • 8X d V 00• • x p O D �I O QI o p N goes a . . . . -so- 0 . ...... . .. ...... •0e as .. 0000 e . . 0 ..... .. . .... ..... . . ...... ...... ...... . .. .. e . . .e.e.. ..ease . . a e e minim i=1�I I�II�I lel 1■I■It I��'I� I�LI�I Ill I.I�II:I�II■I■I■I i� : : I••I�ll�] 1 I� � = ►`�� " 111111=111.�] 1/ILII ' 1 I � I■111�I Irl ' � 11111111111111 I I l 1:1-:I:-1=..IIIIIlil1■III ] I■ISI 1=.1=.I--I-1 I■I_I_�I�I 1■I 111 I�Ill I.Ill�l1._I■! I.1=1w1 ■Ill�l III1111111` I�I Cm 111111111111111121101 I�I 1.1:1�I1-III�I l��l 1:1�1:11:Ill�l i:l�l �' Ia�ll1:1�I1■��111I '1�I:11 I •W"�' 1.I:I�II-Iil�ll-l:I�ll'�fl�l� 1■'�lil �� 1■I�1111111111111' �f11■i�l I��'I�] LARGE MISSILE IMPACT RESISTANT Illlllllli] 1 ).�.1 l■I�..l 1�___� � o®© Exclusive Wood ... ©moo • r.. ©gym UALIFIED �� ...... .... . . ...... . .. ...... ...... ..... . . ...... sees 0*0 ...... . .. .. . . ...... ...... . . . . . . MIAMI•DADE MIAMI—DARE COUNTY,FLORIDA 9 PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOi4IIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.minmidndLgov/economy PGT Industries,Inc. 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 RER- 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. RER 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"FD-750"Outswing Aluminum French Door w/Sidelites--L.M.I. APPROVAL DOCUMENT: Drawing No. 8000-11, titled "Alum. French Door & Side Lites, Impact', sheets 01 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller,P.E.,bearing the Miami-Dade County Product Control Section 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: 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. REVISION 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. *000 ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, ftr#da,° and ...°.. followed by the expiration date may be displayed in advertising literature. If any drortion of the NGA is .• displayed,then it shall be done in its entirety. *00:0* •• • •••••• INSPECTION: A copy of this entire NOA shall be provided to the user b •tae manufacturer or its %°°° distributors and shall be available for inspection at the job site at the request of the Bae 0 0rg Offigia4.•*• ••••• This NOA revises and renews NOA No. 11-10.13.24 and consists of this page 1 apd evjdence pagq.E-1, •„••• E-2,E-3 and E-4,as well as approval document mentioned above. .0* :Soo** °°••• The submitted documentation was reviewed by Jaime D.Gascon,P.E. R :• .NOA No*14-.1t17.05 .... MIAMEDADECOUNTY 5� Expiration Date: FebrMVv24,2020 Approval Date: February 19,1015 Page 1 r � •••••• •••• • • •••••• • •• •••••• • ••••• •• • •••• ••••• • • •••••• •••••• • •• •• • •••••• • • • • PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 09-1028.10) 2. Drawing No. 8000-11, titled "Alum. French Door & Side Lites, Impact", sheets 1 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller,P.E. (Submitted under previorts NDA No. 11-1013.24) 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) Forced Entry Test,per FBC 2411.3.2.1,and TAS 202-94 along with marked up drawings and installation diagram of an aluminum sliding glass door using a low sill threshold, glazed with 7/16" laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-X5941, dated 05/20/09, signed and sealed by Julio E. Gonzalez,P.E. (Sub►nitted under previous NOA No. 09-1028.10) 2. Test reports on: 1) Air Infiltration Test,per FBC,TAS 202---94 2) Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4) Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 6) Forced Entry Test,per FBC 2411.3.2.1,and TAS 202-94 along with marked-up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No.FTL-4921,dated 07/17/06,signed and sealed by Edmundo J. Largaespada,P.E. (Submitted under.previous NOA No. 05-0419.03) 3. Test reports on: 1) Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 2) Large Missile Impact Test per FBC,TAS 201---94 3) Cyclic Wind Pressure Loading per FBC,TAS 203-94 4) Forced Entry Test,per FBC 2411.3.2.1,and TAS 202-94. along with marked-up drawings and installation diagram of an aluminuna.daors of OXXX configuration, prepared by Fenestration Testing LaborrtoiX,Inc., Tto Report•••••• No.FTL--4527,dated 02/10/05,signed and sealed by Edmundo r Latgaespddrt.E. •, (Submitted railerprevious NOA No. 05-0419.03) 900:69 049969 •• •'•••• .... .. . '414te D.Gascon,?.E. • Product Control'Sectio:ApA&Yisor •••••• .]RDA Ne 14-1117.05 ...... Expiration 13ate:0FebruaryX42020 Approval Date: February 19,2015 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (COINT NurD) 4. Test reports on: 1) Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4) Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 along with marked—up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc.,Test Reports No.'s FTL--4528, dated 02/14/05,FTI,4315, dated 09/13/04, both signed and sealed by Edmundo J. Largaespada,P.E. (Submitted under previous NOA No. 05-0419.03) 5. 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 doors of XXXO configuration,prepared by Fenestration Testing Laboratory, Inc.,Test Reports No.'s FTL4529, dated 02/14/05, FTL-4530, dated 02/14/05, FTLA311, dated 09/01/04, all signed and sealed by Edmundo J. Largaespada,P.E. (Submitted under previous NOA No. 05-0419.03) 6. 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 outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FT"312,dated 09/13/04,signed and sealed by Edmundo J.Largaespada,P.E. (Submitted under previous NOA No. 05-0419.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 5tb Edition 2010, prepared by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller,P.E. 2. Glazing complies with ASTM E1300-04/09 D. QUALITY ASSURANCE 1. Miami--Dade Department of Regulatory and Economic Resources(RER). E. MATERIAL CERTIFICATIONS ...... L_ Notice of Acceptance No. 14-0916.10 issued to Kuraray Amemea,;nc.faubtheiiV .• "Kuraray PVB Glass Interlayer"dated 02/19/15, expiring orf 129?2/16. •••• : •••• • 2. Notice of Acceptance No. 14-0423.15 issued to-Eastman Chelm callCompan� (MA) %o..: for their"Saflex CP--Saflex and Saflev'HP Comllosite Glass ..ph.rlayeY wlt�a ..... • PET Core"dated 06/19/14,expiring on 12/11/18. ''`1 ;.: 0%.• •,j Ate D.Gascbn,-P.E. • Product ControMectiojlqpj*prisor•••••• .1VDA No:14-1117.05..... Expiration bate:•Fcbrw ry:r4;2020' • Approval Date: Februaey 19;2015 E-2 0000 0000.. 0000 . . •0000• • • • . • •0000• • •• •• • • ••.•.. .00001 •0000• • • • Soo • • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS(CONTINUED) 3. Notice of Acceptance No. 14-0423.16 issued to Eastman Chemical Company(MA) for their"Saflex HP Clear or Color Glass Interlayers"dated 06/19/14,expiring on 04/14/18. F. STATEMENTS 1. Statement letter of conformance to FBC 2010 and complying with FBC 51' Edition (2014), issued by manufacturer, dated 11/.06/14, signed and sealed by A. Lynn Miller, P.E. 2. Statement letter of no financial interest, issued by manufacturer, dated 11/06/14, signed and sealed by A. Lynn Miller,P. E. 3. Department of State Certification of PGT INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 01/27/15 and filed by Ken Detzncr, Secretary of State. 4. Statement letter of conformance to and complying with FBC 2010, issued by manufacturer,dated 10/11/11,signed and sealed by A. Lynn Miller,P.E. (Submitted under previous NOA No. 11-1013.24) 5. Statement letter of no financial interest, issued by manufacturer, dated 10/11/11, signed and sealed by A.Lynn Miller,P. E. (Submitted under previous NOA No. 11-1013.24) 6. Notification of Successor Engineer for manufacturer's NOA document per Section 61G1527.001 of the Florida Administrative Code, notifying original engineer that the successor engineer.is assuming fill professional and legal responsibility for all engineering documents pertaining to this NOA, dated 10/07/11, signed and sealed by A. Lynn Miller,P.E. (Submitted under previous NOA No.11-1013.24) 7. Laboratory compliance letter for Test Report No. FTI.-5941, issued by Fenestration Testing Laboratory,Inc.,dated 05/20/09,signed and sealed by Julio E. Gonzalez,P. E. (Submitted under previous NOA No. 09-1028.10) 8. Proposal No. 08-1891 issued by Product Control, dated 01/26/09, signed by Ishaq Chanda,P.E. (Submitted under previous NOA No. 09-1028.10) . . .... ...... ...... .. . ...... .... . .. ..•.• ••.�1�Q►e D.Gascon,P;E. • Product ControlSectioo jWjvisor•••••• .LAVA No'14--1117.05; •••; Expiration Mate`Febrwf y:n 2020• • Approval Date: FebruAj,19;2415 E--3 PGT Industries NOTICE OF ACCEPTANCE:EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 9. Laboratory compliance letter for Test Reports No.'s FTL-4921, dated 07/17/06, FTL 4527, dated 02/10/05, FTL-4528, dated 02/14/05, FT"315, dated 09/13/04, VY1,4529, dated 02/14/05, FTIr4530, dated 02/14/05, FTL-4311, dated 09/01/04 and FTL--4312,dated 09/13/04, all issued by Fenestration Testing Laboratory,Inc.,ail signed and sealed by Edmundo J.Largaespada,P.E. (Submitted under previous NDA No. 05-0419.03) G. OTHERS- 1. Notice of Acceptance No. 11--1013.24,issued to PGT Industries for their Series "FD- 750" Outswing Aluminum French Door w/Sidelites -- L.M.I., approved on 11/24/11 and expiring on 02/24/15. 0000 . . 0000 0000.. .. 0000 0000 .. 0000.. . . .�.. - . .. w. 000000 0000. 0000. ••,�St[�e D.✓G�asew,P.C' •• Product Control'SectiopAt"jrvisor••• •• .VANd 14-1117.05;••••; Expiration Vate:•Februtl'ry:?4 2020• • Approval Date: FebruM,15F,201.5 E-4 0000 0000.. 0000 . . 0000.. 0000.. .. 0000 0000. 0000.. 0000.. . .. .. 0.0006 . . . . 0000.. 0000.. ... 0 .. NOTES:OUTSWING IMPACT FRENCH DOOR(S)AND SIDE LITE(S) 1.GLAZING OPTIONS: - A.715' ICONSISTINGOF(1)LITE OF3M8'ANNEALED GLASS AND(1)LITE OF3116•HEAT STRENGTHENED GLASS WITH AN.=PVB INTER(AYEROF DUPONT Bl1TACITE OR SAFLEYpICEEP3AFE MAXIMUM. S. 18'LAMI CONSISTING OF(2)LITES OF$118'HEAT STRENGTHENED GLASS WITH AN.090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM, C.7110'LAMI CONSISTING OF(1)LITE OF 311B'ANNEALED GLASS AND(1)LITE'OF3118"HEAT STRENGTHENED GLASS WITH AN.076 VANCEVA INTERLAYER. D, 1]!8°LAM1 CONSISTING OF(2)L TES OF 3718°HEAT STRENGTHENED GLASS WITH AN.078 VANCEVA INTERLAYER. E.70'LAMI 1.G.CONSISTING OF(1)LITE OF 3M8•TEMPERED GLASS OUTSIDE,11q'AIR SPACE AND(1)7M8'LAb11 GLASS ASSEMBLY INSIDE(3118"A„090 PVB,3% NOA DRAWING MAP 8'HS} TOPIC SHEET R 71W LAM[LG.CONSISTING OF(1)LITE OF 3M6'TEMPERED GLASS OUTSIDE,'114'AIR SPACE AND(1)7118•LAMI GLASS ASSEMBLY INSIDE(3118°HS.-0V0 PVB,3f18•HS} GENERAL NOTES,..........1 CONFIGURATIONS...........,1 CONSISTING OF(1)LITE OF 3718'TEMPERED GLASS OUTSIDE,114'AIR SPACE AND(1)7116'LAM GLASS ASSEMBLY INSIDE GLAZING DE'TAIL3...........y { 8"A,.OTB VANCEVA,3M8'FIS}, DESIGN PRESSURES......3 ELEVATIONS....................4 kL MIG.CONSISTINGEVAa/I6'H)LITE OF 3118°TENIPERED.OLA83 OUTSIDE,1fq•AIR SPACE AND(1)T718'lAMI GLASS ASSEMBLY INSIDE VERT.SECTIONS.............6 (371 H&,.076 VANCEVq,3M8°HS). HORIZ.SECTIONS„.........8 2.DESIGN PRESSURES:TABLE 1,SHEET 3. PARTS LIST....................7EXTRUSIONS.._._......_....8.8 �A NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E7300-02, ANCHORAGE—.........„...,10.1 S.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300-02, 3.CONFIGURATIONS: �(Z,Off, XXK,,�p p— „R_p��OR 0)0(0 Q REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJACENT_UN 8�WJ SE EITHER TWO SINGLE,X DOORS ORA DOUBLE,XM DOOR'BOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL THE MAMUCr PAWK90 FRENCH DOOR ASSEMBLY BEAM IS USED TO ASSEMBLE 4 AND we�My�lA verb• Q UNITS TO MAKE THE ABOVE CONFIGURATION& .srsiyaa 4 4.ANCHORAGE THE 33113%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT.FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 THRU 11. ew. B.SHUTTERS ARE NOT REQUIRED. , 8.SEALANT:INSTALLATION SCREWS,FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT.VERTICAL ASSEMBLY BEAM BEAMS SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTOR'S SEALANT. 7y,REFERENCES:TEST REPORTS:FTL-311.FTL-4312,FTL-4318,FTL-4627,FTL-4628,FTL-4628•FIL4630,FTL-4921 AND FTL-8941. ® ANSUAF&PA NDS-2008 FOR WOOD CONSTRUCTION ADM-2035 ALUMINUM DESIGN MANUAL {•AonuC1'xeNaw6D 8.THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE,INCLUDING THE HIGH VELOCITY HURRICANE ZONE OWKZ} ® Arwy,e„n»� 1-0— . M I 51{III11 `1`y V0 M/LCF r "O�.; q' c4 :�:'e`er •.-k�. 'I1: 11a 58T08 .uc ofrdw o xoawroesiroeaxearwe aa4eurawa wmreclaraarrortve GEAIERALNOTES DDRAWINOMAP '0�0,�'••.,gttot+aa. CO2� 1 r fsc0ncoo0epuxoe Np epx� UM,FRENCHDOOR ASIDE LI7ES IMPACT FYS(ONPL�` enI+cxo.OeArl.srnr� ��d • A LYF�I M 5 I7,P.E. PJG 1�/15N4 GT. Q1B/08 FOreo FUL 1 d 12 8000.11 FL P.E.668703 00•••00 •• • 0000•• •0010• • • • •••••• 0000 •• • • • • • • • • •000•• • 0 00.0•• • • 0000•• •• •• • •0000• • •000•• • • • • • • 0000•• ••000• • • • ••100• • 0 • 7113"NOM. .7110"NOM. 3110'ANNEALED OR HEAT STRENGTHENED GLASS 3110°ANNEALED OR HEAT STRENGTHENED GLASS .090"DUPONT BUTACITE OR SAFLEXHCEEPSAFE .075*VANCEVA INTERLAYER MAXIMUM PVB INTERLAYER 3110°HEAT STRENGTHENED GLASS 3110"HEAT STRENGTHENED GLASS 91 OR 92 93 OR 94 A— - 109 107 90i6"GLASS 105 618'GLASSBITE BITE E('fERWRR O EXTERIOR I IORGDETAIL 3EmNoelocK GLAZING DETAIL B�NO�O 7/16"LAMI GLASS W/PVB INTERLAYER 7/16"LAMI GLASS W/VANCEVA INTERLAYER 71S'NOM. T18'NOM. rlmaurrxela 3/13'TEMPERED°LASS 3110"TEMPEREO GLASS AIR SPACE AIR SPACE 415 SAW ANNEALED OR HEATSHBG ANNEALED OR HEAT STRENGTHENED GLASS STRENGTHENED GLASS .D90`DUPONT Bl1TACRE OR SAFLEX/ KEEPSAFE MAXIMUM PVB INTERLAYER .076 VANCEVA INTERLAYER 3116'HEAT STRENGTHENED GLASS 3H8"HEAT STRENGTHENED GLASS 108 100 90 95 OR 98 108 109 97 OR 98 90 Y8o0ucrsarAlwaA mo�arLsmnm°Ym�a. e"amlSom. _ 105 E'.... 105 618'GLASS BITE BITE EXTERIQs INTERIOR EXTERIORtlllll INTERIOR "case".FR GLAZING DETAIL SETTING BLOCK GLAZING DETAIL SETTING BLOCK a :' 'k; I.yp•56705 7/8"LAW I.G.GLASS W/PVB INTERLAYER 7/8"LAMI I.G.GLASS W/VANCEVA INTERLAYER = �= PX •+z"a hV imOnrtxxaoAYABNB GLAZING DETAfLS %gyp'• 8�AT oP.: �` A0. AVOHANp81W98H�T lSACOA9B,R.8l47A .-. �T�'••.FLOAT,.�� uc " o "ng1AM�TMm F.4 lew ALUM.FRENCHDOOR&SIDEL/TES IMPACT iiSSIONAL�.�'�� Fh f9R.9/DO L. B x� x� • FA>'a0 FUL 2 -12 "aWa.11 • • a FL P.E.p 69706 0000•• •• • 0000•• • 0000•• • • • 0000•• 0000 •• • • • 0000 • •• 0000• 0000•• • • 0000• • • 0000•• •• •• • 0000•• • 0000•• • • • • • • •0000• 0000•• • • • 0000•• .... 0000.. 0000 . . 0000.. 0000.. .. 0000 0000. .. . 0000 000,0 0000.. 0000.. ...... 0.0000 . . 0 . 0000.. . 0000.. 00 Table 1.Maximum Design Pressures(psi) Height(In) LENGTH Allowed OVERFIANj.VERHAN Configuration ' Width(In) Glass 0. HEIGHT Types 79 3!4"(68) 83 314"(7 J 97 314" 913/4" 96314-(80) Z A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80,0 A X 37"(3q French CA +100.0 •100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 400.0 NOTES: Door1.IF USING THE OPTIONAL LOW-RISE SILL A,E +70.0 -80,0 +70,0 -80.0 +70.0 -80.0 +70.0-1 -80.0 +70.0 -80.0 (PART 10,SHEET 8 OF 12),THE XX 71 3!4°(BD) OVERHANG HEIGHT MUST BE GREATER C,G +100.0 -100.0 +100.0 •100.0 +100.0 -100.0 +10D.0 -100.0 +100.0 -100.0 THAN THE OVERHANG LENGTH(SEE DIAGRAM),IF NOT,THE MAXIMUM Full A,E +70.0 -80.0 +70,0 •80,0 +70.0 1 -80.0 +70.0' -80.0 +70.0 -80.0 POSITIVE(+)DESIGN PRESSURE IS 36 11/16° LIMITED TO+50.0 PSF FOR ALL STYLES Jamb C,G +100,0 •100.0 +100.0 -106.0 +100.0 -100.0 +100.01•100.0 +100.0 -100.0 AND SIZES OF THE D06R AND ANY ADJOINING SIDELITES.(REF.FTL8941) 30 11116" CG +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 400.0 +100.0 400.0 Bldelite Narrow 331 V16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +97.4 •97.4 Jamb A,8,E,F +70.0 -80.0 +70.0 -60.0 +70.0 -80.0 +70.0 •80.0 +70.0 80.0 fWDD0TVW0WD o m nmW� 3811118" O,G +100,0 -100.0 +99.8 -98.8 +86.3 •9$.3 +81.4 -91.4- +87.9 •87.9 DH +100.0 400.0 +100,0 400.0 +100.0 -100.0 +10).0 -100.0 +100,0 -100.0 IS Table 1a:Glass Type sag Test R vA Number -711W 1(118° .090 IVA,311 ) TL4311.4312,4316 B•7118"LAMI(3!18"HS„Ogg PVB,3H6°HS) UPGRADE FTL-0311,4312,4318 C-7118"LAMI(3/18"A,.075 VANCEVA,3/16"HS) FTL-4527,482%4529,4530 D-7118"LAMI(3116"HS„075 VANCEVA,3116-HS) UPGRADE FTL4527,4528,4628,4530 E-7/8"LAMI I.G.(311",114°AIR SPACE,3116°A,.090 PVB,3118°HS) FTL-0311,4312,4318 nwDucraw+swao F-7!8"LAMI I.G.(3/18°7;114"AIR SPACE,3118°kS,.OgO PVB,3f16-HS) UPGRADE FTL-0311,4312,4315 mm'I'ruq,xmm°rwu° 0 G•718°LAMI I.G.(3118°7,1!4°AIR SPACE,3118°A,.076 VANCEVA,3110"HS) FTL-0527,4528,4628,4530TZD H-716"LAMI I.G.(3/16°1',114"AIR SPACE,3118°HS,.076 VANCEVA,Y16-HS) UPGRADE FTL-0527,4528,4529,4630 .„.„ ��aONj LYNN 4f/��!�ii *: No.58705 vx rmtm a wet roasrua� romreaamcoolomvs DESIGN PRESSURES T'••.,no�oP.G�� to Damm NaraDs rssrem S/0NA4 1x arauro D N^D�arNaieNwmrear P,ggg��tftme ALUM.FRENCH DOOR&SIDELITES,IMPAOT �r NO/f051•R9Q1446� •m•�'°m • A.LYNN'IKILLt!{,P.E. FJ4 17i23M0 L.T. 4/8!08 ~�•" 101Q0 NTS 3 a 1p 8000-11 FL P.E.ffi 68705 0000•• •• • 0000•• • 0000•• 0000 •• • • • • • • • • 0000 • •• •f••• • 0000•• • • •••f• •• •• • 0000•• • 0000•• • • • • • • •0000• • f • ..•, • ♦•�••• •••• • Y • • • • ••• • • •• � • • • ••••1• • i• •••••• • •••••• • • • • • ••••• •• • •••• • • ••••• • • •••••• •••••• • • •••ir• • •• •• • • • •••••• • • • • •••••• • • • • • + • [-7313118•MAX.WIDTH-1 [»- -1106t8'MAX WIDTH 1463l8'MAX.WIDTH-•�—� i 5314 SILGH L OX R XO OXO OXXO(SHOWING EACH VERSION SIAELITE 37' 3611!18' 3811M8' MAX.WIDTH 26°MAK —719l4•MAX.WIDTH MAX.WIDTH MAX WIDTH DLO 26' 333118" UNIn 2; rnsnucrRRvtsrw UNITS MAX DLO DLO wMub'hsrth lb:Plnm. � 15 79 IV MOLD AX.ALL PR•)6CT RHPRt M `�\ ��\ oomp7im8rlm{meFlaeld� Aett�t C.&Nn.i Dv PloArctC trol'1 II IIIII LYNN X ,rp,•,.,........ ��-i O(FULL JAMB) O(NARROW JAMB)NOTES VCONSF '•.R 1.CONFIOURATIFI WRH SIDE LITE9 CAN BE EI'MER NARROW JAMB OR FULLJAMB VERSION. `*' •887 _ 2,FCR ANCHOR SPA-. AlAND DETLS SEE SHEETS 9 THROUGH 11. _ 3.FOR VERTICAL 3ECT10N9 SEE 8HEET 8 AND FOR HORIZONTAL r .. . SHEET 8. C: a.wr ^P•.• Ric Rrrzro a �v fun ia4uworooYcrwe EXAMPLE TIONS 'O FLaxa;•'G��` WPL9J 0 AG NO.WbpRRJ1Yn -�•••' a eoavnneat�e xer Pa 80Xf�e ALUM,FRENCH DOOR&SIDE LITES IMPACT SSIONA4 ` MOXoba9,�.w7� • ALYISNMILLRI�,P.E. FJt f L. Fu1eo NTS 4' a!2 8000•!i FL P,E.g88706 • • • • ••0•000:0: 0• • • 0000•9 000 • • • • •060• 0• • 0 • •0000• 6600 so 0 6 • • • ••• 6.0• • ••••• • •060•• • • 0000• • • •000•• 66 90 • 6669•• • •0006• • • • • • • •000•• 000.0• • • • • • • • • 00••6• 0000 0000.. 0000 . . • 06.990 0000.. .. 0000 • . ..6.. .. 0000 0000. . . 0000.. .0.•.. •.•s6• a 000000 • • • •••••• •..•e0 .0006• • • • 000 0 9 0 VERTICAL SECTION A _n VERTICAL SECTION B 1 NARROW AND FULL U OUTSWING HEAD JAMB SIDE LITE HEAD 4 81 8 4 oR 7 23 6 b ORIGINAL VERSION TOP RAIL 8 B 21 ® bb ALTERNATE VERSION TOP RAIL C C MAX,DLO MAX DLO PtOavCtBertxnv EXTERIORINTERIOR EXTERIOR INTERIOR MAX HEIGHT MAX. HEIGHT ORIGINAL VERSION BOTTOM RAIL 22 ® b8 ALTERNATE VERSION BOROMTUDOMRAIL aeNSweo oomWy6aNf®ue FlMde 2 kubs(��ee 1 10 3 �uwasaa tt o 7 uurur ®29 0R 24 VERTICAL SECTION C VERTICAL SECTION D NARROW AND FULL OUTSWING SILL JAMB SIDE LITE SILL - rx arrowu teravmeorroma+a ^""" :�O•'•., STAT VERTICAL SECTIONS T�ts•..!�10MDP:�G\�� 7L.UM.FRSNCHDOOR$SID UTES IMPACT ��StONAI. KJ[ VII3/D4 LT. �d/BW its+aN fD760 112 6 u 12 8800.11 •••PLAk. uP.E.dA'Al�88708 P.E. SSSS•• 00 • SSSS•• • SSSS•• • • • SSSS•• SSSS •• • • • Soto • S• t0t00 09.00• • • •Sto• •• •• • •tort• • Sort•• • • • S • • • • • • Sort•• •trot• • • 0 • • S• • • oto S S • t .... ...... .... . . . . ... .. . . ...... . .. ...... ...... ...... .. .... . . ..... .. . .... ..... . . ...... ...... ...... . .. .. ...... . . ...... . . . . ...... ...... ... a .. . . ,. OXXO HORIZONTAL SECTION SHOWING(1)OF EACH SIDE LITE TYPE ,1 J . i t J H b3 62 28 20 10b 2U SEE NOTE 81 1 82 6 6 29 NOT��EE:ASSEMBLY HARDWARE QTY(3),11" 80 FI20M TOP$BOTTOM AND ONE AT MOSPAN DETAI46 L J 30 2a b 26 SLAB AT. INTERIOR GLASS BED 1 83 27 �oeeac*wnGsa DETAIL G STILES AT ASTRAGALDETAIL F g FULL JAMB SIDE LITE R 6 82 81 SEE NOTE 6 82 81 SEENOTE (ATHWGEJAMB) b b 1 20 108 20 1 ---nos 8 80 7 mUCT»lmm" Draw, 30 _ 7 �oexo 27 30 80 27 2a •. y+c�a riu+ir 29 83 70 29 83 70 ```. ��N 1 P AIL E DETAIL I �t0•• QN6F DETAIL H DETAIL K JAMB,FULL JAMB JAMB,NARROW : ��06 NARROW JAMB SIDE LITE HINGE JAMB TO HINGE JAMB SIDE LITE JAMB SIDE LITE = w (AT HINGE JAMB) (NOT SHOWN ABOVE)lu� rec rprLaJ xa etPYE � oa�zw aun �AaraYtts� HORlZONTALSECi70NDETAI S ';S'p�...,.xiogo?��?�• raFWrra� ALUM.FRENCH DOOR ASIDE lTES IMPACT 'rFSSIONP4.`� M'ix4[i.4a9mG '�'� 0.000 0.LYNiUMfLL�A,P,E. FK Im.. LT. roma 1/2 8 a12 �6ppp.1! • E 0 R.P.E.®68708 •• • • •0• • 0000•• 06 • 00000 • • 0000•• • • • 0000 •• • • • 0000 • 00 60966 ••6.6• • • ••••• • • 0000•• •• •• • • •0960 • • ••s96• • • • • • •••••• •••••6 • • • 0000•• 1+D750 DOORM FD750 107LLJ MB SIDE LITE IPPJA D4VO4 — D"CWTION P(R/ Trot DWGPI OBSCRIMM S71Y FR 61RR1'ARTS 1 8883 MO•H&ID• IAMB 1 8006 r 9-NPAD&MNMJAMB &L06 q DAIPCAP am 1 BOOJA W7'.�W.., 690M 3 mw R20SRL 68m(: 7 8809 DSTA PU 6909 4 I •-•• BASSBMBLYSCm /8X7•PH D 78 9 - •--FIPAO lA WPATIIPRBiRIP 30 Wig 6 ID 7 SCIMW ODYPII 21 8014 RAL 19 7 8807 A T8 22 8013 I7 8 --. MBA Y a1V/BX MPII 781 6.18 36' 9 L 10 36 -^ NUBY166I8 79XMNA POORP 37 P 6037881 3 - D JAMBWPATHtA9T • .•"^^• /BXY gOVSTBR 73XMTW 61 SIDR D M 21 8014 DFDRDDD64I ggyq 62 80b 867SI3T81AMR 22 $0U RDDDM691 FD780 NAR 4WJAMBSIDBLITE 23 9I TOPSWEM I7 1 8606 PIAMR• SD&SIL 68005 24 9 8W 60716 Dt CAP 490 23 /4X1 6 amft 68007 20 -•1-ASM(KhACrM4MCrM 6915 1 1 899 MM14.KATIt om IB 8 Y IBXPPHW4AP 711P.OA wRamma 21 5014 MM14 U014 9S 'M M 6913 30 919 9A 33 - M I X36' a 9F 69D36 -• /6RxUPTRI69 1618 p VWDUCT WRVteRDFln1aY 71 1x314' FID 9 ---••/BXY4• UM >r/ Nx 3 - 618 36' 1 am p 7A1I8AD 69DIO •Ne 36 618 ASAEMH Y 37 6970N 9 18MJFAWMDOORASW4MYW 68WO 30 R SHLA8 --4fM2tX2VrPMSCAIAy 39 am LQMWI= elZ16W8/8X798WSwTRHD 7MCPM ad -•-•--/IOd4H8RNm 6 T VA M '^'^•^-1 XI TRIO) SC9RW 4L- EQ STAMDAKDMWBMTSWS8RODMWVAM 94 9W ISUMMMMM&D680M 43 1 . 931 OLA&BP,A178&SWCDNE 44 T & ESMW8-32X32.99 TRM 90 ===O!AWMSPAIANTPMODPNWONAMMgRBZMVAUNr 45 MM kW-8MMK4T9ATAVMUWkCrMMP3WtRM WSHOM W -"-1JIS'IAMINATrDOIAS9 16•A 6• FROM= ft 46 MM M- TB TA87MOAL MNRD WSII0448192 --7J10'U 78DOA8S PY8 16't 0p1ldNg 47 TB XYB• PHRLTRHD 93 ----•726'L4MD4KIPDOIA9S W A VANMA.V16•M N4 p 48 — P BCRflYolloxwlqi 7612PPPI0 M —VWIAMINAMOLASS S �Baplw{�nDma 49 06 8rPMMKAIUATMRAD&SU m YBtAMILO. IVT WWW 3/ A P 326' SD eY 68 I 96 =='IAMIIA 16'TU4' A PVA37I6' 31 lA IIL6S8X VaPROLU6IDBRCV7AH 7SX UMI 16'TU4• 1 A SVA A 6' $ 1 ACrMTOMMASIUAM 98 ---MIAMI LQIPP,W'SPA Y16• 3/1WM 14111117! 33 09 F ABP - 109 RC BEAD 63m1 '�yV 44 �i M SC PA IYELOCK 7BAR ABR1AND 106 80I6A (XBPAD .��0�. 91 M OWLTD 60XN 19 973M1 BU+D : .•' T� 8 9IA MR DOOLTDL41 691 108 am MIOBBAD OVA _.k} t40•� 37 ---- UOOW.TS 19 1224 VMYLBULBWBTP 6TP297 _ '0 t4 3) : lmuw.Picuc A +na97eamA5A%m>As a" eA �q�0ioa4QA��C7�� mm garmanm PARTSUST A...... JmCN4Atlio7xu67mar vaepJ[twe ALUM.FRENCH DDOR&SlDELfT.S IMPACT �� iF8 lot4NXw\' 6DxDaaA r t U m • A,LYPIIGMi41LC6 \P.E. F.R.19/15474 lT. 4JB/O/ Fc/OP74 fDIBD NA 7 >72 8000.41 a FLP.E.068706 •• • • ••• • • 09 • •• •• • •••••• • •• s ...... .... . . ...... . .. ...... • e • • s •• • --{ 1.278 .062 0e2 050 .{ 1.,80 ,� 1� 1 4.027 L 563 1,353 �+—_ 1.033 .080 #8006 6063-76 TI 3.63e I �— 040 #8003A 6063-T6 �1 FRAME,HEAD #8007 6063-T6 ,JAMB O OUT-SWING SILL O OSOSILL COVER 04C 6063-TS ® O #8008 6063-T5 CAP 5 U SCREW COVER AND SIDELITE SILL 'T[I— .074T ------'•3.016 I •082 2.000 }�--1.840 J� L I+ .050 P.a— -•3.638---"{ 3.680--`---i .080 6 6063-T6 �=( INSTAL80PLATE ® 10 OUT WING LOW SILL 20 #8012STILLEE3 TB 23 #8017PSWEEP ranD6rraev+ass ,.036 _.,00 1.838 A76 T 't .656 ,aa 1 1.407 .,67' 797 i8.250 ---n 'r 4A34I T- 2.2ao� 22 #8013 6063-T6 21 #8014 6063-T5 #8016 6063-T5 24 BOTTOM RAIL TOP RAIL BOTTOM SWEEP m5 AODUC788 ffiWep 7.836 .100 �- T .076 'T � e.1�AeeFlONy f 17 1,170 Oqa 1 8.260 i ,f 2.844---- 4h•un«m»t --� 4.434- #8013A 6063-T6 #8014A 8083-T5 #8015 6063-T6 b5 28 `;•Ny 58 BOTTOM RAIL,LAG BOLT DESIGN O TOP RAIL,LAG BOLT DESIGN O ASTRAGAL it; No.56705 rx• 'am a aexsa 016b0 '!1•'•.� ororwoerowwr j fX1Rt/S/ONPROFILES O�••., ��o?•'C�` UM.FRENCH DOOR B SIDE ams IMPACT ✓ lY/04 �Y, ai8•D6 No6ome0,'rt aes�a rD�ao 1/2 8 d f2 •8000.11 • ••AIvwUMdl'�R P.E. __ • E • F4 P.E.#86705 • • 0000 0000•• 0000•• •• • 0000•• • 0000•• • • • 0000•• 0000 •• • • • 0000 • •• ••••• • 00.09• • • 0 •0•0 • • 0000•• • 9••9.9 • • • ••999• ease .... . . ...... . .. ...... :0000: 0*0:00 .. . .... ..... . . ...... ...... ...... . 000000 ea..s. .see.. . .0000. . .742�+�• I �2.280 � ,.000 f .076 363 �.-..1.783+-�� —•-2438�+-�� .100 1 .072 27 #8021B 6063-T6 28 #8020A 6063-T6 29 #8018 608345 30 #8019A 6063-T6 37 #8039 6069-T6 GEAR HINGE,JAMB GEAR HINGE,COVER HINGE,BACK-UP GEAR HINGE;DOOR TRUSS CLAMP .002 .126 3261 A38 r! 2 1 2.822-- { .126J •0� �.— 3.838 1.836 #8028 6063-T5 #805Q 6063-T4 #8033B 6105-T5 c6a.Yt�e 61 SL HEAD TRIM 64 SUBSILL,OPTIONAL 7U, #8010 6063-T6 80 FD ASSY BEAM NARROW SL JAMB 046 ,.,� 1 -1...._Ovm .0a0 442 .�86 •760 .6 2.313 ..1 rRonucT RBt�K'60 444 Ub �qp� I- � Uarwi4 J. � 'L' .046 }�•►{.816 Y'-- � y eh'C.4 #8022 6063-T5 #8025A 6063-T5 @#8023A6063-TB (9#8024A6063-T5 060 #80296063-T5 BACKBEAD 10 SL BACKBEAD 10 7/16"BEAD 08 I.G.BEAD 62 SL JAMB TRIM wale hs:JCkN3$ 'tt,k''� *t No.68700 A ,nn PX fOT IIEL91 ��•`•, 8TP '••'��` ,moix "$ PROFIL FX7RUSlONE3 O FcOmoP�0 c�•........ �t o ro o NOQHAYO'8T0B�T P(Aep�(testi NowALUM.FRENCNDOOR&S/DELITES IMPACT SSIONA4p` rz�f 4T. � oRKsas�� FbMo 112 8 <12 �8000•f, •• FI.uP.E.868700ILI P�• •••••• •• • 0000•• • 0000•• • • • 0000•• 0000 •• • • • s•0• • •• 0000• • 0000•• • • •••s0 • • •0000• •• •• • 0000•• • ••0.0• 0 0 • • • • •000•• 0000•• • • • 000.00 • • • 0000 .•000. 0000 0000.. :Soo*: .. 0000 0000. .. . 0000 0000.• • • 0000•• • •• •• • 0. 0000•• 0000.• • • • Ig" 8°� �8" 8°� �8° 3�" g•� �Ig• j � 1 11° 11° 3'MIN. HEAD&SILL 11 3'MIN. HEAD&SILL '.---11" DATYP. ANCHOR D ANCHOR D CLUSTER CLUSTER 10.671" (TYPICAL) (TYPICAL) MAX. O C MAX�� B i t O C. CH 3 18.600° 1 �{,® pNG 18.b00° HT. QTY. • QTY. H QTY. MAX. ary. 963!4°-(6) ''''0�7.0• 86°J4'-(8) 863/4'-(6) OTC. ® A 963/4'-(8) 813/4°.(8) D 81314°-(6) D (2)EQ. (3)EQ. 91314°-(9) D 87314•-(8) 67314°-(8) 87314'-(8) SP.TYP. SP.TYP. 8T 3/4°-(8) 833!4"•(6) 833!4'-(7) 83314°-(6) 833!4'-(7) 79314•-(7) 11" 78314"-(8) 1P 783/4°-(7) 11" D T (CONCRETE) ®DETAIL 4(WOOD ®DEVIL C(CONCRETE)�SEE 1.1 A DETAIL p(WOOD) A (SINGLE PANEL) (SINGLE PANEL) (2 OR MORE PANELS) RED O (POR MORE PANELS) aPPLMBLm ANCHOR TYPES: ANCHOR TYPE?S: ANCHOR TYPLS: OF ENCIRCLED ANCHOR TYPES: ,OR 11 2 OR 3 1 OR 2 ANCHOR 2 OR 3 LOCATIONS ANCHORAGE SPACING REQUIREMENTS: , , 1.DETAILS A AND 8 ABOVE REPRESENT ANCHORING OF SINGLE X DOORS,OR INDIVIDUAL SIDE LITE O PANELS WITH FULL OR NARROW WIDTH JAMBS.DETAILS C AND D _ ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS,SINGLE X DOORS,NARROW JAMB OR FULL JAMB SIDE LITE PANELS,FOR MULTIPLE-PANEL EL OFTWO OR MORE PANELS,UNLESS OTHERWISE STATED,DIMENSIONS OF DETA68A THROUGH DARE MAXIMUMS. 2.ANCHOR TYPES:1-1/4"ELOO ULTRACON 2-114"ELCO S84 CRETE-FLEX 3-$12 STEEL SCREW(06) A CONCRETE SUBSTRATE USE TYPE 1 AT 1318'MIN.EMBEDMENT OR TYPE 2 AT 1 314°EMBEDMENT.1314'MW.EDGE DISTANCE FOR BOTH. WOOD SUSTRATE-USE TYPE 2 OR TYPE 3 AT 1318'MIN.EMBEDMENT, 3.SINGLE EMEL CONFIQURATION6:(DETAILA,CONCRETE SUBSTRATE.DETAIL B,WOOD SUBSTRATE) HEAD AND SILL.....8°MAX,FROM FRAME CORNERS. PRODUCE 66fuW® JAMBS.................—.11-MAX.FROM FRAME CORNERS,18,600"MAX,0,0.CONCRETE SUBSTRATE(DETAIL A)AND 10.871'MAX.O.C.WOOD SUBSTRATE(DETAIL B). °1°p®P1�M•m0 Pte+ 4.TWOOR MORE PANEL CONFIGURATIONS:(DETAIL C,CONCRETE SUBSTRATE) 9 pee ' HEAD AND WI.I. ...6'MAX FROM FRAME CORNERS,AND AT WAND B"MAX ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS(CLUSTER OF 4). By p� JAMSS_..i I'MAC.FROM FRAME CORNERS AND 18.600°MAX O.C. S.TWO OR MORE PANEL CONFIGURATIONS:(DETAIL D,WOOD SUBSTRATE) 51!51 i ri .'pNN LYNN 4UC�'O HEAD AND SILL...,.0°MAX.FROM FRAME CORNERS,AND AT 3",6',9'AND 12'MAX.ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS(CLUSTER OF 0). �� t't':"'-i N. ;`c PLUS ENCIRCLED ANCHORS OUTSIDE CLUSTERS.REQUIRED ONLY ON PANEL WIDTHS OVER 27 39°. `C�:' e` ''�' JAM3S..................11°MAX FROM FRAME CORNERS AND 10.671'MAX.O.C. *r '•.�' No.68706 vx tmsae a Ravae N0T F6Y16aXoiPe as ^�°• :710'.' STATE OF �u ro7oTrawaeovaRna ANCHORAGE SPACING ' '�`'••.F<DRmP: a HacKvroenua•uar aoXomrRRamco A '',FS•••.....•:•aG� aR o m o cxwo®7•ncaarmuDucw: Aaewcrma ALUM.FRENCH DOOR ASIDE L1TES IMPACT oc. +Io�mme.R.amn ° a. • A.LYP151(t)ll ,P.E. PJG fP7R1N1 ,T. 4x8106 FDIf4 iN }0 !2 8080.1! • E • FL P,E$W705 •••••• •• • •••••• • •••• • •• ••••• • •••••• • • ••••• •• •• • •••••• • • • • • •••••• .... 0000.. 0000 . . .0006. 0000.. .. 0000 .6.60 .. 0000 0000.. 0000.. . .. .. 4 . .4.6.. 4.0066 . . . . 0000.. 0000.. A CONCRETE ANCHOR WOOD ANCHOR, IW MAX. WOOD ANCHOR, CONCRETE ANCHOR SEE NOTEI OPTI NAL (NOTE 1) 114°MAX. SEE NOTE 2 OR SEE NOTE? OPTIONAL 114"MAX. GROUT, - 84 SEE GROUT, SEE 114°MAX. NOTES 84 SEE NOTE6 GROUT NOTE w NOTE 6 1 t "-Ii; i'. ..:..•.'.. :�.i:: EMEED. X43 A K$I�nlN.k?w4 `;:' SEE 131 1 yg• C(F1NCftETE;,.,. '''%•NOTE 1 'CON CRETE4�+`�f' 1:±:� NOTE1 MW. 2x WOOD,SEE MW. NOTES 2X WOOD,SEE NO 3 TYPICAL SIDE LITE SILL OPTIONAL SIDE LITE SILL ®TYPICAL SIDE LITE SILL OPTIONAL SIDE LITE SILL (DIRECT TO CONCRETE) (SUBSILL TO CONCRETE) (DIRECT TO WOOD) (SUBSILL TO WOOD) ]EXTERIOR INTERIOR* (ALL HEAD&SILL SECTIONS) EMBED. ;'c.`:?;>.•,/{;. ,3.4 K✓7i1 -,.)r BEE® 01WOPA[1's9R0 ;,.4 y CONCRETE' 4 KSI A7 ; EED. M�x 1N'® t.. ....+',`':, ....Lyt��;•' ;i�'' NOTE1 A, mn40di+li Welwas 40NCRETE; 'I.`r OTE 8H1A1 '---I- 2x WOOD 1318 MIN. "' O 15 �'�;1:%:,,:,;;;;_.r.47,:.! •.1'i.%NOTE 1 �' 1 BEE NOTES ) IxWOOD 1 SEE NOTE 3 AX 1fa"MAX MAX ,,gg�� SHIM COM1rChE7E ANCHOR,SEE NOTEI A�L-X' SHLMACONCRETE ANCHOR SBE NOTE I AWOOD ANCHOR BEE NOTE2 meomicramiew® ® TYPICAL DOOR&SIDE LITE HEAD aA.b-f.g b& � mu�m�w. d °"' 1.FOR CONCRETE APPLICATIONS INMIAMI-DADS COUNTY,USE ONLY MWMI.OADECOUPITYAPPROVED ELCO 114•ULTRACONS OR 114'SS4 CRETE-FLIX MIN.DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 13141.MIN.EMBEDMENT:114•ULTRACON-1 318°,114.964 CRETE-FLEX-1 314•. Bo-voroi O�eerm4naomyd ' 2.FOR WOOD APPLICATIONS USE 012 STEEL SCREWS(GS)OR ELCO 1/4"884 CRETE-FLEX-13/8•MIN.EMBEDMENT FOR EITHER.3.WOOD SLICKS DEPICTED AS tx ARE LESS THAN 1 1PZTHICK•Ix WOOD BUCKSARE OPTIONAL IF UNIT I8 INSTALLED DIRECTLY TO SOLID CONCRETE.WOOD BUCKS DEPICTED AS 2x ARE 1 U2"THICK OR GREATER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BY THE :1I I t FF AUTHORITY HAVING JURISDICTION(AHJ). �� Y LYNN 4.FORATTACHMENT TO ALUM:THE MAIL SHALL BEA MIN.STRENGTH OF 6063-TS AND A MIN.OF 1/S•THICK.THE ALUM.STRUCTURAL MEMBER SHALL BE OF A 812E TO �� •�� ••-"'...... ' PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS ON THIS SHEET FOR 2x WOOD BUCKS.THE ANCHOR SHALLBE A#12 SMS :'UGENae:'•. WITH FULLENGAGEMENT INTO THE ALUM,IF THESE CRITERIA ARE MET,THE PRESSURES SHOWN ON SHEET 3 ANDANCHORAGE SPACING FOR WOOD SHOWN * •' ON SHEET 10 MAY BE USE0. No.38703 S.IF SILL IS TIGHT TO SUBSTRATE,GROUT 09 OTHER MATERIAL IS NOT REQUIRED.IF USED,NON•SHRINK,NON-METALLIC GROUT,3400 P8I MN.,(DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE BILL THAT IS NOT TIGHT TO THE SUBSTRATE,AND TRANSFER SHEAR LOAD TO SUBSTRATE. fX ta'/+Ne B IMwWRtox wo bi0�" •O'•. BTAtE OF wiww aRnnso I•em swa mwa ANCNORAQEDETAILS ''•Romoa.:•'��:: mew wpmo NwaM ' s••.......... 6�. uo awaso-nwaarmumoav: P,o, � ALUM.FRENCH DOOR&SIDE Li TES IMPACT FJC 17/2324 LT. aFrAna4v� Pn76o 1/4 11 +12 8000. 70 11 • E�Rx • 'P.E. • FL 686 • • • • 9999•• •• • 9000•0 • 99.9•• • • • • • • 0 • 9999 • •• ••00• • •0900• • • ••90• • • •9000• •• •• • 9999•• • •0.90• • • • 0 • 0 •09.0• 9.0.09 • • • • • • • •09.9• • • • C]EXTERIOR 1NTERIOR� `� (ALL SILL SECTIONS) CONCRETE OPTIONAL ANCHOR OPTIONAL SEE NOTE 1, $4 84 CONCRETE SHEET 11 wow AANCHOR A Ila,MAX. '� BEB NR t e SEE MOTE 1D,BRE�'er�t�i 0 1/4°MAX SEE NOTE 1, GROUT, $ GROUT, SHEET 11 _: SEE NOTE 1/4°MAX. H 1{ i:�;�_ 114°MAX ]x^....- 6,SHEET I I GROUT GROUT, SE SHEET OTE11 I A SEE •] SEE NOTE -] �^ NOTE 6, 6,SHEET 11 SHE 1 it MAW'66. �y lfNo :.`'. .ti:{t.y :.^ '-•_r:'jr, T` ,j b:..i�,•i .�r':•.-: C'MBED. .y EE NOTE I ,.,:. - 3.4 Kei MW, CONCR tETEf? •fit----��- 1 CONCRETE ; 3 CONCRETE,,SEB NOTE 1. ®1 3f8° °YFT-- 1 3f8' x WOO SHEET I( yl ,..� ..<;.: $HBET 11 MIN. SEE NOTE S,= MIN. y.4 ,:• ',t;�j«:� !•2>•..f'.k SEE NOTE 3,_ . FT-S— .0 11^ SHEET i-t= t TYPICAL DOOR SILL OPTIONAL;DQOR SILL TYPICAL DOORSILL OPTIONAL DOOR SILL (DIRECT TO CONCRETE) (SUBSILL TO`CONCRETE) (DIRECT TO WOOD) (SUBSILL TO WOOD) ra"®E ABED. EMBED. �pftwill •e�0e0Mover CONCRETE CONCRETE y' �•" NOTE 1, NOTE 1, WASIME"NOTE ®ANCHOR, 15 SHEET 11 .1 SEE NOTE 2, INTERIOR z t,,;;, 13t8° SHEET11 }: MW (ALL JAMB SECTIONS) CONCRETE �,.'.t�`Y`": EXTERIQR I ANCHOR :y. %,i. SEE NOTE 1, a. SHEET 11 `sk y:•'i•,;` ,y 3.4 KSI MIN.',!:.?.j�,.: O • •:Y;: CONCRETE OR1.6 K31 Q 3.4 KSI MIN. W,. MW.OMU . CONCRETE .,,.., ..;..„^. 2x WOOu MODMAW415WED ® -<'` '''I+f'; `'• ' SEE NOTE 3, Wrba w10A16eWarm SHEETI1 WniopGdo i Q �';.:.. -:• SEE :.yv, 7.?I II nnmd:n No 114°MAX,SHIM--•� Yom-- SHEET 1/4°MAX BHIM�� 7!4°MAX SHIM�� By D Ibmi lT,de P,oQucl Conhol TYPICAL DOOR&SIDE LITE JAMBis, it, *i No.58705 lilt /X 10'rY�. W /@W&R.MDxtB9YlAN0 E.rm PATRUSeO,Vg. Q'•,• STATE OF 1V� eruNoajo xeror r asro ANCHORAQEDETAILS �.....`• aavm p noa xaaenmsuaer Aa /eao ALUM.FRENCH DOOR&SIDE LITES IMPACT NAL 5 e�+e • ALYfhI P.E. FK 11R3Po0 LT. 4AY08 ,FtJI�e FD'6o 1/4 12 +12 8000.11 • E • FL P.E,A 68705 no 0000•• •• • •••••• • 0000•• • • • 0000•• 0000 •• • • • 0000 • •• 0000• • 0000•• • • 0000• • • 0000•• •• •• • 0000•• • 0000•• • • • • • • 00000 • 0000•• • • • ••000• • • • Snap-Rite Mfg. Inc. P0.8ox 577 Coats,NC.27521 *1j PH-910-897-4080 FX:910-897-6662 www.snaprite.com UNIVERSAL TIE DOWN ENGINEERED FOR FLORIDA INSTALLATION The new Patent Pending "FATBOY" Condensing Unit Tie Down is truly unique. Its universal design is un- equaled. The "Fatboy" can be installed as a standard screw installation or as a 3/16" cable installation or a 1" hanging strap installation. Making the "Fatboy" the only truly universal Tie Down in the industry. Engineered Ex-clusively for Florida. Engineering reports are included in all cable and strap kits. FBTD Pegboard 4 Pak FBTDB Bulk 100 pcs. "Fatboy"Screw Installation Guide /Condensing Unit FBTDC Cable Kit .� FBTDS Strap Kit _�_i___ _ "Fatboy"Condensing Unit 000 Tie Down 14 GAUGE I Tek S( .#10 x 112"Self Tapping 0 0 0 Tek Screw '__t_.i-_:_ •_ _.,_- ; l 00 (1)-3116"x1314"Tapcon THICKNESS ` I � � I � i �=�=�:=' optional(2)Tapcons �---4"Slab 1.5" "Fatboy" Cable Installation Guide Condensing Unit " f 3/16"Steel Cable 3/16"Cable Clamp or Sleeve i Y i i i i "Fatboy"CondensingUnit ` + - ��Tie Down ` 0 U 0 (I)-3/16"x 1314"Tapcon --1 —, 0 Optional(2)Tapcons • +-- 4"Slab 0000 "Fatboy"Strap Installation Guide Con�g� Ing Unit• •••• 22ga.*,24ga.,26ya�stcap ,L� �, , �,, ••�••X10 x 3 '.S®If Tap0�n�" j Tek Serew ' ':Fatboy"Condensing Unit - _ 0 0 0 .Tie Do�Lh.... —1--- •• ((�) 3116;x t gt4"Tapcon • '' 0 bptionallf)Tapcons K� •-- 4"Slab (ACTUAL SIZE) -_� y DUAL TAPCON HOLES goes 0.8.00 •••• • • •••g•• • •• •agog• 900049 040:06 00 • •seg• • • ••s••• •••0•e • • 00••0• • •• •• • • • ••gees •00000 • • • • gees•• • • • • • 0 so • • � V n s ° r n °°a D QQ � f aw C 00 r mr r o r f Y >t• R� �6R e°z330 • • •.•• ••.•.•� ��" Cot �� g�g ��E ��® �� p �R �� • �®� U-10Oi e = 8' r . M war •.••i. C m r� t� 8�� Ftp ^�� k9� �" ��e ? t�Z� p� o' W a •, a °� �, Se a ��A 8 � �" o N r ti a^ ;8 •.•..• 4 ale so 0 0 see 9 A/C UNIT ANCHORING DETAILS ; D D rm FATBOYCLIPSAS H i MANUFACTURED BY: THE x > ' ORIGINAL PAN/SNAP RITE CO. i g r ' FOR USE UNDER FLORIDAH BUILDING CODE Y > D - I 0000 0.0000 0000 . . . . 000000 . 06 6..6.. . . 00.00. 0000.. . . 6• 0000 0000. . ... . 0000 00.00. . 0000.. 0000.. 6.0066 . 00 .. ...... 0000.. 0000.. 060 ... . . 00