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WS-09-1048 ?$ 3 3 "e Y sae t, Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 a �'toxtt�' tg Expiration: 03/29/201 Project Address Parcel Number Applicant 500 GRAND CONCOURSE 1132060171440 PATRICK PENKWITT 1 Miami Shores, FL 33138 -2465 Block: Lot: Owner In formation Address Phone Cell _.. ,,..... M_ _. �. _ _.......,. PATRICK PENKWITT 500 GARND CONCOURSE MIAMI SHORES FL 33138 -2465 Contractor(s) Phone Cell Phone Valuation: $ 12,000.00 BLUE STREAM HOME BUILDERS & C (954)566 -5503 Total Sq Feet: 0 Type of Work: SLIDING DOORS For Inspections please call: No of Openings: 3 (305)762 -4949 Additional Info: IMPACT Available Inspections: Classification: Residential Inspection Type: Fees Due Amount Invoice # Total Amt Paid Amt Due CCF $7.20 WS -6 -09 -35163 $ 325.85 $50.00 Education Surcharge $2.40` Permit Fee $130.00 WS - 6 - 09 - 35163 $ 325.85 $ 325.85 $ 0.00 Plan Review Fee (Engineer) $60.00 Check #: 727 Plan Review Fee (Engineer) $60.00 Plan Review Fee (Engineer) $60.00 Scanning Fee $3.00 Submittal Fee $50.00 Submittal Reversal Fee ($50.00) Technology Fee $3.25 Total: $325.85 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 permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore, I authorize the above -named contractor to do the work stated. September 30, 2009 Authorized Signature: Owner / Applicant / Contractor / Agent Date Bu ilding Department Cop September 30, 2009 1 Miami Shores Village o '' g � � Building Department J�. i 2009 10050 N.E.2nd Avenue, Miami Shores,.Florida 33138 BY: - -- Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING Permit 1N o. Ns C' 04 C PERMIT APPLICATION Master Permit No. /ecp7' FBC 650 Permit Type (circle): Building Roofing Owner's Name (Fee Simple Titleholder) Owner's Address 5 6;t4A4� ( N Coa1 2.S City a X t MkIr- State mA Zip ? Jr Tenant/Lessee Name Phone Job Address (where the work is being done) SOO C124Ae COPCG1G//Ulj�_ City Miami Shores Village County / Miami -Dade Zip 3 3 131 FOLIO / PARCEL # //— ? ©fi O 7- IY7 p Is Building Historically Designated YES NO X ti'/)?621C4>✓ (1,'N16e C P Bf Contractor's Company Name ... A_:LU,c .r7 Phone # ft y- r&6>- S's Contractor's Address 3 &-% St 22 City Oh f e State &-' - "/W Zip 33 Qualifier Name ,/ V ,54 f 4214U C Phone # 9_K_ State Certificate or Registration No. Co G d 2/ x8 Certificate of Competency No. Architect/Engineer's Name (if applicable) 4- ST C'FNTC/ P hone # �.5�- ja 2.— 6 W6 Value of Work For this Permit $ �G� Square / Linear Footage Of Work: / 7- G Type of Work: ❑Addition Alteration ❑New ❑ Repair/Replace ❑ Demolition Describe Work: /t�tdt/E 1 �i�6 3 �i9iyF --� GG¢S S SZ 11I1n A�>O2r A�✓D �G�ei b 6vl Ti-/ 4,401,e 11� ZAA Submittal Fee $ Permit Fee $ �� —_ CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ dv Radon $ DPBR $ 1 Zoning $ V Bond $ Code Enforcement $ Double Fee $ e Structural Review. $ 60 4 6 0 ' 46J9.' = 1 1901 01 Total Fee Now Due $ /3259 See Reverse side Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection Al l not be apps ved and a reinspection fee will be charged. Signature Signature Owner or Ag nt Co tractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this A day of , 20 ^, by day of N .20 Q$ by [�•S i r C1 cam, who is personally known to me or Who has produced who ' er�know me or wh o has produced As identification and who did take an oath. a identification and who did take an oath. NOTARY PUBLIC: NOTARY PJ3 ST1f°. C;F RORIDA NOTARY P IC: Kathryn Anne Blakeman W Co D 95143 Sign: T Sign: — {�N� -� dn, nd k, \� 9 ( 1 Print: Print: vc. 1 o � Notary Public State of Florida My Commission Expires: k I ( My Commission Expires: Sharon L Furtado Expires 02!09/2010 APPLICATION APPROVED BY: 4994 �� '�' / / Sh L4 Plans Examiner Engineer Zoning (Revised 07/10/07) Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP 129982 Permit Number: WS -6 -09 -1048 Scheduled Inspection Date: November 24, 2009 Permit Type: Windows /Shutters Inspector: Bruhn, Norman Inspection Type: Final Owner: PENKWITT, PATRICK Work Classification: Door Replacement Job Address: 500 GRAND CONCOURSE Miami Shores, FL 33138 -2465 Phone Number Parcel Number 113206017144 Project: <NONE> Contractor: BLUE STREAM HOME BUILDERS & C ONSTRUCTION MANA Phone: (954)566 -5503 Building Department Comments REMOVE EXISTING 3 PANEL GLASS SLIDING DOORS AND REPLACING WITH NEW MIAMI DADE APPROVED IMPACT SLIDERS Inspector Comments Passe f Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 23, 2009 For Inspections please call: (305)762 -4949 Page 22 of 30 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 129407 Permit Number: WS -6 -09 -1048 Scheduled Inspection Date: November 17, 2009 Permit Type: Windows /Shutters Inspector: Bruhn, Norman Inspection Type: Doors Owner: PENKWITT, PATRICK Work Classification: Door Replacement Job Address: 500 GRAND CONCOURSE Miami Shores, FL 33138 -2465 Phone Number Parcel Number 113206017144 Project: <NONE> Contractor: BLUE STREAM HOME BUILDERS & C ONSTRUCTION MANA Phone: (954)566 -5503 Building Department Comments REMOVE EXISTING 3 PANEL GLASS SLIDING DOORS AND REPLACING WITH NEW MIAMI DADE APPROVED IMPACT SLIDERS Inspector Comments Passed Failed Correction ❑ Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 16, 2009 For Inspections please call: (305)762 -4949 Page 28 of 35 • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Numbe INSP- 129407 Permit Number: WS -6 -09 -1048 Scheduled Inspection Date: November 17, 2009 Permit Type: Windows /Shutters Inspector: Bruhn, Norman Inspection Type: Doors Owner: PENKWITT, PATRICK Work Classification: Door Replacement Job Address: 500 GRAND CONCOURSE Miami Shores, FL 33138 -2465 Phone Number Parcel Number 113206017144 Project: <NONE> Contractor: BLUE STREAM HOME BUILDERS & C ONSTRUCTION MANA Phone: (954)566 -5503 Building Department Comments REMOVE EXISTING 3 PANEL GLASS SLIDING DOORS AND REPLACING WITH NEW MIAMI DADE APPROVED IMPACT SLIDERS Inspector Comments Passed El Failed Correction Needed Re- Inspection ❑ Fee No Additional Inspections can be scheduled until re- inspection fee is paid. November 16, 2009 For Inspections please call: (305)762 -4949 Page 28 of 35 r I Twenty First Century'Engineering, Inc. (954) 522 -6446 826 N.E. 20th Avenue Fax: (954) 524 -0555 Fort Lauderdale, Florida 33304 Website: tfceng.com November 12, 2009 City of Miami Shores Building Department Miami Shores, FI Re: Penkwitt Residence 500 Grand Concourse Dear Mr. Bruhn, Twenty First Century Engineering Corp. has recently performed a site visit to the above referenced single family residence to inspect the installation of a new steel angle and plate for attachment of the new sliding glass door. Per our discussions, the purpose of our visit was to inspect the W filet welds of the plates to the existing pipe column and ensure the pipe column was filled with concrete. The contractor has completed the installation within substantial conformance with the attached sketch and the Florida Building Code 2007 edition. Please contact the office with any questions or comments. Best .Regards, Twenty First Century Engineering Corp. John M. Carroll, Jr., PE, M.ASCE, CIE, FES Xlierry Ca Ido, SMI, CRI President Vice President JC1gc WELD STEEL PLATE I I TO ANGLE W/ I I ( NEW SLIDING Y" WELD ENTIRE LENGTH I I I GLASS DOOR 3Y2" X 2" X ) , I I 7 LONG 3Y" X " I STEEL ANGLE T LONG l ! ! STEEL PLATE lei I I I VOIDS TO BE FILLED Wi 5000 PSI GROUT WELD ANGLE TO v �. STEEL PIPE W/ w o `4, Y e ' " WELD ENTIRE , �° M " e .. LENGTH TWO m L m c Q PLACES z ui O g 0 ®' • .° ° • . a ® . a 3Y," DIA. HOLLOW Z ° ° " STEEL PIPE a — z 0 TO BE FILLED WITH g 0 5000 PSI GROUT H1FiN M. CARROLL P.E. �0. 41610 EXISTING MASONRY WALL DRWN. CHK LOS JC DETAIL SLIDING GLASS DOOR EAST SCALE 1/04 DATE: 11/04/05 VERTICAL CONNECTION TO BUILDING SHEET: 1 OF 1 Miami Shores Village . Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 61 , / (1 ' '1* Job Name f��J _ Date /? 9 ' V i6w )JAY- STRUCTURAL CRITIQUE SHEET A a il V1 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Oq " 10 �8 Job Name 0 1 ' e, kk4 OY Date r /!.>�jd q yl/37e. STRUCTURAL CRITIQUE SHEET d Ee 1 h m a. 1 �k a n " 141 t° re ut l r e 3 " cal. a, A. as atf-. t- ec4 c.e,lts as 5,4 u ct cc.e- l e. �� V d. �5NJOR s Miami shores Village t" Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 a s Tel: (305) 795.2204 R Fax: (305) 756.8972 Permit No: 09- O�0 Job Name: 2009 Page 1 of 1 Building Critique Sheet ti — �LJdL Lf tie. ' jk-o e6Ar&"1 -•e4 A /P,t 7- 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. Norman Bruhn CBO 305 - 795 -2204 0.0.9. .. 0.00•6 0000•• • ........ .......... .0000. 0000 •• • • • ._ _ ... • y ._ ....... * 0000• • • �.._ 0 000 0.000. j • • • • • -- -- - -- - -= x + Twenty First Cktury�Engineering, Inc.:- - — �� ?54) 5 -6446 826 N.E. 20th Avenue ax: 5 -0555 Fort Lauderdale, Florida 33304 Website: tfceng.com June 12, 2009 City of Miami Shores Building Department Miami Shores, FI Re: Penkwitt Residence 500 Grand Concourse Dear Sir, Twenty First Century Engineering Corp. has recently performed a site visit to the above referenced single family residence for installation of a new impact sliding glass door retrofit. The new doors are to be installed in the same location as the existing. However, the new track is wider and the existing opening has to be modified. Our analysis has determined that the inside pipe column can be removed to accomplish the new installation. The existing outer pipe column is to remain and will carry the required loads. The contractor shall install the new sliding glass doors in conformance with the manufacturers specifications and the Miami Dade NOA. Please contact the office with any questions or comments. tRegar s, Twenty Fir, t Century Engineering Corp. John . Carroll, Jr., PE, FES Pre dent J c m ami Snores Village APPROVED BY DATE ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS WELLBILT internationai lC NW SouTH Riv1E R Get. Mt Amt, FL 33166 MIAM{ -[aADE TEt.Lt�How 305.8844.8020 MIAMI -DADE COUNTY, FLORIDA WWW, ELU31LTtWEt f*ATii' NAL.00M METRO•DADE FLAGLER BUILDING 7 BUILDING CODE COMPLIANCE OFFICE (BCCO) 1.40 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130 -1563 (305) 375 - 2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) www.buildttigeodeonli eIn coat Wellbilt Industries, LLC 8600 N.W. South River Dr. (Suite # 207) Miami, Florida 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the.Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control. Division that this product or****** material fails to meet the requirements of the applicable building code. •' • ' �' This product is approved as described herein, and has been designed to comply with the High Velocity'Ag cane " •' • •" Zone of the Florida Building Code. " "" :....: DESCRIPTION: Sure -Board Wall Panel System . .... .... ..... APPROVAL DOCUMENT: Drawing No. 08 -219, titled " Sure -Board Wall Panel ", sheets I throug h :14 #f 10, • •: • •' prepared by Tilteco, Inc., dated October 01, 2008 with last revision # 1 dated October 01, 2008, signed end sealed • • • • • • • ; • by Walter A. Tillit Jr., P.E., on December 15, 2008 bearing the Miami -Dade County Product Control :&491:n ' stamp with the Notice of Acceptance number and expiration date by Miami -Dade County Product Control Dlvisiori.• "'. "'•" MISSILE IMPACT RATING: Large and Small Missile Impact • 90 • ; 0 00 ; • • • •; LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and the �.:.. following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature, If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises & renews NOA #05- 0929.09 and consists of this page 1, evidence submitted pages E -1 & E -2 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Mak � j ar, P.E., M.S. n E Expiration Date: o2fos /2014 COUNTY � f! ,4/, NOA No. OS- 1126.08 ... � y `'�� E o3f2 /tap Approval Date: 03 /2Page o ,/ 1 Wellbilt Industries, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03- 1015.08 A. DRAWINGS 1. Drawing No. 02 -385, titled " Wall Panel System ", sheets I through 10 of 10, prepared by Tilteco, Inc., dated July 11, 2002 with last revision #1 dated January 7, 2004, signed and sealed by Walter A. Tillit dr., P.E. B. TEST 1. Test report on Large Missile Impact test, Cyclic Wind Pressure test and Uniform Static Air Pressure test and Air & Water Infiltration tests and ASTM E 72 -98 on Composite Wall Panels over Galvanized Steel Studs, prepared by American Test Lab of South. Florida, report No. 0506.01 -03, dated September 5, 2003, signed and sealed by William R. Mehner, P.E. and Henry Hatte^m, PE. 2. Addendum to report No. 0506.01 -03, dated December 15, 2003, signed and sealed by William R. Mehner, P.E. and Henry Hattem, PE. C. CALCULATIONS 1. Panel allowable calculation and Anchors' verification prepared by Walter A. Tillit Jr., P.E. dated august 27, 2003 signed and sealed by Walter A Tilit Jr., PE. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. 0000 . . 0000 0000.. E. MATERIAL CERTIFICATION ' 1. Tensile test report of metal panel, prepared by Q. C. Metallurgical, Inc., dated...... 0000:. August 4, 2003, signed and sealed by Frank E. Grate, Jr., P E. • • •' • • • 0000.. 2. Copy of N.O,A. # 00- 1114.05, • • • • sees • 0000 0000 0 . 0000. 000. .. . 0000. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 05- 0929.09 ; * 00 0 ...... A. DRAWINGS • 0000.. 1. Drawing No. 05 -291, titled " Wall Panel System ", sheets I through 10 of 10, : ' 0600 00 0009 prepared by Tilteco, Inc., dated September 16, 2005 with last revision #1 datee • • o • see* • :so.. September 16, 2005, signed and sealed by Walter A. Tillit Jr., P.E. • • • 0 00 0 0 0 B. TEST 0000 1. None. C. CALCULATIONS 1. Panel Anchors ' verification per FBC 2004 edition prepared by Walter A. Tillit Jr., P.E. dated September 21, 2005 signed and sealed by Walter A Tilt Jr., PE. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. my A. Makar, P.E., M.S. Product Control Examiner NOA No. 08- -1126.08 Expiration Date:. 02105/2014 Approval Date: 03/25/2009 E -1 Wellbilt Industries, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 08 -219, titled " Sure -Board Wall Panel ", sheets I through 10 of 10, prepared by Tilteco, Inc., dated October 01, 2008 with last revision #1 dated October 01, 2008, signed and seated by Walter A. Tillit Jr., P.E., on December 1 S, 2008. B. TEST 1. None. C. CALCULATIONS 1.' Calculation titled "Revision of Miami -Dade County Product Approval Anchor Calculations " by Walter A. Tillit Jr., P.E. dated November 24, 2008 signed and sealed by Walter A Tilit Jr., PE. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. E. MATERNAL CERTIFICATION .... 1. Copy of N. OA. # OS -0929.09 ' . ...... .. ...... •••• •••• •••• •••• ••••• •••••• •• • ••••• • 00 0 • • • • •••••• • • • • •••• •••••• y A. Makar, P.E., M.S. ' - 'Product Control Examiner NOA No. 08- 1126.08 Expiration Date: 02/05/2014 Approval Date: 03/2512009 E -2 WELLBILT international 8600 NW SourH RIVER DR. MIAMI. FL 33166 TELEPHONE 305.884.8020 WWW.WELLBILTINTERNATIONAL-COM GENERAL li= I. THIS PRODUCT APPROVAL oocumt-mr (F-AD.) APPLIES ONLY TO THE STRUCTURAL WALL PANELS INDICATED AND SPECIFIED ON THIS ORAWNG, HAS BEEN VERIFIED FOR COMPLIANCE IN ACCORDANCE WITH THE 2007 EDITION OF THE ra-C. DESIGN WIND LOADS SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 1620 OF THE FRC DESIGN DEAD AND LIVE LOADS SHALL BE DETERMINED IN ACCORDANCE WITH SEC77ONS 1512 AND 1616 OF THE FB-C- 2. BUILDING DIMENSIONS, DETAILS, UPLIFT, OnRTURJVN6, FOUNDATION, ROOF AND OTHER ELEMENTS WHERE WALL PANELS WILL BE INSTALLED SHALL BE DESIGNED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR ARCHITECT AND REVIEWED BY THE STRUCTURAL PLANS EXAMINER Or THE CORRESPONDING BUILDING DEPARTMENT IV ORDER TO ISSUE A PERMIT FOR CONSTRUCTION. J. ALL ELECTRACAL, MECHANICAL OET4JLS AND PARTS AND FIRE RA77MG PROVISIONS ARE NOT PART OF THIS APPROVAL AND SHALL BE PREPARED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER AND REVIEWED BY THE CORRESPONDING BUILDING DEPARTMENT IN ORDER TO ISSUE A PERMIT FOR CONSTRUCTION 4, ALL STEEL STUDS AND SKIN SHALL HAVE STRUCTURAL QUALITY ASTM A-653, GRAVE 40 U0. WITH 47.0 KSI Min. YIELD STRENGTH (AFTER ROLLED). G-60 GALVANIZED STEEL DESIGNAJ70N FDR 5TUDS AND C-90 FOR SKIN 5. ALL SCRDWS SHALL BE CORROSION RESISTANT AS PER DIN 50018 WITH FLAT HEAD AND RWSEO StOES TO PREVENT EXCESSIVE PENETRATION WITH MIN. Fy - 80 ksi. 6. ANCHORS TO CONCRETE FLOOR, FOUNDA77N, SHALL BE AS FOLLOWS: (A) 114 0 CRETE -FLEX ANCHORS AS "4NUFACTURfO By ELCO FASTENING SYSTEMS. LLC, WITH r 314 MINIMUM EMBEDMENT INTO fc-3350 psi POURED CONCRETE. (6) 1/2 0 POWERS POWER-STUD - S02 ANCHORS AS MANUFACTURED BY POWERS FASTENERS, INC. WITH 5" MINIMUM EMBEDMENT INTO (c -J350 psi POURED CONCRETE (C) t12' o KWK Bar EXPANSION ANCHORS AS MANUFACTURED BY WLA INC. WITH 5 ummum Emsmwmr INTO !'c -j35o psi POURED coNcRrrr (0) ANCHORS SHALL BE INSIALLE0 FOLLOWING ALL OF THE RccommrNcAnoNs AND SPECIFICATIONS OF THE ANCHORS MANUFACTURER AQTE: TO VERIFY THAT ANCHORS ARE NOT OVERSTRESSED IN THESE PRODUCT APPROVAL DOCUMENTS A 339 INCREASE IN ALLOWABLE LOADS WAS NOT USED IN THE ANCHORS ANALYSIS. 7 WALL PANEL SYSTEM 15 DESIGNED TO OF INSTALLED AS AN EXTERIOR BEARING WALL OR CURTAIN WALL: - WHEN INSTALLED AS A BEARING WALL. PANEL SHALL BE LATERALLY SUPPORTED BY A CONCRETE SCAB AND FOUNDATION AT THE BOTTOM, AND ROOF MOSSES OR RAFTERS MTN SHEATHING AT FOP, AT A SPACINGS NOT To EXCEED 24' ON CENTERS. WALL CONNECTION TO ROOF SYSTEM SHALL BE PERFORMED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR ARCHITECT AND REVIEWED BY THE STRUCTURAL PLANS EXAMINER OF THE CORRESPONDING BUILDING DEPARTMENT IN ORDER TO ISSUE A PERMIT FOR CONSTRUCTION STRUCTURAL DESIGN SHALL INCLUDE PROVISIONS FOR ALL LOADS DEVELOPED AT THE jamr BETWEEN WALL PANELS AND ROOF SYSTEM - WHEN WSTALLED AS A CURTAIN WALL- PANEL SHALL BE LATERALLY SUPPORTED BY CONCRETE SLABSIBEAMS, WOOD OR STEEL STRUCTURAL 86AMS. SPACING BETWEEN LATERAL SUPPORT SHALL NOT TO EXCEED 24' ON CENTERS ON BUILDINGS WITHOUT A CONCRETE SLAB FOR BUILDINGS WITH CONCRETE STABS OR CONANUOS CONCRETE BEAMS, ftVSTALLATXN SHALL BE AS PER SECTION X-X, SHEET 4 OF 10, AND OfIA/L J SHEET 10 OF 10 STRUCTURAL ADEQUACY OF EXISTING BUILDING SHALL BE VERIFIED By THE PERMIT HOLDER MAXIMUM AUOW48LES ORFAWE0 THRU TES77NG PERFORMED AS PER TAS 201, 202, 203 AND ASTU E-72, AS PER ATL REPORT 0506.01-OJ WIN ADO,-Naum. LARGE MISSILE IMPACT RESISTANK' 80 FT/SEC MISSILE SPEED. MAXIMUM PANEL HEIGHT.- 106" MAXIMUM PANEL WON. 48 MAXIMUM COMPRESSION LOAD PER PANEL. 5200 Lb (1300 Lb/FT) MAXIMUM TENSION LOAD PER PANEL: 2600 Lb (650 LbIFT) MAXIMUM RACKING LOAD PER PANEL 2200 Lb (550 Lb /FT) 4WAduM LATERAL WIND LOAD FOR PANELS 47TH STUDS 0 16* o.c,,* 164.3 Psf • ONLY SOLID PANELS (WIN NO OPENINGS) SHALL BE CONSIDERED To RESIST THE RACKING FORCES COMPRESSION AND TENSION LOADS. 6 ELECTRIC SER14CE DROP CONDUCTORS OR ANY OVERNE40 WIRING SHALL NOT EXIST OR BE INSTALLED OVER ANY PART OF THIS STRUCTURE 9. (c) THIS PAD. PREPARED BY THIS ENGINEER 15 GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SITE SPECIFIC rROJECr i.. WHERE THE SITE CONOtT;ONS DEV FROM THE P PROVIXTREVISED ft;, 6x r'7wk1M (b) CONTRACTOR TO BE RESPONSIBLE FOR THE SELECTIW PURCHASE AND INSTALLATION INCLUDING UFE SAFETY OF THIS PRODUCT BASED ON THIS PAO, PROWDEV HE /SHE DOES NOT awdlzok vEVArr FROM THE CONDITIONS DETAILED ON THIS DOCUMENT CONSTRUCTION SAFETY AT SITE is THc CONTRACTOR'S RESPONSIBILITY A N. THIS P.A.O. WILL BE CONSIDERED INVAUO IF MODIFIED, 4 so o 6 (d) SITE SPECIFIC PROJECTS SHALL BE PREPARED BY A FLORIDA REGISTERED ENGINEER OR ARCHITECT WHICH WILL BECOME THE PROFESSIONAL or RECORD FDt&jHE 4 6m0 000 • WHO WILL BE RESPONSIBLE FOR THE PROPER USE OF THE PAD PROFESSIONAL OF RECORD, ACTING AS A DELEGATED ENGINEER TO THE PAD. ENGINEER SHALL SUBMIT IFO W3bt,* TINE • • SITE SPECIFIC DRAWINGS FOR REVIEW so so* • • • • • so (,) ORIGINAL PAO SHALL BEAR THE DATE AND ORIGINAL SEAL AND SCAATURE OF THE PROFESSIONAL rsx, (141,gh Velocity Hurric Zone), ENGINEER THAT PREPARED IT. SUR�-80A.RD rl O WAL� PANEL ky. , 10. A PERMANENT PANEL MANUFACTURER'S LABEL SHALL BE PLACED ON THE EXPOSED SURFACE OF so MA- & I THE PANEL ONE LABEL SHALL BE PLACED FOR EVERY OPENING LABEL 94ALL READ AS FOLLOWS: tJ4T1CVAt arr I SURE—BOARD* WALL PANEL ' ILEC l oc.: WAL At T *.lV�ER I I (I o o"oft. we� �- lw ft ($1m twl)o faiim_ 08-219 WnLftr #"MArl"L - I., ll � x 6 n MAMI, FLORIDA Z—B I-E:7 T MAUI—DAVE COUNTY PRODUCT CONTROL APPROVED. a so e o o so so WELLBILT International 8600 NW SOUTH RIVER DR. MiAmt, FL 33166 TELEPHONE 305.884.8020 WWWMELLBILT NTERNATIONALCQM L rW ACAPOP W A09CIkALL Ot SY57ELA PROMGAS WEAMER REM*7AMr M EVIMOR O MLL VRE tARO2ATPM OF Ou448LE C[AK1RrROtrS 00470 SURrtAAFF (PERMtILASE BOARD) COA9 W7N ACROC M ACffnX "4SN PN0"X3 W OE'SAMED CFTRTJKS OF UAIWOtr4 COLORS ANO TENIL ES M ACk&W M MCWMC7VR4LY PL&W4 O Wi . 7NE AGP0O4ETE ACROVALL M 3MM. O OA04D Or A )o "EARS LAW= MANO<ACIWfRS WMt1LAMY' CN THE a4VMnM KAW "WAISISE 0"RO) A S YEARS L"W NW AIACIU M *W NRY of ALL COIRNCT: 2.. 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POWERS ftw PO-$TuD + SD2 OR rRODUCT stsrlsw ELEVATION (2) 112 MLIZ M MWK WLr rZ RANSOV ANCHORS W1 -3 - x 114 - TW. .—EX, D .0 CALV STEEL SQUARE WASHER FOR U Vnim PC Aw (2)( (BACK TO a4CK) PANEL 04 FA END W/ 9' CONCRETE RE"ED AV W1 ('t-3350 P3; SWVQN Yo(-y4w • • a 0 _A014CENT PANEL CENT PANEL— (SEE ISOMETWC VIEW Y ON *WET* 7 OF •0) A"o Wi0sm" p1wWw" W/ 0 rw scettx rix nAax>rro nu L OUISKIE F ACE . OF ME (MNVOWt— F.B.C. (High Velocity Hurric no Zone) CONCRETE sue Sbf,05-60KRDO Kc V, W APP4)CA8tf '-0" WINDOW PANEL— WIN PANEL 0 2 SECTION XI-XI W/ s b:14 : * - TYPICAL PARTIALLY SOLID PANEL AT WINDOWS I� nA INOW I am 08-219 SCALE : f" - 1'-0" DEC 2003 0" M~ . 14 WrOl —infl '10ma, 000 • • • WEL.L,BILT r ter alionai 8600 NWSCR Rtv D R.. MAt+tlt. Ft 3Sl TEt HOM: 3,05.8"Z020 .0W FAW14 MGFrlfVR SEE NOTE B ON SNEU 1 OF 10 FOR ROOF COI+RIECWN SPECS »/ / 19-17 /f' S.:N:S.. r YZ `/7 OET. 1/8 �• nx�v twos .uw 1 2' -d' Max. 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ETD W/ s' Min. tom' tSAVETRIC WW Y2 ar srrEEr r of ro) J" M +e pP/.naa3iq#ri do (ryP.} EMRECAFEN AD.[4CENT PANEL -+ , w%twile aw "otf Ev Z+Ke 2)� (BACK TO RACK) 4' yp • • • • • • • • • • �y FACE Of • • • • • • • • • 9triAar tom) t' CONCRETE SCAB • • • • • • • • • • • • - <" ' -s" ' -.i"-- ' -s" WIDE (DOOR OPEMM WO- ' LB • • • • • • • • • • • • • =D' TYPICAL SOLID PANEL REa'D— - -r' -o' Dona PANEL F.O.C. (High Voloctly Hurricane Zone) o x S14 - BOORA® WAL4 PNVEL DOW SECTION 17(2 XZ "5. • • TYPICAL DOOR PANEL � ILI E C'''': • IMEWTI" air SCALE: 1" = 1 -0' -___.- r�r • e x. #. r r� t f` .,x Rw g aa• ai...w aelrN w.-ra 08 - 219 �c {,. r Lf. w,.»'�w�1�ur...aD , n, , +» -.inn" � .. pt sut/sw+.+urrAwrr w>Fxa eoosrr rc arrwo . rwaai rei arxrr r ar ro • • • • • • • • • • • •• •• • • • •• •• WELLBILT international 86030 NW SOUTH RIVER DR. MIAml. FL 33166 T ELEPHONE 305.884.803.20 W W W. WELLBILTI"rERNATIONAL_COM 2) BO (BACK rO BACK) z) &- cK ro BACK) A ` SEE WINDOW AND DOOR FRAME CONNECTION DE TAI L rO PAN FRAM O N SftEE 9 OF 10 # 3' LONG A `� 3` LONG CONNECTED W/ i ' (## �.,, $ CONNECTED W/ (( 1 3I4' M i (2) 110NJ14 te SCE (4) 111,314' 9U.. i t £A. srce' ro ar # ro ® # (m) Liox3�4 sus. I tl It. y # ) 110,3 1s' s. us. t /10014 S:M.S. B 0 Lb" ox. 8 D CONNECTER W/ ( CONNECTED W/ F io 14x1` C i B A (5) /10x1° sM.s B A �! I # t T O � r f # ICI ` i �� `t• c I# Cr. 1/8 I li i �Er 118 ## #' (2) BACK r0 B4CK(9) �•�. (� W FLu HocHr v �1#.�- (i tb A REM OF PANEL (MSOHE4W) AT REAR OF PANEL (4mcw w) W/ ( 1149x3 /e` sMS. TO 1 W/ (3) 1 tox.3 /f' SM.S. To 110$314' &W TOP E 80r64i 1 I t ¢ (2) BACK TO (SEE a"ArION # I • • € w/ CLOSE ON SHEET 3 OF W t it ! FULL NEA,W A FOR LOCA7K)N) ; I 's 9' # SklO PAW AOJACENr •. # III TO DOOR PANEL # g PR03UCT tcti4r�S1) A A w.nwpBlhq rrt� r1�Pb:tSa aicck SECTION Y2'- -Y2'AT DOOR PANEi * A " °° " - (ISOM£TRIC VIEW) • • • • • • • • • • " SCALE.' i' 1 • -O` • • • • • • • • , CaYrat A F.B.C. (Hl h Velocf Hurricane Zone SECTION Y1 ' 541R6 8Q4RD® WAfL PANEL " MAW NY (ISOMEMIC VIEW) • • i • • • • • • SCALE: 1* �. V-0 - • • • 4N!£LL9/L i INTION IATA'AAL ' oA r #. -.-',� 1 L E C b «�I c+R • e • ,sa,, riuxi, �7 w7[ NOTE:• Top 4 7 , 4 1 0 14 - TOP SrRUr ANGLE NGr SteowN FOR cuRlrr DEC 1 5 2008 "" • '�° •1°""",•,„A a �. a.0 (SEE DEUH. 2/8) t .� "`" r"T" [�oao.�i.6 ` +r-` "u.. .n.r :rr r o�e�, a P.E. sm✓� ltlk JKA fI r!7 • • • • • • • • • • • •• •• • • • •• •• i WELLBILT International 8600 NW SOUTH RIVER DR. MIAMI. FL 33166 TELEPHONE 305.884.8020 wwwwet i tunNTERNATiONAUCOM J�x F 1�y ly �77 7� + 117117z, 01 f pJ d=am 1A. At mc" smv fi-j x COW Avw ',o FAWTED SqU tW @)�J StftW AW" Odk r A #0 "LY SPER 'VAX L-1 vr--j NJ /tw/l skl 4 to, DETA& 2. 4 1 W SMt A14U M I&SPW Olt ALL ATTA0NA4WTMTAX TO SW CF W/ MW rACR AANR r _hvv.Wv 14' E 0) 2L// 2� WqFCAL J" S~ / AMM __Ajm4 MW, ASW AGbOrT OAWY CQ��. ASIN A-M Lom �w w xw pAwliv STM " 5mr *4tt (A4, N - t*l'Q r POW. 4�-X, C. SACS ("i .=014 All� Co .Z . . m" VAXSW #��4 CW, A3r. A� 00-4* smn A MC mWC on" 7 my ow ^01mv MIX vp � E l IA- A C. o. (rw.) $Fftg Ak%W V4. W/ !.n LA $01m AC#AFIWV sft�" PW .; S 4r "'o"m Sim UAW" arrmum mm L �,fs dsp, tw SECTIONX-x OWM 40ZXkY'�Sr-AR--FtW4fE cvlw 90-w A em , *,., � —C m1ce M%V4M STEU W/ (0) , m tW14* SWI 9 CA W/ Y y AlTAQHAWlYrV*7A& E28MU s sari SEC77ON Y-Y. 4•x4'r0•SMffA&l0L H� 1 A-W MVE IAWM SPLICEDETAX STER 7W SOW AhRC 4i* F' 0000 AWOM W D At 0001M am Aw Aaarro m. we OfArC I i ==/ AO"M VAL9W Ar w er � rw oms 9= At FAW OIL= Ar AAW (SUWV OP77ON f I FOR STRUTANGLE Pow &X& wo f/4 COW. ASW CORNER DETAIL: I' ve- 17, -m '" OWE AWVIBL___ sna M. SrAW AN" W, oo. taw DETAIL • • r4 DTP, MP POT—TOW FROW A I FTF—< J�y Cw • • • F.B.C. (High Velocity Hurricane Zane roof amoft 54ARE-BOARDO WAIL PANEL CmMfp V!- ---- ' MUBILf lKTEAWATIONAL r #Arc IL i Ecbf,,P. 1�y L4 08-219 OPTION #2 FOR STRUT ANGLE Ammmakwamsm " •/ 6 1 � s i�— EMU CORNER DETAIL: (PLAW., All MWt ^�U 0W~ , ACAliC W4AJ truss" ow-awAve 112 ON— WELLBILT internationai 8600 NW SOUTH RIVER DR. Mimi. FL 33166 TELEP+40NE 305.884.8020 WWW.WELLE"LTIWERNATIONAI-COM CEMENT BOARD ADPAWD to c4t~Zmm SFm-a i r W1 ACRYLIC SK&SOV (SuRr-~D& sY57EAQ PWUPS amts W/ SASH (2) B RAT WASHERS A (SACK TO SICK) 114 HEX WT ACRO"Aft DA SYSTEM 0 5 FROM JAMB 1/4 0-200 P.H. tSEE r,7.lc4L SEALING AND BALANCE pHurs axrs wl FIAT Mo� WWsmm & 114 NEX NUT -UMN FRAME SILL 0 7 IIZ n?OM SKL AND BALANCE 0 t2' o. M- _ MAIN FX40C WQ ACROWAL4 04 P'StE (j) 114 0-2a j P�H. J —Mp RAX &OL 75 W1 FLAT (SEF TYP" Se4uw OAS)�"S & 114'-20 HV( OtTAk) NUT 5" FROM JAMB f/2 rw. FCMMBAS,-- AND BALANCE 0 10* BOARD AOWRED TO GALVAWZW STfrt SKJN D W1 AOMJC EWXStGN ACROWAU DA SYSTEM SYSTEM) 112 TW PERI"SASE- (5�,ff rrpycAL SEALING CEMENT BOARD ADft-)?.'D fl TO C4LVAhqM STM 5WW W/ mumc EAA&SOY (sw-aa4mct► smrrm) SECTION A: wwwwHEAD comEcnoN To PANEL SECTION B: wNoowsiucoAwEcpo1vTp PANEL SECTION C mNDowiAw g2 vLmgcgom To PANEL SCALE 3/8 1 SCAff J/8' - I" FRAME comr, s&"w wl i • (2) D A ANCHOR GWDf CLOSED C&L (PACK To BACK) ACROORY W1 EWaM- JAW 12" moo WF4cT FIBERGLASS MESH (5) va Twu BOLTS W/ CONW-fousty TLONM /A w PER JAMB 0 16 o. t. ANO(AW EDGE "o ,, SrARr AT s FROM 60 Mt AND 844,ANCE ACAOF005K D ccAr D PRODUCT;mvism 1 Tw lPvft0Ak$E- ftwkgcs* BOARV AONOWD TO GA VAN0ZED STEEP. SXW i'rta 201 TO "VANFM SIM SKPI CllY W1 ACRYt0C OMSION (SuW-SOARve SYSTEM) ACROWAU a4 SYSTEM TYPICA ! E� ING P100V 6-ow (SEE DrAC44 SEN-WO DEZAAQ N r 0 SECTION D: DooRjAw cawwnoN To PANEL F.B.C. (1419h Vwlocily )4urrfc no Zone) S(1jF WA44 P4MEL Bixrs USED To COWECT • (SURE-60ARDO SYSTEM) TO METAL STUDS 14frENAlt)AL AD lACENT TO WDOWS Hr AND SILL AS WELL AS AT WINDOW JAMB ww DOOR OR 11LIEC % l • 0 ; OCU-"L ** A sdbw mwwqot mml ZA t ar oRiwm I FROM EDGE EDGE a TRACK As sHom "UN im" & gw##Igtww comawy 0 MWA pt jym90 • 08-219 Ac st*lvp"W,� i oftmi A ft", 14, 11halc 0 : 0 0:0 WELLBI.LT international 8600 NW SOUTH RIV ER DR. MiAM1, FL 33166 TEL. owE 305.884.8020 WW W.WELL81LTiNTERNATFONAt — COM {a} y z i POWERS FASTENERS. INC. 1/2' THK PERMA6ASE"'CEMES7 S POWER -SKUD + S02 OR BOARD ADHERED TO CALVAN ZEO (2) 112 HH.T[, WC lOi'H( BOLT r STEEL SKIN W/ ACRtt.TC EXPANSION ANCHORS W/ 3 INK - £MULSIOIY (SURE- BOAROA GAL STEEL SQUARE WASHES FUR £A SYSTEM) AT SIDE PANEL PANEL AT 4` FROM EA END W/ 3' Mn, ACROWALL OA SYSTE EMBEDMENT 112' THK, PERA"04SE- CEMENT BOARD ADHERED TO G4LVAM STEEL SKW W/ ACRYLIC EMUL.SON '- - (SURE- BOARD• SYSTEM) B '. 9 ACr FI 8£RCLASS M£ # COST FULL HEIGHT CLOSE ' CELL NEOPRENE IMP CASKET -- 4' COPXRErE SLAB W/ JO RETURN ACT FrSH .. EMBEDDED INTO AGROORY Wf CDNT CALKING SEALANT A OF 6'x6' Wt.4,w1.4 W,W,M. OVER CENTERED MTN JOINT A ' SLfP TRACK :'. r-F.F. (AS APPLICABLE) ` A 4' 6 MIL WZOUEEr1 DIY HE'LL COMPACTED 1z,LL.. - - --- (15) 4 OW SUrLOEX TEX SCREW T - •'" - -'° — LOCATED (1) AT 4' FROM HEAD, THIS OF SLAB— ° Z 1 r -- •-. - -, _.-__ (13) AT a SrAGC£RED & (1) AT 4` J w 4 5 6' .'. , FROM BDTRaM T 1/6 x6" Mtn, WIDE GDNT 6" �. -1 `� xT6 Min. CONr. FOOTING W/ CLOSED CELL NE'OPR£NE GASKET _ a t • / Fc�3J50 psr M7N, AND W/ (1} �5 PANEL B _ _ _ J. ` ' CONT: REBARS ALL AROLRVD (--Cr JOWT 1xr /INSTALLED BEFDRE' PANELS ARE 'a -- _ SCREWED BETWEEN EACH OTHER (�NEFAL NOTE t fJ). 9 7 4 � v_W_ _ I _ _ J-.) f PROVIDE 314' D£EN7" WIDE NOTCH A AL)LTITTDATAL —� I a-- 1'T, —t i I —I I• AT WALL PANEL LOCATAW VERTICAL -- --- ?0' (WRAPS Q ) 4 s/e SLIP TRACK DETAIL 3: FooTwG oETALL Si;A C 1' - I =0 (Sff AVIr Z/1) B (7) 1/2 POWERS FASTENERS TNG. (5) J()ar3 /4 S.M.S POWERS POWER -SnJD + S02 OR --` — LOCATED AT 2 J /4° FROM £ -_ ( 2 ) r1z'R Hut We Kwo( BOLT rz 6 : t3 t%1; t4 ; 7 r /?' 1 i EXPANSION ANCHORS W/ 3 "xr14' rr@f. HORIZONTAL TOP AND BOTTOM CALM. STEEL SOU4RE WASHER FOR EL SLIP TRACK ©AND PANEL AT 4' FROM E1. END W/ 5" Min. (I7) flOxJ f /g' S.M.S. EMBEDMENT SrARTINC AT 6" FROM 9071,01w AT 6' o.c Max. To VERTICAL STUDS O SPACED AT e£Nr Conk. ARoUNo CORSER 7 /2" INK. PERAttB4SE "'CEMEIVr �J TO COVER FULL STUDS DEPTH (6) BOARD ADHERED TO GALVANI2 STEEL SKIN W/ ACRYLIC �. FRi OLcr RAYl6. w EMULSION (SURE - c 'BOARD+• - ,--p4 wAb Atvh" SYSTEMf AT CORNER •W6iryJ'.L'tieh /� AeseghyM xcev 6.0 ACR0014Y 645E GYNT✓ CONT ACRYL.AC EMtILStON AT J(J1Nr � \-112 THK PQtM+tBA.S£'+' CEl!£NT ACROFWISH COAT BETWEEN PERA4411ASE 90ARDS 804RO ADHERED TO GALVANIZED • • • • • • • • • • STEEL SKW W/ ACRYLIC EMULSION • • • • • • • • • P J 110 rc p � / 9 1/ WIDE CONK, FULL NETCHT W OF FACT CORNER (SLdPE -HOMO• SYSTEM) AT FRONT • • • • • • • • • W'ixtca PANEL • • • • • • • • • • FIBERGLASS MESH IAtBfDOED rNTO AGRODRY • • • • • • • • • BENT AROUND CORNER AT 4 516' LEo EACH Soo£ • • • • • • • • • • • F.B.C. (High Velocity Hurricane Zone) o tao. rsr o^e • S& ARDO LA 1�A/JfL CORNER DETAIL BETWEEN PANELS • :E 1 " I�p � � • •T gyp • tV A K (FRAMWC & ,mWTs smm) _. IL Q 1 • : w l tIV NA • AL «K SCALE: I' .. 1' -0' -...._. aw x. rtsewre • a aw al • roa x• swwwwu"rt ,tA(suar "?) w.e�c t>wv �' lx�w xr.•+a. 08-2I9 AC - '�— T [f- aa0xrff N w•.wr - IR1l>Zw A Jk1It Hr4r xl/ltT r0 OI r0 • • • • • • • • • • •••••• •• • •••••• •••• • •• ••••• MIA�MFQADE • ...... .... ...:.. MIAMI 11ADI; COUtJTY, FLORIDA • BUILDING CODE COMPLIANCE OM, , CE (BCCO) MBTRQ- D�.DPF4AGLBR JiJ"D1NG ....: • PRODUCT CONTROL DIVISION 140 WEST FLA%ER TT= T,V=1ft603 NOTICE OF ACCEPTANCE (NOA} (305) 375-290 F QRM Ax (30 33 U3�r2908 • • • • • • Windoor, Inc. 1978 Stanhome Way Orlando, FL 32804 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AIM. This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AII.I may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida .Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 8000 Aluminum Sliding Glass Door with S' Wide and 8' High Panels APPROVAL DOCUME NT: Drawing No. WIND0081, titled "Series 8000 SGD Large Missile 5080 Panels ", sheets I through 14 of 14, prepared by Product Technology Corporation, dated 09113104 with revisions "A" 12/29104, signed and sealed by Eric S. Nielsen, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small MkQe Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall N be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors 1Z0 and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page l and evidence pages E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Herminio F. Gonzalez, P.E., Director, B.CCO 1 r ba NOA No 04- 1020.03 2 Expiration Date: March 17, 2010 Q Approval Date: March 17, 2005 Page 1 00 • 0000 0 • f • • 000000 •• . 0000•• 000000 • Y f •000•• 0000 of r • • 0000 Y r• 0000• 0000•• • • 000.0 Windoor.Inc. Y• • •• •• •• •f 00.0 • 000.00 • . NOTICE OF ACCEPTANCE: EVIDENCE SUBNIlTTEID► 0 0000 0 • • • • • 0000 A. DRAWINGS • • f 0 • 0 0 • I. Manufacturer's die drawings and sections, 2. Drawing No. WIND0081, titled "Series 8000 Packet SOD Large Missile 5080 Panels ", sheets 1 through 14 of 14, prepared by Product Technology Corporation, dated 09/13/04 with revision "A" 12/29/04, signed and sealed by Eric S. Nielsen, 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 a sliding glass door, prepared by National Certified Testing Laboratories, Test Report No. NCTL -210- 3040-2 dated 07/28/04, signed and sealed by Gerald J. Ferrara, P.E. C. CALCULATIONS 1. Anchor Calculations, ASTM -E 1300, and structural analysis, prepared by Product Technology Corporation, dated 09/13/04, signed and sealed by Eric S. Nielsen, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 03- 0415.13, issued to Solutia Inc, for their "Vancea Composites used for Lamination of Glass ", approved on 12/11/03 and expiring on 12/11/08. F. STATEMENTS I. Statement letter of conformance and no financial interest, dated 10/14104, signed and sealed by Eric Nielsen, P.E. G. OTHER I. Letter from the consultant stating that the product is in compliance with Florida Building Code (FBC). Herminio F. Gonzalez, P.E. Director, Building Code Compliance Office NOA No 04- 1020.03 Expiration Date: March 17, 2010 Approval Date: March 17, 2005 E -1 GENERAL NOTM 239.250" TESTED WIDTH 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND 52.250" MAX. D.L.Q. MANUFACTURED TO COMPLY WITH THE HVHZ B D FLORIDA BUILDING CODE 2) WOOD BUCK, STEEL OR WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE, BUCK OR FRAMING IS RESPONSIBILITY OF ARCHITECT OF o RECORD. 0 3) 'PRODUCTS ARE APPROVED FOR USE WHERE LARGE "BOR" "El' "Al" "BO" G - Eyz MISSILE IMPACT RESISTANCE IS REQUIRED. IMPACT o 7 7 0 7 X 7 < X 7 X 7 PROTECTIVE SYSTEM IS NOT REQUIRED, 4) SEE DESIGN PRESSURE TABLE AND APPROVED w to CONFIGURATION TABLE SHEET 1. u to m al APPROVED CONFIGURATION TABLE 2 TRACK XO, OX, XX, 0X0, OXXO, XXXX, PX, XP, PXX, PXXP, PXXXXP 4 �EEPHOIES XXX, OXX, XXO, OXXX, XXXO, XXXXXX OXXXXO, OXXXXXXOM~ XXXP XXXXXXP 8�C 00 OXXX SLIDING GLASS DOOR-2 TRACK 1" x 3/16" TYP. TRACK XXXX, OXXX, XXXO, XXXXXXXX, OXXXXXXO, PXXXX, XXXXP, XXX "BOR" PANEL (FIXED) = 61 5/16" X 94 5/16 "EI" PANEL (ACTIVE) = 62 1/16" X 94 5/16" - Al' PANEL (ACTIVE) = 61 5/16" X 94 5/16" "BO" PANEL (ACTIVE) = 61 5/16" X 94 5/16" DESIGN PRESSURE TABLE PANEL SIZES 1 1/2" SILL RISER 3" SILL RISER 3 1/2" SILL RISER " " SILL RISER ALL 6'8" HIGH PANELS +40 -120 +60 -120 +80/-120 +1004-120 +120 -120 42" X 96" OR LESS +40/-120 +60/-120 +80/-120 +100/-120 +120/-120 4 -1 B" TO 48" 96" +40/-115 +60Z-115 +80/115 +100/-115 +115/-115 +40/-100 +80/-100 +100/-100 +100/-100 TABLE OF CONTENTS - Amimvw"woo7_ ," SHEET SHEET DESCRIPTION ilotM+ 1 ELEVATION 8i GENERAL NOTES 2 ELEVATION &GENERAL N07E5 3 ANCHORING DETAILS 4 2 TRACK'VERTICAL CROSS SECTIONS S 3 TRACK VERTICAL CROSS SECTIONS • •� 6 4 TRACK VERTICAL CROSS SECTIONS • ] IWIC 7 2 TRACK HORRA IZONTAL CROSS SECTIONS W IND 0 R , I N . • • • 8 3 TCK HORIZONTAL CROSS SECTIONS 1978 STANHOME WAY ®RLA • 13 4 TRACK HORIZONTAL CROSS SECTIONS —SERIES BOOR SGD LAR MI 5D 10 2 3 & 4 TRACK HORIZONTAL CROSS SECTIONS f ELEVATION AND GENERAL NOTES 11 GLAZING DETAILS Est: 5.2N1Iw"� rx 12 B L OF MAT L FDarwo P. E Na 41323 -�� +�� O� PMdW9 Tadtttdogy Cnrrppeela0o" • 13 COMPONENTS 1150 Lutdm A"., SuU a '� • • Ni.S. • • • 14 • COMPONENTS 51'4 RVAStON DATE SY vMbr Pa., Fdn 37. rerc cun,d. ar Judwrotn tZ t+ • No. a0as �... .armant re .aa. • a • • • • � • • ••• • •• 010 • • • • ••• • • • • ••• • • 239.250" TESTED WIDTH 52.250" MAX. D.L.O. 9 t 5 v 1 P 9 X = N "D1" "A1" "C" "AOR" p 1 g S 8 0 $ X 8 X X 8 N o w �� m �� . //� � 296.310" TESTED WIDTH WEEP HOLE 52,250" 8000 OXXX SLIDING GLASS DOOR 3 TRACK 1" X 3/16" . MAX. D.LO. "D1" PANEL (FIXED) = 51 5/16" X 94 5/16 TYP. 6 6 g "Al" PANEL (ACTIVE) — 61 5/16" X 94 5/16" "C" PANEL (ACTIVE) = 61 5/16" X 94 5/16" "AOR" PANEL (ACTIVE) = 61 5/16" X 94 5/16" 6! "CN © "C2" "AOR" o P X 9 X 9 X X f 9 F tt !� O / / ppeo.ed uwwpil�+C*�� 61 tQ/// NQAi W1N p0R,;'Ne::::.: WEEP HOLE, 1978 STANHOME WAK f •3 • • 8000 PXXXX SLIDING GLASS DOOR 4 TRACK 1' X 3/16' TYR ' SERIES 8000. SGD RGC ►AI SI Dao PAN LS "CN" PANEL (ACTIVE) = 61 5/16" X 94 5/16 � ELEV MONS AN N O TES - Cl - PANEL (ACTIVE) = 61 5/16" X 94 5/16" ; E ra OR>_ 09/13 /04 • "C2" PANEL (ACTIVE) = 51.5/16" X 94 5/16". „ mti rux aba t :�m�w , ac �i sa Lcu �'° s" `��• s • • N.T.;! inNDW&I • • "AOR" PANEL (ACTIVE) 61 5/16" X 94 5/16" W e�vns "a DATE sv y^" ?a'�' mod° 32780 s" p � R • • SN° s i i tare a wwwj.. N4 out m... icr m aua k. •m..oss71 • !4 2 OP 14 • • • • • • • • • • • • � 18" MAX. O.C. FOR 3 6c 4 TRACK i8" MAX.. O.C. i3" MAX. O.C, FOR 2 TRACK --, 3 5.7" X Y Y u U U D.C. LJ a a MAX. q d U O O q 0 0 0 ce ci 0 V U U 6 00 00 HOOK STRIP a INSTALLATION ANCHORS 8" MAX. O.0 INSTALLATION (SEE NOTES 3, 4 & 5) (SEE NOTE 6) T 18" MAX. Q.C. FOR 3 & 4 TRACK ; 13" MAX. O.C. FOR 2 TRACK Ila Mill SERIES 8000 OXXX REINFORCED SLIDING GLASS DOOR , SEE NOTES THIS SHEET 7 R INSTALLATION NOTES; 1) SHIM AS REQUIRED AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 ". USE SHIMS WHERE SPACE GREATER THAN 1/15" IS PRESENT. 2) ANCHORS REQUIRED AT EACH ANCHOR LOCATION SHOWN ARE AS FOLLOWS: FOR 2 TRACK epp�.d•�``"M FRAME, TWO (2)- ANCHORS; FOR 3 TRACK FRAME, THREE (3) ANCHORS; FOR 4 TRACK 0 FRAME, FOUR (4) ANCHORS. 3) CONCRETE OR MASONRY SUBSTRATE WHERE ONE BY, NON-- STRUCTRUAL, WOOD BUCKING IS EMPLOYED, USE 1/4" DIAMETER. RAWL TAPPER CONCRETE SCREW 4 ANCHORS OF SUFFICIENT LENGTH TO ACHIEVE MINIMUM OF 1 1/4" INTO CONCRETE OR MASONRY. •• • • • • • • • 4) WOOD FRAME SUBSTRATE, USE #12 WOOD SCREWS OF SUFFICIENT LENGTH TO WIN 00R •IN ' • • • • • • is • • • sss • ACHIEVE MINIMUM EMBEDMENT OF 1 1/2 " s INTO WOOD FRAMING. 1976 STANHOME WAS OR4At9D0 f •3 O4 • 5) STEEL STUD SUBSTRATE, USE 1/4" TAPPING SHEET METAL SCREWS OF SUFFICIENT LENGTH SERIES BDOO SGD RGE I SILL 080 - PANELS - TO PENETRATE BEYOND THE STEEL FRAMING A MINIMUM OF THREE I j i ANCHORIN a AI PITCHES OF THREAD. s. N ,� r 9n Ls 6) HODK STRIP ANCHOR SPACING 5.7" O.C. MAXIMUM c ! N.T INDOOI Fladda P. E Na. a 4�1 p 3 o 23 • p�adud Technology won • N. - --b MlIN0008� • • A o i. rdr e.ra u/al/oi Vm on 1150 LwAslana Jule.. sui a � T - V bw aCry sT4 MMON DATE • • • 91' Yft t r p j fTmida 32789 19rt c•8fkvt. d NNmAm�t NQ ee9i rr. wl.easwt nw e1or,,RA"x1 • !� • • 3 0>< 1;- • • o • sss • ss • see • • • • sss • • • • • • • • • • • • e se ss • • • ss ee sse • • • sss • • CONCRETE OR MASONRY SHIM AS REQ'D (SEE TWO FRAMING BY OTHERS NOTES ON SHEET 3) BY OTHH ERS 1 1/4 MIN. 69 ONE BY WOOD 70 EMBEDMENT BUCK BY OTHERS I e e e 1 e 6 4 e e e a e p. `e e e 51 e 1 1/2" MIN. 20 GA. TWO BY EMBEDMENT SHIM AS REQ'D STEEL FRAMING 1/4" MAX. (SEE NOTES ON BY OTHERS 61 SHIM SPACE SHEET 3) (SEE NOTE 5 1/4' MAX. 71 SHEET 3) SHIM SPACE 1 51 1 51 20 29 21 61 21 XT I 20 � 13 64 63 13 SHIM AS REQ'D .1 EXTE RIO 35 67 68 (SEE NOTES 17 ON SHEET 3) SEE 47 SECTION B GLAZING DETAILS 47 1/4" MAX. 1 SHEET 10 FIXED SHIM SPACE 67 PANEL 67 68 SECTION D 6B 51 20 63 47 5i 29 35 EXTERIOR 61 20 54 62 65 19 17 13 47 1TK EXTERIOR 51 13 49 67 68 r.�.P1r�c 51 SECTION C 4 24 46 25 30 31 32 33 •' •� ••• WENDf ,pR JIG•• • 1 1/4" MIN. d.'d d d d 73 1978 STANHOME Wes! g59 N FL S2 0 ..' EMBEDMENT d d d• - 4 .4 d d •d d CONCRETE .d "SERIES 8000 SGD LARGE MISSILE 5080 PANELS d d 4 2Y 2 P° '"� e 81 TRACK VERTICAL CROSS SECTIONS Eew 6. •taetaen DRL /13/04 • BY OTHERS Flarw. P. E em. 41 x3 i�� i• SECTION A 72 69 P 11 , 6 9 Tneh o co u 6 * AP =wA T.S. o8t • • • 3 69 A P. a.e. av la/ai/w a/m ob 11li lnutr S. M. utL 8 r"ard T .r.Mpr w-r.w • • • f SY4 AEN90N i k GTE Try cmu ." W �7T19 rBrE n r"umr w M+aa1>� ice. Mgt ne. �atmaaas r �dl • • A• 4 F t4 • • • • • • • • • • • .• •• • • • f• •• CONCRETE WOOD FRAMING SHIM AS REQ'D OR MASONRY BY OTHERS BY OTHERS (SEE NOTES ON 1 1/4" MIN. 69 70 SHEET 3) EMBEDMENT ONE BY WOOD a ° ° a ° 4 BUCK BY OTHERS 20 GA. TWO BY , ° a ° ° ° ° STEEL FRAMING 1 1/2' MIN SHIM AS REQ'D BY OTHERS EMBEDMENT ' (SEE NOTES ON (SEE NOTE.5 71 SHEET 3) ON SHEET 3) 1/4" MAX. I 1 /4 MAX. SHIM SPACE J SHIM SPACE 5 20 13 51 20 51 5 13 17 61 EXTERIOR 17 61 57 68 47 67 68 47 EXTERIO SECTION K 1/4" MAX. SECTION M SHIM SPACE SHIM AS REQ'D (SEE NOTES ON 47 5 SHEET 3) ' 67 68 FIXED 47 20 13 51 19 17 13 EXIERIO 35 61 EX RIO 49 67 68 47 rceorb{`C 73 7 8 72. 51 SECTION L 46 25 30 31 32 33 /,I �� A' — CONCRETE .—� • • / BY OTHERS WINDOOR, ANC.: 1 1/4" MIN. d d_'b b bd 1978 STANHO WAY, ORI:*bQ: 2 ' '• EMBEDMENT d 'd d• 4 q b d b •d b mm SERIES 8000 SGD tl1RGE4MISSILEONSO 1°ANE'i.S • •• d q b d (q ( 3 TRACK VERrfICAL CROSS SECTIONS EdP 6• �a� °" 00/13/04 , A 0pL SECTION J 69 flo T * P. E No 4rt73opo1,70o � 69 A w o.i. ra.. "w 1pw" ae r t.11 kk Su- s r a� nwaevr • • N T • �OF • • • • y BEl75K#i �� C a b n purr, uUWL w9 32789 •• • iaTOM c.�rtAm1 . w AuugMaa Nu seal • • • • • •I • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 20 GA. TWO BY STEEL 79 (SEE NOTE 5 CONCRETE OR FRAMING BY OTHERS ON SHEET 3) MASONRY BY OTHERS 69 SHIM 1 PA E ONE BY WOOD BUCK p o q a 4 1 1/4' MIN. SHIM AS REQUIRED BY OTHERS ° EMBEDMENT (SEE NOTES ON SHEET 3) { 51 9 1 ;f MAX. 20 61 13 SHIM AS S SHIM. SPACE EXTERIOR REQUIRED 51 9 17 47 (SEE NOTES 20 67 68 ON SHEET 3) 61 13 SECTION Q EXTERIOR 35 47 SHIM AS REQUIRED WOOD FRAMING 67 68 (SEE NOTES ON SHEET 3) 70 BY OTHERS SECTION T MOVING EM 35 T PA EL 67 5B 1/4" MAX. 19 SHIM SPACE EXT. ERIOR 13 47 51 9 30 25 31 32 33 20 13 72 12 49 51 61 eyNAV.uuc+wlrVrwx•. 46 11 EXTERIOR The 4' " 17 73 —I' 67 68 0 v v 1 1/4 MIN. ' SECTION V V v V ° EMBEDMENT WIN 5 00R, W .-; * • 1978 STANHOME Wh 011 O ; Ft 2804: •. 0 / 69 '"'SERIES 8000 SGD GE MILE BD ANE.S CONCRETE ✓ 4 TRACK VERTICAL CROSS SECTIONS SECTION S Edc SINl h— Pmrom66 DRL 08 13/04 BY OTHERS Pfoddo P. L No P 4 ��+; • A ro aod, w. deal MAW" om t�iso Lo � �w Salta s � • N.T. WINDWBi • • • sw ODA=" DATE Winter Pads FlarWa 92780 � ° • • • • • • fBPE cn6tloote al An6.dm0ea iq. 0601 �+ a7 ,asaud as. der • A • • $ O 14 • • • j ••• • • • ••• • • 1 1/4" MIN. 1/4" MAX. EMBEDMENT 1 1/2" MIN. 1/4" MAX. SHIM SPACE 57 58 48 SHIM SPACE EMBEDMENT 15 23 CONCRETE OR WOOD 2 22 47 18 16 54 67 68 36 34 14 48 58 22 MASONRY BY FRAMING 47 OTHERS BY ' OTHERS 67 68 15 18 69 70 67 68 52 67 68 36 :'a ONE BY WOOD SHIM AS BUCK REQ'D. (SEE 67 6B 74 67 68 47 °_ BY OTHERS NOTES ON 15 SHEET 3) 63 64 27 28 53 59 63 64 26 53 57 52 52 23 EXTERIOR XTERIO 27 EX E IOR 2 SHIM AS REQ'D. SECTION E SECTION H S C ION SECTION G (SEE NOTES ON SHEET 3) REINFORCED DOORS I 1/4' MAX. SHIM SPACE {SEE NOTES SHIM AS RQrS PANEL CONSTRUCTION ON SHEET 3) 2 22 47 EACH PANEL HAS COPED &. BUTTED CORNERS. EACH CORNER IS FASTENED TOGETHER WITH TWO #10 X 1.1/4 SS PAN HEAD SCREWS. SEE GLAZING (SEE NOTE 5 36 DETAIL ON SHEET 3) 71 SHEET 10„ 208GA. TWO 67 68 2$ .. FRAMING BY OTHERS 52, 15 1978 STANHO ft. dR l FZ • 2 • • • •. EXTER qI Y LL . , SERIES 8000 SGO lJIHGE•NN'SILE•9080 �AANBS • • • 2 TRACK HORI NTA G OSS SE TION E& a�a�n� � � - DRL 09/ia/04 nxidi P. E No. 441323 ,.r rrra 13/0/" as 1 50 loukto� Y+ SECTION F . nK mar w 5nx�s n • N.TS • OOOB • • • • au PEV610H w7e BY w1"�., pmk Fla,do. 32787 % QF S4 CaUtlgh at N iFvlie7en N4 am pm. �m.anwu fm 1 1/2" MIN. 1/4" MAX. SHIM SPACE 1 1/4" MIN. EMBEDMENT 1 ",MAX. EMBEDMENT 6 58 48 SHIM SP 23 18 67 68 36 CONCRETE OR WOOD i8 54 67 68 FRAMING 47 OTHERS Y BY BY OTHERS 36 .14 34 23 22 47 74 48 58 70 52 15 47 67 68 36 67 68 15 mar 69 57 15 E XTERIOR 47 16 67 68 ONE BY XE TER 50 WOOD BUCK SHIM A5 22 SECTION (] 34 14 87 68 47 BY OTHERS REO'D. (SEE NOTES ON SECTION N EXTERIOR 57 52 ' SHEET 3) SECTION R 6 S HIM SEE NOTESO D SECTION P ON SHEET 3) 1/4" MAX. SHIM SPACE 47 PANEL CONSTRUCTION SHIM AS REQ`D EACH PANEL HAS COPED & BUTTED CORNERS. (SEE 6 EACH CORNER IS FASTENED TOGETHER WITH ON SHEET 3) 18 TWO #10 X 1 1/4 SS PAN HEAD SCREWS. NO" M (SEE NOTE 5 71. g ON SHEET 3) 67 68 • • 23 15 WIN 00 .•� . . 20 GA. TWO 52 1978 STANHOME , OftA[Va, k 02804 •• BY STEEL EXTERIOR t ,mom SERIES a000 sco.Io `[. FRAMING NI I eo VA E .' BY t2Y TRACK HORIZONTAL 3 NTAL CROSS SECTION S OTHERS 22 � a gain �_ O RL os /ta o4 fkrldo P. E tim 413D SECTION 0 A ti ow tww eew Mm" ya as 1150 Lwmcm %e cd p, l w. � • • N YS • �a�WINDO081 • • • bYIA REV610N GATE By 3271111 groat r... axmttsH ra �a►m� • A • •8 DF 1•C• • • • •' • • • • • • • • • • ••• • • • ••• • • I 69 (SEE NOTE 5 1/2" MIN. ON SHEET 3) 36 14 34 EMBEDMENT, ' CONCRETE 47 52 10 OR MASONRY 37 67 68. BY OTHERS 38 39 23 1% t 67 68 67 58 50 48 58 22 70 1 1/4" MIN XEXTERIOR 34 14 74 15 WOOD EMBEDMENT 50 SECTION Y FRAMING 52 BY OTHERS 34 14 1a 67 68 SHIM AS SECTION W 47 36 57 52 REQUIRED (SEE NOTES E XTERIO R SECTION X ON SHEET 3) WOOD FRAMING 20 GA, TWO BY OTHERS BY STEEL FRAMING 37 BY OTHERS 37 38 38 70 39 (SEE NOTE 5 39 ON SHEET 3) 71 PANEL CONSTRUCTION 67 68 67 68 EACH PANEL HAS COPED & BUTTED CORNERS. 1 1/4' MIN TWO 1 O 0 R XER IS /4S S PAN WITH SCREWS. EMBEDMENT 50 50 52 52 ��wp�pYSwYkar 34 14 1 18 34 18 4 (SEE NOTE 6 ON SHEET 3) SECTION Z SECTION AA WwR o . :lNV, F STANHOME Y, DD AL 12804 � • aooD s GE•Y e • { K nS Edc -- Nft ' DRL 09/13/04 flar p, E Ne. 4S32S _� Praduct Tec . J0q j � rpatat%n �"• • • N TS. • • — *!!IN D00ai t i • A w' o.& MW "W 12MM a/a •e so 'l— M eeSUlfa s ftA4 ud-f.r �•� , • • SYRI AlASmN DAtf �. MIM. i'mk, Fbrlda u7an • • •9 OF 11 • • ne C.WWWA a fw seat. n... 4M==" � A • • • • • • • • • • • •• •• • • • •• •• 1 1/2" MIN. WOOD EMBEDMENT FRAMING BY OTHERS 10 WOOD FRAMING BY OTHERS 2 2 71 SEE NOTE 5 22 70 SHEET 3 2 SHIM AS REQ'D. (SEE NOTES ON 1 1/4" MIN. SHEET 3) EXTERIOR EMBEDMENT 1/4" MAX. SHIM AS SHIM SPACE REQUIRED EXT RIO SECTION BB (SEE NOTES ON SHEET 3) SECTION DD CONCRETE OR MASONRY BY OTHERS FRAME ASSEMBLY - EACH FRAME HAS NOTCHED AND BUTTED CORNERS. 69 22 EACH CORNER IS FASTENED TOGETHER AS FOLLOWS: TWO #10 X 1 1/4 SS PAN HEAD SCREWS ON THE 2 AND 3 TRACK. THREE #10 X 1 1/4 SS PAN HEAD SCREWS ON THE 4 TRACK. ONE BY WOOD BUCK BY OTHERS e► SHIM AS REQ'D. XT I (SEE NOTES WIN O .•I • 1978 STANHOME� AY, O, l A14D0, FL kl 04 - ON SHEET 3) SECTION CC nL SERIES 8000 SGUARGEs 1019SIEFe FP00oPAN9LSg p • • 2 3 & 4 TRACK HORIZO AL OSS SEC ON Erie S. W"n F- � 0RL 09/13/04 FbrWa P. L No. 41373 ♦ P. ph mw dud L rM eb P t 1 lnu li ano suH. an • N.T. • • Wlyder Park Florida' 327aB • a¢n 000 r • • sm FmmmaN Q'17E Bf ME a«rarar ar A&mb.Vm NO. east n... wrmaar �. • •10 OF 1K' • • 9 : 0 o r • • 65 13 36 —"` ` 47 17 1" GLASS BITE 47 / 1" INSULATING GLASS O.A. CONSISTING OF: 7/16" TEMPERED; ;jr XTERIO 0.075 VANCEVA 9/16" IMPACT GLASS O.A. 67 (INSIDE LITE) CONSISTING OF: 1" GLASS BITE 3/8" AIR SPACE; 1/4" HEAT STRENGTHENED; 0.075 VANCEVA; 3/16" TEMPERED OUTSIbE LITE) 1/4" HEAT STRENGTHENED GLAZING TYPE A GLAZING TYPE B A q 198 STANHOME+ AY, •t9RLiNpO, � I +32664 ,� SERFS eooD sc�.LARCFr Is Idb $SO tI GLAZING MAILS '. & lNo. 4 13 D L 09/13/04 fiartAn P. & No. 4u v.e. Product Taebndoq Co orotwn oe �.`j�• T.S. • +N DODBl • • /a p0. 1150 Lau6lerm, Ave., Suite fi P d d 1.0.6 . R�o•se.+ • Ynnler Pork, fle1Mo 37789 • • snt iL�sop DATE ax F3PE e.ro a wu�l,, ka 0041 P . 497AZ OP r. • A • � 1 OF Wr � � 000 0 00 ••• • • • • ••• • • i BILL OF MATERIALS BILL OF MATERIALS N0. PART NO. DESCRIPTION MATERIAL MFG NO. I PART NO. DESCRIPTION I MFG 1 FS -01846 2 TRACK FRAME HEAD WS NS EXTRUDED ALUM. A5063 KEYMARK 40 I FRAME ASSEMBLY SCREWS #10 X 1 4 PH F SS N RU 2 FS -01845 2 TRACK FRAME JAMB WS /NS EXTRUDED ALUM. A6063— KEYMARK 41 SILL ASSEMBLY SCREWS #8 X 1/4 PH F SS ROLLER INSTALLATION SCREWS #8 X 5 8 PN F SS 3 FS -01884 2 TRACK SILL PAN WS NS EXTRUDED ALUM. A6063 KEYMARK 42 � 43 PANEL ASSEMBLY SCREWS #10 X 1 4' F SS 4 FS -01885 2 TRACK INSERT WS EXTRUDED ALUM. A6063 KEYMARK 44 SCREEN ASSEMBLY SCREWS #8 X 5/8 PH TYPE F 5 FS -02180 3 TRACK FRAME HEAD EXTRUDED ALUM. A6063 KEYMARK 49 ROLLER INSTALLATION SCREWS #8 X 3/4' TYPE F 6 FS -02181 3 TRACK FRAME JAMB EXTRUDED ALUM. A6063 KEYMARK 46 SF04122 -1 WEEP HOLE BAFFLES I 7 FS -02182 3 TRACK SILL PAN EXTRUDED ALUM. A6063 KEYMARK 47 7PB70 IMPACT GLASS STOP VINYL I 8 FS -02183 3 TRACK INSERT EXTRUDED ALUM. A6063 KEYMARK 48 f4 l OLYMPUS HANDLE SET 9 FS -02071 4 TRACK FRAME HEAD EXTRUDED ALUM. A5063 KEYMARK 49 1988 - 9000 TANDEM ROLLERS 10 FS - 02070 4 TRACK FRAME JAMB EXTRUDED ALUM. A6063 KEYMARK 50 •TP876 INTERLOCK BUMPER 11 FS -02069 4 TRACK SILL PAN EXTRUDED ALUM. A6053— KEYMARK 51 W33351NKOOO TOP /BOTTOM RAIL FINSEAL .187 x .350 12 FS -02184 4 TRACK INSERT EXTRUDED ALUM. A6063— KEYMARK 52 W3322INK000 WEATHERSTRIP FINSEAL .187 x .220 53 W2340INK WEATHERSTRIPING .187 x .400 13 FH-01869 TOP RAIL BOTTOM RAIL EXTRUDED ALUM. A6063— KEYMARK 54 IW13131NK IWEATHERSTRIPING .187 x .130 14 FH -02491 INTERLOCK EXTRUDED ALUM, A6063— KEYMARK 55 V998H GLAZING TAPE 1/4` x 3/8" 15 FH- 01871 LOCK STILE PLAIN STILE EXTRUDED ALUM. A6063— KEYMARK 56 NRAHP PANEL HEIGHT ADJUSTMENT HOLE PLUGS 16 FH -02165 FEMALE BUTT STILE EXTRUDED ALUM. A6063— KEYMARK 57 2468 DUAL POINT MORTISE LOCK 17 FH -01877 9/16" HORIZONTAL GLASS STOPS EXTRUDED ALUM. A6063— KEYMARK 58 2476 MORTISE LOCK THUMB TURN 18 FH -01878 .9/16" VERTICAL GLASS STOPS EXTRUDED ALUM, A6063— KEYMARK 59 SGD- 205 —CH LOCK & KEEPER 19 FS -02644 ROLLER BACK UP EXTRUDED ALUM, A6063— KEYMARK 60 PCT 300 WHYC HANDLE 20 FS -01882 FRAME HEAD INSERT EXTRUDED ALUM. A5063— KEYMARK 61 I NPG NYLON PANEL GUIDE 21 FS -02210 FRAME HEAD COVER EXTRUDED ALUM. A6063— KEYMARK 62 175 7623- 09 -55 —N ROLLER 63 18 x 16 FIBERGLASS SCREEN MESH 22 FS -01883 FRAME JAMB INSERT EXTRUDED ALUM. A6063— KEYMARK 64 TP- D55.175 SSS SCREEN SPLINE 23 FS —D2726 FRAME STILE JAMB INSERT EXTRUDED ALUM. A6063 KEYMARK 65 SIKA 552 SEALANT 24 FS - 02208 SILL COVER EXTRUDED ALUM. A5063 KEYMARK 66 NSB 3/16 - 3/4 - 2 GLASS SETTING BLOCKS Z5 FH -02813 3" SILL RISER ADD ON EXTRUDED ALUM. A6063 KEYMARK 67 9/16" OA CLEAR HS GLASS: 0.075 VANCEVA 26 FS -02209 SCREEN INTERLOCK ADAPTER SWEE EXTRUDED ALUM. A6063 KEYMARK COMPOSITE VS02 INTERLAYER 27 FH -42395 SCREEN STILE EXTRUDED ALUM. A6063 KEYMARK 1" OA I. TEMP. GLASS: 7/16" TEMP.; 0.075" 28 FS - 02650 SCREEN ASTRAGAL EXTRUDED ALUM- A6063- KEYMARK 58 SPA COMPOSITE V502 INTERLAYER; 3/8" AIR SPA; 3/16 TEMP. 29 FH -02300 SCREEN TOP RAIL BOTTOM RAIL EXTRUDED ALUM. A6063 KEYMARK 69 1/4" DIA. RAWL TAPPER 30 FS -02529 1 1/2" SILL RISER EXTRUDED ALUM. A6063 KEYMARK 70 — #lf WOOD SCREW 31 FH -02625 2 1/4" SILL RISER EXTRUDED ALUM. A6063 KEYMARK 71 1/4' SELF TAPPING SHEET METAL SCREW 32 FH -02626 3 1/2 SILL RISER EXTRUDED ALUM. A5063 KEYMARK 72 #8 X 1/4" PH MACHINE SCREW _ 33 FH - 02939 4 1/4** SILL RISER EXTRUDED ALUM. A6063 KEYMARK 73 SILICONE CAULK 34 FH -02641 ALUMINUM REINFORCEMENT BAR EXTRUDED ALUM. A6053— KEYMARK 7 .750" HIGH X 1.50" X 2.25" DUAL FINNED DUST PAD 35 FH -01879 1" HORIZONTAL GLASS STOP EXTRUDED ALUM. A6063 KEYMARK 36 FS - 01880 1" VERTICAL GLASS STOP 'EXTRUDED ALUM. A6063 KEYMARK 37 FS -02301 POCKET DOOR HOOK STRIP BASE EXTRUDED ALUM. A6063 KEYMARK 38 FS -02172 POCKET DOOR HOOK STRIP BASE COVER EXTRUDED ALUM. A6063— KEYMARK 39 FS -02173 POCKET DOOR HOOK STRIP 1EXTRUDED ALUM. A6063— KEYMARK WIV INT .. ePPm+sO...a.rr n rsrt �� J 97B STANHOME #NAY ORLANDO o Flo 3PEG4 - rl.rkrrr SERIES 8000 SGp RLWi;. S 0 C6 S• • • 17Y (� BILL OF MATERIALS Eric s. NWsan m vn ORL 09/13/04 P dud T u P. a E Na. 45323 A nr n,a. wr am nNYU 1150 roduct Teh a C A S o� C .` NT.SS • • i41N00081c • Wuldorso Ipa., S"IM B r d T�,p yrw.*n • SY0 RRM �. W YAnt•r Pork. "orkkr 32759 sN • • rape a"arwt+ ernutnemaWn N0. eat rk .. 4OX2 xa� r d:ltasals • A • •. 12 OF; s • • w g r • s• •• • • • •• •• II O TRACK THICKNESS R O 07 WS /NS O TYP.�WALL THICKNESS S O TYP. WALL THICKNESS 0.080 O TYP. TRACK INSE L THICKNESS 0.075 T- �--- 6060 =-�I ��--- 5.890 6.550 ----� 5.775 _ 1.250 1.250 0.852 1. - 0 T ` L O TYP. WALL THICKNESS 0 075 O TYP WALL THICKNESS 0 075 O TYP,� WALL THICKNESS 0.080 O TYP. WALL THICKNESS I NSERT 0075 1.75 L�Irv�ii - ��J 1.250 1.250 0.851 6.970 8.800 �--- 6.800 ----� I___- ___ 7.475 6.707 -T FRAME SILL PAN 4 TRACK O TYP WALL THICKNESS 0.075 10 TYP. WALL THICKNESS 0.075 1 1 TYP. WALL THICKNESS 0.080 1.750 1 250 4 - � - �8,��_� 1.250 -� -- �- �- 9.345 -� 9.175 9.850 12 4 TRACK FRAME SILL TYP. WALL TH CKN SS 0.075 1,3 PAN TOP TYP &WALL OM 14 WALL TH CKNESS 080 15 TYP.NWALLCTHICKNESSS0.080 THICKNESS 0.080 �3.500 uci � 0.552 1.570 9.082 --L 2.299 1.750 rr�° a:'. ®e,�yr�•a�ae i 1 FEMALE BUTT STILE TYP. WALL THICKNESS 0.080 WINQOOR, : .: r •• 4.125 1�• F 8 �t• • • 00 Sr 1. 6R • (L • i 12y(oy'" COMPONENTS Ede S. law ORL ` 09/13/04 Flottdo P. E No. 41723 tad Tsehnata8y Caryamtlan �.�e• N.7S.• r • MANOWeti s o++. ru.r dmr War/w tt/so ar. 1 i50 taobtana Ave.. Sint. a fnAN s..r.d• ew�nfa • 4.45 �} Wlnler Pads, Aft.M 72788 • • mu BEValON d1E ei its C N1eia„ „� NM N �,.„,.ar -••.•• R,•�, • A • • 13- OF f4 • • ••r • • • • ••• • • • • • • • • • • • • 0 00 00 i 17 C V 9 /1 LASS STOP 18 GL HOR R ASS STOP 19 O W P FRAM ALL 20 FRAME H EA D IN SERT FRAM WALL 21 TMp HE LOVER 22 FRAME T JAM B WALL . THICKNESS 0.175 THICKNESS 0.060 THICKNESS 0.050 THICKNESS 0.060 1 1.650 r 1.625 �-^ 1.450 375 -�-� 1.975 �$ e 0._ 0 "++ 4 I aee.n ' -�- 1.135 0.235 [--- +1.170 I ---- 1.375 0.850 1�1� -T 23 FRAME STILE JAMB 24 FRAME SILL COVER TYP. 2S 3" SILL RISER TYP. 26 SCREEN INTERLOCK 27 SCREEN STILE NP. 28 SCREEN ASTRAGAL INSERT TYP. WALL WALL THICKNESS 0.050 WALL THICKNESS 0.060 ADAPTER TYP. WALL THICKNESS 4.062 TYP. WALL THICKNESS 0.060 WALL THICKNESS 0.060 THICKNESS 0.050 2.025 1.146 _ 1.100tl 0.710 .570 1.144 0.810 0.503 29 SC RL TYP. TOP/BOTTOM WALL 3D RISER S ILL - - 32 3 1/2" TYP S ILL ALL RISER 33 4 1 /TY ALL RISER 34 REINFORCEMENT WALL BAR THICKNESS 0.064 THICKNESS 0.060 X60 THICKNESS 0.060 THICKNESS 0.060 THICKNESS 0.250 �1.500 2.250 I-- �3.500--�� }-- 4.250�� +-- 2.650 --� 1.144 0.810 I 0 0.810 I 0.810 L 1. }60 35 1' GLASS IZ �OP L 36 . GLASS 37 TYP, WALL ST ASE 38 HOOK ET BASE O COVER 39 TYPKWALL THICKNESS 0.080 1.625 -11.65 o ----�- NP. WALL' ' --L ; 7 THICKNESS 0.075 � � 4.500 � 0.975 0.225-- 0.225 1.650 I --T 0.831 A M `•� 3.50 --I � f . F1aNr olrrr. WI ; . l .. •• 1 STANHOME WAY, @. Oe •3280* • t SERIES 8000 SG% G$•A S 0 A • • COMPONENTS noun .M 4 m 0RL q9 /f3 04 Fladda P. E No. 41323�� Product Teehmlagy Cmvo�aGen �'�. N��,�• • • ND0�8I • A ft M.6 W. m4e wlae/w x/xe aq 11b0 uoa4dana 14ve ulb 8 Neat iaw�ea c -palun • Wfnlu Part. Fioddo 32788 t • • 67N R�vlS1oN OA1E 8Y f�[ cr8aaeu d AuWmmolbn Ho. emt n - WISELUu r. A • • 14 OF•94 • • I Y _. MIA E APPROVED AS S U B M W MD N., E 40 EXCEPTIONS TAKEN F ff REJE ... EXCEPTIONS NOTED s,g < ._''v3 Via, °?a .. "`r axe r <v ! . :$ i a s yu {* #' 1 ra s n .. € . rin o porn ion 4s. . a:v az � ;. r P ( ..n,.g tt yy ,•., $ � .. p .�s ' '° _ € -s�� `I � "' �. ;< ; " { 1 t. �. ._ ✓ .,. e i+`w� x`4+! li:= .+ �. re ,... � »ik Ia a nd wean ma �ev�eT �� €10 s r v ,"ked. dre4,r __Q €ms < -;1 cons�e�, — 'o e: ( _ 4 r i3 of Ii'ue , � hcir tm es; and the satisfact q performance of the work per contract and t. � .. ,.�«,.,+.._+�.. --•-_ - w • ••• • • • • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 960 • • • ••• JOB —_ Twenty First Century SHEET NO. OF aMmI O M O CALCULATED BY C I DAT 628 N.E 201h Avenue Fort Lauderdale, Florida 33304 /� ® Tat (654) 5228446 Fax (954) 5244MS md CHECKED BY DATE SCALE ax jib ...... .... :....._ 44 A .. t =� + c' ... 1_. ...:........ .. ... � fi . .. .. ... . t;I • � '. ... . . .. •. i ( . ') •.• . . . • e.. a i. _ ,� :� '. LYE t TWENTY FIRST CENTURY ENGINEERING CORP, 826 NORTHEAST 20TH AVENUE SDB�_ r FT- LAUDERDALE, FLORIDA 33304 SHEET NO. Z (954) 522 -6446 OF FAX (954) 524 -0555 CALCULATED BY Gr( DATE (/ CHECKED By DATE Gd I( /n SCALE ... F . .......... ..... .... . .. ........... . ........... G .. _ -. .. f C . a r. ..... �I 3 � .... I .. ,( ►�c., - _.. ._ •• _.. .... to _.;.. t - _.. _.... - .... � 1 . .. PROWCT204 -1 (single v • •'r • • '• 9 • of •- -- (� Shsss) 20.5 -1 (Padded) Gftfl. Mess. 01471. T, Order PHONE TOLL FREE 1- 800 - 275 -63Sp • a ♦ r • • • • '........ ... - ... - Twenty First Century En ineerin Project Subject : C &C 20 Sq. Ft. Fife Location : Miami Shores Date : 6/12/2009 Eng. : CM Velocity Pressure alculations z Cont Where: Kh = Velocity pressure coefficient @ height z 2.01 (Z(Zg) " (2/Alpha) for 15 ft <= Z <= Zg (Eq. C6 2.01 - (15 /Zg) " (2/Alpha) for Z < 15 ft = 0.85 Kzt = Topographic factor obtained from Fig. 64 � = 0 +K1- K2 -K3) = 1.00 ToPography = None Kd =Wind directionality factor obtained from Table 6-4 = 1.00 q = 40.30 (pso Internal Pressure Coeffh- GCpI Ffaure 6 5 The internal pressure coefficients are given in Figure 6-5 r i i+ i- i+ i- Enclosed Buildings 0.18 -0.18 1.00 0.18 -0.18 * so 0 0 V. r • •• • • • • •• • Page 2 � . .. .. . . . .. .. ... . . . ... . . i Twen First Centu En ineerin Project Penkwit Residence Subject C &C 20 Sq. Ft File ; Location Miami Shores Date : 6/12/2009 Eng. : CM External Pressure Coefficient. GC n Figure 6-11 and Figure 612 The pressure force coefficient are given in Figure 6-11 and Figure 6-12 Zone Area Angle GCp+ GCp- GCp de R.O. 1 1.00 23.00 0.50 -0.90 2 1.00 23.00 0.50 -1.70 -2.20 3 1.00 23.00 0.50 -2.60 -3.70 4 20.00 All 0.95 -1.05 5 20.00 All 0.95 1 -1.29 Design Wind Pem �ro .. ��. „�: n g 22 Design wind pressures and forces are determined per equations given in section 6.5.12 Values of external and internal pressures shall be combined algebraically Zone q GCp+ GCp- GCpi+ GCpi_ p 1 + p2+ p1_ p2- 1 40.30 0.50 0.90 s s s s 0.18 -0.18 12.90 27.40 -43.52 -29.02 2 40.30 0.50 -1.70 0.18 -0.18 12.90 27.40 -75.77 -61.26 3 40.30 0.50 -2.60 0.18 -0.18 12.90 27.40 - 112.04 -97.53 4 40.30 0.95 -1.05 0.18 -0.18 30.90 5 40.30 0.95 -1.29 -34.93 0.18 -0.18 30.90 45.41 -59.39 -44.88 P1+ uses GCp+ and GCpi+ p1- uses GCp- and GCpi+ P2+ uses GCp+ and GCpi- p2- uses GCp - and GCpi - Roof overhan wind ressures Zone qh FGdp p (RO.) s 1 2 40.30 -88.66 3 4030 - 149.11 .. •.... . .. .. ... . Hags 3. • • • Twen First Century Enainameri n Project : Penkwit Residence Subject : C &C 20 Sq. Ft. !File : Location : Miami Shores Date : 6/12/2009 Eng. : Cm Design Wind Pressure n Equation s 32 (ASCE 7 -051 Design wind pressures and A vw s are determined per equations Oven in section 6.5.12 S stem T Structure T E uation Components and Low -Rise Buildings p Cladding and Buildings with ' 4h'[(GCp) - (GCpi)] 4h : at mean roof height h <= 60 ft GCp : given in Figure 6 -11, 6 -12 Gabled, Hipped and GCpi : given in Figure 6 -5 Stepped Roofs Velocity Pressure Calculations t�h Velocity pressure qh is calculated in accordance with section 6.5. 10 qh = Velocity pressure @ mean roof height (h) qh = Constant ° Kd . V2.1 (Fq. 6 -15) qh = Velocity pressure @ mean roof height (h) Where: Constant = Numerical constant = '/s • [ (Pair density lb/ cu ft } / { 32.2 ft/s )) ° (Section C6.5.1 f( mith )( 5280 ft/mi) (1 hr/3600 s )] 2 = 0.00256 Mean Sea Level = 0.00 ft Air Density @ MSL = 0.0765 lb/cu ft (fable 66-13) Category = I Importance Factor = 0.87 (Table 1 -1) (Table 6 Exposure Category = C (Open terrain) Alpha = 9.50 2g = 900.00 ft (Table 6-2) (Table 6-2) Basic Wind Speed = 146.00 mph M ean Roof Height = 15.00 ft (Figure 6 Page 1 ... . . ...... . ... • . . ... . . Pa e 1/9 Concrete Beam Design Job: Penkwitt Beam ID: Beam Over Slider 1 ,, Designed By: CM Time: Checked By: 3:27 P.M. 7/2/2009 Program: Concrete Beam Design v2.0 C O N C R E T E B E A M D E S I G N Description: Code = Member Type ACI (2002) Be Design Method Ultimate Strength Cross Section Shape Span Data: Rectangular Main Span Length 16.000 Ft Left End Support Pinned Left Support Width Right End Support Left Haunch Start Location 0 .000 In Right Support Width t Width Not Present Right Haunch Start Location of P In Cross Section Data: Not Present Total Depth at Mid -Span , 16.000 In Top Width at Mid -Span Material Data: 8.000 In Concrete Density 4.000 K /In ^2 Flexural Reinforcing fy Concrete Tensile Strength 144.000 Lb/Ft-3 Shear Reinforcing fvy 60.000 K /In ^2 , Beta 60.000 K /In ^2 0.423 K /In ^2 Stress Block Design Criteria: 0.850 Bottom Cover to Stirrup - Side Cover to Stirrup 1.500 In 1.500 In Top Cover to Stirrup Total Load Deflection Limit 1.500 In Allow Cuts in Tension Zone N . Live Live Load Deflection Limit L1360.00 Check Crack Control Provisions Y DEAD LOAD ECHO OF LOAD INPUT LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Main Span Yes Yes # 1 Uniform Load: 0.350 K /Ft Distance to Begin: 0.000 Ft 0'420 K /Ft -0.712 K /Ft Distance to End: 16.000 Ft 0 .000 Ft 0.000 Ft 16.000 Ft 16.000 Ft C R I T I C DEAD LOAD A L S H E A R S & LOAD CCMB 1 M O M E N T S LOAD CCMB 2 LOAD COMB 3 LOAD COMB 4 Load Combination Dead Load: 1.400 x Dead Load 00 •• • • • • • • • • Load Combination # 1: 1.200 x Dead Load + 1.600 x•L• • •• • • • • • - 1 Load Combination # 2: 1.200 x Dead Load + 0 500 i i i • i •• Load Combination # 3: 1.200 x Dead Load + 0.800 x + 1 600 XO • • • • • ` Load Combination # 4: 1.200 x Dead Load + 1.000 x Shear Left End: L + 1.600 x W + 0.500 x R \ ` - 3.920 K Moment Left End: 0.000 K -Ft 0 e -80 3 0 • K OF ••• ••6 720 ••• 1.197 K Shear Right End: 3 s Qi • • t •• .0 • • 2.394 K Moment '920 K 8.7 J,6 •K • • •0'060 0 • • • K• -pt • 0.000 K -Ft 0.000 K -Ft Right End: 0.000 K -Ft • • • j • - 1.197 K Maximum Moment - 15.680 K -Ft 0•e00 h -Ft 0.000 K -Ft - 26.880 K -Ft 0 - 2.394 K Located at: - 34.944 K -Ft .000 K -Ft 0.000 K - Ft Max Deflecti 8.000 Ft 4.787 K -Ft on 0.052 In 8.000 Ft 8.000 Ft 9.574 K -Ft Located at: 8.000 Ft 0' 2 40 •In• • • • 0! it2 • In • 8 .000 Ft 8.000 Ft • • • • • • Ft 8.000• Ft• • 8.a00 • • -0.054 In 0.009 In • • • • 8.000 Ft 8.000 Ft • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Dead Part: Pa e 2/4 Inflection Points: 0.052 In 0.052 I Ft 0.000 Ft .000 Ft Reaction n 0.000 0.052 In 16.000 Ft 0.000 Ft 0.000 Ft 0 .052 In 16.000 Ft 16.000 Ft 6 16.000 Ft 16.000 Ft Left End: -3.920 'K Reaction Right End: -3.920 K - 8.736 K -6.720 K -8.736 K 1.197 K 2.394 K -6.720 K 1.197 K 2.394 K C R I T I C A L S H E A R S 6 M O M E N T 3 LOAD COMB 5 LOAD COMB LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + 1,000 x L + 1.400 x E + Load Combination # 6: 0.900 x Dead Load + 1, 0.200 x R 600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 Load Combination # 8: 1.200 x Dead Load - 0.800 x W + Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1 x R 1.600 x W + 0.500 x R Shear Left End: .720 K -6 Moment Left End: 6 .000 K -Ft 6.594 K -2.520 K -7,917 K - 15.834 K Shear Right End: 6 720 0.000 K -Ft 0.000 K -Ft K -6.594 K 0.000 K -Ft 0.000 K -Ft 2.520 K 7,917 K Maximum Moment 0.000 K -Ft 0.000 K -Ft 15.834 K Moment Right End: 0,000 K -Ft - 26.880 K -Ft 26.374 K -Ft 0.000 K -Ft 0.000 K -Ft - 10.080 K -Ft - 31.667 K -Ft - 63.334 K -Ft Located at: 8.000 Ft Max Deflection 0 222 In 8.000 Ft 8.000 Ft 8.000 Ft 8.000 Ft Located at: 8.000 Ft -0 .054 In 0.052 In 8.000 Ft - 0.054 In 0.009 In Dead Part: 0.052 In 8.000 Ft 8.000 Ft 8.000 Ft Inflection Points: 0'052 In 0.052 In 0.052 In 0.052 In 0.000 Ft 0.000 Ft 16.000 Ft 16.000 Ft 0.000 Ft 0,000 Ft 0.000 Ft 16.000 Ft 16.000 Ft Reaction Left End: 16.000 Ft Reaction Right End: -6.720 K 6.594 K 6.594 K -2.520 K -7.917 K - 15.834 K -2.520 K -7.917 K - 15.834 K C R I T I C A L S H E A R S & MOMENTS LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L Load Combination #11: 0.900 x Dead Load - 1.600 x W - 1 x E + 0.200 x R Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: -6.720 K - 11.634 K - 2.520 K Moment Left End: K -Ft 0.000 K -Ft Shear 0.000 Right End: 6.720 K 0.000 K -Ft 11.634 K 2.520 K Moment Right End: 0.000 K -Ft 0.000 K -Ft Maximum Moment - 26.880 K -Ft 0.000 K -Ft Located at: 8 - 46.534 K -Ft - 10.080 K -Ft Max Deflection .000 Ft 8.000 Ft 0'222 In -0.054 In 8 .000 Ft Located at: 8.000 Ft 0.052 In Dead Part: 0.052 In 8.000 Ft 8,000 Ft Inflection Points: 0.052 In 0.052 In 0.000 Ft 0.000 Ft 16.000 F t 16.000 Ft 0 .000 Ft 16.000 Ft Reaction Left End: -6.720 K - 11.634 K -2,520 K Reaction Right End: -6,720 K - 11.634 K -2.520 K SECTION DESIGN I N F O R M A T I O N SECTI0N FLEV P,J,,L• DESIGN • • • • Mid - Span - Region • • • • • • • • • ••• • • • Cross - Section Information •• • Total Depth 16.000 In • • • • • • • • • • Top Width 0 4 l_v Ice•to C -O ci nWoi As g :13.81 In For Design Moment, Mu 26.37 K In -Ft � i�staace.to Cent�r oij�i'S • • • • 2.19 In Required As • • • • • • • •� 0.440 In ^2 (p 0.004) • • , � Required A's 0:000 In ^2 (p 0.000) Provided As 0.620 In ^2 (p 0.006 Provided A's 0.000 In ^2 (p 0.000) • • • • •• • • 00 0 Reduction Factor, Phi Page 3/4 0 '90 Moment Capacity, *M y Gross Area 36.629 K -Ft Gross Moment of Inertia 128.000 In ^2 27 30.667 In ^4 Neutral Axis Location 8.00 In N (Es /Ec) : 8 04 Cracked Moment of Inertia Modulus, Ec Cracking Moment 644.346 In ^4 Neutral Axis Location 3606.51 K /In ^2 13.469 K -Ft 12.43 In Mid -Span Region Cross - Section Information Total Depth 16.000 In Top Width Distance to Centroid As For Design Moment, Mu 8.000 In Distance to Centroid A's 13.16 In - 6 Required As 3.334 K -Ft 2.19 In Required A's 1 .187 In ^2 (p ; 0.011) Provided As 0 .000 In ^2 (p 0.000) Provided A's 1 .550 In ^2 (p ; 0.015) Reduction Factor, Phi 0.000 In ^2 (p 0.000) Moment Capacity, *Mn - 0.90 Gross Area 7 9.884 K -Ft Gross Moment of Inertia 128.000 In ^2 2730.667 In-4 Neutral Axis Location N (ES /Ec) 8.00 In Cracked Moment of Inertia 8 04 Ec Cracking Moment Modulus, 1163.678 In ^4 3606.51 K /In ^2 13.469 K -Ft Neutral Axis Location 10.97 In * Indicates That Nominal Resistance Includes Appropriate Phi Factor B O T T O M B A R S Mid -Span Region Design Moment, Mu ; 26.37 K -Ft As Required : 0,440 In ^2 As Provided Bar Size #5 0.620 In ^2 d 13.813 In Number of Bars 2 Number of Layers ; 1 Bars in Lower Layer 2 Layer Spacing : 0.00 In At Left Su pport Ld 14.23 In Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In At Right Support Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In T O P B A R S - M I D 9 P A N * ** NOTE: Negative Moment Extends Across Span * ** Design Moment, Mu -63.33 K -Ft As Required : 1.187 In ^2 As Provided ; Bar Size #5 1.550 In ^2 d 13.163 In Number of Bars 5 Number of Layers 2 Bars in Top Layer 3 Layer Spacing 1.63 In Ldl 14.23 In Load Short Long MGMAXIMUM D E F L E C T ION S Span Comb Total Total Allow Live • ••• * • • • • •• A ll * • • �ege�•tibe• • • •• • • • • �•i •• In In I In • • • • • • In In ^4 MAIN DEAD 0.052 1 0 222 0.800 OK 0.359 0.800 OK •• • • r � 2 0.222 0.359 0.800 OK 0 . 1 69 :, :OK • • 14 • • • • 3 • r* -0.054 -0.055 0.800 OK - 0,107 • • � 0 4 0.009 0.039 0.169 ••0533 • OK ••i 2 ?30.67 � • i 5 0.222 0.359 .800 OK -0,044 0,533 OK • • 2'x30.67 • • 6 -0 0.800 OK 0.169 7 0.533 OK .054 -0.055 0.800 OK -0.107 1419.61 L# 0.052 0.105 0.800 OK 0.533 OK 2730.67 0.000 OK : : Q7,10•G7 • ••• • • • • •• •• • • ••• • • 8 -0.054 - 0.055 0.800 OK -0.107 Pa e 4/4 9 0.009 0.039 0.800 OK 0.533 OK 2730.67 -0.044 0.533 OK 2730.67 10 0.222 0.359 0.800 OK 0.169 0.533 OK .K 1419.6 11 -0.054 -0.055 0800 O 7 12 -0.107 0.533 OR 2730.67 0.052 0.105 0.800 OK 0.000 0.533 OK 2730.67 S H E A R D E S I G N - M A I N S P A N --------------------- Left Side - ------ - - - - -- Number @ Spacing ----- ---------- - -- - -- Right Side --------------------- Al Number @ Spacing Al In ^2 Spacing starts from face of su In ^2 pport .... @ 1.750 In 11 @ 6.000 In @ 1,750 In Beyond 5.646 Ft From Face None Required 11 @ 6.000 In Use #3 Stirrups Beyond 5.646 Ft From Face None Required 0 go - 2 Vertical Legs • • • ••• • • LZ • Pa a 1/4 Concrete Beam Design Job: Penkwit Residence Beam ID: Existing Beam Over Slider Designed By: CM (Latteral Loads) Time: 137 p.m. 9/11/2009 Checked By: JC Program: Concrete Beam Design v2,0 C O N C R E T E BEAM D E S I G N Description: Code Member Type ACI (2002) Beam Design Method Cross Section Shape Ultimate Strength pe Rectangular Span Data: Main Span Length Left End Support 16-000 Ft Left Su Pinned Support Width 0.000 In Right End Support Left Haunch Start Location Right Su Pinned • Not Present Pport Width 0.000 In Right Haunch Start Location Cross Section Data: Not Present Total Depth at Mid -Span 8.000 In Top Width at Mid -Span Material Data: 16.000 In Concrete Density 4.000 K /In ^2 Reinforcing fy Flexural Reinf Concrete Tensile Strength _ 144.000 Lb /Ft ^3 60.000 K /In ^2 0.423 K /In ^2 Shear Reinforcing fvy 60.000 K /In ^2 Design Criteria: Stress Block, Beta 0.850 Bottom Cover to Stirrup Side Cover to Stirrup 1 -500 In 1.500 In Top Cover to Stirrup Total Load Deflection Limit : L/240.00 1.500 In Allow Cuts in Tension Zone N Live Load Deflection Limit Check Crack Control Provisions Y/360.00 E C H O O F L O A D I N P U T DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAPCE LOAD ROOF LOAD Check Deflection: Main Span Yes Yes # 1 Uniform Load: 0.000 K /Ft Distance to Begin: 0.000 Ft 0 .000 K /Ft 0.218 K /Ft Distance to End: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 16.000 Ft C R I T I C A L S H E A R S DEAD LOAD LOAD COMB 1 M O M E N T S LOAD COMB 2 LOAD C(;+,'^H Load Combination Dead Load: 1.400 x Dead Load • •• ••� • • •• Load Combination # l: 1.200 x Dead Load + 1. 0.5100 • : . • • Load + : � • Load Combination # 2: 1.200 x Dead Ld 1 600 x L + x R.: • • Load Combination 000 x L + 1,� # 3 OQ• • • :•: • : 1.200 x Dead Load + 0.800 x W + 1.600 x R• • • • • Load Combination # 4: 1.200 x Dead Load + 1.000 x • • • • • n m \ Shear Left End: 0.000 K L + 1.600 x R + 0 -500 x R Moment Left End: 0 K • • • 0.000• •T6 Shear 0.000 K -Ft • • �1 •• • - 1.395 K -2.790 K Moment Right End: 0.000 K 0.000 h•••t • : •K -Ft• • •• X0.000 K -Ft 0.000 K - t Maximum Moment I Right End: 0.000 K -Ft • • 0 .000 .K • • • 0.000 1� t • • • •0, 600 • E -Ft • i • • 0.000 K -Ft 2.790 K Located at: • • • 0.000 K -Ft Max Deflection 0.000 In 0.000 In - 5.581 K -Ft - 11.162 K -Ft 8.000 Ft Located at: 0.000 Ft 0 -000 In 8 -000 Ft 0.000 Ft • •• • ••0 0.143 In 0.143 In 'i 0 t • : : 8.000 Ft 8.000 Ft • • • • • • Dead Part: Pa e 2/4 Inflection Points: 0.000 Ft 0.000 In 0.000 In 16.000 Ft 0.000 Ft 0.000 Ft 0 .000 In 0.000 In 16.000 Ft 16.000 Ft 0 .000 Ft 0.000 Ft 0 Reaction Left End: 16,000 Ft 16.000 Ft Reaction .000 K 0.000 K Right End: 0.000 K 0.000 K 0.000 K 0.000 K -1 .395 K -2.790 K - 1.395 K -2.790 K C R I T I C A L S H E A R S & M O M E N T S LOAD COMB 5 LOAD Cggg 6 LOAD COMB 7 LOAD com 8 LOAD COMB 9 Load Combination # 5: 1.200 x Dead Load + Load Combination # 6: 0.900 x Dead Load + 1.600 x L + 1.400 x E + 0.200 x R 1.6 Load Combination #'7: 0.900 x Dead Load + 00 x W Load Combination # 8: 1.200 x Dead Load 1'400 x E Load Combination # 9: 1.200 x Dead Load + 0.800 x W + 1.600 x R 1.000 x L- 1.600 x W+ 0.500 x R Shear Left End: 0.000 K Moment Left End: -2.790 K 0.000 K Shear Right End; 0.000 K -Ft 1.395 K 2.790 K 0.000 K 2.790 K 0.000 K -Ft 0.000 K -Ft Moment Right End: 0.000 K -Ft 0.000 K 0.000 K -Ft 0 Maximum Moment 0.000 K -Ft - 1.395 K -2.790 K - 11.162 K _Ft .000 K -Ft 0.000 K -Ft Located at: .581 K -Ft 0.000 K -Ft 5 Max Deflection 0.000 In 8.000 Ft 11.162 K -Ft Located at: 0.000 Ft 0.143 In 0.000 In 8.000 Ft 8.000 Ft Dead Part: 0 8.000 Ft 0.000 Ft 0.143 In 0.143 In Inflection Points: .000 In 0 0.000 In 8.000 Ft 8.000 Ft 0.000 Ft 0.000 Ft .000 In 0.000 In Ft 16.000 16.000 Ft 0 0.000 Ft 0.000 Ft 0.000 In 0.000 Ft 16.000 Reaction Left End; Ft 16.000 Ft 16.000 Ft Right .000 K -2.790 K ght End; 0.000 K 0.000 K -2.790 K 0.000 K 1.395 K 2.790 K 1.395 K 2.790 K C R I T LOAD I C A L S H E A R S & COMB 10 LOAD COMB 11 M O M E N T S LOAD CCM 12 LOAD COMB 13 LOAD COMB 14 Load Combination #10: 1.200 x Dead Load + 1.000 x L - 1. Load Combination #11: 0.900 x Dead Load - 1. 400 x E + 0.200 x R Load Combination #12: 0.900 x Dead Load - 1.400 x E Shear Left End: 0.000 K Moment Left End: 0.000 K -Ft 2 K 0.000 K Shear Right End: 0.000 K 0.000 K -Ft 0.000 K -Ft Moment Right End: 0.000 K -Ft - 2.790 K 0.000 K Maximum Moment 0.000 K -Ft 0.000 K -Ft Located at: 11.162 K -Ft Max Deflection 0.000 In 8.000 Ft 0.143 In Located at: 0.000 Ft 0.000 In Dead Part: 0.000 In 8.000 Ft 0.000 Ft Inflection Points: 0.000 Ft 0.000 In 0.000 In 16.000 Ft 0.000 Ft 0.000 Ft 16.000 Ft 16.000 Ft Reaction Left End: 0.000 K Reaction Right End: 0.000 K 2.790 K 0.000 K 2.790 K 0.000 K S E C T I O N D E S I G N I N F O R M A T I O N S E C T I O N F L E X U R A L •• D E S I G N •• • • • • Mid -Span Region • • • •• • 00 000 • • • • Cross - Section Information Total Depth • • • Top Width 8.000 In t • e, • • • • • • 4 16.000 In Di itanGe �o C4t :oidoAs • • • 5 81 In p For Design Moment, Mu 11.162 K -Ft s �an� a •to•Cent•oid•A's• i • 2.19 In R equired As • • •• • • • 0.446 In ^2 (p : 0.005) • • •• • • • • • /, Required A's 0.000 In ^2 (p : 0.000) • • Provided As 0.620 In ^2 (p 0.007) Provided A's 0.000 In ^2 (p : 0.000) • •• • • • • • •• • • •• • • Reduction Factor, Phi 0.90 Pa e 3/4 Moment Capacity, *Mn 15.263 K -Ft Gross Area 128.000 In ^2 Gross Moment of Inertia 682.667 In ^4 Neutral Axis Location 9.00 In N (Es /Ec) 8.04 Cracked Moment of Inertia 110.304 In ^4 Modulus, Ec 3606.51 K /In ^2 Cracking Moment Neutral Axis Location • 6.734 K -Ft 6.38 In Mid -Span Region Cross - Section Information Total Depth 8.000 In Top Width Distance to Centroid As 16.000 In Distance to Centroid A's 5.81 In For Design Moment, Mu - 11.162 K -Ft 2.19 In Required As 0.446 In ^2 (p : 0.005) Required A's 0.000 In ^2 (p ; 0.000) Provided As 0.620 In ^2 (p : 0.007) Provided A's 0.000 In ^2 Reduction Factor, Phi (P = 0.000) Moment Capacity, *Mn 0.90 - 15.263 K -Ft Gross Area 128.000 In ^2 Gross Moment of Inertia 682.667 In ^4 Neutral Axis Location 4.00 In N (Es /Ec) 8.04 Cracked Moment of Inertia 110.304 In ^4 Modulus, Ec 3606.51 K /In ^2 Cracking Moment 6.734 K -Ft Neutral Axis Location 6.38 In • * Indicates That Nominal Resistance Includes Appropriate Phi Factor BOTTOM B A R S Mid -Span Region Design Moment, Mu 11.16 K -Ft As Required : 0.446 In ^2 As Provided 0.620 In d Bar Size #5 5.813 In Number of Bars 2 Number of Layers 1 Layer Spacing : 0.00 In Bars in Lower Layer : 2 Ld 14.23 In At Left Support Percent of Bars Continuing into Support : 100 Suggested Bar Cutoff (from Centerline of Support); At Right Support 0.00 In Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support): 0.00 In T O P B A R S - M I D S P A N * ** NOTE: Negative Moment Extends Across Span * ** Design Moment, Mu - 11.16 K -Ft As Required : 0.446 In ^2 As Provided 0.620 In ^2 d 5.813 In Bar Size #5 Number of Layers : 1 Number of Bars 2 Bars in Top Layer : 2 Layer Spacing 0.00 In Ldl 14.23 In Load Short M A X I M U M D E F L E C T I O N S Long Max Short Span Comb Total Total Allow o •� •• • •• Live Load Allow • • •ieff®ctiv • In In In In • In ••• •• • • • •• In ^4 MAIN DEAD 0.000 0.800 OK 1 0.000 0.000 0.800 OK 682.67 2 0.000 0.000 0.800 OK • 0.000 • • • • • OK • • b9 2. 67 • • • j� :0.543: • 3 0.143 0.214 0.800 OK 0.143 : 0 3. oK ••682.67•• 4 0.143 0.214 • ;Z5.22• • 5 0.000 0.800 OK 0.143 0.535 OK ••• 625.22 • * \ 6 0.143 0.214 0.800 OK 0.01430 682.67 0.533 OK • 4 7 0.000 0.000 0.800 OK 0.000 Q•V OK • • 625 67 • � a • • • • .•: • • • • i • ••• • • • • • •• • •• • ••• • • 8 D. 143 0.214 0.800 OK Pa e 4/4 0.143 0.533 OK 625.22 9 0.143 0.214 0.800 OK 0.143 0.533 OK 10 0.000 0.000 0.800 OK 625.22 11 0.000 0.533 OR 682.67 12 0.143 0.214 0.800 OK 0.143 0.533 OK 0.000 0.000 0.800 OK 0.000 0.533 OK 625.22 682.67 S H E '-------- - ----- A R D E S I G N - M A I N S P A N Number 8 ----- Left Side - ---------------- Spacing - ---- --- - - - - -- ------- Right Side -- - - - - ^- Number 2 spaci.ng -- -- - - - - -- Al In ^2 Spacing starts from face of support n ^2 pport .... None Required None Required • •• • • • •• ••• •• ••• i • ••• ••• • • • • • • • • • • • • • • • :•••• • • i i • • • 0 •• • • PROJECT: pekwit Renee Bs„m, CLIENT: skmstream g PAGE: 1 JOB NO.: DESIGN BY: CM DATE ; 9H 1/2009 REVIEW BY: JC INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube or Pipe) HSS3.504X0.125 p PIP• A rX ry S, Sy Ix Iy 1.23 1.20 1.20 1.01 1.01 1.77 1,77 COLUMN YIELD STRESS F = y 36 ksi _ DIMENSIONS H = 8 ft w AXIAL LOAD P = 6.7 kips STRONG AXIS BENDING ? (I =Yes, 0 =No) BENDING LOAD _ 1 Yes, strong axis bending. W= 0 k/ft THE DESIGN IS ADEQUATE. ANALYSIS CHECK COMBINED COMPRESSION AND BENDING CAPACITY +fb , for L aa 50.15 Fa Fb F fa Cmfb F — f a, = 0.36 I I < 4/3 [Satisfacto ry] L arg er of F , for Z. as > 0,15 (AISC -ASD, Ht, page 5-54) f a + f Fa 0.6Fy Fb Where f = PIA = 5.4 ksl E = 29000 ksi K = 1.00 Kl /r= 80 C = (2X2Es 1Fy)0.5 = 128 1— (kl /r� 2 Fy kl F 5 { 3(kl/r� (kl/r�3 �O r �C° 3 8 s = 15.0 ksi, (AISC -ASD, E2, page 5-42) C, $Cc 2 12 -7r E z f kl > Cc > fa [Satisfactory] 23(kl /r� r Cm = 1.0 Mmsx = 0.00 ft -kips, at middle of column fb = Mm,, IS 0 ksi Fb = 0-6 F = 21.0 ksi, (AISC -ASD, F3, page 5.48) > 314 f [satisfactory] 12 F,, — 2 = 23.32 ksl 23(kl / r) CHECK LATERAL DEFLECTION y•• ••• • • • •• Amd _ 4 • • 384EI — 0.00 in •. • •' 0. < L l 240 = 0.40 in • [Satisfactory] fir. � Pa e l/2 Concrete Column Design Job: Column ID: Designed By: Time: 9/14/2009 7:19 Checked By: Program: Concrete Column Design v2.3 DESCRIPTION CODE METHOD MODE TYPE SHAPE ANALYSIS ACI 2002 STRENGTH DESIGN TIED RECTANGULAR REFINED M A T E R I A L DATA Fy 2 Es F', K /In K /In 2 K /In 2 We E ° 60.000 29000.000 Lb /Ft 2 K /In 2 4.000 144.000 3606.514 COLUMN D A T A COLUMN ID WIDTH DEPTH COVER BRACED X AXIS L Y AXIS In I In " K K BRACED L Kb Ks 1 8.00 12.00 1.50 N Ft Ft 10.00 1.00 1.00 N 10.00 1.00 1.00 LOAD D A T A LOAD ----------- NONSWAY CASE - - - - -- ID AXIS AXIAL TRANS MTOP MBOT - - - - -- - SWAY CASE ---------------- K K - Oa AXIAL TRANS MTOP MBOT �a Epn /�P� Ft K -Ft K DESCRIPTION K -Ft K -Ft 1 X 20.32 N 14.00 0.00 0.00 1 Y 20.32 N 0.00 0.00 0.00 0 . 0 0 N 0.00 0.00 0.00 0.02 0.00 N 0.00 0.00 0.00 0.04 R E I N F O R C I N G S E L E C T I O N TIE OR SPIRAL BAR DESIG D AREA DESIG DIAMETER AR REINFORCEMENT NUMBER OF BARS In In2 In I` �A 2 A •AAT�iC: •'. .!rOTAL X -FACES Y -FACES #3 0.375 0.210 #5 0.625 ' " ••� f ' so C O L U M k:, • • • •.• • . ff ~. • • � R Op .E It T �. • • r • • • e • •i i. • • • • •� AXIS Ise I$ P.b PQ. O.1 *F' *A P. Mb ` Page 2/2 Y In 4 In 4 K K X 18.024 1152.000 1139.036 1139.036 38.400 128.784 61.413 Y 4.074 512.000 506.238 506.238 38.400 100.628 33.649 FACTOR S U M M A R Y LOAD SLENDERNESS NONSWAY CASE ID XDIR YDIR 8x SWAY CASE REDUCTION FACTOR 1 N Sx Br 0 LoC 1 �► Loc 2 N 1.000 1.000 1.000 1.000 0.900. 0.000 C A P A C I T Y SUMMARY LOAD R E Q U I R E D ID LOC P. M P R O V I D E D LOADING K ' Pa +M.. y RATIO 1 1 20.320 K - K - 14.000 0.000 20.320 18.947 0.000 0.874 LOAD ID # 1 GOVERNS COLUMN DESIGN OK S o o •• • 111 . �.� • • • . .o. • • I FAMILY ROOM 103 i DINING ROOM 102 k4mi \ I i DRILL 4 EPDXY 0 3 *12"O.c. PERT. WG�LI EMBED INTO EXIST 4 0 3 TIES e�c DOWEL INTO EXISTING CONC, j T$ 4 SLAB W/ HILTI 2 PART EPDXY COLUMN TO REMAIN 45 M IN. 6" EMBEDMENT 30" LAP REQ. EEO POUR 111/ 3,000 PSI CONC. Open t0 above JOHN M. CA ROLL CONTRACTOR TO COORDINATE NEW WELL BUILT P.E. NO.41610 COLUMN LENGTH TO ACCOMODATE IMPACT WALL +'0 } SLIDING GLASS DOOR FRAME NOA WSOS I REMOVE STEEL PIPE COLUMN - -- ----- - - - - -- }I r I ; I I TEEL PIPE COLUMN TO REMAIN a� II U g <; W ^� Z � o } I I Al �! w } }I Zug u ! } } NEW TRACK SGD- POCKET TYPE a° 0 I SEE NOTE L>_ }} I 1 III I I EXISTING TIE -SEAM ABOVE TO REMAIN UJI .. 0 co z ra 1.1.3 III Lu I I } CD d " III Lu o u- KITCHEN III II} Ill 4 Wz a • • w o Q • • NEW SA2 COLUMN W/ 4 9 5 4 0 3 TIES 06 "oz. DOWEL INTO TB ! SLAB W/ HILTI 2 PART EPDXY i MIN. 6" EMBEDMENT 30" LAP REQ. POUR W/ 3000 PSI CONIC. 00 90: i EXISTING MASONRY WALL • • • • • • • c • •• .. • • • .. BB3 • • • . •�� 8Y: �IECKF,p BY: • • •• • • • • •• . • • • • • • • • • • • • • • • • 00 CWB • • o • • • • CAD FILES • • • SCALE: PATIO .. . • . ... 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