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Home My WebLink About205 W 26 St (2) 05-3937 New SFHPERMIT ADD CONTRACTOR n0NL-0.': PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTR iCTOR MECHANICAL CONTRACTOR PLUMBING Co.,,, TRACTOR w a 4`` 5t MISCET LANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE P SUBDIVISION PERMIT # —1 DATE PERMIT DESCRIPTION S PERMIT VALUATION S O 3 SQUARE FOOTAGE 1 E89 I City of Sanford Certificate of Occupancy This is to certify that the building located at 205 W. 26` h Street for which permit number 05-3937 has heretofore been issued on September 09, 2005 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F Ortiz Engineering & Planning: G. Hvatt Public Works: M Reoloale Utilities: R Blake Fire Department: 04/20/06 04/ 18/06 04/ 18/06 04/ 19/06 Pinecrest & Gabro Insvestment Qb,' )2n '-f o-- 04/21 /06 Property Owner Building Official Date 499 North State Road 434 Suite 2153 Altamonte Springs, Florida 32714 Tel: 407-774-8372 Fax: 407-682-6655 E-Mail: Shannosurv@aol.com Shannon Surveying April 21, 2006 City of Sanford Building Division P.O.Box 1788 Sanford, Florida 32772-1788 RE: Frank L Woodruffs Subdivision Lot 365 & 367 Plat Book 3 Page 44 Seminole County, Fl To Whom It May Concern, The finished floor elevation of the structure located at 205 Woodruff St., Sanford, Florida 32771 Frank L Woodruffs Subd., Lot 365 and 367, Plat Book 3 Page 44 Seminole County, meets or exceeds the requirements set forth in the City of Sanford Code, Chapter 6, and.sec. 6-7 (a). Sinccrel3 James R. President of Shannon Surveying Inc. 1/ -);) U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency Expires February 28. 2009 National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number I205WoodruffStreet City State ZIP Code Sanford Florida 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) 01-2030-506-00003850 E112 Lots 365 & 366 Woodruf% Subdivision Plat Book 3 Page 44 A4. Building Use (e.g.. Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached garage 434 sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number 82. County Name B3. State City of Samford 120294 1 Seminole Courtly I Florida B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B.B. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date1 Zone(s) AO, use base flood depth) 1211CO045 E 4117/95 4117195 X NA B10. Bll 812 Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile / FIRM Community Determined Other (Describe) Indicate elevation datum used for BFE in Item B9: NGVD 1929 NAVD 1988 Other (Describe) Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date CBRS OPA Yes No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings- Building Under Construction- Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized 4545401 Vertical Datum NGVD 1929 Conversion/Comments None Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor) Top higher floor 51.85 feet NA feet meters (Puerto Rico only) meters (Puerto Rico only) b) c) of the next Bottom of the lowest horizontal structural member (V Zones only) NA feet meters (Puerto Rico only) d) Attached garage (top of slab) 51.46 / feet meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 51.26 feet meters (Puerto Rico only) f) Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) 51.1 feet meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 51.3 feet meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION „ This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. Check here if comments are provided on back of form. Certifiers Name License Number / James R Shannon Jr RLS 4671 Idle Company Name President Shannon Surveying Address City State ZIP Code 4991(orth SR 434 Suft-ft215a--, Altamonte SPrings Florida 32714 81-31, Pb'ruary 2006 // - See reverse side for continuation. Replad@s,bll previous editions 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 205 Woodruff Street City State ZIP Code Company NAIC Number Sanford Florida 32771 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 A/C pad on West side of house Check here if attachments SIZCTIO,1 E - BUILDING ELEVATIO"FORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Z6aois AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. 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, crawl space, or enclosure) is _ feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is _ feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in SethQnn A Items 8 and/or 9 (see Me 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building is _ feet U meters above or LJ 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 oommunity-issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. The following information (Items G4 -G9.) is provided for community floodplain management purposes G4. Permit Number G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 205 Woodruff Street City State ZIP Code Company NAlCNumber Sanford Florida 32771 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. K: w a i BOUNDARY SURVEY o DESCRIPTION: THE EAST 1 /2 OF LOTS 365 AND 367, FRANK L. WOODRUFF'S SUBDIVISION, AS PER PLAT THEREOF RECORDED IN PLAT II BOOK 3, PAGE 44, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. WOODRUFF STREET W N• EDGE OF PAVEMENT o n •CONCRETE• o n APRON t •• SET IRON 64. SHANNONa4671 a 0RECOVEREDElg a a y° 1 2 ROD WATER i° w a :o WATER 3144 METER O 3 METERWEST2.0' 0 i''j, 14.4' WEST 1/2 } ^ ao ,%O LOT 365 y° + `+ I LOT 366 EAST 1 /2 20.0' 11.0 p O LOT 365 O O PORCH Uj 11.0' 13.34.0' 1 _ j// STORY CONCRETE 00 o BLOCK STRUCTURE n/ RESIDENCE #205 WEST 1 /2 O LOT 367 O F. F. EL.=51.85' / N y o 11. 0' 4z.o' i o PAno aa EAST 1 /2 SET IRON SHANNON 4671 Z 4`` LOT 367y,. 4' CHAIN LINK FENCE fi WIRE S 89'37'52" W 64. LOT 369 NOTES: Underground utilities were not located Bearings are based on the centerline of Woodruff Street as being assumed as N89'37'52"E. According to F.I.R.M. Community Panel number 12117CO045 E, dated April 17, 1995 the described property lies in Zone X. Areas determined to be outside the 500 year Flood Plain. Elevations based on Seminole County Benchmark 4545401 with an elevation of 57.611' RE D: AUGUST 4, 2005—ADDED CERTIFICATIONS. VIS : APRIL 21, 2006--FftAL JAMES R. SHANNON JR.;/6.L.S. #4671 NOT VALID WITHOUT THE SIGNA RE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER y,+ W— Q J a O 100 O n LOT 368 Io ti SET IRON SHANNON 4671 y,. LOT 370 CERTIFIED TO: FIRST NATIONAL BANK OF CENTRAL FLORIDA PINECREST HOMES, LLC PINECREST & GABRO INVESTMENTS, INC. SCOTT D. CLARK, P.A. COMMONWEALTH LAND TITLE INSURANCE COMPANY SHANNON SURVEYING INC. 499 NORTH S.R. 434, SUITE 2153 ALTAMONTE SPRINGS, FLORIDA, 32714 407) 774-8372 LB # 6898 DATE OF SURVEY: NOVEMBER 2, 2004 FIELD BY: C. C. SCALE: 1" = 30' FILE NUMBER: PB3 PG 44 LOT 365-367 FNL City of Sanford Certificate of Occupancy This is to certify that the building located at 205 W 26` h St for which permit number 05-3937 has heretofore been issued on September 07, 2005 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F Ortiz 04/20/06 Engineering & Planning: G. Hyatt 04/18/06 Public Works: M Replogle 04/18/06 Utilities: R Blake 04/19/06 Fire Department: Pinecrest & Gabro Q a' Y q, 04/24/06 Property Owner Building Official Date BUILuING DEPARTMENT - Re: 205 W 26th St. Page 1 From: RUBEN HYATT To: BUILDING DEPARTMENT Date: Tue, Apr 18, 2006 2:24 PM Subject: Re: 205 W 26th St. \ 09 passed 04-18-06 BUILDING DEPARTMENT 04/17/06 12:36 PM >>> v Pinecrest and Gabro Single Family Residence BP 05-3937 / ( Travis 321-228-2987 ` BUILDING DEPARTMENT - Re: 205 W 26th St. _ Page 1 From: CATHY LOTEMPIO To: DEPARTMENT, BUILDING Date: Tue, Apr 18, 2006 2:08 PM Subject: Re: 205 W 26th St. Approved 4.18.06 M.Replogle Cathy J. LoTempio Customer Service Rep Public Works Department 407-330-5681 fax# 407-330-5601 BUILDING DEPARTMENT 04/17/06 12:36 PM »> Pinecrest and Gabro Single Family Residence BP 05-3937 Travis 321-228-2987 BUILDING DEPARTMENT - Re: Fwd: 205 W 26th St. CLEAR 4/18/06 Page 1 From: RICHARD BLAKE To: BUILDING DEPARTMENT Date: Wed, Apr 19, 2006 4:38 PM Subject: Re: Fwd: 205 W 26th St. CLEAR 4/18/06 passed 4/19/06 Richard Blake City of Sanford Utility Engineer 407-330-5609 ED WOODS 10:49:50 AM Tuesday, April 18, 2006 >>> RICHARD BLAKE 04/17/06 4:35 PM >>> Richard Blake City of Sanford Utility Engineer 407-330-5609 BUILDING DEPARTMENT 12:36:31 PM Monday, April 17, 2006 >>> Pinecrest and Gabro Single Family Residence BP 05-3937 Travis 321-228-2987 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77073 DATE: BUILDING PERMIT NUMBER: OS- 390 (CITY) COUNTY NUMBER: UNIT ADDRESS: a0. w S 4".-t _ TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: TWP : RNG : PARCEL: Ai JQ -:n -S&- SUBDIVISION: 4=/1/A TRACT: PLAT BOOK: 3 PLAT BOOK PAGE: ZBLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: I1 i . To.ti . is 'n YL LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit 705.00 1 S 705.00 ROADS COLLECTORS NORTH 0 dwl unit S 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 S 1,384.00 AMOUNT DUE S 2,285.00 STATEMENT RECEIVED BY: i,.: SIGNATURE: PLEASE MINT NAME) DATE: A S NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2- APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL ( SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 ll JOHNSON. CFA, ASA 4 PROPERTY rIN26THST APPRAISER A m SEMINOLE COUNTY FL. t r 1101 E. FIRST sT SAHFcma. FL 32771 -1468 407•865-7506 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 01-20-30-506-0000-3650 Tax District St-SANFORD Depreciated Bldg Value: $0 Owner: GABBAI JUDITH & GABBAI AMIR & Exemptions: Depreciated EXFT Value: $0 OwNAddr GABBAI OREN ET AL TRUSTEES Land Value (Marken: $9,446 Address: 202 ALBRIGHTON CT Land Value Ag: $O City,State,MpCode: LONGWOOD FL 32779 Just/Market Value: $9,446 Properly Address: SANFORD 32771 Assessed Value (SOHI: $9,446 Subdivision Name: WOODRUFFS SUBD FRANK L Exempt Value: $0 Dor. 00-VACANT RESIDENTIAL Taxable Value: $9,446 Tax Estimator SALES 2004 VALUE SUMMARY Deed Date Book Page Amount Vac/imp 2004 Tax Bill Amount: $194 ADMINISTRATIVE DEED 0911998 03744 Ill $100 Vacant 2004 Taxable Value: $9,446 PROBATE RECORDS 0311992 02408 1493 $100 Vacant DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value E 112 OF LOTS 365 & 367 FRANK L WOODRUFFS SUBD PB FRONT FOOT & DEPTH 64 100 .000 180.00 $9,446 3 PG 44 NOTE: Assessed values shown are NOT certified values and theretore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next ears property tax will be based on Just/Market value. http://www.scpafl.org/pis/web/re web.seminole county_title?PARCEL=01203050600003650... 3/16/2005 BOUNDARY SURVEY DESCRIPTION: THE EAST 1/2 OF LOTS 365 AND 367, FRANK L. WOODRUFF'S SUBDIVISION, AS PER PLAT THEREOF RECORDED IN PLATn BOOK 3, PAGE 44, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. CL N b WOODRUFF STREET S S 89'37'SY W SET IM SH 4 REODVER> D 64.00' 1/2 ROD EAST 1/2 b iVEST20r LOT 365 14.4 WEST 1/2 LOT 365 V. 110' 09 LOT 386 o MOP 88 W L — W 11A'A13-Tbb bO I CID PROPOSED 8WEST1/2 Q LOT 367 V U) LOT 368 N tt.a tt.tr I PAilO EAST 1/2 I LOT 367 SET UM s 89 3r5r w moo' SHNOM 4671 I I LOT 370 LOT 369 I I NOTES: Underground utilities were not located. Bearings are based on the centerline of Woodruff Street as being assumed as N89'37'52'E. According to F.I.R.M. Community Panel number 12117CO045 E. dated April 17, 1995 the described property lies in Zone X Areas determined to be outside the 500 year Flood Plain. CERTIFIED TO: FIRST NATIONAL BANK OF CENTRAL FLORIDA PINECREST HOMES. LLC PINECREST & GABRO INVESTMENTS, INC. SCOTT 0. CLARK, P.A. COMMONWEALTH LAND TITLE INSURANCE COMPANY SHANNON SURVEYING INC. 499 NORTH S.R. 434, SUITE 2153AUGUST4, 2005-ADDED' TIFICATIONS. ALTAMONTE SPRINGS, FLORIDA, 32714 407) 774-8372 LB # 6898 J MES R. SHANNON JR., P.L.S. 111 JWr VALID T=ff 11E SI(il TUK AID bt ORION& RAISED SEAL OT A FLOFSDA L10EfM MMEM MD YAPPER OAT OF SURWr. NOVEMBER 2. 2004 FIELD Or NIA SCALE. 1 * - 30' FIE ttLRt m P83 PG 44 LOT 355-357 PLARPLAN 000 0.00* 1t367.00+ 477.00+ 45.00+ 003 11889.00* 11361•X 40•= 541680.00 477•X 8586'•0'.0# 477• X 20•= 9540. 00 45•X 18•= 810. 00 k 000 0. 00# 54680.00+ 9540.00+ 810. 00+ 003 65030. 00# lilt 11889 • : 2•X 0. 01= 9. 44 k 944.00+ 945.00+ 11889. 00* STRUCTURAL PLAN SERVICE INC S7 531 South S R. 434 Suite 2001 r Altamonte Springs, FL 32714 Phone (407) 295-8155 Fax (407) 295-8141 PI EC EST DEVELOPMENT 05 WEST 2MMI STREET SANFORD, FLORIDA PLEASE NOTE WHERE TRUSSES IN GARAGE WHERE CHANGED FROM GABLE ROOF TO HIP USE MTS12 STRAPS WITH TAPCONS, ON ALL TRUSSES USE (2) 4x2 a TAPCONS EXCEPT B4 HIP GIRDER WHICH CARRIERS JACKS USE (2) MTS12 ONE INSIDE OF WALL ONE UTSIDE WITH (2) 4x 2 a TAPCONS EACH, ANY FURTHER. ASSISTANCE PLEASE CALL. CONSTRUCTION TYPE V-B WIND. SPEED = 12n MPH (n SEC,. GUST) WIND IMPORTANCE FACTOR = 1.0 WIND EXPOSURE = CATEGORY B INTERNAL PRESSURE COEFF = .18 COMPONENTS AND CLADDING ROOF= +14.9 / -501 WALL= +25 9 / -34 7 DESIGN REQUIREMENTS LIVE LOADS ROOF = 20 PSF FLOORS, STAIRS= 40 PSF DECKS, BALCONY = 60 PSF ATTIC: UNIHABITABLE. WITHOUT STORAGE= 10 PSF WITH STORAGE= 20 PSF VOTE. THIS PROJECT HAS BEEN DESIGNED IN ACCORDANCE WITH 2O04 FLORIDA BUILDING CODE RESIDENTIAL EDITION, SECTION R301 DESIGN CRITERIA AND ASCE 7-02 TO THE BEST OF MY KNOWLEDGE THESE CONTRACT DOCUMENTS PREPARED UNDER MY DIRECT SUPERVISION, COMPLY WITH THE APPLICABLE MINIMUM CODE REQUIREMENTS AND THE SAFETY STANDARDS AS DETERMINED BY THE LOCAL AUTHORITY IN ACCORDANCE WITH CHAPTERS 553 AND 633 OF THE FLORIDA STATUTES. ALL COUNTY ENGINEERING INC. COA F439 Ker Ehiers @ f #P_43 LICENSED PROFESSIONAL ENGINEER 90019 u 833 STRUCTURAL PLAN SERVICE INC Sj 531 South S R. 434 Suite 2001 1 S Altamonte Springs, FL 32714 Phone (407) 295-8155 Fax (407) 295-8141 PINECREST DEVELOPMENT 205 WEST 26th, STREET SANFORD, FLORIDA PLEASE NOTE ON JANUARY 3rd, 2006 I INSPECTED THE ROOF SHEATHING NAILING ON THIS HOME, THE CONTRACTOR REMOVED SECTIONS OF THE FELT PAPER IN TEN RANDOM AREA'S AT MY CH SING. THESE SECTIONS WERE ALL NAILED CORRELY TO MATCH THE SPECIFICATI NS SET FORTH IN THE PLANS, IT IS MY OPINION THAT THE ROOF IS NAILED CORRECTLY AND IS STRUCTURALLY SOUND, ANY FURTHER ASSISTANCE PLEASE CALL. CONSTRUCTION TYPE. V-B WIND SPEED = 120 MPH (3 SEC. GUST) WIND IMPORTANCE FACTOR = 10 WIND EXPOSURE = CATEGORY B INTERNAL PRESSURE COEFF.= .18 NOTE: THIS PROJECT HAS BEEN DESIGNED IN COMPONENTS AND CLADDING ACCORDANCE WITH 2O04 FLORIDA BUILDING CODE ROOF= -14.9 / -50.1 RESIDENTIAL EDITION. SECTION R301 DESIGN WALL= +25.9 / -34.7 CRITERIA AND ASCE 7-02. TO THE BEST OF DESIGN REQUIREMENTS LIVE LOADS MY KNOWLEDGE THESE CONTRACT DOCUMENTS ROOF = 20 PSF PREPARED UNDER MY DIRECT SUPERVISION, FLOORS, STAIRS= 40 PSF COMPLY WITH THE APPLICABLE MINIMUM CODE DECKS, BALCONY = 60 PSF REQUIREMENTS AND THE SAFETY STANDARDS ATTIC AS DETERMINED BY THE LOCAL AUTHORITY IN ACCORDANCE W[TH CHAPTERS 553 AND 633 UNIHABITABLE, OF THE FLORIDA STATUTES WITHOUT STORAGE= 10 PSF WITH STORAGE= 20 PSF ALL COUNTY ENGINEERING INC. Ken Ehlers P.E." 18243 LICENSED PROFESSIONAL ENGINEER JAN 0 9 '2006 18243 in STRUCTURAL PLAIN SERVICE INC Sn C 531 South S.R. 434 Suite 2001 r J Altamonte Springs. FL 32714 1 Phone (407) 295-8155 Fax (407) 295-8141 PINECREST DEVELOPMENT 205 WEST 26th. STREET SANFORD, FLORIDA PLEASE NOTE IN LIEU OF GABLE END OVER GARAGE HIP END TRUSSES WERE USED SEE LAYOUT BELOW ALL TRUSSES TO BE STRAPPED WITH HETA16 STRAP, ANY FURTHER ASSISTANCE PLEASE CALL. CJS CJ3 CJ1 U U U U U Scale: 1/8- - I' CONSTRUCTION TYPE: V—B WIND SPEED = 120 MPH (3 SEC GUST) SYIND IMPORTANCE FACTOR = 1.0 WIND EXPOSURE = CATEGORY B INTERNAL PRESSURE COEFF.= .18 COMPONENTS AND CLADDING ROOF= +14.9 / —50.1 WALL= +25.9 / —34.7 DESIGN REQUIREMENTS LIVE LOADS ROOF = 20 PSF FLOORS, STAIRS= 40 PSF DECKS, BALCONY = 60 PSF ATTIC: UNIHABITABLE. WITHOUT STORAGE= 10 PSF WITH STORAGE= 20 PSF NOTE THIS PROJECT HAS BEEN DESIGNED IN ACCORDANCE WITH 2O04 FLORIDA BUILDING CODE RESIDENTIAL EDITION, SECTION R301 DESIGN CRITERIA AND ASCE 7-02. TO THE BEST OF MY KNOWLEDGE THESE CONTRACT DOCUMENTS PREPARED UNDER MY DIRECT SUPERVISION, COMPLY WITH THE APPLICABLE MINIMUM CODE REQUIREMENTS AND THE SAFETY STANDARDS AS DETERMINED BY THE LOCAL AUTHORITY IN ACCORDANCE WITH CHAPTERS 553 AND 633 OF THE FLORIDA STATUTES. ALL COUNTY ENCINEERINC INC. COA ;26439 Ken EhJers P.E.r 18243 LICF,NCED PROFESSIONAL ENGINEEh JAN 0 91006 18248 Job: (P i nef1ont) P i necrest/ Nontero Model / B2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRRM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 92 120 mph Wind, 10.50 Ft mean h t, ASCE 7-98 CLOSED bld not located within 4.50Botchord2x4SP42ftfromroofedge, CAT ][, EX B, wind TC 6L=5.0 psf •91nd BC OL=5.0 psf. Webs 2x4 SP 43 Deflect,on meets L/2'10 live and L/180 total load. 10 10 4XG 12 6 2X4 2x4 7' lf') 4-73X5 (A I) 3X5 Rv=10904 U 401t DESC. = B2 PLT. TYP.-WAVE Y 20' MA Rv=10904 TPI 1995 (STD) OTY= 8 TOTAL= 8 Al In U=240#- W=8" 6 JAN 0 9 2ou NING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING INSTALLING FINDG. REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLSHkO BY TPI (TRUSSINSTITUTE583O'ONOFRIO OR. SUITE 200, MADISON, vl. 53719) AND VTCR (WOOD TRUSS COUNCILRICA, 6306 ENTERPRISE LN, MA61SON W1 537I9) FOR SRFEiY PRACTICES PRIOR TO PERFORnINGFUNCTIONS. UNLESS OTHERWISE INIRATED, TOP CHORD SHRLL HAVE PROPERLY ATTACHED STRUCTURALANDBOTTOnCHORDSHALLHAVEAPROPERLYATTACHEDRIGIDCEILING. ORTRNT•• FURNISH COPY OF THIS DESIGN TO INSIALLRTION CONTRACTOR. ALPINE ENGINEEREDTSINC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TOAUGHOFTTRUSSES.00FOMRNCE WITH DESIGNCONFORMSWilli APPLICABLEING PR6VISIONSNO1' NOSPPING(NATIONALTDES I GN SPEC, PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/S/K) ASTM A6S3 GRADE W M/H, SI GAL v. STEEL. OR PLY PLATES TO ERCH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED S6E51GNPOSIIIONPERORRWINGSIGOR-Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL ANNEXAT! OF TPI 1-2002 SEC. 3 A SEAL ON THIS CRAVING INDICATES ACCEPTANCE OF S IONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 'DESIGN SHOWN. THE ILITY AND SErOF TH 5 COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING SEO = 12813 REV. 7.04.0805.14 SCALE=0.2500 TC LL 20.OPSF REF' TC OL 10 - OPsf DATE 01-09-2000 BC DL 10.0PSF ORWG ki Tk I*= BC LL 10.0psF TF Or coRlu TOT. 50.0 sF O/A LEN. 20 ETTG`` OUR. FAC . 1 . 25 SPACING 24.0" TYPE comn 1-1 • (C) . .. M-- i 1 D : E / I ..-- _' ' — IHIS UWU. HHEHHHEU BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT To cfiord 2x4 SP 42 120 mph Wind, 10.25 Ft mean hGt, RSCE 7-98, CLOSED bld9, not located within 11.50 9' Bat chord 2x4 SP 92 Ft from roof edge, CAT 11 EXPWebs2x4SPt13 8, wind TC DL=5.0 psf,•wind BC OL=5.0 psf. DeFlection meets L/240 live and L/180 total load. 4X6 4X6 12 6 0 2X(1 2X4 T 3X5 (A 1 3X5 47 Rv=10904 U:J-374 DESC. = B3 PLT. TYP.-WAVE T A 1 JAN 0 0 Ung TPI1995(STO) OTY= ! TOTAL= 1 1ARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING INSTRLLING ANDCING. REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUSLIS.40 BY TPI (TRUSS TEAMER ICA,T 6306 ENTERPRISERIOLN,OMA61SONTEV IF517 9II FOR SAFETY3719) PRACTICESND WPRIORWOOD TRUSSTOPERFORMINGNCILSEFUNCTIONS. UNLESS OTHERWISE INOI&ITED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURALELSFINDBOTTOMCHORDSHALLHAVEAPROPERLYATTACHEDRIGIDCEILING. MPORTRNTO• FURNISH COPY OF THIS DESIGN TO INSTRLLATION CONTRACTOR. ALPINE ENG114EEREODUCTSINC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO LD TH! TRUS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING SHIPPING INSTALLING LCINGOFTRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS & NOT (NRIlONAL DESIGN SPEC, AFLPA) AND IP1. ALPINE CONVECTOR PLATES ARE MACE OF 20118116GA (W,H/S/K) AS TM RGS3 GRADE60 (W K/H,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED IN3. IA SEAL ONZ. NT)i 1 SS DRAWING IPECTIONNDICATESACCCEPTANNCE LAfES FOLLOWED YOFI) SHALLTHISOFFS TPIF1-2002 SECPERFESSIONALENGINEERINGRESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN SHOWN THE GNERITPEA FINSI/TPI IHSECCOZPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SulL01t1F c=E n"})l'f /('' j)FIC . z , '• qf. 9 C, F `s 3 k4 '18243 1T'c 1p '., STATE OF Q/. °(0)+IO1:•`'`.` RED E1`11" iu... REV. 7.0t.0805.14 T C L L T C DL F1C DL BC L L TOT .LD. 20. 0 p S (f 1 O . O S fP r` 1 0 . O S rP 1 0 0 P s f 50.0 Sf O/A SEO = 12819 SCALE=0.2500 R E F DATE 0 1 - 0 9 - 2 0 0 6 O R WG LEN. 20 OUR. F RC . 1.25 SPR C I NG 2 4 . 0 " T Y PE H I P S Job:(PineMont) Plnecrest/ Montero Model / B4 To chord 2x4 SP 92 :r2 2x4 SP Ttl Dense: Bot chord 2x4 SP 41 Dense Webs 2x4 SP #3 R1 hip supports 7-0-0 jocks W/2 panel TC and no end vert. Deflection meets L/240 live and L/180 total load. 7. T 0 4-7 3 Rv=20384 U=6104 W=8" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 Ft mean hqt, RSCE 7-98, CLOSED bldTLocated anywhere in roof, CRT II, EXP B, wind TC OL=5.0 psF, wind BC OL=5:psF. Roof over -hang supports 2.00 psF soFFit load. LeFT side jocks hove 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jocks have7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. 6 ' 7 - 20' 607a 6074 11 0 Rv= 20384 U=6104 W=8" DESC. = B4 PLT. TYP.-WAVE TPI1995(STO) OTY= 1 TOTAL= 1 9• WRRNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING INSTRLLING FANDREFERTOBCSIIU3 (BUILDING COMPONENT SAFETY INFORMATI ON), PUBLISHED BY TPI (TRUSS PLATEINSTITUTE, 583 O'ONOFRIO OR. SUITE 200 MAOISON vl. 537191 RND uTCA (v000 TRUSS COUNCIL OFAMERICA6300ENTERPRISELN, MAbISON VI 55719) FOR,SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCffIONSUNLESSOTHERWISEINDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURRT. PRNELRNOBOTTOMCHORDSHALLHAVEAPROPERLYATTACHEDRIGIDCEILING. IMoRTRNT•• FURNISH COPY OF IRIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTSINC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILDT4TRUSSTINCONFORMANCEWITHTPI: OR FRBRICFITING HANDLING SHIPPING INSTALLING L BRACINGOFTRUSSES. DESIGN CONFORMS WITH APPLICABLE PR6v1510NS O NOS (NATIONAL DESIGN SPEC, BYAFLPAIANDTPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/IGGA (W,H/S/Kl ASTM AG53 GRADE 4O/60 (W K/H S) GRLV STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ONTHIS6ESI6NPOSITIONPERDRAWINGS16OA-7. ANY INSPECTION OF PLR TES FOLLOWED BY (II SHALL BEPERANNEXAiOFTPI1-2002 SEC 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONALENGINEERINGRESPONSIBILITYSOLELYFORTHETRUSSCOMPONENTDESIGNSHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING nFSIr,NFR_ PFP PNCT-1 , —1 1 JAN 0 9 2006 SCALE REV. 7.04.0805.14 028500 N TC LL 20 . OPSF REF' F••" C N TC OL 10.0 sF ORTE 01-09-2006 BC OL 10.OPSF ORWG kl 18243 q - BC LL 10.OPsf 9 , STATE OF : ` C'•.<: •''.` TOT,LD. OO SF0/A LEN. 20ORIOF S FRED ET e DLIR . FAC . 1. 25 SPACING 24.0" TYPE HIPS Job:(PineMont) Plnecrest/ Montero Model / EJ7 fop chord 2x4 SP 42 Bo t chord 2x4 SP "2 Rv=1854 THIS DUG. PREPAREO BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.75 Pt meon hqqt, ASCE 7-98, CLOSED bldg, not located within 4.50Ftfromroofedge, CAT 11, ERP 8, wind TC OL-5.0 psf,•wind BC DL-5.0 psf. Deflection meets L/240 live and L/I80 total load. U=1804 NAILED o LI . Rv= 6d# U 180# W=8.. 7 Rv=1364 U=1804 NAILED DESC. = EJ7 PLT. TYP.-WAVE TPI1995(STO) OTY= 17 TOTAL= 17 WARNING•• TRUSSES REOUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING INSTALLING ANDBRACING. REFER TO BCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), HUBLpIS14 D BY TPI (TRUSSPLATEINSTITUTE583O'ONOFRIO OR. SUITE 200 MADISON Wl. 537191 AND vICA (v000 TRUSS COUNCILOFAMERICR, 6300 ENTERPRISE LN, MA6ISON, VI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMINGTHESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS1 INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TOBUILDTHETRUSSINCONFORMANCEWITHTPI: OR FABRICATING, HANDLING SHIPPING, INSTALLING tBRACINGOFTRUSSES. DESIGN CONFORMS PITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY FIFLPA) AND TPI ALPINE CONNECTOR PLATES ARE MR DE OF 20/18/l6GA (W,H/S/K) AST M A653 GRADE40/60 (W K/H,S) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATEDONTHIS6ESIGNPOSITIONPERDRAWINGS16OR-Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL13EPERANNEXA5OFTPII-2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THESUITABILITYANDUSEOFTHISCOMPONENTFORANYBUILDINGISTHERESPONSIBILITYOFTHEBUILDINGDESIGNER. PER ANSI/TPI I SFr 2 Eou-'A- JAN 0 9 1006 SCREV. ALE7.04.0805.14 =0.5000 IlO243 TC LL 20.OPsfREF" CG`"•`••`y<'', IC OL IO.OPs F• DATE 01-09-2006 BC DL 1 0 . OS fP DRWG BC ILL 10. OPSf 9,+, ST.TEC•F TOT.LO. 50.0 sF 0/A LEN. 7 S/EKED ECG, DUR.FRC. 1 .25 SPACING 24.0" TYPE EJACK CITY OF SANFORD PERMIT APPLICATION Permit #: - a - I _ Date: RECEIVED Job Address: .: n r1 . -) 2 1 o 4' S +r-« 4- Description of Work: Historic District: Zoning: Value of Work: $ 1+ 5 1 0 ) Permit Type: Building ./ Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets I Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: 1 9 1? 07 2005 Construction Type: # of Stories: # of Dwelling Units: Flood Zone. (FEMA form required for other than X) Parcel #: © - -30 - 6_ ova "7 (Z' S U (Attach Proof of OO^wnership & Legal Description) ISO Owners Name & Address: (Jee b..: J .. d; -M 6 , b : A / "/ r? + C - 1 6 o ." I 7 7/ QL 1i-Phone: r Contractor Name & Address: 6ren O u a- , •, S ' >{ afld State License Numb C t3 C Phone & Fax: 4o'7 O . 911 ?Lt Contact Person: o YO.: 3 /' i Phone: Bonding Company: —cf r Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: 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 standards of all laws regulating construction in this jurisdiction. 1 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: 1 certify that all of 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: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may/be additional permits required from other governmental entities such as water mana ement districts, state agencies, or federal agencies. ce of p t i v c t I notify the owner of the property of the require is of o ' wti FS 713. i o CM` Signature of Owner gent Date Signature of Contractor/Agent Date J a3 n r N n jaZ`H OR OR L'6 Ad L m a, - n r w o z ri er/Agent' sCC me 'Contractor/Agent z C/3 / Ar o Z.. 9- VDate1/0 1 I 0 00- ignature of Notary -State of Florida CW e of Notary -State of Florida Date M z v w cz oCF,=) Owner/Agent is Personally Known to Me Contractor/Agent a m worisPersonallyKnowntoMeor Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoni a Utilities 9 2 `^J FD: Initial & Date)AA(Initi.lDte) (Initial & Date) (Initial & Date) Special Conditions: LITY IMPACTES r) 3 $51)-/b00 w0-6s-o- DEVELOPMENT FEE WORKSHEET CITY OF SANFORD UTILITY — ADMIN P.O. BOX 1788 SANFORD, FL 32772-1788 fi w /.rx " $ Date ZZ1406 Project Name: N . Phone: Owner/Contact Person: Address: 206, 21— Type of Development: I) RESIDENTIAL Type of Units (single family or multi -family): Total Number of Units: Type of Utility Connection individual connections or central water meter & common sewer tap): Water Meter Size (3/4", 1", 21t, etc.): RIV;R.• 2) NON-RESIDENTIAL Type of Units (commercial, Industrial, etc.): Total Number of Buildings: Number of Fixture Units each building): Type of Utility Connection individual connections or central water meter & common sewer tap): Water Meter Size (3/4", 111, 27, etc.) REMARKS: CONNECTION FEE CALCULATION.- s ee - l IA 0. LA1a7,t_ TMiJ4 37 ` ,e, 6sa Na—me- Signature - Date City of Sanford "The Friendly City" o Application for Variance TO: THE PLANNING AND ZONING COMMISSION OF THE CITY OF SANFORD, FLORIDA 1. LEGAL DESCRIPTION OF PROPERTY: Tax Parcel No. 07iInhnF&Jl Fs-1Fn lW ©Y P',I1IT® a v ATTACH A COMPUTER PRINT-OUT FROM THE SEMINOLE COUNTY APPRAISER) 2. ADDRESS OF PROPERTY: 3. CURRENT ZONING CLASSIFICATION: S 4. INTENDED USE OF PROPERTY: Submit a site survey with proposed variance.) VARIANCE VARIANCE REQUIRED PROPOSED REQUESTED REQUIRED PROPOSED REQUESTED Yard Setbacks / 7 3_ Minimum living area Parcel width 0 building line _ Required buffer Min. Parcel frontage 9 street Visual Screen Maximum building area Parking Minimum open space Sign Maximum building height Other Application must be submitted a minimum of forty-five (45) days prior to the Sanford Planning and Zoning Commission meetings on the first and third Thursdays of each month, advertised 10 days prior to meeting, posted by applicant 10 days prior with affidavit submitted prior to meeting. Findings and recommendations prepared by the Director of Engineering and Planning will be available for inspection prior to the meeting. Applicant hereby gives permission to City staff and any City of Sanford Planning and Zoning Commission Member to make an on -site inspection at the above referenced property location. TI-I: S APPLICATION IS APPLICANT/AGENT: Signature: Address: Phone: E- mail: PROPERTY OWNER: Signature: Address: Phone: Application No: Advertisement Date: Print Name 4., J,., s-r ,. 9e7Fax: NOTE: AGENT MUST FURNISH PROOF OF AUTHORITY Print Name Fax: OFFICIAL USE ONLY Notification of Adjacent Owners (Date): Affidavit Completion Date: Applicant Planning and Zoning Co fission Hearing Date: APPROVED Fee: Posting Date: Date: le Staff: lJ APPROVED WITH CONDITIONS airman, Plann. n{t and Zoning Commission or Adrninrsbot;- Official Date: a%/ s- d S Date: DATE 0 DENIED V--ce pdf THIS INSTRUMENT PREPARED BY: o Epp'; NOTICE OF COMMENCEMENT oNEN RS"' N Permit No. NAME . c 1w v , S MARS{ A C R'U\ E. o r n /? lP " ' Tax Folio No. • o State of Florida ADDR.0 ECounty of Seminole .I/C oe undersigned hereby gives notice that improvement will be made to certain real property, and in acco rEnce. with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. ca 0 s1. Description of property: (legal description of the property and street address if available)sN_ 2. General descnptron of unprovement: 63 yE> C,dySQ CCIr - - - --- a,3. Owner information In a) a. Name and address V 22 b. Interest in property L-)Wkg=r c. Name and address of fee simple titleholder (if other than Owner) 0 w 4. Contractor - s a. Name and address P; 1 ' Mf t cl n A.n r-1, -{I -rnm ,c ti ccF fah t`f\a rT( t n — 1 W- b. Phone number Fax number L 5. Surety mil a. Name and address V b. Phone number Fax number c. Amount of bond to 6. Lender - — J' a. Name and address 1J1P. Ln0 b. Phone number Fax number L 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as0providedbySection713.13(1)(a)7., Florida Statutes: a. Name and address P b. Phone number Fax number W 8. In addition to himself or herself, Owner designates A of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. rdi' a. Phone number Fax number s 9. Expiration date of notice of commencement (the expiration date is 1 year from the date o rdin ess a different date is specified) a u D I of Uwner u FjSworn to r affi d) d subscribed before me this 8 Y- day of 20 05 by s Personal! Known OR Produced Identification Type o I entification Produce Illlllllrur///i NEE G. F , cPys 23, 4. lure of No to of Florida y o #DD322346 Q T! Si W Z Co usslon Ex Tres: I :1s:° oQ I/Irlllllll111 RM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Monterey Builder: Pinecrest Address: 3,v5 -s?n Permitting Office: City, State:,Permit Number: Owner: - Jurisdiction Number: Climate Zone: Central I. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 31.6 kBtu/hr 3. Number of units, if multi -family I _ SEER: 12.00 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? No _ 6. Conditioned Floor area (ft') 1367 ft' c. N/A 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 0.0 ft' 0.0 ft' _ 13. Heating systems b. Default tint 0.0 ft' 0.0 W _ a. Electric Heat Pump Cap: 30.0 kBtu/hr c. Labeled U or SHGC 146.0 ft' 0.0 ft' HSPF: 7.00 S. Floor types b. N/A a. Slab -On -Grade Edge Insulation R=0.0, 204.0(p) ft _ b. N/A c. N/A c. N/A 9. Wall types 14. Hot water systems a. Concrete, Int Insul, Exterior R=4.1, 1761.0 ft' _ a. Electric Resistance Cap: 40.0 gallons b. Frame, Wood, Adjacent R=1 1.0, 255.0 ft' _ EF: 0.90 c. N/A b. N/A d. N/A e. N/A c. Conservation credits 10. Ceiling types HR-Heat recovery, Solar a. Under Attic R=30.0, 1367.0 ft' _ DHP-Dedicated heat pump) b. N/A 15. HVAC credits PT, c. N/A CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ PT -Programmable Thermostat, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.11 Total as -built points: 21436 PASSTotalbasepoints: 22887 I hereby certify that the plans and specifications covered by this calculation are in compliance with thE orida Energy Code. PREPARED BY: DATE: 8 - / - O 5- I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and TILE sT specifications covered by this oF _Argo calculation indicates compliance with the Florida Energy Code. "' Before construction is completed _ v this building will be inspected for n compliance with S on 553.908 Florida Statutes. K14 ® 0 WE v BUILDING OF.>r,IGIAL: DATE: " EnergyGauge® (Version: FLRCPB v3.30) Precast Lntel (8'x9', filled end unFOled) Taal Allocable Sucerlraosed Load - Pounds Per Llnear Fact Mark Na Normal Clear Scan Total Lintel Size I No Flll No Steel Qted W15IA Filled 2)15IB L-1 L-2 L-3 L-4 L-5 L-6 L-7 L-9 L-9 L-10 L-11 L-12 L-13 L-14 L-15 L-16 (PM L-17 0aS) L-18 PSJ L-19 (P.S) L-20 (PS.) L-21 (P.SJI L-22 (P 116, 2'2' 2'8' 3'2' 4'0' 4'6' 512, 6'2' 7-0' 810, 9'2' 1010, 1!2' 12'0' 12'8' 174' 14'0' 16'0' IEV In' 20'8' 22'8' no, 316, 4'0' 416' 5'4' 510' 6'6' 7'6' 8'4' 9'4' 10'6' 1114, 12'6' 1314, 14'0' 1418, 15'4' 17'4' 19'4' 20'0' 21'4' 21'0' 6191 1 7845 8122 4277 1 5413 5604 3466 4383 1 4538 2917 3686 3817 2304 2906 3010 2045 2577 2669 1722 2167 2245 1484 1865 1932 1304 1636 1696 . L138 1425 1 1476 989 1 1236 1 281 504 1 1128 1 1170 E07 1004 1 1042 749 931 1 933 708 783 1 784 548 760 1 765 491 667 1 681 332 521 523 M 406 408 208 1 376 377 IBG 302 303 111 237 239 LY IC, I— ICpl CDCllI p, tlLC]: MLC"' pros cr-es$ea using L) 7/16' Diameter Pres:ressing Strands. DEiA)L 'A' DETAIL 'B' QUALITY PRECAST COMPANY STRONG' ON SE) `r1Cc P.O. Box 11 - Brandon, Forido 33509-0011 813) 685-56 i 5 Fax: (81J) 653-3240 Orlando (407) 877-1000 Ldcicnd (941) 425-3070 Lake Helen (904) 228-21112 Pinellas (813) 821-6227 Ecsten Polk Country (941) 421-2019 Diatrioutora for. Loti's Concrete Product, Inc. Wekiwa Concrete Products P.O. Box 771255 P.O. Box 279 Winter Garden, Florida 34777-1255 Zellwood, Florida 32798 Precast Untel (8'X16' canposlte) To Allocable Suoerinoosed Load - Pounds Per Linear Faot Hcrk No. I Nordral Clear Span Total Untel Span Filled 1)R5 TLB C Filled MT( (lln53 D Filled 0. 5 T 6 E L- 1 L- 2 L- 3 L- 4_ L- 5 L- 6 L- 7 L- 8 L- 9 L- 10 L- 11 L- 12 L- 13 L- 14 L- 15 L- 16 (P.S) L- 17 (PS.) L- 18 (P.S) L- 19 (?.S) L- 20 (PS) L- 21 (PS) L- 22 (PS. 1' 6' 2' 2' 2' 8' 3' 2' 4' 0' 4' 6' 5' 2' 6' 2' 7' 0' 810' 9' 2' 1010, 11' 2' 12' 0' 12' 8' 13' 4' 14' 0' 16' 0' 1810, 18' 8' 20' 8' 22' 8' 2' 10' 3' 6' 4' 0' 4' 6' 5' 4' 5' 10' 6' 6' 7' 6' 8' 4' 9' 4' IG' 6' 11' 4' 12' 6' 13' 4' 14' 0, 14' 8' 15' 4' 17' 4' 19' 4' 20' 0' 21' 4' 1 2410' 12374 12591 12867 8488 8680 8871 6868 7023 7178 5772 5902 6033 4546 1 4649' I 4753 4028 4120 4212 3382 3460 I 3538 2906 _ 2575 3042 2548 2607 I 2666 2215 2267 2319 1918 1936 2G09 1749 1750 1 1832 1554 1591 1 1628 1438 1473 1507 1356 1389 i421 1395 1448 1512 1326 1376 1437 H53 1197 1250 1019 1057 1104 980 1 10-1 7--T 1063 880 1 90 1 954 740 775 801 1. pr • un,CU pros rv55e3 using 2) 7/16' Dlameter Pres1ressing Strands, DETA) L -" CErA:! 'a' NOTE: IT IS ME CONTRACTORS RESPCNSIBIL)TY TO RE AEW ALL DRA1iWNGS BEFORE CCNSTRUCTION BECKS. DANSCO ENGINEERING P.A. IS RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN FIEI- D CONDIIlCNS, 0iHER DESIGN PROFESSIONALS' SHOP DRAWINGS, CONTRACTORS' BUILDING ML- - CDS, AND THES_ SIGNED AND SEALED DRAWNG OUST SE 9RCJC''.T ATTENTION OF DANSCO ENGINEERING P.A. PRIOR TO THE COMNEYCE?AENT OF CONSTRUCTION. NOTE: EXTRA TIE BEAMS OR COURSES BETWEEN LINTEL AND TIE BEAM POURED SOLID ARE ACCEPTABLE rJ l KLJC; 1 UZRAL IVD I `_.CJ' 1) Coom. 1. 1 STANDARD BUS.DING COCE (1997). 1. 2 BUILDING CME REC(ARJJ:YiS FOR REINFORCED CCNCRETc (ACT 318-95). 1. 3 A11U.MCA4S000Y OF OVAL E4CINE_R5 MUBNLIU DESIGN LOADS FCR SU LDINGS A.NO OTHER S TnUCTURES (ASCE 7-98). 2) CONCRETE 21 CONCRETE COUNKSSIVE S1iENGTA AT 28 DAYS. 2. 1.1 PFC-CAST W/STANDARD REINFORCEMENT - 3500 PSI 11. 7 PRE -CAST W/Ii RESiRESSREINFORCEMENT - 5000 PS 2. 1.1 C.MCRc'TcFILL (PLACE] IN FIELD) - 2500 PS 22 REINFORCING BARS ASTV A415 (GRADE 40). 221. STEEL PLACED IN PRECAST MEL AT 1111E G FA3R1CATiCN AM AM (GRADE 60]_ 2. 22 STD 1N LINTEL, A40 KNOCKOUT BL= (PLACED 14 FiELD) AST.( A615 (GRADE 40). 13 PRc3"iir ESSMAROSASZ/ A416 7-R1RE 2. 4 D_iAll FeWaRCEUENTi IN ACCORDANCE WITH ACI 315. 25 CCNCRci1HG CPS?.ATICeiS STALL COMPLY 'Mir( ACI STANDARDS. 3) MAS.OKRY. 11 DESIGN A40 CONSTiUCTICN S4ALL CONFORM TO THE SPECIFiC.AnCH OF THE NATICHAL CONCRETE 4AS0, 71Y ASSOCIATICH AHO AC 530. 12 104IMUM WASONRY UNIT s7,--NGTr'_ rm mo PS. 13 MORTAR SHALL BE TYKE S. 5" QU6T UZAL ?LAN 5_ZYIC_ 531 S: 7!h S.P. 434 Some 200E SPS- Al a,ron e R;rinzs, FL 32714 lane 4^, 7 295-513J fax 10,_) 295-814. Ken Ehlers P.ca. state cerKled r 18243 E I Dr4NEG0 21, FllfNE=RING, PA rD. COC -VI" - AP I! O P-ORDA - !M-J ActZ - (Aw w V464 PAX - (80) 64e 5&156 fl! _---x--.— r. - w TT'PIGAL LINTEL D=TAIL5 DAr_ N n' r r uer ccrr LINTEL FirGTION 4 LOAD TA5LL5 FOR S' LU1D= L0vir18 0 ve .goo' I I QUALITY PRECAS-I STRONG' ON SERVICE P.O. Box 11 - Brandon, Farida 33509-0011 813) 685-5615 Orlando (407) 877-1000 Fax: (813) 653-3240 Lake Helen (964) 226-2112 Plndla3 (813) 01-6221 eist,• t r r r: Lott'a Concrete Products, Inc. P.O. Box 771255 Winter Garden, Florida 34777-1255 2' Recessed Door Headers (8'x6', filled and unFilled) Total Allowable Su erim osed Load - ptf Hark No, Nominal Clear Span No Fit( No Steel Filled 1) #5 A D-1 D-2 D-3 D-4 D-5 D-6 D-7 D-8 D-9 2'-0'2612 2'-4' 2'-6' 2'-8' 3'-0' 4'-0' 5'-0' 6'-0' 8'-0' 3917 1952 1732 1292 1937 736 1051 7.cz DETAIL 'A' 1" FOR WEKIWA LINTELS 3' FOR LOTTS LINTELS LUMPANY Ldeland (941) 425-3070 Eastern Pork Country (941) 421-2019 Wekiwa Concrete Products P.O. Box 279 Zellwood, Florida 32798 2' Recessed Door Headers 044', Composite) Total Allowable Superimposed Load - Pounds Per Linear F Mark No. Nominal Clear Soon Filled 0)153,(1)#5T B Filled 135T(1359 C Filled 13511,015T D D-1 D-2 D-3 D-4 D-5 D-6 D-7 D-8 D-9 2'-0' 2'-4' 2'-6' 2'-8' 3'-0'5391q 4'-0' 5'-0' 6'-0' 8'-0' 7980 8199 8426 6018 6 2650 2755 2855 2026 2078 2130 n N 4W Deus•' ... ; . n ba I 76z DETAIL 'E' 1. 76es' OC AIL 'C' NOTE IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW ALL DRAWINGS BEFORE CONSTRUCTION BEGINS. DANSCO ENGINEERING P.A. IS RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN FIELD CONDITIONS. OTHER DESIGN PROFESSIONALS' %OP DRAWINGS, CONTRACTORS' BUILDING METHODS. AND THESE SIGNET) AND SEALED ORAWNG MUST BE BROUGHT ATTENTION OF DANSCO ENGINEERING P.A. PRIOR TO THE COVVENCIDJENT OF CONSTRUCTION. of 7sr_• (. DETAIL 'D- NOTE: EXTRA TIE BEAMS OR COURSES BETWEEN LINTEL AND TIE BEAM POURED SOLID ARE ACCEPTABLE STRUCTURAL NOTES 1) CODES 1.1 STANDARD BUILDING CODE (1997). 1.2 BUILDINC CODE REOUIREWENTS FOR REINFORCED CONDR Tc (ACI 311-95 1.3 AMERCAN SOCIETY OF CML ENCNEERS MINIMUM DESGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7—SB). 2) CCNU;EfE 21 CONCRETE COYPRESSYE STRENC!H AT 28 DAYS 21.1 PRE —CAST W/STANDARD REINFORCE31ENT — 35M PS 21.2. PRE —CAST W/PWSiRESS RONFORCENENT — 5000 PS 21.3. CONCRETE FILL (PLACED IN FED) — 2500 PS 2-2 REINFORCING BARS: ASTU A815 (OWE 40 22.1. STEEL PLACID IN PRECAST LINTEL. AT TIME OF FA2RCATICN AS W Ae15 (GRADE 601, 22Z STEi1 IN LINTEL AND KNOCKOUT BLOC( (PLACED IN FIELD) ASTY A615 (GRADE 40) 23 PRESTRESS STRANDS ASW A416 7—MARE 24 DETAIL RONFORCEWENT IN ACCORDANCE PATH AO 3:i 25 CONWIINC OPERATIONS SHALL COMPLY MTH AO SAGOARDS 3) MASONRY: 3.1 DESCN AND CONSTRUCTION SHALL CONFORM TO THE SPEUICAHaN OF THE NATIONAL CONC'.cis MASONRY ASSOCIATION AND ACI 530. 3.2 MMUUM MASONRY UNIT STR NCY: rm 12°(i P5. 3.3 MCRTAR SHALL BE TYPE S. 5!iUCiLJFP,L i'LAN ri i?VICE 3: ;:I'.n :.2 434 Suite 200i P: 1407) 293-9!:;a c. 1;,7) 295-8141 Ken Ehlers P.E. state ce tified # 18243 DEDANSCOEW_.NZ-_=RIW_-, FA. rD. e+e>< s.ao - Artit:o 15EA04 - K.D=A - sne- rbo! 646 0" PAX - (q) roe Try T t FICA -I LINT=L D=TAIL5 DATE V:iwn PIAL rl fib: CCTV LNT-`W 5=cI0N 4 LOAD TAE3L= FOR DOOR I-a£ADER LR.TE-1 5 M xe Was" F SPS STRUCTURAL PLAN SERVICE INC. roof & floor trusses, LVL & glu-lam beams, clips & hangers) 531 South S.R. 434 Suite 2001 Altamonte Springs, FL 32714 Phone 407 407) 295-8155 fox 295-8141 JOB# 2654B Cedar Hill Lot 12 Seminole County, FI. This package contains . 28 truss drawings. Building Code: Fbc2001 Wind Design: ASCE 7-98 Wind Speed: 120mph Design Method: Main Wind Force Resisting System Roof Load: XX psf @ 1.25 Duration Floor Load: Duration ASCE 7-98 N/a 0 1.00 With my embossed seal affixed to this sheet, I hereby certify that this serves as an index sheet in conformance with Rules 61G15-31-.003 and 61G15-23.002(2) of the Florida Board of Professional Regulation. I embossed seal of this index sheet indicates acceptance of professional engineering responsibility soley for the TRuss Design Drawings listed below and atteched. Refer to the individual truss drawings for the design loads applied. The suitablity and use of each component for any particular building is the responsibility of the building designer, per ANS/TPI 1-1995 Sec. 2 and ANSI/TPI/QTCA 4 Section 2-4 Note: Each individual truss design is valid only if it contains a copy of the Engineers ink stamp signifying the review of each individual truss design drawing. TRUSS ID's A l B l C l H.13 EJ 3 CJ I A 2 B 2 C 2 HJ1 E.17 CJ3 A 3 HJ 7V EJ 7V CJ 5 A 4 CJ IV A 5 CJ 3V A 6 CJSV A A A A 10 A 11 A 12 SPS 10/19/04 KEN EHLERS, P.E. #18243 Job f ' I^ss Truss Type Qty Ply PINECREST/Monteray 2654B A01 ROOF TRUSS 1 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:03 2004 Page 1 1-14-0, 7-M 13-2-14 19-4-0 25-5-2 3148-0 1-4-0 7-0-0 6-2-14 6-1-2 6-1-2 6-2-14 Scale = 1:57.7 6x10 M1120H = 2x4 II 5x8 = 2x4 II 6x6 = CD M 3x8 = 13 12 11 10 9 8 2x4 11 3x8 = 4x6 = 2x4 II 5x10 = 3x4 11 7-0-0 13-2-14 19-" 25-5-2 31-7-8 31t-0 7-M 6-2-14 6-1-2 6-1-2 6-2-6 0-0-8 LOADING (psf) SPACING 24-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.60 10-12 >625 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.47 10-12 >798 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) -0.17 8 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Udefl = 360 Weight: 162 lb LUMBER BRACING TOP CHORD 2 X 4 SYP NoA D 'Except' TOP CHORD Sheathed or 2-9-13 oc purlins, except end verticals. T1 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-1-4 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 3-12, 5-9 WEBS 2 X 4 SYP No.3 'Except' 2 Rows at 1/3 pts 7-9 EV2 2 X 4 SYP No.2 REACTIONS (lb/size) 8=1725/0-3-8, 2=2029/0-7-8 Max Horz 2=169(load case 4) Max Uplift 8=-1 817(load case 4), 2=-1573(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=38, 2-3=3680, 3-14=-4028, 14-15=-4028, 4-15=-4028, 4-16=-4028, 16-17=-4028, 5-17=-1028, 5-18=-2478, 18-19=-2478, 19-20=-2478, 6-20=-2478, 6-21=-2478, 21-22=2478, 22-23=2478, 7-23=-2478, 7-8=-1578 BOT CHORD 2-13=3170, 13-24=3192, 24-25=3192, 12-25=3192, 12-26=3791, 11-26=3791, 11-27=3791, 10-27=3791. 10-28=3791 28-29=3791, 29-30=3791, 9-30=3791, 9-31=83, 31-32=83, 32-33=83, 8-33=83 WEBS 3-13=549, 3-12=961. 4-12=-351, 5-12=275, 5-10=262, 5-9=-1520, 6-9=370, 7-9=2773 NOTES ` 1) This truss ha's been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-99 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M1120 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1817 lb uplift at joint 8 and 1573 lb uplift at joint 2. 5) Special hangers) or connection(s) required to support concentrated load(s) 230.41b down and 331.91b up at 7-0-0. 188.71b up at 9-0-12, 188.71b up at 11-0-12, 188.71b up at 13-0-12. 188.71b up at 15-0-12, 188.71b up at 17-0-12, 188.71b up at 19-0-12, 188.71b up at 21-0-12, 188.71b up at 2340-12, 188.71b up at 25-0-12, 188.71b up at 27-0-12, and 188.71b up at 29-0-12. and 188.71b up at 31-0-12 on top chord, and 348.91b down and 195.01b up at 7-M, 46.31b down at 9-0-12, 46.31b down at 11-0.12, 46.31b down at 13-0-12. 46.31b down at 15-0-12, 46.31b down at 17-0-12, 46.31b down at 19-0-12, 46.31b down at 21-0-12, 46.31b down at 23-0-12, 46.31b down at 25-0-12, 46.31b down at 274)-12, and 46.31b down at 29-0-12, and 46.31b down at 31-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf] ilPrc TyFPS Vert: 1-2=-61.4, 2-3= 62.6, 3 7= 60.0, 2 8=-20.0 Concentrated Loads (lb) c 16247 1 •A'_ Vert: 3=-230.4 13=-348.9 12=46.3 10=46.3 24=46.3 25=46.3 26=-46.3 27=46.3 28=-46.3 29=46.3 30=46.3 31=46.3 y?":• S7ATC OF Jx. 32=46.3 33=46.3 f <dnrn# Jpb f Tr115s Truss Type Oty Ply PINECREST/Monteray 2654E A02 ROOF TRUSS 1 1 optional) A[rUOLUrd1 rldn J@fVlOp IIIG., / WIIUJKV aNnny., "— ice, v w ,,• •• -..-- •- ---- -------------_. - - 1-4-04-9-4 9-" 16-7-4 24-0-12 31-8-0 14- 0 4-94 4-2-12 7-7-4 7-5-8 7-7 4 Scale = 1:57.7 47 = 2x4 II 5x5 = 3x5 = 3x0 — 12 11 10 9 8 3x4 = 3x4 = 3x5 = 2x4 II 3x8 = 9- M 16-7-4 24-0-12 31-7-8 318-0 9- 0-0 7-7-4 7-5-8 7-6-12 0-0-8 LOADING ( psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2001 CSI TC 0.99 BC 0.65 WB 0.58 DEFL in (loc) Vdefl Vert( LL) -0.11 10 >999 Vert( TL) -0.28 10-12 >999 Horz( TL) 0.06 8 n/a 1st LC LL Min Vdefl = 360 PLATES GRIP M1120 249/190 Weight: 168 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) 8=1251/0-3-8, 2=1373/0-7-8 Max Horz 2=206(load case 4) Max Uplift8=-274(load case 4), 2=-322(load case 4) FORCES ( lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=2182, 3-4=-1936, 4-5=-2144, 5-6=-2144, 6-7=1553, 7-8=-1177 BOT CHORD 2-12=1916, 11-12=1739, 10-11=1739, 9-10=1579, 8-9=0 WEBS 3-12=209, 4-12=259, 4-10=472, 5-10=-445, 6-10=666, 6-9=-800, 7-9=1820 NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint 8 and 322 lb uplift at joint 2. LOAD CASE(S) Standard C0 W o" En4 i e'•,, I/ cp1IF/ CT`nF 4- A.' s-rATe OP f• ' c ronlntt' 40.-D"111,11'01,r` Job ' TAuss Truss Type Qty Ply PINECREST/Monteray 2654B A03 ROOF TRUSS 1 1 optional) Jwaurai man service inc., Hnamanie apnngS, r•L JLf 14, trt,) 4.LU1 JKl S NOV la duuu M11 eK Incustnes, Inc. 1 ue Uct 1y 14:3J:u4 ZUu4 rage 1 IZ 14-04 7-2-3 11-0-0 16-0-0 1 21-0-0 1 24-9-13 1 31-8-0 r 1-4-0 7-2-3 3-9-13 5 0-0 5-0-0 3-9-13 6-10-3 Scale = 1:57.6 4x4 = 3x4 = 4x4 = 3x5 = 14 13 12 11 10 9 3x5 = 2x4 II 3x4 = 3x8 = 2x4 II 3x7 11 3x8 = 3x4 = 7-2-3 1 11-0-0 21-M 24-9-13 1 31-7-8 31-8-0 7-2-3 3-9-13 10-0-0 3-9-13 6-9-11 0-0-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2001 CSI TC 0.55 BC 0.69 WB 0.29 DEFL in (loc) I/defl Vert(LL) -0.09 13 >999 Vert(TL) -0.41 10-13 >916 Horz(TL) 0.08 8 n/a 1st LC LL Min Vdefl = 360 PLATES GRIP M1120 249/190 Weight: 163 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 REACTIONS (lb/size) 8=1276/0-3-8, 2=1380/0-7-8 Max Horz 2=114(load case 4) Max Uplift 8=-1 50(load case 5), 2=-300(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=2123, 3-4=-1790, 4-5=-1613, 5-6=-1602, 6-7=-1777, 7-8=-2097 BOT CHORD 2-14=1877, 13-14=1877, 12-13=1736, 11-12=1736, 10-11=1736, 9-10=1844, 8-9=1844 WEBS 3-14=108, 3-13=-376, 4-13=532, 5.13=-187, 5-10=204, 6-10=526, 7-10=348, 7-9=107 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss •tias been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 8 and 300 lb uplift at joint 2. LOAD CASE(S) Standard yy tirrcTyM1F- 102 7 l•A•_ STATE OF K•' 001-O.h•.- p,EO'Gppd 2654E 1 A04 I ROOF TRUSS ural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MITek Industries, Inc. Tue Oct 19 14:33:05 2004 Page 1 1-4-01 6-8-11 13-M 19-M 25-3-5 31-8-0 1-4-0 6-8-11 6-3-5 6-0-0 6-3-5 6-4-11 Scale = 1:57.4 4x7 = 6.00 12 4x7 = 3x8 // 6-8-11 13-0-0 16-M 19-M 25-3-5 31-7-8 31$-0 6-8-11 6-3-5 3-0-0 3-0-0 6-3-5 6-4-3 0-0-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2001 CSI TC 1.00 BC 0.94 WB 0.53 DEFL in (loc) Vert(LL) -0.31 11 Vert(TL) -0.65 11 Horz(TL) - 0.49 .7 1st LC ILL Min VdeFl = 360 Udefl 999 580 n/a PLATES GRIP M1120 249/190 Weight: 157lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2 SOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 8 SYP No.1 D REACTIONS (lb/size) 7=1291/0-3-8, 2=1395/0-7$ Max Horz 2=124(load case 4) Max Uplift 7=-1 57(load case 5), 2=-280(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-3965, 3-4=-3114, 4-5=3596, 5-6=-3102, 6-7=-3904 BOT CHORD 2-14=3592, 13-14=3586, 12-13=3586, 11-12=2883, 10-11=2871, 9-10=3525, 8-9=3525, 7-8=3525 WEBS 3-14=134. 3-12=-696, 4-12=301, 4-11=1077, 5-11=1093. 5-10=282, 6-10=-647, 6-8=131 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss'Res been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 7, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 7 and 280 lb uplift at joint 2. LOAD CASE(S) Standard STAT! OF It. gV Ilp'LN IP Job b T russ Truss Type Oty Ply PINECREST/Monteray 2654E A05 ROOF TRUSS 1 1 optional) Structural Plan Service Inc.. Altamonte Sorinas. FL 32714. (PC) 4.201 SR1 s Nnv 1R 2nnn MiTPk Inrinetriae Inr Min rlrf to 1A-11•r17 9nnd Donn 1 14-0 5-7-10 10-11-2 15-0-0 17-M 21-2-3 26-4-6 318-0 1-" 5-7-10 5-3-8 4-0-14 2-0-0 4-2-3 5-2-3 5-3-10 4x4 = 4x4 = 6.00 12 5 6 3x4 W5 W 4 L Sx5 W4 c1 o 0 3 W2 0 13 B 4x8 = 14 2 15 3x41 16 4x4 x8 Zx4 11 3.00 12 Scale: 3/16"=1 3x4 7 W7 5x5 W10 8 h o 6 12 yy2 9 c 3x4 ZZ 11 o `o 4x4 z 10 ?02 1 `N I`D 2x4 11 3x 12 5x6 M1120H zz 3x8 // r 5-7-10 10-11-2 164)-0 21-0-2 212-3 264-6 31-7-8 31-8-0 5-7-10 5-3-8 5-0-14 5-0-2 0-2-1 5-2-3 5-3-2 0-0-8 Plate Offsets (X,Y): 2:0-3-1,0-2-4] [3:0-2-8 0-3-01J8:0-2-8,0-3-01, [9:2-2-3,Edgel, [9:1-1-2,0-2-61, [9:0-0-12,0-2-5] [11:0-2-0Edge], f 13:0-4-0,0-2-41, [15:0-2-0,Edgel LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) ' -0.30 13 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.63 13-14 >594 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.48 9 n/a BCDL 10.0 Code FBC2001 1st LC LL Min Vdefl = 360 Weight: 166 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-15 oc bracing. WEBS2X4SYPNo.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 8 SYP No.1D REACTIONS ( lb/size) 9=1295/0-3-8, 2=1400/0-7-8 Max Horz 2=138(load case 4) Max Uplift 9=166(load case 5), 2=-263(load case 4) FORCES ( lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-4055, 3-4=-3452, 4-5=-2719, 5-0=-2708, 6-7=-2720, 7-8=-3439, 8-9=3971 BOT CHORD 2-16=3660, 15-16=3654, 14-15=3654, 13-14=3182, 12-13=3171, 11-12=3565, 10-11=3565, 9-10=3570 WEBS 3-16=111, 3.14=-459, 4-14=250, 4-13=-692, 5-13=1070, 6-13=1067, 7-13=-676, 7-12=229, 8-12=383, 8-10=108 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 9 and 263 lb uplift at joint 2. LOAD CASE(S) Standard Job I ' Truss Truss Type Qty Ply PINECREST/Monteray 26548 A06 ROOF TRUSS 4 1 o tional Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MITek Industnes, Inc. Iue Uct 1y 14:33:Ut a=4 Page 1 1-45-7-10 10-9-13 16-0-0 21-2-3 _ 264-6 31-8-0 1- 4-0 5-7-10 5-2-3 5-2-3' 5-2-3 5-2-3 5-3-10 Scale = 1:61.5 4x6 = 6. 00 12 3x8 // 8- 2-11 16-0-0 23-9-5 _ 31-7-8 Ll -0 8- 2-11 7-9-5 7-9-5 7-10-3 0-0-8 Plate Offsets (X,Y): 2:0-3-0,0-2-4], [3:0-3-0,0-3-0], [7:0-3-0,0-3-01, 8:1-1-0,0-2-7]L[8:2-1-1.Edge], 8:Edge,0-1-8] LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.31 11 999 M1120 249/190 TCOL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) 0.69 11-13 541 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.47 8 n/a BCOL 10.0 Code FBC2001 1st LC LL Min Vdefl = 360 Weight: 156 lb LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 8 SYP No-2 REACTIONS ( lb/size) 8=1298/0-3-8, 2=1402/0-7-8 Max Horz 2=145(load case 4) Max Uplift 8=171 (load case 5), 2=-253(load case 4) BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. FORCES ( lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-3958, 3-4=-3683, 4-5=-2690, 5-6=-2690, 6-7=-3630, 7-8=-3875 BOT CHORD 2-13=3570, 12-13=3153, 11-12=3153, 10-11=3128, 9-10=3128, 8-9=3480 WEBS 3-13=180, 4-13=399, 4-11=-684, 5-11=2082, 6-11=-659, 6-9=360, 7-9=137 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Bearing at joint(s) 8, 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 8 and 253 lb uplift at joint 2. LOAD CASE(S) Standard C4CY PlC,T^ 1 sG. x' • Ies s I*_ sT. LTL OF Job Truss Truss Type Oty Ply PINECREST/Monteray 26548 A07 ROOF TRUSS 1 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:08 2004 Page 1 1-4-01 5-11-13 11-0-14 16-M 23-4-0 23-5-12 28-M 1-4-0 5-11-13 5-1-1 4-11-2 7-4-0 0-1-12 4-6-4 4x4 = 6.00 12 3x7 8-8-12 16-0-0 23-4-0 28-0-0 848-12 7-3-4 7-4-0 4-8-0 Plate Offsets (X,Y): 2:0.2-8,0-1-81J3:0-0-0,0- -0" [4:0.2-8,0 3 0 , [5:0-0-0,0-0-0 , [6:0-0-0,0-"J. 7:0-0 ,G-"1, (10:0.2-8,0-3-01 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.76 DEFL Vert(LL) in (loc) Vdefl 0.18 10 >999 PLATES GRIP M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) 0.42 9-10 >779 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.22 7 n/a BCDL 10.0 Code FBC2001 1st LC LL Min I/defl = 360 Weight: 129 lb LUMBER TOP CHORD -2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=1135/0-7-8, 2=1243/0-7-8 Max Horz 2=192(load case 4) Max Uplift7=-136(load case 5), 2=-239(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=3332, 3-4=-3004, 4-5=-2024, 5-6=2024, 6-7=-2002 BOT CHORD 2-10=3008, 9-10=2544, 8-9=1791, 7-8=1757 WEBS 3-10=-241, 4-10=407, 4-9=-694, 5-9=1422, 6-9=74, 6-8=315 BRACING TOP CHORD Sheathed or 24W 2 oc purtins. BOT CHORD Rigid ceiling directly applied or 7.6-10 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 7 and 239 lb uplift at joint 2. LOAD CASE(S) Standard Scale = 1:52.8 I •lees } a_ STAT! OF !Q• W Job r TItss Truss Type Oty Ply PINECREST/Monteray 2654E A08 ROOF TRUSS 1 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 Ski 5 Nov 16 2000 mi I eK industries, Inc. I ue Oct i9 14:33: lu 2004 rage i 1-4-04-9-13 10-1-13 15-M 17-0-0 23-4-0 23-5-12 28-0-0 1- 4-0 4-9-13 5-4-0 4-10-3 240-0 6-" 0-1-12 4-6-4 Scale = 1:55.2 M dY 1 3x8 4x8 = 4x8 = 7- 6-15 15-1-8 16-10-8. _ 23-" 28-U i 7- 6-15 74L-9 1-9-0 6-5-8 4-8-0 Plate Offsets (X,Y): 2:0-2-8,0-1-81, [3:0-3-0,0-3-01, 5:0-5-4,0-2-0], 6:0-5-4,0-2-0L f11:0-2-8,0-0-0) LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.17 14 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.43 12-14 770 BCLL 0.0 Rep Stress Incr YES WS 0.34 Horz(TL) 0.21 8 n/a BCDL 10.0 Code FBC2001 1st LC LL Min Udefl = 360 Weight: 143 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) 8=1133/0-7-8, 2=1241/0-7-8 Max Horz 2=185(load case 4) Max Uplift8=-132(load case 5), 2=247(load case 4) BRACING TOP CHORD Sheathed or 2-11.6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. FORCES ( lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=3377, 3-4=3106, 4-5=-2159, 5-0=2034, 6-7=2081, 7-8=-1997 BOT CHORD 2-14=3033, 13-14=2637, 12-13=2637, 11-12=2005. 10-11=1919, 9-10=1785, 8-9=1752 WEBS 3-14=-170, 4-14=363, 4-12=-656, 5-12=428, 6-11=663, 6-10=31, 7-10=130, 7-9=-323, 5-11=341 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 8 and 247 lb uplift at joint 2. LOAD CASE(S) Standard C. 4.Y I F!C Ty(FP,,4- yI- STATE OF i• Job Truss Truss Type Qty Ply PINECREST/Monteray 26548 A09 ROOF TRUSS 1 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:10 2004 Page 1 oq d to M QiC 1-4-0, 6-8-11 134)-0 1.9-M 23-5-12 28-0-0 1-4-0 6-8-11 6-3-5 6-M 4-5-12 4-6-4 3x8 4x8 = 6.00 12 2x4 II 4x8 = Scale = 1:53.3 6 8 11 13-1 8 18 10 8 234-0 28-0-0 648-11 64-13 5-9-0 4-5-8 443-0 Plate Offsets (X,Y): 2:0-2-8,0-1-81, [3:0-3-0,0-3-01, 4:0-5-4,0-2-0], 6:0-5-4,0-2-0, [11:0-4-0,0-0-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.18 12 999 M1120 249/190 TCOL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.42 12-14 785 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.23 8 n/a BCDL 10.0 Code FBC2001 1st LC LL Min Udefl = 360 Weight: 136 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=1127/0-7-8, 2=1237/0-7-8 Max Horz 2=172(load case 4) Max Uplift 8=1 28(load case 4), 2=262(load case 4) BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-3346, 3-4=-2462, 4-5=2767, 5-6=-2767, 6-7=-2158, 7-8=1986 BOT CHORD 2-14=3031, 13-14=3025, 12-13=3025, 11-12=2282, 10-11=1987, 9-10=1774, 8-9=1742 WEBS 3-14=134, 3-12=735, 4-12=313, 4-11=745, 6-10=28, 7-10=215, 7-9=341, 5-11=164, 6-11=1132 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 8 and 262 lb uplift at joint 2. LOAD CASE(S) Standard Job ' Truss Truss Type Oty Ply PINECREST/Monteray 2654E A10 ROOF TRUSS 1 1 o tional Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:12 2004 Page 1 1-44 5-104 11-0-0 16-M 21-0-0 26-1-12 32-M 33-4-0 1-4-0 5-104 5-1-12 5-•0-0 5-M 5-1-12 5-10-4 1-44 Scale = 1:59.6 4x4 = 3.00 f 12 3x8 = 4x4 = 5-10-4 11-1-8 16-M 20-10-8 26-1-12 32-M 5- 10-4 5-3-4 4-10-8 4-10-8 5-3-4 5-10-4 Plate Offsets (X,Y): 2:0-3-0,0-2-4], [3:0-0-0,0-0-01, [4:0-0-0,0-0-0L 5:0-0-0,0-0-0][6:0-0-0,0-0O1, [7:0-0-0,0-0-01, 8:0-3-0,0-2-4] LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.33 12 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.67 12 560 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.48 8 n/a BCDL 10.0 Code FBC2001 1st LC LL Min VdeFl = 360 Weight: 156 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS ( lb/size) 2=1394/0-7-8, 8=1394/0-7-8 Max Horz 2=101(load case 4) Max Uplif12=297(load case 4), 8=229(load case 5) BRACING TOP CHORD Sheathed or 2-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. FORCES ( lb) - First Load Case Only TOP CHORD 1-2=17,'2-3=-4019, 3-4=-3394, 4-5=3085, 5-6=-3085, 6-7=-3394, 7-8=-4019, 8-9=17 BOT CHORD 2-14=3629, 13-14=3628, 12-13=3406, 11-12=3406, 10-11=3628, 8-10=3629 WEBS 3-14=114, 3-13=-488, 4-13=1207, 5-13=374, 5-12=98, 5-11=374, 6-11=1207, 7-11=-488, 7-10=114 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI1TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 2 and 229 lb uplift at joint 8. LOAD CASE(S) Standard Job Trtiss Truu Type Oty Ply PINECREST/Monteray 26548 All ROOF TRUSS 1 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:13 2004 Page 1 Pl-" 5-3-1 9-0-0 13.M 18-4-0 23-M 26-8-15 32-0-0 33-4-0 14-0 5-3-1 3-8-15 4-8-0 4-8-0 4-8-0 348-15 5-3-1 1-4-0 Scale = 1:59.6 4x4 = 3.00 Fl2 3x4 = 3x4 = 4x4 = 9-1-8 16-0-0 22-10-8 324)-0 9-1-8 6-10-8 6-10-8 9-1-8 Plate Offsets (X,Y): [2:0-3-0,0-2-4], [3:0-0-0,0-0-0], [4:0-0 .0-0-0], [5:0-0-0,0-0-0], [6:0-0-0,0-0-0], [7:0-0-0,0-0-0], [8:04)-0,0-0-0], [9:0-3-0,0-2-4], [11:0-4-0,0-0-8], [13:0-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.38 12 >999 M1120 249/190 TCOL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) • -0.75 12 • >502 BCLL i 0.0 Rep Stress Incr YES WB 0.44 HO2(TL) 0.48 9 n/a BCDL 10.0 Code FBC2001 1st LC LL Min Vdefl = 360 Weight: 150 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS ((b/size) 2=1388/0-7-8, 9=1388/0-7-8 Max Horz 2=87(load case 4) Max Uplift 2=-31 1 (load case 4), 9=-216(load case 5) BRACING TOP CHORD Sheathed or2-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-3860, 34=-3625, 4-5=-3309, 5-6=-4012, 6-7=3309, 7-8=-3625, 8-9=3860, 9-10=17 BOT CHORD 2-13=3470, 12-13=3946, 11-12=3946, 9-11=3470 WEBS 3-13=128, 4-13=1357, 5-13=-723, 5-12=95, 6-12=95, 6-11=723, 7-11=1357, 8-11=128 NOTES 1) This truss -has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98' per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 2 and 216 lb uplift at joint 9. LOAD CASE(S) Standard ao N p cot „14! 1 4G a - x' •lees 1•A_ STATE OF J., ' P} ' OF I_r *``` Job V Truss Truss Type City Ply PINECREST/Monteray 2654E Al2 ROOF TRUSS 1 2 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714. (PC) 4.201 SRi s Nov 16 2000 Mi r ex industries, inc. i ue vci 19 4:31.ro cuuv rage i 1-4-q 5-3-7 7-0-0 11-" 16-0-0 1 20-6-0 25-0-0 126-8-9, 32-M 33-4-0 1-4-0 5-3-7 1-8-9 4-6-0 4-6-0 4-6-0 4-6-0 1-8-9 5-3-7 1-4-0 Scale = 1:61.0 6.00 r12 6x8 MII20H 4x10 M1120H = 4x10 M1120H = 2X4 II 5x8 MI120H= 2x4 II 2X4 -- 4 70 5 T7 6 7 8 00 2X4 W oVYI VM 9 1 II M 17 16 15 14 13 12 6x12 M1120H= 3x8 = 2x4 11 4x8 MI120H= 6x12 MI120H= 3x8 = 3.00 12 10 11 6x8 M1120H 7-3-0 11-" 16- 0 1 20-6-0 24-9-0 32-0-0 7-3-0 4-3-0 4-6-0 4-6-0 4-3-0 7-3-0 Plate Offsets (X,Y): 2:0 4-7,Edgej, [3:0-0-0,0-0-0] [4:0-7-0,0-2-01, [5:0-0-0,0-0-0], 6.0.4-O 0-3-0] p:0-0-0,0-0-0], [8:0-7-0,0-2-01,[9:0-0-0 0-"],[10:-4-7 Edge 0LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.59 15 >638 M1120 .249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) 1.19 15 >316 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.62 10 n/a BCDL 10.0 Code FBC2001 1st LC LL Min VdeFl = 360 Weight: 303 lb r_ N N y 0 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-12 oc puriins. BOT CHORD 2 X 4 SYP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. B2 2 X 4 SYP No.1 D, B4 2 X 4 SYP No.1 D WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS ( lb/size) 2=2852/0-7.8, 10=285210-7-8 Max Horz 2=88(load case 4) Max Uplift2=-698(load case 4), 10=-578(load case 5) FORCES ( lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-9368, 3-4=-9432, 4-5=11573, 5-0=-11573, 6-7=-11573, 7-8=11573, 8-9=9432, 9-10=-9368, 10-11=17 BOT CHORD 2-17=8430, 16-17=8773, 15-16=12527. 14-15=12527, 13-14=12527, 12-13=8773, 10-12=8430 WEBS 3-17=265, 4-17=2702, 4-16=3040, 5-16=589, 6-16=1037, 6-15=200, 6-13=-1037, 7-13=589, 8-13=3040, 8-12=2702 9- 12=265 NOTES z 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 lb uplift at joint 2 and 578 lb uplift at joint 10. 7) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 573.91b down and 325.51b up at 24-9-0, and 573.91b down and 325.51b up at 7-3-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard nirPrd•. F y 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 1; tt„ rs ;- Uniform Loads (plf) le:. l • Vert: 1-2=-01.1, 2-3=-02.9, 34=-62.4, 4-8=-135.7, 8-9=-02.4, 9-10=-62.9, 10-11=-61.1, 2-17=20.6, 12-17=-44.5, ware OF 10- 12=20.6 c<on1nC Continued on page 2 eo e»i•` Job Truss Truss Type Qty Ply PINECREST/Monteray 2654E Al2 ROOF TRUSS 1 2 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MTek Industries, Inc. Tue Oct 19 14.33.16 2004 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17=-573.9 12=-573.9 1LIFj q Ex•` 'Ie2 1•k_ y? STATCOF Jq• Alllpol Job Truss Truss Type Oty Ply PINECREST/Monteray 2654B B1 ROOF TRUSS 1 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:16 2004 Page 1 1-4-0 , 10-0-0 20-0-0 21-4-0 1-4-0 10-" 10-0-0 1-4-0 Scale = 1:38.8 44 = c• 1 [q 0 JR9 — io Ir .10 -_ 10 14 11 1Z 3x4 = 2x4 II 2x4 II 2x4 II 2x4 II 5x5 = 2x4 II 2x4 II 20-M 20-0-0 Plate Offsets (X,Y): 14:0-2-8,0-3-0) LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a - n/a M1120 249/190 - TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.01 1 >999 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 10 n/a BCOL 10.0 Code FBC2001 Matrix) 1st LC LL Min Udefl = 360 Weight: 100 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-U oc bracing. REACTIONS (lb/size) 2=247/20-0-0, 14=178/20-0-0, 15=145/20-0-0, 16=180/20-". 17=107/20-0-0, 18=303/20-0-0, 13=109/20-M. 12=303/20-0-0, 10=249/20-0-0 Max Horz 2=96(load case 5) Max Uplift2=-79(load case 4), 14=-47(load case 5), 16=-49(load case 4), 17=-45(load case 4), 18=70(load case 4), 13=-45(load case 5), 12=70(load case 5) 10=98(load case 5) Max Grav2=247(load case 1), 14=182(load case 7), 15=145(load case 1), 16=184(load case 6), 17=107(load case 1), 18=303(load case 6), 13=109(load case 1), 12=303(load case 7), 10=249(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=45, 3-4=-54, 4-5=19, 5-0=-41, 6-7=-41, 7-8=-40, 8-9=57, 9-10=-72, 10-11=37 BOT CHORD 2-18=11, 17-18=11. 16-17=11, 15-16=11, 14-15=11, 13-14=14. 12-13=14, 10-12=14 WEBS 6-15=110, 5-16=-134, 4-17=-87, 3-18=-219, 7-14=-132, 8-13=-87, 9-12=-219 NOTES ' 1) This truss'Ras been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 2, 47 lb uplift at joint 14, 49 lb uplift at joint 16, 45 lb uplift at joint 17, 70 lb uplift at joint 18, 45 lb uplift at joint 13, 70 lb uplift at joint 12 and 98 lb uplift at joint 10. LOAD CASE(S) Standard y ; 4 T}: 'fm I1J, •I E 217 •A• STATC OF • Job Truss Truss Type Oty Ply PINECREST/Monteray 2654E B2 ROOF TRUSS 13 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:16 2004 Page 1 0 T 548-0 10-0-0 14-4-0 20-0-0 21-4-0 1-4-0 5-8-0 44-0 4-4-0 5-8-0 1-4-0 Scale = 1:38.8 4x4 = Jxv O 3x4 = 5x8 = 10-M 204)-0 10.0-0 104)-0 Plate Offsets (X,Y): 8:0.4-0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.03 8 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) 0.24 2-8 963 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.03 6 n/a BCDL 10.0 Code FBC2001 1st LC LL Min I/defl = 360 Weight: 90 lb LUMBER TOP CHORD' 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=905/0-7-8, 6=905/0-7-8 Max Horz 2=96(load case 5) Max Uplift 2=-1 90(load case 4), 6=-190(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=-1140, 3-4=-859, 4-5=-859, 5-0=-1140, 6-7=19 BOT CHORD 2-8=1004, 6-8=1004 WEBS 3-8=278, 4-8=489, 5-8=-278 BRACING TOP CHORD Sheathed or 5-7-13 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers.exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 2 and 190 lb uplift at joint 6. LOAD CASE(S) Standard I A•= STAT! fOP ,t• nnuu d Job '' Truss Truss Type Oty Ply PINECREST/Monteray 2654E C1 ROOF TRUSS 1 1 optional Structural Plan Service Inc., Altamonte Springs, FL 32714. (PC) 4.201 SR1 s Nov ib z000 mi i ex inaustnes, inc. i ue Oct i9 i4:33:i8 2004 rage i 14-0 3-0-0 34W 6-8-0 14-0 3-0-0 0-8-0 3-0-0 14-0 Scale: 3/4'=1' 44 = 4x4 = 2x4 II 0 0, 3-0-0 3.8-0 6-4-0 6-8-0, LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.00 8 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.01 6 999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl = 360 Weight: 30 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=431/0-3-8, 5=431/0-3-8 Max Horz 2=-49(load case 5) Max Uplift2=206(load case 4), 5=-201(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=-462, 3-4=-373, 4-5=-462, 5-6=37 BOT CHORD 2-8=364, 7-8=373, 5-7=364 WEBS 3-8=94, 4-7=94 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 10 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are expo5 d to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 2 and 201 lb uplift at joint 5. 5) Special hangers) or connection(s) required to support concentrated load(s) 67.11b down and 38.01b up at 3-8-0, and 67.11b down and 38.Olb up at 3-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-61.7, 2-3=-62.8, 3-4=-74.2, 4-5=-62.8, 5-0=-61.7, 2-8=-20.0, 7-8=-24.0, 5-7=-20.0 Concentrated Loads (lb) Vert: 8=67.1 7=-07.1 i 4 ti rcTy Fsc` 18243 l k_ sTAT! OF /-k- Job ' Tfuss Truss Type Oty Ply PINECREST/Monteray 2654E C2 ROOF TRUSS 2 1 o ptional Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2UUU Mi tek Industries, Inc. I ue Oct 19 14:33n9 2004 rage 1 1-4-0 3-4-0 6-8-0 8-0-0 14-0 3.4-0 3.4-0 14-0 Scale = 1:16.6 4x4 = 0 3-4-0 6-3-8 1648-0i 0-4$ 2-11-8 2-11-8 0-4-8 Plate Offsets (X,Y): 2:0-1-4,Edgel, [2:0-9-14,0-1-41, 4:0[ 1-4,Edge] 4:0-9-14 0-1-41 LOADING (psf) SPACING 2-M CSI DEFL in loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.00 6 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.02 HOrz(TL) 0.00 4 n/a BCDL 10.0 Code FBC2001 1st LC LL Min Vdefl = 360 Weight: 30 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP N0.3 REACTIONS (lb/size) 2=356/0-7-8, 4=356/0-7-8 Max Horz 2=-51(load case 5) Max Uplift 2=-161(load case 4), 4=161(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=19; 2-3=-255, 3-4= 255, 4-5=19 BOT CHORD 2-0=222, 4-6=222 WEBS 3-6=60 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 10 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 2 and 161 lb uplift at joint 4. LOAD CASE(S) Standard lez s •k- STATE OP fionint.- t• Job T ss Truss Type Oty Ply PINECREST/Monterey 26548 CJ1 ROOF TRUSS 6 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:20 2004 Page 1 c 0 0 9 I 1-4-0 1-0-0 1 0 1-0-0 0-4-0 1-0-0 Scale = 1:6.4 0-4-0 0-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) 0.00 2 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Udefl = 360 Weight: 6 lb LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=-37/Mechanical, 2=195/0-3-8, 4=10/Mechanical Max Horz 2=51(load case 4) Max Uplift3=-37(load case 1), 2=143(load case 4), 4=-9(load case 2) Max Grav 3=55(load case 4), 2=195(load case 1), 4=10(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=47 BOT CHORD 2-4=0 BRACING TOP CHORD Sheathed or 1-" oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 10 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Provide roa chanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 3, 143 lb uplift at joint 2 and 9 lb uplift at joint 4. LOAD CASE(S) Standard lees I a•_ y , STATI' OF /. Job fuss Truss Type Qty Ply PINECREST/Monteray 2654B CJ1V ROOF TRUSS 4 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714. (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:21 2004 Page 1 I 1-4-0 1-0-0 1-4-0 1-0-0 Scale = 1:6.4 LOADING (psf) SPACING 2-M CS] DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) n/a - n/a M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl = 360 Weight: 6 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=-42/Mechanical, 2=200/0-7-8, 4=10/Mechanical Max Horz 2=45(load case 4) Max Uplift3=-42(load case 1), 2=-128(load case 4) Max Grav 3=53(load case 4), 2=200(load case 1), 4=10(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=30, 2-3=-60 BOT CHORD 24=2 BRACING TOP CHORD Sheathed or 1-M oc puriins. BOT CHORD Rigid ceiling directly applied. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Bearing atioint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 128 lb uplift at joint 2. LOAD CASE(S) Standard c,•yw t t I P rcrye , I Ott? } A•= STATl OF N Job Truss Truss Type Oty Ply PINECREST/Monteray 2654E CJ3 ROOF TRUSS 2 1 o Gonal S[NCIUrai man Service Inc., Altamonte Sprigs, t-L JZ! 14, (I-L;) 4.ZU1 SK1 5 NOV to ZUUU mi I eK Inaus[nes, inc. I ue uct iv 14:ss:Zt zuu4 rage 1 1-4-0 34-0 Cn 0 1 M q l 1-4-0 3-0-0 3-" Scale = 1:10.8 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) n/a - n/a M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.03 1-2 >624 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Vdefl = 360 Weight: 12 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=45/Mechanical, 2=247/0-7-8, 4=26/Mechanical Max Hoe 2=73(load case 4) Max Uplift3=-44(load case 5), 2=105(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=38, 2-3=58 BOT CHORD 2-4=0 BRACING TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD Rigid. ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 3 and 105 lb uplift at joint 2., LOAD CASES) Standard p4 1Yri !`m x• IE243 ko q 7. STATE OP /• c"•`Sonlnh .'.a Job cuss Truss Type Oty Ply PINECREST/Monteray 2654B CJ3V ROOF TRUSS 4 1 optional) v 1 - 1 s Invv to cuvv rvu 1 e1c Invusines, Inc. I ue vci ly-14:33:LZ zuu4 gage 1 1 -14-0 3-0-0 1-4-0 3-0-0 Scale = 1:10.8- 3-0-0 3-0-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) n/a - n/a M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.03 1-2 >641 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Vdefl = 360 Weight: 12 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=45/Mechanical, 2=247/0-7-8, 4=27/Mechanical Max Horz 2=70(load case 4) Max Uplift3=-45(load case 5), 2=-103(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=33, 2-3=-60. BOT CHORD 2-4=5 BRACING TOP CHORD Sheathed or 34)-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, In the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 103 lb uplift at joint 2. LOAD CASE(S) Standard 01`E'(11111L A STATE OF Job " russ Truss Type Oty Ply PINECREST/Monteray 2654B CJS ROOF TRUSS 2 1 optional) Structural clan Service Inc., Altamonte Sprigs, t-L dZ/14, (VG) 4.Lul )Kl s Nov to zuuu mi I eK mcuslnes, Inc. 1 ue Vct iti 14:JJ:zz zuu4 rage I 14-0 5-0-0 14-0 54)-0 co 4 N 5-0-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) n/a n/a M1120 2411110 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.04 1-2 461 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Vdefl = 360 Weight: 18 lb LUMBER TOP CHORD 2 X 4 SYP N0.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=123/Mechanical, 2=314/0-7-8, 4=46/Mechanical Max Horz 2=101(load case 5) Max Uplift3=-80(load case 5), 2=-87(load case 4) FORCES (lb) -First Load Case Only TOP CHORD 1-2=38, 2-3=45 BOT CHORD 2-4=0 BRACING TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3 and 87 lb uplift at joint 2. LOAD CASE(S) Standard Scale = 1:15.4 atpiKll "1L. kn11lC"•:r F 'y j: Tin, •rm x' •leis l kc P STATl op q• C0.1 DaUdt Job Truss Truss Type Oty Ply PINECREST/Monteray 2654B CJ5V ROOF TRUSS 4 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:24 2004 Page 1 1-0-0 54)-0 1-4-0 5-0-0 dP O 17 Scale = 1:15.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) n/a - n/a M1120 2491110 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) 0.05 1-2 437 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Vdefl = 360 Weight: 18 lb LUMBER TOP CHORD 2 X 4 SYP No.2 SOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=123/Mechanical, 2=315/0-7-8, 4=48/Mechanical Max Horz 2=103(load case 5) Max Uplift3=-82(load case 5), 2=-85(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=33, 2-3=46 BOT CHORD 2-4=9 BRACING TOP CHORD Sheathed or 5-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 85 lb uplift at joint,2. LOAD CASE(S) Standard 00`..t^rr!f i a le:.s 1•A•_ STATe OF r<OII 6 O,Q d- 1dal```` Job Truss Truss Type Qty Ply PINECREST/Monteray 2654E EJ3 ROOF TRUSS 2 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714. (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:24 2004 Page 1 1 0 3-0-0 1-4-0 3-0-0 Scale = 1:10.8 04-0 0-" 3-0-0 i 2-M LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.00 2-4 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.02 1-2 >790 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Udefl = 360 Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-0 oc puriins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=58/Mechanical, 2=235/0-3-8, 4=28/Mechanical Max Horz 2=72(load case 4) Max Uplift3=-46(load case 5), 2=131(load case 4), 4=-26(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=53 BOT CHORD 24=0 NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 10 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 3, 131 lb uplift at joint 2 ano 26 lb uplift at joint 4. LOAD CASE(S) Standard r tir`rc`:r<F% rI - STATLE OF ' I •107 7 `` A- iiVtit L'0, th'O0 `` hnnm01 M Job Truss Truss Type pry Ply PINECREST/Monteray 2654E E.17 ROOF TRUSS 13 1 optional) 4.4m 1 Jr%1 5 IVOV 10 4UVV MI I eK Inousuies, inc. I ue Vct ly 14:63:z4 Z=4 Page 1 7-0-0 7-0-0 sue Scale = 1:20.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) n/a - n/a M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) 0.18 1-2 >113 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Vdefl = 360 Weight: 24 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=191/Mechanical, 2=390/0-7-8, 4=66/Mechanical Max Horz 2=138(load case 5) Max Uplift 3=-1 16(load case 5), 2=78(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=38, 2-3=70 BOT CHORD 2-4=0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with, exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 78 lb uplift at joint 2, LOAD CASE(S) Standard 6'(%I q c lez 1 l•k_ STAT! OF I. Job T ss Truss Type Oty Ply PINECREST/Monteray 2654E EJ7V ROOF TRUSS 10 1 optional) cit uctural rlan service Inc., Hnamon[e apnngs, M 3L/-14, (rc,) ffa—wit 4.[u1 JKl S NOV io zuuu MI I eK Inausmes, Inc. I ue uci l`J 14:33:LJ euu4 rage l 7-0-0 c? N Scale = 1:20.1 7-" 7-0-0 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.53 Vert(LL) n/a - n/a M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.19 1-2 >110 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Udefl = 360 Weight: 25 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS (lb/size) 3=192/Mechanical, 2=392/0-7-8, 4=68/Mechanical Max Horz 2=140(load case 5) Max Uplift3=117(load case 5), 2=-76(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=33, 2-3=72 BOT CHORD 2-4=13 BRACING TOP CHORD Sheathed or 6-U oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capaFity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 76 lb uplift at joint 2. LOAD CASE(S) Standard 5 ry1 PT I P!C• ' 4 s x' • lez s l•k_ STATE OF %• W Job Truss Truss Type Oty Ply PINECREST/Monteray 2654E HJ3 ROOF TRUSS 2 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 1-10-10 1-10-10 4.2W 5K1 S NOV 16 2000 mi I ex industries, Inc. I ue Oci i9 14:33:25 20 rage i 4-2-3 Scale = 1:10.6 0-4-14 0-4-14 4-2-3 3-9-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.02 2-4 >999 MII20 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) 0.05 1-2 >495 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Udefl = 360 Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4,SYP No.2 TOP CHORD Sheathed or 4-2-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 3=81/Mechanical, 2=309/0-4-15, 4=32/Mechanical Max Horz 2=101(load case 2) Max Uplift3=-99(load case 5), 2=-261(load case 2), 4=49(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-5=55, 3-5=21 BOT CHORD 2-6=0, 4-0=0 NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 10 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per FBC2001 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Provide giechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3, 261 lb uplift at joint 2 and 49 lb uplift at joint 4. 4) Special hanger(s) or connection(s) required to support concentrated load(s) 22.21b up at 1-6-1 on top chord, and 38.01b up at 1-0-1 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60.9, 2-3=-61.4, 2.4=20.0 Concentrated Loads (lb) Vert: 6=20.8 n' ETA.' STATE OF IS• Job Truss Truss Type Ory Ply PINE CREST/Monteray 26548 HJ7 ROOF TRUSS 1 1 o tional Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:27 2004 Page 1 1-10-10 5-1-9 9-10-1 1-10-10 5-1-9 44!1-7 Scale = 1:20.7 t2 v 2x4 = 2X4 II 3X4 = 5-1-9 5-1-9 9-10-1 4-8-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.04 6-7 999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.06 6-7 999 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.01 5 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl = 360 Weight: 42 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=159/Mechanical, 2=557/0-10-10, 5=323/Mechanical Max Horz 2=150(load case 2) Max Uplift4=-141(load case 5), 2=329(load case 2), 5=185(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-8=-759, 8-9=-671, 3-9=-674, 3-10=-82, 4-10=44 BOT CHORD 2-11=664, 11-12=664, 7-12=664, 7-13=664, 6-13=664, 5-6=0 WEBS 3-7=159, 3-0=721 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-10 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001 if end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 4, 329 lb uplift at joint 2 and 185 lb uplift at joint 5. 4) Special hanger(s) or connection(s) required to support concentrated load(s) 125.91b up at 4-4-0, and 125.41b down and 256.91b up at 7-1-15, and 20.31b up at 1-0-1 on top chord, and 21.51b up at 1-6-1, and 12.51b down at 44-0, and 52.51b down at 7-1-15 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-00.8, 2-3=-61.5, 3-4=-61.2, 2-5=20.0 Concentrated Loads (lb) Vert: 9=30.4 10=125.4 11=21.5 12=12.5 13=52.5 EK1i"ll., 1;•Y 1 flC.T F G STATEOF mn JG• "1 - x' 4 •Ins 7 J'A•° ii l0.16pp,y` Job Truss Truss Type Oty Ply PINECREST/Monteray 2654E HJ7V ROOF TRUSS 2 1 optional) Structural Plan Service Inc., Altamonte Springs, FL 32714, (PC) 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 19 14:33:27 Z004 Page 1 1-10-10 5-1-2 9-10-1 1-10-10 5-1-2 448-14 Scale = 1:20.2 5-1-2 1 9-10-1 5-1-2 4-8-14 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.08 6-7 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) —0.10 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) -0.02 5 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl = 360 Weight: 41 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-7-6 oc purtins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=167/Mechanical, 2=561/0-7-8, 5=322/Mechanical Max Horz 2=148(load case 2) Max Uplift4=-148(load case 5), 2=-339(load case 2), 5=-187(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=32, 2-8=-1240, 8-9=-1147, 3-9=-1152, 3-10=-80, 4-10=46 BOT CHORD 2-11=1115, 11-12=1114, 7-12=1129, 7-13=1110, 6-13=1127, 5-6=56 WEBS 3-7=149, 3-0=-1105 NOTES 1) This truss has been designed for the wind loads generated by 120 mph winds at 8 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the interior roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-98 per FBC2001'If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girders) for truss to truss connections. 3) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connec(ion (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 4, 339 lb uplift at joint 2 and 187 lb uplift at joint 5. 5) Special hangers) or connection(s) required to support concentrated load(s) 132.91b up at 4-4-0, and 126.51b down and 262.91b up at 7-1-15, and 28.71b up at 1-0-1 on top chord, and 20.91b up at 1-6-1, and 14.11b down at 4-4-0, and 55.41b down at 7-1-15 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60.6, 2-3=-01.6, 3-4=-01.2, 2-5=-20.3 Concentrated Loads (lb) Vert: 9=29.2 10=-126.5 11=20.9 12=14.1 13=-55.4 111L F x'I •lez s l A_ A s-mre OP Jdt. 71 1 F -i- A v r6:..;' :..tG is .!. a Hob- 1 m' mary Shec,;L f^' f n,c e,:y,q.{ O.¢ sp a'RITEa L°srT'gR¢Y cq^. f f" d 3`'aRE Cr0§ 9 F}EN[D(.a(t IONS T _ c`OE 6 II'u G, A, LU BF," p E "i:Jd eT t,DP 91 a C°. C C G r..C9C'11G iE A v_v' "p cF-i {: Y-24 t J L'.=. F. _ ..,. - :.. e -1=r s E COf4 EC T D .t OOD 8 a;JSS S 563 7'Onolrio Dr., Suite-2o0 tuiadison, Wisconsin 53719 SOS) 833- 900 Itrsthe re ,)onsibih of theinstallarfbuifdgr buiidinoconrra^to- licensedcortractor truss industry, but mus , due to the nature of responsibilities inuohiad, erectororrPhoncontrafor? fo draparlvr=c i>re unload store..handle install and be presented as a guide forthe use of qualified building designeror installer. Thus, bracemetaloleic -connected woodtrusses#o protectfi andorWer'v The installer the Truss P laceInstitut- I . ,.xp, ssly disclaims any respotts:bifity fo damages Mustexerciseth=same high degree of safety awai_nessasWith any other struct0ral 3risino from the Use, application or reliance on the revdmmEndaflCna material. TPIdoesnotintendtheserecommendationstobeinterretedassuperiori1dinform2-lon cont3inedherein bybuildingdesigners, installers, to theprojectArchitect's or Engineer's design specification fOr handiin *, installin g gand others Copy, ight h, PI ' s , tInstitut ,Inc: All ridhts reserved This document and bracingwoodtrussesforaparticularrooforfloor. These recommendations are or any pa, there-Y must not be reproduced 'n . d ianyform without written based uponthecollectiveexperienceoflea -ling. . .:rir _ I p_.csonnei in 'he wood oeorli-son'of the publis: r. ? rin-Led in the United States America. of lOt.- II • _ ' t j MUSS r T 0R.6aGc a r.. 0 i tJrt , Tr r; J r c iC- ! 4 w—_____._ _. _•.__ -_ sue- rr_.. TM_.... ._- - _ - -er ._— .. .—__.-_ .J rr... £t r. va' Top chords that are laterally braced can buckle togetherandcause collapse ifthere isnodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlin are attached to the topside of the top chord. - i Up to 32', f 4/12 8' I - 20 15 f Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 I 5' 6 4 l vreF 5C' See a registered professional engineer Dr Doug 2S !i-' 'Sou': Srr: Pine r . Fir S. L•C.-.n iF Continuous Top Chord j! r I - Lateral Brace L f_..r= d _- _5. Required trusses. — t 10' or Greater F Attachment Required -- r+ s I \ p iF\ ' 0 t e << 4' Z. Ji'e eSe C S Geie i E4' f to SG :'L: k:B t u Fs6 to vuzzss ri i H LA T CL EF',C r uu 1 !G (7S) isSPANDI F F E PE:1,4 C_1SPACi1 G(L3J1 truss e S; - SriGF 12tr f Uo to 28' 2. 5 I 7' 17 12 Over 28' - 42' 3. 0 6' 9 6 Over 42' - 60' 3. 0 5' 5 3 \ Over 60' I See a registered professional engineer Di= Douglas Fir -Larch SP - South e i P n rit Hem --Fir SpF _ Continuous Top Chord Lateral Brace _ G•f' late, nS Required I eapea 8t feast 2 10" or Greater e \• \ \ , J 4 g• i. i Attachment Required 5 x a u - x AA Y_ i• j 5 F,:- Top chords that are laterally braced can buckle - F5 togethrandcause collapse ifthereisnodiago- nqs x"k- nal bracing. Diagonal bracing should be nailed to the underside of the top chord evhen purtins are attached tc the topside of the top phord. Flu- Ft:r J c'-`'y`''',;',+`Z sis. .rs t . i_```a. _ ,. i._ l ' S:v •i .-i s `: ''+i n3 - _ S, innn i g•.. 'KIt Y A.-. s,S,-?C' `L'.¢`"WZ :° \ -• _ } : :i` / yh 9 _ -, t tc"r '•awti«v*': e„4-., s, xe ,+''Ls ay, :' a". \ 7 . r='d C, i'/ ;//• • - i , - ti5 '' AN h.,a'Sy".asi BO$toril ChoCd,C3i3CAOCSs1 at each: end of the building anv QE sa,.,e spacing as top chord diaconalaracing. f ^ Ciir C;J. GE-'OR f VV RF'ING: FF-lug e+lo follovdthese reco,-.emendations could result in k pasevere rs-oin i --rvury pr da ?age t- trusses or bui2fings. AA 1 x xt"1^e" ti'G+'4 _ 6 r'.<, a..,z .:+iz s . iIIF'4. . _ .e _' ..r.t+ _ tt. • ` as I _K11, l TOr fOrG ` I l: EE I Continuous — r _ I r'0 ry :v 'v GO1 :I BrACE i I .r v fD t tit. ' i Op Chord i l tw.LiiviLTERAL BRACE! =n t;,r- I Lateral Brace — —. ss LS -'t KEPI ¢ SP ICtNG(LB) I 'r r }- RequiredSttrusses] Topchordsthata elaterallyb aced an buckle SP/ DF :SPFiHF tog etherand ceuse collapse lfthere isno d iago- I 10"or Greater LuIO3230" 8' 15 0 nal bracing. Diagonal bracing should be nailed o 32 n - to the underside of the to chord when urlins Ot_r ,8' 42" 6' 6 z P p i area;..ched to the topside of the to chord Over48' ' 60' 4S" j' 4 2 P I I Over 60' I e registered d p f_ s one. eng ^.ear p S are ro A t A C Attachment Bougtes . it -Larch SP - Southern PI to'9" e' zar yy, r Required aPr Spruce Pin Ftr y caw ., s es, Ca 30 of greater r F i ki acea#apaed k.° < G eas' t tw,, Ce4 CIY'e u eendxw ti, or can I v red . End diagonals ar ess nttairn _" z trussesmustbesue: stabi(t2jr and must be duplid ated placed.on, ve-ilcal * , Loth ends of the truss ss system '1` '" t r 1file5S In Ilrie Ydfi'1 - - y Liz t't c j's+ t tie sup OL't K.>. K 2 k"a'c}.3-SL :•" t ackT '4 `ns.. a ' : vt T. 4s,, riF4.c'i Cy ,':Ty... z ii thy• pp e WARNING: Fa{iU, a"o raiiovv Iaese ratio )rie atios s : oui result in p{ Sci:' Ere-Ci.rY i .{LtI`UI Or damage to lFE:SSaS or.u{iu{r1gS. .. t I Gi r' eP.Rrn-.I_L-P CHORD CSnp Friwai air x k.TS z* Continuous w t.* rC` 4 r+ a ss'y Nr Top Chord Too chords that are laterally braced can buckle` ? Lateral Brace togetherand causecollapse iftherelsnodiago- nalbracing. Diagonal bracing should be nailed h$t"+=`. j3'F- YS,t"'. fi- .Required — to the underside of the top chord when puriins are attached to the topside of the top chord "u;t','T` ' +1 .;fir,7z.e 7^=iY alto c' 1 0" or Greater \ \ hY•ka ..tr2'" r, i e i. ti,'a. ru "' .,i''"'K•x,-v.,1;,_ I;5+`- Attachment j 5s1 y, l Required — y jam/ rs 0Ya JI Trusses Musthave lurn- t ber oriented In the hori- n II Zzizontai direction to use ILI Ora.,.._S, y-... aF,ky.n: L b a e spaci"1g 1 - C a v— a V' i y. t. d dl_go, fats _re ess.f.lai' tar St 51lli r end must be duPli t d on k Don ends, ofthe tr4s's sYstern.4.. n t i iv', iH:4D- russesj SP/DF SP=/F',F Uo to 24' I 3/12 17 12 Over 24' - 42'1 3/12 i 7' 10 6 Over 42' - 54'! 3/12 1 6' E; Over 54' 1 See a registered professional engineer TOP :OSD ORD DAGON L L5FcEi D= - Doualas Fir-Lar.-Fi' SP - Souinern Pine HF - Her6Flr SPF Szpruce-pine-Fir Ax a I b r a e Diago, alsoWred on e n d ve r 2- S. i Top chords thatare iaterally braced can buckle togetherand cause collapse if there is no diago- 72 nal bracing. Diagonal bracing should be nailed 3 to the underside ofthe toD chord when purlins are at ached to the topsic . is of the top chord. -41 Or i MONO TRUSS 12 3 or AH IaLafa I-,-:) ed at le2st 2 N JIN G: F a 11 u re to I o I I ove VN ese m. m attE c;-ts co u res in J, 6i-.veve personal imury or daimaga ',o 4 GCS cr 12 1/4" 1 24" 1 /2" 2 36" 3/4" 3 48" 1 4' SO" 1 14" 51 72" 1-1/ 2" 61 1 84" 1-3/ 4-' 7 ! 1 96" 2" 81 108" 2" 9' H Lesser of2" L/26G. orD(ln) II Lesser of, D/50 or 2" Max-Ir-nurn P I U im b r .Hsplaoernent Line 7L lrii) 00 L 501, 1/4 4.2' 100" 1/2" 8 3' 1150-- 1 3! 4:" 1 12.5' 20-0- V 1 6. 7d 1: 16.7' 11010111-1/ 2" 25.0' OUT-01-F- PLUMS INSTALLA701UT-OF-PL41KIE INSTALLATION TOLERMAICES. 10N TOLE RANCtDA', G E R- Under -no. c 1 r,c v M. S t a n C es Shouid Corls!ructioriloads of k curl s seS. 6 r-, unbraced Ir LES.Selq.- - rraLMI- STANDARD GABLE END DETAIL, WIC SPEED 12 W-t YcA!{ ROOF HEIGHT OF 15 FT. DIAGONAL OR L-BRACING REFER TO TABLE BELOW 9X4 2vA TYo 12 a VARIES TO COMMON TRUSS 1 CANT. BEARING. 3X5 Sr'l— 0FT. SPAN TO KATCH COMMON TRUSS. TYPICAL 2X4 L-BRACE NAILED TO 2X9 VERTICALS W18d NAILS, 8' O.C. V` R7ICAL STUD J'JL_ SECTION A -A- 3X5 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT. I # NAIL AT L END UP TO 7-0' I 2 - 15d 7'- 0' - R'-5. 3 - 15d OVER 8'-5' MAXIMUM VERTICAL STUDS HEIGHT. SPACING OF VERTICALS I WITHOUT BRACE WITH LATERAL BRACE WITH L-BRACE 12 INCH O.C. 5-7-2 It-3-12 18-1-11 15 1NCH O.C. 5-1-B I 12-1-12 21 INCH O.C. I 1-5-t 10-1-7 19-1-11 NOTE- 1. VERT. HAD BEEN CHECKED FOR 119 K::H WIND LOAD, BAN WALL HEICHT 0= 15 FT, AND LJ210 DEFL. GRIT. 2- CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS Ago WALL 70 BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. MINIMUM GRADE OF LUMBER T. C. 2X1 No2ND 19 SP B. C. 2X1 - No2ND 19 SP Webs 2X1 Na3 19 SP LOADING ( PSF) STR. ]NCR. 33 L D TOP 30 IS DRAWN BY , J5 BOTTOM 0 10 CHECKED BY , SPACING: 21 Inch O.C. REP. STRESS: YES 3- PURNIS-1 COPY OF THIS DRAWING T 0 CO" TP.:.CTOIR FOR BRACING INSTALLATIOk ER nii4r't..,` m - - c B M " HA NDUNG, RiS T AL ING P, S-R- t,CING AAE TAL —` , :c: INSTITUTE ss'a D,-., suite-200LATL0OINEC,TfD. VV00D T RUSS E' ©. f fadisar.; 11%fsoorsin.S3749 609 833- 5900 Itr t zres onsbilr*votiheinsfall r(duilderbuil cconract rii^Pns2d r ror Mass industry, but must, due.to the nature of responsibilities involved, be e ctororerA iron conrractor) to ocoaerlvracerve unload. store, handle. install arnd presented as a guide for the use of a qualified building designer o. insja[fer, Thus, brace metalof^fa coon cted wood trusses m orofent Ira and orooerty The installer the Truss Plate Institute Inc. e pressly disclaims any responsibility for damages m stexercisethesamehighdgreeofsafetyawarenessaswithanyotherstr.tcti ral arsing from the use, application or reliance on the recom:'7endations and material. TPidyesnotintendthisracammend=horsto be inferoreted as superior information contained herein bybuifding aesigners,installers., and others. Copyright. to theprojectF.rchit ct's orEngrnec-r's design specification for'handling, installing © py muss Pl_te Institute, Inc. All Hdhts reserved This document or any part and bracingwoodtrussesfora.par'iicufarrooforfloor. These recommendations are thereof must not be reproduced in any form without written permission of the based upon thecollectiveexperienceofleadingtecnnt..al personnel in the weed publisher. Printed n the init-dStates- of America. f "C1 dE9 t' G! EBB r77 fj TRUSS S TORRAGE i Ja c Clia z.`. 5. 1 f... c C. 1. i. 1FL.J 7. t Y i.., l t PCs btu G14 V Jr6v C If v` r}..vF"tj w f, c ,r .=C .: `i' I irA :'t „"Y V'1 a F. .'FIi C. € ',;, _ f... am. 3".as. sos-c, _m. p.((•+_., L C nni - - Mtn n atr t,h c tteS ' C`" E :` f ,r.. s v .,Z S a , _ It :.._..,n _. s. r r 1CJJ ., - \. 1 •tv ._ ._tom. L tlt. - Approximately 5'pproximately Tag ll72trusslo: tR . = if .! a .' 0,c'atk. uss spans lass ti.an 30'. I Lifting devices should be co,nneclad °o the truss top chord with a closed loomachmerttutilizingmaterialssuch -s l slings, chains, cables, nylon strapping, CO, etcof sufficient strength to carry the, To_ f n ,',eight of the truss. Each truss should be -= - --- -- — p — set in proper position per the building) designer' s framing plan and held with I- -- —_ — -- -- - proximz1- 3i Y the lifting device until the ends of the nr .mataly . rI truss I '1C':h -----_--- truss are securely fastened and te,upo-I i0 ?4i^'s5 1;te ra - is installed. —_ --- cc han or.e-q__f :C 0' 'ure3`e. (. -,."art ..on,--- r= i 3 roiTgb c{;; I I of above mid- iT nt- i1/ 2 to ,truss Ien^th - -- to ,, truss Tvne'T To g Lessthanofequalf06o' I IBC - / }'„afar than 6o- z t UTION { rnporary b _[i;J showna .s "y tiiT? c v n -- - p a`_ Dracing arCaRgG'fiiefli is C]2GlreCd The engine r may C35;g,,S Cirlc n_.'.C•;,rCi:. c,e tch k!ji S LcCvii;Ti: L 7Q?d _DcSi0 i Specii`,Caflo.'i iQr Ce.? C Ct ` .`.'_.'e =t' ._.a.. eCiE? P1040 C - irUSSESf DS3- c9, and ill sortie casesCice., ,ice -,dc- t _I S M c 1 v;= St co era: LBT GroUno a ace / I p ll 'vertical (GSV) /'co Chord lr i JJ i, Ground braes; i I Note 2nd floo,=-„ha(I have d._o ie caw iry .c _up,.o . Gn , Ido .:. I tier 5U' E D'sEG E T ER10 Top Chord 7 no 'Nall Side attecnmert Plan des ,. 3S r? '"{'tom i i e' may. G-^' i/ j. - .,6"' Ground Brace e d Verticals GB of [[ I. Groaro o ,._ diagonals (r' oi Ground •J aCa v r: ics IGSvj S rut f a j l Ll. ir[i: 7777 t t •HC,= D. 12 _ Sor`greater I Tvri ii{: tJ iVi ORD E c1HL'b .n'`-.C!jSr,i— fV €D6c} j SPAid PI l'C t SPaCifdG(LBS} r trussed Ij e / j'r 32' I SP/ c F. 4/12 8' 20 15 i' / . Over 32' - 48' j 4/12 j 6' j 10 j '! j Over 48' 60' j 4/12 5' l Ver 60 See a registered professional engineer DF - Douq'as riF-LZ• ch S? - 86t,hern Pine i-= - ie r =lr SPF - Spruce Pine -Fir Continuous Top Chordl= i •= SD' Lateral Brace fC t 2Required truSS_• 10" or Greater I f'.. Attachme Required 1st •`i - s , >t x• >ti,,'•c -r y, h o r•''•' i' t Fell" r.,.,,, r•'A PS . , /'/ 1 y, i K r. .,, . _ r,"a F s z' E, Yea e '"tn o->? x.. •a. , / / I ' :,., ra•,'.£jy+ T.•'+ - . A •4 R e't• 7.Ft '}`w. / y gx" g5 `S, x oJ' ..w`;.ri :S,h-';.,'i" s..i . Y Y CY c.' i . y DY\Q •c y ..r "")7 5s+. b a e i Top chords thatare laterally hraced can bucl le . +._ -' r'' a t ' -' x ')`r'r_ „ `.'' ;!•= >`"'G`l£f1r ._ , togetherand cause collaoxif there isno diago- "r',it r>. '+,',,,r` . »+• e' , - - nal bracing. Diagonal bracing should be nailed t .. , 5,.. _,s to the underside of the top chord when purlins: A a s.r` ,5 .;A - r - -•'4e '"• ifR• ' - are attached to the tooside of the top chord Tt•'.i k CC.' ,=.D f Fti-£`d:C— G3EoRNiuti`c itACC t ' GZ:t:tU c 1CSC : L?o7e[eiE€ic l€3i7S ?iG aSD e E cdreeC son l £-Ury or darragc0 irl.""SECS "iGeC1JS. u LA _ I : L lu •S1 SPAN DIFF RBi4C_iSPACi!""_ I__ L! j trusses,; SP•DF I:.SPF/HF UP to 28' 1 2.5 1 7' 1 17 12 Over 26' - 42' 13.0 6' 4 6 Over 42' - 60' 3.0 5' 5 3 I Over 60' I See a registered professional engineer DF - Douglas+ Fir-Larch SP Southern Pine HF - Hem - Fir SPF,- Spruce-Pine-rir Continuous Top Chord — Lateral Brace ---_ i d I Eaterc[ £JCo^e5-- Required leaped at leZst 7 — 10" or Greater Aft achmen Required \\ 12 1 - t 4 wrfit k t r y1 a QrO y F Top chords tnai are laterallyb aced can buckle e togetherand cause collapse if there isno diago- - nal bracing. Diagonal bracing should be nailed to the underside o`, the top chord when ethos are att ched : o the topside of the top chord. ) C Cn l' Cs I F rCCMI,• Urrntrr 3._ BOTTor cHO-, SCITQm CHORD DIAGONAL SF'.C_ liv.lNIIV f SPA,N IPITC i c:SL 3n: C J iFJ s PBS) SP4CIi G(L5S)? [ uussesj x i `5 / I — U to 32' 4/12 Cver 32' 48' 15' 20 - 1 — 4/ 12 15' 10 1 7 Over 48' - 60' 4/12 15, 6 4 Over 6^o' See a re isiered roressional engineer Dr Douglas Flr Larch SP - Southern PinerHein -Fir- SPr Spruce -Pine -Fir l5 g t + w y Ta .- R. r ie ta`ter cae U aCreS at least 2 at each erld of the building and at so :e a ` H spacing as top;chora diagonal bracing. F"Aine 4 k c -y r""'t £. .- ,4.,.^. 7a ,ia, i-r<nk+i``*", .t.. rF1`t~?ne h^S`,:`a,,.o.....'ar...?..^ ; isf kr...,-.c <,_ i Tv ,0 C 2..4/2` a ° L L'L Continuous — i LE CHORD TRbSS:TOP CHORD Continuous Top Chordill n' T o chords ,hat are ;ater<fly braced can buckle - t gefherandcoapsefifth ere Psnodiagat Lateral Bracelbracina. RiagonalhracingshouldtnailedRequiredtheundersideofthetopchordwhenpurfinseattachedtothetopsideofthetopchord. - - - 1 O° or GreAttachmentl 6's _, y Required 3 C. ice/ NIFTrussesmuss have Id m o, m ber oriented in the hori- zontal direction to use t P 2d pry _ :his b aoa spacing. PifSSCS _ h ' i if40 1 aa • t ' t '"~Y# St 5111I)r end mtr52 be dL it ccEcl't? `-k.-.p. au: x ti 00 h ERGS At t`te rt.SS strseeeit .k't m inj • ;., s a<,^r.,(+5i a j TOP CHORDff : 7-- Or- _7-ORD D i A G ONA L B R.A-, C E C, 7 7 — C r , SSPA, OLIN E PIT St ACE Bs) 1 : trusses] SP/QF SpF/HF: UP to 24' I 3/12 81 1 7 12 Over 24' - 42' I 1 2 7' 10 6 BOver ]E' a4' 3/12 6' 6 4 Over 54' See a registered professional engineer DFr P _ SOU,.jjt. I I j IDouglasFir-Larc. HF - Hern.-Fir S PF, z Sp.ruoe-Pine-Fir N N, ra IA races V q. ed at lest 2 a n a 0 a eo so 7 P. q L! t r e Orr W V, A Continuous Top Chord Lateral Brace Required Top chords thatare interally braced can buokle tog otherand cause collapse ifth.r. is no dio- ag nal bracing. Diagonal bracing should be nail 10" or Greater to the underside of the too chord when purlins N AttachmentX RequiredM0N0TRUSS are attached to the topsi o o t-1 Ni N G F a i I u r e t 0 fo I low these recomr, endaticr?s c 0 U 1 Ci r@ Lz s e personal in ury Or damage to trusses or b Li 11di rics.: Lae- S TALLATION TGL= A Cr E7S 30 Len lh L(in) 12" 1 /4" 1 24" 1 /2" 2' 36" 3/4" 3' 48" 1 4' so-, 1 - 72" 1 -1 /2" 6 54" 1 -3 4" 7' 96'.. 2" 8, 2- 7 19 Le iar of L/200.0-, 2"_ Lesselr of 50 or 2" I L(in Ll -V ki Ll i r5;71/4" l4axim, L,.r 4.2 1„ 1 BY Mispla0eirilent lumb . ..... 1 100 1/2" 250" 1-1/4" 20.8' Line 1150 I 3iL-- 2.5' 300" 1 -1 /2" 25.0' 0UT_0=-PLUriE; iNISTALL_17 Jot_ TO' ERANCES. IOUT-OF-P.LANE INS iA LLATION TOLEPkl,,ICES. M i,_-F-_R: Under,* no Circumstances:'shouid Art, A; ft ;.1 s C ofany-dencrip tar, bpplaced Lf 4R, unbraced -ti uEssee. STANDARD GABLE END DETAIL., WIND SPEED 11(3 MPK LEAN ROOT HEIGHT OF )5 FT. DIAGONAL OR L-BRACING REFER TO TABLE BELOW 1Xi 2X1 TYP. 12 VARIES TO COMMON TRUSS A 11 A 1 CONT. BEARING. 3X6 SPL OPT. SPAN TO MATCH COMMON TRUSS. TYPICAL 2X4 L-BRACE NAILED TO 2X9 VERTICALS W/8d NAILS. 8' O.C. VEERTICAL STUD s Inc { E-2r,G DUCiJ T(G—_piihE_ SECTION A -A 3X5 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT. I R NAIL AT e END UP TO 7'-0' 2 - 16d 3 - 16d OVER 8`-8' f - 15d • MAXIMUM VERTICAL STUDS HEIGHT. SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-BRACE 12 INCH O.C. 5-7-2 1t-3-12 IB--11 16 INCH O.C. 5-1-B I 12-1-12 9-5-8 21 INCH O.C. 1-5-i I6-1-7 19-1-1i NOTE: LVERT. HAD BEEN CHECKED FOR 110 M°H WIND LOAD. ZAN WALL HEIGHT CF 15 FT. AND L/210 DEFL CRIT. 2:COw::CTIDN BETWEEN BOTTOr1 CHORD OF GABLE END 7RUSS AND WALL 70 BE PROVIDE[) BY PROJECT ENGINEER OR ARCNITECT. MINIMUM GRADE OF LUMBER T.C. 2Xi No2N,D 19 SP B.C. 2Xi - No.2NO 19 S? Webs 2X1 No3 19 SP LOADING (PSF1 . STR. INCR. , 33 L D DRAWN BY JB BOTTOM 0 1 0 TOP 30 1CHECKED BY , SPACING: 21 Inch O.C. REP. STRESS: YES 3FURNIS4 COPY OF THIS DRAWING T 0 CON7P.ACTOR FOR BRACING INSTALLATIOR EAAERMASTER BUIIdINq PROdUCiS, INC. 407.324.2080 407.324.0503 Fax. BLOCK OPENINGS SINGLE HUNGS FIXED GLASS UNITS (PICTURE WINDOWS) SPECIALTY WINDOWS (HALF CIRCLES AND EYEBROWS) HORIZONTAL SLIDERS FRAME OPENINGS SINGLE HUNGS FIXED GLASS UNITS (PICTURE WINDOWS) SPECIALTY WINDOWS (HALF CIRCLES AND EYEBROWS) HORIZONTAL SLIDERS SLIDING GLASS DOORS BLOCK FRAME MULLS - BLOCK VERTICAL HORIZONTAL MULLS - FRAME VERTICAL HORIZONTAL PGT MULLS - FOR VERTICAL APPLICATIONS ON PICTURE WINDOWS OVER 72 INCHES PAGE(S) GA 1 GA 2 GA 5 GA 7 GA 3 GA 4 GA 6 GA 8 FE 2, FE 2A FE1,FE1A GA11,13,14,15.16,17 GA 11, 12 GA 20, 21, 22 GA 18.19 PGT 1-8 f I 3r :-ORS 3 r 0:, R5 I iCn' :ERIC+ c PaE-CAST SILL — r OTHERS Ft ANCE TYPE Co. FRA..E H..CER I E.iE a:•:R / I i 3r C:nCRS Av.0:+ .wC ;.. ...I C•.n. SCinE:• CO 31.Cr - 3r 9t,-_a51 3; Ii' PCG+ 2 uCt 9: GHE'S uL, aE:.EEC I \ . riCo buc+n,. CC.+V.S OR :.Fr CPCo; IA II uAR9lE SILL SICCt CAULK BETWEEN --DOW FLANGE 3, PRECAST SILL WITH lU"EV iii AOHEV E CAULK OR PRROVEO EOU.L SE:--TIOr•I ) GA.( I r:.].I=:RSTItF AN-'LISIS r[ T.:PCCN L0C,4T:Li1 C`---! 11NOC'N SIZE iINC!]ES) I OE-;GEI PRESSu c C.:P-CITY IEI PS= I C4 LOC; IC::S MOEn/nEIUT I EA Iea1CR WfEFICR I r.0 I :Au35 I 12 • 6C 0 I 53s6 c::: I 1= a 3 0 0 9 3C A.: 60 0 0 AB OEiG 1 A 2 AD 0 3 JET.. 1 i . 13 40 0 I A.B O E.:.J 3i • - 0 J B OE.r.: e . 2. J 0 A 0 ; 3 • 7 D0 B C E E3 . 6J 3..0AO 0 B 1 . 33 J d I A,!J 0 d 73 A 0 0 B CC: JEHE=S UZIP" RAiA Fi.OR.IDA B. O. A F. MANUFACTURER NAME: G EIS e: R PI•[_ ,A LJ E'NI I N U M G„F,• MASTER FELE# 2 1) SHIM .5 REO'D AT L-CH INSTALLATION ANCHOR WITH LOAD BEARVIO SHIM. ..A.• ALLC-SLE S.. ST.CK TO BE 1/A'. 2) NOOW FR.U.E NATER'DL ALUMlr+uu ALLOY 6063. 3) USE UTEA CAULK BEHIND WINCOW :LANCE AT HEAD Q !AA,BS SILL MUST BE -I;ACHED TO i,E SUBSTRATE I.T.VULKE- 116 AOHESNE CAULK OR APPROVED EOUAL. APPLICATION OF VVLKIM 116 AOHESKE CAULK AT FFA..E SILL MUST CrMPLr :ein SE%•LA:+f MANUFACTURER'S RECCMMENCATICNS 5) USE LAfEA CAULK FOR PERIMETER SE-L AROUND EATERICR OF W-DCW 5) CUSS : 'NESS uA! VAR- PER T,-E REH.UIPE,,ENTS V AS_U E1300 GLASS ::..Rij .. EF,E N•iid Ri 45T,NCE TCSf FCCUIREwENT CF 15. ': CESIG LOAD APPL:o S• PCS•:•:E :rLOAOSWILL 'oE UurTED 10 .00 P- OuE 10 WATER TES: PRESSURE O: 60 AC>+IE[-V c+ •_- i) NSTALL. nOn :L—cj FR.I+E MNCOA IN CONCRETE CIA vASC:,R, CPEr.:IC USE 3/16" :+• T.PCON ANCHORS OF SUFFICIENT LENC:n TO PROVIDE Mm 1- /.' CM?EDMEN7 -vf0 SUSS:RA:E 1 LCCATIOHS SH07 ON CHART 9) SEE ELEVAIICN :CR KEY TO TAPCCl. LOCATIONS 10) It -STALL IS SORES OF SUFFCENT LCNCrH TD PROVDE '/•' Mu. EueE6MENI 110 •-Y000 'C •. AT ALL OTHER FIC TORT APPLIED wSIAILA TION HOLES IF .AC TCRY APPLIED HC'.ES ARE IC; __. T3 SCRC AS SnOvLO 2E PL:C_J a- uAA 5' FRCM CORr.ERS dk vA. '•" OC 11) IF EA•CI .to. 9EE IS NOT LIS1i0 w ANCHOR CHART. USE ,IC -OR CUANi1;' LISTED .K•n NEAT L.P.CER SIZE FCR NE APPROPRIATE DESIGN PRESEU RE REDO 12) CENE-•L I+SO SE'ICS PICTURE MN.C+r IS SHOWN THIS PRINT ALSO APPLIES .HE I.S: V!EWE.D r P0f-:I C:\ I Cr'IVr 1 1 • I - 4. I I ' 1001 N, GaoT E3. • CcrtoWcn, tY /500[ • G0. 2.• S:SOt1 • C<3m. 'I ?5!31 I a•.¢ auA•ro. INSTALLATION C'=TAIL I HRIES 1450/1550 Ft=NCE P':/ c.... n ..•o a. i;.A.[ BB N/A 1. •I•n . it'IE :):. -. - .:AC. ):'. a.rA •.'. fa)-01.: .. .. .. .. w s SHE A!n Z; 1 6Y C."c4 It- 3.Io: E S \ ER CAUL[ F.v ;-PC mNccwJ RAuE HE ACCR PER, -El 3, OiM IS SCF INSTAL, ANCHO ITP ) E a TERICR FINISH 3T OTHER sHE A THINC Sy OTHERS 1, t if o_ wrc N T I_w2 A ACCC I 1 aY c;.EFs SHIu AS REO.O SEE NOTES) SECTION ) s " As PEc c -7Si: :rO::Sr / I uw E A3ECIAE:.1 I w L 31 A'F=•n7 3r ;T..ERS: A FER.uETER ::'_LA Y OirERS c N S; C T!C N nl T - - M000N '•'Jiji i I O I , Ic' I G jA 0C. //// cp2 a A (TIP, // I I -I— DI CI SPY ANCHORS iE nCRS o I o ANJ AS iEOC I IO '---CIO rAO iE ]) c, O O 6 VAi wOCD eE NE EN HI. ELEVATION VIEWED FROM EXTERIOR ' MASTER F&E T` 3 - CwPARAT,%E ANALYSIS 2A ANCnOR CHART ' m:.CCA CESIGI PRESSUPE I NO CT 98 SCRE'AS NO CF JG:O C A SIZE (INCHES) CAPACITY IN ps REO.O IN FP.AwE I RECO m FRANC CT-&E-CHT I LAT,RICR wIERIOR HE AO SILL O CA JANJ ni •D I SAl IQ EA J•v9 16 A )J 109 109 1 2 2 2 2 ] 16 a AO a a3I 2 2 7I6A -0 63 i3 2 2 7 I ] 1 20 a ,0 e6 as 2 2 2 20 A O 73 71 2 2 3 A ] ' 20 A :0 I 59 2 3 7 2 I ' 9 2 a a 0 7 2 7 227A052f722I28 . t0 Ai 7 I I o to I it iii0 A °J 0 AO 2 2 i A .p •p Ap 3 a ! 0 AJ AO Ii1 AJ a .0 AO I .0 AO a SO .0 IAO 13 I 3 I13 3A] 70 A 1 I) SHIw AS AEO'D. +O CE`+T ;0 SIC, NS1ALI.A;IO. INC-OR •mTH LOAD SEIRP.0 S,]IA .A• ALLONAeLC SHIw S;.CK 10 oC IP.. 2) cc. •P—C AAATERUL• LVmNL'AA ALLOY SJ63. 3) USE LATE% CAVLIL eEHIND wNDCw FIN AT HEAD. Slit. & —as. USE LAIE] ':AULA FCR PE.RIwEIER SEAL AROUND EaiERICR T v NOCw ;LANCS. 5) CLASS MICIVESS AlwVARY -S; :,•E REOUIPE•AEIITS OF AS-." EI]CO ;LASS CHAA.S S:•C-_ CL.AZ, NO .S S,OwN. INSUL4la16 SL ss 4 ALSO CUALITIED. 6) AHERE wA.ER At TEST RECUIPEA,CNT Or 15' OFDEVC.V LOAD APPLIES. POSAn]E C L01 0S An,L :E _.to TO .00 PS; DUE TO wATCR TEST PRESSURE Cr 60 P.SF ACHE'•EO .N .] 7) :NS T ALLA;IGN• F'N FRAwE mH0C. J w000 rRALE OPEr.INC wA ;-0 eT '•,ocD S1UDS, US.••C 0090 1N , I. NAILS CA Ja SCRC,15 Of SUFFICIENT LENCTn ;0'PROAIOE um I' MECA`0; •:•;C SU95iRA;E a) .f E..CT —00w SIZE IS NOT I]S:ED IN ANCHOR CHAR;, USE ANCHOR OUAN16T US3) n1H NEaI L. PCER SIZE. 9) GE. VEPAL ALcwINU]A'S 11A0 SE--!S SINGLE HUNG IS SrOw THIS PR.r ALSO ,PPLIES :0 'rE 'S•C Aun. ].. .a[ • CI-A]:•].A. A•• •A]-K]-CAA u\ Eq:nEfcq CAULLI3, OT.c2s TE.ERICR r,N Ism at Of..Eas CAULK JEIIND fIN En WhT I , OT -EqS SFC i JGN 3r „trig: A H rnmDpa zmzi Y,;z;iz q -.,.N,rHnD r,,,;iDT l_T-:?- sc-4--'sI :.-S:C: ;Essv;z :.g a E,E: I-p-C! . I., ppsiRErU:R 0 :, FiA a 431..i; ,il 10 1 ..E iC 91 21 lo E I IC f1l; EA IC4 I E+O L ;ILL 41 2 I e EA JA13 2 I C!3 L SILL 1 2(A 0 0 2 1 So l) 1 3 13 to 'n o 2 0 x 50 0 0 3 7 I. A. 05., A: C.: f E7 L S In splcE 0 I'S ALLATIC VID.IE] FROM --/.TEc?[CR 2 ' COD 3 0 • I-Cas CENTILU FL-Di?j0A B. ()., S. ILUNUFACTURER NAME: F MASTER FlLJE I) v ERE -IER RE'iS;.ICE TEST RECVIRCrE-1I Or 1!4 Cr '[SCLEAD AP-L PC"I7IvC OMC.4 LOADS vILL 31 LimITED 10 100 PV CLE -r -TER PRE SLRc Cr 60 Psr ACKIEvEO In TEST. I,.STULAIlcjj rim tRAmE VINDOv I WCOD rRAMC OPErlING vITH T%O 51 '-C;:: STUDS ust,, G .@ c;c,s or surrICICUT LENGTH TO PFZvl:E It, I' I, 1 0 SU3SIRAI-- CR Dl- —ILS :r "99 1. - E.AC; WIt. '1IS tOT LISTE] InCnCR CIARI. LSE CUANTI;: - 'I:: I, l .0LA; CCR SIZEI- AS 7EO 3 - D.ACE:IT TO E-C..-t'CR '-CA: 'E-:- -1: At.LG-3Lf S- 1. S!ACK To K I'll. AL W+IhW ALLOI 6061 11 '.SC LAICA CA— : cmjr,o -iji4c0, r:N AT r.CA;T SILL L &-IS USE LAtCx CAM< FCR PCqIKTCR SEAL ARCu,`D [TEqlCq Cr LASS I IC C AS r -Cssj- I-R, PEzz QEOulQ mEWS Cr ;. [1*- 3 ZC SI GL InS,,CUN. I. SULATI. G CLASS ALSO CU.L!,'* - cc 4 ' ft Imo SERIES PICTURE "I-00-1 IS 't-0-1 rllS P;i:-; APPL. ES 10 Isco :[;: cs PICTURE wINDay. C•.[ G .CC: 3uC• 3, C- . itt,. LArCC3ASc..a. C C.v::.L iMs; ALL•r:c, A C' 3r CI.cii 7+tG' DI. ;aaCC= As C -LA.A 3C :'•E_. rL+.KE L •..t 3Lt. CCr,C'[IE is I I C.[EPIC ' rl-l'. — ir OT-CPS CRInCICa :AULa 3r OIrCxS MLc r-PC . br^OV raA-E CACCa I:.:v iaiE 7lCx nL'Cr t I IE.t rLrtsN j 4 a, cf7s CAULK SCIVCEN VINCO-1 rLAf4E L 'ACCD SUCK C(P.CRCTE OR r..SWI C(MIME / 3, 01r.CRS CAULK JC1VCEM VCOD LUCK L So,*, CPCnINL IT Of.(RS SEC N71CSr 3LC< E IU: As 'Cc D crC 3r :CC) 3UC. 3, Of.Ex% 1/.' M•a sa.IM s>.cE J a 1-1/.' At. J INSILLANCI.AAMCMCR 3/ 1 G' DI• TAPCCN SEC T I0N I Sn AS REO: At C.C- :4;+LL ,:,C-CR USR,: ._ _ v: .r .-» •., at0»• 2LE SriV StACa iJ '_° I/•' nrvcp• M r;AVE N SERUL: ALI•rpar ALLOT S0e3 USCL.rEK CAcLKA L'NBEnt O M 0G•..:L.:,LE AS nC•+D S•L•. s S USE LATE• C. LA FOR PERINC.Ex Ss •FOUND EATER,Cn C:•».r.CC'.. F .4C GLASS tniCA: iELS wr vRT PER i-C REOVIRC VENIS Cr .S;v C17C0 LL•SS Cr•AiS CSICJ. PRCS: U+E C•P •Eli+ C% vlr7Cv L In TALLAt:C:, IS LI-l:i: iO •00 Pir I -'Cl INSt+LLA:IC:, Cf rLAML[ 1`4 rE InMVS In C0.4C;Er7 CR rASZrRr OPEMU.L. u:E 7/I6' CIA T.-Co. rtPE .r,C.OaS Cr Suf:li!EMT LEMGir rc a7Cvl:i MI. Cn 3ED. rCN1 :NTo Tu3s:vAtC PLACC A:+CMMS G' A. r'On CORIM t 24' CC MA. SC r VC Gr L .u1LD DOVN •RCw,o CURVED aOallCN Cr VINCOV fR-E :0 3E ElrInCE;tD ar C;nE 3uILD CC— nS. SC Cr Sti PIC!C.rl 'TxC CTM r0 •CC:UAri Lr r7•.,SrC' LOAD Cxcj V INDOV to rr•E SI'uC ILAE SI iLC VAtIC,i S^Ot' CC:nr.O.r CCn%ILL'AilC.r: i[ 1: e.[f In: En Oil to LI+1f USE L'f l..t: PRCCuCT t0 T.•CSC IVO CCNr ILL•RAi ICMS I.,IS SNECI AaCL!iS to ALL COPIMC PAT!C..S AT CAM SC n•:W <tUREO ratan t,.0 I.SO,I51,3 SCaICS :_._.tix PI.C7 VI.rCOV RAn lry. SrSTEr CENTRAL FLORIDA B.O.A.F. MALNUFACTUR;ER NAIL: l'FNERf- , 4c r/CtrNur MASTER FILE # 2 7 JiN DQV I \ 1 HEIGHT I I I I JIrJDOv ' JICT - ELEWl; T IGi I VIDN`D FROM E,(TER!OR e-1 VPHE tt. •. IP•—. „ i. -A, i In Sa•C_ /rJ A C.C. Sic 'OtCi, I i C.n3iCrivr a C . '-t•: Cir VIr2C': : L- C 3VCK L 1•+3 - . cPrvinc d 3• 0 :ai t CLAIM ul t;,P3PEaInE iCR C%Alt iuCK tr 07..CxS r..HQICR rL'A. 3Ch.E f Alta rL•:.Ci O .trCK CCD BSECTION2 tT DTrE' L V Ir ` J ! IDo V IDTH — ELEVAT10N VIEwED FROM EXTERIOR J! ill e`. ..i.1 II V., 31 Zr iuC• -_. i C E C La—/ SEC T 1Q1f\j 1/1 ' .1A TAOC!]-, AS;v -:—Ts S c- 3 S1 1c i.•3c C:.T 11117 .:Cc rQ-0-C 311., 31, 0 K PLACE] r[;- 0 ..cc. C-" IC21'S -k::S 3 qc' ;-C 5c9 Cr J LIEA17RAL FLORIDA 0. 1 3- F. IMNUFACTURER NAI&-. ASTER FILE C-RIOP A=* i INSTALLATION DTAILS TvO By BUILD DOWN SERIES 1450/1550 DES[GmER PICTURE vIND0v C.-C I-C . Ism, I 11 1 EC- I I I" 24102 I p 31 lee rtc—a0—.0 SWC 6 —CR I... "C.C. 3. . '• c .01 W-633, — .0, '11 '13, am I.Z:; SEE :-i P(Rlu(I(R CAULK a, OT.ERS CR S:pl - (TIP) E.rq:om r..S. 1, C7-ERS CAL:A 9EI-I0 FW - S.C.f—C S' 0 ThERS Sl— AS PEZ:'O SEE :,DIES T I CC- SPACE SEE IOTES A "—C aic-E l'i cfsc PREssRS c—:I-, cr A"CC11 !I loo psr C;;' , AASTALI.01C. CF F.. ;z "C r' "0 ow uos. usI,,c PC. s' 0 c 91 IN o' A IIA-LS P'A, Cq; ,AILS C.'AhEqS YAX oC .. a t7-ES I 3) -CR IlSiALL-110. - Cr ;. FP( —00. . nOco FRAME c;:E,,,:.0 FA3 aT WCOO SrL'cs vs-; 1.1 sam.5 cr su'F,C.E ' 7 t-'-'cr. TO R ;0110E — I . Z.3E-01 'Nio SuBSIR.TE ;LWE SCR--..s i* uA, A -^AA CCAIERS & 2.' CC .-- BET-EE- S; r AI '."A' R'O'D O:AC E IT TO EACH n5r LATIC.- A.1 CR T,, tr_.Z) IC S_ _. -L-0--&E S— STACA oc. ;"-E V- ALU—IALLOI 6C6! C; vSE L.ATE C.ULA 3---Q ...EO. Fl. AT IE-0, J.LL I _AlljS F) US: L.ATEA CAILl :OR SEAL 'Ro—D .:;:cR Cr r• 00.. ft-.CE 5) CLASS INCKNESS — IARI PiR T-E A[Ov.R-.-uZ:,TS C: •Sl. E1300 CLASS CmmrS 9) - 2.11.0 Do-- A.Rou'a CLRVED Ponno. or —'Cc- !R,.c to BE Z-'- c;-E!RrO 6, OTHERS. 6u,ta 00"', 'us, TE or SLFF.Cl(w SIREIC-.. ) 0 AOEC:ATELI [R-SrER LCAO FRO. —,CC. TO THE I IRIcTORE c) . c 1I-TIO-5 5n0- C—Cx C OIFICUItA Fo,,S It 15 1.01 .I(,,D[o to uSE OF T I.S ;ROCUC, TO T.(5E 1-0 COWIC.RAWIIS fuS s- E: ' APPLIES 10 A,'. CO.NFIC.R.F.011S t.Ar CAI BE -IurAC I tjPEo ract. l"E 11001"IcO SERIES OES-CrER rIAE:) P.'C:Uif -l Cor; tA...0 s 'ST E. CENTRAL- FLORIDA B.O.A.F. MANUFACTURER NAME: PAIER: 4Z, Ad LIM1,V11M MASTERTILE R I— — Do. o;. T— 0 0 0 0 0 nUC+ rr I O /// ' \\c I I I I ELEVAT ION VIEWED FROM EXTERIOR SECTiOrj 1 cl- T-7-0--cz c7A Co 0'- S 74" - 1 N LL aAZ.:•C (1,-) AID II, SECTION 2 I C Co. 0 ICII0/C E GHr C 10 0 a 0 0 1 0 C f I j TVA LEU- fnTION VIEWED FROM EXTERIOR 2uC<-i uASC:•:r- y ep".'IG 3, O:-_.s TIE 31 -CC, 2ucA a, Oin!R CAULK 1,14 N A. rLANGE i"co !UC< CONCRETE a, OI-ER E.Ei.Ci r"SN J o,nER znL'A C.uLA3, O/ Fl•NCE ::RE J Do. FRAME Ncc. nE.C-I EXTERIOR q I A00 :Ru( Su a ..MLAa; oi,iQ n5::-L•ICv :vC-Ci 5... •S -EC^: SCE n0:ES) cC Egi sP.:l .... 2uCAnbca i a}R.u(TER auLA_ III6OInETS E:<T E'IGR C ul, 3L: •[Ev cc n•r.aE Ac00 auc.x S, C DON 0 nCa inP ) --\ Mr.CC'. HElcni - B,Eoln[as A .c•o , a!LEcN <InOc., n.Nu IECASTSalwinv1R,Eu ,__ C iICN 1 Ii Cn(S,E C—K R SCNNEE MCaenC AD $5C0 AOH(SLE SE•LANI I) SHIM AS .REO'O At EACH INSIALLAIICN ANCHOR mTH LOAD 2EAR0•G SHIM, MIA ALL DM•[ S— STACA TD Be 1/N• 21 NRNOC" %RAuE MATERIAL: ALUMINUM ALLOT 6063 3) USE LA7EA CAULK 2EHINO WNOC'N FLANGE AT HEAD AND :AwgS.SIII MUS,- ?E ATTACHED .0 THE SUBSTRATE ,L,iH vULAW 116 AOHESLE CAULA CA APP?CvEO E=U? APPLICATION CF vULKw 116 ADHESILE CAULK CA SC:IEE-uCREHEAO a500 ACI•ESILE CAUL, AT FRAME S&L MUST COMPLY WIH SEALANT MANUFAC TURER•S RECCMMENDATION S) US C LATEX CAULK FOR PERIMETER SEAL AROUND EXTERIOR Or WNOOW FLANGE 6) CLASS in1CKNESS MAY vARY PER THE RECU:REMENTS Or ASTM EI:DO CLASS CHART SINGLE GLASS IS SHOWN, LNSULA71NC CLASS IS ALSO OUALIFIEO 7) CENCFAL ALUMWUM'S 1A80 SERIES MODIFIED SLIDER IS SHOWN. TwIS PRINT ALSO APPLIES TO THE I5!0 SERIES MODIFIED SLIDER INSULATING GLASS 6) ORA—C APPLIES 70 INSTALL•T.CN Or FLANGE FRAM( —00r IN CC.CRET[ OR uASCNRT GPE—C u5E q- • TA CW ANC%OR OF Surr C:CN7 LENGTH TO PROuOE — I-,/. Eu6ECMEN7 WIC, SuaS:R•TALOCATIONSHOWONCHART. S) SEE EL'rAno.S rOR KEY To TAPCON LOCATIONS 10) w51µL d sal-S OF SUFFICIENT LENGTH TO PROwOE 3/•• uw rMBEDuCNI I.To „000 BUCK AT •urACTd1YAPPLIEDwS7ALLATgN ,•QCS AH[RC IAPCONS •RE R[O'C I) ! EIAC1 rw00. SI[C IS NOI USTCO IN AHCtiCn Cn•R1, US! .NCnOR 0 • 1-1, LISTED -1n N[.; LAAcER SICE, C:.E 3, :.00 ri cjJ C:Es) IT C n i CA SR, OaCrn•IG j 3r •J :.Ci A•.S: •LL :IUI •NCr :RIS• CIA IAICJ a•cc:•aI c[•c r'o•N.as • Irl BI C•nE I — WINooN MOTH Ev ETION AE':: EO F;O:A ErTERIr,R. O 3-Z N7L. GA CO. LIPAPATllE ANALYSIS & TAPCON ANCHOR LOCATION CHART WINDOW SIZES DES;CN PRESSURE IAPCON ANC.,C2 LOCI-0:N INCHES) CAPACITY IN PSF REO'D. IN FRAIAE 7l TH/HEIGHT ExTERtOR INTERIOR I HEAD A)a_S 24 x 12 40 110 H.K A,G 2- A 24 40 67 H,K A,G 24 A 36 40 I45 H.K IA.G I24A46040H.K A,G 36 . 12 40 85 H.K A.G 36 x 24 0 4, H,K A,G 36 A 36 40 0 H,K G 36 A =2 40 10 H.K A G I 36 ; 8 0 40 H K A,G 36 55 40 0 1I,K A U.F. 48 A 12 40 77 H,K - A,G 1 48 A 24 40 40 H.K G 48 A 36 0 40 H,K A.G 48 . ; 2 40 0 H,K 46 I 4° 40 40 H,K A,G 48 A 55 1 40 40 H.K A.S.F. 60 A 12 0 73 rilK A.G 60 A 24 40 40 H,K A,G 60 x 36 40 40 H,K A.G 60 x 42 a0 40 H.K A. , 60 A 48 40 40 H,r, A.E3.F.G 60 x 55 40 40 H.K I A.e.F,G 72 x 12 40 70 H.K A.G 72 A 24 I 40 40 I H.K A,G 72 x 36 a0 0 H,K A,G 72 x a 40 40 H,K A,B.F,G 72 A =8 I 0 40 I H,K A = ' G 72 55 40 r.0 H.K A ? C : - CENT_- B,U FLORIDA B. O. A. F. MANUFACTURER NAME: GFyEh. 4-L /L(//-f•ITLVYr MnSTER FILE # I I I I I GN•,vq.rss V I I IMI r. Crna, Fa•Cm•Rn n I=•r0 W 111]I7•rA.l n 15]31 I INSTALLATION OWC MASONRY W/ ONE 3Y BUCK SERIES 1.60 u001rIED HORIZC0AL SLICER --Cm JRN C-0 w.,c Ba I N/A I I I 0./_0/02I, CA. c .....[ n I,••I•Lvo. I n I 3I :E'ICO27 4) 1• J/.. II.•oOG. (a „N.-n.,A-. • . Yl .b 4•. •.. .P•c• ,.NN .•.+,..1 N0,•t4, •.. I+ I Nc, C.I, 1 YI1. LEuEEO:JE RIC% 'In,Sn EFs JirE..S L: ho;cS) Ir•OC n i. f'Ili iIN PE L ; V. I r'E \ — 1-- SHIM s?ACE a ::REM I SHIM AS REC'0 I SEE NOTES) LvS:=LA6CN / :nwEG.v NC-.R (rrP) x iRAL,K,c Ir.CCW :Iti I nER ••// I YW NBENENT SECTION I 1; S- AS RE20 AOJACEhT TO CAC.'. INS;ALLA-.O\ ANC-CR Mr, LrA.3 eE:iWG fn:V A. ALL OMA3LE SOIY SIAC/ ;Q eE I/• G9 FRA'JE MATERIAL ALLOT 6C63 O:: LATEX CAULK BEHIND MIhOON Fix AT H'.A.^• ,SILL h JAMBS A7 USE LATEX CAULK FCR PERIMETER SEAL ARC.NO E<TER,OR Cr •m DCn ME s; D_:iS rnlClt.\ESS MAY VARY PER TOE REOUI' -:\;S CF ASIM E1-3CJ 9'.:LE GLAZ%C IS SHOWN. INSULATING AS- IS ALSO OUAuFIEO Ei DR:..G JhIES TO wSiALLAYgN OF FIH FRAME MN"w I 0000 rRAMV CE:,ING TWO a, ::)00 STVOf VSwc 099. 0., N.._S :: I! IN cr surrlc (,I LETO IA:v10E Mw CM35GMENT WTO SL'9314,?. 7; IF CLACT NN;:w SIZE IS -01 LISTED R1 ChA:T, -._ IC,.CR C.ANTIir USiED .,• LAIIGAR STC 6; G'.: iAL ALVM.,Mr.'S I173 SERIES HORIZONTAL S.:E' S SRO+,. :I.S Psi ALs. a:..$ ;0 T-5 19aO WSW.-I-C CLASS HCCQO:.:AL S.-DER SE?'ES 1I usi> tauc:J Or10;.n_ RS C. T IOi\1 ECUALL: S' ACE 6' . -)_ ' A:,CsORS ( i r7 I J =y. _ ILL. JaSi 3_ IAA 1H: QGa AID,; LEI EVATION LnElrr.D FROM EXTERIOR A a C0\IPA. R:-lPT A;;ALYSIS u .tr:Cr.CP. CLJ;•;ITiTf C:, Ani vANCO'rr SIZE DESICN PRESSURE a SC=EWS 6P? A 99 -N =.E• J N'JC; IJ S) CAcarlTf IN P57 I IN F21VE I IN. '?=•._ v80Trt ,;NO EXTERIOR IDITE.RIOR kZ;•0 EA:h D I Ci- tiEIGvi I I 4 SILL I J-\I_ SILL J.::2 2- A 12 1 -L; 40 2 2 2 2 2- 2- 0 0 2 2 I 2 21 2; 36 40 0 2 2 2 3 2= -a 2 ) I 2 A 4 36 12 0 40 2 2 3 2 .i 36 , 24 0 40 2 2 I 2 36 36 0 C 2 2 3 36 42 0 0 2 3 3 35 48 10 40 2 11 3 I.6 55 40 40 2 3 48 . 1z 0 77 3 8 24 40 0 3 2 as 35 0 40 3 2 a A -2 0 40 3 3 as A 48 0 0 3 3 A 55 0 40 7 i 60 12 G 73 3 2 c 60 < 24 riC 30 I - 0 40 3 2 0 l 60 x ;2 40 40 3 3 6 3 60 A 48 40 40 3 3 6 60 x 55 0 40 3 3 6 5 72 x 12 i -0 70 C 2 7 2 1 72 x 24 0 0 i 2 7 2 72 , -6 0 I 0 27 72 a 2 0 J I 7 J _d 72 I :c0 7 l_ 1 I I I I Q ZG-PL I I o..+. I f •. T,tu. l.ENTi3f L ' Y':L'0aM a B. O. A. r . MANUFACTURER N LME: I TiASTER FE F, SS I ICOI r. 4., WT Yl•C_"M 'I rAm.10 f., II1C7r•3t1. U riul INSTALLATION DRAWING WOOD FRAME STRUCT'iE SER:Es 150 / 19G0 M.OIhtD HOPQC-vrA_ SL.CE: ES N/A 1. -Ln. Ip 1. I JS/ II/ 0:I Ev. I I INSTALLATION MULLION ANCHOR ANCHOR I MULLION TYP.) BRACKET ANCHOR BRACKET---.'7j CENTRAL FLORA B' MANUFACTURER NAME G " OWG No: GEN70452 r l— f MULLION DIE N0. 1445 II I II I II I II I I WINDOW - u------_ FRAME JAMBSTER. FILE # TYP.) #8 SELF TAPPING SMS (TYP.) PT SUBSTRATE MULLION DIE NO. 1445 SECTION A- A B EXTERIOR ELEVATION INSTALLATION ANCHOR TYP.) SEE NOTES a #2 & #3 a o _ v II 1 .— 1- 7/8"1 SECTION B-B NOTES: 1445 ULWOE INSTALLATION TO MULLDETAILS GLEAPPLYHUNGAOND ORALUMINUM PICTURETUBE WIWINDOWSMULLION. DIESIDE BY SIDE. MULLION IOTOSUBSTRATE WITH36" 2) IN MASONRY DIA. CONCRETE SCREW ANCHOR OF SUFFICENTLTH.TO ACHIEVE 1/4 M EMBEDMENT INTO CONCRETE OR MASONRY. 3) IN WOOOD UFFICENTOLTHRTOTIOCHIEVEATTACH 1-3/8LMIN EOMBEDMENSUBSTRATEINTOUSING WOODIO SCREWS FRAMING. 4) MULLIONATTACHMENT IN SECTION B—B IS TYP. AT HEAD & SILL. GENERAL ALUMINUM CORP. CARROLLTON, TEXAS Ti1LE: FIN VERTICAL MULLION INSTALLATION DETAIL ALUMINUM TUBE MULLION. DIE N0. 1445 AREA: ORN: JS APRVD: — — — — DATE: 3/ 1 7 / 02 wT ri: — — — — SCALE: HALF u t: — — — — owC No: GEN- 0452 PNONE 07-EOY0365 FAX 407- E05-OY+E PREPARED BY: PRODUCT EECn KOt OGI ccRP. 250 WIERHAtION.t PK.n. M(Al"KUw• Rt7f— 377-6 91 Ir CONCRETE OR 2x6 or 2x8 INSTALLATION ANCHG.'< CONCRETE CRMASONRYOPENING HT OTHERS WOOD FRAMING BY OTHERS 810 SCREW ONE BY- WOOD I I/4' MAX.SHIN SPACEI BY OTHERSBUCK3` OTHERS CAULK BETWEEN SEE NOTE 18) DOOR FLANGE 4 ONE BY WOOD BUCK BY OTHERS n 2x6 or 2x8 INSTALLATION ANCHOR WOOD BUCK 6 L WOOD BUCK v WOOD FRAMING 3/16' DIA. TAPCON MAS'Y. OPENING v D L 3/8' MIN. SHIM AS REO'D. BY BY OTHERS EMBEDMENT (SEE NOTES) a SEE NOTE l8) G PERIMETER SLIDING GLASS DOOR CAULK BY SLIDING GLASS a CAULK BETWEEN HOOK STRIP V CAULK BETWEEN OTHERS rT:SHIM i/4' MAX. DOOR FRAME ONE BY BUCK L HOOK STRIP L SPACE JAMB TWO BY FRAMINGv WOOD BUCKrr- BY OTHERS l-l/A' MIN. EMBEDMENT V• ff, V SHIM AS REWD SEE NOTES) CAULK BETWEEN SLIDING GLASS ONE BY BUCK L DOOR FRAME TWO BY FRAMING HEAD BY OTHERS SECTION A -A TEMPERED GLASS (TYP.) DOOR HEIGHT SLIDING GLASS DOOR FRAME SILL D D EMBEDMENT d . 1-1/4' MIN. p LIBERALLY APPLY CAULKING UNDER SILL INSTALLATION ANCHORDRSETSILLINBED OF CONCRETE 3/16' DIA. TAPCON COMPLIES WITH FBC CHAPTER 17 SECTIONS 1707.4.4.1 FOR ANCHORING REQUIREMENTS AND 1707.4.4.2 FOR MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATES, MARCH 1, 2002 INSTALLATION ANCHOR 1--M R10 SCREW ONE BY WOO TEMPERED GLASS CAULK BETWEEN BUCK BY OTHERS TYP.) DOOR FLANGE L WOOD BUCK STUCCO PERIMETER BY OTHERS CAULK HY C OTHERS e TEMPERED GLASS S.G.D. WIDTH CONCRETE OR (TYP.) MASONRY OPENING SLIDING GLASS DOOR nrrc. BY OTHERS INTERLOCK HOOK STRIP DETAIL SECTION B - B 1) DOOR MATERIAL- ALUMINUM ALLOY 6063. 2) 010 SCREW INSTALLATION ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-3/8' INTO STRUCTURAL TWO BY FRAME. TAPCONS AT SILL 1 1/4' INTO MASONRY OR CONCRETE. 3) ALL INSTALLATIOI HOLES MUST BE FILLED WITH 410 SCREWS, EXCEPT FOR TAPC13NS AT SILL 4) INSTALLATION TO BE USED UP TO 70 PSF. 5) USE SILICONIZED ACRYLIC CAW( RE)0ND DOOR FLANGE AT HEAD L JAMBS. 6) USE SILICONIZED ACRYLIC CAW( FOR PERIMETER SEAL AROUND EXTERMR OF DOOR 7) FOR 'ONE BY' STRIPS NOTED BY AN ASTERISK C) THIS APPLIES TO ALL NON-STRUCTURAL SUCKS LESS THAN 1 1/2'. ImT INTENDED TO LIMIT TO NOMINAL ONE BY WOOD ONLY. 6) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE L CONFIGURATION TO FINISHED IIPrWNC4 RACE TAPCONS, IN FRONT OF )OEM STRIP AS SHOVK 9) GLASS THICKNESS MAY VARY PER RECNIREMENTS OF ASTM E1200 GLASS CHARTS. 10) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. IU JAMB / SILL WFWERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER 12) SHIM AS REVEL AT EA SET OF INSTALLATION ANCHORS. MAX ALL13VABLE SHIM STACK TO BE 1/4'. 33) ALL INSTALLATION ANCHORS MUST BE MADE OFC WOMB' RESISTANT MATERIALS 14) V)ffNE '%' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL ALL STANDARD CONFIGURATIONS ARE QUALIFIED BY THIS INSTALLATION DETAIL. 15) HOT ALL STANDARD CONFIGURATIONS ARE SHOWN ON THIS DRAVING, HOWEVER INSTALLATION SECTIONS 'A -A', 'I -I' L HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. 16) FLORIDA EXTRUDERS ION SERIES SLIDING GLASS ODOR IS SHOWN. THIS PRINT ALSO APPLIES TO EXTERIOR ELEVATION 2000 SERIES AND 500 SERIES. 2 PANEL.. DOOR'SHOWN 17) NAIL ATTACHMENT OF NON-STRUCTURAL ONE BY BUCK IS 4' FROM EACH CORNER AND 8. ON CENTER U, C WITH EMBEDMENT OF 1 1/4'. l8) 2X6 OR 2X8 WOOD FRAMING TO BE SECURCLY FASTENED TO TRANSFER THE LOAD TO THE MASONRY,CONCRETE THE OF RECORDS DETAILSOROTHERSTUCTURALSUBSTRATEPERFICSECTION1707.4.42 AND ENGINEER 4 - • ;;•.R SEE CHART ON BACK FOR TAPCON FASTENING OF SILL AND HOOK STRIP ROBERT J. AYOitUbO, Pt. M PE LICENSE NO. 49752 u a)c1 tvn eu„ FLORIDA EXTRUDERS 2540i JnM"T C'ORIFICATE OF AUCHORQATDM NO. H375 SANFORD, FLO, I'rrLE: SLIDING GLASS DOOR 500,1000 & 2000 INSTALLATION WITH #10 SCREWS DRAWN BY:JBH TTPPROVED BY: DATE:07/11/02 scALe: NTS DTnc g:FLEX0043 J 0I r•7 NING ci r:i .SI. _ CAULK BiTLE." L 'CO: 3UCK CAULK 'ETvEE N r E+In_IER BUCKWOODK L CALL; 3T MAS'l. OPE KING BY OTHERSOINERi 1 SiuCCD Q3YO1riR1 o i I).STA"AIID. ANCIQUT B SCPEv TTTP. WHERE — UPCCNS AwE NOT REO'DJ SLIDING GLASS DOOR rRAMC SILL 7 il A AU d d • D LI_CRALLT APPLY CALS ING UNDER SILL IN)I altiii'JN FNC ^.R 3/15' CIA, -"N INSTALLATION ANGER l3 SCREW fir?. v,,ERE GN_ :Y vOCD TAPC_N: AtE NOT RE.^'D+ UCK BY OiH(RS MiN I EMSEDMENT SLIDING GLASS DOOR FRAME I/A• MAX, JAMB D . I I— SHIM S?ACE I P l SLIDING GLASS CDMR FRAME MEAD TEMPERED GLA:S (TYP.) DOORhE1GHT D EM!EDMCNI d 1-1/4' MIN. o I OR SET SILL IN 3ED INSTALLATICH ANCHOR Cr CONCRCTE 3/16' DIA TAPCON SECTION A -A T EMPERCD GLASS TYP.) PERIMETER CAULK 3T OTHERS f— SG.D. WIDTH I I/A• YIN 1 rn3E=Mi;+T ONE 91 vG--D I 2UCK BY OT;•ERS CAULK BE; CEN V WOOD RUCK L MAST. OPENING BY O..ERS SHIN ASTREO'D (SIC NOTES] INSTALLATION ANCMCR 3/ 16' DIA iAPCCN Q CAULK BEIVEEN OCOR FLANGE L WOOD SUCK a CONCRETE CR , MASONRY OPENING By OTMERS E a CCNGEiE op MASONRY CPENING aY oTHERs INSTALLATION ANC+CR 7 CAULK !iivEiN 3/ 16' DIA. TAPCON WOOD 31JCK L MAS' Y. OPENING BY 01 MCRS L SLIDING DOER CAULK TRIP t N aHCo STRIP t zl; HE+OK STMI: WCDD TUCK Q tl 1-1/4• Hitt1 EM:EDMCNT\ T Q Q ONE ! Y WOOD SUCK By OTHERS STUCCO BY OTHERS A" T AAIA.&, t'0KE, B.O.A.F.TCMPERCD GLASS / SECTION BM—ANUFAC-rUitER CTYP) NAcr_.. y.: SLIDING GLASS DOOR T e. r. INTERLOCK MASTER FILE;#_ HOOK STRIP DETAIL A 9LJ 1+ DD71 ruiCIC I STALLAM ALLOT LDS.] I+ IAKD+ iTIC IASTALL•f ICM AACMRS M+Si IC N SllrIC lCni LCMGTM TO KniCtC Min. CnlCLKnI Or I..". In10 KASbuT pR CWIETC ALTERNATE TAPCON INSIALLAIID+ ANCMMS TRENT Tp !KK Dr ALL rit—c rE 3CRi I - CON AlCMR CMARI D. BACA Er INIS SMCCT. S+ u'I SILICDOICD ACRYLIC CALLI 1C.IMD DOOR FLAK( Al KAD L U IS. i+ USC SILICD.IICD ACRILIC C+tK rOR PCRIMCTER SCALARDND-AIERIOR Or DCC;L N VC+K1 OOdt SIIC IS NOTLtii(D In AFC+61 CNARi, USE ANCHOR DIANTITT LISTED VITM r[FI LAIC(R SIIC. rDR 111 APPRO/RIAtC DC SIGN PRE SSIRC REPO B+ rG POCXCI a= SIICS USE CLOSEST BYPASS DOOR fIIC L COWIGURA71CA ID r1Ats co GPEmtMG RACY IAPCEMI. Iw rRD.T CarVM KNOM STRIP AS S1O 7+ GLASS TMICcSS MAY VART PER RCDUIREI(wIS (IFASin CIMG CLASS G«RTL 10) ALL rACTORT APPLICD .QES NOT DCSIfNIED rOR TAKEN AACEIR SwOI•LD IS rILLCO v11- YR SCRC+: or Surrlc:rMT LE.Ciw t0 /Rpvfoc nlw VP CnIED'EwT IwTO WOOD IUCK. IN DOPI W. li IS +PLOWED US lrl. 1EAPCRLD GLASS IN fl1[AE LA:ED M IN:IAAI:YL CLASS 121 J l / SILL COMERS ARC TO SC SCALED vltn A TwALL A7Ur1 SCAM SCALER. 17+ SMIw AS RE 0'0. AT E. !CI 01 IwSIALLAilOn AK.OIRL —A ALLCWAILC S.I. 't AC< tO BE I- 1•. ALL DISTALLAi101. AICKPS -ST IC WADE Or CRROStD. IE::STu.T wA TCR:ALS Ilr WAERE • R" RESiwlf wOv UO PA1IL A o •0• RCPR(SCw T1 rlACD FIZL APrROvED CON IC4l't• IIQ.S AR. AS LISTED Ow A,< C-41 On W. Or tw11 SMEET. EXTERIOR ELCVAT IL+ AOl ALL CDfIWYAtID.T LISTED •IOWC ABC SMC— D, tw1S DR•vIK., 1Ol[WCR IMTTALLAIIO. ION SCCIICMI '•-•• •B- 1• L 1OiT STRIP DCIAIL APPLY TO Iw STALL•flON Cr ALL APPROVED 2 PANEL CGCR SHOWN CDrIrAAATID.l. I1) D.S1ALL DC IAICpw Iw CALM PAIR 0r rAcrcxT APPLIED tw::ALLATIOA 10LES um.ESS NOTED oTHCRVISC CM ANCOR CHART SEC BACK Or TKIS SKET. IS' rLCRIDA EAT RUDER$ 1=0 SEA IC 1110110 CLASS DOOR IS !OV IwIS PRINT ALSO APPLIES TO t00o SERIES -0 Soo SERIES. REVI DESCRIPTION I DATE IINI I EXTRUDERS F L LJPIDAINT. INC. SANFORD FL I I TITLE: SLIDING GLASS DOOR NSTALLATILN WITH TAPCONS DP_4WN BY: BB I APPROVED BY: I DATE.1025/ Oi IsC.LE' N i S IDWG FI (-X-00 : 8 SCREW 1NS I ALLA I ION ANCHOR CHr-•P. I NQM!•1:. DOOR6 SiLL I OUADI T 1 T IES IN EA. JAN3 IQU.= i [ i !ES IN EA. KOO•< STRIP SIZE AND S ZE Up To.6 FS: ip EI PS;ip UP i0 E FS: i 61 FS: to UP iQ 46 PS: TO 61 PST TO C ONEIGURAiIG`1 I EO Ps;"70 PS: I 45 PS: EO PS: I 0 PS. I +5 S. 60 PS: 70 PS.- 4068 Xx, QX- XO 48 x LJO 6 6 6 5068 Xx. ox• x0 60 X 80 6 6 6 8 8 6 a 4 6069 xx. OX- XO 72 x 60 e 8 8 8 8 8 4 4 4 806E xx• Ox. x0 96 x 80 10 10 10 6 8 8 4 4 4 too 8 xx Ox. xQ 120 x 80 G) I p 8 8 8 4 G 5080 xx. x. x0 60 x 96 6 b 6 to t0 l0 5 5 5. 6080 xx. Ox- x0 72. X 96 8 8 I 8 I I0 I t0 t0 5I I 5 I 5 8060 xx. Ox• x0 96 X 96 10 10 10 to 10 10 5 5 5 0 0 xx x x 120 x 96 ' 10 10 10 5 5 5 60100 Dx O I 72 X 12 8 I 8 I I Ixx• x 96 x I- to 1 0 in 12 12 12 6 7 8 206E Ox 145 l 8 X 80 I I I I 4 15068 Ox0 181 1/8 X 80 16 Ib Ib I 8 8 8 4 4 9080 Ox0 10 1/ x 9 12 12 12 to 10 10 0 12080 OX0 I45 1/8 x .96 I4 14 14 10 10 I 10 I 5 5 5 1508o Ox0 18l I/8 k 96 I 10 10 10 5 5 5 90100 Ox0 09 1/8 x t20 12 12 12 120100 Ox0 11145 1/8• x 120 I 4 4 I 12 I 12 t2 I 5 7 8 9068 xxx 10 5/ x 80 12 ' 12 t2 8 8 8 4 4 12068 xxx t42 5/8 X 80 I 14 ( 14 I l4 I I 4 4 4 1506E xxx 178 5/8 x 80 8 8 8 4 4 12080 xxx 142 5/8 x 96 14 I 14 14 I I I I I I15080xxx1785/8 x 9616 6 16 IO 10 l0 5 5 5 90100 xxx 106 /8.x 120, 12 I 12 l2 12 I I '2 I c 7 8 P xxx I 5/8 x 120. I a C IG I l2 I 2 Ic 7 9 G 12068 0xx0' J43 5/8 x 8o I 14 I 14 I 14 I I I I < I I 1606E xx0. 191 S/8 x 80 18 18 18 B 2 2 jawrJAXEI i I ly "i/ 8 X 5b 12 l2 12 U I 7 12080 0xx0 I 143 5/8 x 96 l< I I 1` I I IC I I 15080 OXXO1915/8 x 96 19 18 18 l0 t0 10 5 t 5 100100 Oxx0 11. / x 120 12 12 I? lc 2 12 c 2 120100 GXXO 1143 5/8 x !20 I I4 I 14 I la I 12 I 1' I !2 I o I 7 8 I 160100GxxO1915/8 X 120 1? 16 19 12 12 2 5 7 8 juwo XXXx X b 12 l2 l2 0 o d 1I II II II II II II Ge II 4II I xxxx xEjo189808881506Ea1xxxx 1/4 X 6 2 t2 12 il 75 1/ 4 4 4 I5080 xxxx 189 t/4 x 56 1 i6 10 10 0 5 i0 11 l/4 X l20I 1 1l24 12: 12 is I 5 7 c0 l2001000XXXX t2 I2II7I960100xxxx89 !/ 4 x !20 t6 ti I - 7 T ::. .. _'_N!G l/i•: E; _ __ 3JC< ,SE $:•M_ '! ..-- FLORIDA INT. NEQSISANFORD. t7, SLIDING QL4SS DECK IN$TALLATIGN '_IT- mac" SCRE•./S I- a: • 0c) C-'CRZ CA AS:NAY OPENWC BY OTHEd3 CIE BY W000 6UCX iY OTHERS Sn.W AS REC'D NC.,S) STUCCO ar CTH_iS FER:uE-R CAL1J( aY OTk RS C. ADNC 5= NOTES) ExrxGR ja SCREW (T ANC„OR 3/16, IA, T ANCHOR SHIM AS ES) vmERE TMAPCONS ARE ]/ 16" OIA TAPCON (S-cE NOTES) NOT REO'0.) CALLK BETWEEN Dow FAALE WOOD BUCK a JA449 BY OTNR OPENING GLAZING Q i (SEE NOTES) 0 1-I/i YIN Q Q EU6MUDiT 1/4" MAX. SHIP SPACE, I DOOR FRANE c HEAD ONE BY w,q0 8= BY ODNERS WSTALLATION ANCHOR p J3 SCREW (TYP. WHERE TAPCCNS ARE HOT REO'D.) a CONCRcT OR YASONRY o OPLmHC 5T OTHERS INSTALLATION ANCHOR I6" CIA. TAPCON PERIMET_i CAUTA —_ [ VM4 BYTHERSCOCASTUCCO H_GHT BY OTHERS DOOR w.DTH YAXSMSPACE CENTR &L FLORMA B.Q.n.l. SE I14 rR-a MANWACTURER NAME: CEN RAL ALUMINUM FK BET'W4ZR R M ILE / MAS` OPD k 7Yro-' OPEhNC 4 OT(ERs CAULK BETWEEN WOOD Bua a YAS'Y G'ENWC BY OTHERS 1-1/l• Y.N. A8=0VEN1 Q Q Q I-1/I" uW, HOOCMGI( 5O0PS5 COCA I d UaERALLY APFLT CA "INC • EMBECMENT UNDER SILL OR LOT SLL IN " AaEDOFCONLRCTL • G - GLAZING SE: NOTES) C NCRME w Y ASCNNRY OPENING SECTION A -A WSTALLATON ANCHGR BT OTMAS 3/1' 01ATAPCONTlCYATV[ AlLLA M ALLOYNCH IOAS=fI] 2) TYmN TV[ INTTALUIDI A•ONOq YYJT Q O 7dT1®4T lDNl71N A AORM vF4 CNlmvdi O I-N/i Nf0WAI0101al>L SI Al.rm. R 1AAxx4 IOTALUTXIN A10CU rRWT Y0 1A0N N ALL MAWE WDYIDIi USE LAID CAIAK rCR rwna 9TJL MCUM moral OF OOOIE S) f CIACT MM Te Cl Nor LA= M MOM ONML VSC MO -OR OUANOTT USTO .TN NOIT LAACCA S2L ION ONE AnwaMATE DE71O1 FICOSAi MOM 1) ION FOOCT oom UX MMM RTPASS DOu1 S[a • cwwj"noN To nmmM a•p4AG SAAITM CLAP DOW &ACE CILADNG ALTO APPROVED. TD"WD CLASS THOam WAY NANT PEA AECUCddiS SUOWGLASS 0 MIITILOOCHGASTYO3MCASSOLNTERLOO( I) ALL FACTOTTAMAD) NOD WIT 00090 STAR TAPCON AN04CR SWAD 1E FAILED ON 01 SORCNR a• 3urncx1N T N LOCIN TO FIROQ IML UV 0FIm10FT INTO WOO •AL 1) Ame / n' CORM AIL¢ To K QAILD7 MIN A ONALL ANT UAW stuj3L HOOK STRIP DETAIL 10) " AS AX= AT TA WIT. OF 9WALLAVOW ANDCO WAA, uNn.AM • 94M TTMx To k 1/4', 11) ALL INTIA4LAVO1 MMOO MUST K VAR Or OORO9ON RMSTANT VATMALL 123 CWM Y WOMMD 1pAAF• FAIQ AM'r Wo "CK NTs FU® PAIN A UVM CMnCUAAPM3 AM AS U7= 04 INSTALLATION OYRL _ IQ O0f NOW " W WIIALAFFLT110MSTAL4a01OrALLAHIO. 1m 10L/ ,M U71 NSTALa1 IIL' 110nA 'A -A•. -6• 141 IAA I Al1DfA" VACM "WIN TAMCW "CIO" TO Q 24' Olt SC1t3 430 R06 CAD COM O SHOIOL THIS PONT ALM AFFLp TO 4.TO a « SOLI 14 uM OM O NsTAUD IN WOO FRAYS TORRTURL VSL F10 mm" d surmuNT LDNCTM TO AOIM 1-3/1' YFL D1mIpR INTO >, iSTRATt MA" Fla semm I' I'mm C,AQ13 a 24. Olt WAL ONE BY W000 BUCK BY OTHERS GA to t TAPCON INSTALLATION CHART CALL DOOR LOCATION INHEAD a SILL p Y. W HOOK STRIP UP TO 46 PSF al PSF UP 70 UP TO ae P 61 PSF SIZE SIZE 41PSFro60ro7070PSF45TO60TO70OPPSFOP PSF OP OP 1p PS. 0 PSF OP 506a %0, OJL xx 60 x a0 3 3 3 4 3 OOea %O. OX. X% 72 X a0 4 4 4 4 3 4 4 068 x0, OX. XX 06 X 80 4 5 5 5 4 3 4 5 10015 X0. OL xx 120 x a0 6 6 7 4 3 4 5 5080 %O, OL XX 60 X C6 3 3 3 3 4 5 6 6050 x0, OX. TOT 72 X TO 3 3 3 5 4 5 6 a0a0 X0. Ox. xx 96 x 95 4 4' 3 3 4 a 6 1 X X xx 120 x 16 6 6 7 5 a 6 700o OXO 91- T/. A 60 5 4 3 206a 0%0 100-3/. X 80 5 5 6 4 3 4 5 12058 CAD 14a- T/. x 80 7 7 9 4 3 4 5 1306a OXO lal- S/. x a0 a 10 11 4 3 4 5 7650 OXO 91-)/• x Sa S 5 5 5 4 6 6 1060 OXO 1C9- T/. i 96 3 5 6 5 4 0 6 12030 OXO 1 Y 145- j/. % 06 101-f . x 96 7 a a I10 IJS 54 61 S 66a Din4 x 106a AA 100- N/14 A 00 5 5 a 4 3 4 12050 X1x 1a2-N/H % a0 7 7 a a 3 4 5 15066 XI% 176- Nn4 A 50 a 10 11 4 3 4 5 7880 XI % as- 4/H X 90 5 5 3 5 4 0 5 0O80 )aX 106- Np X 06 5 5 6 5 4 6 6 12080 Ax 142- N/)4 X 96 7 a 9 5 4 6 6 1 17E-. N X 96 a 11 13 a 6 10068 0=0. XXU 120-Tn x 61205a 0X(O. xxxx14.-In x 7 7 e 3 4 5 16058 0)OLO, XXXX 112-tA x li, 0 10 12 a 3 4 5 10060 0XXO. )OOIX 120-an X 0 0 7 5 4 a 62Da00)0(0.xXXX144-4/IX7 9900 a 95 4 6=0 fYX 192-5 T 9 12 14 5 6 0 4 1-1/ a' YW E)+BEGMENT CONCRE i OR MASONRY STUCCO OPENING BY OTHERS BY OTHERS CAUU( BETWEEN WOOD aUCK a SUONC CLASS DOOR HOOK SrNuP WSTALLARCA ANCHOR 3/ 16' DIA. TAPCON OL Za/L WINOOW W.OTH A —N EXTERIOR ELEVATION W IT DWG NO: ,1-0—, 51 MUL LIl ANCHI BRACK WINDOW FRAtoE JAMB TYP ) STALLATION ICHOR YP.) I I I I N JLLION GCE NO. 14416 I II I 98 SELF TAPPING I II I SMS (TYP) I II I I NIUL LIUN DIE NO. 1446 SECTION A- A mlim MULLION ANCHOR BRACKET 4 v a a 0 SUBSTRATE v v a v a 4 v 1 - 7 /8' SECTION B-B INSTALLATION ANCHOR TYP.) I 1 SEE NOTES n2 & n3 w 4 MANUFACTURER NAME. EXTERIOR ELEVATION pw MASTER FILE # 5- NOTES: APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1) MULLION INSTALLATION DETAILS 1446, WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY GENERAL ALUMINUM CORP.' SIDE. IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16" CARROLLTON. TEXAS DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. TITLE: FIN VERTICAL MULLION INSTALLATION DETA:- EMBEDMENT INTO CONCRETE OR MASONRY. ALUMINUM TORE MULLION, DIE NO. 1446 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 AREA: ORN: APRw: — — — — OATS: 3/1 SCREWS OF SUFFICIENT LTH. TO ACHIEvE 1-3/8- MIN. EMBEDMENT INTO WOOD JS FRAMING wT/fT: SCALE: MATL: Owc NO: GE. - PREPARED 81. PRODVCI ICCK,,OLOC, CORP, 250 MERn 11DIIAL PK( 1. YCAIMRON, rltll,DA 577+i A.C-E 107-E05-0165 rAI -.1-l.5-::: GENERAL ALUMINUM CORPORATION FLANGE VERTICAL MULLION DESIGN LOAD CAPACITY CHART VERTICAL ALUMINUM MULLION, DIE #1446 S.H. SIZES wow. WTH. > 19.125 26.500 30.500 37.000 48.000 53.125 WOW. HGT. V 26.000 758 705 705 705 705 705 38.375 293 243 229 220 219 219 50.625 138 109 101 91 85 85 54.625 108 85 78 70 63 62 55.625 102 80 73 65 59 58 63.000 69 53 48 4 37 36 72.000 45 34 31 23 22 CHART APPLIES ONLY TO MULLION #1446 WHEN USED TO MULL FLANGE SINGLE HUNG AND PICTURE WINDOWS READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF PREPARED BY: PRODUCT d APPLICATION ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 HEATHROW. FLORIDA 32746 PHONE 407 805-03651 FAX 407 805-0366 CA020035 JAN. 11. 02 01-1201 E AL_< iiE il'EEN DCCA :LANCE S-E=THING J CT' [:I.NGCp. S F 3T OTr[S I afRINETE, — CALIL< 31 OihCR° rz Loa CrP Lle Ic Ir SLI' C GLASS CCCp.• 7ANE SIL_ Off1 1 ui J LIKIALLT AiP_T _ CALL(:NG v(CCR SELL r_G ar vCL_ I $r•iM j A Q• MI E 9EinE:rT SLIDI:,G CLASS GCG fn"rE I-EAD iErFE=ED GLASS (YTP) DCCR I:E!Cir: o o OR SL7 SELL IN 3E0 ` INSTALL>T;_N ANC.-c7 Of C:vC:E E 3/Is• DI+ !A'C7N SECTION A. -A S'_ID6_G CLASS Sr VCC: Sr LE.n_:S SLIDLVG CLASS CCC= AS QE0'0 "Cox Si71? R SEE NOTES) iNVALLA:ICTI ANChrR as SCRE'A CAULK 9E i'-[[N CCCR PLANCE L SY.EATMiNG AU TE4 CAULK 31' OTh_RS SILO PC CR MING 37 CTNEQS SECTION B-r AEI I I EXTERiGR ELEyA-TiON 2 FANE: ECCR Si+C':r, HB 12002 ThEAINING \ T OTl:E3T fEr?EKED GLASS — TT?) SLICING GLASS CCO? INiE'LCC< it '•C': CALL( tr - I hCC( S::i? -L ' SFEAin!r4. aT CTh[3S S:I.CCO Ca S.D::c By OThE.RS HOOK STRIP DETAIL Nam•. 11 CCU ^.rE il"L IL-2— SVE- —Sr L:CFrl 61 rR IN:t•LL•r;G SCA : cz- 2C CJ :IJ ._A flrt LP<ie 1. :CHICv( I :f =i•: J, IIC:C : LC ;. I :•C.17 I:r1 ;,CIlCoIC,ft r A I -I i S0.t ^uSt I[ J turrlC:CNI LCn<: rp Kh1E v[ r'In [L[[III Cl 1-I/.' L Tp ^. ;C,UIr a "J!:':L 11 Utt ALLAIIG AKICR C^ARI 1 1•CS 7 I^if 1AW- U:C SILIC"12C7 •CRrL:C (Aul l[^I^] Op[A rLAKl AI KAO l AV'!S SI uiE SILK:.% E -C LIC C+ r i s(a1KKa SC+L + Ml* C+r(AIG J :`G.. Sr lr (tACi flCbl SIIC If KT t1STEI L^ AKRGR CIW i, USE •r.C1<Jt NAnr11r LAlczl SI.E. 'ON II{ AiRR[iRWf :(SIGj aR(SstiRC t10'2 rI TCR POCKET C= SIZES USE CLCS(S; ITPASS DQ'R SRC L CWICUR•i:G :p r:nl:•(7 :?t•l` RACE i-ITALLAIIt' AKICR f. I^ rRprrl Cr IOm( SIaIT AS s.Q.. 1 GLASS T^ICII<SS -1 v 41 P(R 2CCUIR(K^IS or +SS' CIIm CLASS (' A'S Sr 3WP ""If IS A"'RRDVED USI.< Tt• "CD GLAS. t' 1 4LC Gl•2C7 iR Ir'"""" LASS ICI •.^L A ::L'_ CC2`Ci: •ac lC :EKE] VITn + S•ti_ IGI^I 'cA 'EALE1. 1.1 %.In AS REC D •r (A S_I G' LGV.7LS %.tw s..CA 1. I: I,. ALL InS:ALLA:IG 1,<Cas -st IC •ACC Cf CJLROSmC R(SISr— n gpj•LS ED vl(ir •L• 2_+RESE..lTS AVV4 PIKE. • 11 b' RC)RCTE.rr: rl+Ci +•Kt AI•R:VC7 CJWICLRA:;C.^S A E IS L!:Itl G AIG,'Jt C:.+RI G IK. Cr r^It SKE1. Irl IQI ALL Me ICWA::G% LIs:C7 •r_lt ARE t V^ C.V THIS G:C . RAV Nfi..aVC[: 'l'tCq•_.r._ SECr;: 'PAPA •!-1' L ICC% SIR:? IAIL A PLT 1p IMJTK'_+IICII Cr AL'_ • P'MVtl Ccw lc,A• r[G S. III rLGiI SALRTaUC[R: ;0[I :iai: Si:.l.`G CLASS SLR iS S.(),N ;.IS aRU,1 •L:p •R.._. r'b7 S01's —3 .OD SEa IES.L Evl DESCRIPTION DATE I INI FLORIDA EN II.RINC.S c_: NF C=D ITITLE: SLIDING GLASS DOOR I- NSIALL T[GN V I T H =S SCz:-* DP_ 3,NYV BY: 33 1 APPROVE) 3Y: f 4) v I APCON ANCHOR CHART NGML`IAL DOOR COOP QUANTITIES IN HEAD SILLI OUANTITIES IN EA. JAMB IGUANT!TiES IN EA. HOOK STRIPISIZEANDSIZEUPTO 45 PSr 46 PSF TOI 61 ?,;7 To UP 70 I 46 PS;' TO 161 PSi TO I UP TO I 6 PS: TO 161 PSG TO CONFIGURATION 60 Psr 70 PS: 45 PS;' 60 PSI 70 PSG 45 PS, 60 PS. 70 PSF 4068 xx. Ox, xU 48 x 80 - 3 3 3 4 3 J 4 5069 XY. Ox. x0 60 x a0 3 3 3 4 6068 xx, x. x0 72 % SO 4 a 4 4 4 3 4 5 E068 Xx. Ox, x0 96 x 8o 5 5 5 4 4 3 a 5 Ox X0 120 X 80 6 A 7( ) 4 a 3 5 Ox. x0 60 x 96 3 3 3 5 5 5 5 6 OX, x0 72 X 96 4 4 s 5 5 5 4 5 6 Ox, x0rox. 96 x 96 5 5 5 5 5 5 I I Ixx120x966A7n) 5 5 4 6 6 Ox. x0 60 x 120 3 x0 72 X 120 a 4 6 I 6 17 I 6 I 7 I80100xxxx96X1205sA66DI) 6 8 9 68 Ox0 109 1/8 x 80 a o 4 4 5 12068 Ox0 Tay !/8 x 80 7 I 9 02) t4 I I 4 I5 15068 0x0 181 1/6 X 80 8 cD ) 4 4 Y 3 a 5 9060 Ox0 t09 1/8 x 96 I 4 6 6 12060 Ox0 145 I/8 x 96 7 I 8 (D1 9''S>." z5a'_ 5= :1.5 I - 6 I 6 15080 Ox 181 1/8 X 96 8 5 5 5 4 6 6 90100 OXO I 109 1/8 % 120 5 I 5 6:. !5, 6-' i8;::' J (DI) 6 8 10 120100 Ox0 145 1/8 X 120 7 6 6 7 (DI) 6 I 8 I 10 9068 xxx 106 /8 X 80 5. , , , 6.. - ..... a a II •4 3 4 5 12068 xxx 42 5/8 x 80 7 7 g cDll 4. I 3 I a I 5 1506 xxx 178 5/8 X 80 8 I;4 I a 3 a 5 xxx 106 5/8 X 96 5 S 5 12090 xxx 208I I42 5/8 x 96 7 g (D1) I9 <D2) 165 I5 I5 15I 6 6 I15080xxx1785/8 x 96 E 11 (') 5 6 6 90100 xxx 106 /8 X 12,0 0 xxx Ia 5/8 x 120 7 Tn;;) in(n,) I 6 I 4 17 I 6 I 8 I i0 10068 OXXO 119 5 -X 80 6 6 7 (DI) 4 e 4 5 12068 OXXO 143 5/8 X 80 7 7 1108 (01) 1124 4 I4 1I I I 16068OXXO1915/8 X 80 9 DI) D3> 4 4 i 3 4 5 l d uxxu b x 7b b 6 7 (Do w) b 12080 Oxxo I l43 5/8 X 96 17 Fg (DI) 9 (02) 5 I5 I5 154 I6 I6 I16080OXXO1915/8 X 96 9 n) 1.) ( 5) 5 6 6 looloo Oxxo 11 9 5/8 x t20 b 6 7 (DU 6 o 7 10l) 6 8 C 1191III17III160100OXXO5/8 x 120 0 (DI) 13(DD) 15 (07) 6 6 DI) 6 8 10 10063 xxxx x 6 6 4 a Ia s a 1206E XXXX l41 1/4 X 80 7 7 1108 (Di 1124 4 n 143 I4zz II16068xxxx891/4 X 80 9 (01) D2) cDa) 4 I s 3 4 5 10080 xxxx Il 1/4 x 96 b I I E2cOli) 9 cD2G) I I 15 I a I I 16080xxxx1891/4 x 56 9 (01) 13 5 5 6 6 100100 xxxx 117 1/4 X 120 6 7 (DI) 6 6 D11 6 8 0 t_ 0:00 xxxx 11141 1/4 x 120 7 S (D u I !0 cD3) I 6 17 (DI) I 6 I E I l0 160100 xxxx 195 l/a x 120 I0 cD2> I-) cn0.) 15 (D7) 6 7 c_i> 1 0 Vv4/ I n F ,: fii u IrE v?A ANCH0: NOTES: 1) IN SOME CASES TA?CONS ARE =EO'D. III BOTH FACTORY APPLIED INSTALLATION HOLE 'DI' THRu .37' D:- S!LrIATES IN WHICH SIZE t CONFIGUREATIONS TWO TAPCONS ARE P. EO'D. c) ' DI' MEANS, INSTALL TWO TAPCONS IN ONE SET -OF INSTALLATION HOLES. 3) ' D2' MEANS, INSTALL TWO TAPCONS IN TWO SETS OF INSTALLATION HGLES. 4) ' D3' MEANS, INSTALL TWO TAPCONS IN THP.EE SETS F INSTALLATION HGLES. 5) . D4, MEANS, INSTALL TWO TAPCONS iil FOUR SETS OF INSTALLATION HOLES. 6) ' D5' MEANS, INSTALL TWO TAPCONS Im FIVE SETS OF INSTALLATION HOLES. 7) ' D6' MEANS, INSTALL SEVEN TAPCONS IN SIX SETS OF INSTALLATION HOLES. 8) ' D7' MEANS, INSTALL EIGHT TAPCOPIS IN SEVEN SETS OF INSTALLATION HOLES. 9) LOCATION OF ADDITIONAL TAPCONS IN HEAD L SILL SHOULD BE PRIORITIZED AS FOLLOWS: A: FIRST ADJACENT TO INTERLOCK OR BUTT STILES IN HEAD 6 SILL. 3. SECONDLY. AT EACH END OF HEAD S SILL NEAP. JAME CORNER.. IF NEEDED. C: LOCATIONS IN HEAD L SILL OTHER THAN AS LISTED IN A 6 B. 10) LOCATION OF ADDITIONAL TAPCONS iN JAMBS SHOULD BE PRIORITIZED AS FOLLOWS: A. FIRST, ADJACENT T LCCKS IN JAMBS. SECONDLY. AT EACH END GF JAM:S NEAP, HEAD Z SILL CORtIERS. C LOCATIONS IN JAMBS OTHER THAN AS LISTED iN A L ?. r ( - 1 EXTRUDER-, FiOR A INT. INC. SANE i,.i3. FL. nw SLIDING GLASS DOOR TAPCON GLASS CHfPT CiViL GENERAL ALUMINUM CORP. HORIZONTAL MULLION DESIGN LOAD CAPACITIES EXTRUDED ALUMINUM TUBE MULLION #1445 WHEN USED FOR MULLING TRANSOM FLANGE HORZ. MULLION MULLSPAN> WDW. HGT. V 53. 000 61.000 74.000 96.000 106.250 26. 000 222 153 92 38 26 38. 375 198 135 80 34 23 50. 625 190 126 74 31 21 54. 625 189 125 72 30 21 55. 625 189 125 72 30 20 63. 000 189 124 70 29 20 72. 000 189 124 70 28 19 NOTES: CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION #1445 USED HORIZONTALLY. CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN. WINDOW HEIGHTS SHOWN ON'Y' AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULLION AND DO NOT INCLUDE TRAMSOM HEIGHT. READ MULLION SPAN AND WINDOW HEIGHT IN INCHES. DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. PREPARED BY: PRODUCT d APPLICA77ON ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 HEATHROW. FLORIDA 32746 PHONE 407 805-03651 FAX 407 805-0366 CA020039 12- Jan-2002 01- 1201 yy I O/- Z.Z-:IoZ I 14 GA 13 GENERAL ALUMINUM CORPORATION HEAVY DUTY VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION DIE #1445 FLANGE VERTICAL S.N. SIZES WOW. WTH. > WOW. HGT. V 19.125 26.500 30.500 37.000 48.000 53.125 26.000 1609 1497 1497 1497 1497 1497 38.375 622 515 486 466 465 465 50.625 331 262 241 219 203 203 54.625 279 220 200 180 164 162 55.625 268 211 192 172 156 153 63.000 204 158 143 127 112 108 72.000 153 117 106 92 79 76 CHART APPLIES ONLY TO MULLION T1"5 WHEN USED TO MULL FLANGE SINGLE HUNG AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF PREPARED BY: PRODUCT d APPUCA77ON ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 HEATHROW, FLORIDA 32746 PHONE 407 805-03651 FAX 407 805-0366 CA020122 FEB. 19, 2002 02-0217 2 ZO-GL GA 11 GENERAL ALUMINUM CORPORATION HEAVY DUTY VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION DIE #1445 FLANGE VERTICAL P.W. SIZES WDW. WTH. > WDW. HGT. V 16.000 24.000 36.000 48.000 53.125 73.000 16.000 1609 1497 1497 1497 1497 1497 24.000 622 515 486 466 465 465 30.000 331 262 241 219 203 203 36.000 279 220 200 180 164 162 48.000 268 211 192 172 156 153 60.000 204 158 143 127 112 108 72.000 153 117 106 92 79 76 CHART APPLIES ONLY TO MULIJON #1445 WHEN USED TO MULL FLANGE SINGLE HUNG AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF PREPARED BY: PRODUCT 6 APPLICATION ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 HEATHROW, FLORIDA 32746 PHONE 407 805-03651 FAX 407 8054366 CA020123 FEB. 19, 2002 12-0217 MULLION ANCHOR D'NC 1`10: a _ G 4 30 BRACKET , INSTALLATION WINDOW FRAME JAMB TYP.) ANCHOR @ I ( TYP.) c3 y8 SELF TAPPING SMS (TYP.) MULLION DIE NO. 1448 SECTION A— A miim 0 n MULLION ANCHOR BRACKET MULLION DIE NO. 1448 INSTALLATION ANCHOR TYP.) LL 1l ill 4 o v SEE NOTES a ° g2 & #3 0 SUBSTRATE SECTION B—B CENTRAL,LENTRAL, FLORLbA B.D. A. F. Lj ELEVATION MANUFACTURER NAME: EXTERIOR MASTER FMEr•iUTES: 1) MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE NO. 1448. WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS SIDE BY GENERAL ALUMINUM CORP. SIDE. 2) IN MASONRY CONSTRUCTION, ATTACH MULLION TO SUBSTRATE WITH 3/16" CARROLLTON; TEXAS DIA. CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4" MIN. 11TIE: FIN VERTICAL MULLION INSTALLATION DETA— EMBEDMENT INTO CONCRETE OR MASONRY. ALUMINUM TbBE MULLION, DIE NO. 1448 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION TO SUBSTRATE USING #10 SCREWS OF SUFFICIENT LTH. TO ACHIEVE 1- 3/8" MIN. EMBEDMENT INTO WOOD AREA: - - - - ORN: JS APRVO: - - _ _ oAiE: 3/1 7 FRAMING. Wi/ii: SCALE: HALF "' TAT" - - - - awGNGEr:-G=:3 PREPPED BT: PRODUCT TECrNOLOCT CORP.. 250 WTCRNA:iCHAI PKr . nCAThRO, fICMiOA 32746 Pn0 C 07-605-0363 f— I 11 6 GENERAL ALUMINUM CORPORATION VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE #1448 GN Q 1 FIN VERTICAL S.H. SIZES WOW. WTH. > WOW. HGT. V 18.000 24.000 30.000 36.000 48.000 53.125 36.000 506 427 390 379 379 379 44.000 319 262 231 215 208 208 48.000 263 213 186 171 160 160 60.000 129 102 87 78 68 66 72.000 72 57 48 42 36 34 CHART APPLIES ONLY TO MULLION 91448 WHEN USED TO MULL FLANGE SINGLE HUNG AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF PREPARED BY: PRODUCT d APPLICATION ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 HEATHROW, FLORIDA 32746 PHONE 407 805-03651 FAX 407 805-0 366 CA020037 JAN. 11, 02 01-1201 7 .,1: L ' GENERAL ALUMINUM CORPORATION VERTICAL MULLION DESIGN LOAD CAPACITY CHART ALUMINUM MULLION, DIE #1448 GAr Qc;Z FIN VERTICAL P.W. SIZES WOW. WTH. > WOW. HGT. V 30.000 43.000 56.000 63.000 72.000 88.000 28.000 565 565 565 565 565 565 32.000 380 378 378 378 378 378 38.000 236 226 226 226 226 226 42.000 182 167 167 167 167 167 56.000 72 60 57 57 57 57 60.000 57 47 43 43 43 43 86.000 18 14 12 11 10 10 CHART APPLIES ONLY TO MULLION 91448 WHEN USED TO MULL FLANGE SINGLE HUNG AND PICTURE WINDOWS. READ WINDOW WIDTH AND HEIGHT IN INCHES DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF PREPARED BY: PRODUCT & APPLICATION ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 HEATHROW, FLORIDA 32746 PHONE 407 805-03651 FAX 407 805-0366 CA0200M JAN. 11, 02 01-1201 4 CONCRETE OR u ASONRT OPCINING By OTHERS ONE BY WOW BUCK By OTHERS SHOW AS REO'0 SEE NOTES) \\ STU= BY OTHERS PERIMETER CAUIX By OTHERS GAZING — SEE NOTES) EXTGCOR INSTALLATION AN04OR INSTALLATION ANCHOR 9uu AS REOD a se" (TYP. 3/16• DIA TAPCON (SEE NOTES) WHERE TAPOONS ARE NOT REDroJ BETEN DOOR WOOD WE"1 WOOD HRua • JAMS \ TILEMASONRYOPENING BY OTHERS GLAZING C (SEE NOTES) Q 1-1/4• YIN. C C EMBEDMENT 1 /4• YAL S/IIY SPACE kkDOOR\F.RA.wE c ONE BY WOOD BUCK BY OTHERS INSTALLATION ANCHOR WHERE 7APCONS ARE NOT REWO.) O CONCRETE OR MASONRY p OPENING 0. BY OTHERS INSTALLA TION ANCHOROR771\- 3/16• DI A. TAPCON D PERIMETER GULK — OppqHEIGHT BY OTHERS DOOR "DTH L..' 4• MAX By OTHERS STUCCO SPACE CENTRkL FLORIDA S.Q.A-F. SEcnoN 13- MANLTf ACTURER NAME: EN R L ALUMNIVVM R FILE # J WAS B YAPS" / OPENINz4 • ^-•"4Y'pT1NERs I I CALK( BETWEEN WOOD BUCK 6 MAS'Y OPENING BT OTHERS 1- 1/4' YIN. EMBEDMENT 4 / Q J d I SLIDING RIP DOOR_\ 1-1/4• YIN. NOON STRIP 1 d UBONALLT APPl7 CAUJ0ING v • CYBCOYCNT UNDID SILL OR SET SILL IN am OF CONCRIm • Q 4 CONCRETE OR J GLAZING ME NOTES) MASONRY OPENING $EC$ DN A -AA -A ONSTuuTION ANCHOR By OTHOIS 3/16. CIA TAPCON O0IC7DOC1 YATTAAL• ALLYOA NAM 009, i TYPE N3rAtumN AAaas MUST it OF L71m1T ItING,N ToA04M YM demWpl OF 1-1/4' Wro AMASONRY A 3) ALTOONAIX N PTAICC OTAOI A1 LSTDO6PROM TOfAON M ALL rWA 4 Y0 6 1JII LATH CAOJI "m H[1IR SPA M`WND QTOWA OrDOOL 3 P' PACT D0Ce C NOT T UFM AMCNOIOLAIIT. USE ANpNON QUANTITY USTOI M PQI WOW 92L rO1 INC APPpIfArt OOC, nNmArt 111: I rA POO4T 9DA >® USE CUDSEST 9T AD DOOM SOX k COMIC RATNa TO IUIMm OPO4NC MSULATO MASS •NOIII > OIYI 9A1510 ALSO AN1O1m TOTPOICD 9-As3 T10OMM WAY VARY P01 RE0AAONONT3 OFASTW CUOO CLAD CIAIM SLIDING CLASS I) ALL rAC7CR A PI/D'0.0 NOT 0-- NOR iMCO1 "OCR SHCXD O rium YM A mtrvs Or L37Kx0N, DOOR INTERLOCK UW YH TO Pic bW ar 111110ort.ro 14au SUCK. I) JAIL/ A / SILL COIWW96 AAS TO PXALEDWINA OWL JCXNT SEAM SCAA HOOK STRIP DETAIL 10 11 • ALKITHATID, WY OF IN3TALIAIM A10OR WAR AL{pSHOW/;C S)XIAC( ro K 1/4•. 11 ALL XQA * ADM MST O ILAOC OF WICZm1 mp41 3TANT WA1 13) *OOM Y (L1710mrD'VIM MQ AM 'C Ip11®fp rO1D PAD. APPROI0 Couxu"T)ON3 ARE AS Usrc, ON NSTALLALCI CAI L 13) NCI ALL O"1011AA7O0 LOW ADM AK me" A THIS ORA I WVIM PWALLATNM CCTNLS -A-A-. 1-6• OO 6 NY S'O3P OCIALAPPLY10 SCTALLA11O1 OF ALL APP p1m mI1CA1AIC NIL ' 14) YAx ALpA"S SPACING 9[iTmAPI N TOCN 14"" 10 t14' OL IS SMO 420 II CAD DOA I3 3NOML DO PUNT ALSO APPM 10 yO 6 4. S.CL II nnrt DOA C POTMIID N Wata IWAWE 371UC71 YII nO 9CI4 f CIFSUITIDICNT LOOMTO AOMEVC 1-3/11' WK [Wammn NMf0 taaDMTi PLAN= PIO 9A[t16i r P1ICN CLi4R7 6 24, OC MAIL ONE BY WOOD BUCK BY OTHERS GA 101 TAPCON INSTALLATION CHART CALL DOOR LOCATION IN HEAD k SIL A ,. 0 T. IN NOON STRIP U/ ro N PST at ST UP TO UP 70 40 ST 51 PST SIZE SIZE 45 PST ro00ro7070PST45TOe0TO70OPPSTOPPSTOP OP OP PS< OP PST DP 5o6a x0, OS. xX Bit eo 3 3 4 3 4 4 ao60 X0. OL XX 72 X 80 4 4 4 4 3 4 5 806a X0. Ox. xX 96 x 80 5 5 5 4 4 5 10ofa x0, ox xX 120 X 60 4 i 6 7 4 4 5 5060 x0. OX. XX 60 X 96 3 3 3 3 4 5 e 6080 XO. OX, XX 72 X 96 3 3 3 5 4 5 6 a000 XO. Ox, xX 9a X 96 1 0% f 4 6 4 i 5 75 54 a6 b7a6e Ox0 CO, xa0 3 4 5 9068 OXO 100-3/4 X 80 5 5 f 4 3 4 5 120fa OXO 145-a/4 % a0 7 7 9 4 a S 1506a COX 161-E/4 % e0 a 10 11 4 3 5 76e0 OX0 91-a/4 X 90 S 5 5 5 4 6 6 9080 OXO 109-3/4 X 9fi 5 5 5 5 a a 8 12080 OXO I4s-y. X 9e 1 1- . X 9e 7 a f 11 0 135 54 46 ia 66atax 4/1I20" O% IDa-A. X 60 5 5 a 3 4 5 120aa XX 1a2-,AI X 80 7 7 e 4 5 150f8 )aX 17a-IAI x 60 a 10 11 4 4 5 7850 10X 88-0A4 X 96 5 5 5 5 4 a 5 f0a0 O% 106-IAI X 9i 5 5 6 5 6 a 12080 )OX 142-LAN x 9i 7 e 9 5 4 i a 17 -I X 06 I1 I] 5 L ISON OxXO, XXXX 120-4/ f X e0 6 4 4 5 12058 OCCO: 1170( 144-a/ f X eo 7 7 e 4 3 4 s 1606E 0)0(0. )000( 1f2- A X 80 9 10 12 4 3 4 5 100a0 0)0(0. )00f% 120-IJW X 96 a a 7 5 4 e 6 12090 NO(0, x)00( IM-IJl x 9i 7 8 9 5 4 6 i 1608 OXXO XXXX 192-a x 9a 9 12 14 5 4 e Q 1-1/4• YIN. EMBEDMENT CONCRETE OR MASONRY STUCCO OPENING BY OTHERS BY OTHERS CAULK BETWEEN WOW DUCK k SLIDING GLASS DOOR HOCK STRIP LNSTALLA71ON ANCHOR 3/16• CIA TAPCON 0y 1 OL - 24-T/ L I-- MNDOW INAPT- -{ EXTERIOR ELEVATION BT wcCO — oLU BY cTnEaS CA:.L< 3 FWLEN WINDOWFL"CE A NC00 BUCK C NCRETE CR u45 THE OFEhIhG3YOTHERS RCRh15A 3Y OTHERS a'R:MEER CAULK aY OTHERS / FLANCE ME J MhoCN FRAME HUOEA c -a M.•.oc. HE.:nT FLANCE ME SILLiRAME SILL PERIMETER CAULK37OTHERS i SHIM AS REO'O SEE NOTES) 04STALLAnC.N ANCHOR 3/16' CIA. TAPCCN SHOWN CAULK BETWEEN WOOD BUCK a MASONRY OPENING BY OTHERS 1 1/4' YIN. EMBEDMENT I I 1/4' SHIN SPACE WAX BUCK ICTn I/4' SHIM FLANGE TYPE SPACE MAX. JAMB FRAMEJAMB CNE a7 WCCO UCK BY OTHERS 1 1/4' WIN. I EV2ECMENT Shim AS REC': SEE NOTES) C CONCRETE OR MASCNRY n OPENING BY OTHERS Q INSTALLATION ANCHOR 16' CIA TAPCCH SHOWN PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK i WINOC W1D TH WAVY OPENING BY OTHERS E 3CR CAULK BETWEEN EXERICR WINDOW FLANG FINISH WOOD SUCK BY OTHERS SECTION 2 WINDOW WTH. 8 C WINDOW HGT. F C H( CAULK BETWEEN WINOOW FLANGE 6 PRECAST SAL VAIN VULKEM PRECASR SAL 115 ADHESVE CAULK OR SY -1LlS APPROVED EQUAL SECTION 1 rFYrRu NOTES, 1) SHIM AS RED-0. AT EACH ENS ALLATION AN04OR WrIN LOAD BEARING SHIM. WAX. µLOWAtZE IL STACK TO BE 1/4'. 2) WINDOW FRAME MkFERIAL: ALUWKUM ALLOT 6061, USE LATEX CAUL( BEHIND WINDOW FUNCE AT HEAD k JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL_ APPLICATION OF VAMM 11E AM40K CAULK AT FRAME SAL MUS PLITCOMPLY WITH SEMANT aANUFAcYuR T1' s RECOMMENOATK*M E LATE( CAULK FOR PERIMETER SEAL AROUND ERITE70CR OF WINDOW FLANGE. 4SS THICn. SS MAT VAXY PER THE REQUTREMENTS O/ ASTM E13M CLASS CHARTS. IDLE CLlZ.` 4 IS SHOWN, INSULATING CLASS IS ALSO OUALJFIED. 7) CUHEpAL AL11101UM'S I440 SERIES SINCE HUNG IS SHOFAR. THIS PRINT ALSO APPLIES TO THE 15, WMATINC CLASS SINGE HUNG SERIES. BUCK HEIGHT Su STOOL BY OTHERS I--j ELEVATION VIEWED FROM EXTERIOR aZ ZG^ dL y i TLF T Li.v F L jCiC+Ty L-{ Y,, A- \ UL' JkC L UL'.E-R- N.K.i"—a i G:-NC9a4 AL u tJN LAM Y,ASTER FILE ::- 3 COMPARATIVE ANALYSIS k TAPCON ANCHOR LOCATION CHART CALL WINDOW DESIGN PRESSURE TAPCON ANCHOR SIZE INCHES CAPACITY IN PSF LOCATIONS SIZE wOTH/ HOCHT EXTERIOR INTERIOR HEAD JAMaS I! 1n X 20 S! 99 B F.G 2 u It'll e 2n 78 7e a F.c 1a 19 In X SO 5/. 5s 59 I ti a 19 In X 54 1/6 1 54 p F,L 1a.5 Is In x ss 5/. 2 52 B F.0 15 6 19 , X 72 0 4o Fc IH2 In' 26 0 F.G IH] IH4 20 ,n X Ja In 2. I/ 2 xx 50 In 51 N 51a2 B B F.c INCH«. 26 In X 54 1/. 42 9 F.0 F,CHLSIRS 26 ,n X 55 5/. 26 1/ 2 x eJ 1 a0 4140 pa F.0 1u 25 I 7 0 0 FC 3Ox2 J0 , n a xe Se 4a a c F.0OX.3 Jo I/2 1 ]a v. a, 40 40B 0 F,C 014 30 I/1 x 50 In 40 40 a F.0 JOX4t4 OX4.- 530In X 54 5/9 0 I/ 2 X 5/. 40 40 B F,c 3Ox5 30 1/2 X 63 40 40 a F.G lexe o q FGHI 2237 1 6 s1 1 a G 23 37 x ]6 In 40 40 B F.G 24 7 X so 1/1 0 10 0 F,C 24" 37 X 54 Sn 40 40 B F.0 2H5 37 X 55 In 40 40 6 F.0 25 37 X 63 a0 40 B F,L,H,1 79 37 X 72 b F sa25 sa 1 26 e4 B F.0 4a3a 4a x Ja 2n 40 40 B F,C aso 48x 50 2/. 40 40 p F,c 484+4 48 X 54 e/. 40 40 a F.C.H.I 4a4f5 4a x 55 1/. 40 40 B F,GJH,I 4aeJ 4a x LT 40 40 B F.C.H.1 r 12M , n 126 45 45 1, F,G F,ci] 345a In I •]a 2/. 53 ,/. X 10 5/4 40 40 4010 B34+ 53 In X 54 5/9 40 40 B 3"S 53 In x 55 Sn 40 40 35 S] to X 63 40 40 6 J , X 72 40 40 9 FCNI 1) ice. 1) WtEAC WATER RESISTANCE TEST RCOW4FMENT OF 15x OF DESIGN LOAD APPLIES, POSITIVE OESI%H LOADS WLL BE LIMITED TO 40.0 PSJ• DUE To WATER EST PRESSURE OF 6.0 PSF ACHIEVED IN TEST. 2) INSTALLATION: FLANGE FRAME WNOOW W CONCRETE OR MASONRY OPENING USE 3/1e' CA TAPCSH ANCHORS OF 6UFFICENT LENGTH TO PROVIDE MIN. 1-1/4' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. J) SEE ELEVATION FOR KEY TO TAPCON LOCATIONS 4) INSTALL " SCREWS OF SUFFICIENT LENGTH TO PROYME 3/4' WIN. EMBEDMENT INTO WOOD BUCK AT ALL OnIER FACTORY APPLIED INSTALLATION HOLES. 5) IF EXACT WL40OW SIZE IS NOT USTEO IN ANCHOR CHART, USE ANCHOR CUARTITY USED WITH NEXT LARGER SZE. FOR THE APRROPRIATE DESIGN PRESSURE REOT7. IOOI W. d>.51 td. • Cu -%% n 7W • P.O. S.. 611022 • D-Ikk I2 7;511 9AA Ia 9ao.na ASSEMBLY DRAWING SERIES 1440/ 1540 ML SINGLE HUNG WINDOW DATE I s7M nms0N aY I E. _ 110/26/01 I B I G 0012 AREPAAM sr. IROOVCT rzOINCLOG7 CORN. 250 ,Nrz7tMnoN FK .. SUnL 250. WUr7 . RDRGI 227.6 / t .O7 =-C-U5 I. 60 LAM r SEE NOTES DWG NO: GEN-0453 1 _ 112 & la 3 I D d _ MULLION INSTALLATION ANCHOR ANCHOR D BRACKET _ O ( TYP.) WINDOW D FRAME SILL a8 SELF TAPPING D TYP.) SMS (TYP.) MULLION D ° 1-7/8' INSTALLATION ANCHOR ANCHOR BRACKET TYP.) a MULLION DIE NO. 1447 Sq'PRQ?C! 7z39 • • ; Ld' L ha SUBSTRATE A TURER NAME: MULLION a DIE NO. 1447 NCI LU D 1- 7/8' WINDOW FRAME HEAD CRjA TER FILE # 6 v TYP.) SECTION B- B D SECTION A - A NOTES: MULLION INSTALLATION DETAILS APPLY TO ALUMINUM TUBE MULLION, DIE N0. 1447, I) WHEN USED TO MULL SINGLE HUNG AND OR PICTURE WINDOWS HEAD T SILL. MULLION TO SUBSTRATE WITH 3/16' DIA. V 2) IN MASONRY CONSTRUCTION, ATTACH CONCRETE SCREW ANCHOR OF SUFFICIENT LTH. TO ACHIEVE 1-1/4' MIN. EMBEDMENT INTO PA4 CONCRETE OR MASONRY. 3) IN WOOD FRAME CONSTRUCTION, ATTACH MULLION T SUBSTRATE USING q10 SCREWS FRAMING. ob B B M1IS TYP. AT EMBEDMENTINTOWOOD OT ACHIEVEN. MULLIIONEATTACHME B-,B GENERAL ALUMINUM CORP. CARROLLTON, TEXAS itiLo FIN HORIZONAL MULLION INSTALLATION DETAIL 21- ALUMINUM TUBE MULLION, DIE NO. 1447 E E / A 4. r T I N ,. ``r AREA- ---- DRw BB APavD, _-- E'3/ 17/02 R EXTERIOR VT/ FT, SCALE HALF nATL DvG N6 GEN-0453 Rat 01-os- oJ4s fAa 401-005-07c4 pKpAKo jjV pkppuCT IECt- LOGY CORv. 250 INICRMArIaAL PRvr•, NCrLmOv, lORI DA )27L GENERAL ALUMINUM CORP. HORIZONTAL MULLION DESIGN LOAD CAPACITIES EXTRUDED ALUMINUM TUBE MULLION #1447 WHEN USED FOR MULLING TRANSOM CAA 19 FIN HO RIZ. MULLION MULL SPAN> WDW. HGT. V 51.000 59.000 72.000 94.000 104.250 25.000 232 157 93 38 26 37.375 I 206 138 81 33 23 49.625 197 129 74 30 21 53.625 197 128 73 29 20 54.625 197 128 73 29 20 62.000 197 127 71 28 19 71.000 197 127 70 27 18 NOTES: CHART APPLIES ONLY TO EXTRUDED ALUMINUM MULLION #1447 USED HORIZONTALLY. CHART ASSUMES TRANSOM HEIGHT TO BE ONE HALF MULLION SPAN. WINDOW HEIGHTS SHOWN ON -r AXIS OF CHART DESIGNATE HEIGHT OF WINDOWS BELOW MULUON AND DO NOT INCLUDE TRAMSOM HEIGHT. READ MULUON SPAN AND WINDOW HEIGHT IN INCHES. DESIGN PRESSURE VALUES ON THIS CHART ARE IN PSF. PREPARED BY: PRODUCT d APPLICATION ENGINEERING, INC. 250 INTERNATIONAL PARKWAY SUITE 250 CA020040 HEATHROW, FLORIDA 32746 12Jan-2002 PHONE 407 805-03651 FAX 407 805-0366 01-1201 3 W,i.MYOAQ / I il,k,Ntl-D,%DL COUNTY. FI.ORIU,\ rt:'t'(t0-13,1f i FLAGI.L"R t3U LOI,NG 111.111-gI,NG. COUF: CoMl'I.IA,NCE: OFFICE: AIFTRI)-I)ADE FLAGLER 111111 l)lNIG 140 WEST FI.AGLER STREI-X. SUITE IwJ A IAMI. 1:1-01 DA 33130-1563PRODUCTCONTROLNOTICE, OF ACCEPTANCE (305)375-2901 FAX (3o5)375-2,ros PGT Industries C0.N 1'1(AC-1,olt LICENSING SF:l-1•In.' 1070 Technology Drive (3w)375.2327 PAXIlOs)'37s-2s< Nokomis ,FL 34275 C0N'I'It.1(. r0lt ENFORC'FMEI I' 1)I1'ISI()N 105) 375-2 )Gh FAX (Jos) 375.2,ms 111t()1)11C-1' C().X1'It()1. nlVISII)N Your application fi)r Notice oCAcceptance (NUA) of'-(305) 375.1902 FAX (]US) 3724,33L) 1 "x Std. Wall - Aluminum Tube Clippe(I Mullions under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and "types of Construction, and codipletely descrihcd herein, has been recommended for acceptance by the Mianli-Dade; County Building Code Compliance Office (OCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any tulle from a jobstle or nlarlulacturer's plant for quality control testing. If this product or material fails to perform in the approved mamlcr, BCCO may revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO rescrvcs the right to revoke this approval, if it is determined by BCCO that this product or material fails to nicet the requirements of the South FloridaBuildingCode. The expense of -such testing will be iluurrcd by the manufacturer. ACCEPTANCE NO.: 90-0912.05 FXPIRCS: 1)0/24/2006 Raul Rodriguez Chief Product Controf Division THIS IS'1'11F COVERS111 F.T..SFF ADDITION,11, P,1(:F.S 1-n12 S1'F.CIFICANn GENF.R,1I1 CONDITIONS 11,1211-4; CODE & PRODUCT RFi%1ITTF.F. This application for Product Approval leas becll reviewed by the 13CCO and approved by the Building CodeandProductReviewCommitteetobeusedinMinnli-Dade County, Florida under the conditions set Forthabove. APPROVED: 06MW2001 1s04S000Itpc2000\% templitcs\notice Kccpunce cover 7jte.Eoc Francisco J. Quint -um. R.A. Director Miami - Dada County 1uilding Coda Compliance Ofrce Imcrnct mail -iddress:pustm:nlcr(A7 11milelingeedcunlinc.cofit iL% Iturttc;t:rl;c: h(lr://\vw%%•.I)uildin6eodcunline.eum 1^GT Industries ACCEPTANCE. No.: 00-0912.OS APPIZOVI:D JUN 2 8 2001 EM"I1ZI,S JUN-2 8 2006 NOTICEOF kCC-E1-1 .-kjNCI:: SPECIFIC CONDITIONS 1. SCOPE 1. 1 This approves a clipped mullion system, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (Sl'.BC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as determiticd by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PIZODUCI' DESCIZIPTION ' 2. 1 The 1"x Standard Wall - Aluminum 'I'llbe Clipped Mullion and its components shall be constructed in strict compliance with the following documents: Drawing No 6620, Sheets l through 5 of 5, titled 'T' Std. Wall Mullion Arrangcmcnt.Detail", prepared by nil nufacturcr, dated 4/2S/00, signed and scaled by Robert L. Clark, P.E., bearing the Miami -Dade County Prgdttct Control approval stamp; with the Notice or Acceptance number and approval date by the Miami-Dadc County Product Control Division. Thcse documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3. 1 This approval applies to clil)pcd structural mullions to be installed vertically or horizontally, as shown in the approved drawings. 3. 2 For Design Pressure Rating vs. Mullion Length and Opening Width, for either I x2x.125 (2 anchors) mullion or l x4x.125 (4 anchors) mullion, sce corresponding table in approved drawings. 3. 3 Window sizes and design pressures are to be limited only to those appearing on charts referenced above and also listed ill the individual window's Notice of Acceptance. 4. IINSTALLATION 4. 1 The clipped mullion system and its components shall be installed in strict compliance with the approved drawings. 4. 2 This mullion cnn be installed as part of an impact resistant unit. 5. LABELLING 5. 1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc Counly Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6. 1 Application ror building permit shall be accolmpanled by copies or the rollo%ving: 6. 1.1 This Notice or Acceptance, with mullion option indicated. 6. 1.2 The Notice of Acceptance of cacti door and/or fixed lite attached to (mullion. 6. 1.3 Duplicate copies of the approved drawings, as identified ill Section 2 or (his Notice or Acceptance, clearly marked to show the components selected for the proposed installation. 6. 1.4 Any other docunicnts required by the 13uilding Official or the South Florid; Building Code SFBC) in order to properly evaluate the utstalla ' n of t its system Mane Percz, P.E. Product Co Examiner Produ , ot lrol Division 2 r, ?ar 3 1'C'1' hidlistrics ACCL':PTANCE No.: 00-0912.05 AITIiOv1:1) JUN 2 8 2001 t.XPIttLS JUN 2 8 2006 NOTICE 0 FACCEPTANCE: STANDARD CONDITIONS 1. Rcnc%v.il of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting dala, engineering documents, are no older than eight (8) years. Any and all approved products shall be pernnancntly labeled with the manufacturer's nannc, city, state, and tlnc following statement: "Miami-Dad4 County Product Control Approved", or 1s specifically staled in the specific conditions of this Acceptance. Rcncwrlls of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is nut in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has riot connplied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. d. Any revision or change in the materials, use, and/or nnanufacturc of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through (lic Filing of a revision application with appropriate fcc) and granted by this office. 5.- Any of the following shall also be grounds for rennoval of this Acccp(ancc: a. Unsatisfactory performance of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displaycd in advertising literature. If any portion of the Notice of Acceptance is displaycd, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, sliall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all tinic. The engineer needs not reseal the topics. 8. Failure to comply with any section of this Acccptancc shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of p.lgcs 1, 2 and this last page 3. t?N1) 0F TIIIS ACCE1'"I' NCI. Mane • Per z, P.C., Product Cc wol •xarnirrcr rodu ontrol Division 31 I ANCHORS: rrP. T' OR '0" AR/IUGH BOIN ENDS\ CwwC CWLNG PRODUCT PROOucr w ANCHORS: rrpr-t'. C' OR '0* Boni rHDS pR00lCf J lYP, H IRRI.ION HI cwwC IROpIAC w - w11w2 H - HIIH2 12) WINDOWS MLIL FQ TOGETHER (1) WINDOW Ml/L n FOR DETERMINING MAX ALLOWABLE W/ONE ABOVF DESIGN PRESSURE SEE TABLES FOR DETERMINING MAX ALLOWABLE ON PACE 5 OF 5 DESIGN PRESSURE SEE TABLES ALAX OPENING = W OR IV 1 +W2 ON PACE 5 OF 5 W MULL LENGTH = H MAX OPENING - -H OR H1+H2 MULL LENGTH = W NOTES_ 1. FOR ANCHORAGE TYPE, OUWTITY AND LOCATION REFER TO SHEETS 2. J AND 5 2. WINDOWS MAY BE MULLED TOGETHER, TO A MAX. OF 5 UNITS J. MULLIONS ARE APPROVED FOR IMPACT & NON —IMPACT 4. REFERENCE TEST REPORT M-2902. 290J AND 2975 ANCHORS: rrPr. •s . T, OR b. Boni C'HDS rrp. w— AHaCRs cfArwc IPROOIICTll2PROpUCf M1 HI CwwC cwAvc IPROOf.Cr I I PROOLCf WI --i--W7 W w - w11w2 H - HIIN2 2) WINDOWS MULLED W/ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PACE 5 OF 5 V 1) MAX OPENING - H OR H 1 +H2 MULL LENGTH = W OR W1+1112 M2) MAX OPENING = IV OR W I +IV2 MULL LENGTH = Hl T INDUSTRIES AWHORS: rrP[.'s . ,I J BOM H ' TYP. NUliJofl YI in CwWC CIAZWC "PC PROOUCI PMOOUCr PROOUCI I—WI-1—w2-1—wJ—Iw w - w11w21WJ 11 - HIIM7 MULTIPLE' WINDOWS MULLfp WZONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PACE 5 OF 5 M3) AUAX OPENING — H OR HI +H2 MULL LENGTH = W OR WI+W2+WJ M4)MAX OPENING = Wl+W2 OR IV2+IVJ MULL LENGTH = HI P.J.P. ARRANGEMENT DETAIL ArPROvrO &S CCurj rf C ,4 n i n f SOUTH FLORIDA KA h rC COO f w JUN 1 A EMI) er molj OL Err SOI C. MOM COOL COuR14NCr (v 1 CI ACCrrTAMCr NO 00 - /4 1 L " s tdi 1 " STD. WALL MULLIONRobertLpk, t.,1..nw.r s..l. P.E 039712 1070 Rrie.Ofoar mrk P.O. Box IJ7f ADKOLOX rl Jt]7S MOKOYS. n Jarr MULLS c T 1 -,5 6620 2' OR 4 I z rx S . S. L414. CI Cvr rLAIdIts Off or 7oppct= rtACC(Ary 00Lgxs 5 cf to At C - 10 foe. . U.1 -C—(L —0 4L As Z V 2j (TYPA J lb mn, 17 s JALm ac Ow CDL*M APPROICO, Scr xovr /I P CA fOR 1' 14UL t 1.41JON PC I I, -L410M T- rl- r 2' OR 4'-1 7- 7 112 r.m I us. STACC[ ACO ON My I OPPOSITE 1111r]; SO AS &Of 10 C MY) f Of,, tA 000 -------- - Ttr) SEE HoTr /I SLCr 11 r1p 12 .000 SCprw (lot/) 1NI, If P(HrYmnew w7o WCC) 0 OLCX ALL ASTOI[RS WST Of OADC Cowry OPRC14D HE morr 11 TYPICAL AIM LION TO STRUCT(IRS' WITH WOOD RUCK TYP "B" LIQLL. I. FOR VULL SIZE AND OUANTITY Or ANCHORS REOUIRED SEE SHEET 5. FOR ANCHOR LOCATIONS SEE SHEET J. QUANTITY or ANCHORS FOR MULL —TO —CLIP IS THE SAME AS THE OUANTITY OF ANCHORS FROM( CLIP -TO -OPENING. 2 REFERENCE TEST REPORT rTL-2902. 2903 AND 2.975 OUANTITY OF ANCHORS SHOWN ARE FOR A PICTORIAL REPRESENTATION ONLY. FOR CORRECT OLIANTIry or ANCHORS PLEASE REFER TO CHARTS AND FIND THE CORRECT MULL SIZE AND PRESSURE REOD FOR YOUR SPECIFIC APPLICATION. P. 0 F 1. r- r, wow kxK 2' OR #'-1 /it f.K $.-I AIVOITD to SFACCCAM 04 Co, Xftclr Lfl)mf. : oproym son ow - ( 10 AS "Of TO wCX T— . ................. ralmn .rH c4cm Orw I 2j ( ryp 9 str sort 1.1 WW. A' 1APC0q (24SI) 11 PEIA nov rao, I` Itj Ulm. CONCRI'm 04 STOCK I .. : SrWXnAtE Ali fAMMCNS T— . JV of 0." COLPM APPATM% O. Sfr .Orf it D? ICAt AfUI I I() TO STRUCIUR WITH WOOD BUCK - - MO 0 fROM CONTYPE]L P C, r. 18 LnA1.0q Robert L 0 rk. E. P.E. 139'712 1— 2 * OR #1 I....f:...® BIACK 7 1 ' 8 Ulm. 51 rYPICAt AfUfIION TO 5TRUCTURF MLy WOOD B( JCK AN N 'n' ITT r.,, s us SFACCfX(T) OM apposirr SKI" 50 AS Nor 10 wffAVTfir "IN L.C11 ont(R) It NOTE / I w A' FAft-0- (7,6/) w. 11 m-rmncm "to COwArrr OR otoCw SrftCrU'ff. AU WrT.(" 7= WSF to BAM COL-11r Appoomfo iff Orr sou nirtono. swo,.ccom Bun DJAG COM COUPtLAKE Off ICE CC[P1. NC( ho CO- 0 9 7.0 S P.J. P. 1 "1 128100 INDUSTRIES ICLIP & INSTALLATION DETAIL I I " STD. WALL MULLION 1070 Traocy alvpt P.O. Box 1329 4 S..&: m MOKOLUX 11 34273 NOKOLOX n J$2741 MULLS PS12 -,5 1 6620 1 A IMPORTANT, OIIANTITY OF ANCHORS SHOWN ARE FOR A PICTORIAL REPRESENTATION ONL Y FOR CORRECT OUANTITY OF ANCHORS PLEASE REFER TO CHARTS AND FIND THE CORRECT MULL SIZE AND PRESSURE PYWO FOR YOUR SPECIFIC APPL ICATION. MIN. FROM ENDS (TYP) 4AX i" MULL CLIP TWO (2) ANCHOR LOCATIONS CXTRUSION DWG / 1099 1 - MULI CLIP f UR (4) ANCHOR OCATIONS CXIRUSION DWG / 1099 2t I 8 F 4 MIN. FROtiI YI END (lYP) jJL'A _I 1" M C IP W TA R LVID TWO ANCHOR LOCATIONS rnRUS10N OWG / 1099 MIN (nom ENO (T)"P) 0— 6—m—. I" Mill f CI IP W/TABS REMOVED FOUR (4) ANCHOR OCATIONS XTRUSION DWG / 1099 CLIP LENCTIl CHART Ia0K0. I Cb+ hnNC%m h I II. - SW If II({M g1Rfj(6fEtlLIJJUJFORixMULL CAN 1 Ic OAT( ,JUUIni [[ I rR ONT11a a sroM (_ eu40urc0DE[ o9i«'c MULL SIZE A' I1 x 2 x I z Ham. R ,,, 1. R£F£RENC£ TEST REPORT FTL-2902.2903 ANO 2975 397/L INDUSTRIES 107' KOWS. P.J.P. 1/78/00 1 • MULLION CLIP ANCHOR 1 " STD. WALL MULLION* s•^••/w.e s..a: s.,.-: LOCATION roG4 M c soil. i MULLS NTS 3 r 5 6620 n a 34 Ix STD.* WALL MULLS MAT'L: 6063—T6 NOTE: 1. REFERENCE TEST REPORT FTL —2902, 2903 AND 2975 i 8 TYP) A"ROv10 AS COUR L4r, nII If,, SOurw FvPA mart Ufl yv m Mocgp4nmcm avuom nmmcccc6Ecoum"ct cI ACCVrANCr Nn 00 -o 9.f.a Mr. P.J.P. 1 a </ 2B/00 a.alrais INDUSTRIES PROFILES J ' Robert L nck, S I" STD. WALL MULLION P.E 839712 Io?o rrcmotocr D*4 PA Box 1329 s•,uT/ w.e . U."' s"I Swcnu l rrowou¢ n 34273 MoroAos n 3.r7. Mutts NTS 4 r 5 5620 1x2x.125 2 Anchors I50 60 70 O 42. 129 1 115 107 48 83 73 67 50.625 70 61 55 w u1 z 54 57-1 49 601 41 35 1 44 31 z 631 35 3o zi 66 35 .I 26 23 ' 72 23 ! 20 17 u 076217 15_ iu 78 18 15 84 - 108 I 1441 t OPENING WIDTH IN INCHES 80 90 100 110 120 130 160 104 103 103 1 103 103 1 103 103 63 61 61 61 61 1 61 61 52 50 49 49 49 49 49 41 39 38 .38 38 38 38 29 27 23 26 I 25 22 21 25 I 25 20 1 20 25 20 24 21 19 18 18 17 1 17 17 urr_ NINu VVIU I H IN INCHES 4 Anchors I 50 60 70 80 1 90 100 110 1 120 i 130 160 42` 170 1 170 170 170 170 170 170 170 170 170 4. 170 170 170 110 170 1 170 170 170 170 170 50.625 54 170 170 70 1 170 1 170 170 1 170 I 170 170 170_ 162 170 . 1 r 155— 170 157 — 170 170 u 60 170 170 1 157 1 143 157 157 157 134 1 127 124 122 122 122 z 63 170 E 160 141 128 119 112 I 108 106 106 106 66 170 145 I 127 115 106 1 100 i 96 - 93 92 92 72 142 120 I 105 95 87 61 77 74 72 71 76 13120 102 90 81 74 69 65 63 61 59 78 111 94 83 74 68 63 60 57 55 53 w I J84 88 75 65 1 59 53 1 49 1 46 44 42 40 90 72 I 60 53 4-7-1 43 1 39 1 37 35 33 31 96 59 50 43 ' 38 1 35 1 32 I 30 28 27 24 z 41 35 108. 30 27 24 1 22 1 20 19 18 16 38 32 28 24 22 20 1 lb---17 16 111144 NOTES 1. MAXIMUM ALLOWABLE PRESSURE IN FSF. 2. DESIGN IS BASED ON OPENING WIDTH. FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME. SEE SHEET J. REFERENCE TEST REPORT F7L-2902, 2903 AND 2975 RobertL_aulkP.E. P. E. 039712 Structural Vertical Mull Mull Length Opening WidthHorizontal Mull T-_ Opening Width L__ j LMull Length-- i Multiple Mulled Units Mull Length I I Opening Width 1`/IIO+FO •S COaIti r111: w hl II.1 soumr p.pu apr qne Inca av+stw 8ul0wG C00(COlarl VI.0 E or 1ICI r•.... r. — 00 - 0O, I . .. T- v— M P.J.P. 0.i•1/ 28/00 INDUSTRIES PRESSURE CHARTS 1 STD. WALL MULLION wo rrtl0+orocr oRlYi PA sox 1379 mo, ro n J4173 MoKows. n j42jim*v-LLSNTS 5 •r 5 6620 j_- W BC R W Buile.ing Consultants; Inc. Consulring and Eng, aeeri.ng Services for the Building Indus. -a P. O. Box 230 Valrico, F _ 33594 Phone 813.684.3831 Facsimile 813.6841.3954 ENGTNEER' S NOTTCE OF EVALUATION 9 TU-1(AF Taylor Building Products 631 North First Streit West Branch_ III 48661 Phone 989.345.5110 Facsimile 989.345.5116 DESCRIPTION OF UNIT Model Designation: Uni-Door Steel Edge Steel Door (Opaque) with or without Side-lites hfnximum Overall Nominal Size: up to 8'4 x 6'8 Usable In-swing/Out-swing Configurations: X, OXO, X0, O)C, XX & OX General Description: The head and jambs are wood measuring 4.5" x 1.25" with an extruded aluminum bump threshold- The do,( panels are 1.75" thick and consist of two 24 gauge (min 0.022") steel skins with a ninety -degree break and mechanically interlocks The interior cavity formed by the interlocking door panels is filled with urethane foam_ T) a sidelites are 24 ga- steel (min. 0.022") with wood stiles and rails. The glazed sidelites are routed to receive 0.125" standard or 0.5" insulated tempered lip lite inserts manufactured by RSL. FBC Section 1707 Materials and Assembly Tests: 1707. 4.3 E.x-terior Door Assemblies; 1707.4.5 Mullions Door Assemblies) Test Desaivtioo Ttst Location Date Report No. Cardfv= Enrdneer ASTl f E330 Uniforrm Stoic nit sure Czrdfied Testing Lzboratories January 16, 2002 CTLA 816W-1 Ramesh PateL P.E. R 20224 TAS 202 Forced Envy Certified Testing Laboratories January 16. 2002 CTLA 816W-1 Ramesh Patel, P.E. T 20224 AS I bf E331 Peacttt on Certified Testing Laboratoriev January 16, 2002 CTLA 816W-L Ramesh Paid, P.E. T 20224 ASTM E283 Air Infihruion Certified Testing Laboratories January 16, 2002 C LA 816W-1 Ramesh Patel, P.E. R 20224 TAS 201/203 Lage Missile lumact/ Cvcling Certified Testing Laboratories Ja nuaryanuary16, 2002 CTLA 816W-1 Ramesh Patel P.E m 202Z4 u .• wuuw You mcct lJ iu VI rOSnlVe LJ=gn rrtssure water mnitr=on nrLma_ Opaque products meet large missile impact All glazed products must be shuttered to meet windborne debris criteria. Design Pressure Ratings: Configuration M-ndmum Size Design Pressure Ratings Opaque Single X Up To 3'0 x 6'8 45.00 45.00 Opaqate Sinele with Sidelites X0. ox OXO Up To 5'4 x 6'8 45.00 4-5.00 Opaque Double XX Up To 6'0 x 6'8 45.00 45.00 Opaque Double with Sidelites OXXO Up To 8'4 x 6'8 45.00 45.00 Installation and Anchoring See reverse side this page Use 1. Evaluated for use in locations adhering to the Florida Building Code and where pressure requirements. as deiermined exceed by. ' ASCE 7 Minimum Design Loads for*Buildings and Other Structures do not excd the design presslue rafmgs..listed'-above-'.• 2. For ivlasonry installations where the sub -buck is less than 1-1/2 inches (FBC section 1707.4.4 Anchorage lvfethodsand suf-seca 1707. 4.4.1 and 1707.4.4.2) same diameter Tapcon type.concrete anchors must be substituted -and the lengtl -musrbesnch th-xa minimum 1-1/4" engagement of the Tapcon into the masonry wail is obtained. Certification: Florida Professional Engineer - Seal No. 43409 April 22. 2002 Lyndon F. Schmidt 7, - 19506 French Lace Drive Lutz, FL 33558 Taylor Door® Uni-Door Steel Edge Steel Opaque Door in -swing or Out -swing Maximum Size Up To 8'4 x 6'8 SEE DETAIL X SEE TAIL D - -B -- A- 6" I -- co 6.0" I-- 6.0" 3.0" -- 3.0- 6. o o When attaching Sidelite the above anchoring applies J10 x 2" LG. SEE NOTE PFH WS 10 x 3/4" LG. J 10 x 1 " LG. PFH WS PFH WS 10 x 3/4" LG. SEE NOTE 0 DI PFH WS DETAIL "D" NOTE: ALL PERIMETER SCREWS f8 X 2-1/2- SEE DETAIL "E' nN N. A 1 I I- o SEE o NoUWSEEDETAIL C" 4 cn DETAIL D J U L X X W T I In IN 3' 6- 6" — 3" 6- i— 101 F SEE DETAIL "F" Note: When attaching the strike & deadbolt plates to the strike & buck use #10 x 2" Lg. PFH WS. When attaching the strike & deadbolt plates to the astragal use '#8 x 2 1/2" Lg. PFH WS. When attaching the strike jamb & sidelite jamb use J10 x 1 3/4" Lg. PFH WS. 248 X 2 1/2- LC. PFH WS 0 ALUMINUM ASTRAGAL DETAIL 'E- ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. DRILL THRU FOR (2) DRILL THRU FOR (2) 357'0 BOLT DEEP .357'0 BOLTS DEEP ENOUGH FOR A 2" ENOUGH FOR A 2- BOLT THROW BOLT THROW INSWING THRESHOLD OUTSWING THRESHOLD DETAIL ASTRAGAL THROW BOLTS ti. R W R W Building Consultants, Inc. BConsulting and Engineering Se: vices for the Building Industrn- C P.O. Box 230 Vahico, F"! 33594 Phone 813.684.3831 Facsimile 813.634.3954 ENGINEER'S NOTICE OF EVALUATION # TU-103F Taylor Building Products 631 North First Street West Branch_ 1v1l 48661 Phone 989.345.5110 Facsimile 989.345.5116 DESCRIPTTON OF UNIT Model Designation: Ulu -Door Steel Edge Steel Door (Glazed) with or without Side-lites Maximum Overall Nominal Size: up to 8'4 x 6'8 Usable In-swinglOut-swing Configurations: X, OXO, XO, OX, XX & OXXO General Description: The head and jambs are wood measuring 4.5" x 1.25" with an extruded aluminum bump threshold- The door panels are 1.75" thick and consist of two 24 gauge (min 0.022") steel skins; with a tunery-iegree break and mechanically interlocked - The interior cavity formed by the interlocking door panels is filled with urethane foam- The sidelites are 24 ga. steel (min. 0.022") skin with wood stiles and rails. The glazed door panels and sidelites are routed to receive 0.123- standard or 0.5" insulated tempered lip liti inserts manufactured by RSL. FBC Section 1707 Materials and Assemblv Tests: 1707.4.3 Exterior Door Assemblies; 1707.4.5 Mullions Door Assemblies) Te= Description Test Location Dam Reflort No. Certifying Erimneer 1ST:V[ E330 Uniform Static Certified Testing Laboratories January 16, 2002 CTIA 316W Ramesh Patel, P.E. 20224 m,e T AS 202 Forced Envy C--rtified Testing Laboratories January 16, 2002 CTLa 816W Ramesh Patel, P.E. m 20224 ASTvI E331 non Certfied Testing Laboratories January 16, 2002 CTIA 816W Ramesh Patel, P.E. R 20224 Pen ASTIA E283 Air Infiltration Certified Testing Laboratories January 16, 2002 CTLk 816W Ramesh Patel, P.E. m 20224 TAS 2011203 Large Missile N/A I N/A N/A N/A NInmaCycline Sidclites are considered a window and meet 15% of Posirive Design Pressure water inahration criteria. 11 All glazed products must he shuttered to meet windborne debris criteria Design Pressure Ratings: Configuration Maximum Size Design Pressure Ratings Glazed Single X Up To 3'0 x 6'8 35.00 60.00*** Glazed Single with Sidelites XO. OX. OXO Up To 5'4 x 6'8 55.00 60.00*** Glazed Double XY Up To 6'0 x 6'8 35.00 60.00*** Glazed Double with Sidelites OXXO U To 8'4 x 6'3 55.00 60.00*** Requires Ives 454 - 8" stuiaec bohs top and bosom of the latch stile on the active door panel. Tnstallation and Anchoring: See reverse side this page Use 1. Evaluated for use in locations adhering to the Florida Building Code and where pressure requirements as dete _ by ASCE 7 1'linimum Design Loads for Buildings and Other Structures do not exceed the design pressurc_rgt t gs lis[ed•"a ve. 2. For lvfasonry installabons where the sub -buck is less than 1-1/2 inches (FBC section 1707.4.4 Anclioiaec Methods and sub -sections 1707.4.4.1 and 1707.4.4.2) same diameter'Tapcon type concrete anchors must be substituted and th ^:kilgth.Ruist be such that a - minimum 1-1/4" engagement of the Tapcon into the masonry wall is obtained. Certification: Florida Professional Engineer - Seal No. 43409 April 22, 2002'' Lyndon F-Schmiat- 19506 French Lace Drive Lutz, FL 33558 = ,.- Taylor Door® Uni-Door Steel Edge Steel Glazed Door In -swing or Out -swing o SEE U W DETAIL fn Ln C. XJ O SEE DETAIL I D - 'B FI A" 1 Maximum Size Up To 84 x 6'8 6.0" 6.0" _ f oo fp D When attaching Sidelite the above anchoring applies. POx 2" SEE NOTE LG. PFH WS 10 x 3/4" LG. # 10 x 1 " LG. PFH WS PFH WS 10 x 3/4" LG. SEE NOTE D PFH WS DETAIL "D" NOTE ALL PERIMETER SCREWS 4B X 2 —1/2" SEE DETAIL ' E" o C W4 En U J Q 4Jo co TU— 103F SEE DETAIL 'F- B" Note: When attaching the strike do deadbolt plates to the strike & buck use #10 x 2" Lg. PFH WS. When attaching _the strike do deadbolt plates to the astragal use # 8 x 2 1/2" Lg. PFH WS. When attaching the strike jamb do sidelite jamb use #10 x 1 3/4" Lg. PFH WS. 2)# 8 X 2 1/2" LG. PFH WS 0 ALUMINUM ASTRAGAL DETAIL " E" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. DRILL THRU FOR (2) DRILL THRU FOR (2) 357" 0 BOLT DEEP .357"m BOLTS DEEP ENOUGH FOR A 2" ENOUGH FOR A 2" BOLT THROW BOLT THROW INSWING THRESHOLD OUTSWING THRESHOLD DETAIL ' F- ASTRAGAL THROW BOLTS AT THE rHp<<Nni n R WB C R W Building Consultants; Inc. Coll_sultino and Engineering Services for the Building Indusav P.O. Box 230 Valrico, FL 33594 Phone 313.684.3831 Facsimile 313.684.3954 ENGLYEER'S NOTTCE OF EVALUAT10N # TUA02F Taylor Building Products 631 North First Street West Branch, NII 48661 Phone 989.345.5110 Facsimile 989.343.5116 DESCRIPTION OF UNIT Model Designation: Uni-Door Steil Edge Steel Door (Opaque) with or without Side-lites Maximum Overall Nominal Size: up to 8'4 x 8'0 Usable In-swing/Out-swing Confignrations: Y OXO, X0, OX, LX. & OXYt General Desct-kption: The head and jambs are wood measuring 4.5" x 125" with an extruded aluminum bump threshold- The door panels are 1.75" thick and consist of two 24 gauge (min 0.022") steel skins with a ninety -degree break and mechanically imerlocked The interior cavity formed by the interlocking door panels is filled with urethane foam The sidelRes are 24 ga- steel (miu. 0.022") sk with wood stiles and rails. The glazed sidelites are routed to receive 0.125" standard or 0.5" insulated tempered lip lite inserts manufactured by RSL. FBC Section 1707 1ltaterials and Assembly Tests: 1707.4.3 Exterior Door :assemblies; 170 7.4.5 1dullions Door Assemblies) Teri _l Deseriution I Test Loc rkm I Dam I Report No. Cerrilvin2raEnnee AST-M F330 niform Static air PtY_ suro C-- -died Test- g Iaborasories I January 16, 2002 I CTLA 316W-1 I Rsnesh PatcL P.E.: 20224 T.1S 202 I Forced Eza y Certified Testing L•rboraories I January 16, 2002 CTLA 816W-1 I R_mesh Parel, P.E. m 20224 ASll. 1 F331 P boa Citified Tcsdng Labara=es January 16, 2002 CTLA 816W-1 I Ramesh P.L P.E. '-20224 AS-17 1 E233 fir lan1tr- im' I . C-rdfied Tang Laboraaries I January 16, 2002 CTLA S 16W-1 I Ramesh Peel, P.E. R 20224 TAS 201/203 L=gc Missile ImnarJCvclint Certified Tesdn Laboratoriesg I auuzry 16, _ J 2002 CTLA 316W-L I Ramesh PamL P.E. ' 0224m2 amcmLS are con- cicred a wlndpw and meet lj%oI Posntve Design Presm= wamr innLbrWnn a-imria. Opaque pcoduc= mea large missile impact U glazed produces Est be sh=crrd to meet windl)amc debris criteria. Desi-_n Pressure R-atines: Configuration Maximum Size Design Pressure Ratings Onacue Sinele X Up To 3'0 x 8'0 45.00 45.00 Opaqw Sinpd with Sidelites X0. OX OXO UD To 5'4 x 8'0 45.00 45.00 Opaque Double XY UP To 6'0 x 8'0 45.00 45.00 Ouauue Double with Sidelites OXXO Up To 3'4 t 8-0 45.00 45.00 Installation and Anchoring:,See reverse side this page Use 1. Evaluated for use in locations adhering to the Florida Building Code and where pressure requiremenrs ag" r' termined -by c I A.SCE 7 'Minimum Design Loads for Buildings and Other SM-ucturm do not exc.; d the design pressratings lisfi:d above:'' For Masonry installations where the sub -buck is less than 1-1/2 inches (FBC section 1707.4.4 Anch lge`, Ierhbds"^m suo_se-ri 1707.4.4.1 and 1707,4.4.2) same diameter Tapcon type concrete anchors must be substituted and the. cu— th'.alusibe Mich tha%a.` t.:• Z ; D. minimum 1- 1/4- engagement of the Tapcon into the masonry wall is obtained Cer ffl=tion: Florida Professional Engineer - Seal No. 43409 April 22, 2002 Lyridon`-Ez_,Sthrtd 19506 French Lace Drive Lutz, FL 33558 Taylor Door'Uni-Door Steel Edge Steel Opaque Door )n-swing or Out -swing Maximum Size UP To 8'4 x 8'0 L SEE DETAIL C" z 0 to 6.0" t 6.0- 6.0" I3.0' 3.0 II II I t 0 X When attaching Sidelite the above anchoring applies. J 10 x 2' LG. PFH WS SEZ NOTE 110 x 3/4' LG. # 10 x 1 ', LG. SEE PFH WS PFH WS , DETAIL — 10 x 3/4' LG SEE NOTE- D- .B PFH WS DETAIL 'C' t I Note: DETAIL 'O' 6- 6" --, r- NOTE: ALL PERIMETER SCREWS #8, X 2-1/2' When attaching the strike & a deadbolt plates to the strike & SEE buck use #70 x 2- Lg. PFH WS. DETAIL c. When attaching the strike do deadbolt plates to the astragal use #8 x 2 1/2' Lg. PFH WS. L Co When attaching the strike jamb & sidelite jamb use f10 x 1 3/4' Ir I 1 I i• I I IfT1 J— M Lg. PFH WS. 0 LA Ln Ln L 5' TU— 102F SEE DETAIL 2)J8 X 2 1 /2' LG. PFH WS 0 ALUMINUM ASTRAGAL DETAIL -E" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. DRILL THRU FOR (2) DRILL THRU FOR (2) 357"0 BOLT DEEP 357"0 BOLTS DEEP ENOUGH FOR A 2' ENOUGH FOR A 2- BOLT THROW BOLT THROW INSWING THRESHOLD OUTSWING THRESHOLD DETAIL 'F" ASTRAGAL THROW BOLTS AT THE THRESHOLD IZ W C R W Building Consultants; Inc. Consulting and Engineering Services for the Building Indust;; P.O. Box 230 Valrico, FL 33594 Phone 813.684.3831 Facsimile 813.684.395= ENGINEER'S NOTICE OF EV 3LUATION # TU-104F Tavlor Building Products 631 North First Street West Branch. NII 48661 Phone 989.345.5110 Facsimile 989.345.3116 DESCRIPTION OF UNTT Model Designation: Uni-Door Steel Edge Steel Door (Glazed) with or without Side-lites Maritnum Overall Nominal Size: up to 8'4 x ST Usable In-swing/Out-swing Configurations: X, OXO, XO, O,X, 30Z & OXXO Creoeral Description: The head and jambs are wood measuring 4.5" x 1.25" with an extruded aluminum bump threshold. The door panels are 1.75" thick and consist of two 24 gauge (min 0.022") steel skins with a ninety -degree break and mechanically interlocked. The interior cavity formed by the interlocking door panels is filled with urethane foam- T>je sidelites are 24 ga. steel (min. 0.022") skins with wood stiles and rails. The dazed door panels and sidelites are routed to receive 0.125" standard or 0.5" insulated tempered lip lite inserts manufactured by RSL. FBC Section 1707 Materials and Assembly Tests: 1707.4.3 Exterior Door assemblies; 1707.4.5 Mullions Door Assemblies) T,st Descriotioo Test Location Date I Recom No. CertifvirLg Entdneer ASTvI E330 Uniform static fir Pressure Certified Testing Laboratories January 16, 2002 I CTL-k 816W Ramesh Patel, P.E. m 20224 TAS 202 Forced Easy Certified Testing Laboratories January 16, 2002 CTLA 816W Ramesh Patel, P.E. m 20224 AST [ E331 Penetration C- Water - rdfied Testing Laboratories January 16, 2002 CTLA 816W Ramesh Patel, P.E. R 20224 ASTIl E283 Air Infiltration Certified Testing Laboratories January 16, 2002 CTLA 816W Ramesh Patel, P.E. R 20224 T4S 2011203 L rye Missile N/A N/A N/A N/AImaact/CvclinQ Sidelnc are considered a window and meet 15916 ofPosrtrve Design Pressure water infiltration ai=ia. W glazed products must be shuvcred to meet windborne debris criteria. Deaip_m Pressure Ratings: Configuration Maximum Size Design Pressure Ratings Glazed Single X Up To 3'0 x 8'0 55.00 60.00*** Glazed Single with Sidelites XO. OX. OXO Up To 5'4 x ST 55.00 60.00*** Glazed Double XX Up To 6'0 x 8'0 55.00 60.00*** Glazed Double with Sidelites OXXO Up To 8'4 x 810 55.00 60.00*** Requires Ives -454 - 3- surface bons top and bosom of the latch stile on the active door panel. Installation and Anchoring: See reverse side this page Use i. Evaluated for use in locations adhering to the Florida Building Code and where pressure requirements as determined by SCE 7 Minimum Design Loads for -Buildings and Other Structures do not exceed the design- pressure ratin,;;s listed above. 2. For Masonryinstallations where the sub -buck is less than 1-1/2 inches t.z " (FBC section 1707.4.! ..nchorage;Vfethods and`siib-sections 1707.4.4.1 and 1707.4.4.2) same diameter Tapcon type concrete anchors must be substituted.and the lets. ih•must such that a -- minimum 1-1/4" en,agement of the Tapcon into the masonry wall is obtained. r Cerrification: Florida Professional Engineer - Seal No. 43409 April 22, 2002 —L:yrdorLT. Si.hmidt,?: 19506 French Lace Drive Lutz. FL 33558': • ' Taylor Door Uni-Door Steel Edge Steel Glazed Door In -swing or Out -swing Maximum Size Up To 8'4 x 8'0 to L SEE — DETAIL CCZ0 x S _ asLLJ SEE DETAIL — D" A' t I f--J.o'o . a_ o 6.0" 6.0" 3.0" 3.0" 3.0" ML' II II II I 0 0 When attaching Sidelite the above anchoring applies. 10 x 2 LG. PFH WS SEE NOTE 10 x 3/4" LG_ # 10 x 1 ' , LG. PFH WS PFH WS SEE NOTE 110 x 3/4" LG. PFH WS DETAIL "C Note: DETAIL "D" I --1 i— 6" 6" NOTE: ALL PERIMETER SCREWS #8 X 2-1/2" When attaching the strike & ip SEE f DETAIL L6- 5' —{ f-- TU— 104F SEE OEFAIL "F" deadbolt plates to the strike & buck use #70 x 2" Lg. PFH WS. When attoching the strike & in deadbolt plates to the astragal use #8 x 2 1/2" Lg. PFH WS_ C6 When attaching the strike jamb & sidelite jamb use #10 x 1 3/4" Lg. PFH WS. 2)J8 X 2 7/2" LG. PFH WS Corna+ LO cti ° Com ALUMINUM ASTRAGAL vi DETAIL "E" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. DRILL THRU FOR (2) DRILL THRU FOR (2) m ^ .357"0 BOLT DEEP .357"0 BOLTS DEEP Ln o ENOUGH FOR A 2" ENOUGH FOR A 2" N BOLT THROW BOLT THROW A 1 INSWING THRESHOLD OUTSWING THRESHOLD DETAIL "r ASTRAGAL THROW BOLTS AT THE THRESHOLD 6W R - W R W B uil din a, C onsuhants, Inc. B Consulting and Engines Indus -Li, Services for the Building Indus , P.O. Box 230 Valrico, F-L, 3359.4 Phone 813.6841.301 Facsimile 813.68-1.3954 ENGTINEER'S NOTTCE OF EVALUATION # TU-102F Tavlor Building Products 631 NorLb Firs Street Wiest Branch- tiII 48661 Phone 989.345.3110 Facsimile 989.345.5116 DESCRIPTION OF = M, odel Designation: Uni-Door Steel Edge Steel Door (Opaque) with or without Side -liter liarimum Overall Nominal Size: up to 8'4 x ST Usable In-swing/Out-swing Configurations: M OXO, XO, OX; MX & 0MX0 General Description: The head and jambs are wood measuring 4.5" x 1.25" with an extruded aluminum bump threshold_ The door panels are 1.73" thick and consist of two 24 gauge (min 0.022') st=l skins with a ninerv-degree break and mechanically interlocked. The interior cavity formed by the imerlocki.ng door panels is filled with urethane foam` The sidelites are 24 g3 steel (min- 0.022") skins with wood stiles and rails. The glazed sidelites are routed to give 0.125" standard or 0.5" insulated tempered lip lire inserts manufactured by RSL. FBC Section 1707 Materials and Assembly Tests: 1707.4.3 Exterior Door Assemblies; 1707.4.3 Mullions Door Assemblies) T_st---__1 Descriation 1 Tcsz Location I Date Reoorr No. I CertavmE Eneineer AST1d F-330 U. ir Cutined Testing Laboratories I January 16, 2002 I CTLA 316 W-1 I Ramesh P—L P.E.: 20224 Pressure T AS _02 I Fotc=i E»y Certified Testing Laboruaries I January 16. 2002 I CTLA 816W-1 I Ramesh Patel. P.E. T 20224 Sll_ d E 331 r Crtined Testing Laboratories January 16, 2002 CTLa 810-N-1 I Ramesh P—L P.E. R 20224PmW'Iea- aASTME233firlnn-ltration' I . C.-rased Testing Labormnries I January 16, 2002 I CTLA 816W-1 Ramesh Peel. P.E r 20224 TAS 201/203 I 'moL age Missile Certified Testing Laboruaries I January 16, 2002 CTLa 816W-1 I Ramesh Patel, P.E. T 20223 Iacr/CvctinE sidelitra are coasidercd a window and meet 15% of Positive Design Pn=sxtre warts infiltration criteria. Opaque products meat large missile impact All glazed prvducz mr>.st be s'^***r-cd to meet wiadb-ame debris criteria. Design Pressure Ratings' Configuration Ma-.dm= Size Design Pressure Ratings Ovacrue Sinele X Uu To 3'0 x 8'0 45.00 -45.00 Ooaaue Sinele with Sidelites XO. OX OXO Un To 5'4 x 8'0 45.00 -45.00 Opaque Double XX Up To 6'0 x 8'0 45.00 - 45.00 Omaue Double with Sidelires OXXO UD To 8'4 x ST 45.00 -45.00 Installation and Anchoring- See reverse side this page Use 1. Evaluated for use in locations adhering to the Florida Building Code and where pressure regtliremenis_a etermined by.,''•,: rl t ASCE 7 Minimum Design Loads for Buildings and Other Structures do not ex d the design pressum ratings fisted abm!e::.a h Vie° ; ' / ,r. For Masonry instillations where the sub -buck is less than 1-1/2 inches (FBC section 1 i07.4.-4 Ancho gc`Metlzbd5and sulFse eons 1707.4.4.1 and l 707.4.4.2) same diameter Tapcon type concrete anchors must be substituted and the length must be Mich th -a.' 11m11In 1- 1/4- enema ement of the Ta on into Che masonry wall is obtained. Pc T. 00 Certifi=tion: Florida Professional Engineer - Seal No. 434-09 April 22, 2002 Lyndon'1$2hmidi 19506 French Lace Drive Lutz, FL 33558 Taylor DoorUni-Door Steel Edge Steel Opaque Door In -swing or Out -swing Maximum Size Up To 8'4 x 8-0 L SEE — DETAIL C _ 0W aC — cAV x QUQQW — O aLLJ SEE DETAIL - D - "B A' F^ 0 v)Ln SEE DETAIL 'E" 6' rU- 102F `- SEE OETAIL "r 6.0" I — 6.0" 6.0" 5.0" -- j3.0" 3.0" —{ 13.0" FL I I I I I I I I I i 0 0 O Ep When attaching Sidelite the above anchoring applies. 10 x 2" LG. PFH WS SEE NOTE 10 x 3/4" LG. #10 x 1 LG. PFH W5 PFH W5 , SEE NOTE 10 x 3/4" LG PFH WS DETAIL "C" Note: DETAIL "D" NOTE: ALL PERIMETER SCREWS #8 X 2-1/2" When attaching the strike & deodbolt plates to the strike & buck use #10 x 2- Lg. PFH WS. When attaching the strike & n deodbolt plates to the astragal use #8 x 2 1/2" Lg. PFH WS. C6 When attaching the strike jamb & y —}- sidelite jamb use #10 x 1 3/4" III j Lg. PFH WS. L6- I T (2)#8 X 2 1/2" LG. PFH WS nrn Nco L ALUMINUM ASTRAGAL ui DETAIL 'E' 1' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME I t AS SHOWN. DRILL THRU FOR (2) DRILL THRU FOR (2) 357"0 BOLT DEEP .357-0 BOLTS DEEP n o ENOUGH FOR A 2" ENOUGH FOR A 2" N BOLT THROW BOLT THROW A" INSWING THRESHOLD OUTSWING THRESHOLD DETAIL "r ASTRAGAL THROW BOLTS AT THE THRESHOLD R R W Building Consultants; Inc. BConsulting and Engineering Services for the Building Industn- C P.O. Box 230 Valrico, FL 33594 Phone 813.684.3831 Facsimile 813.684.395-'. NGTIYEER'S NOTICE OF EVALUATION # TU-104F Taylor Building Products 631 Nortll First Street West Branch, NQ 48661 Phone 989.343.5110 Facsimile 989.345.5116 DESCR=ON OF UNTT Model Designation: Uni-Door Steel Edge Steel Door (Glazed) with or without Side-lites Maximum Overall Nominal Size: up to 8'4 x 8'0 Usable In-swing/Out-swing Configurations: X, OXO, XO, OX, )0C & OXXO General Description: The bead and jambs are wood measuring 4.5" x 1.25" with an extruded aluminum bump threshold The door panels are 1.75" thick and consist of two 24 gauge (min 0.022") steel skins with a ninety -degree break and mechanically interlocked The interior cavity formed by the interlocking door panels is filled with urethane foam. The sidelites are 24 ga. steel (min- 0.022") skins with wood stiles and rails. The glazed door panels and sidelites are routed to receive 0.125" standard or 0.5" insulated tempered lip lite insens manufactured by RSL. FBC Section 1707 Materials and Assembly Tests: 1707.4.3 Exterior Door Assemblies; 1707.4.5 Mullions Door Assemblies) Tea Dcsrritnion Test Location Daze Report No. CeadVing Enfineer A$TVf E330 Uniform Static Air pressure Certified Testing LtbOf lIDriCS January 16, 2002 CTLA 816W Ramesh Patel, P.E. R 20224 TAS 202 Forced Entry Certified Testing laboratories January 16, 2002 CTLA S16W Ramesh Patel, P.E. m 20224 AS W, E331 Water Pcnca=on Certified Testing Laboratories January 16, 2002 CTLA 316W Ramesh Patel, P.E. # 20224 ASTVf E283 Air Infiltration Certified Testing Laboratories January 16, 2002 CTLA 816W Ramesh Patel, P.E. t' 20224 T.aS 201l203 Large Missile Imoact/Cvcline N/A N/A N/A N/A Jlde tca are considtrmd a window and meet !Solo of Positive Design Pressure water infiltration Lriteria. all glazed product-, must be shuttered to meet windborne debris criteria. Desitm Pressure Ratinzs: Configuration Maximum Size Design Pressure Ratings Glazed Sinale X Up To 3'0 x 8'0 55.00 60.00*** Glazed Sinale with Sidelites XO. OX_ OXO Up To 5'4 x ST 53.00 60.00*** Glazed Double XX U To 6'0 x 8'0 55.00 60.00*** Glazed Double with Sidelites OXXO Up To 8'4 x 3.0 55.00 60.00*** Requires tves 454 - 8 surface bolts top and bottom of the latch stile an the active door panel. Installation and A_nchorina: See reverse side this page Use 1. Evaluated for use in locations adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildings and Other Structures do not exceed the design pressure ratings listed -above. 2. For Masonry installations where the sub -buck is less than 1-1/2 inches (FBC section 1707.4.4 kmchoiage ivfethods and suli-sections 1707.4.4.1 and 1707.4.4.2) same diameter Tapcon type concrete anchors must be substituted and the leagih'must such that a 7 t., minimum 1-1/4" engagement of the Tapcon into the masonry wall is obtained. Cerrification: Florida Professional Engineer - Seal No. 43409 April 22, 2002-Lyndor. F. Schmidt ? V 19506 French Lace Drive Lutz FL 33558 ':•' .. ' Taylor Door"Uni-Door Steel Edge Steel Glazed Door In -swing or Out -swing Maximum Size Up To 8'4 x 810 r— 6.0" 5.0" 6.0" I 6.0" I I _ 3.0" 3.0' SEE I 11 II 11 11 1 DETAIL — — — c" 0 0 0 a o cn Ln — X When attaching Sidelite the above anchoring applies. J U JIO 2- LG < 0 o — PFH WS SEE NOTE 10 x 3/4" LG. { 10 x 1 " LG. SEE PFH WS PFH WS DETAIL — SEE NOTE D- 8 R 10 x 3/4' LG. A' PFH WS DETAIL 'r' Note: DETAIL D" NOTE ALL PERIMETER SCREWS 'J8 X 2-1/2" When attaching the strike & is SEE DETAIL "E" is S r Q o SEE N L — DETAIL U C X X LU SEE DETAIL D" B. B. i I II II i 3" io 6" 6- 3 6' TU-104F SEE DETAIL "F' deadbolt plates to the strike & buck use #10 x 2" Lg. PFH WS. When attaching the strike & n deadbolt plates to the astrogal use J8 x 2 1/2' Lg. PFH WS. n ca When attaching the strike jamb & sidelite jamb use J10 x 1 3/4" Lg. PFH WS. 2)J8 X 2 1/2" LG. PFH WS 6nrn N o co2 ALUMINUM ASTRAGAL Lri DETAIL "E" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. DRILL THRU FOR (2) DRILL THRU FOR (2) m ^ .357'0 BOLT DEEP 357'0 BOLTS DEEP Ui o ENOUGH FOR A 2' ENOUGH FOR A 2' N ^ BOLT THROW BOLT THROW A" B" 6- INSWING THRESHOLD OUTSWING THRESHOLD DETAIL "F.. ASTRAGAL THROW BOLTS AT THE THRESHOLD FORM '66OOA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Monterey Builder: Pinecrest Address: los W a,j rti Permitting Office: City, State: $ Permit Number: Owner: ;,b Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 31.6 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 12.00 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? No _ 6. Conditioned floor area (ft') 1367 ft' c. N/A 7. Glass area & type Single Pand Double Pane _ a. Clear glass, default U-factor 0.0 ft' 0.0 ft' _ 13. Heating systems b. Default tint 0.0 ft' 0.0 ft' _ a. Electric Heat Pump Cap: 30.0 kBtu/hr _ c. Labeled U or SHGC 146.0 ft' 0.0 ft' HSPF: 7.00 8. Floor types b. N/A a. Slab -On -Grade Edge Insulation R=0.0, 204.0(p) ft b. N/A c. N/A c. N/A 9. Wall types 14. Hot water systems a. Concrete, Int Insul, Exterior R=4.1, 1761.0 ft' _ a. Electric Resistance Cap: 40.0 gallons _ b. Frame, Wood, Adjacent R=1 1.0, 255.0 ft' _ EF: 0.90 c. N/A b. N/A d. N/A e. N/A c. Conservation credits 10. Ceiling types HR-Heat recovery, Solar a. Under Attic R=30.0, 1367.0 ft' _ DHP-Dedicated heat pump) b. N/A 15. HVAC credits PT, c. N/A CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ PT -Programmable Thermostat, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.11 Total as -built points: 21436 PASSTotalbasepoints: 22887 I hereby certify that the plans and specifications covered by this calculation are in compliance with the orida Energy Code. PREPARED BY: DATE:S- I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and - tie specifications covered by this oQ = ArF calculation indicates compliance y with the Florida Energy Code. Before construction is completed _ o this building will be inspected for e compliance with SecAn 553.908 fq, Florida Statutes. L /t A, ion w8 BUILDING OFFICI A L- 1FV1P1r, DATE: .. r . Vr ,."'G EnergyGaugeO ( Version: FLRCPB v3.30) -' I ii fORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points 18 1367.0 25.78 6343.4 Single, SC=0.59 E 1.0 5.0 24.0 34.58 0.95 788.8 Single, SC=0.59 N 10.0 5.0 8.0 14.47 0.64 74.1 Single, SC=0.59 W 1.0 6.0 30.0 30.83 0.97 895.7 Single, SC=0.59 E 8.0 6.0 5.0 34.58 0.46 80.3 Single, SC=0.59 W 1.0 9.0 64.0 30.83 0.99 1961.1 Single, SC=0.59 S 1.0 6.0 15.0 25.21 0.94 357.0 As -Built Total: 146.0 4157.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 255.0 0.70 178.5 Concrete, Int Insul, Exterior 4.1 1761.0 1.18 2078.0 Exterior 1761.0 1.90 3345.9 Frame, Wood, Adjacent 11.0 255.0 0.70 178.5 Base Total: 2016.0 3624.4 As -Built Total: 2016.0 2256.6 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 0.0 0.00 0.0 Exterior Wood 133.0 7.20 957.6 Exterior 133.0 4.80 638.4 Base Total: 133.0 638.4 As -Built Total: 133.0 957.6 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1367.0 2.13 2911.7 Under Attic 30.0 1367.0 2.13 X 1.00 2911.7 Base Total: 1367.0 2911.7 As -Built Total: 1367.0 2911.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 204.0(p) 31.8 6487.2 Slab -On -Grade Edge Insulation 0.0 204.0(p 31.90 6507.6 Raised 0.0 0.00 0.0 Base Total: 6487.2 As -Built Total: 204.0 6507.6 INFILTRATION Area X BSPM Points Area X SPM Points 1367.0 14.31 19561.8 1367.0 14.31 19*561.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge4D/FlaRES'2001 FLRCPB v3.30 FORM '600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 26492.5 Summer As -Built Points: 23336.9 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 23336.9 1.000 1.087 x 1.150 x 1.00) 0.284 0.950 7875.3 26492.5 0.4266 11301.7 23336.9 1.00 1.250 0.284 0.950 7875.3 EnergyGaugelll DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.30 FORM- 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , . PERMIT #: I BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1367.0 5.86 1441.9 Single, SC=0.59 E 1.0 5.0 24.0 14.21 1.01 345.1 Single, SC=0.59 N 10.0 5.0 8.0 15.92 0.99 125.5 Single, SC=0.59 W 1.0 6.0 30.0 14.76 1.00 443.9 Single, SC=0.59 E 8.0 6.0 5.0 14.21 1.22 86.3 Single, SC=0.59 W 1.0 9.0 64.0 14.76 1.00 943.9 Single, SC=0.59 S 1.0 6.0 15.0 12.62 1.01 190.9 As -Built Total: 146.0 2135.6 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 255.0 1.80 459.0 Concrete, Int Insul, Exterior 4.1 1761.0 3.31 5820.1 Exterior 1761.0 2.00 3522.0 Frame, Wood, Adjacent 11.0 255.0 1.80 459.0 Base Total: 2016.0 3981.0 As -Built Total: 2016.0 6279.1 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 0.0 0.00 0.0 Exterior Wood 133.0 7.60 1010.8 Exterior 133.0 5.10 678.3 Base Total: 133.0 678.3 As -Built Total: 133.0 1010.8 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1367.0 0.64 874.9 Under Attic 30.0 1367.0 0.64 X 1.00 874.9 Base Total: 1367.0 874.9 As -Built Total: 1367.0 874.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 204.0(p) 1.9 387.6 Slab -On -Grade Edge Insulation 0.0 204.0(p 2.50 510.0 Raised 0.0 0.00 0.0 Base Total: 387.6 As -Built Total: 204.0 510.0 INFILTRATION Area X BWPM Points Area X WPM Points 1367.0 0.28 382.8 1367.0 -0.28 382.8 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge D/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , . , PERMIT #: I BASE AS -BUILT Winter Base Points: 6205.7 Winter As -Built Points: 10427.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 10427.7 1.000 1.078 x 1.160 x 1.00) 0.488 0.950 6039.8 6205.7 0.6274 3893.5 10427.7 1.00 1.250 0.488 0.950 6039.8 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.30 FORM -60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 40.0 0.90 3 1.00 2507.02 1.00 7521.1 As -Built Total: 7521.1 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 11302 3893 7692 22887 7875 6040 7521 21436 PASS EnergyGauge"' DCA Form 60OA-2001 EnergyGauge6/FIaRES'2001 FLRCPB v3.30 FORM 6600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window areas .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter. penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfrn from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all rpcidpnr_pn COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. l . New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Centril Unit Cap: 31.6 kBtu/hr _ 3. Number of units, if multi -family I _ SEER: 12.00 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? No 6. Conditioned floor area (W) 1367 ft' c. N/A 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 0.0 ft' 0.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 W 0.0 ft' _ a. Electric Heat Pump Cap: 30.0 kBtu/hr c. Tint/other SHGC - single pane 146.0 ft' 0.0 ft' '_ HSPF: 7.00 d. Tint/other SHGC - double pane b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 204.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 40.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 1761.0 ft' _ EF: 0.90 b. Frame, Wood, Adjacent R=I 1.0, 255.0 ft' _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=30.0, 1367.0 ft' _ 15. HVAC credits PT, _ b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. /fyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStar'Mdesignation), your home may qualms for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community A1fai15rfflrlyersion: FLRCPB v3.30) Residential System Sizing Calculation Summary Project Title: Code Only Monterey Professional Version Climate: Central 014 /nnnc Location for weather data: Orlando - Defaults: Latitude(28) Temp Range(M) Humidity data: Interior RH 50% Outdoor wet bulb 76F Humidity difference 44 r. Winter design temperature 38 F Summer design temperature 93 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 32 F Summer temperature difference 18 F Total heating load calculation 31100 Btuh Total cooling load calculation 26317 Btuh Submitted heating capacity of calc Btuh Submitted cooling capacity of calc Btuh Total (Electric Heat Pump) 96.5 30000 Sensible (SHR = 0.7) 98.0 22092 Heat Pump + Auxiliary(5.OkW) 151.3 47065 Latent 251.1 9468 Total Electric Heat Pump) 119.9 31560 WINTER CALCULATIONS Winter Heatina Load (for 1367 soft Load component Load Window total 146 sqft 5402 Btuh Wall total 2016 sqft 12258 Btuh Door total 133 sqft 1958 Btuh Ceiling total 1367 sqft 1504 Btuh Floor total 204 ft 5284 Btuh Infiltration 91 cfm 3214 Btuh Subtotal 29619 Btuh Duct loss 1481 Btuh TOTAL HEAT LOSS 1 31100 Btuh I11T11I K Z 1I CtL•iS YI l [%Z l i•7 11 i Dueta(m) tnft.(10%) Doers(9%) Fbors(, 7%) SUMMER CALCULATIONS Load component Load Window total 146 sqft 7125 Btuh Wall total 2016 sqft 5522 Btuh Door total 133 sqft 1327 Btuh Ceiling total 1367 sqft 1941 Btuh Floor total 0 Btuh Infiltration 80 cfm 1582 Btuh Internal gain 3000 Btuh Subtotal(sensible) 20497 Btuh Duct gain 2050 Btuh Total sensible gain 22647 Btuh Latent gain(infiltration) 2391 Btuh Latent gain(internal) 1380 Btuh Total latent gain 3771 Btuh Later* "ern*K5%) Later* Inf0.(9%) Y*.Oan(11 %) DuC1s(9%) VAd0w2(17%) Ceowa(s%) VYass(39%) V*vlows(27%) CeW.93(7%) e,ft.(9%) . Doars(5%) WaW21%) EnergyGauge® Syst i' g b don CMaI J. PREPARED BY: / DATE: - [ ' 0 20 " 963 cfm Bedroom 1 12 %lQ 120 cfm lL3 2 I X Bath 1 t' r Bedroom 2 12 cf Sheet 1 Kitchen 12 128 cfm r7 U utility x ( 35 cfm S To j Garage 1'V36cfm Family a to ' I5ecf15 m Master Bedroom 11 f l 5 cfm 1 ,! Master`Bath MT 12)(CO 12 " 101 cfm Yq- 20 cfm Job #: Dorton Air Concepts, Inc. Performed by JD for: Pinecrest 1226 Commons Ct. Qll Clermont, FL 34711 Phone: 352-394-0270 Fax:352-394-4390 Scale: 1/8" = 1'0" Page 1 Right -Suite Residential J8 5.8.48 RSR30269 2004-Jul-29 20:03:57 Documents\Writlhtsoft HVAC. Y CITY OF SANFORD PERMIT APPLICATION Permit #: OS 3 7 Date: J/ z U S Job Address: Description of Work: 'C a yle F ^'' %(,v S -e Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical >/- Mechanical Plumbing Fire Sprinkler/Alann Pool Electrical: New Service — # of AMPS oQO U Addition/Alteration Change of Service Temporary Pole X Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: it of Fixtures # of Water & Sewer Litres # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential _ Commercial Industrial Total Square Footage: Construction Type: 1 # of Stories: # of Dwelling Units: Flood "Zone: (FEMA form required for other than \) Parcel #: Owners Name & Address: Attach Proof of Ownership & Legal Description) Aj3r",-m > T•' - r e,,,4, K Phone. J}?C E/,,_d-r aU0 S. n f1-1,e. 4-e S ce 0yContractorName &Address: G i State License Number: LC 60 CG O Y av Phone & Fax: yo]- 3aJL' o/d U /fgf 07-3X_1- 0/ Contact Person: Darr uNo l= Phone: 31 / - 3 77- 777a ae ll Bonding Company: Address. Mortgage Lender: Address- Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commmencLd prior to the issuance of a pennit and that all work will be performed to meet 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. OWNERS AFFIDAVIT: I certify that all of 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: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 0 ;/o _ _ Signature of Owner/Agent Date rgnature of Contractor/Agent Date PCL n 'X I 16'yvPk;. Print Owner/Agent's Name P ' Gnu tor/ rj t LN am Signature ofNotary-Starr of Florida Date Lwre_ ol Notaxy_sli f,lo a' Date DEBBIE BLANTONe'/i,SIGN # DD 188491 Owner/Agent is Personally Known to Me or is• PersdnailwKfifemlo M or Produced ID D'--•DtntA APPLICATION APPROVED BY: Bldg: initial & Date) Special Conditions: Zoning: Initial & Dale) Utilities: FD: Initial & Date) (initial & Date) ABRAMS TOWN & COUNTRY PO BOX 2014 APOPKA, FL 32704 JOSEPH ABRAMS, P.E. 407/947-8482 EC 0000148 TO WHOM IT MAY CONCERN: PLEASE ACCEPT THIS LETTER AS AUTHORIZATION FOR THE FOLLOWING INDIVIDUAL TO ACQUIRE AN ELECTRICAL PERMIT ON MY BEHALF FOR THE WORK BEING CONSTRUCTED AT: Street Address: 005 W 9 5-+ Lot #: I Subdivision Property Owner: SIGNATURE JOSEPH L. ABRAMS STATE CERTIFICATION #EC00001 48 SWORN AND SUBSCRIBED BEFORE ME THIS DAY OF MONTH2(X)!S YEAR IN Kea*K Fay JOSEPH ABRAMS IS PERSONALLY KNOWN TO ME. *4V CWm W@nDMllM EgYw 4A 20. 2= 0 SIGNATURE/NOTARY TE OF FLORIDA j v 44n-:: Witness Permit # Job Address: a6S /A . _Q to S 7- Description of Work: VI-U m4 Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date: l O r 1 /7 Value of Work: Permit Type: Building _ _ Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary PoleMechanical: Residential Non -Residential Replacement New (Duct Layout &Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets A Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: c1soiConstructionType: X3 LDCJ" of Stories: _ # of Dwelling Units: _ Flood Zone: FEMA form required for other than X) 7 Parcel M j Owners Name & Address: I Contractor Name & Address: Pboue & Fat Bonding Cotopany: Address: Mortgage Leader: Address: Architect/Englneer: Address: tnuaco rroor of Uwnembip & Legal Description) Phone: OADD 3--AeDll State License Number.n— Contact Person: 6 /Jld,/jrs Phone:_vb7-,2-j00(i Phone: AL-- 3d7 7r% Fax: 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 theis"111 r. of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separatePermitmustbesecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TAN KS, andAIRCONDITIONERS, etc OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. NOTICE: In addition to the requirements of this permit, them may be additional restrictions applicable to this property that maybe found in the public records ofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or fodeml agencies. Aeoeptatsee of r: permit is verification that 1 will notify the owner of the property of the require/ ismen orida Lien Law, FS 'l Signature of Owner/Agent s Date Signature of Contactor/Agent /AaDate Print PrintOwner/Agent's Name Pri t Con ct lAgen 's Name Signature of NotaryState of Florida Date Sig e o N Wit ` M A Date XPIRES:November12, 2006 a„i Thy, qudaet Notary ServirR' r OwwdAgent is _Personally Known to Me or Produced ID on ctor/Agent is Personally Known to Me or Produced ID TQS APPLICATION APPROVED BY: Bldg: - Zonin • g: Utilities: FD: y (Initial & Date) (Initial & Date) (Initial & Date) Initial &Date) Special Conditions: Permit #: 05 _ `I 3 I Job Address: /Z 05 Description of Work: llistoric District: CITY OF SANFORD PERMIT APPLICATION TkL f I1 Zoning: 4 a i nl N e uJ Value of Work: Date: SC7 Permit Type: Building Electrical Mechanical x Plumbing Fire Sprinkler/Alan Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential )(— Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: S Flti` Hof Stories: # of Dwelling Units: Flood Zone: (FEh1A form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: l' wta-es Phone: Contractor Name & Ad ress: t N 1 I V 2 C e m 0 Ar5 CAP t2m - ply J 4 t I StateLicenseumber: , (D 3 P.) Phone & Fax: 3 5 Z ' 39 -/' D Z -I Contact Person: • 1 Phonc: Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Phone: Address: Fa%: 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 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 of 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. NOTI E: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional pennits required from other governmental entities such as water manageme district state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the reluire t of orida Li i w, F 713. 2 l 05 Signature of Owner/Agent Date gnatu • of contrr t gent Date Print Owner/Agent's Name Print Contractor/Agent's Nan e IZ.' l(p 0 Signature of Notary -State of Florida Date 9-natureof Notary -State Uf Florida Date Owner/ Agent is _ Produced ID Personally Known to Me or APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Zoning: Contractor/ Agent is PM II Known to Mcor Produced ID (O 11' (v b ' 0-1 (o ,D Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date)