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HomeMy WebLinkAbout234 Belgian Way - BR02-001606 - SFRPERMIT ADDRESS U—)cLt L- SUBDIVISION CONTRACTOR D R Horton 6250 Hazeltine Nat'l Dr #102 ADDRESS Orlando, FL 32822 L107)857-9101 CBC 055300 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE PHONE NUMBER ELECTRICAL CONTRACTOR, MECHANICAL CONTRACTOR PLUMBING CONTRACTOR' MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE PERMIT # DATE 1Lt S PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE i CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 234 BELGIAN WAY for which permit 02-00001606 has heretofore been issued on 6/28/02 has been completed according to plans and specifications filed in the office of the Building Official priox_7to.the issuance of said building permit, to wit as + r, IC:._rYAO1 ,, k.0,1)jc;;,_;,,:i.. _ complies with all the building, plumbing, el trical, oning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines.In Meter Set Reclaimed Water DATE APPROVAL DATE APPROVAL 1 FIRE: Inspected ENGINEERING: i Sewer L i ne s In Sewer Tap Drainage'% Maintenance Bond Street Paved PUBLIC WORKS: Street Name , 7 Street Signs _: Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE Driveway FRRS PATn DATE AMOUNT 7/15/02 20.00 8/08/02 20.00 6/28/02 10.00 10/31/02 10.00 7/09/02 10.00 6/28/02 10.00 6/28/02 59.27 6/28/02 54.00 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 234 BELGIAN WAY for which permit 02-00001606 has heretofore been issued on 6/28/02 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 complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-OPEN SPACE 6/28/02 279.61 01-POLICE IMPACT RESID 6/28/02 91.93 01-RADON GAS TAX FEE 6/28/02 16.74 01-ROAD IMPACT FEES 6/28/02 847.00 01-RECOVERY FD/CERT. PGM. 6/28/02 16.74 01-SCHOOL IMPACT FEE 6/28/02 1384.00 WD IMPACT:SINGLE FAMILY 6/28/02 650.00 SD IMPACT:SINGLE FAMILY 6/28/02 1700.00 rill Oct OWNER BUI WIIIIG OFFICIAL / ' AST ` ` 11 J(23 REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY/COMPLETION SINGLE FAMILY RESIDENCE**** DATE —a @ J PERMIT # C a _ ADDRESS C') ?) A SUBDIVISION Bakers Crossing CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Fax:(407) 321-3579 The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering za o3 Public Works Utilities Fema Rec'd Cert. of Elev. Rec'd Bldg. Inspector Apprvd Conditions: (to be completed only if approval is conditional REQUEST FOR FINAL INSPECTION W =-- I CERTIFICATE OF OCCUPANCY/COMPLETION SINGLE FAMILY RESIDENCE**** DATE PERMIT # ( @ ! \\-OC)0 - I ZJ3 I /0 ADDRESS ` U SUBDIVISION Bakers Crossing CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Fax: (407) 321-3579 The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Fema Rec'd i`z3 0 3 Public Works ert. of Elev. Rec'd Utilities Conditions: (to be completed only if approval is conditional) Bldg. Inspector Apprvd It Eo REQUEST FOR FINAL INSPECTION it CERTIFICATE OF OCU UPANCY/COMPLETION I SINGLE FAMILY RESIDENCE"" II l DATE Ip PERMIT # C) ADDRESS SUBDIVISION Bakers Crossing q i CONTRACTOR D R Horton q 11 Ph: (407) 832-4698 (Tom) Pax: (407) 321-3579 1, The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above!lreferenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please, submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. EnginFeering Public Works Fema Rec'd Cert. of Elev. Rec'd UtilitiesLi"= 'I Bldg. Inspector Apprvd lConditions: (to be completed only if approval is conditieonalI, LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 1/22/03 13:20:48 Location ID . . . . . 230095 parcel Number . . . . 18.20.31. - - Alternate location ID Location address . . . 234 BELGIAN WAY Primary related party BAKERS CROSSING SUBDIVISION Type information, press Enter. Special Sequence Code(F4) App Free -form information Date notes 1.00 CSVC UT LOT 43 ************** 70202 2.00 CSVC UT 3/4" WA METER SET FEE $190.00 PD 6-26-02 70202 3.00 CSVC UT REC#5372 70202 _ 4.00 5.00 6.00 7.00 8.00 9.00 10.00 More... F2 Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel F16=Related pty data FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Read the instructions on pages 1 - 7. O.M.B. No. 3067-0077 Expires July 31, 2002 SECTION'A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number D.R. HORTON BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. BEL•G— IWAYS Company NAIC Number CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 43, BAKERS CROSSING, PHASE 1 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other: N SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SEMIN1. IOLE COUNTYMMUNIT12028gNAME &COMMUNITY NUMBER I SEMINOLE NAME I FLORDA82. COUNTY E B4. MAP AND PANEL ` B5. SUFFIX 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding) 0045 E 4/17/95 4117/95 IA & X `'` 25' B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM ® Community Determined Other (Describe): NEAL HILER ENGINEERING, INC. B11. Indicate the elevation datum used for the BFE in B9,J0:NG 1929 NAVD 1988 Other (Describe): _ B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes 0 No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings* Building Under Construction* •N.FiRisheTConstruction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building forwhich this certificate is being completed - see pages 6 and 7. If nodiagram accuratelyrepresents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-aa below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to.that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes ®No o a) Top of bottom floor (including basement or enclosure) 33. 9 ft.(rn) Ca o b) Top of next higher floor 43.4 ft.(m) Cn o c) Bottom of lowest horizontal structural member (V zones only) N/A. o o d) Attached garage (top of slab) ft.(m) 33. 5 ft.(m) ci` E o e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area) 33.4 ft.(m)' o f) Lowest adjacent (finished) grade (LAG) 30.0 ft.(m) m o g) Highest adjacent (finished) grade (HAG) 34. 5 ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area ofall permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) n SECTION D - SURVEYOR, ENGINEER, QR 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 in Sections A, B, and C on this certificate represents my bestefforts to interpret the data available. I understand that any false statement may be punishable by tine or imprisonment under-l.B-U,S.Gpde, Section,1.0,01; CERTIFIERS NAME: WILLIAM R. MUSCATELLO, JR. / / // LICENSR;NUMBER': 4928 TITLE: PROFESSIONAL SURVEYOR & MAPPER MAPPING, INC. ADDRESS CITY/k STATE ZIP CODE 320 E. SOUTH ST E T STE. 18A I AAQR_LANDO FL 32801 SIGNATURE V. . DATE TELEPHONE A 1__ V IY" 1/8/03 (407)426-7979 FEMA Form 81-31, JUL 00 SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL 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. Porky Number 234 BELGIAN WAY STATE ZIP CODE Company NAIC Number CITY 32773 SANFORD FL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. ELEVATIONS SHOWN HERE ON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL; MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here if attachments SECTION E - BUILDING ELEVATION.)NFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 rlhrough E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C most be completed. ; r E1. Building Diagram Number _(Select the building diagranimost similar to the building for which this certificate is being completed — see pages6 and 7. If no diagram accurately represents the building, provide a sketch or photograph..) E2. The top of the bottom floor (including basement orenclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, K available). E3. For Building Diagrams 6-8 with openings (seepage 7),;the next higher floor or elevated floor (elevation b) ofthe building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. For Zone AO only: If no flood depth number is available, i s the top of the bottom floor elevated in accordanctt with the community's floodplain management ordinance? F- Yes F-1 No n Unknown. The local official must certify this information in Section G. r. SECTION F - PROPERTY OWNER OWNER'S ATIVE) CERTIFICATION The property owner or owners authorized representative, who completes Sections A, B, C (Items C3.h and C3. only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements n Sections A, B, C, and E are correct to the best of riy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE r. SIGNATURE DATE TELEPHONE COMMENTS j i, 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 oMhis Elevation Certificate. Complete the applicable itert(s) and sign below. G1. The information in Section G was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law tocertify elevation information. (Indicate the source and date of theelevation data in the Comments area below.) G2. A community official completed Section Ffor a building located in Zone A (without a FEMA!ssued or community -issued BFE) or Zaie AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF G7. This permit has been issued for. New Construction Substantial Improvement GS. Elevation of as -built lowest floor (including basement) of life building is: Datum: G9. BFE or (in Zone AO) depth of flooding at the building site Is: — _ ft.(m) Datum: — LOCAL OFFICIAL'S NAME I I I LE. COMMUNITY NAME TELEPHONE SIGNATURE DATE Check here if attachments FEMA Form 81-31, JUL 00 ntrvAUta ALL rnr_vrvuo Sul 11— FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 to NATIONAL FLOOD INSURANCE PROGRAM Expires July 31, 2002low ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number D.R. HORTON BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number XXXX BELGIAN WAY CITY STATE ZIP CODE FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 43, BAKERS CROSSING, PHASE 1 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE COUNTY 120289 SEMINOLE FLORIDA B4. MAP AND PANEL B5. SUFFIX B7. FIRM PANEL B9. RASE FLOOD ELEVATION(S) NUMBER B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding) 0045 E 4/17/95 4/17/95 A & X 24.5' B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM ® Community Determined Other (Describe): NEAL HILER ENGINEERING INC. B11. Indicate the elevation datum used for the BFE it B9: ® NGVD 1929 NAVD 1988 Other (Describe): B12 Is the building located in a Coastal Bamer Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. 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. Building Diagram Number 1(Select the building diagram most similar to the building forwhich this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, VI430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, ARIAO Complete Items C3: a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion/Comments Elevation reference mark used Does the elevation reference marts used appear on the FIRM? Yes ® No o a) Top of bottom floor (including basement or enclosure) 34. 0 ft.(m) o b) Top of next higher floor N/A. _ft.(m) U) o c) Bottom of lowest horizontal structural member (V zones only) N/A. _ft.(m) 00 o d) Attached garage (top of slab) NIA. ft.(m) E o e) Lowest elevation of machinery and/or equipment wm servicing the building (Describe in a Comments area) N/A . _ft.(m) E co o 0Lowest adjacent (finished) grade (LAG) NIA. ft.(m) z .9 o g) Highest adjacent (finished) grade (HAG) N/A. _ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in C3.h 0sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that anv false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME: JAMES K. EKERN LICENSE NUMBER: 5899 TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE LIP CUUE 320 E. SOUTH STREET, STE.180 ORLANDO FL 32801 DATE TELEPHONE c ... -- 6/25/,02 (407) 426 7979 FEMA Form 81-31, JUL 00 SEE REVERSE SIDE FOR CONTINUATION REPLACES ALL 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 XXXX BELGIAN WAY CITY STATE ZIP CODE I Company NAIC Number IFL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HERE ON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL; Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similarto the building forwhich this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, 'rf available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above It e highest adjacent grade. Complete items C3.h and C3.i on front of,form. E4. For 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 man: )gement 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, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, 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 Cerlii]-catr . Complete 4he appl;Cable item(s) and sign below. G1. )_] The infermation in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local !aw to ortify 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- ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G6. DATE CERTIFICATE OF G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: _ LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here ifattachments FEMA Form 81-31, JUL 00 REPLACES ALL PREVIOUS EDITIONS CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: — Date: _ The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: P A oolq CO L-0-i Hr'QAAA Address of Job: 23 t/ 6R,14 u4a. k) Plumbing Contractor: Residential: Non -Residential: 43 Number Amount Addition, Alteration Repair Residential & Non -Residential New Residential: One Water Closet 10 Additional Water Closet O Commercial: Minimum Permit Fee $25.00 Fixtures Floor Drain Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: 10.00 TOTAL DUE: 00 By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Signature State License Number PT PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 43, BAKERS CROSSING, AS RECORDED IN PLAT BOOK 60, PAGES 27-29, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT43 CONTAINS 6674 SQUARE FEET t THIS STRUCTURE CONTAINS 2107 SQUARE FEET t TOTAL CONCRETE 625 SQ. FT. t TOTAL SOD 3942 SO. FT, t NOT PLATTED PER THIS PLAT 61.87' N89'36'15"W LOT 43 DRAINAGE TYPE A III1 I PATIO I 5.0' 40.0' O PROPOS p 2879 C i z FINISHED FLOOR w w ELEVATION=34.0 I aLOT42w w O _ c n OO n I r u) I I b w i40.00' I p a O i I 5. 7' 19.7' N N n 16.8' I O i 0 I i N J\2 10 UTILITY EASEMENT 31 N89-36'15"W No 37.01' 0 F F I C., v ti POINT ON N89_'2_1'2_4"E _ / PLAT BOUNDARY 25.00'-- \ 1 4 I u / co hl hl a N m n 1 N N 1 O O 10 S89'17'34"E w io25.00' Niva0 0 I n 6 OI I I J 145.33' I 66_73 r l N89'36'15"W 232.06' BELGIIANDWAY WAY50' RIGHTMINIMUM LOT WIDTH 50' FRONT: 25' OA=89'41'19" REAR: 20' R= 25.00' SIDE: 5' CORNER: 15, L=39.13' CB= N45'33'06"E PREPARED FOR: C=35.26' D. R. HORTON THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE, REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANE NO 120289 0045 E DATED 4/17/95 AND FOU+-- THE SUBJECT PROPERTY APPEARS TO LIE IN /ONE A. AREA. WITHIN 100 YEAR FLOOD PLAIN AND Z NE X AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE DWELLING APPEARS TO LIE IN ZONE X BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE OF LOT 43 BEING N 89'36'15" W PER PROPOSED PLAT. I, ( FIELD DATE:) REVISED: bi J U Of N MUSTBE16" ABOVE CRO OF ADJACENT ROAD UNLESS OTHERVVI t APeROVED LEGEND BUII. DING SEIBACK LINE. ME WMINIIdUM LOT WID IN POWPOINIONDOUNDARYCENTERLINE PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE roc POINT ON CARVE OR OFFICIAL RECORD i XyXXPROPOSED ELEVATION PD PLANNED DEVELOPMENT 7t> PROPOSED DRAINAGE FLOW t, DENOTES DELTA ANGLE L DENOTES ARC LENGTH CONCRETE C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE LB LAND SURVEYING BUSINESS PI DENOTES POINT Or INTE-RSECTIO14 LS LAND SURVEYOR PRC DENOTES POINT OF REVERSE CURVATURE FIRM PERMANENT REFERENCE MONUMENT PT UENOIES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT A/C AIR CONDIT1014ER M) MEASURED CBW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/ W CONCRETE WALK CS CONCRETE SLAB S/ W SIDEWALK C CHORD LENGTH CP CONCRETE PAD SO_ FT. SOUARE FEET 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WI-IICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THF_ ORIGINAL RAISED SEAL OF A FLORIDA LICENSED S'JP.VEYGR AND MAPPER. SCAI. E:_-I_ = 30 FEET APPROVFD . BY: JKE__ Joe No. _ ASM32968 DRAWN BY: -- PLOT PLAN4-25-02 LOT FIT 5-2-01 JML LAMERICAN SUIN_G_& MAPPING RVF_Y CERIIFICATION OF All TFIORIZA IIDN NUMBER LB y639:S 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801-- ( 407) 426-7979 f1 FOR THE FIRM DAMES K. EKE.:' PSM y5899 DATE Ppll ll( .yiiatuic ST. CERT. UC. * CAM State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number. 0 ` Date: 0 The undersigned hereby applies for a. permit to install the following electrical: Owner's Name: Address of Job: Electrical Contractor. k/\i Cl Q 4eA n X /`ram Residential: V Non -Residential: Number Amount Addition, Alteration, Repair (Residential & Non -Residential) New Residential: AMP Service D 3 S O-a New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other. Description of Work: Application Fee: 10.00 S OL TOTAL DUE: By Signing this application I am stating that I am in compliance with Cit of San Electrical Code. Applicant's Signature 2--- C C SZ Z State License Number t.,I rsY CJI7 ., F WPM " DAM ' L i( V a.L#, ING ERM1 wvr ` } I , 3 ':Of , '.,.t'i 'm r ae p apt*y r, r k . 4,. <,- a" .w z,..3> '4 th-rranR a,n t UNITAVVoES-°, u w uwa ,,, .,..yaT .M•. •i^ > rr, ,..L, ,. a«. z•+n r «.•,+..' +m ;. ir-w.w »^+o- sww w+a *+'se* .. , u:. s,,x. w w.<.,:w.<., ,. r, a a"rr. aavwx .,a .» ,[a' ao-, ¢'e ixvs ....&n *aa • ry i ;gas IIS a. dN; , ,, - ^p' f ' p s c v. ' > µ ' iw aUX d x':h3'` f4' BLO;.. a"`u * 00% NAME APPLICANT{'4AN0 , a.,._:; ,,y _„mt',Sy. .r wa,.e+s ,aa.,.w., a,Y ,'..., w.;w,y..:'rN,, ww ws e, :.w. .,g,.:,aat m,.ee. w.+u.^n mx,.m+: w>rx;z r+,,.m:.k, ms..t'yvr.,,,y°w'. -.:a ,w,wro.,,w'rta, .n.,. vabsa a a.•.W.ann ys':, • :,it += rw+ ,., Kr,.:».d v.. neaw=r., x.,,:ftw a,..,. »7.w.. +r«,wirnw.+B.r Mw, !w+r?zqvi kn+4':A'U-:'Wrvn. .v. v wirme¢a'++!M3 sw.,rax,k+'+M m un.'m,. b, eU.u!efr i.a w»+drww *.,re,. "p,re..° t a i ' USE d'; k '. rv+ s . --t a SAW g ..: r , r 1=tr : L ffiutAe .,, s: , _ R a *- .,.` i 1 'a , "k ..e..'.b. 0 t Y ML 3, • x # 'a-:< d ° ,.. l HOUSE YP AID w 0. 6 . S ;k yy WORK n< Cx;rjO wd„ L6:a&L% . w ExC .. USTR Ra v ^N - wa s,vw ,Mrvn,m•-mow w».,,Faw... v. ee.,..r y,:eeia. „v!.,,.q.w,:«m,. ^wr....:r.t+,n "av•+,n+4;mgP..>,.,v..a,.+,.e.e«n a;§w._:+ow++n,«.v+ ws:+r.'awww.r.,m.'' . w.,:i•ad .'a.r.,..wv-,w a»t, µ;.<m,..:a..; v' tt ,„ ry a ,, a" „ .ATE _ 0 F '.>zN ? A ' ? ,P n• ,. R M >S TYPE i '. T A Y CUE ern u<+w,r «-,y . _ate + xa, ^.v'+u:.aY - - • .w4„Nq a "+ne r. ww+•Nx'.++3. W8'aw wa,.asK+:C nx,ruvrwavh z,*euM'v»..,.etia p,.nftw w; w'?:p usNr aY',:•„ror ain:F r{Ww nra, »•'. eS. =.t.:.k[ 4k fww.:e,w W xW+. (±H+vN :wW.AH..orov s+rF .t)ws"w+ry+w mhn.xv. .. .-yryti."m:.!.w rf g .4,y t 6 e A^ ra r .- E Y g a a e'. X's „ `Ft y, t . n g. 7> . . x g 4t.S`4 a, f- ,, "a v. <,z ` n a , , a:, aJ t'Y €'?: , , ,ra t. `'."• L, ,u .k .„;" gtA 't,l' vsai k! 3ai . ro-,. Td tl v'^w u u...a. 'w <} ' R ,L - : ,y.a .+ e..? .g,.• a wxr w„n,"..vx.,•,. ryv.«.»'*v .,U.ey..:... AGADS 54,00 g ..a da a vas«a •,. ro„rt r , PL ,..+r'.S PRINT a",?`NAME) # s. 5 3 }} ToR ;, p e ry, 1 r s¢^, i ', IG aa y R r., ,r n PLL , .. A 1 '»,. yry}, pr"'.+•a t;,sriRS x y5 ,. NOTIFY My; lei t f q': AWL t'. T a1 Yr tm Y$ e.':,r. •i ? T. R 'k Wb 3 j4 1 ` + {h R .. li S S¢iF .. ' u.> i'= ' ML ..,s . I ir..:3:, 'k Pq H NN ,ro F r>* ARE a a a d "° gg f , - M. t '° d p t r ,.. ' F • , Pi'.'C; e !Sa w,r ... s.,-`*:: ,mr ..a,x THAT y' i°5' ,.s ,.A ;='s rvt `,." n 'i '4""!.»», ate r#fi"'., *e r. .. cfi*.'$.x. , La'. ARE z3 . AND ` _ i'kqu,>RivvR € v`6.li'4a § -;a. w"„<w..;'r#i Ca 00 .:.'t.,1.i..,b..a'w 9,a. °u0 P.">.",M.11, S..3 < s "fafa a r a }p+ { , ryv*, o + pp r RAW; t. ; A q . s• ,,•, }`i d a'y1 a ' ,4 u s + ?'N ,. r'? :;- „ A 0 l .F E f w w H fi` s5 'Ra..a ,, '" ti;z, 4 ., '°` 4 i"° ' Z Pk" L I a ,'3 .: ^ . . A $ q w o. ; % t .. x y F.:: L-APPEAL R ' THE i }•'; , a , .. h t3 ' SYSTEM M ! # ' :+' k'.''W ¢ ,. ,, i, .„ 'CALCULATIONS",u . a ""} + -v+ aaF ' n u3.. a s.5?§ a f e "! ,i ,... a z t: i d A 8 •v:... t k ,f x # IMPACT, ar.:. r* a 4R ' SR3 .n k .gyp , f k,J , rii .u '. }°y ^«_ tx' d ..°„ `C.r x .; :i .1 s`9,n • '3"-r „ .k.. b., `u .c= _ x: w., c i.r ... ;aJ i.. Ns %Y' '"` 3 ;:. " . ,d v.. Ts' { r .i M a`r; . M C,.q„ F- t ,. Sl W IT:`" 1 45 :.dF C A L ;., . Rw+aA R UAV SOFTHE RECEIVING s a xaRr .`S" r« '. 2 u • R'; z TMAM ^M a , , x:' t T S Pi Ada s , Nt p ; p i, . :.y L1. '. 3 n 1 w+ a.>'. t# t . ,,.. K., u < a ' %4 r• .. ,S"i _. $ as i ,. , .. . #,H i.. z a., a ,.,+, - _ x fY $ d` Y REQUEST n 'S ` S T r REVIEW NMUSTTMEETTHE ; Y nys s i F V{ #.. , F»,. „n k3 e,a,1r ti {p THE c.,a.....t 5 :..Sro ,r, y i. r.t": 4,+.J ak c.K ,w •n„, °" . t; .t fi ,,.tt` F -,_ . COUNTY a,.#bM + d_ u#OP ERn E. V 6 'CURIES OF H RULES MAY a. §f 4.t UR ;ii CR Nx PLAN r A 4mAa$'4 ,t, a OFFICE! 410 FAST RiST $wMilt s :: C n, r', `," LOR 4A xr nMiR t x 4GW k' M,,, S Ytr.: ,. tMr u' r ii'JSn.dl,;b 3HPARK ."'pM var.mol PAYMENT am :. N x' N e ar i a }.A it Safi CHECKrH r ' R MGM . 4 A . S . ^'s g ' "' y' EFF,i,.,..vx _..4 ak... a, av_ ,. Frn 'b x'N >•-?..q ., XT };, rr t„q,r :fif , „ ,.§:'".t.3,$.: a`c .+, •.nQ THE STATEMENT $ 8 i N3"' D .'CITY T y x r a 7 .%1 i Ry '6 Y 'guq 1,Y s{ ' fi €;V % S .., 1,q,>a. «.,.. ; ..ax., q1s .ti. 's a >aw ,. ..G'X. - la,b+k'e i, tY .I>7. w;g. .'F c9: `§s r s' . M I S S Y y Itse jT IS VALID ONLY ' ZSSUANCEMAO** - fyh t} ` ",zx'^. °an " E S'%ta'">'-"'#-. ,. rq L'f i-. : ' F { t ... } v"'",6Y *+'; o". r' ^" _ f , 5r': :se3 f>k ,,.. n,,°•h ,+atx, ,y , NWAPZ. P "' o i CM4TROIL Sentricon* Colony Elimination System Pretreatment Plan Agreement Date of Install : Contract Number PUCHASEiiRR S NAME AND ADDRESS Name .1- - A=) Address 2t Phone & Email LA- : Quarterly Payment Amount "6 First payment due on the Install Anniversary Date) Any payment deemed 30 days past due will result in the cancellation of this Warranty and justify removal of the Sentricon System. CUSTOMERS NAME AND ADDRESS Name Address City/State/Zip Phone & Email INSTALLATION ADDRESS: L__. elli '.`, C 'u'. e' SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATED: - DAMAGE REPAIR WARRANTY From the date of installation of the Sentricon* Colony Elimination System, Apex will warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described property during the warranty period, Apex will, upon notification and inspection, arrange for the necessary repairs and pay the cost of labor and materials not to exceed $1,000,000. Apex may chemically treat the affected area of the property at no additional cost to the Customer. THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL GOVERN HE RELATIONSHIP OF THE PARTIES. Apex Representative Signature Date ustomer or Agent Signature Date Apex Pest Control Inc., (Apex) will, in substantial compliance with all federal, state, and local laws, rules, and regulations, and all applicable recommendations contained in literature provided by DowElanco: 1. install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s). 2. monitor those Stations for twelve months from the date hereof; 3. during those years, add Recruit* termite bait and remove it from the Stations as appropriate; and 4. during those years, inform the Customer of: a. any new or increased termite activity noted at the Stations b. any addition or removal of Recruit* of Recruit* termite bait; and C. any observed effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity. The Company will extend this Service Commitment following the original twelve month obligation. The Sentricon Pretreatment Plan. iaperaintained for the LIFETIME of the identified property subject to the terms and conditions of this agreement for quarter (3mo period) payable on or before the end of the previous monitoring period. After the fifth year, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10% per year. The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the area(s) baited free from any factors contributing to infestation such as wood, trash, lumber, direct wood -soil contact, standing water under pier type structure, or as noted in "Special or Additional Comments". The Customer also agrees to notify Apex of and eliminate faulty plumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or under the area(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroying insect infestation, be the responsibility of Apex in areas where any of the conditions described in this Paragraph exist. Failure of Apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under this paragraph. DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAINTES OF MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT OR SERVICE PROVIDED HEREUNDER THAT HAS CREATED OR AMOUNTED TO AN EXPRESS WARRANTY. Customer expressly waives and releases any claims in any lawsuit, arbitration or other legal proceeding against Apex for negligence, torts, personal injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic, compensatory, incidental, consequential, exemplary, punitive, liquidated, treble, or special damages if any kind, and in no event shall Apex be liable for any amount greater that amount paid by the Customer to Apex for the service to be performed. SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (1)k is the responsibility of all family members, visitors, guests, and/or other temporary or permanent occupants to consult a physician if necessary regarding any affects the Property treatment may have and (2)it Is their responsibility to notify Apex in writing not less than two (2) days prior to treatment regarding any allergy or sensitivity concerning odors, dust, pollen, respiratory illness, or other condition that may be activated or exacerbated by the products and or techniques utilized by Apex. GENERAL TERMS AND CONDITIONS By specific reference hereto, the Customer understands that the general terms and conditions are hereby made part of this contract and apply without exception. 1. DOWELANCO OWNERSHIP OF SENTRICON* SYSTEM COMPONENTS: The Customer understands that: All components of the Sentricon *System (Components) are and will remain to property of DowElanco. The Customer has no rights to any of the Components, and the Purchaser may not alter, remove, or modify the components in any way, other than the right to their use as Installed by Apex on the Customer's premises under this agreement. 2. On expiration or termination of this Agreement, Apex and DowElanco or its representative are authorized by the Customer to retrieve from the Customer's premises the Stations and other Components contained therein for appropriate disposition. 3. If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentricon* System a. Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using a different form of termite protection or discontinuing the relationship(note: Conventional "liquid barrier" method of termite control may not offer an effective means of controlling certain termite infestations of certain structures. In such event Apex may not be able to offer a different form of termite protection, and therefore may have to discontinue the relationship.); (3)lf the Customer and Apex (Parties) agree on use of a different form of termite protection, give the Customer credit for service paid for but not yet received; (4)if the Customer elects to discontinue the relationship, or if Apex cannot offer an effective different form of termite protection, refund to the Customer an amount equal to the fee paid for services not yet received, and; (5)retrieve, or advise DowElanco or its representatives where to retrieve, the Components from the Customer's premises; and b. the Customer will; (1)grant Apex and DowElanco or its representative reasonable access to the premises for the retrieval of the Components; and; (2)either agree with Apex on the use of a different form of termite control or elect to discontinue this relationship. ADDITIONS AND/OR ALTERATIONS This Agreement covers the Structure(s) identified herein as of the date of the initial installation. Prior to; (1)the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termiticide being applied on or close to the location of any Station, or; (3) soil is removed or added around the foundation, or; (4) any tampering of baiting equipment or supplies occurs, the Customer will immediately notify Apex in writing. Failure to notify Apex in writing of the events listed above may void this Agreement. Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers expense, and may require and adjustment In the annual fee. DAMAGE RELATED TO SERVICE Apex will exercise due care while performing any work hereunder in avoidance of damaging any part of the Customer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the time the work is performed except those damages resulting from gross negligence on the part of Apex. PAYMENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in Merritt Island, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex may without notice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) interest shall accrue at the highest rate allowed by law during the period of any delinquency, and (3) Customer agrees to pay all costs and attorneys fees Incurred by Apex, whether or not suit is brought. VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be In Brevard County, Florida. If any part of this Agreement is held to be invalid or unenforceable for any reason, the remaining terms and conditions of this Agreement shall remain in full force and effect. CHANGE IN LAW. In the event of a change in applicable law as it pertains to the services promised herein, Apex reserved the right to revise the annual extension charge or terminate this Agreement. DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated if Apex is prevented from fulfilling its responsibilities under the terms of this Agreement by any reason of delays in transportation, shortages of fuel/or materials, strikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex disclaims any liability for special, incidental, or consequential damages. This Agreement does not cover and Apex will not be responsible for; (1)termite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations; 3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been repaired by Customer's evidence of receipts. ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder, Customer agrees to submit the dispute to the least expensive procedure of arbitration in accordance with the rules and procedures for commercial arbitration of the American Arbitration Association or any successor organization, and in accordance with and subject to all the provisions of the Uniform Arbitration Act as in force In the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et M. The proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or its designee. The arbitrator will have the complete power to determine all issues of fact and law, and any determination of the arbitrators will be final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an Individual basis, and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding. ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties and no other representations of statements will be binding on the parties. REFUNDS. Apex at any time on or after 36 (tbirty-six) months from the initial date of installation, terminate this Agreement and be relieved of any liability hereunder if Apex determines, in its sole discretion, that it is unable to prevent or stop further damage to Property from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc. NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made immediately In writing to The Apex Corporate Office. Apex is only obligated to perform under this Agreement if the Customer allows Apex access to the identified Property for any purpose contemplated by this Agreement, including but not limited to re -inspection, whether the inspection was requested by the Customer or considered necessary by Apex. LIMITED ASSIGNABILITY. This Agreement is assignable by Customer for a period of I (one) year from its effective date. After this initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a transfer fee payable to Apex within 30 thirty) days of the transfer of the treated Property. Trademark of DowElanco Brevard Area Orlando Area Tampa/Sarasota Area 508 S Plumosa St. 7006 Stapoint Ct. #G 5314 Faulkenburg Rd N Merritt Island, FL 32952 Winterpark, FL 32792 Tampa, FL 33510 407-459-2847 407-858-0540 813-221-2947 800-929-2847 888-764-2847 877-459-2847 A.B. 0ESIGN GRDUP, INC. 1441 C^ 0427 NORTH L-0MCiWCO0. FR- . 32750 PH., (407) 774-0078 Ft^Xl (407) 774-4078 BAKERS CROSSING LOT# 87 1965"-R REVISED SQFTG, SQ. FT. CALC.'S LIVING 1967 SQ. FT. GARAGE 412 Sty. FT. ENTRY 22 SQ. FT. PATIO 54 SQ. FT. TOTAL 2455 SQ. FT. r. VM k04 2 . 3/l /02 ii111WAPE PEST C0t4TJFRC?L- Sentricon* Colony Elimination System Pretreatment Plan Agreement Date of Install : Contract Number PUCHASERS NAME AND ADDRESS Name Address'` f City/State/Zip aLL"" O Phone & Email Quarterly Payment Amount; First payment due on the Install Anniversary Date) Any payment deemed 30 days past due will result In the cancellation of this Warranty and justify removal of the Sentricon System. CUSTOMERS NAME AND ADDRESS Name Address City/State/Zip Phone & Email INSTALLATION ADDRESS: SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATED: DAMAGE REPAIR WARRANTY From the date of Installation of the Sentricon* Colony Elimination System, Apex will warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described property during the warranty period, Apex will, upon notification and inspection, arrange for the necessary repairs and paythecostoflaborandmaterialsnottoexceed $1,000,000. Apex may chemically treat the affected area of the property at no additional cost to the Customer. THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL GOVWHE RELATIONSHIP OF THE PARTIES. Apex Representative Signature Date ustomer or Agent Signature Date Apex Pest Control Inc., (Apex) will, In substantial compliance with all federal, state, and local laws, rules, and regulations, and all applicable recommendations contained In literature provided by DowElanco: 1. Install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s). 2. monitor those Stations for twelve months from the date hereof, 3. during those years, add Recruit* termite bait and remove It from the Stations as appropriate; and 4. during those years, Inform the Customer of: a. any new or increased termite activity noted at the Stations b. any addition or removal of Recruit* of Recruit* termite bait; and C. any observed 'effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity. The Company will extend this Service Commitment following the original twelve month obligation. The Sentricon . Pretreatment Plan may maintained for the LIFETIME of the Identified property subject to the terms and conditions of this agreement for er quarter (3mo period) payable on or before the end of the previous monitoring period. After the fifth year, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10% per year. The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the area(s) baited free from any factors contributing to infestation such as wood, trash, lumber, direct wood -soil contact, standing water under pier type structure, or as noted in "Special or Additional Comments". The Customer also agrees to notify Apex of and eliminate faulty plumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or under the area(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroying insect infestation, be the responsibility of Apex in areas where any of the conditions described in this Paragraph exist. Failure of Apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under this paragraph. DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRANNTES OF MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT OR SERVICE PROVIDED HEREUNDER THAT HAS CREATED OR AMOUNTED TO AN EXPRESS WARRANTY. Customer expressly waives and releases any claims in any lawsuit, arbitration or other legal proceeding against Apex for negligence, torts, personal Injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic, compensatory, incidental, consequential, exemplary, punitive, liquidated, treble, or special damages If any kind, and in no event shall Apex be liable for any amount greater that amount paid by the Customer to Apex for the service to be performed.. SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (1)it is the responsibility of all family members, visitors, guests, and/or other temporary or permanent occupants to consult a physician If necessary regarding any affects the Property treatmentmayhaveand (2)it is their responsibility to notify Apex in writing not less than two (2) days prior to treatment regarding any allergy orsensitivityconcerningodors, dust, pollen, respiratory illness, or other condition that may be activated or exacerbated by the products and or techniques utilized by Apex. GENERAL TERMS AND CONDITIONSByspecificreferencehereto, the Customer understands that the general terms and conditions are hereby made part of this contract and apply without exception. 1. OWELANCO OWNERSHIP OF SENTRICON* SYSTEM COMPONENTS: The Customer understands that: All componentsDtheSentricon *System (Components) are and will remain to property of DowElanco. The Customer has no rights to any of the ofodifythecomponentsinanyway, other than the right to their use as Components, and the Purchaser may not alter, remove, or m Installed by Apex on the Customer's premises under this agreement. 2. On expiration or termination of this Agreement, Apex and DowElanco or Its representative are authorized by the Customer to retrievefromtheCustomer's premises the Stations and other Components contained therein for appropriate disposition. 3. If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentricon* System a. Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using it different form of termite protection ordiscontinuingtherelationship(note: Conventional "liquid barrier" method of termite control may not offer an effective meansofcontrollingcertaintermiteInfestationsofcertainstructures. In such event Apex may not be able to offer a different form of termite protection, and therefore may have to discontinue the relationship.); (3)if the Customer and Apex (Parties) agree on use of it different form of termite protection, give the Customer credit for service paid for but not yet received; (4)lf theCustomerelectstodiscontinuetherelationship, or if Apex cannot offer an effective different form of termite protection, refundtotheCustomeranamountequaltothefeepaidforservicesnotyetreceived, and; (5)retrieve, or advise DowElanco'or Itsrepresentativeswheretoretrieve, the Components from the Customer's premises; and b. the Customer will; (1)grant Apex and DowElanco or Its representative reasonable access to the premises for the retrieval of theComponents; and; (2)elther agree with Apex on the use of a different form of termite control or elect to discontinue this relationship. ADDITIONSAND/OR ALTERATIONS This Agreement covers the Structure(s) Identified herein as of the date of the initial installation. Priorto; (1)the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termiticide being applied on or close to thelocationofanyStation, or; (3) soil is removed or added around the foundation, or; (4) any tampering of batting equipment or supplies occurs, the Customer will immediately notify Apex in writing. Failure to notify Apex in writing of the events listed above may void this Agreement. Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers expense, and may require and adjustment in the annual fee. DAMAGERELATEDTOSERVICEApexwillexerciseduecare while performing any work hereunder in avoidance of damaging any part oftheCustomer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the time the work is performed except those damages resulting from gross negligence on the part of Apex. PAYMENT/ DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in MerrittIsland, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex may withoutnotice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) interest shall accrue at thehighestrateallowedbylawduringtheperiodofanydelinquency, and (3) Customer agrees to pay all costs and attorneys fees incurred by Apex, whether or not suit is brought. VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be In Brevard County, Florida. If any part of this Agreement is heldtobeinvalidorunenforceableforanyreason, the remaining terms and conditions of this Agreement shall remain in full force and effect. CHANGEIN LAW. In the event of a change In applicable law as it pertains to the services promised herein, Apex reserved the right. to revise the annual extension charge or terminate this Agreement. DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated if Apex Is prevented from fulfilling Its responsibilities under the terms of this Agreement by any reason of delays in transportation, shortages of fuellor materials, strikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex disclaims any liability for special, incidental, or consequential damages. This Agreement does not cover and Apex will not be responsible for; (1)termite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations; 3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been. repaired by Customer's evidence of receipts. ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder, Customer agrees to submit the dispute to the least expensive procedure of arbitration in accordance with the rules and procedures for commercial arbitration of the American Arbitration Association or any successor organization, and in accordance with and subject to all the provisions of the Uniform Arbitration Act as in force in the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et seg. The proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or Its designee. The arbitrator will have the complete power to determine all issues of fact and law, and any determination of the arbitrators will be final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an individual basis, and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding. ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties and no other representations of statements will be binding on the parties. REFUNDS. Apex at any time on or after 36 (thirty-six) months from the initial date of installation, terminate this Agreement and be relieved of any liability hereunder If Apex determines, in its sole discretion, that it is unable to prevent or stop further damage to Property. from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc. NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made immediately in writing to The Apex Corporate Office. Apex is only obligated to perform under this Agreement if the Customer allows Apex access to the identified Property for any purpose contemplated by this Agreement, Including but not limited to re -Inspection, whether the Inspection was requested by the Customer or considered necessary by Apex. LIMITED ASSIGNABILITY. This Agreement is assignable by Customer for a period of 1 (one) year from Its effective date. After this initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a = transfer fee payable to Apex within 30 thirty) days of the transfer of the treated Property. Trademark of DowElanco Brevard Area Orlando Area Tampa/Sarasota Area 508 S Plumosa St. 7006 Stapoint Ct. #G 5314 Faulkenburg Rd N Merritt Island, FL 32952 Wlnterpark, FL 32792 Tampa, FL 33510 407- 459-2847 407-858-0540 813-221.2847 800- 929-2847 888-764-2847 877459.2847 cu 14 CITY OF SANFORD PERMIT APPLICATION Permit No.: ca . ( - Date: JobAddress: I. Permit Type: Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler Description of Work: F v. Additional Information for Electrical & Plumbing Permits Electrical: —Addition/Alteration Change of Service Temporary Pole _New AMP Service (N of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of CUS Llm Occupancy Type: Residential _Commercial 4dj Nomber tal Sq Ftg: '?'' ° Value of Work: S_„ QQ . Type of Construction: mood of Stories: ` Number of Dwelling Unit:: Pararcel No.: (Attach Proof of Ownership & Legal Description) P Owner/Address/Phone: =t!) Sri(' ` erg % e 59 -q 1O i - i„cr-, Ltv,:7--J.k;t,ONt,1 -1,:r- _ `` i(: 1Q" 0-1RVJ00 F L State License Number. ce:('05615 '% Contact Person: ACO i J Phone & Fax Number. AO'% ' -q iC it2 4ZZrt3 Title Holder (If other than Owner): rV Ar Address: Bondingbompany: NX Address: Mortgage Lender Address: N Architect/Engineer C " n P Phone No.: '1 f:14 - Address:Qt i NSR• '` 15111-1 i t•Lp6—kr-f Al a Ar Fax No.; 404 2 - Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 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 OFCOMMENCMNTMAYRESULTINYOURPAYINGTWICEFOP, Z4PROVEMENI'S TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDTNG 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 gmernmental entities such as water management districts, state agencies, or federal agencies. Ace fence of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law. FS 713. Signature of Owner/Agent Date (;Fiature of Contractor/Ageent Date Print Date My Comm E-M. 7126"20()2No. CC 762421 fY... ,aw Known I10" I.D. Owner/Agent is V Personally Known to Me or Produced ID APPLICATION APPROVED BY:y/ S 74 Print Contractor/Agent is Produced ID _ FATMM U DMATON My Comm DO. 7/26/2002 No. CC 762427 t erson* Known I I oMa I.O. Personally Known to irk or Dais: d - /'i - - u e, Special Conditions: Nso, ..... ..... ...+ is 164 of its a YO W M a ala 1 long THIS INSTRUMENT PREPARED BY: Patricia L. Coulton D. R. Horton ,ne NInc 6250 Hazeltiational Drive, Ste.: 102 Orlando, Florida 32822 RECORD AND RETURN TO: D.R. Horton Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 NARYANNE NORSE9 CLERK OF CIRCUIT COURT SENINME COUNTY BK 04429 PG 1026 CLERK'S # 2002691084 RECORDED 06/ 07/a' N Oh W e MPH RECORDING FEES 6.00 RECOR)ED BY L "inlay NOTICE OF COMMENCEMENT Prepare in duplicate) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter713, Florida Statutes, the following information is provided in the Notice of Commencement. Description of ppropperty: Lot(s) 4 , 45, 47, 48 and 58 Bakers Crossing Phaae 1 Plat Book 60, Page(s) 27- 29, Public Records of Semino e County, Florida General description of improvements: SingleFamily Dwelling Owner(s): D.R. Horton, Inc., a Delaware Corporation Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Owner's interest in site of the improvements: Fee Simple Fee Simple Title Holder (if other than Owner): Name: Phone #: Address: Fax #: Contractor: D. R. Horton, Inc. Phone #: Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Surety (if any): Address: Phone #: Amount of bond: $0.00 Fax #: Lender: Phone #: Address: Fax #: 1 of .;, D£ PCJ7?° t'.LERK Fax #: UUN 0 7 Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided bySection713.13(1)(a)7, Florda Statutes: Name: Address: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(l)(b), Florida Statutes: Name: Address: Expiration date of Notice of Commencement: (the expiration date is one (1) year from the date of recording unless a different dateisspecified): D.R. Horton, Inc. 0 by: e awson, ssistant ecretary Corporate Seal) STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this day of ,2009- by Robert A. Lawson Assistant Secretary of D.R. Horton, Inc., a e aware Corpora on, on behal ' ttecorporation. He/She is personally "own to me. Notary Public, State and County Aforesaid 4 PATRICIA L. COt1LT•- TAnV o MY Comm &P. 7/2W2002 N PWLICsNo. CG' 82427 t I OVW I.D. Notary Seal FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2879 Builder: < DR HOgTON Address: " :-111`' Permitting Office: CJT_: e City, State ic. C.i t ? i Permit Number: C -2- - I (t,tc, Owner: D. Z Jurisdiction Number: &47 (56c Climate Zone: Central 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. ' Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior b. N/A New 12. Cooling systems Single family 1 a. Central Unit 4 _ b. N/A No _ 2872 R2 c. N/A 319. 0 ft2 _ 13. Heating systems 0. 0 ft2 a. Electric Heat Pump 0. 0 ft2 _ 0. 0 R2 b. N/A R= 5.0, 173.0(p) ft _ c. N/A R= 11.0, 460.0ft2 14. Hot water systems a. Electric Resistance R= 3.0, 876.0 ft2 _ R= 11.0, 785.0 ft2 _ b. N/A R= 11.0, 622.0 ft2 _ c. Conservation credits HR- Heat recovery, Solar DHP- Dedicated heat pump) R= 19.0, 2091.0 ft2 15. HVAC credits CF- Ceiling fan, CV -Cross ventilation, HF- Whole house fan, PT - Programmable Thermostat, Sup. R=6.0, 320.0 ft _ MZ-C-Multizone cooling, MZ- H-Multizone heating) Glass/ Floor Area: 0.11 Total as -built points: 33937 PASS Totalbasepoints: 38807 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: a)zk\eZ DATE: 05. 02 1 hereby certify that this building, as designed, is in compliance with the Florida Ener Code. OWNER/AGENT: DATE: - Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: W DATE: Cap: 60. 0 kBtu/hr _ SEER:12. 05 _ Cap: 60. 0 kBtu/hr _ HSPF: 8. 25 Cap: 50. 0 gallons _ EF: 0. 86 PT, _ PLAT 0'F SURVEY DESCRIPTION: (AS FURNISHED) LOT 43, BAKERS CROSSING, PHASE 1, AS RECORDED IN PLAT BOOK 60, PAGES 27-29, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA 1 " 30' GRAPHIC SCALE_. 0 15 30 DA= 89'41'19" R=25.00' L=39.13' CB=S45'33'06"W C=35.26' NOT PLATTED PER THIS PLAT d° S 61.87' S89'36'15"E 1 I o LOT 43 n N I1 90 no CP' I 1 16.8' W w INdN LOT 42 6 C4 9 TWO STORY n CONCRETE BLOCK o r- n h WOOD FRAME. RESIDENCE 0 l FINISH FLOOR Z ELEVATION-33.89 a p234 BELGIAN WAY I W W J COVERED ENTRY n 56 I i do 9.7' IJ v 14. 7' I a in3 1 n22,3 n CONCRE TE `.3'WALK r IoRIVEWAYc> i n N 10' UTILI Y EASEMENT I6 0 "OWALKIS 1.6' OFF yl•N89'36'1,5W WALK IS Jp n 3R' POINT ON N89'21'24"E _ (_\ PLAT BOUNDARY 25.00' wY. 3v I In 00 I g nl a m n 4.0 N 4} 4. N o3 IZ O (zv U) wn 1 589'17'34"E w 25 00 "' Na O IZ 1 nlv I NIg 37.01 5 OFF PT INI I 145.33' i o - '--- '- ------ ag 86.73' 7n PI LN89'36'15"W 232.06' CENIERUNE OF.) LJJ'\1 RIGHT- OF-WAY BELGIAN WAY 50' RIGHT OF WAY CERTIFIED TO AND FOR THE TRACT A EXCLUSIVE USE OF: D. R.H. TITLE COMPANY OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA CH MORTGAGE COMPANY, I , LTD. HANS SCHMIDT AND RAISA SCHMIDT AND ANDREI HINTZE AND JENNIFER RICARDO NOTE: W J V Y NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). 1. ALL DIRECTIONS AND DISTANCES HAVE LEGEND BEENFIELDVERIFIEDANDANYINCONSISTENCIES HAVE BEEN NOTED ON THE BUILDING SETBACK LINE SURVEY, IF ANY. CENTERLINE 0 FND NAIL AND DISC L8 N4671 (1f7/03) 2. PROPERTY CORNERS SHOWN HEREON WERE RIGHT OF WAY LINE FND 5/8" IRON ROD AND ;"nP A EXISTING ELEVATION LB #4671 (1/7/03) SET/ FOUND ON 1-7-03, UNLESS OTHERWISE SHOWN. CONCRETE CNA CORNER NOT ACCESSIBLE I - I p DENOTES DELTA ANGLE 3. THE SURVEYOR HAS NOT ABSTRACTED THE LB LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF l5 PRM LAND SURVEYOR PT ENMANENT REFERENCEMONUMENC.8. t DENOTES CHORD BEARING DENOILS P0IN1 or :ulevnwitl: WAY, RESTRICTIONS OF RECORD WHICH MAY PCP PERMANENT CONTROL POINT PI DENOTES POINT OF INTERSECTION AFFECT THE TITLE OR USE OF THE LAND. P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE M) MEASURED PT DENOTES POINT OF TANGENCY FND FOUND TYP TYPICAL 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN C/W CONCRETE WALK A/C AIR CONDITIONER LOCATED EXCEPT AS SHOWN. S/W SIDEWALK CBW CONCRETE BLOCK WALL CP CONCRETE PAD RP RADIUS POINT CS CONCRETE SLAB OHU OVERHEAD UTILITY LINE: 5. NOT VALID WITHOUT THE SIGNATURE AND THE G CHORD LENGTH ID IDENTIFICATION ORIGINAL RAISED SEAL OF A FLORIDA LICENSED PK PARKER KALON SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120289 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN A PORTION OF ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED, BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLYLINEOFLOT43BEINGN 89'36'15" W PER PLAT. FIELD DATE:) 1-7-03 REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM JOB N0. ASM32968 FINAL 1- 7-03/CC FOUNDATION 9- 12-02/ DRAWN BY: PLOT PLAN4- 25-02 LOT FIT 5-2-01 JML I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OFPROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA 1- 8 -oz- 1 IV It I OR Ir tA I1IE LLIAM R. MU CATEO JR PSM#4928 DATE LI. MIC MiTeke MiTek Industries Inc 16472 Segovia Circle North Pembroke Pines, FL 333314627 USA Fax (954) 680 4395 April 26, 2002 The tress drawings referenced below, have been prepared under my direct supervision based on the parameters provided by Accu-Span Truss Company using MiTek 2000 software. Pages or sheets covered by this seal : I3143941 thru I3143975. Total: 35 drawings. Job DR2879C Builder D.R. HORTON Location STANDARD MODEL 2879C 4467- y3 County SEMINOLE Truss Engineer :Junaidie Budiman, PE # 45161. Address :16472 Segovia Circle North Pembroke Pines, FL 33331-4627. This serves as the cover sheet in conformance to Chapter 61G15-31 Section 003 of the Florida Board of Professional Regulation. This package include: 1) 35 Truss drawing. 2) Truss Index. OFFICE C04"1 April 26, 2002 Junaidie Budiman, PE The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of building designer, per ANSI/TPI 1-1995 Sec.2. TRUSS INDEX OF JOB DR2879C Trusses included=35 0,"\DR2879C\a.tre" 13143941 1,"\DR2879C\al1.tre" 13143942 2,"\DR2879C\alla.tre" 13143943 3,'1DR2879C\a7.tre" 13143944 4,"\DR2879C\a7a.tre" 13143945 5,"\DR2879C\a9.tre" 13143946 6,"0R2879C\a9a.tre" 13143947 7,"\DR2879C\b.tre" 13143948 8,"\DR2879C\b7.tre" 13143949 9,nDR2879C\b9.tre" 13143950 10,"\DR2879C\c1.tre" 13143951 11,"\DR2879C\cll.tre" 13143952 12,"\DR2879C\cl3.tre" 13143953 13,"\DR2879C\c15.tre" 13143954 14,"\DR2879C\c1gab.tre" 13143955 15,'\DR2879C\c7.tre" 13143956 16,"\DR2879C\c9.tre" 13143957 17,"\DR2879C\d.tre" 13143958 18,"\DR2879C\d1.tre" 13143959 19,"\DR2879C\d2.tre" 13143960 20,"\DR2879C\fl9.tre" 13143961 21,"\DR2879C\f22.tre" 13143962 22,"\DR2879C\f23.tre" 13143963 23,"\DR2879Cy.tre" 13143964 24,'\DR2879Cy3.tre" 13143965 25,"\DR2879Cyg1.tre" 13143966 26,"\DR2879C\ g2.tre" 1 3143967 27,"\DR2879C\k.tre" 13143968 28,'\DR2879C\kl.tre" 13143969 29,'\DR2879C\I.tre" 13143970 30,"\DR2879C\11.tre" 13143971 31,"\DR2879C\m.tre" 13143972 32,"\DR2879C\m1.tre" 13143973 33,"\DR2879C\s.tre" 13143974 34,'\DR2879C\sl.tre" 13143975 Y NO, 4.5161 s • s, STATE OF 246 NAl. April 26, 2002 AWARMM - li*,W deetyn paf atetstm wW READ NOMS ON THISAND RdST,+XJW wrists BEMM MR. ••••® Design valid for use only with MITek connectors. This design It based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. ApptaobMty of design parameters and proper Incorporation of component is responsbMMy of building designer - not truss designer. Bracing shown is too lateral support of Individual web members only. Additional temporary bracing to Insum sfabNMy during construction is the rsoponslbNMy of the erector. Additional permanent brbcing of the overall structure is the responsRiltly of the building designer. For general guidance regarding fabrication, quaRty conhol, storage, deh*iy, erection and bracing, consul! OST•BO Quality Standard, OBS•EO tracing SpeetRaatlon, and HU•91 M iTek® HandlIM Installing and Sroclnp Recommendation available from Truss Plate Institute, 683 D'Onohio Drive, Madison, w1$3719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/14 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. Ye J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachczQ other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , ; C3 joint and embed fully. Avoid knots and wane plates I/e" from outside edge of v o a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesPat1/4 length(+ 6' fromcaC, panel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7. Camber is a non-structural consideration and Wok/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require la bracingeral10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or leeilg nnnstalledifnoceiling40 unlessotherwisenoted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING othersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings ( supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MfiTek® engineer. 15. Care should be exercised in handling, cUPPANEL TM erection and installation of trusses. O 1993 Mitek Holdings, Inc. FORM016,019 fuAtL ® MYEWO-AINO 4' JJob Truss Truss Type ty y HORTON 13143941 DR2879C A ROOF TRUSS 11 1 tio) nnenustnes,Inc. rles,Inc.Fri Apr age r1-0-0, 6-0-12 11-7-0 17-1-4 23-2-0 1-0-0 6-0.12 5.6-4 5-6-4 6-0-12 Scale 1:40.8 4x6 = 4 6.00 FiT 2x4 \\ 2x4 3 5 6 2 o a 3x4 = 8 7 3x4 = 3x4 = 5x6 = 7.4-2 15-9-14 23-2-0 7-4-2 8-5-12 7-4-2 Plate Offsets , - LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) -0.25 7-8 >999 M1120 2491190 TCDL 7.0 Lumber Increase 1.33 BC 1.00 Vert(TL) -0.51 7-8 >536 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.05 6 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 105 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-0-9 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6—1247/0-1-8, 2=1340/0-4-0 Max Horz 2 =179(load case 4) Max Uplift6 = -464(load case 4), 2=-651(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2 =17, 2-3=-2080, 3-4=-1907, 4-5 =-1922, 5-6 = -2095 BOT CHORD 2.8 =1845, 7-8 =1240, 6-7 -1865 WEBS 3-8=-344, 4-8=792, 4-7=814, 5-7=-362 NOTES (6) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 Iby others) of truss to bearing plate at joint(s) 6. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 6 and 651 lb uplift at joint 2. 51 This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaid(e Budiman, PEA45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. d...... k.. /C To*%/ jZ LOAD CASEIS) Standard G . 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1-4=-74.0, 4-6=-74.0, 2-8=-20.0, 7-8=-60.0, 6-7=-20.0 *: Nd.451&1 gyp ; 1k ti OR N L April 26,2002 wAmNo - varW deal pn pamusetmv ww mAp dvo,rxa oN rinse AND Rxvznw amx annim hiss. ••• Design valid for use only wtth Mtfek ocnnectots. This design k based only upon potameteu pawn, and k for an Individual butdi g component to be Installed and loaded vertically. AppSeobliBy, of design patameters and ptopet Incotpotatlon of component k tesponslblilty of building designer - not Russ designer. litoeing shown Is fa latmal suppod of indNkdual web members only. Additional temporary btacIng to Insure stability during conshuctlon Is the tesponslblllty of the owctot,: Additional permanent bibeing of the ovetas structure It the tssponsib8ty of the building designer, pot genetal guidance tegarding lobticatbn, quality control, storage, delivery, *tectlon and btacing, consul) QST•86 Quality Standard, DSS-89 Bracing SpecillcoWn, and HIS-91 Handling Installina and bracing Recommendation available hom Truss Plate 19. Institute. 583 D'Onottio Drive, Madison. Wl597M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , a ; 0 joint and embed fully. Avoid knots and wane plates r/s" from outside edge of 0 O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords !icesP at /4 length(+ 6'" frompanel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 V J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materiels. 14. Do not cut or alter truss member or plate without prior approval of a professional 1t /fMiTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. 4 1993 Mitek Holdings, Inc. CLIP FORM018,019 HYMMA/R 0 Job ruse Truss Type ty y HORTON 13143942 DR28790 All ROOF TRUSS 1 1 optional) i e industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr : : age 1-0-0 5-9-4 11-0.0 12-2-0 17-4.12 23-2-0 1.0-0 5-9-4 5-2-12 1-2-0 5-2-12 5.9-4 Scab - 1:42.0 4x6 = 4x6 = 4 5 6.00 FiT 3x4 3x4 3 6 7 2 Y71 0 0 3x4 = 11 10 9 8 3x4 = 2x4 II 3x4 = 5x6 = 2x4 II 5-9-4 11-0-0 12-2-0 17-4-12 23-2-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in IIoc1 I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.40 Vert(LL) 0,09 10-11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.12 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min 1/defl = 360 Weight: 116 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1076/0-1-8, 2 = 1 172/0-4-0 Max Harz 2 =172(load case 4) Max Uplift7=-508(load case 5), 2=-608(loed case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1930, 3-4=-1352, 4-5=-1134, 5-6=-1353, 6-7=-1962 BOT CHORD 2-11 =1633, 10-11 =1633, 9.10 =1134, 8-9 =1670, 7-8 =1670 WEBS 3-11 =132, 3-10 = -578, 4-10 = 338, 5-9 = 348, 6-9 = -620, 6-8 =143 NOTES (7) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 7 and 608 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Truss Engineer: Junaidie Budiman, PE#46161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. U4, 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. Q, V•i;Fl'"••• if••; LOAD CASE(S) Standard No. 45161 STATE OF tiaiNO R 1 fV L April 26,2002 AWARMNO - VsrW 40irign pammetsrs and READ NOMB ON TWS M V REV== BIDE i AMM UM. mew 4l) Design vasd tot use only with Musk r»nrree 01L this design Is based only upon parameters shown. and It for an Individual building component to be Installed and boded venloasy. Applicability of design parameters and proper Inaorpowilon of component Is msponslblify of building designer - not truss deslpnst. Bracing shown Is for lateral support of Individual web members only. Addtlbnal temporary brocNp to kaute stability during consiruciion Is the responsibility of the erector. Additional permanent blbcing at the overall tffuctute Is the iesponslbRty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull 051-ail GuaIMY Standard, OSB-89 Bracing specification, and HIS-91 M Tek Handling Instaayl handlmca,g Recommendation available from Trust Plate Institute. 583 D'Onoab Drlve. Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION 13/. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 a For 4 x 2 orientation, locate v plates 1/8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MQek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. N MiTek® FORM016,014 HYMMAJR (10 4:::d® A,General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane i at joint locations. a 4. Unless otherwise noted, locate chord splices o at 114 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. O 1M Mitek Holdings, Inc. Y Job fuss Truss Type ty y HORTON 13143943 DR2879C' A11A ROOF TRUSS 1 1 o trolls)) li e( iindustries, Inc. 4 201 Inc. Fri Apr age 1-0-0 5-9-4 11-0-0 112-2.0 17-4-12 + 23-2-0 1-0-0 5-9-4 5-2-12 1.2.0 5-2-12 5-9-4 Scale = 1:42.0 4x6 = 46 = 4 5 6.00 py 3x4 3x4 3 8 7 2 1 L 1'IOo 3x4 = 11 10 9 8 3x4 = 2x4 II 3x4 = 5x6 = 2x4 II 5-9-4 11-0-0 12-2-0, 17-4-12 23-2-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Plate Offsets ,- : : - - LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert1LL) 0.08 10-11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.12 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 1161b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-13 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 =1071 /0-4-0, 2 =1167/0-4.0 Max Horz 2 =172(load case 4) Max Uplift 7--504(load case 5), 2=-6060oad case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1919, 3-4=-1341, 4-5=-1124, 5-6=-1342, 6-7=-1933 BOT CHORD 2-11 =1624, 10-11 =1624, 9-10 -1124, 8-9 =1638, 7-8 =1638 WEBS 3-11 =132, 3-10 =-579, 4-10 = 336, 5-9 = 340, 6-9 = -595, 6-8 =141 NOTES (6) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 504 lb uplift at joint 7 and 606 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE1f45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. ` Q 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 13 LOADCASE(S) Standard•r++ No. 45161 STATE ,w 0FfI'D April 26,2002 Q WAmNB - Yer{ jly asown paramatefs and R&w Noma oNTms AND R vzm win Barom use. atrr r® Design vogd tot use only with Mf1ek Connectors. This design Is based only upon parometets shown, and Is for an individual building component to be Installed and loaded vertloolly. AppNaabMy of design patameteu and proper Incotpotatlon of component is responsibuny of building deslgnei - not truss designet, gtacing shown is lot lotetal support of Individual web member only. Additional temporary bracing to Insure stability duting conshuctlon It the tesponsiblilty of The eitator• Additional peiman•nt Wacing of the oveiall structuie is the tespongbOy of the building deslgnet. Foi general guidance regarding labiloailon, quality control, storage, clai"ty, erection and bracing, consull QHT-6111 Quality Standard, DSI.89 gracing Specification, and MIS-91 Handling "allma and Srtsg gciree comrnndatlonavailable hom Truss Plate Institute, 683 D'Onohlo Dilve, Modkon, W I $3719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/4 * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. 4 T TOP CHORDS 2. Cut members to bear tightly against eachIrczwother. o WEBS J5 a 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i - 4 ; Q joint and embed fully. Avoid knots and wane plates from outside edge of c o_ y at joint locations. dtrussand vertical web. 0 a o 4. Unless otherwise noted, locate chordsplices at / 4 length(+ b" from paneladjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 %at time of connector plates. fabrication. b. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PAWEL TM CUP erection erection and installation of trusses. 1 M Mitek Holdings, Inc. FORM018, 019 0 HM C WR @ 11 Job russ Truss Type ty y HORTON 13143944 DR2879C' A7 ROOF TRUSS 1 1 to tional) e industries,Inc. s un t o n ustnes,Inc. Fri Apr age 1-0-0 3-11-4 7-0-0 11.7-0 16-2-0 19.2-12 23-2.0 ?4-2- 1-0-0 3-11-4 3-0.12 4-7-0 4-7-0 3-0-12 3-11-4 1-0-0 Scale - 1:42.2 4x8 = 2x4 II 4x8 = 4 5 8 6.00 FTY x6 3x36 3 7 2 8 e01 ii 4x8 = 14 13 12 11 10 4x8 = 3x10 // 3x4 = 7x8 = 3x4 = 3x10 \\ 3-4-10 7-0-0 11-7-0 16-2-0 19-9-6 23-2-0 3-4.10 3-7.6 4.7-0 4-7-0 3-7-6 3-4-10 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Ven(LL) 0.16 12 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.73 Ven(TL) -0.22 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.07 8 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min Udell = 360 Weight: 139 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 2-6-10 oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 = 1444/0-4-0, 8 = 2831 /Mechanical Max Harz 2 = 11 5(load case 4) Max Uplift 2=-793(Ioad case 41, 8=-1333(Ioad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=19, 2-3--2601, 3-4=-2269, 4-5=-2684, 5-6=-2684, 6-7=-3055, 7-8=-5785, 8-9=19 BOT CHORD 2-14=2317, 13-14=2294, 12.13=2038, 11-12=2778, 10-11 =4518, 8-10=5182 WEBS 3.14=73, 3-13=-311, 4-13=243, 4-12=811, 5-12=-329, 6-12=-117, 6-11 =1156, 7-11=-2086, 7-10-2122 NOTES (8) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 2 and 1333 lb uplift at joint S. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 4f, 71 Special hangerls) or connection(s) required to support concentrated load(s) 1944.61b down and 993.31b up at 19-8-12 on _.•• "'•••.. l Fr'Gnqbottomchord. Design for unspecified connection(s) is delegated to the building designer. ' .5 J.•` 8) Truss Engineer: Junaidie 8udiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. fit`•, 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. t NO, 45161 b LOAD CASEIS) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) 1 STATE pF J, :J Vert: 1-4=-74.0, 4-6=-74.0, 6-9=-74.0, 2-8=-20.0 A, +• V Concentrated Loads (lb) Van: 10=-1944.E # N0F110 April 26,2002 Y WAlltmo - Vertt& deefyrs paransetom and BEAD Nt3Tza oN TT378 AND imVBt m 87Ds BE!'ORd! I=. eras Deslgn volld for use only with MIT*k connectors. 1hk desgn Is based only upon parameters shown, and Is for an Individual building component 10 be Installed and Loaded vedlcolly. ApplcabMty, of design parameters and propet Incorporation of component Is responsibility of building designer - not truss designet. bracing shown k lot latwol support of kWNkfual web members only. Addtlbnal temporary bracing to Insure stability dutIng construction Is the responsibSlty of the elector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding tabrlaatlon, quality confrol, storage, delivery. erection and bracing, consull QST411 Quality Stanch", OSI.89 Sracing SpecMiaallon, and HIS-91 Handllna Installing and Srackv Recommendation avoAable from Truss Plate Institute, 80 D'Onohio Drive, Madison, W163719, M iTek® Symbols PLATE LOCATION AND ORIENTATION 13/. * Center plate on joint unless dimensionsindicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 0 For 4 x 2 orientation, locate 1: plates 1 /8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT MiTek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TOTHE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011" continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/ DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeko L 0 e FORM018. 019 I/YORO-A.R® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 1/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 %at time of fabrication. PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. O 1993 Mitek Holdings, Inc. jJob russ Truss Type ty y HORTON 13143945 DR2879C' A7A ROOF TRUSS 1 1 optional) ACCU- - t e Industries, Inc. 4 201 til,11 s un 7A 7001 A iiTal, industries, Inc. Fri Apr age 1-0-0, 3-9-4 7-0.0 11-7-0 1 16-2-0 19-4-12 23-2-0 1-0-0 3-9-4 3-2-12 4-7.0 4-7-0 3-2-12 3.9-4 Scale = 1:41.3 5x8 = 2x4 II 6x8 = 4 5 6 6.00 PT 2x4 2x4 3 7 CA d r 8 c, 2 M ih 3x8 = 11 10 9 3x8 = 3x4 = 5x8 = 3x4 = 7-0-0 11.7-0 16.2-0 23-2-01 7-0-0 4-7-0 4-7-0 7-0-0 Plate offsets - , - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LU 0.21 10 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.28 10-11 >971 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.11 8 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min 1/defl = 360 Weight: 121 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-1-0 oc purlins. 4-6 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-5.1 oc bracing. SOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8 = 2176/0-4-0, 2 = 2267/0-4-0 Max Horz 2 =123(load case 4) Max Uplift8 = -1 068(load case 4), 2=-1255(load case 41 FORCES Ilb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-4192, 3-4=-4021, 4-5=-4291, 5-6=-4291, 6-7=-4021, 7-8=-4192 SOT CHORD 2-11 =3696, 10-11 =3645, 9-10=3645, 8-9=3696 WEBS 3-11 =-96, 4-11 =814, 4-10=814, 5-10=-797, 6-10=814, 6-9=814, 7-9=-96 NOTES (7) 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 18 IT above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 1068 lb uplift at joint 8 and 1255 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated Ioadls) 603.21b down and 613.41b up at 16-2-0, and 1\Q1 13 603.21b down and 613.41b up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building ........... " designer. * .• 1 P /C •. designer. 7) Truss Engineer: Junaidie Budiman, PEfl45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. ;'y r'.• "" 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. ;• i No. 45161LOADCASEIS) Standard 1) Regular: Lumber Increase -1.33, Plate Increase -1.33 Uniform Loads (plf) Vert: 1-4--74.0, 4-6=-160.3, 6-8=-74.0, 2-11 =-20.0, 9-11 =-43.3, 8-9=-20.0 p 1 STATE OF Concentrated Loads (lb)• Vert: 11 = -603.2 9 = -603.2 NAL April 26,2002 WAWNO - VerM design pammeters and REM NOMB ON TZ ISAND REVERSE BfDE BEfF M USE. unsex e Design valid rot use ony with MITsk connectors. This design Is based only upon parameter shown, and is lot an individual bulling component to be Installed and loaded vetticaty. Applicability of design parameters and proper hootpotatlon of component Is tssponsiblilty of building deslgnsr - not truss designer. Bracing shown Is for lateral support of Individual web member only. Additional temporary brocing to Insum stability durinp conslruction Is the responslblils tyofthemotot. Additional pee rmannt bi4oingof the overall structute k the responst>pRy, of the building did designer. Fot generalguidanceregardingtabrkatlon. quality contra, s orage, delivery, woctlon, and braak,g. consul CST -at cuailly Standard. DSS-89 tracing Specification, and NIR-91 Nondtinp Inslaftna and tracing Recommendation available trom Truss Plats institute, 583 D'Onofib DrNe. Madison, WI $3719. M iTeke Symbols PLATE LOCATION AND ORIENTATION 134 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. a Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MiTek/Gang-Nail Joint/Plats Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® 4&General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 1 /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or puriins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018,019 MYAWO-MA® Job russ Truss Type ty y HORTON 13143946 DR2879C' A9 ROOF TRUSS 1 1 to tional) i e industries, Inc. 4 7011 Sul Inc. Fri Apr age r1-0-0, 4-9-4 9-0-0 14-2-0 18-4-12 23-2-0 1-0-0 4-9-4 4-2-12 5-2-0 4-2-12 1 4-9-4 Scale 1:41.4 4x6 = US = 4 5 6.00 rfF 2x4 2x4 3 6 7 2 3x4 = 9 8 3x4 = 3x8 = 5x6 = 9-0-0 1 14-2-0 23-2-0 9-0-0 5-2-0 9-0-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 VertILL) 0.07 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -0.19 7-8 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/dell = 360 Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-8-6 oc purlins. BOT CHORD 2 X 4 SYP No.21) BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1078/0-1-8, 2 = 1 169/0-4-0 Max Horz 2 = 148(load case 4) Max Uplift 7 - -486(load case 5), 2=-631(load case 4) FORCES (lb) - First Load Case Only TOPCHORD 1-2=17, 2-3=-1766, 3-4=-1433, 4-5=-1290, 5-6=-1438, 6-7=-1788 BOT CHORD 2-9 =1563, 8-9 =1295, 7-8 =1590 WEBS 3-9 --317, 4-9 = 289, 5-9--7, 5-8 = 297, 6-8 = -342 NOTES (7) 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 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 at joint(s) 7, 5) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 7 and 631 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. tlk ffj, 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 1,..,,'=''F+fftt F/C,4..`i LOAD CASEIS) Standard 7 P10, 45161 0 * SAC STATE f,ppay.' Nay. April 26,2002 A WARNING - Ver'm deawn parameters and iftl! w N07tiss ON THIS AND R6VERs6 III BzmRs vw. Design valid tot use, only with 1~ oonnectots, This design is bared only upon paromeien shown, and I tow on Individual building component to be Installed and loaded vertically. Applicability of design patometets and proper Incorporation of component is msponslbSRy, of building designer - not huts deslpnet. ,Stating shown is for Iataal support of individual web members only. Additional temporary bracing to Insure stability duiing constnrctlan is the msponsibillty of the erector. Additional petmanenl brbolrrg of the overall structure, Is the tesponslbMy of the building designe,r. For ganetal guidance regarding fabrlaatlan, quality eonttol. storage, de"ty, erection and bracing, consult OST-65 Quality Standard, 059-89 6roeRsg SpeoMeafbn, and HIS-91 M iTek® Handling InstaS rocifr lnaandnpRecommendationavailableomTruss Plate Institute, 883 D'Onohla Drive, Madison, Madison, WI63719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property tir. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties,. TOP CHORDS 2, Cut members to bear tightly against eachcaa other. a WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i ; ; Q joint and embed fully. Avoid knots and wane from outside edge oflattruss c o_ a y at joint locations. truss and vertical web. a d a o 4. Unless otherwise noted, locate chordsplices at I/4 length(+ 6" from cepaneladjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5, Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40", unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM CLIP erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM016, 019 HMRO,AlA® t Job I russ Truss Type ty y 13143947 DR2879C A9A ROOF TRUSS 1 1 optional) i e( Industries, Inc. 4.201 SRI s Jun 2B 2001 N liTekIndustries, Inc. Fri Apr age r1-0-0, 4-9-4 9-0-0 14-2-0 18.4-12 23-2-0 1-0-0 4-9-4 4-2-12 5-2-0 4-2-12 4-9-4 Scale = 1:41.4 4x6 4x8 = 4 5 6.00 rw 2x4 2x4 3 6 a 7 2 I,L1.1(g 3x4 = 9 8 3x4 = 3x8 = 5x6 = 9-0-0 14-2-0 23-2-0 9-0-0 5-2.0 9-0-0 Plate Offsets - - , : - - - LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.07 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.19 7-8 >999 SCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-8.4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1073/0.4.0, 2 =1164/0-4-0 Max Horz 2-148(load case 4) Max Uplift7=-483(Ioad case 51, 2=-629(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1756, 3-4=-1422, 4-5=-1280, 5-6=-1422, 6-7=-1756 BOT CHORD 2-9 =1553, 8-9 =1280, 7-8 -1553 WEBS 3-9 = -318, 4-9 - 284, 5.9 = -0, 5-8 = 284, 6-8 = -318 NOTES (6) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 483 lb uplift at joint 7 and 629 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED, f D,G j i i7 SlFI••' LOAD CASEISI Standard P _ G(•. ' '• z No. 4.5161 z STATE of ,. 4,10 QNAte ' April 26,2002 AwAMNO - Ver (& design parameters and RsM ATOMS ON TMSAND t CISR811 SIDIS BZr0X8 V=. ••usia ® Design valid foi %" only with MRek cannectOlt. This design is based only upon patometers shown, and is for an Individual building component to be lnstoged and loaded vedlcally. ApploobMly of design poiametea and proper incorporation of componenl is respontlbilly of building detlgner - not truss designei. &acing shown is lot lateral support of Individual web members only. Addglonal temporary Wacing to Insure stability during condiuction is the tesponslbglty of the emetot. Additional permanent Wbclq of the overall structure is the retponsbilly of the building designer. For general guidance iegoidNp fabrication, quaely contioi. storage, desvery, wisctlon and bfoceng, consun QST-ore Quality Standard, OSS-89 gracing Specmcatlon, and HIS-91 M iTek® Handling Instogena and erackngRecommendation available Isom Truss Plate Institute, bed D'Onoblo Diive. Madison. WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 44 to,>>. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, property 19 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2Q other. o WEBS J5 c> 3, Place plates on each face of truss at each For 4 x 2 orientation, locate o h ; Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of c o a _ at joint locations. truss and vertical web, a o 4. Unless otherwise noted, locate chord splices at /4 length({ 6" fromCSC, u panel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates, fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4eunlessotherwisenoted. SBCCI 8720b, Sb217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLI FORM016, 019 fMR0,41A(9) f- Job I ruse Truss Type ty y HORTON 13143948 DR28790 B ROOF TRUSS 2 1 o tionall t o Industries, Inc. s un I e n ustnas, Inc. Fri Apr age 1-0-0, 5.2-4 9-10-0 14-5-12 19-8-0 1-0-0 5.2-4 4-7.12 4-7-12 5-2-4 Scale m 1:34.8 4x6 = 4 6.00 FIT 2x4 2x4 3 5 6 2 Icy jy C1 3x4 - 7 3x4 = 5x8 9-10-0 19-8-0 9-10-0 9-10-0 Plate Offsets - - - - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.05 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.22 6.7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-5-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS Ilb/size) 6 = 914/Mechanical, 2 =1005/0-4-0 Max Horz 2=1580oad case 4) Max Uplift6=-4350oad case 5), 2=-5180oad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=17, 2-3=-1371, 3-4=-1002, 4-5=-1002, 5.6=-1383 BOT CHORD 2-7 =1214, 6-7 =1230 WEBS 3-7 =-360, 4-7 = 540, 5-7 =-378 NOTES (6) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 6 and 518 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 1 • 6) Truss Engineer: Junaidie Budimen, PE945161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. ptf. 1FR3A Q, LOADCASEIS) Standard NO, 4.5161 STATE V Y•• April 26,2002 wA mm - verW dawyn p mrmts re and nuxt xorss off Tres my xa nits am earoxa vss. . aa..a) Design valid for ute only with MIT•k connectors. This design is based only upon parameters shown, and Is for an Individual bu$dkrg component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component k tesponsR>INty of bu$dlnp designer - not truss deslgnet. Bracing shown It for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction k the responsibility of the ereclor. Addalonal permonent blsatng of the overall structure is the responsibility of the building deslgnet. For general guldonce regarding fabticatbn, quattly control, storage, delivery, erection and bracing, consul! OST-88 OuaINV Standard. OSI.89 $racing Specification, and HII.91 M iTek® Handling Installing and trocloo Recommendation available from Truss Plate InatBut r, 543 D'Onohb Drive. Madison, W 163719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 44 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. 4 J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachC7Q other, cr WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate oz - ,; ; Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of O a at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chords lacesPat1/4 length(+ 6' fromceC, I— panel adjacent joint,) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots, in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MTek® engineer. 15. Care should be exercised in handling, CLIP TM CUP erection and installation of trusses. 1"3 Mitek Holdings, Inc. FORM016.o1V a"''""t°'-® HYDAOv4/A0 1 Job russ Truss Type ty I y 13143949 DR2879C' B7 ROOF TRUSS 1 1 to tionap 1 e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age 3-9-4 7-0-0 12-8-0 15-10-12 _1 19-8-01-0-0 F 1-0-0 3-9-4 3-2.12 5-8-0 3-2-12 3-9-4 Scale = 1:35.2 6x6 = 5x8 = 4 5 6.00 rT2- 2x4 2x4 3 6 7 2 Ot O 3x8 = 9 8 3x8 = 3x8 = 5x6 = 7-0-0 12-8-0 19-8-0 7.0-0 5-8-0 7-0-0 Plate Offsets : : , : - , LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.12 8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.21 8-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.08 7 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/defl - 360 Weight: 97 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-2-2 oc purlins. 4-5 2 X6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 =1819/0-4-0, 2 =1910/0-4-0 Max Horz 2 =123(load case 4) Max Uplift 7=-881(load case 4), 2=-1056(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=17, 2.3=-3437, 3-4--3247, 4-5=-2951, 5-6=-3247, 6-7=-3437 SOT CHORD 2-9 = 3030, 8-9 = 2951, 7-8 = 3030 WEBS 3-9=-130, 4-9=850, 5-9=-0, 5-8=850, 6-8=-130 NOTES (7) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 if end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 881 lb uplift at joint 7 and 1056 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connectionls) required to support concentrated load(s) 603.21b down and 613.41b up at 12-8-0. and and 613.41b up at 7-0-0 on bottom chord. Design for unspecified connectionls) is delegated to the building desi nlerdown ti. C+'• 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. j 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 7k •: LOAD CASES) Standard No, 45161 1) Regular: Lumber Increase =1.33, Plate Increase -1.33 Uniform Loads (plf) Vert: 1-4=-74.0, 4-5--160.3, 5-7--74.0, 2-9=-20.0, 8-9=-43.3, 7-8=-20.0 STATE OF Concentrated Loads (lb) Vert: 8=-603.2 9--603.2 A% h aF[{ b,4, AL April 26,2002 Q wdRmo - ver W design parameter: and am morss dN rras Am mvaRs6 sm Ba"m uses. n»siev e Design vasd for use only with Mites oonnectors. This design It based only upon parameters shown, and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is iesponsibRty of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stoblitty during construction It the responslblitty of the ereofor. Additional permanent bracing of the overall structure is the iesponslblilly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult CST -ail Quality Standard, DSS-89 Bracing Specification. and MIS-91 M iT@ k® Handling Installing and Bracing Recommendation available from Truss Piste Institute, 60 D'Onohb Drive, Madison, WI $3719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Proper/ 10, 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat, e J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachca other. 3. Place plates on each face of truss at each For 4 x 2 orientation, locatec) i - , ;jointZb and embed fully. Avoid knots and wane plates/8" from outside edge of o a4. at joint locations. truss and vertical web. a Unless otherwise noted, locate chords !ices length(+ 6" from PCSoatpaneladjacentjoint,) BOTTOM CHORDSThissymbolindicatesthe 5, Unless otherwise noted, moisture content of required direction of slots in A J8 J7 J6 lumber shall not exceed 19 %at time of connector plates. fabrication. 6, Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating formal refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel9Pa grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCi 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. a 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek engineer. 15. Care should be exercised in handling, PANEL TM CUP erection and installation of trusses. 1"3 Mitek Holdings, Inc. FaR,a,o,q Hs MAAWO 4 1 o russ russ ype ty y HORTON 13143950 DR2879C• B9 ROOF TRUSS 1 1 to tional) i e Industries,Inc. s un t o n ustnes, nc. r pr age 1-0-0 4-9-4 9-0-0 10-8-0 14-10-12 19-8-0 1-0-0 4-9-4 4-2-12 1-8-0 4-2-12 4-9-4 Scale = 1:35.3 4x6 = 4x6 = 4 5 6.00 2x4 2x4 3 6 7 2 at 3x4 = 9 6 3x4 = 3x4 = 6x6 = 9-0-0 10-8-0 19-8-0 9-0-0 1.8-0 9-0-0 Plate Offsets , :[8:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.09 7-8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.40 VertITL) -0.23 7-8 > 999 BCLL 0.0 Rep Stress Iner YES WB 0.21 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-10-10 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7.8-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 911 /Mechanical, 2 = 1008/0-4-0 Max Horz 2 =148(load case 4) Max Uplift7 = -427(load case 5), 2=-533(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1553, 3-4=-1198, 4-5=-1009, 5-6=-1200, 6-7=-1583 BOT CHORD 2.9 =1333, 8-9 =1009, 7-8 -1370 WEBS 3-9 =-374, 4-9 = 280, 5-8 = 310, 6-8 =-417 NOTES (7) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 7 and 533 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. DVE FBI A81THISDESIGNCONFORMSTOFBC2001, BASED ON PARAMETERS INDICATED. 4l l F/C.4; LOAD CASE(S) Standard No. 4,5161 0F. L April 26,2002 A W RlvdavG - verjt design jmmnwtwv and R&W 1110T68 ON TWS arm JWVZRSE dSWX MrFOM t=. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded verllooNy. Applicability of design poiameten and proper Incoipotatkxn of component is responsibility of building designer - not truss designer. Bracing shown Is fa lateral support of individual web members onty. Additional temporary bracing to Insure stability during construction Is the responsibility of the efectoi. Additional permanent briscing of the overall structure Is the responslblilty of the bulding designer. For general guidance tegording fabrication, quality control, storage, delivery, erection and bracing, consull OST-86 Quality Standard, DSB•89 Bracing Spectflcatlon, and Hill-91 M Tek® Handling InstaRlna and Bracing RecommendationRavolablefromTruss ate institute, 583 D'Onohlo Drive, Madison, WI63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 10, 131,4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. I J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightlygly against each7-C2 C3 other, 0 WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o h, 3 ry Q joint and embed fully. Avoid knots and wane plates from outside edge of 0 o_ a y at joint locations. truss and vertical web. d a o 4. Unless otherwise noted, locate chordsplices at / 4 length(' 6" from ceC, u panel adjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/ Gang-Nail Joint/Plate Placement Chart. FA RTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and X perpendicular slots, in all respects, equal to or better than the dimension is the length parallel grade specified, to slots, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40" unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, OM TM PAINEL erection and installation of trusses. O 1993 Mitek Holdings, Inc. FORM018, 019 C:ONG-NNL ® tIVA 7,A® 4 Job russ Truss Type ty y RTON 13143951 DR2879C' C1 ROOF TRUSS 18 1 optional) r e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age t1-0-Q 5-10-8 11-2.8 16-10-0 1-0-0 5-10-8 5-4-0 5-7-8 5x87:r 6 Scale: 1/4"- V 5 6.00 Fl-2- 3x4= whvW e 2x4 II 4 5x6 co W M 2 1 0 3x4 9 8 7 2x4 II 5x8 - 2x4 II 5-10-8 11-2-8 16-10-0 5-10-8 5-4.0 5-7-8 Plate Offsets : : ----[5:0-3-3,Edgej,-18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.05 2-9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.07 2-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.02 5 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-7-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-2-8 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-8 REACTIONS (lb/size) 5 = 869/0-3.0, 2 = 87210-8.0 Max Horz 2 = 661(load case 4) Max Uplift 5 = -607(load case 4), 2=-363(load case 4) FORCES fib) - First Load Case Only TOP CHORD 1-2 = 34, 2-3 = -1228, 3-4 = -676, 4-5 = -688, 5-6 = -45, 5-7 = 56 BOT CHORD 2-9 =1001, 8-9 = 997, 7-8 -13 WEBS 3-9 =130, 3-8 --545, 4-8 =-405, 5-8 = 939 NOTES ( 5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 607 lb uplift at joint 5 and 363 lb uplift at joint 2. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cit. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.`` 8r%/ LOAD CASE(S) Standard " P • ' qy fit^'• ' p No. 45161 STATE OF 3 o+ ke April 26,2002 A WAPAUG - Vor'W artsillyn pa.aaseters and R&4D N0rZ8 ON TMS AM RBVXRW fsWZ BEPOM EM. anas. Design valid for use only with MRek connectoft. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded verticalty, Applicability of desgn parameters and proper Incorporation of component is responsibility of building deslonet - not truss designer. Bracing shown is lot lotetal support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the etoctoi. Additional permanent biboing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull QST-eS Quality Standard, OSI.89 tracing Specification, and HD-91 M iTek® HandlingtnftllqandhoeingRecommendationavailablefromTrussPlateInstitute, 683 D'Onotrio Drlve, Madison, Art 53719. Symbols Numbering System AGeneral Safety Motes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 44 to-t i. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. 4 TOP CHORDS 2. Cut members to bear tightly against each other, o WEBSAIJQ3. Place plates on each face of truss at each ZFor4x2orientation, locate joint and embed fully. Avoid knots and wane plates from outside edge of o_ 2 at joint locations. dtrussand vertical web. a o 4. Unless otherwise noted, locate chords lices at I/4 length(+ 6" from PcaC, panel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE Preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIB 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,079 GAh16-AIAtL OD OfYORD-AW 0 a Job russ russ ype ty y RTON 13143952 DR2879C' C11 ROOF TRUSS 1 1 to tional) i e Industries, Inc. 4.201 SRI s Jun 23 2001 MiTekn ust es, Inc. Fri Apr age 1-0-0 , 5.9-4 11-0-0 16-10-0 1.0-0 5-9-4 5-2-12 5-10-0 5x6 = Scale v 1:34.2 2x4 II 4 5 6.00 FiT 2x4 3 2 1 1' 7 6 3x4 = 5x6 = 5x6 = 8-6-8 16-10-0 8-6-8 8-3-8 Plate Offsets : ---- :-- -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.03 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.39 Vert(TL) -0.13 6-7 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/deft = 360 Weight: 88 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6 = 769/0-3-8, 2 = 872/0-8-0 Max Horz 2-4400oad case 4) Max Uplift 6=-496(load case 41, 2=-455(load case 4) FORCES (Ib) - First Load Case Only TOPCHORD 1-2=17, 2-3=-1033, 3-4=-747, 4-5=0, 5-6=-210 BOT CHORD 2-7 = 909, 6-7 = 489 WEBS 3-7=-340, 4-7=441, 4-6=-683 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 496 lb uplift at joint 6 and 455 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE845161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO F8C 2001, BASED ON PARAMETERS INDICATED. p` 13 LOADCASE(S) Standard kNo. 45161 f ATE C • NAL April 26,2002 AWAmNo - Verw design pamaseters and READ NoTBB oN TBmH AND Rav== SWZ BEFORE USE. ...r.ill) Design valid for use only with MlTsk conneotors. Thk design It based only upon parameter drown, and Is for an Individual building component to be Installed and iooded venhAIy. Applicability of design parameters and proper Incorporation of component Is responslbgty of building deslgnsr - not Was designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure, stablNty during constluction Is the responslblNty of the elactor, Additional permonent bibci g of the overall structure Is the rssponslblity of the building designer. For general guidance, regarding lobrkcation, quality conhol, st tage, delivery, erection and brdcing, consult CST -II Quality Standard, DS"9 (racing 8peolticatlom and HIS-91 M iTek® Handling InstallIrM and Insaft Recommendation available from Truss Plots Institute, $83 D'Onohio Drlve, Madison, W I53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 0110, 11/14 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. Ye J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachcrQ other. o WEBS J5 cr 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o joint and embed fully, Avoid knots and wane oint plates from outside edge of o_ d at locations, dtrussand vertical web. a O 4, Unless otherwise noted, locate chordsplices 4 length(+ 6" from ceC, at panel adjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For tabular plating format rotor to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1691, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 401unlessotherwisenoted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, CLIPPANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM01e. 019 HMRO,A/RO Job ruse Truss Type ty y HORTON 13143953 DR2879C' C13 ROOF TRUSS 1 1 o tional i e n ustries, nc. s un r e n ustries, Inc. Fri Apr age r 0 0+ 6.9-4 13-0-0 16-10-0_ 1-0-0 6-9-4 6-2-12 3-10-0 5x6 = Scale = 1:38.4 2x4 II 4 5 6.00 Fff 2x4 \\ 3 2 d 001 3x4 = 7 6 5x6 = 5x6 = 8-6-8 16-10-0 17;1;12 8-6-8 8-3-8 0412 Plate offsets[4:0-3-0,0-2-01,17:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 VertILU 0.03 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.38 Ven(TL) -0.13 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-6 REACTIONS (lb/size) 6 = 769/0-3-8, 2 = 872/0-8-0 Max Horz 2 = 51311oad case 4) Max Uplift6=-5230oad case 4), 2=-428(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-960, 3-4=-737, 4-5=-0, 5-6=-136 BOT CHORD 2-7=848, 6-7=310 WEBS 3-7=-396, 4-7=619, 4-6--632 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 523 lb uplift at joint 6 and 428 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 61 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.` at z f j LOAD CASE(S) Standard kNo. 45161 b STATE L April 26,2002 WAMNO - ver y design paranseten and AM Hares off TEW AM MVZRse srve eeRORe eras. isseewre® Design valid for use only with MlTek connectors. this design It based only upon parameters shown, and Is for an Indlvkduol building component to be Installed and loaded vsttloaNy. Appllcablilty of design parameters and proper incorporation of component It responslbildesigner ltyofbuilding - not truss designer. Siccing shown Is tot lateral support of Individual web members only. Additional temporary braekp to insure stability during construction Is the iesponsiblilly of the erector. Additional permanent brlScing of this overall structure k the responsibility of this building designer. For general guidance regarding fabrication, quality control slotoge, deilvery, erection and bracing, consult OST•88 Quality Standard, OSI.89 Bracing SpeoMleallon, and-NIB-91 M iTek40BraHandlingInstallingandckpRecommendationavailablefromTrussPlotsInstitute, 583 D'Onofrio Drive, Madison, Ail $3719, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to FOIIOW Could Cause Propedy 1'/4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. ye- J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachcac3 other. For 0 WEBS J5 Cr3. Place plates on each face of truss at each 4 x 2 orientation, locate joint and embed fully. Avoid knots and wane Olefrom outside edge of O a at joint locations. truss and vertical web. a O 4. Unless otherwise noted, locate chordsplices I14 atpanel length(+ 6" from adjacent joint.) C, BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in A J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE Preservative treated lumber, For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MiTek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTeke engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. I Mitek Holdings, Inc. CLIP FORMOt 8,019 CiAhb-MNL ® HMR97-AM® Job I russ Truss Type ty y 13143954 DR2879C * C15 ROOF TRUSS 1 it o tional) i e Industries, Inc. 4.201 SRI s Jun 20 2001 MiTekIndustries, Inc. Fri Apr age C 7-9-4 15-0-0 16, 16 10_0; 1-0-0 7-9-4 7-2-12 1-10.0 4x6 = Scale = 1:44.0 3x6 II 4 5 6.00 FiT 5x6 3 2 M00 3x6 = 8 7 6 2x4 II 54 = 3x6 II 7-9-4 15-0-0 , 16-10-0 , 7-9-4 7-2-12 1-10-0 Plate Offsets - - - - : - - - - LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) 0.31 7-8 >642 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.36 7-8 > 542 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 94 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-6-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 5-6, 3-7 5-6 2 X 4 SYP No.2D REACTIONS (lb/size) 6 = 764/0-3-8, 2 = 877/0-8-0 Max Harz 2=585(load case 4) Max Uplift6=-549(load case 4), 2=-402(load case 4) FORCES hb) - First Load Case Only TOP CHORD 1.2=35, 2-3=-1184, 3-4=-268, 4-5=-107, 5-6=-309 BOT CHORD 2-8 = 947, 7-8 = 942, 6-7 =108 WEBS 3-8 = 254, 3-7 =-950, 4-7 - 39 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 549 lb uplift at joint 6 and 402 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. '* 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. kFIC p LOAD CASE(S) Standard ' .:4(Q'• '+ No.4.5161 1k j• STATE OF 0RI April 26,2002 4&wARW NG - verM d4etyn pananseters and RKAD NOTas ON TMS AM RCV!Jtl316 SWX BEFORE (M. •.ninn® Design valid tot use only with MITek connectors, this design It based only upon parameters shown, and It tof an In dMdual building component to be Installed and loaded vertically. Applicability of dalgn parameters and ptopet Incoipaatlon of component Is responsibility of building designer - not truss designer. Bracing shown Is tot lateralsupport of Individual web members only. Addaional iempotory bracing to k"we, stability duiing construction Is the tesponslblkly, of the erector. Additional petmonent bibckg of the ovetall stiuctwe Is the responsDlilly of the building deslgnet. Foil general guidance ragaiding fabAcatlon, quality control. dotage, del"ry, erection and bracing, consult OST-88 Quality Slandard, 081•89 Irocmg Specillcallon, and HII•91 M iTek® Handling Installing and tracing Recommendation available horn Truss Plate Insttute, 863 D'Onoftlo DIN*, Madison, WI $371 V, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachCI other. o J5 a: 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o 0:. joint and embed fully. Avoid knots and wane plates from outside edge of a d y at joint locations. dtrussand vertical web,. a o 4. Unless otherwise noted, locate chords licesP at /4 length(+ 6" fromCSpanel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MTek® engineer. 15. Care should be exercised In handling, PANEL TM CUP erection and installation of trusses. 1993 Mltek Holdings, Inc. FORMO16,O1V HMPO arRO Job russ Truss Type ty y HORTON 13143955 DR2879C ' C1 GAB ROOF TRUSS 1 1 o tionaq i e Industries,Inc. s un r e n ustnes, Inc. Fri Apr age 11-0-9 5-10-8 11-2.8 16-10-0 1.0-0 5-10-8 5-4-0 5-7-8 3x4 i: Scale = 1:47.4 6 5 6.00 Fir 4 5x6 cc 2 it 0 3x4 = 9 8 7 5x8 = 5-10-8 11-2-8 1 16-10-0 5-10-8 5-4-0 5-7-8 Plate Offsets[3:0-3-0,0-3-01,18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.04 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.07 8-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 7 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/deft = 360 Weight: 142 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-11-0 oc purlins, except end verticals. SOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-7, 5-8 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=804/0-3.0, 2=872/0-8.0 Max Horz 2=65011oad case 4) Max Uplift 7=-59211oad case 41, 2--365(1oad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=17, 2-3=-1068, 3-4=-559, 4.5=-564, 5-6=-8, 5-7=-748 BOT CHORD 2.9 = 941, 8-9 = 938, 7-8 = 0 WEBS 3-9 =108, 3-8 =-507, 4-8 = -399, 5-8 = 914 NOTES (7) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTekStandardGableEndDetail" 3) All plates are 2x4 M1120 unless otherwise indicated. 4) Gable studs spaced at 2.0-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 7 and 365 p/ lb uplift at joint 2. `Ora pier6) This truss has been designed with ANSI/TPI 1-1995 criteria. ••••• F17) Truss Engineer: Junaidie 8udfman, PE#45161. Address: 18472 Segovia Cir, N., Pembroke Pines, FL 33331. , •.• 8 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. •. tLOADCASE(S) Standard No, 4.5161 ! o 63TATE OF s' QRt10`+ L April 26,2002 WAMNG - Ver{jjf desfyn Par+a»retsrs and MUD NOMS Gx Tars AND AXVZR= SMS BSd XX US& •r•+>D Design valid for use only with MITsk connectors. This design R based only upon paramelsn shown, and Is for an Individual buldhg component to be Installed and baled vsrtloolly. AppSaabWy of design parameters and proper Incorporation of component is rssponsbillty of building designer - not truss designer. Bracing shown is tot lateral support of Individual web members only. Additional temporary bracing to Insuis stabilly during eondmetion Is the responsibility of the sroctor. Additional psimanernt btbchg of the overall strucluter It the, issponsObNRy of the building designer. For general guidance, regarding lobrbatbn, quality control, storage, d*W*ty, election and bracing, consull 0948 Quality Standard, 031-89 bating Spectlicatlon, and 113-91 Handling Installing and tracing Recommsndallon ovallablo from Truss Plats Institute, 863 D'Onoeb Dilve, Maclean, WI53719. MiTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. 4 TOP CHORDS 2. Cut members to bear tightly against eachcaQ other. Q o WEBSM7C6 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o - h> a y' c joint and embed full Avoid knots and wane plates from outside edge of O 0: = at joint locations, truss and vertical web. d a o 4. Unless otherwise noted, locate chords lices at A length(+ 6" from pC8paneladjacentjoint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mliek/Gang-Nall Joint/Plato Placement Chart. FARTHEST TO THE LEFT. is the responsibilitypty of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. pacified. to slats, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chards require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 8720b, 86217, 9190 12, Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown, Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. I993 Mitek Holdings, Inc. CLIP fORM018,019 A O-kA t ® HYORaA'R 0 s. 6. Job ruse Truss Type ty y HORTON 13143956 DR2879C ' C7 ROOF TRUSS 1 1 to tional) r e Industries, Inc. 4 201s un r e n ustnes, Inc. Fri Apr age 1.0.0 , 3-9-4 7-0-0 11-11-0 16-10-0 r— 1-0-0 3-9-4 3-2-12 4-11-0 4-11-0 Scat 1:30.8 5x10 = 3x6 II 4x6 4 10 11 5 6 6'00 FTY 2x4 cl 3 2 1 9 12 13 8 14 7 3x6 = 3x4 = 7x8 = 400 II 7.0-0 11-11-0 16-10-0 7.0-0 4-11-0 4-11-0 Plate Offsets - LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Ven(LL) 0.12 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.63 Ven(TL) -0.11 2-9 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) -0.04 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-8-14 oc purlins, except end verticals. 4-6 2 X' 6 SYP No.2ND BOT CHORD Rigtd ceiling directly applied or 4-8-5 oc bracing. BOT CHORD 2 X 6 SYP No.2ND WEBS 1 Row at midpt 6-8 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 =1947/0-3-8, 2 = 1651/0-8-0 Max Horz 2-2901load case 4) Max Uplift7=-1502(load case 4), 2=-1409(1oad case 4) FORCES ( lb) - First Load Case Only TOPCHORD1-2=40, 2-3=-2888, 3-4=-2717, 4-10=-2255, 10-11=-2256, 5-11=-2258, 5-6=-2255, 6-7=-1701 BOT CHORD 2-9=2486, 9.12=2442, 12.13=2442, 8-13=2442, 8-14=91, 7-14=91 WEBS 3-9 = -76, 4-9 = 568, 4-8 = -228, 5-8 = -603, 6-8 = 2655 NOTES ( 7) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 if end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 Iby others) of truss to bearing plate capable of withstanding 1502 lb uplift at joint 7 and 1409 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1996 criteria. ^ 6) Special hanger(s) or connections) required to support concentrated load(s) 290.1lb down and 574.41b up at 7-0-0, and r % f7 168. 21b down and 343.51b up at 9.1-1, and 168.21b down and 343.51b up at 11-1-1 on top chord, and 454.21b down and 381. 61b up at 7-0-0, 47.71b down at 9-1.1, 47.71b down 11-1-1, 781.21b down 317.31b 13-3.3 IkFI +;%."' andatandandupaton ..•' bottom chord. Design for unspecified connection(s) is delegated to the building designer. icy 7) Truss Engineer: Junaidie Budiman, PE1/45161. Address: 16472 Segovia CIT. N., Pembroke Pines, FL 33331. 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No. 45161 LOAD CASEIS) Standards 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 STATE OF Uniform Loads (pit) Vert: 1- 4=-74.0, 4-6=-74.0, 2.7=-20.0 A Concentrated Loads ( lb) yyL' O R 10 Van: 4=- 290.1 9=-454.2 10--168.2 11 =-168.2 12=47.7 13=-47.7 14=-781.2 pvso,'O 4Mwo l•_` April 26, 2002 QwAmNG - verW design parworsetmv and RrAD Norse ox 7mm AND nsmax sms dIzmm use. Design valid tot use only with MHek connectors. This design it based only upon parameters shown, and It for an IndtMual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component it responsibility of building designer - not huts deslgnet. Bracing shown it lot lateral support of I ndtMuci web members only. Additional lempoiary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the, overall shucture Is the tesponslalltty of the building designer. For general guidance regarding fabrication, quality conhol, storage, delNen/, erection and bracing, consult OST-88 Quality Standard. DSB-69 Bracing specification, and HIS•91 Handling lnttatilng and Brocing Recommerndation available horn Touts Plots Institute. $93 D'Onohlo Move. Madison, WI $3719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. ye, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachac3 other. o WEBS J5 cc3. Place plates on each face of truss at each For 4 x 2 orientation, locate a:joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of v o a _ at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices at 1/4 length(' 6" fromC, c6 panel adjacent joint,) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mitek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional MTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. O 1993 Mitek Holdings, Inc. CLIP FORM 18,o19 C°"1K°'"''""-® HMRO,AIR0 Job russ Truss Type ty y HORTON 13143957 DR2879C' C9 ROOF TRUSS 1 1 to tionah Me Industries, Inc. Inc. Fri Apr age 1-0-0 4-9-4 9.0-0 16-10.0 1-0-0 4-9-4 4.2-12 7-10.0 Scab = 1:30.7 4x8 = 2x4 II 4 5 6'00fy 2x4. 3 d 2 1 7 6 3x4 = 5x6 = 5x6 = 9-0-0 16-10-0 9-0-0 7.10-0 Plate Offsets --17:0-3-0,0-3-OF LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 VertILL) 0.04 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.16 2-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl — 360 Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigrd ceiling directly applied or 7-1-3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6 = 769/0-3-8, 2 = 872/0-8-0 Max Horz 2-36811oad case 4) Max Uplift6 = -474(load case 4), 2=-477(load case 4) FORCES (Ib) - First Load Case Only TOPCHORD 1-2=17, 2-3=-1087, 3-4=-762, 4-5=0, 5-6=-284 BOT CHORD 2-7 = 953, 6-7 = 691 WEBS 3-7=-306, 4-7=304, 4-6=-803 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 474 lb uplift at joint 6 and 477 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331, 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. •kf— 13 LOAD CASEIS) Standard s' .+•'•%s`'. p No. 45161 ORI April 26,2002 WARMNO - VerW design pararmetere andROAD NOTES ON TIUS AND RI VERS6 arD19 BAMM U86. ® Design volld for use only with MBek connectors. This design Is based only upon parameters shown, and It for an Indlvkluol building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Addlional temporary bracing to Insure stability during construction Is the responsibility of the erector. Addalanol permonent bilscing of the overall structure Is the responsibility of the building designer. For general guidance regarding fobrkcatlon, quality cwntioL, storage, delivery, wrectlan and bfocng, consuft CST -II Quality Standard, DSI•89 Bracing Specification. and HIB•91 Handling installing and Inwirrp Iecommernddlon available from Truss Plate Institute, 543 D'Onohb Drive, Madison, WI63719. MiTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11,11 t 3/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1, Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, property 1. securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachaa other. O WEBS . J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate a ,n Q joint and embed fully. Avoid knots and wane from outside edge oflattruss c o_ a at joint locations. a dtrussand vertical web. a o 4. Unless otherwise noted, locate chordsplices at r14 length(' 6" from ceC, u panel adjacent joint,) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and Mitek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8, Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to second CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. a14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL erection and installation of trusses. 1" 3 Mitek Hollings, Inc. CLIPFORM016, 019 N+- ® Of Vvao.A1J70 r Job ruse Truss Type ty y RTON 13143958 DR2879C D ROOF TRUSS 1 1 optional) 1 e industries, Inc. 4.201 bK1 s Jun 2ts Z001 MiTekIndustries, Inc. Fri Apr age 1-0-0 4-2-0 8-4-0 — - _ -- 9-4-0 r 1-0-0 4-2-0 4-2-0 1-0-0 Scale = 1:17.3 4x6 = 3 6.00 rff 4 2 d ci Li 5 1 6 2x4 II 2x4 = 2x4 = 4-2-0 8-4.0 4-2-0 4-2-0 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) -0.00 6 >999 MI120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.01 6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 360 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 = 464/1.4-0, 4 = 464/1-4-0 Max Harz 2=-78(load case 5) Max Uplift2 = -266(load case 4), 4=-2660oad case 5) FORCES fib) - First Load Case Only TOP CHORD 1.2 =17, 2-3 = -372, 3-4 = -372, 4-5 =17 BOT CHORD 2-6 = 326, 4-6 = 326 WEBS 3-6=77 NOTES (5) 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 18 ft above ground level, using 5.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 266 lb uplift at joint 2 and 266 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED, LOAD CASEIS) Standard l, i1 prL34/ Ff q;J. No. 45161 L' sS STATE OF ORI. L April 26,2002 A wmmdyo - ver{ jjf design pammecers and nxm Nardss odv Tma mD immu a awls diE! im vas. r..e.. e Deslon vald for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an MWIdual buldhg component to be Installed and boded vettlaeft. Applicablilly at design parameters and proper Incorporation of component Is responsbllRy of buldhg designer - not huts designer. Bracing shown Is for lateral Support of Individual web members only. Addtlional temporary bracing to Insure stabl0y during construction Is the iesponslblllty of the erector. Additional permanent bitscing of the overall etwctute Is the responsibility of the building desgnei. For general guidance regarding fabrication, qually control, storage, delivery, erection and bracing, comull CST-86 Quality Standard. OSI.69 Irocing Sp"Ificatlon, and HII.91 M iTek® Hancillnp iataehq and tracing Recommendation avolable Dustuss Plate hfib tlRute, b83 D'OnoDifve, Madison, W 163719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t 3/44 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, Dimensions are in inches. Apply l , Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2Q other. O WEBS ' J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate joint and embed fully. Avoid knots and wane plates id from outside edge of c O d y at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chordsplices at / 4 length({ 6" from ceC, c6 panel adjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. a14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018, 019 MYDRQ,iUA®- Job russ russ ype ty y HORTON 13143959 DR2879C D1 ROOF TRUSS 2 1 optional) t e Industries, Inc. 4.201 SRI s Jun 28 2001 N liTekn ustrias, Inc. Fri Apr age 1-0-0 4-2-0 7-0-0 1-0-0 4-2-0 2-10-0 4x6 = Scale = 1:15.2 3 6.00 FTY 4 6 2 L2T Li i 2x4 = 5x6 6 2x4 II 402 II 4-2-0 7-0-0 7-3.1$ 4-2-0 2-10-0 0-3-13 Plate Offsets - ..15:0-6-11,0-2-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) -0.00 6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.03 1-2 >415 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TU 0.00 5 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/deft = 360 Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 8 SYP SS 1-2-13 REACTIONS (lb/size) 5=319/0-3-8. 2=416/0-1-8 Max Horz 2 - 9011oad case 4) Max Uplift 5 - -1430oad case 51, 2=-244(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2 = 34, 2-3 = -368, 3-4 =-337, 4-5 — -380 BOT CHORD 2-6 = 260, 5-6 = 260 WEBS 3-6=84 NOTES (6) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 at joint(s) 2. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 5 and 244 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#i45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. yy+ l.....,,'"l7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 4`, LOADCASE(S) Standard No. 45161 E STATE OF April 26,2002 A1VVmmm - Verm design pmmawtrn and Rom NOr68 ON TRIG AND Hidvmm SIDE BZPORB UBd. "Ovein e Design vatd tot use only with 10111ek conneotois. This design R bawd only upon poiamsten shown, and Is tot an Indh4duol building component to be instated and loaded vertksaty. Applicability of design parameters and proper Inoporatlon of component Is rel" sponslyof building destgnei - not irua designer. Bracing shown It for lateral support of Individual web members only. Additional temporary bracing to Insure slabNty dwing construction h the responsibility of the ereclwpermanent Additional pmanntbilicingof the oveiat structure Is the iesponsbOlty of the building designer, r-or generalguidance regoiding fobricollon, quality conhot sloiage, detveiy, 4rectlon and bracing, consull OST•114 Quality Standard. OSS•89 Bracing Specification, and Nit-91 Tek® Handling Installingand $racing Recommendation availabletiom Dust Plate lnsttute, 883 D'Onohlo Drive, Madison, WI53719. Symbols Numbering System AGeneral Safety dotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. fie- J2 J3 Ja owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against each other. 0 WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate r h, ,a 3 joint and embed fully. Avoid knots and wane plates/a" from outside edge of O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords InespatI /a length(' 6" fromcpanel adjacent joint,) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates, fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17,08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, a 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL CLIP erection and installation of trusses. 1993 Mitek Holdings, Inc. FORMOIa,olo HMRO-AIR® Job ruse Truss Type ty y HORTON 13143960 DR2879C' D2 ROOF TRUSS 2 1 tMnioI ACCU-SPAN-TH, LONGWOOD, FL, MITe industries,Inc. s un 1 e n ustnes, Inc. Fri Apr age 4.2-1 7-0-1 4-2-1 2-10-0 4x6 = Scale 1:24.8 2 6.00 rT2- 3x4 3 il 6 5 4 2x4 II 3x8 = 3x6 II 4-2-1 7-0.1 7;3-12 4-2-1 2-10-0 0-3-11 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.23 Vert(LL) 0.00 5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.05 VertITL) -0.01 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/deft = 360 Weight: 47 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.21) TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. SOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6 = 316/Mechanical, 4 = 316/0-3-8 Max Horz 6 = 81(load case 4) Max Uplift6=-128(1oed case 4), 4--158(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-138, 2.3=-138, 1-6=-275, 3.4--289 BOT CHORD 5-6=-0, 4-5=0 WEBS 2-5=-125, 1-5=139, 3-5=177 NOTES (6) 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 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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) Refer to girderls) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 6 and 158 lb uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 61 Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASEIS) Standard x+., 4. U qo. t ' NO.45161 a; * :OC j • 51'AiE OF • OR viaL April 26,2002 wAJU4MO - Vey design pismi setere and READ Hams ONTars MAD RZVZRSN SMS EdEiORE USE. army Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded verfl6aNy. ApplicabNBy of design paiarnetets and proper hcorpotatlon of component is responsibility of building designer - not hues deslgnet. Bracing shown le for lateral support of Individual web members only. Additional temporary bracing to kuule slabilry during construction is the responsibility of the eiectot. Additional petinanent brlrchg of the overoN structure is tl» responsbIty of the building designer. For general guidance regarding fobrloatbn, quality control, storage, deNvety, etectlon and btochg, consull QST-W Quality Standard, DSI-89 Bracing SpeaMcation, and HIB-91 iTek Handling Installing and Bracing Reoommendatlon available from Truss Plate Drive, Institute, 683 D'Onohlo Madison, Wl63719, M Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to FOIIOW Could Cause Property Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each14uc3 other. o WEBS J5 cc 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , ; ; a joint and embed fully. Avoid knots and wane plates 1/a" from outside edge of o a at joint locations. truss and vertical web. a o 4, Unless otherwise noted, locate chordsplices at 114 length(+ 6" from capaneladjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates, fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MiTek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT, practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MTek® engineer. 15. Care should be exercised in handling, IIIIIIITM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018, 019 0 2 ® HMRO-AIR 0 Job I ruse Truss Type ty y HORTON 13143964 DR2879C J ROOF TRUSS 13 1 to tionaq Industries, Inc. s un i e n ustnas, Inc. Fri Apr age 1, -1 T 7-0-0 1-0-0 7-0-0 3 Scale = 1:19.3 F6.00 PT 2 4 2x4 = 7-0-0 r 7.0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.17 Vert(TL) 0.25 1-2 >59 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=242/Mechanical, 2=418/0-4-0, 4=68/Mechanical Max Horz 2=265(load case 5) Max Uplift3=-275(load case 5), 2=-145(load case 4) FORCES (Ib) - First Load Case Only TOPCHORD 1-2=34,2-3=88 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 3 and 145 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard ke a G fi •. or NO. 4-5161 r hoc 1 tTATE OF M April 26,2002 WARMO - ve W deatps4 pumstarrere and MW MWXS ON IMS AND RJ VZRSX SWE REPO= t=. *® Design valid lot use only with Mltsk connectors. This design Is based only upon parameters shown, and it for an Individual bulding component to be Installed and boded vertically. Appiloobllty of design parameters and proper Incorporation of component it responslbafy of building designer - not trust designs,. Siccing shown it la lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the rssponslbiMy of the slecloi. Additional permanent b0ocIng of the overall shucture It the rseponsibWty, of the building dssignsr. For general guidance regarding fabrication, quality conhot storage, dellvery, NOctbn and bracing, consult GET-84 Quality Standard, 081.89 Itrackq Specification, and NII.91 Te'k® Handling installing and IrackV Recommendation available loom Touts Plate Institute. 583 D'Onohb Drlve, Madison, W 163719. M Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate on joint unless Damage or Personal injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. 4 TOP CHORDS 2. Cut members to bear tightly against eachC2C3 other. o WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , 3 ; Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of v o a _ at joint locations, truss and vertical web. a o 4. Unless otherwise noted, locate chord splices at I/4 length(+ 6" fromceC, panel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in JI J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MfTek/Gang-Naff Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4e unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. i a 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer, 15. Care should be exercised in handling, PANEL , M erection and installation of trusses, 1993 Mffek Holdings, Inc. CLIP FORM018.019 OAN G-NAIL ® HMRO,AXR ® Job I russ Truss Type ty y HORTON 13143965 DR2879C' J3 ROOF TRUSS 1 1 to tional r e Industries,Inc. s un r e n ustnes,Inc. n Apr age 1-0-0 3-4-8 1-0-0 3-4-8 3 Scale = 1:10.7 6.00 rfF 2 1 4 2x4 = 3-4-8 , 3-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0,15 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.02 1-2 >642 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-4-8 oc puffins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 100/Mechanical, 2 = 258/0-4-0, 4 = 31 /Mechanical Max Horz 2=135(load case 5) Max Uplift3=-128(load case 5), 2=-126(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=34, 2-3=36 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure 8 ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 126 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PEtr45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard p1 BU4 kFIC4 • r NO.4-5161 ='k 7 1k O s rATE OF 16, Rio Le April 26,2002 AWAM NO - verb eieel" and RMD Maras ON Tuts AND 1Ra1+ZP= SM aa1P = use. t® Parouneters Design valid for use only with MRek connectors. This design la based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design potometea and proper Incorpoeatlon of component is tesponsiblYty of building designer - not truss designer. Bracing shown It fa lateral support of Individual web member only. Additional tempaary btaeing to Insure stability during construction is the tesponsiblilly of the erects. Additional permanent brbcmg of the overall structure is the tesponelotRy of the building designee. For general guidance regarding fabrloatlon, quality conteol, stotage, delivery, erection and bracing, consull OST-66 Quality standard, OSS-69 Bracing SpecRbatlon, and HIB-91 Handling Iratallinp and Brocing trussRecommendationavailablehorn Plate Institute, 543 D'Onotelo Drive, Madison, We 63719. Welk Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachc2Q other. O WEBS J6 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of v o a _ at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices at'/4 length(' 6" frompanel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots, in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13, Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Da not cut or alter truss member or plate without prior approval of a professional M Tek® engineer, 15. Care should be exercised in handling, PANEL TM CUP erection and installation of trusses. 1493 Mitek Holdings, Inc fORM018,079 1. A0,WR@ i , Job russ Truss Type ty y HORTON 13143966 DR2879C JG1 ROOF TRUSS 1 1 o tional) i , e Industries,Inc. s un r e n —,!as, Inc. Fri Apr age 3-4-8 _- 7-0-0 r , 3-4-8 3-7-8 Scales 1:12.6 600 - 6 32x4 II 2 6.00 FTF 1 3x6 = 7 5 8 9 10 4 300 II 4x6 = 3-4-8 7-0-0 3-4-8 3-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.04 4-5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.06 4-5 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 4 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-11-1 oc purlins, except end verticals. 2-3 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. BOT CHORD 2 X 6 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1 = 1507/0-4-0, 4 = 1965/Mechanical Max Horz 1 = 1 14(Ioad case 4) Max Uplift 1 =-841(load case 4), 4=-1062(load case 4) Max Grav 1 =1538(load case 6), 4=1994(load case 6) FORCES 0b) - First Load Case Only TOPCHORD 1-2=-2486, 2-6=1, 3-6=-1, 3-4=-141 BOT CHORD 1-7 = 2184, 5-7 = 2184, 5-8 = 2349, 8-9 = 2349, 9-10 = 2349, 4-10 = 2349 WEBS 2-5=1830, 2-4=-2588 NOTES (8) 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 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 1 and 1062 lb uplift at joint 4. 6) This truss has been designed with ANSI/TP1 1.1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 158.71b down and 514.41b up at 3-4.8, and Qi 13 25.81b down and 134.9lb up at 5-1-1 on top chord, and 890.71b down and 298.91b up at 2-0-12, 29.41b down at 3-4-8, ...... "'•• f 893.61b down and 302.31b up at 4-0-12, and 11.51b down at 5-1.1, and 893.61b-down and 302.31b up at 6-0-12 on ' ;'4Q'.4 5'+.„ bottom chord. Design for unspecified connection(s) is delegated to the building designer. 81 Truss Engineer: Junaidie Budiman, PE#145161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. P10 4161 _ LOAD CASE(S) Standard 1 Regular: Lumber Increase =1.33, Plate Increase =1.33 STATE: O Uniform Loads (plf) • Vert: 1-2 = -74.0, 2-3 = -74.0, 1-4 =-20.0yqwConcentratedLoads (Ib) Vert: 2=-98.7 5=-29.4 6=-25.8 7=-890.7 8=-893.6 9=-11.5 10=-893.6 April 26,2002 A w.+lti mil;; - vsrm dsstyn pamares las and R sm rrorss ox rats AND mvmw arcs sarotta use. •••• Design voNd for use only with Musk aonrrootors. This design is based onty upon parameters shown, and is for an Individual bustling component to be Installed and boded vertloally. AppScabWy of design paiamsisn and proper Incorporation W component is iosponNbaty, of building de,slgnet - not trust designer. Bracing shown is for Ialerai support of Individual web members only. Additional temporary brooing to Insure stabRty, during construction is the, rssponsiblilty of the, erector. Additional permanent brbcIng of the overall structure is the rssponslbWty of the, building designst. For general guidance, regarding fabrication, quality control, storage, delivery, «action and bracing, conaull DST -as Quality Standard, OSI.89 Imaing Speatlbalian, and HIS-91 MHandilnainstallingMandSmaingRecomma"atlon available from Truss ats Insiltuts, $63 D'Onfrtoo Drlve, Madison. W153719. iT@k Symbols PLATE LOCATION AND ORIENTATION 13A * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat, 0 rr O For 4 x 2 orientation, locate X plates I/8" from outside edge of otrussandverticalweb. H This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS Jt J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gong-Nail Joint/Plate Placement Chart. FA RTH EST TO TH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 x 4 perpendicular to slots. second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING nA Indicates location of joints at which bearings (supports) occur. MiTek® PANEL TM CLIP FORM018.019 HMRO-AFR0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at 1/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job I russ Truss Type ty y HORTON 13143967 DR2879C' JG2 MONO TRUSS 1 1 to tional) MiTR Industries, Inc. 4201 SR1 s Jim B e n ustnas, Inc. Fri Apr age 3-11-4 7-0-0 3-11-4 3-0-12 2x4 II Scale ® 1:20.9 2 6.00 jTT 1 4 3 3x4 = 2x4 II 3-11-4 7-0-0 3-11-4 3-0-12 LOADING (psi) SPACING 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) -0.06 1-3 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.54 Vert(TL) -0.11 1-3 >689 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 We BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 7-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1 = 403/0-8-0, 3 = 801 /0-1-8 Max Horz 1 =245(load case 4) Max Uplift --13911oad case 4, 3=-399(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=89, 2.3=-241 BOT CHORD 1-4=0, 3-4=0 NOTES (6) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psi top chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 mechanical connection (by others) of truss to bearing plate at joint(s) 3. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 399 lb uplift at joint 3. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 295.51b down and 98.81b up at 4.8-12, and 295.51b down and 98.81b up at 6-10-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) Truss Engineer: Junaidde Budiman, PE#r45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 8tiwf9 LOAD CASE(S) Standard ` •• ft11 r+L,¢`••,"7d_ r•'y -F 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 .•'U' Uniform Loads (plf) •` Vert: 1-3=-20.0, 1-2=-74.0 * Concentrated Loads (db) No. 45161 bVert: 3 = -295.5 4 = 295.5 LiTA Cf i 00 April 26,2002 AwARmNG - ver'M dowgirs parameren and RawD Norss ox Tms Am Baer w sp0a Barom Erm a••*•e Design valid tot use only with Wait connectors. This design Is bored only upon parameters shown, and Is tot an Individual buNdhg component to be installed and loaded vertically. AppSCablilly of design parameters and proper hcapotatbn of component Is tespon"y of building designer - not truss deslgnet. Bracing shown It for lotetal support of Individual web members only. Additional temporary biocing to Insure stability duti ng construction Is the responsibility of the etectot. Additional permanent bracing of the overall structure Is the tesponsblilty of the building designer. For general guidance regatding fabrication, quality conhot storage, delivery, erection and bracing, consult OST-61 Qualify Standard, OSI-89 Bracing SpeoMcalbn, and HIS-91 iTek® Handling In"NWM and Bracing Recommendation available from Truss Plate Institute, 683 D'Onoblo Drive, Madison, WI 53719. M Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. Ye J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each14caQother. o WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate K, ; ¢ joint and embed fully. Avoid knots and wane plates from outside edge of o d y at joint locations. truss and vertical web. d a o 4, Unless otherwise noted, locate chords InesP at /4 length(+ 6" fromceC, C6 panel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWESTJOINT 7. Camber is a non-structural consideration and Welk/Gang-Nall! Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE Sim 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTeke engineer. 15. Care should be exercised in handling, m erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. CLIP FORM018,019 Ci 1r'-/NAIL (i HMRO-AIR Job I ruse Truss Type ty y HORTON 13143968 DR2879C K ROOF TRUSS 9 1 to tional) I i e Industries,Inc. s un r e n _Hfs, Inc. Fri Apt age 1-0-0 5-0.0 r 1-0-0 5-0-0 3 Scale = 1:14.8 6.00 rf'F 2 1 4 2x4 = 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0,35 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(Tl) 0.09 1-2 > 174 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) ,; 3 =165/Mechanical, 2 = 327/0-4-0, 4 = 48/Mechanical Max Horz 2 =193(1oad case 5) Max Uplift3=-19411oad case 51, 2=-132(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=60 SOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s) for truss to truss connections. 3) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 3 and 132 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#r45161, Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard p1 13 t ,kNo. 4.5161 April 26,2002 WARNINO - VerW design pwuwwrtwv and READ NOTES ON THIS AND RICVNi= SX BZ"RZ EM. Design valid for use only with Mflek connectors. This design is based only upon parameters shown, and It for an Individual bu#tlktg component to be Instated and loaded vertically. AppNcablNty of design parameters and proper krcaporatlon of component Is responsibility of building designer • not truss designer. Bracing shown is fat lateral support of Individual web members only. Additional temporary bracing to Insure stobllty, during construction k the responsibility of the eteclor.. Additional permanent bilfic reg of the overall structure is the retpcnsBsllity, of the building designer. Foe general guidance regarding fabricatkm, quality confroL stoic**, delivery, •eectlon and bracing, consult OST•88 Quality Standard, 031.80 Bracing SpecMoatton, and NIB-91 MHandlingInstallingandBracingBecommendalloreavaildablefromTrussPlateInstitute, 883 D'Onofrlo Delve. Makon, W163710. iTek® Symbols Lumbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t 3/I * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat s J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2c other, O WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i , Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of c o a r Z at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chord splices o at /4 panel length(' 6" from adjacent joint.) ce C, C6 BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM Z/6 0 erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP Job I russ Truss Type ty y HORTON 13143969 DR2879C ' K1 ROOF TRUSS 1 1 to tional) r e n ustrles, nc. s un I e n ustrles, Inc. Fri Apr age 5-0-0 5.0-0 2 Scaler 1:14.8 6.00 rTTF 1 3 2x4 = 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1,33 BC 0.09 Vert(TL) -0.03 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 16lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=224/0-4-0, 2 = 177/Mechanical, 3 = 48/Mechanical Max Harz 1 - 181 (load case 5) Max Uplift --7711oad case 5, 2=-1960oad case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=66 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1 and 196 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 51 Truss Engineer: Junaidie Budiman, PE#t45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASEISI Standard F p No. 45161 . is STATE OF L April 26,2002 OWARNING - VerW designs pamarseters; wW READ NOTES ONTBIS AND 1t6VLrRSB SIDE BEFORE DUS6. ssrrs ® Design valid for use only with MRek conneaias. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded Vert"Ily. Applicability of design parameters and proper Incorporation of component It responsibility of building designef - not truss designer. Bracing shown Is to; lotwal support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responskblitly of the erector. Additional permanent brbcing of the overall structure It the tespon"y of the building designer. For general guidance fegardtng fabrication, quality control, storage, delivery, erection and bracing, consull OST•aa Quality Standard, 03$-89 traeing Specification, and NIB-91 M iTek® Nandling Installlna and $rating Recommendation available from Truss Plate Institute, $93 D'Onoblo or", Madison, WI 53719, Symbols PLATE LOCATION AND ORIENTATION 13/4 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate v plates I/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS Jt JS J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MRek/Gang-NallJoilnt/Plate Placement Chart. FARTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. 1 FORM018,019 M Teke 0 Z&L"o M WRO,AIR® AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices o at 1 /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job I russ Truss Type ty y HORTON 13143970 DR2879C L ROOF TRUSS 11 1 io tional i e n ustries, nc. s un t o n ustnes,Inc. n Apr age 1-0.0 3-0-0 1-0-0 3-0-0 3 Scale a 1:9.9 6.00 rfF 2 1 4 2x4 = 3-0-0 , 3-0-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loci I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 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 SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. SOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 3 = 82/Mechanical, 2 = 242/0-4-0, 4 = 28/Mechanical Max Horz 2=121(load case 5) Max Uplift3=-111(load case 5), 2=-125(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=30 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 3 and 125 Ib uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASEIS) Standard p otNo. 45161 MATE OFRio Ma..• NAL April 26,2002 WARMING - VerW design parmneters and RaAD Norss ON rM AM JIZVrAW SWZ eitMJM osa. *.owns® Design valid for use only with MRek connector*. This design is based only upon parameters drown, and is for an Individual buNtling component 10 be Installed and loaded vorflcctlor y. AppNaobWy of design parameters and proper incofpatlon of component is respom1bNy of buldklg designer - not truss deslgnet. Bracing shown is tot lateral support of Individual web members only. Additional temporary bracing to Inswe stability during construction is the responsibility of the erector, AddRional permanent 0scing of the ovetaN structure Is the respons Nlly, at Me building designer. For general guidance tegarding fabrication, quality control storage, delivery, erection and bracing, consull GST-a! Quality Standard, 091.69 Bracing Specification, and HIS-91 iTek0 HandlingInstallingandBracingRecommendationavailablefromTrussPlatetnslBute, 683 D'Onofrb DrMe. Madison, WI 53719. M Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties„ TOP CHORDS 2, Cut members to bear tightly against eachc c other. WEBS J5 Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate 3 ; ¢ joint and embed fully. Avoid knots and wane plates I/e"from outside edge of v o a at joint locations, truss and vertical web. a o 4. Unless otherwise noted, locate chordsplices at I14 length('- 6" from FLceC6paneladjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE Preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade gspecified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral tracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. MA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. O 15. Care should be exercised in handling, TM PANEL CLIP erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018, 019 deiMG-iVA ® MMRQ,4IR 0 r. , Job truss Truss Type ty y HORTON 13143971 DR2879C' L1 ROOF TRUSS 1 1 o tionalll 1 e Industries,Inc. s u-n r e n tries, Inc. Fri Apr age 3-0-0 3-0-0 2 Scale 1:9.9 6.00 (ice 1 3 2x4 = r 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.00 1-3 >999 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 10lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1-130/0-4-0, 2 =103/Mechanical, 3 = 28/Mechanical Max Horz 1 =109(Ioad case 5) Max Uplift =-430oad case 5), 2=-116(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 39 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s)for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 116 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard No. 45161 April 26,2002 AwAR=w - verm design pan wwor r cad READ NOTES ONTH18 AND mvxm 6 SIDE BEFORE use. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is tot an IndWkluol building component To be Installed and loaded wrllcally. ARPScabNlty of design parameters and proper Incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during consfiuctlon is the responsibility of the erector. Additional permanent brbrcing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrteation, quality control storage, delivery, erection and bracing, consu8 OST-88 OuatRy Standard, DSI.89 %racing SpeaMicatbn, and HIS•91 Handllna Insta111np and Bracing Recommendation available from Truss Plats Institute, 583 D'Onohlo Drive, Madison, Wl53719. MiTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/14 * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachC7 other, O . J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o LO) - , ; ZC7 joint and embed fully. Avoid knots and wane plates/s" from outside edge of c o a at joint locations. truss and vertical web. asplices o 4. Unless otherwise noted, locate chord at /4 length(+ 6" fromcepanel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. IM Mitek Holdings, Inc. CLIP Job I russ Truss Type ty y HORTON 13143972 DR2879C' M ROOF TRUSS 11 1 to tional) t o Industries, Inc. 4 Inis un t e n ust_es, Inc. Fro Apr age 1-0-0 1-0-0 1-0-0 1-0-0 3 Scale a 1:6.7 6.00 FTi 2 4 1 2x4 = 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.08 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.01 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min Ildefl = 360 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.213 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 =-1 1 /Mechanical, 2 = 173/0-4-0, 4 =10/Mechanical Max Horz 2=640oad case 4) Max Uplift3=-2911oad case 51, 2=-134(load case 4) Max Grav 3 = 28(load case 4), 2=173(load case 1), 4=10(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2 = 33, 2-3 = -40 BOT CHORD 2-4=0 NOTES (5) 11 This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 21 Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 3 and 134 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#r45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 13 z p1F- P10.45161 STAT t3F s t NAL April 26,2002 A WAJLVN0 - VarW deeiyn paramatery and READ NOTES ON THIS AND REVERSE SIDE BEFORE EM. ssnviona,41) Design void lor use only with MITek connectors. This design is based only upon parameters shown, and is la an Individual building component to be Installed and loaded vortloolty. Applicability of design parometers and proper Incorporation of component is iespon"y of building. designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the iesponslbiltly of the erectot. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhoL ttotage, dell"ty, erection and placing, consult OST•tt Quality Standard, DSI.89 tracing SpeclgcaHom and Hill-91 '® Handling Installlna and tracing Rm ecomendallanavailable from Truss Plate Institute, US D'Onoalo Drive, Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION t 3% * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. n Q O For 4 x 2 orientation, locate v plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS it J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots, Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane i at joint locations. a 4. Unless otherwise noted, locate chord splices o at 114 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek" 0 PANEL TM CLlP FORM016.019 CiAM-NAIL OfMRO-A11ROD 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. I fuss TFuss Type ty y HORTONIob 13143973 DR2879C' M1 ROOF TRUSS 1 1 to tional e Industries, Inc. 4 101 Inc. Fri Apr age 1-0-0 1-0-0 6.00 FIT 2 Scale = 1:5.7 A 3 2Xa — 1.0-0r 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.01 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) -0.00 1 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HorzITL) -0.00 2 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min i/defl = 360 Weight: 3 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1.0-0 oc purlins. BOT CHORD 2 X 4 5YP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) - 1 - 45/0-4-0, 2 = 35/Mechanical, 3 = 10/Mechanical Max Harz1-38(load case 5) Max Uplift)--14(1oad case 5), 2=-40(load case 5) FORCES ( Ib) - First Load Case Only TOP CHORD 1-2 =14 BOT CHORD 1-3=0 NOTES ( 5) 11 This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category It, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 40 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard l' No. 45161 ,k o ' Or s p j STATE OF dR NAL April 26,2002 AwARN No - verm design parameters and RISAD Horns oNTms AND immitim aws BErow iron rr•arr® Design valid tot use only with Mtiek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. AppSaabMy of design parameters and proper Irmotpotation of component is tesponsRNlSy of building designer - not truss deslgnet. Btacing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the tesponslblNty of the..etectat. Addltlonral permanent bdscing of the ovetoN structure is the responsiblNty of the building designer. For general guidance regarding fabrication, quality coneol, storage, delivery, erection and bracing, consult OST•aS Quality Standard, DSI.69 Bracing Specification. and HIS•91 w w I ek® HandlingInstallingandtracingReoommethdallaPlnavailablefromTrussateInstitute, 693 D'Onofrb DtN*, Madison, WI63719. 'v' + Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure t0 FOIIOW Could Cause Property 13/, * Center plate on joint unless Damage Or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. Ya J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachczc other. O WEBSbC6 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o 3 ,, Q joint and embed fully. Avoid knots and wane plates from outside edge of c o d at joint locations. dtrussand vertical web. a 4, Unless otherwise noted, locate chordsplices 1at /4 length(+ 6" from C,o panel adjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating formal refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TORIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or puriins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 862 i 7, 9190 12. Anchorage and/or load transferring WiSC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown, Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, Nil 14. Do not cut or alter truss member or plate without prior approval of a professional MiTeke engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. OO 1993 Mitek Holdings, Inc. CLIPFORM01 B4O19 OA111O_r4A1L ® ob russ Truss Type ty y HORTON 13143974 DR2879C' S ROOF TRUSS 5 11 optional) ACCU-SPAN-TA,, Industries, Inc. 4.2151 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age 1-5-0 5-2-5 9-10-13 r 1-5-0 5-2-5 4-8-7 4 Sc 1:19.4 4.24 rfT 3x4 3 2 l 7 6 5 2x4 II 3x4 = 2x4 = 5.2-5 9-10.13 5-2.5 4-8-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) 0.05 6-7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.08 6-7 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS fib/size) 4 - 315/Mechanical, 2 = 523/0-5-11, 5 = 431 /Mechanical Max Horz 2=336(load case 2) Max Uplift4=-329(load case 5), 2=-248(load case 21, 5=-179(load case 3) FORCES (lb) - First Load Case OnlyTOPCHORD1-2 = 35, 2-3 = -946, 3-4 = 77 BOT CHORD 2-7 = 868, 6-7 = 868, 5-6 = 0 WEBS 3-7=165, 3-6=-946 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 329 lb uplift at joint 4, 248 lb uplift at joint 2 and 179 lb uplift at joint 5. 4 This truss has been designed with ANSI/TPI 1.1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 61 THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2 = -74.0 y'•' Trapezoidal Loads (plf) LVert: 2=-4.4-to-4=-183.1, 2=0.0-10-5=-49.5 P10. 45161 Y0- 0 STATEOF Me April 26,2002 QweHmxG - VorW d.et#n parameters a" R AD NOrR8 ONTKIS AM rtaVZRSB SWE earotta VSZ. *® Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is lot an Individual building component to be installed and boded vertically. Applicability of design parameters and proper Incorpaatlon of component It tesponsibNlty, of building designer - not truss designer. Biocing shown Is for latetal support of Individual web members only. AddSional temporaty bracing to hsure stability during eonsttucticn Is the responsibility of the elects. AddBlonat permanent bracing of the overol structure Is the responsibilly of the building designet. Fot general guidance regatdhg lobrlcatlon, quality oonhol, storage, delivery, etectlon and bracing, consult OST-SS Quality Standard, DSS•89 (racing Specification, and HIS-91 M Tek® Handling Instaltina and Srochp Recommendation available from Truss Plate Institute, W D'Onohlo Drive, Madigan, WI63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'>. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachuca other. a J5 WEBSa:3. Place plates on each face of truss at each For 4 x 2 orientation, locate 3 , ; Q joint and embed fully. Avoid knots and wane plates I /8" from outside edge of c o a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices at /4 length(+ 6" fromuC, c6 panel adjacent joint,) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TC6 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown, Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional 1 /1MiTek® engineer. 15. Care should be exercised in handling, TPA PANEL erection and installation of trusses. - 0 1993 Mitek Holdings, Inc. CLIP FORM018,019 L ® H=R0,A/R0 Job russ Truss Type ty y HORTON 13143975 R2879C' S1 ROOF TRUSS 1 1 o tional r e n ustrles, nc. s un l e n ustnes, nc. n Apr age 1-5-0 4-9-4 1-5-0 4-9-4 S 1:10.6 4.24 rTT 2 1 4 x4 = 4-9-4 4-9-4 LOADING (psi) SPACING 2-0-0 CSI DEFL in ([oc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) n/a Ma M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.05 Vert(TL) 0.05 1-2 > 375 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/deft = 360 Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 =111 /Mechanical, 2 = 240/0-5-1 1, 4 = 36/Mechanical Max Horz 2=86(load case 3) Max Uplift3=-123(load case 5). 2=•129(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2 = 35, 2-3 = 26 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psi top chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are 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 girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 129lbupliftatjoint2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASEIS) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) xOS ppu4/ Vert: 1-2=-74.0 Trapezoidal Loads (plf) Vert: 2=-4.4-to-3=-88.3, 2=0.0-to-4=-23.9 g•tiFri+... y r(•• t ' ,kNo. 45161 = HAL April 26,2002 AWA&WNG - verW design pwwriieters and READ NOMS ON Tars AND =VZRfta SWX H1f "= V8E. iiiiiitn+oD Design valid for use only with MITek connectors. This design Is based ony upon parameters shown, and is to on IndMdual building component to be Instatled and loaded Vertically. Applicability of design parameters and proem incorporation of component is reeponslbNlly of building designer - not truss designer. Bracing shown is for lateral support of Individual web members ony. Additional temporary bracing to Insure dobMy dwing condiuction is the responsibility of the erector, Additional permanent bracing of the overol shucture is the msponsibOy of the bukding designer. For general guidance regarding iobricatlon, quickly control, stoage, delivery, erecilon and bracing, consull CST-88 Quality Standard, 031.89 Bracing Specification, and HID-91 M iTek® Handling Installing and Bracing Recommendation ovalloble, non Truss Plate Institute, 683 D'Onohio Drive, Madison, WI$3719. Symbols Numbering system AGeneral Safety litotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property i'A * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachc2 other. o J5 3. Place plates on each face of truss at each iFor4x2orientation, locateU Q0:. joint and embed fully, Avoid knots and wane plates I /s" from outside edge of O a ' =itruss at oint locations, and vertical web, o a4. o Unless otherwise noted, locate chord splices at /4 length(+ 6" fromcapanel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots, BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40", unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. nA Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MTek® engineer. 15. Care should be exercised in handling, TM PANEL CLIP erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM18,019 CRAG-MAIL 2 — U 0 cuT2 ED- T26Fs 0 pq w T2 T2 cY o- FLOOR TRUSSES TO BE 8-0-0 BRG, T 2 -+ CD u— T2 0 cy- A 2 T2 T19 r T19 z NOTE: PLACEMENT MAY VARY DUE TO FIELD CONDITIONST19WwA/C PLUMBING ECT. T1 A SEE INSTALLATION GUIDE T19 2 cs i31c4 x ((- -De0rp L..v. (, T - _ 'D -M, Air zA %- V o pq T=jq 'icN w-TN T19 ST r4xTZ, l.t a T19 19 , L 19-8--0 ' TRIM IT FLOOR SYSTEM P rlirlc: ALL BEARING WAILS 70 BE PLACED J, 1 PLY HGR. IC (E I I REVIEW ALL 5PAN DIMENSIONS--BRG. WALLS I PRIOR TO SETTING TRUSSES . I d 2 PLY HGR. :ENIGNEERED DRAWINGS--LOADING--PITCH AND OVERMANGSIWALLSSHOWNARETOBEBEARING.. I d d 3 PLY HGR. SIGNED APPROVAL: X I j JOB NUMBER: DR2879 ATE: CCU SPAN CUSTOMER: D.R. HORTON 407-321-1440 BY: T.H JOB NAME: 2879 * ELEV. iCVE! REVIEW ALL SPAN DIMENSIONS--BRG. WALLS 1 PRIOR TO SETTING TRUSSES.. .,16 HGUS26-2 ENIGNEERED DRAWINGS--LOADING-PITCK AND OVER/HANGS WALLS a*ov ^s To gc oc»m. ni ~ _^ JOB NUMBER:DR2879E DATE: 1-11-02 PITCH: - 11 LOAD: SHINGLES 407-321-144 BY:T-H. JOB NAME: 2879 "E" ELEV. BRG: BLOCK FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2879 Builder: DR HORTON Address: ? ` i l G Permitting Office: City, State:Sm L i ( ;-3 = -I C-t> Permit Number: Owner: D.1Z.. ) Jurisdiction Number: Climate Zone: Central 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floortypes a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior b. N/A New _ 12. Cooling systems Single family _ a. Central Unit 1 _ 4 _ b. N/A No _ 2872 ft2 c. N/A 319.0 ft2 _ 13. Heating systems 0.0 ft2 _ a. Electric Heat Pump 0.0 ft2 _ 0.0 ft2 b. N/A R=5.0, 173.0(p) ft _ c. N/A R=11.0, 460.02 _ 14. Hot water systems a. Electric Resistance R=3.0, 876.0 ft2 _ R=11.0, 785.0 ft2 _ b. N/A R=11.0, 622.0 ft2 _ c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) R=19.0, 2091.0 ft2 _ 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, Sup. R=6.0, 320.0 ft _ MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.11 Total as -built points: 33937 PASSTotalbasepoints: 38807 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: 03.02 I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: 4 DATE: 'A VA Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: tz> .-- Cap: 60.0 kBtu/hr _ SEER: 12.05 Cap: 60.0 kBtu/hr HSPF: 8.25 _ Cap: 50.0 gallons _ EF: 0.86 PT, EnergyGaugeO ( Version: FLRCSB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 2872.0 25.78 13327.2 Single, Clear W 1.0 10.0 32.0 53.47 0.99 1701.9 Single, Clear W 4.0 15.0 8.0 53.47 0.90 385.7 Single, Clear W 4.0 7.5 10.0 53.47 0.72 385.5 Single, Clear S 1.0 15.0 16.0 44.66 0.99 709.6 Single, Clear E 1.0 17.0 16.0 59.31 1.00 945.6 Single, Clear E 1.0 22.0 16.0 59.31 1.00 946.2 Single, Clear E 1.0 13.0 53.0 59.31 1.00 3128.7 Single, Clear N 1.0 5.0 10.0 27.96 0.96 268.9 Single, Clear N 1.0 7.0 23.0 27.96 0.99 633.5 Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5 Single, Clear W 1.0 12.0 30.0 53.47 1.00 1597.3 Single, Clear S 1.0 6.0 60.0 44.66 0.94 2529.5 Single, Clear S 1.0 6.0 15.0 44.66 0.94 632.4 Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5 As -Built Total: 319.0 15633.8 WALL TYPES Area X BSPM Points1 Type R-Value Area X SPM = Points Adjacent 622.0 0.70 435.4 Concrete, Int Insul, Exterior 3.0 876.0 1.40 1226.4 Exterior 1661.0 1.90 3155.9 Frame, Wood, Exterior 11.0 785.0 1.90 1491.5 Frame, Wood, Adjacent 11.0 622.0 0.70 435.4 Base Total: 2283.0 3591.3 As -Built Total: 2283.0 3153.3 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 2091.0 2.13 4453.8 Under Attic 19.0 2091.0 2.82 X 1.00 5896.6 Base Total: 2091.0 4453.8 As -Built Total: 2091.0 5896.6 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 173.0(p) 31.8 5501.4 Slab -On -Grade Edge Insulation 5.0 173.0(p 31.70 5484.1 Raised 460.0 3.43 1577.8 Raised Wood, Adjacent 11.0 460.0 1.80 828.0 Base Total: 7079.2 1 As -Built Total: 633.0 4656.1 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 2872.0 14.31 41098.3 2872.0 14.31 41098.3 Summer Base Points: 55516.3 Summer As -Built Points: 61313.1 Total Summer Points X System = Multiplier Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier DM x DSM x AHU) Credit Multiplier Cooling Points 55516.3 0.4266 23683.2 61313.1 61313.1 1.000 1.00 1.087 x1.150 x 0.90) 0.283 1.125 0.283 0.950 0.950 18544.5 18544.5 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeS/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I 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 2872.0 5.86 3029.4 Single, Clear W 1.0 10.0 32.0 10.74 1.00 343.5 Single, Clear W 4.0 15.0 8.0 10.74 1.01 87.0 Single, Clear W 4.0 7.5 10.0 10.74 1.05 112.5 Single, Clear S 1.0 15.0 16.0 7.73 1.00 123.3 Single, Clear E 1.0 17.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 22.0 16.0 9.96 1.00 159.7 Single, Clear E 1.0 13.0 53.0 9.96 1.00 529.7 Single, Clear N 1.0 5.0 10.0 12.32 1.00 122.9 Single, Clear N 1.0 7.0 23.0 12.32 1.00 282.9 Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0 Single, Clear W 1.0 12.0 30.0 10.74 1.00 322.1 Single, Clear S 1.0 6.0 60.0 7.73 1.01 467.7 Single, Clear S 1.0 6.0 15.0 7.73 1.01 116.9 Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0 As -Built Total: 319.0 3128.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 622.0 1.80 1119.6 Concrete, Int Insul, Exterior 3.0 876.0 3.80 3328.8 Exterior 1661.0 2.00 3322.0 Frame, Wood, Exterior 11.0 785.0 2.00 1570.0 Frame, Wood, Adjacent 11.0 622.0 1.80 1119.6 Base Total: 2283.0 4441.6 As -Built Total: 2283.0 6018.4 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 2091.0 0.64 1338.2 Under Attic 19.0 2091.0 0.87 X 1.00 1819.2 Base Total: 2091.0 1338.2 As -Built Total: 2091.0 1819.2 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 173.0(p) 1.9 328.7 Slab -On -Grade Edge Insulation 5.0 173.0(p 2.40 415.2 Raised 460.0 0.20 92.0 Raised Wood, Adjacent 11.0 460.0 1.80 828.0 Base Total: 420.7 1 As -Built Total: 633.0 412.8 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeS/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM Points 2872.0 0.28 -804.2 2872.0 0.28 804.2 Winter Base Points: 7758.4 Winter As -Built Points: 10832.4 Total Winter X Points System Multiplier Heating Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier DM x DSM x AHU) Credit Multiplier Heating Points 7758.4 0.6274 4867.6 10832.4 10832.4 1.000 1.00 1.078 x 1.160 x 0.92) 0.414 1.150 0.414 0.950 0.950 4897.7 4897.7 EnergyGaugeTm DCA Form 600A.2001 EnergyGaugeS/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 23683 4868 10256 38807 1 18544 4898 10495 33937 PASS EnergyGaugeTM' DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCSB v3.2 FORM 60OA-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 area; .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 >118" 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 cfm 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. BA-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements In Table 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 607.1 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. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* 85.7 The higher the score, the more efficient the home. 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family 1 4. Number of Bedrooms 4 b. N/A 5. is this a worst case? No 6. Conditioned floor area (ft2) 2872 R2 c. N/A 7. Glass area & type a. Clear - single pane 319.0 ft2 13. Heating systems b. Clear - double pane 0.0 R2 a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft2 d. Tintlother SHGC - double pane 0.0 ft2 b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=5.0, 173.0(p) ft c. N/A b. Raised Wood, Adjacent R=11.0, 460.Oft2 c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=3.0, 876.0 ft2 b. Frame, Wood, Exterior R=11.0, 785.0 ft2 u b. N/A c. Frame, Wood, Adjacent R=11.0, 622.0 ft' d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2091.0 ft2 15. HVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. NIA HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 320.0 ft RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Date: Address ofNew Home: 43LA 1: 71 fir`? k -WJ City/FL Zip. Cap: 60.0 kBtu/hr _ SEER: 12.05 Cap: 60.0 kBtu/hr HSPF: 8.25 Cap: 50.0 gallons EF: 0.86 PT, _ NOTE: The home's estimated energy performance score is only available through the FLAIRES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPAIDOE EnergyStarrudesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL. REVISED 10-3.97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2885 Project Information For: DR HORTON Notes: Design Information Weather: Orlando AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 40970 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 40970 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 2872 2872 Volume (ft3) 22976 22976 Air changes/hour 0.70 0.40 Equiv. AVF (cfm) 269 153 Heating Equipment Summary Make TRANE Trade Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 43 gr/Ib Sensible Cooling Equipment Load Sizing Structure 35571 Btuh Ventilation 1485 Btuh Design temperature swing 3.0 OF Use mfg. data n Rate/swing multiplier 0.98 Total sens. equip. load 36315 Btuh Latent Cooling Equipment Load Sizing Internal gains 1150 Btuh Ventilation 2212 Btuh Infiltration 4526 Btuh Total latent equip. load 7888 Btuh Total equipment load 44203 Btuh Cooling Equipment Summary Make TRANE Trade Efficiency 8.4 HSPF Efficiency 10.0 EER Heating input Sensible cooling 40600 Btuh Heating output 0 Btuh @ 47°F Latent cooling 17400 Btuh Heating temp rise 0 OF Total cooling 58000 Btuh Actual heating fan 0 cfm Actual cooling fan 1933 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.054 cfm/Btuh Space thermostat Load sensible heat ratio 82 Bold/1laHc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. VV j htSC> Right-SuRe ResidentialTM 5.0.64 RSR26015 2002-Feb13:29:08 CE:\ Files\drhonon\2879\2879REVD.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A. B, C, D0EntireHouse DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 log COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) $31.2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 22976 ft3 x 0.0167 = 269 cfm 2. Winter infiltration load 1.1 x269 cfm x 32 OF Winter TD 9454 Btuh 3. Winter infiltration HTM 9454 Btuh / 355 ft2 Total window = 26.6 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 22976 W x 0.0167 = 153 cfm 2. Summer infiltration load 1.1 x 153 cfm x 18 OF Summer TD 3039 Btuh 3. Summer infiltration HTM 3039 Btuh / 355 ft2 Total window = 8.6 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 153 cfm = 4526 Btuh Procedure u - Equipment sizing Loaas 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent. x 18 OF Summer TD - 1485 Btuh Sensible load for structure (Line 19) + 35671 Btuh Sum of ventilation and structure loads - 37056 Btuh Rating and temperature swing multiplier x 0.98 Equipment sizing load - sensible = 36315 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 75 cfm vent. x 43 grAb moist.diff. = 2212 Btuh Internal loads = 230 Btuh x 5 people + 1150 Btuh Infiltration load from Procedure C + 4526 Btuh Equipment sizing load - latent - 7888 Btuh Construction Quality is: a No. of Fireplaces is: 0 BoWtalle values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. vvrightSC> t Rlgt tSulte Residential^" 5.0.64 RSR26015 2002-Feb-28 13:29:06 m E:\Files\drhorton\2879\2879REVD.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED010-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) $31-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIVIDIN/FOY a n nw a c n 0 d 1 1 90 1.0 1.0 5.0 5.0 39.4 32.0 0.0 a n sw a c n 0 d 1 1 90 1.0 1.0 2.0 5.0 47.4 23.0 0.0 a n nw b c n 0 n 1 1 90 1.0 3.5 5.0 7.0 62.4 7.0 0.0 a n nw b C n 0 n 1 1 90 1.0 3.5 1.0 3.0 62.4 9.0 0.0 LAUNDRY RM WIC SITTING RM a n sw a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.0 0.0 MASTER BATH a n se a c n 0 d 1 1 90 1.0 1.0 12.0 5.0 47.4 16.0 0.0 MASTER BEDRM a n se a C n 0 d 1 1 90 1.0 1.0 17.0 5.0 47.4 16.0 0.0 MASTER HALL BATH FAMILY RM b n se a c n 0 d 1 1 90 1.0 1.0 6.0 7.0 47.4 53.0 0.0 KITCHEN a n ne a c n 0 d 1 1 90 1.0 1.0 2.0 3.0 39.4 10.0 0.0 BEDRM 2 a n se b c n 0 d 1 1 90 1.0 1.0 5.0 5.0 47.4 15.0 0.0 UP BATH RM ACTIVITY RM a n nw b c n 0 n 1 1 90 1.0 1.0 7.0 5.0 62.4 30.0 0.0 a n sw b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 76.4 60.0 7.6 1 wrightsoft Right -Suite ResidencalTM 5.0.64 RSR26015 2002•Feb-28 13:29:06 E:iFiles\drhortont2879t2879REVD.rsr Page 1 BEDRM 4 a n sw b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 15.0 1.9 BEDRM 3 a n se b c n 0 d 1 1 90 1.0 1.0 5.0 5.0 47.4 15.0 0.0 ti Wr ight50ft Right -Suite Residential'm 6.0.64 RSR26015 2002-Feb-2813:29:06 m E:\Files\drhorton\2879\2879REVD.rsr Page 2 RIGHT-J WORKSHEET6EntireHouse DEL AIR HEATING,AIR CONDITIONING,R .lob: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746.8206 Phone: (407) 831-2665 MANUAL J: 7th Ed. 1 Name of room Entire House LIV/DIN/FOY LAUNDRY RM WIC 2 Length of exposed wall 314.5 ft 61.5 ft 11.0 It 19.0 ft 3 Room dimensions 20.0 x 21.0 ft 15.0 x 6.0 It 13.0 x 11.0 ft 4 Ceiings Condit. Option 8.0 ftj heaUcool d 8.0 ft heat/cool 8.0 11heat/cool 8.0 It heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Cig ft') Htg Cig ft') Htg I Clg W) Htg Cig ft') Htg I Cig 5 Gross a 14B 4.6 2.1 1028 284 0 88 Exposed b 12C 2.9 1.9 1000 64 0 0 walls and c 13C 3.2 1.2 552 144 88 64 partitions d 0.0 0.0 0 0 0 0 e 0.0 0.0 0 0 0 0 f 0.0 0,0 0 0 0 0 6 Windows and a 1C 37.0 264 9757 71 2624 0 0 0 0 glass doors b 8C 37.0 53 1959 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0 0 0 0 0 e 0.0 0 0'"•" 0 0'""' 0 0 0 0 7 Windows and North 27.6 9 261 0 0 0 0 0 0 glass doors NE/NW 51A 88 4525 48 2259 0 0 0 0 Cooling EJW 0.0 0'"" 0 0'"" 0 0 0 0""` 0 SE/ SW 54.3 220 11927 23 1090 0 0 0 0 South 0.0 0 0 0 0 0 0 0 0 Horz 0.0 0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 38 717 484 20 378 255 18 340 229 0 0 0 b 0.0 0:0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 862 3972 1775 229 1055 472 0 0 0 88 406 181 exposed b 12C 2.9 1.9 849 2445 1650 48 138 93 0 0 0 0 0 0 walls and c 13C 3.2 1.2 534 1682 625 144 454 168 70 221 82 64 202 75 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 2134 3619 4750 420 712 935 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 233 3050 0 62 807 0 11 144 0 19 249 0 Note: room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 moors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 1 26.6 8.6 3551 9454 30391 91 2424 779 181 479 154 0 01 0 13 Subtotal loss=6+8..+11+12 37246 8592 1184 856 Less external heating 0"' 0 0 0 Less transfer 0 0 0 14 Duct loss 10 OA 3725 10 *A 869 106A 118 10 86 15 Total loss = 13+14 40970 9451 1302 942 16 Int. gains: People Q 300 Appl. @ 1200 5 2 1500 18M 0 0 0 0 0 1 0 600 0 0 0 0 17 Subtot RSH gain=7+8..+12+16 32337 6052 1065 256 Less external cooling 0 0 0 0 Less transfer 0 0 0 0 18 Duct gain 10C 3234 10 OA 605 100A 107 10 OA 26 19 Total FISH gain=(17+18)`PLF 1.00 35571 1.00 6657 1.00 1172 1.00 282 1201 Air required (cfm) 01 1933 1 01 362 01 64 01 15 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrvC;" tStCrft Right -Suite Residential^" 5.0.64 RSR26015 2002-Feb-28 13:29:06 E:\ Files\ditrton\2879\2879REVD.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2885 MANUAL J: 7th Ed. 1 Name of room SITTING RM MASTER BATH MASTER BEORM MASTER HALL BATH 2 Length of exposed wall 10.0 It 11.0 ft 13.0 It 0.0 ft 3 Room dimensions 10.0 x 10.0 It 10.0 x 11.0 It 13.0 x 21.0 ft 6.0 x 5.0 ft 4 Ceiings Condit. Option 8.0 ft heaUcool 8.0 ft heat/cool 8.0 ftheatfcool 8.0 It 1 heaticool TYPE Of CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Stuh) Area Load (Btuh) EXPOSURE NO. Htg I CIg W) Htg Clg ft2) Htg I Clg ft) Htg I Cig ft) Htg I Cig 5 Gross a 14B 4.6 2.1 80 88 104 NR 0 Exposed b 12C 2.9 1.9 0 0 0 0 walls and c 13C 3.2 1.2 0 N 0 RN. 0 0 N. partitions d 0.0 0.0 0 0 0 0 e 0.0 0.0 0 0 N. 0 N. 0 R f 0.0 0.0 0 N.. 0 N. 0 N.. R.\. 0 6 Windows and a 1C 37.0 16 591 16 591 16 591 0 0 glass doors b 8C 37.0 0 0 0 0•»' 0 0»» 0 0 Heating c 9C 38.7 0 0 0 0 0 0 0 0•»' d 0.0 0 0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 0 0 f 0.0 0 0 0 0 0 0 0 0 7 Windows and North 27.6 0 0 0."' 0 0 0 0 0 glass doors NE/NW 51.4 0 0 0 0 0 0 0 0 Cooling E/W 0.0 0 0 0•"• 0 0 0 0 0 SE/ SW 54.3 16 758 16 758 16 758 0 0 South 0.0 0 0 0""• 0 0 0 0 0 Horz 0.0 0'"' 0 0 0 0 0 0 0 8 Other doors a i to 18,9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 64 295 132 72 332 148 88 406 181 0 0 0 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 0 0 0 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0:0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 10 131 0 11 144 0 13 171 0 0 0 0 Note: room b 198 1.3 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is dspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 1 26.61 8.6 16 426 1371 16 4261 137 161 426 1371 0 01 0 13 Subtotal loss=6+8..+11+12 1444 1494 1594 0 Less external heating 0 0 0 0 Less transfer 0 0 0 0 14 Duct loss 10 *A 144 1109A 149 106A 159 10°/ 0 15 Total loss = 13+14 15M 1643 1753 0 16 Int. gains: People ® 300 0 0 0 0 1 300 0 0 Appl. a 1200 0 0 0'"'• 0 0'»" 0 0 0 17 Subtot RSH gain=7+8..+12+16 1027 1044 1377 0 Less external cooling 0 0 0 0 Less transfer 0 N. 0 NN 0 NR. N.. 0 18 Duct gain 106 103 10 104 100/t 138 10 0 19 Total RSH gain=(17+18pPLF 1.00 1130 1.00 1148 1.00 1514 1,00 0 20 Air required (cfm) 0 61 01 62 1 0 82 01 0 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. eft. Right -Suite ResidentialTM 5.0.64 RSR26015 2002-Feb-28 13:29:06 A K E:\FIIes\drhorton1287=879REVD.rsr Page 2 RIGHT-J WORKSHEET Entire House DEL AIR HEATING ,AIR CONDITIONING,R Boa: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 MANUAL J: 7th Ed. 1 Name of room FAMILY RM KITCHEN BEDRM 2 UP BATH RM 2 Length of exposed well 36.0 ft 12.0 ft 28.0 ft 11.0 ft 3 Room dimensions 17.0 x 19.0 ft 12.0 x 17.0 ft 16.0 x 12.0 ft 11.0 x 13.0 ft 4 Ceiings Condit. Option 8.0 ftl heat/cool 8.0 ft heaftool 8.0 fil heat/cool 8.0 ftI heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Cig ft°) Htg Clg Htg I Cig W) Htg I Clg ft2) Hip I Clg 5 Gross a 14B 4.6 2.1 288 96 0 0 Exposed b 12C 2.9 1.9 64 0 96 0 walls and c 13C 3.2 1.2 0 0 128 88 partitions d 0.0 0.0 0 0 0 0 e 0.0 0.0 0 0 0 0 f 0.0 0.0 0 0 0 0 6 Windows and a 1C 37.0 0 0 10 370 15 554 0 0 glass doors b 8C 37.0 53 1959 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0""' 0 0 0 0 d 0.0 0 0 0 0'«' 0 0 0 0 e 0.0 0 0 0 0 0 0 0 0 f 0.0 0 0 0 01 0 0 0 0'"" 7 Windows and North 27.6 0 0 0""' 0 0 0 0"""' 0 glass doors NE/NW 51.4 0 0 10 394 0 0 0 0 Cooling E/W 0.0 0 0 0 0 0`"" 0 0 0 SE/SW 64.3 53 2512 0 0 15 711 0 0 South 0.0 0 0 0 0 0 0 0 0 Horz 0.0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 bI 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 235 1083 484 86 396 177 0 0 0 0 0 0 exposed b 12C 2.9 1.9 64 184 124 0 0 0 81 233 157 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 128 403 150 88 277 103 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 323 548 719 204 346 454 192 326 427 143 243 318 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 36 472 0 12 157 0 0 0 0 0 0 0 Note: room b 19B 1.3 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 1 26.61 8.6 53 1411 4541 10 2661 86 151 399 1281 0 01 0 13 Subtotal loss=6+8..+11+12 5658 1536 1916 520 Less external heating 0 0 0 0 Less transfer 0 0 0 0 14 Duct loss 10 OA 566 10 O/C 154 100/4 192 10 OA 52 15 Total loss = 13+14 6223 1689 2108 572 16 Int. gains: People (M 300 4 1200 0 0 0 0 0 0 Appl. C 1200 0'"•• 0 1 1200 0'»• 0 0 0 17 Subtot RSH gain=7+8..+12+16 5493 2311 1574 421 Less external cooling 0 0 0 0 Less transfer 0 0 0 0 18 Duct gain 100/ 549 100/ 231 10 157 10 42 19 Total RSH gain=(17+18)'PLF 1.00 6043 1.00 2542 1.00 1731 1.00 463 20 Air required (cfm) 0 328 0 138 1 01 94 1 0 25 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. c wrr1gh1tso19r Right -Suite Residential^" 5.0.64 RSR26015 2002-Feb-28 13:29:06 E:\Files\drlwrton\2879\2879REVD.rsr Page 3 RIGHT-J WORKSHEET Entire Houset DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 MANUAL J: 7th Ed. 1 Name of room ACTIVITY RM BEDRM 4 BEDRM 3 2 Length of exposed wall 59.0 ft 15.0 ft 28.0 ft 3 Room dimensions 25.5 x 20.0 ft 15.0 x 10.0 ft 16.0 x 12.0 ft 4 Ceiings Condit. Option 8.0 ftj heatt000l 8.0 ft heaticool 8.0 111 heat/cool TYPE OF CS HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area EXPOSURE NO. Htg Clg ft') Htg Cig ft') Htg C1g ft Htg Clg Htg Cl9 5 Gross a 14B 4.6 2.1 0 0 0 Exposed b 12C 2.9 1.9 432 120 224 walls and c 13C 3.2 1.2 40 0 0 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f 0.0 0.0 0 0 0 6 Windows and a 1C 37.0 90 3326 15 554 15 554 glass doors b 8C 37.0 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0 0 0 d 0.0 0 0 0 0 0 0 7 Windows and North 27.6 8 222 2 39 0 0 glass doors NEJNW 51.4 30 1872 0 0 0 0 Cooling ENV 0.0 0 0 0 0 0 0 SE/SW 54.3 52 4006 13 621 15 711 South 0.0 0 0 0 0 0 0 Horz 0.0 0 0 0•«" 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 exposed b 12C 2.9 1.9 342 985 665 105 302 204 209 602 406 walls and c 13C 3.2 1.2 40 126 47 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 510 865 1135 150 254 334 192 326 427 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 59 774 0 0 0 0 0 0 0 Note: room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0 perimeter c 19G 11 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Infiltration a 1 26.61 8.6 90 2397 7701 15 399 128 151 399 128 13 Subtotal loss=6+8..+11+12 9062 1511 1881 Less external heating 0 0 0 Less transfer 0 0 0 14 Duct loss 0 OA 906 10 151 1ODA 188 15 Total loss = 13+14 9968 1662 2070 16 Int. gains: People @ 300 0 0 0 0 0 0 Appl. @ 1200 0 0 0 0 0- 0 17 Subtot RSH gain=7+8..+12+16 8718 1326 1673 Less external cooling 0 0 0 Less transfer 0 0 0 18 Duct gain 10°/ 872 10°/ 133 10 167 19 TotalR5H gain=(17+18)•PLF 1.00 9590 1.00 1459 1.00 1840 20 Air required (cfm) 0 521 01 79 01 100 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. w^ sC ht50ft Right -Suite ResidentialTM 5.0.64 RSR2e015 2002-Feb-28 13:29:06 ACZA E:\Files\drhonon\2879\2879REVD.rsr Page 4 3' baH+ duct to roof cap Wfan Must have a rinhun clearanCe of 4 Intries around the air handler per the State Energy code. 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B C i 10 N TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN ,JAMB, SIZE SIZE 30PV TO 40.1: 41PSN To 70PSF. 3O74C#—VTOO 70—nr 12 Ia 1/a X 25 B e 13 16 1/3x373/0 B B F16 Ia 1/3 x s95AeB165to1/8 x351/. 8BFISto 1/c a 62.Is3/6 K 71 B e3UGj_K, 1H2 IH3 2s I/Z K25 23 1/2 x 373/aFF 8 e 1Hs 25 1/2 x 99 us 6 1N45 2s 1/2 xSs1a6INS251/2 x62BBIM6251/3 x71BBFFFFJVIn? 25 1 x 438BF•CJ.K s;.FFJX 2629 1/2 x25w3/6 29 1/ 2 x 57 5/8 B B FF FF s0 3/6 29 1/2 z N 5/6 8 B F.0 F•CNS 30 1/2 . 561/. 29 1/2 x 55 1/. b b FF FAH)30 1/2 . 63 29 1/2 z 62 e 6 F.0 F•C!U 301/2 . 72 29 1/2 x 71 B 6 - fFJU FFJIJ 30 t . 64 29 1/2 x a3 e f IFFJX F•GJA 22 36 x 25 23K 37 3/a e B F.0 F.0 24 36 x 49 5/5 e e F.0 FFiu 245 36 55 1/46eFAFFJU2534A62BeFFIUFFJ•) 26 36 x 71 B B FFl4 O.0 GNj 27 36 x63BeFFJXFFJUJ.K 42 x 25 Q. R 3/8 1 x 37 va B B F.0 F.G w 2 50 5/8 x • 9 6/9 B e FF FFJU 2 . 56 3/4 q z 55 V. 8 E FFJL1 F.G" 2 . 63 41 z 62 e B f.G.K1 o,EfFJU 2 . 72 41 x 73 B B FFJ1J DXJ.GpJ 64 t I 63 FFJ. K FFJVJ.K d . 26 7 x 25 5 A.0 6 . 3E 3/07 x 37 3/2 8 A.0 FF F•CJIJ a . SD 3/5 7 x .9 5/3 B AX FF FFl/I 56 +/. 7 x 55 t/• A.0 FF•H.1 F.CIU a:. 53 7 x 62 B A.0 FFJU D.£.FFJU 46 . 72 s7 x 7i B A.0 FFJ13 OEFFl+.t 3 47 x 63 P F 1 FCjKf HI K 32 52 1/3 x 25 B A.0 F.0 FF 33 52 1/8 x . 7 3/a B ILC F.0 F•C.HJ 3• 52 )/2 x9 s/a b AC FFJIJ FFSU 345 52 t/a x 55 t/. 8 I A.0 I FFJ1.I I D.f F.C•.NJ 3-152 1/6 x62 E A.0 Fy.Hj D.EF.GIu 36 52 1/1 x 71 B A.0 FF.HJ D.EfF313 37 52 1/3 x 53 AC F.G,N O.Ef G.S.KJK 37S1Z:.G7 AvvL.&- e. 3000 C:.. 3500 Sf<IE3 V C FLORIDA EXTRUDERSISANFORD. F OR A TITLi cf UNC __>I_._ !N? i-: _ - r i _S )00() . i i0O c _000 9RA:YN SY. i AP? ROVE-D BY. iil/0=/'D' ,SCALE t.. IDIVC..-LEX0.0I.S SHEATNIMG CAULK BETWEEN BY fl7HER* WINDOW FIN L \\ SHEATHING INSTALLATION ANCHOR to WOOD SCREW STUCCO BY OTHERS jib WINDOWHEIGHT PCRIMETER CAULK DY OTHERS I GLAZING tTYPJ SEE NOTES) PERIMETER CAULK BY OTHERS IMS7ALL?T!l0N ANCFLP a5 vN+GD SCREW SUCH/ BY OT ICAULK -PET•J£EN FIN , E,_.G 1' HIM. WINDOW WIDTH SKIM SPISC ' SKIMTWOBY WOOD BY OTHERS SHIM AS RCG'D. TWO BY WOOD SEE nOTrs) STUD BY OTHERS SHIN AS REO'D. SEE NOTES) FLO-110A, B UgEa NAM: CENT MANUFACTs - EMBEDMENT 1%4' E MAX. J}- -- GLAZING-ITrP MOTES) I r( L T , (SEE _ SHN SPACqUr s L' +•"' 1 ; JSLA :. )`iD. Y T` - 3:EAfi5MG " 1 f1N TYPE WINDOW FRANC ._ - HEADER fDt TYPE- f VINDOV FRAME ! - ii rA SHEATI9NG { r , GLAZING CTYP.) - -` SEENOTES) JNwD •'. 1 VID _PERIMETER"s CAULK *A. H f , *a DBVaOD vSCREW A :BY OTHERS .'• N '. ST000p . BY OTHERSYY { - 7feSECTION B= B t s 24' 04. EOUALLY SPACE MAX. (TYP.) ANCHORS (TYP-) WINDOW HEIGHT . - . 1) SHIMAS REO'D. AT EACH INSTALLATION ANCHOR AiSTACK TO Z) MwAX. N fRARE ATE t• W,ALLOY 3)INSTALLATION ANCHOR Mu5T BE OFSUNCIENT LTN '.:.•. y j TO ACHIEVE Ham. EmeEDNENT Or I- woo WOOD BUCK. A I 6' nAx. J () USE SIUCONIZEO ACRIIUC CAULK 8E/BnD WINDOW FIN .. TTPJ AT HEAD. SILL & JAMBS. 5) USE SIUCONIZFD ACRYLIC CAULK FOR PERIMETER SEAL 6' MAX. (TYPJ AROUND EXTERIOR OF wu( OOa FRAME.' 6) IF EXACT wwOOw SIZE IS NOT - LISTED IN ANCHOR CHART. USE ANCHOR OLAwTN77 LISTED WITH NEXT LARGER SIZE ' - F1N TYPE 7) GLASS THICKNESS MAY VARY PER THE REOUHREANEMTS._Cf, ELEVATION WINDOW rtANE ASTH E1300 GLASS CHARTS. SIµ:R aLE SILL VIEWED FROM EXTERIOR 6) FLORIOAEXTRUDERS HDDO SERIES SINGLFLORIDA CTRUHUNG IS ERS 1500. - S TOflI. AND PRINT SEWSAPPLIES TO GNO0w'A ETRUDERS T500 Br OTHER; AND 2000 $iRffS SINGLE HiH( G VMiOOWS-. Tv0 5• WC-0D f \ 3, 07ti2S MIN E!•I: E JME N I PEVI DESCRIPTION DATE j INI INTERNATIONAL, INC. FLORIDA EXTRUDERS SANFORD• FLORIDA I ' TIT_:: INS7LLATION1,=7-_L Wi.? SCREWS IcS 's40E .500 I j D=`h\ BY - APPROVED BY: SHEATHING BY OTHERS CAULK EETWEEH . VBNOOS $NfATMINNGMI G INSTALLATION ANCHOR XB SCP.Ev Ex TERLOR FINISHBYOTHERS — PERIMETER JCAULK BY OTHERS vIN DOWHEIGHT EXTERIOR PERIME Ti CAULK BY OTHERS 1 STALL- iON ANC;eO- GLAZING SCE NOTE 6) I C -7 _ / GT-E=.: D FBANING BY OTHERS SHt,N AS REO D. CENTRA-L FLOBJDA B.O. A-F. A SEE NOTES) gag,-- MANUFACTURER / U t 1" HAA r SHtu SPACE ' A MR NOTESEENOTE S) BUCK HEIGHT FIN TYPE WINDOW FRAME z:L _1 vif ME EXTERIOR FIN TYPE vin00v FRA/E A - V1LYi .. f.:.'1F :FILr:1QF WImwW WIDTH i SHIM SPACE 11 vOpp FFH1NG BY OTHERS SHEATHING I 5Y OTHERS INSTALLATION ANCHOR 48 SCREW CAULK BETWEEN wiNDOv rim L SHEATHING CTION B-BSE PERIMETER EXTERIOR FINISH CAU.K BY OTHERS HY OTHERS B NOTES 1) SHIM AS REO'O. AT EACH INSTALLATION ANCHOR WHTH LOAD BEARING SHIM. MAX. ALLOWABLE SHM STACK TO BE 1/4-, 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063, 3) tNSTALLATION ANCHORS MUST BE OF SUFFICIENT LENGHT TO ACHIEVE MIN. EMBEDMENT OF t INTO WOOD FRAME. 4) USE SILICOHZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR. OF WINDOW FRAME. 5) USE SIUCONIZED ACRYLIC CAULK BEHIND WINDOW FIN. 5) GLASS THICKNESS MAY VARY PER REOUIREMENTS OF ASTM E1300 CLASS ChA?.TA,. SINGLE GLAZING IS SHOWN, INSULATING GLASS ALSO OUALIFIEO. 7) FLORIDA EXTRUDERS 2000 SERIES Fix ED PICTURE WINDOW IS SHOWN, THIS PRINT ALSO APPLIES TO THE FLOPIOA ExTRUOERS 15W AND IOOC SERIES PICTURE YANDDW. 8) SPACE INSTALLATION ANCHORS ATE MAX. FROM CORNERS AND MAX. 2A O.C. DESIGN PRESSURE CAGACITY OF INSTALLATIONS. Wile. ANCHOR SPACING AS STATED. IS 70.0 PS;' FOR ALL AVAILABLE SIZES UP TO 73' x 71- OR 63' x 95" O8 119' x 37-3/8" MAx, 9) WINDOW UNIT CAN BE MULL-ED TO OTHER UNITS USING ALIJMINUM WEE M'JV+--ON SEE MUL'_ION INSTALLATION SHEETS E.IREMEN75. RNATIONAL, INCFLORIDAEXTRUDERS `;;,FOPD, FLORIDA TITLE iP1S1F.L'_= LIV t _TA;I ll/ =G WOOD SC-=u rlx._L° 11: nJfVD s rt•.t 2rl0cl f 0 0 0 DP?.w cY = APPROVED 3'i. SefERTHN+G BT OTHERS DOOR WIDTH /v NAn. SHIM SPACE INSTX.LLATION AALPOR. THiN AS RE'O•D INSTALLATION AMCHOR TWO tr WOOD tSFE NOTES) . " SM%i c8 SCREW Br OTHERS — tTrO of %WD CAULK BETWEEN TWO By WOOD BY OTHERS DOOR FL F SLIDING GLASS L SHEATHING BY OTHERS pppp CAULK BETWEEN HOOK STRIP L SHEATHING 1 _ SLIDING GLASS DOOR HOOK .STRIA SHIM AS REO•D. 1/s• NAK ..__ -.. £SEE NOTES) SHIM SPACE _ r I _ _ ._.:LcL• .7 r` 45 - z I r iHfSTALLATD7C 1-1/B' 14IN. / - . t8 SCREW _ j g , r ;•^ ,i EMBEDMENT `. f _ EMBEDMENT TEMPERED.CA ASS- STUCCO CTTP.) _. CAULK BETWEEN': DEng FLANfiE r OR SIDING i SffEATHTNGBYOTHERSSLIDINGGLASS I ' DOM FRAME PERIMETER HEAD SHEATHING CAULK By BY OTHERS OTHERS PERIMETER - SHEATHING CAULK BY Br OTHERS TEMPERED GLASS -- TEMPERED OTHERS DING <TrPJ STUCCO OR SIDING GLASS CTYP) -B7 OTHERS BY OTHERS - SL.IDIMG CLASS INTERLOCK DOOR I rd,Twfx HEIGHT SECTION B-B HOOK STRIP DETAIL F NATCRTAL AL40~ ALLOT 6"1 21 RS INSTALLATION SCREK N,HSt lE or SIfFKENi LENGTH 10 ACHIEVE MIN.ENCtrENi Or 1-1/v INTO VOOD. TAPCOr. TYPE INSTALLATION AHC; OK At SILL MAT K Or I9FF(C1ENT LENGTH TO ACHEVE IONL C"XONENT Or f-I/A• INTO NASOWY OR CDHCIEtE ... .. .. - b USE SlLJC(m kCKRI CHARY ON IAOC S TH(OW. Sr4C7. _ 1 AI USE SoLmomiRe AcRTL1C £AULK OENONO ipct YLfrAL A7 HE"pa L JANOS J S/ USE SILIEORZEO ACRYLIC CAULK fbR PER°EI£R SEAL ARO.JI(D E+TERIOR 6 DOOR. J6CIACTODORSIZE1SNOTLISTERINAnctmCHART, USE ANCHOR OUAN.tiri LISTED WIT" NEXT SLIDING GLASS / LARGER S.I£. FOR INC APPROPRIATE NTPA PRESSUF_ TLO'8 DOOR FRAME 7r TOR POCKET ODD:' STIES U2 CLOSEST 1mASS DOOR S1L t COrlIGURwitON TO FDCSNCa (PDUr4 SILL t B b GLASS TOICKELSSHHAA* ANCHOR ER QCOOUUIRNCWTI OFHOrSTRIPi> CLASS CHARTS it DOOR UNIT IS APPROAEO USING ICWCRED GLASS IN SINGLE GLAZED OR INSULATING GLASS a 101 JAHO I SILL CORNCRS AXE TO iE SEALER •NIT. A SHALL JOINT •£AN SEAL£P It, S.I. Ai RCO D. - EA. S i IW INSTALLAtM- AHC., NAI ALLO_ E SHIN STACI TO BE I-' I IIr ALL INSTALL ION AKfpPS mist DE IK S C%msIOH. RESIST T iEPlA . KRr_ i Rrllq-:!Z.IS ND. tK PAVE_ —0 v RCPR_SENTS FLIED PAHCL APPROVED COWWAJR " ION` ARE L Si. D ON ANC OR Cs RT ON RAC% Or IHIS SHEET. EXTERIOR ELEVATION I•" bI ALL EEK. '9-T10HS LIS1E0 1P DE ARE P9_T IX. STi L.ATI :N MVE.'£R O-11-9 LAiIOn EMBEDWEN: Si:Ci1On• • +'. '9-0' a rC.RKSiRIR DETAX APPIrTC INSTALLATION a ALL A%PROvEO J CYFICtiRTTOHi G _ 1- 1/a' MIN. IS3 FLORW £ITRUDCRS 1000 SERIES SLICING GLASS DCOR IS SrOVN THIS PRINT ALSO APPLIES t0 2 PANELDCCAP- S•+OWN 2000 SERIES AND SOD SERIES. p P. EVI DESCRIPTIONDATE 111vI IFLEIRIDAINT. EXTRUi ERSLIBERALLY APALT — INC. CAULKINGLIN F.. S L SANF0411 FL. OR SET SILL IN B L — INS7A Lf L.'v ANCHOR Or CONCH: T: 2/:5• D- TAiLUN TITLE: SLIDING GLASS DOOR INSTALLATiON WITH P2 SCREWS S'CiLN A J DRAWN BY: R3Di SCALE APPP3VED BY: i 7BiJ2 ' ' TL !?/!7/: NI, IDAC -.'L_S-.27 >:+i i v mm Sjt 1 x Y x in two LK t x 2 X 8/I1 • wo By %Wj) QETA1L C JAMB CTYP.) JAMB csrPJ iUsf MULLION VIBE Ix1LLD7N - BUCK I;r nT»as Be X 1/2 SELF t8 X 1/2 SELF 1 1/8' MIN. -- TAPPING SMS TAPPING SMS EMBEDMENT 1 i 2 X X 3/8 - __: _ t TION MCtB1RSEALANTBETWEEN _.TUSE4FIl1lA ION r i - . _ - t c t tr: r : . _ , {-,..-_rtSrAti.it s8 3![3Q0 s" r SEALANT ,2ETWI N - __ 4 : a , _ fINDOW FRAME I _ 1— 32 2Y :: , `• r- z•4JSi s MULL101/ l'_FA1t f8 X i-1/2 SELF _ 1 .L _ 33 i X _lNSSTALLATMN-M IP S TAPPIt1G R 'FS s .2•T o . ,.TAPPING SMS s ,,,'. _ f SECTION A -A -(2 - z s To tIFJw sSECTIONTA— 1 ) 1000 S ' rc 1 x 27/16 X:;1/8 JAMB CTYPJ - - MINllONS 1i5E03' r X 2 7/16 XWS 8 4_ TUBE <4 8 Tl1BE.ttJLLII3M. 1000 Sit. IAMlowBC sn ; fa1tB CTYPJ TUBE MXiIOM APPLIES TO HEAD do SILL: -WHERE 1:' Ec 1 IJULLIONS " X 2 7 16' TUBE USED • to X 1/2 SELF t INSTALLATION MIEN Be X U2 SELF ' F- IB X 1/2 SELF TAPPING SMS DETAIL B B8 WOOD SCREW rt i TAPPING SMS TAPPING SMS (TYP.._'=I• JFir; SILL 'CLIP SEALANT BETWEEN R8 X 1-t/2'SELF WINDOW FLANGES 1 j8• t(!rl r ._... SEALANT. BETWEEN SEALANT BETWEEN TAPPING SMS L MULLION ENBE!>MET ! i . WINDOW FRAME WINDOW FRAME - - - _ s wutoN_ . L KX.LION SECTION A -A (7) SWAli1Mli — IS x t=t/2 SELF TAPPING ISMS --,.__ ... TAPPING SMS Elf DETAIL C vuun Fannvt SECTION A —A' (3) SECTION A —A (4) AUXIUARY PLATE 1 X 4 X 1/8 1 X 4 X 3/8 ,lr (FOR ADDITIONAL ANCHORS, W1iEN REDUIRED) TUBE MULLION TUBE MULLION '• 0 1000 S.H, IAMB (TYPJ ISF co A A sx c/pLoon1p, JAMB (TYP.) Lvia - Y k8 SELF iAPP1MG SMS Tq i LION D18x112SELF I- TAPPING SMS TYPJ 48 X 1/2 SELF ELEYAiION TAPPING SMS VIEWED FROM EXTERIOP. NCFLORIDAEXTRUDERSSAINTNFO t, FL IDASANFORD, FLORIDA TrrLE:SER. 1000/1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTIONS SEALANT BEIVEEH SLaIANi rvEcNLvINDOVFza4EvtN00v'BANE L KA.LIDN L KXL:ION i "'-=' SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRpW?3 BY: MSH APPROVED 8Y: A8 X 1-1/2 SELF #8 X 1-112 SELF TAPPiNG SMS TAPP?NG SmS c' . n 16 I Y. 2 x :?/e VVE-Ml— bt-- AAL1xzxInawacsJ4. —its'-,C 'NJBLE K—t-00K jpC- (TYP1 T CK EY MiERS YF.) CY riTHEqS I/Z' FIN. SELF $a x 1/2 s F Eps-rrmENT, TAPP;NG SPIS ALLATMPtLNS TA;--GV, ASCF-- V rZ.- ' t, wu M.. jt zX 4 X, %2 i Y_ _. , s R £X7{ Mtf il f -' - TMN ap I ilUUJCN TG,tONCRErE;* TypiczS--- CnON- -A--A-'(2 4 APPUESTO14MASiLfiAIZ-A (1) X -jus-- -mmootm 4c24J; x 7/16 x 1/6 7116 X 346 IJCCMULL TUBE T6ikrt3K . ...... . JA?e CT T-j tc-% Si-L1) ETA! L r 4jAmE cTYr-.) -V44B (TYP INSTALLATUr, AN&M TAPPING SuS DI& TA-PN:— rs x 1/2 SELF 1/2 SELF' I w. ,U— WrfTAP.---FHC- WC TAP -PIA. tli X'At.. CT "..; I T, SILL CL1p oc- Y. 112 SELF 11, ul I. I A FEx1-112 SC-1WJW FLAK,'r-Sj: iTVMNTA,=Plt43 SMS 4MMV FLANC-ES WVW-JFLANCES K. K.11cw N A -A (7) 22, 5EMI—Tlo06 x 1-1/2 -SELF x •-!12 SE!-.- SILL -BY MHER TAWING, Sms TAP?WG S14S DETALL C -fulylllap- PiATr kCTIOt A -A (.5 SECTION A -A 114 ;GR ADBITIC-SAL A,iC<-QS, %.EN 4r=CUIRLI x 4 X ilE X Y. 3/5 E) TUBE MLALI-IrAi TUBEWILL1,31, A, T1 JAMB 7-7) 1 J V3 - Yp, ed Ei EVAD is x SELF INTERNATIONAL INC TLORIDAEXTRUDERSsANFoRD, FLORIDA TffLE: lCiCr,115-0 FLANGE SI!G=T i OF Lj ) f7F n APPROVED BY: 4 aPtwxAL 2" CLASS ORAYasaf 3 s M/TibtDWE s1eEs w{[rnroapPs' reB000t oax. AlOMG aEMIBe) III'4 i`iN liillf ll ll IIM-ME-— - Witt =lml a. A _ \- OPM.ML OIRSME 1 um I'mm tA1Y ODOR a m - t0'-T lL E1l2MAlER15 000IU {I{I W i Mti/ L'-01957 a (!) gC9016-(91Or FM7MF FRNE rM ILV OOM Illf. fgEYS a Wt t 0.0. ILL OOoIS plat 7' rw caBs7 OF (Sj ssRONs QCr COMM i1W61 RWFIRED. UG SdE16 If0' K OOIMIEA9lMc p(qx /rT U PIIOIOE A WBI 1101eOA1C tAiACE. IKI1WOMiAL LAIRS 00 IIOf 1RM9FR 10/0. 2' MKx F4 REVISIONS E: DATE: ECN 140. APPVD: DESCRIPTION 11/00 - MWW ITY (1) WAS (2) FOR TRACK BOLT IlowmxclL'AatVVIAMr-- 20 G IAIL F7O SAA Alf1p1®W 000R ODOR wsuu 1 (W $In)...; plte1N PMEMRO Rl0-L-OC( rap. WIroM t CtRTMY tii61G aALV. SIRL m RRAOIow "PI0/K'R1 W w= us 11CRENS. LISTED I ,,,,R M wrMAVARIEARArBPRMElser C WEB. 11MOf.M L TRILR INOO E% Aw t1T2- A/r.12 GtALN an IR1CJt 1MK7w. y W-"Mvmm PER ROGWP RRKB7REPORT# 9606C "°"m'""L Y : 20 a UtARs ME Y-RIIU OII KE%r SECIgK'ETC) /fad/e' StEF.7IETAL 9CTR1P5 aswP AmmarBrRoanMFWlmOaSUMbe YELOR PARE AMB p G Irti GLK WBl EMD 57Etmv. SIMMIB1. S 1 ACRAC L 7 _ 12 SI GW. Sim RVIFJC Mf10iE15fASI@myAFID' N000SAM CoolmsmG-10 irti Simy(f0 EgRS 41M1 OME s/tOiPBt 911A0[ OID. ROUND MeSAW BI (ME PLR MMA M CtW APPLIED T) S M tMW BIPrWES t2 G GLV. SIFB. roP OMt01RRIIGL iMCK. p E1, s G CM.V.WFF7. ti7llFltWP DANOgRsi' ODML M9FA IIEOUwEDfAS1ENkb WNIEA. SI{£s • t)SIDES YWLV. SIFIIROLLERZ7/ Of SRHTRI. AEYDI BRAG ET EACH EACH SIDE OF 0". TAPL ,,E /e- 12W t)OsIEESFAL71tl ) /k6 9Q7 1EUL41FErUEQLMIER SMOCKET ATIND" w/{4) SILL OM MIR pEOI M) W V"MM A RV91 a111B5 011TRACKIKIIMMf/4SElF9Ga1K PER SNPWA]e11ST LOAD. OR Tb0 1/4- aK IFETS. rs14ANC E Do RT STEK 10 BALL STEEL MOLLER. 14 G aALY. sx71 STILE hVMAOM KL iBD. PE flD NMOE EMI N1ER FAStPNED W RIoSIER 17 ) IA6/ r Ar90E IwotE tYw OF LArS M OTET6. Pefr [ FLpIW PE /MKS MOWN CAAMMA /L / 23M r TALL U- Wt 4) //t`. i!{' YAf ^' KfYmy LOCK am M DE.ICNLOADS: t24.0 PSF h -24.5 PSF 20 G GV.Y. SiEEii IAIt 7EIIO WRBICM SO K5T UPPbK: SpE.K s w1• nPTaM OIfIS10E apc at V z RE BEsw a RIE SLVPOBeMe SULCRIPAL B2Uwis FAL71 ROE SWLLBERERE9CN9BBOYOFTIEP'ROFESSgRIL a TESTLOADS: +36.0 PSF k -37A PSF WV40IE OF Dow FM M FOR RE MALOW OR SEWRI E MID M AOOD AI C r 1-7/ B' ` 3' TALL • 20 G CAY. SIM U-BARS Etw STAGE BOLT M A 2- t-Z-/ M17EiM gL Two U-BMS SUE LOCK ENGAGES aN ROIRr SEYR0II. OME U-tN aN mm eO0 LE:ICAL rm ttwPtMr elmaelc aao6 POR RE IAAOS Lat® ON rKaeA aII1RKa rlt IKA®w Rl6 RAS ORAK AAA aM a #YM® SOIL pump PART NO - 1 T ETC. 41LT1U-pM ATTACiFD TRACK. LINE T a TIFPMG 2ERBI5 am Ilmce IMAm StaW om«.u. 312 MIKA A Sib I= 45202 LUZ- TOLEwwCEbSIDEAL3_ i gabs/ wi N 4 aU OF DOOR Iwfaba4A . tvtw. .0 - t.03 YYSBBrOvaRf. fr Rt 1 513_M gcRaN w-a [ WE Ylerl SI_r ell 10C1i!t I3 G uLw. 5I 1 sorro. BRACKET. A' rwl< < .00 - t AIS *i'I'°'A'A rwA A. PAs ay.A.nL F.e.. r' DESCRIPTION: MODEL 6R.ST W4 15-0 K 8-4 24/-24.5 DESIGFI LOW ra... 000 - t. 005 E+M' tr '+ "` n" `y 0000 - t A01 DRAWN SY: BMY DATE: 4/18/00 SCALE: NIS owc. 1°" Q B wTGCNED BIM (2) //a6/B' SNLET l4TAL SCftVS. a'P >I+^A*'' OwArcs t 1/7 CHECKED BY: MWw DATE: 4/18/00 SHEET t OF 1 SIZE A aME laaMIE MMaEs. {?WG. NO : t02)38I REV. NO. 1 id L F- T 4 3 MODEL: 6RST (25 GA. STEEL SKIN MODEL: 4RST (24 GA. STEEL SKIN) OPTIONAL Dse cuss OR 1 ESSEESECTIONTAVAILABLE 1) INTERMEDIATE STILE ZO GA. MIN. END STILES ATTACHED TO DOOR MID AOFIEMC E 20M WITH PATENTED TOGd-IOC SYSTEM y A W. BO7TOM t CENTER). lk 1: i t•MxM i. fl Il®If M 3 if II i I Iif i ImEll, fl l li t31 I al LISTED PORT 9fs0 25 CA M.L c,, Iso WIIHA POINT LOC KING AND AA TOPLDOAaN 3- TALL x 20 GA OR SE KS)) PER DOOR SECTION. END SLIDEBOLT LOCK ENGAGES IRO VERTICAL TRACK. ONE OPRGIfKiS " LOCK ON K A EACHSIDE KEY jj,, F =may1 OPTIONALOU19DE ED LOCOF DOOR 1 MA1K. DOOR YYIfiH 9'D• r T 14x5/ 8- SHEET METAL SCREWS DooRs UP To r-0' HIC1 COwSISTof 4) SECBOiS (5SHowm)). DOORS OVER r- D- N.KaH CO S5T 11F ( SEC710N5 (NOT SHOWN). 0 1/4- x3/ 4- SELF 1 x3 LAG St2tEW5 ON 24 CF1lTER5. I OD. iw COIINTERSlINIK 2 F t! 1• tVL!31•! 1 REVISIONS p DESCRIPTION T 4TY (II WAS 12) FOR TRAP( BOLT Y nNnc 3' TALL U-8N2 HORIZONTAL TRACK SUPPORT BY 20 CA GALV. STEEL DOOR INSTALLER (To SUM L rr T 13 CA. CALK. STEEL FLAG BRACKET. 119 Cle FACT FASTENED TO WOOD JAMB WITH LT1 (3) 5/ 16 xlh/B- WOODLAG SCREW 1Nd//' a.1: r r Ai " TIPjE; DOU6Lf TTTACK TRACK CONFIGURADON LAW HEi101LO0i1 B fw W Jd1k.. AVAILABLE AS AN OPTION g TEND Him' IEmcumOFASIUM146 I 2' GALv. STEEL TRACK. SmnLemsMN. TRACK TI. COESS: A80- at rm sas 1- -C 4E lr TALL x 10 4A QuIv. 7YP. 2-1/2-x12 GA GAIN. STEEL TRACK BRACKET. EIEd u AR auE y.Mx (4) TRACK BRACKETS PER SIDE. O! EEGION. EACI 0-.Nt ATGOm LHR TOP BRACKET DOUBLE Li 7 HORIZONTALFRONTFRAME WITH U.V. COATING ONOU151DE SURFACE 13 G CALy. STEEL BORdII LOW HFiUO1tOO/,1 OPRON MINCK L AAACFD WIN YMC/ V 11`4/6SNEErlmLS=IMSSB CLASS OPitONAL 10 SCREWTAPPING SCREWS. YYA9#RREQUIRED. LAG SCREWS YAY BE -L M ALUMO E7[IIII/SOON 1 LITELTE 14 GA FWD HHIiG6 19 GA W1IRYEDIATE HINM (Off MGT SURFACE HORIZONTAL O PP ID TRANSFER ICAO. SECTION A-A`cmc SECTION B-B SIGR_EL vwm X. An..[ IA• Du' uc R G(`OL'111 2x6 YELLOW PILE JA1.ID 12 GA. GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/ 16"xl-5/8- LAG SCREW PER TRACK BRACKET. 2" GAIN. STEEL TRACK FASTENED TO 12 CA, GALV. STEEL TRACK BRACKETS. TRACK ATTACHED TO EACH BRACKET WITH ONE 1/ 4-4/8- BOLT h NUT OR TWO 1/ 4- Mk RIVETS. L-tc=IQ BLOCK -OR MOLDED ILADEj s(to sCREiV PER LITE) SEND PSI I.N_ CONCf IE LbI.Ixll STOP MOULDING BYDOORINSiAlLl3H (TO SLIT) 3 8 x4' SIiEVE ANdIORS OM Y4 CENTERS (BOTHLIFE RETAINER .tTfR. - w ror TILE 20 GA MIN. GALV. STEEL END STILE C-90 BLACK OR Z 0o0 P51 MIN. CCMKSREFE) OR -SNAP LATCH ENGAGES STILE l 1/4'x4" TAPCON SCRIMS ON 24" CENTERS (2,000 20 GA GALV. STEEL !/TER. STILE PSI MW. CONCRETE). WASHERS IICLUDED WBHf SLEEVE ANK7HOR5. 1" OD. MIL. 1.lSHERS REQUlFtED W1TN TMCONS. ANCHORS MAY BE COUNTERSUNK INTER. STILE - BUR NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT 11 TRANSFER LOAD. OUTSIDE KEYED HANDLE18 CA, GALV. STEELCENTERHINGEFASTENEDTOIRER. ST..ES W((4) 14x5/8' SHEETMETALSECSS. 14 GA CALM. STEEL ROLLER M94CES FASTENED TO END STIES EACH W/(4) 14x5 8 SHET i1ETAL SCJifIVS ANNOD OUTSIDE r4) I 4'cT/t SETT PIPPING SCfiEWS PER END NO". TI F!REPARATHON OF . IAMBSBr OTHERS_ T---2' DIA SNORT Si£M. 10 BALL STEEL ROLLER. JAMB CONFIGURATION SECTION! C-C 2 THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SfIAtL ENE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRICTURE AND IN ACCORDANCE MARK WESTE WIELDP:E. WITH CURRENT BUILDING CODESFORTHELOADSLISTEDONTHISDRAWING. CURRENTFLORIN P. C.JNORTNORTHCAROL.tA . P.C. P.£. /23832 4 3 'f ONTO VERTICAL TRACK. ONE SNAP LATCH ON EACH SIDE OF DOOR. OUTSIDE HANDLE LOCK BAR ENGAGES IN TRACK ON EACH SIDE of DOOR. ENO 1 V STILE h i1eu F7(f'YFO 1 OCK LOCKSAR LOCKWG HANDLE DESIGN LANDS: +25. 0 P.S.F. & -32.0 P.S.F. TEST LOADS: +375 P. S.F. t -4&0 P.S.F. we imp AA u 0-m W PARTNO.: - xaxs: W.e SMhd O.xexw 312 WALL SL SW UN r aanv°0jr uc""" n u mTOLERANCES .. 4Td. Ie. L 13- 7M-WND r a.Ain rr. r .v rl w i.d.wA M-+•A A - *.03 YYtMiON R fM .l 1-S1S-A62-.B18 D}RLPTIOET: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD a..,,a r ODtAILSLew.. x.-..xo-Rw r OW *Ads 0000 * 441 ow— - * 1/ T DR& WN BY: BMM DATE: 4/18/00 SCALE: NTS IDIVG.D CHECKED BY: MWW DATE: 4/18/00 SLLEET 1 OF 1 n:.a Argle Pt;m a Kilsq &x m vcw&iDWG. NO.: 102137 REV. NO. 1 2OWCE CDDIN1Y IA& DIV. c c VIR A PRODUCTCi CONTROL NOTICE OF ACCEPTANCE Therma-Tru Corporation 107 Woodlands Drive Maumee ,OH 43537 MIAMIDADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO-DADE FLAGLER BUILD(NG 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130.1563 90.)373-2901 FAX (305)37S-2909 CONTRACTOR LICENSING SECTION A5) 375-2S27 FAX (305) 375.2558 CONTRACTOR ENFORCEMENT DIVISION 30S) 37$-2966 FAX (30S) 375.2908 PRODUCT CONTROL DIVISION 305) 375-2902 FAX (305) 372-6339 Your application for Notice of Acceptance (NOA) of: Fiber Classic & Smooth Star" Inswing Residential Ins.Fiberglass Door under Chapter 8 ofthe Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction„ and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) 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 time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0912.04 EXPIRES: 0912912006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL COMMONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in MiamiDade County, Florida tinder the conditions set forth above. APPROVED: 11J29)U01 Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office 4450001\pc2000\\temp1ates\mdce acceptance cover page.dot Internet I iafl address: postmaster@buildingeodeonline.com 0 Nomepage: bttp:f/www.butldingeodeoniine.eom Therma-Tru Corporation ACCEPTANCE No.: 01-0912.04 APPROVED: November 29, 2001 EXPIRES: _ September 29, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews Notice of Acceptance (NOA) No. 00-0928.02, which was ivmed an October 19, 2000. It renews the approval of a fiberglass inswing door, as described in Section 2 of this NOA, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series "Fiberclasaic" & "Smooth Star" inswing Residential insulated Fiberglass Door and its components shall be constructed in strict compliance with the following document: Drawing No B0122, Sheets i through 3 of 3, titled "titled "&0 x 618 Fiber -Classic Inswing Moderate Climate Patio," prepared by manufacturer., dated 3/31/97 and revised on 2/3/99, bearing the Miami -Dade Coturty Product Control renewal stamp with the NOA number and expiration date by the Miami - Dade County Product Control Division. This document shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofpair ofdoors and single door only, as shown in approved drawings, Single door units shall include all components described in the active leaf of this approval. 4. INSTALLATION 4.1 The inswing residential insulated fiberglass door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): The installation of these units will require a hurricane protective system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be a000mpatded by copies ofthe following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 ofthis Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building official or the South Florida Building Code SFBC) in order to properly evaluate the installation of this syst Raul Rodriguez, Chief Product Control Division 2 Therma-Tru Corporation ACCEPTANCE No.: 01-0912.04 APPROVED: November 29, 2001 EXPIRES: September 29, 2006 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions ofthis Acceptance. 3. Renewals 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 not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) ifthe Acceptance holder has not complied with all the requirements ofthis acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall aptv"olly be cause for termination of this Acceptance, unless prior writteri approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance ofthis product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in adver"ng fiftraturre. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTANCE Raul Rodriguez, Chief Product Control Division 1I41t1AX I CITE 4 SECTI[N+1 C-C SECTION 8-8 Ik KlE'E EEIi -- (b1fl. U4 FEe 6CE0 P4 UV QintllL OIY[SItH t 0-M 9#f 1 1 I-M IF J 1 r 100- WN MF'UUfIK:W - Yt]1Ci V410 It 1VtFMQ0-tEMua00)NO1IlitWMd j 6 1 I IMMI"I' ICYfN161lY4 FIX AVIMM I 1111-714LI Ol r rafq I iz- THERMAOTRU" CORPORATION Mo>ita rtnY3cgrarlYG l+lnAe 6+11 X t6 t-aJt= 100114 IMMIC Qpu(E PATIO - Rom K IEIIDItC4CC0E ' Poo i 7 QF l w AfFAM AS COMMIM WIN iMi AeE90lgi+ AS C&&,U'M VpN IW C iEt01EPIIINC'EGft1CL jam PPM VNAIC COOS. =ft now w4aw cWsurcEs0-G9Zl el-qkuvPE)0-st o falidtf: t 45.0 pa fft rate- test mt requiretfl 130.4 psf (if Yaker test required? iBittilf So V pst 11/4 1/4 ,W _j i 1/2 A L N s1nFT-TS112Hs fY16 r 5112 t 6 tz 9 i A 921 Fill a r 1)FIO ATO: 01 4 710 SECTION A -A 24 8 KILIOV SILL ASSEMBLY E rt_f! [rt nuts ;5 (!r t MUNI SCIV )-D r wax, E 1 1/4, AiliiHll Q11H?lNi T tAP(1115(['EYS ` CK MS ODC, In t1A9M'Y PRODUCT RENEWED Aowro u,scwfmzllt¢ no rukcrb ot-J IZ-o-'t soft cow ttaOMMONns b dose pupCooiadcs aArcaottciuq wdtomcE THERMAOTRU' CORPORATION it r &v Fio-aASSIC I VI% WMIMIE CUMTE PAUO M M f. 3-3141 t0lmsGNL03, IF AMC* AS coAmoK wmf 11rt a A6 cmm4 wfaftl rA swx ham ew"afar san" Wt" COK ow xee am i tears aK MOM WIN WNUUM sift jayeyI ACt,tao.: 02D.0 IRif7ANC[1R1f. •itltl _ ViL FILR D.C* MIMI WOW- 11VISIM I val 2 aid 41" ww" X06 11 Ill I I Ill 11111 T" wm m till i"'''iiiiiiiir® , - ITHERMAOTRU* CORPORATION I---- &Q X &S FIRR-CLASSIC IMIW, KWATE MMAIE PATIO N"M,U toAVM "of rw nava "am Mat of L ow" Mad" cm xamma no. W" js corn" wft Tw WM "I ra" CM tt cm 0i offi, caloaa ftal:S!26*3 WI f,21) -1, 51"7 Installation Instructions Pre -Hung Door Systems In High Wind Velocity Areas These instructions apply to all Therma-Tru wood -framed door systems. Some apply specifically to: Inswing Doors I nutswing Doors I I Lj Doors ,vith side3zgins a 7 Double Doors I it Patio Doors Il II NI Read all instructions before starting THERMAITRU* DOORS The Most F*tbrred Brand in the Busnvss P.O.Boxox 87ST) Mauinm—, MR) 45537 Printed 3/02 Questions? Comments? Call 1-800-11 ERM.ArRu (1-800-843-7628) Pal-t No,. MSUKIs i i i XJP-4 "Y DIFFERENCES CHECKLIST Rough openings are 1/4" smaller on each side and 1/4" smaller on the header than standard Therma-Tru rough opening dimensions. Use only a maximum of 1/4" thick shims- P-redriii the jambs and headers using 1 '8" drill bit. t"redtiffing increases structural performance. Use only 2-1 iT wood screws 4-8 and 4-10) when securing the pre - hung frame to the rough opening buck. Drywall screws, deck screws, and nails are insufficient anchors, and should not be substituted for wood screws. Be certain of the number and placement of all screws securing the frarne toffierough opening l:qwk. CN0 concerning fastening the buck to the rest of the building structure. For s1ructural strength, the rough opening buck, must be cither 2", X 4" ")1. 2" x 6" construction, not "I by ftconstruction. SINGLE DOOR e"a enly J DOUBLE DOOR DI.E R WISH)ELIMES ace enly SINGLE DOOR W/SIDELITE 1'A mly ace enly ace enly SINGLE DOOR W/SIDELITES CHECK DOOR UNIT. Check width and height. Measure size of frame (width and height), not br'ickmold. Remove cleats and packaging, but keep door fastened cioscd with mansport chp. Do not rcmo%vk ct p oY open door until instructed to do so. 1A/i.1ih l Height I iffCHECK AND PREPARE OPENING. Is si3% r l''vol <3ml qLlW pna417 i" f1 s r t ..t bearing surface so the sill may be caulked and sealed to the rzpt n.in g S.rlvpes«nl, nr till ,'r> ,, , _ , .,! Shim Sttbf vo!for floor coverinu rF,•,;„i+ Y' shimming, caulk un ler shims. Is opening square? Check all corners with a teaming square. Double-check by comparing diagonal measurements. Fix any problems nmv. Are framing and walls plumb? Use a b-tout level and check both sides of opening, both ways. Fix an.i, problems now. Are the wail surlaees around the opening in 61C ,u1i plane? There must be no "warps" or "jogs". Fia uni, ptubicnis r oe t... door frame size now, before installation. Opening l . ou ki {,?e ftanw ' •igl&t j4us 1 d'3ta plus 1/2 . Remember to use only lie shims. Wall straight? Check ea& l side oth ways. rha^ k f!r,or Check all four corners with square. 1. diagonals J c Wall straight? under sill. 1 14 Lay door unit on Od--e or face so that bottom slide of sill an he caullred. Place very large j L across full width' Place one or more I heads at parallel Caulk t .J ilfvili ti l'4Y`i i r' surfaces which will w..: Avoid callbacks due to leaks' Be an entire tube ofcaulking to seal between sill and subfloor. Construction dt esru DOTE: if installing units with sidelights, place construcfion adhesive antler points where door jambs will bear on floor. t; oniplete installation before adhesive cures. On 'S bf`IM7 at 'tTming, place very large beads of :mAk- that wilt match with those placed on sill. Run beads futt width of opening. Construction A ibesive l NOTE: if installing double door or patio unite, plat: ^oa unction adhesiv uve"r~ mullion or point where doors meet at cen- ter. complete installation befcDrc cures. PLACE UNIT IN OPENING AND TEMPORARILY FASTEN HINGE JAMB. DO NOT FASTEN THROUGH BRICKMOULD. ,ram If the jamb and head does not come with pilot holes, drill 1/8" pilot holes before using screws. For single or double doors, note hinge locations and mark poub faees atear doer seta fi e, for Fast -Meer p4aCt-4 sent Later. Lift unit up. With top edge tilted away from opening, center an -wand pta" silt dtiiw-n onto <avtk beads. Tiit inim pfatie. Work from the side of the door that is weather-stripped. outside for inswing doors, Inside for outswing doors) Plumb hinge side jamb both ways. Use a 6-foot level. Use shims totaling a maximum of 1/4" thickness, not. the usual 1'2".. Use 2-1/2" wood screws. Do NOT substitute nails, deck screws, or drN all screws . nlaLti six 48 ,a000d sa-ew.; through jambs into "two -by" studs, at each location where shown in diagmis. For single or double doors, refer to marks on jambs and place fasteners below each hinge k ation, so that shires mity by placed behind hinges. Fasteners will keep shims from falling down while adjust- ments are made. 6" fl•om for and bottom 6 wood i evenly i 1pi1'lL'll ' zsingleUnits Hasten hine.e iamb. All screws used outside should be coated or galvanized to prevent irusting and staining. j lhf not drive bcrm's LN. ,mpletdy in at this time. 6" top and 6" from bottom at'tzl bottom 6 wood screws, II I , ! \1 6 wood k evenly I screws K Vi spaced evenly spaced Sidelights Units ,.s ' Double Door and Patio Units Fasten sidelight jamb on hinge side of door. Fasten: jpmb on fixed or passive side of door. SHIM BEHIND HINGES AND SECURE HINGE JAMB. Coo through another opening to work on swing side of door. Leave door fastened closed with transport clip Shim above fasteners, behind each hinge, between jamb and opening. Shim a total of 1,,4' maximum per side. Recheck hinge jamb to ensure it is plumb and straight. Us: a 6-fkx)t level. Cio back through another opening to other side of door to secure hinge jamb. Finish driving the wood screws. ADJUST REST Of FRAME AND FASTEN. From swing side of door. shirr, near top and bottom of un- fastened jamh. Make frantic adjust- ments so margins between dtxir and frame are all even. Adjust frame so frame face is flush with door face all around. voTE: For double door units, make adjustments that affect alignment .and margins and weatherstrip contact tx1ween z (mn. From weatherstrip side of door, cheep weatherstrip margins and contact. Adjust frame as required, so contact and margins are equal all around door. Evenly .space six core w per side. Review- the figures on page 3. For single doors, on the head, use three screws Iur each door: 6" from each end and at the center of the door. When a sidelite is present, add an addiuonri screw 3" from the end of each door and use three screws for each sidelite head: 3" from catch end and 6" from door -side cnd. Finish driving tine UNCLIP AND OPEN DOOR. INSTALL HARDWARE. COMPLETE JAMB FASTENING. Remove transport clip. Open and close door to ensure smooth operation, With door open, at hinges where labels indicate, drill 1/8" dia. pilot holes and fasten screws (provid- ed) through hinges to anchor door frame and prevent sagging. 10 x 2-1/2" j screws Close door. Carefully shim between jamb and opening behind latch area. Open door and install lockset hardware. Drill 1/8" dia, pilot holes and place J2) #8 x 2- I `2" screws (.provided) through strike mounting holes to secure lock jamb center and provide security. Adjust strike in or out for proper door operation and tighten screws. Remove small margin shim pads, located ovi the head and lock lainhs, between door and jambs. I, i Remove Shim Pads MANCHOR SILL, ADJUST SILL. for sills prepared for anchor screws, place #10 screws through sill into subfloor. if not prepared, pre -drill 1l8" holes b" from each end and at the center of each door. Countersink as needed. If a sidelite is used, drill an additional pilot hole 3" from end where the door and sidelight meet. 10 screws For sill with screw -adjustable thresholds, follow directions on sill to adjust threshold to mcet door bottom gasket. Section cut shown through door to show proper margin and bottom gasket contact. CHECK OR INSTALL CORNER SEAL PADS. (SWING -IN DOORS ONLY) Corner seal pads are an important part of a swing -in door's weatherproofing integrity. Check to see that they are installed properly, in place and with sealant under the pad at the jamb and sill joint. Self -Adjusting Sills (shop applied) Corner Seal Pad Sealant Adjustable Sills For sills with adjustable thresholds, pads arc seni in a poly bag, with unit, not installed. They atv installed after final threshold adjustment. Follow directions with pads to install. WEATHERPROOF, FINISH, AND MAINTAIN ENTRY DOOR SYSTEM. Place and set galvanized finish wails through brickmould around perimeter. Cover all countersink fasteners with an exterior -grade putty. Caulk vound entire tuiit on "weather" side: seal brickmold to siding or facing, seal front bottom edge of sill, seal all joints I+rtween jambs and moldings. Scal joints between exterior hardware trim and door like to prevent air and water infiltration. Provide and maintain a properly -installed cap flashing to protect top surfaces from water damage. Paint or stain according to Thenna-Tru instructions. Do not paint gasketing or weatherstripping. Bare unprotected wood will weather and degrade and change color. All bare wood surfaces exposed to weather must be primed or stained and painted or finished within two weeks of exposure. Maintain or replace sealants and finishes as soon as any deterioration is evident. For semi -gloss and glossy paints or clearcoats, do this when surface becomes dull or rough. More severe exposures require more frequent maintenance. w ing-out doors must have all edges - sides. top, and bottom - finished, inspect and maintain these edges as regularly as all other surfaces. FINISHING INSTRUCTIONS TO PAINT A STEEL OR SMOOTH -STAR DOOR: Clean first with detergent and water. Do not wash doorlite frames and moldings (see below). Rinse and let di)l complctcl Use only an exterior high -quality 100% acrylic latex paint fol- lowing manuthcturer's directions for application. Paint edge, and exposed ends of door. TO PAINT STEEL DOORLITE FRAM ES AN D MOLDINGS: Chan first by lightly wripinb with a cyan cloth. The mat%ri it has a factory -applied surface preparation to improve finish adhesion. (Do not ii.i iripping solwent5 on dooditi fc,-tiw, This will damage or remove the surface preparation.) Mask otl'glass. prime first with an alkyd -based primer. then fluid, with the same paint used for the door. TO FINISH CLASSIC -CRAFT OR FIBER -CLASSIC DOORLITE FRAMES AND PANEL INSERTS: Clean first by lightly wiping witb a clean cloth. The material has a factory -applied surface preparation to improve finish adhesion. (Do not use stripping solvents on frames. This will damage or remove the surface preparation.) Mask otl'olas,. Stain or paint using the same materials as for the door. (See below. If painting, prime first with an Alkyd -bawd prinier To balance color when staining, apply stain more lightly on doorlite frames and panels than on door. Topcoat when stain is cotxipletely dry. TO PAINT OR STAIN ALL CLASSIC -CRAFT OP, FIBER -CLASSIC DOORS: Clean first. Ilse a dry rag or a clean cloth and mineral spirit•. or detergent and water. Allow to dry before finishing. lid_cs and exposed ends should also be linished. Only apply finish wwilcn the temperature is between 50 and 1 0 F. with htnnitiity less than 8S%. Do not work with the door indirect sunlight. Folltnw directions aKive tiff doorlite frames and panel inSi ri, TO PAINT: Prime first with an alkyd -based primer. Allow the pruner Io cure completely. Finish with an exterior -grade oil -based or alkyd or IW% act} tic latex paint. TO STAIN: For best results, use only the complete Thcrrna-T'ru iinishing System. Follow directions enclosed with Finishing System. t"I-7m. cl& ;, TaA_ F'vrCaast and Lnaxlr'it. TT Tcc.hm lugi r: Culp. 2W_ Tlwnnn-Tm C'mp. Issued: 3102 Pnmed in C S. A Miami -Dade County, Florida Notice of Acceptance Number 01-1127.02 Fi ber-Classic/Smooth-Star Height 6/8 Swing In -swing Maximum Width 8/4 (3/0 panels with 14" sidelites) Glazed No Impact Rated No Status Pending Dade County Approval inks to Support Dade County Submittal Drawings Test Report: 3/0 x 6/8 Fiber -Classic Opaque Test Report: 3/0 x 6/8 Smooth -Star Opaque i Test Report: 8/4 x 6/8 Fiber -Classic Opaque (additional info) 2002 Therma-Tru. All rights reserved. Fiber -Classic, Classic -Graft, & Smooth -Star are Registered Trademarks of TT Technologies, Inc. CD Revision, April 4, 2002 file://E:\approval data\01-I127.02.htm 04/17/2002 Test Rag g,stedft THERMA-TRU CORP 1687 Woodlands Drive. Maumee, Ohio 43537 Toll Free 800.537.8827 Phone 219.868.5811 Facsimile 219.968.5190 Tests Conducted: PA 202 (with no deviations) Design P,rMures - Specimens 1, 2 & 3 (PA 202) Specimen 4 (PA 202) Section 1- DESCRIPTION OF SERIES: ETC-01-741-10702.0 Page 1 of 10 Report No. ETC 01 -741-10702.0 DC Notification Number ETC 01019 Date: August 6, 2001 ETC Certification # 99-04,16.01 Test Start Date: July 13, 2001 Test End Date: July 14, 2001 Out -swing + 67.0 psf - 67.0 psf In -swing + 67.0 psf - 67.0 psf. Model Desllrnadon —"Fiber Classic" Series Opaque Fiberglass Swim Door Overall Size: Specimens 1, 2 & 3 Out -swing Bumper Threshold - 37.5 in. W x 80.5 in. H x 4.5625 in. D Specimens 4 In -swing Self-adjusting Threshold - 37.5 in. W x 82.0 in. H x 4.5625 in. D Coniiauration: All Specimens (X) , No. Sine of,Doorn . All Specimenspecuneas 1 active leaf - 36.0 in. wide x 751:25 ix'X.1:48 ,.dick ETC-01-741-10702.0 Page 2 of 10 Section, 2 - MATERIAL CHARACTERISTICS: Frame and Door Matarial: Finger jointed pine jambs and steel panels. Frame Conatrnetion - The head jambs and side jambs are finger jointed pine measuring 4.565 in. x 1.17 in.. The head jamb and side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga. wire staples at each end. The following thresholds were tested, specimens 1, 2 dt 3 - Thera-Tru Aluminum Out -swing Bump measuring 4.615 in. x .837 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end. Specimens 1, 2 and 3 were affixed with an add -on high dam sill that increased the height of the original bump threshold to 1.875 in. at the inner most plane ofthe frame system (The high dam threshold was made from a piece of pine and added to the standard bump threshold to increase the height). Specimen 4 used a Therms-Tru self-adjusting In -swing saddle threshold (Alum/Wood/Vinyl) measuring 5.75 in. x LW in. and attached to -the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end. The hinge jamb was mortised to receive (3) Therma Tru 4.0 in. x 4.0 in. self locating hinges located at 9.25 in., 38.5 in. and 67.75 in. from the top ofthe doorjamb. Psnei Construction - The door panel skins are constructed from 0.070 in. thick sheet molding compound (SMC). The interior cavity of each door is filled with 1.9 lbs. density BASF polyurethane foam. The £ace sheets are adhesively bonded to the wood stiles and rams. The latch stile measures 1.54 in. thick x 1.21 in. wide laminated veneered lumber including the 0.235 in. pine cap and the hinge stile measures 1.53 in. thick x 1.21 in. wide finger jointed pine. The top rail measures 1.54 in. thick x 0.835 in. high wood composite and the bottom rail measures 1.539 in. thick x 1.25 in. high wood composite. The bottom rail is kerfe d to receive a door sweep (the sweep is used on in -swing models only). The hinge stile was mortised at 8.375 in., 37.625 in. and 66.875 in. from the top ofthe door panel to receive (3) Therma-Tru 4.0 in. x 4.0 in. butt type hinges. The latch stile was reinforced with a wood lock block measuring 2.375 in. wide x 14.0 in. long x 1.54 in. thick and located at 35.6875 in. from the top of the door panel. Sash Coustraction - NA G_ zin : NA Glazint Method: NA DaylitL)yeninz: NA Weather tripniaa: All Specimens Latch Jamb 1 pe Therma Tru long reach foam compression weather-strip. Head Jamb 1 pc'T'herma-Tru long reach foam compression weather-strip. Hinge Jamb 1 pc Th=wTru short reach foam compression weather-strip. Corner pad seals 2 —1 at each side jamb at threshold Specimens 1, 2 8t 3 At threshold 1 row Therma-Tru bong reach foam compression weather-strip Specimen 4 - Therms-Tru vinyl fixed door bottom sw*'p. Florida Registered Professional Engineora Review: _ SEptembix 41 x ty, P.E. ETC-01-741-10702.0 Page 3 of 10 Section 2 - MAT$RIAL CHARACTERISTICS Coat.: lware: All Specimens 1) Kw&M 700 Series Latchbolt (ANSI Grade H) at 44.0 in. from top ofpanel rhe strikeplate was attached to the latch jamb with (2) #8 x 2.5 in PFH WS.) 1) KwOrset 700 Dcadbolt (ANSI Grade 11) at 38.5 in. from top ofpanel The strUceplate was attached to the latchjamb with (2) #8 x 2.5 in. PFH WS.) 3) Therms Tru 4 in. butt type hinges Crhe hinge was fastened to the door panel with (4) #10 x 0.75 in. PFH WS and fastened to the jamb with (3) #10 x 0.75 in. PFH WS and (1) # 10 x 2.0 in. PFH WS.) Weepy, tiles: None Muuntina: None Reinforcement; None SEALANT: Latex cauBdag as needed to seal unit into rough opening. AADITIONAL DESCRIPTION: . All specimens were installed in a wood test buck. Soctiong3 INSTALLATION: Screws, and Method of Attachment. Specimens 1, 2, 3 & 4 used the following screw types and numbers to secure the frame system into the test buck. Out- ono Sgccimenns nos 1 2 & 3 14 # 8 x 2.5 in Fat Head Ph;ljips y=d screws, 2) from the left side ofthe test specimen on the head jamb the screws are located, at 6.0 in. and 31.5 in. 6). from the top down on the left side ofthe test specimen the screws are located at 6.0 in.,19.75 in., 33.5 in., 47.25 in., 61.0 in. and 74.0 in: 6) from the top down on the right side of the test specimen the screws are .located at 6.0 in.,19.75 in., 33.5 in,, 47.25 in., 61.0 in. and 74.0 in.. In -swine Specimen no. 4 14 -.# 8 x 2 5 in at Head Pbftp.V=d screws 2) from the left side ofthe test specimen on the head jamb the screws are located at 6.0 in. and 31.5 in. 6) from the top down on the left side ofthe test specimen the screws are located at 6.0 in., 20. in., 34.0 in., 48.0 in., 62.0 in. and 76.0 in. 6) from the top down on the right side ofthe test specimen thse cv are 1pctttekl at 6.0 in., 20.0 in., 34.0 in., 48.0 in., 62.0 in. and 76.0 in.. P.MCW. P.E. Section 4 = SEQUENCE OF TESTS PERFORMED: Test Sequence: PA 202 1. Air Infiltration 2. K Test Pressure Positive 3. Design Pressure Positive 4. 'A Test Press= Negative 5. Design Pressure Negative 6. Water Infiltration Positive Direction 7. Full Test Pressure Positive 8. Full Test Pre: Negative 9. Forced Entry 1 04 2 X Out -swing Deflection Gauges set at X's X In -guying ETC-01-741-10702.0 Page 4 of 10 Deflection was measured with two (2) Aerospace 2.0 in. dial indicators: location # 1-SN 213293 and location #2-SN 213472. Air Infiltration Tests were conducted in accordance with DCBCCD PA 202-94 Water Infiltration Tests were conducted in accordance with DCBCCD PA 202-94 Static Tests were conducted in accordance with DCBCCD PA 20Z,4 4 Forced Entry Tests were conducted in accordance with DCBgC"BC . i ETC-01-741-10702.0 Page 5 of 10 Test Results: Specimen 1: Oat -awing (X) AIR INFILTRATION Air at 1.57 psf Actual Allowable 0.03 CFM/SQ FT 0.34 CFM/SQ FT WATER INFILTRATION Water Qa 8.25 psf (15016 of55.0 psf) for 15 min. No water penetration over sill. Achieved with standard alummu rn out -swing bump threshold.) Water (cry 10.05 psf (15% of67.0 psi) for 15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion of the 8.25 psf test.) Note: The water tests were conducted after the required half and design loads and before full test loads. STATIC AIR PRESSURE Design Loads + 67.0 psf, - 67.0 pst (Out -swing) Range of test time actual load deflection perm. set Positive loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 0.320 in., 0.048 in. Door B (2) 0.358 in. 0.050 in. Range of test time actual load deflection perm. set Negative .loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 1.911 in. 0.179 in. Door B (2)1.506 in. 0.156 in. 1) Loc 1- Max. allowable perm set at completion of test load (0.40/6 ofspan) .004 x 79.25 in.= 0.317 in. 2) Loc 2 - Max, allowable perm set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in. FORCED EMY, Active Panel 36.0 in. W x 79.25.in. H 30 seconds- tTl reau ga •ldekW & shut and was om4 ;tle at a coil ltion of the test.) ETC-01-741-10702.0 Page 6 of 10 Test Results: Cont. S,pe- cr„_ men2 Out -swing (X) AM INFILTRATION Air at 1.57 psf Actual Allowable 0.02 C WSQ FT 0.34 CFWSQ FT WATER MMTRATION Water @ 8.25 psf (15% of 55.0 psf) for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) Water @ 10.05 psf (15% of 67.0 psi) for 15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion ofthe 9.25 psftest.) Note: The water tests were conducted after the required half and design loads and before full test loads. STATIC AM PRESSURE Design Loads + 67.0 psf, - 67.0 psL (Out -swing) Range of test time actual load deflection perm set Positive loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 0.334 in. 0.051 in. Door B (2) 0.342 in. 0.047 in. Range of test time actual load deflection perm set Negative loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1)1.935 in. 0.184 in. Door B (2)1.582 in. 0.162 in. 1) Loc 1- Max. allowable perm set at completion oftest load (0.40A of span) .004 x 79.25 in.- 0.317 in. 2) Loc 2 - Max. allowable perm, set at completion of test load (0.41/16 ofspan) .004 x 79.25 in.- 0.317 in. FORCEDENTRY Time Active Panel 36.0 in. W x 79.25.im H 30 seconds rre vbwdloclecd & shut and was at`ction of the test.) Reg. 4 5419 k ETC-01-741-10702.0 Page 7 of 10 Test Results: Cont; Syedwe Out -swing M AIR INMTRATION Air at 1.57 psf Actual Allowable 0.05 CFWSQ FT 0.34 CFWSQ FT WATER WFILTRATION Water @ 9.25 psf (15% of55.0 psi? for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) Water Q 10.05 psf (15% of67.0 psf) fbr 15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion ofthe 8.25 psftest.) Note; The water tests were conducted after the required halfand design loads and before full test loads. STATIC AIR PRESSURE Design Loads + 67.0 psf, - 67.0 psL (Out -swing) Range of test time actual load deflection perm set Positive loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 0.304 in. 0.044 in. Door B (2) 0.130 in. 0.036 in. Range oftest time actual load deflection perm set Negative loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 1.756 in. 0.153 in. Door B (2)1.317 in. 0.141 in. 1) Loc 1- Max. allowable perm set at completion of test load (0.4% ofspan) .004 x 79.25 in.- 0.317 in. 2) Loc 2 - Max. allowable perm set at completion oftest load (0.4% ofspan) .004 x 79.25 in.- 0.317 in. FORCED ENTRY Active Panel 36.0 in. W x 79.25.in. H 30 seconds {13oafi , kW & shut and was tlia'+cx>tli#ion ofthe test.) ETC-01-741-10707-0 Page 8 of 10 Test Results: Cont. Stneimen 4; ' In -swing (X) AIR INFILTRATION Air at 1.57 psf Actual Allowable 0.25 CFM/SQ FT 0.34 CFM/SQ FT WATER INF,TION Water aQi 2.86 psf for 15 min. No water penetration over sill. Achieved with standard self adjusting aluminum in -swing threshold and door sweep.) hl= The water test was conducted after the required half and design loads and before full test loads. LTATJC AIR PRESSURE Design Loads 67.0 pst - 67.0 psL (Out -swing) Range of test time actual load deflection perm. set Positive loads seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 1.720 in. 0.181 in. Door B (2)1.620 in. 0.157 in. Range of test time actual load deflection perm. set Negative loads seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 10050 Door T (1) 0.215 in. 0.119 in. Door B (2) 0.105 in. 0,043 in, 1) Loc 1--Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in. 2) Loc 2 - Max. allowable perm set at completion oftest load (0.4°fa ofspan) .004 x 79.25 in.- 0.317 in. ORCEEDENTRY Active Panel 36.0 in. W x 79.25.in. H 30 seconds .(tk*r rermau}e 4mked St shut and was ope Xaf*iftvletion ofthe test.) ETC-01-741-10702.0 Page 9 of 10 h gnSDRAWINGS TO BE S17$MTMD: 1. L2096 sheets 1 through 10 of 10 2. Laboratory Anchoring sketches Comment: Nominal 2 mil polyethylene film was used to seal against air leakage during structural loads. The film was used in a manner that did not influence the test results. Observers: Steve Kepler — Project Scientist, I RMA-TRU Corp. Rick Wright — Consultant, R.W. Building Consultants, Inc. Dade County Witness: Not present All Tests Witnessed by: Wendell Haney, P.E. Arthur Murray, ETC Laboratories Bill Yanda, ETC Laboratories cc: THERMA TRU CORP. (3) Rick Wright (3) " File ( 1) =-. ETC-01-741.10702.0 Page 10 of 10 The product tatted has been compared to the detailed drawings, bill ofmaterials and fabrication inf oration supplied by the client set named herein Our analysis, which includes dimensiaml and component description compmrimm indicate the tested product and engineering infofmation supplied by the client -Are Raelveleat s. The report and repvseatative samples will be retained for fir years firom the date of initial test. These test results were obtained by employing all requirements of the designated teat methods with no deviations. The test results and specimen supplied for testing am in compliance with the referenced specifications. The test results are specific to the product tested by this laboratory and of the sample supplied by the client named herein, and they relateto no other product either manuf ichaed bythe client, a Fabricator ofthe client or of installed field performance. This report does not constitute an AAMA, NWWDA or Dade County certified product under the certification programs ofthese organizations. The program administrator of these programs and moons may only grant product certification. ETC Laboratories makes no opinions or endorsements regarding this product and its performance. Ibis report may not be reproduced or quoted inspatial farm without the expressed written approval ofETC Laboratories. ETC Laboratories letters, s, reports, it's name or insignia or mark am for the exclusive use of the client so named herein and any other use is strictly prohibited. The report, letters and the name ofETC Laboratories, its seal or mark shall not be used in any circumstance to the general public or in any advertising. Limitation of Liability: Due diligence was used in rendering this professional opinion. By aweptonce ofthis report, this client agrees to hold harmless and indemnify ETC Laboratories, it's employees and offices and owners against all claims and demands ofany kind whatsoever, which arise out of or in any manner connected with the performance, ofwork referred to herein. ETC laboratories reserves the right to suboontract any and all work for its clients in order toliMl its contractual obligations for testing to these standards. For ETC Laboratories BM Yanda Test Technician Arthur Murray Labort g.y Manager 04indnguiee ring Laboratory Haney, P.E. ETC-01-741-11008.0 Page I of 11 Test eauested By., TIERMA-TRU CORP 1687 Woodlands Drive Maumee, Ohio 43537 Toll Free 800.537.9827 Phone 219.869.5811 Facsimile 219.969.5190 Tests Conducted: PA 202 (with no deviations) Deshm Pnmarea - Specimens 1, 2 & 3 (PA 202) Specimen 4 (PA 202) Section 1- DESCRIEMON OF SERIFS: Report No. ETC 01-741-11008.0 DC Notification Number ETC 01051 Date: September 13, 2001 ETC Certification # 99-0416.01 Test Start Date: June 21, 2001 Test End Date: June 22, 2001 Out -swing + 55.0 ps£ - 55.0 psf. In -swing + 55.0 psf. 55.0 psf. Model Designation — "Fiber Chmie" Series Opaque Fiberglass Swing Door OYerali Sin: Specimens 1, .2 & 3 Out -swing Bumper Threshold - 105.5 in. W x 80.5 in. H x 4.5625 in. D Specimens 4 In -swing Self-adjusting. Threshold —105.5 in. W x 82.0 in. H x 4.5625 in. D Con MLOU: All Specimens (OXXO) No. & _Size of Doors: All Specimens 1 active leaf - 36.0 in. wide x 79.25 in. high x 1.68 in. thick 1 inactive leaf w/astragal — 36,625 in. wide x 79.25 in. high x 1,68 in: thick Out -swing - 2 fixed sidelite panels - 13.9375 in. wide x 79.0 in. high x 1.68 in. thick In -swing - 2 fixed sidelite panels - 13.9375 in. wide x 79.25 in, high x 1,68 in. thi Florida Registered Professional Engineers Review: Reg. # 429". Septamber 001 Joseph L. DoJM4 F.E. ETC-01-741-11008.0 Section 2 - MATERIAL CHARACTERISTICS: Page 2 of 11 Frame andDoor & Sidelite Material: Finger jointed pine jambs and fiberglass panels. Frame Constrnetion - The head jambs and side jambs are finger jointed pine measuring 4.565 in. x 1.17 in.. The head jamb and side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga, wire staples at each end. The following thresholds were tested, specimens 1, 2 & 3 - ThermaTru Aluminum Out -swing Bump measuring 4.615 in. x .837 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end. Specimens 1, 2 and 3 were affixed with an add -on high dam sill that increased the height of the original bump threshold to 1.875 in. at the inner most plane ofthe frame system (the high dam threshold was made from a piece of pine and added to the standard bump threshold to increase the height). Specimen 4 used a ThermsT u self-adjusting In -swing saddle threshold (Alum/Wood/Vinyl) measuring 5.75 in. x 1.548 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end. The hinge jambs were mortised to receive (6 total, 3 each side) Therma-Tru 4.0 in. x 4.0 in. self -locating hinges located at 9.25 in., 38.5 in. and 67.75 in. from the top of the doorjamb on each hinge jamb. The sidelite head jamb, sill jamb and. side jambs are fingerjointed pine measuring 4.565 in. x 1.17 in.. The fourjamb pieces were assembled as a box construction when used in the out -swing configuration. The headjamb, silljamb and side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga. wire staples at each corner buttjoint. The inswing model utilized a (Alum/Wood/Vinyl) saddle inswing threshold measuring 5.75 in. x 1.548 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end. Each ofthe sidelite jamb sets was secured to the doorjamb with (6) # 8 x 2.5 in. Phillips flat head wood screws located at 6.0 in.,19.75 in., 33.5 in., 47.25 in., 61.0 in. and 74.75 in. from the top ofthe head jamb through the doorstop into the sidelite jamb and into the sidelite Panel "Oraction - The door panel skins are constructed from 0.070 in. thick sheet molding compound (SMC). The interior. cavity ofeach door is filled with 1.9 lbs. density BASF polyurethane foam The face sheets are adhesivelybondedtothewoodstilesandrails. The latch stile measures 1.54 in. thick x 1.20 in. wide laminated veneered lumber including the 0.235 in. pine cap and the hinge stile measures 1.54 in. thick x 1.20 in. wide fingerjointedpine. The top rail measures 1.54 in. thick x 0.837 in. high wood composite and the bottom rail measures 1.54 in. thick x 1.21 in. high wood composite. The bottom rail is kerfed to receive a door sweep (the sweep is used on in -swing models only). The hinge stile was mortised at 8.375 in., 37.625 in. and 66.875 in. from the top of the door panel to receive (3) Therma»Tru 4.0 in. x 4.0 in. butt type hinges. The latch stile was reinforced with a wood lock block measuring 2.375 in. wide x 14.0 in. long x 1.54 in. thick and located at 35.6975 in. from the top ofthe door panel. The inactive door panel was affixed with an extruded aluminum astragal (6060 T6 alloy) kerfed to receive weather-stripping. The astragal bas integral extruded channels to receive (2) cold rolled steel rods at the top and (2) cold rolled steel rods at the bottom. The rods are 0.312 in. in diameter x 8.0 in. long. The bolts extended 2.0 in. past the end ofthe astragal providing approximately 1.875 in. ofengagement into the head and sill ofthe frame system. The astragal is attached to the inactive door panel with (9) # 8 x 1.0 in. Phillips pan head wood screws, located at 1.0 in, 3.0 in., 5.0 in.,18.25 in., 40.5 in., 59.25 in., 74.25 in., 76.25 in., and 78.25 in. from the top. Flonda R%iAWW Professional Engineers Review: Reg. # 42929, September M, 2001 Joseph L. Dolden, P.E. Si ature. ' ETC-01-741-11008.0 Page 3 of 11 Section,,2 - MAT,RIAL CHARACTERISTICS Cont.; Sidelite Construction - The sidelite sash, skins are constricted from 0.07Q in. thick sheet molding compound (SMC). The interior cavity ofeach door is filled with 1.91bs. density BASF polyurethane foam. The face sheets are adhesively bondedto the wood stiles and rails. The side stiles measure 1.54.in. thick x 0.67 in. wide finger jointed pine. The top & bottom linger -jointed pine rails measure 1.54 in. thick x 0.57 in. high. Thu sidelite sashes were secured to the wood jambs with (12) # 8 x 2.0 in. Phillips flathead woad screws, (4) on each vertical side jamb located at 13.5 in., 31.0 in., 49.5 in. and 66.0 in. from the top and (2) on each ofthe head and sill jambs located at 4.0 in. from each end. The sash was stopped in with a nominal 3/8 in. cove molding around the perimeter. The cove molding was secured using 1.0 in. x 0.04 in. diameter wire brads at 2.0 in. from each end a maximum of 12.0 in. on center. The in -swing model used an extruded vinyl boot that was attached to the bottom ofthe sidelite sash with (3) # 6 x 1.0 in. Phillips pan head wood screws 2.0 in, from each end and (1) in the center. Glazing: Specimens 1 & 2 - 2 sashes each consisting ofthe Thezma-Tru BTS Lip Lite left sash - (0.5 in. insulated glass - 0.125 in. tempered glass 0.25 in. air space -0.125 in. tempered glass) right sash - (0.125 in. tempered glass) Specimen 3 - 2 sashes each consisting of the Therma-Tru TCM Lip Lite left sash - (0.5 in. insulated glass - 0.125 in. tempered glass - 0.25 in. air space -0.125 in. tempered glass) right sash (0.125 in. tempered glass) Specimen 4 - 2 sashes each consisting ofthe Therma-Tru Flush Glazing left sash - (0.5 in. insulated glass - 0.125 in. tempered glass - 0.25 in. air space -0.125 in. tempered glass) right sash -(1.0 in. insulated glass - 0.125 in. tempered glass - 0.75 in. air space -0.125 in. tempered glass) Glajdgg Method-, Specimens 1 & 2 - BTS Lip lite OA size is 8.5 in. wide x 65.375 in. wide securedwith (14) # 6 x 1.75 in. long tek screws spaced as follows, top and bottom rail at the center of span, side stiles from the top down at 3.0 in...14.75 in., 26.5 in., 38.25 in., 50.5 in. and 62.25 in.. The frames were sealed with silicone caulking to the sidelite panel and to the glass. Specimen 3 - TCM Lip lite OA size is 9.85 in. wide x 65.85 in. wide secured with (16) # 6 x 1.5 in. long tek screws .spaced as follows, top and bottom rail at 2.125 in. from each end, side stiles from the top down at 5.5 im,16.5 in., 27.5 in., 38.375 in., 49.375 in. and 60.315 in.. The frames were sealed with silicone caulking to the sidelite panel and to the glass. Specimen 4 - Integral Flush Glazed -- The sideUte sash face panels are molded to receive the insulated Ohm. The glass is attached to the sidelite face sheets with silicone glazing compound. Daylight 0„ aenium Specimens 1 & 2 - BTS lip life - 5.75 in. x 62.625 in. Specimen 3 - TCM lip lite -• 7.125 in. x 63.0 in. Specimen 4 - Integral flush glazed - 7.0 in. x 64.9375 in. Florida Reghtered Professional Enotem Review: Reg. # 42929, September 14 1 Dolden, A.E. S ETC-01-741-11009.0 Page 4 of 11 Seddon Z MA'I'laRiAL CHARACTIgRISTICS Cant.: M%tbertistrinnin in All Specimens Head Jamb 1 pc Thes ma-Tru long reach foam compression weather-strip. Hinge Jambs 1 pc Therms Tru short reach foam compression weather-strip. Astragal I pc Therma-Tru long reach foam compression weather-strip. Corner pad seals 3 —1 at each hinge jamb and astragal at threshold Specimens 1, 2 & 3 At threshold 1 row Therma-Tru long reach foam compression weather-strip Specimen 4 - ThermsTru vinyl fixed door bottom sweep. Hardware: All Specimens 1') KwBtset 700 Series Latch bolt (ANSI Grade 11) at 44.0 in. from top of panel sb*c plate was attached through the astragal with (2) #8 x 2.5 in. PFH WS.) 1) KwBtset 700 Dcadboh (ANSI Orade 1I) at 38.5 in. from tap ofpanel IU sft&e plate was attached through the astragal with (2) #8 x 2.5 in. PFH WS.) 6) T Tru 4 in. butt type hinges The hinge was fastened to the door panel with (4) #10 x 0.75 in. PFH WS and fastened to the jamb with (3) #10 x'0.75 in. PFH WS and (1) # 10 x 2.0 in. PFH WS.) W oks: None Moons: ns: None Reiaent• None SEALANT: Latex caulking as needed to seal unit into rough opening. ADDUII)' NAL DFSCRIMON: All specimens were installed in a wood test buck. Section 3 - INSTALLATION: Scud tbod of Attachment: imensimew 1, 2, 3 & 4 used the following screw types and numbers to secure the frame system into the test buclL 40 - # 8 x 2.5 in. Flat Head Phiwood screws 28) — ( 14) head & (14) sill from the left side of the test specimen the screws are located at 3.0 in., 10. 0 in., 13.0 in., 18.15 in., 21.75 in., 34.5 in., 50.0 in., 56.0 in., 71.5 in., 84.0 in., 87.0 in., 93.0 in., 0 in. and 102.5 in.. 12) — ( 6 ea sidelite jamb) from the top down on the left side of thetest specimen the screws are located at 6. 0 in.,19.75 in., 33.5 in., 47.25 in., 61.0 in. and 74.0 in.. Florida Regi avd Professio[W Engineers Review. Reg. # 42929, September IT, 2001 Jossepph' L. Dolden, P.E. Signsum .._ ETC-01-741-1100&0 Page S of 11 Section 4 - SEQUENCE OF TESTS PERFORMED: Test Sequence:.PA 202 1. Air Infiltration 2. y: Test Pressure Positive 3. Design Pressure Positive 4. % Test Pressure Negative 5. Design Pressure Negative 6. Water Infiltration Positive Direction 7. Full Test Pressure Positive S. Full Test Pressure Negative 9. Forced Entry Deflection Gauges act at location 01, #2 & #3 1 0 3 0 2 1 0 30 2 O X X O O X X O Out -swing In -swing Deflection was measured with two (3) Aerospace 2.0 in. dial indicators. location # 1-SN 213948, location # 2-SN 213233 and location # 3-SN 213701. Air Infiltration Tests were conducted in accordance with DCBCCD PA 202-94 Water Infiltration Tests were conducted in accordance with DCBCCD PA 202-94 Static Tests were conducted in accordance with DCBCCD PA 202-94 Forced Entry Tests were conducted in accordance with DCBCCD PA202-94 Florida Re&wred Professional Enginm Review: Reg. # 42929, September 114001-3L Dolde% P.E. S atiaa: ETC-01-741-1100&0 Page 6 of 11 Test Results: Specimenis Out -swing (OXXO) AIR INFILTRATION Air at 1.57 psf Actual Allowable 0.09 CFM/SQ Fr 0.34 CFM/SQ Fr WATER INFILTRATION Water @ 2.86 psf (1501, of 19.0 psf) for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) Water @ 8.25 psf (15% of 55.0 psi) for 15 min. No water penetration over sill Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion ofthe 2.86 psftest.) Note. The water tests were conducted after the required halfand design loads and before full test loads. STATIC AIR PRESSURE Design Loads' + 55.0 psf, - 55.0 psf. (Out -swing) Range of test time actual load deflection perm. set Positive loads seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.396 in. Test 30 82.50 Mullion (3) 0.155 in. Door T (1) 0.117 in. Door B (2) 0.255 in. Range of test time actual load deflection perm set Negative loads seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.322 in. Test 30 82.50 Mullion (3) 0.217 in. Door T (1) 0.170 in. Door B (2) 0.090 in. Loc 3 - Max, allowable perm. set at completion of design load (0.4% of span) .004 x $0.5 in.— 0.447 Loc 1 & 2 -Max, allowable-perra. set at completion oftest load (0.40/9 of span) .004 x 79.25 in.- 0.317 in. Loc 3 - Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 80.5 in.= 0.322 in. 1rORCED ENTRY 1~& Tim Result Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Door remained locked & shut and was operable at the completion ofthe test.) Florida Registered Professional Engineers Review: Rag. # 42929. September 19 2001-Joseepph L. Doldm P.E. Signature: ETC-01-741-11008.0 Page 7 of I I Test Results: Cont. Spec men2: - Out -swing (OXXO) AIR INFILTRATION Air at 1.57 psf Actual Allowable 0.27 CFM/SQ FT 0.34 CFM/SQ FT WATER INFUJRATION Water (Qa 2.96 psf (15% of 19.0 psf) for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) Water (Qa 8.25 psf (15% of 55.0 psf) for 15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion of the 2.86 psf test.) Note: The water tests were conducted after the required half and design loads and before full test loads. STATIC AM PRESSURE Design Loads + 55.0 pst - 55.0 psf. (Out -swing) Range of test time actual load deflection perm. set Positive loads seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.157 in. Test 30 82.50 Mullion (3) 0.012 in. Door T (1) 0.048 in. Door B (2) 0.059 in. Range oftest time actual load deflection perm, setNegative .loads seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.240 in. Test 30 92.50 Mullion (3) 0.220 in. Door T (1) 0.079 in. Door B (2) 0.243 in. Loc 3 - Max, allowable perm. set at completion ofdesign load (0.4% ofspan) .004 x $0.5 in.= 0.447 Loc 1 & 2 -Max. allowableTmuL set at completion oftest load (0.4% ofspan) .004 x 79.25 in.= 0.317 in. Loc 3 - Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 80.5 in.= 0.322 in. FOLD ENTRY in Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Door remained locked & shut and was operable at the completion of the test.) Florida Registered Professional Engineers Review: Reg. # 42929, September 2001 -Jonph 1., Dolden, P.E. Si attire: ETC-01-741-11008.0 Page 8 of 11 Test Results: Cont. Sueeimen 3:' Out -swing (OXXO) AIR U—OMTRAATIQN Air at 1.57 psf Actual Allowable 0.08 CFM/SQ FT 0.34 CFM/SQ FT WATERS TRATION Water @ 2.86 psf (15% of 19.0 psi) for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) Water @ 8.25 psf (15% of 55.0 pst) for.15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion ofthe 2.86 psftest.) Note; The water tests were conducted after the required half and design loads and before full test loads. STATIC AM PRESSURE Design Loede + 55.0 psf, - 55.0 psf. (Out -swing) Range of test time actual load deflection perm set Positive loads (seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.350 in. Test 30 92.50 Mullion (3) 0.023 in. Door T (1) 0.112 in. Door B (2) 0.133 in. Range of test time actual load deflection perm. set Negative loads (seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.312 in. Test 30 82.50 Mullion (3) 0.301 in. Door (1) 0.065 in.. Door B (2) 0.113 in. Loc 3 - Max. allowable perm. set at completion ofdesign load (0.4% of span) .004 x 80.5 in.- 0.447 Loc 1 & 2 -Max, allowable perm set at completion oftest load (0,4% of span) .004 x 79.25 in.= 0.317 in. Loc 3 - Max. allowable perm set at, completion of test load (0.40/9 of span) .004 x 80.5 in.= 0.322 in. FORGEDENTRY biz& L= ltesuh Active Panel 36.0 in. W x 79.251n. H 30 seconds (Door remained locked & shut and was operable at the completion of the test.) Florida Registered Professional Engineers Review; Reg. # 42929, Sq*vmbw 19 2001-Jo Th I.(.jDoollda4 P.E. ETC-01-741-11008.0 Page 9 of l l Vest Results: Cont. Specimen 4: ' In -swing (OXXO) AS INFILTRATION Air at 1.57 psf Actual Allowable 0.03 CFM/SQ FT 0.34 CFM/SQ FT WATER INFILTRATION Water @ 2.86 psf for 15 min. No water penetration over sill. Achieved with standard self adjusting aluminum in -swing threshold and door sweep.) Note: The water test was conducted after the required half and design loads and before full test bads. STATIC AIR PRESSURE Design Loads + 55.0 psf, - 55.0 psi; (Out -swing) Range oftest time actual load deflection perm set Positive loads (seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.135 in. Test 30 82.50 Mullion (3) 0.017 in. Door T (1) 0.144 in. Door B (2) 0.110 in. Range of teat time actual load deflection perm. set Negative loads (seconds) psf 1/2 Test 30 41.25 Design 30 55.00 Mullion (3) 0.344 in. Test 30 82.50 Mullion (3) 0.079 in. Door T (1) 0.171 in. Door B (2) 0.162 in. Loc 3 - Max. allowable perm. set at completion ofdesign load (0.4°/u of span) .004 x 80.5 in.= 0.447 Loc 1 & Z Max. allowable perm set at completion oftest load (0.40/c of span) .004 x 79.25 in.- 0.317 in. Loc 3 - Max, allowable perm. set at completion oftest load (0.4% of span) .004 x $0.5 in.= 0.322 in. FORCED ENTRY SkR Ting i Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Door remained locked & shut and was operable at the completion of the test.) Florida Registered Professional Engineers Review: Reg. # 42929, September 1 2001—Joseph L. DoldeN P.E. Sigoatt re: dim ETC-M-741-11008.0 Page 10 of 11 Section 5 - DRAGS TO BE SUBMITTED: 1. L2151 sheets 1 through 13 of 13 2. Laboratory Anchoring sketches Comment: Nominal 2 mil polyethylene film was used to seal against air leakage during structural loads. The film was used in a manner that did not influence the test results. Observers: Steve Kepler — Project Scientist, THERMATRU Corp. Rick Wright — Consultant, R.W. Building Consultants, Inc. Dade County Witness: Not present All Testa Witnessed by: Wendell Haney, P.E. Arthur Murray, ETC Laboratories Bill Yanda, ETC Laboratories cc: THERMA TRU CORP. (3) Rick Wright (3) File (1) Florida Registered Professional Ftighms Review: Reg. # 42929, September 112001 —Joe",L D,00llden, P.E ETC-0.1-741-11008.0 Page11 of 11 The product testedbas bow compared to the detailed drawings, bill of materials and fabricationinformation supplied by the client so named heroin. Our analysis, which includes dimensional and component description comparisons, indicate the tested productandengineering information supplied by the client ".Are Eaaivsleot % The report and repmentadve samples will be retained for fiow years from the date of initial test. Thesetest results were obtained by employing all requitiments of the designated testmethods with no deviations. The test results and specimen supplied for testing are in compliamm a with the referenced specifications. The teat results are specific to the product tested by this laboratory and of the sample suppliedby the client named herein, and they relate to no other product either mam&chnvd by the client, a Fabricator of the client orof installed field performance. This report does not constitute an AAMA, NW WDA or DadeCounty certified product under the certification programs of these avintions. Theprogram administrator of these programs and oganh ations may only grant product certification. ETC Laboratories makes no opinions or endorsements regarding this product and its paf inenee. This report may not be reproduced or quoted in, partisl foes without the expressed written approval of ETC Laboratories. ETC Iatbonatories letters, reports, it's name or insigmia or mark am for the exclusive use of the client so namedherein and any othet use is strictly prohibited The repot, leasersand the name of ETCLabrizvoc ies, itsseal ormark shall not be used in any ei =stance to the general public or in any advertising. Limitation of Liability: Due diligence wasused in rendering this professional opinion. By acceptance of this report, this clientagrees to hold harmless and indemnity ETC Laboratories, it's employees and offices and owners against all claims and demands of any kind whatsoever, whichariseout of or in any mannerconnected with the ice of work referred to herein. ETC laboratories reurvea the right to suboontract any and all work for its clients in order to fiM11 its contractual obligations fortesting to these standards. For ETC Laboratories, r Mill Ywxk Test Technician Arthur Murray Laboratory Manager Wind Engineering Laboratory Florida Registered Professional Engineer Review: Reg. # 42929, Septem 2001-Joseph L. Dolden, P.E. S'. Test Regaested By-. THERMA-TRU CORP 1687 Woodlands Drive Maumee, Ohio 43537 Toll Free 800.537.8827 Phone 219.868.5811 Facsimile 219.868.5190 Tests Conducted: PA 202 (with no deviations) Desian Pressures - Specimen 1 (PA 202) Specimens 2, 3 & 4 (PA 202) Section 1- DESCRIPTION OF SERIES: ETG01-741-10700.0 Page 1 of 10 Report No. ETC 01-741-10700.0 DC Notification Number ETC 01019 Date: August 24, 2001 ETC Certification # 99-0416.01 Test Start Date: April 12, 2001 Test End Date: April 13, 2001 In -swing + 67.0 ps£ 67.0 psf, Out -swing + 67.0 psf. - 67.0 psf. Model De ,larition —"Smooth Star" Series Opaque Fibert;laas Swing Door, Overall Ske: Specimen 1 In -swing Self-adjusting Threshold - 37.5 in. W x 82.0 in. H x 4.5625 in. D Specimens 2, 3 & 4 Out -swing Bumper Threshold - 37.5 in. W x 80.5 in. H x 4.5625 in. D Configuration: All Specimens (X) No. & Size of Doors: All Specimens I active leaf - 36.0 in. wide x 7925 4,W,1.68 in. Florida Registered ProfessionalEngineers Raview: Reg. # 54158, 4ti ZO0I -Weg e, P.E. Si ateae ' ETC-01-741-10700.0 Page 2 of 10 Section 2 - MATWUAL CHARACTERISTICS: Frames sod Door"Material: Finger jointed pint jambs and steel panels. Frame Construction - The headjambs and sidejambs are finger jointed pine measuring_4.565 in. x 1.17 in.. The head jamb and side jambs are mortised, butted and joined using (3) 0.5 in. crown x 2 in. 16 ga. wire staples at each end. The following ftzbolds were tested, specimens 2, 3 & 4 - ThermsTru Alu;inum Out -swing Bump measuring 4.615 in. x 837 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end. Specimens 2, 3 and 4 were affixed with an add -on high dam sill that increased the height of the original bump threshold to 1.875 in. at the inner most plane ofthe frame system (The high dam threshold was, made from a piece ofpine and added to the standard bump threshold to increase the height). Specimen 1 used a Therms-Tru self-adjusting In -swing saddle threshold (AlumlWoodiVinyl) measuring 5.75 in. x 1.548 in. and attached to the jamb with (2) 0.5 in. crown x 2.5 in. 16 ga. wire staples at each end. The hinge jamb was mortised to receive (3) Therms Tru 4.0 in. x 4.0 in. self locating hinges located at 9.25 in., 38.5 in. and 67.75 in. from the top of the door jamb. Panel Construction - The door panel skins are constructed from 0.070 in. thick suet molding compound (SMC). The interior cavity of each door is filled with 1.9 lbs. density BASF polywethane foam. The face sheets are adhesively bonded to the wood stiles and rails. The latch stile measures 1.54 in. thick x 1.21 in. wide laminated veneered lumber including the 0.292 in. pine cap and the hinge stile measures 1.54 in. thick x 1.19 in. wide finger jointed pine. The top rail measures 1.54 in. thick x 0.89 in. high wood composite and the bottom rail measures 1.54 in. thick x 0.72 in. high wood composite. The bottom rail is kerfed to receive a door sweep (the sweep is used on in -swing models only). The hinge stile was mortised at 8.375'in., 37.625 in. and 66.875 in. from the top ofthe door panel to receive (3) Therma-Tru 4.0 in. x 4.0 in. butt type hinges. The latch stile was reinforced with a wood lock block measuring 2.45 in. wide.x 10.0 in. long x 1.54 in. thick and located at 36.0 in. from the top of the door panel Sash C0811rae008- NA Giazin : NA Glazing Method ; . NA Dav tOpenins; NA Weaatber-stripping: All Specimens Wch.Jamb 1 pe Therma-Tru long reach foam compression weatherstrip. Head Jamb 1 pc ThermsTru long reach foam compression weather-strip. Hinge Jamb I pc Therma-Tru short reach foam compression weather-strip. Corner pad seals 2 —1 at each side jamb at threshold Specimen 1 - Therma-Tru vinyl fixed door bottom sweep. Specimens 2, 3 & 4 At threshold 1 row Therma-Tru long reach foam comp *ioi weir )W* scrip Professional Engineers Review. Reg. # 54 ETC-01.741-10700,0 Page 3 of 10 SWION 2 - MATERIAL CHARACTERISTICS Cont.: HamA All Specimens 1) Kwftd 700 Series Latchboh (ANSI Grade H) at 44.0 in. from top of panel The strikVlate was attached to the latch jamb with (2) #8 x 2.5 in. PFH WS.) 1) Kwikset 700 Deadbolt (ANSI Grade U) at 38.5 in. from top ofpanel The strikeplate was attached to the latch jamb with (2) #8 x 2.5 in. PFH WS.) 3) Therma•Tru 4 in. butt type hinges Tore hinge was fastened to the door panel with (4) #10 x 0.75 in. PFH WS and fastened to the jamb with (3) #10 x 0.75 in. PFH WS and (1) # 10 x 2.0 in. PFH WS.) Weep -holes: None Man 'nsa None Reinforcement_ None SEALANT: Latex caulldng as needed to seal unit into rough opening. ADDITION„ AL DESCRIPTION: All specimens were installed in a wood test buck Section-3 - INSTALLATION: Screws dMethod ofAttachments Specimens 1, 2, 3 & 4 used the following screw types and numbers to secure the frame system into the test buck In-swing.Suecimen no 1 14 # 8 x 2.5 'n Flat Read Phi bi wood screws. 2) from the left side ofthe test specimen on the head jamb the screws are located at 6.0 in. and 31.5 in 6) from the top down on the left side ofthe test specimen the screws are located at 6.0 in., 20. in., 34.0 in.; 48.0 in., 62.0 in. and 76.0 in.. 6) from the top down on the right side of the test specimen the screws are located at 6.0 in., 20.0 in., 34.0 in. 48.0 in., 62.0 in -and 76.0 in.. FIT. s. h ,.e 1 • . • t MM 19M 2) from the left side of the test specimen on the head jamb the screws are located at 6.0 in. and 31.5 in. 6) from the top down on the left side. ofthe test specimen the screws are located at 6.0 in., 19.75 in., 33.5 in., 47.25 in., 61.0 in. and 74.0 in.. 6) from the top down on the right side ofthe test specimen the screws wt located at 6;0im,19.75 in., 33.5 in., 47.25 in., 61.0 in. and 74.0 in.. ETC-01-741-10700.0 Page 4 of 10 Section 4 - SEQUENCE OF TESTS PERFORMED: Test Segnence:.PA 202 1. Air Infiltration 2. %a Test Pressure Positive 3. Design Pressure Positive 4. % Test Pressure Negative 5. Design Pressure Negative 6. Water infiltration Positive Direction 7. Rill Test Pressure Positive 8. Full Test Pressure Negative 9. Forced Entry Deflection Gauges set at X's KI 9 X X Out -swing In -swing Deflection was measured with two (2) Aerospace 2.0 in. dial indicators: location # 1-SN 213293 and location #2-SN 213949. Air Infiltration Tests were conducted in accordance with DCBCCD PA 202-94 Water Infiltration Tests were conducted in accordance with DCBCCD PA 202-94 Static Tests were conducted in accordance with DCBCCD PA 202-94 Forced Entry Tests were conducted in accordance with DCBCCD PA202-54- 1. -- ETC-01-741.10700.0 Page 5 of 10 Test Results: . Specimen 1:' In -swing (X AIR 2gUTRATION Air at 1.57 psf Actual Allowable 0.22 CFN/SQ FT 0.34 CF1VVSQ FT WATER INFILTRATION Water @ 2.86 psf for 15 min. No water penetration over sill - Achieved with standard selfadjusting aluminum in -swing threshold and door sweep.) Note: The water test was conducted after the required half and design loads and before full test loads. STATIC AIR PRESSURE Design Loads + 67.0 psf, - 67.0 psf. (Out -swing) Range of test time actual load deflection perm. set Positive loads seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 1.750 in. 0.078 in. Door B (2) 1.658 in. 0.165 in. Range of test time actual load deflection perm set Negative loads seconds) psf 1/2 Test 39 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 0.456 in. 0.035 in. Door B (2) 0.432 in. 0.124 in. 1) Loc 1- Max. allowable perm set at completion of test load (0.4% of span) .004 x 79.25 in.- 0.317 in. 2) Loc 2 - Max. allowable perm. set at completion of test load (0.40A of span) .004 x 79.25 in.= 0.317 in. FORCED ENTRY i Active Panel 36.0 in. W x 79.25.in. H 30 seconds (Dwfem9ned Joccic d & shut and was apc le * t d bot pleHon of the test.) Plaids Registered Professional Engineers Review: Reg. 4 5415$, Sapeember+{,,20money, P.E. Test Results: Cont ecimen 2: • Out -swing (X) AIR VjMTRATION Air at 1.57 psf Actual Allowable 0.04 CFM/SQ FT 0.34 CFM/SQ FT W& . D TWATION Water @ 8.25. psf (15% of 55.0 psi) for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) ETC-01-741.10700.0 Page 6 of 10 Water @ 10.05 psf (15% of67.0 psi) for 15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion ofthe 8.25 psftest.) Note: The waxer tests were conducted after the required half and design loads and before full test loads. STATIC AIR PRESSURE Design Loads + 67.0 psf, - 67.0 psE (Out -swing) Range oftest time actual load deflection perm. set Positive loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 0.452 in 0.041 in. Door B (2) 0.398 in. 0.029 in. Range oftest time actual load deflection perm, set Negative bads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1)1.758 in. 0.099 in. Door B (2)1.655 in. 0.153 in. 1) Loc 1- Max. allowable perm set at completion oftest load (0.4% of span) .004 x 79.25 in.= 0.317 in. 2) Loc 2 - Max. allowable peen set at completion oftest load (0.40/6 of span) .004 x 79.25 in.- 0.317 in. FORCED ENTRY Time Active Panel 36.0 in. W x 79.251n. H 30 seconds Florida Registered Professiaral Engi ms Review: Reg. # M061 rc* ned locW .shut and was sgerable at-th*VpMletic &6fthe test.) cw_ ETC-01-741-10700.0 Page 7 of 10 Test Results: Cont. Sneeimen 3: Out -swing (I) AIR iNMTRATION Air at 1.57 psf Actual Allowable 0.12 CFM/SQ FT 0.34 CFM/SQ FT WATER INFILTRATION Water @ 8.25.psf (15% of 55.0 psf) for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) Water @ 10.05 psf (15% of 67.0 psf) for 15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion ofthe 8.25 psftest.) Note; The water tests were conducted after the required half and design loads and before full test loads. STATIC ,M P—ESSUM Design Loads + 67.0 psf, - 67.0 psf. (Out -swing) Range oftest time actual load deflection perm. set Positive loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 0.407 in. 0.108 in. Door B (2) 0.417 in. 0.015 in. Range of test time actual load Negative loads seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 deflection perm. set Door T (1)1.900 in. 0.146 in. Door B (2)1,650 in. 0.158 in. 1) Loc 1- Max. allowable perm set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in. 2) Lee 2 - Max. allowable perm set at completion oftest load (0.40A of span) .004 x 79M in.— 0.317 in. FQRCEDENTRY s Active Panel 36.0 in. W x 79.25.in. H 30 seconds Review: Reg. s 54159, Dflo ned locked & sMli and was opera`tile qiL !er.trtvpletioa'ofthe test.) kpkm r1L iY/I'l P.E. ETC-01-741-10700.0 Page 8 of 10 Test Results; Cont. Specimen 4: Oat -swing (X) AER ILsTRATION Air at 1.57 psf Actual Allowable 0.17 CFM/SQ FT 0.34 CFM/SQ FT WATER INFILTRATION Water c@ 8.25 psf (15% of 55.0 pst) for 15 min. No water penetration over sill. Achieved with standard aluminum out -swing bump threshold.) Water @ 10.05 psf (15% of 67.0 pst) for 15 min. No water penetration over sill. Achieved with add -on riser to the standard aluminum out -swing bump threshold. This test was conducted at the conclusion ofthe 8.25 psftest.) Note: The water tests were conducted after the required half and design loads and before full test loads. STA''IC AIR =SUR.E Design Loads" + 67.0 pst, - 67.0 psE (Oat -awing Range of test time actual load deflection perm. set Positive loads (seconds) psf 1/2 Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1) 0.406 in. 0.095 in. Door B (2) 0.440 in. 0.056 in. Range of test time actual load deflection perm. set Negative loads (seconds) psf 1/2.Test 30 50.25 Design 30 67.00 Test 30 100.50 Door T (1)1.800 in. 0.112 in. Door B (2)1.504 in. 0.120 in. 1) Loc 1- Max, allowable perm. set at completion oftest load (0.4% of span) .004 x 79.25 is"= 0.317 in. 2) Loc 2 - Max. allowable -perm set at completion oftest load (0.4% of span) .004 x 79.25 in.- 0.317 in. FORGED XN lteauk Active Panel 36.0 in. W x 79.251n. H 30 seconds (Dour 'rerna tle 'ha bd*, shut and was W.ot'tlk fthe test.) Iteg s 54159 :_ - Section 5 - DRAWINGS TO BE SUBMITTED: I. L2163 sheets 1 through 10 of 10 2. Laboratory Anchoring sketches ETC-01-741-10700.0 Page 9 of 10 Comment: Nominal 2 mil polyethylene film was used to seal against air leakage during structuralloads. The film was used in a manner that did not influence the test results. Observers: Steve Kepler -- Project Scientist, THRMA-TRU Corp. Rick Wright — Consultant, RW. Building Consultants, Inc. Dade County Witness: Not present All Tests Witnessed by: Wendell Haney, P.E. Arthur Murray, ETC Laboratories Bill. Y'anda, ETC Laboratories cc: THERMA-TRU CORP. (3) Rick Wright (3) -> " • ; Registered Professional En Revta w. Reg, # 54158, dell Nary, P r C,:ggpt dM Terms. and General Notes BMrdlug These Tests ETC;-01-741-10700.0 Page 10 of 10 The product tested has been compared to the detailed drawings, bill ofmaterials and fabrication information supplied by the client so mimed herein. Our analysis, which includes dimensional and component description comparisons, indicate the tested productand engineeringinformation supplied bythe client ",Are Eaolvaleat •, The report and representative samples will be retained for four years from the data ofinitial test. These text results were obtained by employing all requirements ofthe designated test methods with no deviations. The test results and specimen supplied for tenting we in compliance with the referenced specifications. Theteat results are specific to the product tested by this laboratory and ofthe sample supplied by the client named herein, and they relate to no other product either manufactured by the client, a Fabricator ofthe client or ofinstalled field performance. This report does not constitute an AAMA, NW WDA or Dade County certified product under the certification programs of theseagani=don& The program administrator ofthese programs and organisations may only grant product certification. ETC Laboratories makers no opinions or endorsements tegardmg this product and its performance. This report may not bereproduoedorquotedinpartialformwithouttheexpressedwrittenapprovalofETCLaboratories. ETC Laboratories letters, reports, it's name or insignia ormark are for the exclusive use ofthe client so named herein and any Other use Is strictly proltiblted. The report, letters and the name of ETC Laboratories, its seal or mark shall not be used in anycircumstancetothegeneralpublicorinanyadvertising. LimitationofLiab hr. Due diligence wasused In rendering this professional opinion. Byacceptomofthis report, this client agrees tohold harmless and indemnify ETC LabomtoriM it's employees and offices and ownersagainstall claimsand demands of any kind whatsoever, which arise out ofor in any manner connected with the performance ofwork referred toherein. ETC laboratories reserves the right to subcontract any and all work for its clients in order to fulfili its contractual obligations for testing to these standards. For ETC Laboratories ' Bill Yanda Test Technician Arthur Murray LattoMpry Manager GVint En@nbessing Laboratory Z Florida Registered Professional Engineers Review: Septeattbex 4, 1— Honey, P.E. Reg. #s*j Si l_ WI t , 21) -1, s, -7 Installation Instructions Pre -Hung Door Systems In High Wind Velocity Areas These instructions apply to all Tberma-Tru wood -framed door systems. Some apply specifically to: Inswing Doors I I LJj Outswing. Doors. I 1 Doors wrivh srdefigim Double Doors ) 7 Patio Doors I Read all instructions before starting 11'rJ1ERMAFM* DOORS Tt,- most Pr nre ftr7d in the $usir-s P.O. Box 9M Maumee, Ohio 43537 printed 3/02 Questions? Comments? Call 1-800-THERMATRU (1-800-843-7628) Part No. MSDRISTII xl-%"'MvY DIFFERENCES CHECKLIST Rough openings are 1/4" smaller on each side and 1/4" smaller on the header than standard Therma-Tru rough opening dimensions. Use only a maximum of 1/4" thick shims. Predrill the jambs and headers using 11"8" driiI bit. Pre-drii ling increases structural performance. Use onty 2- f 2" wood screws t#8 and # 10) when securing the pit - hung frame to the rough opening buck. Drywall screws, deck screws, and nails are insufficient anchors, and should not be substituted for wood screws. Be certain of the number and placement of all screws securing the frame to the rough opening buck. Constalt thearchitect -,ur engineerof recor-1-41concerning fastening the buck to the rest of the building structure. For Structural strength, the rough opening buck must be citi'ver 2" x 4" or 2" k 6" construction, not " I by" construction. SINGLE DOOR aye anly DOUBLE DOOR OCKJOLE € OOR WfSiDEi4'E-S ace enly SINGLE DOOR W/SIDELITE icy mly ace enly ace enly SINGLE DOOR W/SIDELITES CHECKDOOR UNIT. Check width and height. Measure size of frame (width and height), not brickmold. Remove cleats and packaging, but keep door fastened closed with r msport clip. Sao not remove :tip or open door until instructed to do so. Height CHECK AND PREPARE OPENING. is s bfo,1r L-vel .and skrlid? bearing su fuce so the sill may be caulked and seated to the opeWng. SScrapc. ,sand. nr ll.as ,•rquirrv! Shim subfloor for floor covering clear., ice. ?f shimming, caulk under shims, Is opening square? Check all corners with a framing square. Double-check by comparing diagonal measurements. Fix anyproblems now Are framing and walls plumb? Use a b-tout ievvi Imu check both sides of opening, both ways. Fir any problems now Are Ehe wail surfaces around the opening in the 'NaiI1;i plane? i There must be no "warps" or "jogs". Fix an pnYlil4ms now Is the ^t ming the y"YDC' ect size? chixk- n i i s :h door frame size now, before installation Opening ouW , fr asaas: hei ;laa plus 114", ,z%rkl s, ;,v „ ;';,, plus 1/2 . Remember to use only 1/4 shirrs. Check all four corners Wall with square. straight? - diagonals Check each side both ways. Ct ur A. Wali straight? 4 Lay door unit on edge or face so that bottom side of sill can he cau.lkzd- Place very large gads r.)f caa11k across full width t ffic at edge of sill. Place one or more ve'), L.erge eaulk beads at parallel lines wma"as bo(WM surfaces which will bnn, 7- or, subfiom. Avoid callbacks due to leaks! Use an entire tube ofcaulking to seal between sill' and subjloor. Construction Adhesive NOTE: If installing units with sidelights, place couctzuction adhesive under points where door jambs will bear on floor. Ctnplete installation befow .adhesive cures. Caulk On subfi rr at opening, place very large beads of catfl- t#rat will match with those placed on sill. Earn bead's foil width of opening. Caulk ram / _' Construction Adhesive NOTE: If installing double door or patio units, plac. canctwucdon atlhcsiv :»nc#; T mullion or point where doors meet at cen- tas. Car plee installation Wore ndhc , ii cures. PLACE UNIT IN OPENING AND TEMPORARILY FASTEN HINGE JAMB. DO 8nL FASTEN THROUGH BRICKMOULD. If the jamb and head does not come with pilot holes, drill 1/8' pilot holes before using screws. For single or double doors, note hinge locations and mark jaaatb tacos ewar door starfsce, for fasteaaer placcu eaat later. Lift unit up. With top edge tilted away from opening, center mit and pi we siii down onto ca uik- brads. Tiit inR, ptac+e. Work from the side of the door that is weather-stripped. outside for inswing doors, Inside for outswing doors) Plumb hinge side jamb both ways. Use a 6-foot level. Use shims totaling a maximum of 1 /4" thickness, not the usual 1./2'- Use 2-1/2' wood screws. Do NOT substitute nails, deck stets, or drywall smws . Place six 98 wood scm s through jambs into "two -by" studs, at each location where shown in diagrams. For single or double doors, refer to marks on jambs and place fasteners below each hinge location, so that shims amy be placed behind hinges. Fasteners will keep shims from falling down while adjust- me"are made. N not drive screws oomplet- iy in at this time. 6" from top and bottom 6 wood screws.; evenly spaced Li Sideli 1~ astet hinge side ofdoor. 6" from top. and it 111T\ bottom ,, \, 6 wood' vTC vS evenly spr,-d i; G x C ' Agla' tlattts 1 Fasten h.inge_jamb. Al! screws used outside should 1 he coated or galvanized to prevent rusting and staining. 6" from it top aml bottom 6 wood!Ii i r I Y1i screws evenly is i i spaced Double Door and h' Patio Units Fasten jamb on fixed or passive side of door. SHIM BEHIND HINGES AND SECURE HINGE JAMB. Go through another opening to work on swing side of door. Leave door fastened closed with transport clip Shim above fasteners, behind each hinge, between jamb and opening. Shim a total of 1X maximum per side. Recheck hinge jamb to ensure it is plumb and straight. Use a 6-foot level. Go back through another opening to other side ofdoor to secure hinge jamb. Finish driving the wood screws. ig 1 /4" Shim ADJUST REST Of FRAME AND FASTEN. From swing side of door: shier, near top and bottom of un- fastened jamb.. Make frame adjust- ments so margins between door and frame are all even. Adjust frame so frame face is flush with door face all around. NOTE: For double doer units, make adjustments that affect alignment and margins and weatherstrip contact between cloors. From weatherstrip side of door, check weatherstrip margins and contact. Adjust frame as required so contact and margins are equal all around door. Evenly space six screws per side. Review the figures on page 3. For single doors, on the head, use three screws far each door: 6" 1'rom each end and at the center of the door. When a sidelite is present, add an addition<111 screw 3" from the end of cacti door and use three screws for each sidelite head: 3" from each end and 6" from door -side end. Finish driving the UNCLIP AND OPEN DOOR. INSTALL HARDWARE. COMPLETE JAMB FASTENING. Remove transport clip. Open and close door to ensure smooth operation. With door open, at hinges where labels indicate, drill 1 /8" dia. pilot holes and fasten 10 x 2-1/2" screws (provid- ed) through hinges to anchor door frame and prevent sagging. Transport iII Clip I Jill 10 x 2-1 /2" screws Close boor. Carefully shim between jamb and opening behind latch area. Open door and install lockset hardware. Remove smell margin shim pads,; located on the head and lock jambs, betwom door and jambs. W\ I! 1 \ k igg Remove -....I i Shirr! I Pads G r 114" Shim Drill 1/8" dia, pilot holes and place 2 #8x 2-1/2" screws(provided) through strike mounting holes to secure lock jamb center and provide #8 x 2-1/2" r security. Adjust strike in or out for screws proper door operation and tighten (provided) screws. ANCHOR SILL, ADJUST SILL. For sills prepared for anchor screws, place #10 screws through sill into subfloor. if not prepared, pre -drill 1/8" holes 6" from each end and at the center of each door. Countersink as needed. If a sidelite is used, drill an additional pilot hole 3" from end where.the door and sidelight meet. n 10 screws For sill with screw -adjustable thresholds, follow directions on sill to adjust threshold to meet door bottom gasket. Section cut shown through door to show proper margin and bottom gasket contact. o MCHECK OR INSTALL CORNER SEAL1PADS. (SWING -IN DOORS ONLY) Corner seal pads are an important part of a swing -in door's weatherproofing integrity. Check to see that they are installed properly, in place and with sealant under the pad at the jamb and sill joint. Self -Adjusting Sills (shop applied) Adjustable Sills Corner Seal Pad Sealant Corner Seal Pad Sealant For sills with adjustable thresholds, pads are sent in a poly bag with unit, not installed. They :arc• installed after final threshold adjustment. Follow directions with pads to install. PROCEED TO STEP 10. WEATHERPROOF, FINISH, AND MAINTAIN ENTRY DOOR SYSTEM. Place and set galvanized finish nails through brickmould around perimeter. Cover all countersunk fasteners with an exterior -grade putty. Caulk around entire unit on "weather" side: seal brickmold to siding or facing, seal front bottom edge of sill, seal all joints between jamb% and moldings. Seal joints between exterior hardware trim and door face to prevent air and water infiltration. Provide and maintain a properly -installed cap flashing to protect top surfaces from water damage. Print or stain according -to Therma-Tru instructions. Do not paint gasketing or weatherstripping. Rare unprotected wood will weather and degrade and change color. All bare wood surfaces exposed to weather must be primed or stained and painted or finished within two weeks of exposure. Maintain or replace sealants and finishes as soon as any deterioration is evident. For semi -gloss and glossy paints or clearc,-oats, do this when surface becomes dull or rough. More severe exposures require more frequent maintenance. Swing -out doors trust have all edges - sides, top, and bottom - finished. Inspect and maintain these edges as regularly as all other surfaces. FINISHING INSTRUCTIONS TO PAINT A STEEL OR SMOOTH -STAR DOOR: Clean first with detergent and water. Do not wash doorlite Carnes and moldings (see below). Rinse and lei dry completely. Use 4.* an exterior high -quality 100% acrylic latex paint fol- lowing manufacturer's directions for application. Faint etio and exposed ends of door. TO PAINT STEEL DOORLITE FRAMES AN1) MOLDINGS: Clean first by lightly wiping with a clean cloth. The material has a factory -applied surface preparation to improve finish adhesion. (Do not u-se .tripping solvents on d(M-,rlite fiva+ne This will damage or remove the surface preparation,) Mack off glass, prime first with an alkyd -based primer. then linisb with the same paint used for the door. TO FINISH CLASSIC -CRAFT OR FIBER -CLASSIC DOORLITE FRAMES AND PANEL. INSERTS: Clean first by lightly wiping with a clean cloth. The material has a factory -applied surface preparation to improve flush adhesion. (Do not use stripping solvents on frames. This will damage or remove the surface preparation.) Mask otl'gha ,. Stain or paint using the same materials as for the door. (See below. If painting, prime Bust with an alkyd -based primer.) To balance color when staining, apply stain more lightly on doorlite frames and panels than on door. Topcoat when strain is completely dry. TO PAINT OR STAIN ALL CLASSIC -CRAFT OR FIBER -CLASSIC DOORS: Clean first. Use a dry rag or a clean cloth and mineral spirits m detergent and water. Allow to dry bel'ore finishing. Edges and exposed ends should also be finished. Only apply lnish when the temperature is between SD and" F. with humidity less than 85%. Do not work with the'door in direct sunlight. Follow directions, above for doorlite frames and panel insert.. TO PAINT: Prince first with an alkyd -based primer. Allow the primer to cure completely. Finish with an exterior -grade oil -based or alkyd or 100%acrylic latex paint. TO STAIN: For best results, use only the complete Thcrma-Tru Finishing System. Follow directions enclosed with Finishing System. bWM-TM C7rQ&0art. Fiw-cl&"c , and nmMh 1wr aic wggcnrat tra k . a t:s .... TT Tix:hnokv* Cora+. MWTtle m-Tru cort,. Ixaned; 3/02 Printed in U.&A Limited Power Of Attorney name and appoint: Craig Coulton and -Rz; each agent's of D.R. Horton Inc. To be my lawful attorney in fact to act for me and ply The Building Dept. of: -- c x For a residential permit for work to be performed at: Lot # : Subdivision : ' Crass" Address: Z34 And to sign my name and do all things that are necessary to this appointment. Richard B. Ladd CBC055300 Contractor State Registration Number L2a 2L Signature of Contractor This foregoing instrument yvas acknowledged before me this: Date: By: Richard B. Ladd ( Contractor ) Who is personally KnovW to me. State of County aL CQUliO'VFxp. Y26/2002 CC 7624,27 KMwn I 1 OtTer 1. D, ! f. Notary Seal CITY OF SANFORD BUILDING DIVISIONSUBMITTALREQUIREMENTSFORRESIDENTIALBUILDING PERMIT Two (2) recent boundary and building locationng setbacksoertmitfortructured(not fences) from all structures to property lines p sets of construction design drawings drawn to scale, Two (2) complete Complete sets to include: Foundation plan indicating footcr sixes for all bearing walls. Provide side view detailsoa. of these footers with reinforcement bar replacement. Indicating interior wall partitions and room identification, o b. Floor plan room dimensions, window, opening stizturca andoke detector, dindoor, s decks and ataira Bathroomrlocatlon(s), g + distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance ofHandicapped Code (F.S. 553, Part 5) Elevations of all exterior walls, east, west, north and south. FinishC. floor elevation height as per City Engineering Department or o subdivision plat. d. Cross sections of all wall sections to be used in the structure. BearingShowallcomponentsofwallsection. non -bearing inter and exterior. Framing plan for floor joists where conventionally framed. Plan toe, Indicate span, size and species of materials to be used. f, Engineered truss plan with details of bracing. Engineered beams forospacingopeningstocarryandsupporttrusses. Stair details with tread and riser dimensions, stringer size, methods ofg, attachment, placement of handrails and guardrails. o h. Square footage table showing footages: S•F. Garages/Carports S.F. Porch(s)/Entry(s) Patios) Conditioned structure S.F. S.F. 3. Total (Gross Area) Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97) 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. S. Other submittal Documents: A. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 W. Airport Bivd,Sanford, Fl (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact thefordetailsregardingthearborordinanceandpermit. 6. City Engineer Application to be completed thoroughly and signatures provided by a licensed and Insured contractor. OWNEWBUiLDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been Issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances. REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. 2. Footer Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. S. Slab Lintel- tie beams - columns- cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation / firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building final 15 Other DATE SIGNATU By Orm or Authorized Agent)