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Home My WebLink About348 Appaloosa Ct - BR03-002036 SFRERMIT ADDRESS CONTRACTOR ADDRESS D R Horton 6250 Hazeltine Nat'l Dr #102 Orlando, FL 32822 407)857-9101 CBC 055300 PHONE NUMBER PROPERTY OWNER IO-01mv,, PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION *A Ok PERMIT #C%"dO%*Ao DATE 0 PERMIT DESCRIPTION I OO PERMIT VALUATION p `p Lk%C) SQUARE FOOTAGE SMA W 0 0 H i CERTIFICATE OF OCCUPANCY / COMPLETION This is t'o certify that the building -located at 348 APPALOOSA CT ' for which permit 03-00002036 has heretofore been issued on 7/23/03 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 J11 S;,elL -ar• V, I,t,1YL,4 complies with all the building, plumbing, electri 1, zoni g and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: r, Finaled 1 3 d3 i' r a-lo Inspected r ZONING: Inspected UTILITIES: Water Sewer Lines In tk 10 Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs S' Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 8 20 03 20.00 01-APPLCTN FEE -ELECTRIC 8/22/03 20.00 01-APPLCTN FEE -BUILDING 7/23/03 10.00 01-APPLCTN FEE -MECHANIC 8/25/03 10.00 01-APPLCTN FEE -PLUMBING 7/28/03 10.00 02-ENGNG DEVLPMT FEES 7/23/03 10.00 01-FIRE IMPACT - RESIDENT 7/23/03 59.27 01-LIBRARY IMPACT FEE 7/23/03 54.00 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the buil'ding'located at 348 APPALOOSA CT for which permit 03-00002036 has heretofore been issued on 7/23/03 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 01-RADON GAS TAX FEE 01-ROAD IMPACT•FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SI•NGLE FAMILY SD IMPACT:SINGLE FAMILY 7/23/03 7/23/03 7/23/03 7/23/03 7/23/03 7/23/03 7/23/03 279.61 17.34 847.00 17.34 1384.00 650.00 1700.00 v-A- 1 L 5 OWNER BbTLDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: \\ -\b-O PERMIT #: ADDRESS: CONTRACTOR: oAcor--' PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering OPublic Works D Utilities r i113/03 O Fire 1'1 1 IA OZoning OLicensing ( CONDITIONS: ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: \o-o3 PERMIT #: (Cp ADDRESS: CONTRACTOR: (Z)Acoe-N PHONE #: W/O 35-834 ovPd iv/q The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. JEngineering ublic Works f- ` D Utilities Fire 1'1 I A OZoning n OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i 4 1 I 1 1 I I CERTIFCATE OF OCCUPANCY- Q REQUEST FOR FINAL INSPECTION 1 r ? 5 SINGLE FAMILY RESIDENCE t: 1 = I 1 I I 1 DATE: N\ -\b- O -- PERMIT #: - I ADDRESS: co ' CONTRACTOR: PHONE #: 1C` - 8 3 a - L 9 ZJCr da C G L C3 tJ w r c. O q L U- U 2C7 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering OPublic,Works OFire fA OZoning ,n A_ tilities OLicensing ( CON ITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDjTIONAL) 4,0 q ft- CERTIFCATE OF OCCUPANCY o REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** 1 n 1 1 1 1 DATE: PERMIT #:- U L a W o t ADDRESS: !-)y Q v a a CONTRACTOR: \ C. o V U v uC~ PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your rompt attention will be appreciated. a It Engineering „'/ FI 11tRKI Wig CONDITIONS: TBE r CERTIFCATE OF OCCUPANCY , REQUEST FOR FINAL INSPECTIOAZ-i-' SINGLE FAMILY RESIDENCE**** DATE: l 1- k a- 0 3 V PERMIT #: bl- ao 1, t. ADDRESS: CONTRACTOR: 6 u PHONE #: yCD3 a - (A The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention, will be appreciated. Engineering Public Works CONDITIO OFire OZoning O Licensing TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) C ITYaOF SANFORD INSPECTION RECORD PLEASE CALL 407-330-5659 TO REQUEST INSPECTIONS PERMIT NUMBER O • DATE &' %S ' 0 a ADDR] OWNE DESCF BUILDING ELECTRICAL MECHANICAL PLUMBING MONOLITHIC TEMPORARY POLE ROUGH IN Rj. E GROUND 7 L FOUNDATIO R.I. UNDERGROUND R.I. CEILING R.I.WALLS OR FLOORS SLAB ROUGH IN - WALL HOOD SYSTE TUBSET ROOF/ WALL SHEATHING ROUGH IN -CEILING SPRINKLER SYSTEM S R FRAME POOL GROUND GAS PIPELINE G S IPE/LINE ek LINTEL/ TIE BEAM CHANGE OF SERVICE FINAL FINAL c'.- ry I a1ci O`L-b(- INSULATION ALARM OTHER OTHER tk I o'1Vv FIREWAL PREPOWER FINAL FINAL FIRE -MISCELLANEOUS OTHER DRIVEWAY OTHER 0- , THIS CARD IS TO DISPLAYED ON STREET SIDE OF THE LOT AND SHALL NOT BE REMOVED UNTIL WORK IS COMPLETED. SANITARY FACILITIES REQUIRED ON SITE 3 A NG TO ( IWNF.R- Vf 'FTR IV ATT.TTVV Tfl VVf'n FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires Dec. 31, 2005 ELEVATION CERTIFICATE Important: Reaa the Instrudlons on names 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance ComparryUse: BUILDING OWNER'S NAME Policy Number D.R. HORTON BUILDING STREET ADDRESS Qncuding Apt, Unit, Suite, and/or Bldg. No.) OR P:O. ROUTE AND BOX NO. Company NAIC Number 348 APPALOOSA COURT CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 101, BAKERS CROSSING, PHASE 2 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): No - ##' - ##.#hF' or ##.#####) NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAME & COMMUNrrY NUMBER B2 COUNTY NAME B3. STATE SEMINOLE COUNTY 120289 SEMINOLE FLORIDA 134. MAP AND PANEL 135. SUFFIX B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B6. FIRM INDEX DATE EFFECTIVEIREVISEDDATE - B8. FLOOD ZONE(S) Zone AO, use depth oftloodrg) 0045 E 4/17195 4/17195 A 24S 81 U. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM Community Determined ® Other(Desaibe): NEAL HILER ENGINEERING, INC. 1311. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier 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: Constnrdion Drawings' Building Under Construction' ® Finished Constnucfion A new Elevation Certificate will be required when oonstruction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch dt photograph.) C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1,AW, ARIAH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If thedatum isdifferent 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 (inducing basement or enclosure) I. Aft(m) o b) Top of next higher floor 39.7 ft(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A. A(m) o o d) Attached garage (top of slab) 29. 9 ft.(m) E o e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area) 29.9.ft.(m) E o f) Lowest adjaoent (finished) grade (LAG) 28.7 ft(m) z' 0 o g) Highest adjacent (finished) grade (HAG) 29. 2ft(m) . o h) No. of permanent openings (flood vents) within 1 ft above adjacentgrade 0 o 1 Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. an) Z 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, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME: WIL LIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 M TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. w ADDRESS CITY STATE ZIP CODE 320 E. SOUTH STRE 80 ORLANDO FL 32801 SIGNATURE JADATE TELEPHONE r 11/i0/03 (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 ForInsurance Company Use. BUILDING STREET ADDRESS (InchliM Apt, Unit Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Ply Number 348 APPALOOSA COURT CITY STATE ZIP CODE Company NAIC Number SANFORD R. 32773 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenVcompany, and (3) building owner. COMMENTS FI FVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL; MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here ifattachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FORZONE 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 foruse as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number _(Select the building diagram mostsimilarto the building forwhich this certificate is being completed — seepages 6 and7. If nodiagram 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, if 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.(crm) above the highest adjacent grade. Complete items C3.h and C3.1 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 management ordinance? Yes No Unknown The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owner or omen's authorized representative whocompletes SectionsA, B. C (ItemsC3.h and C3.1 only), and Efor ZoneA (withouta FEMA4ssued or oormunity- issued BFE) orZoneAO must sign here. The statements in Sections A, B. C, and E are correct to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONt COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the communitys floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information 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 law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without aFEMA4ssued oroommung4ssued BFE) orZone AD. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G7. This perrnit 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 if attachments FEMA Form 81-31, JUL 00 REPLACES ALL PREVIOUS EDITIONS PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 101, BAKERS CROSSING PHASE 2, AS RECORDED IN PLAT BOOK 62, PAGES 97-99, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA CERTIFIED'1'0 AND FOR 1•I1E E-ICLUSIVE USE OF: DR11'1'1'1'LE COMPANY OF FLORIDA, INC. FIDELITY NATIONAL 1.1'CLE INSURANCE CO. OF PENNSYLVANIA ROBER7' CFIARLES PEL'FON AND PIPER PEIL PELTON CII MORTGAGE COMPANY, 1, LTD. TRACT "B" o `° • OPEN AREA e9\ o 1' = 30' GRAPHIC SCALE IS 30 S90'00'00"\ 110.00' TRACT "B" ROPEN AREA Q CS P 18.8' 71.OVERED_ LJ O ENTRY i-. O TWO STORY 2.3. 3 C/W tS C014CRETE BLOCK k WOOD FRAME RESIDENCE 2.3 LLJ O FINISH FLOOR I v ELEVATION=30.36 CC)Q #348 APPALOOSA COURT o, WALK ISi• y,...;.. ..: :.• :,..•., i:..,..;. •+•.`; ;i r• 1.5' OFF 53.0' U p 3'.3' L'S 3'.3' Q r' h y •' Q A/C PAD CD 1— z O ya 7 N90'00'00', W 1 qO . 6 O.pO7WALKISitip/ NON RADAIL 1.7' 014 115.25' 1 SET NAIL AND DISC I LD #0393 (07110103) 1 LOT 100 I Rp^/N925000E pl LS— - —t y to i m Q A=36'18'49" y oA I 0 R = 50.00' D I L=31.69' 0 5 CB=S44'38'46"W o N C=31.16 oD n n to NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE — BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 11-07-03, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY. RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 6. 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 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 ZONE A. AREA WITHIN 100 YEAR FLOOD. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 101 AS BEING S90'00'00" E PER PLAT. FIELD DATE:) 7-10-03 REVISED: SCALE: I = 30 FEET APPROVED BY: SJ INAL 11-07-03 CK8 JOB N0. ASM41480 roRmBOARo 7-29-0.t CKB EMSEO OESCRIPOON 07/24/ DRAWN BY: PLOT PLAN 5-13-03 S QPT - Soo CENTERLINE OF -< ORIGHT-OF-WAY C IAN90'00'00 W PI TRACT 'A' LLL111 LUSITANA WAY 50 RIGHT OF WAY LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE j, EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMATIENT REFERENCE MONUME14T PCP PERMAIJENT CONTROL POINT P) PER PLAY M) MEASURED FND FOUND C/W CONCRETE WALK S/w SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTIJ PK PARKER KALON R RADIUS POC POINT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBg6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801- (407) 426-7979 SET 1 /2" IRON ROD A14D CAP LB #6393 (07110103) Q FND NAIL AND DISC LB p6393 (07/10/03) FND 1/2" IROII ROD AND CAP LB p6393 (07110103) CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DEMOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DEHO TES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBw CONCRETE BLOCK WALL RP RADIUS POINT OIIU OvERI11 UTILITY LIME ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE SURVEY, SUBJECT TO THE SURVEYOR'S NOTES ONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH 3Y THE FLORIDA BOARD OF PROFESSIONAL iURVEYORS AND MAPPERS IN CHAPTER 511317-6, FLORIDA ADMINISTRATIVE CODE 7URSUANT TO CHAPTER 472.027, FLORIDA STATUTES. i FOR 4E FIRM WILLIAM MU. CATELLO JR. PSM//4928 DATE PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 101, BAKERS CROSSING PHASE 2, AS RECORDED IN PLAT BOOK 62, PAGES 97-99, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: DRFI TITLE COMPANY 01: FLORIDA, INC. FIDELITY NATIONAL TITLE INSURANCE CO. OF PENNSYLVANIA ROBERT CHARLES PELTON AND PIPER PEIL PELTON ClI MORTGAGE COMPANY, 1, LTD. Ld co O O I— O U O o Of O 1 z TRACT "B" OPEN AREA\\ S90'00'00"E 110.00' 18.8' CS COVERED-, ENTRY I .tip I ' i LOT 100 A= 36*18'49" R= 50.00' L=31.69' CB=S44'38'46"W C=31.16' NOTE Z..f ... 3• C/WTWOSTORY CONCRETE BLOCK WOOD FRAME 2 3RESIDENCE FINISH FLOOR ELEVATION=30.36 1348 APPALOOSA COURT a; ;,:.'•"vy, 3'. 3' A/1CPAD n N90'00'00"W NON RADAIL 10j 115.25' I. ALL DIRECTIONS AND DISTANCES HAVE---PT- BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 11-07-03, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 6. 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) 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 ZONE A. AREA WITHIN 100 YEAR FLOOD. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 101 AS BEING S90'00'00" E PER PLAT. FIELD DALE:) 7-10-03 REVISED: SCALE: I" = 30 FEET APPROVED BY: SJ INAL HI 07-O7 CKB ASM41480 FORUBOARO 7-29-03 CKB JOB N0. SEB OESCRON 07/24/03 SOO DRAWN BY: PLEMOT PRIP LAN S-IJ-03 SDO/JMI TRACT " B" OPEN AREA Al0 9f O. L0 WALK IS 1. 5' OFF— J WALK IS 1. 7' 014 1 SET NAIL AND DISC I LB y6393 (07110103) I 1" = 30' GRAPHIC SCALE 0 15 30 6 Z 0 ; i. 00., f Al RP\ _ N0'0 90'00"E PI nm 25. 00' Im o E D to oD L7o0AIHN01 p D D I N Jn ( 7 to CENTERLINEOF < O RIGHT-OF-WAY -\ N90' 00'00"W 420.00' API l- TRACT " A" LUSITANA WAY 50 RIGHT OF WAY LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION OCONCRETE LB LAND SURVEYING BUSINESS LS LAUD SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT' M) MEASURED FND FOUND C/ W CONCRETE WALK S/ W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801- ( 407) 426-7979 SET 1/2" IRON ROD AND CAP LB y6393 (07110103) 0 FND NAIL AND DISC LO 15393 (07/10/03) FND 1/2"IRON ROD AND CAP LB y6393 (07/10/03) CNA CORNER HOT ACCESSIBLE 0 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C. B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI OENO IES POINT OF INTERSECIION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/ C AIR CONDITIONER COW CONCRETE BLOCK WALL RP RADIUS POINT OHL OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT 014 LINE PCC POINT OF COMPOUND CURVE SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS' SET FORTH 3Y THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 511317- 6, FLORIDA ADMINISTRATIVE CODE URSUANT TO CHAPTER 472.027, FLORIDA 3 TATU TES. 11- io-03 FOR IcmlRIEFIRM WILLIAM MU CATEL-0 JR. PSM//4928 DATE PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 101, BAKERS CROSSING PHASE 2, AS RECORDED IN PLAT BOOK 62, PAGES 97-99, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: DRI I TITLE COMPANY 01, FLORIDA, INC. FIDELITY NATIONAL TITLE INSURANCE CO. OF PENNSYLVANIA ROBERT CHARLES PELTON AND PIPER PEIL PELTON CI MORTGAGE COMPANY, 1, LTD. TRACT "B" OPEN AREA 0'00'00"E\\, 110.00' 16.8' Gs O o i U o J ' 3'vY' CS in I Lam. I / i LOT 100 0=36*18'49" R = 50.00' L=31.69' CB=S44'38'46"W C=31.16' 53.0 COVERED - ENTRY i-. TWO STORY NCONCRETEBLOCK h WOOD FRAME 2RESIDENCE FINISH FLOOR ELEVATION = 30.36 348 APPALOOSA COURT 53.0' 3 -S A/C PAD N90'00'00"W i NON RADAIL 115.25' NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVEBEENFIELDVERIFIEDANDANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 11-07-03. UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 6. 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) 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 ZONE A, AREA WITHIN 100 YEAR FLOOD. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ONTHENORTHERLYLINEOFLOT101AS BEING S90'00'00" E PER PLAT. FIELD DATE:) 7-10-03 REVISED: SCALE: 1 = 30 FEET APPROVED BY: SJ VIAL 11-07-03 CN0 ASM41480 rORUBOARD 7-29-03 CKB JOB NO. ENSED DESCRIPTION 07/24/03 SOO DRAWN BY; PLOT PLAN 5-13-03 SOO/JMI 1' = 30' GRAPHIC SCALE 0 15 30 TRACT "B" OPEN AREA S Al9 Q 9r 0. 3' C/W LSD. WALK IS 1.7' 014 1 SET NAIL AND DISC I LB #6393 (07110103) WALK IS 1.5' OFF—__ T ya, ro RP_g90'0.0'00 "E PI G 500' DZomyn 1 Oo z T y OD C' D o l o10A c) n OD xN p D D I N f D toCENTERLINE OF 0 RIGHT-OF-WAY N N90'00' 00'W - 420.00' - - PI r- TRACT " A' LUSITANA WAY 50 RIGHT OF WAY LEGEND BUILD114C SETBACK UNE CENTERLINE RIGHT OF WAY LINE 30-15 EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR FIRM PERMANENT REFERENCE MONUMENT PCP PERMAIENT CONTROL POINT IN PER PLAT M) MEASURED rNO FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POIIiT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBp6.393 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801- (407) 426-7979 SE1 I/ 2" IRON ROD AND CAP LB N6393 ( 07/10/03) Q rND NAIL A140 DISC LB #6393 ( 07110103) O' FND 1/2" IRON ROD AND CAP LO p6393 (07/10/03) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INIERSECIION PRC DENOTES POINTOF REVERSE CURVATURE PT OENOIES POINT OF TANGENCY TYP TYPICAL A/ C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDEN RFICA TION POL POINT 014 LINE PCC POINT OF COMPOUND CURVE URVEY, SUBJECT TO THE SURVEYOR'S NOTES ONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH IY THE FLORIDA BOARD OF PROFESSIONAL URVEYORS AND MAPPERS IN CHAPTER 01317-6, FLORIDA ADMINISTRATIVE CODE URSUANT TO CHAPTER 472.027, FLORIDA TA TU TES. 1 (- 0 03 7 FOR U & ffiV THE FIRM WILLIAM MU. CATELLO JR. PSMp4928 DATE REVISIONS PERMIT # Q 3 - 0000 Yl a3 ADDRESS - (AD f-p0Al-OOS-1 CX CONTRACTOR SUCcY\1'ATU12Z 1%OOl-S PH # L O`'i q -43 5 FAX # Qwu - pp,-Fg-x uv- Fo 1` I M- u f & 4o T - q o a- ag DESCPRITION OF REVISION: rnovo P000 OUT 3' FP-om t vas CR-ep' s e 6J E Ck 3' UTILITIES FIRE BLDG CITY OF SANFORD INSPECTIONS BUILDING PERMITS 24 HOUR NOTICE REQUIRED 300 N PARK AV FOR ALL INSPECTIONS SANFORD, FL 32771 PHONE (407) 330-5659 Application Number . 03-00002723 Date 8/29/03 Property Address . . 0 CT Parcel Number 18.20.31.-0000-1010 Application description SWIMMING POOL APPLICATION Subdivision Name . . 00-6,,5 RLOY03-4NpM Property Use Property Zoning, Application Wrlz:N!cnT 3, I "WomwR OEM 3 valuation 15603 1/p, 0 Owner Contractor SIGNATURE POOLS INC 2318 HOMEWOOD DR ORLANDO FL 32809 407) 859-9035 Structure Information ------------------------- Fence Type . . . . . NONE Permit . . . . . . ELECTRIC PERMIT-ALTER/ADD/FIX Additional desc . . Sub Contractor . . BOB JAMES ELECTRIC Permit Fee . . . . 20.00 Plan Check Fee .00 Issue Date . . . . 8/29/03 Valuation . . . . 0 Expiration Date . . 2/26/04 Qty Unit Charge Per Extension BASE FEE 20.00 Permit . . . . . SWIMMING POOL Additional desc . . Permit Fee . . . . 100.00 Plan Check Fee .00 Issue Date 8/29/03 Valuation . . . . 15603 Expiration Date 2/26/04 Qty Unit Charge Per Extension BASE FEE 20.00 16.00 5.0000 THOU SWIMMING POOL $5.00 PER $1,000 80.00 Special Notes and Comments NOC ON FILE Other Fees . . . . . 01-APPLCTN FEE -ELECTRIC 10.00 O1-APPLCTN FEE -BUILDING 10.00 Fee summary Charged Paid Credited Due Permit Fee Total 120.00 .00 .00 120.00 Plan Check Total 00 .00 .00 .00 Other Fee Total 20.00 .00 .00 Grand Total 140.00 .00 .00 140.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. PLOT PLAN DESCRIPTION: A PARCEL OF L \ND LYING AND BEING IN SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31 EAST, CITY OF EANFORD, SEMINOLE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT TI• E NORTHEAST CORNER OF TRACT "G" BAKERS CROSSING PHASE 1, THENCE NOO'I8'49"E A DISTANCE OF 704.70 FEET, THENCE N89'41'11"W A DISTANCE OF 110.00; THENCE S59'04'35"W A DISTANCE OF 23.15 FEET TO A POINT ON A NON TANGENT CURVE, SAID CURVE BEING CONCAVE SOUTHWESTERLY HAVIPIG A RADIUS OF 50.00 FEET, A CHORD BEARING OF N74'03'37"W, CHORD LENGTH 68.37 FEET, CONTINUE: ALONG ARC OF SAID CURVE NORTHWESTERLY A. DISTANCE OF 75.:'.9 FEET THROUGH A CENTRAL ANGLE OF 86'16':4"'f0 THE POINT OF BEGINNING; CONTINUE ALONG ARC OF SAID CURVE `OUTHWESTERLY A DISTANCE OF 31.69 FEET, CHORD BEARING S44'38'46"W, CHORD LENGTH 31.16 FEET THROUGH A CENTRAL ANGLE OF '36'18'49"; THENCE N90'00'00"W A DISTANCE OF 115.25, THENCE NOO'00'OO"E A DISTANCE OF 75.()0 FEET; THENCE S90'00'00"E A DISTANCE OF 110.00 FEET; THENCE S27'11'49"E A DISTANCE OF 59.40 FEET 1'0 THE POIIIT OF BEGINNING, CONTAINING 0.21 ACRES . TRACT "B" 9 OPEN AREA S90'00 00 E 110.00' y TRACT "B" Qa _= . a_. _._._._._._._.- .-\ OPEN AREA d OLO J, I 53.0' 3 \ \ GRAPHIC SCALEWIb015 30 p I 56.00' N89'41'II"W R . i ^ 16,2A' 1— 11 I PROPOSED 8 z.3''r. yeood• Sy41i1 .orf MODEL 2879 C $ :; •::.• .,..:•. <.. R.S 06 FINISHED FLOOR , •. •;...Lu N7.0 A] O I ELEVATIONn29.8 ''L ;;L.;'i• G eB.3r-- LIT/• d .. LD A/ "{,'::LPam','•'`, C O I .• 00 N90'00'00"W I , NON RAOAIL POINT OF 4L115.25' 11 BEGINNING oZ1oD LOT 100 alFrl r(] I i 11 BUILDING SETBACf:S " ' I o =1 FRONT: 25 O A=36'18'49" REAR: 20 R= 50.00' ` _0SIDE: 5 I,* CORNEP.: 15 L=31.69' r v h I =D Y PREPARED FOR: C8=S44*38'46"W CI 11Y OF y4 1dy_1 D. R. HORTON C=31.16 I N LOT 101 CONTAINS 9274 SQUARE FEET i THIS STRUCTURE CONTAIN" 2107 SQUARE FEET f TOTAL CONCRETE 776 SO FT. t TOTAL SOD 6389 SO. FT. t NOTE: WE DO NOT ACCf:PT ZESPONS181LITY FOR ANY ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED / PROPOSED PLAT THIS PLOT PLAID IS BASED ON. ELEVATIONS SHCWN fRE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES AVI. Y. 7Ii1S IS NOT INTENDED FOR THE CONSTRUCTION OF THEPROPOSEDHOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. 11I. L BUILDING SET BACK LINE'; SHOWN HEREON IS PER DATA F' UWNISHEII BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PI.OT PLAN ONLY 1 IIAV1: EXAMINED THE F.I.R.M. COMMUNITY PANEL r• 10 1202E:9 004; E DATE) 4/17/93 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE A AREA WITHIN 100 YEAR FOOD. BEARINGS SIJOWN HEREOT ARE BASED ON THENORTHERLYLINEOFLOT101ASBF.IN(; S90'00'00' I: PER PLAT. FIELD DATE:) _—, REVISED: SCALE: — I" - 30 FEET APPROVED BY: ?J_-- _ JOB NO ASM41480 DRAWN IIY: -- - PLOT PLAN 5-1 LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE r, cx%x PROPOSED ELEVATION a PROPOSED ORAINACL FLIpY CONCRETE LB LAND SURVEYING BUSINESS LSLANDSURVEYORPRM PERMANENT REFERENCE M014UMENI PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED CALL) CALCULATED FND FOUND C/ W CONCRETE WALK SWSIOEWALK ' P CONCRETE PAT) PB PLAT(r. F11( SOOO NATURAL GRADE SO. FT. SOUARE FEE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801- ( 407) 426-7979 POINT OF Pr COMMENCEMENT NORTHEAST CORNER OF TRACT ' C' BAKERS CROSSING PHASE I MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY PDX POINT ON LINE FCC POINT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD PD PLANNED OEVELOPLIENT o OENOTES DELTA ANGLE L DENOTES ARC LENGTH C. B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INIERSECTIDN PRC DENOTES POINT OF REVERSE CURVATURE PI DEN07CS POINT OF TANGENCY TYP TIPICAL A/ C AIR CON0171ONF.R CBW CONCRETE BLOCK WALL RF RADIUS POINT R RADIUS CS CONCRETE SLAB C CHORD LENCNI R/' N RIGIIT-OF-WAY 1. THE SURVEYOR HAS. -NOT ABSTRACTED TIME LAND SHOWN HEREON FOR EASEMENTS. RIGHT OF WAY, RESTRICTIONS OF RECORD WI!ICII MAY AFFECT THE TITLE OR USE OF, THF. LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BFEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID VAIHOUI THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A. FLCRIDA'LICENSED SURVEYOR AND MAPPER. 5 - 14-03 FOR THE FIRMWILLIAM R. MU CATELI.0 JR. PS #49 8 DATE Td IddSE :'T 2007 NT 'daS T662S8LZSET : *ON XIJJ Noa.)1B : 1.10;dd LL C5 X Q Z 0 Q W Le LL SCREEN DATA: Two Fan BeamsSTYLE: DOMEueurrmn____u R NZE I SCALE: 1'- = 8' cV PREPARED FOR: ib & Piper Pelton 40 v4i -^ I L lcGiL icL VAri l0/J 4D 44_VD ti 'la 5.11cS 1-4 k oUsi=_ Ft ool'Z . j 4-17Xjpf . lLFCm r-r- 64Raise tLRaised 34'-0' Planter 2'-Or Planter OF Two Fan Spray it tl 6' DEPTH 3.5' DEPTH U 14' X 28' __ swim -out Fai Bea F n B4panrL21-ov " • b Lt 10 X 118, I------r- — _. - Ni Fence _o__ In ul d AI Irn. t7 o I bR4+ I I I MASTER BEDROOM FAMILY ROOM 2879 GL Prewir or .<t% B Y ADDRESS 348 APPALOOSA CT POOLS, INC. Crrl' : LOCATION MAP 1 LOT 101 1 -Bakers Crossing- 1 S. Sanford Ave. Sanford Ave. v M ! S.R. 427 Y e1792 J Or MP All pricing assumes normal site condition & access to property. Retention. If refired FL 32773I BYRON MADDOX WK:(407) 851-9086 THE PELTON RESIDENCEJ61ff VD-_r 7 SPECIFICATIONS POOL Mr ENSIONS: Size _1___ X 28-_: Depth —,3-5: X Water Surface area: i _ Sq. Ft. Perimeter: 77 Sq.FL. Filter- Type _FAC FAB ' CART. Size _-75 Pump- Type _FAC raB Size 1-HP Retur n Inlets_ No. _THREE__ Shimmer No. Heater Type j'4Q_ B.T.U. _RiZ-- uan uue auu / of-'aun u._,.niinuuu auu u.a—uy u we responsibility of the Buyer. Chlorinator- Type IN L — Other Plumbing PLRR_LF IPIEP ' Sf[IP' Z/IP• PAD TWO FAN SL ky_ Water Line Tile- Type CERAMIC _—_; Color =X,_)MRDE Step Edge- Tile Type LYSETS Color SAS' Coping- Type __CAYTlLEEZ Color SAME Diviag Board NO Size !iZA—_ Color N/A Grab Rails & Recessed Steps NO Hand Rail NO Love Seat - Size _5' __X Additional Seat, L. F. NO __ _ Underwater Light YF-q ; Lens _BL11 Automatic Time Clock YES Health Spa: NO Therapy Jets No. NO Air Booster Pump NO Seat Edge Tile NO Top Dam Mall "Q_—• Spa Light YER___ Acrylic Deck Color S411PE ; Sq. Ft. 517 Grey, Broom Finish Deck NO __; Sq. Ft. N/A Deck Pilaster L. F. NO --; Height N/A _ Deck Steps Deck - 0 - Drain 34 -Ft.; Color SAME Drain Pipe NO L. F.; Footings 20 —_ Control Joint Color Raised Beam .L1_,E__0F_j6j RmSFn PER PTAN — Retaining Wall N0 —_ SIGNATURE POOLS toreniove on day of excavation: Stumps - No. V0___; Concrete / Asphalt Sq. Ft. NO _ Uprooted Vegetation and Other Debris NO _ Total No. of Loads to Remove _ NO — Double Dirt Handling R19_'DJiW, Pump from Street YES BUYER :to have following located, rerouted or removed. as required. Septic Tank YES Gas Line YES — — Water line YS Sprinklers tTS Telephone Line YES.; Power Line YES_; Sewer LineltEc_ Access: Right [ ] Left [ ] Fear [YES ] Permission over driveway NZA_— Additional Grading Est. Cu. Yds. Water source CITY Plot Plan Obtained Amn nnrrr. ni Trr o 3R T.F nr r mln •PVNCF. UGAL: LOT 101 BLOCK PHASE 2 R,SSUBDIVISION: 13AKECROSSI-NG PHONES: HOME: (407) 417-4353 _ WORK: -- YLAN & SPECIFICATIONS _ _.. 19 APPROVAL, DATED X CITY OF SANFORD PERMIT APPLICATION Permit #.. Job Address: Description o Historic Dist Date: z at / f Work: rict: Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Poctl.. _ Electrical: New Service -:# of IjMPS Addition/Alteration Change of Service Temporary Pole..-,-, - Mechanica Residential Non -Residential Replacement New (Duct Layout & Energy (7alq. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Wcl ClosetsPlumbing Repair- Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required fbr avb(i than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address:_ T-J'l.. Phone: Contractor Name & Address: 12PTl t " Z TP (P CIM, ^ car ftr. t^lbitAhAir Y7 is .''S5I? 'rtTsG-T i- tate Licensse. umber A;hI LETlttz. l:atJtl Phone & Fax: I tjm Q.°, c:{r P pts3l /4AI JL{ O/713A C / P oiiet..) c`1 !fie r1 JF San Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAV IT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicahlt: law:: rc.pidating constructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YUI Jl2 P/, `iTNG TWICE FOR rMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITI-1 YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in e public records of this county, and there may be additional permits required from other governmental entities such as water management districts,.state agenri s, i fvdcial agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements Lien FS 713. U b S/ Signature of Owner/Agent Date Siiiitature of Conimctor/Agent Date ROB, ERT G. DELLO R USSO C Print Owner/Agent's Name r'rint Contractor .fee t-s Name r Signature of Notary -State of Florida Date itmature of t;o_n • rate of Flonda Date DIANE CAROL TOOKMANIAN Owner/ Agent is _ I'crsonalh ono n to 1e or _. MY COMMISSION 4 DD 1842,4 Contractor/ Ace .::s = 1' n . } tirBdry 17, 20W ProducedIDProduce-) •' liontled Thru Nolan Pudic UnderwMers APPLICATION APPROVI'D BY: 13ldg: Initial & Date) Saeciii Conditions: Zoning: Initial & Date) Lc ... rs. Initial & Date) FD: Itt; iial & Dat: r Kul`7 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: IDQ, Date_ ' am The undersigned hereby applies f/or a permit to install the following electrical: er Owners Name:' ), ;9 h'blTv Address of Job: ''1 VQUit 10 Electrical Contractor: kn Residential: Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Apocant's Signature State License Number 06-203 7:09AM FROM wgr..o:•.s-.'I.. ,Inrc'+.r•!:vex.Y:;M...,.,..,.,:u,.,,:.,••:-,•._. ..•::.,.•... .. CrTY OF SANFORD PFRNt1T APPLICATION Permit a 3 - 2-03 Date: - t G Job Aumv 3 r Fite Sprinkler/Alarm Pool _ Permit Type: Building,_._ Ele(:nical ,. V/ Mechanical Plumbing— Electrical: New Service - a of AMPS Addition/Alteration Change of Srnicc Ternporkry Pole Mechanical: Residential Non-Restdenfial Replacement New (Duct Layout &Energy C91c. Required) PlumbinQ/ New Commercial: a of Fl twres b of WateT & Sewer Lincs a of G'as Lincs Plumbing/New Residential: q oI• Water Closets._ Plumbing Repair - Rci)dcntlal or Commercial Occupancy Type: Residential 1- Commercial Industrial Total Square Footage. _ Construction Type: a of Storiei: a of Dwelling Units: -_ flood Zone. (FEhIA form required for other Irian X) Parcel a: ( Anach Proof of ownership C Legal Ducript!on), D A pwnuts Name Q Addrts.: _ . s Z51!) I Q Z 7t )C C{`/" /861/V L 3 - Phone. ' J / __J!,1-- D r.,. f / Contractor erne 6t Address:,[jLtcl.Lfi.. ZZ Z% , State Liccnsc Numhcr E - CCU c.'-- 1---- zz' rYl..0 Phone Fr Fax: `t -7 _ ..>1 ' Li 4 4 - Contact Person: Isonding company: Andrei .. .. - .. ._ .. _. .. Mortgabt Lender. Phont. ArchittcUEngineer: — Fu' Adurcts: Applic scion is hereby made to obu)n a permit to do the work and imid Hal ions as indicated. I certify thot no wtrtk or inswllinon his corruncnccd prior to tncIsstunccorapermitandthatallworkwillbeperfnrmodtomeetstsndareisoralllawsregulatingwnswcuoninthis )ur sdK ion. 1 undmvnJ that . s<pa,apermitmustbesecuredforELECTRICALWORK. PLUMBING, SIGNS. WELLS, POOLS, FURNACES, BOILERS, HEATEKS, TANKS, and AIR CONDITIONERS, cle. Q: NFR'S AFFIDAVIT: I certify that all of the foregoing information i. accurate and that all ..veil .rill be done in compliance with ell sppl ceble lawsconstructonandzoning. wARNrNG TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYIN'., TV CE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAfN FINANCING, CONSULT WITH POUT, LENDER OR Arm' ATTORNEY BEFORE RI.C:URUMO YOUR NOTICE. OF COMMENCEMENT NOTICE: In addition to the requiremenLs of thin permiL there rruy he additional restrictions applicable to this propc ly t}ui moy be founo in the public n:,,vs eithiscounry, and there may be additional permits rcquirod tmm other govcrnmenal cnnna such as tom= manogement dtsmcte, start agcncics, or ic9cr21 iocnt n Acceptarlc:e of perinit is veritleauon lh]t I will notify the owns of the property of the r•cqulremon f i'londa Cn w, F ' 7 I Igrssturc of Owner•/Agent Duke .Sim alurt of Con"Ctnr/A'clil J,Ic Ck -es Print Ownc/Afcnt's Nanic Pr nt CvntrxwuAgcnt' Namc i nature of Nul •$tzrc nr Flnnrla Dili; CureUu:c c Y t u v Knntvn a Mu ui t,'unlnctnrlA-ent t.. V 'c•r:r„r, ly K110111 Producrri IU ... ...- I inlinc.: I I'I'LIl'ATIf)\' Ahl'KOV('.D HY' llldi;: _ ------ /ulimu - ---- - tial Di(c) M--- Ini'. I,ti)• D.Ic) (Ir.;i.il J UY.c Init nl I)atu) ( ta`t.. P Marie A. Zettlemoye'. SpP 4"•;: Commission #DD221J8(! y;. Expires. Jul 15, 200? Bonded Thru iIt`` Atlantic Bonding Cn.,in, CITY OF SANFORD PERMIT APPLICATION Permit # : 03— 1-03 & Job Address: id ( CtUSS Y\'j r "Sy oD RPyl Description of Work: Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing —&—_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole 7 / Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required tl;other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: Contractor Name & Address: An\/AI,%ITAf:F PI I WRING. INC. 'State License Number: Phone & Fax: P.O. BOX 620027 Cma t Person: Phone Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is•hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that l will notify the owner of the property of the requiremenlorid. n Law, FS 713. Q Signature of Owncr/Agent Date Signature of Contractorr//Agent Dat Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPKOVED BY: Bldg: Initial & Date) Special Conditions: Signature of Notary -State of Florida Date Contractor/Agent is _ Personally Known to Me or Produced ID Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires Dec. 31, 2005 ELEVATION CERTIFICATE Important: Read the instructions on Daqes 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insuranoe 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 UNNAMED ROADWAY CITY STATE ZIP CODE FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 101, BAKERS CROSSING, PHASE 2 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 SEMINOLE COUNTY 120289 1 SEMINOLE I FLORIDA B4. MAP AND PANEL 65. SUFFIX 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOODZONE(S) Zone AO, use depth of flooding) 0045 E 4/170 4117/95 A 27S 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 usedfor the BFE in 139: ® NGVD 1929 NAVD 1988 Other (Describe): _ B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ® Construction Drawings' Building Under Construction' Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If nodiagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/Al-A30, AR/AH, AR/AO Complete Items C3: a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different ftom 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 orenclosure) 29. 8 ft.(m) cc o b) Top of next higher floor N/A . -ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A. ft.(m) o o o d) Attached garage (top of slab) WA. ft.(m) E 11 o e) Lowest elevation of machinery and/or equipment 11' 6 servicing the building (Describe ina Comments area) N/A. ft.(m) E 76 o f) Lowest adjacent (finished) grade (LAG) N/A. ft.(m) z' m o g) Highest adjacent (finished) grade(HAG) WA. ft.(m) d 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 0 sq. 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. 1 certify that the information in Secitions A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME: WILLIAM R. MUSCATELLO, JR. LICENSE NUMBER: 4g28 TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS I CITY STATE ZIP CODE 320E.SOUTySTqEEA,ftE.10ORLANDO FL 32801 SIGNATURE 1V. IV DATE TELEPHONE 1 , , 6/09M (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 huuranoeCornpanyUse: BUILDING STREET ADDRESS (Indudng Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number XXXX UNNAMED ROADWAY CITY STATE ZIP CODE Cornpany NAIC Number FL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenNoompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY DATUM; 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 Et through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which 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 _ fL(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if 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 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, is the top of the bottom floor elevated in a000rdance with the community's floodplain management ordinance? Yes No Unknown. The localofficial 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 andC3.i only), and E for Zone A (without a FEMAissued 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 ordnance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information 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 law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMAissued or community -issued BFE) orZone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G5. DATE PERMIT ISSUED 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 (n 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 if attachments FEMA Form 81-31, JUL 00 REPLACES ALL PREVIOUS EDITIONS THIS INSTRUMENT PREPARED BY: Patricia L. Coulton D.R. Horton Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 RECORD AND,RETURN TO: D.R. Horton Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04654 PG 1320 CLERK'S # 2003096371 RECORDED 06/06/2003 110507 AN RECORDING FEES 6.00 RECORDFD BY L McKinley NOTICE OF COMMENCEMENT Prepare in duplicate) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in the Notice of Commencement. Description ofOf, Lot(s) 100, 101, 102, 113, 114, and 115 Bakers Crossing Phase 2 Plat Book , Page(s) , Public Records of Seminole County, Florida General description of improvements: Single Family 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 it: Address: Fax #: Contractor: D.R. Horton, Inc. Phone #: Fax #: 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 #: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served asprovidedbySection713.13(I)(a)7, Florida Statutes: Name: Address: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided inSection713.13(I )(b), Florida Statutes: Name: Address: Expiration date of Notice of Commencement: (the expiration date is one (1) year from the date of recording unless adifferentdateisspecified): D.R. Horto nc. 0 by: Robertawson, i ant Secretary CorporateSeal) STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this day of ,2003 by Robert A. Lawson Assistant Secretary of D.R. Horton, Inc., a Delaware Corporation, on e a ii-tthe corporation. He/She is personally known to me. Notary Public, State and County Aforesaid law iRolf7fltY L -- PATRICIA COULTON NOTARY PUBLIC STATE OF FLORIDA COMMISSION NO. DD134330 MY COMM 15510111 FX P. IDLY 26,2006 Notary Seal CERIIFIEU GO Ft MARYANNE MORSEL 20W CLERK OF CIRCUIT COURT 0 6 0 _ T1L FLORIDA Cl liK COU TY U| S[HINO|.[ 105ULD BY CITY OF FAN;ORD IM`ACT FFF TATEM>\7 STATEMENT KUMB[R 103-755(}7 DATE: XUIiDIHG PERMIT R ITY1 COUNTY NUNDER: __________ UNIT ADDRFSS: _- -- --[-!-------------------------_---'-'_.-..— TRhFFIC ZONE: JURISDICTIONS O[C: TWP: RN(: PARCELS UJDDIVJSIONI: TRA[': // PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: ! f' ----- ---- --- OWN[k ' / l_ ' 1ADDRESS: ______/__^____/l^___/___`+^_/'^`'_____._ nPPLlCANT WAVE: _______________________ 00DRESS: ________________________-------------------------'-------------''-. LAXD U;SE CATEECRY: 001 - Single Family Detached House TYPp US[I Reoide//lial WORK D[OCRlPTIOU: Single Family Housc: Detached - Con3truction B NEFIT ATE FEE U IT R TE P R & T PE TOTA'- D/[TYPE DIST SCHEDULE DESC. UNIT OF UNITS UA> S XTFRI LS CO -WIDE O dwl unit 705.00 1 1 705.01) ROA& 1) COLiOCTpRK NORTH O dwl unit $ 142.00 1 1 142.00 LIBRnRY co -WIDE O dwl unit I 5q.00 1 5 =00 SX003I. S CO -WIDE U dwl unit $1,334.00 1 a 1,3s4.oU 811: CG1T CL2E 2,S05.00 RLCLIVED BY: `//'/_ SIGNATUDE: DATE:: XOlE TO RECEIVING SIGPATORY/PPPLICANT: FAILURE TO K%]TIFY OWNER AND NSUAE Tl>[LY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIEUTION: 1-CCUNTY 3-CITY ' 2- APPLICANT 4-CUi)XTY PI 0'7 1 ADVISED THAT THIS lS A STATEMENT OF FEES WHICH ARE CUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT,. AR[ ALSO ADVISED THhT ANY RIGHTS OF THE AvPLICAUT, OR OWNER, TO OPPEAL THE CALCULATIONS OF THE ROAD, LIPRARY SYSTEM n=/OR DUChTIOAAL ( SC]ODL) IMPACT FEES MUST BE EXERCISED BY FILING) A WRIT781 REC[E8T WITHIN 45 CALENDAR DAYS OF THE RFCEIVIHS ClCX) TU]E DATE ABOVE, BUT NOT LATER THAN CERi'IFICAT[ 01 OCCUPANCY 0:4 CCCPAKCY. TH[ REGUEST FOR REVIEW MUST MEET TFE RE[UIPEMEHTS OF T|Ci-: CO' JXTlf LA D DEVELUPMEN[ CODE. COPIES OF THE RUnES GOVERNING APPEN'_S MAY % PICKED UP, CR REnLES7ED, FROM TKE PLAN lMPLEVaNT/tTIU: OFFICE: 1101 [ AST FIRST STREET, GANFORD, FLORIDA 32771; (407) 655-7q74. PAYNINT 2[OCLD BE MACE TO: CITY OF SAkFCPD DUILDIN8 D[|`hRTHE|lT 3O0 NO T|| PA K AH[HU[ PAYT[ NT SEL[LD BE BY [HECK OR MONEY ORDER, AXD OVEULD T|::: AAD CITY BUILDIN9 PERMIT A]ADER AT THE TU!' 1: 7171170 SThTEKENT IS VhnID ONLY IN COMJLNCTlOA WITH ISSUnyCE OY ATT!: 011/ 7TTAT`!1|1100|WATSI[CLE FOMILY RUILDIh8 June 9, 2003 Roger Dixon, City Manager City of Sanford 300 North Park Avenue Sanford, FL 32771 RE: Estoppel Letter This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for the issuance of Permit NoPt)- - =, for the following work: Construction of a SFR on Lot 101, Bakers Crossing Phase 2, 03 2,056 348 Appaloosa Ct. Sanford, FL 32773 D. R. Horton Inc., hereinafter referred to as the "Owner', recognizes that issuance of Permit No. 0-3 • 24 3co will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or buildings from any applicable development regulations. By issuing Permit No.d3* 2-866 , the city does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the above mentioned property until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The owner hereby grants the City the right to deny use of the SFR for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and it's officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above - referenced project or the issuance of Permit No. . The owner also agrees to the following as additional conditions for Permit No. 6250 Hazeltine National Drive - Suite 102 •Orlando, Florida 32822 - (407) 857-9101 - Fax (407) 857-9228 U Ll Roger Dixon, City Manager The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this documents. WFAL( L)lIt Signature Patricia Coulton Printed/ Typed Name s Signature Medalid Jorge Printed/ Typed Name STATE OF FLORIDA COUNTY OF ORANGE Owner) Signature Robert A. Lawson Printed / typed Name Assistant Secretary Title The foregoing instrument was acknowledged before me this 6th day of June, 2003 by Robert A. Lawson as the assistant secretary for D.R. Horton Inc. who is aonall, yknoawne produced their Florida State Identification. O AIR S'E.A'L PATRICIA COULTON NOTARY PUBLIC STATE OF FLORIDA NotarySignature CO 134330gureMYC(7NlHIw _ k ,Y 25,M 6250 Hazeltine National Drive • Suite 102 • Orlando, Florida 32822 • (407) 857-9101 • Fax (407) 857-9228 Permit No.: .O 30S CITY — ANFORD PERMIT APPLICATION Date: 4103 job * dress: Permit Type: bescripdon o Building Electrical Mechanical Plumbing Fire AluasJSprtnkkr Work: Additional Information for Electrical & Plumbing Permits Electrical: — Addition/Alteration Change of Service Temporary Pole New AMP Service (# of AMPS ) Plumbing/ Residential: Addidon/Altention New Construction (One Closet Plus Additional) Plumbing/ Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas L1aos a\ PLi\O Occupancy Type: Residential _Commercial _ Industrial Total Sq Ftg: 3- Value of Work: S Type of Construction: Flood Zone: Number of Stories: ca Number of Dwelling Units: i Parcel No.: (Attach Proof of Ownership & Legal Description) Owner/ Address/Phone: `4a4 % 5'q 2 A Z -Fi N tJP'T10NE I lM Contractor/ Address/Phone:'Rict ab 4 PSG-G10 State License Number: C(Q055-t Contact Person: PF Z2 CA 0 +00 Phone & Fax Number. A /as--4 -91a 4 2 42Zt3 Title Holder (If otherthan Owner): N % ddnss' Bonding: Company: fV/ Address: Mortgage bender. t1 Address: Architect/ Engineer A .g i COC R pop Address: 401 NSR• 434 S'R . I tSh l-f Prht--SS . Fl 32a '4r Phone No.: 1404 4,- FaxNo.: Application is hereby made to obtain a permit to do the work and installations as indicated I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating oonstruction inthisjurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR, I&TROVEIvIENt'S TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this pmperty that may be found in the public records of this county, and there may be additional permits required from other go%crnmcntal entities =h as water management districts, state agencies, or federal agencies. Accep 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 of Con /Ageru Date CL - on d P' Own Ne rant Con o /Ag is N Signs o otaiPegrsonallyKnow! ntpoMeora s ASlgna Date PATRICIA COULTON ICIACOULTONNOTARYPUBLICSTATEOFFLORTDAICSTATEOFFLORIDACOMMISSIONNO. DD134330 IONNO. DD134330 MY COMMISSION EXP. ULY 26,2006 SIONEXPLY26_:.2006Owner/AgentisnowntoMeorContractor/Agent is nally Kno%%v to Me or Produced ID Produced ID APPLICATION APPROVED BY: - 6 i l Date: Special Conditions: 1:-ILP6 W 22d _ Limited Power Of Attorney I hearby name and appoint: Craig Coulton and RL each agent's of D.R. Horton Inc. To be my lawful attorney in fact to act for me and ply The Buildinq Dept. of: C j t r, For a residential permit for work to be performed at: Lot # : - ) - Subdivision Address /J-) toa:lN And to sign my name and do all things that are necessary to this appointment. Richard B. Ladd CBC055300 Contractor State Registration Number 2 Signature of Contractor This foregoing instrum_e t wa acknowledged before me this: Date: 5 )G'' 7 By: Richard B. Ladd ( Contractor ) Who is personally kn wn to me. OFFICIAL ,1 Vi -ik "''"----. State of k1oridaCountyge Notary Public Signature PATRICI.- COULTON L NOTARY PUBLIC S; ATE OF F(.ORIDAMYCO1\,f 1, S1Orq O. ll)13 OR 5iOPXP ULY?6,2HI5 Notary Seal CITY OF SANFOR.D BUILDING DIVISIONSUBMITTALREQUIREMENTSFORRESIDENTIALBUILDING PERMIT 1. Two (2) recent boundary and building location surveys showing setbacksfromallstructurestopropertylinesforpermitforstructures (not fences) 2, Two (2) complete sets of construction design drawings drawn to scale, Complete sets to include: er a. Foundation plan Indicatingreinforczesement replacementall g walls. Provide side view details of these footers with r b. Floor plan indicating interior wall partitions and room identification, roomdimensions, door, window, and/or opening sizes, smoke detector, location(s), landings, decks and stairs. Bathroom fixtures and distances from walls are to be shown. NotetheStateofFlorldnrequirementsfor bath door for compliance of Handicapped Code (F.S. 553, Part 5) C. Elevations of all exterior walls, east, west, north and south. Finish floorelevationheightasperCityEngineeringDepartmentorsubdivision plat. d, Cross sections of all wall sections to be used in the structure. Bearing non -bearing Inter and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to Indicatespan, size and species of materials to be used. f, Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. O g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h, Square footage table showing footages: 40 ( S.F. Garages/ Carports — S.F. Porch( s)/Entry(s) ; C S.F. Patio( s) - . S.F. Conditioned structure Total ( Gross Area) rida Energy Code Forms (Form 600-A-97) 3. Three (3) sets of completed Flo 4. Soil analysis and/or soil compaction report. If soils appear to be unstable orifstructuretobebuiltonfill, a report may be requested by the Building Official or his representative. 5. 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 the CityEngineerfordetailsregardingthearborordinanceandpermit. 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER 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. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel- tic heaths - 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 SIGNATURE — By Owner or Authorized Ag t) 1A PAX PAST C 0N7r.RO 1 Sentricon* Colony Elimination System Pretreatment Plan Agreement Date of Install : Contract Number PUCHASERS 1NAME AND ADDRESS Name •• C "' S address 623D City/State/Zip otlA, 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 INSTA.L.LATION ADDRESS: ' 4`L Cr If CA SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATED: t-ks& eQ. DA-MAGE REPAIR WARRANTY From the date of Installation of the Sentricon* Colony Elimination System, Apex Nvill 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 GOVEFN THE RELATIONSHIP OF THE PARTIES. j Apex Representative Signature Date Customer 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; and4. 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 SentriconPretreatmentPlanmaymalntainedfortheLIFETIMEoftheidentifiedpropertysubjecttothetermsandconditionsofthisagreementfor ' 1i N er quarter (3mo period) payable on or before the end of the previous monitoring period. Afterthefifthyear, 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 andeliminatefaultyplumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise Into, onto, or underthearea(s) baited. At no time will damage caused to any portlon(s) of the Structure(s), even by an active wood destroyinginsectinfestation, be the responsibility of Apex In areas where any of the conditions described In this Paragraph exist. FailureofApextoalerttheCustomertoanyoftheaboveconditionsdoesnotaltertheCustomersresponsibilityunderthisparagraph. DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED; INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAINTES. MERCHANTABILITY,OFFITNESSFORAPARTICULARPURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT ORSERVICEPROVIDEDHEREUNDERTHATHASCREATEDORAMOUNTEDTOANEXPRESSWARRANTYCustomerexpresslywaivesandreleasesanyclaimsinanylawsuit, arbitration or other legal proceeding against Apex fornegligence, 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)lt 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 s their sibility to notify o treatment regaring any-gy or, sensitivity concer)ninig odorsrt ng not less than dust, pollen, respiratory p days toryIllness, orex In othery) therconditionthatmaybeprior t activated exacerbated by the productseand or techniques utilized by Apex. GENERAL TERMS AND CONDITIONS Byspecificreferencehereto, the Customer understands that the general terms and conditions are hereby made part of this contract and apply without exception. 1. ON" SYSTEM COMPONENTS: The Customer understands that: All components DOWELANCOOWNERSHIPOFSENTRICoftheSentrlcon *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 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 Sentrlcon" System a. Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using a 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)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 theCustomerelectstodiscontinuetherelationship, or If Apex cannot offer an effective different form of termite protection, refundtotheCustomeranamountequaltothefeepaidforservicesnotyetreceived, and;.(5)retricve, 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 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. Prior to; (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 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. 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 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 fuelfor 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 seq. Thi proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or it: designee. The arbitrator will have the complete power to determine all Issues of fact and law, and any determination of the arbitrators wil 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 an( 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 b relieved of any liability hereunder If Apex determines, in Its sole discretion, that it Is unable to prevent or stop further damage to Proper—, 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 t The Apex Corporate Office. Apex is only obligated to perform under this Agreement If the Customer allows Apex access to the Identifie Property for any purpose contemplated by this Agreement, including but not limited to re -Inspection, whether the Inspection was requestc 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 th Initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a RM transfer fee payable to Apex within thirty) days of the transfer of the treated Property. Trademark of DowElanco Brevard Area Orlando Area Tampa/Sarasota Area 508 S Plumosa St. 7006 Stapolnt Ct. #G 5314 Faulkenburg Rd N Merritt Island, FL 32952 Wlnterpark, FL 32792 Tampa, FL 33510 407459- 2847 407-858-0540 813.221-2847 800- 929-2847 888-764-2847 877-459-2847 CITY OF SANFORD PERMIT APPLICATION Permit #I , - w ` Date: Job Address: _3 b { SQ = %CJ rL r.,J T Description of Work: IQf , P n %ij I 1 0 L24 lJ Historic District: Zoning: Value of Work: S LI.Fi 1`7'GO Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing%New Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy "Type: Residential Commercial Industrial Total Square Footage: ' Construction Type: # of Stories: # of Dwelling Units: Flood "Lone: (FEMA form required for.other than X) Parcel #: /Jt (Attach Proofof Ownership & Owners Name & Address: ,.-t1C H(N'trM t- 6 rn.Pi 5'' (' K"'Qi (P .V L/Q"2" 11)~ rintinn) ra Phone & Fax: t-i ( l 7 Contact Person: Bonding Company: Address: Mortgage Lender: Address: Architect/ Enainee Address Application is hereby made to obtain a permit to do the work and installaHns as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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 additiqnal permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pgrmtt is etifica l Signature of Own Print Omier/r\ 1-1that I %sill notify the o%%mer of t e property of the requirements of Florida Lien law, 713. u 1 Da a Signature of Contractor/Agent Date ne Print Contractor/AVC-n_t-_N1nme Jt• NMFERMALAGIAN r w pt y C1j_ r1t gemis PEi)Mtall%' Ki wn to \1c or roducecNll) 577 4 APPLICATION APPROVFI) BY: BldJI.D. Initial fi Date) Special Conditions: We Signature ci'otary-Statc ofCl)IoricieAilPlC,' --`Date CC.'C;. 11S iCTd ' CC Cn.'FL CCIGL•.i ' 7 . ',1 jfq I Contractor%} Cient is:Bcr onalty;Known to:itil iir Produced II) Zoning: (iiiliiics: 1:D: Initial .0 Date) (Initial fi Date) (liHtial & Date, 00 G'Wy A LU Ili I N U IVY TMLeadersofInnovation, Quality, & Dependability LICENSE N CGC•047465 Limited Power ofAttorney I Hereby appoint 'A ) of Coastal Craftsmen Aluminum, Incorporated to be my lawful attorney in fact to act for me and apply to for a building permit or all things necessary at the cTcatlqn describe 'as: Lot OI Block Subdivision It J3 CVC)5S1AQ Address: 3y2 Opm IQny-L a . q,y-)kcTd . JJ uaaI Property Owner & Address:'-OC 00ifkj)u r'Q J'( 5 r l And to sign my name and do all things necessary to this appointment. William M. Woodard CGC 047465 Sworn to and subscribed before me this 30 day of /p , 200_-, By William M. Woodard who is personally known to me. CLiytL L r Signat of Notary IANGIEF!NCONGI' 51Y COiditilISSION # CC a 7 EXPIRES' October 1?, 20o, 1-800-878-8804 P.O. Box 7319 • HUDSON, FLORIDA 34674-7319 Or I A • OD1 amnn 0 TAMPA Rev • CAPA(zr)TA Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL pg° j <1 Back fr 4 a cjirtiires a F.= 1 In I K. MTV St. tii alnrJl NI. 32 71 y:. p^dn5-7 ibb 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 18-20-31-506-0000-1010 Tax District: S1-SANFORD Number of Buildings: 0 Owner: D R HORTON INC Exemptions: Depreciated Bldg Value: $0 Own/Addr: STE 102 Depreciated EXFT Value: $0 Address: 6250 HAZELTINE NATIONAL DR Land Value (Market): $6,310 City,State,ZipCode: ORLANDO FL 32822 Land Value Ag: $0 Property Address: 348 APPALOOSA CT SANFORD 32771 Just/Market Value: $6,310 Subdivision Name: BAKERS CROSSING PHASE 2 Assessed Value (SOH): $6,310 Dor: 00-VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $6,310 SALES Deed Date Book Page Amount Vac/Imp 2003 VALUE SUMMARY CORRECTIVE DEED 08/2003 04964 1117 $100 Vacant 2003 Tax Bill Amount: $132 WARRANTY DEED 06/2003 04960 0165 $579,500 Vacant 2003 Taxable Value: $6,310 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 101 BAKERS CROSSING PHASE 2 PB 62 LOT 0 0 1.000 6,310.00 $6,310 PGS 97 - 99 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next ear's property tax will be based on JustlMarket value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=1820315060000101... 10/30/2003 PLOT- PLAN DESCRIPTION; BEINGAPARCELOF" 'L ND LYING AND EAST. CITY OF EAFORD SEMINOLECOUNTY. FLORIDA, BONIGSM ORE PARTI ULARLYDESCRIBED AS FOLLOWS: COMMENCE AT TF E NORTHEAST CORNER OF TRACT "G" BAKERS CROSSING PHASE 1, THENCE N00'18'49"E A DISTANCE OF704.70 FEET, THENCE N89'41'11"W A DISTANCE OF 110.OU; THENCE S59'04'35"W A DISTANCE OF 23.15 FEET 1-0 A POINTONANONTANGENTCURVE, SAID CURVE BEING 'CONCAVE SOUTHWESTERLY HAVING A RADIUS OF 50.00 FEET, A CHORE) BEARING OF N74'03'37"W, CHORD LENGTH 66.37 FEET, CONTINUE:; ALONG ARC OF SAID CURVE NORTHWESTERLY / DISTANCEOF75.:!9 FEET THROUGH A- CENTRAL ANGLE OF 86-I'6'24"TO THE POINT OF BEGINNING; CONTINUE ALONG ARC OFSAIDCURVE `OUTHWESTERLY A DISTANCE OF 31.69 'FEE1, 610RD BEARING S44'38'46"W, CHORD LENGTH 31.16 FEET THROUGHACENT2ALANGLEOF '36'18'49"; THENCE N90'00'00'•'W A DISTANCE OF 115.25, 1-11ENCE NOO'00'00"E A OISTANCEOF75.00 FEET; THENCE S90'00'00"E A DISTANCE OF 110.00 FEET; THENCE S27'11'49"E A DISTANCE OF 59.4C FEETTOTHEPOINTOFBEGINNING, CONTAINING 0.21 ACRES :L. LJ n- Q Z n LLJ fL O BUILDING SETBACKS FRONT: 25 REM: 20 SIDE: 5 COR14ER: 15 PREPARED FOR: D. R. HORTON N90' 00'00"1V 14011 RAOAIL 115. 25' LOT 100 10 [-= 36'1V49" R= 50.00' L= 31.69' CB= S44'38'46"W C= 31.161 LOT 1(II CONTAINS 9274 5OUAPE FEET i THIS STRUCTURE CONTAIN:; 2107 SQUARE FEET 1- TO TAL CONCRE 77N SQfi, t TOTALSODJR9 S0, FT. t NOTE: WE DO NOT ACCEPT :IESPONSIBILITY FOR ANY ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED /.PROPOSED PLAT THIS PLOT PLAID IS BASED ON. ELEVATIONS SHCWN ORE PER LOT GRADING PLP. NS PROVIDED BY THE CLIENT. 11115 PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. 71.115 IS NOT INTE14000 FOR 1HE CONSTRUCTION OF THEPROPOSEDHOUSE. REFI R TO HOUSE PLAN AND OPTION LISTFORCONSTRUCVON. All BUILOINO SET' BACK LINE'; SHOWN HEREON IS PER DATA T'UP.NISHEIIBY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY, THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAI& EXAMINED THE F.I.R.M. COMMUNITY PANEL NU 1202e9 004$ E DATE) 4/17/93 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE A AREA WITHIN 100 YI.AN F:pOO. BEARINGS SI40WN IIEREO T ARE BASED ON THENORTHERLYII,INEOF LOT 101 AS BEINGS90'00'00 E PF.RPLAT. uw. ww.,w wrr.i FIELD DATE:) REVISED: SCALE:_? FEETa _ APPROVED BY: SJ— JOB NO, ASM41480- DRAWN UY: [LOT PLAN Td WS2 2T 2002 CST 'daS TRACT " B" OPEN AREA BB• le'2 R. 00.oD. L o7wp •0 A'Z'W I" 30, G APHIC_ SCA 0 .. 15 30 N89' 4l'I I'W POINT ' OF 9c_ BEGINNING z PLAM REVIEWED CITY Of SANFORD POINT OF Pr COMMENCEMENT NORTHEAST CORNER OF TRACT ` G' BAKERS CROSSING PHASE 1 LEGEND BUILOINO SETBACH LINE CENTERLINE MLW MINIMUM LOT WIDI" Wall Or WAY. UNE POD POINT ON BOUNDARY POL POINT ON UNE EIY' FROPOSED ELEVATION PCC POINT Or COMPOUND CURVATURE PROPOSED DRAINAGE 1'LOWPOC POINT ON CURVE OROFFICIALCONCRETE PD PLANNEU OTVELOPMENI aUCNOIESDELTAANGLELB LSLAND SURVEY'NO BUSmESS LAND SURVEYOR L OENOTES ARC LENGTH PNM PCP PERMANENT REFERENCE MONUMENT PERMM,ENT C']NTROL POINT C. B. OFNOIES CHORD BEARING 11C DENOTES POINT OF CURVATURE IPT PER PLAT PI DENOTES POINT Or INIERSECTION oI MEASURED- PRC DENOTES POINT OF REVERSE CURVATURE PTCALC) CALCULATED DENOTES POINT OF TANGENCY IYPTYPICALFibC/ W FOUND A/C AR CONOITIONER S/ W CONCR(IE 1WA'' K SRXWAI.I: COW CONCRETE BLOCK WAIL 4P CONCRETE PA'1 RP RADIUS POINT R NAOIUS PpCBO MS • pPPLAp TT S5COOKNATIIR,•L CS CONCRETE SLAB C14CARO 50. r r.. CRA:)E SOUAnf , EE f R/W' OrNWAY 320 I. THE SURVEYOR HAS, NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS. RIGHT OFWAY,' RESTRICTIONS OF RECORD W141CI-I MAY AFFECT THE Tl'ILE OR USE OF' THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATEDEXCEPTASSHOWN. 3. NOT VALID WIIIIOUI THE SIGNATURE AND 1'HEORIGINAL RAISED SEAT. OF A FLORIDA *LICENSED SURVEYOR I __ AND MAPPER. 32801— -( 407` 426-7979 180 T6G2$ 82ZS+_T : 'ON XtUd I0 39dd S-100d 38niVNEIIS 9 FOR f lilt WILLIAM R. M CATELLO JR. PS y49 8 DARE 1` 12IA8 : 140dd TL89- 058-LOb 80:91 E00Z/8Z/01 4 C r i ca ac y s r a p x /up rk 3z SIG U1r L J xy any J J IM1IT #o4,dsi OFFICc COPY SCREENED ENCLOSURES SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) T 7 z ALTERNATE CABLE H SEE TABLE 1.3) 1" x 2" (TYP.) GRADE K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION_, SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) r;IZE MEMBERS PER APPROPRIATE TABLES a H i RISER WALL WHERE UIRED LINS (TY.P.) ONALROOF BRACING SCHEMATIC SECTION 1) LE BRACING K-BRACING (OPTIONAL) J GIRT (TYP.) \ SCREEN (TYP.) sw ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 7674774 FAX (386) 767-65M COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. 1-3 LAWRENCE E. BENNETT CIVIL & STRUCTURAL ENGINEERING DEVELOPMENT CONSULTANT P.O. BOX 214368 SOUTH DAYTONA, FL 32121-4368 TELEPHONE 904/767-4774 Website: http://www.lebpe.com E-Mail: lebpe@bellsouth.net November 06, 2000 TO WHOM IT MAY CONCERN Dear sirs, This is to certify that when building a pool enclosure, the use of eye bolts is acceptable in lieu of plate type cable connectors . The eve bolts shall have the eye welded shut and a fender wash of 1 1/2 inches on both sides of the extrusion that ho the eye bolt. Please call if you Sincerely, Lawrence E. B any questions. JOB COPY Approved Plans Orange County Buil 'ng D partment Ern- tt, P. Approved By Date This Approval does not grant permission to violate any Applicable code. Keep this plan on Job at all times. Civil & Structural Engineering, Environmental Engineering, Land Planning STAINLESS STEEL CABLE CABLE CLAMP SEE TABLE) NOTE SEE PAGE 1-38 FOR NUMBER . OF CABLES REQUIRED JKP ." izz IZ CONCRETE MIN.) FROM EDGE OF OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 3' = 1'-T 5-1Z (6- NOMINAL) c SLAB (MIN.) 5d (MIN.) v 5d (MIN.) I SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR 3/320 CABLE AND 445# FCR 1/8' CABLE. FOR 3W CABLE 1/4' x 1-lJ7 CONCRETE ANCHORS (MIN.) 2500 P.S.J. CONCRETE 6x6-10x10WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS @ FOUNDATION - DETAIL 2C SCALE 3' = 1'-0" Lawrence E. Bennett, P.E. am a mmmq - mvko swr cm\w Tmr P. C. 3=2'10K3CM CAY=VA FL=W MaEPHM E iJeE170 -M4 FAX 1,3RQ) 7-0666 ' PAGE COPYRI I. 140 MOTTO W R83ROOMM N WHOLE CR W PWr WR KW'rW WRfr r M PERWSMM OF UWRFNCE E SEW&=. P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam Size Upright Size Minimum Purlin, Girt Knee Brace Size" Deck Anchors Notes Minimum Number of Screws' Beam Stitching Screw @ 24" O.C. 8 x'A" 10 x 12 x'A" 2"x3" 2"x3" 2'x2'x0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8 2"x4' 2"x4" 2'x2'x0.044' 2 Full Lap 8 6 4 10 2" x 5" 2" x 3" 2" x 2' x 0.044' 2 Full Lap 8 6 4 8 2"x6" 2'x3" 2'x2'x0.044" 4 Full Lap 10 8 6 10 2' x 6' 2" x 4" 2' x 2' x 0.044" 4 Partial Lap 10 8 6 10 2' x 7' 2" x 4' 2" x 2' x 0.044' 4 Partial Lap 14 12 10 12 2" x 8" 2' x 5" 2' x 3' x 0.044' 6 Partial Lap 16 14 12 14 2" x 9' 1 2" x 6" 1 2' x 3' x 0.045" 1 6 1 Partial Lap 1 18 16 14 1 #14 2" x 9""" 2' x 7" 2' x 4" x 0.050' 1 8 1 Partial Lapi 20 1 18 1 16 1 #14 2" x 10" 2" x 8' 2' x 4' x 0.050" 1 10 1 Partial Lapj 20 1 18 1 16 1 #14 Screw Size Minimum Distance and S acing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 8 5/16" 5/8' 2' x 7"x 0.055" x 0.120' 1/16" = 0.063" 10 3/8- 3/4' 2" x 8" x 0.072" x 0.224" 1/8" = 0.125' 12 1/2" 1" 2' x 9' x 0.072' x 0.224' 1/8" = 0.125" 14 or 1/4" 3/4' 1-1/2" 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092' x 0.369" 1 /4' 3/8" 1" 2- Refers to each side of the connection ofthe beam and upright and each side of splice connection. 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" la 2" x 3" shall use a full lap cut or 1/16' gusset plate. 2. All gusset plates shall'be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. ` 3. For beam splice connections the number of strews shown is the total for each splice with 1/2 the screws on each side ofthe cut 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL F; Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2' x 7' beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2' x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4' upright shall have a 2" x 3' beam. 11. Connect beam to upright w/ H-bar, gusset plate, or angle Gips for each splice with 1/2 the strews on each side of the cut. Table 1.7 Minimum Size Screen Enclosure Knee Braces And Anchoring Required Aluminum 6063 T-0 Brace Length Extrusion Anchoring System 0' - 2'-0" 2" x 2" x 0.044" 2" H-Channel With 3 #10 x 1/2" EACH SIDE I To T-0" 2' x 3" x 0.045" 2' H-Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044' x 0.12' 2' H-Channel With (4) 3/4' long strews size to be determined by beam size, see table 9.6) See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767-6556 1 O NOT TOO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE1 .59 I SCREENED ENCLOSURES SECTION 1 SCREEN 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY2" x (d - 2 ") x 0.063" ANGLE WACHSIDEOFCOLUMNW/ #10S.M.S. SEE SCHEDULE NEXT PAGE) CONCRETE ANCHOR SEE SCHEDULE NEXT PAGE) NOTE: DETAIL ILLUSTRATES d YPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES 4.0 a d a fda•' d NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 L 6" (MAX.) L 6" (MAX.) 3000 P.S.I. CONCRETE 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE NEXT PAGE) 5d" MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 '5d DISTANCE 1/4" 1-1/4• 3/8' 1-7/8' GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN 2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) L 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYMNA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 I O NOT TO COPYRIGHT REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE O B1 -47 I SECTION 1 I SCREENED ENCLOSURES C/ P STRAP SUPER OR EXTRUDED GUTTER OST STRUCTU E SPACING / 2 # S BEAM SET SP LOCATION FOR SUP I, ALTERNATE A TRANSOM UPRIGHT SCREW PATTERNS MAY VARY SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) BEAM CAP SELF MATING BEAM CONN Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTON& FL 32121 TELEPHONE (386) 767-4774 FAX (386) 7674LSW NG / =ACING / 2 *SPACING / 2 GBEAM SET SPACING - Z OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" 2" x 5-7 ". x 0.050" STRAP @ EACI- BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP SEE SECTION 9) 2" S.M.S. OR LAG SCREWS SEE SECTION 9) SUPER OR EXTRUDED GUTTER ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOI DETAILS) MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING TION TO SUPER OR EXTRUDED GUTTER CALE: 3" = 1'-0" IPAGE1 20 I O NOTTOBIE REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. I SECTION 1 SCREENED ENCLOSURES C) BEAM - SCREEN ROOF 0.050 H-CHANNEL OR GUSSETS Jw LENC KNEE HOST STRUCTURE ROOFING 2) 2" LAG SCREWS SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND ASTEN PER STRAP LOCATION DETAIL PAGE 1-20 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW ZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER w45"t Z Q Ia am> HXO= u z0 U OF I® I®I COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING SEE TABLE 1.6) POST SEE TABLE 1.3) SCREEN MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS I 0 1 Mo. T SUPER OR e. EXTRUDED MAX. DISTANCE TO 116 GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL A FASCIA - DETAIL 4 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-OW IPAGE1-26 I O NOTO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF IAWRENCE E. BENNETT, P.E. I 5ECTION.1 SCREENED ENCLOSURES Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-0 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'40'-00" North (Jacksonville, FL) Hollow Sections Tributary Load Width 'W' = Beam Spacing T-0" 1 4'-0" 1 5'-0" 6'-0" T-0" 1 8'-0" 1 9'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2' x 2" x 0.044" 9'-10' b 8'-7" b T-8" b 6-11" b 6'S" b 6'-l" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'4' b1 8'4' b T-7' b T-1' b 6'-7' b 6'S' b 2" x 3" x 0.045' 1 13'-4" b 11'-7" b 10'4" b 9'-5- b 8'-9- b 8'-2- b T 8- b 2" x 4" x 0.050" 1 14'-0' b 12'-8" b 11'-0" b 10'-4' b 9'-7' b 8'-11" b 8'-5" b Self Mating Sections Tributary Load Width W = Beam Spacing T-0" 1 4'-0" 1 T-0' 1 6'-0" T-0" 1 8'-0" 9'-0" Allowable Span 'L' / bending W or deflection 'd' 2" x 4" x 0.044 x 0.100" 19'-11" b 1T-4" b 16-6' b 14'-2' b 13'-l' b 12'-3' b 11'-6' b 2" x 5" x 0.050" x 0.100' 24'-9" b 21'S' b 19'-2' b 17'-6' b 16'-2" b 15'-2"' b 14'-0" b 2" x 6" x 0.050" x 0.120' 28'-7" b 24'-9' b 22'-2" b 20'-3' b 18'-9" b 1T-6' ,b 16'S" b 2" x 7" x 0.055" x 0.120- 32'-3' b 2T-11" b 24'-11' b 22'-9" b 21'-1" b 19'-9' b 18'-7" b 2" x 7" x 0.055" w/ Insert 42'-10" b 37'-1' b 33'-2" b 30'-4' b 28'-1' b 26'-3' b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1' b 32'-3" b 29'-5" b 27'-3" b 25'-6' b 24'-0" b 2" x 9' x 0.072" x 0.224' 45'-1" b 39'-l" b 34'-11" b 31'-11' b 29'-0" b 2T-8' b 26'-1' b 2" x 9" x 0.082" x 0.310' 49'-6" b 42'-11" b 38'-4' b 35'-0" b 32'-5' b 30'-4" b 28'-7' b 2" x 10" x 0.092" x 0.369" 59'S" b 51'-7" b 46'-1" b 42'-1' b 38--11- b 36'-5" b 34'' b Snap Sections Tributary Load Width W = Beam Spacing T-0' 1 4'-0" 1 5'-0' 1 6'-0" T-0" I 8'-0" I 9'-0" Allowable Span 'L' / bending V or deflection 'd' 2" x 2" x 0.044" 11'-9' b 10'-2' b 9'-l" b 8'-4" b 7'-8" b 7'-2' b 6'-9" b 2" x 3" x 0.045" 15--1- b 13'-1' b 11'-8- b 10'-8- b 9'-10" b 9'-3- b 8'-8- b 2" x 4" x 0.045" 18'-5' b 15'-11" b 14'-3' b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-l' b 24'-2" b 22'-1' b 20'-5' b 19'-2' b 18'-0' b 2' x 7" x 0.062" 34'-9' b 30'-l" b 26-11' b 24'-7' b 22'-9' b 21'-3" b 29-1' b Notes: 1. Thicknesses shown are 'nominal' Industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. FL for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia orwall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purtin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" -11'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 7674556 IPAGE1 "JY 1 O NOTTO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 5ECTION.1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights For Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft." Hollow Sections Tributary Load Width W = Upright Spacing 3'0" 1 4'.0" 1 5'-0" 6'-0" 7'-0" 1 8'-0" 1 9'-0" Allowable Height'H' / bending 'b' or deflectlon'd' 2" x 2" x 0.044" 8'-4' b 1 7'-3' b 6'-6' b 1 5'-11' b 1 6-6" b 5'-1" b 1 4'-10' b 2" x 2" x 0.055" 9'-1' b T-11" b T-1' b 6'-5" b 5'-11' b 5'J" b 5'-3' b 2" x 3" x 0.045" 11'-3" b 9'-9' b 8'-9" b T-11' b T-5' b 6'-11" b I 6'-6" b 2" x 4" x 0.050" 12'-5' b 10'-9" b 9'-7' b 8'-9' b 8'-1" b T-T' b T-2' b Self Mating Sections Tributary Load Width W = Upright Spacing 3'-0' 1 4'-0" 1 5%0 6'-0" 7'-0' 1 8'-0" 1 9'-0" Allowable Height'H' / bending'b' or deflecdon'd' 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1' b I 11'-11' b 11'-1' b 10'4" b 9'-9' b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8' b 12'=.10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2' b 20'-11" b 18'-9' b 1T-1" b 15'-10" b 14'-10' -• b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7' b 21'-1" b 19'-3" b 177' b 16'-8", b 15'-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4' b 28'-1" b 25'-7" b 23'-9" b 22'-2' b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-0' b 2T-3" b 24'-10" b 23'-0" b 21'-0' b 20'-4' b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0' b 29'-6' 26'-11" b 24'-11' b 23'4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5- jb 29'-7" b 27'-5' b 25'-8' b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'4' b 43'-T b 38'-11" 35'-7" b 32'-11" b 30'-10' b 29'-1" b Snap Sections Tributary Load Width W= Upright Spacing Y-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7--0" 1 8'-0" 1 9'-0" Allowable Height'H' / bending W or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b 7*-8" b 7'-0' b 6'-6" b 6'-1' b 5'-9' b 2" x 3" x 0.045" 12'-9' b 11'-0' b 9'-10" b 9'-0" b 8'-4" b 710" b 74' b 2" x 4" x 0.045" 15'-7' b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7' b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-0" b 16'-2" b 15'-0" b 2" x 7" x 0.062" 29'-5' b 25'-5' b 22'-9" b 20'-9" b 19'-0" b 1T-11' b 16'-11' b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are 'nominal' Industry standard tolerances. No wall thickness shall be less than 0.040 2. Using screen panel width 'W' select upright length W. 3. Above heights do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2' x 0.044' min. and set Q 36' In height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0' in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CrAL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (396) 7674774 FAX (386) 767-65% PAGE COPYRIGHT 2003 1 "56 NOT TO -BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 9 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth in.) Min. Edge Dist Anchor Spacing 5d (in.) Allowable Loads Tension Shear ZAMAC NAICIN (Drive Anchors) 114" 1-1/2' 1-1/4' 273# 236# 2' 1-1/4' 316# 236# TAPPER Concrete Screws 3116" 1-1/4' 15/16' 288# 165 1-3/4' 15/16" 371# 259# 1/4" 1-1/4' 1-1/4" 427# 200# 1-314" 1-1/4' 544# 216# 3/8" 1-1/2' 1-7/8" 511# 402# 1-3/4' 3-3/8" 703# 455# POWER BOLT anion Bolt 114' 2" 1-1/4" 624# 261# 5/16" 3" 1-7/8" 936# 751# 3-1/2" 1-7/8" 1,575# 1,425# 1/2" 5' 2-1/2' 2,332# 2,220# POWER STUD edge Anchor 114" 2-3/4" 1-1/4" 812# 326# M. 4-1/4" 1-7/8" 1,358# 921# 1/2- 6' 2-1/2" 2,271# 1,218# 5/8" 7" 2-1/4" 3,288# 2.202# notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. A 133% increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6' beam with: spacing = T-0" O.C., allowed span = 20'-0" (Table 1.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM 8 UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.4Z) x T x 10# / Sq. FL ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2.500 p.s.i. concrete. Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-65M Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance MuIUpliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 12d 1.25 PAGE COPYRIGHT 2003 9-2 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. FASTENERS SECTION 9 Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Screw Allowable Tensile Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 98 0.164" 182 207 228 298 340 381 10 0.190" 211 240 264 345 393 441 12 0.210" 233 265 292 382 435 488 14 0.250" 278 316 347 455 518 581 789 1/4" 0.240" 267 303 333 436 497 558 758 5116" 0.3125" 347 395 434 568 647 726 986 3/8" 0.375" 417 473 521 682 776 871 1,184 1/2" 0.50" 556 631 694 909 1,035 1,162 1,578 Allowable Shear Loads on Screws for Nominal Wall Thickness `t' lbs.) Screw Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 8 0.164" 175 199 219 286 326 366 010 0.190" 203 230 253 332 378 424 12 0.210" 224 255 280 367 418 438 14 0.250" 267 303 333 436 497 558 758 1/4' 0.240" 256 291 320 419 477 535 727 5/16' 0.3125" 333 379 417 546 621 697 947 318" 0.375" 400 455 500 655 745 636 1,136 1,; 0.50" 533 606 667 873 994 1,115 1,515 Allowable Shear Loads on Screws for Nominal Wall Thickness lbs.) Screw Double Shear Size Nd 0.044" 0.050" 0.055' 0.072" 0.082" 1 0.092" 0.125" 8 0.164" 350 398 438 572 652 732 10 0.190" 406 460 506 664 756 848 12 0.210" 448 510 560 734 836 876 14 0.250" 534 606 666 872 994 1116 1516 114" 0.240" 512 582 640 838 954 1070 1454 5/16" 0.3125" 666 758 834 1092 1242 1394 1894 318" 0.375" 800 910 1000 1310 1490 1672 2272 1/2" 1 0.50" 1066 1212 1334 1746 1988 2230 3030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214.M. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767-65N PAGE COPYRIGHT 2003 NOTTO BE REPRODUCED IN WHOLE OR IN PARTWITHOUTTHE WRRTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 9-5 SECTION 1 SCREENED ENCLOSURES Table 1.10 Allowable'Spans For Super Gutter and Self Mating BeamScreenedEnclosureOneSide/Solid Roo{ Other Side Aluminum Allay SM T-4 For Areas with YIMd loads 150 6LP.K or Lass and I zdtudes Below 30'JC'-0C' North 1r2 Screen Roof Beam Span BeamsAnd 1/2 Sold Roof Beam Soar 5' Super Gutbm Sa'1 54^ 5%4 5.4- 12' x 6' x 0.050' x 0.120' 11'-t- 0 T17-11' b tl7-T b tt7-0' b 9'-11' trx7' x a.11W x a 1ZD' 17•i' III71 a' n tt• w ,n .,. ... T-0' Iz- x 3- x 9.0a2- x 0.309- 1 17s- h I ,f7.A- 1% 1 1Q_r , ,,. .- _ 1 ..: . 01 1T-8- 01 173- 0Notes: 1. If the sold panel is greater or less than 10'-0'. Then the 1/2 the allowable screen roof beam span shall be adjtrstn:dbythefactorof +1- 2 x 1/2 (the sold roof panel spate dflfgmmm between the acaral and 1(74" ). The adjustment to the allowable screen roof parcel width is applied as a plus if the solid roof, panel is larger than Ia._T and minus if the solidroofpanel, is smaller than 1a-0-. 2. For span of V of beam; use screen panel width tie/- Norm drawing. 3. Load span = 1/2 of screen beam length • 12 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. FL for screen and up to a 150 M.P.H. wind load for sold roof portion. 5. Spam may be interpolated. 6. For minimum beam to upright saes use Table 2.3. Table 1.11 K-Bracing Fastening Schedule Number of 81O Y _VA" S_Ad S Maximum Comer Post Wall Width = @ Tap I Olagonals (K) per Ead Intermediate Corner Post Past @ Qair Rail o Bottom Plate to Sole Plate 20'-0' 2 2 S Z 2 30'-0' 2 2 a y Z 40'-0- 3 6 2 2 50'-0" A 5 16 3 3 601-0- 6 1 7 1 12 3 3 Maximum from wall height = 10'-0' Use front wall width when determining number of s m.s. far the side wad K-bracing. Use side wall width when determining number of s.m.3. for the front and / or back wad K-bracing. Lawrence E. Bennett, P.E. uvrt ENGWEER - 00/aCPAO fr CONSUL river P.O. BOX 214366. SOUTH OAYT ONA FL 32121 TEU944CME (386)707-4774 FAX raM 767-6M PAGE Ct7PYRIGKT 20M 1-62 NOTTO BE REPROOUCEO IN WHOLE OR IN PART WrrHCUT THE WRITTEN PERMISSION OF LAWRENCE E. Se ME7T. P-E Amk SECTION 7 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS 8 x 1/2' S.M..S. SPACED EXISTING TRUSS OR RAFTER @ 8' O.C. BOTH SIDES 10 x 1-117 S.M.S. OR WOOD 000 SCREW (2) PER RAFTER OR TRUSS TAIL 10 X 3/4' S.11A.S. OR W000 aoSCREWSPACED@12' O.C. ROOF PANEL EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4' x 1-1/4' MASONRY NCXOR CR EQUAL @ 24- O.C. FCR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS ii 12' O.C. EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE. 3' = 1'-0' 98 x 1/2' S.M.S. SPACED @ 8- O.C. BOTH SIDES ROOF PANEL ROOF PANEL TO WALL DETAIL SCALE. 3' = 1'-0' NOTES: WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4' WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH -r. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS OETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSS113LE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE Lawrence E. Bennett, P.E. CM 64GaVfat - OEVEL0PNENT CCMSLLTANT P.O. BOX 214.'I68. SOUTH OAYTONA FL =21 TB.ImHONE r-W' Q -AW4 FAX rMM W-SM PAGE COPYRIGHT 21= 7-4 Nor7o BE REPRODUCED W WHOLE OR IN PART W TH=THE WRITTEN PERMISSION CF LAWRENCE E. SENNEfT. P.£ 11 1 ZtL l IVN I I SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL V CHANNEL OR EXTERNAL V CHANNEL EACH SIDE. OF CONNECTING BEAM WITH SCREWS (PER SECTION 9) CARRIER BEAM SEE TABLE 1.4) — MIN. NUMBER S.M.S. @ 3/4- LONG REQUIRED IS W J PRIMARY BEAM W (SEE TABLE 1.1 AND/CR TABLE 1.5) CLa o EQUAL TO BEAM DE=TH EXTRUSIONS W/ INTERNAL SEE SECTION 9)Lij SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECT]ON ANGLE OR RECEIVING CHANNEL SCALE: 3- = 1'-0- W J Q PRIMARY SEWN 09SEETABLE1.1 w AND/OR TABLE 1.5) a a Q 0 tt BEAM TO WALL CONNECTION: 2) 2' x 2' x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUM 2) 3M' x 2- LAG SCREWS PER SIDE OR (2) 1/4' x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADO (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3- ALTERNATE) (1) 1-3/4' x 1-3/4' x 1-3/4- x 118' INTERNAL U-CHANNEL ATTACHED TO WOOD WALL WITH MINIMUM (3) 3/8' x 2' LAG SCREWS OR (3) 1/4' x 2-1/4' CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADO (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3- CARRIER BEAM TO WALL CONNECTION SCALE. 3' = V-0' Lawrence E. Bennett, P.E. AL SYGNIERRR - CEVaOPAdWTQNSULT.WT P.O. BOX 214.3M SOUTH OAYTCNA. FL 32121 T8E3M0NE MM 797-4774 FAX (M) 757-ON PAGE CCPYMGM T 2=1 1,36 NOT TO BE REPROOMM IN WHOLE OR IN PART WRHOI7T THE WR(TTE.}I PC MISSION OF IAWRENCZ E. BENNETT. P.E ml N n n um of IU to of so Itl of III of 1111 D 1111101 Ncr\ MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05088 PG 0444 CLERK'S # 2003198886' RECORDED 11/05/2003 11s17t03 AM RECORDING FEES 6.00 RECORDED BY L McKinley CERTIFIED - COPY MARYANNE MOR.SE CLEIRK OF CIRCUIT OURII SEMIALE CO(I0- 9,Rm rtmr let NOV 5 2003 NOTICE Or COMMENCEMENT TAX FOLIO NO. /E-20 31-50Lo-6000 PERMIT' NO. STATE OF FLOWDA COUNTY OF -'Viyx iuca Y The UNDERSIGNIiD hereby gives notice that improvement will be made to certain and real property, and in accordance will, Chapter 713, Florida Statutes, the fulluwinb information is provided in this Notice ofConlmcnccnlcnl. DESCIZI ITION OF VIZOP.ER•I'Y: (Legal Descriptiun and Street Address) V1(JLL= /Q r P P - q lafppa lno,,5a General Descr lion of Inlprovenicnt: OWNER INFORMATION: Name and Address: L C. } ny`/yi t j n llJr7( 1/ _ / 1 if - - Interest in Property (Fee Simple, Partna'ship, etc.) NAME AND ADDRESS OF FEE SIMPLE TITLE ]OLDEW(II'Other-Than Owncl•) SURL'•TY(Llunding Company) -. Name and Address: Amount of Bund: LENDER: Name and Address Persons within the State of Florida designated by owner upon whom notice other documents may be scrved.as provided by Section 713.13 (1), (a), 7, Florida Statutes. Name and Address) In addition to himself; owner designates or to receive a copy of Leinors Nolicc as provided in Section 713.13 (2),(b), Florida Statutes. L'•xpiratIoII Da c of utice of Conuncnceinent l,e 'piration date is I yca • oil) date of recording wiless a different date is specified) Signature Vwll cr 9Jen - Sworn to and subscribed before me this 2j,LZ, day of a<,j- -t- Z— by v _ L 4-t/s0 , who is xrso Ily known to me or who has as identification and who DID/DID NO'I' take an oath. ylta ub h: ' J MWER 19AL. r.l'*: iy Csvnm Ne. C produced 040RM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2879 411illiII11111111111101 Builder: DR HORTON Address: 34,6 A'PPAl.. 00GA 60t,,ttz1- Permitting Office: City, State: SAlLiFo21>, G(. Permit Number: Owner: Zj. L V\oq-) 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. Floor types a. Slab-10n-Grade Edge Insulation b. R;used Wood, Adjacent c. NIA 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: Uric. AH: Interior b. N/A New _ 12. Cooling systems Single family _ 1 a. Central Unit 4 _ b. N/A No _ 2872 ft2 c. N/A 319.0 ft2 _ 13. Heating systems 0.0 112 _ a. Electric Heat Pump 0.0 112 _ 0.0 ft2 b. N/A Cap: 60.0 I Btu/hr _ SEER: 12.05 Cap: 60.0 I Btu/hr _ HSPF: 8.25 R=5.0, 173.0(p) ft _ c. N/A R=11.0, 460.0ft2 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons R=3.0, 876.0 ft2 _ EF: 0.86 _ R=11.0, 785.0 ft2 _ b. N/A R=11.0, 622.0 ft- _ c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) R=19.0, 2091.0 ft2 _ 15. HVAC credits PT, CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT-Progranunable 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:S DATE: 03.02 I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: b3 Review of the plans and THE srspecificationscoveredbythiso = 9T calculation indicates compliance ,,° j,:6 with the Florida Energy Code. «•:;_' • c Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. cov we BUILDING OFFICIAL: DATE: FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBSPM = Points Overhang Floor Area Type/SC Omt 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 Points 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 As -Built Total: 633.0 4656.1 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 I. 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 x 1.150 x 0.90) 0.283 1.125 0.283 0.950 0.950 18544.5 18544.5 EnergyGauge"' DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: 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, Gear 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, Gear 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, Gear E 1.0 10.0 15.0 9.96 1.00 150.0 Single, Gear 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 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 b 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 EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugeWlaRE52001 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 ri3683 4868 10256 38807 1 1.8544 4898 10495 33937 PASS 11 oQ- TIRE sX4r o EnergyGaugeTM DCA Forth 60OA-2001 EnergyGauge®/F1aRES'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 >1/8" sealed unless backed by truss.orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrieuis 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. RA-22 ATHFR PRFSCRIPTIVF MF03IIRFS /muct hp math nr axr_aarlarl by all racirlanrac 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or dearly 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 duds, fittings, mechanicalequipment 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 Se arate readil :accessible manual or automatic thermostat foreach 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 Cap: 60.0 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 12.05 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? No 6. Conditioned floor area (ft') 2872 ft1 c. N/A 7. Glass area & type a. Clear - single pane 319.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 60.0 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 8.25 _ d. Tint/other 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 _ a N/A b. Raised Wood, Adjacent R=11.0, 460.0ft1 _ c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a; Concrete, Int Insul, Exterior R=3.0, 876.0 ft' _ EF: 0.86 _ b. Frame, Wood, Exterior R=11.0, 785.0 ft2 _ 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 W _ 15. HVAC credits PT, _ b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: 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: 41a3l03 04 um - Address ofNew Home:348 AVFDLOOSA CoWzT City/FL Zip: SA"V:-o12D, r-(- 3a- CpD WE NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPADOE EnergyStarr"'designation), your home may quay jor 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 ofCommunity 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) 831-2665 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 (ftz) 2872 2872 Volume (ft3) 22976 22976 Air changes/hour 0.70 0.40 Equiv. AVF (cfm) 269 153 Heating Equipment Summary Make TRANE Trade Efficiency 8.4 HSPF Heating Input Heating.output 0 Btuh @ 47°F Heating temp rise 0 OF Actual heating fan 0 cfm Heating air flow factor 0.000 cfm/Btuh Space thermostat 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 10.0 EER Sensible cooling 40600 Btuh Latent cooling 17400 Btuh Total cooling 58000 Btuh Actual cooling fan 1933 cfm Cooling air flow factor 0.054 cfm/Btuh Load sensible heat ratio 82 % Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. C wnghtsoft RigtdSuite Residential- 5.0.64 RSR26015 2002Feb-28 13:29:06 E:W11esldrhodon12879\2879REVD.rs, Page 1 RIGHT-) CALCULATION PROCEDURES A, B, C, D 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) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 22976 W x 0.0167 = 269 cfm 2. Winter infiltration load 1.1 x269 cfm x 32 °F WinterTD = 9454 Btuh 3. Winter infiltration HTM 9454 Btuh / 355 ftz Total window = 26.6 Btuh/ftz 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 'F Summer TD = 3039 Btuh 3. Summer infiltration HTM 3039 Btuh / 355 ftz Total window = 8.6 Btuh/ftz and door area Procedure C - Latent Infiltration Gain 0.68 x 43 grAb moist.diff. x 153 cfm = 4526 Btuh hroceclure V - tqulpment 5izing t-oacls 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent. x 18 °F Summer TD = 1485 Btuh Sensible load for structure (Line 19) + 35571 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 fWdlltapc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. WilghtS01t RigttSuite Residential"' 5.0.64 RSR26015 2002-Feb-28 13:29.06 9C.& EAFi1es\drhorton12879M79REVD.. pays 1 Job russ I russ I ype ty y HORTON 13143945 DR2879C A7A ROOF TRUSS 1 1 optional) r e Industries, Inc. s un78 70011 e n ustrles, Inc. Fri Apr age 1-0-0, 3-9-4 7-0-0 11-7-0 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 5x8 = 4 5 6 171FTY 2x4 2z4 G 3 7 to o_ 8 2-"; co 01 0 3x8 = 1/ 10 9 3x8 = 3x4 - 5x8 = 3x4 = 7-0-0 11-7-0 16-2-0 23-2-0 7-0-0 4-7-0 4.7-0 7-0-0 Plate offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in poc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LLI 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/ANSI95 1st LC LL Min I/defl = 360 Weight: 121 lb LUM@ER 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. BOT 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=-1068(1oad case 4), 2=-1255(load case 4) FORCES ( Ile) - 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 BOT 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 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) 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 load(s) 603.21b down and 613.41b up at 16-2-0, and DtF- 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. P iQ,4:y 7) Truss Engineer: Junaidie Budiman, PE#45161 Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. y 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No. 4.5161 , LOADCASE(S) Standard 1) Regular: Lumber Increase Plate Increase do 1.33, -1.33 Uniform Loads (plf) CSTATE OF .• 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 Concentrated Loads ( lb) Vert: 11 =- 603.2 9=-603.2 L April 26, 2002 WARMNG - Ver(& design parameters and RLAD NOTES ON MS AND REVERSE SIDE BEFORE USE. 191 Design validforuseonlywithMitekconnectors. Thisdesign Isbased only upon potometers shown, and b for an individual building component to be Installed and loaded vertically. Applicabillty of design parametersIs and properIncorporationofcomponentiesponslblIlfyof building designer - not truss designer. Bracing shown Is lot lateral support of individual web membets only. Additional temporary biocing to Insure stability during construction Isthe iesponsiblllly of the erectot. Additional permanent brbcing of the overall structure Isthe iesponsiblilty of the building deslgnet. Fot general guidance tegording fobrioation, quality control, storage, delivery, erection and beating, consulf QST-88 Quality Standard, DSB-89 Bracing Specification, and MIS-91 M iTek® from HandlingInstallingandBracingRecommendationavailableTrussPlateInstitute, 583 D'Onofrb Dttve, Madison, WI53719. o russ I russ I ype y 13143950 DR2879C B9 ROOF TRUSS Lam 1 optional) t e Industries,Inc. s 7001 n t o n ustrres,Inc. Fri Apr 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 FiT 2x4 J 2x4 i 3 6 4 7 2 Rye 10i011 3x4 = 9 6 3x4 = 3x4 - 5x6 = 9-0-0 10-8-0 19-8-0 9-0-0 1-8-0 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 0.29 Vert(LL) 0.09 7-8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.23 7-8 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min 1/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 (Ib/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 (Ib) - 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 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) 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 r+DSegoviaCir. N., Pembroke Pines, FL 33331. 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED.+„_ Flo D1t LJ LOAD CASE(S) Standard No. 45161 STATE OF ; r April 26,2002 AwARmm - VerW design pammsien and READ NoraB ON nus AND REvt3Rw SIDE BAMRS USE. 0 Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual 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 tot lateral support of Individual web membets only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consuff CST -„Quality Standard, OSB-eV Bracing specification, and NIB -VI M iTek® Handling tnstallinq and Bracing Recommendatlon availablefrom Truss Plate Institute, 5a3 D'Onoelo Drive, Madison, Wl5371 V. RIGHT-J WINDOW DATA 0 DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY. FL 32746.62W Phone: (407) 831-2665 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 LIV/DIN/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 wrng htsoft RigtaSuite Residential^ 5.0.64 RSR26015 2002-Feb-28 13:29:06 E:1FHesldrhorton1287912879REVD.rsr Page 1 a n Sw b c n 0 d 1 a n se b c n 0 d 1 BEDRM 4 1 90 1.0 1.0 1.0 5.0 47.4 BEDRM 3 1 90 1.0 1.0 5.0 5.0 47.4 wnghlt5oft Right -Suite Residential^' 5.0.64 RSR26015 AOCA E:\Filestdrhorton\287912879REVD.rsr 15.0 1.9 15.0 0.0 2002Feb-28 13:29:06 Page 2 r 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) 831-2665 MANUAL J: /th td. 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 It 3 Room dimensions 20.0 x 21.0 ft 15.0 x 6.0 It 13.0 x 11.0 It 4 Ceiings Condit. Option 8.0 It heat/cool d 8.0 It heat/coot 8.0 It heat/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 Clg W) Htg I Clg ft') Htg I Clg ft') Htg Clg ft') Htg I Clg 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 f0.0 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 d 0.0 0 0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 0 0 f0.0 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 51.4 88 4525 48 2259 0 0 0 0 Cooling E/W 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 148 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 198 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 floors) 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.6 8.6 355 9454 30391 91 2424 779 181 479 154 0 0 0 13 Subtotal loss=6+8..+11+12 37246 8592 1184 856 Less external heating 0 0 0 0 Less transfer 0 0 0 0 14 Dud loss 10°/ 3725 10°/ 859 10% 118 10°/ 86 15 Total loss = 13+14 40970 9451 1302 942 16 Int. gains: People @ 300 5 1500 0 0 0 0 0 0 Appl. @ 1200 2 1800 0 0 1 600 0 0 17 Sublot RSH gain=7+8..+12+16 32337 6052 1065 256 Less external cooling 0 p 0 0 Less transfer 0 0 0 0 18 Dud gain 10°/ 3234 10°/ 605 10°/ 107 10°/ 26 19 Total RSH gain=(17+18)•PLF 1.00 35571 1.00 6657 1.00 1172 1.00 282 20 Air required (cfm) 0 1933 1 0 362 0 64 0 15 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrtghtsoft Right -Suite Residential- 5.0.64 RSR26015 2002-Feb-28 13:29:06 AC011, E:1FilesldrhortonU87912879REVD.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 Plane: (407) 831-2665 rvwtvunL j: tin ta. 1 Name of room SITTING RM MASTER BATH MASTER BEDRM MASTER HALL BATH 2 Length of exposed wall 10.0 ft 11.0 It 13.0 ft 0.0 ft 3 Room dimensions 10.0 x 10.0 ft 10.0 x 11.0 ft 13.0 x 21.0 It 6.0 x 5.0 ft 4 Ceiings Condit Option 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg Clg ft') Htg Clg ft') Htg Clg W) Htg Clg 111) Htg Clg 5 Gross a 14B 4.6 2.1 80 88 104 0 Exposed b 12C 2.9 1.9 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 e 0.0 0.0 0 0 0 0 f0.0 0.0 0 0 0 0 6 Windows and a 1C 37.0 16 1591 16 591 16 591 0 0 glass doors b 8C 37.0 0 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0 0 0 0 0 d0.0 0 0 0 0 0 0 0 0 e 0.0 0 0'«• 0 0 0 0 0 0 f0.0 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 11A 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 13A 0.0 10 131 0 11 144 0 13 171 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 0isdispl. 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 26.6 8.6 16 426 137 16 426 137 16 426 137 0 0 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°/ 144 104 149 10° 159 100/ 0 15 Total loss = 13+14 1588 1643 1753 0 16 Int. gains: People @ 300 0 0 0 0 1 300 0 0 Appl. @ 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 p p 0 Less transfer 0 0 0 0 18 Dud gain 10°/ 103 10° 104 10°/ 138 10°/ 0 19 Total RSH gain=(17+18)'PLF 1.00 1130 1.00 1148 1.00 1514 1.00 0 20 Air required (dm) 01 61 0 62 0 82 0 0 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr-raghtsoTC Right -Suite Residential^' 5.0.64 RSR26015 2002-Feb-28 13:29:064CC-A E:1Filesldrhorton12879\2879REVD.rsr Page 2 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) 831-2665 MANUAL J: !th Ed. 1 Name of room FAMILY RM KITCHEN BEDRM 2 UP BATH RM 2 Length of exposed wall 36.0 It 12.0 ft 28.0 ft 11.0 It 3 Room dimensions 17.0 x 19.0 It 12.0 x 17.0 ft 16.0 x 12.0 It 11.0 x 13.0 ft 4 Ceiings Condit. Option 8.0 It heat/cool 8.0 ftj heat/cool 8.0 ft heat/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 Clg ft') Htg I Clg ft2) Htg Clg ft') Htg Clg ft) Htg I Clg 5 Gross a 146 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 f0.0 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 d0.0 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 10 394 0 0 0 0 Cooling E/W 0.0 0 0 0 0 0 0 0 0 SE/SW 54.3 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 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0b0.0 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 146 4.6 2.1 235 1083 484 86 396 177 0 0 0 0 0 0exposedb12C2.9 1.9 64 184 124 0 0 0 81 233 157 0 0 0wallsandc13C3.2 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 0f0.0 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 318b0.0 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 228 13.1 0.0 36 472 0 12 157 0 0 0 0 0 0 0Note: 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 0isdispl. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0forslaba0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0floors) 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 454 101 266 86 151 399 11281 0 0 13 Subtotal loss=6+8..+11+12 5658 1536 1916 520 Less external heating 0 0 Less transfer 1 0 0 0 014Ductloss0° 566 10°/ 154 10% 192 10 -A 5215Totalloss = 13+14 6223 1689 2108 572 16 Int- gains: People Q 300 4 1200 0 0 0 0 0 0Appl. Q 1200 0 0 1 1200 0 0 0- 017SubtotRSHgain=7+8..+12+16 5493 2311 1574 421Lessexternalcooling0000Lesstransfer00 18 Dud gain 10°/ 549 10°/ 231 10°/ 157 10°/ 4219TotalRSHgain=(17+18)'PLF 1.00 6043 1.00 2542 1.00 1731 1.00 46320Airrequired (cfm) 0 328 01 138 0 94 0 25 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wrrrghtsolFt Right -Suite Residential- S.0.64 RSR26015 2002-Feb-28 13:29:06E:\FUes\drhorton1287912879REVD.rsr Page 3 RIGHT-J WORKSHEET0EntireHouse DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 103-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL J: ttn to. 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 ft heat/coot 8.0 111 heat/cool 8.0 ft heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area EXPOSURE NO. Htg Clg ft') Htg Clg ft') Htg Clg ft') Htg Clg Htg Clg 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 f0.0 0.010 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 e 0.0 0 0 0 0 0 0 f0.0 0 0 0 0 0 0 7 Windows and North 27.6 8 222 2 39 0 0 glass doors NE/NW 51.4 v 1872 0 0 0 0 Cooling EAN 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 11 A 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 406wallsandc13C3.2 1.2 40 126 47 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 o 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 If 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 1.1 0.0 0 0 0 0 0 0 0 0 0istllspl. d 0.0 0.0 0 0 0 0 0 0 0 0 0forslaba0.0 0.0 0 0 0 0 0 0 0 0 0floors) If 0.0 0.0 0 0 0 0 0 0 0 0 0 121 Infiltration a 26.61 8.6 901 2397 770 151 399 1281 15 3991 128 13 Subtotal loss=6+8..+11+12 9062 1511 188t Less external heating 0 p Less transfer 0 0 014Dudloss10 / 906 10 ° 151 10°/ 188 15 Total loss = 13+14 9968 1662 2070 16 Int. gains: People aQ 300 0 0 0 0 0 0Appl. aQ 1200 0 0 0 0 0 0 17 Subtot RSH gain=7+8..+12+16 8718 1326 1673 Less external cooling 0 0 0Lesstransfer00018Dudgain10°/ 872 10°/ 133 10% 16719TotalRSHgain=(17+18)•PLF 1.00 9590 1.00 1459 1.00 184020Airrequired (cfm) 0 521 01 79 1 01 100 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr ghtsolFt Right -Suite Residential- 5.0.64 RSR26015 2002-Feb-28 13:29:06AC:CP, E:1FSesldrhorton12879\2879REVD.rsr Page 4 bath duct roof cap fon bath duct to roof cap fan z g zIU'I2 0 duct Encap Q\ UJI U VC SLAB o 0M [N WALL ductwp Rating Must have a rinttun clearance of t Inches around the air handler per the State Energy code. All duct has an r=6 hnrutotion value. z O I - CC r O Q1 0 Qf (-_ CU 2 CO \ O QCU CO Q o i N m w > z o z o Iii aJOCOQ 00CLJ(naa M iTek° MiTek Industries Inc. N515 North Outer Forty Drive, Suite 300 Chesterfield, MO 63011 USA April 17, 2003 The truss 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 13143975. Total : 35 drawings. Job :DR2879C Builder :D.R. HORTON Location :STANDARD MODEL 2879, ELEVATION C County :SEMINOLE Truss Engineer :Junaidie Budiman, PE # 45161. Address :14515 North Outer Forty Drive, Suite 300 Chesterfield, MO 63017 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. April 17, 2003 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 ANSUTPI 1-1995 Sec.2. TRUSS INDEX OF JOB DR2879C Trusses included=35 0,"01328790a.tre" 1 3143941 1,"\DR2879C\a11.tre" 1 3143942 2,"\DR2879C\alla.tre" 3,"\DR2879C\a7.tre" 1 3143943 1 3143944 4,"\DR2879C\a7a.tre" 1 3143945 5,"\DR2879C\a9.tre" 13143946 6,"\DR2879C\a9a.tre" 13143947 7,"\DR2879C\b.tre" 1 3143948 8,"\DR2879C\b7.tre" 1 3143949 9,"\DR2879C\b9.tre" 1 3143950 10,"\DR2879C\c1.tre" 1 3143951 11,"\DR2879C\c11.tre" 1 3143952 12,"\DR2879C\c13.tre" 1 3143953 13,"\DR2879C\c15.tre" 1 3143954 14,"\DR2879C\c1gab.tre" 1 3143955 15,"\DR2879C\c7.tre" 1 3143956 16,"\DR2879C\c9.tre" 1 3143957 17,"\DR2879C\d.tre" 1 3143958 18,"\DR2879C\d1.tre" 1 3143959 19,"\DR2879C\d2.tre" 1 3143960 20,"\DR2879C\fl9.tre" 1 3143961 21,"\DR2879C\f22.tre" 1 3143962 22,"\DR2879C\f23.tre" 1 3143963 23,'1CR2879C\j.tre" 1 3143964 24,"\DR2879C\j3.tre" 1 3143965 25,"\DR2879C\jg1.tre" 1 3143966 26,"\DR2879C\jg2.tre" 1 3143967 27,"\DR2879C\k.tre" 1 3143968 28,"\DR2879C\k1.tre" 1 3143969 29,"\DR2879C\I.tre" 1 3143970 30,"\DR2879C\l1.tre" 1 3143971 31,"\DR28790m.tre" 1 3143972 32,"\DR2879C\m1.tre" 1 3143973 33,"\DR2879C\s.tre" 1 3143974 34,"\DR2879C\s1.tre" 1 3143975 No. 4.5161 ' 'k hotTATE OF fS't1. e•rR VQithtd' April 26, 2002 A WARNING - VerM design parameters and READ NOTES ON TMS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is iesponslblllty of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary btacing to Insure stability during construction is the responslblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consull OST-68 Quality Standard, DSB-89 Bracing SpoclRcatlon, and HIS-91 Handling Installlna and Bracing Rocommondatlon available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, W15371 G. MiTek® Symbols PLATE LOCATION AND ORIENTATION 13i. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q O For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MiTek/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 LEFTTO RIGHT. PLATE S12E 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, mi! MiTek® FORM018,01 V 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 joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices o at /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. 1. Job russ russ ype ty y 13143941 DR2879C A ROOF TRUSS 11 1 optional) MI e Industries, Inc. 4. 1 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 26 5:54:49 2002 Page 1 1-0-0 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 a]1 a 0 0 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 -1- -1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) -0.25 7-8 >999 M1120 249/190 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(TU 0.05 6 n/a BCDL 10.0 Code SBC/ANS195 1 st LC ILL Min I/deft = 360 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D 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 (Ib) - 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/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 mechanical connection (by 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. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PEN45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 13Di 4J`• 'iLOADCASE(S) Standard P G1) 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 N0.4•J161 t aAQC0 ; STATE OF 0R10A.','.` o vaL April 26,2002 A WARNING - V.,W dertpn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectots. this design Is based only upon porametats shown, and Is for an Individual building component to be Installed and loaded vettloalty. Applicability of design patometeis and piopet Incoipotaflon of component Is tesponsiblllty of building deslgnet - not truss designer. Bracing shown is lot loteial support of Individual web members only. Additional tempotary bracing to Insure stability during conshuctlon Is the responsibility of the erector. Additional petmonent bibcing of the overall structure Is the responsibility of the building deslgnet. For general guidance tegaiding labrloatlon, quality control, storage, delNery, etectlon and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation availableliom Truss Plate Institute. $83 D'Onofrlo Drive. Madison, WI53719. 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. 8„ '/a„ 0 Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of 0trussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MtTek/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 Q 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 401 1 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® 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 Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/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. FORM018,019 NMRO-AIR Job russ russ ype ty y TON 13143942 DR2879C A11 ROOF TRUSS 1 1 optional) L, r e Industries, Inc. 4.201 strles, Inc. Fri Apr age 1 r1.0-0 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 Scale = 1:42.0 4x6 = 4x6 = 4 5 6.00 12 3x4 i 3x4 3 6 7 c 2 n v]1 v 0 191 0 3x4 = 11 10 9 8 3x4 = 2x4 II 3x4 = 5x6 = 2x4 II 5-9-4 11-0-0 17-4-12 23-2-0112-2-0, 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Plate Offsets -1- -1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) 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 I/deft = 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 Horz 2 = 172(load case 4) Max Uplift7 = -508(load case 5), 2=-608(load 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 2-1 1 = 1633, 10-1 1 = 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 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) 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#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL B33331. 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. t D LOAD CASE(S) Standard t : No. 45161 ,t STATE OFv S'•:Pt0 R I. aL April 26,2002 A WARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSO-89 Bracing Specification, and HIB-91 M iTek® Handling Installlnq and Bracing Recommendation available from Truss Plate Institute. 583 D'Onolrla Drive. Madison, WI53719. 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 eachua other. o WEBS JS a:3. Place plates on each face of truss at each For 4 x 2 orientation, locate o Q joint and embed fully. Avoid knots and wane plates /s" from outside edge of o_ CL at joint locations. truss and vertical web. 0 a o 4. Unless otherwise noted, locate chords licesP at I/4 length(+ 6" fromceC, 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 format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FA RTH EST 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 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 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 MiTek® engineer. 15. Care should be exercised in handling, TMOM erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. CLIP FORM018.019 a «® H RO.AIR® Job russ I russ I ype ty Y TON 13143943 DR2879C A11A ROOF TRUSS 1 1 optional) ACCU-SPAN-TH,r e n ustries, Inc. 4.201 SR 1 s Jun 28 2001 tv iiTekIndustries, Inc. Fri Apr 1 2002 Page 1 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 t 5-9-4 Scale = 1:42.0 4x6 = 4x6 = 4 5 6.00 12 3x4 3x4 3 6 7 2 1 0 0 0 3x4 = 11 10 9 8 3x4 = 2x4 II 3x4 = 5x6 = 2x4 11 5-9-4 11-0-0 112-2-01 17-4-12 1 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/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert(LL) 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/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 116 lb LUMBER BRACING TOP bHORD 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 = 1 167/0-4.0 Max Horz 2 = 172(load case 4) Max Uplift7 = -504(load case 5), 2=-606fload 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, 10-1 1 = 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/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 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, PEA45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS 13LlDESIGNCONFORMSTOFBC2001, BASED ON PARAMETERS INDICATED. pi' LOAD CASE(S) Standard I' No. 4 5161 Y Aen-'% ° SPATE OF ss NA1.` April 26,2002 A WARNINO - Var(jy design paranseters, and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. NilDesignvalidforuseonlywithMITekconnectors. This design Is based only upon parameters shown, and Is for on Individual building component to be dInstalledandloadevertically. 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSO.89 Bracing Specification, and HIS-91 M iTe k® HandlingInstalllnqandBracingRecommendationavollablefromTrussPlateInstitute, 593 D'Onoftlo Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1. *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.. I TOP CHORDS 2. Cut members to bear tightly against eachc: c3 other. J5oWEBSa:3. Place plates on each face of truss at each For 4 x 2 orientation, locate o „ , ¢ X h ; ' ; joint and embed fully. Avoid knots and wane plates from outside edge of o_ d ' at joint locations. truss andd vertical web. a o 4. Unless otherwise noted, locate chords licesP at I/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 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 responsibilityPtY 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, 0$ 00 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, T~ PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016,019 HYDRO -AIR ® Job russ I russ I ype ty y TON 13143944 DR2879C A7 ROOF TRUSS 1 1 optional) MI e n ustries, nc. 4. 1 s Jun 1 MI e Industries,Inc. Fri Apr 4: age 1 1-0-0 3-11-4 , 7-0-0 11-7-0 16-2-0 19-2-12 23-2-0 _?1-24 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 6 6.00 11 3x6 3x6 3 7 n o_ 2 8 aI, M9Ia00 4x8 = 14 13 12 11 10 4x8 = 300 // 3x4 = 7x8 = 3x4 = 3x10 3-4-10 7-0-0 11-7-0 16-2-0 19.9-6 23-2-0 r r 3-4-10 3-7-6 4-7-0 4-7-0 3-7-6 3-4-10 Plate Offsets -4- - -1 -1 , LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.16 12 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.73 Vert(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 ILL Min I/defl = 360 Weight: 139 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D 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 Horz 2 = 11 5(load case 4) Max Uplift2 = -793(load case 4), 8=-1333(load 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 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 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 793 lb uplift at joint 2 and 1333 lb uplift at joint 8. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. V 7) Special hanger(s) or connection(s) required to support concentrated load(s) 1944.61b down and 993.31b up at 19-8-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. F • Q1 8) Truss Engineer: Junaidie Budiman, PE1145161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331 . 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. I" k : No. 4 5161 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) 01TAiE OF0 Vert: 1-4=-74.0, 4-6=-74.0, 6-9=-74.0, 2-8=-20.0 Concentrated Loads Vert: 10=-194944.E n QV0 Vv•.,.,.•• QNaL April 26,2002 A WARNINO - VerVy design parusneters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. IN ® DesignvalidforuseonlywithMITekconnectors. This design Is based only upon parameters shown, and is for an Individual 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® HandlingInstallingandBracingRecommendationavailablefromTrussPlateInstitute. 583 D'Onotrb Drive, Madlson, Wi 53719. Symbols PLATE LOCATION AND ORIENTATION 01 IMP- Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. T 0 Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FA RTH EST 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 4e continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur, FORM016,019 WISC/DILHR 870040-N, 930013-N, 910080-N 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 o 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. Mi! 0 MiTeke O TM PANEL CLIP HYDRO -AIR 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 russ russ ype ty y TON 13143945 DR2879C A7A ROOF TRUSS 1 1 optional) A A- I e Industries, Inc. 4.201 SRI s Jun 28 2001 MiTek Industries, Inc. Fri Apr age 1 1-0.01 3-9-4 , 7-0-0 11-7-0 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 5x8 - 4 5 6 6.00 F 2x4 2x4 4 3 7 o_ 8 rs 2 3 l0a 3x8 = 11 10 9 3x8 = 3x4 = 5x8 = 3x4 = 7-0-0 11-7-0 16-2-0 23-2-0 7-0-0 4-7-0 4-7-0 7-0-0 Plate Offsets 2-0, -1 -1 -4- LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LL) 0.21 10 >999 M1120 249/190 TCOL 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/ANSI95 1 st LC LL Min I/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. BOT 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 4) FORCES (Ib) - 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 BOT 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 chard 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) 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 load(s) 603.21b down and 613.41b up at 16-2-0, and r+ 603.21b down and 613.41b up at 7-0-0 on bottom chord. Design for connection(s) is delegated to the buildingunspecified designer. J••.`,tF/C' 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. y 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No. 4.5161LOADCASE(S) 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 Concentrated Loads 1'ATE OF0 Ib) Vert: 11 = -603.2 9 = -603.2 f • R 1.0••A aJVAL April 26,2002 AWARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. N11D 1 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Instalred and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofilo Drive, Madison. WI 53719. 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 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 eachc2Q other. Q o WEBSNc, 3. Place plates on each face of truss at each For 4 x 2 orientation, locate O - ,Q joint and embed fully. Avoid knots and wane plates/s" from outside edge of o_ a at joint locations. truss and vertical web. a 4, Unless otherwise noted, locate chords lacesPceatI/4 panel length(+ 6" from adjacent joint.) C,o 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 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. PLATE 512E 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 MiTek® engineer. 15. Care should be exercised in handling, T~ erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. ' CLIP FORM018,019 HYDRO -AIR I , Job russ russ ype ty y HORTON 13143946 DR2879C A9 ROOF TRUSS 1 1 optional) A , MiTe< Industries, Inc. 4.201 SR11 s hin 98 2001 I e Ind -trips, Inc. Fri Apr age 1 1-0-0 4-9-4 9-0-0 14-2-0 18.4-12 23-2-0 r , 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 j x42 2x4 3 6 n 6 v 7 2 0 0 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 floc) I/deft 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 0.51 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 ILL Min I/defl = 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.2D 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=1169/0-4-0 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 TOP CHORD 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) 11 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 at joint(s) 7. 5) Provide mechanical connection (by 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. 1 B Q8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard No. 4 5161 ,t 0 : STATE C1c ems'/ , c` c-ea,oA S NAL April 26,2002 mini A WARNING - Ve jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MRek connectors. This design Is based only upon parameters shown, and is tot an Individual building component to be Instalied and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblilly of the erector. Additional permanent bi ing of the overall structure Is the tesponsiblllty of the building designer. For general guidance regarding tabrl;ation, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® Handling Installing dandBracingRecommendation available from Truss Plate Institute. $83 D'Onolrio Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1. *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 each other. Q WEBSNc, 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o o Q joint and embed fully. Avoid knots and wane plates/a" from outside edge of a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesPatI/4 length(+ 6" fromcaX, panel adjacent joint.) This symbol indicates the BOTTOM CHORDS 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 MfTek/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 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, III T~ erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. ' CLIP FORM018,019 0 0-hW« ® ffMRO.A/R® Job russ I russ I ype ty y TON 13143947 1)R2879C ASIA ROOF TRUSS 1 1 optional) A r e Industries, Inc. 1 SR 1 s Jun 28 2001 A liTekIndustries, Inc. Fri Apr 26 15:54:52 2002 Page 1-0.0 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 F1'F 2x4 2x4 3 6 v 7 2 tY11 a 0 0 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 -4, - LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 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 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 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 = 1 164/0-4-0 Max Harz 2= 148(load case 4) Max Uplift 7 = -483(load case 5), 2=-629(load case 4) FORCES (lb) - 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 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/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 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. Q• LOAD CASE(S) Standard P l le' No, 4 5161 ,t y* rTATE OF ° c1 s L •' ` to. A_„ OR o vaL April 26,2002 WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. NoDesignvalidforuseonlywithMITekconnectors. This design is 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 responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance M iTek® regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute. Sag D'Onoftb Drive, Madison, WI 53719. 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 the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. All TOP CHORDS 2. Cut members to bear tightly against eachc2c3 other. O WEBS J5 cc3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , Qk ; '' ; joint and embed fully. Avoid knots and wane plates from outside edge of o_ at joint locations. truss andd vertical web. 0 a o 4. Unless otherwise noted, locate chordsplices at / 4 length(+ 6" from uC, u panel adjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in J1 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 MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General P tYWEBSARE 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 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 of BEARING othersunlessshown. 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 erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. CLIP FORM018. 019 HMRO-AIR Job russ I russ I ype ty y HORTON 13143948 DR2879C B ROOF TRUSS 2 1 optional) A A- I e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr 26 1 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 r 5-2-4 Scale = 1:34.8 4x6 = 4 6.00 riT 2x4 1 2x4 i 3 5 6 2 1 to 3x4 - 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) I/deft 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/ANS195 1 st LC LL Min Well = 360 Weight: 86 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.20 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 (lb/size) 6 = 914/Mechanical, 2 = 1005/0-4-0 Max Horz 2 = 158(load case 4) Max Uplift6 = -435(load case 5), 2=-518(load case 4) FORCES (lb) - 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 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 II, 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) 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. 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. i b j f^ 4j.•'/ LOAD CASE(S) Standard :U(, P I' No. 4 5161 0 STATE OF OR. ANAL April 26,2002 WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. wooDesignvalidlotuseonlywithMRekconnectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vettically. Applicability of design potometeis and proper Incorpoiatbn of component Is responsibility of building deslgnet - not (russ deslgnet. Bracing shown Is lot bteral support of Individual web members only. Additional tempotaiy bracing to Insure stability duting construction Is the responsibility of the erector. Additional permanent btbcing of the ovetall structure Is the tesponslbillty of the building designet. For genetal guidance regarding labrkafbn, quality control, stotage, dellvety, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation available Isom Truss Plate Institute. 583 D'Onoftb Drive. Madison, WI53719. 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 eachua other. O WEBS J5 Q 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 from outside edge oflattruss o_ d ' at joint locations. truss and vertical web. a d a o 4. Unless otherwise noted, locate chordsplices at r/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 MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility PtYof 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, 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 erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. CLIP FORM018, 019 HYDRO,AW& r Job russ russ ype ty y TON 13143949 DR2879C B7 ROOF TRUSS 1 1 optional) A- r e Industries, Inc. 4.201 SR 1 s Jun 28 2001 tv iiTekIndustries, Inc. Fri Apr 26 1 4: Fa -gel 3-9-4 7-0-0 12-8-0 15-10-12 19-8-01-1-0-0 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 fTT 2x4 2x4 i 3 6 7 2 1 o 3x8 = 9 8 3x8 = 3x8 = 5x6 = 7-0-0 12-8-0 19-8-0 r 7-0-0 5-8-0 7-0-0 Plate Offsets -12,0-1-84: -4, -1 -1- LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.12 8 > 999 M1120 249/190 TCOL 7.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.21 B-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 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-2-2 oc purlins. 4- 5 2 X 6 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 = 1 23(load case 4) Max Uplift7 =-881 (load case 4), 2=-1056(load case 4) FORCES ( lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-3437, 3-4=-3247, 4-5=-2951, 5-6=-3247, 6-7=-3437 BOT 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/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 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 hangerd s) orconnection(s) required to support concentrated load(s) 603.21b down and 613.41b up at 12-8-0, and 603.21b down and 613.41b up at 7-0-0 on bottom chord. Design for is delegated building 9t br f LJ unspecified connection(s) to the designer. lFlsr, 7) TrussEngineer: Junaidie Budiman, PEll45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. Q 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE( S) Standard f No. 4 5161 " 1A 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads ( plf) w 9 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 v STATE OF Concentrated Loads ( lb) Vert: 8=- 603.2 9=-603.2 DQv. oNaL V April 26, 2002 WARNING - VerW design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual 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. Additional temporary bracing to Insure stability during construction is the responslblllty of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrlco0on, quality control, storage, delivery, erection and bracing, consult OST-aa Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling InstallingandBracingRecommendationavailablefromTrussPlateInstitute. 683 D'Onotrb Drive, Madison, W153719. 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 eachc2c other, Q WEBS J5 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 plates from outside edge of L) O d ' at joint locations. truss and vertical web. d a o 4. Unless otherwise noted, locate chordsplices at 1/4 length(+ 6" from caupaneladjacent 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 JOINT1, 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. 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, 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 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 engineer. MiTek® 15. Care should be exercised In handling, PANEL T~ erection and installation of trusses. 1993 Mitek Holdings, Inc. " CLIP FORM018, 019 HMR0.ArR0 Job russ I russ I ype ty y TON 13143950 6R2879C B9 ROOF TRUSS 1 1 optional) A A- t o Inclustrles, Inc. 4. 1 SR1 s Jun 28 2001-MiTek-Inclustries, Inc. Fri Apr 26 1 4: age 1 1-0-01 4-9-4 9-0-0 1+ 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 F12 2x4 2x4 4 3 6 n o_ e 7 2 1 0 3x4 = 9 6 3x4 = 3x4 = 5x6 = 9-0-0 10-8-0 19-8-0 9-0-0 1-8-0 9-0-0 Plate Offsets ): LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udell 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 Vert(TL) -0.23 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SBC/ANS195 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 =91 1 /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 (Ib) - 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 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 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, PErr45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 1 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. V LOAD CASE(S) Standard t : No. 4 5161 O : STATE OF o toa OVAL - April 26,2002 A WARNINO - VerW design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectots. This design is based only upon parameters shown, and is lot on Individual building component to be Installed and loaded vettloalty. Applicability of design patametets and ptopet Incotpotatlon of component is iesponslblllty of building deslgnet - not truss designer. Btacing shown is for loteial support of Individual web members only. Additional temporoty bracing to Insure stability duiing construction is the tesponsiblllty of the elector. Additional peimonent bibcing of the oveton structure is the tesponslblilty of the building designet. For general guidance tegatding fabtloatlon, quality control, stotage, dellvety, erection and placing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendatlon available horn Ttuss Plate Institute, 683 D'Onoftlo Drive, Madison, WI63719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 02 re,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, property Wsecurely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. O WEBSMCIC6 3. Place plates an each face of truss at each For 4 x 2 orientation, locate o Q joint and embed fully. Avoid knots and wane plates from outside edge ofo4. o at joint locations. truss and vertical web. da Unless otherwise noted, locate chords lices Poat1/4 length(' 6" from cepaneladjacent 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 Jolnt/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, 401, 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, T~ Jillerection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. ` CLIP FORMO1B4O19 NMRO,A/R® o russ truss type ty y HORTON 13143951 DR2879C C1 ROOF TRUSS 18 1 optional) P t o Industries, Inc. 4.W111 SR11 s un 28 2001 N t*Tpk Industries, Inc. Fri Apr age 1 1-0-q 5-10-8 11-2-8 , 16-10-0 i 1-0-0 5-10-8 5-4-0 5-7-8 5x8 6 Scale: 1/4' = 1' 5 6.00 12 3x4= w/wed e 2x4 II 4 5x6 i 3 2 0 t0 3x4 - 9 8 7 2x4 II 5x8 = 2x4 II 5-10-8 1 1-2-8 16-10-0 5-10-8 5-4-0 5-7-8 Plate Offsets15:0-3-3,Ed—ge-718:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/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/defl = 360 Weight: 104 lb LUMXER 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 (Ib/size) 5=869/0-3-0, 2=872/0-8-0 Max Horz 2 = 661(load case 4) Max Uplift 5 = -607(load case 4), 2=-363(load case 4) FORCES IV - 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 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/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 Cir. N., Pembroke Pines, FL 33331 . 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard FI % : Q4 No. 4 5161 ? ik O : rTATE OF JOR10A.'' S NAL April 26,2002 A WARNINO - Ver{jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and Is tot on Individual building component to be Insfolied and loaded vertically. Applicability of design parameters and ptoper Incorporation of component Is responsibility of building designer - not truss designer. Btacing shown is for lateral support of Individual web membea only. Additional temporary bracing to Insure stability during construction is the tesponsiblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building deslgnet. For genetal guidance tegaiding fobticatlon, quality control, stotage, delivery, etectlon and bracing, consult OST-88 Quality Standard, DS8-89 Bracing Specification, and HIS-91 Handling Instolllnq and Bracing Recommendation available from Truss Plate Institute. Sa8 D'Onoftlo DtNe, Madison. WI5371 V. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1314 *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 eachc: c3 other. O Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate O asjoint oxe" N and embed fully. Avoid knots and wane from outside edge of4. plattruss at joint locations. a dtrussand vertical web. a Unless otherwise noted, locate chords lices at 14 length(* 6" from pceC, o 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 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, 40 1 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 T~ erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 HMRO,AIRO o russ truss type ty y HORTON 13143952 DR2879C C11 ROOF TRUSS 1 1 optional) ACCU-cPANTH LONGWOOD FL, MiTe(Industries, Inc. 1SR1 s Jun 28 2001 N liTekIndustries, Inc. Fri Apr age 1 1-0-0 5-9-4 11-0-0 16-10-0 r r 1-0-0 5-9-4 5-2-12 5-10-0 5x6 - Scale = 1:34.2 2x4 II 4 5 6.00 11 2x4 Q 3 2 1 LLI O 7 6 3x4 = 5x6 = 5x6 = 8-6-8 16-10-0 8-6-8 8-3-8 Plate Offsets 4: - 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/ANSI95 1st LC LL Min I/deft = 360 Weight: 88 Ib 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=440(load case 4) Max Uplift6 = -496(load case 4), 2=-455(load case 4) FORCES IV - First Load Case Only TOP CHORD 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 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) 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, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. BUQ ptE LOAD CASEIS) Standard " ,.''••••oil No. 4 5161 STATE OF it Joa oa` oNa. April 26,2002 A WARWNG - Veryy design pa aineters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Appllcabltlty of design parameters and proper Incorporation of component Is responsibility or 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onorrb Drive, Madison, WI5371 V. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property i3i. *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 eachuc other. Q O WEBSbrA 3. Place plates on each face of truss at eacha4*Forolc 4 x 2 orientation, locate O ;, ,¢ 0 " ; ' joint and embed fully. Avoid knots and wane from outside edge ofplattruss o_ d at joint locations. truss and vertical web. a d a 4. Unless otherwise noted, locate chords licesPuat /4 panel length(+ 6" from adjacent joint.) C,o 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 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 MiTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. ` CLIP FORM018,019 OffDQQ-A'p® ob russ I russ I ype ty Y HORTON 13143953 DR2879C C13 ROOF TRUSS 1 1 o tional) I e n ustries, nc. 1 s un 1 I e n ustries, Inc. Fri Apr age 1-0-0 6-9-4 13-0-0 16-10-0 1-0-0 6-9-4 6-2-12 r 3-10-0 5x6 = Scale 1:38.4 2x4 II 4 5 6.00 rfF 2x4 \\ 3 10 1 ir? o c 3x4 = 7 6 5x6 = 5x6 = 8-6-8 16-10-0 17-1-12 8-6-8 8-3-8 0-3-12 Plate Offsets LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.03 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.38 Vert(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/ANSI95 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=513(load case 4) Max Uplift6=-523(load case 4), 2=-428(load case 4) FORCES (Ib) - 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 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 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. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. Bl1Q p,E LOAD CASE(S) Standard'' NO, 4 5161 STATE OF s aNA1... April 26,2002 A WARMNO - Verbfy design par nseten and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. nose Design valid for use only with MITek connectors. This design Is 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 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 construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fobrlaatbn, quality control, storage, delivery, etection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing SpecMicatlon, and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/1. *Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. 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 eachC7C3 other. Q WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o „ , ; ; Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of U O a ti = at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices at /4 length(+ 6" fromceC, 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 LOWESTJOINT 7. Camber is a non-structural consideration and MlTek/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 CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018. 019 OfMRMAIR 0 Job russ russ ype ty y 13143954 DR2879C C15 ROOF TRUSS 1 1 optional) A - , MI e Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 1 1-0-q 7-9-4 15-0-0 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 12 5x6 G 3 0 r: 2 0 0 3x6 2x4 II 5x6 = 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 (loc) I/defl 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 Ib 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 Horz 2 = 585(load case 4) Max Uplift6=-549(Ioad case 4), 2=-402(load case 4) FORCES (lb) - 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 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) 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/145161. Address: 16472 Segovia Cit. N., Pembroke Pines, FL 33331. ` Qi r f^ 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. C s• LOAD CASE(S) Standard Fr•qz •, •/`j No. 4 5161 STATE ANAL April 26,2002 AWARNINO - Ver{fy design pa,nmsten and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. IldDesignvalidtotuseonlywithMITekconnectors. This design Is based only upon parameters shown, and is for an Individual 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent biblcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTe k® Handling Installlnp and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrb Drive, Madison, WI53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1114 *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 each other. Q WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o - , ; ; Q joint and embed fully. Avoid knots and wane plates/e" from outside edge of O_ a ' at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at /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 ATTHE LOWESTJOINT 7, Comber is a non-structural consideration and MfTek/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 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, O PANEL T~ erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016,019 HYDRO,AIR® Job russ I russ I ype ty y RTON 13143955 DR2879C C1GAB ROOF TRUSS 1 1 optional) A AN- I e n ustries, Inc. 4.201 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 26 1 age 1 -O-Q 5-10-8 11-2.8 16-10-0 1-0-0 5-10-8 5-4-0 5-7-8 3x4 Scale 1:47.4 6 5 6.00 FIT 4 5x6 cc 2 0 10 3x4 = 9 8 7 5x8 = 5-10-8 1 1-2-8 16-10-0 5-10-8 5-4-0 5-7-8 Plate Offsets[8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Udell 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/ANS195 1st LC ILL Min I/defl = 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. BOT 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=650(load case 4) Max Uplift7 = -592(load case 4), 2=-365(load case 4) FORCES (lb) - 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) 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 II, 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 MiTek Standard Gable End Detail" 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 lb uplift at joint 2. pppi f7 4/ 6) This truss has been designed with ANSIlTPI 1-1995 criteria. c; 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 8) THIS DESIGN r CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. j GL .• LOAD CASE(S) Standard 7k • No. 4 5161 STATE OF 17 April 26,2002 A WARNING - Verljfy design Parameters and READ NOTES ON THIS AND REVERSO SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is 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 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 construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification. and HIS-91 MiTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI 53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t 3/4 *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. J2 J3 J4 owner and all other interested parties.. 42. TOP CHORDS Cut members to bear tightly against each- c w other. o WEBS JS a: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 U o a _ at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices 4 length(* 6" fromatpanel 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 Mlfek/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 CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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 MiTek® engineer. 15. Care should be exercised in handling, PI TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. - CLIP FORM018,019 NYDRO,AIR® I J.o b russ I russ I ype ty y TON 13143956 DR2879C C7 ROOF TRUSS 1 1 optional) aPAN-TH, LONGWOOD, FL, MiTe< Industries, Inc. 4.201 SR 1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr :1 age 1-0-0 3-9-4 7-0-0 11-11-0 - 16-10-0 1-0-0 3-9-4 3-2-12 4-11-0 r 4-11-0 Scale 1:30.8 5x10 = 3x6 II 4x6 = 4 10 11 5 6 6.00 Fff 2x4 3 o_ 7 2 1 9 12 13 8 14 7 3x6 - 3x4 = 7x8 = 4x10 II 7-0-0 1 1-1 1-0 16-10-0 7-0-0 4-11-0 4-11-0 Plate Offsets 1 4: - -4 , -1[8:0-4-0,0-4-81 LOADING (psf) SPACING 2-0-0 CST DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.12 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.1 1 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 ILL Min I/defl = 360 Weight: 1 1 1 lb LUMf$ER 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 Rigid 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 = 290(load case 4) Max Uplift7=-1502(load case 4), 2=-1409(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=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) 11 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 chard 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) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by 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 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 290.1lb down and 574.41b up at 7.0-0, and D 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, and 47.71b down at 11-1-1, 781.21b down 317.31b 13-3-3 j_ INandandupaton bottom chord. Design forbottom is delegated to the building designer. P1 4i- unspecified connection(s) 7) Truss Engineer: Junaidie Budiman, PEA45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. U` 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No. 4 5161 LOAD CASE(S) Standard O 1) Regular: Lumber Increase = 1 .33, Plate Increase = 1 .33 Uniform Loads (pit) OVATE OF Vert: 1-4=-74.0, 4-6=-74.0, 2-7=-20.0 Concentrated r''' t0R10 Loads (lb) Vert: 4=-290.1 9=-454.2 10=-168.2 11 =-168.2 12 =-47.7 13 =-47.7 14=-781.2 4.. April 26,2002 AWARNING - V@ fy design panamaters and READ NOTES ON THIS AND RE VERSE. SIDE BEFORE USE. NilDesignvalidlotuseonlywithMRekconnectors. This design Is based only upon parametets shown, and Is for an Individual building component to be Installed and boded vertically. Applicability of design patometets and proper Incorpotatbn of component Is responslblllty of building deslgnet - not Russ deslgnet. Bracing shown Is lot lateral support of Individual web members only. Additional tempotaty bracing to Insure stability duting construction Is the responslblllty of the erector. Additional permanent btacing of the ovetoll structure is the tesponslblllty of the building deslgnet. For general guidance regarding labrkatbn, quality controL storage, delivery, election and btacing, consult OST-88 Quality Standard, DSB-69 Bracing Specification, and NIB-91 M iTe k® Handling Instollinct and Bracing Recommendallon available Isom Truss Plate Institute, 583 D'Onoftb Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of a0trussandverticalweb. 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 ATTHE LOWESTJOINT MRek/Gang-Nail Joint/Plate 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 0011 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. Flu __ FORM016.019 MiTek® NMRO,A/R 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 o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/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, TM erection and installation of trusses. PANEL © 1993 Mitek Holdings, Inc. CLIP Job Fuss russ ype ty y 13143957 DR2879C C9 ROOF TRUSS 1 1 optional) Mt e Industries, Inc. 4.201 SRI s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 1 age 1 1-0-0 , 4-9-4 9-0-0 16-10-0 1-0-0 4-9-4 4-2-12 7-10-0 Scale 1:30.7 4x8 = 2x4 II 4 5 Ll 6.00 FlT 2x4 3 o_ d 2 1 1O 7 6 3x4 - 5x6 = 5x6 = 9-0-0 16-10-0 9-0-0 7-10-0 Plate Offsets 4: - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) 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 1st 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 Rigid 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=368(load case 4) Max Uplift 6 = -474(load case 4), 2=-477(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 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 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/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. C 13 LOAD CASE(S) Standard••' I No. 44.5161bb 0 STATE OF s• o."9600soivL April 26,2002 A WARNING - V.WV design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. NilDesignvalidtotuseonlywithMITekconnectors. this design Is based only upon patometets shown, and Is lot an Individual bulkling component to be Inslalted and loaded vetlbalN• Applicability of design paramelets and propel Incotporatlon of component Is tesponsiblllty of building designet - not huss deslgnet. Bracing shown Is tot lateral support of Individual web members only. Additional tempotary bracing to Insure stability during conshuctbn Is the responsibility of the erectot. Additional petmonent IoNcing of the overall shuctute Is the tesponslblilty of the building designer. For general guidance tegatding fobtloatlon, quality control, storage, deltveiy, etecllon and biacing, consult OST-as Quality Standard, DSB-a9 Bracing Specification, and HIB-91 M iTe k® Handling Installlnq and Bracing Recommendation available from Platete Institute, 583 D'Onofrlo Dtive, Madison, WI53719. 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 each c2 73 other. Q WEBS J5 3. Place plates on each face of truss at eacha4*For 4 x 2 orientation, locate o ,; Q joint and embed fully. Avoid knots and wane plates from outside edge of c) o_ a at joint locations. truss andd vertical web. a o 4. Unless otherwise noted, locate chords licesP at I/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 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. 8. Plate type, size and location dimensions PLATE SIZE 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 rcB 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 MiTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016.019 HMpo,AIR0 Job russ I russ I ype ty Y 13143958 DR2879C D ROOF TRUSS 1 1 optional) I e Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 1.0.0 4-2-0 8-4-0 9-4-0 1-0-0 4-2-0 4-2-0 1-0-0 Scale = 1:17.3 4x6 = 3 6.00 12 4 2 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 floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) -0.00 6 >999 M1120 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 Udell = 360 Weight: 33 Ib 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 Horz 2=-78(load case 5) Max Uplift 2 = -266(load case 4), 4=-266(load case 5) FORCES (lb) - 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) 11 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 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 CASE(S) Standard DIDDF— 13 f J :`P i ie'• STATE OF ss aNA1.` April 26,2002 AWARMNO - V.Wy design pare peters and READ NOTES ONTms AND REVERSO SIDE BEFORE USE. palDesignvalidforuseonlywithMITekconnectors. This design Is based only upon parameters shown, and is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is iesponslblllty 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-68 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTe k® Handling Installlnq and Bracing Recommendallon available from Truss Plate Institute. 583 D'Onoftlo Drive. Madison, WI53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. *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.. 8 TOP CHORDS 2. Cut members to bear tightly against each other. O WEBS J5 a:3. Place plates on each face of truss at each ForFor 4 x 2 orientation, locate Q joint and embed fully. Avoid knots and wane plates/e" from outside edge of U o d at joint locations. truss and vertical web. o 4. Unless otherwise noted, locate chordsplices at I/4 len th 6' fromuc cb r panel adjacent oint. 9 (+ 1 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. 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 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 T~ erection and installation of trusses. 1993 Mitek Holdings, Inc. Qr CLIP FORM018,019 WMRMAIR 0 ob russ russ ype ty y TON 13143959 DR2879C D1 ROOF TRUSS 2 1 optional) ACCU-ISPAN-TH,I e Industries, Inc. 4.201 SR1 s Jun 28 2001 N iiTekIndustries, Inc. Fri Apr Pa —gel 1-0-0 4-2-0 7-0-0 1-0-0 4-2-0 2-10-0 Scale = 1:15.2 4x6 = 3 6.00 12 4 5 2 Li 1 2x4 - 5x6 6 2x4 II 402 II 4-2-0 7.0-0 3-3-1$ 4-2-0 2-10-0 0-3-13 Plate Offsets -11, - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/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(TL) 0.00 5 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 31 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 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=90(load case 4) Max Uplift 5=-143(load case 5), 2=-244(load case 4) FORCES (lb) - 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 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/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/l45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331 . t B U7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. Dt G`P`rC C_(••r LOAD CASE(S) Standard t t No. 4.5161 It e : STATE OF A% 0 R ANAL April 26,2002 A WARNING - VeWy deefpn parameter: and READ NOTES ON THIS AND REVERSE SLDE BEFORE USE. Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual 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. Additional temporary bracing to Insure stability during construction is the responsiblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Mirek® regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, OSS-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Rocommondation available from Truss Plate Institute. 683 D'Onofrlo Drive, Madison. WI53719. 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. fie J2 J3 Ja 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 ;, , Q joint and embed fully. Avoid knots and wane plates 1/e" from outside edge of o a .° _ at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices a length(* 6"fromceC, at 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 MtTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. GeneralPN 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, 4001 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, PAPINEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. v CLIP FORM016,019 HMRO, IR(9) Job russ I russ I ype ty y 13143960 DR2879C D2 ROOF TRUSS 2 1 optional) I e < Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 26 age 1 4-2-1 7-0-1 4-2-1 2-10-0 4x6 = Scale = 1:24.8 2 6.00 ri'F 3x4 4-1 3 3x4 4 1 6 5 4 2x4 II 3x8 = 3x6 II 4-2-1 7-0-1 713-12 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 Vert(TL) -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/ANSI95 1 st LC LL Min I/defl = 360 Weight: 47 Ib 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 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 Uplift 6 = - 1 28(load case 4), 4=-158(load case 4) FORCES (lb) - 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 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 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) Refer to girder(s) 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. 6) Truss Engineer: Junaidie Budiman, PEt/45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. VE 17 4,,lLOADCASE(S) Standard J` ,•`P'SlFl q,f' 0 t No, 4 5161 0 ; STATE OF OR 1.0 April 26,2002 AwmwNO - VerVy deetyn parameters and READ NOTES oN TB75 AND REVERSE SIDE BEFORE USE. ® Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is tot an Individual building component to be Installed and loaded vetticolty. Applicability of design patomelets and proper Incorporation of component is tesponslbllity of building deslgnet - not truss designer. Btacing shown is tot lateral support of Individual web membets only. Additional temporary bracing to Insure stability during constiuctlon is the tesponsiblllty of the etectoi. Additional petmonent bibcing of the ovetall structure Is the tesponslbillty of the building designer. For general guidance tegaiding tobrkatbn, quality control, stotoge, delivery, election and biacing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendallon available ftom Truss frlate Institute. 593 D'Onofrb Drive. Madison, WI53719. M iTek® 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. A„ 8 0 cc For 4 x 2 orientation, locate 1: 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 ATTHE LOWESTJOINT MITek/Gang-Nail Joint/Plate 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 401, 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. WWI FORM01 B4O19 t.@• HMRO,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 Q joint and embed fully. Avoid knots and wane o at joint locations, a 4. Unless otherwise noted, locate chord splices 0 at I/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 russ truss type ty y RTON 13143964 DR287RC J ROOF TRUSS 13 1 optional) ACCU;SPAN-TH,, MI e n ustrles, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age 1 1-0-0 7-0-0 1-0-0 7-0-0 3 Scale 1:19.3 6.00 12 2 1 4 2x4 = 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI OEFL in floc) I/dell 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/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOVCHORD 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 = 2650oad case 5) Max Uplift 3 = -275(load case 5), 2=-145(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 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 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 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, PErY45161. 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. 4 5161 i ,t STATE OF soiv: April 26,2002 AWARNINO - V*rVy design parameters and READ NOTES ON TWS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component b responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure slablllty during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Instolllna and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek® 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. For 4 x 2 orientation, locate 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 MRek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS c2 Q WEBS JS occ o a O U r a ca w u r0 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 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 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 O PANEL TM CLIP FORM018.019 OfMRO-AW 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 joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at I/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. Iob I russ I russ I ype ty y PITON 13143965 DR2870—C J3 ROOF TRUSS 1 1 optional) A A - , MI e n ustrles, Inc. 4.901 SR1 Jim 913 9001 N,IFTek Industries, Inc. Fri Apr 1 :1 age 1-0-0 3-4-8 1-0-0 3-4-8 3 Scale = 1:10.7 6.00 Fi2 2 1 4 2x4- 348i 3-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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/ANS195 Matrix) 1 st LC LL Min Well = 360 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-4-8 oc purlins. BOVCHORD 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 Harz 2 = 135(load case 5) Max Uplift3 = -1 28(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 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 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, 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 XpE 13/Q No. 4.5161 V y 0 :• STATE OF o R April 26,2002 A WARNING - VsrVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is tot an Individual building component to be Installed and lorded vertically. Applicability of design patameters and pfopef Incorporation of component is responsibility of bullding designer - not truss designet. Bracing shown is lot lateral support of IndlvMual web members only. Additional lemporaty bracing to Insure stability during construction is the responslblllly of the erectot. Additional permanent bracing of the ovetall structure is the responsibility of the building designer. Fot general guidance regarding fabrlcallon, quality control, stofoge, dellvery, erection and bfocing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and NIB-91 Handling Installlna and Bracing Recommendation available Isom Truss Plate Institute, $83 D•Onofilo DrNe, Madison, WI53719. M iTe k® 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 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 eachc Q other. Q o WEBSbC6 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o „ , ; , Q joint and embed fully. Avoid knots and wane plates/s" from outside edge of o a at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords laces at length(+ 6" from PcuC, o 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 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 CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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. 401, 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 MiTek® engineer. 15. Care should be exercised In handling, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 oANo-wniL ® MMRO,A/R® 4 1 1 , Job russ truss lype ty ly RTON 13143966 DR2879.0 JG1 ROOF TRUSS 1 1 optional) A ; A- I e( IIndustries, Inc. 4. 1 SR1 s Jun 28 2001 iTek Industries, Inc. Fri Apr 11 2002 Page 1 3-4-8 7-0-0 3-4-8 3-7-8 Scale 1:12.6 6x10 = 6 32x4 11 2 6.00 12 Llo 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/ANSI95 Matrix) 1st LC LL Min Well = 360 Weight: 39 Ib 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(load 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 (lb) - First Load Case Only TOP CHORD 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/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 841 lb uplift at joint 1 and 1062 lb uplift at joint 4. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 1 58.71b down and 514.41b up at 3-4-8, and i / jV4 25.81b down and 134.91b 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, 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 Q1 •9 •,'7// bottom chord. Design for unspecified connection(s) is delegated to the building designer. Sy fit`' 8) Truss Engineer: Junaidie Budiman, PE/145161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. rj 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No. 45161 LOAD CASE(S) Standard 1) Regular: Lumber Increase 1.33, Plate Increase 1.33 STATE OFUniformLoads (plf) Vert: 1-2=-74.0, 2-3=-74.0, 1-4=-20.0 ZORIDConcentratedLoads (Ib) Vert: 2=-98.7 5=-29.4 6=-25.8 7=-890.7 8=-893.6 9=-11.5 10=-893.6 O(f` April 26,2002 A&WARNINO - VerW design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 0 Design valid for use only with MITek connectors. this design Is based only upon parameters shown, and is for on Individual building component to be Inslolled and loaded vertically. Applicability of design parameters and proper incorporation of component h responsibility of building designer - not truss designer. Bracing shown h for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIR-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, Wl53719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 0 For 4 x 2 orientation, locate plates/a" 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 JB J7 J6 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 o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 1A 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 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. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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 MiTek® engineer. 15. Care should be exercised in handling, installation trusses. ' PANEL T~ erection and of 1993 Mitek Holdings, Inc. CLIP FORM018,019 HYDRO -AIR ® Job russ russType ty y 13143967 DR2876C JG2 MONO TRUSS 1 1 optional) A- I e( IIndustries, Inc. 4.20T SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 15:55:12 200 Page 1 3-11-4 7-0-0 3-11-4 3-0-12 2x4 II Scale 1:20.9 2 6.00 F"- IH 4 3 3x4 = 2x4 II 3-11-4 7-0-0 r 3-11-4 3-0-12 LOADING (psf) SPACING 2-0-0 CST DEFL in floc) I/defl 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 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 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 =-139(Ioad case 4), 3=-399(load case 4) FORCES IIb) - 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 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 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: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cit. N., Pembroke Pines, FL 33331 . 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. S1GIrf LOAD CASE(S) Standard P`r7eLq;/ 11Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) Vert: 1-3=-20.0, 1-2 =-74.0 Concentrated Loads (Ib) • No. 4 5161 Vert: 3=-295.5 4=-295.5 l 0 : STATE OF ct O R 10.'.c'` SONaL April 26,2002 A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. siiiiiiii @ Design valid for use only with MITek connectots. This design Is based only upon parameters shown. and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building deslgnet - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability duting construction Is the responsibility of the etectot. Additional permanent IoNcing of the overall structure Is the responsibility of the building designer. For general guidance tegaiding fabrication, qualify control, storage, delivery. eiectlon and bracing, consulf OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlna and Brocing Recommendation available Isom Truss Plate institute. 583 D'Onofrlo Drive, Madison, WI 53719. M iTe k® Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1 , A,.a T 0 Q For 4 x 2 orientation, locate 0 plates 1 /8" from outside edge of 0trussandverticalweb. 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 MITek/Gang-NallJolnt/Plate Placement Chart. FARTH 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 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. MiTeke G A.,L Hp\ FORM018.019 ^"^ ® RO.AIg0 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 0 at 114 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. IIIIiiiii 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, site 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 Truss russ ype ty y HORTON 13143968 DR287P.r K ROOF TRUSS 9 1 to tionall PA - , MI e Industries,Inc. 1 1 s Jun 0 1 I e n ustrles, Inc. Fri Apr 26 1 :1 age 1 1-0-0 5-0-0 1.0-0 5-0-0 3 Scale = 1:14.8 6.00 FIT 2 1 4 2x4 - 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 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/ANSI95 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(load case 5) Max Uplift3 = -1 94(load case 5), 2=-132(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=60 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 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 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, PEA45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard E J, p' No. 4 5161 0': STATE OF ; ss:" o R toa'/' 1 rAAs•.rr 1L April 26,2002 A WARNING - Verlf fy design parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and b for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss Mi! designer. Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Specification. and HIB-fit Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoftb Drive, Madison, WI 53710. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'i. *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.. 8 TOP CHORDS 2. Cut members to bear tightly against each c2 other. 0 Q J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o k, aQjointZL and embed fully. Avoid knots and wane plates /s" from outside edge of Q V O at joint locations. truss and vertical web. 0 o 4. Unless otherwise noted, locate chords laces at I/4 length(+ 6" fromcepanel adjacent oint.) This symbol indicates the BOTTOM CHORDS 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 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. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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 1 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 MiTek® engineer. 15. Care should be exercised in handling, installation PANEL TM erection and of trusses. 1993 Mitek Holdings, Inc. t CLIP FORM018,019 HYDRO-AIR(R) Job I russ truss rype ty y RTON 13143969 DR287QC K1 ROOF TRUSS 1 1 optional) A A - , Mt e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 1 :14 2002 Page 1 5-0-0 5-0-0 2 Scale = 1:14.8 6.00 12 1 3 2x4 - 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl 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/defl = 360 Weight: 16 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) 1 = 224/0-4-0, 2 = 177/Mechanical, 3 =48/Mechanical Max Horz 1 = 181(load case 5) Max Uplift 11 =-77(load case 5), 2=-196(load case 5) FORCES (lb) - 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 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 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. 5) Truss Engineer: Junaidie Budiman, PEA45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard J10EBcQ No. 4.5161 STATE OF OR tO6.' SNAL April 26,2002 AWARNING - Verjfy design parameter: and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design voila for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent btacing of the overall structure Is the responsibility of the building designer. For general guidance regarding tabrkatlan, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and NIB-91 Handling Instollinq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrla Drive, Madison, Wl53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. *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 eachuc other. o WEBSNJ53. Place plates on each face of truss at each iFor4x2orientation, locate o Qjoint and embed fully. Avoid knots and wane plates I/a" from outside edge of a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords laces at I/4 length(+ 6" from PcaC, panel adjacent joint,) This symbol indicates the BOTTOM CHORDS 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. 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 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.41 CLIP FORM016,019 M ® OfMRO,AIR0 Job russ runsType Oty y PITON 13143970 DR2879,C L ROOF TRUSS 11 1 optional) A-TH, LONGWOOD, FL, MiTe< Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 1 :1 age 1 1-0-0 3.0.0 1-0-0 3-0-0 3 Scale = 1:9.9 6.00 12 2 1 4 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2.0-0 CSI DEFL in floc) I/dell 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/ANSI95 Matrix) 1 st LC LL Min Well = 360 Weight: 11 lb 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.21D 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 (Ib) - 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 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/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 111 lb uplift at joint 3 and 125 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PEi/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 p,E 1FB3 No. 4 5161 STATE OF ° OR lO6. ssQNA 1. April 26,2002 WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ADesign valid tot use only with Mfiek connectors. This design is based only upon parameters shown, and is tot an Individual building component to be tnstolied and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tot lateral support of Individual web membets only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST•88 Quality Standard, OSB-89 Bracing Specification, and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 0 For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/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 FA RTH 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 401 1 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 O C 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 o 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 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. FORM018.019 NYDRD-AW O I.Job I russ russ ype ty y FITON 13143971 DR287S-1 L1 ROOF TRUSS 1 1 optional) A U,-S A - e Industries, Inc. 4.201 1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 15:55:16 2002 Page 3-0-0 3-0-0 2 Scale = 1:9.9 6.00 12 1 3 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 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 WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/dell = 360 Weight: 10 lb 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(load case 5) Max Uplift =-43(load 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 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/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, PE1145161. Address: 16472 Segovia Cit. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard E BU4/, 0 No. 45161 0 : STATE OF SONAL April 26,2002 AWARMNO - Verify design parameters and READ Nams ON THIS AND REVERSE SIDE BEFORE USE. Design valid lot use only with MITek connectors. This design b based onty upon parameters shown, and Is for on Individual building component to be Installed and faded 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. Additional temporary brocing to Insure stability during construction Is the responsJbillty of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidanceZregardingfabrication, quality control• storage, delivery, election and bracing, consult OST-88 Quality Standard. DSB-89 Bracing Specification. and HIB-91 Handling Installinq and Bracing Recommendation available from truss Plate Institute, 683 D'Onoltio Drive, Madison, WI 53719. M iTe k® 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 the plates to both sides of truss and building designer, erection supervisor, property 1 9 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachc: Q other. O a:3. WEBS J5 Place plates on each face of truss at each For 4 x 2 orientation, locate i s + a joint and embed fully. Avoid knots and wane pcclates1/8" from outside edge of a O at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices at /4 length(+ 6" fromCaC, C, panel adjacent joint.) This symbol indicates the BOTTOM CHORDS 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 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, lip TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. •- CLIP FORM018,019 HYDRD-AIR0 ob DR2879C russ russ ype ty y R 13143972 M ROOF TRUSS 11 1 o tionall A A - , MI e n ustries, Inc. 4. 1SR1 s Jun 2 2001 MI e n ustries, Inc. Frl Apr :1 age 1-0-0 1-0-0 1-0-0 1.0-0 3 Scale = 1:5.7 6.00 ITY 2 4 1 2x4 - 1-0-0 r 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell 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/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 oc purlins. BOY CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-11/Mechanical, 2=173/0.4-0, 4=10/Mechanical Max Horz 2=64(load case 4) Max Uplift 3 = -29(load case 5), 2=-134(load case 4) Max Grav 3 = 280oad case 4), 2 = 173(load case 1), 4 = 10(load case 1) FORCES IV - First Load Case Only TOP CHORD 1-2=33, 2-3=-40 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/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 29 lb uplift at joint 3 and 134 lb uplift at joint 2. 4) This truss has been designed with ANSUTPI 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 E 1B3 I iV/ i Y r0':• STATE OF S NAL April 26,2002 A WARNING - VerM deslyn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bNcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult OST-88 Ouallty Standard, DSO.89 Bracing SpeclBcatlon, and HIR-91 Handling Installing and Bracing Recommendaflon available from Truss Plate Institute, 583 D'Onofrb Drive. Madison, WI53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t 3/. * 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 eachc2 other, O WEBS J5 cc 3. Place plates on each face of truss at each For 4 x 2 orientation, locate k, a ,a ; 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. a o 4. Unless otherwise noted, locate chord splices at /4 length(+ 6" fromcaVpanel 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 CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second 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 MiTek® engineer. 15. Care should be exercised In handling, TM PANEL erection and installation of trusses. • 1993 Mitek Holdings, Inc. CLIP FORM018,019 MMRO.AIR Pob russ russ Type ty y 13143973 DR2879. M1 ROOF TRUSS 1 1 optional) A l A- t o( In ustrles, Inc. 4.201 SR11 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 2615:55:18 2002 Page 1 1-0-0 1.0-0 6.00 F12- 2 Scale = 1:5.7 1 3 2x4 - 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl 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 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 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. BOl CHORD 2 X 4 SYP No.20 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 Horz 1=38(load case 5) Max Uplift =-14(load 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) 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 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 IEEE BC4/ 101 r' No. 4.5161 w 4 4C o : STATE of 11 toRIOAr', sS NA1... April 26,2002 A WARMNO - VsrVy design pasanwtan and READ NOTES ON THIS AND REVERSE &WE BEFORE USE. Design valid lot use only with MRek connectots. This design is based only upon parameters shown, and is lot an Individual building component to be Installed and loaded vertically. Appllcablilty of design potametets and ptopei Incotpotaflon of component is iesponsiblllty of building designer - not truss - designet. Bracing shown is lot lotetal support of Individual web membets only. Additional tempotmy btdcing to Insure stability duting construction is the tesponsibility of the etectoi. Additional petmonent btbcing of the overall shuctute is the responsibility of the building designer. Fot general guidance regarding labtloatlon, quality control, storage, delNety, etectlon and btacing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installina and Bracing Recommendation available ftom Truss R583 ateInstitute, D'Onolrlo Drlve. Madison, WI53719. M iTek® 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 Q 0 For 4 x 2 orientation, locate v plates/a" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE 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. 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 4000 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. MiTeke zt. FORM018.019 ffMR0.A1R® 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 o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/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, TM erection and installation of trusses. •• PANEL CLIP © 1993 Mffek Holdings, Inc. I.Job I russ russ rype ty y RTUN 13143974 DR2879..- S ROOF TRUSS 5 1 optional) A AN-TH,-[ONGWOM, FL, MiTe< Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 1 age 1 1-5-0 5-2-5 9-10-13 ) 1-5-0 5-2-5 4-8-7 4 Sc 1:19.4 4.241T2- 3x4 3 2 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/ANSI95 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. BOl' 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 (lb/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 2), 5=-179(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=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 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 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, PEN45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard ptE B+Q qlA1) Regular: Lumber Increase=1.33, Plate Increase=1.33,.•••'•••••., Uniform Loads (plf) CFlG,4•, Vert: 1-2 = Cyr' c`•y74.0 ' Trapezoidal Loads (plf) Y; Vert: 2=-4.4-to-4=-183.1, 2=0.0-to-5=49.5 # N0 45161 SsTATF OF t i April 26,2002 AwAltmNO - Verym design parameters and READ NOTES ON THIS AND REVERSE SIDE 11I PORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual 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 literal support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllfy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 OuaiBy Standard, DSB-89 Bracing Specification, and HIB-91 Handling Instolllnq and Bracing Recommendatlon available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/1. *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. 1/81, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachf. a c3 other. o 3. Place plates on each face of truss at each For 4 x 2 orientation, locate O X XbJ¢ ajoint o and embed fully. Avoid knots and wane t joint locations. plates/a" from outside edge of a4, truss and vertical web. a Unless otherwise noted, locate chords laces length(+ 6" from P, o at I/4ca panel adjacent joint.) This symbol indicates the BOTTOM CHORDS 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. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT 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® T~ PANEL CLIP FORM018.019 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. . c s • . Job Fuss russ ype ty ly 13143975 DR2879j' S1 ROOF TRUSS 1 1 to tionall A A- I e Industries,Inc. 4. 1 1 s un 0 1 Mt e n ustrles, Inc. Fri Apr 26 1 age 1 1-5-0 4-9-4 1-5-0 4-9-4 Sc& t:tDs 4.24 FTT a 2 i 4 2x4 = 4-9-4 4-9-4 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) n/a - n/a 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) 1st LC LL Min I/defl = 360 Weight: 17 lb 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 = 1 1 1 /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 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 123 lb uplift at joint 3 and 129 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 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (pit) iC B9G Vert: 1-2 = -74.0 Trapezoidal Loads (pit) re q,•• Vert: 2=-4.4-to-3=-88.3, 2=0.0-to-4 =-23.9 // I.' G` No, 4 5161 ,t 0 STATE OF 0RID ANAL April 26,2002 AWARNINO - VerVy design parawite. and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid lot use only with MRek connectors. This design is based only upon parameters shown, and is lot on Individual 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. Addltlonol temporary bracing to Insure stoblilty during construction is the responsibility of the elector. Additional permanent btacing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installlnq and Bracing Rocommendatlon available from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, Wl53719. Symbols PLATE LOCATION AND ORIENTATION 13/1 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ ,A„ 0 Q 0 For 4 x 2 orientaflon, locate X plates I/a" from outside edge of otrussandverticalweb. 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 ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. 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 Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 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. WWI PANEL TM CLIP FORM016,019 fMRO,AZR0 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. A ' p \—I K I c I Z - c cl ri cl cl cl WE cl cl cl cl cl cl Kz l+-u 1 0 : ALL BEARING WALLS TO BE PLACED j. L HUS26 1 iCTICE! ! REVIEW ALL SPAN DIMENSIONS--BRG. WALLS PRIOR TO SETTING TRUSSES.. HGUS26-2 :ENIGNEERED DRAWINGS --LOADING- -PITCH AND OVER/HANGS' WALLS SHOWN ARE TO BE BEARING.. SPC.HGR SIGNED APPROVAL: X JOB NUMBER: DR2879E DATE: PITCH: LOAD: SHINGLES 407-321-1440C BY: T-H. JOB NAME: 2879 "E" ELEV. D/H: 12" A13RC: BLOCK 23-2-0 T U i T 2 -- -- o 2T -- T 2, -- _— w T2 In Tom— FLOOR TRUSSES TO BE jpqIJ 8-0-0 BRO. T2 — T2# 0 I IM i i lY iq I II u o i T19-- NOTE: PLALEMENT MAY VARYoucu I DUE TO FIELD CONDITIONST19 A/C PLUMBING ECT. w SEE INSTALLATION GUIDE T T T"- y — O ,F cy- T19 ON AD zo o 13 T 1 1 "C-a rTc N wT \ l T 19 T 19— i 19-8-0 TRIM IT FLOOR SYSTEM wP rllrI ALL BEARING WALLS TO BE PLACED 1 PLY HGR. (rICTI E REVIEW ALL SPAN DIMENSIONS--BRG. WALLS PRIOR TO SETTING TRUSSES.. Id, d 2 PLY HGR. IENIGNEERED DRAWINGS--LOADING--PITCH AND OVER/HANGSIWALLSSHOWNARETOBEBEARING.. 3 PLY HGR. I SIGNED APPROVAL: X I JOB NUMBER:DR2879 DATE: CU SPAN CUSTOMER: D.R. HORTONC BY: T.H JOB NAME: 2879 ELEV. PLOT PLAN DESCRIPTION: A PARCEL OF LAND LYING AND BEING IN SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31 EAST, CITY OF SANFORD, SEMINOLE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCE AT THE NORTHEAST CORNER OF TRACT "G" BAKERS CROSSING PHASE 1, THENCE N00'18'49"E A DISTANCE OF 704.70 FEET, THENCE N89'41'11"W A DISTANCE OF 110.00; THENCE S59'04'35"W A DISTANCE OF 23.15 FEET TO A POINT ON ,A NON TANGENT CURVE, SAID CURVE BEING CONCAVE SOUTHEASTERLY HAVING A RADIUS OF 50.00 FEET, A CHORD BEARING OF S87'46'53"W, CHORD DISTANCE 87.71 FEET, CONTINUE ALONG ARC OF SAID CURVE SOUTHWESTERLY A DISTANCE OF 106.98 FEET THROUGH A CENTRAL ANGLE OF 122'35'13"TO THE POINT OF BEGINNING; CONTINUE ALONG ARC OF SAID CURVE SOUTHEASTERLY A DISTANCE OF 84.66 FEET, CHORD BEARING S22'01'11"E, CHORD LENGTH 74.91 FEET THROUGH A CENTRAL ANGLE OF 97'01'05" TO A POINT ON A REVERSE CURVATURE, SAID CURVE BEING CONCAVE SOUTHWESTERLY, HAVING A RADIUS OF 25.00 FEET, A CHORD BEARING OF S58'18'42"E, A CHORD LENGTH OF 10.58 FEET CONTINUE ALONG ARC OF SAID CURVE SOUTHEASTERLY THROUGH A CENTRAL ANGLE OF 24*26'02"; THENCE N90'00'00"W A DISTANCE OF 152.34 FEET; THENCE NOO'00'00"E A DISTANCE OF 75.00 FEET; THENCE N90'00'00"E A DISTANCE OF 115.25 FEET TO THE POINT OF BEGINNING, CONTAINING 0.20 ACRES i. LOT 100 CONTAINS 8928 SQUARE FEET t THIS STRUCTURE CONTAINS 2379 SOUARE FEET t TOTAL CONCRETE 678 SO. FT. t TOTAL SOD 5871 SO. FT. t II I m wof Q II a 7— J-0 0 0 Z za.r Q Q H a EC LLJ LL I / O W O u az w OaJp 00 O O I, O a o m w Z Q H U Z Q a 0 I I I I I I L t• LOT 101 115.25' NON RADIAL S90°00'00"E NOTE: WE DO NOT ACCEPT RESPONSIBILITY FOR ANY ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED / PROPOSED PLAT THIS PLOT PLAN IS BASED ON. I I r 60.0' 25.5' O1 RED I I PROPOSED EN RVANCEE MODEL 1965 I G 0 FINISHED FLOORciELEVATION29.2 I 4.0 009 N90°00'00"W NON RADIAL tA t 152.34' Ir LOT 99 qb0 Q A=97'01'05" O A=24'26'02" R=50.00' R=25.00' L=84.66' L=10.66' CB=S22'01'11 "E CB=S58°18'42"E C=74.91' C=10.58' BUILDING SETBACKS FRONT: 25' REAR: 20' PREPARED FOR: SIDE: 5' D.R. HORTON CORNER: 15' MLW: 50' 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. 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 PANEL NO 120289 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE A, AREA WITHIN 100 YEAR FLOOD BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE OF LOT 100 AS BEING N90'00'00"W PER PLAT. FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM JOB NO. ASM41215 DRAWN BY: PLAN 5-13-03 JML PLAN 4-24-03 SOO POINT OF BEGINNIN N89.41•I1"W I I" = 30' GRAPHIC SCALE 0 15 30 G N I yr 3:2 IU 0VI Y aoz ou mow= O QY VIa LlC , O QNOazo Z, I o POINT OF P COMMENCEMENT NORTHEAST CORNER OF TRACT G• BAKERS CROSSING PHASE I LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE x PROPOSED ELEVATION PROPOSED DRAINAGE FLOW CONCRETE LD LAND SURVEYING BUSINESS I'S LAND SURVEYOR Pau PERMANENT REFERENCE MONUMENT PCP PERMANENT CONIRUL POINT P) PER PLAT M) MEASURED CALC) CALCULATED FND FOUND C/W CONCRETE WALK 5/W SIDEWALK CP CONCRETE PAD PDG PLAT iC5 SBOOKNATURALGRADE SO. FT. SQUARE FLET AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZAIION NUMBER LB#6393 320 EAST SOUTH STREET. SUITE 180 ORLANDO, FLORIDA 32801- (407) 426-7979 0 0 MLW MINIMUM LOT WIDTH FOB POINT ON BOUNDARY POL POINT ON LINE FCC POINT OF COMPOUND CURVATURE POC POINT on CURVE OR OFFICIAL RECORD PD PLANNED DEVELOPMENT A DENOTES DELTA ANGLE L DENOtf.S nRC LENGTH C.B. BEFT0 LS CIIORD BEARING PC OCNO:ES FORri OF CURVA!URE PI OUTOIEs roulr OF INTERSECTION PRC DCHOIES FOINI OF Pr VERSE CURVATURE PI DENOTES POINT OF TArIGLIICY IYP TYPICAL A/C AIR CONDITIONER COW CONCRETE BLOCK WALL RP RADIUS POINT R RADIUS Cs CONCRETE SLAB C CHORD LENGTH R/W RIGI+T-OF-WAY ORO OFFICIAL RECORDS DOOK THE SURVEYOR HAS NOT P,BSTRACTED TI:E LAND SFIOV44 HEREON FOR EASEMENTS. RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID RIIHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPEJR. 5 -14-oS FOR THE 1 FIRM WILLIAM R. M SCATELLO JR. PSMy492 DATE kr4-z7v-" . CAULK. BETWEEN ONE BY WOOS CONCRETE OR WOOD BUCK L BOCK By OTHERS MASONRY OPENU4 MAS•r. OPENING BY OTHERS By OTHERS CAULK BETWEEN WINDOW FLANGE L WOOD BUCK 1-1/.• MIN. EMBEDMENT INSTALLATION AMCH®F. 3/16' DIA. TAPCON. STUCCO BY OTHERS SHIN AS REO•D. 1/4• MAX SEE NOTES) PCRL ETFR CAULK BT.OTMERS FLANGE TYPE - WINDOW FRAME, HEADER RIGID VINYL GLAZING BEAD K (TTPJ GLASS DOV TTPJ (SEE NOTES) AT) B.M. BUCKHEIGHT) CAULK BETWEEN WINDOW FLANGE L PRECAST SILL V/ VULKCH UIS ADHESIVE CAULK. OR APRv'D. COL. FLANGE TYPE PERIMETER CAULK WINDOW FRAME SILL BY OTTERS i B.v. 1-1/a' nIN BUCK STALL i 1ItNSiALLAi[DN IUKBYWOOD3/16• DIA. TAPCON I BUCK BY OTHERS STiBY GLAZING B£AD SHIM As RCo•D. RIGIDVINYL V.• MAX. N(SEE MOTES) G TTPJ _ CLASS O TTPXSEE NOTES) FLANGE TYPE •' WINDOW FRANC - _ JAMB CPA&K BETWEEN VD(DOV FLANGE PERIMETER v L LN000 LUCK CAULK BY OTHERS W.W. CvUHDOv WIDTH). CAULK BCTVECN WOOD BUCK L MAS•Y..OPENING By OTHERS SECTION B-B CONCRETE OR MASONRY OPENING BY OTHERS a AST SILL n Q IT A C OTHERS r Y SECTION A -A A 1) SH6u AS REO'0. AT EACH INSTALLATION Ar{N/OR. 1U1. ALLC+):.BLE Stem STACK TO BE 1/.. Q7, 7 ' C`I' E N7L2) VANOO,Y IINE IUTERtAL; AL311aNAlu ALLOY 6065. 3) INSTALLATION AMC14OR uUST BE OF SUFFICIENT LTH. TO ACHEvE rMIN. EMBEDMENT OF 1-I/.' INTO MASONRY OR CONCRETE. USE SI XVMZEO ACRYLIC CAULK 8EHvfO wINDOw FLAGE AT HEAD do JAVeS. SILL MUST BE ATTACHED TO THE SUBSTRATE WA B K B Q I16 ADHESIVE CA"OR APPROVED EOJAL. vuLKfIJ 5) USE CAULK FOR PERwE7ER SEAL AROUND N O WI DO- FExTERsGROFT1w00WFLANGE. rEXTERIOR G 6) IF EXACT ww0pw SIZE IS NOT USt£D IN ANCHOR. CHART. USE ANCHOR. OUANTITT LISTED WITH NEXT LARGER JZE FOR tr_ N aeJ APPROPRIATE DESIGN PR£SSUP.£ REO'D. 7) GLASS T.•uCKNCSS MAY VARY PER THE REOvRZuEMTS OF ASTu r 4 E1300 GLASS CHARTS. 6) LETTER SIpuTLONS ON THE TAPCON LocATIoN CHAP.T wDIC•TE wHERE TAPCON ANCHORS ARE t0 6E orTALLEO wHEH LJS G Tit_ I_ ExTERW? ELEVATION AS A KEY Q I TAPCON LOCATION CHART 777777 CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB SIZE SIZE 3OP7 To .oP7 IPV to 70PSF 3OP7 TO 600V T sr.rOj" 12 13 Ia Iro A 2s to 1/a i 37 3/5rA 8 B fG •a,:A LF,Gi` `' x''F-G- a 1/a A .9 5/841BBEaa*,rF T is Iro i 7i7i'fa. F• 17 - rofA a3 B B fG i.Gw,t IM2 INt) - 23 1/2 ar.•- 251/2 A 37 3ro B B c}y F'_ iM. 23 1/2 A .9Sro 8 8 1 +2 TFF!' FF ''ZI FJU' IN45251/2 1 55 1/. 8 B FF i A MS251/2 A a2 INS 25 1/2 i 71 8 6 rc: E FFJ.K.•.z iFlU.1'',y IN72512A63B8eFFJXi .. 30t/2 . 25 29 1/2 A 2S so to . x ]/6 29 1/2 A 37 3/6 6 B FF a f:G ram' 30In . 50 5ro 29 1n 1 .9 $/a a 8 rc F.c" .- - 30 1/2 . 36 1/. 29 t/2 X ss 1/. 8 6 FF FFJV .. ^ 30 1/2 . 63 29 1/2 A 62 B 6 FA F.0030 1/2 . 72 29 1/3 A 71 a 6 ' FFJU rctu 30 , . 64 29 112 A 63 e B FFJX FFJX 36 x 25 23 36 , 37 L6 B a F.c F:G 24 36 .2 s/6 B e FF FFlU 245 36 1 55 1/4 B 8 FF F.GJV25 36 A 62 e e FFJV F.CAJ 26 x A 71 8 8 FFJU OifFJV 2) 36 A 83 B e FFJX F;G•MJJ.K 1 1125 2 . x 3/a I A 3/a 8 B - r c F.GPU 2 . so 5/6 7 i 9 5/a 8 8 . FF F.GJIJ 2.56 I/. 1 1 53 1/. 8 6 FFJtJ r.G" 42 . 63 41 A 62 B B F.GNJ O.EIFJIJ 2 . 72 A 7, 8 B FFXJ OffFJ1J 42 8. 1 1 a3 B B F.GJJc F.GJIJJX 8 26 17 X 25 6 A.0 W . x 3/a 7 A 3, 3/a B A.0 FF F.GJU .• 46 . 50 5/3 7 A .1 5/3 6 A.0 FF F•GJIJ 56 I/. u A ss 1/1 6 A.0 FFJU F.cJU 46 . 63 1 A 62 8 A.0 . F.GJV D.E.FFJ.Ja . 72 NC FJa7A O.EiFJu783 F NI K 32 52 I/a X 2s B A.0 F,c Fc 33 si 1/6 X 37 3/21 8 A.0 FF F.CJV 3. 52 1/a X 49 5/a a A.0 I FJGJIJ F.GNJ 345 u 1/8A 55 1/. B A.0 FJ.JV OJEfFJIJ 35 52 1/a 62 B A.0 FFJIJ 0".GJIJ 36 52 I/a A 71 D AC F.G.N•1 O.E.F.G.Mi37 s2 ,/ a A 67 AX F.GJ.F. D.U.Ci.vix 9) ALL FACICPY APPUEO HOLES NOT DESIG ,EO FOR T,,KCN / . V ANCHOR SIOULO6EFIL!:D w11H 18 SCREWS OF SVF:.C:Ex: L7H. ^ M TO PROwi!- SON. 5/8 IN. EMw..E0.-N7M.0 w000 Suez. f 1 i.R- S10) FLORIDA= XUOERS 1CrA SERIES SINGLE .tu-c IS swffy ::-15 _ PRINT ALSO AFP•JES TOT.:_ FLOF.IDA EAA%:-E;S ISM A..^ ---.,CC SERES <:I. Gi: HUNG!. _' r VA, 10 N 11) wMEREyC^.Vw. w:r. 57RuCrAt Tw^ 5Y CVEXTERIOR lv'SufFC: E1: u:N.-EDGcN: fi:ALL N: f 37 SIZE MIT AVAM&'- IN 1000 OP. 1500 SERIES. FLORIDA EXTRUDERS INTERNATIONAL. , RIDA TITLE: INSTALLATION 0--TA:' SG- HUNG FLANGE ..IN?-:; - S=F.i S 1000 iI a %OQO DR.awV BY: SE iAPPROVED BY: DATE: 10/177/0! ISCALE: E. C IDWC-.: FLEXOO!o I' nIK EMBEDMENT ... - ._ '- WINDOW -WIDTH tit' NAIL SHEATHING TWO BY WOOD SHIM SPACE CAULK 6ETvEEN By OTHERS BY OTHERS .. r7•Tv0 BT WOODWINDOWrimLSHIMASRCO'0. STUD TSHEATHING _ ._.. _ (SEE NOTES) OTHERS' SHIM AS REO'D. I +_...._. .. _... _ .. _ . . . INSTALLATION ANCHOR (SEE NOTES) .. _. _ . _ __ --, .S r • - -- _ _ __ - . 38 WOOD SCREW I 7e .:(•- I. 'i ill `. Y. ie _ . •--.,_ STUCCO BY OTHERS , . . A UYas+' a-- _ MAN:- , H .I 1f4 HMX. ;am NOTES) 1 PERIMETER j CAULK BY OTHERS! -. l ,... Se_ ssl) tr '! ti -1 T 'y`!rSz, Z., 1 '? -'*• i_;.L:• FW TYPE )_ I'T L !\). 3H .k 3i t• 2Y L ) x T{,.r F tY 'b: ,. VINDOV-rRA..iu L_..':.eK7_• [ "_." i i .-..,-..• HEADER ) i' ( 111 '3 p•1 FIN TYPE e IG:!T' t ! GLAZING (TYP.) 1 Y¢ P t ! ': WINDOW fRMC GLAZING LA(SENOTES) ( r .1 t .. WiHDOv ..:Yw, •, Ii, d.. WIDTH i cPERLETCRCAULK S'• to - t t BY OTHERS -1 •. t y'?,. G. .a I •j; ' '- BY OTHER SECTiOti--?g- g_ _ 24' Of- IN, VINOOV MAX. (TTPJ EOU LLT SPACE n"?., .. . HEIGHT ANCHORS ( TTPJWINDOW HEIGHT ' N9_ G5. -- _•;_. i:f ti-i ;._,.-7 -'- GLAZING (i YPJ 1) SHIM AS REO.O. AT EACH wST 1lAT1-On..%vrUWRSEE NOTES) \ MAX. ALLOWABLE SHIM STACK , b3 j . r0 Ettt/s 61 OY• 60PERIMETERCAULK BY OTHERS INSTALLATION ANCHOR I II rB WOODSCREWSTUCCOBY OTH? ai CAULK BETVIEN J/ ViNDO'JF!N S'EA1H14 1 L SHEATH:NN 31 07r_R: i FIN TYPE WINDOW fRAME IVARBLE SILL STOOL By OIHCRS 4 Tv0 WOOD BT OTHffR; En- EDNENT DESCRIPTION DATE IIN[ FLORIDA EXTRUDERS I s xeoRDO AL.FLOINCTITLE: INSTALLATION LE =TL W/;:? SEREWj SINGLE HUNG FIN :0': - _==[ ES !000,1500. t =000 DipuhN BY: BE 1 PPROV=D BY: r,acc .:i Zir,! cr_IF. . T _ IDgG..F_EXrf'2S J=T . C' A S:IEAfn[NG BY OTHERS CAULK BETWEEN WINDOW FIN ! SHEATHING INSTALLATION ANCHOR 8 SCREW EXTERIOR FINISHBrOTHERS — PERIMETER CAULK BY OTHERS WINDOWHEIGHT EXTERIOR PERIMETER CAULK Br OTHERS I NSTAL--Ai1DN ANCHO- 2 WOOD SCREW E%(ER!FINISH sry erHE<S 1' MIN. FCM WOOD FRAMINGFBrOTHERS GLAZING SEE NOTE 6) CENTRAL FLOpJDA B.©•A.F• SHIN AS REO.O. SEE NOTES) ).1'1ANUF,&c TmR NME 1/4' MAX. / — 1 Ul U SHIM SPACE trUAAA'.+ LD FUZ GLAZING tiEC NOTE 61 HEIGHT FIN TYPE VINDOV FRAME S Im At RE 3•D. 1i 4• MAX. SEE NWES1 1 WOOD F,R-I.SNG CALL.=ETWEcN — I SUCK 31 GitiE:S WINDOW F;N I•M:N -- SYEAi:iIII_ EM E.:r;Ni WG HE EXTERIOR FIN TYPE WINDOW FRAME A ELEVATION VIEwE0 FROM _xYERM. WINDOW WIDTH {-.— MAX. SHISlav SPACE WOOD FRAMING By OTHERS SHEATHING I BY OTHERS INSTALLATION ANCHOR to SCREW CAULK BETWEEN WINDOW FIN SHEATHING SECTION B-B PERIMETER EXTERIER FINISH CAULK Br OTHERS BY OTHERS NOTES 1) SHIM AS REO'O. AT EACH INSTALLATION ANCHOR WITH LOAD eEARWC SHIM. MAX. ALLOWABLE SHIM STACK TO eE 1/4-. 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHORS MUST BE OF SUFFICIENT LENGHT TO ACHIEVE MIN. EMBEDMENT OF I' INTO WOW FRAME. 4) USE SWCONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR. OF WINDOW FRAME. 5) USE SNCOwZEO ACRYLIC CAULK BEHIND WINDOW FIN. 6) GLASS THICKNESS MAY VARY PER REOUIREMENTS OF ASTu E1300 GLASS CHART S. SINGLE GLAZING IS SHOWN. INSULATING GLASS ALSO OUALIFIEO. 7) FLORIDA EXTRUDERS 2000 SERIES FIXED PICTURE WINDOW IS SMOWN, THIS PRwT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND WOO SERIES PICTURE WINDOW. B 8) SPACE INSTALLATION ANCHORS AT 6- MAX. FROM CORNERS AND MAX. 24' O.C. DESIGN PRESSURE CAPACITY OF INSTALLATIONS, WITH ANCHOR SPACING AS STATED. IS 70.0 PSF FOR ALL AVAILAeLE SIZES UP TO 73' X 71" OR 63- X 95- OR 119' X 37-3/8- MAX. 9) WINDOW UNIT CAN BE MULLED TO OTHER UNITS USING ALUMINUM TUBE M11LVOV, SEE MUL'-ON INSTALLATION SH.EETS FOP. =:jIREMENTS. FLORIDA EXTRUDERS TERNATIONAL. INCSANFORD, FLORIDA TITLE: INSTALLATION [!_TAIL U/ r2 u0Q] SCR-'W FIXr_D r I W!IN!;_I - SLFR1.ES 2000\I000 Dp-.wN! EY: $ 3 APPROVED 3Y: SHEATHING By OTHERS STUCCO OR -SIDING BY OTHERS pCRImCTER CAULK By OTHERS DOOR Vigil" S . MI . M , AS IZC'O'D• IN ANCHOR tvO BY VOOD SEE NOTES) cS SCRC%/- I- I/e- MIN. -By OTHERS TVO BY VOODEMBEDMENT CAULK BETVEC Br OTHERS rDOOR FLANGE TVO BY VOOD SLIDING GLASS SHEATHING BY OTHERS DOOR FRAME JAME CAULK B1Em J, H013K STRIP L SHEAtMTVEfl4tG..- - i. T! I;- NAXY; loin v Djj ERS1-2- SLIDINGCLASS DOOR FRAME SILL r SLiDt' G GLASS DOOR .. .... SMk AS• RE(ro. 1/4'- MAX 71, •(SEE'-NGTES)-- SHIM SPACE al- 9w, MTALLATION ANCHOR. 43 0 fLBSCREwI-ve' mT EmBEDME - 4E.PiR'ED-&ASSTYPJ —CAULK BElIVEEN, A' X; Dow FLANGEMIxL SHEATHING 0 SLIDING 7GLASS. S7 . DOOR FRAMEHEADSHECATIMOINGG5, . TEMPERED CLASS ( TYPJ DOOR HEIGHT EmBEDmEN' If A A 1-1/4' MIN. BY OTHERS SHEATHING PERIMETER BY OTHERS CAULK BY GLASS' OTHERS STUCCO ( TYPJ Si%kCd OR SIDING OR SIDINGA lf.- BY OTHERS BY OTHERS —SLID --SLIDING-GLASSBOOR -c- IWICIRLOCK, -I I Cf. SECTION BB HOOK...STRIP 't'DETAIL iA J ak i XX r k*o aa' TCRt-lL': At. ALLOT 6067 2, ..9 tNSfALLATtEHSMVSKJSISEWSWrlCtCNTLEGTN'i0 .04NE M. cmomcw Or AUfa WWII JAPCON TTK INSTALLATION AW_HOTS AT SILLMSF.BC cIr )rL Lrrc.", t"G IN 10 A.< Vl . rllllf"T r 1-114' Da.'NAS0 W WTILL^111" AmCm[Dt 0.2T ON lAa Or TdS Ual. - - , 41 USE m1O41z9ACRTLCCCALLcKM" DOOR. rL..GE I HEAD L ;ANI& -- L USE MEOpqZE0AC;tTq tC CAuLKFOR PERtKTER SEAL AFOLmD ExTERUP 07 6) W CAACIDOORSIZEISNOTLISTEDtioMOOR(HART. USE AmCFQR OJANTITT.LlSltlll ":AQ? S f7 T L.W_-Q I JZt. rOR I.0 APPITEPIZIAtE DCS&GN 0Kj$IA0. ItE0'0. 7, raR POMT DOOR SITES USE CLIM 11 WASS DOW SIZE L C(WtGL%tAIM" B FLACE tKS ' ALL^vtOm &K"WS. tu rFmW Or .0w. STRIP S smo 8, GLASS TKI — WART PC REOUIRCoCNIS Or AST11 Cj3W CLASS CMRIS. C*!";; 9) C" ESS 0 a tsKIT USIV fC. PERCO GLASS IN 11-CLE GLAZED OR D.ULATI14 GLZS: DOT / StLi.1' App"aSVr'A2C TO KSCALED wIT" A SHALL XINF SCAN SEALER C RWR IVSNL. AS REED. -r-k SZ I Or IASTALLATD)N ANEICRS. ALLOVASU SXI SIACt TO DIE t/4. 12, ALL MTALLtto,, A.041W.S N.RTBE,.ADC or Cg;=SJtDm RESISTANT —TCP.lAt.%. oi vmERl — R' nESEml% -OvlmG PAWL AND Ir REPRESENTS fI.EO P.CL APPRMD CoWIGLQATU>4-, ARE AS LISTED 84 A.CNOT C-Rt OR 34K Or THIS SHE.:T. EXTERIOR ELEVATION 1. 1 WI ALL OW!GuPltlD.S LISTED -MEARES-0—W T-TS Cit—ING. -CVEvCR WStALL rM' SECTIEpm, A -a•, '9-3* L HOOK STRIP DE AtL APFI T C M TALLAIIOI IFALLAPP2QK9 I') CIJrLWICAJPA 'TONS. Tt4S Pawl ALSO APPLIEStO CRIDA ExllhjDLRS 1000 VEMES SIDING GLASSDOORISSkG 2 PANEL DMR SHC'JN MSERMS —D 500 SCRMS. A X. LIBERALLY APpL T CAULKING UNDER SILL OR SET SILL IN BED -\—jWTALLA7i' lN'ANCHOR Or CONCR--TE TA;:' 3Y!6- 0,.;-. SECTION A -AF12002REV j DESCRIPTION DATE IN EXT I11FLORIDAINT. RINC.UDERS SANFORD' FL. TITLE: SLIDING GLASS ' DOOR. - INSTALLATION WITH'98 SCREWS DR.I.WN BY:?3 I APPROVED BY DATE: !2117101 ISCALE: Ni: JDWG =FLEXX27 S: iT 1 OFJ l000 S1L JAMB (TYPJ I ;t 1 X 2 X 1/8 1000 SA 1 X 2 X 3/8 TVD. BY_ vOOD TUBE MULLION -JAMB. (TYP.)- TUBE MULLION BUCK -BY OTHERS yi ,,18+X 1%2SELF 1 TAPPING SMS f EMBEDMENTTAPPINGSMS :. - ter: _ .n.. • ;, 'r,. -... .' ' .. - _-.:`.::.':. _ a TT- ::. Y t 2-X-a 7c vS2 ' - fi .Sti LAC 'SENmr':BETVED( E i l i _ __ f..' - icu.-°rTurrm ttTUBE LEi:c6r 1 T, r - aF e IS DETAIL C vi"v Kiwcv.;F i ••. i>.Ffi• 'rC.B; f . `':8.._""•'t'wMUIION ^.---•-r—..._.,.,_ - ..-+ !• - D._p - r 4.£XTEkNAI_ MJIIIIIM s8 z 1^i/2 SELF r t s.E s + 2 i18 X l-1/2 SQF 3ZR c f i '^:tNSraL1AT[@IxLiP. _. TAPPING ISMS .d $3t_' rbi j{7 ';:TAPPDIEi SMS i 1 = +: i MULLIQI +aFii1 1, .`1 bi I 110N iA—A 1 --F ?--SECTION Y-A -(2) _ ' i_=` -.,-, O ft _, _ .. •_ < ` ; `. f_"-__ ; -•--r---- TO'. BEAD &rSIUr + • + e _ '• : C,.d` &2 X E TUBE`Id11LI0115 ARE,USFD ; X : 2;'7/16'X ....: C:: • AC t ')a' S Sx - . TUBE •MIAA DN • B TYPxY .n r t i ci; — `" 1000 (TYPE 1 - C' :fi! I ~-5 -TUBE MULLION _ _ _ 1 ; ?' APPLIES TO -HEAD' do Stl1==WF5ERE ' 'R ,2 T • JAMB _ + ', T--- - -•-•`_._._'»- `g-1 _X 2 7 I6'- TUBE. LIULCIONS$AREJISEO t8 X-I/2 SELF. _F. ;.,_ D(ST TION ANCHrOR 18' X V2 SEIJ r .98 X 1/2 SELF' = -- ;,VOOD SCREV TAPPINGSMSDETAIL TAPPINGSMS .TAPPING -SAS _ 'tTYPJ i<P Yak H .. c ' GC, `: t, si, r S Al`-CLIPti; 1•..... f'_'r j h . Jic.. .- -_. - SEALAM tLl YI SENSEALANTTAPPINGSMS=• Ali B FRAME FRAME ETVEEN--'-' - --C -_' :_— -_ t(:" y _. _ a_•1.:1%8•MIll,\l: •yM1G,i 'sT•.'. EMB,,EDMENT , • LaMu1_ tOM_—__>,. cF- a MULLION ^' : -- SECTION A —A i7).. I C8%X' 1=V2 SELK-Ei i r, 08 X 1-1/2 SELF - - 'xP•. i- t .S_ t TAPPIN4 ISMS' - -- - TAPPING SMS D TAIL E SECTION -A—A= n3)'=---- - SECTION A —A (4) _ _ - - AUXIL ARY PLATE OR ADDITIONAL ANCHORS. WEN REOUIRED) 1X4X3/8 — iTUBEMULLIONTUBEMULLION roal UR1DA X O O 1000 sx l000 sx JAMB (TYPJ JNQ ( TYP. / a8 SELF TAPPING \ SMS (TYPJ BFTAIL B f91LLION e8 X 1/ 2 SELF a8 X V2 SELF ELEVATION . - - VIEWED FROM TAPPING SMS TAPPINGSNS .EXTERIOR H - INTERNATIONAL•- INC FLORIDAEXTRUDERS SANFORD, FLORIDA Tmx: SER. 1000/ 1500 FIN SHEET 1 OF :2 t _ VERTICAL MULLION SECTIONS SEALANT BETvEEN SEALANT BET`" SEE OTHER SIDE (SHEET 2 OF 2)FOR v1NDLLION FzarE : `Hu ION ` i 4 DESIGN PRESSURE CAPACITIES aE'X l- 1/2 SELF a8 X 1-1/2 SELF TAPPING SMS TAPPING SMS DRAWai BY: MSH APPROVED BY: A /C\ c- rr"rin%! A n /C\ _.-.- ^1 /, /(\^. I»,... .. ••rr _v^ r•T.. f 16 i X 2 x 2/E fskE BY. 4'DGI;-_ TLC= N CIGv ! _ ei %< EY CITkc:ZS _ T=JEE:iI"lItili` 'Jt !/ d: <7YFJ. }c . \ r revs- i t _ 1.•;'AS _ C_!;.... a tI.< NAS+tR. ice° r - 11/4LNIN. a 'EY OTF FRS -! 1 a rfi y 7A. 58 SELF OE X I/P-S ...__...... ._ ... _ EN=Cd'rN7 .._ ? <: .t , I . J"f`i = f r. •," :i i. a. i ) TAPPING St+S. --- __..i,7.PnN'G_SMS_i '_:'ti._:.. . I _: -. c;. •r L — r' i 'a t?r a c;'.; : ___ sa2a 'P.tl,^`^ c • r.. 1_ 'r.t_ ati•:2i5 at rs t_Lt + C3 't\! 2\_52 1 .,.1...Le! 2 • LT.rLI - :J .-:1:,\. '.} I • : -? fZJT' + h; i''^" '. ItI _tiL,2_ -ae: :s• G'ZfLEi. t.f' :tLi r.IJ. FrT.`'4K' 7ft - E t T9 iL I -' yS is j.l r iriZTni CAi[t N /( G•S/1bY,A. SAANT-E i1iEEN > > i • SEALAv. -TVEEN a e c , r 548:iF_*JL` s a 1 ?9.cii ! I._TA.[CrJIfS ccV 4 2 t:. ' ~'d - /II13V fTIANGEZ• +. Y :. %•i ` - W"'S - --• _ _t^ r r 1 •:••-e. •ti !.a_.c._. `', ., 5F `!€"r •: IC_ C) . BIde1`I ;:, .'r'a: :r:+alt>: t_X;ia'. _ ,,: ,, ! ,,cr_i!utLtDN1- a,/ll._ti?1 ;t.... r-..-,• _:,._ - I? tic. I '` _ r ?i:- l;_t' -...: .. Zc, i _ yc. 'tE^X•-1-Ir SEi.i - TuBE-•ef:Jli_IiLN _ _i.c: I l.'1 r. •iJ ! 1 I1:STA'-L.!Tiif*1;`.CIlF" q :ii fXll J S 341 aSE. HUs>(s ?AyaL,aSICS. r! ! ? tea', i ,_e+._ _ _ i:. '? ` K • r i =) APPM::S-1S^-? fir' - - _ - = ' S: t 2 LS. Qe! :fi. P z 7: - lG; COhLML , FiFJ'JTTT'ifAL MUil:CK ' T" a :S=CTtOh A=A' 2 -- -- Ea,``L.c:. A?PUFS TG HEAD ER ?l fX'S , SECTI01 A=A' i i — _ -- — — • ._. _ I ro?,t ( ! -- _ ll 2_X.4,-ruELr l111'J a- /TcE^ SE!7 -,i jiX E 7/16•x+'i%6 )F___ac,7/lE X 3/6:'.I; gjrPEE NULLIiN_j -i14L'OS.fC iVEE iSJILIia 7` :._._LJAtiP_<T_YPJ-}- `: _ __ `--•3- Ty y s ti. 5'< T.PJ -- •-r, .__. r'.:I_h''__.. Pis. _ - - DFTA!' JAt¢ CTTPJ- _ a_ X`t/ S lr' INSTALeA tT 413iR ' TAPPM- S:-S S X 1/P S£J ; ' t8 x 1/2 SELF• -- S tEV_ANGGI2 c j - S? IS AY TAfPIhG •Sty • • ! t t.8 . z. r : . f. •• . a. . _ - - -. - I- ELF :T`E7YE.tN j Exi/z „, 1 ,r dS ptR,NT EET\-.ch ^ ,t t ' SEALANT E=TVE'cN` TP.°Pin, SrS _' L Tf: EAPXFaihlYia :•-SV2N-ISN'IIOVL„=. L3: _$ I CY_ i •- K. 110i VJvGJ' F1AYr_S 5S fL_4 MILLION _. '_.SECTI0W A — A 7.SLL4ETC:FR SELF -`SEF _Taif,-'_ • , -^tTAF?1Vu SMSFIr,.=X.-! lz • y.. _ I fy-....'. . rR ETL: ai An VFkN rJUZE 3SECTIO\ :ASECTION ti—A (4 e, .r.•_ r 1' X S X i/E Xca Y. 3/6 ' i - , E) TUEE t.LiD+: _ _ L®A f •/ 1 AEI. 1; [[ o_ o JAk3 .TY?.: i S!S : iYF.: t:'Tat: P 1 ! oe r 'i_ SE_T Fs x I/_ SZLF1 V!W£ R^.r! EXT=4i0a Lw Svs -- T? z:r.: sus ------ INTERNATIONAI: SING FLORIDA EXTRUDERS SANFORD. FLORIDA' 1 SEA. ' 1000 500 ; !_A\OE.- + SHEET !.,OF 12 LatAti: _svc'a \ a .n.: T = y r . _: -'' 4 • "1 _( r.rE 1 lo C) FOR L. E..;..-/:'Sit- a6^ s tC_ __ ern r if1R4R\+EY:,S:: PPP20VED BY: i MIAMI-DADE COUNTY, FLORLtMIAMhOADE METRO-DADE FLAGLER BUILDI' BUILDING CODE COMPLIANCE OFFI MI I•RO-DADC FLAGL RR BUILDI 140 w it rLAGt.CIt S'rttl?L't•. Surd: 1 MIAMI. FLORIDA 33130.1 PRODUCT CONTROL NOTICE Or ACCEPTANCE (305)375-2901 FAX (305) 375-2 Premdor Entry Systems c:oN r1tAc Cott t.ICr:Nsnvc sr•.c.-n 911 E. Jcfcrson, P.O. Box 76 (303)373.2527 FAX(301)373.: Pittsburgh ,KS 66762 c:oN,nLwrott mvisi 303) 373.2966 I -AN (305) 375•: 1'itotwc. r coivritoi. t wis 305) 375•2902 Hit\ (301) 3724 Your application for Notice of Acceptance (NOA) of Entergy 6-8 S-W/E Inswing Glazed Double w/sidelites Residential Steal Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types Construction, and completely described herein, has been recommended for acceptance by the Miami -Da( 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 I product or material at any time from a jobsite or manufacturer's plant for quality control testing. If I product or material fails to perform in the approved manner, BCCO may revoke; modify, or suspend use of such product or material immediately. BCCO reserves the right to revoke this approval, if i1 determined by BCCO that this product or material fails to meet the requirements of the South Flor Buildi.ney Code. The expense of such testing will be incurred by the manufacturer. c— ACCEPTANCE NO.: 01-0314.25 EXPIRES: 04/02/2006 Raul ttoangucz Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES F0I2 SPECIFIC AND GENERAL CONDITIONS BUILDING CODES, PRODUCT REVIEW CONUMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Buildi Code and Product Review Committee to be used in Nlinmi-Dade County, Florida under the conditions: forth above. t1 }'!' ROVED: 06105/200 i ff7xlr(. 4-" Francisco J. Quintana, R.A. Director Miami - Dade Comity Building Code' Coll plinnce 0114 Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED EXPIRES JUN 0 5 2001 NOTICE OF ACCEPTANCE- S1'L'CIFiC CONDITIONS April 02, 2006 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.27 which was issued on April 28, 2000 approves a residential insulated door, as described in Section 2 of this Notice of Accepta designed to comply- with. the South Florida Building Code (SFBC), 1994 Edition for Miami-[ County, for.the locations where the pressure requirements, as determined by SFBC Chapter 23 not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E inswing Glazed Double Residential Insulated Steel Doors , Sidelites- and its components shall. be constructed in strict compliance with the folio% documents: Drawing No 31-1028-EW71, Sheets 1 through 6 of 6, titled "Prcmdor (Entergy Br. Double Door with Sidelites in Wood Frames with Bumper Threshold (inswing)," preparec manufacturer, dated 7/29/97 with revision C dated 01/11/00, bearing the Miami -Dade Col Product Control approval stamp with the Notice of Acceptance number and approval date by Miami -Dade County Product Control Division. These documents shall hereinafter be referred t the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown i approved drawings. Single door units shall include all componcnts described in the active leaf o this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang.such that the ang!e between the edge of catiopy or overhang to sill is'lcss than 45 degrees. Unless unit is installed.ir non -habitable areas where the unit and the area are designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shill be installed in strict compliance wit the approved drawings. 4.2 Hurricane protection systcm (shutters): the installation of this unit will require a hurri, Psotcction system;. S. LABELING 5.1 Each unit shall bear n permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT.REQUIRUNIENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installatio 6.1.3 Any other documents required by the Building Oflieial or the South Florida Building Co. SFBC) in order to properly evaluate the installation of this systcm. 01 :2) Ivlanu 1 Pcrc2, P.E. Product CoC Exan: Product Control Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED : JUN 0 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . Renewal of this Acccptancc (approval) shall be considered after a renewal application has been fi 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 of this 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 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. If the Acceptance holder has not complied with all the requirements of this acceptar including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initi, submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the proddct or process shall automatically be -cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fce) and granted by this ofiicc. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. - Misuse of this -Acceptance as an endorsement of any product, for sales, advertising or other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displaycd in advertising literature. if any portion of the Notice of Acceptance is displayed-, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by [tic manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shrill be cause for termination and removal Acceptance. 9. This Notice of Acceptance consists of pages I, 2 and this last page 3. END OF T111S ACCEP* 'ANCE Manueepercz, P.C.; Product Pon tr xam Produ 'ntrol Division Glazed U11its COP-WL-MA0100-02 FIBERGLASS DOORS 6'8" Height — Inswing 1 X 1 2•0" 1Internationalr.i COP-WL-MA0141-02 t r 02-0419.08 Application filed) t 1 52.0 NO 2'6" 2'8" 210" 3'0" 3'ii" Not Listed Not Listed X0, OX. OXO t I 1 1 218" + 1•0" 1 1PJUM COP-WL-MA0143-02 etl 02- 0419.08 Application Filed) r 1ImpactRated 52. 0 NO 2' 8" + 1'2" 2' 10" + 1'0" 2' 10" + 1'2" TO" + 1'D" 3' 0" + 1'2" 1' 0 + 2'8" + 1'0 COP- WL-MA0144-02 02- 0419.08 Application Filed) 52.0 NO 1' 0" + 2' 10" + 1'0 1' 2" + 2'8" + 1'2" 1' O" + 2.8" + 1'0" IV - 10" + 1'0" 17' + 2.10" + 1.2" 1' 2" + 3'0" + 1'2" 2. 6" + 2'6" + 2'6" 2' 8" + 2'8" + 2'8" 2' 10" + 210' + 210- 3' 0" + 37 + 3'0" XX, OXXO 2' 8" + 2.8' COP- WL-MA0142-02 02- 0419.08 Application Filed) 52.0 i NO l 2' 8" + 2'8" 210" - 210" TV + 3'0" 2' 6" + 2.8" + 2'6" + TV COP- WL-MA0145-02 02- 0419.08 Application Filed) 52.0 NO 2. 8" i. 2'8" + TV + 2'8" 2' 10" + 2'10" + 210" + 2'10' 370" + 3.0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, slate or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or Impact testing Is done In accordance with Miami -Dade BCCO protocol PA201• A202 & PAK . 0 Oak aft k 1 11IIY.kfl.A ti •.n TItY•nGn4 ei••e•.v.•IMeY"4n Der, tl ep a t9. ZddT N, eow".0 dlopam of px"n'Wonemcnt Owes ldccdicm;Us• design snd p•ddw Masonite international Corporation d. sWytJ 10 encode VANOW Mite. COP-WL-MAOIDO.02 FIBERGLASS DOORS Glazed Units 6'8" Height — Outswing 1 X t X0, OX. OXO 1 2'0" COP-WL-MA0161-02 02-0418.03 Application Filed) 55.0 Pi0 2'6" 2'8" 2'10" 3'0". TV 1IMSM 2'8" + 1'0" Not Usled I 1 COP-WL-MA0163.02 Not Listed t.l 02-0418.03 Application Filed) OEM 55.0 1. '1 NO 2-13" + I W 1 2'10" + 1'2" 3'0" + 1'2" 17 + 2'8" + 1'0" COP-WL-MA0164-02 02-0418.03 Applicilion Filed) 55.0 NO I t IT + 2'10" + 1'0" 17 + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + TO" + I V 17' + 210" + 17 1'2" + TO' + 17 2'6" . 2'6" + 2.6" 2'8- + 2'8" + 2'8- 2' 1 C" + 2' 10" + 2' 16" ; 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0162.02 02-0418.03 Application Filed) 55.0 NO 2'8" + 2'8' 2'10" + 2'10" 3'0" + TO" 2'6" + 2'8" + 2'6' + 2'6" COP-WL-MA0165-02 02-0418.03 Application Filed) 55.0 I NO TV + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" TO" + TO" + 3'0" + 3'0" Note;: 1. Dccr a. rangernents using fewer panels than wha! is shov:n In the above chart also comply under the product approvals shown. 2. Assembly details are available from ilia Masonite International website (www.masonile.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design d geographic loc2tion is determined by ASCG J (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing Is done In accordance with Mlaml-Dade BCCO protocol PA201, PA202 & PA203. Oakraft AR -K"- t.11Yl..elr llew I. U..9 :1 .s<[ K,CA Y•POOR 3 Wrr•rN N-11... Lw 0—: a - 00 tiRWu v 0•001am of pot"a ilsprp•pUnV makes Metitiic 40/1s. 01sipD &M DMI"I Masonite International C or p o ra tiO r. dMd : Y:i.:s 90CAlnpe v4hM MUCr. Glazed Units COP-WL-MA0100-02 FIBERGLASS DOORS 8'0" Height — Inswing Arrangement X i Singles (width) 2'0" Alasonite International COP-WL-MA0146-02 I Aliami-IDaU6 BCCO 02-0423.01 Application Filed) UP Rating 40.0 NO TV 2'8" 2'10" 3'0" 3'6- Not listed Not Listed r r X.;. OX, CW I XX. OXXO 2'8" + 1'0" COP-WL-MA0148-02 02-0423.01 Application Filed) 40.0 NO 2'8" + 1'2" 2'10" + 1'0" 2'10" + 17 3'0" + 1'0" I 3'0" + ;'2" COP-WL-MAD149.02 COP-WL-MA0147-02 02-0423.01 Application Filed) 02-0423.01 Application Filed) 40.0 40.0 NO I NO I 0" - 210' + IT — 1'2" + e'8" + 17' 1'0" + 2'8" + IT 1'0' + 37 + 1'0" 1'2" +2'10" + 1'2" 1'2" + 3'0" + 1'2" - 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'i;" + 's'0" + 3'0" 2'8" + 2'8" 2 8" + 2.8" 2'10 +2'10" 3'0" + 37 2'6" + 2'8' + 2'6" + 2'6- COP-WL-MA0150-02 02-0423.01 Application Filed) 40.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10' + 210" + 210" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1.. Door arrangements usicg fewer panels thar what is sriown in the.above chart also comply under the product approvals shown. 2. Assembly details are available from. the Masonite International website (www.masortite.com) or from the technical center. 3. trsla:[a:ion ins!rucliorls are available frorl the Wasonite Internaticnal website (www.masonite.com) or from the technical center. 4. Actua: design pressure requirement for a specific huil&g design & geographic location Is determined by ASCE 7 (Minimum design loads forbui,dings and other structures). National, state or local builaing codes specify the edition required. 5. Masonite International structural, cyclic. air, water, forced entry/or Impact testing is done In accordance with Miami -Dade BCCO protocol PA201, PA202 & PAM. Oak aft AR EK" 41 q•.M r,,.\.i3 RNTMY noou.ti way.... r,.p"r,rrD.nn r;ofCW11i,=;-:nMc.ocw,acp.oxMMI'aeuocca;::'as.c[igr::J;[x:a Masonite International Corporation Glazed Units FIBERGLASS DOORS 8'0" Height — Outswing I'Singles1 X 2'0" 1 1 COP-WL-MA0166-02 r l• t 02-0423.03 Application Filed) tRaling 47.0 1. NO 2'6" 2'8" 2'10" 3'0" TV Not Listed Not Listed 1'Multiples1 X0. OX, OXO 2'8" + 1'0" 1 1Miami-Bade COP-WL-MA0168-02 8CC0 02-0423.03 Application Filed) t• • 1 47.0 1 1 NO 2'8" + 17 2'10" + 1'0" 2'10" + 1'2" 3'0" + 1'0" 3'0" + 17 1'0" + 2'8" + 1'0" COP-WL-MA0169-02 02-0423.03 Application Fled) 47.0 NO 17 + 2'10" + 1'0" 17 + 2'8" + 1'2" 1'0" + 2'8" + 1'0" 1'0" + 3'0" + 1'D" 17 + 2'10' + 1'2" 1'2" + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 210" + 210" + 2'10" 3'0' + 3'0" + 37 XX, OXXO 2'8" + 2'8' COP-WL-MA0167-02 02-0423.03 Application Fled) 47.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 37 76" + 2'8" + 2'6" + 2'6" COP-WL-MA0170-02 02-0423.03 Application Filed) 47.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonile.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201. PA202 & PA203. 0 Oakgraff AR EK" I.D. Ir..nAFT • ed f'1tl1iM41.ASS I.TY UOOtlti 1-9—l_D_ 0.. • D."., AP,dCofflW Masonite International Corporationol++w:p aDrsm a aoaDa +nao.mleld nu4s sdecJk+lan, asyn aDd o Dac+ dMd 3 bOa b CWW w4h.A'Wtl. Opaque Units FIBERGLASS DOORS 6'8" Height — Inswing MasoniteInternational1.1' COP-WL-MA0101-02 01-1031.01 1•Rating 76.0 ImpactRated NO ArrangementSingles1 2'0" 2.6" X 2'8" 2'10" 3'0" TV Not Listed Not Listed ArrangementI(width) X0, OX, OXO 2'8" + 1'0" masoniteinternational1 COP-WL-MA0103-02 02-0109.10 Application Fled) O•Rating 55.0 ImpactRated NO 2'8" + 17 210" + IV 2'10" + 1'2" 37 + 17 37 + 1'2" 17 + 2'8" + 1'0" COP-WL-MA0104-02 02-0109.10 Application Fled) 55.0 NO IT + 2'10" + 1'0" 1'2" + 2'8" + 1'2" 17 + 2'8" + 1'0" 1'0" + 3'0" + 17 17 + 2'10" + 1'2" 1'2" + 3'0" + 17 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2' 10" + 2' 10" + 2'10" 3'0' + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" . COP-WL-MA0102-02 02-0109.10 Application Fled) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0105-02 02-0109.10 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 37 + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201, PA202 & PA203. 13 Oak, _raft M EK" F'IMI:MOI.ASS M.N"'MY DOORS D_ i/Ul'f VI\!/mIn • AWA29.2002 Masonite International CorporationOWcOMbMVWo9r_ 01 podK fnpWV.CM nWn CpeCd"l S. ft$gO Jnd ppdua Onad fOwo w CnMge + ,1 A Igl[r Opaque Units FIBERGLASS DOORS 6'8" Height — Outswing MasoniteInternationalI COP-WL-MA0121-02 I• r 01-1031.02 I• Rating 76.0 ImpactRated NO Singles1 X 2'0" 2'6" 2'8" 2'10" 3'0" 376" Not Listed Not Listed Anrangemenll X0.OX. OXO Multiples, 2'8" + 1'0" masonite internationail. COP-WL-MA0123-02 l• • I 02-0109.09 Application Fled) r• • , 55.0 1 1 NO 2'8" + 1'2" 2'10" + 1'0" 2'10" + 17 3'0" + 1'0" 37 + 1'2" 1'D" + 2'8" + 1'0" COP-WL-MA0124-02 02-0109.09 Application Fled) 55.0 NO 17 + 2'10" + 1'D" 1'2" + 2'8" + 1'2" 1'0" + 2'8" + 17 110" + 3'0" + 1'0" 1'2" + 2'10" + 17 1'2" + TO" + 17 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2T 2'10" + 2'10" + 2'10* 3'0" + TO" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0122-02 02-0109.09 Application Fled) 55.0 NO 2'8" + 2'8" 2'10"•+ 2'10" 37 + 3'0" 2'6" + 2'8" + 2'6" + TV COP WL MA0125 02 02-0109.09 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" TO" + 3'0" + 3'0' + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201, PA202 & PA203. 13 Oak aft AREKT '" FIMF:MGI.AS{ el.Tky 000.1 Nw•T•.W (+"1 DM. Aod29. Ou caa+winq "V mm D'**4 iinwvmmm makrs speceicalam. asi0n od "&,a Masonite International Corporation aW wmea w chxve wdraA mni t. Opaque Units COP-WL-MA0100-02 . FIBERGLASS DOORS 8'0" Height — Inswing MasoniteInternationalB.1 02-0109.08 COP-WL-MA0106-02 (Application Fled) W 1 70.0 1 1 NO 1Singles1 X 2'0" 2'6" 2'8" 2'10" 3'0" 3'6"' Not Listed Not Listed OM X0, OX, OXO Multiple1 2'8" + 1'0" masonite1 COP-WL-MA0108-02 D1 EICCO 02-0109.08 Application Fled) DPRaling 55.0 ImpactRated NO 2'8" + 17 2'10" + 17 2'10" + 1'2" 37 + 1'0" 3'0" + 1'2" 1'0" + 2'8" + IV COP-WL-MA0109-02 02-0109.08 Application Fled) 55.0 NO 17 + 2'10* + 1'0" 17 + 2'8" + 1'2" 1'0" + 2'8" + 17 1'0" + 3'0" + 1'0" 1'2" + 2'10" + 1'2" 17 + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'0' + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0107-02 02-0109.08 Application Fled) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0110-02 02-0109.08 Application Fled) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 37 + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201. PA202 8 PA203. 0 AR EK" Oakcraff rI M.:"r:.,A}i Y. N'1'Mv'1)()O-S 4..4.w rMtr-I.+n Os.. M'10ot Masonite International CorporationOw0. tomwarq aopun at 0100K1 mpo.emem mMn sDetiliCYi0D1. oesgn tD0 woven mud U to 10 CN1pt with" ndCt. Opaque Units FIBERGLASS DOORS 8'0" Height — Outswing X on.l 2'0" 2'6" 2'8" COP-WL-MA0126-02 2'10" 3'0" I Mianti-DadYlICCO DP Rating,. 02-0109.07 Application filed) 70.0 NO 3'6" ' Not Listed Not Listed Arrangement— X0.OX, OXO th) 2'8" + 1'0" Alasonife International1.,• COP-WL-MA0128-02 1 02-0109.07 Application Fled) 12, 55.0 NO 2'8" + 17 210" + 1'0" 2'10" + 17 37 + 17 3'0" + 17 1'0" + 2'8" + 1'D" COP-WL-MA0129-02 02-0109.07 Application Fled) 55.0 NO 1'0" + 2'10" + 1'0" 1'2" + 2'8" + 1.2" 1'0" + 2'8" + 1'D" 1'0" + 3'0" + 1'D" 1'2" + 210" + 1'2" 17 + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 210" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX. OXXO 2'8" + 2'8" COP-WL-MA0127-02 02-0109.07 Application Fled) 55.0 NO 2'8" + 2'8" 210" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0130-02 02-0109.07 Application filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air• water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201. PA202 & PA203. 0 AR k EK" 0akcraff NI:NGLA,\.\ Y.NTXY nooks Na+4.rMfM,Yn (M.)Dea/. ' Apra 29. 2(q2 W comouna DWM of aaaw :npraemm, males saecMia,an, aesge and aoaua Masonite International C o r p o r a t i on aeon sw,ee, tosnarW .unma route. X Unit 6' TYP. N. UNIT 8'0" UNIT 15/16' 17-1/8' MAXIMUM ON CENTER TYP. 6 per vertical framing member 2 per horizontal framing member Hinge and strike plates require Iwo 2-1/2" long screws per location. Width of door unit plus 1/2" Height of door unit plus 1/4" It It SINGLE DOOR Latching Hardware: Compliance requires that GRADE 3 or better (ANSVBHMA A156.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3145 or 3166 Compliance requires that 8" GRADE 1 (ANSVBHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. fasteners analyzed for this unit include 88 and 110 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored property to transfer loads to the structure. 0 PRE4400:'i ,.&w, Z i GJ e April 29. 2002 Masonite International CorporationOwCom"•tipp WJMof o.odW moro.m M "Wn %MbCZ*1M t otsq" AM WOW oeu• sukW 10 CfWW " hWA nwie. XO or OX '111 1 Unit SINGLE DOOR WITH 1 SIDELITE 6- TYR 6'8" UNIT 8V UNIT 13-15/16' 17.1/8' MAXIMUM ON CENTER TYP. CountMinimumFastener 6 per vertical framing member 7 per horizontal framing member Hinge and strike plates require two 2-112" long screws per location. RoughOpening 1 Width of door unit plus 1/2" Height of door unit plus 1/4" t t i t .t t t Latching Hardware: Compliance requires that GRADE 3 or better (ANSVBHMA At56.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. fasteners analyzed for this unit include 18 and 110 wood screws or 3/16''Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. Aurd29 2M2 Mdtonite international Corporation O4. Y.;P—Yt Mpp.tt •nJ'.tn.fM .tAtf SUttdWtOn1. ono. 3,4 7oQrn OM: wott:a to co+npt rd w link!. 0x0MID-WL-MAD004-02. Unit . r SINGLE DOOR WITH 2 SIDELITES 6- TYP. 6'8" UNIT 8V UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYP. Minimum Fastener Count 6 per vertical framing member 11 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Rough Opening 1 Width of door unit plus 1/2" Height of door unit plus 1/4" I t t t t t t t / t t Latching Hardware: Compliance requires that GRADE 3 or better (ANSUBHMA A156.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include 18 and 110 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-114" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. 0 Apra 29.2002 Masonite International Carpo ation W Co. g yVj. W y. Vo.:f +o'•J+en.au nW(S 4.Kd.(J14n•, oc1w Jno {"VO•n wj. CWryCCI to T..qC w4MW MqK.(. oxxo MID-WL-MA0005-02 Unit I DOUBLE DOOR WITH 2 SIDELITES e CL TYP TYP. 3' 0 TYP. TYP. I I I I I I TYF r rr rr r rr rr r rr rr r` 13- f f f f f 1 Minimum Fastener Count 6 per vertical framing member 16 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. UNIT 8'0-UNIT 5/16' 17.1/8- MAXIMUM ON CENTER TYP. t f , Rough Opening •r Width of door unit plus 1/2" Height of door unit plus 1/4" Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3147 or 3167 Compliance requires that 8" GRADE 1 (ANSI/BHMA At 56.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include 18 and 110 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern pine lumber with a side member thickness of 1.114" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively. each with minimum 1-1/4" embedment. 3. Wood bucks by others. must be anchored properly to transfer loads to the structure. 0 e.a-...1• i.e., Aprd 29. 2002 Masonite International Corporation 0w cam wv a07am of WNW .nfxo.eft f masts spmdcaf°01. dngn and MOOun dtla• svW 10 [nandt MrOA nOtiCC XX Glazed Inswing Unit APPROVED ARRANGEMENT: t'i r, Y O ; FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". r Double Door Maximum unit sUe . 6'0' x 6'8' Design Pressure 52.0/-52.0 Limited waterunless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for aspecific building design andgeographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-W L-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 an do* oa as as an 100 Series 133.135 Series 136 Series 822 Series 1/2 GLASS: D oa as na as as as 105 Series 106. 160 Series' 129 Series' 12 NL, 23 ILL. 24 R/L 107 Series' 108 Series 304 Series Series' This pass kit may also be used in the following door style: Eyebrow 5-pand with scroll Oak raft ARgEK- t..,........- W.A• VIOL'Rn LASS L"I'.1, Duo.S Nr..li..rM F—g—E—, Dra. April 29. 2002 Masonite International Corporation Our cad+u.N aobram or 0,00Wt •n"o em meets sMAC410-S. de. and Wodua dmd sWRo to cnave mU W nd10t XX Glazed Inswing Unit COP-WL-MA0142-02 FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: 404 Series a 10 Series 109 Series 1 IT 120. 122 152 Series 149 Series 300 Seri. Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 0ak.raff AREK" IIIULNI:L.\.\.\ L'N I'M \',Ill1(IN\ Ww•(wvel (a..Nu(-I.(Doe.. p aPRfMv:: i.I ..i. Apre29.2002 Ow conrw+q aoenm of Moeun mmoamau In srs specaiasom, aesyn and paaln Masonite International Corporations erU, suelm to C"t "hM rot[(. XO or OX Glazed Inswing Unit COP-WL-MA0143-02 FIBERGLASS DOORS APPROVED ARRANGEMENT: Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Single Door with 1 Sidelite NWtdmum unit size . 6'0' x 6'8' Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements lot a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 don 00 00 00 D0 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: 00 00 00 00 00 00 105 Series 106.160 Series' 129 Series' 12 R/L. 23 R/L. 24 R/L 107 Series' 108 Series 30e Series Series' This glass in may also be used in me lodowing door style: Eyeblolo 5-panel Trim scroll 0ak raff AR k EK" r..l.....1, I I,UI:MI:IA.\1 lf'1'M\• 1)n11 M.\ ..,..T.•war...M-t-10— /1 ,// April29.2002 Masonite International Corporation . W eon+ ,.; aoo.a.lW woauer n1ao+Mle14 .u\n som,4.*ns. o-w lM loeuel scat+ \.A" .. re U.Ne -anal) Mlle. XO or OX Glazed Inswing Unit . FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: n. an as H q'- 404 Series 410 Series 109 Series I IZ 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: o a a 129 Series 200 Series 12R. 12L, 23R. 23L. 450 Series 152 Series 149 Series 109 Series 120, 122 Series 300 Series 24R. 24L Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak Taff AR k EK` r..l..•..1, 11II L•M 1:1..\i\ LV'1'Ml `1 ), IIIM\—T.—F—,U. sr., 0e nC,,n/\A• b Aprd29.2002 Masonite International Corporation ow [onw%wv poeom or produtl matovemem milts smaiCatons. dtsgn and wodua xua $Z^1 to Ch^e .000 M49 Ox0 Glazed Inswing Unit APPROVED ARRANGEMENT: At Single Door with 2 Sidelites Maximum unit size - 9,0- a 6'8- Design Pressure 52.0/-52.0 Umited water unless special threshold design Isused. COP-WL-MA0144-02 FIBERGLASS DOORS Nate: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific budding design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY. DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: n0 a0 ° a0 00 00 O0 00 100 Series 133, 135 Series 136 Series 822 Series 1/2 GLASS: 0 . 0 00 00 00 00 00 00 00 105 Series 106,160 Series' 129 Series* 12 R/l. 23 R/L. 24 Rk 107 Series' 108 Series 304 Series Series' Ttus glass kit may also be used in the following door style: Eyebrow 5-pand will) scroll Oak raft AR k EK" r•rUL'KCLA\\ l.'N'r'ky 000-1 ewa-.vNrw.pu E-srO--.• April 29.2002 Masonite International CorporationOu, eannu-g o.owa a wo&a . Witvemae mpn smaicAcm. anion am proeua Mug sua^l 10 cn^c WdrWA ftl4e. Ox0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: as as 404 Series 410 Series 109 Series 114, 120.122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: 129 Series 200 Series 12R, 12L, 23R, 23L, 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series 24R, 24L Series CERTIFIED TEST REPORTS: CTLA-805*2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE 8CCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak$;raff AR EK" Ilut.'"CLASS LMl'N 1'•UU/1N0 r i.•rNriwrOn Ooa. 0. , Off. Apr429.2002 Masonite International Corporation. Ow CW*A" q IXWam 01 W041K1 irlW* l mAn SMOKni0M, /nip11 •M V06W 40" 541M 10 01pt wOnM M1Kt. , OXX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT. O N Double Door with 2 Sidelites Maximum unit size . 12'0- x 6'8' Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements tot a specific budding design and geographic loc4on Is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 00 an gg g0 gg 100 Series 133.135 Series 136 Series 822 Series 1/2 GLASS: 0 F1 Ou U0 0 gg gg an gg gg gg 105 Series 106. 160 Series' 129 Series' 12 IVL. 23 NL. 24 R/L 107 Series' 108 Series 30e Series Series' This glass kit may also be used in the following door styte: Eyebrow 5-panel with scroll O ak raft AR k EK' 11I0ERCLAN\ LNI*KV 00095 N T..v F—&.I—, oe... Nyi• a 0 MTV V G..n Ow. l:.e O..•. April29. 2002 Masonite International Corporation ow COMdrydlb W09,M or V OOW .report' Ml "Wes SMdr mQns. eesdn .Qn oWWuC1 amdfY01tt110 C", ..1 W-. OXX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: on oa j 404 Series 410 serles 109 Series 11e. 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: ra1, 129 Series 2mm Series 12R, 12L. 23R, 23L, 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series 2/R 24L Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 O ask AR EK" gaff 4 l..l.... ._ 1111 L•Ill:lA.\.\ t:NI NI ,I)1111.t\ -e..vNlwr.0 lwu, 0- Aprd29.2002 Masonite International Corporation, ow com V powm 01 popuo molo.eMCM nudes specd[Al L aewn and pooatt peUd supi"I to C"e "rw MCC. XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 87. Double Door MaArnum unit size . 6'0' x 8'0' Design Pressure 40.0/-40.0 United water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location Is detemdned by ASCE 7•natlonal state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: R as 04 Series Om an na 822 Series a 108 Series O akcraff AR EK" 1411rIRCLASS L'n'r'MY UOUM5 0— April 29. 2002 Masonite International Corporatiorl 0. C*M. . o 7oWr^I or rxoeuo :ngo+emM makes speC kA4ns. oti;9" um 010" o" sueren 40 enwge W~ rgKe. XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 0 810 Series a52 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak raft AR EK" I.1UL9GLAa eni"1 w","., No..4.ar.t F—,Y"t.v, t>a Apra 29. 2002 Ow coMakwV OVopram or p.00ucl aovo.emem maaa speolKAi s, onion and P19" Otlaa SO" ro t"xgt "emw MI" Masonile International Corporation, XO or OX O' 't t Glazed Inswing Unit r 890" FIBERGLASS DOORS APPROVED ARRANGEMENT: Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Single Door with 1 Sidelite Maximum unit We • 6'0' x 8'0' Design Pressure 40.0/-40.0 united water unless special Weshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7•national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: 0113 an as 8n series 1/2 GLASS: xt. a as 404 Series 108 series 0 Oak raft AR EK' r r.11...l.l„. 11l11 •N /:1, r\\ I:V'IMS' 111111M,1 n1...1—I4.tO.. t,-,Oxon PREM0\A• a Apld29.2002 Masonite International Corporation OW Commv" D,"— 01 0r00u0 -Won ,em "we3 SpKd4XMS. 0eSQ0 4W eloaocl Wn S"m%l W C111nae r01QN I Kr. XO or OX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 300 Series APPROVED SIDELITE STYLES: a ISO Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oakcraff AR EK" 111ULMCLA[1 VM'rMY 0i)i)Mt 1vswT•.•..d Nw'fOd 1, 0m Apr029.2002 Masonite international Corporation 0. rol ~V wov— 010,00mi mprOK111MI flutes smd-C~3. Oesion and MOW sew Suomi 10 rexge +grout ro1[e. _ Ox0 at ra l Glazed Inswing Unit r 810" FIBERGLASS DOORS APPROVED ARRANGEMENT: 0 0 t Single Door with 2 Sidelites MaAmum unit size . 97 X 8'0- Design Pressure 40.0/-40.0 Umited water unless special threshold design is used. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements for aspecific building design and geographic location IS determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: 0 nn 404 series am an nn 822 Series El 108 Series 0 Oakcraff AR-4 EK" III IIINI:LA\\ I: N'I'X 1"'UIIIIX.\ tbw.i..-le+ryu W,D.v. April29.2002 Masonite international Corporation W c010.X.Aepoelam 01 0100W nXwemem mitts sot d"*M. eewn aA0 010dun 0CUA s110Kc1 tG Ch^t W4MA MIKt. OXO Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 300 Series APPROVED SIOELITE STYLES: a 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer IKurtBalthazor, P.E. — License Number 56533 O akr aff AR EK" r..,.,,..,, ,.•T R Oa r......i Fltl CKGLASS UNTNY OOONS .sr•••+•. ra..Nu Gsr O•a.. Apra29.2002 Masonite International Corporation Ow com.une aoenm of podW inpronmem mMeS WKdCXioos. On4n AM moa"n or4d S"DKn tocwge W~ rode. OXXO O• t t t I Glazed Inswing Unit r 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: O Note: Units of other sizes are covered by this report as long as the panels used do not exceed TO" x 8'0". Double Door with 2 Sidelites Maximum unit size . 12'0' x 8'0' Design Pressure 40.0/-40.0 Limited water unless special Mreshitd design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements for aspecific building design and geographic location is determined by ASCE 7-national. state or local building codes specity the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: n oa 404 Series as as 822 Series a 108 Series U AR EK" Oakcraff WUL'KULn SS Em'r'KY,uotius T.•.".a 0-1—(. 0— Apra 29.2002 ow [om.mmq 0t0enm tb Drodun .oaoamem main SMAk 1 . erSQ" aM 010" Only SUW0 toC"C "MA MCC. OXX0 Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 8to Series 300 Series APPROVED SIDELITE STYLES: tr 0 450 Series 852 Series 8toseries 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCD PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). 1 l&Eq State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oakcraff AR EK" L r:lal:µk:LA%S CNI'M1' Il.1nNti w.r.•...a ra..ton f..", Daw. / . April 29.2002 Masonite International Corporation ow commup podram oI D.oOun ^7ov vo mates soecaiam . aesir and OrOd.0 deua suolea to come .,rnmd Wm t XX Glazed Outswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 k 6'8". Double Door Maaimum unit size . 6'0' x 6'8- Design Pressure 55.0/-55.0 United water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements lota specific building design and geographicWagon Is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: as ao ao net an as 100 Series M. 135 Series 136 Series $22 Series 1/2 GLASS: 00 as as ao on 010 an 105 Series 106. 160 Series129 Series' 12 RA_ 23 R/L. 24 RIL 107 Series* 108 series 304 Series Series' This glass kit may also be used in the following door style: Eyebrow 5-panel with stropOak raft A R-4 EK'" r..l..:..l, l... 1. 1II I:MI:I.\\\ l`r'1'M\' Ur1UN\ Idaw•I..MNe.we4u r.l., Daen C/L'. PRL ',,' CrA_v,I.M Aprd29. 2002 W coltl~v wovn.11 of O.odKl mopKnuM malts SO d"*m. Oe39•..a woaw Masonite International Corporation ww s1A a w enane *~ m ct XX Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: q013 as 404 Series 410 Series 109 Suits 114. 120.122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805*2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). I a3 State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oakgraff AR EK'- I•IUL•III:LA.%S LNI kV UUII"ti Ne...i,.rrNre..ry,.e.n.,0— April29.2002 Masonite International Corporatio Our contakwq ww" a 010oua i"m0uemem mats soecdowoft aesgn me mWW Qeya wgcCI 10chove ..•~ m e XX Glazed Outswing Unit APPROVED ARRANGEMENT: 8'0" FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Double Door Maximum unit size . 6'0- x 8'0- Design Pressure 47.0/-47.0 Limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and Impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: 00 404 series mil ao Oa 822 Series El 108 Series O akcraff AR EK" r.......... ...A 4bCNf.IACS e:r+'r'M1' UUr)µ5 N.w.T.•.wMrOrx,.uu...o..., Aprd 29. 2002 o....r, o.... M a so n i te In t e r n a t io n a l C or p o r a t i o n i 0. comn„meauaama aa .noreorore .CM 'An S=dgn°m. done" a.a Droeuel mud ww lw ch m. r...hWA 104 e ml1 . EN•7 41 1 .. 1 a 1 J VINO - C Iffal., Wbor"Tum Lull 111mllIN 0 3 s NTWM(OLUE srl<n ro(Ramovvle' eweooe»»000aWEIIWMIEA111 (µorN0Nw0E+) A REVISIONS DESCRIPTION OTY (1) WAS (2) FOR TRACK BOLT HORIZONTAL TRAM SUPPORT II'D DOORY6TALLM COS SYSOOP. emmNCehi . 15 CA G1LV. Sim . BRACKET. r r::ASyE10WOOO 1K 56EMSLISTED T1m: DOUBLETRAIc TRACK » e (OW NC40OM Is AV. WSLAS AN OPTION vEI r IECxE r " v. SIm TRUCK. t. MN. TRACK TNICKME! : JTIRAY LOOK POSITION MUCH DOES) p g TEST. 2-1/r.12 G CICV. STEEL TRICK AtAOQT. Tm POINT Loclu 0 4 (4) TRACK O MCKETS PER DDL n Dp uw FOP BRAO= REPORT# 9606C TRACK^AL U- 6W5 N 2-1-2 1DOUSt" TRACK OW 01?00M OPTION PATioa0L. TWO U-flV6 am BOTTOM SECTION. NE 4K OU-9am KER - YDTIOL cm) #144/ e' SHM ltbl SCREWS SKIN (10 ANOOIS LOCATION LOCATION or A ` OPTIONAL OUTSIDEIQVm 1D0t POSITION MAIN ooaa Alm - N•-0• Ilt" FIEVAIKwc NOTE I. DOORS UO ro T I9O1 C1N195f OF 4) SECTIONS 1 d 1AC srnns aN 1ST 1aJIrERs 1 OA 11WL FRONT FRAME WITHU.V. WADER NEOUIPMLAO SCREWS MAY BECOUNTERSUNK OAt Y NON CON T Qi ( SEF110N4 (N). 06VIIID ON OUTSIDE SURFACE (Bm ILf REOA3D) W POD" A FW9N MOMTaC ACC /0R20NTAL YJ1e5 00 NOT TRANSFER LOAM n A y 2' nax 1/ B p 1ILRR D1 1E BENIIODED I610C R-RITS, G 1NM. Sim NOT 0 O WN SECTION LLM PETANEi /1bJ// 4' PAM WAD SCREV1 SCREWS PER ERE) 4 ON 21 (c-90 2 DATE: Fol 1/ 4' O 4' SEli 0 T SCRIMS 14 G EMD NNf1S ref NiT1tlFOlnTI NINEJ t®E STOP WOULD= BE DOOR KSOLLLR (TO MT) tact t 2A VF11DW PNEJAYS m G IINl'ALV. SIm Do STIR 20 G GW. Sim MERE STILL B 12 G GUI. SCOT TRACK AM ORAWITH S FASTENEparo- roWOOLACWTMONEs/IfY.1-!/0' uo SOEw o CREW CALVAN2 eA=-ON FRER e • as 24 CFNIW PSI MIN OR PER BRA02T. AND ON 7/10' LIM RO11D r rOPACOAT TO BOTH 9UP UTOI Ef:AG6 s4 FINE 017 A7E WADERSTsculoD KIMFASTENER (OE PER AMIER) le G GLv. STEEL COOFR IWCE SIDE OF STEEL 90L 122 C CAL V. ¢STRRLTO 9 SEINENNOIOfR 1 0.0 1O4 MDEI RETAINED 2' CKv. Srm TRACK FASTENED TO 14 G GLv. STm RC1ER NpN F r0 MER. sRLS •(4) ONE EYJN NE NAPLAKHONDOOR. NTH EAPCONO. ANNOOI6MAY BE ODNTER9N( 12 G CALV. SCOT "`C N eilACEM f 10 EO SR6 FACN /(A) /14 a 9EL7 ILOL SCIQ]l'S. P1EIACIQT ATEAT2IFD W/(4) MACK AETACED ro EACH BRACKET IId e• 9E E SCREWS /AO I14d/a• SHEET MEALKTTF' S MOUNTING SURFAl D)NORZONTALL JA ES W NOT /I YEfIL SNP NAP JOOTfS. 306Er5. TRANSFER 1DA0, WIN ONE 1TWO 0/• BONE N NUT (4) 1 11S/4 SEIf UPR1T SW.15 PFR EO IMCG Nat TWO 1/4. OIA RMR. OUTSIDE KEYED uArO1E END E10 21DIA SHORTm •STEK 10 BALL SiROLLER. ENDOCA. GLV. CSTILL SCIIL . yOONICURATTONMARK WE DE FIXIA P.E. FASTENED 19ED EACH TO ONO INTER, PREPARAIOHOFMARSBEDoffs9L71TI4c-C FLORIDA P.E. /4e493 AR SOLESE W/( 14d/e' INSIDE KOW STD OR NIN CIRONA P.E /23e32 3' TALLU-BN (4) 1/4-. 3/4- SELF LOCK BW 20 a GLv. Slm TAFiWO SCREWS. SNAP 1ArE1 10x OPTION 04CAES IN DESIGN LOADS: +24.0 PSF ET -24.5 PSF N01. EEILD SiiERGM: SO K9 OUTSIDE E CH E 9uu eE RESP0Na9eERr PROFEssaML F TESTLOADS: +36.0 PSF & -37.0 PSF NANIOL OF DOOR. RECORD FOR RE BUILDING ORSTRUCTURENOINACCOROAICE3" pLL . M G CANv. SCOT U-BASE1OSHOEB0.T WOH CURET OILDOO CODES FORM LOAM LISTED ON aWaAAN OA AIN AW TrAo w WI[ K A 2-1-2-1 PAEIFR1II oCTWOU-BUS SKILL ADC( EIDA:ES TM DRAWING NW WIN A AMMIT p2INmQ PART NO.: - 7/e' ON BOTTOM SCCIATN. OM U-8MONMERINTOVERTICALsECTATNETC.}} uoN U-BAN ATTACED TRACE ONE Tana: U 1— sTAK" O"'M 312 BOO( SL Sub Iwo KM 1 IAPPNc SCREWS IOCN a EMais PEa S EDGi1pN. EACH W rn m TOLERANCEs . IDEAL r ON 45202 R ,,, Ed Ih 1-513-M-/ETD OF ooa. „ —c .0 - L.03 OYI TI04aaouf. Fm 11L h51}TE2-35t9 SECTION A -A ISIOE NEVA .N;a Fib r..N.a ra.~ m •00 - 1.015 DESCRIPTION: MODEL 6RST W4 16-0 x 8-0: 24/-24.5 DESIGN LOAD LOCK.e w 1N. .ak..Pr 1.-AI • .000 - l.005 T G DGALV.WITH 2) B44A BRACKET. / rWA "> -. T •W- -M0000 - t.001 DRAWN BY: BMM DATE: 4/I8/00 SCALE: NTS TWO. AETACED NM (2) /146/e• SHEET METAL SCRIMS / Z ay. a.y 1u.w... OIRUSKMIE T Z Ol Third AnNI Oevrca+ ' i 1/z CHECKED BY: MWW GATE: 4/te/00 SHEET i OF I SIZE P'O)ECTtO^ ` o s -rx- DWG. NO.: 102138 1 REV. NO. i 4 3 2 J- CO URN! LY1 vURDIN DIV. A i 1+ 1) MODEL: 6RST 25 GA. STEEL SKIN) SKIN) MODEL: 4RST 24 GA. STEEL LISTEDOPTIONALDSBCUSSOR 18• ACRYLIC UTES AVAILABLE EE SECTION 8-8) ATTACHED W 1) INTERMEDIATE SnLE TOG-L-L.OC(7 h 80 20 GA. MIN. END STILES ATTACHED TO DOOR AND URETFIAN ADHESIVE SKIN WITH PATENTED TOG SYSTEM ln++N A -. BOTTOM h CENTER). O REPORT#9606CWIN.25ffir"F GA. M. GALV.J LOCK F'OSLITON STEEL SIGN COATED WITH A BAKEBAKED-ONDN PRIIiER.(BOTH SIDES) TWO POEM LOCKING AND A BAKED -ON POLYESTER TO BOTHTOPCOATAPPLIEDO STEELL SIGN. O ONE 3• TALL x 20 GA. U-BAR (50 KSI) PER DOOR SECTION. L REVISIONS I REV. NO. ZONE: DATE: I ECN NO. 1 APPVD: DESCRIPTION I I I M II/Do - MMW OTY (1) WAS 2) FOR TRACK BOLT I 2' T/00K 3• TALL U-BAR 20 CA. GALV. STEEL 1d3. r 1- 7/88- 16 G GLV. STEEL TOP ROLLER WOCKET D W//(3) 140/ 6' SHEET METAL P OAP JORM O x14 G CAW. STEEL DIO NWCE WI FASTENED T) DO SnLo W 1EGSELFE 4L¢ 1. wSCROM, OxE 3TALL . 20 CA CALM. Z sTEn U AR alE U- BAR U-W ATTAO Pat 14 W11N D10 '.3/ 4• SELFTAPPING6TA[N 0. HORIZONTAL TRACK SUPPORTBY DOOR INSTALLER (TO SUIT) 13 GA. GALV. STEEL FLAG BRACKET. EACH FASTENED TO WOOD JAMB WITH 3) 5/16•xl-5/ 8' WOOD LAG SCREWS. Ii41E: DOUBLE TRACK TRACK CONFIGURATION LAW HEADROOM IS AVAILABLE AS AN OPTION DOOR HEIGHT 1• 2• GALV. STEEL. TRACK. 6 _ 7 -0 MIN. TRACK iHICKNESS:. 060• _ 8 - 0 88 TYP. 2- 1/2•xl2 GA. CALV. STEEL TRACK BRACKET. 4) TRACK BRACKETS PER SIDE SCREWS STEE LOCATION. O LHR TOP BRACKET P,ZIILE HORIZONTAL Li TRACK FRONT FRAME WITHU.V. COATING ON OUTSIDE SURFACE DOUINLF TR•!'IK 13 CA GALV. STEEL BOTOY LOW HEADROOM OPTION 1/4-x3/4• SELF ® 1 2 x3 LAG SCREWS ON 24 CEMERs I 0.0. uIN. /1BR b/.4EET METAL ATZACHM WIN11 n nTAPPINGSCREWS. WASHERREQUIRED. LAG SCREWS MAY BE COUNTERSUNK AIJAmaA1 E7<787510N SS8 CLASS OR WINDOWLITE 14 GA END HINGES 18 CA INTERMEDIATE HINGE (BUT NOT REQUIRED) TO PROVIDE A FLUSH YOl1RNTWC VINYL W TRP. 1/8 ACRYLIC UTE SURFACE HORIZONTAL JAMBS 00 NOT TRANSFER LOAD. SECTION R-R sJ EX y i OPTIONAL OUTSIDE KEYED LOCK POSITION M -L DOOR WIDTH 9' 0• e- /144/8' SHEET METAL SCREWS — 2x6 YELLOW PINE JAMB 12 GA GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16•xl- 5/8- LAG SCREW PER TRACK BRACKET. 2- GALV. STEEL TRACK FASTENED TO J 12 GA. GALV. STEEL TRACK BRACKETS. TRACK ATTACHED TO EACH BRACKET WITH ONE 1/4-x5/ 8• BOLT h NUT OR TWO 1/4. OIA. RIVETS. ENO SLIDE BOLT STILE e LACK ENGAGES INTO VERTICAL TRACK. ONE LOCK ON EACH SLOE OF DOOR INSIDE SLIDE BOLT LOCK OPTION DOTE 1: DOORS UP TO 7'-0' RICH CONSIST OF 4) SECTIONS SHOWN). DOORS OVER 7'-0• HIGH CONSIST OF ( SECTIONS (NOT SHOWN). STOP MOULDING BY DOOR INSTALLER ( TO SUIT) r 20 GAL MIN. GALV. STEEL END STILE SECTION A -A (SIDE VILIY) AN HEAD SCREW 10 SCREWS PER ) END WIER 2. PSL MIN. CONCRETE COLUMN • MOLDED INSIDE y-n 3 8 z4' SLEEVE ANCHORS ON 24°-CEHTEFtS (BOTH UTE RETAINER C-90 BLOCK OR 2. 000 PSI MIN. CONCRETE) OR -SNAP LATCH ENGAGES STILE 1/4•0' TAPCON SCREWSON24• CENTERS (2.000 . 20 GA. GALA. STEEL INTVSTILE PSI MIN. CONCRETE). WASHERS INCLUDED WITH 20 GA. GALV. STEEL INTWITHTANCHORS, H RS WIN. WASHERS REOIIIRED WITH TAPCONS, ANCHORS MAY BE COUNTERSUNK INTER. STILE BUT NOT REWIRED) TO PROVIDE A FLUSH MOUNTING SURFACE HORIZONTAL JAMBS 00 NOT TRANSFER LOAD. OUTSIDE KEYED l4WOlE 18 GA. GALV. STEELCENTER HINGE FASTENED TO INTER. STILES W( 4) 14x5/8• SHEET METAL SCREWS. 14 GA. GALV. STEEL ROLLER HINC FASTENED TO END STILES EACH W 14x5 8 SHEEF META_ SCREWS AlN 41//4•x3/4• SELF TAPPING SCREWS PER ENO HINGE ;0,E,"K,EYFD I( ONTO VERTICALTRACK. ONESNAP LATCH ON EACH SIDE OF DOOR. OUTSIDE 14WDLE ENO . I v- STILE OUTSIDE KEYED OUC INSIDELOCK BARLOCKIHANDLENG2- DOA. SHORT STEW. 10BALL STEM ROLLER. PREPARATION OF LIMBS BY OTHERS. ex Un1m SIeW OWM.. IAMB CONFIGURATION oalcls tl m TOLERANCES — SECTION C—Ca .i.y epr e. .0 t.03 NOTE 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS 40O"iOm` ai00iAi° .00 . t.015 Nor a aawA. SHALL BE THERESPONSTBIUTYOFTHEPROFESSIONALOFL,/ .e.... 6RA'.,6 RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDAN ,DARK WESTERFIELD. P.E. d G e'°a..n...4 . t.3 WITH iT, 0 t.001 THE CURRENT DRAWINGBUILDING CODES FOR THE LOADS LISTEDON FLORIDA P.E. /48495 L Degrem t 1/Y TI"'d0 . - uAm senor aul..1.. NORTH CAROLMA P.E. /23832 l PrOjectiae01MENSMSAREINTOELOCKBARENGAGESINTRACKONEACH SIDE OF DOOR ED C J DESIGN LOADS: + 25.0 P. S. F. h -32.0P.S.F. TEST LOADS: +37.5 P.S.F. h -48.0 P.S.F. a.aa oumc G.[ sum . Aux Lox • . G® >za mma} PART NO.: - IDEAL , A Ymimm aoamm. Fm 11A 1- 5*452. 1519 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD DRAWN 8Y: 8Mu DATE: 4/18/00 SCALE: HTS SIZE L DWG.R CHECKED BY: Mww DATE: 4/16/00SHEEN 1 OF i M. NO.: 102137 1 REV. NO. I . 4 1 3 -Ir 2 E> nfilkilrr