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HomeMy WebLinkAbout103 Bristol Forest Trl 04-637 New SFHPERMIT ADDRESS CONTRACTOR Centex Homes ADDRESS 38-5 Douglas Ave:; Ste 2000 Altamonte Springs, FL 32714 .407-661 2176- - - - CGC 049689 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR. PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISIW CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 103 BRISTOL FOREST TR for which permit 04-00000637 has heretofore been issued on 12/22/03 has been completed according to plans and specifications filed in the office of the Buil-'ng_Official pri r to the issuance of said building permit, to wit asc �,�,� complies with all the building, plumbing, el trical, Uoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROV DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Lines In q-f(p-OL/ &4L O d� 1'g 3 Meter Set Reclaimed Water ENGINEERING: Drainage q I 1-t 0 0+' ids Maintenance Bond PUBLIC WORKS: Street Name Signs I� ` Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE Sewer Lines In Sewer Tap Street Paved Street Lights Driveway FEES PAID DATE AMOUNT 1/20/04 12/22/03 2/03/04 1/06/04 12/22/03 12/22/03 12/22/03 12/22/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 3 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 103 BRISTOL FOREST TR for which permit 04-00000637 has heretofore been issued on 12/22/03 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-POLICE IMPACT - RESID 12/22/03 91.93 01-RADON GAS TAX FEE 12/22/03 14.95 01-ROAD IMPACT FEES 12/22/03 847.00 01-RECOVERY FD/CERT. PGM. 12/22/03 14.96 01-SCHOOL IMPACT FEE 12/22/03 1384.00 WD IMPACT:SINGLE FAMILY 12/22/03 650.00 SD IMPACT:SINGLE FAMILY 12/22/03 1700.00 c �L-CALA - k2-0�� OWNER BUILDING O IAL / DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** �oq DATE: 04/14/04 t' PERMIT #: 04-637 ADDRESS: 103 BRISTOL FOREST TRAIL PRESERVE AT LADE MONROE CONTRACTOR: PHONE #: CENTEX GREG 407-466-8067 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 ❑ Utilities Fire N/A ❑Zoning N/A ❑Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) E,2eL�- IGC4ri-F-- wIo 3$ cERTiFcaTE OF OCCUPANCY �.. **** SINGLE FAMILY RESIDENCE**** DATE: 04/14/04 PERMIT #: 04-637 CONTRACTOR: CENTEX 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 7 ublic Works ❑ Utilities []Fire N/A ❑ Zoning N/A ❑Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION * * * * SINGLE FAMILY 'SlI`7 * �Y' q �. � nd -si Rt-ce __- � e.i xi ggy� US . x LNg: A rep l _ DATE 04/14/04 !"Is _;etA,lar s — ---------- t — — •l cvler PERMIT #: 04-637 Ciq, rb — — — -— 3'ta.i �: cfi.. i:. ADDRESS: 103 BRISTOL-TOREST—TRA�L— --- PRESERVE AT LADE MONROE CONTRACTOR: CENTEX PHONE #: GREG 407-466-8067 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 El Public Works ❑ Fire N/A ❑ Zoning N/A v. tilities '� �% icensing N/A t\ U CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY C.M.B. No. 3067-0077 . NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200,r ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number CENTEX HOMES BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 103 BRISTOL FOREST TRAIL CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 91, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, it necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - ##' - ##.#fit' or ##.#####I ❑ NAD 1927 ❑ NAD 1983 1 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP COMMUNITY NAME & COMMUNITY NUMBER ­B2. COUNTY NAME B3. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA 134. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 65. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AD, use depth of flooding) 1202940035 E 4/17195 4I17/95 X NIA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in 89. ElFIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. 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: ❑ 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 no diagram 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, ARIAE, ARIA1-A30, ARIAH, ARIAO Complete Items C3,-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. D t mr-nnn9 Co ' NCo NO m a unversm io ments NE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No o a) Top of bottom floor (including basement or enclosure) 14. 2 ft.(m) ro o b) Top of next higher floor 23.6 ft.(m)co o c) Bottom of lowest horizontal structural member (V zones only) WA . j.(m) o 0 o d) Attached garage (top of slab) 13. 8 ft.(m) E o e) Lowest elevation of machinery andlor equipment w ca servicing the building (Describe in a Comments area) 13.5 ft.(m) E ro o 0 Lowest adjacent (finished) grade (LAG) 13.5 ft.(m) Z o g) Highest adjacent (finished) grade (HAG) 13. 7 ft.(m) Cn 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 Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code Section 1001. CERTIFIER'S NAME: WILLIAM R. MUSCATELLO, JR. LICENSE NUMBER:4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUT ST E E.180 ORLANDO FL 32803 SIGNATURE (t DATE TELEPHONE t , 4ON (407) 26-7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For insurance Company Use BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 103 BRISTOL FOREST TRAIL CITY STATE ZIP CODE Company NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most 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 — ft.(m) _in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 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. The top of the platform of machinery and/or equipment servicing the building is — ft.(m)—in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade.. (Use natural grade, 9 available). E5. 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 property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO_ must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. 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 offidal completed Section E for a building located in Zone A (without a FEMA-issued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: —fl.(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, January 2003 Replaces all previous editions PLAT OF .SURVEY DESCRIPTION: (AS FURNISHED) LOT 91, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY; FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE LOT 93 THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). N89'58'19"E 50.00' FENCE Is , 0.2'OFF 5' DRAINAGE EASEMENT 7 ------------------------- 13. 8 6' WOOD FENCE ?2 1 z z z 1z w I w N a i¢ w 1w 1"=30. L 0 T 91 I ~ GRAPHIC SCALE 6 250 0 SO FT t ' 0 15 30.- LOT 92 CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC Z I'- (n W w U z a ;p iI1 wQ w� Es ICE S i i 0F O 6.7 � o ul 40.0' W 3 o O TWO STORY ? p 0 - CONCRETE BLOCK o O to p o & WOOD FRAME. b xa O 0 '� FINISHRESIFLOORENCE nnc� O LOT 90 0 ELEVATION=14.15 V) Z a COVERED ENT^Y 20.7' 1S.0' 6.3' . 5.0' 13.0' 1 i 1.0'- 1 C W" •CONCRETE''. ; r 'IORIVEWAY) 1 1 1 I N 1 I N 1 I 7?T - 10. UTILITY EASE ENT ,l�y FND i/2-IRON ROD AND CAP LB #6393 (04/01/04) WALK IS -.. ?4j3/W: {::•.'.- WALK IS --- 0.7' OFF ;.:.:•:'_;...'_:.�. , ....• 0.6' OFF 3; S89'58'19"W 50.00' N O� O 7 85_00, —� ------- 25042_--------- CENTERLINE OF N89'58'19"E 335.42' RIGHT-OF-WAY - PC n 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 04-01-04, 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. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH LINE OF LOT 91 BEING S89'58'19" W PER PLAT. (FIELD DATE:) 12-29-03 REVISED: SCALE: 1 = 30 FEET APPROVED BY: SJ 71NAL 4-1-04 CKB JOB NO. ASM39705 IORMBOARD 01-07-04 CC LOT PLAN 11-10-03 SOO DRAWN BY: LOT FIT 12-17-02 CKB BRISTOL FOREST TRAIL m m I 50'- RIGHT-OF-WAY _< E ". 4 00 OZI cm, LEGEND — — - — - — — BUILDING SETBACK LINE - - - - CENTERLINE AFND NAIL AND DISC LB #68 (04/01/04) - - RIGHT OF WAY LINE EXISTING ELEVATION - O FND 1/2" IRON ROD NO ID. (04/01/04) O CONCRETE CNA CORNER NOT ACCESSIBLE DENOTES DELTA ANGLE LB LS LAND SURVEYING BUSINESS,. LAND SURVEYOR L DENOTES ARC LENGTH - PRM PERMANENT REFERENCE MONUMENT C.B. DENOTES CHORD BEARING PCP PERMANENT CONTROL POINT PC. DENOTES POINT OF CURVATURE (P) PER PLAT - PI DENOTES POINT OF INTERSECTION (M) MEASURED PRC DENOTES POINT OF REVERSE CURVATURE FND FOUND PT TYP DENOTES POINT OF TANGENCY TYPICAL C/W CONCRETE WALK A/C AIR CONDITIONER S/W SIDEWALK WALL CP CONCRETE PAD CBW CONCRETE BLOCK - CS CONCRETE SLAB RP RADIUS POINT C CHORD LENGTH - OHU OVERHEAD UTILITY LINE - PK PARKER KALON ID IDENTIFICATION - - R RADIUS POL POINT ON LINE POC POINT OF CURVE PCC POINT OF COMPOUND CURVE 32789 (407) 426-7979 HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTE CONTAINED HEREON MEETS THE APPLICABLE "MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS'IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA mI mf1 . win sliT olivium1�1■ AM R. MUSgATELLO JR. PSM#49*28 DA Cam' OF, SANF ORD PF Rt q1-1 tz t Pi ,3 rtsTF'O a Pgr.—Dit JiDb ld5'�55� Tlestriptior of l,Vcsrhr FIiFgnt`ic Disti-a_ct; main Type. � l�tec apical Plumbing .r. _ .., mite Sprinl Per_mit'i e. Building Electricall� der/A1-„ FGQ? rl€rtriczI: thee,✓ Service — ' of �I�pS AdditionlAheration change of Sertrice T eriporbiry Pole, iecliaraical.' Residential Non -Residential Replace -;tent iNevJ (Duet a your & Energy C-nlr_ Retsu red) _ . - Plumbing/ New Commercial: # of Fixtures V oMater & Sewer Lines At oiC3,s Lines Plumbing/New Residential: # of Vda'ti j Closets Plumbing Reppir-Residential or Cornmereit.t Occupancy 'Type: Residential Corlriercial Industrial 1Tota1 Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FERIA font rcaztiired for c,, Gt.r t:l no �} Parcel P: (Attzeb Proof of Ownership L,€gA Description) Owners Name & Address: All Phone: Contractor dame & Address License Nu Phone& Fzx: UKE, MA FllR A Bonding Company: Address: :Mortgage Lender-: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain aperinnit to do the work and installations as indicated. I certify that no work or installation has conin-rcnced prior to the issuance of a permit and that ail work will bt ,rosined to meet standards of ail laws regulzting constuction in this jurisdiction.- t 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 infor r tion is accurate and that all work will be done in compliancemitt all apryhrablc l:.wc re:t il%rng construction and zoning. WARNING TO OWNER • YOUR FAILURE 170 RECORD A NOTICE OF COMMENCE i a T MA-� r r,SUL-C P,, Y00), i ) v `� Il�1G TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCiNG, C01g5UL Zvi i ri Un LENDER C)R !). ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: in addition to the requirements of this permit, there ,rmy be additional restrictions applicable'io this p- pet t, tha' y be fo ;n the public recoils of this county, and there may be additional permits required from other governmental entities such . vats to ge, nt d Us, s a encic of ft:dcia n i ag �cies- Acceptance of permit is verification that I skill notify the owner of the property of the requi menus o` o a Li - 713 ___1/ Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Honda Date Owner/Agent is Personall., Known to ,Vie or Produced ID AITL1CA1 ION APPROVED BY: Bldg': Initial & Date) �a cia! l ondii ons; v 0 3 2004 atuie of Connctor/Agent Date OBERT G DE�,O itUSSO P ni Contractor .Agent's ¢ - FEB 0 3 rq Signature of );o_-%-State of Flonda Date Contractor/Ace-::; Yersonaii Known to Me or Produces .� Zoning: Lr:..::.;. FD: (Initial fi Date) (Initial & Date) (ltMtial £. Datc M MIRiNDA C. TURNER ilf EXPIRES: Jane 1,1, 2007 J %'; Bonded ihru Notary Public Underwriters CITY OF SANFURD 2—WRMIT iAPPLICATION Permit # : ©`1 " Date: Job Address: 163 13 a5fo ` FOrreSf nirl ) I 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 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 1/ Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Cen:A--e-x 40dVW—S , '/ Phone: Contractor Name & Address:. K1'rk-1Q\AA, P 1l,�itn `4 �j�{ j �� , 22712— ��S.tateLicenseNumber: �i • �jt/7�ee� Phone &Fax:S7 l�j��/ F `�L7�Z Contact Person: Zs�... Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 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 additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/Agent Date 1* Print Owner/Agent's Name Pri ractor/Agent 1 ne I w X O El Signature of Notary -State of Florida Date r -St o rida ate � o to o• co o rn n ID= zaz d d Owner/Agent is _ Personally Known to Me or Contractor/Agent is _ Personally Known to Me or n 2 o 5 _ Produced ID - Produced ID ° N CN _ w viwr~3 APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: POWER OF ATTORNEY Date: k -6 —Gq f I,Jwc%_FJ t4~cal c,,Y� , do hereby authorize�a�o�4 to pull the WAbpermit for 165 4//�54-o I 'FG re54 Tr type of penni address Signature MYCOMM�No �ES ON # DD 152189 c\�� ' ?•.... R EXPIRESember30,Z0068-W TM Pudic U�deMritets . Notary Personally known to me drivers license # State of Florida, County of © ro nq'Q_ on �day of 200;�,3, 5-06-203 12:52PM FROM Permit # : Job Address: Description of Work: P. 1 •t. a..• v�q �.? to G7y,.W -*D,.. CITY OF SANFORD PERMIT APPLICATION ^a _ Date:, V Historic District: Zoning: i Value of Work: 5 Permit Type: Building Electrical X Mechanical Plumbing__ Fire Sprinkler/Alarm Po44 _ Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temportiy Polc -- Mechanical: Residential Non -Residential Replacement New (Duct Layout & Fnergy t7a1 Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential! # of Water Closets Plumbing Repair— Residential or Commercial r Occupancy Type: Residential Commercial industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: — _ Flood Lone: (FEMA form required for echo r.,an x) PArc ei a: (Artach Proof of Ownership & Upt Descripton) Owotrs Name & Address: Centex Homes 385 Douglas Ave. Suite 2000 Al fnmnnte i 2714 Phone. 407-661-2150 _ Coots;ctor Natnc & Addreu: Approved Electric Co. of Florida 4874 S. Orange Ave. Orlando , FL 32806 State License Number; EC0002494 Phone & Fax: Fax 07-S51-1 226 Contact Person:John Findlay Phone: 407-851-1220 Rondine Cornpany: >ddrEc.c %Iort�,ape Lender: Au�ff55. , A rgitittcVF-mincer. Aadroa Phone: VAX: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installarion has commenced prta; ,,c issuance o(a permit and that all work will be perfomsed to meet standards of all laws regulating oonstruction in this jurisdiction. I undctytand that a separate permii must be secured for ELECTRICAL WORK, PLUMBING; SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, and A IR-CD`'DITtONERS, etc. OµT'ER'S AMDAV fT: I certify that all ofth foregoing information is accurate and that all work will be done in compliance with all applicable it - : cl.4annF concpucdon and zoning, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RHSUI:I IN I.,C;t.IP. I" Ya.�3 TWICE FOR IMPROV6MENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN AiTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT, NOTK-F: In addition to the requirements of this permit, there may be addirional restrictions applicable to this property that may be found in the public mcores o` this ctwnry, and there may be additional permits required from other goyemmental entities such as water rnanageme districts, stair ugenciss, or rcdeiul arcncics ACCtpancc oh permit is verification that I well notify the uwner of the property of the Signature o(Owner/Agent Print Owncr/Agent's Name S pna;ure of Notary -Stale n(Flonda� Dacc Owner/Abcnt is _ Pcrsonnlh Kno%,n to Me or Prnduc,;d It) C \7 iv,v nl'I'KUVED HY: Uldg; :Initial _r �; ibmaturc of Contractor/A�cnt Uatc Charles Cannon ' Contraac(or Agcnt's' Na e -- Signaturq of �n�ry•$tatc of PloncL Dnt� PY IP R%CIA A. E-U)LI .C-"''MY is llv%unaC, Known Cf;$' M1SS.0N 11 DD 011s2CContractpr/Ac;.: uvEXPIRES: March 28, 2005 Ee" A9Y FLWt "rY Sd'1R0.t A t3cndinr, Inu. 0, (Initial K, Datcl (Initial h' i)utc) (lino 31 ti Ju:; � � l C~ -~ � �\ ` COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-75789 / --`/-...... .... ........ ... BUILDING PERMI IT BER: UNIT ADDRESS: �P_ _ TRAFFIC: -TE PARCEL SUBDIVISION!'' C'fl F1 AT WOK PAGE: SENG OWNER ADDASS: -- � APPLICANT NAME: SWAP"�/--�-------'------ -- _ _- ----___-_--------_---_-----~-_---_ ADDRESSa LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction -------------------------------------------------------------------------^------ FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS � _--_---------------------------------------------------------------------------- ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS --COLLECTORS NORTH ' O dwl unit $ 142.00 1 $ 142.00 | LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 ^ SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,394.00 AMOUNT DUE $ 2,285,00 STATEMENT RECEIVED BY:GNATUR (PLEASE PRINT NAME) 1117 NOTE TO RECEIVING SI8NAT[RY/APPL!CANT : FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ' APE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILIN8 A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET 710: REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMGNT E113ULD BE MADE TO: CITY OF 8ANFORD BUILDING DEPARTMENT 30O NORTU PARK AVENUE, SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NL)MBER AT 'THE TOP LEFT OF THE NOTICE. , ' *THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Permit # : �+ f � Date: Job Address: 1 0-3 B r15 to 1 FO rest Tra ( I Description of work: CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING � I C� 0 6 Historic District: ' ` 1 (3 Zoning: Value of Work: $ I 9 1 qO. Permit Type: Building XX Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Additi on/A Iteration 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: # ,oY of Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential V Commercial Industrial Total Square Footage: 9 C1 I Construction Type: # of Stories: 2 # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel#: 22-19-30-502-0000— Oq I 0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STE . #2000 , ALTAMONTE SPGS . , FL 32714 Phone: 407-661-2176 Contractor Name&Address: PATRICK J. KNIGHT/CENTER HOMES (SAME AS ABOVE) State License Number: CG C049689 Phone&Fax: 407-661-2176/661-4089 Contact Person: JACKIE CAINES Phone: 407-467-2643 Bonding Company: NA Address: Mortgage Lender: NA Address: Architect/Engineer: HURRICANE ENGINEERING Phone: 407-774-9003 Address: P-O.BOX 161613. ALTAMONTE SPRINGS, FL 32716 Fax: 407-774-8477 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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 I will notify the owner of the property of the requirements of Flori a Lien Law, FS 713. N 0 V 13 2W_ Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced I PAT KNIGHT yfCSc" Name NOV 13 2003 1�igtiature of Notary -State of Flo a Date Contractor/Agent is XX Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg:.�.2 7 u/� Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: F D: (Initial & Date) (Initial & Date) 5`1 b, '�:, MY COINAISSI%J # DD 098590 ht'� EXPIRES: klarcit 29, 2004 iionded Tnm Notary public Underwriters Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL I _ :� Back Lo ��LLj� L � Seminole County rr .., �+Y �9ilEf �j 1 � - i t♦ rr� b 1 _ 1101 B. First St. tiyrrfory Fl. 32771 r 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market S3-SANFORD Parcel Id: 0000-010 910 Tax District: WATERFRONT 000 Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: HOMES Depreciated EXFT Value: $0 Land Value (Market): $13,680 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $13,680 Property Address: 103 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $13,680 2003 VALUE SUMMARY SALES 2003 Tax Bill Amount: $285 Deed Date Book Page Amount Vacllmp 2003 Taxable Value: $13,680 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 91 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 $13,680 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. *** 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=2219305020000O9... 11 /20/03 City of Sanford Building Division Submittal Requirements for Residential Building Permit ❑ 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑ 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. "The State of Florida requires bathroom compliance with Florida Accessibility Code. C. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections. C. Framing plan for floor joists where conventionally framed_ Plan is to indicate span, 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. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: 1. Garages/Carports sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) sq. ft. 4. Conditioned Structure sq. ft. i. Total. Gross Area sq. ft. ❑ 3. Three (3) sets of completed Florida Energy Code Forms. ❑ 4. Soil analysis and/or_soil compaction report. If soils appear to be unstable or if structure is to be built on fill, 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 issued by Seminole County Health Dept- C. Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. e_ Property ownership verification. f. Driveway permit issued by City Engineering Department. ❑ 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property owner_ [f electrical, mechanical, or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under cit%7 ordinances. Date N 0 V 1 3 2W3 Owner/Agent Signature _ CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661 -21 50 Fax: (407) 661-4089 www.centex-orlando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jacls.e Caines or Nan Holmes to sign permit applications and energy calculations.for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KN GH CGC049689 STATE OF FLORIDA LOT 1 I COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this �� 3 2003 by Patrick J. Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. NBERLY A. BROWN NOTARY P BLIC Elm CC093590 h 29, 2004blic uioenvrilefs y._y. SV23 r SH-25 94-25 (+27J-24) ccCPATIo (22/24) (+22--24� (+22/-24) (+22/ -24) 1 6-O X F -8 SG EGRESS i; EGRESS r ) R S __— �- --------' o ❑o - ® (+21/ -23) AT . FP. i, Ir-_11-I-------- -- -- m ii ii W.I.G. RAT V FLAT CL&_ C1, li UWET RR illi a s i LL� ca� p}.,(j —II a BEDRM '2 =1. - "°` > KITCHEN NOOK TKN AR BEDI�I I 'J II �i1 319 _ 6'FiAT CL& - 6'RAi CI.G. V FLAT CL& II WFLAT CL& -II - O �F,RYWIL � 6TLftR FAMILY RM ' CARPEL FLR �t� �i s'FLAT aA 1-R F a I - - 1 CAfBEt FLR - k' 5 WL 2666smav 2 uEL9� ---- 5 1/2' _ 2. 2666 OPT.m MEF oE+t .-,tyl/,.•' i 9 2 26" 222Mr, tV qRT n ` PR Ml1 LAUNDRY 20" , - qI _ 78M � � _ �, v9A'L RR 1 it Q TC66 I-R F 6 2mv6 IX I x G I T-1 AT 333 a rq i �i 9 a9 i. 9L Lj7Q:d(i L L !Z= a'R.AT IU.` @ I li ~ i WL W( • BATH "2 YNTL R 6' RAT CM 16" - 26" Bfaa WALL J 3'-0•"6'-6' OPBLY TUB F YOM F R q•_5 I/Z• aft WALL 4' TO C1 ASE FOR MOOR OPT. wwa T tt `� "'B DINING RM arc LnaE WL r - 4' TO V-V FOR !- 6• ftar a.� 1 i = II'-tl V! tUB DRAM Cn�Et A.R , . E . JE 4R/S 3•_2 �+ - 11 _�= - I j.Sj� 266a AIR HANDLER TO _ 6¢'HO BIF0.D J ___ �6J MW. OF 4" CLEARANCE ON ALL SIDES AND ENCLOSURE O4 a SPACE SFIALL BE MIrL, ,n = 2-CAR GARAGE - WIDER TWAN APPLIANCE tV N - _ 9•FLAT ❑,ri CLO5ET 4 DOOR w/ _ - """L" OPT. BED ROOM'd [a ry t2 """STOP R1i WALL MASTER BEDRM - ------------------------------------ v RAT CL& OM 1 c.Ar�ET ftR EfWI WALL 6' CICi , I I i - 1 i _ 1 , LIVING RM 1 a 1 1 15'-3 V2' 0'- R• C R.nt rAc CAIa-T ftR EGRESS 4.4 W 2X4 m.ccL 511-25 _ (+22/-24)�.� SH-25 SH25 DBL-25 (+22/ -24) (+22/ -29) (+21/ -2 EGRESS PARTIAL FRONT ELEVATION "w • MASTER BEDROGH PARTIAL e Y AT Q)Z(106TP1ORW DBL_25 12• o� RRC14PLATE (+21/ -2R) 8 243N.60W SEAT 3040 F.G. (ELEV. B ONLY) _ (+22/ -29) - PARTIAL 2nd FLOOR II II SCALE = 44,= r-0' 2 SCALE = IQ"= NOTE: EXTERIOR WALLS WERE VERIFIED WTICIENT FOR SWEAR LOADS A-L STRUCTURAL WOOD HEADERS TO BE DOUBLE 2' X IV UNLESS NOTED OTHERWISE NOTE: ALL MTERIOR WALLS TOM 3 IR" LEGEND tMLE55 OTHERWI5E NOTED. NOTE SEE FOUNDATION PLAN FOR '►'- ,: NOTE: ELEVATION "A" 5WOLt`l FILLED CELL LOCATION. 8'-0' AF25. F. 8WALL IRRICA E ENGINEERING ('07) 774-9003 FAX: (+ ) 77+-6+77 F.O. 6DX 161613 ALTAMOWE SPR.C% It 3VIS Tf01Y5 1 MD'J2SW PEi 47019 16' X l' O.H.D. (+19/ -23) DEIL-25 (+21/ -28) amE •I mawA\ _..PJSER,. 0. STAIP, .. RUN E.NT'�� ■- (NaM, SEE STAIR 13ETAJL FOR ADDITIONAL - - ■ . -■- ■ I _ -� U..... _ � V d=6 s s€ . UJ kN a V syy I . TSSIIff3 O 04 f Nill 50. Ft. CALCULATION5 Ist FLOOR 1062 dl 2nd FLOOR 1441 Ip TOTAL LIVING AREA 2509 LANAI 0 >It ENTRY 15 * OTHER 0 III GARAGE 421111 TOTAL AREA UNDER ROOF 2951 PATIO TOTAL AREA 2991 dl I at dw.n 6lc I dlsT.-d by M d.- by d—design I d. xed —by-- sheet P2 i Of. I _ m A This Instrument Prepared By: III{I 1811011 oil 01101111131111111111115 101111115111 gist 16Yr NAME: Debra A. Riggs -Centex Homes 38S Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE MARYANNE MURSE, CLERK OF CIRCUIT COURT 5E41NOLE CUUNTY BK 05096 PG 0086 CLERK'S # 2003:202694 RECORDED 11/12/2003 02:33:4E PM RECORDING FEES 6.00 RECORDED 9Y S O'Kelley THE UN13ERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT / , PRESERVE AT LAKE i n Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, 2. General Description of Improvement: SINGLE FAMILY DWELLING 3, Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: CENTEX HOMES 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A MONROE Recorded FLORIDA. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in' Section 713.13 (1) (b), Florida Statutes: NONE 9. Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified) c Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES, 385 DOUGLAS AVENUE SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS N0�9 10 2003 CERTIFIED COPY MARYANNE MORSE CLERK OF CIRCUIT COURT SEMINOLE COUNTY. FLORIDA P 2 (? BY DEBRA A . RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION nW& 2728 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. i NOTARY PUBLIC =••••n�n�•JACKIE CAINE3 869un.n.3 N gig," Comm111 pp025M • Expires 1121/200e y ,.F Bonded th, (B00)432.4254 • 3......:::........F:::d NOt!.. Assn., Incry Assn. nc ;R PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 91, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) - - - LOT 91 CONTAINS 62SO SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1505 SQUARE FEET t TOTAL CONCRETE 540 (WITHIN LOT ONLY) SQ. FT. f LOT 93 TOTAL SOD 4205 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 33% t N89'58'19"E 50.00' ------------------------------ 5' DRAINAGE EASEMENT SQUARE FOOTAGE (UP TO CURB) 137- ---------------------� I LOT 91 UP TO CURB CONTAINS 6800 SQUARE FEET t THIS STRUCTURE CONTAINS 1505 SQUARE FEET t CONCRETE 873 SO. FT.. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 4422 SQ. FT. t i LOT 91 •� DRAINAGE TYPE A 1 1 '0 � 1 � w 1 z I" = 30, w .—.—.—.—.-. 1 w GRAPHIC SCALE � iN w I a 0 15 30 Iw I r . F U! I F I 1 .. W o f o . O. O_ a w a a w u _ O tc a . p1n ^O o io O� O N 5.0' Y, y 1 15.0' �-- - 40, 00' - - LOT 92 PROPOSED2509 (� - LOT 90 0 o FINISHED FLOOR A/ ELEVATION-14.00 n _ 13.0' . 3' n 20. T .. 5.0' 5.0' I 1 1 II I p y1� � I Y)i Fhq 1 ------U'. - J7) ... 10' UTILITY EASEMENT... ASEMEN T�'',,T �,;,•.;' �� �'�? 3:.r^..w ylC'yr%•f 50.00' 3; .. - 10 I OI zt i 210.12' CENTERLINE OF.) ' N89'5619'E 335.42' RIGHT-OF-WAY IPC BRISTOL FOREST TRAIL mm 50' RIGHT-OF-WAY. - WN 00 0z (zm BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE:: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 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 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH LINE OF LOT 91 BEING S89'58'19" W PER PLAT. (FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: SJ JOB NO. ASM39705 LOT PLAN 11-10-03 SDO DRAWN BY: LOT FIT 12-17-02 CKB LEGEND — . — . — . BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY — CENTERLINE PCC POINT OF COMPOUND CURVATURE — RIGHT OF WAY LINE POC POINT ON CURVE x PROPOSED ELEVATION OR OFFICIAL RECORD PD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW 6 DENOTES DELTA ANGLE - L DENOTES ARC LENGTH O CONCRETE C.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS LAND SURVEYOR PI. DENOTES POINT OF INTERSECTION PRM PERMANENT -REFERENCE MONUMENT PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY - PCP PERMANENT CONTROL POINT. TYP TYPICAL (P) PER PLAT A/C� AIR CONDITIONER - - (M) MEASURED CBW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB - 'S/W SIDEWALK C CHORD LENGTH - CP CONCRETE PAD SO. FT. SQUARE FEET PB R PLAT BOOK RADIUS NC NATURAL GRADE - PGS PAGES R/W RIGHT-OF-WAY 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH b MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERCROUND IMPROVEMENTS HAVE BEEN T LOCATED,EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. F. AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32501 (407) 426-7979 FOR N THE 1 FIRM M R. M SCATE _0 JR. 'PSM#4928 DATE GAASM3AASM39705.dw0. 11/14/2003 8:25:10 AM FORM. 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Y Residential Whole Building Performance Method A Project Name: 2509 LMR 0111 Builder: CENTEX-FOX & JACOB Address: (U�J BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Glass area & type a. Clear -single pane b. Clear - double pane c. Tint/other SHGC -.single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Adjacent c. Frame, Wood, Exterior d. N/A e. N/A 0. Ceiling types a. Under Attic b. N/A c_ N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior b. N/A New _ 12. Cooling systems Single family _ a. Central Unit I _ 4 _ b. N/A Yes _ 2509 ft' c: N/A 258.0 ft' _ 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 ft' _ 0.0 W b. N/A R=0.0, 162.0(p) ft _ c. N/A R=11.0, 399.0ft' 14. Hot water systems a. Electric Resistance R=4.1, 802.0 ft' _ R=11.0, 310.0 ft' _ R=11.0, 1176.0 ft' R=30.0, 1741.0 ft' Sup. R=6.0, 1.0 ft b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 31902 PASS Total base points: 35706 i hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGEN DATE: I �.1. Cap: 42.0 kBtu/ttr _ SEER: 12.00 Cap: 42.0 kBtu/lu _ HSPF: 8.50 Cap: 50.0 gallons _ EF: 0.86 Review of the plans and �xEST specifications covered by this y0 _ 90 calculation indicates compliance with the Florida Energy Code. Before construction is completed �f o this building will be inspected for n d compliance with Section 553.908 Florida Statutes. 00o BUILDING OFFICIAL:.: , DATE: _.... cneiyyvauyev (version: rurO,, b V J.Z) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len 'Hgt Area X SPM X SOF = Points .18 2509.0 25.78 11642.8 Single, Clear W 1.0 16.2 32.0 53.47 1.00 1705.6 Single, Clear W 1.0 14.2 10.0 53.47 1.00 532.7 Single, Clear W 1.0 18.0 40.0 53.47 1.00 2132.1 Single, Clear E 1.0 . 16.2 32.0 59.31 1.00 1891.2 Single, Clear S 1.0 16.2 32.0 44.66 0.99 1420.6 Single, Clear E 1.0 6.2 32.0 59.31 0.97 1847.8 Single, Clear W 1.0 6.2 16.0 ' 53.47 0.97 832.9 Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9 Single, Clear E 1.0 10.2 32.0 59.31 0.99 1886.8 Single, Clear E 1.0 8.2 16.0 59.31 0.99 942.3 As -Built Total: 258.0 14025.1 WALL TYPES Area X BSPM = Points Type R-Value Area X 'SPM = Points Adjacent 310.0 0.70 217.0 Concrete, Int Insul, Exterior 4.1 802.0 1.18 946.4 Exterior 1978.0 1.90 3758.2 Frame, Wood, Adjacent 11.0 310.0 0.70 217.0 Frame, Wood, Exterior 11.0 1176.0 1.90 2234.4 Base Total: 2288.0 3975.2 - As -Built Total: 2288.0 3397.8 DOOR TYPES Area X BSPM = Points Type Area X SPM _ Points Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1741.0 2.13 3708.3 Under Attic 30.0 1.741.0 2.13 X 1.00 3708.3 Base Total: 1741.0 3708.3 As -Built Total: 1741.0 3708.3 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM Points Slab 162.0(p) -31.8 -5151.6 Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 -5167.8 Raised 399.0 -3.43 -1368.6 Raised Wood, Adjacent 11.0 399.0 1.80 718.2 Base Total: -6520.2 As -Built Total: 561.0 -4449.6 INFILTRATION Area X BSPM = Points Area X SPM _' Points 2509.0 14.31 35903.8 2509.0 14.31 35903.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB Q.2 - FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS: , PERMIT#: i EnergyGaugeTA° DCA Form 60OA-2001 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 2509.0 5.86 2646.5 Single, Clear W 1.0 16.2 32.0 10.74 1.00 343.6 Single, Clear W 1.0 14.2 10.0 10.74 1.00 107.4 Single, Clear W 1.0 18.0 40.0 10.74 1.00 429.5 Single, Clear E 1.0 16.2 32.0 9.96 1.00 319.6 Single, Clear S 1.0 16.2 32.0 7.73 1.00 246.7 Single, Clear E 1.0 6.2 32.0 9.96 1.01 321.4 Single, Clear W 1.0 6.2 16.6 10.74 1.00 172.2 Single, Clear W 1.0 6.2 16.0 10.74 1.00 172.2 Single, Clear E 1.0 10.2 32.0 9.96 1.00 320.0 Single, Clear E 1.0 8.2 16.0 9.96 1.00 160.1 As -Built Total: 258.0 2592.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 310.0 1.80 558.0 Concrete, Int Insul, Exterior 4.1 802.0 3.31 2650.6 Exterior 1978.0 2.00 3956.0 Frame, Wood, Adjacent 11.0 310.0 1.80 558.0 Frame, Wood, Exterior 11.0 1176.0 ° 2.00 2352.0 Base Total: 2288.0 4514.0 As -Built Total: 2288.0 5560.6 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Insulated 18.0 4.00 72.0 Exterior 20.0 5.10 102.0 Exterior Insulated 20.0 5.10 102.0 Base Total: 38.0 174.0 As -Built Total: 38.0 174.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1741.0 0.64 1114.2 Under Attic 30.0 1741.0 0.64 X 1.00 1114.2 Base Total: 1741.0 1114.2 As -Built Total: 1741.0 1114.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM _ Points Slab 162.0(p) -1.9 -307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 399.0 -0.20 -79.8 Raised Wood, Adjacent 11.0 399.0 1.80 718.2 Base Total: -387.6 As -Built Total: 561.0 1123.2 INFILTRATION Area X BWPM = Points Area X WPM = Points 2509.0 -0.28 -702.5 2509.0 -0.28 -702.5 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 7358.6 Winter As -Built Points: 9862.2 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 9862.2 1.000 (1.078 x 1.160 x 0.92) 0.402 1.000 4555.7 7358.6 0.6274 4616.8 9862.2 1.00. 1.150 0.402 1.000 4555.7 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details FAD;RESS: ... 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 .20833 4617 10256 35706 16851 4556 10495 31902 PASS 0j-V14E S7,d _ CO x o n COD�5� EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 C d C I' Ch kl' t o e ®rip oance ec is 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 corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams.. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type. IC or non -IC rated, installed inside a sealed box with 1%2".clearance & T' 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. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts; fittings, mechanical equipment and plenum chambers shall be mechanically attached, -sealed, insulated, and installed in accordance -with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R 19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 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: 42.0 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 12.00 4. Number of Bedrooms 4 _ b. N/A 5_ Is this a worst case? Yes _ 6. Conditioned floor area (W) 2509 ft' c. N/A _ 7. Glass area & type _ a. Clear - single. pane 258.0 ft2 _ 13. Heating systems b. Clear- double pane 0.0 f 2 _ a. Electric Heat Pump Cap: 42.0 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft' HSPF: 8.50 _ d. Tint/other SHGC - double pane 0.0 ft, b. N/A _ 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 399.0ft2 _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, lnt lnsul, Exterior R=4.1, 862.0 W _ EF: 0.86 b. Frame, Wood, Adjacent R=l 1.0, 310.0 ft= b. N/A _ c. Frame, Wood, Exterior R=11.0, 1176.0 W _ d. N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.01 1741.0 ft' 15. HVAC credits 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, 1.0 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) �0�111 E S14,' in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on, installed Code compliant features. Builder Signature: Date: n 9 Address of New Home: BRISTOL FOREST TR. City/FLZip: LAKE MONROE/32747 OLD) WE!, � *NOTE.- The home's estimated energy performance score is only available through the FLA/RE'S computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you 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 of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.2) Notes: NIUUtL &W Weaher. Orlando —AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 32 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 43 gdlb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 36350 Btuh Structure 29386 Btuh Ventilation air 0 cfm Ventilation 1485 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat bad 36350 Btuh -Use mfg. data n Rate/swing multiplier 0.98 Infiltration Total sens. equip. bad 30253 . Btuh Mehod Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1380 Btuh Ventilation 2212 Btuh Area Heatingg Coolingg Infiltration 3946 Btuh (ftZ) 2509 2509 Total latent equip. bad 7538 Btuh Volume (ft3) 20072 20072 Air changesmour Equiv. A 0.70 0.40 Total equiprnent bad 37791 Btuh (cfm) 234 134 Req. total capaaty at 0.70% SHR - 3.6 ton Heating Equipment Summary. Cooling Equipment Summary Make dNITROL Make JANFROL Trade Trade Efficiency 9.8 HSPF Efficiency 120 EER Healing input Sensible cooling 29050 Btuh Heating ou�xlt 0 Btuh @ 477 Latent cooling 12450. Btuh Heating temp rise 0 °F Total cooling 41500 Btuh Actual heating fan 1400 cfm Actual cooling fan 1400 cfm Heating air flow factor 0.039 dmBtuh Cooling air flow factor 0.048 cfiTMtuh Space tomostat Load sensible heat ratio 80 % - Boldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. VVr1ghtS(:3ft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 ACCta E:\Files\f\Fox & Jacobs 2002\2509\2509'.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D. Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 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 20072 ft3 x 0.0167 = 234 cfm 2. Winter infiltration bad 1.1 x 234 cfm x 32 °F Wr ter TD = 8243 Btuh 3. Winter infiltration HTM 8243 Btuh / 296 ft2 Total window = 27.8 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 20072 ft3 x 0.0167 = 134 cfm 2 Summer infiltration load 1.1 x 134 cfm x 18 °F SuTrnerTD = 2650 Btuh 3. Summer infiftation HTM 2650 Btuh / 296 ft2 Total Wndow = 9.0 Btulff and door area Procedure C - Latent Infiltration Gain - 0.68 x43 grAb moist.diff. x 134 cfm = 3946 Btuh Procedure D - Equipment Sizing Loads 1. Sensible Siang load Sensible ventilation load 1.1 x 75 cfm vent x 18 °F SummerTD = 1485 Btuh Sensible load for structure (Line 19) + 29386 Btuh Sum of ventilation and structure loads = 30871 Btuh Rating and temperature swing multiplier x 0.98 Equipment si7ing load - sensible = 30253 Btuh 2 Latent sing load Latent ventilation load 0.68 x . 75 cfm vent x 43 grAb moist.diff. = 2212 Btuh Internal loads = 230 Btuh x 6 people + 1380 Btuh Infiltiation bad from Procedure C + 3946 Btuh Equipment stung bad - latent _ 7538 Btuh 'Construction Quality is: a No. of Fireplaces is: 0 Boldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ° ,S Wr"IgUjtSOft Right -Suite Residential' 5.5.06 RSR26014 •MCP• E:\Files\f\Fox 8 Jacobs 2002\2509\2509.rsr i 2002-Apr-03 16:42:13 Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET; LAKE MARY, FL 32746-6206 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 FAMILY a n w a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 PDR NOOK/KITCHEN a n w a C n 0 d 1 1 90 1.0 1.0 11.0 3.2 54.4 10.0 0.0 b n W a C n 0 d 1 1 90 1.0 1.0 11.0 7.0 54.4 40.0 0.0 LDY DINILIVIFOY a n e a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 54.4 32.0 0.0 a n S a C n 0 d 1 1 90 1.0 1.0 11.0 5.2 30.4 32.0 0.0 MSTR. BR a n e C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 32.0 0.0 M.BTH/WIC BDRM2 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BDRM3 a n w C C n 0 d 1 1 90 1.0 1.0 1.0 5.2 54.4 16.0 0.0 BTH2 BDRM4/GAME RM a n e C C n 0 d 1 1 90 1.0. 1.0 5.0 5.2 54.4 32.0 0.0 a n e C C n 0 d 1 1 90 1.0 1.0 3.0 5.2 54.4 16.0 0.0 ^_ 2002-Apr-03 16:42:13 vvnghtS(:>- t Right -Suite Residential' 5.5.06 RSR26014 E:\Files\t\Fox & Jacobs 2002\2509\2509.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL.7th Ed. 1 Nanecfroom Entire House FM41LY PDf2 NOOKAQTCHEN 2 Lenghdeposedvar 323.0 ft 54.0 ft 4.0 ft 34.0 ft 3 Roan dmer oris 17.0 x 15.0 ft 4.0 x 8.0 ft 24.0 x 11.0 ft 4 Ceihx3s Condit. Option 8.0 hedlmd d 8.0 ft heakool 8.0 ft heatbcd 18.0 ft heatbool TYPE OF CST HTM Area Loaf @l h) Aroa Load (Btih) Area Load (Btiti) Ama Load W) EVOW E NO. Htg Cig (ft� Htg Clg (W) Htg Clg (ft') Htg Clg (ft) Htg Clg 5 Gow a 148 4. 21 968 '" 272 - "" - - 272 " ` E�Sed b 13C 3. 1. 32B 160 " - - 0 `"" vat and c 12C 2 .1. tm "" 0 "" "" 0 part�onss d 0. 0. "" 0 '"" 0 0 e 0. 0. "" 0 0 f 0. 0. "" 0 . " "" - 0 6 V*iJ3 sad a 1C 37. 218 8057 - 32 1183 " - 10 370 - glass doors b 8C 37. 1478 - 0 - - 40 1478 - "" Heatirg c 9C 38. - 0 "^ - 0 0 d 0. - 0 0 0 0 e 0. ' "" 0 "' 0 0 0 f0. "" ' " 0 0 ' 7 Voirbnsard North 0. "" 0 0 0 0 "" glass doors NEM 0. "" 0 0 0 0 Cooling EW 54. m 12291 32 1741 50 "" 2720 SESW 0. "" 0 0 "" 0 0 "" 0 South 30. 973 0 ' " 0 "" 0 Horz 0. "" 0 0 0 0 "" 0 8 Oherdoors a 11A 18. 12 717 484 18 340 229 0 0 b 11A 10. 12 0 0 0 0 0 0 c 0. 0. 0 0 0 0 0 9 Net a 148 4. Z 1 802 3696 1651 240 1106 494 0 222 1023 457 erpcaed b 13C 3. 1 310 977 363 142 447 165 32, 101 0 0 0 vats and c 12C 2 1. 1176 3387 2238 0 0 9 0 0 patitions d 0. 0. 0 0 0 0 0 0 e 0. 0. 0 0 0 0 0 0 f 0. 0. .0 0 0 0 0 0 10 Ceilings a 18G 1. 1. 1741 1838 2413 0 0 264 279 366 b 0. 0. 0 0 0 0 0 0 c 0. 0. 0 0 0 0 d 0. 0. 0 0 0 0 0 0 e 0. 0. 0 0 0 0 0 0 0 f 0. 0. 0 0 0 0 0 0 11 Floors a 22A 25. 0. 162 4199 0 54 1400 0 4 104 34 BB1 (Note: room b 19G 1. 0. 399 453 0 0 0 0 0 0 C 0. 0. 0 0 0 0 0 0 is dP dispe� d 0. 0. 0 0 0 0 0 for slab a 0. 0. 0 0 0 0 0 floors) f 0. 0. 0 0 0 0 0 12 Infiltration a 27. 9. 296 8243 2 5D 50 1392 448 50 1392 448 13 SLIADW bss=6+8_+11+12 3i116 • • 586B ,•» • • 27f •» 542i ,_• Less e�rnel hMM 0 ., . .» 0 Less transfer , • • ,• 0 «» 14 D 101 3306 "" 1tp/ 587 `* 1�/� -10 % 540 15 Tod loss =13+14 „« 363 0 - 64561...,, .. ..» .» 5 .. 16 InLgains: People@ 30D "'- 1800 4 - 1230 0 ` ApPL @ 120 - 1800 "`- 0 1 120 17 Subtot RSH g*F7+8.+12+16 "" 2714 4278 "" 5191 Less eternal cooling 0 " ' 0 "" " Less transfer "" 0 0 "" "" Cooling redstrilxfion 0 0 "" 18 Duct gain 10' 2071 1�/ "" 4� 1�/ 10% 51 19 Tohal RSH ga�-�17+18)'PLF 1.00 "" �i86 1.00. "" 4706 1.00 41 1.00 5710 27 .Air required (dim) "" 1400 1400 "" 249 224 "" 9 23J Printout certified by ACCA to meet all requiremaYs of Manual J 7th Ed. wr�gl itsOft Right -Suite Residential- 5.5.06 RSR26014 'gyp` E:1Files\f\Fox & 2002-Apr-03 16:42:13 Jacobs 2002\2509\2509.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MQNLWLJ 71hEd 1 Rayne ofroom LDY DINAN/FOY MSTRBR MBTHMC 2 LergdtdaxposedM 6.0 ft 64.0 ft 40.0 ft 30.0 ft 3 Poorn drnasors 16.0 x 6.0 ft 19.0 x 22.0 ft 21.0 x 19.0 ft 13.0 x 16.0 ft 4 Cep Corrdt Option 8.0 1 heatbcol 8.0 ft helbool 8.0 ft he@Vcool 8.0 ft hood TYPE OF CSi HTM Area Load (Bhh) Area Lars W) Area Load W) Area Load W) DPOWFE NSO Htg CIg W) Htg I (Dig (ft) Htg I CIg (ft) Htg CIg M Htg Clg 5 Gross a 148 41 21 4 376 - - 0 - - 0 " Bposed b 13C 3 1. "" "" 136 0 - - vat and - c 12C ZE 1. 0 ».. 3m - - 240 - - partitions d 0. 0. 0 0 - - 0 e 0. 0. "" "" 0 "" "" 0 f Of 0. 0 . « «» .«. «» 0 6 WrIansard a I 3 1 0"' 64 2365 32 1183 - 0 0 - glass doors b 8C 37. 0 - 0 0 `"" Haaing c 9C 38. 0«.. 0 „„ - 0 0 - d 0. "" 0 0 0 0 e 0. 0 0 0 0 f0.1 0 ... 0 .. ., 0 0 7 Wixbns and North 0. 0 0- 0 0 0 "'- gbssdoors NENW 01 C 0 0 - 0 0 "" C 0 Cooing ENV 54.z C"" 0 32 - 1741 32 - 1741 0 - 0 SE5W 0. 0 0- 1 0 0- 0- 0 SOL41 30. "" 0 32 - 973 0 - 0 '" Horz 0. "" 0 0- 0 0- 0 8 Otherdoors a 11A 18. 12 0 0 2) 378 255 0 0 0 b 11A 18. 12 0 0 0 0 0 c 0. 0. 0 0 0 0 0 0 0 9 Net a 14B 4. 21 4E 221 99 292 1346 601 0 0 1 0 0 0 e� b 13C 3.4 1 0 0 136 42B 159 0 0 0 0 0 Ads arcs c 12C 2 1.9 C 0 0 0 0 2BB 829 560 240 691 d 0. 0. 0 0 0 0 0 e 0. 0. 0 0 0 0 0 0 0 1partitions f 0. a 0 0 0 0 0 0 0 0 10 Ceilings a 16G 1. 1. 0 0 0 399 421 278 220 b 0. 0. 0 0 0 0 0 0 0 o: o:o� o 0 0 d 0 0 0 0 0 0 e 0.0 0 0 0 0 1 0 0 0 0 0 f Of 0. 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25. Of E 156 0 64 1699 0 0 C 0 0 (Nola: room b 19S 1. 0. 0 0 0 399 453C 0 0 0 pairrleter c 0.0 0. 0 0 C 0 0 0C 0 0 0 is displ. d 0. 0. 0 0 q 0 0 0 0 0 for slab a 0. O.0 0 0 0 0 U C 0 0 floors) f O.0 0. 0 0 0 0 0 0 0 0 12 Infiltration a Z7.8 9.0 q 0 01 84 2339 7S2 32 891 286 0 0 13 SLbbtal bss=6+8_+11+12 377 - - 8515 - 3778 - 911 Less exlerr>al he@" 0 - , . C , , - 0 Less hardbr . , - ,, - - 0 .. Heating r�rrtion » . ,.» .1d/ . « » . - 0 ... 14 Dud loss 10' - 852 - 1R/ 10°/ 91 15 Total Toss =13+14 " ' 414 - - 936 - 4156 "" 1002 " 16 Int. gains: People @ 300 C- 0 1 300 1 -30C 0 " 1200 1 - 600 0 "" 0 0 " 17 SrbfU RSH gaiF7+g�_+12++16 "" 699 4781 - 755 Less ejemal cook-g 0 .. 0 - ., Less transfer 0 - 0 '^ - Cooling redistribution , » «,• 0 - 0 • „ • •, 18 Duct gain 10' - 70 10'/ 478 1(P/ " 10°/ : 19 Total RSH ga"17+18)'PLF 1.00 769 1.00 5259 .00 ' " 1.00 83D 2) Air required (dn) "" 16 37 361 251 16DI 1 - Printout ceflied by ACCA to meet all requirements of Manual J 7th Ed. wr�ghCsolFt Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 'p E:\Files\f\Fox d Jacobs 2002\2509\2509.rsr Page 2 RIGHT-J WORKSHEET Entire House k DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL I f1h t zd 1 Name of mom BDRIv12 BDRM3 BTHQ BDFW4GAh E RM 2 i4Ce La* demdrnw wal 15.0 ft 28.0 ft 6.0 ft 420 ft 3 Roaa Bons 15.0 x 17.0 ft 13.0 x 15.0 ft 16.0 x 6.0 it 18.0 x 18.0 ft iings CordL Option 8.0 h.V d 8.0 ft heAbod 8.0 ft heaNmd 8.0 ft hadkcol TYPE CF CST HTM Area Lod (Bhh) Area Load (Bhh) Area Loci (Btth) Area Load (Btri1) , E)POSURE ND. Htg Clg M Htg Clg (its Htg C19 (111) Htg Clg (f?) Htg Clg 5 Gross a 14B 4.E 21 C"" "" 0 '"C 0 Exi:cwed b 13C 3 1 ..» 0 « . ..» . » « , 0 walls and c 12C ZE ioE 123 '" 74 4E"" 336 pat tom d OX 0. «„ «« 0 ..» ... «» .... 0 e 0. 01 C„« «» 0 «.. «» «« 0 »» f0 1 0. .» .. ..» ,,, «.. 0 »» 6 Wrdarsand a 1C 37: 1 591 16 591 - 48 1774 - glass doors b 8C 37. . "" 0 - 0 0 0 _ Heating c 9C W 0 "" 0 "" 0- 0 d 0. () "" 0 "" 0 0 0 e 0. 0 0 0 f 0. 0 0 0 7 Wrd3Asad North 0. 0 0 0 0 C0 '" glass doors NEMW Of C- 0 ' () "" 0 0 0 "" Cooing F1W 54. 1 - 870 16 ""' 870 0"" 48 a SBSW Of 0 0 "" 0 0C 0 "" South 30. 0 0 0 00 Horz 0. "" 0 0 "" 0 00 "" 8 Other doors a 111 18. 12 0 0 0 0 0 0 0 01 b 11A 18. 12 0 0 0 0 0 0 0 c 0. 0. 0 0 C 0 0 0 0 9 Net a 14B 4.E 21 0 0 0 C 0 0 0 0 0 eposed b 13C 3 1 0 0 C 0 0 0 0 0 Ovals and c 12C 2 1. 10 300 272 238 599 401 48 138 2� 829 560 patbons d 0: 0. d 0 0 0 0 0 0 01 0 e 0. of C0 0 0 0 0 0 0 0 f 0. OX C 0 0 0 00 0 0 0 10 Ceilings a 16G 1. 1. 255 269 353 195 216 210 96 101 133 324 342449 b 0. 0. 0 0 0 0 0 0 0 c 0. 0. 0 0 0 0 0 0 d 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 11 Floors a 22A 25. 0. 0 0. 0 0 0 0 0 0 (Note: room b 19G 1. 0. 0 0 0 0 0 0 pairs c 0. 0. 0 0 0 01 0 0 0 is displ. d 0. 0. 0 0 C 01 0 0 0 0 forslab a 0. 0. 0 0 0 0 0 0 floors) f 0. 0. 0 0 0 0 0 0 0 12 Infiltration a 27. 9. 16 4461 143 161 446 143 0 0 C 48 1337 430 13 Subdtal bss=6+8_+11+12 1606 1842 "" 240 "" 42ffi Less eder d heating ""0 C"" '•"0 0 Less trarsfer .» 0 «« .. ..» »» 0 , . 0 Heating redistribution 0»« «» .,« »« 0 • ,• 0 »« 14 Duct loss 10' 161 10'/ 184 "" 10/ 24 10% 0 15 Talal loss =13+14 1765 "" 2251 2641 4711 16 Int. gaits: people @ 330 C0 0 0 0 "C 0 Appl.1200 0 0 "" 0 0 0" 17 Sr t RSH yai�7+8 +12@ 6 '" 1569 1698 ZE 4050 Less edard c ooi,g »« «» 0 «» 0 ,. » . « . »» Less trarder . () 0 "" Cooling redistribution 0 , ,• «« 0 ••». , • « . «« 18 Duct gain 10° 157 10Y 169 1(y/ z 10 19 .Total RSH g4)=(17+18)1P1_F 1 1125 1.00 1857 1.00 249 1.00 "" 44x 23 Air required (din) I 82A0 "" 88 1 1 181 21 i Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr�ghtsoirt Right -Suite ResidentialTM 5.5.06 RSR26014 2002-Apr-03 16:42:13 �� E:\Files\f\Fox &Jacobs 2002\250912509.rsr . Page 3 J 4 3 2 �-+ is INTNUWMTC STALi ron r Wide OOOL REVISIONS I AANoAO CUR[nu+[ oo�,KLyi " "°f) REV. NO. ZONE: DATE: ECN NO. APPVO: DESCRIPTION atntN+L sse ows oR ter A 1 82 I1/00 - MWW OTY (1) WAS (2) POR TRACK BOLT i J, S Una" ` WN. C[WSMCs AnAcllep TO OOOR woml& TAL TRACK fU► ) PpPT W fM ooa KPAWR (TO sun r4,"ODtTOA Y UN LRI�•.o0 fY]K,t MCP 1' ,7 4 W. ]I[CL rLAO iRANtQ, J 7) s/II VATH I, 6/ST WOW Q WOW (AAC sCM9t]. LISTED C AVAu1At K AM OPIKMI s V' epw •� yyBaOIN Swit) TY/. RACK V,3 a. CAW. OC. TRACK eRAGKCT, �.I ivo Poert todKPa (•) TRACK ePAOKQt PER soe, �. • n I- � REPORT#9606C �" T wWo301RK C , ., 7 . 20 ra u-ain C al�rt eRoSA 3'°"tl tDw 11D°uD �Psoc •3- f K tla, eM) IIw]/e' slut wQ.� fo"a] PO Ij yLtfs A OPTICW1 OVTWC KC= LOCK omnow IMK DOOR W TH A, .,erg n�.nn.� T A'.7 �• • 3'..wr,r '•' pp0Kpf1pTR]Iy PTO 7'- ' NICw COwsstff M A) itCO,ffWN_f ((fwoWw))FRONT iR" W"h1 u.v, WASNR WT JIP[0, W 'SCACW4 WY et MANTIM-A OOOIIi OKl1 7'-OQIeGI COw71iT O/ (f� SCGROMS (NOT i1gWN). OpLTtRO ON ourwe SUIVAO[ (1UT NOTaOIAYD) ro /WOAOC A 9W6M IA7u W 3T0P MOULDING BY Ow "VAIM (TO SUM SLKtlACL wONlOMAI Ju18f 00 IK1T TRANS/U LAVO. 2a4 YELLOW ►Wt A" 30 UK W. rm 010 STut -I - 3' iNICK 1/s AOR K UOi[ �L 30 G "v- Sim, wrm m MOLDCo ws1Oe •r-716H -"-9 r" dt aRAatTi �Ai o+mv10]riW 7 "4sm" 26 OA wM, fK0. U1L Krpm A /+//• PAN MLLO SCPLIV WITH oweS/te'e,o//s�-' tAoSCRCWSKM, GGTtO vIM 0-AO uw. (,0 fORCW4 Ot uD Sul il. (C••f0 TRAO3t af=' ) CA 34 CCKiO1 (LOGO :P4 WII. CO S 011 *Mo PWSIIN 1/A-w TAPCON score] 1 17-, 3CDITSRs ODO NC PCR ROLLN) S W LATCH CNGOSS P1E CpwCq� WASHER WLIUOLD wrmIGw. 12 ew 4W, SRCL TO► 1LCRO•Rs SI:M NICwsIK, t' O,A Mw. WASIICP PCWNCD3• "V. STM TRACK IAftDIfD WII11 TIPCOKf• IIICNOM IY,Y CI AVUNfOtSUWf CA GLCR.Z� i14wCACH S" OT 000A. (OUT KOT KOWI[0) TOPPOYn(A PW]w TPMJC AnY X1A�a/eWCQ M 1IdP13pNTM. Je.e4 00IK1T -rN11tWa LIP JOWL CatW], TPA M NL0. ,11/ TWOT1�•WT Ww+RisGLLW] PCR e7o wtoL twlsloe KnedNANOLL ewo rw, to eAu steel PoutR. 1♦ GA OALV. ]TCLL e]TNOO slut ,.,.,..yam MARK WMEARCLD, P.C. HIM IN7rjLPBLE�"rM_LY —•� r onnw yM mo -Rcup- P.L %SSe73 wla TO ')i wsa It au 3' TALL U.WI J (A) I ♦t e• SW so w oAav, arced w vino ,P" w TNC oeseN a nu sw►ootwa srTtueTunAL eLouNn DESIGN LOADS: +I4.0 PSP de -2+,5 PSF WIN. YeGA STRCM 30 K31 y, WTiwe EACH $uK: I�11lc Me vt]rowalenrn aI Twc Mlp�asawa a TEST LOADS: +34,0 PSP do -37.0 PSP 7; HAM" OF 0001E atal0 fYN itle 9ullooa oo siRVCR1RL AKo w ACCORONICC 7- TALL . 20 CA OA.V. SiC0. U-awSt e40 SLIOC BOLT - WIM dLMR3M sLMtDPq eoDtl NR ML tG,De LpfW ON aAM,em Aee " ru[ •1•. I W A 3-,-2-, PATfellw (1 P, Tq U-Wq snit LDCK 044M TITS OMWWO. A AMC w (ucuA PART NO,, - ^ ,(7 1-1/S' ON BOTTOM 7eDIgN, oNC'u-aa OR NEXT WTO YCFMI L. - A A-OHOrtOK OJ. rADN U-wL ATTA04W TRAM ONC Hot= Unless slaw Othen40 7:1 S:SWtICo7T- wMYAPhNO V" Lock W cww.�vo wW^Mw -1 DK 1s12 2L c LOCATKKL v 4DIAY M11d 0� S CO TOLERANCES w. IDEAL,�,•�row'�' wYOwr.Iw3W���� li I-SI} 62-J919 ,00 • #.013 -Z IMMOM A -A nlnc M7w, y� aW.A K. nN..o wnl Prw. M OESCRIPTION: MOM 6RST W♦ 16-0 K. E-0: N/• 2+.s DESIGN LOAD P...w Vw Wru.. wq r.wN M 000 . #,003 13 " CAY. ]RCL BOnON sMCKQ. C - s.sWb M vry «wed.. eM •0000 #.00t DRAWN BY: -BMM DATE; 4/16/00 SCALE: NTS OWC. AnACNLG WIM (2) /Iw3/9' WCtf YQAL SCRM3 Ww. •..IOM VrM aw. R ALUMINUM cm wW r%W DPgrooe ' # t/T CHECKED 9Y: Mww' GATE: 4/16/00 SKEET 1 OF I SIZE L J MOM WCArAFAMV. % Third Mgl0 + - UnMss slotod OthenMse PtoJwtien owtNstOPIs ARC w w.4a. OWG. NO.: 102136 REV, NO, 1 cv 0 i a., A9QE1 OESICNATION: Thorma-Tru In -Swing Door Wood %forces System UAXWUM a 4t NOMINAL• Single up to 3'4 x, 8'0 w/wa side0es ` Double up to 8'4 x 8'0 w/w0 sidoR!es USAR! CONFMURAT10NSt X. OX, X0, OXO, A OXXO NMAL nES.RIB P�oN. The hood and side jambs are lim9efjolnt Pins measuring a min. 4-9/16' with a i/2' rabbeted stop. ,uses ! . ... 3/16' TAPCON r&E ANCHOR Ne�iita . . 1 x 2 AwwNtr ti C E .. a�i CIA a yy / 6 r 2-1/2• . .. 1mt ws .. L� o V. ` •�! ,e:AO JAMB I Y { '... 2X tVCX 2 RRRfNf' 4 '• .A W. nESIGN PRESSURE RATING: Single Positive.67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF Double w/wo Sidefftes Positive 47.0 PSF Negative 47.0 PSF MAX la' O.C. 3/18' TAPCON TYPE ANCHOR ELCO TAPCON Of' EQUAL . 1/2' DRYWALL 1,2fIR 4 MASONRY 1JNifL -1 !� LXIEBIRI 3/16' TAPCON (S" mte 2) MUD JAMB _ u TD rx sue —auto I/2' DRYWALL IX HNCK INTMOR T I x 2 FIRR.A 3 jr c :R .. (233 LB. SHEAR RATING) 3/fe' rAPCON N I s J ($N oats 2) '. a s 2-1/2' ;• •w f . J ��:•� PFH INS A Jif• Y 1 N �• - ErmtIOR _ n 3 MAX. L:. 'L x 4 -• E I .,. • TYn ANCHOR • A, 7 je .3' •: �:.. SHIM SPACE •. IMIN. I /'j1 VFRTN:�L $70t: IAMB A f •t 1'r Dr W •' j e 9f-•� , .:: UK — on I This system has boon evaluated for use in locations cohering to the Florida Building Code tyOTF. ye n9 9 4 JAMB and when pressure requirements as determined by ASCE 7 Minimum Design Loods for Buildings and Other Structures do not exceed the design g proiiUn ratings listed herein. 2. For installations where the sub -buck is loss than 1-1/2' (FBC section 1707.4.4 Anchorage Methods and sub -sections 1707.4.4.1 and 1707.4,41) Topcon type concrete anchors must be used and the ' - length must be such that a minimum 1-1/4' engagsnent of the Topcon into the masonry wall Is obtained. at3.684.3831 DATE 4/3/02 SCA L• N.T.S. M. BY: W.L.N. CW. BY: R.W. DRAWING NO.: . T-02201 %4M7 1 Or 1 t JYOM DESIONATION, - Thermo—Tru Out —Swing Door Wood Promos System •'EN -=N.PRESSURE RATING: MAXWUM OVER!_L NOL41 .t 12 • Single up to 5'4 x 8'O w/wo sidel'tes J MAX 18. O.C. g sin Is Positive 67.0 PSF Negative 67.0 PiF Double up to 8'4 x 8'0 ./.o sWelitea a •. Single with Sldelites Positive 60.0 PSF Negative 60.0 PiF usnly COS: JouDls w/wo Sidalites Positive47.0 PSF Negative 47.0 PSF NFIGURATIONX. OX, X0, OXO, XX, OXXO SSQ RM DESCRIPTION: The hood and side Jambs are Onterloint pine measuring o min. 4-9/16' with a 1/2' robb*ted stop. , . • d MASONRY UNM MASONRY UMEL 1 x 2 FIRRiNC It rl•Sv /rORYwAIl J/its' TAPCON TYPE ANCHOR COMB n ` 1.9t PFH 1t HFAD JAMB ED Ud-IJUUK e y .., g, j•f:•?,� ji.. 25' MAX. SHW SPACE I r• EXTFRIOR r T": �• /8 x 2-1/2— PFH wS 1 1/i.' MIN. EMB. 2 MAx 18, O.C. 3/16• TAPCON TYPE ANCHOR ELCO TAPCON OR EQUAL (235 LB. SHEAR EATING) 9N� 2 SHIM SPACE EWER J/16' TAPCON J TYPE ANCHOR HEM ,LIMB 70 iX SUB —BUCK 1 x 2 1IRRWG DRnALL VIV 14PCON 'YPE AhCIOR IX 8UC< J �u .2s• MAx. .,.: •.., SHIM SPACE .' 1.25' Mur, LIM E 3/16' 7APCON `, •j TYPE ANCHOR , N IMTMOR 1 C—SfNK_r �1 x L PRRING DRYWALL VERTICAL SIDE 44148 IX BUCK SUB —BUCK INTERIOR 1 x 2 FIRRING 1. This system has been ewluoted for use in loeotiont adhering to the Florida Building Code , .15MIN.' S and where pressure requirements as determineo by ASCE 7 Minimum Design Loads for Buildings ` ..` >•,:'', , C—SINK ORYWr L.L - lj,S?., 21 B and Other Structures do not exceed the design pressure ratings listed herein. T VERTICAL SIDE JAMB 2. For installations where the sub —buck Is loss than 1-1/2' (FBC section 1707.4.4 Anchorage Methods .:;i';:;:.�•., . •.. TO 2X SUB —BUCK - and dub—seclions 1707.4.4.1 and 1707,4.4.2) Topton type concrete anchors must be used and the length must be such that o minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained. 3. When using a IX sub —buck a 6-9/16• jamb is required to allow for min. edge spacing for Topton typo anchors. •t ir, � � Yp�,j,kc� r 1 W co �Oco O ZO r. h W OZ8 b d yy mb No CONJULTANI6,a 111G 513.684.3831 DATE: 4/3/02 SCALE: N.T.S. DWG. Or. W.L.N. CALK. BY: R.W. ORAWING NO.: T-02203 aNQ7 1 p t alonD�nC, ,NeTON::. Thermo-Tru In -Swing / Ott -Swing Door Wood Frames System MAi1IMUt'OV RAI NOAd" SIZ Single up to V4 x 8'0 :Iwo sidelites Double up to 8'4 x 8'0'v./wo sidelites ' kjdRLE CONFIGURATIONS: X. OX, X0, OXO, XX, OXXD . PENERAL DESCRIPTION: The hoodand side jambs nrel}lingerjoint pine measuring a min. 4-9/le' with a 1/2' robbotod stop. i DOUBLE 2X HEADER 'r• _THM . t/t Dlrnsul s4�r'•st z: NE490t b I a I I • SINGLE DOOR k 2X STUD / 2X JACK STUD a x t-1 /a• PrN ws ' +� VTU .IS• LAN. . — . C-SAW SHEATH" zs• LAx. SHIM SPACE VERTICAL SM JALe 1.13• WN ELM DESIGN PRESSURE RATING: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF Doublt w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF 1-" 14- TTF.-i �I -�-i SINGLF OR DOUB F DMR���IDD lIBIE: This system has been evaluated for use in locations adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildia;s and Other Structures do not exceed the design pressure ratings listed herein. 46 w O to Oro zo o M h Q. N � n � N 4 v e m a ��m n Lp In W cpa p Ln tt�t 3 U C U O 7a. 2SVil 3 Z 813.684.m31 DATE: 4/3/02 SCALE X.T.S. DWG. 4Y: W.L.X. CHI. Or. RW. DRAWING N0: T-02202 eta I or I r _l THERMA oTRU® iwm ctASSIC'PSMOOTH STAR' INSIYM 64 SWOLE AND DOLAXE W/6 W/0UTSIOELRES. INSULATED FIBERGLASS DOOR MTH WOOD FRAMES. 1. THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 7994 EDITION FOR A1LAMI-DARE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. J. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE I- S. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MIAMI—OADE COUNTY 6. MIAMI—OADE APPROVED IMPACT RESISTANT SHUTTERS RED FOR SIDFLITES ONLY. 7. SIDEUTES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFlCURATION. Face sheets: Fibergloss avg. min. yield strength Fy(rnin.1;6,000 psi rnooth5tar — 0.070' minimum skin thickness FiberClassic — 0.110' minimum skin thickness Core design: Polyurethone foam core. withl:9 lbs. density by BASF. k[YGGpDi The ppoorq�el in is constnrcted from a 0.070' thk. Wwt nog crompound (SMC). The interior cavity is filled with 1.9 Ibs. density BASF polyurethane loom. The ponef face sheets are glued to the wood sees�d foils. Thy `11 latch stile s reinforced rrlh o woad Eck block measuring 2.375 x 14.0 long at the stri a ord deodbclt kxat on The h nge atde is Finger Wnted Pine and the top and boNom rot are of o wood composite matedoL In the double door application the inodhe door is fitted with on extnided aluminum astragal (Wind Jorrber 6) of 6063—T6 alloy. from is constructed from fi jointed ppne. The rs Jam the s=�orIbs wilh (3) 169a. 1/"crown x 2" long stopiea of each side. The rtlullions are secixed together in a side6te application utlrq /8 x 2' long PFH Wood Screws (6) screws per each mulran. The units use on Inswing Saddle threshold measuring 5.75' x 1.W7.. $n 1' I The sidWd ponets onr sondwch giozed uwg Q two Pece qP f rome. yy ore dry) glazed on the exterior .dh an 1 8 thk. cdlulor toga ar a�rlh aSt/811 Tap f caulked long with . � Re fromes are held TABLE OF CONTENTS DESCRIPTION TYPICAL ELEVATIONS & GENERAL NOTES VERTICAL CROSS SECTIONS HORIZONTAL CROSS SECTIONS R4TMIZONTAL CROSS SECTIONS & NOTESANCHO G LOCA IONS& AILS ANCH RING LOCATIONS & GLAZING DETAILSUNIT COMPONENTS BILL OF MATERIALS & UNIT COMPONENTS 37.5' MAX. OVERALL WIDTH 36" MAX: PANEL WIDTH x ca w 3-rx W x a � ..J Or d J B O J ° �® � a to � ry N L m swn 1' WSWING_ UNR 74.5' MAX. OVERALL FRAME WIDTH 36.625' MAX. PANEL WIDTH W ASTRAGAL x ca X x w 0 a it ro DESIGN PRESSURE RATING UNIT TYPE RE DIRE ENT AT"IS I NOT NEEDED SINGLE + 67.0 PSF — 67.0 PSF DOUBLE + 55.0 PSF — 55.0 PSF WITH SID LIT S + 55.0 PSF — 55.0 PSF 105.5' MAX. OVERA 36.625" MAX. rPANEL WIDTH W/ASTRAGAL FRAME WIDTH 15 5 MAX. FRAME WIDTH 13.75" MAX. WIDTH ® 7.125' MAX. D.L.O. WIDTH .MODELS 68.5' MAX. OVERALL WIDTH ALL VIEWED 36" MAX. 15.5' MAX. FROM INTERIOR PANEL WIDTH FRAME WIDTH 13.75" MAX. WIDTH Tfho, I�A! ]F—co co7.125' MAX. = D.L.O. WIDTH w : o � 1 Fil F11 147 1111 M.-I 1 0 15. o> 00 QZO� Jr 0 LO 3Q00 ^ �I �00 a y X9 i u, � Z � s Ev 513.654.3831 CEMMAL J'Z' JL O ` . 0a eL4 sanr... N.T.S. as er: TJH M A cHx. wr: RW NUFACTU M. N Offs Mi ASTER :F -firo. — EXTERKM 1.68' MIN. PANEL TW. 1. �'v DOOR PANEL INTERIOR a 9 D .. W •D .. U) D.: .. 2s z a'. 42 Y az N nI33 O d'po 43 � 34 �.op. . 0 o• SEE NOTE 5 SHT. 4 2 41 = w NOTE 1 SH7. 4 .5" MIN. a GLASS THK. cr o J>Y�6143 FXTERIO � `O o o 25 O in 1 ! FOAM GASKET do In N SILICONE CAP BEAD p¢ .a..o 6 n C Q 1.68' MIN. PANEL THK. 40 p n• �: �xe _ F N D 00 NOD 2 I S�O� Lu N �OWO 43�� W00 :i Iro~selTNo 813.884.3831 ME. 08110191, suu:1/2" 1' . owc. er: 7JH !�/jj�� 1t}1 cMc ar: RW i 44 in, IQ o �+`� � 110 NW 5-2151 sum 2 a 8 lot 24 8 XT RIOR 7 QLJ SEE NOTE 2 SHT. 4 F N O OD 27 O 00 6 (LL 0 2 O INACTIVE ACTIVE zn a to �OWco a ]C w ASTRAGAL RETAINER 31 1 aoZ — d BOLT 8.0" LG. TOP 22 �o & BOTTOM (2) BOLTS INTERIOR m xz z AT TOP & (2) AT 80TfOM 18 SEE NOTE 6 1HORIZONTAI CROSS SECTION SHT. 4 FOAM GASKET do SILICONE CAP BEAD NV) 3 O ASTRAGAL 43 SEE NOTE 5 SHT. 4 34 p— oo Cu =o 1 7 8 43 33 JO 25 10 � 1.IS' MIN. EXTERIOB EMB. EXTERIO o •p• : o fN �.25- MAX. SHIM FOAM GASKET do o . o; -o ,+, — : o` o O'a` . b::0 • .15" MIN. C—SINK SILICONE CAP BEAD _ 'O "' e • o a .: o' ,.. Y 2 N o • �; EE NOTE34 INTERIO R Z Y 36 H y 43 5 SHT. 4 33 4 Z� S cc 25 o� w 41 O `' 1 26 9 6 10 29 '4 ' o S NOTE 1 w ° 37 SHT. 4 a 13 . • .. O.' . o. — a SEE NOTE 7 SHT. 4 .. 2 rROSS SECTION O 3 O HINGE JAMB TO SIDELITE Z • 00 Q Y �BUILgNO •. 2 � C0NSULTANIL. INC w ' • a Z Y � y 841.38301 36 29 41 i.',1JLliJ��i1 CENTRAL1iL U oa6c103.88 1 fi6 1 WTERIO16 B 35 SE NOTE SHT. 4 'CTlL/Jilll� R 1V � �8 uac.er. RW 3 CRO,cc cECTIDN 1\ ItA �llV11.1'i / Bg�w-lc No-- L (% 5-2151 3 o SIDELITE TO BUCK _ sN 3 a 8 �•!• 13 V cl�mw .25' MAX. SHIM SPACE HO Z411IAL .R0 SE�IIQb 4 LATCH JAMB TO BUCK, NOTES: 1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.57, 16.5 , 27.5", 38.375. 49.375' & 60.375'. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' IN FROM EACH CORNER. 2. SPACING FOR REM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1. 37, 5'. 18.25. 40.5', 59.25. 74.25 76.25' & 78.25'. 3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH (3) 16GA. x 112' CROWN x 2" STAPLES AT BOTH SIDE. 4. THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH (2) 16GA : x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.5, 31'. 48.5' 66'. THERE ARE (2) AT THE HEADER AT 4- IN FROM THE OUTSIDE CORNERS OF THE FRAME THERE ARE (2) AT THE SILL, 4' IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR REM NO. 43 (18 x 2' SCREW) SECURING THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- O.C. 7 N ATTACHING NO12 (/ 10 Nx 2 T O THE JAWS AND THE K SCREW). WHEN ATTACHING USEITEM THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE REM NO. 37 (110 x 1 314' SCREW). Z ][ ,Z �a FOAM GASKET do SILICONE CAP BEAD 1.10 MIN. EMBED. 15" MIN. C—SINK I 1i 2 �tiT.! f`anSC SECTION 4 HINGE JAMB TO BUCK, 21 SEE NOTE 35 6 SHT. 4 43 EKIE m SEE NOTE 5 SHT. 4 Q....� .: z 36 110 29 13 41 wZ 3 SEE NOTE 1 ^ a SHT. 4 31 INTERIOR 3 H I jM 1\1 \4 t ® STRIKE (JAMB TOKLLSIO/ELRE X/ C,, Ht,IE)Li'. 1li1,. J M Te! e W O> 13 �• N C) ca LL7 U-) • •17 � 0 C) 0016 0 d •. • 12 8 0,o 10 SEE NOTE 7 SHT. 4 ;n U MAX. SHIM SPACE 09 bO JZ �z N� �U sima4.3831 BY: Ti By, RN we wo.: S-2151 4 of- SEE NOTE 3 SHT. 4 SEE DETAIL "F' SHT. 5 6' 6, 6' 3' � ' � � sir • �� � SEE NOTE 6 SHT. 4 SEE DETAIL 13 - 'G' SHT. 5, TYP. SEE DETAIL SHT. 5 SEE NOTE — TYR 6 SHT. 4 6' V 'I E NOTE F"� .3 SHT. 4 0 n i y 13 �CL M'' J wH c' a N n � � — — SEE DETAIL t3 SEE NOTE N 'H' SHT. 5 .D. a SHTTYP.. 4 — 13 — .D. _ SEE DETAIL -C' 'C' Tom•_ 'G' SHT. 5 0 14 t 4 TYP. I — 3' --i 6 6 3 3' i-� --i i' 3" 6' 6' --i --i 6' f. to 3' 3' 3' 6' 6' 6. ® tTRAL FLOR " A B- 0- l-Fo SINGLE DOOR DOUBL DOOR W SI MANUFACTURERN 8 r, , /- MASTER IFH.' 4 ! - A d.357' BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW 12 10 0 13 0 0 •� '' 13 10 0 10 DETAIL "F" DETAIL ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL"£" STRIKE PLATE TO FEE DETAIL "G' AT THE THRESHOLD SEE DETAIL E" SHT. 5 N ~ 1 \— SEE NOTE '0 4 SHT. 4 �T a V w BUILDING 613.684.3831 E. 08 10 01 u: N.T.S. TJH L er: RW W ANG NO.: S-2151 2r 5 or 8 CENTRAL AL ��l'.�._�..:11�+•+'� 31J�° V.l'o �o �U Y,,ANUFAC TUR N,Al�'E o SEE DETAIL 'F- SHT. 5 6' 3" i� 6. 3" 6. 3. 36" 63. B` 3" _ I I ITT I I I 13 —_ SEE NOTE — - 13 = Typ. 3 SHT. 4 SEE NOTE SEE NOTE ire Typ• SEE DETAIL 3. SHT. 4 6 SHT. 4 N 'F' SHT. 5 - � N � V TYP.SEE DETAIL — — G" SHT. 5 SEE DETAIL _SEE DETAIL SEE DETAIL TYP. 9 'J• 'E" SHT. 5 rN' 'E' SHT. 5 SHT. 5 �. Ln _ TYP. TYP. J' SEE DETAIL •K' .M. 'K' TTP r 'M' SEE NOTE "G" SHT. 5 14 14 14 _ 4 SHT. 4 _ TYR 14 TYP. h-- 6' 3, 6. 6. 6' 3' 3' nouRLE DOOR SINGLE DOOR W/SIDELITFS 453" GLASS 1 BITE BETE EX7ERIQB 25 1/8" TEMPERED CLASS Q• .25' AIR �Q SPACE 0.00:,Z 1_� j 1/8- TEMPERED INTERIQZ y GLASS 36 �OTE 1 25" STEEL INTERCEPT SHT. 4 5' INSULATED CLASS W/ TCu IITF FRAM A71NG DETAIL SPACER .463 CLASS 33 7 32 EXTERIOR 25 1/8" TEMPERED 40 GLASS 0" 0. .25' AIR Q o 0 '0 ••. SPACE 0. �C Z 1/8' TEMPERED GLASS JSL48 36 41 SEE NOTE Y1 w 6 1 SHT. 4 a .25" STEEL INTERCEPT 5' INSULATED La75 LI7E FRAME CLASS_}YL GLAZING DETAIL SPACER "M SEE NOTE i 4 SHT. 4 813.884.3831 c 08 10 0 ar N.T.S. w er TJH c er RW amc NO.: S-2151 xr 6 OF 8 4.563' 1.063' F�- r n IN ,� 2 2 9 3 WOOD FRAME FINGER JOINTED PONDEROSA PINE 1.92" 1.734" tC a kn 28 INSWING DOOR BOTTOM SWEEP EXTRUDED VI(�, .O80c J� 1 A(eY. %35 W&L MIN, ILL .097' 4 x 4 STEEL DOOR HINCE %n f--1.077•-j �° c nEL IIT_F TOP k BOTTOM RAIL morm .InINTFI) PONDEROSA PINE u 91 O 101 I I .1r, 1 V Ir yuL./ JX - - - -- — 1.845' — r- — 1.284- —� o, T— �---1.531 FG TOP RAIL WOOD COMPOSITE �— 1.077"--�{ T- �.--1.531 cfnn rrr al ANK SIDF STILE 36 FINGER JOINTED PONDEROSA PINE 1.264" - r • T T rn N ^. n FC, I erru SIDE STILF COMPOSITE " .526' 2.713' /clom as1' a;&Uaill al "I ; r r-1.255" --I • T7` N• {►--1.531 " --i O4 FP WOOD HINGE SIDE STILE 5.75" T {1 In ci n co �$ i--1.531 FC, BOTTOM RAIL in 1 F lrnJLISTING SADDLE THRESHOLD 7 9 WOOD COMPOSITE aLUMINUMNINY .045" WALL ALUM. .080" THK. WALL VINYL TYP. F� -- 1.531 " L 1 O� G5, BOTTOM RAIL R 11 W000 COMPOSITE u? O oNp S v.) Z 1+ ) ll-) MOWo �Oj0 ' 3g� ul00 a U_ �i R 0 U z �-- 2.375"� 1 �1^ a LMoeo. T 30 WOOp OL CK BLOCK FINGER JOINTED PONDEROSA PINE corau�Texrs, eac ✓tl� 813.684.3831 war 08 10 01 wut N.T.S or TJH aK. RW RW No S-2151 s+¢r 7 a 8 dam nFscpfpTION I VWT9TAr= 5KW.079-. WUMM IM n8ERCLASSIC DOOR SKW.110'MIN. rw FIBERGLASS BY MW-TRU Oh yield *wqth Fy(610-6,000 Psi FIBERGLASS — 2 Fr- Top RAIL fimr x .94- DOW-TRU M comWff-L -WOOD -coe22-T- - 3 Fr. LAMN STU WW-m, ww C%F= 1431' x 120-1 wn C%FosfTE --- -4 s 6 It tOa STILE MM-TRU, PONDEROSA PEE 1.531- x 1209-) Fr, am PAIL (1.531* x 125HMIA-M 10000 CXOQW� POLYURETHANE FOAM (BASF. 1.9lbs. DENSITY)- WOOD �wwow�- FOAM 7 SHORT REACH CLAWPRESSW M-- W-TRU ) FOAM EA= (THEW-111W LONG REACH COMPRESSON WEATHEI15W FOAM --WE—EL— 9 4' x 4- HINGE .097' THK. (THERMA-TRU�.— io ijo x 314- k. PFH w= SMW OfnLo FrameME— I I S& 8M K 1331 r 9I IRM-W IM 12 110 x 2" LG. PFH WOOD SCREW ST L 13 48 x 2 112- LG. PFH WOOD SCREW 9STFEL -- 14 16TAPrQN ANCHOR (EICU -2.0- MI " STEEL is SIDELffE BOTTOM BOOT .090 EXTRUDED VINYL �NYL� 16 2x INNER W000 SUCK woo 17 MAX. 114- SHIM MATERIAL WOOD IS 19 KWIKSET TTTAN 700 SERIES PASSAGE LOCK SaF AWON PON SME MRMW — ::AL:UM:=.0D 4_W- x 125- HEADER (THERW-1111J. FWLI - WOOD 21 4-W- x 1.25- SIM JW f ItCW-fmJ- xRxwwK7 --Yop-- 22 4-W- x 1.25- PONDOW PVIE Y ---QQD-- KWIKSAN 700 SERIES DEARS LT 24 25 ASTRAGAL WIER II WKr>Bj (.052 WALL IGLAZING. 112' INSULATED TEMPERED GLA55 �60 �3-T GLASS 6 1 SS. RICE STILE ?QSA FWI. I x 1�1- ------- WOOD 27 28j;R% 29 8 x ILG. SHEET METAL SCREW- ODOR MfV SWEEP -- 1 J/8- WYE STEEL %NFL- WOOD 30 -31 IFCISS W= LOCK BM 2375'x 1.515' POKVQW M LATCH W1144-IMRQ x 1-531 W OD MSIT . W= cmfosff 118 THK. CELLULAR GwiNG TAPE S17K-n TAPE IN=! PLASTIC UP UTE TRU TS 13 TS 0 wclxl 35 c Wol PONDEROSA PAIX JW (TKW- 4.563' it 1.25' : 0 0 WOO 6 SOM SIX STILE �RM- 1.531 x.6% POPOEM PWE M WO 37 110 x I 3Z4' LG. PFH 0 SCREW S& TOP Rk (1431' X.94, TIM-TRU-m- CMFOMU STEEL �w000 a5hp�� 3 40 NO USED SIUCON CAULK SILICONE 41 f8-IO x1 1 2 PlASCR FOR ITEh1 34EL 42 mw RCP I )D IS x 2 LC. PFH WOOD SCREW ST'EL SS, TOP RAIL WOOD COMPOSITE .592" 579 �� N 1.531, rx , . a co 2- T F 8 10 a: z!So L co to ao 0! ti C%4 co Z) C) LLJ OHO C) :� o 3Z) 00 O .171 rCRI co �o CL LQUACH M(p I N THERSTR THERMA-TRU ss, Woof) HINGE -SIDE STILE CELL GUHL WIVINYL JACKET FOAM CELL CORE W/VINYL JACKET 3. DRILL TRU FOR .357' DIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS aL-- 1.531" ------ ss, LATCH -;ir)F 5n1 E-cpme92N ASTRAGAL HAS (2) 8.0' BOLTS 0 BOTTOM (2) 8.0" 1 BOLTS 0 TOP WINDJAMBER /I WR69T @ ASTRAGAL (ALUMINUM .052* WALL TYP- 8.0, ASTRAGAL RETA MATERIAL: C, & YELLOW CHRO L 513.684.3831 ; N.T.S orf, Til R W, mW S-2151 r 8 oc JLIN-21-2002 09*52 MILESTONE WINDOWS 407 323 9729 P.02 June 21, 2002 Alan Plante, Chief Plans Examiner Orange County Building Division Administration Building, 1st Floor 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 (407) 836-5760 RE: Florida Extruders Fenestration MasterFile Update Mr. Plante, This letter updates and clarifies nomenclature regarding' buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in. the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on June 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Buck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits For Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and Installation Drawings identified on the attached listing. Based upon a review of the signed and sealed engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion installation drawings, the thickness of the buck in non-structural applications (i.e., buck thickness less than 1 Yt") does not influence the lateral resistance capacity of the concrete screw (i.e. Tapcon). Therefore, buck thicknesses less than 1 1/2" are acceptable as non-structural attachments when the window, door or mullion is installed using'a 3/16" concrete screw with a minimum embedment on 1 '.6". Concrete Masonry Units should have a wall thickness of 1 VV and a precast sill's thickness will exceed 1, Uk". The drawings dearly delineate the requirement that a minimum embedment depth of 1 VV must be maintained by the installer. It is up to -the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment on 1 '/k". Therefore, for RoFida . Extruder installation drawings where a non- structural buck is used, nomenclature such as "1X buck by others" or similar statements shall be construed to mean that a back thickness of less than 3 e/2" is acceptable. The definition of a nose -structural buck is based on Section 1707.4-4.2 of the Florida Building Code. 2540 Jewett Lane, Sanford, FL 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 1 JUN-21-2002 09"-52 MILESTONE WINDOWS 407 323 9729 P.03 1 l' The attached table lists all. Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questions should be addressed to the undersigned. Thank you. Regards, u^a"4v— Robert I Amoruso, PE ra nonjso.oegfloridaextruders com Florida PE License No. 49752 Florida Extruders Intemational, Inc_ Certificate of Authorization No. 9235 Cc: Earl Moore/FEI File PE Sealing Statement: The letter was signed and sealed with an impression seal as required by Section 61G15-23.001, F.A-C A rubber stamp seal was also applied to facilitate reproduction for Orange County Building Division Masterfile scanning. n1e: 2W2-VM R1i-009 ��,�IIIIIIIIl11!/�� V lF• r 4 5 ? i rYr� •a*� 2540 Jewett Lane, Sanford, Fit 32771-1600 • (407) 323-3300 • Fax (407) 322-3337 V Universal Forest Products Shoffner LLC Re: 53914355 Centex Homes Orlando 2509 A & B Floor 99 Lake Monroe The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53914355 FT1 53914355 FT2 53914355 FT3 53914355 FT4 53914355 FT5 53914355 FT6 53914355 FT7 53914355 FG7 53914355 FT8 53914355 FT9 53914355 FT10 53914355 FT11 53914355 FT12 53914355 FT6A Loading (psf) TCLL 40 TCDL 10 BCLL 0 BCDL 5 My license renewal date for the state of Florida is February 28, 2005 //' 11 /7/2003 John Presley License Zdicates 5886 The seal on this drawing i acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 '1'cl: (336) 226-9356 F'av (336) 476-9146 Job Truss Truss Type 53914355 FTt i Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr ---- . = - Oty Ply Centex-Unanoazova--j--- Job Reference optional) 5.100 s Mi 30 2003 MiTek Industries, Inc. Tue Aug 05 2: 3x6 TL20 FP= 0 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 3.6 TL20 FP= K L M Scale -1 Q R 20-10-8 �) DEFL in (loc) Vdefl Ud PLATES GRIP TL20 245/193 TC 0.05 Vert(LL) n/a - n/a 999 BC 0.01 Vert(TL) n/a n/a S n/a 999: n/a WB 0.03 Horz(TL) 0.00 Weight: 91lb (Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) AB 147 20-110 8SAA /147/20 10 81Z6 4�/220e 0A8, Y 147/20-10-8, X=147/20-10 8, W=147/20-10-8, V D 45/20- 018, U 152/20 0--8, T8118/20-10-8 Max Horz AJ=3(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AJ-AK=-48, AK-AL=-48, A-AL=-48, S-AM=-22, AM-AN=-22, R-AN=-22, A-8= 3, B-C=-3, C-D=-3; D-E=-3, E-F=-3, F-G=-3, G-H=-3, H-I=-3, I-J=-3, J-K=-3, K-L=-3, L-M=-3, M-N=-3, N-O=-31 O-P=-3, P-Q=-3, Q-R=-3 -AJ=O, AH-AI=O, AG-AH=O, AF AG=O, AE-AF=3, AD-AE=3, AC-AD=3, AB-AC=3, AA-AB=3, Z-AA=3, Y-Z=3, X-Y=3, W-X=3, V-W=3, U-V=3, T-U=3, S-T=3 BOT CHORD AI 33, E-AE=-133, F-AD=-133, G-AC=-133, H-AB=-133, I-AA=-133, J-Z=-133, K-Y=-133, M-X=-133, N-W=-134, O-V=-132, WEBS B AI=-133, C AH= 134, D AG= 1 P-U=-138, Q-T=-110 V NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The'truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard / Customer No: 11:.045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 AA B FLR Date Req:08/04/2003 Draw No:53914355FT1 Job Truss Truss Type Qty Ply Centex-Oda,ido/2509 A&B2nd<sk/8-5 3 53914355 FT2 FLCOR ;;; ., 9 1 Job Reference o tional Universal Forest Products,inc., Burlington, NC 27215,'Jeff Kerr 5.100 s May 30 2003 Mi I ek Industries, Inc. Tue Aug 05 12:52:20 2003 Page 1 1-3-0 0.1.H8 11i7 1f - 4-8 { scale . 1:35. 5x4 TL20= 1.5x3 TI20= 1.5x3 TL20= Y X 5x4 TL20= 3x6 TL20 FP= 1.5x3 TL20 II 5x4 TL20= 3x6TL20= 1.5x3TL20= u I J K Z 5x5 TL20= 5x4 TL20= 1.5x3 TL2011 3x10 M1118H Fr=--- 1-6-0 1 4-0-0 1 6-6-0 9.0-0 10-7-8 11-10-8 14-4-8 16-10-8 19-4-8 20-10-8 20-10-8 LOADING SPACING 2 0-0 CSI DEFL in Vert(LL) -0.38 loc I/defl Ud ( ) Q-R >fi42 360 PLATES GRIP MI118H 195/188 TCLL 40.0 Plates Increase 1.00 40.0 TC 0.65 BC 0.98 Vert(TL) -0.60 Q-R >412 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.09 L n/a n/a Weight: 107 lb BCDL 5.0 CodeFBC2001/TP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, e: TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) W=1131/0-8-0, L=1125/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD W-X=-1124, X-Y=-1124, A-Y=-1124, L-Z=-1119, K-Z- 1118, A-B=-1108, B-C=-2887, C-D=-4048, D-E=-4048, E-F=-4769, F-G=-4769, G-H= 4679, H I= 4085, I-J=-2919, J-K=-1160 BOT CHORD V-W=O, U-V=2144, T-U=3597, S-T=4494, R-S=4769, Q-R=4769, P-Q 4527, O-P=4527, N 0=3622, M-N=2189, L-M=58 , I N= 977, C-U= 988, 10=644, C-T=627, H-O=-615, E-T=-620, H Q=211, E-S=3741 WEBS K-M=1498, A-V=1505, J-M=-1431, B-V=-1442, J-N=1016, B-U=1033 G-Q=-123, F-S=-164, G-R=-81 NOTES (7) e 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. chosen for quality assurance inspection. 4) This truss requires plate inspection per the Tooth Count Method when this truss is 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1.95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing reduce buckling of where indicated and within 4" of interior joints. Bracing indicated on this sheet is to individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Nam e: CENTEX HOMES 03LD aw No:5391Sho4355FT214355 Contractor/Job: 2509 A & B FLR Date Req:08/04120 Job Truss Truss Type I Oty I ply I Centex-UTIan00I2bUJ A&tsznaJswn-o-a 539/4355 I FT3 I FLOOR 1. 1 I � Job Reference (optional) Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5. too s May 30 2003 MiTek Industries, Inc. Tue Aug 0512:52:20 2003 Page 1 Scale -1:20. LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 F O H I J K 12-10-0 12-10-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TL20 2451193 TC 0.05 Vert(LL) n/a n/a 999 BC 0.01 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 L n/a n/a Weigh[ 571b (Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) V=53/12-10-0, L=24/12-10-0, U=146/12-10-0, T=147/12-10-0, S=147112-10-0, R=147/12-10-0, Q=147/12-10-0, P=147/12-10-0, 0=145/12-10-0, N=152/12-10-0, M=116/12-10-0..:,,1, FORCES (lb) - First Load Case Only TOP CHORD V-W=-48, W-X=-48, A-X=-48, L-Y- 19, Y-Z=-19, K-Z=-19, A-B=-3, B-C=-3, C-D=-3, D-E=-3, E-F=-3, F-G=-3, G-H=-3, H-I= 3, I-J=-3, J-K=-3 BOT CHORD U-V=3, T-U=3, S-T=3, R-S=3, Q-R=3, P-Q=3, O-P=3, N-0=3, M-N=3, L-M=3 WEBS B-U=-133, C-T=-134, D-S=-133, E-R=-133, F-0--133, G-P=-134, H-O=-132, I-N= 138, J-M=-108 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of ttte design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 3' Y Customer No: 11045 Customer Name: Contractor/Job: 2509 A B FLR ame: DaNe Req 08/04 2003LDraw No:53914 55FT314355 Job Truss Truss 5394355 FT4 FLOC Universal Forest Products,lnc., Burlington, NC 27215, Je' Oty Ply Cer 1 1 Job 5.100 s May 30 2003 M A&B2nd/jsli/8-5.3 call Inc. Tue Auq 05 12:52:21 2003 Page 1 t A Saele _ t:io.q r. E F A 8 C e LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/fP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 6-11-0 6-11-0 CS) DEFL in (loc) I/defl Ud PLATES GRIP 245/193 TC 0.07 Vert(ILL) n/a n/a 999 TL20 BC 0.02 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 G n/a n/a Weight: 32lb (Matrix) BRACING TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3EACTIONS (lb/size) L=59/6-11-0, G=70/6-11-0, K=139/6-11-0, J=150/6-11-0, 1=143/6-11-0, H=160/6-11-0 FORCES (Ib) - First Load Case Only TOP CHORD L-M=-51, M-N=-51, A-N=-51, G-0=-63, O-P=-63, F-P=-63, A-B=-8, B-C=-8, C-D=-8, D-E=-8, E-F=-8 BOT CHORD K-L=8, J-K=8, I-J=8, H-1=8, G-H=8 WEBS B-K=-129, C-J=-135, 0-1=-130,.E-H=-146 NOTES (7) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 6 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Truss shall be fabricated per ANSIrTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT4 Truss Type a Ply Centex-unamoizoLpi. M00CJRYIZN---- Job Truss 53914355 FT5 FLOG +1 ;Nra - 1 Job Reference o tional 5.100 s May Y 30 2003 MiTek Industries, Inc. Tue Aug 05 1.2:52:21 2003 Page 1 Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr 0-1-8 9-1 -8i i -_ 1-3-0O�'i - - H Scale 1:32 5x4 TL20= 50 TL20= 1.50 TI20= 1.5x3 TL2011. 1.5x3 T120= 3x4 TLyO= 1.5x3 T120= 1.50 TL20= 3x4 TL20= Us TL20 FP = 1.50 TL2011 � K A 9 O D E F G H I 1 Z 13 X ZS; PU Z= Y W T S R O P O N M 3x10 MII18H FP= 5x5TL20= 5x5 TL20= 3x4 TL20= 3x4 TL20=. 9.1.8 6-6-0 9-0-0 10-2-0 12-8.0 15-2-0 17-8-0 19 2-0 1-6-0 4-0-0 1 1 19-2-0 Plate Ottsets X Y: A:Ed e 0-1 8 K:0-1-8 Ed e LOADING (psf) SPACING 2-0.0 CSI DEFL in Vert(LL) -0.27 (loc) Q-R I/dell Ud >827 360 PLATES MI118H GRIP 1951188 TCLL 40.0 Plates Increase 1.00 TC 0.34 BC 0.88 Vert(TL) -0.43 Q-R >530 240 TL20 2451193 TCDL 10.0 Lumber Increase 1.00 YES WB 0.50 Horz(TL) 0.08 L n/a n/a BCLL 0.0 Rep Stress Incr Weight: 99 lb BCDL 5.0 CodeFBC2001/TP12002 (Matrix) LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 VnmV - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3EACTIONS (lb/size) L=1034/0-8-0, V=1034/0-8-0 =ORCES (lb) - First Load Case Only I -OP CHORD V-W=-1027, W-X=-1027, A-X=-1027, L-Y=-1027, Y-Z=-1027, K-Z=-1027, A-B=-1003, B-C=-2578, C-D=-3550, D-E= 3550, E-F= 3938, F-G=-3998, G-I H-1=-3550, I-J=-2578, J-K=-1003 30T CHORD U-V=O, T-U=1938, S-T=3192, R-S=3882, Q-R=3998, P-Q=3882, O-P=3192, N-0=3192, M-N=1938, L-M=0 NETS K M=1364, A U=1364, J-M= 1300, B-U= 1300, J-N=890, B-T=890, I-N=-854, C-T=-854, I-P=498, C-S=498, H-P=-461, E-S=-461, H-Q=158, E-R=158, F-R=-90, G-0=-90 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to'job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT5 Job Truss Truss Type c'ty Ply Ueme.x-vnanoacwar+ao�„WI���-r 53914355 FT6 FLOOR 3 1 q ,,. • :_. I Job Reference o tionall Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 1P:52:22 2003 Pagel 1_0_0 0-1-8 9-11r8�3-0 l {--i �I scale _ 1:33. 5x4 TL20= 5x4 TL20= 1.5x3 TL2011 1.5x3 TL20= 1.50 TL20= 3x4 TL20= 3x6 TL20 FP = 1.5x3 TL2011 3x4 TL20= 1.50 TL20= A B C D E F O H I J K Y W x X U T S R O P O N tit 5x5 TL20= 3x4 TL20= 3x10 M1118H FP= 5x5 TL20= 1.5x3 TL2011 3x4 TL20= 9-1-8 1-6-0 4-0-0 6-6-0 1 9-0-0 10-3-0 12-9-0 15-3-0 17-9-0 19-3 0 19-3.0 Plate Offsets X Y: A:Ed a 0-1-8 K:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP 0.37 Vert(LL) -0.28 R >809 360 M1118H 195/188 TCLL 40.0 Plates Increase 1.00 TC TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.44 R >518 240 TL20 2451193 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.08 L n/a n/a Weight: 100 lb BCDL 5.0 CodeFBC200l/TPI2002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) L=1042/0-8-0, V=1035/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD V-W=-1030, A-W=-1029, L-X- 1035, X-Y=-1035, K-Y=-1035, A-B=-1058, B-C=-2635, C-D=-3610, D-E=-3610, E-F=-4059, F-G=4059, G-1-1=4059, H-I=-3592 IJ=-2603, J-K=-1012 U-V=53, T-U=1994, S-T=3250, R-S=3942, Q-R=4059, P-Q=3932, O-P=3225, N-0=3225, M-N=1955, L-M=0 BOT CHORD B-U=-1302, J-N=902, B-T=891, I-N=-865, C-T=-856, I-P=509, C-S=500, H-P= 473, E-S=-462, H-Q=173, E-R=159, WEBS K-M=1375, A-U=1366, J-M=-1312, F-R=-92, G-Q=-99 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120 plates unless otherwise indicated. 3) All plates are 3x3 TL20 unless otherwise indicated. the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) This truss requires plate inspection per 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or 5) Recommend 2x6 strongbacks, on edge, spaced at restrained by other means. 6) CAUTION, Do not erect truss backwards. Truss be fabricated ANSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing 7) shall per indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and where permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and designer no responsibility for the correctness or accuracy of the design requirements of the specific building and governing codes and ordintinces. The truss accepts to and locations are for administrative purposes only and are not part of the review or information as it may relate to a specific building. Any references job names certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & 6 FLR Date Req:08/04/2003 Draw No:53914355FT6 F•--=- job Truss Truss Type 53914355 FT7 SLOOI,y Universal Forest Products, Inc., Burlington, NC 27215 Jeff Kerr Qly ply Centex-0rland6/2509 A&B2ndrsk/8-5-3 Job Reference (optional) 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52:23 2003 Page 1 V1-8 1-3-0 J T � 5x4 TL20= 1.5x3 TL20= 1�3-8 1.50 TL2011 0 N 1-8 Scale - 1 5x4 TL20= 1.50 TL20= 1.5x3 TL20= n H T s 2011 5x4 TL20= 1.5x3TL2011 _ •-- .--._ 1-6-0 4-0-0 1 6-6-0 8-0-8 9-3-8 11-9-8 1 14-3-8 15-9-8 Plate Offsets X Y: A:Ed a 0-1-e H:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in Vert(LL) -0.15 loc ( ) Well L-M >999 Ud 360 PLATES GRIP TL20 245/193 TCLL 40.0 TCDL 10.0 Plates Increase 1.00 Lumber Increase 1.00 TC 0.41 BC 0.84 Vert (T ) -0.23 L L-M >820 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 1 n/a n/a Weight: 82 lb BCDL 5.0 CodeFBC2001lTPI2002 (Matrix) LUMBER BRACING TOP CHORD - Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) Q=845/0-3-8, 1=851/0-8-0 y` FORCES (lb) - First Load Case Only TOP CHORD Q-R=-842, A-R=-841, I-S=-846, S-T=-846, H-T=-846, A-B=-847, B-C=-2014, C-D=-2699, D-E= 2699, E-F=-2597, F-G=-2007, G-H=-806 BOT CHORD P-Q=43, O-P=1585, N-0=2435, M-N=2699, L-M=2699, K-L=2440, J-K=1551, I-J=0 WEBS H-J=1095, A-P=1092, G-J=-1037, B-P=-1027, G-K=634, B-0=597, F-K=-603, C-O=-585, F-L=218, C-N=358, E-L=-138, D-N=-162, E-M=-71 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. , LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT7 Job Truss Truss Type Wry rsy 53914355 FG7 FLAT 1 1 :a-.;-z.5,., .._ I I Job Reference (optional) rsal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr o.i uu s 0 1 8 1 9 12 4 10 4 7-10-12 10-11-4 13-11-12 15-8-0 15r$-8 0-1-8 1-8-4 3-0-8 3-0-8 3-0.8 3-0-8 1-8-4 0-1-8 scale - 1 2x5 TL2011 5x10 TL20= 3x4 TL20= - 3x4 TL20= 3x4 TL20= 500 TL20= - 2x5 TL2011 n E F G e 5x5TL20= - 5x10TL20= 5x4TL20= 50 ILZo= - I- - .- 3-4-0 6.4-8 9-5-0 12-5-8 15-9-8 3-4-0 3-0-8 3.0-8 3.0-8 3-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in Vert(LL) -0.35 (loc) I/dell Ud J-K >525 240 PLATES GRIP TL20 245/193 TCLL 40.0 Plates Increase 1.00 TC 0.94 BC 0.95 Vert(TL) .0.55 J-K >335 180 TCDL 10.0 BCLL 0.0 Lumber Increase Rep Stress Incr 1.00 NO WB 0.99 Horz(TL) 0.07 H n/a Ma Weight: 86 lb BCDL 5.0 Code IBC20oofTP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-1 oc purlins, e TOP CHORD 2 X 4 SYP No.i end verticals. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) M=2015/0-3-8, H=2015/0-3-8 FORCES (lb) - First Load Case Only )f ,t TOP CHORD A-M=-161, A-B=-338, B-C=-4999, C-D=-7403, D-E=-7403, E-F=-4999, F-G=-338, G-H=-161 BOT CHORD L-M=2903, K-L=6453, J-K=7628, I-J=6453, H-1=2903 WEBS B-M=-2959, B-L=2477, C-L=-1718, C-K=1124, D-K=-266, D-J= 266, EJ=1124, E-I=-1718, F f=2477, F H= 2959 NOTES (4) 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered, at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to redude buckling of individual members only and does not replace erection and permanent bracing required for the, overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: H-M=-160.0, A-G=-100.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop.No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FG7 53914355 IFT8 Burlington, NC 27215, Oty ply e Ce 8 1 " Jol 5.100 s May 30 2003 h lex-Orlando/2509 A&82nd/jsk/8-5.3 I j Reference (optional) Tek Industries. Inc. Tue Aua 05 12:52:24 2003 Page 1 1-3-0 0 11H-8-i 5x4 TL20= 1.5x3 TL20= 1.5x3 TL20= 1I---'--4-i A 10-G 03 V t-i gale - 1:35. 1.5x3 TL2011 3x6 TL20 FP= 3x4 TL20= 5x8 TL20= 1.50Tt2011 3x6 TL20= M n H I J K L 20 TL2011 5x4 TL20= 1.5x3 TL2011 3x6 T120 FP = 3x4 I LZU= 1.5x3 TL2011 3x4 TL20= 5x5 TL20= 1-7-8 6.8-12 1-6-0 4-0 0 6-6-0 7-9-0 9-1-4 10-4-4 12-10-4 15-4-4 16-8-12 18-1-4 19-2-8 20-8-8 20-8-8 LOADING (psf) SPACING 2-0-0 CSI 0.56 DEFL in Vert(LL) -0.14 (loc) i/defl Ud V >999 360 PLATES GRIP TL20 2451193 TCLL 40.0 TCDL 10.0 Plates Increase Lumber Increase 1.00 1.00 TC BC 0.81 Vert(TL) -0,22 V-W >888 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 P n/a Na Weight: 111 lb BCDL 5.0 CodeFBC2001/TP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.3 . 6-0-0 oc bracing: P-Q,O-P,N-O. REACTIONS (lb/size) Z=824/0-8-0, M=-1571Mechanical, P=1577/0-3-8 Max UpliftM=-309(load case 2) Max GravZ=827(load case 7), M=109(load case 3), P=1577(load case 1) FORCES (lb) - First Load Case Only TOP CHORD Z-AA=-818, AA-AB=-818, A-AB=-818, L-M=229, A-B=-776, B-C=-1920, C-D=-2452, D-E=-2452, E-F=-2531, F-G=-2193, G-H=-1314, H-1=158, I-J=418, J-K=418, K-L=418 BOT CHORD Y-Z=O, X-Y=1493, W-X=2324, V-W=2531, U-V=2531, T-U=2531, S-T=1881, R-S=717, Q-R=717, P-Q=-1156, O-P=-1156, N-0=-418, M-N=0 WEBS I-P=-1649, A-Y=1054, I-Q=1329, B-Y=-997, H-0---1218, B-X=594, H-S=830, C-X=-562, G-S=-789, C-W=178, G-T=434, E-W=-107, F-T=-459, E-V=-68, F-U=88, L-N=-546, 1-0=965, J-O=-339, K-N=105 a NOTES (7-8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint M. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to wails at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSIIrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 8) Right end may be attached to 2x6 So.Pine or larger BC of one or more ply girder truss with Simpson LUS46 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT8 Job Truss Truss Type. 53914355 FT9 LOFL000l R Universal Forest Producls,Inc., Burlington, NC 27215, Jeff Kerr 5.100 s 3x6 TL20 FP= LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001lTPI2002 UMBER OP CHORD 4 X 2 SYP No.2 SOT CHORD 4 X 2 SYP No.2 . VEBS 4 X 2 SYP No.3 )THERS 4 X 2 SYP No.3 piy Centex-UnaraazouanaoalufbNo- -� Job Reference o tional ay 30 20(3 MiTek Industries, Inc. Tue Aug 05 12:52:25 2003 Page 1 i Scale . 1:33. i 30 TL20 FP= 3x3 TL2011 2011 CSI DEFL in (too) Well Ud 999 PLATES GRIP TL20 245/193 TC 0.05 Vert(LL) n/a n/a BC 0.01 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 S n/a n/a Weight: 91lb (Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3EACTIONS (lb/size) AJ=53/20-6-8, S=6/20-6-8, AI=146/20-6-8, AH=148/20-6-8, AG=144/20 6-8, AE=145/20-6-8, AD=147/20-6-8, AC=147/20-6 8, AB=147/20 6 8, AA=147/20-6-8, Z=147/20-6-8, Y=147/20-6-8, X=147/20-6-8, W=147/20-6-8, V=145/20-6-8, U=153/20-6-8, T=108/20-0-8 Max Horz AJ=4(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AJ-AK=-48, AK-AL=-48, A-AL=-48, R-S=-1, A-B=-4, B-C=-4, C-D=-4, D-E=-4, E-F= 4, F-G=-4, G-H= 4, H I=-4, IJ= 4, J-K=-4, K-L= 4, L-M= 4, M N= , N-O=-4, O-P=-4, P-Q---4, Q-R=-4 BOT CHORD AI-AJ=O, AH-AI=O, AG-AH=O, AF-AG=O, AE-AF=4, AD-AE=4, AC-AD=4, AB-AC=4, AA-AB=4, Z-AA=4, Y Z=4, X Y=4, W-X=4, V-W=4, U-V=4, T U=4, S-T=4 WEBS B-AI=-132, C-AH=-134, D-AG=-133, E-AE=-133, F-AD=-133, G-AC=-133, H-AB=-133, I-AA=-133, J-Z=-133, K-Y= 133, M.X=-133, N-W=-134, O-V=-132, P-U=-138, Q-T=-103 V NOTES (8-9) 1) All plates are 1.5x3 TL20 unless otherwise indicated, 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSVTPI 1-95 quality requirements. Pates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and shall verify all design information on this sheet for conformance with conditions and permanent bracing required for the overall building design. Building Designer russ designer accepts no responsibility for the correctness or accuracy of the design requirements of the specific building and governing codes and ordinances. The t information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 9) THA422: Right end may be attached to 2 or more ply top chord of 19" maximum depth flat truss girder with Simpson THA422 or equal. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop. No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT9 JOb:, Truss Truss Type Qty Ply Centex-Orlando/2509A&B2ndjsk/8-5-3 53914355 FT10LOOR w 1 Job Reference (optional) Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52:17 2003 Pagel 9-1-8i 3-1 5x4 TL20= 1.50 TL20= 1.50 TL20= 3x4 TL20= A 8 C wl V 1.5x3 TL2011 n E F 0-1-8 )i Scale - 1 3x4 TL20= 5x4 TL20= 3x6 TL20 FP= 1.5x3 TL20= G H I i T 5 M V r - 5x5 TL20= 3x4 TL20= 3x6 TL20 FP= 1.5x3 TL2011 3x4 TI20= 5x5 TL20= 1-6-0 4-0-0 6-6-0 1 7-9-0 9-0-0 11-6-0 14-0-0 16-6-0 18 0-0 18-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TL20 2451193 TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.22 O >968 360 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.35 N-O >613 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.07 K n/a n/a Weight: 94 lb BCDL 5.0 COdeFBC2001rrP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) U=973/0-8-0, K=967/0-3-8 p'f,'e FORCES (lb) - First Load Case Only TOP CHORD U-V=-967, V-W=-967, A-W=-967, K-X=-962, J-X=-960, A-B=-937, B-C=-2388, C-D=-3232, D-E=-3531, E-F=-3531, F-G=-3251, G-H=-2415, H-1=-2415, I-J=-980 BOT CHORD T-U=-O, S-T=1810, R-S=2937, Q-R=2937, P-Q=3531, O-P=3531, N-0=3511, M-N=2959, L-M=1845, K-L=50 WEBS J-L 1265, A-T=1274, I-L=-1203, B-T=-1214, I-M=792, B-S=803, G-M=-758, C-S=-7641 G-N=405, C-Q-411, F-N=-361, D-Q---406, F-0=28, D-P=31, E-0=-18 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 TL20 unless otherwise indicated. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to,job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT10 Job Truss Truss Type Qly Ply Centex-0rlando/2509 A02nd/jsk/8-5-3 53914355 FT11 FLOOR Job Reference (optional Universal Forest Products, lnc., Burlington, NC 27215, Jeff Kerr 5,100 s May 30 2003 MiTek Industries, Inc. Tue Aug 05 12:52:17 2003 Page 1 I 0-1-8 9 ,� �T 8 1-3-0 0I g g I 0�� 9 1� _ _I scale - t :Zs. 5x4 TL20= 1.50 TL20= 1.50 TL20= 1.5x3 TL20= 3x6 TL20 FP= 1.5x3 TL20 11 5x7 TL20= 1.5x3 TL20= c G n H I J XI w 3 u T S R O P O N L K 2x3 TL20 11 5x4 TL20= 1.50 TL20 11 3x6 I L20 r-t = oxw , ".- Z 1 Y .5x3 TL20 11 1-11-12 � . 1-6.0 4-0-0 6-6-0 7-9-0 8-9-8 11-3-8 13-9-8 1 15-2-0 16-1-2 17-1-12 17-1-12 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TP12002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.35. Vert(LL) -0.12 R-S >999 360 TL20 245/193 BC 0.72 Vert(TL) -0.19 R-S >944 240 W B 0.38 Horz(TL) 0.04 M n/a n/a (Matrix) Weight: 93 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: M-N,L-M. REACTIONS (lb/size) V=812/0-8-0, M=1033/0-3-8 Max Grav V=821(load case 2), M=1033(load case 1) FORCES (lb) - First Load Case Only TOP CHORD V-W=-807, W-X=-807, A-X=-807, K-Y=7, Y-Z=7, J-Z=7, A-B=-763, B-C=-1883, C-D=-2393, D-E=-2393, E-F=-2457, F-G=-2457, G-H=-1B17, H-I=-695, IJ=49 BOT CHORD U-V=-O, T-U=1468, S-T=2275, R-S=2457, Q-R=2457, P-Q=2227, 0-P=1395, N-0=1395, M-N=-90, L-M=-97, K-L=0 WEBS I-M=-1004, A-U=1037, I-N=1047, B-U=-981, H-N=-974, B-T=577, H-P=588, C-T=-545, G-P=-570, C-S=164, G-Q=313, E-S=-87, E-R=-90, F-0=-117, 1-L=79, J-L=-84 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) This truss is not designed to be used as a floor truss. 3) All plates are 3x3 TL20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . 6) CAUTION, Do not erect truss backwards. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT11 F 7- Job Y Truss 5391¢355 FT12 Universal Forest Prodgcts,lnc., Type 27215, (11y ply Centex-Oriando/2509 A&B2nd/jsk/8-5.3 t*" 1 Job Reference o tional 5.100 s May 30 2003 M1Tek Industries, Inc. Tue Aug 05 12 8 AE I Scale - 1 3x6 TL20 FP= K L M N O ON � O.O O••O• • • • • • • • •O �• • �• • • • • • • • • • ��iiiiii•i�•iiiiiiiiaiiiiiiii••�, • s O • • • ...•.•.�.� •dJ .-•.•.•.�t-L,ti� • • • • •iii is i iii iii ii �ii••i••i•s•� �.•d.•AL.•,•.� •D- •,•.•d.� � •AdJ..�.tli i iiii i ••iii%%%•� �••i•X •!�1�.� •!. � •,� . •.. - . . v:::::::::'• •yp••••••••„�••••O•�iiiii�iii•�iiiii Y. • • • • • • • • . • • • •�0•0.000•i :•:i :❖ii i.•Oi •••O•OOi ••• s • • • • • • • • i•.•••iii'i<.•i.•iii • • • • • • •••i0i ••i • ii ••Oii00i iiii:•�� �•�� �iirii�•i%%iii • .. • • • • 3x3 TL20= 3x6 TL20 FP= 1-6-0 4-0-0 6-6-0 7-9-0 8-9-8 11-3-8 13-9-8 15-20 16 1 2 17-1-12 LOADING (psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 CodeFBC2001/TPI2002 LUMBER TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 WEBS 4 X 2 SYP No.3 OTHERS 4 X 2 SYP No.3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TL20 245/193 TC 0.06 Vert(LL) n/a n/a 999 BC 0.01 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 P n/a n/a Weight: 75lb (Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, e. end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) P=46/17-1-12, AD=53/17-1-12, AC=147/17-1-12, AB=147/17-1-12, AA=147/17-1-12, Z=147/17-1-12, Y=144/17-1-12, W=146/17.1-i2, V=147/17-1-12 , U=147/17-1-12, T=147/17-1-12, S=146/17-1-12, R=151/17-1-12, Q--129/17-1-12 Max Horz AD=6(load case 1) FORCES (lb) - First Load Case Only TOP CHORD AD-AE=-48, A-AE=-48, P-AF= 40, AF-AG=-40, O-AG=-40, A-B=-6, B-C=-6, C-D=-6, D-E=-6, E-F=-6, F-G=-6, G-H=-6, H-I=-6, I-J=-6, J-K=-6, K-L=-6, L-M=-6, M-N=-6, N-O=-6 BOT CHORD AC-AD=O, AB-AC=O, AA-AB=O, Z-AA=O, Y-Z=O, X-Y=O, W-X=6, VV=6, U-V=6, T-U=6, S-T=6, R-S=6, Q-R=6, P-Q=6 WEBS B-AC=-133, C-AB=-134, D-AA=-133, E-Z=-133, F-Y=-133, H-W=-133, I-V=-133, J-U=-133, K-T=-134, L-S=-133, M-R=-137, N-Q---120 NOTES (8) 1) All plates are 1.5x3 TL20 unless otherwise indicated. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Truss shall be fabricated per ANSIITPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT12 Job Truss Truss Type • r v -- 539/4355 Ff6A FLOOR Job Reference (option _-7i 71-.- ,°a Vno 5.100 s May 30 2003 MiTek Industries, Ir F 0 Y — , .,.....'.-.., -- -- - - c A I a 3x3 TL20= 0-1-8 _ 1-71-7-8 I-7 i e Aug 05 1' :52:22 2003 Page 1 Scale - 1:7. , , I G 4 a 3-6-0 3-9-0 efit�==1 LOADING (psf) SPACING 2-0-0 CSI DEFL in Vert(LL) n/a (loc) I/defl Ud n/a 999 PLATES GRIP TL20 245/193 TCLL 40.0 Plates Increase 1.00 1.00 TC 0.16 BC 0.11 Vert(TL) -0.03 D-E >999 240 TCDL 10.0 Lumber Increase BCLL 0.0 Rep Stress Incr YES WS 0.04 Horz(TL) 0.00 D n/a n/a Weight: 23 lb BCDL 5.0 CodeFBC2001/TP12002 (Matrix) LUMBER BRACING" TOP CHORD Structural wood sheathing directly applied or 3.9-0 oc purlins, TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) E=186/0-3-8, D=186/0-3-8 FORCES (lb) - First Load Case Only r-•r.,, TOP CHORD E-F=-64, A-F=-64, D-G=-64, C-G=-64, A-B=-3, B-C=-3 BOT CHORD D-E=155 WEBS B-E=-184, B-D=-184 NOTES (4) 1) All plates are 1.5x3 TL20 unless otherwise indicated. tion. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspec 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53914355 Contractor/Job: 2509 A & B FLR Date Req:08/04/2003 Draw No:53914355FT6A. 94 Universal ForestProducts Shoffner LLC Re 339b` ' 6�02 Centex domes Orlando 2509 B Roof The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 53906902 H1 53906902 EJ2 53906902 H2 53906902 G15 53906902 H3 53906902 HJ3 53906902 H4 53906902 EJ3 53906902 H5 53906902 H1G 53906902 H6 53906902 CJ5 53906902 T7 53906902 CJ3 53906902 T8 53906902 CJ1 53906902 H9 53906902 H10 53906902 H11 53906902 H12 53906902 H13 53906902 H14 53906902 HJ7 53906902 EJ7 53906902 H18 53906902 H19 53906902 G17 53906902 HJ2 Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL 10 Wind: ASCE 7-98 per FBC2001; 110 mph; h = 25 ft; TCDL = 6.0 psf; BCDL = 6.0 psf; occupancy category II; exposure B; enclosed My license renewal date for the state of Florida is February 28, 2005 -��� NOV 0 7 2003 Jo n M. Presley License # 5886 The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 'I'el: (336) 226-9356 I ax: (336) 476-9146 Job Truss Truss 1'ye_..... ^` Qty Ply Centex-Orlando/2509-A/jsk/3-31 3 I. 53906902 H1 HIP 1 1 `_ Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MITek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 I1-0-?4-66-5 7-�0-0_I 12-1-1 17-0-6 21-11-10 26-10-15 32-0-0 36.0-0 1-0-0 4-6-5 2-5-11 5-1-1 4.11-5 4-11-5 4-11-5 5-1-1 4-0-0 Scale - 1:61 �AB 5.00 f12 WO = 5x10 = 3x6 = 5x8 = 3x8 = 3x6 = D E F O H 1 T9 T9 O Wl 2 W1 2 VV W W1 W I~ 13 w 5x10 = N 5x6 = 5x10 M1118H= 6x6 = P O N M 5x8 = 5x6'= 5x6 = 5x10 M1118H= I 7-1_12�- 12-1-1 17-0-6 21-11-10 26-10-15 7-1-12 4-11-5 4-11-5 4-11-5 4-11-5 Plate Offsets (X,Y)_[B_0-2-7,Edae]LjD:O-7 0,0-2 4jL[F:0-4 0,0 3-Oi, [I:0 7 12,02 8j LOADING (pst) SPACING 2-0-0 CSI DEFL In (loc) I/defl TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.88 O-P >486 TCDL 10.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.25 O-P >343 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.19 K n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/defl a 240 LUMBER TOP CHORD 2 X 4 SYP No.2 "Except` T2 2 X 4 SYP SS, T3 2 X 4 SYP SS BOT CHORD 2 X 6 SYP No.1 `Except` B22X6SYP SS WEBS 2 X 4 SYP No.3 *Except* W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 W2 2 X 4 SYP No.2, W4 2 X 4 SYP No.2 REACTIONS (lb/size) B-3062/0-3-10 (input: 0-3-8), K-3075/0-3-8 Max Horz B-100(load case 4) Max UpliftB--1068(load case 3), K=-1166(load case 3) 6= W = 3x4 = 31-10-4 36-0-0 4-11-5 4-1-12 PLATES GRIP TL20 245/193 Weight: 214 lb BRACING TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. FORCES (Ib) - First Load Case Only TOP CHORD A-13=26, B-C=-7013, C-D=-6879, D-E=-8894, E-F=-9852, F-G=-9846, G-H=-9407, H-I=-7470, I-J=-4352, J-K=-2947 BOT CHORD B-S-6407, R-S-6371, Q-R=6371, P-Q=8893, O-P=9407, N-O=7469, M-N=7469, L-M-3929, K-L=219 WEBS D-S-332, I-L -1018, C-Sr°-62, D-Q-2897, E-0=-1216, E-P-1110. F-Pm-633, G-P-507, G-0=-900,.H-O-2243, H-M=-1799, I-M-4066, J-L-3945 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise indicated. 5) WARNING: Required bearing size at joint(s) B greater than input bearing size. 6) Bearing at joint(s) K considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint B and 1166 lb uplift at joint K. 8) Girder carries hip end with 7-0-0 end setback 9) Special hanger(s) or connection(s) required to support concentrated load(s) 220.01b down and 177.61b up at 32-0-0, and 385:Olb down and 310.81b up at 7-0-0 on top chord. Design for unspecified connections) is delegated to the building designer. 10) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing Indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design Information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 11) Right end may be attached to 2x8 So. Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Dm-60.0, D--1=-130.6, I-Jo-60.0, B-K=-43.5 Concentrated Loads (lb) Vert: D=-385.0 1 -220.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO 'Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 Job Truss Truss Type Qty Ply Centex-Orlando/2509-kfjsk/3-31-3 53906902 H2 HIP Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 1.0 p 5-8-14 , 9-0-0 . 16-0-9 22-11-7 30.0-0 36-0-0 f 1.0-0 5-8.14 3-3-2 7-0-9 6-10-13 7-0-9 6-0-0 Scale 1:62.1 5x7 = 5x7 = 5x8 = 20 11 O 5.00 F12 D E Frq 2x3 O C Wi W1 wi 5x5 C v H 3 ;A 0 3x7 = O N M L K J I 3x6 = 3x8 = 3x6 = 3x8 = 5x6 = 2x5 II 3x8 = 9-1-12 16-0-9 22-11-7 29-10-4 36-0-0 9-1-12 6-10-13 6-10-13 6-10-13 6-1-12 Plate Offsets X Y: D:0-5-4 0-2-8 E:0-4-0 0-3-0 G:0-5-4 0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL i in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.29 L-M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.40 L-M >871 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.11 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 181 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0-3-8, 1=1427/0-3-8 Max Horz B-115(load case 4) Max UpliftB=-423(load case 2), 1=-395(load.case 3) FORCES (lb) - Flrst'LoaElltaSe Only TOP CHORD A-B-24—B-C=-3061, C-D--2820, D-E--3380, E-F=-3173, F-G--3173, G-H--2151, H-I=-1361 BOT CHORD B-0=2764, N-O=2587, M-N=2587, L-M-3391, K-L-1916, J-Km1916, 1-J-180 WEBS D-0-309, G-J--271, E-M--304, F-L--409, C-0=-227, D-M-900, E-L--251, G-L=1427, H-J-1789 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL=6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint B and 395 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances: The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson Instructions for Installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H2 Job Truss Truss Type Oty Ply Centex-Orlando/2509-ausk/3-31-3 .. m�ue�s+us�trwru.e. 53906902 H3 RQkJ'SS 1 1 Job Reference (optional) Universal Forest Products,lnc.; BurlEgion, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:57 2003 Page 1 ,1-0-Q 6-5-3 11-0-0 25-0-0 29 6 13 36 0 0 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 Scale - 1:61. 5xfi _ • 2x3 II 5x6 = D E F 5.00 12 T 2x3 2x3 C O W2 W2 3 4 w A 0 H d Iq 30 = M L K � I 3x7 = 3x6 = 30 = 3x8 - 3x8 = 3x6 - 9-3-14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets X Y): (D:0-3-0,0-2 41F:0-3-0 0-2-4 LOADING (psf) . TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.45 DEFL In (loc) I/defl PLATES GRIP TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(LL) 0.22 K >999 Vert(TL) -0.43 K-M >999 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H=1427/Mechanical, 8=1498/0-3-8 Max Horz B-131(load case 4) Max UpliftH=-328(load case 3), 8=-382(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C=-3046, C-D=-2782, F-G=-2789, G-H=-3057, D-E=-2829, E-F=-2829 BOT CHORD B-M=2749, L-M=2371, K-L-2371, J-K=2374, I-J=2374, H-1-2761 WEBS C-M0-309, D-M-432, F-1-440, G-1=-315,.E-K=-443, D-K-549, F7K-544 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed vertical left ; end and right exposed;Lumber DOL=1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at Joint H and 382 lb uplift at joint B. 5) Truss shall be fabricated per AIJSUTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H3 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A!isk/3-31-3 539Q6902 H4 d&_ ' RUSS l� 1 1 Job Reference (optional) Universal Forest Products,lnc., Buriingfon, NC 27215,.Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:58 2003 Page 1 -40-p 6-5.3 13-0-0 23-070 29-6-13 36-0-0 1-0-0 6.5-3 6-6-13 10-0-0 6-6-13 6-5-3 scale - 1:61. R 5x6 = 2x3 II 5x6 = 0 E F 5.00 12 2x3 O 2x3 C w 2 4 w 3 v p m v 4 y/ 9 H �A Ib 3x7 = M L K J I 3x7 = 3x8 = 3x8 = 3xB = 3x8 = 3x6 = 9-3-14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-1 4 Plate Offsets X Y : D:0-3-0 0-2-4 F:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.18 K >999 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC. 0.79 Vert(TL) -0.39 K-M >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 171 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-1-1 oc purlins. BOT.CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-8 15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H-1427/Mechanical, B=1498/0-3-8 Max Hori B=149(load case 4) Max UpliftH=-319(load case 5), B=-389(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C--3071, C-D--2769, F-G=-2776, G-H--3081, D-E=-2365, E-17=-2365 BOT CHORD. B-M-2777, L-M-2174, K-L-2174, J-K-2176, I-J-2176, H-1-2788 -WEBS C-M--394, D-M-552, F-1=560, G-1=-400, E-K=-252, D-K=284, F-K-280 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever Ieft.and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1,.33. . 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint H and 389 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent. bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation, LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H4 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Afsk/3-31-3 53906902 1-15 Rq0 -T . - m,..,� 1 1 . _ Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:58 2003 Page 1 -0-0-Q 6-5-3 11-10-14 15-0-0 21-0-0 24-1-2 29-6-13 36-0-0 1-0-0 6-5-3 5-5-10 3-1-2 6-0-0 3-1-2 5-5-10 6-5-3 Scale - 1:61. 5.D0 12 5x6 = -- . E 5x6 = F 3x7 = N M L K- J 3x7 = 3x6 = 3x8 = 5x10 = 3x8 = 3x6 = 9-3-14 18-0-0 26-8-2 9-3-14 8.8-2 8-8-2 Plate Offsets (X,Y): [D:0-4-0,0-3-01 [E:0-3-0 0-2-41 fF:0-3-0 0-2-41 [G:0-4-0,0-3-01 LOADING (psf) TCLL _ 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.43 DEFL Vert(LL) In (loc) -0.17 L I/deft >999 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.38 I-J >999 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL), 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LOLL Min I/defl = 240 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 36-0-0 9-3-14 PLATES GRIP TL20 245/193 Weight: 183 lb BRACING TOP CHORD Sheathed or 3-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. REACTIONS (lb/size) B=1498/0-3-8, 1=1427/Mechanical Max Horz B=168(load case 4) Max UpliftB--413(load case 4), 1--343(load case 5) FORCES (lb) - First°L' Case Only TOP CHORD A-B=22;-B-C=-3063, C-D=-2770, D-E=-1983, F-G=-1983, G-H--2778, H-I=-3073; E-F--2021 BOT CHORD B-N-2768, M-N=2265, L-M=2265, K-L=2268, J-K-2268, I-J=2779 WEBS C-N=-371, D-N-496, G-J-504, H-J=-377, E-L-505, F-L=504, G-L--596, D-L--593 NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL-6.Opsf; BCDL=6:Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 343 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type'shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28R: Right end may be attached to 2x8 So. Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S). Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H5 Job Truss 53906902 H6 _ Truss Type SS _ Qly 1 Ply 1 Centex -Orlando/2509-Afjsk/3-31-3 Job Reference (optional Universal Forest Products, Inc.,'Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 1 -11-0T 6-5_-3 11-10-14 , 17-0-019-0,0, 24-1-2 29.6-13 , 36-0-0 1-0-0 6-5-3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6-5-3 Scale — 1 d� 5.0o 12 .5x6 = 5x6 = 3x7 = N M L K J 3x7 = 3x6 = 3x8 = 502 = 3x8 = 3x6:- 9-3-14 18-0-0 26-8-2 36-0.0 9-3-14. 8-8.2 8-8-2 9-3.14 Plate Offsets (X,Y): [D:0-4-0,0-3-01,[E:0-3-0,0-2-41 [F:0-3-0 0-2-4j [G:0-4-0 0-3-0j LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.38 . I-J >999 BCLL 0.0 Rep Stress Incr YES W B 0.75 Horz(TL) 0.13 1 n/a BCDL '10.0 Code . FBC2001 (Matrix) 1 st LC LL Min I/dell - 240 , Weight: 183 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 12 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or. 7-1-0 oc bracing. REACTIONS (lb/size) B=1498/0-3.8, 1-1427/Mechanical Max Horz B=186(load case 4) Max UpliftB--435(load case 4), 1=-364(load case 5) FORCES (lb) - First LoaCase Only TOP CHORD A-13=22, B-C=-3057, C-D=-2773, D-E--1947, F-G=-1947, G-H=-2780, 1-1-1=-3067, E-F--1812 BOT CHORD B-N-2762, M-N-2278,.L-M=2278, K-L=2281, J-K=2281, 1-J=2773 WEBS C-N--353, D-N=484, G-J=491, H-J--359, E-L-524, F-L-523, G-L--696, D-L=-693 ]g NOTES (5-6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL-6.Opsf; BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint B and 364 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 6) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson HUS28 or eq. Follow Simpson instructions for Installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name.: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H6 Job Truss Truss Type City Ply Centex-Orlando/2509-M)sk/3-31-3 53906902 T7 ROOF TRUSS 1 1 Job. Reference optional Universal Forest' Products,116c., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 1 1-0-Q 6-5-3 11-10-14 18-0-0 24-1-2 29-6-13 36-0-0 -, I� 1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 Scale - 1 5x6 = 5.00 12 E 3x7 = M L K J 1 3x7 = 3x6 = 3x6 = 3x8 = 3x6 = 3x6 = 9-3-14 1 I 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-14 LOADING (psi) SPACING 2-0-0 CSI DEFL ' In (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC ' 0.44 Vert(LL) 1J.18 K >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 H-1 >999 BCLL 0.0 Rep. Stress Incr YES W B 0.80 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 . (Matrix) 1st LC LL Min I/defl - 240 Weight: 174 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0-3-8, H-1427/Mechanical Max Horz B=195(load case 4) Max Uplift B=-444(load case 4), H=-374(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3056, C-D--2773, D-E--1944, E--F�-1944, F-G--2781, G-H=-3066 BOT CHORD B-M-2760, L-M-2281, K-L-2281, J-K=2284, I-J=2284, H-1-2772 WEBS C-M-349, D-M-481, D-K=-704, E-K-1052, F-K-708, F-1-489, G-1=-355 NOTES (4-5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide mechanical. connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 374 lb uplift at joint H. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit, for the correctness or accuracy of the design information as it may relate to a specific building. Any references to jbb names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) H28R: Right end may be attached to 2x8 So.Pine BC of two or more ply girder truss with Simpson VIUS28 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO. Shop No; 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902T7 Job Truss TrugAZype y Qty Ply Centex-Orlando/2509-A,jsk/3-31-3 53906902 T8 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Products, Inc.,'Burlington, NC 27215, Jeff Kerr 5:000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:00 2003 Page 1 -11-0-Q 6-5-3 1-0-0 6-5-3 iI 3x7 = 11-10-14 18-0-0 5-5-10 6-1-2 5x6 5.00 12 E N M L 3x6-= 3x8 - 3x8 - 24-1-2 29-6-13 36.0-C 6-1-2 5-5-10 6-5-3 K J 3x8 = 3x6 = 1-0-0 Scale - 11 30 = 9-3-14 I 18.0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9.3-14 Plate Offsets (X,Y): (D:0-4-0,0-3-01,(F:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 L-N >999 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min Well = 240 Weight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1497/0-3-8, H=1497/0-3-8 Max Horz B--187(load case 5) Max UpliftB--444(load case 4), H--444(load case 5) FORCES (lb) -First odtl''base Only TOP CHORD A-B-22,B-C--3053, C-D--2770, D-E--1941, E-F--1941, F-G=-2770, G-H--3053; H-1-22 BOT CHORD B-N-2758, M-N=2278, L-M=2278, K-L=2278, J-K=2278, H-J-2758 .WEBS C-Na-349, D-N=481, D-L--704, E-L-1050, F-L--704, F-J-481, G-J=-349 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint B and 444 lb uplift at joint H. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilitl for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not pars of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902T8 Job Truss Truss Type a �r°aaraue�;uasu�u,rt ` Qty Ply Centex-Orlando/2509-Alsk/3-31.3 53906902 F19 s ROO'TF� R�USSS.. 1 1 Job Reference (optional) Universal Forest Producto,lnc:, Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:00 2003 Page 1 11 0-Q 6-5-3 11-10.14 , 17-0-0 , 19-0-0 , 24-1-2 29-6-13 36-0.0 a7-o-P 1-0-0 6-5.3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6-5-3 1-0-0 Scale — 1:61. 5,00[12 5x6 = 5x6 - E F T 5x6 % 5x6 D 0 `v 2x3 �� 1 2x3 N C W w2 w2 3 H 4 w ;A e l J o f-j 0 30 = 0 N M L K 3x7 = 3x6 = 3x6 = 5x12 = 3x6 = 3x6 = I 9-3-14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 B-8-2 9-3-14 Plate Offsets X Y: D:0-4-0 0-3-0 F:0-3-0 0-2-4 F:0-3-0 0-2-4 G:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.17 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 M-O >999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.13 . I n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/defl - 240 Weight: 185 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS . (Ib/size) B=1497/0-3-8, 1-1497/0-3-8 Max Horz B=-178(load case 5) Max UpliftB=-434(load case 4), I--434(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3054, C-D--2770, D-E--1944, F-G--1944, G-H=-2770, H-I=-3054, I-J=22, E-F--1809 BOT CHORD B-0-2759, N-0a2275, M-N=2275, L-M=2275, K-L-2275, I-K-2759 WEBS C-0=-353, D-0=484, G-K=484, H-K=-353, E-M-523, F-M-523, G-M=-693, D-M=-693 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint B and 434 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of Individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify ail design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard II �� Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job:. 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H9 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Plsk/3-31-3 53906902 H 10 � q RO Qla• 1 1 Job Reference optional Universal Forest Products, lnc.,'Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 10-p 6.5.3 11-10-14 15-0-0 21-0-0 24-1-2 29-6-13 36-0-0 IT" 1-0-0 6-5-3 5-5-10 3-1-2 6-0-0 3-1-2 5-5-10 6-5-3 1-0-0 Scale - 1:61. 5.00 rf2 5x6 = 5x8 = 5x8 E F 5xB D O 2x3 �� 1 4 2x3 ii C W W2 W2 3 FI 4 w ;A o d 3x7 = O N M L K 3x7 = 3x6 = 3x8 =. 500 = 3x8 = 3x6 = i 9.3-14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets X Y: D:0-4-0 0-3-0 E:0-3-0 0-2-4 F:0=3-0 0-2-4 G:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL i in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.38 M-O >999 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/deft - 240 Weight: 184 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-7 oc purlins: BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-5 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1497/0-3-8, 1=1497/0-3-8 Max Horz B0-159(load case 5) Max UpliftB--41'3(load case 4), I=-413(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C=-3060, C-D=-2768, D-E--1980, F-G=-1980, G-H=-2768, H-I=-3060, 1-J-22, E-F=-2018 BOT CHORD B-0=2766, N-0a2262, M-N=2262, L-M=2262, K-L=2262, I-K=2766 -WEBS C-0=-371, D-0a496, G-K-496, H-K=-371, E-M-504, F-M=504, G-M=-593, D-M--593 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6:Opsf; BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 413 lb uplift at joint I. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on.this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job.names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H10 Job Truss Truss Type Qty Ply Centex -Orlando/2509-Alsk/3-31-3 j 53906902 H11 ROCSF?r RlVgS j f " '� •'' . � Job Reference (optional) Universal Forest Products, Inc.,, Burlington, NC 27215; Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 1.0 Q 6-5-3 13-0-0 23-0-0 , 29-6-13 36-0-0 $7-0-p i—r 1-0-0 6-5-3 6-6-13 10-0-0 6-6-13 6-5-3 1-0-0 Scale - 1:61. 5x6 = 5x6 = 2x3 II D E F T 6.00 12 2x3 O 2x3 c w 2 0 w 3 NG 4 w _ g H A I Id W= N M L K J 30 = 3x6 = 3x8 = 3x8 = 3x8 = 3x6 = , 9-3-14 1 18-0-0 26-8-2 36-0-0 , 9.3.14 8-8-2 8-8-2 9.3-1 4 Plate Offsets (X,Y): [D:0 3 0;0-2 4j,[F:0-3-0,0-2-4j LOADING (psf) SPACING 2-0-0 CSI DEFL i ' in (loc) I/defl PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.39 L-N >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell - 240 Weight: 173 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 - TOP CHORD Sheathed or 3-3.10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1497/0-3-8. H-1497/0-3-8 Max Horz B--141(load case 5) Max UpliftB=-389(load case 4), H=-389(load case 5) FORCES (lb) - Flrst �'61 '&ase.Only TOP CHORD A-13=22, B-C=-3068, C-D=-2766, F-G=-2766; G-H=-3068, H-1=22, D-E=-2362, E-F--2362 BOT CHORD B-N=2775, M-N=2171, L-M-2171, K-L=2171, J-K-2171, H-J=2775 "WEBS C-Na-394, D-N=552, F-J=552, G-J=-394, E-L=-251, D-L=282, F-L=282. NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-25ft; TCDL=6.Opsf;.BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint B and 389 lb uplift at joint H. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard �n Customer No: 11045 Customer Name: CENTEX :HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H11 Job Truss Truss Type Ply Centex-Orlando/2509-AAsk/3-31-3 53906902 H12iOF�f`tt y� mu �yQty -' Job Reference o tional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:02 2003 Page 1 0-Q 6-5-3 11-0-0 i 25-0-0 29-6-13 36-0-0 8710-P 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0-0 Scale - 1:61. 5x6 = 2x3 II 5x6 = D E F 5.00 F12 2x3 J 2x3 C W2 W2 O 4 W v B H 17 I dA y tg 3x7 = N M L K J 30 = 3x6 = .3x8 = 3x8 = 3x8 = 3x6 = i 9-3-14 ,_ - - 18-0-0 _ 26-8-2 36.0.0 9-3-14 8-8-2 8-8-2 9-3-14 Plate Offsets X Y : D:0-3-0 0-2-4 , F:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.22 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.43 L-N >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min Well = 240 Weight: 169 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3.3-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. . WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1497/0-3-8, H-1497/0-3-8 Max- Horz B--122(load case 5) Max U.pliftB=-382(load case 2), H--382(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C--3044, C-D--2779, F-G--2779, G-H--3044, H-1-22, D-E=-2825, E-F--2825 BOT CHORD B-N-2747,. M-N=2368, L-M=2368, K-L=2368, J-K=2368, H-J-2747 WEBS C-N--309, D-N=432, F-J=432, G-J=-309, E-L--443, D=L=547, F-L=547 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint B and 382 lb uplift at joint H. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard O rCustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H12 r . . Job Truss Truss Type Qty Ply Centex-Orlando/2509-Afjsk/3-31-3 53906902 1113 Job Reference(o tional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:02 2003 Page 1 -11-0-p 5-9-1 9-0-0 15-0-0 21-0-0 27-0-0 30-2-15 , 36-0.0 17-0-p 1-0-0 579=1 3-2-15 6-0.0 6-0.0 670-0 3-2-15 5-9-1 1-0-0 Scale - 1:61. 5x6 = 3x6 = 5x8 = 5x6 = 5.00 12 D E F O 2x3 O 2x3 C H w1 2 w 1 v 4 w v J I` 6 3x7 = O N M L K 3x7 = 3x8 = 3x10 Mill 8H= 3x6 = 3x10 M111814= 3x8 = 9-1-12 18-0-0 26-10-4 36-0-0 9-1-12 8-10.4 8-10-4 9-1-12 Plate Offsets X Y: D:0-3-0 0-2-4 F:0-4-0 0-3-0 G:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL ' 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.28 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.52 K-M >826 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/defl - 240 Weight: 169 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-7 oc purlins. BOT CHORD 2.X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1497/0-3-8, 1-1497/0-3-8 Max Horz B=-104(load case 5) Max UpllftB--413(load case 2), I=-413(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C=-3067, C-D=-2813, D-E=-2592, E-F=-3350, F-G=-2592,.G-H--2813, H-1=-3067, I-J=22 BOT CHORD B-0m2771, N-0=3284, M-N=3284, L-M=3284, K-L=3284, I-K=2771 -WEBS D-0=788, G-K=788, C-0=-252, H-K=-252, E-0=-825, E-M=106, F-Mm106, F-K-825 NOTES (6) . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lurriber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 lb uplift at joint B and 413 lb uplift at joint I. 6) Truss shall be fabricated per ANSI/fPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing ' required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard r Customer No:11049 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 braw No:53906902H13 r— I Job Truss Truss Type_ _ .. Qty Ply Centex-Orlando/2509-Afsk/3-31-3 . ��^+fur y�{;�srk�X��'Iii��•� �t1:i� 53906902 H14 Job Reference (optional) Universal Forest Products,lnc., Burlind on, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page 1 1-0-p 4-6-5 7-0-0 , 12-614 18-0-0 23-5-2 29-0-0 31-5-11 , 36-0-0 37-0-0 ( 1-0-0 4-6-5 2-5-11 5-6-14 5-5-2 5-5-2 5-6-14 2-5-11 4-6-5 1.0-0 Scale - 1:61. 7x10 = 5x6 = '. 2x5. 11 5x8 = 5x6 = WO= 5.00 12 D E F a H I 2x3 2x3 i C J 1 1 W W 3 yy r K � lyey d 500 = O P O N M 5x10 = 5x6 = 5x6 = 7x10 MUM= 5x6 = 5x6 ! I I � 7-1-12 12-6.14 18.0-0 23-5-2 28-10-4 36-0-0 7-1-12 5-5-2 5-5-2 5-5-2 5-5-2 7-1-12 Plate Offsets X Y : B:0-2-7 Ede D:0-3-12 0-4-0 1:0-3-12 0-4-0 K:0-217 Ed J, [0:0-5-0,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL J In (loc) I/defl PLATES GRIP TCLL - 20:0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.81 0 >529 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.16 0 >370 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.21 K n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 221 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 "Except' - TOP CHORD Sheathed or 1-9-8 oc purlins. T3 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 'Except W1 2 X 4 SYP No.2, W1 2.X 4 SYP No.2 W 1 2 X 4 SYP No.2, W 1 2 X 4 SYP No.2 REACTIONS (Ib/sizq)s<< Km3079/0.3-10 (input: 0-3-8), B-3079/0-3-10 (input: 0-3-8) Max HgrtB=-86(load case 5) Max UplifiK_-1129(load case 3), 8=-1076(load case 3) .FORCES (lb) - First Load Case Only TOP CHORD A-B=26, B-C--7065, C-D=-6987, D-E=-9397, E-F--10284, F-G--10284, G-H--10284, H-1--9397, 1-J--6987, J-K--7065, K-L=26 BOT CHORD B-Q=6456, P-Q=6499, O-P=9394,.N-0=9394, M-N=6499, K7M=6456 WEBS D-Q=290, I-M=290, C-Q-34, D•P=3247, E-P=-1253, E-0=1001, F-0=-687, H-0=1001, H-N=-1253, I-N=3247, J=M-34 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11Omph; h-25ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise Indicated. 5) WARNING: Required bearing size at joint(s) K, B greater than Input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1129 lb uplift at joint K and 1076 lb uplift at joint B. 7) Girder carries hip end with 7-0-0 end setback 8) Special hanger(s) or connection(s) required to support concentrated load(s) 385.0lb down and 310.81b up at 29-0-0, and 385.01b down and 310.8lb up at 7-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. 9) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1..25, Plate Increase=1.25 Uniform Loads (pit) Vert: A-D-60.0, D-I=-130.6, I-Lm-60.0, 8-K--43.5 Concentrated Loads (lb) Vert: D--385.0 1--385.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H14 Job Truss Truss Type Qty Ply Centex -Orlando/2509-A1sk/3-31-3 53906902 HJ7 ENDJACK TRUSS. 1 ' Job Reference (optional) Universal Forest Products, Inc.; Burlington, NC 29tgl' , Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page 1 .1-6-8 i 5-8-3 9-10-1 1-6-8 5-8-3 4-1-13 Scale - 1:18. D r7 3.54 F12 W c i VY-­-� W1 a l e1 e3A G F E 20 II 24 J I 5-8.3 9-9-4 9-1 -1 5-8-3 4-1-1 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC . 0.37 Vert(LL) 0.03 F-G >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.06 F-G >999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl e 240 Weight: 40 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) Ba435/0-3-8, E-408/Mechanical, D=222/Mechanical Max Horz B-193(load case 4) Max UpliftB--242(load case 2), E--64(load case 3), D--179(load case 5) FORCES (lb) - First Lpad Case Only TOP CHORD A-B=24,'d-C=-858, C-D=46 BOT CHORD B-Gm800, F-Go800, E-Fa0 WEBS C-G=169, C-F--877 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint B, 64 lb uplift at joint E and 179 lb uplift at joint D. 3) Truss shall be fabricated per ANSI/f PI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit, for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-B--60.0 Trapezoidal Loads (plf) Vert: B-0.0-to-Em-49.5, B=-2.2-to-Da-148.5 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job:. 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ7 -- J Job Truss Truss Type , S Qty Ply Centex- Orlando/2509-Arsk/3-31-3 53906902 EJ7 ROOF TRUSS 25 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page 1 -0-0 3a4'= 6-11-4 7-0-0 Scale — 1:1 6-11-4 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) ; n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.17 A >80 BCLL 0.0 Rep Stress Incr YES WI 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st.LC LL Min I/deft — 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-198/Mechanical, B=346/0-3-8, D=68/Mechanical Max Harz 8-159(load case 5) Max UpliftC--165(load case 5), B=-75(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,.B-C-62 BOT CHORD B-D'64 14.4' NOTES, (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint C and 75 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where Indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilitt for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Qgntractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ7 0 r--.- . . . Job fruss I I53906902 IH18 rsk/3-31-3 I --— I I IJob Reference (optional) Products,lnc.,Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:43:25 2003 Page 1 1.0-0 5-10.8 7-0-0 1-0-0 5.10-8 1-1-8 5x4 = Scale - 1:15. 2x3 II (Truss Type 3x4 — I 6-0-4 6-11-4 741-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.07 B-H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) �0.19 B-H >436 BCLL . 0.0 Rep Stress Incr YES WB 0.08. Horz(TL) 0.04 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft = 240. Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-346/0-3-8, F--126/Mechanical, E-392/Mechanical Max Horz B=148(load case 3) Max UpliftB--156(load case 4), F=-126(load case 1), E=-48(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B22,,6; C=-84, C-D=-2, D-E=0, D-G=592 BOT CHORD B-H=25,`,'6-H-0' F-G-0 WEBS C-H=-419 NOTES . (4) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL-6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint B, 126 lb uplift at joint F and 48 lb uplift a joint E. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall.be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit, for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B.RF Date Req:04/24/2003 Draw No:53906902H18 r— Job FHIU9 53906902 Universal Forest Pr a I 10� 1-0-0 Truss Type 'Ft'�A'IiiCQP;JA Inc., Burlington, NC 27215, Qty Ply Cer Job Jeff Kerr 5,000 s Feb 20 2003 MiTek Ini 3-10-8 3-10-8 5x4 = 3x4 = 4.0-4 , Inc. Wed Apr 23 08:31:04 2003 Page 7-0-0 3.1-8 Scale - 1:1 0.0-1 LOADING (psf) SPACING 2-0-0 CSI I DEFL In (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL). 0.18 B-H >442 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.33 B-H >249 _ BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.14 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min Well - 240 Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed.or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-346/0-3-8, F--83/Mechanical, E=348/Mechanical Max Horz B-102(load case 3) Max UpllftB--149(load case 4), F=-83(load case 1), E--75(load case 3) Max Grav B=346(load case 1), F-9(load case 4), E-348(load case 1) FORCES (lb) - Firsf'L'&rdCase Only TOP CHORD A-B=22;B-C=-71, C-D=O, D-E=0, D-G=297 BOT CHORD B-1-1-20, G-H=O, F-G=O WEBS C-1-1--226 NOTES (4) 1) Wind: ASCE 7.98 per FBC2001; 11Omph; h-25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.33, 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint B, 83 lb uplift at joint F and 75 lb uplift at joint E. 4) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard �P Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO - Shop Net 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H19 Job Truss Truss Type Qly Ply Centex-Orlando/2509-A is3-31 3 53906902 G 17 � HI � 1 4 I Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 09:17:36 2003 Page 1 2-6-0 ( 4-7-13 6-7-14 , B-7-15 10-8-1 12-8-2 14-8-3 _ ,_ 16-10-0 19-4-0 2-6-0 2-1-13 2-0-1 2-0-1 2-0-2 2.0-1 2-0-1 2-1-13 2-6-0 Scale: 318".1' 5.00 12 5x8 = 3xB = 3x8 = 2x3 II 3x8 = 3x8 = 5x8 = 9 C 0 E3x8 = F O H I 101 rn � Y A at Ig 5x8 = R Q P S O N T M L K 3x6 11 5x6 = 7x6 = 5x6 = bx12 = 7x6 = 5x6 = 3x6 11 5x6 = 2-7-12 4-7-13 6.7.14 B-7.15 10-8-1 12� 4-0 1 -8r2 14-8.3 16-8.4 16P-8 19-4-0 2-7-12 2-0-1 2-0-1 2-0-1 2.0-2 1-7-15 0-4-2 2-0-1 2-0-1 0-0-4 2-7.8 LOADING (psf) SPACING 2-0-0 TCLL . 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP N6.2 'Except' T22X4SYP SS BOT CHORD 2 X 8 SYP SS WEBS 2 X 4 SYP No.2 -8,0- 1-8), CSI DEFL r in (too) Vdefl PLATES GRIP TC 0.78 Vert(LL) 0.54 N-O >420 TL20 245/193 BC 0.92 Vert(TL) -0.85 N-0 >270 WB 0.62 Horz(TL) 0.07 J n/a (Matrix) 1 st LC LL Min Vdefl = 240 Weight: 454 lb BRACING TOP CHORD Sheathed or 4-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=7994/0-3-8, J=5903/0-3-8 Max Horz A=21(load case 4) Max UpliftA=-2713(load case 2), J=-1995(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=-1y555'B-C=-26432, C-D=-33583, D-E=-37439, E-F=-36512, F-G=-36512, G-H=-34015, H-1=-24179, I-J=-14664 BOT CHORD A-R=1631b, Q-R=16606, P-Q=26431, P-S=33583, 0-S=33583, N-0=37439, N-T=34015, M-T=34015, L-M=24178, K-L=13691, J-K=13621 WEBS B-R=1902, I-K=453, B-Q=10697, C-Q=-3284, C-P=7887, D-P=-1935, D-0=4252, E-0=152, E-N=.1021, F-N=-29, G-N=2753, G-M=-1349, H-M=10849, H-L= 4693, I-L=11418 NOTES (10) 1) Special hanger(s) or connection(s) required to support concentrated load(s) 65.Olb down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and I057.O1b up at 12-4-0, and 22.01b down and 7.61b up at 16-8-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) 4-ply truss to be connected together with 16d Common(.162"x3.5") Nails as. follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Attach chords with 1/2 inch diameter bolts (ASTM a307) with washers at 2-0-0 on center. Special hanger(s) or connection(s) required to support concentrated load(s) 65.Olb down and 22.31b up at 16-10.0 on top chord, and 3075.Olb down and 1057.Olb up at 12-4.0, and 22.0Ib down and 7.61b up at 16-8.8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7.98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsh BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 6) Provide adequate drainage to prevent water ponding. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2713 lb uplift at joint A and 1995 lb uplift at joint J. 8) This truss design allows for 111e following max. boll holes along the member clines spaced a min. of 0-6-0 apart: 0.500in in the top chord, 0.500in in the bottom chord. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 65.Olb down and 22.31b up at 16-10.0 on top chord, and 3075.01b down and 1057.Olb up at 12-4-0, and 22.01b down and 7.61b up at 16-8-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 10) Truss shall tie fabricated por ANSVI PI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall vorify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codos and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relalo to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: A-B=-60.0, B-D=-60.0, D-1=-98.0, I-J=-60.0, A-S=-734.0, S-T=-746.0, K-T=-34.0, J-K=-20.0 Concentrated Loads (lb) Vert: 1=-65.0 K=-22.0 T=-3075.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G17 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Prsk/3-31-3 53906902 HJ2 JAi✓ Job Reference (optional) Universal Forest Products,inc., IBurlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:05 2003 Page 1 1.5-0 III U4 = 3.54 12 T1 3-5-11 3-5-11 01 Scale - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) ; n/a n/a TL20 245/193 TCDL. 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.04 A >446 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. or 3-5-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=39/Mechanical, B-159/0-3-8, D-20/Mechanical Max Horz B-63(load case 2) Max UpliftC--38(load case 5), 8--173(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,(3-C--17 BOT CHORD B-D=64'-4' NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-25ft; TCDL-6.0psf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint C and 173 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit,, for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1,25 Uniform Loads (pit) Vert: A-13--60.0 Trapezoidal Loads (pit) Vert: B--2.4-to-C--55.7, B=0.0-to-D--18.6 Customer No: i i w Customer Name; CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 DraW No;53�Q69p2HJ2 Job Truss. Truss Type Qty Ply Centex-Orlando/2509-Afsk/3-31-3 53906902 EJ2 th iqo&FN'}iN 5 1 Job Reference (optional) Universal Forest Products, lnc.,' Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 09:21:15 2003 Page 1 Scala - 1:7.: 2-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) ; n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.01 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00. C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft = 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=52/Mechanical, B=178/0-3-8, Dm23/Mechanical Max Horz B-62(load case 5) Max UpliftC=-54(load case 5), B=-87(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=22„q-C=16 BOT CHORD B-D!6—. NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf;.occupancy category II; exposure B; enciosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint C and 87 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilil) for the correctness or accuracy of the design information as it may relate to. a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No.:53906902EJ2 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/Gk/3-31-3 53906902 G15 MO(;(�TR418E•�� 1 1 Job Reference optional Universal Forest Producls,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:05 2003 Page 1 2.6-0 2-0.0 2-6-0 2=0-0 0-6-0 Scale - 1:7 LOADING (psi) SPACING 2-0-0 CSI DEFL ' In (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL). 0.00 A-C >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.00 A-C >999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Mind/deft a 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-6-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) A-141/0-3-8, C=366/Mechanical Max Hotz A-51(load case 3) Max UpliftA--33(load case 4), C=-102(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-21, B-C--66 BOT CHORD A-D-0, C-D=O NOTES (4-5) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.0psf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint A and 102 lb uplift at joint C. 3) Special hanger(s) or connection(s) required to support concentrated load(s) 331.01b down and 113.81b up at 2-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 4) Truss shall be fabricated per ANSIlTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4"-of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 5) L26R: Right end may be attached to 2x6 So.Pine or larger BC of two or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-C--20.0, A-B--60.0 Concentrated Loads (lb) Vert: D--331.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902G15 53906902 HJ3 Universal Forest Pr Truss. Type JACK , iducts,Inc., Rurlinglon, NC 27215, Jef Qty Ply Centex -Orlando, 2 1 Job Reference s Feb 20 2003 MiTek Industries, Inc. pr 1-5-0 U4 = 3.54 12 T1 4-2-3 B1 v 0 LOADING (psi) SPACING 2-0-0 . CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) , n/a - n/a TL20 245/193 TCDL . 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.05 A >387 BCLL 0.0 Rep Stress Incr NO WB. 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2'3 oc purlins. BOT CHORD 2 X 4 SYP.No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-67/Mechanical, B-171/0-3-8, D-28/Mechanical Max Horz B-70(load case 2) Max UpliftC--56(load case 5), B 178(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-Ba22,.B C--19 BOT CHORD B-Da10-.-'4 NOTES (3) .1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL-6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOLe1.60 plate grip DOL-1.33. .2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint C and 178 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and.governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-B--60.0 Trapezoidal Loads (plf) Vert: 8=-2.3-to-C=-63.6, B=0.0-to-D=-21.2 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ3 Job Truss Truss Type Qty Ply Centex Orlando/2509-Ar)sk/3-31-3 r �gp9tC1"` 53906902 EJ3 TRUSS 2 . 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:06 2003 Page 1 -1-0.0 3-0-0 1-0-0 3-0-0 Scale: 1.5'-1 5.00 12 T1 9 e1 A D i 2-11-4 3 0 0 2-11-4 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a TL20 245/193 TCDL . 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.01 A >999 BCLL 0:0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC.LL Min I/deft — 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=70/Mechanical, 6=195/0-3-8, D-28/Mechanical Max Horz B-73(load case 5) Max UpliftC--67(load case 5)., B=-84(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-m22,,B,-C-22 BOT CHORD B-D=b'. NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.67 lb uplift at joint C and 84 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of Interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902EJ3 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 H-1G H1P 1 1 1.__ . Job Reference (optional) __ Universal Forest Pro ducts,lnc.,'Burlingion, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:06 2003 Page 1 3-0-0 4-0-0 7-0-0 3-0-0 1-0-0 3-0-0 Scale - 1:11. 5x4 = 5x4 = B c T2 5.00 12 wt wi T1 'r1 7 n D A B1 16 11 2x3 II 2x3 11 F E 3x4 = 3x4 = 3-1.12 3-f0.4 7-0-0 3-1-12 0-8-8 3.1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0. Plates Increase 1.25 TC 0.07 Vert(LL) . 0.01 F >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 D-E >999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 D n/a BCDL 10.0 'Code FBC2001 (Matrix) 1st LC LL Min I/defl = 240 Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 n REACTIONS (lb/size) A-331/0-3-8, D-331/Mechanical Max Horz A--29(load case 5) Max UpliftA--98(load case 4), Dm-98(load case 5) FORCES (lb) - Flrst.L,oad Case Only TOP CHORD A-Ba:57.; B-C=-497; C-D--572 BOT CHORD A-F-49#-, E-F=497, D-E-491 WEBS B-F=52, C-E-52 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint A and 98 lb uplift at joint D. 5) Girder carries hip end with 3-0.0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 45.Olb down and 36.3lb up at 4-0-0, and 45.Olb down and 36.31b up at 3-0-0 on top chord. Design.for unspecified connection(s) Is delegated to the building designer. 7) Truss shall be fabricated per ANSI/T'PI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 8) Right end may be attached to 2x6 So. Pine BC of two or more ply girder truss with Simpson LUS26 or eq. Follow Simpson instructions for installation, LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-B--60.0, B-C--70.6, C-D--60.0, A-D--23.5 Concentrated Loads (lb) Vert: B--.45.0 C-45.0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 G Job Truss Ti 4A`Xip Qty Ply Centex-Orlando/2509-A/isk/3-31-3 53906902 CJ5 ROOF TRUSS 6 1 I Job Reference (o tional _ Universal Forest Products, lnc.,'Burlinyton, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc, Wed Apr 23 08:31:07 2003 Page 1 .... A i { 4 I!1® LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase. 1.25 TC 0.27 Vert(LL) ' n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) '-0,05 A >263 BCLL 0.0 Rep Stress Incr YES WB. 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=135/Mechanical, B=268/0-3-8, D-48/Mechanical Max Horz B-115(load case 5) Max UpliftC--116(load case 5), B--77(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,,.B-C-42 BOT CHORD B-D, NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL-6.0psf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint C and 77 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building_design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ5 Job Truss Truss Type Qty Ply 53906902 CJ3 ROOF TFjUa. 6 1 ICentex-C)rlando/2509-Mjsk/3-31-3 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:07 2003 Page 1 Scale - 1:7.1 �3X4 2-10-15 2-11,11 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) ist LC LL Min I/deft = 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C-69/Mechanical, B-194/0-3-8, D-28/Mechanical Max Horz B-73(load case 5) Max UpliflC--66(load case 5), B--84(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B �22,-,B-C-21 BOT CHORD B-D.&.0 NOTES (3) 1) Wind: ASCE 7-98 per. FBC2001; 110mph; h=25ft; TCDL-6.0psf; BCDL=6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint C and 84 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet Is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ3 Job Truss 53906902 CJ1 Universal Forest Products,lnc., Ply ROo •T,Rt as ' ��-- 112 I 1 "ton. NC 27215. Jeff Kerr 5.000 s Feb 20 2003 lando/2509-Alsk/3-31-3 ence (optional) s, Inc. Wed Apr 23 08:31:07 2003 e r 0-10-15 0-,11 q 1 0-10-15 0-0-12 Scale - 1:4.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC . 0.06 Vert(LL) n/a - n/a TL20 245/193 TCDL .10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) ' 0.00 A >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft - 240 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 0-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B-133/0-3-8, E-9/Mechanical, C=0/Mechanical Max Horz B-41(load case 4) Max UpliftB=-102(load case 4), C=-27(load case 5) Max Grav B-1 33(load case 1), E-9(load case 1), C-29(load case 4) FORCES (lb) - First_Load Case Only TOP CHORD A-Bg2) ;O-C=-26, C-D--4 BOT CHORD B-E—O . NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL-6.Opsf; BCDL=6:Opsf; occupancy category II; exposure B;.enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint B and 27 lb uplift at joint C. 3) Truss shall be fabricated per ANSIlrPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances: The truss designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902CJ1 . ... - -i I 3' bath duce to roof cap w/fan r 3' bath duct to roof cap w/fan 11� M cROM ON dryer wall cap ' scale :1/8'=1'0' • N A / _ V--'LAM �, » 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL 'J s O roc L u N co o FV, 5 � Ci S ?- U (n m Z O .U) W LLI O ('7 0 O U Q Cz ° X Q� 0 0 L� Lip :. x W —1 0 z CO 0 CU W � U :E 00 i Rating z O V >- m Z- w >_ J Z Q H m z J O m n _1 (n 4 6 8 CAULK BETWEEN B.W. 1-1/4MIN.` (BUCK WIDTH) EMBEDMENT pN£. BY WOOD CONCRETE OR WOOD BUCK & BUCK BY OTHERS MASONRY OPENING_ BY OTHERS MAS-Y. OPENING BY OTHERS - INSTALLATION ANCHOR ONE BY WOOD .3/16' DIP TAPCON D BUCK BY OTHERS . CAULK BETWEEN STUCCO WIN➢OW FLANGE g WOOD BUCK F1/4' MIN. BY OTHERS MENT SHIM 1/ 'MAX. 1/4' MAX.RIGID VINYL(SEE N❑TES)GLAZING BEAD ON ANCHOR(TYP.)TAPCON STUCCO REO'D.BY OTHERS. GLASS (SEE N❑TES). (TYP.)(SEE NOTES) PERIMETER CAULK BY OTHERS "FLANGE TYPE RIGID VINYL GLAZING BEAD H. (TYP.) DOW ]HT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK. OR APRV'D. EQL. PERIMETER CAULK C BY OTHERS I FLANGE TYPE WINDOW FRAME WINDOW FRAME,. JAMB CAULK BETWEEN HEADER WINDOW FLANGE P & WOOZT `BUCK PERIMETER . CAULK BY OTHERS GLASS.,.. W.W. (TYP.) (SEE NOTES) (WINDOW WIDTH) B.H. (BUCK CAULK BETWEEN HEIGHT). WOOD BUCK & . MAS'Y. OPENING BY OTHERS SECTION B-B FLANGE TYPE CONCRETE OR WINDOW. FRAME MASONRY OPENING SILL BY OTHERS W.W. PRECAST SILL a a A . BY OTHERS A B C NOTES: SECTION.A-A 1) SHIM AS REQ-D. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE E SHIM STACK TO BE 1/4". D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH. TO ACHIEVE 7A MIN. EMBEDMENT OF 1-1 /4" INTO MASONRY OR CONCRETE.. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD & JAMBS SILL MUST BE ATTACHED TO THE SUBSTRATE WITH B K B 0 TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 40PSF 41 PSF TO 70PSF 30PSF TO 40PSF 41 PSF TO 70PSF SIZE SIZE 12 18 1/8 x 25 8 8 8 F,G F.G F,G F,G 13 18 1/8 X 37 3/8 8 8 F,G F,G 14 18 1/8 x 49 5/8 8 B B F,G F.G 1-45 18 1/8 x 55 1/4 8 B F,G F,G 15 - 16 IS 1/8 x 62 18 1/8 x 71 8 8 F.G F.G,H 17 18 1/8 X 83 B B F,G F.G.J,K IH2 25 1/2 X 25 8 8 F,G F.G F.G F, G IH3 25 1/2 x 37 3/8 8 8 8 B F,G F•G,H,I 1 H4 25 1/2 X 49 5/8 8 B F,G F,G,H,1 1H45 25 1/2 X 55 1/4 B 8 F.G F,G,HJ 5 25 1/2 X 62 8 13 F,G F,G•H,I iH6 1H7 25 1/2 x 71 25 1/2 X 83 8 B F,G.J,K F.G.J.K 30 1/2 x 26 29 1/2 X 25 B B B 8 F,G .G F.G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 8 F,G F, 30 1/2 x 50 5/8 29 1/2 X 49 5/8 B B F,G F,G,H,1 30 1/2 x 56 1/4 29 1/2 x 55 1/4 B B F.G F•G,H.1 30 1/2 x 63 29 1/2 X 62 8 B 8 F.G.H;I F,G,H,I 30 1/2 x 72 30 1/2 x 84 29 1/2 X 71 29 1/2 x 83 B 8 F,G.J.K F,G.J,K 22 36 X 25 B B 8 B . F.G F,G 23 36 x 37 3/8 B B F,G F.G,HJ, 24 36 x 49 5/8 8 B F,G F,G,H,I 245 25 36 x 55 1/4 36 x 62 e 8 F,G,H.1 F,G,H,I 26 36 X 71 B 8 F.G.H•1 D.E.F,G.H,I 27 36 x 83 8 B F,G,J,K . F.•G,H,I,J,K 42 x 26 41 X 25 B 8 e B F,G F.G•H,1 42 x 38 3/8 41 X 37 3/8 8 B F,G F,G,H,I 42 x 50 5/8 41 x 49 5/8 8 8 F,G,H,1 F,G,H,I 42 x 56 1/4 41 X 55 1/4 8 8 F,G,H,1 D.E,F,G.,H,I 42 x 63 41 X 62 41 X 71 B B F,G,H,I D,E,F,G,H,1 42 x 72 42 x 84 41 X 83 B B F,G•J.K F,G,H,I,J,K 48 x 26 47 X 25 8 B A,C A,C F•G F,G F,G,H,1 48 x 38 3/8 47 x 37 3/8 B A,C F,G F,G,H,I 48 x 50 5/8 47 x 49 5/8 8 A.0 F,G'H•1 F'G'H'I 48 x 56 1/4 47 x 55 1/4 B A.0 F,G,H,1 D,E.F,G.H,1 48 x 63 47 X 62 47 x 71 B A.0 F,G.H,1 D.E,F.G,H,1 48 x 72 47 X 83 a A C F.GJK OEFGHIJK 48 x 84 32 52 1/8 X 25 8 A,C F,G F,G F,G F.G.H;I 33 52 1/8 x 37 3/8 B 8 A.0 A,C F,G,H,I F,G.w. 34 345 52 1/8 X 49 5/8 52 1/8 X 55 1/4 8 A,C_ F,G,H,1 D.E.F.G.H.I 35 52 1/B X 62 B A.0 F•G,H•1 F.G. O,E.F,G.H.1 D.E.F,.K.J.,K. 36 52 1/8 X 71 52 1/8 X 83 a B A. A,C F.G.JK D.E,F,G,J.K,J • 37 VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. �I 5) USE SIUCONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. + [,, 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. EXTERIOR OF WINDOW FLANGE. G G� '�Y 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE CAI.t� ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE.. FOR. THE APPROPRIATE DESIGN PRESSURE REO'D. Pa+, 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF.ASTM /� Q fsd E1300 GLASS CHARTS. l� [,��1 8).. LETTER DESIGNATIONS ON THE TAPCON LOCATION- CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE �q+ INTERNATIONAL, INC. EXTERIOR ELEVATION AS L KEY. : FLORIDA XT p T .T D Ei R �' 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED- FOR TAPCON - ", - L j�,11J1� EXTRUDERS v SANFORD, FLORIDA ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. j� TO PROVIDE MIN. 5/8 IN.. EMBEDMENT INTO WOOD BUCK. r1 TITLE: INSTALLATION DETAIL 10) FLORIDA EXTRUDERS 1.000 SERIES SINGLE HUNG IS SHOWN - THIS THIS " ..PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 \ J AT O. NSGL. HUNG FLANGE WINDOWS SERIES 1000 1500. &. 2000 SERIES: SINGLE'HUNGS. ELE... V 11). WHERE WINDOW` 1S INSTALLED IN .MASONRY OPENING WITH A DRAWN BY. B B APPROVED BY: STRUCTUAL. TWO BY WOOD BUCK. USE #10 SCREWS OF - �f / VIEWED FROM EXTERIOR `� I}=' DATE:10/09/01 SCALE_NTS Dw�.: FLEX0016 SUFFICIENT LENGTH TO .ACHIEVE 1-3 8" MIN. EMBEDMENT AT d € #s uc % _ r_:, JI ALL INSTALLATION FASTENER LOCATIONS. - _ aRFPeRFR RY- PRODUCT' & APPUCATION ENGINEERING_ INC.. 250 INTERNATIONAL PKY., SUITE 250. HEATHROW. FLORIDA 32746--PHONE.. 07 805-0365 FAX 407 805-0366 INSTALLATION ANCHOR CHART ,. QUANTITY IN QUANTITY IN HEAD & SILL EACH. JAMB CALL WINDOW UP TO 70 PSF UP TO 70 aSi _=- SIZE SIZE 2024 23 1/2 x 27 1/2 2 2 2 2030 23 1/2 X 35 1/2 2 3 2038 23 1/2 x 43 1/2 2 3 2040 23 1/2-x 47. 1/2 2 31. 2044' 23 1/2.X 51 1/2; 2 3 2050 23 1/2 X 59 1/2 2 4 2060 23 1/2 X 71 1/2 2 4 2070 23 1/2 x 83 1/2 2 2424. 27 1/2 X 27 1/2. 2 2. 2430 27 1/2 x 35 1/2 2 3 2438 27 1/2 X 43 1/2 2 3 2440 27 1/2 X 47 1/2. 2 3 2444 27 1/2 X 51 1/2 2 3 .2450 27.1/2 x 59 1/2 2 2460 27 1/2 X .71 1/2 2 4 4 2470 27 1/2 x 83 1/2 2 2824 31 1/2 X 27 1/2 2 2 2830 31 1/2,X 35 1/2 , 2 3 2838 31 1/2. x 43 1/2 2 3 2840 31 1/2 X 47 1/2 2 2844 31 1/2 X 51 1/2 2 3 3 2850 31 1/2 x 59 1/2 : 2 2860 31 1/2 X 71 1/2 2 4 2370 31 1/2 x 83 1/2 2 4 3024 35 1/2 x 27 1/2 2 2 3030 35 1/2 x 35 1/2 2 3 3038 35 1/2 X 43 1/2 2 3 3040 35 1/2 X 47 1/2- 2 3 3044 35 1/2 X 51 '1/2 . 2 3 3050.. 35 1/2 X 59 1/2 .2 3060 35 1/2 X 71 1/2 2 4 . 3070 35 1/2 X 83 1/2 2 4 3424 39 1/2 X 27 1/2 3 2 3430 39 1/2 X 35 1/2 3 3438 39 1/2 X 43 1/2 3 3 3440 39 1/2 X 47 1/2 3 3 3444 39 1/2 x 51 1/2 3 ' 3 3 3450 39 1/2 x 59 1/2 3 3460 39 1/2 X 71 1/2 3 4 3470 39 1/2 X. 83 1/2 3 4 3824 43 1/2 X 27 1/2 3 2 2 3830 43 1/2 x 35 1/2 3 3 3838` .43 1/2 X 43 1/2 3 3 3840 43 1/2 X 47 1/2 3 3 3844 43 1/2 x 51 1/2 3 3 3850 43 1/2 X 59. 1/2 3 3860 43 1/2 x 71 .1/2 3 4 3870 43 1/2 X 83 1 2 3 4 47 1/2 X 27 1/2 3 2 4024 4030 47 1/2 x 35 1/2 3 2 4038 47 1/2 x 43 1/2 3 3 4040 47 1/2 X 47 1/2 3 3 4044 47,1/2 X 51 1/2 3 3. 4050 47 1/2 X 59 1/2 3 3 4060 47 1/2 X 71 1/2. 3 4 4070 47 1/2 X 83 1/2 3 4 INSTALLATION ANCHOR CHART QUANTITY IN - QUANTITY IN CALL WINDOW HEAD & 'SILL EACH _JAMB UP TO 70 PSF UP TO 70 PSF SIZE' SIZE 12 18 1/8 X 25 2 2. 3 13. t8 1/8 x 37 3/8 2 3 14 .•ff 18 1/8 X 49 5/8 2 2 3 145 '--tl 18 1/8 X 55 1/4 15 181/8x62 2 4 16 18 1/8 X. 71 2 4 17 18 1/8 x 83 2 4 2 1H2 25 1/2 X 25 2 3 1H3 25 1/2 x 37 3/8 2 3 1H4 25 1/2 X 49 5/8 2, .. 3 1H45 25 1/2 X 55 1/4 2 1H5 25 1/2 x 62 2 4 1H6 25 1/2 x 71 2 4 1H7 25 1/2 X 83 2 4 30 1/2 x 26 29 1/2 X 25 2 3 30 1/2 x 38 3/8 29 1/2 X 37 3/8 2 3 30 1/2 x 50 5/8 29 1/2 X 49 5/8 2 3 30 1/2 x 56 1/4 29 1/2 X 55 1/4 2 4 30 1/2 x 63 29 1/2 x 62 2 4 30 1/2 x 72 29 .1/2 X 71 .2 4 30 .1/2 x 84 29 1/2 x 83 2 36 X 25 3 23 36 x 37 3/8 2 3 24 36.X 49 5/8 2 3 245 36 x 55 1/4 2 4 25 36 X 62 2 4 28 36 X 71 2 27 36 X 83 2 4 42 x 26 41 X 25 3 3 42 x 38 3/8 41 X 31 3/8 3 3 42 x 50 5/8 41 X 49 5/8 3 3 42 x 56 1/4 41 X 55 1/4 _ 3 - 4 42 x 63 41 x 62 3 4 42 x 72 41 X 71 3 4 42 x 84 41 X 83 3 48 x 26 47 x 25 3 3 48 x 38 3/8 47 X 37 3/8 3 3 48 x 50 5/8 47 x 49 5/8 3 3 48 x 56 1/4 47 x 55 .1/4 3 4 48 x 63 47 X 62 3 4 48 x 72 47 X 71 3 4 4 x 4 47 X 83 2 32 52 1/8 X 25 3 3 33 52 1/8 X 37 3/8 3 34 52 1/8 x 49 5/8 3 3 345 52 1/8 x.55 1/4 3 3 35 52 1/8 X 62 3 4 36 52 1/8 X 71 3 4 37 52 1/5 X 83 3 4 i JAMB criyp�) 1 fr 11 X2 X1,118 1000 SIH. 1_1BE vjUl T -N JAMS (T YPI) G X 1/2 SELF T :APPING SMS T SEALAN: UL' 10N 2 APPT 10 N -A- — A X 2 7 /16 X 1/8 TUBEE MULLION X 2 X 2/8 TUIEE' MUI I f IN Ile x 1 2 slr TAPING LNG SM_ f SEA' A-T 3ETWEEN - . ;7; it: 2 :X 4 X S L #7 TuD SNS A 1'_.] IN ^. .x x 3/8 O:j AMIJI rinG SH 1000 SA T IIJ B E L _"s x 1/2 SELF . 1,00"', H. T &—i JAMB Cjv.P.) 1. T APPENE SMS SEALANIT BETWEEIN WINDOW FLANGES MULLICIN -1/2 SE! ' F '-A.PPTNG SMS S C ilo A A I X 4 X 1/8 TUBE MI 1: 1 TON I 1000 S.H. JAMB \­:yp.) � #2 X 1/2 SELF AP; P I N G Si'' S • #8 X 1-1/2 SELF SEALANT. BE WEEK TAPPING SMIS ;W;,NDG4 FLANGES M ULLION Sc- 12 D .4 P p .1 INGI SMS X 4 X 3/8 7r LIE E I MULLION, i A, 13 0. 1- 0 N E B �4 0 01; DEIM Q BUICK BY 0 H rE R S rONCRE JR KA s 0 N R y p y f-j T H 46 EMBIE 13HENT 46 _N A t A ION. ANCHOR 3/61 - DTA.. r PC N SCRE'd ANC.H_ <TYC EXTERNA: 1,4U1 `ON. 47-,-- Ott �T p TY PiCA: CONCREIIE PlEAD VC - M 1, j, L L i3O N To - HEAD & SILL.WHERE7 X 4 APPi 1ES 10 W, - L 4 UE8 E Ivill 1. : i n P. I S ACV' USEC" r-%;N- D M 8 rl L J. sp-i ANCH* #c3 X 1/2 _lNSTALl ATION OR TAPPING S -'S' E. N TAPCG SCREV ANCHOR T Y r--.) If— JI SILL ULIP. 1/4' MTN, a. EMBc_ EDHENT YKCi ST LL By OltHE_RS A: i X 1! 1A.qY P 11 ATC_ '-,---R ADDrTTQlNAL A N C H 0 R S., REGUT.1 ZED) IL ITYP.� DETAIL IR E AT! #8 X 1/2 SELF Vic-MED FROI�A' F--'X T E_ RIO R TAPPING SMIS SEALANT BETWEEN SEALANT BETIWEEN FLANGES WINDOW FLANG-S WINDW FLANGES MULLION MUI LLION #$, x SELP. #8 X -1/2 SELF jpp 7 T NG SMS T APPT4C_ -SMS i.. L A—A. �f�z\ N\ ___---_SEALANTl BETW EN WTNrjr-l'-i' FLANGES M. UL L 10 N N iQjN A —A f _(Z r!ETAIL C A INTERNATIONAL;. INC. :FLORIDA. EXTRUDERS ISANFORD, FLORIDA ;TITLE: v_lEE:iRR; C1A000/1,-00TONFLS; EN( G - E f 0S HE t T 1F N:S —E H `FR SHE < SHEET 2 OF 2) FOR D— Is C.APACITIES. —'—S T r:N P R E._SSU E 'DRAWN BY: M S H APPROVED BY. ;n;) nATTP.- s r A T.V - INJI -1 Inwr.-.. L DESIGN PRESSURE CAPACITIES SERIES 1000 & 1500 FLANGE VERTICA CAPACITY I CATTY-j CAPACITY ; CAPACITY ±CAPACITY :CAPACITY i CAPACITY CAPACITY I CAPACITY CAPACITY WINDOW WINDOW 1 8 IN 1 X2X / :CAPACITY 1X2X1/8 !CAPACITY 1X2X3/8 CAPACITY 1X2X3/8 1X2 7/16x1/8'1x2 L 7/16x1/8;1x2 T4BA � 7/16X3/81X2 7/t6x3/81 1X4X1/8 TUBEMULL!MULLTUBE BANCHORSL 1X4X1/8 T6BANCHO iX4X3/8 1 X4X3/8 T6BANCHO ; 2X4X3 /8 T6BANCHORSL CALL ` SIZE TIP -TO -TIP ;TUBE MULL ;TUBE MULL TUBE MULL SIZE 2 ANCHORS 4 ANCHORS 2 ANCHORS I TUBE MULL TZBA �HOR 4 ANCHORS ; ; cHORs� NCHo ; SECT`A-A(3Z: SECT. A-A(4) T4BANCHo SECT A-A(4 SECT. A-A(5) S�. SECT. A-A(5) `T4BANCHORSL; SECT. A -A 6 ANCHORS ;SECT. A -A 6 SECT. A -A 7 s SECT_ A -A 1 r-- -�� SECT. A � SECT. A-A(2) SECT. A-A(2) I SECT. A-A(3) 1 187.72 1791.81, i 1 187.72 1 1187.72 12 19 1 /8 X 26 336.52 732.42 ' 336.52 692.83 1 429.55 336.52 _732_42 209.72 ! 456.4fi 336.52 209.72 ! 732.42 ; 456_46 791.81 493.47 740.20 493.47 1740.20 740.20 �- 1 8 X 38 3 & 209.72 -_ 8 50 5 6 13114 317.66 131.23 209.72 - 152.75 177.46 152.75 ±_193.92 15_2.75 271.83 359.41 ; 53.9.12 359.41 _ �j 539.12 ; 539.12 19.23 i19 1 /8 X 56 1 /4, 94.13 : 94.1 3 ` ~ 1-27.29 . ' 127.29 _- 135.81 ' 139.09 - i 135.81 194.97 319.55 : 460.17 ? 319.55 479.33 479.33 423.03 145 a 89.21 89.21 97.48 ' 97.48 ' 1 19.85 136.64 282.02_ 423.03 i 282.02 423.03 5 19 1 8 X 63 ; 65.97 65.9_7 r -__ _ 58.81 58�81 64.27 ! 64.27 90_09 90.09 : : 2i2.62- ; 212.62 296.98 . ; 296.98365.75 16 19 1 8 X 72 43.49 / ___ ^- _ -- 43.49 ---_ ----- ! 26.96 Y� ; , 3fi.45 = - ' 36.45 39.83 - i 39.83 _55.84 -`.- 55.84 1 131.79 ` 131.79 1 184.08 18408 ; 294.03 -- - 17 ---"-r 19 1 /8 . X 84 26.96 ' ! 572.13 (262.87 ' 541.20 -- 1262:87 �- - 572.13 - 1 262.87- i 572.13 618.52 - 927.78 i 618.52 927.78 i 927.78 1 H2 1 26 1 /2 X 26 1262.87 + X 38 3/a 157.93 i 239.21 157.93 ---- -- - '•. 323.48 -'� --- -- ' 157.93' ! i 343.74 1 157.93 343.74 ---- ' 371 .61 j 557.41 ! 371.61 ; 557.41 i 557.41 1 H3 6 1 /2 5 & 97.25 X 50 / 97.25 i 1 13.20 131.51 ' 1 13.20 - =-- ' 143.?1 1 13.20 1201.45 266.35 399.53 266.35 ! 399.53 - ' 399.53 1 H4 6 1 /2 . _ _ --� - ! 93.89 - 93 89 t00.17 i 102.59 100.17 143.81 235.70 339.42 235.70 i 353.55 353.55 1 H45 � 6 1 /2 X 56 1 /4 69.43 1 69.43 65.51 ; 65.51 71.58 ' 71.58 , i : t �0.34 ; 207.10 , 236.83 , 207.10 310.65 --� f 310.65 1 H5 6 1 2 X 63 48:44 , 2 / _ -^ 48.44 _ ', 31.79 _ --�'-- i 42.99 142.99 ' 46:98 46.98 _-88^01- i 65.86 ? 65.86 ' 155.44 155.44 ` 217.1 1 1217.1 1 1267.38 1 H6 26 1 /2 X 72 31.79 19.62 126.53 126.53 28.99 ► 28.99 " ' 4 4 1 40.64 195.93 ; 95.93 i 133.99 �11333.99 214.02 1H7 22 ! 26 1/2 X 84 19.62 37 X 26 - ; 216.75 ,_ i 471.75�, 21`6_75 �. { 471.75 ) 216.75 _ ! 471.7.5 1216.75 j 471.75 -;-- 1510 765 , 510 765 765 = + 431.36 38 3 8 122.22 X / 1 185.12 i 122.22 250.32 122.22 - ; 2 6 06 0 .1 12� 2_22 266.00 1287.57 1431.36 1287.57 431.36 23 !37 ; -- ! 24' 37 X 50 5/8 73.34 173.3, - - 1 ! 85.36 ! ! 99.17 I 5.36 , 8 yr108.37 T 185.36 i 151.91 _�-- 1 200.86 i 301.29 ; 200.86 301.29 ! 30� 1.29_� ------ �-- --_-_-�-.- --- {37 X 56 1 /4 51.97 - 51.97 ^ ! 70.28 70.28 I 74.98 176.79 74.98 107.65 -`- -- 1176.43 254.07 ; 176.43 _ �264_64 --� 264.64 - 245 - 37 X 63 1 36:01 �- 36.01 1 48.70 i ' 48.70 53.2i 1 53.21 _-- ! i 65.43 : 74.5.9 --r-- ` 153.96 176.06 153.96 + - ; 230.94 ! 230.94. _ 25 ! _ ; I 1 23.47 37 X 72 , 23.47 __. 31.74 i 31'.74 1 34.69 ' 34.69�- 148.62 48.62 1 14.76 1 14.76 1 13i .61 i 160.30 197.41 26 , 37 X 84 j 14.39 _ - + 14.39 ^� 19 46 ► 19.46 21.26 1 _-_ .- 121 `26. -- 1.29 81 - }- 129.81 i 70.36 - 70.36 98.27 r--- 98.27 i 156.97 27 -� , ' 417.04 ! 191.61 i 394.49 _ 91.61 ' 417.04 „ 9- 6 ''4J 7.G4 �._- - .. 450.85 676.28 ; 1450.85 ! 676.28 !. i 676.28 1 32 53 1/8 X 26 191.61 -! - i , i 214.14_ .. I� T . :38 .. , J 2�.4.14. 231.50 ! 347.25 ! 231.50 : 347.25 34 . 33 3 1 /8 X 38 3/a 98.38 -;---�-- 149.02 98.38 1 65.45 1 201.51 i 76.04 198.38 65.45 ; 83.09 ,�: '``= 65:45 - ; 11 1.6 7 _94 00 i:1_.. ' 231.01 - ! 154.00 �- + 231.01 _ ` 231.01 34 �3 1 /8 X 50 5/& 56.23 156.23 ' '-- ; 53.17 156.73 -r - 158.10 _ __ ! 56.73 r81.44 t 133.48 192.22 133.48 �200.23 -- ! 200.23 345 3 1 /8 X 56 1 /4 39.32 ; 39.32 53.17 ! 39.78 39.78 148.91 1 55.T6 _ -; iY5.08 1 131.60 _ 1 15.08 172.63 172.63 35 53 1 8 X 63 126.92 i --{ 126.92 7.34 36.40 i - ! 36.40 , 23.45 .. 25.62 125.62 _ 135.92 - ';.35.92 ; 84.77 1 84.77 , ` 97.21 ! i 118.41 - 145.82 36 53 1/8 X 72 ; 17.34 �i 23.45 i 15.53 15.5321.77 - ; 21.7751. 39 51. 39 1 78 ` ! 7, , i 71.78 1120.81 37 . 53 1 /8. X 84 { 10.51 -� 10.51 14.21 14.21 , SERIES 1000 & 1 500 FLANGE VERTICAL ` �+. ` FLORIDA EXTRUDERS INTERNATIONAL, SANFORD, INC FLORIDA MULLION DESIGN PRESSURE CAPACITIES TITLE: i;� • �� rrR� - r-. e �sY�_ �HPN w r. r T r" 1 SI_S �' f LlIVvL SHEET 2 OF 2 'A RT T r Hi MUi L 'DVS SCR. ?SOU & SO NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED EACH END. DRAWN BY: '? � �� � P ROVED H � ' .AT 8) DESIGN PRESSURES GIVEN ARE FOR 1.5 X _ i f Ur S LE F U`! DATE J i CA DT�WG 1 Vh1� LG 1�G 2 i� 1000 S.H. 1 X 2 X 1/8 1000 S.H. 1 X 2 X 3/8 TW❑ BY WOOD DETAIL C JAMB (TYPJ TUBE MULLION JAMB (TYP.) TUBE MULLION BUCK BY OTHERS #8 X 1/2 SELF #8 X 1/2 SELF 1 1/8 MIN. TAPPING SMS `TAPPING SMS EMBEDMENT" 2 X 4 X 3/8 - : SHEATHING SEALANT BETWEEN SEALANT BETWEEN TUBE MULLION INSTALLATION ANCHOR #8 WOOD WINDOW FRAME WINDOW FRAME . SCREW (TYPJ & MULLION & MULLION #8 X 1-1/2 SELF #8 X 1-1/2 SELF EXTERNAL MULLION INSTALLATION CLIP TAPPING-.SMS TAPPING SMS MULLION SECTION A -A (1) SECTION A -A (2) 1000 S.H. APPLIES TO HEAD :& SILL WHERE 1 " X 47` 1 X 2 7/16 X 1/8 JAMB (TYPJ & 2 X 4 TUBE MULLIONS ARE USED 1000 S.H. TUBE MULLION 1000 S.H. 1 X 2 7/16 X'3l8 JAMB (TYPJ JAMB (TYPJ TUBE MULLION ` . _ APPLIES TO HEAD &SILL WHERE t " X 2" & 1" X 2 7/16" TUBE MULLIONS ARE USED #8 X 1/2 SELF #8 X 1/2 SELF #8 X 1/2 SELF TAPPING SMS INSTALLATION ANCHOR TAPPING SMS TAPPING SMS DETAIL g (T WOOD SCREW _ (TYPJ SILL CLIP SEALANT BETWEEN SEALANT BETWEEN SEALANT BETWEEN #8 X 1-1/2 SELF WINDOW FLANGES TAPPINGSMS MULLION 1 1/8' MIN. WINDOW FRAME WINDOW FRAME _ . & EMBEDMENT &MULLION &MULLION SECTION A -A (}7�- #8 X 1-1/2 SELF #8 X 1-1/2 SELF s►+EArHiNG TAPPING SMS TAPPING SMS DETAIL C WOOD FRAMING SECTION A -A �3� SECTION A -A (4) AUXILIARY PLATE 1 X 4 X 1/8 1 X 4 X 3/8 ,�� (FOR ADDITIONAL ANCHORS, WHEN REQUIRED) TUBE MULLION TUBE MULLION �• Vhoo x O O H. 1000 S.N. — — — #8 SELF TAPPING -- SMS (TYPJ DETAIL B MULLION ELEVATION VIEWED FROM .EXTERIOR FLORIDA EXTRUDERS INTERNATIONAL,_ INC SANFORD, FLORIDA TiTL>;: SER. 1000/ 1500 . FIN SHEET 1 OF 2 VERTICAL MULLION SECTI❑NS B 20-02 SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: M S H APPROVED BY: DATE:2/6/02 SCALE: NTS DWG.: l VMF I N iMB (TYPJ JAMB (TYPJ #8 X 1/2 SELF #8 X 1/2 SELF TAPPING SMS TAPPING SMS SEALANT BETWEEN SEALANT BETWEEN WINDOW FRAME WINDOW FRAME & MULLION & MULLION #8 X 1-1/2 SELF #8 X 1-1/2 SELF TAPPING SMS TAPPING SMS SECTION A -A_ (5) SECTIONA-A (6 WINDOW CALL SIZE WINDOW TIP -TO -TIP SIZE CAPACITY 1 X2A IT TUBE MULL 2 ANCHORS SECT. A -A :1 CAPACITY 1 X2X1 IT TUBE MULL 4 ANCHORS SECT. A -A 1 SERIES CAPACITY . 1X2X3/8 TUBE MULL 2 ANCHORS SECT. A=A 2 1000 & CAPACITY 1 X2X3/8 TUBE MULL 4 ANCHORS SECT. A -A 2 1500 FIN CAPACITY x2 7/16x1/8 TUBE MULL 2 ANCHORS SECT. A -A 3 VERTICAL CAPACITY IX2 7/16x1/8 TUBE MULL 4 ANCHORS SECT. A -A 3 403.67 ., 251.57 183.23 136.55 95.70 63:09 39.1: 315.32 189.44 DESIGN PRESSURE CAPACITY Ix2 7/16X3/8 TUBE MULL 2 ANCHORS SECT. A -A 4 CAPACITY X2" 7/16X3/8 TUBE MULL 4 ANCHORS SECT. A -A 4 CAPACITIES CAPACITY 1 X4X1 /8.- TUBE MULL 4 ANCHORS, SECT.�;.A_-A 5 CAPACITY 1 X4X.1 /8 TUBE MULL -6 ANCHORS SECT. A-A(5) CAPACITY 1 X4X3/8 TUBE MULL 4 ANCHORS SECT. A-A(6) CAPACITY 1 X4X3/8 TUBE MULL- 6 ANCHORS SECT. A -A 6 CAPACITY 2X4X3/8 TUBE MULL 6,ANCHORS SECT. A-A(7) - ' , ; 0 201.83 125.78 91.61 81.45 71.88 62.15 52.64 403.67-. 251.57 183.23 162.91 135.52 89.35 55.38 403.67 2.5157:- 183.23 162.91" 143.77 > 124.30 105.29 605 50 377:3.6 274.84 244.36 215.66 186.46 128.92 403.67 251.57 _ 183.23 162.91 143.77 124.30 105.29 605.50 377 6 274.84 - 244.36 215.66 186:46 157.94 6051.50 377.3fi 274,84 244.36 215.66 186.46 157.94 12 18 1 /8 X 25 S 1 /8 X 37 3/ 201.83 125.78 403.67 251.57 129.63: 92.98 65:16 42.96 11 26:63 201.83 125.78 91.61 81.45 71.88 59.13 ` 36.65 403.67 251.57 178.41 127.97 89.68 59.13 36.65 201.83 125.78 91.61 81 45 71.88 62.15 39.11 157.66 94.72 13 1 14 t 8 1 /8 X 49- 5/ 91.61 145 18 1 /8 X 55 1 /4 81.45 15 18 1 /8 X 62 65.1 fi 16 18 1/8 X 71 42.96 17 18 1 /8 X 83' 26.63 157.66 94.7.2 315.32 189.44 315.32 189.44 472.98 284.17 315.32 189.44 472.98 284.17 472.98 284.17 1 H2 25 1 /2 X 25 5 1 /2 X 37 3/ 157.66 94.72 315.32 189.44 157.66 94.72 315.32 189.44 1 H3 67.89 60.08 52.79 43.22 26.67 132.22 94.39 65.86 43.22` 26.67 . 67;89 135:79 67.89 135.79 135.79 203.68 135.79 203.68 60:08 100.72 60.08 120.16 12Q.16 180.24 120._16 180.24 158.37 105.58 527.9 70.28 52.79 99.52 105:5$ 158.37 45:43 46 12.°: 45.43 65.32 90.87 136.31 90.87 136.31 28.46 28.46 38.32 40.31 76 64 93.84 , -° 76.64 1 1'4.96 130 260 130 260 260 390 260 390 73.30 146.60 73.30 146.60 146.60 219.91 146.60 219.91 51.20 102.40 51.20 102.40 102.40 153.60 102.40 153.60 44.97 75.39 44.97 89.94 89.94 134.91 89.94 134.91 39.24 52.24 39.24 73.98 78.49 117.73 78.49 117.73 33.54 34.05 33.54 48.22 67.09 100.64 67.09 100.64 20.88 20.88 -29.56 ` - 29.5.E 56.21 68.83 56.21 84.32 114.92 229.84 114.92 2Z9.84 _ 229.84 344.77 229.84 344.77 59.01 118.02 59.01 118.02 1 f 8.02 ` 177.03 118.02 177.03 39.25 78.51 39.25 ` 78.51 78.5.1 117.76 78.51 117.76 34.02 57.04 34.02 68.05 68.p5 = 102.07 68.05 102.07 29.33 39.05 29.33 55.30 -58.67 88.00 58.67 88.00 24.78 25.15 24.78 35.62 49.56 74.34 49.56 74.34 _ _ 15.25 ;t5 25 : _ 20.53 21.59 41.06 50.27 41.06 . 61.59 ,' = =�. S INTERNATIONAL, . } FLORID EXTRUDER SANFORD, = - :, i TITLE: DESIGN PRESSURE CAPACITIES 1 S FE �Q�Z ,' � VERY T CAL MULLIONS SER. 1000 _ _ APPROVED BY: DRAWN BY: J B H '-. `` ........+ n-� in Lfl� r,n,Tra- s-I it i 203.68 180.24 i 5�'.37 136:31 114 96 390• 219.91 153.60 134.91 117.73 100.64 84.32 344.77 177.03 11.7.76 102.07 88.00 74.34 61.59 1 H4 5 1 /2 X 49 5/ 67.89 96.07 68.58 47.85 31.40 19.38 1 H45 5 1 /2 X 55 1 / 60.08- 1 H5 � 25. 1 /2 X 62 47.85 1 H6 1 H7 25 1 /2 X 71 25 1/2 X 83 31.40 19.38 22 36 X 25 130 260 146.60 72.44 51.33 35.57 23.19 14.21 130 73.30 51.20 44.97 39.24 31.91 19.56 2fi0 146.60 99.71 70.65 48.96 31.91 19.56 23 6 X 37 3/8 r 73.30 24 245 25 26 6 X 49 5/8 6 X 55 1 /4 36 X 62 36 X 71 51.20 44:97- 35.57 23.19 27 36 X 83 14.21 32 52 1 /8_ X 25 114.92 229.84 114.92 229.84 33 2 1 /8 X 37 3/ 59.01 118.02 59.01 118.02 34 2 i /8 X 49 5/ 39.25 55.54 39.25 76.45 345 2 1 /8 X 55 1 / 34.02 38.84 34.02 53.45 35 52 1 /8 X 62 26.59 26.59 29.33 36.60 36 52 1 /8 X 71 17.13 17.13 23.57 23.57 37 - 52 1 /8 X 83 10.38 1 0.38 14.29 14.29 SERIES 1000 & 15 0 0 FIN VERTICAL: ' MULLION DESIGN PRESSURE CAPACITIES SHEET 2- 0 F 2 NOTE: A) NUMBER OF ANCHORS NOTED FOR #8 SCREW FASTENERS REQUIRED AT EACH END.. i ON IYCCtl2wt DOCCCIIDCC I`iVCAi At7C nQ�, X _ INC FLORIDA FIN & 1 S00 TAI Or .'> 6 r SHIM AS RE'O'D SHEATHING (SEE NOTES) BY OTHERS CAULK BETWEEN DOOR FLANGE & SHEATHING STUCCO OR SIDING. BY OTHERS PERIMETER CAULK BY OTHERS ♦sA Al CY C �'o �- -. - SILL �- - B B PLACE INSTALLATION ANCHORS, N N HOOK - A _ 8) GLASS .THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. i 9) DOOR UNIT 1S APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. p 10) JAMB /. SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. -' - - I1)---. SHIM AS REO'D. AT EA.. SET- OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4'. _ - 12)- ALL INSTALLATION ANCHORS MUST, BE MADE OF CORROSION RESISTANT. MATERIALS- A 13) WHERE 'X' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED - - CONFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS .SHEET. - - 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING. HOWEVER INSTALLATION SECTIONS 'A -A', 'B- L HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED EXTERIOR EL_E ✓ATION �� ` EMBEDMENT CONFIGURATIONS. D u d n 1-1/4' MIN. 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2 PANEL DOOR SHOWN 2000 SERIES AND 500 SERIES. d p n . REV DESCRIPTION DATE IN I EXTRUDERS LIBERALLY APPLY FLORI A INT.., INC. SANF.ORD EL. CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE- 3/16' .DIA. TAPCON TITLE. SLIDING GLASS DOOR I INSTALLATION WITH #8 SCREWS SECTION A -A DRAWN BY: BB APPROVED BY: d _ C _ l 200 ,. ATE:: 12/17/01 SCALE: NTS DWG #fLEX0027 SHT 1 OF � INTERNATIONAL PXvY. SUITE 250, HEATHRDW. FLORIDA-0365 FAX 407-805- D366 PRrPARrA , PRt0u[T L APPLICATION ENGENEERING. INC. 250 32746, 407-805 m #8 SCREW INSTALLATION . ANCHOR CHART NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIP DOOR. 61 PSF TO UP TO 46 PSF TO 61 PSF TO SIZE AND SIZE UP TOff46PPSF 61 PSF TO UP TO 46 PSF T❑ CONFIGURATION 45 PSF70 PSF 45 PSF 60 PSF i0 PSF 45 PSF 60 PSF 70 PSF 068 XX, - OX, X0 48 X 80 6 6 8 8 8 8 8 8 4 4 4 44 4 5068 XX, ❑X, x0 60. X 80 'X 6 6 8 8 8 , 4 4 4 6068 XX, OX'; XO 72 80 8 .8 88 8 4 410068 8068 XX, OX, XO 96 X 80 10 10 12 8 8 8 4 4 4 XX, ❑X XO 120 X 80 12 6 6 10 .10 10 5 5 5' . 5080 XX, Ox, x❑ 60 X 96 6 8 - 8 10 10 10` 5 5 5 6080 XX, OX, XO 72 X 96 - 8 10 10 10 10 10 5 5 5: 8080 xx,' 10080 XX ❑x, x0 OX XO 96 X 96 120 X 96 ' 10 12 12 12 10_ - — 10 i0 5, 5 5 50100 XX, OX, XO 60 X 120 6 6 . 6 I2 12 12 12 12 12 6 6 6. 6 6 7 60100 XX, OX, XO 72 X 120 8 8 8 0 12 12 12 6 7 8 80100 XX OX X❑ 96 X 120 0 8 6 8 4 4 4 9068 ❑X❑ 109 1/8 X 80 121 12 12 8 8 4 4 4 12068 ❑XO 145 1/8 X 80 14. 14 14 $ 8 8 8 4 4 4 15068 OXO 181 1/8 X 80 161"..- 16 16 10 10 10 5 5 5 0080 ❑X0 109 1/8 X 96 12 12 12 10 10 10 5 5. 5 12080 OXO 145 .1/8 X .96 14 14 14 10 , 10 10 5. 5 5 15080 OXO 181 1/8 X- 96 16 16 16 12 12 12 5 7 8 90100 ❑X0 log 1/8 x 120 12 12 12 12 12 12 5 7 8 120100 OXO 145 1/8- X 120 14 14' 14 8 8 4 4 4 9068 XXX 106 5/8 x 80 12 ' 12 12 8 8 8 4 4 4 12068 XXX 142 5/8 X .80 14 14 14 8 8 8 4 4 4 15068 XXX 178 5/8 X 80 16 16 16 8 10 10 10 5 5 5 9080 XXx 106 5/8 X -8 96 12 12 12 10 10 10 5 5 5 12080 XXX 142 1 X 96 14 14 14 10 10 10 5 5 15080 XXX 178 5/8 X 96 16 16 16 12 12 12 6 7 7 8 90100 XXX 106 5/8 X 120. 12 12 12 12 12 12 6 7 8 120100 XXX 142 5/8 X 120 14 14 14 8 8 4 4 4 10068 OXXO - .119 5/8 X 80 12 12 12 8 8 8 4 4 4 12068 OXXO 143 5/8 X 80 14 14 14 8 8 8 4 4 4 16068 OXXO 191 5/8 X 8o 18 18 18 8 10080 OxxU 11 578. X 12 12 12 1 10 1 10 1 1.0 5 5 5 1-2080 OXXO 143 5/8 X 96 14 14 14 10 10 10 5 5 5 1-6080 OXXO 191 5/8 X 96 18 18 18 12 12 12 6 7 8 10.0100 OXXO 119 5/8 X 120 12 12 12 12 12 12 6 7 8 ='120100 OXX0 143 5/8 X 120 14 14 14:- 12 12 12 6 7 8 150100 OXXO` 191 5/8 X 120 18 18 19 4 4 4 10068. XXXX 11 1/4 X 12. 12 12 8 8 8 4_ 4 4 . 12068 XXXX 141 1/4 X 80 14 14 14 8 8 4 4 4 16068 XXXX 189 1/4 X 80 16 16 16 8 10 10 5 5 5 10080 XXXX 117 1/4 Xq0-. 12 12 12 1D_ 10 10 S 5 5 12080 XXXX 141. 1/4 X14 14 14 10. 10 10 10 5 5 5 1.6080' XXX_x 189 1/4 X16 16 16 12 12 12 5 7 8 i0.0T00. XXXX 117 1/4 X12 12 12 F12 12 12 5 7 8 120100 XXXX 141 1/4 X14 14 14 12 5 7 - 160100 XXXX 189 1/4 X16 16 19 12 12 —— ENGINEER: nR TE ANCHOR NOTES.`� °p 1 BB 2/21/O1 1> FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTITIES. DISCIPLINE: CIVIL SCALEN.T.S. D"G- ND' FLEX0027 �s>; .. L NG — — .'LETTER: SHEET" . RE v ! 5 f, ` OF 2 v REG. 4 7182 2 t STRONGBACK DETAILS 16d NAILS O TOP h 234 VE9nCAL BLOCK LOCATE AS CLUSE TO BOTTOM CHOW AS YU�— STRONGBACKS SPACED AT 10--0" (MAX) ARE REWIRED TO MAINTAIN CERTAIN FIRE ASSEMBLIES. ,. STRONGBACKS ARE RECOMMENDED TO MINIMIZE NBRATION. In In �g q O 14 z Q D to G� x w D a 8N �� z " LH vxi � a N N � U 'o Z W a ZO .8m Ism ZOO <I OP W Vj06 VO .O � U 0 jjg WZ �J2N¢05 FWZ LA 0 j�=o'nojoo No N 7ZW-�j spps CC Lh� W @ of ngola Z� _ �� F=z9(A� N CL= O W — _J } m . O � m Q a a � Or o 0 O C� O N U I � O J O 0 � cx_ J >O Q \ d O O H O �U �N< !n N 0 D_ O N o 0 DRAWN BY: 7DN CHECKED BY: DRAWING NUMBER 1310001 �o n n g *o N a" ci co co t0 vn wa CL N N N U t0 Z Z O vi i -m n� 0� �m m 2 U O CO W 5WV, F=O ZZs� W j0L�i lH N o ;Jffiutgjovago , 9 Zzo S" W` (�(�Y�jjO��Z¢ZZ� ZK W\mZWWm �i1N �1IJJ Vpl 4�2V�1 1�V1�� {�JFU �.8£80� a� Z37ZZ..9 g �o�of5�ao�3'j z> >_ cn Oo m� m Q Q w w << J pr o 0 IC o O �� O r ^ U 0 O O T t— y � J Q J O W w (� \ H O W� O O DU w 0 a DRAWN BY: TDN CHECKED BY: DRAWING NUMBER 1310002 40-0-0 7-0-0 S.B. 7-0-0 S.B. 0 O v U CJ3 CJ5 EJ7 _ = II G1711 2 II = II 2 II CD 2 = II � F- O = 2 2 = 2 CJ3I CJ5 EJ7 J1 Cl)�O q � 0 O � EJ7 EJ7 EJ7 EJ7 EJ7 ER EJ7 EJ7 EJ7 ER EJ7 2 EJ7 I I EJ7 EJ7 ER EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 CJ5 CJ3 U M U — H18 H19 J1 2'-6" U � N L w w w w w 1 M W M UJ J1 U 13-0-0 U U 27-0-0 40-0-0 J HANGER LEGEND TYPE DESCRIPTION I 1 Hl/S 28 MEDIUM DUTY — ROOF DESIGN PARAMETERS BASIC WIND SPEED = `30 M.P.N. (FASTEST MILE) 110 MP.N. (3 SECOND GUST) WIND IMPORTANCE FACTOR = 1-0 WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRE55URE COEFFICIENT t 0.18 (INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = +22 , -IS PSF - ROOFS = +20 , -20 PSF (-30 PSF AT OVERHANGS) v VANGUARD/ FOX & JACOB ORLANDO DIVISION GENERAL NOTES DO NOT 50ALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BEGINNING WORK. 2. ON-51TEV_ERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE SUB -CONTRACTORS. EACH SUB -CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER OUESTION5 PERTAINING TO THE DRAWINGS AND/OR SPECIFICATIONS. 3. IT 15 THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL 001DE5, ORDINANCES, LAW5, REGULATIONS AND RESTRICTIVE COVENANTS GOVERNING THE SITE OF WORK. 4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH .JURISDICTION TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 34"X22" AND 36"X24" PLANS ARE DRAWN TO SCALE 1/4 = I'-O", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/5" = 1'-0". ALL I-iXil PLANS ARE DRAWN TO THE SCALE 115" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/16" = 1'-0". ENGINEERED BY: vANGARD & FOX & JACOBS ENGINEERING HOMES (407) 774-9003 FAX: (407) 774-8477 P.O. BOX 161613 ALTAMONTE SPRINGS, FL 32716 THOMAS J. ANDERSON PEi 47819 B Y ¢ E N T E X SHEET INDEX SHEET NO. SHEET NAME C - COVER SHEET Al - FOUNDATION PLAN & DETAILS, WALL SECTIONS A2 - FOUNDATION DETAILS, CONT. A1.1 - FLOOR PLANS A3 - EXTERIOR ELEVATIONS A4 - ELECTRICAL/HVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAG., ELECTRICAL RISER DIAL. A5 - LINTEL DIAGRAM & TABLES A6 FLOOR & ROOF TRUSS LAYOUTS NOTE: SHEET A6-A.1- IN GABLE DETAILS) A6.1 - STRAPPING SCHEDULE Si - GENERAL NOTES & DETAILS S2 - CHIMNEY, STAIR, & REPAIR DETAILS S2.1 STRUCTURAL STAIR DETAIL S3 - OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS E 9sp dE $ designed by: M drawn by. I —design aieyced thr. aww date: 01-22-01 sheet C Of. R-m KWL- IR" DRT WF DOUBLE 2X- TOP PLATE 1/2' DRYWALL OVER DO FURRING OVER R-5 NSUL- UANDOW UNIT- 3-1/2' LONG, SLAB W/FIBER"IE514 OVER OVER 6 MIL VAPOR BARRIER OVER TREATED, COMPACTED FILL - FIBERGLASS S"WSLES OVER 6•FELT OVER I/*- OSB OR w. CDX WOOD TRUSSES STRAPPED AS SHOW ON TRUSS LAYOUT P.T. DC2 OVER DB CAR OVER 2X6 SUBFFASCIA W/ CONT. ALUM. VENTED SOFFIT DBL- 2X8 HEADER FOR 4'-b" MAX. OPENING, DEL. 2XIO HEADER FOR W-9' MAX. OPENING UNO. -WINDOW UNIT -2X WOOD STUDS • 16' OL. UY R-11 INSUL -I/8" STUCCO ON MTL LATH OVER 6•FELT OVER T/16" OSB. OR 1/2" COX -2X BOTTOM PLATE ON 3/4' T4G PLYWOOD 2X4 CONT. BAND BOARD FLOOR TRUSS STRAPPED AS SHONN ON TRUSS LAYOUT FIBERGLASS SHINGLES OVER W FELT OVER I/16' 05.5- OR L12" CDX WOOD TRUSSES STRAPPED AS SHOIIN ON TRUSS LAYOUT DO P-T. OVER DO R-19 CDR OVER 2Xb SUBFASCIA UU/ CONT. t/2" D E�/ ALUM. VENTED SOFFIT DOU DBL 2XB HEADER TOP FOR 4 -6" MAX OPENING DBL. 2XIO HEADER FOR 5'-9" MAX. OPENING UN.O. 2X4 BOTTOM WINDOW UNIT PLATE OVER 2X - WOOD 3/4" T 4 G STUDS • 161O.C- PLYWIOOD W/ R-I INSIL I/8, STUCCO ON MTL LATH OVER IS• FELT OVER 1A6" 0.508. OR 1/2" CDX FLOOR TRUSS - STRAPPED AS SHORN ON TRUSS LAYOUT in. DRYWALL-j" LINTEL BLOCK WA • 5 BAR 2X P.T. 13TM. DBL 2X -TOP PLATE PRECAST WITH (1) • 5 PLATE UU/ 1R"X8" DBL 2X8 HEADER UIPEN b FT OR GREATER AB- 32" O/C FOR 4'-6" MAX OPENING, DBL, 2XIO 'PRECAST C00C. SILL 3-W" CONC. SLAB HEADER FOR 5'-9' DVIBERMESI4 OVER _ MAX OPENING UN.O- MAS. FINISH OVER OVER 6 MIL VAPOR WINDOW UNIT OM! BLOCK UI/5 DOWELS BARRIER OVER TREATED, e SNOUN LOCATIONS ON FOUNDATION PLAN OOMPACTED FILL 2X -WOOD STUDS • 16.O.C- - UI/ R-I INSLL. C C ON GRADE _0 N GRADE 3.5 BARS 20• 20" 3 • 5 BARS WALL SECTION - FRAME OVER CMU WALL SECTION - FRAME WD TWO STORY WC TWO STORY Vt' DRYWALL OVER DO FURRING OVER INSULATION - 3 '.' CONC. SLAB av FIBERMESH OVER 6 MIL VAPOR BARRIER OVER TERMITE - TREATED, WELL COMPACTED FILL P05EF;rjLASS SHINGLES OVER IS' FELT OVER I/16" OSB WOOD TR155ES STRAPPED AS SHORN ON TM55 LAYOUT P-T- W OVER Dc8 CDR OVER 2X6 SUBFASCIA W/ CONT. ALUM- VENTED SOFFIT -DBL 2XS HEADER UNLESS OTHEFWSE NOTED ON PLAN WINDOW UNIT -2X WOOD STUDS • 16" O.C. -1/8" STUCCO ON MTL. LATH OVER 5- FELT OVER T/Ib" _2X BOTTOM PLATE ON 3/4' TUG OSB. 2X4 CONT. BAND BOARD - FLOOR TRUSS STRAPPED AS -440M ON TRUSS LAYOUT LINTEL BLOCK WA • 5 BAR LINTEL SCREEN MASONRY FINISH OVER CMU BLOCK CM BLOCK WA-5 BAR • SHOWN LOCATIONS ON FOUNDATION PLAN 3 • 5 BARS 20 WWALL SECTION-0 FILLED CELL -TWO STORY STEM WALL - SINGLE UNTEL 3\- CONC. SLAB W/FIBERMESH OVER 6 NIL VAPOR BARRIER OVER TREATED COMPACTED FILL CMU i I I . i_ I _ GRADE -_ J' 3 ! 5 BARS ,2I-'* *MONOLITHIC SLAB -CMU TWO STORY 3 1 /2' CONIC. SLAB W/FIBERMESH OVER 6 MIL VAPOR BARRIER OVER TREATED COMPACTED FILL VARIES 3 f 5 REBAR C T. AA DEPRESSED SLAB BEARINGO GARAGE TWO STORY 3\" CONC. SLAB W/FIBERMESH OVER 6 MIL VAPOR BARRIER OVER TREATED COMPACTED FILL 10- 1 10' 3 1 5 REBAR THICKENED SLAB BB W BEARING WALL CHAT TWO STORY 8M9 LCBEL FILI-E!] W WAS CLINT. `I- I I 1 VERTIUI REHAB SEE PLAN SINGLE COURSE LINTEL 3/4 =1'-0 3\' CONE SLAB W/FIBERMESH OVER 6 MIL VAPOR BBARRI- OVER TREATED COMPACTED FILL 1 / 5 REBAR CONT- CRADE ,I _I X THICKENED SLAB NON BEARING ® ENTRY - CONC. PATIOS NON LOAD BRG WALL 1 / 5 REBAR CONT. AR -3 2' CONC. W/F=BERMESH w OVER 6 MIL VAPOR BARRIER < OVER TREATED j COMPACTED FA1 Z DEPRESSED SLAB NON BEARING O GARAGE CORNER BAR mi \ W/ STD. HOOK 5 BAR \ / 5 HOPoZ BAR �.W TOP TOP COURSE Ul/I • 5 CHAIR BLOCK I ..F R BLOCK UNDER FRAME L BR ' UNTEL BEAM REINFORCING FOUNDATION DETAILS & WALL SECTIONS - MONOLITHIC SCALE: 1/4' - 1'-0' 0 WIRRICANE ENGINEERING (407) 774-9003 Fki (407) 774-8477 P.O. BOX 161613 ALTAMONTE SPRINGS, FL 32716 THOMAS J. ANDERSON PE/ 47819 MAXIMUM SPACING OF FILLED CELLS OC-ROUTEO C,EL-LS THAT CAN RESIST A 100 MP.H. LOAD DESIGN WALL PRESSURE T = 22 P5F MAXIMUM ALLOWABLE TENSION ON HOLLOW CORE UNITS 15 25 PSI. - A.C.I. 531 TABLE 10.1 SEET1ON PROPERTIES 8" PARTIALLY GROUTER WALL = 95.43" 0AASOHARY STRLC7IA2E5 AL M = w1•1 /8, 5 = WL'LX12/ BXf,= 95.43 , I = 10.4 FT. USE 8'-0" FORIZ. SPACING - 9'-4" CEILING (FS USE G'-0' FflRIZ. SPACING - WI'-O' TO 17 CEILING USE 6'-O" HORIZ SPACING - 12'-8" TO 18' 1 t ADD LINTEL w (1) •5 F_ONT: 19 9'-4' . (• 8' tis THIS STRICTURE HAS PER OESIISNE 7 TO THE 110 MPH. 3 SEE NO E-+ STS WUND LEN OF THE STANDARD EUILOIN6 CODE 2001 Wasp = � a AMc A n u W c o x Oar vJ J U_ -1W Z = Z � O O 0W o z O J :EOj� LL O LL revisions a.1• 4ewnw desigrred bY- N drawn by- dm design rJlecked byavnv date: 01-22-01 Sr1EBE Al Of: ANCHORAGE TAPCON: BLOCK TO EXT. FRAME SHEAR STRENGTH x CONNECTION (TYP. SPACING) TAPCON: 3/16" ® 12" 0 EXP. BOLT: 1/2" @ 48" 0. SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGHT COIA. EMBEDMENT HOLLOW BLOCK 3/16" 1-1/2" 846 LBS. 1/4" 1-1 2" 1075 LBS. J-BOLT: 1/2" @ 48" O-C)K TEST REPORT # 150-20068/ PROFESSIONAL SERVICE INDUSTRIESJNC.SEE MFG- SPECS. FOR BIT SIZES & TECHNICAL INFORMATION I EXPANSION BOLTS: i RAWLS PRODUCT LOCATION EMBED DIA. MIN. EDGE ALLOWABLE ALLOWABLE DEPTH DISTANCE PULLOUT SHEAR RAWL—BOLT GROUTED MASONRY 2 5" 1/2" 1.5" 761 LBS. 1765 LBS. RAWL—BOLT CONCRETE 3" 1/2" 2.5" 1-831 LBS. 2537 LBS. SaE� DETAIL DENOTES PIPE PASSING THROUGH STEM WALL � DETAIL DENOTES PIPE C) g'g SLEEVE SHALL BE PASSING THROUGH FOOTING-- 2 SIZES LARGER THAN Lo GROUTED SOLI AROUND PIPE PIPE PASSING THROUGH SLEEVE SHALL BE 04 SLEEVE 2 SIZES LARGER THAN PIPE PASSING THROUGH _J W' pp r THICKENED E SLAB UNDER SEE FOUNDATION PLAN FOR EBAR QUANTITY�a ' ' CONCRETE FOOTER 05 REBAR WITHIN FOOTING W1 25" MIN. SPLICE OVERLAP w (SEE FOUNDATION PLAN FOR SIZE) TYPICAL FOOTING DETAIL designed by. n1 d— oY d,— design deh,. 01-=-01 N V 2003 sheet A1.1 Of_ SH-25 SH-25 (+22/ -24) (+22/ -24) - ETS ESS EGRESS -1--1s - If _ _ — _ 11 'i W.I.Ii. ii � ;; !•FLAT afi . 11 12 CArd4T = ; BEDRM 3 BEDRM V RAT a6 or FLAT ab CARPET RR CA2'ETRR !kl___—___ 7666 F-Y C 1-R4S f vv i wL 7666 - 5 vz• 2' - ; 26G6 26" 7X6 BI-PoID 1 ___________ 260. Llya l L MIM • BATH #2 x YNriR ■' RAT ads I66D 16.6 TB 1 WM RR Nomm OPT. V - FWd2 Wi b1F 4' TO V-0" I TLIB DRAM- ; '�`+�;,� - - _--4-6-R 1 S _ _- - X6 -' -- _ 66a NOTE: AIR HANDLER TO NAVE ------ - MIN. OF 4" CLEARANCE ON _ , Q ___ ALL 51DE5 AND ENCLOSURE &PACE SHALL BE MIN 12" �6' WIDER THAN APPLIANCE CLOSET 4 OOR w/ OPT. BED OOM 04 MASTER BEDRM V RAT CIA G OM CAR'S RR r a� 4A ■V 2X4 ESRESS 1b. coL. SH-ZS - TIBL-25 (+22/ -24) OlkW.CCL SH-25 SH-25 (+21/ -28) (+22/ -24) (+22/ -29) EGRESS PARTIAL FRONT ELEVATION °B" • MASTER B PMA M 1 e YnATI1BL-25 V2' 060 RITCH PLATE (+21/-23) 3040 F.G. _2':I�Q(ELEV. B ONLY) (+22/ -29) . ` SCALE . - M O" 2nd FLDO ELA . SCALE _'i4'= P-0' NOTE:. EXTERIOR WALLS WERE VERIFIED ALL sTm1cTL2RAL WOOD FADERS a.IFfICIENT FOR SHEAR LOADS To eE DOUBLE z• X 10" LNLEss NOTED OTHERWISE ... NOTE. ALL INTEWOR WALLS TO BE 3 I/2" OLEGENDt1NLESS OT14ERUIEE NOTED. EE FOUNDATION PLAN FOR 8'-0' AFF. 5f11. WALL [t;F NOTE: ELEVATION 'A" SNOUtI ILLED CELL LOCATION. 0171 W/ FOR IL nL [• SH-23 (+22/ -Z4) KITCHEN V RAT arm WM RR 1 YfldT. 1 61✓E1.VIYa 1 �� 786■ 1 1 � 1 LAUNDRY S'RATCm p� n.R iT 1R711 RR 1 1 1 1 1 BRCi WALL J DINING RM 6' RAT a& CARPET RR ri N IV -1 - N - Q 0' NGH STOP BfG I. LIVING RM e' RAT QG: CAWET RR 9 13BL-25 (+21/ -28) 19RIGINE ENGINEERING (407) 774-9 3 W. I" n4-64n . V.OWX 161613 ALTM ME SPR#C% R 32716 TIIOM..S 1 MOER PE/ 47619 6-0 X 6-8 561 ® (+21/ -23) Y8N NOOK S' RAT av VNYL RR 3' 67AM Y 6be n WR _ 3E68 8 r. sc to WL SH-25 SH-2514- Bm (+22/ -24) (+22/ -2 FAMILY RM■'RAT a4 CARM i IA5E FOR A/C LINE - 2-CAR GARAGE W RAT au CON- RR IS' X -1' O.H.D. (+19/ -23) i F B ems■ \\ ■- ■- ■ HEIGHT9'-4' GAME RM. --------------- i - ■- DETAILNOTE: SEE STAIR iIN i - STFW-TUPAL.94EETS FOP AMITUNAL _ - -r ONSTFar-TION INFORMATION. 50. FT. CALCULATIONS Ist FLOOR 1062 2nd FLOOR 1441 >a TOTAL LIVING AREA 2509 LANAI 0 ENTRY 15 # OTHER 6 * GARAGE 421 * TOTAL AREA WER ROOF - ::.: PATIO :.. -.. •. • ::.: _. •.: TOTALAREA�` 2 �n Z 41. LJ. O O s lei T 3 Vet L.L JH €a1 El W di 12 0 )€g d 12 411 04 N a.1� a�eo er. P}de4 03014. designed by: rd drawn by dm design checked by. aww dale: 01-22-01 sheet qq� A2 Of. W ------------------- ------------------- ------------------- ------------------ TEMPED MASONRY FINISH SCORED LLL��� MASG�Y2rr7 / FINISH J --------------- FINISH GRADE ROOF PITCH LEFT SIDE ELEU- SGALE • 4D'= 1'-D' J n'- ' TRU55 BEARIYa 1 V-4Gi' TR.W BEARING V-0. TRISS BEARING 0'-0' FINISH FLOOR ROOF PITCH 11 5 t—� corm. SHQILES X��OFTJP. NOTE-TOPOFCHnEY TO AT LEAST V HIGHEST POINT UAERE R PASSES TMaI ROOF AT T' HKGFER THM1ANY PART OF THE ROOF OR b' HORIZONTALLY. 1 ,4• SILL FRONT ELEVATION 'B' SCALE: w'.r-m' ROOF PITCH 12 I STUCCO TEM ED KASCNRY FINISH m U) O i� w J w w X w I i 6a3 -------------------- --------L--L------- --------- ----------- TRUSS BEARING 7g ------ ram------ -------------------------- -------- -- r� a I M u i E 9'-43.• s - OPT MBATH *IDOUI = $E TRIS6 BEAPoN:G r n 9 u ------------------------------- ----------- TR155 BEARING ---- ----------- -,- 66� TE)(111RED --------- ------------------------------------------- --- a FINISH FLOOR = m FINISH GRADE IGHT SIDE ELEU, SCALE • ID'° i'-0• Q Hf Ell ,1 pill O N [g�5 $s'3 Hit rvIskX- e.� �br. ]RED R&Y { desigrredby. nl d awe DY- dn'w design diedfad by. aww dale: 01-2201 sheet Nov 2003 WIMICAME AM Of SCALE = 1/4" = 1'-0" KITCHEN A KITCHEN B KITCHEN C SCALE- Vi"=1'-0' SCALE- W=P-0' SCALE- b LIGM STRIP v M. YAMtt �\ J mx- BATH D BATH E POWDER W F SCALE- 44'=1'-0' SCALE- 4i =P-0" - SCALE- 4i =1'-0' INTERIOR ELEVATIONS � va•=r-o• ELECTRICAL LEGEND qp DUPLEX mc. ® EMNA ZT FAN —,Q 230 VOLT WC ® MOUE DETECTOR -:qp WATER PROOF REC. WiOM DETECTOR (WALL HONT) PHOPE .�qp GROUND FAULT RM fl TELEM" K 9WTCHED REC. Q ,UU.I ION (� 'QrL? DISCONNECT /---A FLUORESLT:TO FIX O FLOOR OUTLET TRICK L WW, s WTCH s" 3 WAY SWTCH FLOOD LIGHT �'. 4 WAY OMCH V/ UNfl4NI7. CEdUYa FbC • POWR BUTTION —�. DOOR BELL REGE9SED LKaHF {� RECESSED LKW (VAPOR PROOF, �}{� ' FM �w� 101 V.TR I V2' 1 b2° LAV LAV 2' YTR 2" TUB. 1 L2' Y.iR LAV 11/1' WL_ TUBKS W32 LAV I VI" 3' 2' 3• 3' 4" �g 2501 PLUMBING RI5ER 2 J 0 SER CABLE hETER w & RANGE W W03 BO A a MLO DRYER 1013 W3 PANEL - SMALL APP. 012 M 4 BARE CA LIbNTMG CIR 14Q4 W9. m moo 1�/® J tu r J � W� S p 0 n m rn m o � c I9 Q C � m ® tl1 •- 7 V C m W 0. O a Ti Q Q V Q U W U) J J � U_ U _Z EE m C U U � J J J W w a. 5as 5= EY t� v nsf -3 V E C) N �pp°i• SHEaa e.Ic aawn M. os�av� oU-oleo a� designed b)r. n! drawn by. d— design dleda�d by aw". date: 01-22-01 sheet A4 TO PK TRANS I V FROM ROD 4► 250q ELECTRICAL R15ER DIAGJI50 A 4 WIRE SERVICE of SCALE = 1/4" = I'-0" ENGINEERING QUAW TY I EI 7BREAKER — CONDUCM LOAD 2 I RANGE 40A 2rP a loom 2 I DRYER - 30A 2A'. 10 5 vr4%4%" 20A LT" a um I RETi21CA:RATOR 20A LP -- R 5W I DISPOSA- 20A LP R w I 1 WASHER 20A VP 12 Em 2 2 SMALL APPLLYCCE I 20A W a 3000 b b GefRAL WATIffi 15A LP 14 6100 1 �,et•,E � oPeNER 6a LP u 15WD 1 6 PADDLE FANS (Ib) 41 500 SUB -TOTAL NWATTS) 30,4W I UL I00W WATTS AT 10P1A 10p00 WATTS RBi*VMZ 4M mum AC. 30M WATTS TOTAL 3 TOTAL LOAD A" tab A" SM?V" $IZE w AP4. t^ST-LINTEL SCHED. IV IV LINTEL NO. LENGTH TYPE COMMENTS L 1 IT-4' 8FI6-IBAT ALLIED LINTEL. A-13 L 2 -1'-6' 8FI6-IB/IT ALLIED LINTEL: A-5 L 3 -1'-5. 8FIB-IB/IT ALLIED LINTEL: A-5 L 4 4'-6' 8FI6-OBAT ALLIED LINTEL: A-3 L 5 -11-6' 8FI6-IB/IT ALLIED LINTEL: A-5 L 6 4'-6' 8FI6-DB/IT ALLIED LINTEL: A-3 L l 4'-6" 8FI6-OB/IT ALLIED LINTEL: A-3 L 8 4'-6' 8F12-OB/IT ALLIED LINTEL: A-3 NOTE: LINTEL LI MAY VARY DUE TO HEIGHT OF GARAGE FLOOR, MINIMM DEPTH TO BE 16'. •5 WfT AT TOP nH. N PZQ . l •e•', J` flu F = FTLL.EI] METH GIa3(T / U - LW1,11,31, m LilllH M OF 65 REBAR AT -•:-- .th 8 i 7TTOM OF 1P1113 CAVITY 0 OFI �ACTAATY 8FI6-IB/IT 8FI6—IB/IT 8F12—IB/IT 8F8—I13/IT HOTTO+REINFOFT-"6 J I ,-sm �NEPORIEN LINTEL NOMINAL MtffMj TJ REH RAT �P LINTEL SECTIONS 8' NOMINAL "D7H TYPE ❑ESIENATI❑N 2509 LINTEL DIAGRAM (GAR._RT.) SCALE: N.T.S. WRRICANE ENGINEERING a .�s =E �2 V s na E/6E NN /W!n a 0') #y� Lo N lift egg sia e designed brni drawn by, d— design dndoad Dr aww date: OT-22-01 Stt� sheet A5 Of. NOTES: CAST-CRETE SAFE LOAD TABLES MATERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS 1.. ft lintel precast s = 3500PSI. 2, ft ptEstrPu� l#ntels = 6000 psi. 3. ft grout = 30M psi w/ maxlmun 3/8' ognte 4.- Concrete masonry colts ttt'll) per ASTML'gO w/ minimum net area com resslve strength = 1900 psi. 5. Ret=r prodded in precc>,t lintel per ASTM A615 GR6O. Field , eb:x pen- ASTM A615 GR40 1 r GR6O. 6. frestressmmqq strcind per ASTM A416 grade 2-10 low refaaxatlon. 1. V32 wire per ASTM ASIO. 8. Marto per ASTM F2113 type M or S. ETENERAL NOTES 1. Provide full mortar head and bed joints. 2. Share filled lintels as required. 3 Installation of lintel trust comply with the architectural and/or structural drawings. 4. Lintels are morufmbred with 5-1/2" long notches at the ends to acconinodate vertical cell reinforcing and gqrrouting. S All lintels meet or exceed Li360 vertical defrmtion, except lintels Il'-4' and Iot>gel with a tomRmI height of 8" meet or exceed V180. 6 Hottrsln Fletd added redo- to be located at tie bottom of the lintel Cavity. 1 . VZ2" diameter wire stirrups are welded to the bottom steel for. medcnlcol anchorage. 8 Gast -in -place rarcrete tISs1 be provided in composite lintel in lieu of concrete nlasary units. 9. safe load roV biased on rational design analysts per AL1 318 and ACT s3O SAFE LOALI TABLE NOTES is All values based on minmun 4" hearing. Exception: Safe foods for unfilled lintels must be reduced try 20% if tearing length is less than 6-1/2". Safe loads far all recessed lintels biased on 8" nominal blearing. 2. N.R. = Not Rated. 3. Safe look are total superimposed allowable load on the section specified. 4. Safe loads based on grade 40 o' grade 60 held rebar. S. Additional lateral load ropor itj can be obtained try the designer try providing addiool reinforced mascxry obove the precast lintel. 6. One #1 rebar may be substituted for two #5 retaars in 8" lintels only. 1. The designer clay evaluate concentrated Ioods from the safe load tables try calculating the moxnum resisting moment and sheor at d-oway from the face of support. 8. For composite lintel heights not shown, use safe food from next lower height. 9. All safe locds in units of ponds per linear foot. 8" PRECAST W/ 2" RECESS DOOR U-LINTELS C RM GRAVITY LENGTH TYPE ems eab-m 4'-4" (527) PRECAST 1469 1591 3093 2982 3954 4929 - }ID4 58M IB21 3M2 4982 6412 'A4l 94iEb 108-0 4'-b' (541) PRECAST m5i 1449 2152 2-14 3600 4481 -9315 5254 IL2 3412 4982 6412 1941 941fi MM18 5'-8" (68") PRECAST --- e92 ' 15M. 2058 2%5 30- 5 3585 1153 21r2 4014 6412 6516 5814 6839 PRECAST g TA Ir 1449 KZ4 24011 28Ta 3352 Im3 a]SI 3811 6412 6516. 5450 6411 (80') PRECAST 8Z2 90l I6T7 2933 25% 3223 3812 4S22 901 =W 6130 81T1 fi101 1'-6• (9O') PRECAST 665 16f 1958 2451 2944 3439 164 a 3609 .9492 fi624 SIM 9'-8" (116") PRECAST 311 420 1342K" 1886535 2rR 2618 5595 -1 8" PRECAST W/ 2" RECESS DOOR U-LINTELS ►a-r�iim UPLIFT LATERAL TYPE LL=IS�TH �'f1 err-I+-Ir enFIB-Ir ' e� aRF6 �- o- - (52') PRECAST 1244 M-a 2413 3Z60 4112 4961 5825i 432 93z 1244 1519 2339 3110 40M 4&90 56% .(54') PRECAST 1192 ISM 2311 E121_ 393n 4'S6 5511 853 A53 122 1455 2240 BUM 3551 4643 5453 (68') PRECAST 924° 1n2 r195 2423 3055 369i 4325 Sol 50' 924 IL92 i1M 2351 2918 3.03 4230 (10") PRErAST _ . 8%- 113B I142 1 2352 2965 MN 4t98 41 1 8% m99 1690 1 2228 2891 3491 4m6 (80") PRECAST 1'i8 �2 1513 2042 3101 3642 830 11W 118 956 9035 3563(90') PRECAST "" un 219 3221688849 941 at 2690 3151110 (116PRECAST 533" 433 n104 1995 515 514 533 52l 2088 2450 'REDUCE VALUE BY 15% FDR GRADE 40 FIELD REBAR 8" PRECAST & PRESTRESSED U-LINTELS 8" PRECAST & PRESTRESSED U-LINTELS �;«•*• GRAVITY LENGTH T aF8-IB BFi2-16 8F6-IB 26- Z'-IOY34') PRECAST 230 3t66 M13 603♦ 7a2G 9004 m412 It936 31a6 4413 6039 lsai 9004 M34-U 11-M 3-6" (42") P MEAST 3OB 3311 4689 5W1 Y315 MM 9941 230 3166 44-6 6039 u2s 9004 0412 Iw35 4'-0" (48") PRE-PuT � 24% �l 4438 5410 6384 8E ZO 2646 44-8F444 -M 9m4 10412 11936 4'-6" (54") PRECAST 1651 FIBl 19a 34EB 4149 48% 5644 2110 4a21 -1526 9004 10412 9658 5'-4" (64") PRECAST II84 1223 2311 28M 3336 3546 9 60% 54M 6424 1450 PR13f�5T 9l2 m9 la69 2304 7121 313114592464 5458 4. . 61226'-6' 08') PRECA5T 931 t2u 2911 Z146 3358 3TII 4585 1255 2101 5260 -134 8995 6a90 1'-6" (90") F'RECPST. lFjl 1029 1615 Z385 1994 2431 2856 3333 m29 1615. m c, 3839 5596 6613 5341 9'-4' (112') PRECAST 513 632 m49 F469 210 1482 n54 2021 lF.>8 IZIz 1818 2544 34ER 4030 3IZI 10'- 6'(126") PRECAST 456 482 802 1125 915 1122 n328 15$ 656 1025 1514 2C& 21-K 3130 2404 i I'-4' (136°) PRECAST 445 598 935 r3a5 18.54 2359 FM 20Ti 598 935 e65 1854 2" 3155 4044 12'-❑YI44') PRECAST 414 545 864 1254 IBM 2014F 1818 555 864 1254 1EA3 22II PRECAST 362 421 lz6 1028 e31 1635 1418 485 148 m16 14918 less 2920I190 14'-O'(168") PRECAST 338 1462 1260 1114 2666 14'$" (Il6') PRFS N.R. NR NR NR NR NRNR46s 1fi5 13M 2045 2610 31E8 (z t") PREEs N.R. NR ! NR NR f#2 NR 1R 420 69S 1250 I655 2310 28M 3410 IT-4"rza8•)i'f'.Es N.R. NR w NR NR NR NR rR 310 530 950 1400 1800 2200 26M 19'-4' (232•)FRES NP- NR NR NR NR NR NR NR 240 400 150 1090 1400 I120 2030 21'-4' (256") F'RE5 N.R. NR w NR NR NR NR NR 183 330 610 940 1340 1-190 2110 22'-0"(26a•)faRESTRE N.R. NR NR ttl2 NR tR NR tR Rao 300 510 Bl0 RY7 1660 W70 N.R. NR NR NR NR NR NR wPRESTR 1� 240 4l0 '120 I030 1350 1610 *REDUCE VALUE BY 2596 FOR GRADE 40 FIELD REBAR NOTES: I ALLIED LINTEL TABLE MATERIALS $ INSTALLATION I. rebar in precast Intel GR6O per ASTM A615 - 2. Mbar in pa t ed beam GR40 per ASTM A615 3. F'c for precast lintels=4000ps1 4. ft fir field concrete=9ODOp5r 5. concrete masory units per ASTM 1:-90 mortar per ASTM 11210 type M or 5 5. calculations try: Richard O. Newman, P.E., id Rdle-Newman Engneet-919 Inc. -1. store oil composite lintels 4" OL. 8. all composite teams calculated with 1#5 in top of beam 9. safe fates based on nominal 8' bearing (4" minnu ). l0. oil loads shown In pounds per Inecr foot II. for Iergthes not listed use next longer length for safe load FIELD REBAR ti '5 CsR 40 m Q r ar GJ"I.U- IL J d) Q CONCRETE FILL W-� FIELD REBAR Q 05 GR 40 J r 1-5/8"ACTUAL ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL N0. LENGTH 8"x8" UNFILLED 8"x8' FILLED 8"XI2" FILLED 8"x16" FILLED 8"x20" FILLED 8'x24" FILLED 8'x28" FILLED a"x32" FILLED A-1 - 2'10' 6549 525-1 10125 12000 12000 12000 120011 12000 A-2 3b' 3838 3858 S23-1 8552. 11440 12000 12000 12000 A-3 4b' 2081 1914 3361 4616 6186 1269 8601 9924 A-4 5110' 1128 1080 1810 2483 3336 3913 4631 5350 A-5 18• 9132 1055 1844 2542 3294 4029 4190 5522 A-E3 9'4' 656 636 1112 1534 1994 2436 2902 3346 A-1 IOb' 489 483 841 N10 1522 1851 221-1 2556 A-8 11'4" 502 612 1125 1530 2002 2455 2931 3389 A-9 12'8' 421 488 900 1224 1504 1968 Z360 21Z1 A-1❑ 13'4" 393 419 114 1053 1381 1692 2024 2341 A-11 149' 342 3'13 590 938 1233 1510 1808 2091 A-12 14'8' 308 334 _ 618 842 IIOB 1=52 1624 1819 A-13 11'4" - 2l2 285 436 611 808 988 1188 1380 A-14 1974' 25O 395 495 850 1138 1408 1698 1980 A-15 20'0' 225 .365 413 184 1052 1300 IS70 1Eel ALLIED UPLIFT AND LATERAL SAFE LOADS FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH 8"x8" 8"x8' 8"x12" e"x16" a"x2o" e"x24" B'x28' 8'x32' LATERAL LOAD UNFILLED FILLED FILLED FILLED FILLED FILLED FILLED FILLED 8X8 FILLED A-1 2'10" 3096 3150 9194 10000 10000 10000 10000 10000 4408 A-2 HIS' 1835 18-E 5445 10000 10000 10000 IOOOO 10000 2592 A-3 4b' 1018 1051 4224 5900 8203 9440 10000 10000 1415 A-4 5'10" 515 603 2380. 3319 4300 5303 6166 1848 111 A-5 1b' 345 310 1421 1918 2552 3514 ME31 4600 651 A-6 9'4' 228 252 934 1296 1665 2059 2542 294-1 i:, 23 A_1 lob- 185 2pq 156 1049 1341 1662 2025��§21 29 A-8 11"4' 3O3 333 652 911 1110 145Z 1151 51 A-9 12'8" 241 282 B15 l60 991 1232 1464 1 A-10 13'4' 253 259 510 103 892 1109 1303 A-1L 1410' 225 324 413 652 824 1028 1196 A-12 14'8' 191 218 442 609 1F 9 955 IIO6 f914 A-IB .I1'4- KS 253 351 483 605 l55 842. t A-14 19'4' 184 214 908 420 525 651 115 3 A -IS 20'0" 1-14 70EI 296 405 504 E30 680 '186 198 U00,=0x u°p. V/ J Q F- 0 J Z J s age. 0i N w 3 0i$ ,]it; €l levisioru: designed tY- N - d avrti by drtrvv design chedu.M by: slow date: Ot-22-07 sheet. A5.1 of AND 0)B MTT28@ MTTDM EPDXIED TO BOND BEAM W/ 5/8. 131A THREADED TAD W/ 5' MINIMUM EMBEDMENT ROOF TRUSS LAYOUT 'B' N.T.S. 1/I6. OSB. SHEATHING 2X4 WD STUDS - • IS- O.G. 2X4 BOTTOM PLATE 3/4' PLYWOOD 2X4 BAND BOARD IS FLOOR TRUSS • 34. OL. TRU56 .ANCHOR PER TRUSS PLAN U BLOCK IW 1 •5 BAR BLOCK 10 FL OR TRU99 ® STRAP TIE •EVERT 3rd S11ID GOI'AEGTNG FLOOR TRL9S TO 2nd FLOOR STUD F BLOCK TO 2ND. STORY STRAPPING JI :iJ3 X 17-4-12 PLATE H NOTE: SEE TRUSS MFG.'S ENGINEERING. AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS ROOF TRU55 ANGI-IORACxE: NOTE: 1) USE (U TYPE 'C" (OR INTERCHANGABLE TIE) FOR TRUSS TO FRAME WALL OR BEAM CONNECTION UNLESS NOTED OTHERWISE (UNDJ 2) USE (1) TYPE -"A' lOR INTERGHMY ABLE TIE) FOR TRUSS TO BLOCK WALL COM`IEGTION (UNOJ 3) USE EHUH26-N (OR INTERCHANGEABLE TIE.FOR ALL JOIST HANGER CONNECTIONS (UNO) 4) USE (3) Wd OR (3) 131 x 3 1/4• PASELODE CAN NAIL TO FASTEN JACK TO HIP GIRDER (T45) G- 5) ABLE TRU5SE5 REQUIRE (V TYPE "A• OR (1) TYPE 'C" STRAP AT 48' O/C FROM CENTER OF TRUSS. W ALL STUDS BELOW GIRDER TRUSSES SHALL BE EITHER CONNECTED . u/ SO" N.SCN 5P4 STRAPS TOP AND 50TTOM N ADDITION TO OTHER STRAPPING ON PLANS.. SIMILARLY, 4X4 POSTS REQURE (2)-5P4'e ON .EACH END. 4X6 POSTS REQUIRE (3)-SP4's ON EACH END. - 1) BOTTO1 HALF OF MT516 TRUSS 5TRAP5 SHALL BE.EIT14ER NEATLY OIRAPPED UNDER DOUBLE TOP PLATE OR NEATLY FASTENED TO VERTICAL STUD OR POST DEPENDING ON ALIC� OF GIRDER AND STUDS OR POST BELOW. SEE POST STRAPPING ON let AND 2nd FLR PLANS • FTEUMATIG EQUIVALENT MAY BE SUBSTITUTED FOR HAND NAIL DESIGNATIONS" NAIL VALUES: BASED ON NATIONAL DESiCi4 SPECIFICATIONS FOR WOOD C4745TRICTION FROM TABLE SEc -•NAILS AND SPIKES - LATERAL LOAD DESKN VALUES" NAIL SHEAR VALUE (,eJ, 8c1 103- 1md 125- 16d 149- FLOOR TRUSS LAYOUT 'A' & 'B' N.T.S. Z HELD BACK 1" 16" 8"r I 1RI A /E ENGINEERING (407)n1-9003 FINE (407) ns 6477 . PM. 1 161613 ALTAMON•E SPRWG9. FL 37710 TMU%S 4 ANDE150N PE/ 47319 V/ J Dw cr-u.:p F- U) LL ' (A Omaf Ct F-F-- 0 D 0 Oow 0 LL m Q o RY451IX16: designed by: rd d awn by: d— design dloNmd by: aww dale: Ot-22401 sheet A6-B Of e u F7 9 Q• W/ 10-10d NAILS /-e WALL STUDS 4 HEADER _ROOF FRAMING M8'®ER IF A BLOCKED DIAPHRAGM ZONE 15 CALLED FOR ON ROOF I II r� • a_ 1 tee• 1 � (SEE COt-INECTOP CHART PLAN PROVIDE 2.4 BLOCKING o ALL PLYUIOOD PANEL EDGES t SCHEDULE FOR TRUSS NAILS • 4. OG FOR BLOCKED DIAPHRAG>r'I ZONE STRAPS) fad NAILS AT 6. OJC. OR DOUBLE TOP PLATE Bd NAILS AT 4' OL" OR - EQUALNALENT EQUALNALE-NT PNIIB'IATIG FNUEMATIC NAIL AT IA6. OSB OR CDX NAIL AT SIPPORTm EDGES 6 SUPPORTED EDGES AND 5HE10d T14r EXTERIOR SHEATHING AND BLOCKING AND I2. OG v 12. O.C. FIELD FOR OTHER NAILED UY FIELD FOR SHADED AREAS OF ROOF .. _ _ _...... ..._..._.............. AREAS OF ROOF ..... __. e 4 O.C. EDGES MID 12' O.G. FIELD 2x4 P.T. WALL STUD W/ (1) V2• DIA. ANCHOR BOLTS TO BLOCK 0" DIA x 8' ANCHOR BOLTS EMBED b' MIL INTO FOUNDATION W/ 2'x2'xl/8' WASHERS, LOCATED WITHIN 6. OF EACH END AND 32. O.C. MAX ELSEWHERE OF WALL I HEADER STUD 2.4 P.T. BOTTOM PLATE •U" STRAP EVERY OTHER STUD TYPICAL FRAMING AND CONNECTIONS FOR OPENIN65 4'-0' FRAMING 131-OCKING REQUIRED: PROVIDE 2X4 BLOCKING IN THE e 24" O/C) FIRST THREE FRAMING SPACES AT 48" O.C. REMAINDER TO BE BLOCKED AT 96' O.C. OR RAT RUN. FASTENING: FASTEN FLOOR SHEATHING TO FRAMING 1U/ WITH 8d COMMONS OR 8d HOT DIPPED GALVANIZED NAILS AT THE FOLLOWING SPACING: U 6" ON CENTER AT ALL PANEL EDGE FRAMING 2) 12" ON CENTER AT ALL INTERMEDIATE FRAMING L BLOCKING ® 46" O/C MAX. IN FIRST THREE FRAMING SPACES 4 136" O.C. THEREFORE FLOOR BRACING AT ENDWALLS WOOD TRUSS 2 O STRAP TIE STRAPPED AS SI-IOUN c EVERY 3rd CN TRUSS LAYOUT STUD CONTETEGTING FLOOR TRUSS TO (2) 2X- TOP PLATE 2nd FLOOR STUD - DBL. 2X8 HEADER STRAP I FOR 4'-6' MAX. TIE D16, OPENING, DBL 2Xi0 TYP. 2X- BLOCKING HEADER FOR 5'-9" AT MIDSPAN - MAX. OPENING UNA. O.G. STUD 2X- BLOCKING I SPACING AT MID -SPAN FOR �E - BWALL- OPENING FR - FRAME 16" O.C. STUD SPACING PLATE ANCHOR EVERY OTHER FOR INT. BRG. FRAME WALL STUD (TYP. TOP t BOTTOM) - Q PLATE ANCHOR EVERY. EXPANSION EVERY OTHER STUD (TYP-) SLAB BOLT II ANCHORAGE EXPANSION BOLT , , , , 24' O r- - ANCHORAGE 24. O.G. 1/I6. O5B SHEATHING OR 1/2• CDX TYP. _ 9 (- ROOF SHEATHING NAILING RSN PATERN DETAIL 1/16" OSB. SHEATHING 2X4 WD. STUDS a 16" O.G. 2X4 BOTTOM PLATE 3/4" PLYWOOD 2X4 BAND BOARD 16" FLOOR TRUSS • 24' O.G. FLOOR TRUS! E�� MING &STRAPPING INTER. BRG. WALL DOOR �1FRAMING d STRAPPING INTER CIE3W BRG=. WALL S FRAMING 2 STORY WOOD TRUSS - _..- STRAPPED AS SHOWN ON TRUSS LAYOUT 2-2X4 T� PLATE i. TA.O-lU 2x4 STUDS e 16'C o ©PLATE ANCHOF EVERY OTHER STUD (TYP. STUD I BOTTOM) V2" X 8" EXPANSION B TS 8' O.C.-� CM WALL- KW FRAMING & STRAPPING KNEEWALL OVER CMU WTRUSS OOD AS SHOWN ON TRUSS LAYOUT 4'-0" ��NXAILING RIOR WALL SHEATHING WS PATTERN DETAIL 8X8XI6 P.T. 2X6 W/ 1/2' DIAM. "J" CM.U. (TYP-) BOLTS a 48' MAX W/ J, TR1155� 6• M EMBED. (TYPI BCE ARING 1 11 1 _ _ L-.P.T. 2X4 FILLER CUTNAILED W/ 8-10d NAILS P.T. 2X6 W/ 1/2" DAIM. "J" BOLTS 48' MAX W/ b" MIN. EMBED. (TYP-)- DETAIL: TYPICAL JAMB FASTENING a OVERHEAD GARAGE DOOR SCALE: N.T.S. xr 4E5E REQUIREMENTS APPLY WHEN INDOW/ DOOR MANUFACTURERS FASTENING ETHOD IS NOT SPECIFIED. PT IX BUCKS FOR WINDOWS AND DOORS L) NAIL W/ .109 DIA OR 14EAVIER POWER NAILS 8" O/C AND 3" MAX FROM ENDS TYP. W/ I' MIN. EMBEDMENT INTO BLOCK 2-) ALSO ADD 3/16" DIA SELF TAPPING CONG. ANCHORS THRU WINDOW/ DOOR FRAME EIGHT (8) INCHES FROM ENDS MAX AND FORTY (40) INCHES MAX ON CENTER W/ 1" MIN. EMBEDMENT INTO BLOCK ATTACH WINDOW TO BUCH W/ 110 SCREWS MAX 6" O/C AND MAX 8" O/C AND MAX 8' O/C FROM ENDS. PT 2X BUCKS FOR WINDOWS AND DOORS (ALTERNATE) U INSTALL 3/16" DIAMETER SELF TAPPING CONC. ANCHORS EIGHT (8) INCHES MAX. FROM ENDS AND 24" ON CENTER MAX W/ I" MIN. EMBED. INTO BLOCK FASTEN W INDOUYDOOR TO PT BUCKS WITH '10 SCREWS 8. O/C MAX AND MAX 8' FROM ENDS W/ I" MIN. EMBED. INTO BUCK TYPICAL BLOCK OPENING DETAIL (FOR PT BRICK FASTENMG AND 35 PSF RATM's) I NAIL INTO 2 NAILS INTO TOPPLATE JOPPLATE PRE ENGINEERED WOOD BOOR TRU55 _____ I r a 24" O.C. M' \, _2 6 AIL DOUBLE u q II TOP PLATE- I Io1BFRAMING & STRAPPING n INTERIOR BEARING WALL 2X- BLOCKING AT MID5PAN - I6. O.G. STUD SPACING FOR rRT BRG. FRAME WALL- 2X P.T. BOTTOM PLATE - EXPANSION ANCI.ORAGE • 32. O.C. GENERAL NOTES GENERAL I. LIVE LOAD& ROOF: 20psf FLOOR 40pef STAIR 401-f 2. WIND SPEED 110mph 3- cyuntn 3. ALL WORK TO BE IN ACCORDANCE WITH THE FB.C. 2001 CHAPTER 16. 4. ONLY WRITTEN CHANGES APPROVED BY THE ENGINEER SHALL BE PERMITTED. CONCRETE : L ALL WORK TO BE IN STRICT ACCORDANCE WITH THE ACI 318 2. MIX DESIGN CRITERIA ALL CONCRETE TYPE I PORTLAND CEMENT. (ASTM C 150) COMPRESSIVE STRENGTH a 28 DAYS SHALL BE 2500 pat FOR SMLAOOTINS A000Y ELSEWHERE CUDW. DER-CMEDTIO BelEIGHT FOLLOWS: SPECIFIED NON -AIR AIR COMPRE551VE ENTRAINED ENTRAINED STRENGTH(pal) CONCRETE CONCRETE 2500 0bl 0.54 3000 058 OA6 SLUMP -SLAB ON GRADE 5' OTHER 5" WATER - POTABLE CHLORIDE - NONE 3. PROVIDE NORMAL WEIGHT AGGREGATES IN COMPLIANCE WITH THE REOIIREMENtS OF A5TM C 33, 4. FIBERI-ESH FOR SLAB TO BE. AT A RATIO OF .15 LBSIYARD. FOUNDATIONS : 1. FOOTING DESIGN BASED ON MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 pnf. 2. IF FOOTING ELEVATION OCCURS IN DISTURBED,UNSTABLE OR UNSUITABLE THE ENGINEER SHALL BE NOTIFIED AND NECE55ARY ADJUSTMENTS BE MADE PER HIS INSTRUCTIONS. 3. PREPARATION OF TIME SUBGRADE TO FOLLCW RECOMMENDATIONS AS OUTLINED IN THE GEOTECHNICAL REPORT_ SOIL, 4. STEPS IN WALL FOOTINGS SHALL NOT EXCEED A SLOPE OF (U VERTICAL TO (2) HORIZONTAL. 5. CAUTION SHALL BE USED WHEN OPERATING VIBRATORY COMPACTION EQUIPMENT NEAR EXISTING 5TRUCTURES TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. MASONRY: L DE51GR MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE ACI STANDARD BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES ACI 530/ACI 530J 2. CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH 3000 p>I C0NO2E7E_ (8" TO 10' SLUMP) 3. PROVIDE 25"LAP FOR STEEL a ALL LOCATIONS. 4. ALL CELLS ADJACENT TO CORNERS, END OF SHEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REINFORCING AND SHALL BE FILLED WITH CONCRETE 5. CONCRETE BLOCKS SHALL CONFORM TO A5TM C-90 (28 DAY STRENGTH 2O00 1e0 (f'm=1500 peD, LAID IN RIWNING BOND. 6. MORTAR SHALL BE TYPE N. 1. ALL RE -BARS SHALL BE GRADE 40 UNLESS UNA. WOOD : I. ALL WDOD FRAMING AND PRE-EI-NaMEERED WOOD TRUSSES SHALL BE DESIGNED, DETAILED. AND FABRICATED IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUILINED M THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 2. THE WOOD TRUSSES SMALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED. ALL DESIGN SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED AND APPROVED BY THE BUILDING CODE. DESIGN CALCULATIONS SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER ARE TO BE SUBMITTED TO THE ENGINEER FOR APPROVAL, 3. PERMANENT BRIDGING PERPENDICULAR TO THE SPAN OF THE TRUSSES SMALL BE PROVIDED AS REQUIRED BY THE TRUSS MANUFACTURER TRUSS MANUFACTURER SHALL PROVIDE STATEMENT THAT BOTTOM CHORD OF ROOF TRUSSES ARE BRACED DURING UPLIFT CONDITION. 4. FOR STRUCTURAL LUMBER PROVIDE THE FOLLOWING GRADE AND SPECIES: SOUTHER! PINE SURFACES DRY USED AT IS% MAX I'L C. GRADE 1402 OR SPRUCE PINE FIR SOUTH GRADE NO2 5. PROVIDE GALVANIZED METAL HANGERS AND FRAMING AIGMORS OF THE SIZE AND TYPE RECOMMENDED BY THE MANUFACTURER FOR EACH USE INCLUDING RECCNNENOED NAILS. (HUGHES CONNECTORS OR EQUIVALENT) 6. ALL BOLTS USED FOR WOOD CONSTRUCTION SHALL BE A MINIMLE7 OF IR' DIAMETER AND 6" IN LENGTH (ASTM A-301) WITH MIN. 1 1/2' DIAM. WASHER UNA. - 1. PROVIDE FRAMING MEMBERS OF SIZES AND OF SPACINGS SHOWN, OR IF NOT SHOWY COMPLY WITH LIMITING STUD HEIGHTS CHART. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS. 8. ANCHOR AND NAILING AS SHOWN, AND TO COMPLY WITH THE RECOMMENDED NAILING SCHEDULE FROM THE STANDARD BUILDING CODE, LATEST EDITION. 9. ROOF SHEATHING: lAb" 055 OR 1/2* CDX SEE DRAWINGS FOR NAILING PATTERNS. VERIFICATION OF FIELD CONDITIONS : L CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME. WHERE THERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN THE DRAWINGS. SUCH CONDITIONS SHALL BE CALLED TO THE ARCHITECT'S ATTENTION AND NECESSARY ADJUSTMENTS MADE PER HI5 INSTRUCTIONS. 2. FOR. ANCHOR BOLTS USE HUGHES OR EQUIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 2X4 BLOCKING ON ALL SIDES OF THE RIDGE VENTS WITH Sd NAILS AT 4" ON CENTER PRE ENGINEERED WOOD FLOOR TRUSS c 24" O.C. MAX A-2 1 1 TOENAIL FLOOR baJSS TO TOP PLATE W/ 16 PENNY NAIL5, (2) ON ONE SIDE, (1)ONTHE OTHER AIL: INTERIOR BEARING WALL W/ NO UPLIFT ENGINEERING (w>7 n.-wwNart�i-ean rn eox zsla"a a an�e l 1 111-4, U) U) W J O Z 0 'J J g W W Z W z C7 w Ili 'f Lf 59E 4 y=� egg i C) E` N h o 8$ ggg LpppZ E L 9 !dgi9­d_by. nIydznw design Wy.-01-Z2-01 sheet S1 Of: 3 MIIIIIIIIIIIIII N N c� oSB SHEATHING FLOOR PLAN �� a '3 � a PE.W.1. a 14. O.G. Fyn, $ LL 2x4 CONTPNOUS 1-2X4 Im 16' O/C •4 TOP PLATE c 1/16" 058 O n CH ©EA. SIDE (TYP.) ORx4 ' CD j i'�1" j TOP PLATE Y� o l/Ib' OSB _ 2X4 STUD5 / W" 09B 1 1 1 E OR W" CDX SADDLE PROVIDE / OR 1/2' CD LIJ CRIgCEi 2.4 BLOCKING a PROVIDE I6. O/G Q CONT. 2X4 NAIL EA SIDE (TYPJ CRICKET Q , TO EACH TF1155 2x4-OCKIHr-' 1X4 DI X --- MEMBER W/4 GABLE D BRACE // 2X4 STUD 10d NAILS E 16" O/C 2X4 PT. % BOT. PLAT CONT. 2X4 NAIL J-BOLTS Z o TO EACH TRUSS ■ C n MEMBER 0 EA. SIpE CTYPJ SNOW O N ROOF TRUSS PE.WT, a 24. O.C. STRAP E to tO CHI S$WDWCANE --y 0 o v CLIP TO TOP 1 / • BOT. PLATE WALL - U N o x v Oar (,M'IU WALL - ROOF SOLID CMU WALLIL ROOF TRUSS OSB OR I/1' CDX FRAMING SECTION THRU CHIMNEY CH INTERIOR CHIMNEY CH1 WALL SECTION Q FRONT ELEVATION 51DE ICD INTERIOR CHIMNEY DETAILS CHIMNEY DETAIL ECD EXTERIOR CHIMNEY DETAILS ELEVATION (n CONNECTION KT.S- J Q 2X STUD5 *1&- O.C. W NOTE: 11/J• 5PAGR C. CLEAR OF 3/4" FLOOR SF IEATNING f >�E: OF _ Q � W ALL FMISH MATERIALS. AND ONE 1WAD EXCLUSIVE OF THE PROJECTION OF Z d( NOSING. SHALL 13E NO LE55 F W L THAN 24' NOR EXCEED 25• I/ 2XI2 TREAD NOTE: SEE FLOOR p z u" HARDWOOD �+ HANDRA1 PLAN FOR I/8° TO IR" GAP TYP. cp n+ cc z TREAD DEPTH � G a- O 16" WOOD FLR 3/4• 5HE ING W Q O ( TRUSSES 9 MAX. _j U U) METAL BRACKETS O * 2XI2 2'(D" O.G. M,,,> 2-2XI2 III PLATE e 36" O-1. 2x12 STAIR STRINGERFJ '� BOTTOM 2X6 BRACING /� IX6 s BRACKET. I" NOSINCa MAX. ® E T A I L ' � m O = Tl-/ �JTAIi� TREAD W ��� LEDGER ul IX� RISER BACKING: WOwz2XI2 STRINGER FASTENED SzEBLOCKINGawALL 1/2• DRYWALL � g BOTTOM t WEDGED 4TOENAILED INTO 2-2XIm2X STUD WA IXV FIR SKIRT BOARD 2x12 STAIR _W TOP jUP AAT STAIRS L 2xp TF7EA0 STRINGER - 5=9 -I&- Or_ `sQg/�X STUD WALL �UWJ�TI 1 LIN L1}--/� Di—Tl�1IL: SPAC NG WiN2X t11L TO ALLOUI 2X4 STRINGER Z SUN T I BOAf� ISTN1ATIg1 LEDGER3'-3' 2X4 NAILER-----LO --NAILER--------P.T. -------P_T_2X-NAILER------------ ^' PAN 1) RAI L TO WALL DETAIL. STAIR TREAD � WALL STAR AND LANDING DETAIL w Ali; 0 jig s UPLIFT • OF MTSI6 MM 10d NAILS MR • OF 3/16° THE MISSED FILLED CELLS CAN BE REPAIRED BY EPDXY GROUTING (SEE EPDXY O3 g FROM TfW% MANUFACIURER STRAPS <SRIPSON) TO PEW-T. (EACH STRAP) TAPGONS TO CM (EACH STRAP) r-S TIONSE5AR • BOND "T INTO AND EQUIVALENT F:20ID LPL BEAM LIQUID LPL OR EQUIVALENT INTO BOND BEAM (Q®��'` A]�/� b A AND INTO THE FOOTING FOR ALL FILLED CELLS SHOWN ON PLANS BUT NOT FILLED IN THE FIELD PROVIDE b" MIN EMBED- AND 3/4'1 HOLE INTO ENGINEER 1 N G (407) 7i %M rNC (�0» TTI-5.7Tlift Fi 0-131 1 1 4 132-I$60 2 1 4 IF AN •A" STRAP 15 MISPLACED - ^ OR OR r.o. eox 161613 /�LTNIOHiE SPPo TMows J. /++oE°sor. Pcl aTais OR FORGOTTEN AFTER TINE �tOP OF BOND BEAM �A3� 5 AT 48• 24" 5 E PL FOR 05T SIZE J e spa POURING OF THE LINTEL BEAMPRE- EKED O.C. I$3 AT TOP OF CMU WALL THEN A SU1P" MT616 CAN BE 51 STITUTED UIOOD TRUSS FOR EACH MISSED •A" STRAP (TYP. U.ONJ WSW. PROVIDE 20 Ga. GALV. L PROVIDE (U 5 AT 45• 1 PLEASE SECURE EACH STRAP FOLLOWING THE ATTACHED TABLE AND FLASHING FOR TRUSS TO 91T G(J BOND BEAM W/ (1) 5 CONT. O.C. VERT- AND !2) 5 (1) 5 CONT. BELOW EA POST (2J SIMPSON T522 (2430Lb. max UPLIFT) or rev -lions: m°.°.qc �r LOCATION FILL ALL GIRDER (2) HUCsNES RT22I12 (2930Lb- max UPLIFT) or ACCORDING TO THE UPLIFT BHOWN FROM PROVIDE 25' THE TRUSS MANUFACTURER INSTALL ALL T14E TRUS WITH LIFA TUR EMBED. Sao SPLICES (TYI CELLS UATH 2500 P51 _0 PROVIDE OPEN (2) SEMCO ADS-2 (3412Lb. max UPLIFT)- ((�� .-7 CONC. ALTERNATE HEAD JT. AT 48" O.G. f�l NOOKS IN FIND. WEEPS SEE LINTEL BEAM WON / (I) 5 CT- CMU WAL CELILLED a- CI-A1 WALL-- F�-- � SLOPING BRACE EXTERIOR SIDE Q, GRADE AWAY 2X4 POST DOUBLE TOP PLAN FOR QUANTITY designed by M (1) VERTICAL VERTICAL OF WALL DURING 5• c1mlu - FROM HOUSE PLATE •� COMPACTION OF THISeesiv - SIMPSON MT516 AREA 5 • 48" O.C. 5• Mf31BEDf'EI'tT dredasd try. aww LU date: 81-22-01 ATTACH TAPCONS EVEl7Y OTHER HOLE EPDXY GROUT 5 RE INTO FCDTING AND ;s:- - 9 BEAM W/ b• MRL F_MBED. TOP OF FOOTER _ NOTE TAPCONS SHOULD BE R45TALLED (4) CONE. AS ,_ 2'-0" ALL RER. COV- SHOD N �`-'----� ALL REBAR (TYP.) .. ....- ,• -� .'.•ram Nov sheet - IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS NOTE EPDXY GROUT SHOULD BE INSTALLED IN STRICT ACCORDANCE WTH THE MAN UFACTURER•S RETAINING WALL AT PATIO R W fJ ^ L RECOMMENDATIONS. . NOTE' BRACE SIDE OF WALL DETAIL for (2)55 SUBSTITUTION ADEQUATELY DURING COMPACTION for (1)11 a GIRDER GONNEGTION M S MISSED "A" STRAP DETAIL MISSED FILLED CELL DETAfL FOR PATIO SLAB. LEAVE BRACES IN PLACE FOR l DAYS AFTER - �' M FC PATIO SLAB 15 POURED HANDRAIL TO HAVE A CIRCULAR GROSS SECTION DIAMETER BETWEEN 1 1/2" TO 2", OR TO PROVIDE GROSS SECTION WITH EQUIVALENT ORASPABILITY PERFORMANCE REFER TO FLOOR PLAN FOR STAIR Q W SUM OF (2) RISERS SECTION SPECIFIC TO THI5 MODEL z PLUS (1) TREAD MUST 2XI2 STRINGERS AT SIDES d CENTER j EQUAL 24" TO 25" OF STAIRS W/ 2X4 SPACER AT 51DEWALL5. ATTACH SPACER TO EACH STUD WITH (2)I0d NAILS. z 3/4" SUB -FLOOR if FLOOR TRUSS T �p 2X5 STAIR LEDGER CONNECTED IX RISER TO FLOOR TRU55 WITH IOd NAILS Pb" O.G. � JL 2X12 TR ATTACH EACH 2XI2 STRINGER TO LEDGER WITH (2)Ibd NAILS THRU IU Ch LEDGER INTO STRINGER AND (2)IOd NAILS TOE -NAILED ON EACH SIDE. t- m ATTA H RISER TO EACH O x STRIN ER WV(3)ad NAILS ATTACH TREAD TO EACH STRINGER IN/ (3)IOd NAILS � TOTAL STAIR RUN MI TREAD = q" EXCLUSI E OF NOSING T°IOPICAL 5TAIR CON5TRUCTI®N C�ETAIL N.T.5. O ig ESQg Ln$3 J H W C) OBS: si i�¢€€3s lift = Y s J! P _ - aw... ey N design checked by. aww date: 01-22-01 sheet NOY 2 0 3 S2.1 of: it •S 2X4 BLOCKING- • 24'OIG. TYP. ROOF �OR ROOF TRIJ55 oT O LATERAL SUPPORT V. TOP OF FRAME WALL FIBERGLASS TRU55 (2) Qd NAILS TO ROOF TRUSSES) SHINGLES OVER G B TRUSS LAYOUT (TYPJ 15- FELT OVER 2-2XI0 UNLESS 2) Qd NAILS (TYPJ l/16. OSB. OTHERWISE NOTED 1/2• DRYWALL 2 - 2X TOP PLATE WOOD TRUSSES CN FLOOR PLAN W/ "Q" 32' O/C STRAPPED AS 1/2' DRYWALL R-g BATT INSULATION SHOWN ON TRUSS LAYOUT tYPICAL STUCCO 2_ D STRAP TIES 1/8• STUCCO OVER METAL LATH FIN15H (ALTERNATE O OVER 15• FELT OVER OSB. ba P.T. OVER Dc8 R/5 CEDAR FINISH) (ONE EACH SIDE) a TOP OF FRAME WALL CDR OVER 2X6 3/6' R!E-XT, SAWN PINE SUBFASCIA OR 1/2* R 1/2ADE W/ CONT. ALUM 2X STUDS Val O/C VENtED SOFFIT SEE FDBL 2X8 HEADER FOR SG FOR 4'-6• MAX. _ 3 I!t' COMIC SLAB OPENINCs, DBL. 2XI0 PER FLOOR FLAN WiFiBETOW- AB HEADER FOR 5'-9" & MIL. VAPOR BARRIER -3 0" CONC SLAB MAX OPENING UN.O. 2 XS' AB. 32" O/C W/FIBERIESH ON WOOD POST ^ AND •Q" 32" O/C OVER TREATED WOOD POST CLEAN, COMPACTED PER FLOOR PLAN SEE OR FL�R PLAN COMPACTED FILL PER PLAN FILL W/ MONOLITHIC WRAPPED W/STUGCO INTERIOR PORCH S FTC. W/ 2 5 BARS EEoR ® POLO SLAB GONG. FOR POST SIZE AN OR (SEE FLOOR PLAN) FOR POST SIZE ; GRADE GRADE 2 •s KEBABS �k BRACING AT NON -LOAD BRG. THICKENED SLAB AT SCP SECTION 0 COVERED PORCH EPP ELEVATION REAR PORCH POST NB EXTERIOR WALL DETAIL K BEARING PORCH POST o..i_ —DRAIL GUARDRAIL ELEVATION MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE 4" NEUELL TRIMr2l STAIR CGNSTRBEYOND WALL C_ FIR CAF IXI2 C. FIR SIGIRTBOARD (INSIDE) IMPERIA NEWELL PC IOOD RAIL JSTER GAP ALL ;�NEATH 2X6 HANDRAIL W/PLOUJED RAIL CAP ABOVE THAT MEETS GRAWABILITY CODE 2X2 BALUSTER--�:��5 I V llCl2 G. FIR SKIRTBOARD (HANDRAIL OVER) u / DEC. / WOOD RAIL 1 / _ y / ELITE EXQ C. FIR SKIRT T / STAIR CONSTR. PAST WALL P S T A I R R A I L S Q S T A I R R A 1 L S _ , v ENGINEERING (" Ms 003 FAIL (407) 774-64n P.O. WX 161613 A TAMDNIE SPRINGS, ft 32716 DETAIL ® HANDRAIL »,ate 4. 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