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HomeMy WebLinkAbout121 Bristol Forest Trl (3)r y _ PERMIT ADDRESS CONTRACTOR ADDRESS — PHONE NUMBER _ PROPERTY OWNER ADDRESS PHONE NUMBER Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGG049689 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER — FEE FEE SUBDIVISION `j 0C Q 4/C ' PERMIT # y" - a l DATE C 2 LIC PERMIT DESCRIPTION PERMIT VALUATION E}rJ SQUARE FOOTAGE G f� MMMT Gum City .of Sanford Certificate of Occupancy �rtC0 POCAA to �sQ� This is to certify that the building located at 121 Bristol Forest Trail for which permit number 04-2229 was issued and has been completed according to the plans and specifications filed in the permit, to wit a New Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: B. Oden 12/09/04 Engineering: L. Roberts Public Works: J. Crompton Utilities: R. Blake Fire Department: Zoning: Centex Homes Property Owner 12/10/04 12/09/04 12/10/04 Q�>" rn '� - 12/13/04 Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: **** Single Family Residence**** 12/08/04 04-2229 121 Bristol Forest TO Centex Trey 407-468-9155 60 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. ngineering �� /z�/U�� ❑Fire []Public Works ❑Utilities ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** Single Family Residence**** DATE: 12/08/04 PERMIT #: 04-2229 ADDRESS: 121 Bristol Forest Trl CONTRACTOR: Centex PHONE #: Trey 407-468-9155 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 ublic Works C D ld- 9�0 7 ❑Utilities ❑Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL,) -7 aJ, &I 07V r CERTIFCATE OF OCCUPANCY 0 REQUEST FOR FINAL INSPECTI(,2N ; r 1 **** Single Family Residence**** ' V1 j l 1 1 1 , 1 ►', I 1: I � DATE: 12/08/04 PERMIT #: 04-2229 ADDRESS: 121 Bristol Forest Trl �2 O ap , CONTRACTOR: Centex .a kA�.. Cd C�E�zo PHONE #: Trey 407-468-9155 v = &1 W a s Cr 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 til' es / ❑Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) r-• - _ LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry Location ID . . . . . . : 248345 Parcel Number . . . . . : 22.19.30.502-0000-0820 Alternate location ID . : Location address . . . . : 121 BRISTOL FOREST TR Primary related party . : Type options, press Enter. 5 View detail Opt Description _ PLANNING & ZONING COMMENT _ CUSTOMER SERVICE NOTES _ CUSTOMER SERVICE NOTES _ CUSTOMER SERVICE NOTES _ CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 12/10/04 08:35:59 Free -form information PRESERVE AT LAKE MONROE *********** LOT 82 *************** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2229 PD 6-17-04 SEE REC#6906 3/4"WA METER SET FEE $190.00 PD 6-17-04 REC#6906 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ` ELEVATION CERTIFICATE Important: Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME CENTEX BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 121 BRISTOL FOREST TRAIL O.M.B. No. 3067-0077 Expires December 31, 200� For Insurance Company Use: Policy Number Company NAIC Number CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 82, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential; Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - ##' - ##.##" or ##.#####� ❑ NAD 1927 ❑ NAD 1983, ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME &COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7, FIRM PANEL 69, BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX 136. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117CO035 E 4117,95 4/17/95 X N/A 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. , ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other(Describe): 611. 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 Desi nation 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, V1-V30, V(with BFE), AR, AR/A, AR/AE, AR/A1-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. Datum NGVD'29 Conversion/Comments NONE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No (s o a) Top of bottom floor (including basement or enclosure) 14. 4 ft.(m) o b) Top of next higher floor 24 1 ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A. _ft.(m) o 16 o d) Attached garage (top of slab) 14. 1 ft.(m) 0 E o e) Lowest elevation of machinery and/or equipment W- W servicing the building (Describe in a Comments area) 13.8 ft.(m) E 16 o f) Lowest adjacent (finished) grade (LAG) 13.7 ft.(m) Z o g) Highest adjacent (finished) grade (HAG) 13. 7 ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o 0 Total area of all rmanent o nin s (flood vents) in C3 h 0 s in SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the,data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME: JAMES J. JILES LICENSE NUMBER: 4997 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 1030 N. ORLANOD AVENUE, SUITE B WINTER PARK FL 32789 SIGNATURE �s� DATE TELEPHONE 12106/04 (407) 426-7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions i 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. 121 BRISTOL FOREST TRAIL Policy Number CITY STATE ZIP CODE SANFORD FL 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS 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 forwhich this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 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.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if 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 owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are cofrect to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS I ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is­autnorizec bylaw, or ordinance to administerthe community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate.- Corplele the applicable iTem(s) and sign below. G1. ❑ The information in S V-ction,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 lait6 certify elevatiOri information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A communityefficia! completc- -Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following.informatidn (Items G4-G9) is provided for community floodplain management purposes. 1,0 G4. PERMIT NUMBER . " G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _: _ft.(m) Datum: _ G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: _ LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions i. _ PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 82, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 82, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: FOR THE BENEFIT AND THE FINISHED FLOOR ELEVATION OF THIS EXCLUSIVE USE OF: STRUCTURE MEETS OR EXCEEDS THE COMMERCE TITLE COMPANY THE REQUIREMENTS SET FORTH IN THE CODE CHAPTER 6, SEC. 6-7(A). COMMERCE TITLE INSURANCE COMPANY CITY OF SANFORD CTX MORTGAGE COMPANY, LLC _ CSX RAILROAD R/W OLD MAIN LINE TRACK (UNPLATTED PER THIS PLAT) ------ 68.06' ___ N54'23'11-W 5(3 X30�' L O T 82 ---------- I -- i 2.303 SOFT, t `9 I I H � 1 W 1 CRAP IC SCALE t 1 I IQ w 0 15 30 j 1 I_ I 01 � I 1 � I I W 1 I V NI IZ'1 I n I 1 O lO A=9'33'37" n I 1 R. 1 L=45.89' LOT 83 { 40_0, 1 w LOT 81 R=275.00' N CB=S61'S2'12"E Ci i TWO STORY xa n� pe) L0 �' C=45.8.3' (JJz n I P� O T CONCRETE BLOCK o & WOOD FRAME 16 ¢ a �� Lo (JJ Z I RESIDENCE n n FINISH FLOOR � N I (D i ELEVATION=14.39 1 •- , LL I COVERED 1 Z j ENTRY ^, 5.6'- _... 20.5'. I ?3. . 'W I o� I N I � I U I WALK IS I 10' UTILITY EASEMENT p2.AFF 1 N d=12'15'50" 9' I No o I � L=53.51' R=250.00' 40 �; 1` n0 .CB=S6O'3I*06'E 23,22 20 I C=53.41' PT s, L=155,52'O' C8 30 'CENTE.-WAY C-/� RIGHT- R=250.00' PC CB=S72'12'26"E C=153.02' 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 12-3-04, 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 THE NORTHWESTERLY LINE OF LOT 82 BEING N 32'54'37" E PER PLAT. (FIELD DATE:) 7-02-04 REVISED: SCALE: 1' = 30 FEET APPROVED BY: SJ FINAL 12-3-04 CKB ASM 39696 FORMBOARD 7-28-04 CKB JOB N0. PLOT PLAN 4/20/04 SDO DRAWN BY: LOT FIT 12-13-02 CKB BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE l4 EXISTING ELEVATION OCONCRETE LB LICENSED BUSINESS LS LICENSED SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT (M) MEASURED - FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789- (407) 426-7979 OSET 1/2" IRON ROD AND CAP LB #6393 (12/03/04) QFND NAIL AND DISC LB #68 (12/03/04)- FND 1/2" IRON ROD AND CAP LB #6393 (12/03/04) CNA CORNER NOT ACCESSIBLE 0 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE I HEREBY CERTIFY, THAT THIS BOUNDARY , SURVEY, SUBJECT TO THE SURVEYOR'S NOTE CONTAINED HEREON MEETS THE APPLICABLE "MINIMUM TECIiNICAL STANDARDS" SET FORTH BY THE FLORIDA 130ARD,OF,PROFESSIONAL SURVEYORS";AND..,�.IPPFEFRS iN, CHAPTER 61G17-6, RL0121DA. IDM. NISTRATIVE CODE PURSUANT TO CHAPTER dJ2iQ27, FLORIDA CTATHTC-Qe F FOR .I11-•� THE FIRM JAMES JAY JILES PSM #4997 DATE cY T eT•�i.�i ,��jtlre��:: � €a sus . 1•eF Rzildieig yle�cir?I vh il, i;139�:`fblLtg. � xtich� 1; Nv4v of AMP ------- r � l�ieio'si €��4g'€itti�� C%., nge tifwria.e 1 eM-ht? v T10c, '.711i ire 3 / S11B0S C!<f l7Akrt Bnlj: t; tl 01 V,12 4v Lifia `ltstt!!`�at3 ry leas€ �ttt Ott: ©; W ei Citlses� Plumbing Co o-,76al r oe&LFlcy Tj(ie: RBSldtlililal Cfl C9SdbtFLSti@!2Tale: ofS¢csrtes �glri�l)setii fi<to i eli��Oily: d'Q1r10 6sJ�e: �a'81i�3 {CP6BNFF%kF1'EFeCI(E1I"(tll<-1 (EF:Gi�F p>&r'eel (Aftacb ;I•r", of Ownership & L—egaf. Desoicrip l va) 01"ners lame L: Address: � - Contractor Name y& Address: Q ('tAihTTt-;_T�_�i-�-- Q��4h ecVTrn�sea 1xl[i! ..at« I icense s-'umber ` RVL�t3'�l Phone & Faz: I.%;�� I�£u�-s�i Bonding' Company: Address .Mortgage Lender: -- -- Address:- Architect/Engineer:. Phone: . Address: Application is hereby mad€ to obtain a p „, t to do thework and installations as indicated J certify that no work or installation has corn_n'tenced prioi to the Issuance of a perrnit.and that all work b��il bs e lo, r ed to rt standards of all ►avt's reglslatisig cOnst-Me6on in this jmrisdict;on. 1 undc- s'znd that a se-parate permit must. be secured for ELECTP tICAL WORK, PI RMEEi `G-, SIGN-1, WELLS, POOLS,. F-i1kt1fAM, 3OiT FUS, 1_E;A7�1ZS, Tfia1dP��,a and AIR CONDITIONERS, etc. i OVdfdE'S AFFIDA I f: I Bert?j that all of.the foregoing infotie motion is aecut2te and €Prat all wont VAII bs done in compliance uvit}t all applicztlt. i%w:: i r.f ;dating consb action and Lo itng. ' ArjNi�'IG TO Oth'iaEF� ``OUR. FAILURE $70 ;CORD, A'Na i CE Or cahIYiENIC , f ERT lvJ1'_r: T SULf. n:I Y() I 1-) I'/, "i ! VJ10E FOR I7vIPFtOVEIyIEidTS iCI OUP PaOPht�T§. tc +OiT iitf rpD E0 03Tfll�id FnHATiCtiG,CO'iU 7JITH YOUR c E�'DEIZ �)It /�l t ATTORNEY BEFORE RECORD IT4G YOUR NOTICE OF CGS liviENCEME111T. NOTiCEa I,i addition to the regs_rirements of this , , it, there' may be additional restrictions applica l� to this ope ty that i�a sound in ffic puUlic orrs of this count),, and there may be additional required from Other gone nrr ata•1 entities sr�ch rvat€r r Bement d siric ,star€. agenrtc,, ; t (r.d : n I zgCncies. Acceptance of permit is verification that I Aill notify the owner of the property of the re rements o� and Len LLaw, S 713: 2 `� 1�"� Signature ofOwner/ Owner/Agent Date. Sign e of Connclo AU U Date =PnntCor'f, Print Owner/Agent's Name or .4aent' a W 2 3 1004 Signature of Notary -State of Flonda Date Signature of No_-y-State of P1opda - DIANE CAROL TOOKMANIAN 9, _.: MY COMMiSSlON k fJ0184234. .• EXPIRES: February 17, 20G7 , Owner/Agent is _ Personalh Known to Me or °` Contractor/Ap;-.::5 _ Persona); ov {�'t o6ondedlhruNotary PublicUndewiters " _ Produced 1C _ Produce API'LICA1 ION APPROVED LiY: Bldg Zoning: L;::,: FD: :Imttal &Dater (Initial & Date) (Ininal & Dale) (Im(ia p S�iWl l undilions:; CITY OF SANFORD PERMIT APPLICATION Permit # : Oy -,aaq Date: 10 10H Job Address: 1 Q—` ?)r t nA—C), --VoPAE5—v \ cra 1 Lot #: Description of work: New Single Family Residence Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical _X 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 Wawr Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential V 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: CentexHomes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Phone: 407-661-2150 Contractor Name & Address: Approved Electric Co. of Florida 4874 S. Orange Avenue Orlando, Florida 32806 State License Number: EC0002494 Phone & Fax: Fax 407-851-1226 Contact Person: John Findlay_ Phone: 407-851-1220 Bonding Company: Address: Mortsaee 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT, NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID FS 71 of ractor/Agent Date Charles W. Cannon P jpl-Qontractor/Agent's Name of Notary= -tale of Florida Contractor/Agent is Personally Produced I APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) ,ate I Ac ��xpr a PATRICIA A. KAD MY COMMISSION * DD0132( wed EXPIRBS:March28,2005 to '' �r WDii 1.800.3-NOTAPY FL Notary Servi'^ F �;t Special Conditions: rloll rauaanot aHalR ilia RallHlion 11118111111 1n1111111111 This Instrument Prepared By: NAME: Debra A. Riggs -Centex Homes Z385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. ©q ) ) "S'X) NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE MARYANNE IORSE, CLERK OF CIRCUIT CART SEMINOLE COUNTY BK 05293 FIG 0539 CLERK'S # 2004069572 RECORDED 05/0612 4 11:46:24 AN RECORDING FEES 6.00 RECORDED BY S O'Kelley THE UNDERSIGNED 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 22 , PRESERVE AT LAKE MONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 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: FIDE SIMPLE INTEREST of ltIEU COPI Name of Fee Simple Titleholder: N/A MARYANNE MORSE Ct.ERK OF CIRCUILCOLM 4. Contractor: CENTEX HOMES' SE Rva 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 ® 1J G ER U Phone: (407) 661-2150 Fax: (407) 661-4089 (ju 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A 7. 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) Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES, 383 DOUGLAS AVENUE SUITE 2000. ALTAMONTE SPRINGS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS BY DEBRA A RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION awl 2728 HOLDING CORPORATION, A NEVADA CORPORATION, DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. NOTARY PUBLIC y.................. .......... a.nu.....Q JACKIE CAINES rP'% Comm#DD0282902 $ V° Expires imr2008 Frmded thru (800)432-4254: Florida Notary a....................................:....s' r COUNTY OF SEMINOLE. _ ' ' STATEMENT NUMBER 104-76164 J ��/�/�� DATE: ^~'~~', ---------- BUILDING� UNIT DDRESS SEC g SUBDIN PLAT --- ~�~~ APPLICANT NA'70 .---_ ---_ ---_ � OWNER NAME: ���- ---------- ADDRESS: ME___________________-----------_--_----- ADDRESS: -- J�^�./��L�Y�����-------_-------------------------------- 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 TOWN TYPE MOST— 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 $ 142.0O LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54'00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: _/�r7���/�'�nc��SIGNATURE: _ __________ (PLEASE PRINT NAME) ~/ DATE: ]/ _.... .... NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY ' **NOTE** ' ^ �� PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM'AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY V FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ' ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** 9-D CITY OF SANFORD PERMIT APPLICATION Permit # _ L G7- Date: Job Address: �? BRISTOL FOREST TRAIL Description of Work: CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING Historic District: Zoning: Value of Work: $ Q• ao Permit Type: Building XX 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 Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: 2— _ # of Dwelling Units: / Flood Zone: (FEMA form required for other than X) Parcel#: 22-19-30-502-0000— D(J T 0 (Attach Proof of Own ership & Legal Description) Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STEJ2000, ALTAMONTE SPGS., FL 32714 Phone: 407-661-2176 Contractor Name&Address: PATRICK J. KNIGHT/CENTEX HOMES (SAME .AS ABOVE) State License 'u er:. CG C049689 Phone&Fax: 407-661-2176 661-40 9 C0011P,ersi"A���K�LE I E Phone: 407-467-2643 Bonding Company: NA Address: v Mortgage Lender: NA Address: Ff - 2004 I� Architect/Engineer: HURRICANE ., Address: P _ O . BOX 161613 , AI TAMOPdT P1��M,� FLU I2i/r1 ';:; Application is hereby made to obtain a permit to do the %4k.and in to tion"s a th�dir t • . ce i that po issuance of a permit and that all work will be perform d, meet standardrssTf as Iaws regula n nstruction a �:. permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, -a AIR CONDITIONERS, etc. 407-774-9003 tX: 407-774-8477 installation has commenced prior to the jurisdiction. I understand that a separate 2S, HEATERS, TANKS, and 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 propertythat 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. APR 13 2004 Signature of Owner/Agent Date Signature of ontracto /Agent Date PAT IGHT Print Owner/Agent's Name Prin + ntracto Agent's Name APR 13 2004 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Contractor/Agent is Xi( Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg! F " —� ( Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: F D: (Initial & Date) (Initial & Date) ............................................t KIMBERLY A. BROWN -,rPua;- ` Comm# DD0299442 Expires 3/29/2008 ;y c Bonded thru (800)4324254 FOF r�� m" ........2... Florida Notary Assn., Inc 1..................... It A City of Sanford Budding Division Submittal Requirements for Residential Building Permit Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 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: I - Garages/Carports sq_ ft. 2. Porches/Entries sq. fl_ 3_ Patio(s) sq_ ft. 4. Conditioned Structure O sq. ft_ i. Total Gross Area sq. fi. Three (3) sets of completed Florida Energy Code Forms. 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_ £ Driveway permit issued by City Engineering Department. 6. Application to be completed thoroughly and signatures provided bv.a licensed and insured contractor and property -owner- If electrical, mechanical, or plumbing,permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penaltx under cite ordinances. Date Owner/Agent Signature _ Seminole County Property Appraiser Get Information by Parcel Number Page l of 1 ii srlt .a€. tct� 1rix atotl _ r 01 GENERAL 2004 WORKING VALUE SUMMARY S3-SANFORD Value Method: Market Parcel Id: 0000-020 820 Tax District: WATERFRONT 000- Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: HOMES Depreciated EXFT Value: $0 Land Value (Market): $26,000 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $26,000 Property Address: 121 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): $26,000 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $26,000 2003 VALUE SUMMARY SALES 2003 Tax Bill Amount: $285 Deed Date Book Page Amount Vac/Imp 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 82 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 26,000.00 $26,000 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. http://www.scpafl.orglplslweblre_web.seminole_county_title?PARCEL=2219305020000O... 4/13/2004 Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661-4089 www.centexhomes.com SEMINOLE COUNTY BUILDING DEPARTMENT Effective immediately, and until further notice, this letter will stand as authorization for Nan Holmes, Jackie Caines or Mindy Holmes to sign permit applications and energy calculations for any lots owned by Centex 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 Lot: Patrick J. Kni t CG C049689 STATE OF FLORIDA COUNTY OF SEMINOLE The following instrument was acknowledged before me this MAR 0 8 2004 by Patrick J. Knight, Division President of Centex Real Estate Corporation, a Nevada Corporation, managing general partner of Centex Homes, a Nevada general partnership for and on behalf of said corporation. Patrick J. Knight is personally known to me and did not take an oath. Notary Public -State of Florida at Large Commission No.: My Commission Expires: CENTEX HOMES CITY OF SANFORD PERMIT APPLICATION Permit # : ®i ., 2-2-2- / Date: r? — Z — 0 C,/ Job Address: l z! 6l"% 'fL) ( 1=0 ce -+ 1—rcL ` G /1(Q/ifC !'"/'esertle 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 Wa Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: �► Q ` (Attach Proof of Ownership & Legal Description) W Owners Name & Address: � y_ Ranes Phone: Contractor Name & Address: �I taltt� 1!1 17 V���-/ �J -f-(p$ S s t /44"""tQ , 'Z State License Number: Phone &Fax: 3vO :� Vcontact Person: _ 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 �ereh as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that[ will notify the owner of the property of the requ/fr'rc4t§'of Florida %Lien.Law�;' �FS'7 [ 3. Signature of Owner/Agent Date kature of Contractor/Argent, Date Print Owner/Agent's Name Prin�Contractor/Agent`s Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: (initial & Date) Special Conditions: Zoning: (Initial & Date) Utilities: )at DEBBIE BLANTON MY COMMISSION # DD 188491 EXPIRES: February 25. 2007 �— Pef£gW4y X9.@ti,'#QftW Cor (Initial & Date) FD: (Initial & Date) -M7 PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 82, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 82, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA " IMPERVIOUS CALCULATIONS (LOT ONLY) SQUARE FOOTAGE (UP TO CURB) - LOT 82 CONTAINS 7303 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1505 SQUARE FEET t TOTAL CONCRETE 544 (WITHIN LOT ONLY) SQ. FT. t TOTAL SOD 5254 SO. FT, t PERCENT OF CONCRETE &STRUCTURE TO LOT 28% t LOT 82 UP TO CURB CONTAINS 7798 SQUARE FEET t I THIS STRUCTURE CONTAINS 1505 SQUARE FEET t I y CONCRETE 840 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 5453 SQ. FT. t CSX RAILROAD R/W L - OLD MAIN LINE TRACK - (UNPLATTED PER THIS PLAT) ,j 1 N54-23'11 "w 1 1" 30• - GRAPHIC SCALE LOT 82 ;--------_- II i DRAINAGE1 .. yY 1 TVPE A i 4 0. 15 30 0 0=9*33'37" 1 1 W U! I I N , a L= 45.89' vl z R=275.00' CB=S61'52'12"E s.4' ss LOT 83 40.0 C=45.83A r 40.00' ► w LOT 81 a 1 N {I �< (pJp (�J rn ➢ I PROPOSED 2509 I✓) - p b N N l o o FINISHED FLOOR o 1 d ^ L4f i o ELEVATION=14.10 n a l N d U7 � Lo N .— A/C COVEREDENTRYi �40 .3"� - 20.7' 1 . 5.1' i III 1 , _ i� 1 o (EASEMENT i 1 1�8 1 :� - cnN - 2'15'S0" o v�l R=250.00' .. ,A.0 m 11 CB=S601'31'06"E �2.52 Pi 3 . S, 30p2 —CENTS - Cg WAY ' RIGHT —OF_ 155.52'0" 250.00' BUILDING SETBACKS Pc cB=S72'12'26"E FRONT: 25' c=153.02' REAR: 20' BRISTOL FOREST TRAIL - SIDE: 5' - - 50' RIGHT-OF-WAY - . CORNER: 15' LEGEND — ' — . — . BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH - PREPARED FOR: POB POINT ON BOUNDARY — CENTERLINE PCC POINT OF COMPOUND CURVATURE CENTEX HOMES - — .— RIGHT OF WAY LINE POC POINT ON CURVE ' _ XXX.XX PROPOSED ELEVATION OR OFFICIAL RECORD - PD PLANNED DEVELOPMENT 1. ELEVATIONS SHOWN ARE PER LOT GRADING PROPOSED DRAINAGE FLOW A DENOTES DELTA ANGLE - PLANS PROVIDED BY THE CLIENT. L DENOTES ARC LENGTH - CONCRETE C.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE - THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION PRc DENOTES POINT OF REVERSE CURVATURE ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF PRM PCP PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION - (P) PERMANENT CONTROL POINT TYP TYPICAL PER - LIST FOR CONSTRUCTION. PLAT A/C AIR CONDITIONER RED ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FND COW CONCRETE BLOCK WALL FOursiD FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES C/W CONCRETE WALK RP RADIUS POINT CS CONCRETE SLAB ONLY. THIS S Al A SURVEY 'r'IJ IS NOT J�R S/W CP SIDEWALK CHORD LENGTH CONCRETE PAD „ Y1"� PB SO PLAT BOOK S0. FT. SQUARE FEET THIS IS_ A PLOT PLAN ONLY R RADIUS -R W RIGHNG T-WADE / - PCS PAGES - - I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND 3.- 1. THE SURVEYOR HAS NOT ABSTRACTED THE �'?"�'P"??'1-- THE SUBJECT PROPERTY APPEARS TO LIE IN. ZONE X, LAND SHOWN HEREON FOR EASEMENTS, RIGHT ' AREA OUTSIDE 1 YEAR FLOOD PLAIN. - - �, �+ '-' OF WAY, RESTRICTIONS �OF RECORD WHICH A THE SURVEYOR MAKES NO GUARANTEES AS TO THE � � "' MAY AFFECT THE TITLE OR USE OF THE LAND - ABOVE INFORMATION. PLEASE CONTACT THE LOCAL � c� 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN F.E.M.A. AGENT FOR VERIFICATION. LOCATED EXCEPT AS SHOWN. BEARINGS SHOWN HEREON ARE BASSO ON ` 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL . THE NORTHWESTERLY LINE OF LOT 82 RAISED SEAL OF A FLORIDA LICENSED SURVEYOR BEING N 32'S4'37" E PER PLAT. ` AND MAPPER. i (FIELD DATE:) REVISED: SCALE: 1" = 30 FEET APPROVED BY: SJ AMERICAN I JOB NO. ASM39696 LOT PLAN 4/20/04 SOO CERTIFICATION SURVEYING & MAPPING OF AUTHORIZATION NUMBER LBp6393 1030' N. ORLANDO AVENUE. SUITE B FOR THE FIRM .- I DRAWN BY: . LOT FIT 12-13-02 CKR WINTER 32789 PARK, FLORIDA (407) 426-7979 ' - WILLSCATELLO JR. PSM 4928 DATE FORM 6GOA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 LMR D Builder: CENTEX-FOX & JACOB Address: /-2-/ BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: 0L/'c� ad9 Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 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 _ r. Conditioned floor area (ft2) 2509 ft, c. N/A 1z Glass area & type _ _ a. Clear - single pane 258.0 ftZ _ 13. Heating systems b. Clear - double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 42.0 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 _ HSPF: 8.50 d. Tint/other SHGC - double pane 0.0 ftZ 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, Int Insul, Exterior R=4.1, 802.0 fit' EF: 0.86 _ b. Frame, Wood, Adjacent R=11.0, 310.0 ftZ _ b_ N/A c. Frame, Wood, Exterior R=11.0, 1176.0 ft2 _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1741.0 ftZ _ 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 _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 31902 PASS Total base points: 35706 /-1 hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY �Sl DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENTr`'&"A DATE: APR 13 2Q04 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. D�THE ST4 /fit -1,'ono � o BUILDING OFFICIAL: PUNS R Eli DATE: CITY OF SA FOROU EnergyGauge® (Version: FLRCSB v3.2) FORM 60OA-2001 Residential Whole Building Performance Method A - Details I ADDRESS:... PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 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 1741.0 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 v3.2 FORM 60OA-2001 Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 48834.7 Summer As -Built Points: 52710.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) ~' 52710.2 1.000 (1.087 x 1.150 x 0.90) 0.284 1.000 16851.5 48834.7 0.4266 20832.9 52710.2 1.00 1.125 0.284 1.000 16851.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCSB v3.2 FORM 60C,A-2001 INTER 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 16.0 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 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB 0.2 FORM 60OA-2001 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) T 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 v EnergyGauge"" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.2 M FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio_ Multiplier 4 2564.00 10256.0 50.0 0.86 4 1.00 2623.631.00 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 ZiiE srA , � d � aII `®OD WF EnergyGaugeT"' DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior. Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at 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. y 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 112" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC_1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences-1 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 efficient 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_ EnergyGauge"" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY C ' \_,'" Via. A3, .",, ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms w 5. Is this a worst case? 6. Conditioned floor area (ft) 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 10. Ceiling types a. Under Attic b. N/A c. N/A It. Ducts a. Sup: Unc. Ret: Unc_ AH: Interior b. N/A New _ 12. Cooling systems Single family _ a. Central Unit 1 _ 4 _ b. N/A Yes _ 2509 ft' c. N/A 258.0 ft' _ 13. Heating systems 0.0 to _ a. Electric Heat Pump 0.0 ftz 0.0 to b. N/A R=0.0, 162.0(p) ft _ a N/A R=11.0, 399.0W _ 14. Hot water systems _ a_ Electric Resistance R=4.1, 802.0 ft' _ R=11.0, 310.0 ftz _ b. N/A R=11.0, 1176.0 ft' _ _ c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) R=30.0, 1741.0 ft' _ 15. HVAC credits _ (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, Sup. R=6.0, 1.0 ft _ RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: APR 13 2004 Address of New Home:Pe,_9/ BRISTOL FOREST TR. City/FLZip: LAKE MONROE/32747 Cap: 42.0 kBtu/hr - SEER: 12.00 Cap: 42.0 kBtu/hr _ HSPF: 8.50 Cap: 50.0 gallons _ EF' 0.86 � yOI CEIE S74l.0 � a \.._ • �....� *NOTE: The home's estimated energy performance score is only available through the-FLAIRES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar" `'designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www fsec.uef 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) RIGHT-J LOAD AND EQUIPMENT SUMMARY 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 Designalnforrration �a . Weather: Orb -do -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 grAb Heating Summary Building heat loss 36350 Btuh Ventilation air 0 Cfm Ventilation air loss 0 Btuh Design heat load 36350 Btuh Infiltration Method Simplified Replaces quality Average Area ft Heatin Cooling 2 2509 Volume (ft) 20072 20072 Air chanqeMiour 0.70 0.40 Equiv. A (dm) 234 134 Heating Equipment Summary Make dANTROL Trade Efficiency Flealing input Heating output Heating temp rise Actualbeating fan Heating air flaw factor Space fh mostat 0 Bhrh @ 47-F 1400 cfm 0.039 cftVBtuh Sensible Cooling Equipment Load Sizing Structure 29386 Btuh Ventilation 1485 Btuh Use Desgnn t mperature swing 3.0 °F ht.Ratelswing multiplier 0.98 Total sens. equip. bad 30253 Btuh Latent Cooling Equipment Load Sizing Internal gams 1380 Bbih Ventilation 2212 Btuh Infiltration 3946 Btuh Total latent equip. bad 7538 Btuh Total equ0nent load 37791 Btuh Req. total capacity at 0.70% SHR 3.6 ton Cooling Equipment Summary Make JM9TROL Trade 91 e. ••• • �. . ••• -• MO. nil .if 11111=111MIIIIIIII 11 :�; I �11 80 % Boldlitalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr1ghts4C>ft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 A%CA E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 1 7 RIGHT-J CALCULATION PROCEDURES A, B, C, D IIIIIIIIIIINIIII Entire House IFDEL 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 fl3 x 0.0167 = 234 cfm 2 Winter infiltration bad 1.1 x234 cfm x 32 °F Water TD = 8243 Bb-h 3. Walter infiltration HTM 8243 Btuh / 296 ft2 Total window = 27.8 Btuhtt2 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 bad 1.1 x 134 cfm x 18 'F Sun nerTD = 2650 Bhih 3. Summer bfiltraban HTM 2650 Btuh / 296 ft2 Total window = 9.0 Btuh/ft2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 grAb moistdiff. x 134 cfm = 3946 Btuh Procedure D - Equipment Sizing Loads 1. Sensible stung bad Sensible ventilation bad 1.1 x 75 cfm vent x 18 °F SummerTD = 1485 Btuh Sensible bad for structure (Line 19) + 29386 Bbrh Sum of ventilation and structure bads = 30871 Btuh Rating and temperature swing muMpfier x 0.98 Equipment sVM bad - sensble = 30253 Btuh 2 Latent sizing bad Latent venbation bad 0.68 x 75 cfm vent x 43 grAb moistdiff. = 2212 Btuh Internal bads = 230 Btuh x 6 people + 1380 Bb h Infiltration bad from Procedure C + 3946 Btih1 Equixrient sizing bad - latent = 7538 Btuh *Caistruclion Quality is: a Boldlitalic values have been manually overridden Precut certified by ACCA to meet as requaerniants of Manual J 7th Ed. .� wreghrtsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 14C,<>% E:\Files\t\Fox 8 Jacobs 2002\2509\2509.rsr 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 DIN/LIV/FOY 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 16D 0.0 y� WI-IgiltSOft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 (� E:\Files\Uox & Jacobs 2002\2509\2509.rsr Page I RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (4071 831-2665 Job:2509 8.28.01 mwxwl.r: rm rn 1 Pkrreafroan Ervire House FANLY PDR NOOKAOCHEN 2 Le*ofe;qosedvd 323.0 It 54.0 It 4.0 ft 34.0 It 3 Roandrna�rs 17.0 x 15.0 ft 4.0 x 8.0 ft 24.0 x 11.0 ft 4 CeilriCjs CaA Option 8.0 1 healcool d 8.0 ft heaVosol 8.0 fthe" &0 ft ha3lbool TYPECF CST HTM Area Load @t ir) Area Load W) Area Load (Bluh) Area Load (Btrt>) E)VOSURE N0. HtgI Clg Ot) Htg Clg (its Hlg Clg (fe) Hig Clg OF) Htg Clg 5 Gross a 14B 4. 21 "" 272 " "" 272 - - E�Sed b 13C 3 1. 32B "" "`' 1 - - " ` ""` 0 - - y� and c 12C 2 1. 1 "" - - 0 - - partliors d 0. 0. ... . » - - - , » 0 - - e 0. 0. . ,. .,., f 0. 0. "" 0 - "" 0 6 WirbAsad a 1C 37. - 21 0b7 8 - 1183 C 0- 10 glass doors b 8C 37. -4C 1478 - 0 "" - 40 1478 - Hea6g c 9C 38 - 0 - 0 0 - e 0. C C 0 0 f Of C'*" 0 0 7 VVcdxsard North Of 0 0 '*"0 0-C 0 glass doors NEMW OX 0 0 - 0 0""C 0 "" Cooing FJW 5CI 2x 12291 Q- 1741 50 - 27M SESW 0. - 0 0 . ,, - 0 Sam 30.4 973 0 - "`- 0 " Hoe 0. 0 0 - 0 0- 0 8 Offxrdoors a 11A 18. 12 3E 717 484 18 340 229 0 0 0 b 11A 18 12 0 0 C 000 C 0 0 c Of O-C 0 0 0 C 0 0 0 0. 9 Net a 14B 4. 21 802 369E 1651 240 1106 494 0 0 222 1023 457 efcsed b 13C 3 1 31C 977 363 142 447 166 22 101 31 0 0 misand c 12C 21 1 117E 3387 22% 0 C 0 0 0 0 0 parhlions d 0. 0. 0 0 0 0 e 0. 0. 0 0 0 0 0 C 0 0 f 0. 0. 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1. 1741 1838 2413 0 0 0 264 219 311 b Of OS 0 0 0 0 0 0 0 c 0. 0. 0 0 0 0 0 0 d 01 0. 0 0 0 0 e 0. 0. 0 0 C 0 C 0 0 f 0. 0, 0 0 0 00 0 0 11 Floors a 22A 25. 0. 162 4199 0 54 1400 0 1 34 881 (Note: roan b 19G 1. 0. 399 453 0 0 0 0 0 0 0 c 0.( 0. 0 0 0 0 0 0 0 0 is ddispll.. d Of 0. 0 0 0 0 0 0 0 0 for slab a O.0 0. 0 0 0 C 0 0 0 0 0 boors) f O.0 0. 0 0 0 0 0 0 C 0 0 12 kffittration a ZT8 9.0 296 8243 269DI 50 13921 448 0 50 1392 448 13 Shlotal loss= .:+11+12 33046 •, • •»• 58m ••, , •• „„ 50 Lessextodheating "" "" '.. `. Less transfer ,«. «» ,... ,... «» «« .. 0 . . Heafi g redstrbtfton .. , .. ,.,. ,... .... ..» ... 14 Duct lass lopy, 3305 1Q/ 10'/ 21 101/ 542 15 Total loss =13+14 36350 6456 16 int gams People @ 300 E - 1800 4 - 1200 - 0jA AppL @ 1 - 1800 "* "" 1 17 Slbtct RSH cy�7+8.:+12+16 - W14 - 427i Less a daTd cooirg - - 0 Less kansfer - 00Coo6rg redistrbution - - 018 Dudgain 10' 2071 1CP/ "" 428 I9/10%19 TdaIRSHcpr> (17+18)PLF 1A0 29386 1.00 - 4706 1Al) 4 1.OD Zil Airregtired (ch) 1400 1400" 224 - "" Paitod certified by AWA to meet all requmT e& of Marred J 7th Ed. wragl rftsoft Right -Suite ResidentialTM 5.5.06 RSR26014 2002-Apr-03 16:42:13 14CCI�' E:\Files\f\Fox 8 Jacobs 2002\250%2509.rsr Page 1 RIGHT-J WORKSHEET 0 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 IVIPI�RIAL.L mrn 1 Nanedroom LOY DINANIFOY MS7RBR MBhWVIC 2 Le glhdepased%�d 6.0 ft 64.0 ft 40.0 ft 30.0 It 3 Rmcirreisans 16.0 x 6.0 ft 19.0 x 220 ft 21.0 x 19.0 ft 13.0 x 16.0 ft 4 Ce3x,}s Cad[ q>&xt 8.0 1 h." 8.0 ft heAbA 8.0 ft healAmol 8.0 ft healkod TYPE CF CSf HTM Area Load w) Area Load W) Area Load W) Area Load W) E)FOSURE NO. Htg I Clg (fF) Htg C19 OF) Htg Clg (W) Htg I Clg (fly Hig C19 5 Gmss a 14B 4.E 21 "" m 0 Lyposed b 13C 3 1 '" "" 136 0"" "" 0 Ovals and c 12C 2 1. « . «.. 0 ..» ... m ,,.. ,,., 240 « , partitions d Of 0. "" ""' "" "" 0 e 0. 0. 0 "" "" "" 0 f 0. 0. 0 '«' 0 6 W n broad a 1C 37. 11 - 0 glass doors b 8C 37. " "" 0 0- 0 0 Heating c 9C 36. "" 0 0 0 d 0. "" 0 "" 0 " e 0. 0 '' 0 0 " f 0 0"" 0 0 glass doors NEMW 0. "" 0 0 0 "" 0 Cooiig ENV 54. 0 32 1741 "" 1741 0 0 SEDIV 0. "" 0 0 0 SotA� 30. "" 0 « . «» 0 «« Hors 0. 0 0 0"" 0 8 Olherdo. a 11A 18. 12 0 2D 378 255 0 0 b 11A 18 12 0 0 0 0 0 c 0. O.G 0 0 C 0 0 0 0 9 Net a 14B 4.E 21 4E 221 99 292 1346 601 0 0 0 0 eposed to 13C 3 1 0 136 428 159 0 0 0 0 Ovals and c 12C 2 1. 0 0 0 298 829 53C 240 691 467 partitions d 0. O.0 0 0 0 0 0 0 0 e Of O.0 0 0 0 0 0 0 f 0. O.0 0 0 0 0 0 0 10 Ceilings a 16G 1.1 1. 0 0 0 399 421 208 22D 288 b 0. 0. 0 0 0 0 0 0 0 c O.0 0. 0 0 0 0 0 0 0 0 d Of 0 0 0 0 0 0 0 0 e Of 0 0 0 0 0 0 0 0 0 f 0. 0. 0 0 0 0 0 0 0 0 11 Floors a 22A 25c O.0 E 155 0 64 1611 0 0 0 (Nose: roan b 19G 1. 0. 0 0 399 0 c 0. 0. 0 0 0 0 is dlispl. d 0. 0. 0 0 0 0 0 0 for slab a 0. 0. 0 0 0 0 floors) f 0. 0. 0 0 0 0 0 0 12 Infiltration a 27.q 9.0 q0 84 2339 75L 32 a I 2B6 0 13 Stbbtal bss=6+8-+11+12 377 8515 911 Less edernal heeling 0 " Less transfer .. ,.» ..., ..» .... .. - 0 ..» 14 Duct bss 10° 10/1 io"" 101/1 m 10 % 15 Tdal lass =13+14 414 93b7 4156 1002 16 InL gains: People @ 300 0 1 - 300 1 ""30C 0 AppL 1200 1 "" 60D 0 - 0 "" 0 17 SLW RSH garF7++1+12@16 699 4781 " ' " Less edmnal cooling ».• , ,• 0 •• • ••, •••• ,«, •• • ,•» Less transfer ,... ,.., 0 ..» ..» ... ,.» ..» ., . Cooing redsitdxfian ..« ... 0 18 Dud gain 10' 70 10/1 - 478 100/ 101y, 19 Tofal RSH gei F-(17+18)'PLF 100 769 1.00 "" 5293 11ID 20 Air regired (dn) - 1 37 "" 361 251 «» 1 ,..• RnbA certified by ACCA to meet as re"mmeriis of Manual J 7th Ed. wr rfgF>,tsoft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 ��` E:\Files\f\Fox & Jacobs 2002\2509\2509.rsr Page 2 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: f4071 831-2665 MW`R.M�LJ /n La 1 droan BDRM2 BDRW BTH2 BDRM4K3AMERM 2 Lenghdeposedva 15.0 ft 28.0 It 6.0 It 420 It 3 Roarndmartbm 15.0 x 17.0 ft 13.0 x 15.0 It 16.0 x 6.0 It 18.0 x 180 ft 4 CerYgs Cor& Oplon &0 1 h." 80 ft teatbool 8.0 ft tee" 8.0 ft hadkool TYPECF CST HTM Area Load(Bhh) Area Leed(Bhh) Area Load(Bhh) Area Load(Bhh) E)F0SURE NQ Htg Clg (fl) Htg Cig (fe) Htg Clg (IF) Htg Cig OF) Htg Gig 5 Gross a 14B 4.E 21 C 0 0"" 0 Fused b 13C 3 1 "" "" "" "" "" 0 Ovals ad c 12C 2 1. 129 "" "" 336 pa %ors d Of O.0 "" "" "" 0 e Of 0. .«, .«. ».. .,. ,,,, 0 «.. 6 Wrdwsad a 1C 37. IE 591 " ' 16 0 - 48 177 " glass doors b 8C 37. 0 0- 0 Hee" c 9C 38. 0 "" - 0 " d 0. 0 "" - 0 0 e 0. 0"" 0 0 f0. .. ,,., ,.. 0 0 7 V*d3Asad North 01 0 0 C 0 glass doors NEM 0. '"" 0 0 "" 0 0 "" 0 " Cooiig FiW 54. 1 870 16 870 48 2511 SEISW 0. 0 0 "" 0C 0 "' SaAr 30.z 0 0 "" 0 "" 0 " Horz 0. 0 0 "" 0 0 "" 8 Olherdoors a 11A 18. 12 0 0 0 0 0 0 b 11A 18. 12 0 0 0 0 0 0 c 0. 0.0 0 0 0 00 0 C 0 9 Net a 14B 4.E 21 0 0 0 0 0 0 0 0 eposed b 13C 3 1 0 0 C 0 0 0 0 mils and c 12C 2 1.9 104 300 2Y 27t 599 401 48 138 a. 288 829 560 partitims d 0. Of 0 0 0 0 0 0 e 0. 0. 0 0 0 0 0 0 f 0. 0. 0 0 0 0 0 10 Ceilings a 16G 1. 1.4 255 269 353 195 21 270 96 101 133 324 342 b 0. 0. 0 0 0 0 0 0 0 c 0. 0. 0 0 0 0 0 d 0. 0. 0 0 0 0 e 0. 0. 0 0 0 0 0 f 0_ 0. 0 0 0 0 11 Floors a 22A 25. 0. 0 0 0 0 0 (N�: roorn b 19G 1. 0. 0 0 0 c 0. 0. 0 0 0 0 rs dP d 0. 0. 0 0 0 0 for slab a 0. 0. 0 0 0 0 0 floors) f 0. 0. 0 0 0 0 12 Udilhation a I 27 9.0 16 446 143 16 446 143 0 q C 48 1337 13 St6btal bss 6+6.+11+12 m - - 1842 240 4282••'• Less exlorM hearg 0• • «•• »•• „» «•• 0 Less transfer . » ,,,. ,... .. .. « . . . rsdsthuhon .. ...= , ,. ... 14 10" 161 11Y/ 1 "" 10'/ "" 10 .1 15 Tdalloss=13+14 "" 1705 "" "" "" "" "" "" 4711 16 6rtgaiw People@ 300 • • 0 0«« »» 0 «» 1200 0 0 "" 0 17 SubU R.SH g*F7+&+12+16 ••, „» 1969 •«. .«. 1(m ... ..» « . .,» Less a darrd axing •• • «• 0 «» , ,• ••» ••» «•• Less harder .,, .,. 0 .... .... ,.,. .«, .... .... 18 Drrdgain 101 - 157 1(Y/ '" 169. fly/ z 101/1 "" 19 Total RSH garF(17+18)-PLF too - 1726 1.00 "" 1857 1.00 "" 1.00 - ZO Airrer red (dn) "` 82 "" 88 - 1 1 181 21 Rwitout certified by ACCA m rrled all fequirerr>ents of Mani d J 7th Ed. I&wraghtsoFt Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 k E:\Files\f\Fox 8 Jacobs 2002\2509\2509.rsr Page 3 rn 41 o a o I I 3 2 1 Q. n (s IN wmArz snlrs ran u' woE ODOR REVISION$ ! '�� DWE G�aONPaW q0') REV. N0. ZONE: GATE: ECN NO. APPVO: DESCRIPTION AND ( ON. s7B Guu OR a.- A 1 S2 11/00 - �IWW ON (1} WAS (2) FOR TRACK BOLT (4. AplhyC WyM7 AVAILAOLE u yLC110N i-1) HmzostAL TRACK SUPPORT NY �• I j0 u WN. CNO mlEl ATTKN[D f0 DOOR Dom WNW (ro IVO D� WN wIIN PATENTED i0a-L•lOC SYST[N 'r'M ,• 13 G OALV, srw. n u 414 TASTE co T2 w000 J.Ae "TN J) S/IS'<L0/e.woo0 LAD run LISTED,.yQQU=l..nnw Tj{N(w)R00/ C AVIRA4L A3 AN OP110N ..J TI 6*I a� r C NCW { I r j• OALV. REEL TRKK, ?:I 1 I I __-. 1• wN, TIU4N itAd,OCK-LU, O• o , ;v No T"Powr iaKwe (M•TA49 S,A#M PEA SX nIKK eA.A,ltr. • n LNR tW ePADRR REPORT#9606C"""`° "` o ;C, C x O• N 2-1-2-1 ,x,.a I •'l P'T, c. TWO V.&M �'•• ', •' r' o°Nrc oNl :i.. :� 1 S[OTON, CTC) 11«[/S. s+iccr rKt.l SGAp4 •. y �L0OC(AA1I��OOM� OPTIONAL OF 1111— A OPTIONAL OM" K[1'iD LOCH PWTION a 0 w". DOOM wGTN - W-0• - 1(1'.S .• Sal yam(:. run ti!we i J13.'wrT rnurr +.v�r Harr t. ON NAY nl• �Li�'ri 000^ KEPT 7'.p' XqN CONSIST OP (L) iCDTWw[ (SNOwN)). FRONT FRANC " U.V, W.[IIQ P[GUOIm. W NxRLw4 WY K Gcully" IN 0 M'U1 7'-0 MqN CONLST a (aS SEC110NS (NOT SNOWN). 46.TW0 ON WTSKK WIVALE (NUT Nnt REOIARtD) TO PAP" A NO IgIKMW ROP AOYLDAlO 9Y DOOR NS1.L1a (TO SUR) ytWAcf. NoNZoMAL .LA" OR NOT TROAM LONO. So GA, ION. CALV. IT= ENO syu jAf T6LOW /OK 4-al -ISeR SO G CXV. 71IIL kffE{. STKd j' 1NICK W ra+L=a 0^ B I/e KRYUC UTL 'J V WOLOco wslo(.� srrTew ^_. N{KxRsIfAalEllmrloRSWVSOD JLNe� Lj l ja oA wtl, arts um Na?w+a /w(!L PAN NW scow WRN orK a/Ir.l.yuo xREw �+ SKIN COATto wlTll 01%o NVL 10 34" PER WE) S-Y/ 31 (N PEN MUCKn. 1\ GILVANIE.D, OAK[p-ON PRWa, ) OR jL CEIrzNS (f.000 /d uKL CONCRRQ OR `T/14 I.o, ROO 0 PUSNN AN A 64i[D•ON /OLYESfa SNAP U1CN ENWCS I/A•aN' TAP SCNEWS ON 1 /j' COrM" (jo0o IAiRlla (ONE PER NO{LEN) f PTO' IN W NOE TOP CiAWGS O/[mtL ilocWM. OMo WtnGL TNGL PS wN� eoNKRETS). wAfl1[As u+L1.VaCD wnN y ROLLl/1 eMCIfR SLtIQ1OR ON[ dN✓ WCN ON WIfTT 'NOnS WNY p( CWNTEFWwf� I3 G�GLv. VrzRRI. TNw7f WAC1(LTS. PEL TWX FAMED TO 4SG 0 N w/(/) / /. s11EET' ^YOIIL 7iiMY3. eRAa R ATTKN[o W/(.) WTEL STIi (AG so, G 000O. Neat NOt KOURED) TO PWAa A tL4g 1 [Y1( ATTKMm F sNixR itO S1N A 11�y� Ar0 O i1N.S/0' SNUB ARk uOUNnNo sUYK4 NOR1i0NUL AYIGt DO NOt Yn}N pNE I/N18/e'OOIT . NVT (0) 1III♦ J/♦ T SCMaws ►a END MNOG SNIP W JONIS, CRlwsTNAS/a IoAD. OR TOO 1/4- OK worm OUTilOE KREO IANOLL tnD 7' ON SNORT STW, to BALL fK[L ROULEL Cf] t. wN"v. ST / (No STKL Sn E P tOW GIm11Kw YAEN wESTCMC D. ►.[. [t] END H140 TO 1 iM0. Par- un^w f �•••n.�g Nrin •`frrnoN c.c ftONG P.E. 0MNs L�.G7. s(IILs w A) I.a/e• wSloc 1ANoLE �L Nom CAnOLYM rx !3X%S LI[R AL cRcws r TALL U-BAR a (K) T .•.3 v Stv jo G CALM. Rc[L TAPPM atAC*I. a �R >. iN[ OE5 CN a TN[ atW/ORTrrO STRucruRAL sjar(Ms DESIGN LOADS: 0. 0,0 PSF dt 7.0 P PSF mm. YEWO,s1RowM SO KL sU[l e[ TIE P(SPONSWKJf7 OP iIK PRp/EaSONAL or TEST LOAM +J8.0 PSF k -37.0 PSF IWWNpL OF OFDOOK P[CORO TOR 15+E Bulloaa OR sTR11CiUK ANo w ACCOIIOAIIO[ J' -• 3' TN.L a j0 G D.LV, STC0. WEAN Er0 fUOC BOLT WIM CURRENT "404 C00[S FOR ML LOAOe US'TeD ON a+w.v .A.W.m W •1R SARs PART NO,: - W A " .1-1 . om.IN pL, TWO U• Sn0 suoc SoLl Ey TKT DRAWING. M rrN . AAOIm i[AL ^ (,(') /. 1-7 ON eoROA 7ECIgN, aNi'U-wt ON NfXt vrTO vETTvx Nona: unl.0 SIaW oH.nl.. JIT M[Inu(k Sits 1600 A /1 bfCTION C.), VM U-WI SCAM 1RAC4 DI+C UU • T' ;U6 I/i /L• sEV TV-W TTACH Lo[x 4v GwL.UW/h Nr•"•'I`^ • CinNnnD ON 45202 ra E LoatloNL uJa, sloe A OLD` �len ca TOLERANCES .n ID A To. Na I-i13- t-La00 OOF DOOR. w �rw w 0 - t.03 "us on aomn. Fu No. I.yl}712-JSI9 '..'• ...S.AN..r N.NAwW .00 • t.015 x venON A.A cslDt vltwt y� .w.wl n..Nr.w..ol rwWa W DESCRIPTION: MODEL BRST WL 18-0 K d-0: 24/-24.3 DESIGN LOAD OV. irO.. mRr r.•N W 000 • t.003 O 004 CAL,, srza aOtroN eShU:r / db M « .0000 - i .00t DRAWN BY: 9LIL1 DATE: a/18/00 SCALE: NTS OWO, R AnKNco WsrN W It..s/r sN[ct ARAL saws / J �C' -" - 1/2' CHECKED BY: www DATE: 4/18/00 SHEET ) OF 1 SIZE U AWwxuw mRuygN Third Mql. _ ' C• �'TTL "eA Prol.clion ` r oiNsaions d 0 1.1.1" Et. DWG. NO.: 102138 REV. NO. 1 CD rCIO 2 tJ��.N(��vl'�I'w ��,'�vJ'd"I,�'�1 i1J�H.',NJ•/J�\U+LiI �1:7J�1, O I Qr f e 1 r r' l < k9;fI DESIGNATION: Thermo-Tru In -Swing Door Wood 710, a System ,, _ M QvER1 NOMINAL SIZES X_LI< , Single up to 5'4 x B'D w/wo sidel:te$ Double up to 8'4 x 8'0 w/-o sidolites L X, OX. X0, OXQ, XX, OXXOENEaL CMrRIPTION; The head and side jambs are fingoijoint pine measuring a min. 4-9/16' with a 7/2' rabbeted stop. 3/16' TAPCOM :�• .' TYPE ANCHOR V. . .1/2 DRYWALL 1 x 2 FIRMING t3 `mot,' "ASONRY L*A �- - 7 E IxwxiYYw Y ►^' W3 �„ o `..� �ttit0 JAYS a e .. 1D 2Y SUB—atXJC .t . • • ' f/2' LWYWALL } 2X 't= yes ° a JAB \ N a x 2-1/2' - . A. •' 9 'v TAPCON . r'jQP' Fd1F8108 .TYTE ANCHOR d 'y, ., r wLc sw rAAa •. 'i Ft.:: 1.1s��LL IiQg; 1, This VETt'1115V. SIDE L4NB and 2X SU -8VG 1 t/4' WL . and2. a0. For and r QMCN 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 Sidelites Positive 47.0 PSF Negative 47,0 PSF J/16- IAYGUN TYPE ANCHOR QMCN 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 Sidelites Positive 47.0 PSF Negative 47,0 PSF J/16- IAYGUN TYPE ANCHOR J. HAX 1/2' DRYWALL 1 x 2 FIRWNO UASONRY lWifL tx 8VCXW r�tRI T J/Is (S.. 2) CONCRETE -1. ' WSONRY BLOCK Ht:1D JAMB 1r'•° 10 1% SUB-BUCX ' 1/2' DRYWALL H 'Y,•. IX BVCY 0 m s•,• 3/16' TAPCON �B I r 2 FlRR.A. TYPE ANCHOR Y ELCO TAPCON Of' EQUAL _ : •;. �' (233 I.S. SHEAR RATING) •' ' - Vie' TAPOON (3.. not. 2) ED ,'�' t o i3"ff�IOB MAX . • i . SHIN SPACE 1 ice- •+ -1/4' MIN. .. 4f.RT1Gl 310E 444 � � 1x sue-aucx , .e. system has been evaluated for use in locations adhering to the Florida Building Code a 1 where pressure requirements as determined by ASC£ 7 Minimum Design Loads for Buildings Other Structures do not exceed the design pressure ratings listed herein. installations where the sub -buck is less than 1-1/2' (FBC section 1707.4.4 Anchorage Methods aub-sections 1707.4.4.1 and 1707.4.4.2) Topcon type concrete anOhOrs must be used and the th must be ouch that o minimum 1-1/4' sngogenent of the Topcon into the masonry wall is obtained. 813.a84.383t DATE. 4/3/02 SCALE: N.T.S. DWC. VY: W.L.N. CNK. BY: A.W. DRAWING NO.: . T-02201 s.M 1 or t r 1 1 1 MODEL DESIGNATION: Thermo-Tru Out -Swing Door Wood Fromes System AIM 1M OVERALL NOMINALAI Singh up to 5'4 x 8'0 w/wo akd J MAX 18 O.C. . .• _:rSIGN PRESSURE RATING: Single Single with Sid Positive 67.0 PSF Negative 67.0 PSF'tea Positive PSF Negative PSF Double up to 8'4 x 8'0 w/so sidelites 4 idelit JouDle w/wo Sidelites 47.0 47.0 Positive 47.0 PSF Negative 47.0 PSF 1l pIF ONFIMJRAT10Nh X. OX• X0. OXO, XX. OXXO GEti_RAI DESCRIPTION: The hood and skis jambs are finterJoint pine measuring o min. 4-9/16' with a 1/2' rabbeted slop. .,--^•�� I 1- l'"'- d -MASONRY LINTEL MASONRY LINTEL 1 x 2 FIRRING . a"I DRYWALL16'E A7APCON YPNCHOR FdTERJOB ` e x.2 i f PFH J HEAD 4wa ED o ue—e .;hr IT 9 " 1 �• f L' 1.13' MIN. ' EMB. } ! 'r. +• ,,,: 2X. MA $NW SPACE jY Ir� 11� ff�' PFH INS ! 3/16' TAPCON • " TYPE ANCHOR ;r eet>m , r-I x 2 f1RRING LIAR is' O.C. L� d �n m SHIM SPAC£ XTERIOR 3/16' iAPCON 2.25' TYPE ANCHOR HEAD JAMB TO 1X SUB -BUCK CONCRETE MASONRY BLOCK .25' MAX. . �.' `• . ; . SHIM SPACE r 3/16' TAPCON EdTFRIOB TYPE ANCHOR ELCO TAPCON OR EQUAL J/16' TAPCON `. •i (2J3 LB. SHEAR EATING) TYPE ANCHOR IlTiii:X.T: { 0.3 (MALL _3/16' IAPCON TYPE ANCHOR -IX BUC< � mnalDs N � ..0 1.25' Mum• Ll(9. q" -7 VERTICALX SIDE JAMB LfX BUCK Tb 1Sub-BUCK xL FFRRINC •' a,.,;` INTER)) .15, MIN. C-SINK 1 x 2 RRRING DRYWr1L �.�Ei 1. This system has peen evaluated for use in locations adhering to the Florida Building Code and where pressure requirements as dotsrminec by ASCE 7 Minimum Design Loads for Buildings 2X BUCK and Other Structures do not exceed the design pressure ratings listed herein. roVERTIC.V. B08VJAMB 2. For installations where the sub —tuck Is loss thein 1-1/2' (FBC section 1707.4.4 Anchorage Methods - and !ub—sections 1707.4.4.1 and 1707.4.4.2) Tapcon type concrete anchors must be used and the length must be such that a minimum 1-1/4' engagement of the Tapcon into the masonry wall is obtained. J. When using a 1X sub —buck a 6-9/16' jamb is required to allow for min. edge spacing for Tapcon type anchors. c • a10 EL D �gJJAT10N: :. Therma-Iry In -Swing / OLt-Swing Door Wood Frames System ..M vIMU M'OV Ra11 NOMINAL SIZ Single up to S'4 x 8'0 ,::/wo sidelites - Double up to 84 x 8'O M./wo sidelites USjAALE CONFlCURATIONS: X. OX, X0, OXO. XX, OXXO .,.GfJJEM. DESCRIPTION: The hoodandside jombs are fingerjoint pins 1 measuring a min. 4-9/1c' with a I/2' rabbeted stop. DOUBLE 2X &a' i ..:. ,Ivey i. t'r •'' HEADER OFSIGN 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 Sidelites Positive 47.0 PSF Negative 47.0 PSF 1/2' OR MALL r 2. NE4Df7t .. _. f NCLE DOOR 2X STUD 7-7 & / _ 2X JACKSTUD d.� Pill ws u 'Awe s �y 1_ PFH f 1 C-SINK SNEATNINO 25' 11A7(. SMIY SPACE KRr" SIDE ,1M1B 1.15' Pill. EMIL O 0 r r jF OR DOUBIE DOOR WITH SIDELRES AM This system has been evaluated for use in locations adhering to the Florida Building Code and whare pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildia;s and Other Structures do not exceed the design pressure ratings listed here,n. oil 613.654.3831 OAX ♦/3/02 SCALE; KT.S. OWO. BY: W.L.r CNK. BY: RW. OMWINa N0: T-02202 VW 1 W THERMA oTRU® "FlBER ASSICr%MTH STAR' MAMWO"SVXXEAND DOUBLE WI& WRWT sioar FS INSULATED FIBEROt.4SS DOOR WITH WOOD FRAMES. 1, THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR MWAI-DADE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LIMO AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RA77NG SEE TABLE PAGE I. 5. THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MIAMI-DARE COUNTY. 6. MIAMI-DARE APPROVED IMPACT RESISTANT SHUTTERS AaF REQUIRED FOR SIDELITES ONLY. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. Faee sheets: Fiberglass avg. min. yield strength Fy(min.)=6,000 psi SmoothStor - 0.070 minimum skin thickness FiberClossic - 0.110" minimum skin thickness Bore design: Polyurethane foam core. withl.9 lbs. density by BASF. The ppo el skin is constructed from o 0.070" thk. sheetmolding compound (SMCThe inferior comity a idled with 1.9 lbs. density BASF polyurethane foam. The pore) face sheets ore glued to the wood stiles and (oils. The, LVL lotch stile s reinforced with a wood lock block measuring 2.375 x 14.0 long at the strike oriel deodboh location. The hinge atnTe is Finger Jointed Pine and the top and bottom full ore of a wood composite material, In the double door opplcation the inactive door is fitted with an extruded aluminum astragal (Wind Janber 0) of 6063-T6 alloy. Fromm_ The froge is constructed from fi jointed pane. The deader ns f�to the side ppumbs with (3) 16ga 1/r.crown x 2 long stopie of each side. The mulllons ore secured together in o siderite application using /8 x 2" long PFH Wood Screws (6) screws per each mulrion. The units use on Inswing Saddle threshold measuring 5.75' x 1.548'. i in : The sldel4e panels ore sodwich glazed using o two pece ip mme. They are dry glazed on (he exterior with an 1/8" thk. cellular gylazng tape (Sfiyy-II Tope ell, caulked with share. The Gte frames ore held looether w l{I o /8 x 11)/2 long Ploscrew. TABLE OF CONTENTS SHEET jj DESCRIPTION 1 TYPICAL ELEVATIONS k GENERALMTILb 2 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS do 5 ANCHO ING LOCH IONS k DETAILS 6 ANCHORING LOCATIONS & GIAZING DETAILS 7 UNIT COMPONENTS 8 BILL OF MATER64LS k UNIT COMPONENTS 37.5 MAX. OVERALL WIDTH 36" MAX: PANEL WIDTH X w 0 T w w x a J o o: d 6 O 4 0 0 �C a o X � h io o N N � Cc 1 1 �— SING c WSWINC UNIT 74.5MAX. OVERALL FRAME WIDTH 36.625' MAX. {.— PANEL WIDTH --I I W ASTRAGAL U 2 w � I u_ v 00 >C IOMAX. VVtKALL rKAMG "INrn 36.6.625' MAX. PANEL WIDTH W/A57RAG4L D ri ri F-rii f I'J 15.5" MAX. FRAME W107H 73.WID MAX. WIDTH 7.125' MAX. D.L.O. WIDTH ALL MODEL 68.5" MAX. OVERALL WIDTH ARE VIEWED 36" MAX. 15.5" MAX. FROM INTERIOR PANEL WIDTH FRAME WIDTH 13.75" MAX. WIDTH n "o7.125" MAX. =JI I_ R D:LO. WIDTH U , Ail o v Z Lj (N O ap O V) a0 ccZo' u') Ld �OWo 3QGo wCO a rV vv 8U4DINa aN$ULTANTS. INc 513.654.3831 TING DESIGN MWM INFILTRATIONvrc. UNIT TYPE IS NOTNEEDED SINGLE - 67.0 PSF - t�j� �J� M iQ NUF �®R� CT N �j G. l e �e 0�� e f N.T.S. M. B er: TJH cwx. av; RW ownNc No:: S-2751 DOUBLE - 55.0 PSF SINGLE & L SIDELIT Sj� - 55.0 PSF I ofWITH PRIOR 1.68" MIN. PANEL THK. 1 2 DOOR PANEL a a EXTERIOR � o o FDAM GASKET do _ eo SILICONE CAP BEAD o> CN A0 0Lu W 0 �C0 Nil W bo d 2 U 41 SEE NOTE 1 SHT. 4 E' .5" MIN. a GLASS 714K. INTERIOR 25 0 nn N n SEE NOTE 5 SHT. 4 813.684.SBS1 o 08 10 0 nLl/2" - a M. er: TJH n OK ar: RW �+ "' V'1:ILYL1� 1Li..'Q o ILL1rLL'\� s 2151 S.— a 8 MAP,3 tt F,-,-:--) 24 EXTERIOR SEE NOTE 2 8 7 SHT. 4 27 INAC71VE ,.. b Y 3 a J Z ASTRAGAL RETAINER 31 a BOLT 8.0 LG. TOP 1f17 RI R do BOTTOM (2) BOLTS AT TOP & (2) AT BOTTOM 1Hogizotmi CROSS SECTK)N 3 O ASTRAGAL 1.15' MIN. EMB. EXTERIC 25' MAX. SHIM FOAM GASKET dt I .15' MIN. SILICONE CAP BEAD C—SINK ° SEE NOTE 34 43 5 SHT. 4 33 25 � 1 13 .? o �O o" r7 ,a:. 0 Y z� a^ � Y V) 36 6 !s 29 41 v v... 17 `D a SE NOTE i 35 SHT. 4 �� 16 3 3 O SIDELITE TO BUCK W O> n 00 ODD 6 aoi^ ACTIVE p Z O � w o 0 3Q00 00 a SEE NOTE 6 SHT. 4 n �O FOAM GASKET do y w SILICONE CAP BEAD d NO O_N o .. _ tk - � 6 INTERIOR Y 4 Z 36 5 26 9 6 ' < 10 37 co 29 '4 a ~ a 41 0 S NOTE 1 SHT. 4 a SEE NOTE 7 SHT. 4 2 H I NTA N 3 O HINGE JAMB TO SIDELITE �'CJET� 11 �i IL7IJLt 0 3.11�L�� `� w; 813.684.3831 T. 08 10 O1 ur:1/2' = 1 c. BY: TJH K. er: RW uhNc ra S-2157 cv 3 or 8 13 3 21 31 25' MAX. SHIM SPACE !hmw 1 �,V LATCH JAMB TO BUCK, NOTES: 1. SPACING FOR ITEM NO. 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5 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 ITEM NO. 27 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1. 3 5 18.25, 40.5', 59.25', 74.25', 76.25' do 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 (J8 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 ITEM 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, WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM 12THE HINGENO. TO THE( SCREW). WHEN T JAMB ANDTH SIDEUTE ATTANC HE MULLION USE ITEM NO. 37 (110 x 1 314' SCREW). 2Y w `D a -- a 1.15" MIN EMBED. .15" MIN. C—SINK s Y 1 7 w u b o e o f v o e INT RIOR n 2 4 HINGE JAMB TO BUCK, SEE NOTE 6 SHT. 4 FOAM GASKET do SILICONE CAP BEAD SEE NOTE 5 SHT. 4 � 9 2:0 I 41 SEE NOTE I SHT. 4 3 H RI NTALCRO55 SECTION 4 ® STRIKE JAMB TO SIDEUTE oj r 1� T� 7 "-" O> O 00 Qco $ zQ o V J L 1n � 0 uj 3Qco Q_ •.� 12 � Igz 10 SEE N07E g xZ ti 7 SHT. 4 n 'z U c) 1Y 25' MAX. ,(n SHIM SPACE dp� zz r. o p vas c -� c.� R' w D,Nc '�NSUlTAMS.ac,INc 813.684.3531 fff: IJh BY: RW we No.: 5-2151 4 of I SEE DETAIL "F" SHT. 5 6" 3" 3, 3« 3" 6" 6" 3" .3. 6" 3• 3. 1 1 13 I I 1 - I 13 I TYP. _ I I I f 13 TYP. SEE DETAIL TYP. SEE NOTE 3 SHT. 4 — SEE NOTE •F' SHT. 5 SEE DETAIL 6 SHT. 4 , SHT. 5 _ SEE DETAIL SEE NOTE TYP, 13 - "G• SHT. 5 6 SHT. 4 C TYP. 10 1 L j 6• 6• 1 E N 3ESHT. 4E N � — � N H 13 in N Q a TYP. SEE DETAIL 13 SEE NOTE "H" SHT. 5 .D• TYP 4 SHT. 4 _ 13 — SEE DETAIL •C" •C« TYP. 'G« SHT, s TYP. t I 1 TYP-1 —.B, t — SEE "E" _ � 3" t \_ SEE NOTE 3" 3•"-i 3: is 4 SHT. 4 6• 6• 3" F3- 6 3' 6« ® a' lJ® A BO ®0� .9 ftNTRAL SINGLE DOOR DOUBLEDOOR W/SIDEUTES � a � Q D'IA'� 7r� Y.lJii MASTER FME,6# A 0.357" BOLT DEEP ENOUGH FOR A 2" 13 BOLT THROW 12 10 a 13 0 0 ^ 13 10 f 0 nFTAIL 'F' DETAIL "H" ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS I)FTAfI "F« STRIKE PLATE TO FRAME DETAIL •'G^ AT THE THRESHOLD CAJ o > G- o 00 0 V1 0 a0 a oz,l xZon =Owo �o�o t\ W `' yy SUIL NG )NSULTANTS. INC 613.664.W31 EEL O01 N.T.S. TJH c a+: RW WNG NO.: 5-2151 EET 5 OF 8_ N N L 'E" SHT. TYP. 5 CENTRAL F ,\NU ACT ER o SEE DETAIL < F- SHT. 5 _ ' �---- t FILE-0 6 6• 3 b" 6. 6 37 3 i- 6' 3" --{ - 3b" 3. � 3. 13 I-_ SEE NOTE _ 13 - Typ• 3 SHT. 4 SEE N07E SEE NOTE SEE DETAIL n 3 SHT. 4 - 6 SHT. 4 - "F" SHT. 5 - a 13 n TYP. SEE DETAIL C' SHT. 5 _ c- D- 13 - SEE DETAIL SEE DETAIL Typ. v� �' 'E' SHT. 5 'H' SHT. 5 n TYP. J - _ 13 - - �- SEE DETAIL .K' �M, -K- Typ _ -M' SEE NOTE "G" SHT. 5 14 4 SHT. 4 TYP. — 14 TYP. "M• Tyll TYP. II 3" 3" 3" • -i ; j'1 - I E" 6' -'i 6� -----------tttitt 6" 6" 3• SEE NOTE 3• 6" 6' 4 SHT. 4 6 6" DOUBLE DOOR 453; GLASS 1 BETE DSIOB v 25 1/8" TEMPERED GLASS Q• O 25' AIR O. 0 , ' .O SPACE Y z 1/8" TEMPERED Z Y GLASS 6 RS 36 ;A Io 2 41 � d SE NOTE 1 .25" STEEL INTERCEPT SHT. 4 SPACER 5' INSULATED GLASS W/ cC IITF FRAME GLUING DETAIL 3- 3 14 ® ® TYP. SINGLE DOOR W/SIDEUTES .463' GLASS BITE V5 1/8" TEMPERED rSEENOTE GLASS 0 (% .25' AIR O SPACE o.: oO `o.1/8' TEMPERED GLASSINTERIOR 36 � .25" STEEL INTERCEPT SPACER 5' INSULATED GLASS W/ RTS LITE FRAME GLAZING DETAIL L � CV 4oL O Go p�NOW zo �Owo �(D::)O DO ° CL ✓ v' Y BUILDING CONSULTANTS. INC 813.684.3831 n OS/10/01 wLE: N.T.S. owc. er: TJH CIIK. 9r: RW OFAW'NG NO.: 5-2151 s�rc. 6 or 8 W 6" DOUBLE DOOR 453; GLASS 1 BETE DSIOB v 25 1/8" TEMPERED GLASS Q• O 25' AIR O. 0 , ' .O SPACE Y z 1/8" TEMPERED Z Y GLASS 6 RS 36 ;A Io 2 41 � d SE NOTE 1 .25" STEEL INTERCEPT SHT. 4 SPACER 5' INSULATED GLASS W/ cC IITF FRAME GLUING DETAIL 3- 3 14 ® ® TYP. SINGLE DOOR W/SIDEUTES .463' GLASS BITE V5 1/8" TEMPERED rSEENOTE GLASS 0 (% .25' AIR O SPACE o.: oO `o.1/8' TEMPERED GLASSINTERIOR 36 � .25" STEEL INTERCEPT SPACER 5' INSULATED GLASS W/ RTS LITE FRAME GLAZING DETAIL L � CV 4oL O Go p�NOW zo �Owo �(D::)O DO ° CL ✓ v' Y BUILDING CONSULTANTS. INC 813.684.3831 n OS/10/01 wLE: N.T.S. owc. er: TJH CIIK. 9r: RW OFAW'NG NO.: 5-2151 s�rc. 6 or 8 W 3- 3 14 ® ® TYP. SINGLE DOOR W/SIDEUTES .463' GLASS BITE V5 1/8" TEMPERED rSEENOTE GLASS 0 (% .25' AIR O SPACE o.: oO `o.1/8' TEMPERED GLASSINTERIOR 36 � .25" STEEL INTERCEPT SPACER 5' INSULATED GLASS W/ RTS LITE FRAME GLAZING DETAIL L � CV 4oL O Go p�NOW zo �Owo �(D::)O DO ° CL ✓ v' Y BUILDING CONSULTANTS. INC 813.684.3831 n OS/10/01 wLE: N.T.S. owc. er: TJH CIIK. 9r: RW OFAW'NG NO.: 5-2151 s�rc. 6 or 8 W 4.563' 1.063' I-- i In n 7� N20 21 WOOD FRAME � 3 FINGER JOINTED PONDEROSA PINE v LI --{ .097" 4 x 4 STEEL DOOR HINGE 10 N f--1.077"-j — 1.531' SIDELITE TOP do BOTTOM RAIL FINGER JOINTED PONDEROSA PINE u O 101 1.845" — !-- 1.284" o in FC TOP RAIL WOOD COMPOSITE -- 1.531 cinr� rrc ai "" CIDF STILE 36 FINGER JOINTED PONDEROSA PINE - 1.264' in N � O4- -1.531 rr i emu SIDE STILE COMPOSITE In n ".526" 2.713' TCM iTHERM.A—TRU'S POLYPROPLNE) S4 PLASTIC LIP 1JTE FRAME EXTRUDED 7CM T N ° I� { --- 1.531 " --i 0 Fc WOOD HINGE SIDE_IMLE 5.75" Lo N � N 1 —. T O�-- 1.531 " FC ROTTOM RAIL sEl F LUSTING S" DLE 7HRESHOL� 19 WOOD COMPOSITE a ALUMINUMIVINYL .045 WALL ALUM, 080" THK. WALL VINYL TYP. L 1 rn OSS BOTTOM RAIL 11 WOOD COMPOSITE u? � � N O a0 gZINI NI: 41 to Oho 3�co c z °a Z) F--- 2.375" �,J J 1. ltln, CONSULTAH7�INCNBC T � 1 I} ^ 813.684.3631 om 08 10 01 scxs N.T.S n o — am. BY: TJH L —T 30 W000 LOCK BLOCK FINGER JOINTED PONDEROSA PINE I— cHK. ar: RW onwnHc NO.: S-2151 SHUT 7 of 8 — QFSCRIPTION nal I SKIN . 0 FlBE.ROYASSIC DOOR SKIN .110' MIN. THK FWnASS BY naERCLASS THERMA-TRU with yield Amngth F min -6,000 Psi 2 TOP RJL 1.531- x ,91 IIEIW-TRU MOOD COMPOSIIE F NOW (X)iMsfTE 3 FC. LATCH STU -TRU, MOOD C06m= 1.531 x 1.209 MOOD COMPOSIT 4 FG HWGF STILE HERMA-TRU PO VEM PPE 1. 1 x 1209 WOOD 5 FG BOTTOM RAIL 1531' x 1.25" IFf)8d-M MOW COMPOSITE CFO pos POLYURETHANE FOAM F, T.91bs. S 7 SHORT RFACH COMPRESSION WEATHERSTRIP -TRU FOAM 8 LONC RWH COMPRESSION WFAIHERSTRIP -TRU FOAM 9 4 x 4 HINGE .097 THK. ERMA-TRU STLU 10 10 x 3 4 . PFH W000 SCREW to Frame 11 SS BDilOY RAL 1531 r 91 IHIRIfI-1RU WOD ODMF091E MDW QD1PfnRE 12 110 x 2 G. PFH W000 SCREW SILLL 1 48 x 2 1 2 LG. PFH WOOD SCREIM STEEL 14 3 16 TAPCON ANCHOR ELCO 2.0 MIN. LG. STEEL 15 I ELTT BOTTOM BOOT .090 EXTRUDED VINYL INYL 16 2x INNER WOOD BUCK WOOD 17 MAX. 1 4 SHIM MATERIAL WOOD 18 KWIKSET TRAN 700 SERIES PASSAGE LOCK 19 sar AU twm Pmw SAOOtf T11Rf.S w UM. WOOD p x .25 - PIN WOOD V.W 22 x . s JAMB -w, Pomw PINE w o 23 KWIKSET TITAN 700 SERIES DFAOBC4-T - 24 ASTRAGAL W NDJAMBER N WR687 .052 WALL TLUM. 6063-T6 5 GLAZING 2 INSULATED TEMPERED GLASS GLASS 26 SS S11LE iHEWl4-1RU, PONDER051 PPE 1.183 x 1.SJl WOOD 27 48 x 1 LG. PANHEAD SHEET METAL SCREW STEEL 8 INSWMG DOOR BOTTOM SWEEP VINYL 29 WOOD 30 FC M000 LOCK BLOC( 2.A5 x 1.515 POAUEROSI PINE WOOD. 31 STILE (THERIN- , MOW 1. 83 x 1.531 MOOD COMPOSITE 32 1 8 7HK. CELLULAR GLAZING TAPE SUK-11 TAPE4STEEL 33 LIP LATE FRAME B1S, THERW-TRU 435 4,56J x 125 BLANK 44M8 -TRU PONDEROSA PK0 36 SIOM SIDE STMI -TRV 1.531 x.656 PQ�fLL�WOSA PINEOD 7 10 x 1 3 4 LG. PFH WOOD SCREW WOW COMPLISIIE 38 SS. TOP Rk IS31 x .91 11ERW-TAU M000 39 NOT USED SILICONE 40 Ti- SI ICONS CAU K 8-10 x 1 1 2 PLASCREW FOR REM 34 STEEL 42 SOME TOP t 80110M RAl -ml Imi x .jw pgpg5+ w WOOD 43 8 x 2 LC. PFH W000 SCREW STEEL 1.531 " Ol 38 In SS, TOP RAIL WOOD COMPOSITE o5 .592" 579' 1.531' N i► -- 1.316" --{ O00 000 LLZOn Irn oo °0'. .t U S LLj J� N OW �oo O.175" f� 26 N � O179" COMPRESSION WEATHERSTRIP Lu to Lu to _ BY THERMA-TRU a N R CH OMPR CORE W I N W TH RNYL JACKET 1T' FOAM CELL CORE W/VINYL JACKET SS WOOD HINGE SIDE STIL F FOAM CELL CELL —CORE 3- / DRILL TRU FOR .357" DIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WINMBER 11 WR68T STRIKE_PLAN 31 1. 53 1 ' ---1 SS IATfH SIDE STILE fOMPOSITE iu a ASTRAGAL HAS n (2) 8.0" CID N BOLTS ®BOTTOM ni 1 BOLTS S BOLTS ® 70P 1.767" —�i 24 WINDJAMBER II WR68T ASTRAGAL (ALUMINUM 052- WALL TYP ) ASTRAGAL RETAI 0 MATERIAL: C/R'�o;�,+, I 11 �\ 1'.J �. !1\ •'� k YELLOW CHROMA E o wn as x Z N ? � Q a_w soha Uas � Oti. mQ:3 m= vv 8UILDM0 JNSULTANTS. INC 813.684.3831 m 08/10/01 ur: N.T.S. a er: TJH K. er: RW AWM No. 5-2751 m R or 8 311N-21-2002 09=52 MILESTONE WINDOWS 407 323 9729 P.02 i . 7¢" irk lJ>? f I' ill ..i 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- S760 R1=: Florida Extruders Fenestration MasterFiie 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 Uldon 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 'fi") does not influence the lateral resistance capacity of the concrete screw (Le. Tapmn). Therefore, buck thicknesses less than 1 'h" 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 'k". Concrete Masonry Units should have a wall thickness of 1 1%4" and a precast sill's thickness will exceed 1. 'A". The drawings clearly delineate the requirement that a minimum embedment depth of 1 'A" 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 '/a'. Therefore, for Florida . 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 buck thickness of less than 1 %" is acceptable. The definition of a non-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 JUN-21-2002 09--52 MILESTONE WINDOWS 407 323 9729 P _ 03 Hyl, . PIT 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, Robert 3. Amoruso, PE raInoruso.oeCalfloridaextruders com Florida PE License No. 49752 Florida Extruders International, 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. 1. File: 2=-Lix,-R]. ►-009 `\,%%10111111111" J. VjIFie 2540 34wett Lane, SanfeM, FL 327y1-1600o (407) 323-3300 • Fax (407) 322-3337 2 3' bath duct to roof capes\ w/fan 3' bath duct to roof cap w/fan / N dryer wall cap 3 ' s scale d/8'=1'0' + 42X42 A/C SLAB N BY BLDR MIN 2' FROM WALL I st F QQR P1 AN 'J s O T v T — X Q G {n m Z O_ tin > 0j Lu�/ W CD 0 O g�g 0 e i W Q 06 x rn 0 0 LL- U-) I C11 W x W z U _1 Q :E: � o 0o co Rating z o > V) m w o J z Q. I > Cl m z t11 F Q m - o n ::D Q C) C) ONE BY WOOD_ BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE —� &WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD t., H (TYPJ (W. .HE :1 CAULK BETWEEN CONCRETE OR WOOD BUCK & MASONRY OPENING MAS-Y. OPENING BY OTHERS BY OTHERS 1-1/4' MIN. EMBEDMENT 'I INSTALLATION ANCHOR 3/16- DIA. TAPCON SHIM AS. REQ'D. I/4' MAX. (SEE N(ITES) FLANGE TYPE WINDOW FRAME . HEADER GLASS B.W. 1-1/4MIR (BUCK WIDTH) EMBEDMENT INSTALLATION ANCHOR ONE BY WOOD3/16' DIAL� TAPCON . BUCK BY OTHERS STUCCO BY THERS SHIM AS REO'D. RIGID VINYL 1/4' MAX. a GLAZING BEAD (SEE NOTES) (TYPJ . GLASS. O. . (TYP.)(SEE NOTES) - `FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE a PERIMETER. & WOOD BUCK CAULK BY OTHERS )OW (TYP.) (SEE NOTES) W. (WINDOW WIDTH) 4T) B.H. (BUCK CAULK BETWEEN HEIGHT) WOOD BUCK 8, CAULK BETWEEN WINDOW MAS'Y..OPENING FLANGE & PRECAST SILL BY OTHERS W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EC1L. SECTION B — B FLANGE TYPE CONCRETE i;R PERIMETER WINDOW. FRAME MASONRY OPENING CAULK SILL BY OTHERS' 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 SHIM STACK TO BE 1/4". D E . 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. (L( 3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH. TO ACHIEVE / �C MIN. EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE.- 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD 1 & JAMBS. SILL MUST BE ATTACHED TO THE SUBSTRATE WITH J B K B "J VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W.H. EXTERIOR OF WINDOW FLANGE. F G r AV 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART. USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE.. FOR. THE APPROPRIATE DESIGN PRESSURE REO'D. 7r 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) . LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE I' I WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE INTERNATIONAL, INC EXTERIOR ELEVATION AS L KEY- 1 FLORIDA 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON � - _ -EXTRUDERS SANFORD, FLORIDA ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH.► TO PROVIDE MIN. 5/8 IN.. EMBEDMENT INTO WOOD BUCK- 10) FLORIDA EXTRUDERS 1.000 SERIES SINGLE HUNG IS SHOWN- . THIS PRINT. ALSO APPIJE3 TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES HUNGS. ELEVATI ON `SINGLE _' 1 1), WHERE WINDOW IS INSTALLED IN .MASONRY OPENING WITH A STRUCTUAL. TWO BY WOOD BUCK, USE #10 SCREWS OF SUFFICIENT LENGTH TO .ACHIEVE . 1-3/8" MIN- EMBEDMENT AT VIEWED " FROM EXTERIOR ALL INSTALLATION FASTENER LOCATIONS - 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 t8 1/8 x 25 B 8 F,G F.G F.G F.G 13 18 1/8 X 37 3/8 6 8 8 F.G F.G 14 18 1/8 x 49 5/8 8 B F.G F.G 145 18 1/8 x 55 1/4 B B F,G F,G 15 IS 1/8 x 62 71 8 8 B F,G F,G,H.) 16 18 7/8 x B B F,G F•G•J.K 17 18 1/8 x 83 8 13 F,G F.G 1H2 25 1/2 x 25 8 B F.G F,G IH3 25 1/2 X 37 3/8 8 F,G F•G,H,l 1H4 25 1/2 X 49 5/8 8 B F.G F,G,H,I 1H45 25 1/2 X 55 1/4 8 8 F,G F'G,H,1 IH5 25 1/2 X 62 8 8 B F,G F,G,H,1 1H6 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 e B 8 8 F.G F.G .G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 6 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 8 8 F.G F,G,H,I 30 1/2 x 63 29 1/2 X 62 B B 8 ,G F, F,G,H.I 30 1/2 x 72 29 1/2 x 71 8 F.G.H..J.K F.G.J.. 30 t 2 x 84 29 1/2 X 83 8 22 36 X 25 8 B 8 B r.k, F,G F,G 23 36 x 37 3/8 8 • B F,G F.G,H.1 24 36 X 49 5/8 B B F,G F,G,H,I 245 25 36 x 55 1/4 36 X 62 8 B F,G.H•1 F.G,H,I 26 36 X 71 B 6 F,G.H,1 O.E.F.G•H•1 27 36 X 83 B e F.G,J,K . F.,G,H,I;J.K 42 x 26 41 X 25 8 B 8 B • F,G F•G,HI 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 B 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.1 42 x 63 41 X 62 41 X 71 8 B F,G.• 1 D,E.F,G.H•1H 42 x 72 42 x 84 41 X 83 8 B F,F. F,G,H,I,J.K 48 x 26 47 X 25 B B A,C A,C F,G F,G.H,t 48 x 38 3/8 a7 X 37 3/8 B A,C F � F,G,H,I 48 x 50 5/8 47 X 49 5/8 8 A;C F,G,H.I F.G.H,I 48 x 56 1/4 47 x 55 1/4 8 A.0 F,G,H,I D.,E,F,G.H.1 48 x 63 47 X 62 47 X 71 8 A•C F•G.H.1 D.E.F,G,H,1 48 x 72 47 X 83 FGJK DEFGHIJK 48 x 84 32 52 1/8 X 25 8 A•C F.G F,G F,G F.G.H;1 33 52 1/8 x 37 3/8 8 B A,C A,C F,G,H,1 F.G.H.1 34 52 1/3 x 49 5/B 52 1/8 X 55 1/4 8 A,C. F.G,H.I O.E.F,C.H,I 345 35 52 1/8 X 62 6 A,C F,G,H.I F_G,H•I D,E.F,G.H.) D,E.F,G,H,l 36 52 1/8 X 71 52 I/p X 83 8 8 A,C A,C F.G.J.K D,E,F,GAK.J.,K • 37 • 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES. TITLE: INSTALLATION DETAIL I. SGL. HUNG FLANGE WINDOWS — SERIES 1000 1500. &..2000 DRAWN BY: BB APPROVED BY. €, J­ j�j ='. I '-= DATE.10/09/01 SCALE: NTS DWG-: FLEXOOI6 ooroearn av- oanrrnIrV x, aPPL['ATlAN ENGINcERWG. INC.: 250 INTERNATIONAL PKY.. SU17E 250. HEATHROw, FLORIOA--327a6= PHONE, 407 805-0365 FAX 407 805-0366 _o I" MIN. EMBEDMENT _ ¢— WINDOW WIDTH 1/4' MAX: CAULK BETWEEN SHEATHING TWO BY WOOD SHIM SPACE BY OTHERS WINDOW FIN 8 BY OTHERS TWO BY WOOD SHEATHING SHIM AS REQ'D. STUD BY OTHERS (SEE NOTES) SHIM AS REQ'D. INSTALLATION ANCHOR (SEE NOTES? #8 WOOD-SCREWFLulL r CE ' — o . STUCCO N� BY OTHERS � 1" MIN. .. A�,��'�'s EMBEDMENT 1/4" MAX ,Jj 'o�. GLAZING (TYPJ PERIMETER SHIM SPACE-�� �" (SEE NOTES) CAULK SHEATHING. BY OTHERS BY OTHERS FIN TYPE WINDOW FRAME F�4' CAULK BETWEEN HEADER fIN TYPE WINDOW FIN GLAZING (TYPJ WINDOW FRAME & SHEATHING f (SEE NOTES) WINDOW JAMB WIDTH PERIMETER INSTALLATION ANCHOR CAULK. #8 WOOD SCREW BY ❑THERS STUCCO BY OTHERS SECTION B-B B B I WINDOW 24' O.C. . HEIGHT MAX. (TYP.) EQUALLY SPACE ANCHORS ('TYP.) WINDOW HEIGHT NOTES: GLAZING (TYP.) / 1) SHIM AS REQ'D. AT EACH INSTALLATION ANCHOR. (SEE NOTES) `` MAX. ALLOWABLE SHIM STACK TO BE 1/4 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH. TO ACHIEVE MIN. EMBEDMENT OF I" INTO. WOOD BUCK, A 6 MAX 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN (TYP.) AT HEAD. SILL & JAMBS. 5) USE SILICONIZED- ACRYLIC CAULK FOR PERIMETER SEAL 6" MAX. (TYPJ AROUND EXTERIOR OF WINDOW FRAME. _ 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. . FIN TYPE 7) GLASS THICKNESS MAY VARY PER THE, REOUIREMENTS OF WINDOW FRAME ELEVATION ASTM E1300 GLASS CHARTS. PERIMETER SI�IARBLE SILL 8) FLORIDA EXTRUDERS 1000. SERIES, SINGLE HUNG IS SHOWN. VIEWED FROM EXTERIOR CAULK STOOL - THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDERS 1500 BY OTHERS CAULK BY OTHERS - AND 2000 SERIES SINGLE HUNG WINDOWS. INSTALLATION ANCHOR Two BY WOOD #8 WOOD SCREW BY OTHERS STUCCO I� _ BY OTHERS ti REV DESCRIPTION DATE I N I INTERNATIONAL, IN FLORIDA EXTRUDERS CAULK BETWEEN ' ;-r. } __ SANFORD, FLORIDA WINDOW ,FIN SHEATHIZNG & "SHEATHING BY OTHERS 1'MIN.. TITLE: INSTALLATION DETAIL W/#8 SCREWS EMBEDMENT °. SECTION A -A j SINGLE HUNG FIN WINDOW - SERIES. 1000,-1500; & 2000 DRAWN BY: BB APPROVED BY. x f- DATE: 12/ 13/01 SCALE: N. T. S. DWG.:FLEX0026 SHT .1 �F 2 -0365 FAX 407 805-0366 PREPARED BY" PRODUCT L APPLICATION ,EW INEERING. INC. 250 INTERNATIONAL PKWY:, SUITE 250. HEATHROW, FLORIDA 32746 PHONE 407 805 INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMB CALL WINDOW UP TO 70 PSF UP TO 70 Psa SIZE SIZE 2024 23 1/2 x 27 1/2 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 3 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 2 4 2070 23 1/2 X 83 1/2 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 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 3 2844 31 1/2 X 51 1/2 2 3 2850 31 1/2 x 59 1/2 2 2860 31 1/2 x 711/2 2 4 2870 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 3 3438 39 1/2 X 43 1/2 3 3 3440 39 1/2 X 47 1/2 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 27 1 2 3 2 4024 4030 47 1/2 X 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 407047 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 18 1/8 x 37 3/8 2 3 14 f 18 1/8 X 49 5/8 2 3 1-45'--T1 18 1/8 x 55 1/4 2 15 ' 18 1/8 x 62 2 4 4 16 18 1/8 X. 71 2 17 18 1/8 X 83 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 2 36 X 25 2 3 23 36 X 37 3/8 2 2 3 24 36 x 49 5/8 3 245 36 x 55 1/4 2 4 45 36 X 62 2 4. 26 36X71 2 . 27 36 x 83 2 4 42 x 26 41 X 25 3 3 42 x 38 3/8 41 x 37 3/8 3 3 3 42 x 50 5/8 41 X 49 5/8 3 3 42 x 56 1/4 41 X 55 1/4 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 3 2 32 52 1/8 x 25 3 3 33 52 1/8 x 37 3/8 3 3 34 52 1/8 X 49 5/8 .3 3 345 52 1/5 x 55 1/4 3 35 52 1/8 X 62 3 4 36 52 1/8 x 71 3 4 37 52 1/8 X 83 3 4 1100C SA :GM_ : + YP:, ;f -L I3` Y.1 I' T �� ifif � �.T YP.) j i t1E_ %1J'_I_±SIN. 1 \ _S` X 1/2 SELF Si t 001111 S:H. EAL ' T\I r: ^A!'Pi`G Ims C� Ivy —A .. i x a /i it- X i%L{ / TL�F- - V _, 10 :8 X i!2 SEA T A P P I N C SM-S 'v SIECi 1CJ!ry A t .! ' X c X :/a Ti1IE MULLION ilin.J S.I-?• .- JAMS :-'tp,) #8 X I/2 SELF TA. PING S;J'Z \ SEALANT FsETwE E?`: WINDOW FLANGES MULLION �-- #8, X 1-1/2 SEL, APPNG CMC \� l_T;('JN —ice. (5)" nNE' BY WOOD Bu: ;C K B J iv YPER" t 1j er MIN:Q.j Q 4 1 t � L•�T D,;ST wiL.-A I-D' ANCHOR J/ ice„ L•T.&SEAl _ t ---------------- 7 #P ;; .--I/2 SELF sE LAST r -wrty TAPE-aNi5 SMIS WINZ,GiJ F L A N G 3 MULLTOIN �- ata Vt-i Ja o-j #8 X 1/2SELF TAPPiN"G SMS wtN]11 Y LA IGI S TEir-00--Mr' SitiJ ;,�_ TFIL Tri i:U__.t"N if !''i^ItS iv-C i-ALi x SILL H`is iX. 4r n i.L.}E rtu._i.-i,4�..n+\_ is 1 A!L V #8 X SE_ ANCHORTAP ii\.� SMY, tl I I •-116' 11iA TAP--�fN i SCRE—Dot1 ANCHOR :—, YP.' mum ETWEEN W_tir� W F_AhL ES ; ? /4' MTIN, MULLION EMBEDHEN ,S- CTI ; By OTHERS c PIATC i AtDD TT-M?VAL ANCHORS, 1N�E^' R=::: IRElii I i 1 I O t ; t i41?i I ?El^; i oll�YP, - i7_TAz_ EL` `iAl iGN V!`_WE7' = rC 1! EXTERIOR A r."'j FLORIDA EXTRUDERS INTERNATIONAL, IDA 1. SANFORD, FLORIDA ` ,`I'�TrLE: CI` . 1 00Jt 1 ~GLi I_^r- i��L Ji-!'�T � iJFVD C 1 - Lj ISE HE R S + DF < SHEET aF ?) FEIR f DRAWN BY: M S ; -� APPROVED BY: `�. ;L-- - 1 ' ... I rInr4r,c11C7C 0ADA(1ITIC4Z - - - SE i CAPACITY _ , CAPACITY ! CA Y i CAPACITY !CAPACITY !CAPACITY :CAPACITY ;CAPACITY CAPACITY I CAPACITY ; 2X4X3/8 WIN DOW I CAPACITY WINDOW g 1X2X1/ ;CAPACITY 1 X2X 1 8 / !CAPACITY `•. 1 X2X3/8 1 X2X3/8 t x2 7/16x1/8'1 x2 7/16x1/ A X2 7/16X3/8;1 X2 7/16x3/81 1 X4X 1 /8 TUBETaB T48ANCHOR L 1 X4X 1 /8 T6BANCHo MULL i X4X3/8 T4 L 1 X4X3/8 T6BANCHo RL . T6 NCHO MULL CALL SIZE TIP -TO TIP, ;TUBE MULL :TUBE MULL SIZE 2 ANCHORS 4 ANCHORS I TUBE MULL ` 2 ANCHORS TUBE MULL i TUBE MULL ` 4 ANCHORS I 2 ANCHORS T46A ANCHORS 2B NCHORL , . SECT. A-A(3) SECT. A-A(4) NCHO RL ; SECT. A-A(4 SECT. A-A(5) SECT. A-A(5) `. ANCHORS SECT. A -A 6 •, 'SECT. A -A 6 � SECT. A -A 7 _ 'SECT. A -A i SECT. A=A�1� i SECT. A -A 2! SECT A-A(2) - ; SECT. A-A(3) ` �, i 1 791.81 11187.72 11187.72 12 -^ I 19 1 /8 X 26 : 336.52 732.42 ': 336.52 i 692.83 336.52 ' -' 209.72 s 732_42� 336.52 �� 209.72 1732.42 ! 456.46 791.81 1 493.47 1187.72 1740.20 . 493.47 `740.20 740.20 13 --- !19 1 8 X 38 .3 8 209.72 317.66 -?09.72 429.55 : _ 152.75 456.46 - _ _ 271.83 ' 359.41 539.12 �: 359.41 -- 539.12 1539.12 14 3 19 1 /8 X 50 5/8` 131.23 1131.23 1 --�~--� 152.75 127.29 77.46 ' 127.29 -- 135.$1 _193.92--152.75 139.09 135.Si : -- 194.97 319.55 460.17 319.55 479.33 479.33 145 - i19 1 /8 X 56 1 /4 94.13 : 94.13 89.21 _1 89.21 : 97.48 97.48 ' 119.85 136.64 282.02 _ -- : 423.03 _282.02 i-1 423_03 -- ' 423.03 _- 15 -` - �` 19 1 /8 X 63 65.97 65.97 --r -- --_ -- ' - r---- 58.81 ; 58.81 64.27 -------------�- 64.27 `-- _ 90_09 ---T.-_-- Y90 09 : ` 212.62 21 2 62 96 98 , 2 _ 2 9fi.98 3,65 75 6 ---T-._._---_..-_-'-_'--- 19 1 8 X 72 '. 43.49 19 1/8 X 84 26.96 43.49 26.96 ; 36_45 : ; 36.45 _ 39.83 _ _ '. 39.83 __55.84 - 1 55.84_ _I 131 .79 _! 131_79- -.--- 1184.08 184.08 1294.03 _ 17 _;.-._ 1 /2 X 26 262.87 ;--------- 1572.13 - 262.87 . 541.20 , 262.87 _ 572.13 - ! 262.87 `? w - 572.13 - 618.52 927.78 618.52 192 7.78 1927.78 1 H2 26 6 1 2 X 38 3 8 157.93 / / 239.21 -- 157.93 -- 323.48 157.93 1343.74 157.93 ! 343.74 ' 371 .61 ; 557.41 371.61 ; 557.41 !- 557.41 1 H 3 H4 . 6 1 /2 X 50 5/8- 97.25 97.25 -, + 1 13_20 131.51 ` r--- ' 1 13.20 - 143.71 ' 1 13.20 201 .45 _ ! 266.35 399.53 _ i 266.35 1399.53 _1399.53 - 1 1 H45 -- � 6 1 /2 X 56 114 69.43 - �- _ ; 69.43 T ^T^-- _ i 93.89 193.89 (1 00.17 1102.59 ' 100.17 . 143.51 235.70 1207 339.42 235.70 207.10 1353.55 ! 310.65 1353.55 310.65 1 H5 6 1 Z X 63 48.44 1 2 / 48.44 --- 65.51 _ 65.51 71.58 ' 71.58 ` 88.01 t _- - 1.00.34 --- 65_86 �-- 155.44 ; 236.83 1155.44 ' 217.1 1 - 217.1 1267.38 1 H6 26 1 /2 X 72 31.79_-- -r-- 31 .79 ; 42.99 ! 42.99 46.98 ! 46.98 - 1 65.86 1 i 40.64 1 95.93 _ 195.93 1133.99 ': 133_99 214.02 1 H7 ! 1 26 1 /2 X 84 ; 19.62 ' 19.62 26.53 _ 126..53 ! 28.99 128.99 14 4 __ 22 37 X 26 ! 21 6.75 1471.75 216.75 i 471.75 1216.75 ` ! 471.75 - 21 6.75 1471.75 151.0 765 ' S10 765 431_36 j 765 431.36 i 122.22 250.32 122.22 1 266 0000 �_.I 12� 2..22 i 266.0_ 0 1287.57 ! 431.36 1287.57 23 137 X 38 3 S 122.22 / 1185.12 73.34 -�- 185.36 99.17 ; 85.36 r108.37 85.36 151.91 _- 200.86 ; 301.29 200.86 301.29 30�-_1.29 24 7 X 50 5/8 73.34 - ---- {37 56 4 51.97 i 1 51 _ 70.28 70.28 74.98 76.79 174.98 1107.fi5 176.43 254.07 117fi.43 -- IT264.64 "-`�, 264.64 _- 245 X 1 / I .97 �� 36.01 ^_! 48-- i ; 48.70 ! 53.21 ? 53.21 1 65.43 74.59 - ' 153.96 --t-- 176.06 153.96 , 230.94 --`.-- 230.94 - - - - -- 25 , 37 X 63 . 36.01 I -; - _ - - 31.74 _�-__ 31.74 : _ 34.69 - 1 34.69 F - 48.62 48.62 1 14.76 1 14.76 , 1131.61 1 i 160.30 _+ ; 197.41_ _ 26 37 X 72 23.47 37 X 84 14.39 123.47_ 1 14.39 1 19.46 i 19.46 21 .26 21:' &; - - _ 29.81 129.81 T- i 70.36 170.36 98.27 1_ _ 198.27 156.97 i 2 7 _ - ---_- ----- ' 417.04 - 191.61 t `- 1394.49 - �191.61 - , 417.04 : _ ---- - �J 7.G4 450.85 676.28 1450.85 '1 676.28 j 676.28 32 53 1 /8 X 26 191.61 --I -- t I 214.14 i �. .� �>�.38 -ti•:24.14. 231.50 347.25 ; 231.50 I ; 347.25 ! 347.25 33 _ 3 1 /8 X 38 3/8 98.38 149.02 i 56.23 1 98.38201.51 1 65.45 176.04 i 98.38 65.45 ; _ ; - ., 1 1 fi.�17 1_94.00 231.01 - ' 154.00231.01 _ 1231.01 34 �3 1 /8 X 50 5/8 56.23 _ r83.0965.-45 58.10 156.73� .' - r81.44 ' 133.48 192.22 133.48 ; 200.23_ ! 200.23 345 -- ` 3 1 8 X 56 1 4 39.32 / / ; 39.32 i 53.17 i ''; 53.17 , 156.73 ) 39.78 48.91 55 T6 • ,., 1 131.60 ' 1 15.08 1 1172.63 1 _ 172.63 35 53 1 /8 X 63 26.92 `T i 26.92 7.34 36.40 36.40 _ 123.45 39.78 --- -- 25.62 ! 125.62 ; 35.92 ; ---- - `:. 35.92_ - - 184.77 -_ 184.77 197.21 . 118.41 145.82 36 1 53 1 /8 X 72 ; 17.34 ; 23.45 - 21.77 f 21.77 i 151.39 ; 51.39 171.78 71.78 1120.81 37 53 1 /8 X 84 1 10.51 _ --� 10.51 14.21 ! 14.21 i 15.53 ; 15.53 ; ; SERIES 1000 & 1500 FLANGE VERTICAL` DESIGN PRESSURE. CAPACITIES �`'" " FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA MULLION SHEET 2 OF 2TITLE: F T ` ...= MU '� � ?tiS 1� r J1=rC, ! J�JI r0 0 NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED EACH END. DRAWN BY: ''j~ APPROVED BY: .AT B) DESIGN PRESSURES GIVEN .ARE F OR 1.5 X -` C� ,9 _ r DATE: J ►_ ''?r -� H / •� I : :,:_ SCALE: U!- DWG.. 1 vM� L LILA ®i A f #8 X 1/2 SELF TAPPING SMS Sr , SEALANT BETWEEN WINDOW FRAME & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A —A_ (5) #8 X 1/2 .SELF TAPPING SMS SEALANT BETWEEN WINDOW FRAME & MULLION #8 X 1-1/2 SELF TAPPING SMS SECTION A —A (6) #8 SELF TAPPING / SMS (TYP.) DETAIL B MULLION ELEVATION VIEWED FROM .EXTERIOR FLORIDA EXTRUDERS INTERNATIONAL, SANF RD, F OR INC 'V T=:SER. 1000/1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTI❑NS SEE OTHER SIDE (SHEET 2 OF 2) FOR DESIGN PRESSURE CAPACITIES DRAWN BY: M S H APPROVED BY: DATE:2/6/02 seam: NTS DWG:: 1VMF I N 'WINDOW CALL` SIZE WINDOW TIP -TO -TIP SIZE CAPACITY 1 X2X 1 /8 TUBE MULL 2 ANCHORS SECT. A -A :1 CAPACITY 1 X2X 1 /8 TUBE MULL 4 ANCHORS SECT. A -A 1 �JLI\ILA/ CAPACITY 1 X2X3/8 TUBE MULL 2 ANCHORS SECT. A -A 2 v-.vv a� CAPACITY 1 X2X3/8 TUBE MULL 4 ANCHORS SECT. A -A 2 CAPACITY x2 7/t sXt /8 1 TUBE MULL 2.ANCHORS SECT. A -A 3 CAPACITY X2 7/16X1 /81 TUBE MULL 4 ANCHORS SECT. A -A 3 CAPACITY X2 7/16X3/8 TUBE MULL 2 ANCHORS SECT. A -A 4 CAPACITY X2 7/16X3/8 TUBE MULL 4 ANCHORS SECT. A -A 4 CAPACITY 1 X4X 1 /8- TUBE MULL 4 ANCHORS SECTw A= -A 5 .. CAPACITY 1 X4X.1 /8 TUBE MULL 8 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) 12 18 1/8 X 25 201.83 403.67 251.57 129.63 92.98 65:16 42.96 201.83 125.78 91.61 81.45 71.88 59,13 ' 403.67 251.57 178.41 127.97 89.68 59.13 201,83 125.78 91.61 81.45 71.88 62.15 403.67 251.57 183.23 136.55 95.70 63.09 201.83 125.78 91.61 81.45 71.88 62.15 403.67 - . 251.5T ;.. 183.23 162.9 t 135.52 89.35 403.67 251.57. 183.23 162.91" 143.77 124.30 $05.50 377:36. 274.84 244.36 215.66 186.46 403.67 251.57 183.23 = 162.9) 143.77 124.30 605.50 37736 274.84 - 244.36 215.66 186.46 605.50 377,.36 274.84 244.36 215.66 186.46 13 18 14 1' 1 /8 X 37 3/ 8 1/8 X 49. 5/8 125J8 91.61 145 18 15 1 /8 X 55 1 /A 18 1 /8 X 62 81.45 65.16 16 18 1/8 X 71 42.96 26.63 36.65 36.65 39.11 39.1;1 52.64 55:38 105.29 128.92 105.29 157.94 157.94 17 18 1/8 X 83 26.63 157.66 94.72 6789 52.79 455:43 28.46 315.32 189.44 135:79 100.72 70.28 28,46 157.66 94.72 67.89 60.08 52.79 38.32 315.32 189.44 135.79 120.16 99.52 65.32 40.31 315.32 189.44 135.79 120.16 105°.58 90.87 7664 472.98 284.17 203.68 180.24 158.37 136.31 93,8`4 315.32 189.44 135.79 120.16 105.58 90.87 76.64 472.98 284.17 203.68 180.24 158.37 ` 136.31 1 14,96 472.98 .284.17 203.68 180,24 169 37 136..31 11496 1 H2 25 1 /2 X 25 5 1 /2 X 37 3/ 5 1'/2 X 49 5/ 157.66 94.72 - 67.89 315.32 189.44 96.07 68.58 47.85 31.40 19.38 157.66 94.72 67.89 60.08 52.79 43.22 26.67 315.32 189.44 132.22 94.39 65.86 _ 43.22 - 26.67 1 H3 1 H4 1 H45 5 1 /2 X 55 1 / 60,08 1 H5 25 1 /2 X 62 25 1 /2 X 71 47.85 31.40 1 H 6 1 H7 25 1 /2 X 83 19.38 22 23 24 245 25 26 27 36 X 25 6 X 37 3/8 6 X 49 5/8 36 X 55 1 /4 36 X 62 36 X 71 36 X 83 130 73.30 51.20 - 44.97 35.57 23.19 14.21 260 146.60 72.44 51.33 35.57 23.19 14.21 130 73.30 51.20 44.97 39.24 31.91 19.56 260 146.60 99.71 70.65 48.96 31.91 19.56 130 73.30 51.20 44.97 39.24 33.54 20.88 260 146.60 102.40 75.39 52.24.. 34.05 ` 20.88 130 73.30 51.20 44.97 39.24 33:54 -29.56 - 260 146.60 102.40 89.94 73.98 48.22 29.56 260 146.60 102.40 89,94 78.49 67.09 56.21 390 219.91 153.60 134.91 117.73 100.64 68.83 260 146.60 102.40 89.94 L 78.49 67.09 56.21 390 219.91 153.60 134.91 117.73 100.64 84.32 390 219.91 153.60 134.91. 117.73 100.64 84.32 32 33 34 345 35 36 37 52 1/8 X 25 52 1/8 X 37 3/8 2 1/8 X 49 5/ 2 1 /8 X 55 1 / 52 1 /8 X 62 52 1/8 X 71 52 1 /8 X 83 1 14:92 59.01 39.25 34.02 26.59 17,13 10.38 229.84 118.02 55.54 38.84 26.59 17.13 10.38 114.92 59.01 39.25 34.02 29.33 23.57 14.29: 229.84 118.02 76.45 53.45 36.60 23.57 14.29 114.92 59.01 39.25 34.02 29.33 24.78 15.25 229.84 118.02 78.51 57.04 39.05 25 15- f5 25 = 1 14.92 59.01 39.25 34.02 29.33 24.78 20.53 22.9.84 118.02 78.51 68.05 55.30 35.62 21.59 229.84 1 t.8.02 78.51 68.Q5 58.67 49.56 -- 41.06 344.77 177.03 117.76 102.07 88.00 74.34 50.27 229.84 118.02 78.51 68.05 58.67 49.56 41.06 344.77 177.03 117.76 102.07 88.00 74.34 ` 61.59 344.77 177.03 117.76 102.07 88.00 74.34 61.59 SERIES 1000 & 1500 FIN VERTICAL MULLION DESIGN PRESSURE CAPACITIES SHEET 2 OF 2 NOTE: A) NUMBER OF ANCHORS NOTED FOR #8 SCREW0z FASTENERS REQUIRED AT EACH END. v c '._ := . } . _ = - l'` r� INTERNATIONAL, INC FLORIDA EXTRUDERS SANFORD, FLORIDA TME: DESIGN PRESSURE CAPAC I T I ES F I N VERT I CAL MULLIONS - SER. 1000 & 1 S00 DRAWN BY: JBH APPROVED BY: of r�ccicwt oot:ccttDrc rtvcti eQc MR 1.5 X ,=- -" _ ....,.nn ins in-� ..,..,r. �-, �1 1 ,:,-- XI%Ar-r�i nr � INSTALLATION ANCHOR — DOOR WIDTH /4' MAX. SHIM SPACE INSTALLATION ANCHOR SHIM AS RE'O'D #8 SCREW 8 TWO BY WOOD SCREW SHEATHING (SEE NOTES) 1-1/8 MIN BY OTHERS BY. OTHERS EMBEDMENT Two BY WOOD CAULK BETWEEN 7w0 BY WOOD BY OTHERS DOOR FLANGE SLIDING GLASS & SHEATHING BY OTHERS DOOR FRAME JAMB CAULK BETWEEN HOOK STRIP & SHEATHING SLIDING GLASS DOOR HOOK STRIP SHIM AS REQ'D. 1/4' MAX. (SEE NOTES) SHIM SPACE _ INSTALLATION ANCHOR 1-1/8' MIN- #8 SCREW 1-1/8" MIN. EMBEDMENT EMBEDMENT STUCCO TEMPERED GLASS CAULK BETWEEN OR SIDING cTYPS71 DOOR FLANGE BY OTHERS & SHEATHING SLIDING GLASS . DOOR FRAME PERIMETER HEAD SHEATHING CAULK BY BY OTHERS OTHERS PERIMETER SHEATHING .CAULK BY BY OTHERS TEMPERED GLASS OTHERS STUCCO (TYP.) TEMPERED OR SIDING STUCCO OR. SIDING GLASS (TYP.) BY OTHERS SLIDING GLASSDOOR BY OTHERS ,� • r* •, 1 ?[{�� "�y .. j Tl , : INTERLOCK DOOR MY -ate- rJt r �. r3 : ' HEIGHT SECTION B-B � uDERS HOOK STRIP DETAIL .-.1 — A - NOTES !) DOOR MATERIAL ALUMINUM ALLOY 6063. 2) u8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT - OF 1-1/8' INTO WOOD. TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF - - SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE" 3)INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD& JAMBS. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR DOOR. ' - - 6> IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT SLIDING GLASS DOOR FRAME / LARGER" SIZE. FOR THE APPROPRIATE DESIGN PRESSURE REO'D. / 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE & CONFIGURATION TO FINISHED OPENING. SILL- _ - - B B - PLACE INSTALLATION ANCHORS,. IN FRONT OF HOOK STRIP AS. SHOWN. 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 9) DOOR UNIT IS APPROVED USING TEMPERED GLASS IN SINGLEGLAZEDOR INSULATING GLASS- p 10) JAMB / SILL LtRNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. . 11) -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 EMBEDMENT EXTERIOR ELEVATION SECTIONS 'A -A'. 'B-B' & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED e n 1-1/4' MIN. IS) CDrvFIGURAT[ONS. 2 PANEL DOOR SHOWN FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO ' 2000 SERIES AND 500 SERIES. p O n p REV DESCRIPTION DATE INI EXTRUDERS LIBERALLY APPLY FLDRIDA CAULKING UNDER SILL - INT. INC. SANFORD FL. OR SET SILL IN BED INSTALLATION ANCHOR. OF CONCRETE 3/16' DIA. TAPCON TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS SECTION A -A C DRAWN BY: BB APPROVED BY: I 2002 ATE:: 12/17/01 SCALE: NTS DWG #FLEX0027 SHT 1 OF - - o......rn ov- oonm.rT eoa 1rATIrN ENGENEERING. INC.- 250 INTERNATIONAL PKVY., SUITE 250, HEATHROW. FLORIDA. 32746, 407-805-0265 FAX 407-805-0366 - #8 SCREW INSTALLATION. ANCH❑ID CHART NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA. JAMB QUANTITIES IN EA. HOOK STRIP DOOR 46 PSF TO 61 PSF TO SIZE AND SIZE UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO 61 PSF TO UP TO CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF 70 PSF 4068 XX, ❑X, X❑ 48 X 80 6 6 6 8 8 8 8 8 8 4 4 4 4 4 4 5068 XX, ❑X, XO 60 X 80 `X 6 68 66 8 8 8 4 4 4 6068 XX, OX; XO 72 80 8 8 8 8 4 4 4 8068 XX, 0x, XO 96 X 80 10 10 10 8 8 8 4 4 4 10068 XX, Ox x0 120 X 80 12 12 12 6 10 10 10 5 5 5- 5080 XX, OX, XO 60 X 96 6 6 8 8 10 10 IO` 5 5 5 6080 XX, OX, XO 72. X 96 8 10 10 10 10 - 10 5 5 5. 8060 xX, XX Ox, x0 OX X0 96 X 96 120 X 96 ' 10 12 12 12 10 10 10 5 5 5 10080 50100 XX, ❑X, XO 60 X 120 6 6 12 12 12 12 12 12 6 6 6 6 6 7 60100 . XX, OX, XO 72 X 120 ::6 8 - 8 0 12 12 12 6 7 8 80100 XX OX XO. 96 X 120 8 8 8 4 4 4 9068 OX❑ lOS 1/8 X 80 12- 12 12 8 8 4 4 4 12068 OXO 145 1/8 X 80 -14: 14 14 8 8 8 8 4 4 4 15068 OXO I 181 1/8 X 80 16- 16 16 10 10 10 5 5 5 9080 OX❑ 109 1/8 X 96 12 12 12 10 10 10 5 5. 5 12080 ❑X❑ 145 1/8 X .96 14 14 14 10 10 10 5. 5 5 15080 ❑X❑ 181 1/8 k- 96 16 16 16 12 12 12 5 7 8 90100 ❑x❑ 109 1/8 x 1.20 12 12 - 12 12 12 12 5 7 8 120100 ❑XO 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 96 12 12 12 10 10 5 5 5 12080 XXX 142 5/8 -X 96 14 14 14 10 10 10 10 5 5 5 15080 XXX 178 5/8 X 96 16 16 16 12 12 12 6 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 4 4 4 8 8 4 4 4 10068 OXX❑ 119 5/8 X 80 12 12 12 8 8 8 4 4 4 12068 OXX❑ 143 5/8 X 80 14 14 14 8 8 8 4 4 4 16068 OXX❑ 191 5/8 X 80 18 18 18. 8 10080 OXX❑ 11 / X 12 12 12 1 10 1 10 1 1.0 5 5 5 12080 ❑XX❑ 143 5/8. X7996: 14 14 14 10 10 10 5 5 5 16080 OXX❑ 191 5/8 X 18 18 18 12 12 6 7 8 100100 OXXO 119 5/8 X 120 12 12 12 12 12 12 6 7 8 120100 OXX❑ 143 5/8 X 120 14 14 14. 12 12 12 6 7 8 160100 OXXO 191 5/8 X 120 18 18 19 12 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 X 96 12 12 12 10. 10 10 S 5 5 12080 XXXX 141 1/4 X 96 14 14 14 10 10 10'10 5 5 5 1.6080 XXX-X 189 1/4 X 96 16 16 16 12 12 12 5 7 8 i00100. XXXX 117 1/4 X 120 1.2 12 12 12 12 5 7 8 120100 XXXX 141 1/4 X 120 _ 14 14 14 12 12 12 12 5 7 - 160100 XXXX 189 1/4 X 120 16 16 19 ENGINEER: :. _ ANCHOR- NOTES E R: DR K BB DATE' 12/21/O1 I> FOR MASONRY OPENING W/TW❑ BY WOOD BUCK USE SAME ANCHOR QUANTITIES. nlsu�INE:. CIVIL sc"`E` N.T.S. °"c "o- FLEx0027 LETTER: SHEET, -= - - ----- — --- --- — — - .- FL REG NU= RE V L.� l'-4" HANGER LEGEND DESCRIPTION TYPE FACE MOUNT - FLOOR I LUS 48 I -A" 8" l S'-R" STRONGBACK DETAILS NAILS O TOP R VER'DG,L BLOCK SECURE S i6d NAILS O EACH VERTWAL LOCATE A� TO BOTTOM CHORD AS POSSIBLE 5TRONGBACKS SPACED AT 10'-O' (MAX) ARE REQUIRED TO MAINTAIN CERTAIN FlRE ASSEMBLIES. STRONCBACKS ARE RECOMMENDED TO MMIM2E NBRATK)N- HELD BAGK1' 6' B v� E-� U �n Q� a� DPI W O N O N O D n H av a a� 0 � � w a N Q U C D �Z D Zz W ZO > a�Z ~� J W) M 1A m W m W O -a 0 S Z O O� W FWm OO ff .Z OMH-cg�P,�SO 0-0 �Jo mua=O RO- �KVU KN m tlZw=ZO Non wZd {{�z� "•�3Zd �� ymj 3i O\mpGWc��44�53 azu¢ZU00!00^g W9 _.JJ�� �rro �K Wes` O2 Wm� NOOpZ wffp Z> W 3�3Fz F-W° V) O O m J Q I:i t:i Oc Oc G� O O O \X_ mQ \ CY h U� �U . Z Z aN o 0 W F) vi U a olnIra DRAWN BY: CAS CHECKED BY: DRAWING NUMBER 1310035 40-0-0 7-0-0 S.B. 7-0-0 S.B. o 0 v i CJ3 CJ5 EJ7 x Ir G170 x 11 x II x II x= II n — = x — x — x _ s — Lo U ,� CJ3 CJ5 i EJ7 6 � c v I EJ7 EJ7 I EJ7 EJ7 EJ7 I EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 x EJ7 I I EJ7 EJ7 EJ7 I EJ7 J7 E EJ7 EJ7 EJ7 EJ7 - I EJ7 EJ7 CJ5 CJ3 Lo U — U H18 H19 J1 2'-6" U 00 N 11 w - w w w w 1 m W xcmn�c W J1 U 13-0-0 U U 27-0-0 40-0-0 HANGER LEGEND TYPE DESCRIPTION I I HUS 28 MEDIUM DUTY - ROOF n V1 o m z � J J = O 0 cc O O oc cn U_ 0 o rn = W Q cy W � 0 � o y Lt ' O o 0 0 us 0 a U)W9x DRAWN BY: 7DN CHECKED BY: DRAWING NUMBER IJ10002 Universal Forest Prodi1Gt5 Re: 54904023 Centex Homes Orlando 2509 A,B,C Floor 184 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: 549,04023 FT1 54904023 FT2 54904023 FT3 54904023 FT4 54904023 FT5 54904023 FT6 54904023 FT7 54904023 FG7 54904023 FT8 54904023 FT9 54904023 FT10 54904023 FT11 54904023 FT12 54904023 FT6A Loading (psf) TCLL 40 TCDL 10 My license renewal date for the state of Florida is February 28, 2005 BCLL 0 BCDL 5 t- 4/9/2004 John . Presley License # 5886 T 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 Tel:(336) 226-9356 Fax:(336) 476-9146 I I Job Truss Truss Type Qly I Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT1 FLOOR 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:37 2004 Page 1 i Scale a 1:32.9 is 3x6 TL20 FP R A B C 0 E F a H I J K L M N O P O R. jEll At Ell Ell Ell III S 1 Ell Ell E 1 11 1 1 1 1 3x6TL20FP=' i 20-10-8 20-10-8 LOADING (psf) SPACING - 2-0-0 CSI DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL . 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 .245/193 I TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a: n/a 999 i BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL." 5.0 COdeFBC2001rrP12002 (Matrix) Weight: 91lb { LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS , , : 4 X 2 SYP No.3 REACTIONS (lb/size) AJ=53/20-10-8, S=27/20-10-8, AI=146/20-10-8, AH=147/20-10-8, AG=145/20-10-8, AE=144/20-10-8, AD=147/20-10-8, AC=147/20-10-8, AB=147/20-10-8, AA=147/20-10-8, Z=147/20-10-8, Y=147/20-10-8, X=147120-10-8, W=147/20-10-8, V=145/20-10-81 U=152/20-10-8, T=118/20-10-8 Max HorzAJ=3(load cased) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD . AJ-AK=-48/0, AK-AL=-48/0, A-AL=-48/0, S-AM=-22/0, AM=AN=-22/0, R-AN=-22/0, A-B=-3/0, B-C=-3/0, C-D=-3/0, D-E= 3/0, E-F=-3/0, F-G=-3/0, G-H=-3/0, Hd=-3/0, 1-J=-3/0, J-K=-3/0, K=L=-3/0, L-M=-3/0, M-N=-3/0, N-0=-3/0, O-P=-3/0, P-0=-3/0, Q-R=-3/0 BOT CHORD AI-AJ=0/0, AH-AI=0/0, AG-AH=0/0, AF-AG=0/0, AE-AF=0/3, AD-AE=0/3, AC-AD=0/3, AB-AC=0/3, AA-AB=0/3, Z-AA=0/3, Y-Z=0/3, X-Y=0/3, W-X=0/3, V-W=0/3, U-V=0/3, T-U=0/3, S-T=0/3 WEBS B-AI=-133/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/0, H-AB=-133/0, I -AA. 133/0, J-Z=-133/0, K-Y=-133/0, M-X=-133/0, N-W=-134/0, O-V=-132/0, P-U=-138/0, Q-T=-110/0 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/IPI 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: 54904023 Contractor/Job: 2509 ABC FLR Date. Req,03/19/2004 Draw No:54904023FT1 :_. . Job- _-' Truss Y Truss Type,if31y3i (Centx, 0rlando/2509 A,B,C/jsk/2 24-4 54904023 FT2 FLOOR ' 9 1 Job Reference (optional L Universal Forest Products,lnc., Burlington, NC 27215, J6frKerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:40 2004 Page 1 1-3-0 OI 1 8 1-4-8 O H Scale = 1:35.8 j ' 5x4 TL20- 5x4 TL20= 1.5x3 TL20= 1.5x3 TL20= 1.5x3 TL20= 5x4 TL20= 3x6 TL20 FP= " 1.5x3 TL2011 3x6 TL20= 1.5x3 TL20= 1 O H 1 J K 1 Y ,1 .AA X Z V U T S. R, a P O N M L 1.5x3 TL2011 ' 5x4 TL20= 1.U3 TL2011 , 3x10 M1118H FP= 1.5x3 TL2011 5x5 TL20= 3x6 TL20= 5x5 T1-20= 0-1-8 i � 1 1-6-0 4-0-0 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 . .. . Plate Offsets X Y : A:Ed e 0-1-8 K:0-1-8 Ede :0-1-8 Ed e LOADING. (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.38 Q-R >648 360 M1118H 195/188 i TCDL 10.0 ` Lumber Increase 1.00 BC 0.98 Vert(TL) -0.59 Q-R >416 240 TL20 245/193 i BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 L n/a n/a I BCDL 5.0 ` CodeFBC2001/TP12002 "(Matrix) .. Weight: 107 1b LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, excep BOT CHORD 4 X 2 SYP No.1 D end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L=1128/0-3-8, W=1128/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD. W-X=-1120/0, X-Y=-1120/0, A-Y=-1120/0, L-Z=-1121/0, Z-AA=-1121/0 K-AA=-1121/0, A-B=-1104/0, B-C=-2876/0, C-D=-4030/0, D-E=-4030/0, E-F=-4742/0, F-G=-4742/0, G-H=-4646/0, H-I=-4045/0, I-J=-2872/0, J-K= 1105/0 BOT CHORD V-W=-O/O, U-V=0/2137, T-U=0/3583, S-T=0/4472, R-S=0/4742, Q-R=0/4742, P-Q-0/4490, O-P=0/3578, N-0=0/3578, M-N=0/2138, L-M=0/0 WEBS K-M=0/1502, A-V=0/1500, J-M=-1437/0, B-V=-1437/0, J-N=0/1021, B-U=0/1028, 1-N=-982/0, C-U=-983/0, I-P=0/649, C-T=0/622, H-P=-620/0, E-T=-615/0, H-Q---28/403, E-S= 92/672, G7Q--468/221, F-S=-261/0, G-R=-221/130 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/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: i I, LOAD CASE(S) Standard - i Customer No: 11045 Customer Name: CENTEX HOMES'ORLANDO Shop No: 54904023 Contractor/Job: 2509-ABC FLR Date Req:03/19/2004 Draw No:54904023FT2 Job Truss Truss Type Oty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 - ; FT4 FLOOR" ro i��$�- IMP,a �i,.f Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 6'Se"pi30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:40 2004 Page 1 Scale v 1:10. { A B C D E. F - TI STI STI- - T - - - 1 1 JU 6-11-0 6-11-0 " LOADING (psf) SPACING 2-0-0 CSI . DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 ' < TC 0.07 Vert(LL) n/a n/a 999 TL20 245/193 TCDL :10.0 Lumber Increase . 1.00 BC 0.02 Vert(TL) n/a n/a. 999 BCLL" 0.0 : Rep Stress Incr YES ' WB 0.03, Horz(TL) 0.00 G n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix), Weight: 32 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS. 4 X 2 SYP No.3 REACTIONS (lb/size) L=59/6-11-0, G=70/6-11-0, K=1 30/6-11 -0, J=150/6-11-0, 1=143/6-11-0, H=160/6-11-0 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD - L-M=-51/0, M-N= 51/0, A-N=-51/0, G-0= 63/0, O-P=-63/0, F-P=-63/0, A-B=-8/0, B-C=-8/0, C-D=-8/0, D-E=-8/0, E-F= 8/0 BOT CHORD K-L=0/8, J-K=0/8; 1-J=0/8, 1­11-1=0/8, G-H=0/8 - VVEBS B-K=-129/0, C-J=-135/0, D-1=-130/0 E-H=-146/0 . 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. _LOADCASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT4 Job I Truss TrussType Qty Ply Centex-Orlando/2509A,B,C/jsk/2-24-4 54904023 + FT5 FLOORS y .:.jrf f4 lip 1 I �Iw,S, �Pw /' Job Reference (optional Universal Forest Products,lnc., Burlington, NC 27215 Jeff Kerrm 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:41 2004 Page 1 9-1-81r -3-0 i 00-H 8 Scale m 1:32.9 , l 5x4 TL20= 5x4 TL20= 1.50 TL20= 1.5x3 TL20 11 1.5x3 TL20= - 1.5x3 TL20= - 3x4 TL20= - - 3x6 TL20 FP = 1.5x3 TL20 11 - - 3x4 TL20=- 1.5x3 TL20= A B C D E F G H ITi T9 J K ,. X i 1 Z w ,I. R9 Y F U T ." S R Q P 0 N M t 5x5 TL20=. 3x4 TL20= 3x10 M1118H FP= 5x5 TL20= 3x4 TL20= 1 9-1-8 , J,6 0 4-0-0 6-6-0 9-0-0 10-2-0 , 12-8-0 15-2-0 17-8-0 19-2-0 " 19-2-0 Plate Offsets X Y: A:Ed e 0-1-8 K:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase. 1.00 TC 0.34 Vert(LL) -0.27 . Q-R >827 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.43 . Q-R >530 . 240 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 L n/a n/a BCDL . 5.0 CodeFBC2001lfP12002 (Matrix) Weight: 99 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS . 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) . L=1034/0-8-0, V=1034/0-8-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-1027/0, W-X=-1027/0, A-X=-1027/0, L-Y- 1027/0, Y-Z=-1027/0, K-Z=-1027/0, A-B=-1003/0, B-C=-2578/0, C-D=-3550/0, D-E=-3550/0, E-F= 3998/0, _F-G=-3998/0, G-H=-3998/0, H-1=-3550/0, I-J=-2578/0, J-K=-1003/0 BOT CHORD U-V=0/0, T7U=0/1938, S-T=0/3192, R-S=0/3882, Q-R=0/3998, P-Q_0/3882, O-P=0/3192, N-0=0/3192, M-N=0/1938, L-M=0/0 WEBS K-M=0/1364, A-U=0/1364, J-M=-1300/0, B-U=-1300/0, J-N=0/890, B-T=0/890, I-N=-854/0, C-T=-854/0, I-P=0/498, C-S=0/498, H-P=-461/0, E-S=-461/0, H-f47184/460, E-R=-184/460, F-R=-212/59, G-Q=-212/59 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 CASES) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job- 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT5 { l Job Truss Truss Type Qly Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT6 FLOOR u t t!"°h' r Mf1a '� rN, w l s..'4 a� t ^. Job Reference o tional Universal Forest Products,lnc., Burlington, NC 2721`5, Jeff'Ker( 5.200 s Sep`30 2003 MTek Industries, Inc. Tue Feb 2416:26:42 2004 Page 1 i q-11i-8�0_ 1-0-0 0 1 g H Scale-1:33.0 5x4 TL20= 5x4 TL20= 1.5x3 TL2011 1.50 TL20= - '-1,5x3 TL20= -: 3x4 TL20= Us TL20 FP = 1.5x3 TL2011 :. - 3x4 TL20=Ti - 1.5x3 TL20= A B C D E F G H TP I J. K W Y 13 x U T S R Q P O N M 5x5 TL20= 3x4 TL20= 3x10 M1118H FP= 5x5 TL20= 1.5x3 TL2011 i - - - - 3x4TL20= 9-1-8 1-6-0 4-0-0 6-6 -0 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 Edge] LOADING (psf) SPACING2-0-0 CSI DEFL - in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.28 R >809 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.44 R. >518 240 TL20 245/193 BCLL 0.0 ' Rep Stress Incr YES W B 0.55 Horz(TL) 0.08 L n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 100lb LUMBER. BRACING TOP CHORD 4 X 2 SYP Not TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD - ` Rigid ceiling directly applied or 10-0-0 oc bracing. i I REACTIONS (lb/size) L=1042/0-8-0, V=1035/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD ..V-W=-1030/0, A-W=-1029/0, L-X=-1035/0, X-Y=-1035/0, K-Y=-1035/0, A-B=-1058/0, B-C=-2635/0, C-D=-3610/0, D-E=-3610/0, E-F=-4059/0, F-G= 4059/0, G-H=-4059/0, H-I=-3592/0, I-J=-2603/0, J-K=-1012/0 BOT CHORD U-V=0/53, T-U=0/1994, S-T=0/3250, R-S=0/3942, Q-R=0/4059, P-Q=0/3932, O-P=0/3225, N-0=0/3225, M-N=0/1955, L-M=0/0 WEBS K-M=0/1375, A-U=0/1366, J-M=-1312/0, B-U=-130210, J-N=0/902,.B-T=0/891, I-N- 865/0, C-T=-856/0, 1-P=0/509, C-S=0/500, H-P=-473/0, E-S=-462/0, _ H-Q---178/480, E-R=-187/470, F-R=-218/59, G-Q=-222/55 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. .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: Z) 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: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6 1. ; Job Truss Truss Type Qty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT7 FLOOR Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, JeffRKerr''" . 5.200 s Sep-30r2003 MiTek Industries, Inc. Tue Feb 2416:26:42 2004 Page 1 OtirB 1 3-0 i ; 1-3-8 0N-8 j Scale-1:27.0 5x4 TL20= 5x4 TL20= 1.50 TL20= 1.5x3 TL20= 1.5x3 TL20= 1.5x3 TL2011 1.5x3 TL20= A B O D E F G H s VVI U. R T P O N M L K: J 1.5x3 TL2011 5x4 TL20= 1.5x3 TL2011 5x4 TL20= 1.5x3 TL2011 ` 6-7-8 - i 6-6-0 8-0-8 15-9-8 15-9-8 Plate Offsets X Y.: A:Ed a 0-1-8 H:0-1-8 Ede Q:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 ,- CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL - 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.15 L-M >999 : 360 TL20 2451193 TCOL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.22 L-M >823 240 BCLL. 0.0 Rep Stress Incr YES WB . 0.44 Horz(TL) 0.04 1 n/a n/a BCDL 5.0 CodeFBC2001frP12002 (Matrix) Weight: 82lb LUMBER . BRACING TOP CHORD 4 X 2 SYP No.2 TOP, CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) Q=848/0-3-8, 1=848/0-8 0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R=-844/0, R-S=-844/0, A-S=-844/0, 1-T=-843/0, T-U=-843/0, H-U=-843/0, A-B=-807/0, B-C=-1981/0, C-D=-2675/0, D-E=-2675/0, E-F=-2579/0, F-G=-1996/0, G-H=-802/0 BOT CHORD-P-Q=-O/O, O-P=0/1549, N-0=0/2406, M-N=0/2675, L-M=0/2675, K-L=0/2426, J-K=0/1544, I-J=0/0 WEBS H-J=0/1090, A-P=0/1097, G-J=-1032/0, B-P=-1032/0, G-K=0/629, B-0=0/602, F-K=-598/0, C-0=-590/0, F-L=0/318, C-N=0/554, E-L= 343/104, D-N=-222/0, . E-M=-166/78 . 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: 54904023 Contractor/Job: 2509 ABC FLR DateReq:03/19/2004 Draw No:54904023FT7 Job Truss Truss Type ay Ply 54904023 FG7 FLATr�G$ [.a 1 �Centex-Orlando/2509A,B,C/jsk/2-24-4 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerf.,P"- 5.200 s Sep 30 2003 MTek Industries, Inc. Tue Feb 2416:26:37 2004 Page 1 i 0i18 1-9-12 4-10-4 7-10-12 10-11-4 13-11-12 15-8-0 15r9-8 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 v 1:27.3 i 2x5 TL2011 5x10 TL20= 3x4 TL20= 3x4 TL20= 3x4 TL20= 5x10 TL20= 20TL2011 A B C D E F G d B1 L K 1 5x5 TL20= 5x10 TL20= 5x4 TL20= -. 5x4 TL20= - 500 TL20= - 5x5 TL20= 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 (loc) I/dell PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) - -0.35 J-K >525 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.55 J-K >335 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 H n/a BCDL 5.0 Code IBC2000/TPI2002 (Matrix) Weight: 86 lb LUMBER 1 BRACING TOP CHORD 2 X 4 SYP No.1 TOP CHORD Structural wood sheathing directly applied or 1-4-1 oc purlins, excep BOT CHORD 2 X 6 SYP SS end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing.. REACTIONS (lb/size) M=2015/0-3-8, H=2015/0-3-8 FORCES -(lb) - Maximum Compression/Maximum Tension TOP CHORD A-M=-161/0, A-B=-338/0, B-C=-4999/0, C-D=-7403/0, D-E=-7403/0, E-F=-4999/0, F-G=-338/0, G-H=-161/0 BOT CHORD L-M=0/2903, K-L=0/6453, J-K=00628, I-J=0/6453, H-1=0/2903 WEBS B-M=-2959/01 B-L=0/2477, C-L=-1718/0, C-K=0/1124, D-K= 266/0, D-J=-266/0, E-J=0/1124, E-1=-1718/0, F-1=0/2477, F-H=-2959/0 NOTES , (5) 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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. LOAD CASE(S) Standard . 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: H-M=-160(F=-150), A-G=-100 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FG7 Job 54904023 Truss FT8 Truss Type �lo1 V ar, n y FLOOR r1� "J,B•,. Qty Ply 1 Centex-Orlando/2509 A,B,C/jsk/2-24-4 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215"JeffiKerr 5.200 s Sep 30 2003 MTek Industries, Inc. Tue Feb 24 16:26:43 2004 Page 1 1-3-0 p, I-1- 1i 1-4 i P:1044 0LL3��0 Sdale = 1:35.1 j 5x4 TL20= 1,5x3 TL20= 1.5x3 TL2011 1.50 TL20=. 3x6 TL20 FP= 3x4 TL20= 5x8 TL20= 1.5x3 TL2011 - 3x6 TL20= A B C D E F a H I J K L A AA .. Y x W V U T 3 R Q O N M 2x3 TL2011 5x4 TL20= 1.50 TL2011 3x6 TL20 FP= 3x4 TL20= - 1.5x3 TL2011 3x4 TL20= 5x5 TL20= - - 16-8.12 . �1 , �1-6-0 4-0-0 6-6-0 7-9-0 9-1-4 , 10-4-4 12-10-4 15-4-416-8-12 , 18-1-4 19-2-8, 20-8 20-8-8 Plate Offsets X Y: A:Ed a 0-1-8 0:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL .. 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) 70.14 V >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC . 0.81 Vert(TL) -0.22 V-W >888 240 BCLL . 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 P n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 111lb LUMBER " BRACING TOP CHORD 4 X 2 SYP No.2 . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS - 4 X 2 SYP No.3 BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: P-Q,O-P,N-O. REACTIONS (lb/size) Z=824/0-8-0, M=-157/Mechanical, 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) - Maximum Compression/Maximum Tension TOP CHORD Z-AA=-822/0, AA-AB=-822/0, A-AB=-822/0, L-M=-83/379, A-B=-779/0, B-C=-1931/0, C-D=-2470/0, D-E=-2470/0, E-F=-2554/0, F-G=-2221/0, G-H=-1350/0, H-1=0/197, 1-J=-6/538, J-K=-6/538, K-L=-6/538 BOT CHORD Y-Z=0/0, X-Y=0/1560, W-X=0/2338, V-W=0/2554, U-V=0/2554, T-U=0/2554, S-T=0/1912, R-S=0l758, Q-R=0/758, P-Q=-1197/0, O-P=-1197/0, N-0=-538/6, M-N=0/0 WEBS I-P_ 1649/0, A-Y=0/1059, I-Q=0/1334, B-Y=-1002/0, H-Q--1222/0, B-X=0/599, H-S=0/834, C-X=567/0, G-S=-793/0, C-W=0/287, G-T=0/462, E-W=-320/133, F-T=-561/0, E-V=-194/107, F-U=-88/213, L=N=-703/8, 1-0=0/965, J-O=-340/0, K-N=-65/209 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 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 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 uustumer IVO: 1 1 U4a l.U5tomer Name; LomN i r.A r7VIvIGJ U [LANUV zonop No: o4yU4UL3 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT8 ; Job Truss Truss Type Qty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FL9 FLOOR a&�,'�� 1 ;hr'Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Ker'r, ' -` " 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 2416:26:44 2004 Page 1 o Scale a 1:33. I t . i 3x6 TL20 FP= 3x3 TL2011 A B C D E F G H I J K L M N O P O R 1 1 1 1 1 Ell Ell Ill E 1 III Ell 191 A - 3x6 1L20, FP= - - - 3x3 TL20 11 20-6-8 2068 I 's LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft'' L/d PLATES GRIP TCLL 40.0 . Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC ' 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 91lb LUMBER < BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No,2 end verticals.. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 I REACTIONS, (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=108/20-6-8 Max Horz AJ=4(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD AJ-AK=-48/0; AK-AL=-48/0, A-AL=-48/0, R-S=-1/0, A-B= 4/0, B,C=-4/0, C-D=-4/0, D-E=-4/0, E-F=-4/0, F-G=-4/0, G-H=-4/0, H-I=-4/0, I-J=-4/0, J-K=-4/0, K-L=-4/0, L-M=-4/0, M-N=-4/0; N-O=-4/0, O-P=-4/0, P-Q---4/0, O-R=-4/0 BOT CHORD AI-AJ=0/0, AH-AI=OA AG-AH=0/0, AF-AG=0/0, AE-AF=0/4, AD-AE=0/4, AC-AD=0/4, AB-AC=0/4, AA-AB=0/4, Z-AA=0/4, Y-Z=0/4, X-Y=0/4, W-X=0/4, " V-W=0/4, U-V=0/4, T-U=0/4, S-T=0/4 . WEBS " B-AI=<132/0, C-AH=-134/0, D-AG=-133/0, E-AE=-133/0, F-AD=-133/0, G-AC=-133/0, H-AB= 133/0, 1-AA=-133/0, J-Z=-133/0, K-Y=-133/0, M-X=-133/0, 1 N-W=-34/0, O-V=-132/0, P-U=-138/0, Q-T=-103/0 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 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. 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 , f Customer.No: 11045 Customer Name: CENTEX HOMES'ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004, Draw No:54904023FT9 Job Truss russ Type *7 Ply- -- entex-Oriando/2509 A,13,C/jsk/2-24-4 0- 54904023 Frio FLOOR 11 Ml -Burlington, Job Reference (optional) Universal Forest Products,Inc., NC 27 s ep i e n us nes, nc. ue e age 01 8 1:29.9 3x4TL20= 5x4 TL20 3x4 TL20 3x3 TL20= -3x3 TL20= 3x3 TL20= WTL20�-- 3x6TL20FP= 5x4 TL20-- A C D E F H I 71 Tp W y C I v x T S R Q P 0 N M L Im 5x5 TL20= 3x4 TL20 3x6 TL20 FP 3x3 TL20= 3x3 TL20 U4 TL20= 5x5 TL20= 30 TL20 7-10-8 1-6-0 4-0-0 6-6-0 7-9-0 9-0-0 1 11-6-0 1 14-0-0 16-6-0 18:o:o� 18-0-0 Plate Offsets (X,Y): [A:Edge,0-1-8], P:0-1-8,Edgel, [U:0-1-8,Edgel LOADING (psf) SPACING 2-04 CS1 DEFIL in (loc) I/defI L/d PLATES GRIP TCLL ' 40.0 Plates Increase, 1.00 TC 0.38 Vert(I-L) -0.22 0 >979 360 TL20 245/193 TCDL 10.0, Lumber Increase 1.00 BC 0.81 Vert(TL) -0.34 N-0 >620 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 K n/a n,/a BCDL 5.0 CodeFBC2001/TPI2002 (Matrix) Weight: 93 lb LUMBER BRACING TOPCHORD 4 X 2 SYP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepi BOTCHORD 4 X 2 SYP No.2 end verticals. WE13S 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing. REACTIONS (lb/size) U=969/0-8-0, K=969/0-3-8 FORCES (lb) - Maximum Com press ion/Maxim um Tension TOPPHORD U-V=-963/0, V-W=-963/0, A-W=-963/0, K-X=-963/0, X-Y�--96M, J-Y=-963/0, A-B=-934/0, B-C=-2377/0, C-6=-3214/0, D-E=-3508/0, E-F=-3508/0, F-G=-3219/0, G-H=-2376/0, H-I=-2376/0, I-J=-934/0 B , OTCHORD T-U=0/0, S-T=0/1 803, R-S=0/2923, O-R=0/2M, P-Q--0/3508, O-P=0/3508, N-0=0/3482, M-N=0/2024, L-M=0/1 803, K-L=0/0 WEB'S J-L=0/1270, A�T=0/1269i I-L=-1208/0, B-T=-1209/0, I-M=0/797, B-S=01798, G-M=-76210, C-S=-759/0, O-N=0/410, C-0=0/475, F-N=-367/0, D-Q=-549/0, F-O=-25.0/365, D-P=-1 13/161, E-O---1 34/68 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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 theirouter ends or restrained by other means 5) Truss shall be fabricated per ANSIfTPI 1-95 quality requirements. Plates shall be of size a nd 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 r ORLANDO ShopNo:54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FTI 0 Job Truss Truss Types TI !; 'cny Ply Centex-Orlandc/2509 A,B,C/jsk/2-24-4 .- r I 54904023 FT11 FLOOR e 11 1 ln: Job Reference (optional) j Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr'" 5:200 s Sep 30 2003 MTek Industries, Inc. Tue Feb 24 16:26:38 2004 Page 1 0-1-8 i 411' 8� 1� 09-8� 0-9-10,0-9-10, �� Scale a 1:29. - 5x4 TL20=- :-1.5x3 T1-20= - - .. 1.5x3 TL20= ' 1.5x3 TL20= 3x6 TL20 FP 1.5x3 TL2011 - 5x7 TL20= 1.5x3 TL20= A 9 C D E F 0 H ,..X ... - 3. W' Z 1 w Y U T `_ S RC' P 0 N L K 2x3 TL20 11 5x4 TL20=- - - - - - 1.5x3 TL2011 -3x6 TL20 FP = 5x4 TL20= - 1.5x3 TL20 11 7-10-8 i 11112 , f 1 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 , y7-1-12 Plate Offsets X Y : A:Ed a 0-1=8 • LOADING (psf) SPACING. 2-0-0 ' CSI DEFL in (loc) I/defl Ud PLATES GRIP 1 TCLL 40.0 Plates Increase . =1.00 TC . 0.35 . Vert(LL) -0.12 R-S >999 360 TL20 245/193 TCDL 10.0 Lumber Increase - 1.00 BC 0.72 Vert(TL) -0.19 R-S >944 240 BCLL. 0.0. Rep Stress Incr YES WB 0.42 Horz(TL) 0.04 M n/a n/a BCDL 5.0 - CodeFBC2001/TP12002 (Matrix) :. Weight: 93 lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. • WEBS 4 X 2 SYP No.3 ' 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=1633/0-3-8 Max Grav V=821(load case 2), M=1033(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD V-W=-815/0, W-X=-815/0, A-X=-815/0, K-Y=0/7, Y-Z=0/7, J-Z== =0/7, A-B=-773/0, B-C=-1910/0, C-D=-2438/0, D-E=-2438/0, E-F2515/0, F-G2515/0, G-H=-1897/0, H-1=-787/0, 1-J=0/58 BOT CHORD ` U-V=-O/O, T-U=0/1487, S-T=0/2310, R-S_0/2515 Q-R=0/2515, P-O-0/2295, 0-P=0/1486, N-0=0/1486; M-N=-120/3, L-M=-123/0, K-L=0/0 WEBS 1-M=-1004/0, A-U=0/1050, I-N=0/1047, B-U=-993/0, H-N=-974/0, B-T=0/589, H-P=0/588, C-T= 557/0, 6-P=-570/0, C-S=-6/278, G70=719/486, E-S=-285/130, E-R=-173/64, F-Q=-167/0, I-L=-0/107, J-L=-100/0 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. o) 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 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 i 1 I - bustomer No: 11045 Customer Name: CE14TEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT11 Job Truss Truss Type Qly Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT12 FLOOR �1 -- „ 1 ` Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr " 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:39 2004 Page 1 Scale = 1:27.8 i 3x6 TL20 FP= A 8 C D E F a H I J K L M N O l AE 1 Ell PH 11 11 Ell - I 1 L L L 1 Ell 3x3 TL20- 3x6 TL20 FPc 1-6-0 4-0-0 6-6-0 7-9-0 8-9-8 , . 11-3-8 13-9-8 15-2-0 16-1-2 , 17-1-12 17-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP, TCLL 40.0 Plates increase 1.00 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr. YES WB 0.03 Horz(TL) . 0.00 P ` n/a n/a BCDL 5.0 CodeFBC20011TPI2002 (Matrix) Weight: 75lb • .. LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 4 X 2 SYP No:2 end verticals. WEBS 4 X 2 SYP No.3 BOT. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 SYP No.3 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=146/17-1-12, 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, 0=129/17-1-12 ' Max Horz AD=6(load case 1) FORCES (lb) -Maximum Compression/Maximum Tension TOP_ CHORD -. AD-AE= 48/0, A-AE=-48/0, P-AF=-40/0, AF-AG=-40/0, O-AG=-40/0, A-B= 6/0, B-C=-6/0, C-D=-6/0, D-E=-6/0, E-F= 6/0, F-G=-6/0, G-H=-6/0, H-1=-6/0, I-J=-6/0, J-K=-6/0, K-L=-6/0, L-M=-6/0, M-N=-6/0, N-O=-6/0 BOT CHORD AC-AD=0/01 AB-AC=0/0, AA-AB=0/0, Z-AA=0/0, Y-Z=0/0, X-Y=0/0, W-X=0/6, V-W=0/6; U-V=0/6, T-U=0/6, S-T=0/6, R-S=0/6, Q-R=0/6, P-Q-0/6 WEBS B-AC=-133/0, C-AB=-134/0, D-AA=-133/0,.E-Z=-133/0, F-Y=-133/0, H-W=-133/0, I-V=-133/0, J-U=-133/0, K-T=-134/0, L-S=-133/0, M-R=-137/0, N-O=-120/0 NOTES (8) 1) All plates are 1.5x3 TL20 unlessotherwise 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 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 i Customer No: 11045 Customer Name: CENTEX HOMES .ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT12 IU'b ' YPe Qty Ply Centex-Orlando/2509 A,B,C/jsk/2-24 4 _ 54904023 FT6A FLOOR - il5' a i;ul 1 1 Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Job Reference o tional 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 2416:26:42 2004 Page 1 .A - B 3x3 T120- 0 - s P1 $ 1-7-8 ; T1 Scale a 1:7. F W1 W1 BL1 9 BL1 j I j B1 E E 3-6-0 " — 90 390 — k LOADING (psf) SPACING 2-0-0 CSI DEFL - in (loc) I/deft Ud PLATES GRIP j TCLL 40.0 Plates Increase 1.00 TC 0.16 - Vert(LL) n/a - In/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.03 D-E >999 240 BCLL 0.0 Rep StressJncr YES WB 0.04 Horz(TL) 0.00 D n/a n/a. BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 23lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 BOT CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, ezcep WEBS 4 X 2 SYP No.3 end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E=186/0-3-8, D=186/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension l TOP CHORD E-F=-64/0, A-F=-64/0, D-G=-64/0, C-G=-64/0, A-B=-3/0, B-C=-3/0 , BOT CHORD D-E=0/155 WEBS B-E=-184/0, B-D_-184/0 NOTES (4) 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) 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. I 4) Truss shall be fabricated per ANSIIf PI 1-95 quality requirements. Plates shall be of size and type shown and centered atjoints 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 li requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design I 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 fj certification of the truss designer. ! LOAD CASE(S) Standard l l , l Customer No 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6A F. .. i Un -mrsal Fairest Products i ° Re: 54600597 , Centex Homes Orlando 2509 B Roof 82 Lake Monroe i I 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 H2 53906902 H3 53906902 H4 53906902 H5 53906902 H6 53906902 T7 53906902 T8 53906902 H9 53906902 H10 53906902 H11 53906902 H12 53906902 H13 53906902 H14 53906902 HJ7 53906902 EJ7 53906902 H18 53906902 H19 53906902 G17 53906902 HJ2 53906902 EJ2 53906902 G15 53906902 HJ3 53906902 EJ3 53906902 H1G 53906902 CJ5 53906902 CJ3 53906902 CA Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL 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 J", A , f 4/21 /2004 John MZon sley License # 55886 The sethis 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. 10 Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226-9356 I;'ax: (336) 476-9146 _. . - - -.-j Job Truss Truss T e ury my Centex-Orlando/2509-Afjsk/3-31-3 53906902 H1 HIPYu�� TM��r� �dky: 1 1 Job Reference o tional Universal Forest Products,,.'nc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 1-0-9 4-6-5 7-0-0 , 12-1-1 , 17-0-6 21-11-10 26-10 15 , 32 0 0 36 0 0 11 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. 7x10 = 5.00 F12 3x6 = - 5x8 = 3x6 = 3x6 = 5x10 = D E 2x3 F G H J 1 c 5x6 = W2 2 w W w J 3 _ W4 r B � oA T 5x10 = S R O P O N M L K 5x6 = 5x10 M1118H= 5x8 = 5x6 = 5x6 = 5x7= 3x4 = 5x6 = 5x10 M1118H= 7-1-12 12-1-1 1 17-0-6 21-11-10 26-10-15 31-10-4 36-0-0 1 7-1-12 4-11-5 4-11-5 4-11-5 4-11-5 4-11-5 4-1-12 Plate Offsets X,Y : 6:0-2-7,Ed e , D:0-7-0,0-2-4 , F:0-4-0,0-3-0 , 1:0-7-12,0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.88 O P >486 TL20 245/193 TCDL 1.0.0 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/deft = 240 Weight: 214 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed, except end verticals. T2 2 X 4 SYP SS, T3 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. 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) FORCES (lb) - First Load Case Only TOP CHORD A-13=26, B7C=-7013, C-D=-6879, D-E=-8894, E-F=-9852, F-G=-9846, G-H=-9407, H-6-7470, I-J=-4352, J-K=-2947 BOT CHORD B-S=6407, R-S=6371, Q-R=6371, P-Q=8893, O-P=9407, N-0=7469, M-N=7469, L-M=3929, K-L=219 WEBS D-S=332, I-L=-1018, C-S=-62, D-Q=2897, E-Q=-1216, E-P=1110, F-P=-633, G-P=507, G-O=-900, H-0=2243, H7M=-1799, I-M=4066, J-L=3945 NOTES (10-11) 14 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) 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 385.0Ib down and 310.81b up at 7-0-0 on top chord. Design for unspecified connection(s) 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-D=-60.0, D-1=-130.6, I-J=-60.0, B-K=-43.5 Concentrated Loads (lb) Vert: D=-385.0 1=-220.0 ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902H1 !ss I Tn icc Tv- --- � Ir- k-Iry Centex-Orlando/2509-A/jsk/3-31-3 Lr--iy 1 53906902 H2 HIP ":�`"L�""''`.�:'..°.,,�..`,ob Job Reference Universal Forest Products,lnc., E3urlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:56 2003 Page 1 1-0- 5-8-14 9-0-0 16-0-9 22-11-7 30-0-0 36-0-0 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 = 5x8 = 2z3 11 5x7 = 5.00 12 D E F G 2x3 C w1 w1 w1 5x5 3 H I'l B w oA 1 3x7 = O N M L K J I 3x6 = 3x8 = 3x6 = 3x8 = 5x6 = 20 II 3x8 = 9-1-12 1 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 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) -0.49 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/defl = 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) - First Load Case Only TOP CHORD A-B=22, B-C=-3061, C-D=-2820, D-E= 3380, E-F=-3173, F-G= 3173, G-H=-2151, H-1=-1361 BOT CHORD B-0=2764, N-0=2587, M-N=2587, L-M=3391, K-L=1916, J-K=1916, 1-J=180 WEBS D-0=309, G-J=-271, E-M=-304, F-L=-409, C-O=-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.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 423 lb uplift at joint B and 395 lb uplift at joint 1. 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 --- ��� IIuz.� IyNc uty. Hly o/2509-Arsk/3-31-3 �53906902 H3 RO.OF-TRUSS 1 1 =(Mtionall Universal Forest Products, Inc., 6'urlington, 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. 5x6 = 2x3 II 5x6 = D E F 5.00 F12 2x3 2x3 C C3 W2 W2 3 4 W v 8 H oA ig 3x7 = M L K J I 3x7 = 3x6 = 3x8 = 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:0-3-0,0-2-4 , F:0-3-0,0-2-4 LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.22 K >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.43 K-M >999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/deft = 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, B=1498/0-3-8 • Max Horz B=131(load case 4) Max UpliftH=-328(load case 3), B=-382(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A-13=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-M=-309, D-M=432, F-1=440, G-I=-315, E-K=-443, D-K=549, F-K=544 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 328 lb uplift at joint H and 382 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:53906902H3 JoD I russ Truss Type Qty Ply Centex Orlando/2509-Afjsk/3-31-3 53906902 H4 R.O-�^OWLF TRUSS "�`�� 1 1 w, Job Reference (optional Universal Forest Products, Inc.,'Hurlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:58 2003 Page 1 -ii-0-9 6-5-3 13-0-0 23-0-0 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. 5x6 = 5x6 = 2x3 11 D E F 5.00 12 2x3 O 20 C W 2 W 3 G m u6 4 w B H ;A Ia 6 3x7 = M L K J I 3x7 = 3x6 = 3x8 = 3x8 = 3x8 = 3x6 = 9-3-14 1 18-0-0 26-872 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/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.18 K >999 TL20 245/193 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 Horz 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-F= 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=5601 G-6-400, 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; 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 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 Tr" ss Truss Type Qty Ply ICentex-Orlando/2509-Afjsk/3-31-3 53906902 H5 ROOF,JrRUSS � ma � 'sus" a � Maw � 1 1 t- -* 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 08:30:58 2003 Page 1 -,1-0-9 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. 5.00 F12 5x6 = 5x6 = 5x8 y E F 5x8 D G 2x3 O 1 2x3 �i c W W2 W2 3 H is 1 � 4 yy �A B I o I< 0 3x7 = N M L K J 3x7 = 3x6 = 3x8 = 5x10 = 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:0-4-0,0-3-0 , 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 in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 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 WB 0.66 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 240 Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. WEBS 2 X 4 SYP No.3 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 Load Case Only TOP CHORD A-B=22, B-C=-3063, C-D=-2770, D-E=-1983, F-G=-1983, G-H=-2778, H-1=-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/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. 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 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:53906902H5 Iluaa truss type Qty Ply Centex-Orlando/2509-Afjsk/3-31-3 �53906902 H6 ROOF TRUSS 1 1 . I Job Reference (optional) Universal Forest Products -Inc., Burlin ton, NC 27wy g 215 Jeff Kerr .5 000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:30:59 2003 Page 1 -1-0-9 6-5-3 11-10-14 , 17-0-0 19-0-0 , 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 = 1:61 5.00 F12 5x6 = 5x6 = E F 5x8 5x8 D a 17 20O 1 2x3 ei c WW2 W2 3 H 4 w B A � Io 3x7 =. N M L K J 3x7 = 3x6 = 3x8 = 5x12 = 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:0-4-0,0-3-0 , 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 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 WB 0.75 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 240 Weight: 183 lb 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 WEBS 2 X 4 SYP No.3 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) BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C=-3057, C-D=-2773, D-E=-1947, F-G= 1947, G-H=-2780, H-6-3067, E-F= 1812 BOT CHORD B-N=2762, M-N=2278, L-M=2278, K-L=2281, J-K=2281, I-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 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 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 maybe 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 n Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF IDate Req:04/24/2003 Draw No:53906902H6 C�C-1 �Uty Fly en ex- r an o 09- Isk/3-31-3 9CS.a� A'.h.Atenat4i. 53906902 T7 ROOF TRUSS 1 1 Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr Job Reference (optional) 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 1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 , 5-5-10 6-5-3 Scale = 1:60. 5.00 12 5x6 - E 5x8 5x8 D F 2x3 O 2x3 C W W2 W2 3 G 4 w �A B H 0 Iy 0 3x7 = M L K J I 3x7 = 3x6 = 3x8 = 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:0-4-0,0-3-0 , F:0-4-0,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates.lncrease 1.25 TC 0.44 Vert(LL) 0.18 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 WB 0.80 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 240 Weight: 174 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1498/0-3-8, H=1427/Mechanical ` Max Horz B=195(load case 4) Max UpliftB=-444(load case 4), H=-374(load case 5) BRACING TOP CHORD Sheathed or 3-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. 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-6-355 NOTES (4-5) 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 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 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 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) 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:53906902T7 wu buss I russ.Type "" `" Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 T8 ROOF TRUSS 1 1 Universal Forest Products, Inc., Burlington, NC 27215, Jeff Kerr Job Reference o tional 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 i 18-0-0 24-1-2 29-6-13 36 0 0 $7 0 p 1-0-0 6-5-3 5-5-10 6-1-2 6-1-2 5-5-10 6-5-3 1-0-0 Scale =1:60. 5.00 12 5x6 = E 5x8 5x8 D F - 20 O 20- c W W2 W2 3 G 4 w A 6 H I o ty 0 3x7 = N M L K J 3x7 3x6 = 3x8 = 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:0-4-0,0-3-0 , F:0-4-0,0-3-0 LOADING (psf) SPACING 2-0-0FBCO. DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 Vert(LL) 0.18 L >999 TL20 245/193 TCDL 10.0 Lumber increase 1.25 Vert(TL) -0.38 L-N >999 BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 1st LC LL Min I/deft = 240 Weight: 176 lb LUMBER BRACING . TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD 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) Sheathed or 3-3-6 oc purlins. Rigid ceiling directly applied or 6-11-15 oc bracing. FORCES (lb) - First Load Case Only -FOP CHORD A-13=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-N=-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; 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 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 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:53906902T8 Job Truss Truss Type Qty Ply Centex-Orlando/2509 A/sk/3-31-3 53906902 H9 ROOF TRUSS 1 1 Job Reference o tional Universal Forest Products -,Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31.00 20 33 Page 1 1-0-p 6-5-3 11-10-14 1 17-0-0 , 19-0-0 , 24-1-2 29-6 13 36 0 0 a7 0 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 5x8 5x8 D G 2x3 �� 1 2x3 !i c W W2 W2 3 H n 4 w A 6 I 0 3x7 = O N M L K 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:04-0,0-3-0 , 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 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-0 >999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Worz(TL) 0.13 I n/a BCDL 10.0 Code FBC2001 (Matrix) 1st. LC LL Min I/deft = 240 Weight: 185 lb UMBER BRACING OP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-6 oc purlins. [BOTCHORD 2 X 4 SYP No.2 BOTCHORD Rigid ceiling directly applied or 7-1-9 oc bracing. EBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1497/0-3-8, 1=1497/0-3-8 Max Horz B=-178(load case 5) Max UpliftB=-434(load case 4), 6-434(load case 5) FORCES (lb) - First Load Case Only TGP CHORDA-B=22, B-C=-3054, C-D=-2770, D-E=-1944, F-G=-1944, G-H=-2770, H-1=-3054, I-J=22, E-F=-1809 BOT CHORD B-0=2759, N-0=2275, M-N=2275, L-M=2275, K-L=2275, I-K=2759 WEBS C-O=-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 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:53906902H9 Job Truss Truss Type Qty Ply Centex-Orlando/2509 Msk/3-31-3 53906902 H10 ROOF,TftUaSS --m Job Reference (optional) Universal Forest Products, Inc., -Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 Mi I ek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 1-0 Q 6-5-3 11-10-14 15-0-0 21-0-0 24-1-2 29 6 13 1 36 0 0 37 0 p 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 12 5x6 = 5x6 = 5x8 E F 5x8 D G 20 �� 1 2x3 Xi c W W2 W2 3 H ro 4 w .-A 8 J o [v 0 3x7 = O N M - L K 3x7 = 3x6 = 3x8 = 500 = 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 0-3-0 , 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 in (loc) I/defl 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-0 >999 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.13 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 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 B=-159(load case 5) Max UpliftB=-413(load case 4), 1=-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-1=-3060, I-J=22, E-F=-2018 BOT CHORD B-0=2766, N-0=2262, M-N=2262, L-M=2262, K-L=2262, I-K=2766 WEBS C-O=-3711 D-0=496, 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; 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 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 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 I 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-A/jsk/3-31-3 53906902 H11 ROOF TRUSS w Wax )�v Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Job Reference o tional 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:01 2003 Page 1 1-0- 6-5-3 13-0-0 23-0-0 29-8-13 36-0-0 7-0- 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 = 2x3 11 5x6 = D E F 5.00 12 2x3 J 2x3 i c w 2 W 3 G _ m 4 Lo W A B H o l Ia 3x7 = N M LK J 3xZ = o 3x6 = 3x8 = 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:0-3-0,0-2-4 , F:0-3-0,0-2-4 LOADING (psf) TCLL SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.40 BC Vert(LL) 0.18 L >999 TL20 245/193' ` BCLL 0.0 Rep Stress Incr YES 0.70 WB 0.18 Vert(TL) -0.39 L-N >999 Horz(TL) 0.13 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 240 Weight: 173 Ib 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=1497/073-8, 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) - First Load Case Only TOP CHORD A-B=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=217,1, J-K=2171, H-J=2775 WEBS C-N=-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 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:53906902H11 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Afsk/3 31 3 53906902 H12 ROOF TR��y SS `ayrvrv,vlr fi�Mu `t,.� =i, 1 1 Universal Forest Products,Inc.,, Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:02 2003 Page 1 1-0- 6-5-3 11-0-0 25-0-0 29-6-13 36-0-0 7-0_ 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0-0 Scale a 1:61. 5x6 = 24 11 5x6 = D 5.00 12 E F 2c3 J 2x3 C W2 G w2 3 4 w a ;A 8 H o I [q 0 3x7 = N M L K J 3x7 = 3x6 = 3x8 = 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:0-3-0,0-2-4 , 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 0.43 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) 1st LC LL Min I/defl = 240 Weight: 169 Ib 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 UpliftB=-382(load case 2), H=-382(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-13=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; 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 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 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:53906902H12 Job Truss Truss Type City Ply Centex-Orlando/2509-Afjsk/3-31-3 53906902 H13 HIPS Z 1 1 50 Universal Forest Products, Inc.,. ob Reference o tional ,Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:02 2003 Page 1 -1-0- 5-9-1 9-0-0 15-0-0 21-0-0 27-0-0 30-2-15 36-0-0 7-0- 100 5-9-1 3215 600 600 600 3215 591 100 Scale = 1:61. 5x6 = 3x6 = 5x8 = 5x6 = 5.00 12 D E F G 2x3 c 2x3 i W1 2 w Fi W1 4 W B v A o I J r 14 3x7 = O N 6 M L K 3x7 = 3x8 = 3x10 M1118H= 3x6 = 3x10 M1118H=- 3x8 — 9-1-12 1 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) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in (loc) I/defl PLATES GRIP TCDL ' 10.0 Lumber Increase 1.25 TC 0.36 BC 0.80 Vert(LL) 0.28 M >999 Vert(TL) -0.52 K-M >826 TL20 245/193 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/deft = 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 UpliftB=-413(load case 2), 1=-413(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A-13=22, B-C=-3067, C-D=-2813, D-E=-2592, E-F=-3350, F-G=-2592, G-H=-2813, H-l= 3067, I-J=22 BOT CHORD B-0=2771, N-0=3284, M-N=3284, L-M=3284, K-L=3284, I-K=2771 WEBS D-0=788, G-K=7881 C-O=-252, H-K=-252, E-0=-825, E-M=106, F-M=106, F-K=-825 NOTES (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 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) 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. 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. -OAD 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:53906902H13 Job Truss Truss Type Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 53906902 H14 1 1 — Anh Reference (ptional) Universal Forest Products, Inc., ,Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc.oWed Apr 23 08:31:03 2003 Page 1 1-0- 4-6-5 7-0-0 12-6-14 18-0-0 23-5-2 29-0-0 31-5-11 36-010 7-0- 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 = 20 11 5x8 = 5x6 = 700 = 5.00 F12 0 E F G H 2x3 � C 2x3 J W1 \ w1 w1 W1 3 w m B M K CIAR1 0 L Iq 0 5x10 = O P O N M 5x10 = 5x6 = 5x6 = WO M1118H= 5x6 = 5x6 = 7-1-12 12-6-14 18-0-0 1 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,Ed e , D:0-3-12,0-4-0 , 1:0-3-12,0-4-0 , K:0-2-7,Ed e , 0:0-5-0,0-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defy 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) 1 st LC LL Min I/deft = 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 W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 REACTIONS (lb/size) K=3079/0-3-10 (input: 0-3-8), B=3079/0-3-10 (input: 0-3-8) Max Horz B=-86(load case 5) . Max UpliftK=-1129(load case 3), B=-1076(load case 3) FORCES .(Ib) - 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, K-M=6456 WEBS D-Q=2901 I-M=290, C-Q=34, D-P=3247, E-P=-1253, E-0=1001, F-O=-687, H-O=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; 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 leftand 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) 385.01b down and 310.81b up at 29-0-0, and 385.Olb down and 310.81b 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 (plf) Vert: A-D=-60.0, D-1=-130.6, I-L=-60.0, B-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-Afjsk/3-31-3 53906902 HJ7 ENDJACK TRUSS "f 1 k Job Reference o tionaI Universal Forest Products,lnc., l urlington, NC 21215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:03 2003 Page 1 1 6 8 5-8-3 9-10-1 1-6-8 5-8-3 4-1-13 Scale = 1:18. 0 3.54 F12 3x4 c T1 W2 W1 B B1 77riri 3x4 = G F E 2x3 11 2x3 C 5-8-3 9-9-4 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 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.37 BC Vert(LL) 0.03 F-G >999 TL20 245/193 BCLL 0.0 Rep Stress Incr NO 0.40 WB 0.26 Vert(TL) -0.06 F-G >999 Horz(TL) 0.01 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC LL Min I/defl = 240 Weight: 40 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 REACTIONS '(lb/size) B=435/0-3-8, 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 Load Case Only TOP CHORD A-13=24, B-C=-858, C-D=46 BOT CHORD B-G=800, F-G=800, E-F=0 VI(EBS C-G=169, C-F=-877 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 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/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 (plf) Vert: A-B=-60.0 Trapezoidal Loads (plf) Vert: B=0.0-to-E=-49.5, B=-2.2-to-D=-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 Job Truss Truss 53906902 1EJ7 1-0-0 b. 3x4 = Qty Ply 25 1 Kerr 5.000 s Feb 20 7-0-0 Job )9-A/jsk/3-31-3 onal Do Apr 23 08:31:03 2003 Page 1 Scale - 1:15. 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 WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/dell = 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP Not 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 Horz B=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=0 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 ANSIfTPI 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:53906902EJ7 Job Truss Truss Type Qty Ply Centex Orlando/2509-A/jsk/3-31-3 53906902 H18 FLATTOPdACK Job ce Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5 000 s Feb 20 2003 MiTek I ds t ies,lInc.cWed Apr 23 08:43:25 2003 Page 1 i -1-0-0 5 10 8 1-0-0 7-0-0 5-10-8 1-1-8 5x4 = Scale = 1:15. 20 II 2x3 11 2x3 11 3x4 = 6-0-4 6-11-4 7- -0 6-0-4 0-11-0 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 0.41 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/defl = 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-B=22, B-C=-84, C-D=-2, D-E=0, D-G=592 BOT CHORD B-H=25, G-H=O, F-13=0 VEBS C-H=-419 NOTES (4) 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 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 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 I 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 Truss Type Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 f F:;LATTOPJACK F:17 .,,� _.. Job Reference o tsal Forest Products, Inc„ Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:04 2003 Page 1 -1-0-0 3-10-8 7-0-0 1-0-0 3-10-8 3-.1-8 Scale = 1:13. 5x4 = C D 2x3 11 E T2 5.00 F12 w1 w1 T1 8 B1 H2x3 11 (I F G2x3 3x4 = 4-0-4 6-11-4 7 -0 4-0-4 2-11-0 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 0.27 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) 1st 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 UpliftB=-149(load case 4), F=-83(load case 1), E=-75(load case 3) Max GravB=346(load case 1), F=9(load case 4), E=348(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C=-71, C-D=O, D-E=0, D-G=297 POT CHORD B-H=20, G-H=O, F-13=0 WEBS C-H=-226 NOTES (4) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category ll; 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 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:53906902H19 lob Truss russ Type. ✓_ 53906902 G17 H PIPIUniversal 771 7qjjCentex-Oriando/2509-Afjsk/3-31-3 Forest Products,lnc., Burlington, NC 27215, Jeff Kerr ob Reference o tional 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 8-7-15 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: 3/8". 5.00 12 5x8 = 3x8 = 3x8 = 2x3 II 3x8 = 3x8 - 5x8 = 8 C D E3x8 = ,F G H ALi dj B1 I q ]a 5x6 = 0 F O P S O N T M L K 3x6 II 5x6 = 7x6 = 5x6 = 5x12 — 7x6 = 5x6 — 3x6 II 5x6 = 2-7-12 4-7-13 6-7-14 8-7-15 10-8-1 1 12-4-0 1 -8 2 14-8-3 16-8-4 16 -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 Plate Offsets (X,Y):[A:0-3-6,0-0-01,[8:0-5-12,0-2-81,[C:0-3-8,0-1-81,[D:0-3-8,0-1-81,[E:0-3-8,0-1-81,[G:0-3-8,0-1-8],[H:0-3-8,0-1-8],[1:0-6-0,0-2-8],[J:0-3-6,0-0-0],[M:0-3-0 0-3-12 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defl PLATES GRIP TCDL 10.0 Lumber Increase 1.25 0.78 BC 0.92 Vert(LL) 0.54 N-0 >420 Vert(TL) -0.85 N-O >270 TL20 245/193 BCLL 0.0 Rep Stresslncr YES WB 0.62 Horz(TL) 0.07 J n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 240 Weight: 454 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 4-1-9 oc purlins. T2 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 8 SYP SS WEBS 2 X 4 SYP No.2 ,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 (Ib) - First Load Case Only TOP CHORD A-B=-17555, B-C=-26432, C-D=-33583, D-E=-37439, E-F=-36512, F-G=-36512; G-H=-34015, H-1=-24179, IJ=-14664 BOT CHORD A-R=16310, 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) 65.01b down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and 1057.01b 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 Coinmon(.162"x&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 a-307) with washers at 2-0-0 on center. Special hanger(s) or connection(s) required to support concentrated load(s) 65.01b down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and 1057.01b 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. 4) Unbalanced roof live loads have been considered for this design. 5) 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. 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. 3) This truss design allows for the following max. bolt holes along the member c/Iines spaced a min. of 0-6-0 apart: 0.500in in the top chord, 0.500in in the bottom chord. 3) Special hanger(s) or connection(s) required to support concentrated load(s) 65.01b down and 22.31b up at 16-10-0 on top chord, and 3075.01b down and 1057.01b 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 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. .OAD CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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=720.0 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 F-. m.. _. Job Truss Truss Type Qty Ply Centex-Orlando/2509-Allsk/3-31-3 53906902 HJ2 JACK 1 1 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 08:31:05 20 33 Page 1 150 3-5-11 1-5-0 3-5-11 C Scale = 3.54 12 - B T1 B1 A 3x4 = D 3-5-11 3-5-11 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/dell = 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), B=-173(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C=-17 BOT CHORD B-D=0 1VOTES (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 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 (plf) Vert: A-B=-60.0 Trapezoidal Loads (plf) Vert: B=-2.4-to-C=-55.7, B=0.0-to-D=-18.6 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.B RF Date Req:04/24/2003 Draw No:53906902HJ2 53906902 IEJ2 5 li -3 >s Type �F TRUS NC 2721 s ce (optional) Inc. Wed Apr 23 5 2003 Page 1 Scale = 1:7. i 2-5-4 0-0-1 2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES �245/19�3 TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a TL20 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) 1 st LC LL Min I/deft = 240 Weight: 10 Ib 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, D=23/Mechanical Max Horz B=62(load case 5) Max UpliftC=-54(load case 5), 6=-87(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=22, B-C=16 BOT CHORD B-D=0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category Il; 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 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 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 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.6 RF Date Req:04/24/2003 Draw No:53906902EJ2 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Ajsk/3-31-3 53906902 G15 MONOTRUS;;>-� 1 1 Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Job Reference o tional 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:05 2003 Page 1 2-6-0 2x3 II 2-6-0 Scale = 1:7. 5.00 12 a. T1 A B1 5x6 = D c 2-0-0 2-6-0 2-0-0 0-6-0 Plate Offsets X,Y : A:0-3-0,0-2-12 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) 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 Min I/defl = 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 Horz 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-13=21, B-C=-66 BOT CHORD A-D=O, C-D=0 NOTES (4-5) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category Il; exposure B; enclosed; MWFIRS 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 Ib 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 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. �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 Job Job Truss Truss 53906902 HJ3 JACK Universal Forest Products,lnp., Burlington, N 1-5-0 B 3A = 12 Kerr 5.000 s Feb 20 200; 3.54 12 T1 4-2-3 B1 23 08:31 Page 1 I C Scale = 9. L7 4-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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) 1 st LC LL Min I/deft = 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-B=22, B-C=-19 BOT CHORD B-D=0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category Il; 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 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 4) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60.0 Trapezoidal Loads (plf) Vert: B=-2.3-to-C=-63.6, 8=0.0-to-D=-21.2 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906902 Contractor/Job: 2509 EL.6 RF Date Req:04/24/2003 Draw No:53906902HJ3 53906902 1 E13 Universal Forest Prod :1—R ss Type Qty Ply Centex-Orlando/2509-A/jsk/3-31-3 OF TRUSS 2 1 Job Reference o tional InG., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Apr 23 08:31:06 )03 Page 1 Scale: 1.5"=1' Z-11-4 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES�2�45/1 TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a TL20 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 BCD,L 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl = 240 Weight: 11 Ib 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, B=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=22, B-C=22 BOT CHORD B-D=O NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category Il; 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 upliftat 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 russ I Truss Tvoe sty ny %-.eniex-vnanoo/zb09-A/jsk/3-31-3 53906902 HiG HIP I I 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 08:31:06 2003 Page 1 3-0-0 4-0-0 7-0-0 3-0-0 1-0-0 3-0-0 Scale 5x4 = 5x4 = B C 5.00 F12 T2 wi wi T1 T1 A D B1 1;6 2x3 11 2x3 11 F E 3x4 = 3x4 = 3-1-12 3-10-4 7-0-0 3-1-12 0-8-8 3-1-12 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/defl PLATES GRIP TCDL 10.0 Lumber Increase 1.25 0.07 BC 0.15 Vert(LL) 0.01 F >999 Vert(TL) -0.01 D-E >999 TL20 248/193 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 TOPCHORD 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 . REACTIONS (lb/size) A=331/0-3-8, D=331/Mechanical Max HorZA=-29(load case 5) Max UpliftA=-98(load case 4), D=-98(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B=-572, B-C=-497, C-D— 572 BOT CHORD A-F=491, 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; 1 I Omph; 11=2511; 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 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) 45.01b down and 36.31b up at 4-0-0, and 45.01b 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/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. 3) 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. _OAD 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 F53906902' ob Truss �CJ5 Truss Ty" . Qty 7PlyCeROOFTRUSS 6 Jot Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek In Reference ustries, Inc. -3 31:07 2003 Pagel 3x4 = 4-10-15 4-10-15 4-11 11 0-0-12 LOADING (psf) SPACING 2-0-0FBC DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.250.27 Vert(LL) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.250.10 Vert(TL) -0.05 A >263 BCLL 0.0 Rep Stress Incr YES0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 x) 1st LC LL Min Well = 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-13=22, B-C=42 BOT CHORD B-D=O NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; 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. 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 53906902' ICJ3 6 li Truss Type ROOF ton, NC 27215, Jeff Kerr s Feb 08:31:07 U4 _ 2-10-15 2-11,11 003 Pagel Scale = 1:7. LOADING (psf) SPACING 2-0 0 CS' DEFL in (loc) I/dell 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) 1st LC LL Min l/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 (lb/size) C=69/Mechanical, 6=194/0-3-8, D=28/Mechanical Max Horz 6=73(load case 5) Max UpliftC=-66(load case 5), B=-84(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-13=22, B-C=21 BOT CHORD B-D=0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category ll; 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. hOAD 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 r _� .._Job . _ _—®Truss Tss Type Qt 53906902 CJ1 OFTRl4SS yr „ate 12 A I I I Job Reference (optional) I �c., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Wed Aor 23 0-10-15 0-1141 0-10-15 0-0-12 3 :31:07 2003 Page 1 Scale =1:4. I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 ILL 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-13=21, B-C=-26, C=D=-4 BOT CHORD B-E=0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category ll; 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 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 i 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 VANGUARD/ FOX & JACOB qjq�� Fiiii Otill, jillll I. DO NOT SCALE THESE DRAWINGS: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BEGINNING WORK. 2. ON'=51TE VERIFICATION 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 QUESTIONS PERTAINING TO THE DRANINC75 AND/OR SPECIFICATIONS. B. 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 CODES, ORDINANCES, LAWS, REGULATIONS AND RESTRICTIVE COVENANTS GOVERNING THE SITE OF WORK. 4. ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND PERFORM ALL WORK NECE55ARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE OF WORK. S. ALL 54"X22" AND B6"X24" PLANS ARE DRAWN TO SCALE 1/4" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/5" = 1'-0"_ ALL I-1XII PLANS ARE DRAWN TO THE SCALE 1/5" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/16" = 1'-0". ENGINEERED BY: ANGARD & ®x &JACOBS HOMES B Y ¢ E N T E X DESIGN PARAMETERS BASIC WIND SPEED = 90 M.P.1-1. (FASTEST MILE) 110 M.P.H. (3 SECOND GUST) WIND IMPORTANCE FACTOR = I D WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT t 0>IS (INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = -22 --IS PSF - ROOFS 42(D , -2D PSF -30 PSF AT OVERHANGS) ORLANDO DIVISION KVIRRICANE- ENGINEERING (407) 774-9003 FAX: (407) 774-8477 P.O. 80X 161613 ALTAMONTE SPRINGS. FL 32716 THOMAS J. ANDERSON PE/. 47819 :' M WAR 61flualw'] 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 DIAG. A5 - LINTEL DIAGRAM & TABLES A6 FLOOR & ROOF TRUSS LAYOUTS N( OTE: SHEET A6-A.1- W GABLE DETAILS) A6.1 - STRAPPING SCHEDULE S1 - GENERAL NOTES & DETAILS S2 - CHIMNEY, STAIR, & REPAIR DETAILS S2.1 - STRUCTURAL STAIR DETAIL S3 - OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS V 6'�a ;1-I. (9 C� a ba L.L g rn P CV dedoned by.,ri d—by- d� design sheet C of- L_ c R-19 INSLU 1/2' DRYW/ DOUBLE 2X- TOP PLATE in" DRYWALL OVER Da FURRING OVER R-5 INSUL.— WINDOW UNIT- 3 - In" C W- SLAB W/FIBEId'TSN OVER OVER 6 MIL VAPOR BARRIER OVER TREATED. COMPACTED FILL — FIBERGLASS SH04GLE5 OVER 15• FELT OVER iA&, OSB OR V2' CDY. WOOD TRUSSES STRAPPED AS $HOWN ON TRAYS LAYOUT P.T. Dc2 OVER DOS CDR OVER 2X6 SUBFASCIA W/ CONT. ALL". TE VEND SOFFIT DBL 2X8 HEADER FOR 4'-6' MAX. OPENING, DBL 2XIO HEADER FOR V-9• MAX OPENING UN.O. -WINDOW UNIT -2X WOOD STUDS s 16" O.C. W/ RAI IN5UL. -1/8• STUCCO ON MTL LATH OVER 15• FELT OVER IA&- O.S.B. OR 1R" CDX _ 2X BOTTOM PLATE ON 3/4' T4G PLYWOOD 2X4 CONT. BAND BOARD FLOOR TRUSS STRAPPED AS SHOWN ON TRUSS LAYOUT 112' DRYWALL — LINTEL BLOCK WA • 5 BAR 2X P.T. BTM. PRECAST WIT" (1) • 5 PLATE W/ V2"XB" WHEN 6 FT OR GREATER AB. 32' O/C PRECAST CONC. SILL 3-1/2" CONC. SLAB W/FIBERMESW OVER MAS. FINISH OVER _ OVER 6 MIL VAPOR CMU BLOCK 111/`5 DOWELS BARRIER OVER TREATED, SHOWN LOCATIONS COMPACTED FILL ON FOUNDATION PLAN I' GRADE 3 • 5 BARS 20° WALL SECTION - FRAME OVER CMU TWO STORY FIBERGLASS SHINGLES OVER e. FELT OVER 1/16. OBB WOOD TRU55E5 STRAPPED AS SHOWN ON TRUSS LAYOUT P.T. DO OVER IX8 CDR OVER 112' 2X6 SUBFASCIA W/ CONT. DRYWAL -- ALUM. VENTED SOFFIT DOUBL DBL. IX8 HEADER 2X - TOP PLAT UNLESS 80THEMISE NOTED ON PLAN WINDOW UNIT 2X WOOD STUDS s 16" O.G. 1/8' STUCCO ON MTL. LATH FIBERGLASS SHINGLE$ OVER "FELT OVER 1/16' O.SB. OR 1F21 CDX WOOD TRUSSES $TRAPPED AS SHOWN ON TRUSS LAYOUT DQ P.T. OVER DOB CDR OVER 2X6 SUE3FASCIA W/ CONT. ALUI-L VENTED $GFFIT D15L. 2XB HEADER FOR 4'-6" MAX OPENING DBL. 2XIO HEADER FOR 5'-9" MAX OPENING UN.O. WINDOW UNIT 2X - WOOD STUDS • 16"O.C. W/ R-II INSUL. 1/8" STUCCO ON MTL. LATH.OVER 6• FELT OVER 7/16' OSOB. OR 1/2" CDX FLOOR TRUSS STRAPPED AS SHCWN ON TRUSS LAYOUT DBL. 2X - TOP PLATE DBL. 2X8 HEADER FOR 4'-6" MAX. OPENING, DBL. 2XIO HEADER FOR 5'-s- MAX. OPENING UN.O. WINDOW UNIT 2x - WOOD STUDS s 16"O.C. W/ R-11 INSUL. 20' 3 • 5 BAR$ UVC WALL SECTION - FRAME TWO STORY 3\- CONC. SLAB W/FIBERMESH OVER 6 MIL VAPOR BARRIER OVER TREATED COMPACTED FILL CMU n I I . i GRADE 3 / 5 BARS 'o. G MONOLITHIC SLAB - CMU TWO STORY 8.8 LINTEL FILLED 4W (U•5 CONE I 1 1 VERTICAL REBAR SEE PLAN SINGLE COURSE LINTEL 3 4=I-O- 3\• CONCSLAB %IBERMESH OVER 6 IL VAPOR BARRIER OVER TREATED COMPACTED FILL 1 / 5 REBAR CONT. n GRADE X THICKENED SLAB NON BEARING ® ENTRY - CONC. PATIOS OVER J FELT l/I3 1//2" CONC. SLAB WM/F7BERMESH ,, 4 OVER 6' OVER 6 MIL VAPOR WRIER 2X BOTTOM PLATE OVER TREATED ON 3/4" TsG PI-ATE COMPACTED FILL NON LOAD BRG. WALL 1 1 5 REBAR CONT. AIL 2X4 CONT. BAND BOARD - VARIES 3 1/2" CONC. SLA FLOOR TRUSS STRAPPED AS OVER/FI6 M L W SHOWN ON TRU65'LAYOUT OVER 6 MIL VAPOR BARRIER ' 2 OVER TREATED H V2" DRYWALL y LINTEL BLOCK COMPACTED FILL OVER IX2 WA • 5 BAR - CONT. REB0.R _ 'I 10" 10• \ FURRING OVER LINTEL SCREEN INSULATION ,.1 6- 3/,• cmNc. SLAB DEPRESSED SLAB W/ FIBERHEsH AA BEARING® GARAGE Z DEPRESSED SLAB OVER 6 MIL W TWO STORY NON BEARING @ GARAGE VAPOR BARRIER C II MASONRY FINISH OVER TER'IITE- TREATED. WELL N OVER CMU BLOCK 3\' CONC. SLAB W/mERMESH 25" COMPACTED FILL 9 II CM BLOCK 5 OVER 6 MIL VAPOR BARRIER MIN. LAP 01 LOCATION5 ON OVER TREATED COMPACTED FILL r I FOUNDATION PLAN N CORNER BAR W/ STD- HOOK- 5 BAR I. GRADE / S HORIZ. BAR .I • = z I CMU CONC. FILLED 3 • 5 EARS Z0' 70 110 3 f 5 REBAR TOP COURSE WA•5 CHAIR BLOCK - (W-D� WALL SECTION-® FILLED CELL -TWO STORY THICKENED SLAB L BR LINTEL BEAM REINFORCING STEM WALL - SINGLE LINTEL BB BEARING W WALL CHAIR BLOCK UNDER FRAME TWO STORY FOUNDATION DETAILS & WALL SECTIONS — MONOLITHIC SCALE: 1/4" _ ;-O• HB — — — M-3� —. —I --------------- I i. O CON-. PA l + D. b'8'16'0'> 4' CO A.PATIO fswvt (DELETE a✓ POO DECK) VARIES i PATIO FLR �, I S PRF/.' at sr..a -70 -fl- F- 4 A FOUNDATION SLAB NOTE 3 1/2" GONG. 51-AB V4/FIBER?-g 5H OVER 6 MIL VAPOR BARRIEF ON CLEAN, YIELL COMPACTED TE ITE- RE5ISTANT TREATED FILL OR "RECRUIT 2" SYSTEM (TYP) L --_ To i FLR k0l)?RICANE ENGINEERING (407) 774-9003 FAX: (407) 774-8477 P.O. BOX 161613 ALTAMONTE SPRINGS, FL 32716 THOMAS J. ANDERSON PE/ 47819 tl1 11 III ■ III1 0 AC 04ASE—I'12 :9 I0'00" LOAD BW,-FTG. pr AG b�Y J VAR E5 f GARAGE FLR HB 3/4' RECESS AT GARAGE DOOR MAXIMUM SPACING OF FILLED CELLS t1NGROUTED CELLS THAT CAN RESIST A 100 MP.H. LOAD DESIGN WALL PRESSURE T = 22 PSF MAXIM. "I ALLOWABLE TENSION ON HOLLOW CORE WITS IS 25 P.S.I. - AF-J. 531 TABLE 10.1 SECTION PROPERTIES 8' PARTIALLY GROUTED WALL = 95.43- 41ASONARY STRUCTURES AL.I) M = w1'1 /8, 5 = W'L•LX121 8XT = .43 , 1 = .4 FT. USE B'-O' HORIZ-SPACING - 9'-4' EILING (FS = 1.31 USE 6'-0' HORIZ. SPACING - IN'-0' 12'$' 1- LING MAX. L15E 6'-0" HORIZ. SPACING - 1 ' CEIL a ADD LINTEL W/ W a5 THIS STRUCTURE HAS BEEN DESIEoNEMM v! J U �'- Z �HZZO —J=_O/w OQ-(n ZoQJ :E�Z< 0LL 0 LJL �aY aE �ese �6= Q its m Lo fig N $adz raVsions; aaw aa.ey of-ao:a oa-oe� deswmd by. ni drawn by. dnw, design dledced 67F aww data: 01-22-01 sheet Al Of, ANCHORAGE TAPCON: BLOCK TO ExT. FRAME SHEAR STRENGTH )K CONNECTION (TYP. SPACING) TAPCON: 3/16" 0 12" 0 EXP. BOLT: 1/2" ® 48" 0. SHEAR STRENGTH ANCHOR LIGHTWEIGHT FANCHOR EMBEDMENT HOLLOW BLOCK 6" 1-1/2" 846 LBS. " 1-1 2' 1Q75 LBS. J-BOLT: 1/2" 048" O•C)K TEST REPORT # 150-20068/ PROFESSIONAL SERVICE INDUSTRIES,`INC.SEE MFG. SPECS. FOR BIT SIZES & TECHNICAL INFORMATION I EXPANSION BOLTS: RAWLS PRODUCT LOCATION EMBED DIA. .MIN. EDGE ALLOWABLE ALLOWABLE DEPTH DISTANCE PULLOUT SHEAR RAWL—BOLT GROUTED MASONRY 25 1/2" 1.5 761 LBS- 1765 LBS. RAWL—BOLT CONCRETE 3" 1/2" 2.5" 1831 LBS- 2537 LBS. DETAIL DENOTES. PIPE PASSING THROUGH STEM WALL DETAIL DENOTES PIPE SLEEVE SHALL BE PASSING THROUGH FOOTING GROUTED SOLI 2 SIZES LARGER THAN AROUND PIPE PIPE PASSING THROUGH SLEEVE SHALL BE SLEEVE 2 SIZES LARGER THAN PIPE PASSING THROUGH Y >, THICKENED i SLAB UNDER SEE FOUNDATION PLAN FOR REBAR QUANTITY 05 REBAR WITHIN FOOTING W L CONGRETE FOOTER W/ 25" MIN_ SPLICE OVERLAP (SEEFOUNDATION PLAN br-ro drby- a�.a ny ate: 01-M-0� A 2001�t A1.1 Of- l SH-25 SH-25 (+22/ -24) (+22/ -24) EGRESS 1i EGRESS - -°-s -=- Ir6 ---t—U-.-I -= Ij1i1,'1 FLAT LA cA�ErFILR o° BEDRM °3 BEDRM $2 31-_9 V l- BRAT CL& i1_ 8'FLAT CL& ,, FLR '`--- — Ido 00, CARPET RR g• CARPEr 7666 - cu I-R I b 1 76-"2 -� '- • OPT.v ILAV 6080 &- D 7668 1668 Ib $ I-Rls 7610 AIC I��I W FIAT Q K LS �7 •. yA BATH ' VWL Ft 68 O'FLAT 7668 7668 71S / FCLALFZ VRITL nR 4'-51/2" OUTWALL '70 SucuER - OPLv - OW WALL 4' 70 " FOR TUB I RAIN Ir-11 fQ, lU6 DRAM I-R 15 60000I O� NOTE: AIR HANDLER TO HAVE MIN -Or- 4" CLEARANCE ON 0 9 0 -'-� ___ _-- ALL SIDES AND ENCLOSURE `1 SPACE SHALL BE I"UN_ 12" WIDER 7HAN APPLIANCE CLOSET e DOOR w/ OPT. BED ;ZOOM ° MASTER BEDRM GA 0' & C V FLAT CLG- CAR'ET FLR 15`-3-IQ" Y-2• 20'-4 1R" EGRESS 4.4 6v m4 6o.ca. SH-25 IX6 69: COL. 5H-25 SH-25 " DBL-25 (+22/-24) - _ EGRESS - - PARTIAL FRONT EL��,j ATION "B' s MASTER BEE) I i vATiON ENTRYWAY WDW. SEAT !7)"STP R>R IV I DBL-25 In•ose FtlTal PLATE _===A 7498Gu lVX SEAT _ 3040 F.G. • _ (ELEV. B ONLY) (+22/ -29) A F-, 1 A I -I._ -1 r-I -N --,r"-T r-)l A , I IIrn II _do/ SCA , •= 1.-0. - 2 SCALE = 1q^= 1'_0' / 1 NOTE:��f ENGINEERING EXTERIOR,WALLS WERE VERIFIED . - nn (+ol) .-6+ SUFFICIENT FOR SHEAR LOADS ALL STRUCTURAL U1OOD HEADERS To eE DouBLE r x ID" uNLEss 4_fA (+67) n6 P.Q 161613 Al TA110ME,5PFW4M. R 327$6 NOTE: ALL INTERIOR WALLS TO BE 3 112" UNLESS OTHERWISE NOTED. NOTE: ELEVATION 'A" SHOIM, NOTED OTHEIaU15E NOTE SEE FOUNDATION PLAN FOR FILLED CELL LOCATION. T11oMAS A 6NpE,LWN PE/ ♦nlg LEGEND $ -0, AFF. '' WALL (B y _14� _ p FN _ FW- m tn N J HEIEHT= 9'-4" I -EN HT: II'-8" RISERS: 15 @ l 1/2" EACH TREADS: 14 @ 10" EACH r------ -----i i OPT. 0'0 CONC. PAT { 1 i I ST 6'8X6'0 - PATI 1 SH-23 { I ( LETE w! i { H - - S25 SH-25. (+22/ -24) { I 022/ -24) (+22/ -24 I = KITC14EN NOOK r�== ----„ (0�. HATVWL ( i v n�BCm x W6LL� FAMILY RM .0 O'FLAT Cam LAPPET FLR ' v8w. 'pr, i SWELVm -1REM- ---- r 1 rSTACK It 1866 1 F �' ; � 9 N OPT. iKET'L (BEE ELEx -_ 1 IE.ARIFI iF68 dEETl LAUNDRY -'i p 78667 BR&WALL - 8' FLAT Cv. { s I, vmtRR 1 1 0 _• 1868 ITBL- / (r _- II Y C BFx. WALL 3'O'xb'-8.Omw. C"A5E FOR DINING RM ac r I F LINE V FLAT Mr. 1i ` CARPET FLR ,1 B,_Imv 2i_7v 1 - 11 3'-2 - 2-CAR GARAGE _ = WFIAT CLG CONIC RR D" PrP STOP UQ I—BP�,. WALL -a+ --------------------------------- ... - BR, WALLIL r-------- ' LIVING RM It_ a - 1 1 i 8' FLAT CL& 1 CARPET FLR 1 8 ; 16' X 1' D.H.D.-(+19/ -23) ANELit PR£CAS 1 LHFEL 0 (I/ s ITT. DBL-25 (+21/ -28) II H rr - 11 BEDRM. #4/ I1 HALL/STAIR WELL GAME RM.. II Il II I1 --------------- ---------------- GUT DOWN 2x12 TREAD ENTRY =• I. NOSING PWDR. 2M. IX6 BACK 2x12 - STRING ER lst FLOOR ELAN o g to SCALE = 1j4'= 1'-0" N fit sipp E 3 50- FT. CALCULATIONS =Ea ug MANTEL I4° 4" TILE I5t FLOOR I062 111 2nd FLOOR 1441 . � 6ra"nCy $ = TOTAL LIVING -AREA 2509 LANAI 0 ENTRY 151 desWned by- N OTHER 0 ># b'`°" GARAGE \ 421 0TOTAL ed by. r� oT-22-0T 8N F I f;RE f L. ELEV. AREA UNDER ROOF 2951 sheet: "• m � � PATIO : 40 �R `c. 250q STAIR RUN DETAIL '' TOTAL AREA 2991. IP r12 . ® NOTE: SEE STAIR DETAIL IN 5TRUGTWZAL SFEET5 FOR ADDITIONAL GONSTRUOTION INFORMATION _ -- - Of? - LEFT SIDE ELE ■ SCALE = ra'= 1'-0" V-& FINISH FLOOR COMP. SHINGLES ROOF —Q PfiCH } 5 I �� SILL Y11 -file' (] t KI p O1E TOP OF CHCHEY AT ABOVE NUEST PONT L f! PASSES T4WAST 2' W-4m TAMNY PART OF TF7E ROOF ORWI1HM m' HORIZONTALLY.< ' I I ul W.0 O (L ti ------------ ------ - scoRE� MM STUCCO W - ---------- TEXTURED Z . MASONRY O FINISH - - W FRONT ELEVATION 'P' 5CIUZ V4'4-a' W - X .ROOF F1TCH 12 - e 5 O I I TI ¢3,•--------- ---- 1--1------- -- ? s TR15.5BEARIW____________________________ Y________ ______ ___________________ ____ram_________________ ___ OPT MBAT a.� tWSSBEAPoNG 13 I__________________ $�® Y1R1>;iS BEARING_________________ TEXTURED g MA -� 3 f FMISV7� _______________________________________________ FINISH FLOOR ___ .. ©tom ©©��©© RPAR ELEVATION SCALE - I% 1'-0' a FMfSN GRADE s. fRl6HT SIDE ELEV. a SCALE a 10¢ 0) Q a $ Lo ENG��/Efi NG �—m� I gym• dr by*dmw design fJ•mk d by: aww data; 01-M-01 22 004 sit A3-B Of CEdN3 FAN FREWBWVOPTJ !i CEIUM3.FAN F7:E WVOPTI !; -� 11 , - 30 115 wx6 1 C3'"--�\, 6L STRIP 1 0 YA41TY -P ;�- \ I E.X 4' ; -- - -- --- ---- I 864 CFn \ 10Xb 95 �--c] CFn t0 DOUNSTAIRS - 'c I 235 LOSET d DOORceaNG FAN (srol h t 4Cnnnl1M AA CEA.R FAN (STD) 2nd ELECTRIC SCALE = 1/4" = V-m" jll Ir����� KITCHEN A KITCHEN B KITCHEN C SCALE- a"•I'-0' SCALE- 1.'•I'0' SCALE /-6 LIGHT STRIP / 0 OPT. VANITY L�IrZ�)• I MC. Y � e TSB BATH D BATH E POUR ER W F SCALE- 14'=!'-0' SCALE- Iv =P-O' SCALE- 4�•�I'-0' INTERIOR ELEVATIONS 1/4'=1'-O- �10 ELECTRICAL LEGEND I MC. Y � e TSB BATH D BATH E POUR ER W F SCALE- 14'=!'-0' SCALE- Iv =P-O' SCALE- 4�•�I'-0' INTERIOR ELEVATIONS 1/4'=1'-O- �10 ELECTRICAL LEGEND DUPLEX REC ® EXtIAUST FAN —qp 230 VOLT REC. ® 51'M DE TOR r qp HATER PROOF REC. WM DETECTOR (WALL MOUNT) -q. GROUw FAULT REC. . , TELEV 5MI A % 5UTCWED FEC O Ak ctm Box LE ow—ect, FiOORESGENI FIX Q FLOOR OUTLET TRACK LtGMW, S OC34 �7 E' 3 WAY SWITCH �`(�FLOOD, LIGHT e• 4 WAY SWTCH -�- NUJID. CEILW3 FIX - POUER MITTION '¢ LIGHT'. - 3 e DOOR BELL h"REGE°SED -YRECESSED LIGM(VAPOR PROOF) C; ELV—FAN PREIUIRE 2' V.TR 1 IR' VTR LAY 1 V/• 3' WG CChb. CHV TUB I V2 2' 3" 2 LAY 1 V2' 3• 2' 3' IDL. 3' 3' 4' ' 25011 PLUMBING RISER U _ TO PPL 8' GROUND ROD S 6'SX6'0 CON- PATI I ul g$ i/9 TE EW/ POOL DE Q C Dlscow4E O p Q O J J J DW 1F'Cil < LL my m e O _ o � DISP. to n m C A ¢F x�¢ 265 - - � _g x9. 12.. 8 / �- ,/ / \ ' n z00 LJ cRyr ���\\\ ��n V.w. FAN (STDI VB I -- IF r o a 1------ \ 1 / \ GFl wtiFi o0'OO 11� a B x 5 1; \Sx1.4/� fill CFM � F20 Y 0a1, bPnn Ei GFI WATER NEATER � U. .. i UPSTAIRS DISCOPBJECT CHA9E FOR A✓C DI A/C LIM_f T Z Q - j� w X ip� 1 I' ` O -4. CL RECESSED LIGHT 11 U W Ll.. '�TTyi W j _j �- 1IIETER Q Q !n 1 lY t.! C`_ UDO. -• " 0 z \ 0X10 _ EFM (\ ///Jjj , 3 O CEILRG FAN F'I�WRE(OPTI ® rl rl ' ` / \ -----_ -- r.. ' -- OPT. COACHLIG14T OPT. COACHLIGHT J W WWd J :og$ WTlfl 5 5 Ts. 8 15t ELECTRICAL SCALE = V4" = 1'-0" = a V s s o av LAY - �IIrI�AnL u Y 2. 3• T� ENGINEERING (Dlit og�� � 0H EF 2 / 0 SER CABLE RANGE 8/3 W03 0A LO DRYER 10/3 W3 ANEL SMALL APP. 12/2 W3 Lr44TW. C82 14/24 W3 u3 cN§. =e6: 98 � kS $' Ie.Msbns:... o3-OOJI osolea o�-ow3 designed 6y: N drawn by. dm design cy 0w sheet. Aid :2509 ELECTRICAL RISER DIAL./150 A 4 WIRE SERVICE of: LOAD TABLE MODEL: 5n QUANTITY I EWIPMENT BFEA<ER LOAD 2F 40A 2/P 8 • Ivjwv2 - DRYER 30A 2(P I0 5b00 D15HllASF♦ER 20A VP 12 We Rc"FRIGERATOR 20A UP R 540 I DISPOSAL 20A VP R 540 I WASHER20A.VP 6002 SMALL APPLIl44CE 20A.UP 12 ° 006 &ITM - ISA UP k 6100 1 I GARAGE DOOR:OPETER SA VP H 600 I 6 PADDLE FANS (I6) 15A UP14 500 S!1B-TOTAL MATTS) 30AW I at_ 100W WATTS AT kW% 10MO WATTS " REMAINDER AM &JM WATTS AC. 3OW WATTS TOTAL 30M WATTS TOTAL LOAD NIPS wn MPS SERVICE SDP 60 MPS -r . to 1 i C- I Q'� oorrACT str PPFSTRFCCFI) 11-1 INTF1 S $" PRECAST & PRESTRESSED U-LINTELS IVV I LJ. I�FiJ I VI\L i L� Jf""11 L r�vnv 1 ����� .MATERIALS FOR I GRAVITY, UPLIFT & LATERAL LOADS L ft prencrA lintels 2 F�pr>5E*pinlets p 8" PRECAST W1 2" RECESS DOOR U-LINTELS e�ote 4' r �.Iruso" Lets (f- w per r15TM9 �+/ , GRAVITY mnmm net area Eompmmstve.strength = 1900 psi. 5 Ret0r provided In precast lapel per ASTM A61 6R60. Field •retxrper-ASTM `A515 6R40 or 6Rb0: LEfCTH TYPE � 6. �tre55aq sb a ASTM A416 . �o 210 I�1 relmmtlon. 7 w` 4`-4' (52) PRECAST we9 1991 JIM 3053 2982 3i4t 3a2' 4982 6412 M24 -1i16 79a1 9416 49fi0 1178 1. lf32 wire ASTM A510. 8_ Mortar per ASTM CZI� type M or a 4'-F6' (54) PRECAST esl N49 r1oz , 21W :21t4 300 34¢ '49sz 64T2 4461 5315 :1941. 941E '6264 I138"6 GENERAL NOTES 1, FkTPAde full-: mortar head and t7ed joints. - 51-81 M•) PR�ST - -65 832 i® 1" eso 2nsB 2162 AM14 6412 zs66 30-5 'r£#6 5814. 3555 fi939 2 Shore fitted- lintelsos: required. - _ IhStollatlan-cif 11ite� must r_alply With t-CMhiteCtltol 5'-l0!(l0)PRECAST ... g5 .: TH' •LSDO 1103. .2CS1 1449 F124 ,3BI1 641? 2400 281E ' 1a516� 5450. 3352. 6M1,. 3.Orld%Or SttUGtttaI';Cfr 9mg5.' Lintels Ore ri�ILihuFa[tur2d Wlth 5-12' long notche5.:at the -ends . 9Ol 9171:: wn,'.293a, ZSl6 6T1. -2933 4ll>A M12 ';6T3O , 8fT9;. 6101 4.. -to'MCCIRV®dote v2ttCZ1I Cell reaffOrCIng and gqJu�1ta1[3. L/ verticol deffert9; >T-ept Inte-15 l'-6` MCI) PRECAST -665 161 MAI E..M 2252 1958 er1 2329 3509 za51 2944 '::5492-6624: 3439. si32 All I1nte15, tlleet �" exceed S. 11'-4' and longer with 13 110I11u161 hletght of 8" meet or exceed L/180. _ Battam Field added ret'a to be looted at the bottom 91-8• (116) PRJCAST ,3p am 535 834 :".1a3 928 1491 1 21-H .2618 1 39 5 1 2815 6. of the Intel cavity. ". "fl32' dllameter wire Stirrups are welded to the tnttlxll steel for 8" PRECAST WZ 2" RECESS DOOR U-LINTELS. 8 Ca t-nP, ate: may be provided incomposite lintel In lieu of arr Ete utilts. - SaFe IIx1d ratcgs tined on rotlonal design [malysls per 9. ACI 318 171d ACi 5� SAFE LOAD TABLE NC7TE5 1. All Values teased an mmmun-4- bearing. Exreptlon: Safe loads far unfilled lintels must be red r ed 1:3120% if Hearing length Is less than 6-12'. Safe loads for all recessed Imtels based on 8" nominal be[rmg. 2. N.R. = Not Rated. . 3. Safe loads are total superimposed allowable load art the -section 5perifled. 4. Safe loads bdsed an Tade 40 or grade 6O field retnr. S. Additlomi ' loterol load .[opacity runbe obtained try the designer t3y . providing addlonal reinforced mosorcy above the precast lintel. 6. One t<lrreticr lnay be substituted for.two #5 rebot-s. in 8" lintels only. 1. The deslynE!r may evaluate concentrated loads. From the sole land tables b,j colrulatng the moxmium resisting moment and. shear at. d-away from the face of suit. load f next Tower 11e11�'lt • • UPLIFT LATEf2AL I.l.Ff TH _ TYPE Bleb era- .. 8R116 . (SZ) PRECAST 1244 159 2413 - 32W 4N2 ' 4961 .5825 932 932 '144 1519 2339 31O AIMB -485a.. :Sfi96 (54') PRECAST. IF12 1501 2311 3121 3i31 415E 55T1 8M 853 1192 1455 2240 303E 3831- 4643 -548 . (68) I'l2CAST" 924•, 11'12 rR5 2423 3755. 3689 43S SOI 501 924 1132 n4l 2351 291E '3f03 4230 (10') PRECAST %• Ir38 rK2 ? 2`i65... 35B1 4198. 469 469 .99E 1099 MM 2288 28RI - 3491 410fi (80) PRECAST. Tm aez L96 7a42 2513' 37O1' 3E42 am 111m T18 9_% 1468. 1981 251A 3D$L 3%3 (9O') PRECAST f� 69 1 IB0 rma' 3zn 110 941 fiBB. -649 1302 n62 2225' 269a 3151 (116") PRECAST M. 433 808. 'I'M l"'a n04 - 1995 516 614 533. 52 1009 CE4 1128 2008- 2450 C^� GRAVITY LENGn( TffBIIB eP'a.Fre BI92� eFl5-Is - 2'-l0%34) PRECAST Mr. 4413 6034 MM -9m4Ir4 2 0936 3166 44-B W34 1526 9004 IF 3'-6' (42) BAST 230 36B 33T7 4689 am -eis 994'1 3166 4SH fi®9 l 90042 :'WMEr. 4'-0' (48") PRECAST _ 20 Z325 2496 3461 443a 5410.; -asa 2646 44'B Fio39 1Sda 91704 ;11936 - 4'-6'(54) PRECAST. 1651. - - -,RB 2ES1' 3403 -'4449 :5544-: - 2rt0 4EM 6LH9 'S26 9m42 96fi8 - - 5'-4' (64•) PRECAST 118.4 1223 'M , 18d9 23n 28Ma 3846 Ifi65 2869 .5D51' E0% -"M4 .1450 PR�AST 912 � , IO9i 1414: - IB89 23Oa1 3L3114SR 2464 4144. 5455 44M0 --61226'-fi' f�•T PR�PST.. 931 U552" ��. 214E aMB1 45M 1245 2101 339E- 52fi0 .194 EmB90 1'-6• i90") PREC,CSTl IIJ29 16% 2385: RFl4 2439 Bfi 28 -3333 1029 aal5 Z61D `.: 3839 559E "6G13 5a4'1 9'-4'. {fl2) PRECAST .. 513 E02 lo4l I469 6JU 1482 "I"154 '21121 lino _ 1212 1818.' 2544 3489 " 4030 -. 21n t0'-0•(I26) PRECAST 456 482` 'Bo2N2s 915 1122 1328 1535.. 658 1025 1S14: 2o9 2T74 3130 24114 I1'�' (136°) PRECAST 445 41B 935 C$5 1954 -:2355 I -Fe 2a15 598 - 935 MS Ifi54 24M 3155: 4044 . 12'-❑YI44) PRECAST . 414 545 -864 1254 IfiB9 2014 t5-0 .'CRIB. sss t35a r2s4 wi�e 2211 2832 9990 PRECAST 362 421 126 1.11328 GEN 1635 =4 146 485 l48 I XM 1435 9556 2343 29M 14'-0Y168) PRECAST - 338 Bill- 64B 1 919 U913 1462' 051 1260 455 - lOo m03 r85 n14 253 266E 14'-8• 6167) PRES ,. N:R NR _'NR NR ..NR m2. 465 - a, 13i1 2645 2b1(3 3185 3'ff5 IT-4- ABC) FRI= N.R. NR NR 1R [R NR NR 1R 42a 695 rz50 11S $p mm 3410 n'-4' (208')PRESTR2� N.R. NR. NR tR NR 1R NR - tR 30- -00 950 14M - 18 22M 26a0 19'-4- (232•)PRE5TREYE NR NR. MR NR Hi 1R NR IR 240 4m 150 IO90 I4O0 1'R0 �. 21'-4* (256) PRES NR NR NR tR . NR NR NR tR 183 Hm Em 940.. 134o -1190 .2110' 22'-0Y264)PRE5TRE N.R. NR NR NR 'M2.. 1R NR 'Nz IFO 3O0 slO 8"ID ISo 115m 1910 24'-0'(288)PRESTRE55E KP- NR . NR NR NR NR NR .PR 130 24a 4l0 -120 -1030. 1350 1610 C C UPLIFT LATERAL � LF.-lC�TN em ,- 2'-IoY349 PRECAST - 2-M - 25-M 41ar 5332 .6569 9� 2021 2021 2VI 2-84 -31M 'SIM 6401 '630 8861 3'-fi• (42') PRECAST - 21E5 22Hi 32E0 42sn s19 Bzo4 142 1251 1251 2t65 2215 3165 au2s R 6M � 4'-0'(48)-FAST e'18 196'9 2a32 380 44M 53a1 6245 938 938 - IB1B -1925 2150 :3583 4i2Y2 5264 61111 4'-6• (54) PRECAST. .. . 2501 3251 4010 47'1 5525 121 l21 Jima , rm.2435 3n1 3913: 4668- S-4•. (64') PRECAST J393• 4484 ?!0 21M 335, 4010 S05'p4l Lm 4471 .2050 26'10 32R3'.39Z0 M=� 5'-10*00") PRECAST 121?'L31Feb 2505 3084 $Cfi 4J8UU 'et5 U15 '3aM� 3010 M&tl 6'-6" (lg) PRECAST - 1141• 1200 - HiF 2250 1, n69, 3290 3&2 10.1. 881 1141 1182 GB4 �2192 -2103 321a 3ffi l'-6' 190) PRECAST . : 959• '912 WS5 ':.R4t 2W1"3240- , 59F 651 99p d29 .. ' 235. n9l 3245 9'-4• (112")'PRECAS T ear iV2 158Y 1Bsz: 2r4a' ..454" 630 80, S .. . PRECAST 116• 498 H905r t261: 149E _Fa10'-6Yi26) 396 493 116Edl nit -; 2034'2358666•. (135") PRECAST 43i 1104 ®9 15I5IP-4' 963 SSf0fi 535 1995 189E -. Z198 I2'-0'044) PRECAST- Eo1• 4m Ea-'8J6 1001 N86 '.131Z .340 4-1 - -486 B18 R[19 SW. f199 208E 13'-4'(G0) PRECAST- Soo• .340 532 6B5 84t - 991 :1153 . 302 398 T. 409 .X134 :-:M1 -631 On 14'-0"(168") PRECAST 458' 316 635 -1-6 922 Ia65 286 360 548 318 922 1254 M-1, 181E 44-,- 295 591 851 `42 14'-8'(116')-PRESTRESGE - 243 - 352 ' 862 � IL96 t% 1{91 f142225 N.R. 351 .218 3Z2 553 5T1 am 925 15'-4'(t84) PRE5 Til - 012eBi16�18B: N:R. 321329 n'-4' (E7B')PRES - 23a464 MI 6'U Tµ N:R. 255 1B8 2"16. 9 814 1121 13896920l1 - 490 Sl819'-4•(232')PRES 165 23iSU3l . Z9ra 940 IIEd7 N.R. 204 f45 W% 6 433 512. 21'-4'(756)PRES - 142 212n 6m 801 993 N.R Ill 22'-012647 PRESTRE 140. 180 3 418 "493 568 N.R. 161 131 2051 '-601 -.ill 941 - 24'-O(28B')PRESTR In 124 165 1868 12 380 -. ,538 441 .E80 55 833- N.R 135 8. For c[mlposlte lintel heights not shown. use sole rom - - - - 9. All safes in units pounds . loads of pods :per, linear foot. _ "RELIME VALUE BY 159E FOR GRADE 40 FIELD REBAR • -.-- - • -- - -_. _ . - -NOTES-- ALLIED LINTEL TALES MATERIALS II$ INSTALLATION 1.-rebar 0 prmast :lintel 6R60 per: ASTM A615 z: retior in poured t7eom 6R40 ppeerr ASTM. A615: 3. Ft for precost Iihtels 41100ps1. - . 4. ft fax field concrete=3000p51 S. concrete-noslsry:units per. A5TM C-90 mortar A5TM r-= M or S B. [alalluai try: RT-lord Q. Newmon. P.E., Rddle-NewJron Engineering Inc. 1. shore all composite Inte15.4'. O.C. 8, oil rgg3mlte bewns rolculoted with 1#5 in top. of'tearn . _ - 9. safe loads tvsed.. on nominal 8' bearing (4" mnlml N. - 10. oil hood. shown n.ponds per Inear foot II. for "the% not listed use next longer length for safe foodur - FIELD REBAR 5GR40 ryat C.M.U. . - - GONGf;MTE FILL W Q FIELD RE5AR U1 Ile' 1q W a c. a. U O W _i ca 1 J 1 1.1 LUO)� N . W its Q 5 GR 40 ALLIED GRAVITY SAFE LOAD TABLE -FOR 8" CONCRETE "U" UNTELS LINTEL NO. LENGTH e'xa" UNFILLED a"xa" FILLED: 8'x12^ FILLED a^xis" FILLED a"x2o` FILLED 8'x24" FILLED a"xza^ FILLED a^lisz^ FILLED. A-[ 2'10• 6649 6251 loins 12000 (zooa 12000 120011 12000 - A-2 38' 3838 3858 523-1 - 8552 1- 11440 12000 12000 12000. A-3 4V 2EI81 1914 3%1 46IE, BOB, 1269 8601 9924 . A-4 - -510• 1128 1080 1810 2483 333E - 3913 4631 ` 5350 A-5 lb" 9112 -1056. .1844 2942 3294 4029 4190 1 5522 A-B - 9'4' 656 636 -. - 1112 1534- 1994 243E _ 2902 - 334E A-1 lob" , 489 483 841 11-10 1522 1851 2211 255E A-8 11W - 502. 612' 1125. 1530 2002 2455 2931 3389 A-9 128" 421 - 488 900 1224 1504 1968 2360 2121 A-10 13'4' 393 419 114 f053 1381 IE392 2024 2341 A-11. 14D' 342 313 690 938 - 1233 1510 1808 21391 - -- A-12 :14'8° - 3118 334' . 618 842 1108 1352 f624 - I8"19 A-13 I lV4- - 212 285 436 611 Bob ' 988 L1188 " 1380 A-14 1 19'4- 250 1 395 496 850 1138 1408 1698 1980 A-15 20'0• 225 355 413 184 1052 1300 1510 183i ALLIED UPLIFT AND LATERAL SAFE LOADS FOR 8" CONCRETE "U" LINTELS LINTEL NO. ENG H - s"xs .UNFILLED a"xa" FILLED 8"X12" - FILLED s xis' FILLED. 8"x20^ - FILLED e"x24" - FILLED- e'xzs" FILLED s"x3Y FILLED LATERAL LOAD -8X8 FILLED A-1 210" 3096 : f 3150 9194 loo00 Io00o 100oo IoOoo -IO000 4408 A-2 3'6" - - u3m :.::. 181E " , < 9445 - icto0o ;' ioobb i0000 h0000 nooct 2592 .. A-5 45' . 1018'. ' 1051 4224 . '.5900 - 8203 -9440 10000 t0000 - 1415 A-4 5'l0' 515 BM' 2380 3319 4300 5303 6166 1 . 7l1 . A-5 15" 345 BM 1421 1918 2552 3514 3661 4600 66l A-6 9'4' � 228 -. 252. - 934 129E 1665 Zo59 ' 2542 29.41,. 423 A-1 lob, 05 209 156 1049 1341 1662 2o25 329. A-8 11'4" 303 333 652 911 11-0 14-92 - 1151 28 451 A-9 12'8• 241 - 282 615 16o - 991. - 1232 1 A -lb - 134 Z53 - 253 1 510 -0-3 892 - "III A-11 14U' 225 324 4-B 652 824 1028 1196 f I A-12 1418' 191 218 442 609 169 955 1106 i A-13 1l'4• 145 - 253 39 483 605 -ES ` . 842 914 -- 185 A-W - '4' 19:' Fe . 214 308 420 525 EM.. lls &M. - 213 A-15 2CITY 1 134 - 203 296 14D5. 504 1 630 680 198 rarlstdi� derby-N Clown by: -drrnv:dl p Ch..aed tWf-ii r ddw 01-22-01 sheet A5.1 O� 4X4 t-U71 W/G M-1W V IUr' AND (1) MTF28B ® BOTTOM EPDXIED TO BONI] BEAM W/ 5/8' DIA THREADED ROD W/ 6' MINI"" EMBEDMENT ROOF TRUSS LAYOUT 'B' N.T.S. 1/16• ose. SHEATHING 22X4 LLD. STUDS V., O.G. 2X4.90TTOM PLATE 3/4' PLYWOOD 2X4 BN BOARD s 24FJ.O R TFMS pMSFAN 1 6PLAN U BLOCK W/ T•S BAR L ® STRAP TIE • EVERY 3rd STIR CONNECTING FLOOR TRUSS TO 2nd FLOOR STUD F BLOCK TO 2ND. STORY STRAPPING PLATE17-4-12 • • PLATE H' FLOOR TRUSS LAYOUT 'A' 8c 'B' NOTE: SEE TRUSS MFG.'S ENGINEERING AND N.T.S. LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS OF TRUSS ANG"ORACIE= i � (V TYPE 'C' (OR INTERCHANGABIE TIE) FOR TRM TO FRAME WALL OR BEAM C NINEGTION UNLESS NOTED OTHERWISE (UNO-) 1 2 2) USE (U TYPE 'A• (OR-INTEN�HANGABLE TIE) FOR TKISS TO BLOCK 5 WALL CCNJEGTICN (UNO:) 3) USE EHUH26-N (OR INTERCHANGEABLE TIEPOR ALL JOIST HANGER 4) USC ET,(9J I61d OR(U9OJ ,131 x 3 Vd• PASELODE GlN NAIL TO FASTEN JACK 0-4— 1 TO HIP GIRDER (T"B) S) GABLE TRu 5 REGiU1RE (U TYPE 'A' OR (1) TYPE 'C' STRAP AT AL STUDS FpCI'1'CENT,ER OF TRIJSb_ - - 6) ALL STUDS BELOW GIRDER TRUjSSEl3.SHALL BE ENTER CONNECTED � m/ SIMPSON SP4 STRAPS TOP AND- BOTTOM N ADDNTION TO OTHER /CAN STRAPPING, ON PLANS. SIMILARLY, 4X4 POSTS REQURE ON EACH END. 4X6 POSTS REQUIRE (3)-SP4'6 ON EACH END. ENGINEERING V BOTTOM HALF OF MTSI& TRUSS STRAPS SHALL BE EITHER NEATLY WRAPPED UNDER DOUBLE TOP PLATE OR NEATLY FASTENED TO (4" n�sm 'rtx: (�7) ns-an VERTICAL STUD OR POST DEFENDING ON ALIGNMENT OF GIRDER AND 12"13.5P.O. BOX Imau .AUNMONTE SPFWA s. N. 327 8 STUDS OR POST BELOW. ROVAS x AKDUSM PEI 4 s SEE POST STRAPPIYs ON let AND 2nd FLR PLAtas HELD BACK 1" ' PNEUI'IATIC EQUIVALENT MAY BE SUBSTITUTED T FOR HAND NAIL DESIGNATIONS' T clan VA - i 6" BASED ON 'NATIONAL DESIGN SPECIFICATIOIZ FOR WOOD CONSTRUCTION FROM TABLE 68c - 'NAILS AND SPBCES - ,_ APR 2 2 LATERAL LOAD DEWN. VALUES' NAIL SHEAR VALUE CbeJ ad I" Wd 12^1 *d 14e- ]8- -w �LLo u. - c Om W�H o� D 0 >-w 0 ILL m Q C) D sheet A6 B Of: a Wv 10-10d NAILS • WALL STUDS I HEADER '0' 111/ 1440d NAILS- - �� BOTTOM OF HEADER� n {] I II �r ROOF FRAMING MEMBER CI9JE- IF A BLOCKED DIA WIz.4cI"1 ZONE 15 CALLED FOR ON ROOF (SEE CONNECTOR CINARi PLAN PROVIDE 2.4 BLOCKING - ALL PLYWOOD.PANEL EDGES < SCHEDULE FOR TRUSS NAILS-0 4' O.G FOR BLOCKED DIAPHRAGM ZONE STD) Od-NAILS AT 6. O.G. OR DOUBLE TOP PLATE ad NAILS AT 4' OQ. OR. EGUALNALENT ECA ALNALENT PNUEMAT1C PNUFSIATIC NAIL AT l/K' O56 OR COX - NAIL AT SUPPORTED EDGES 9 SUPPORTED EDGES AND AND BLOCKING AND 12 OTC. _ 12" O.G. FIELD FOR OTHER EXTERIOR NAILED OW SHF GALV FIELD FOR SHADED AREAS a AREAS OF ROOF OF ROOF _ :_:Z.. ..... _.L:.._... ...-... • 4' Or, EDGES AND Q' Or, FIELD - 2x4 P.T. WALL_ STUD W/ (3) V2' DIA ANCHOR BOLTS TO BLOCK 3 O m I V2" DIA x a• ANCHOR I BOLTS EMBED 6• MIN. INTO FOUNDATION W/ 2'x2'.V8' WASHERS, LOCATED WITHIN 6. OF g EACH END AND 32. O.G. "Q" W/ 10-10d NAILS • BOTTOM ILHIE MAX ELSEE OF WALL s NEADERSTUD 2x4P.T. BOTTOM PLATE L-U-STRAP EVERY OTHER STUD TYPICAL FRAMING AND CONNECTIONS FOR OPENINGz5 060 SHEATHING '. Vt" CDX TYP. z , ROOF SHEATHING NAILING RSN PATERN DETAIL FLOOR FRAMING 5L OCKING REQUIRED: PROVIDE 2X4 BLOCKING IN THE (5HOWN 6 24" O/C) FIRST THREE FRAMING SPACES AT 48" OC_ REMAINDER TO BE BLOCKED AT 06" O.G. OR RAT R.N. FASTENING- FA5TEN FLOOR SHEATHING TO FRAMING W/ s WITH 8d COMMONS OR.Bd HOT DIPPED GALVANIZED NAILS AT THE FOLLOWING SPACING: 1) 6" ON CENTER AT ALL PANEL EDGE FRAMING 2) 12" ON CENTER AT ALL INTERMEDIATE. FRAMING, L BLOCKING e 40- O/C MAX. IN FIRST THREE FRAMING SPAGE5 4 96" OL, THEREFORE FLOOR BRACING AT ENDWALLS 2 STTRR.ADPPED AS SHOWN ON TRUSS LAYOUT (2) 2X- TOP PLATE DBL. 2X5 HEADER STRAP s FOR 4'-6" MAX. TIE(P OPENING, DBL 2X10 TYP. HEADER FOR V-S" MAX OPENING UXO. 2X- BLOCKING AT MID -SPAN NT. DOOR . OPENING 16" OG. STUD SPACING FOR INT. BIG. FRAME. WALL Q PLATE ANCHOR EVERY EVERY OTHER STUD (TYPJ EXPANSION BOLT • ' ANCHORAGE 24. OTC. IBWD FRAMING & STRAPPING INTER. BRG. WALL DOOR . WOOD TRUSS STRAPPED M CIN - TRUSS LAYOUT I X4 TOP PLATE J. T.OICMU - 2x4'S7UD5_/ @)PLATE ANCHOR EVERY OTHER STUD (' STUD t BOTTOM)- 1/2" X 8" E BSLT SION� OjE- CM 11W I -� T KW FRAMING & STRAPPING KNEE WALL OVER CMU WOOD TRUSS STRAPPED AS SHIOLLN ON TRWSSLAYOUt 2X-BLOCKING AT MIDSPAN 16. OG. STUD SPACING FOR INT. 5FI G. FRAt,W WALL @)PLATE ANC44OR EVERY OTHER STUD (TYP. TOP t BOTTOM) - V21?w fly. 332 BOLTS W-0" l' EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL aX8X16 P.T. 2X6 W/ I/1' DNAI'L "J" C)"W. (TYPJ BOLTS . 4413" MAX WV BEARING o 2X4 P.T. 2X6 W/ V2" DAIM. "J' BOLTS . 46' MAX W/ 6' MIN. EMBED. (TYT DETAIL: TYPICAL JAMB FASTENING e OVERHEAD GARAGE DOOR SCALE: N.T.S. QM WESE RECIUIREMENTS APPLY HEN ;WINDOW/ DOOR IANUFACTURER`S FASTENING IETHOD 15 NOT SPECIFIED. PT IX DUCK5 FOR WINDOWS AND DOORS L) SEE MANUFACTURERS INSTALLATION NSTRUCTION5. 2J ALL WINDOW SHIMS MUST BE HULL WIDTH OF SASH. -f 2X BUCKS FOR_WIP�nnW15 AND DOORS IJ INSTALL 3/16" DIAMETER SELF TAPPING GONG. ANCHOR5-EIGHT (a). INCHES MAX FROM ENDS AND 24' ON CENTER MAX W/ 1 V4" MIR EMBED. INTO BLOCK. FASTEN WNDOW(DOOR TO PT BUCKS PER MANUFACTURERS INSTALLATION INSTRUCTIONS. IJ ALL WINDOW SHIMS MUST BE -FURL WIDTH OF SASH. TYPICAL BLOCK OPENING DETAIL (FOR PT BUCK FA5TENINCs AND 35 PSF RATING) (11/20/03) I NAIL INTO 2 NAILS TOPPLATE , ITOPPL. PRE ENGINEERED ' 1 UIOOD FLOOR TRUSS _ ,-_ -Tr . 24. O.C. MA ______ '�'�`t�- ii�-1( TOP PLATE IB AMINO &STRAPPING INTERIOR BEARING WALL_ ZX- BLOCKING AT MIDSPAN - 16. O.C. STUD SPACING BI� F�RAi-E WALL - 2X P-T. eaI-LATOEM- EXPANSION BOLT DETAIL: INTERIOR BEARING GENERAL L LIVE LOADS: R.00F_. 20pef FLOOR 40psf STAIR: 40psf 2. WIND SPEED 110,Vh 3.- gusts - 3. ALL WORK TO BE N ACCORDANCE WITH THE FBIC_ 2001 CHAPTER 16. 4. ONLY WRITTEN CHANGES, APPROVED BY THE ENGINEER SMALL BE PERMITTED_ CONCRETE = L ALL WOW TO BE N STRICT ACCORDANCE WITH THE ACI 318 2. MIX DESIGN CRITERIA= . ALL CONCRETE TYPE I POIRTLAND CEMENT. (A5TM C 50) CCI'MPRE55NE STRENGTH . 28 DAYS SMALL BE 2500 ppeet FOR SLABS Nip FOOTINGS AND 3000 p.1 ELSEWHERE (UONJ. MAXIMUM WATER -CEMENT RATIO BY WEIGHT FOLLOWS: SPEEFIED - NON -AIR FAIR . COMPRESSIVE ENTRAINED ENTRANED STRENGTH(pen CONCRETE CONCRETE 2500 0bl' 054 - 3000 058 0.46 5LU MP -SLAB ON GRADE 5" _ .OTHER 5' WATER - POTABLE CHLORIDE - NONE 3. PROVIDE NORMAL WEIGHT AGGREGATES N COMPLIANCE WITH THE REaUIREMENTS OF ASTM C 33. 4. FIBERMESH FOR SLAB TO BE AT A. RATIO OF.15 1-1351YARD. FOUNDATIONS L FOOTM's DESIGN BASED ON MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 7000 pef. 2_ IF FOOTING ELEVATION OCCURS IN DISTURBED)NSTABLE OR UNSUITABLE THE. ENGINEER SHALL BE�NOTIFIED AND NECESSARY ADJUSTMENTS BE MADE PER HIS INSTRUCTIONS. 3. PREPARATION OF T1 E SUBGRADE-TO FOLLOW 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 STRUCTURES TO AVOID THE R15K OF DAMAGE TO THE STRUCTURE. MASONRY- L DESIGN, MATERIAL AND WORKMANS441F SHALL BE N ACCORDANCE WITH THE ACI STANDARD BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES AGI 530/AC1 530J 2. CELLS INDICATED TO 13EFILLED SMALL BE GROUTED WITH 3000 pet CONCRETE. (a' TO 10" SLUMP) 3. PROVIDE 25" LAP FOR STEEL . ALL LOCATIONS. _ 4. ALL CELLS ADJACENT To CORNERS, END OF SWEAR WALLS AND UNDER CONCENTRATED LOADS SHALL CONTAIN VERTICAL REINFORCING AND SHALL BE FILLED WITH CONCRETE. 5. CONCRETE BLOCKS SHALL CONFORM TO ASTM C-50 (28 DAY STRENGTH 2O00 pen (f'.21500 pen, LAID N RUNNING BOND. 6. MORTAR 514ALL BE TYPE N. 1. ALL RE -BARS SHALL BE GRADE 40 UNLESS UN.O. WOOD = 1. ALL WOOD FRAMING AND PRE-ENGINEERED WCOOD TRUSSES SHALL BE DESIGNED, DETAILED, AND FABRICATED IN ACCORDANCE WITH.THE PROCEDURES AND IREOUIF2EMENTS OUTLINED IN THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION_ _ 2. THE WOOD TFW55ES SHALL BE 517ED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED. ALL DESIGN SMALL 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 714E ENGINEER FOR APPROVAL 3. .PERMANENT BRIDGING PERPENDICULAR TO THE SPAN OF THE. TRUSSES SHALL BE PROVIDED AS REQUIRED BY T1IE TRUSS MANJFACTURER TRUSS MANUFACTURER SHALL PROVIDE STATEMENT THAT BOTTOM CHORD OF ROOF.TRJS5ES ARE BRACED DURING UPLIFT CONDITION. 4. FOR STRUCTURAL LUMBER, PROVIDE THE FOLLOWING GRADE AND SPECIES: SOUTHERN PINE SURFACES DRY USED AT 19A MAX M. C. GRADE NO2 OR SPRUCE PINE FAR SOUTH. GRADE NO2 - 5. PROVIDE GALVANIZED METAL MANGERS AND FRAMING ANCHORS OF THE SIZE AND TYPE RECO"I'ENDED BY THE MANUFACTURER,FOR EACH USE INCLUDING RECOMMENDED NAILS. (Aria -ES CONNECTORS OR EQUIVALENT) - 6. ALL BOLTS. USED FOR WOOD CONSTRUCTION SHALL BE A MINIMUM OF 1/2" DIAMETER AND 6' IN LENGTH (ASTM. A-30') WITH MIN 1 V)• DIAML WASHER. UN,O. - T. PROVIDE FRAMING MEMBERS OF SIZES AND OF SPACIYaS SWOMIN, OR IF NOT 5HMK COMPLY WITH LIMITING STUD HEIGHTS CHART. DO NOT ICE STRUCTURAL MEMBERS BETWEEN SUPPORTS. a. ANCHOR AND NAILING AS SHOWN, AND TO COMPLY WITH THE RECOMMENDED NAILING SCHEDULE FROM THE STANDARD BUILDING CODE, LATEST EDITION. 5. - ROOF SHEATHING: - T/16" OSB OR 1/2' COX SEE DRAWINGS FOR NAILING PATTERNS. VERIFICATION OF FIELD CONDITIONS L CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME. WHERE THERE,ARE CONILIGTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED N THE DRAUANGS, SUCH. CONDITIONS: SHALL BE: GALLED TO THE ARCHITECT'S ATTENTION AND NECESSARY ADJUSTMENTS MADE PER HIS, INSTRUCTIONS. 2. FOUR ANCHOR BOLTS USE iA]GI-TES OR EQUIVALENT (A-36 OR A-301 STEEL) 3. PROVIDE 2X4 BLOCKING ON ALL SIDES OF THE RIDGE VENTS WITH ad NAILS AT 4" ON CENTER . 24" OG. MAX TOENAIL FLOOR TRUSS TO TOP PLATE WV 16 PENNY NAILS, (2) - CN ONE SIDE, (U ON THE OTHER W/ NO UPLIFT 2 C) CV W 0. 14 L J nt sheet S1 Of. L -�; CHIMNEY \ \ \ \ SADDLE CRICKET MATCH -ROOF SLOPE sLoft� AOprrC'� \\ , b \ RooF \\ CHIMNEY TYP. DETAIL N.T.S. q 1n- A NOTE: I V!' SPACING CLEAR OF _ ALL FNdISH MATERIALS. . ?„ 2XI2 TREAD HARDWOOD 0 0 COW 2X4 NAIL TO EACH. TRUSS MEMBER F CHI 1/16' SOLID ROOF TRUSS 068 OR 1/1' CDX FRAMING SECTION THRU CHIMNEY Cfi INTERIOR CHIMNEY CH 1eD INTERIOR CHIMNEY DETAILS T�W OF TWO RISERS AND ONE TFEAD, EXCLUSIVE OF THE FlkW CTION OF NOSING, SHALL BE NO LESS THAN 24- NOR EXCEED 25' • 24' O.C. OdCIN6 • >E (TYP.) GABLE R - 24" O.C. - CMU - C60 SHEATHNG 6 FLOOR PLAN a 2x4 CONTPAJOUS i6. O/C 2_2X, �. TOP �/16. OSB OEA SIDE (TYP.) OR V2' 2-2x4 TOP PLATE 2X4 STUDS 16. O/C / OR VJ PROVIDE 2x4 BLOCKING -. .2X4 DI BRACE ��-{ 2X4 P.T. .SOT. PLATE--_____ J-BOLTS -O EASIDE (TYP) AS SHOUN - - STRM' FRIGA CLIP T TO TOP _ • SOT. PLATE CM WALL WALL SECTION Q FRONT ELEVATION CHIMNEY DETAIL ECD EXTERIOR CHIMNEY DETAILS CONNECTION NTS. 3/4" FLOORSHEATHING—\ NOTE: SE. FLOOR 1/8" TO 112" GAP TYR PLANFOR HAIVVKAI I-. I Z TREAD DEPTH O w, WOO 114Z11Q O F 2XI2 T'RUSSE: :TAL BRACKETS - 2'0" O.0 • 36^ o,G. 2x12 STAIR STRINGER O W zz Ul IXro 2eXBR,C 1" NOSING MAX. DETAIL, d) 4 w lu IX RISER BACKING5TAIR TREAD H- � uj 2X STUD IDETAIL: HANDRAIL TO WALL 2XI2 STRINGER FASTENED ALL e BOTTOM 4 WEDGED 4 J/W' N TOENAILED INTO 2-2XIO RAI�D WALL D(Q FIR 01ORT BOAF� 2XI2IR o TOP- UP At STAIRS 2xQ� ER Q F2X4 TYPICAL 5IN�LE �TE� SPACWYaWTN ,eeEa e.cxenALL IVI 2X MIL i0 ALLAY NGER RUN 5TA I R .. DRTYIALL AN>'Y W NsrALLATIaF( t EE PL ` eoAF+D 2x4 NAILER DETAIL: STAIR TREAD- WALL mm UPLIFT F OF MtS* MIL 10d NAILS MR • OF 3A(,' FROM TRUSS STRAPS TO PENT. TAPCONS TO CM MAMFACTLMR (5R PSON) (EACH STRAP) (EACH STRAP) 0-131 1 1 4 132-1460 2 1 4 - THE MISSED FILLED CELLS CAN BE REPAIRED . BY EPDXY GROUTY3 (V 5 REBAR (SEE EPDXY PROPERTIES AND SPECIFICATIONS " CONCRESIVE LIMID LPL OR EQUIVALENT -) INTO BOND BEAM AND INTO THE FOOTING FOR ALL FILLED CELLS SHOM ON PLANS BUT NOT FILLED IN THE FIELD PROVIDE 6" MIN. EMBED. AND 3/4"1 HOLE INTO BOTH THE BOND BEAM AND THE FOOTING IF AN "A- STRAP IS MISPLACED —TOP OF BOND BEAM OR FOFd'aOTTEN AFTER THE POURING OF THE LINTEL BEAM AT TOP OF CM WALL THEN A SIMPSON MT516 CAN BE SUBSTITUTED FOR EACH MISSED 'A- $TRAP (TYP. MON.) PLEASE SECURE EACH MTS6 STRAP - FOLLOWINC+ THE ATTACHED TABLE AND ACCORDING"PTO THE UPLIFT SHOWN FROM THE TRUSS MANUFACTURER INSTALL ALL TAPCONS WITH 1-In' MIN..EMBED- LINTEL BEAM W/ (I) -5 CONT. SIMPS 7N MTS16 ATTACH TAPCCNS EVERY OTHER HOLE NOTE: TAPCONS 644OLILD BE INSTALLED IN STRICT ACCORDANCE WITH THE MA AFAGTIIRER'S RECOMMENDATIONS MS MISSED "A" STRAP DETAIL WOOD' TRIJ55 -PROVIDE 20 Ga. GALV. FLASHING FOR -TRUSS - -- LBOND BEAM W/ To SIT ON (1) 5 CONt. Im PCES 2Y. , / \ SPLICES (TYP_) CM --A (U 9 D ,"LlAL . 1 }:I �— 8" CM WALL-� EPDXY GROUT 5 Rc INTEOAM W/ FOOTTG Mm TOP OF ROOTER B6• MRi NOTE, EPDXY EPDXY GROUT $WOULD BE INSTALLED IN STRICT ACCORDANCE WITH THE HAMFAGTURER'S RECOM iBNDATIONS. MSC MISSED FILLED CELL DETAIL 24• 9 Al 48" � 24- oc. PROVIDE 0) , AT 48- or- VERT. AND (2) -5 _ BELOW EA POST LOCATION FILL ALL CELLS WITH 2500 PSI CON-. ALTERNATE HOOKS IN FND. BRACE EXTERIOR SIDE OF WALL DURING 6' COMPACTION OF THIS AREA 5 • 48" O.G. --- SIDE ELEVATION ------- ------------- 5TAIR AND LANDINGS PETAL ENGINEERING OR OR (407) n4 9v 3 FAx: (4 7) TT4-an PL FOR r(JJT 512.E - P.O. M 16161] ALTAMONTE SPRUM FL J2TS AN F'—) I N)MIS A ANDEASON PE# 47619 Tw(1) 5 CCNT, PROVIDE OPEN )( HEAD JT.AT 48- Q D.C. FOR WEEPS Y 6LOPING Q GRADE AWAY FROM HOUSE COW. 5 —'ELF--=•:_..,_" .. _ 5HOW1'7 g �`-2,—� —�'� �R .(TYPJ R WP RET NINAI G WALL AT PATIO NOTE. 04ZAGE SIDE OF WALL ADEQUATELY DURYJG COMPAGTiGN FOR PATIO. SLAB. LEAVE BRACES IN PLACE.FOR T DAYS AFTER PATIO SLAB IS POURED (2) SIMFwWN T622 (243OLb. max UPLIFT) or GIRDER (2) RUCHES Rt22112 (29301-b. max UPLIFT) or (2) SEMGO ADS-2 (34121-b. max UPLIFT). 2x4 POST SEE DOUBLE T PLAN FOR CNIANTITY PLATE 5. MN I1 EMBEDPWNT. - 2 DETAIL for (2r%G SUBSTITUTION for (I)II • GIRDER COI A fECTICIRI r-m- �} w �- J. Q lu w� c Z o I O U tu 0 c auk O M=1 J cl) c J W Q Fa - to W W W I L. cZ G Fa— Ucw d.I& e.la hex I� ff �i dram W_ W drawl bT_ d— derdpn d..k.d by aww w dAW U1-22-01 sheet: S2 _ of: HANDRAIL TO HAVE A CIRCULAR GROSS SECTION DIAMETER BETWEEN 1 1/2" TO 2", OR TO PROVIDE OR055 SECTION WITH EQUIVALENT O GRA5PABILITY PERFORMANCE Q� r REFER TO FLOOR PLAN FOR STAIR Q SECTION SPECIFIC TO THI5 MODEL � j SUM OF (2) RISERS PLUS (1) TREAD MUST 2XI2 STRINGERS AT SIDES d CENTER EQUAL 24" TO 25" OF STAIRS W/ 2X4 SPACER AT 51DEW6,1-1-5. ATTACH SPACER TO _ EACH STUD WITH (2)I0d NAILS. Z 3/4" SUB -FLOOR � �t Li m r FLOOR TRU55 2X5 STAIR LEDGER CONNECTED n IX RISER TO FLOOR TRUSS WITH IOd D.G. d a: 2XI2 TR NAILS (g6" ATTAGH EACH 2XI2 STRINGER TO p/ d) LEDGER WITH (2)16d NAILS THRU (2)IOd lu [h LEDGER INTO 5TRINGER AND NAILS TOE -NAILED ON EACH SIDE tYl ATTACH RISER TO EACH Ci X 5TRIN ER 1,1/(3)8d NAILS ATTACH TREAD TO EACH 5TRINGER W/ (5)I0d NAILS TOTAL STAIR RUN MI TREAD = cl" EXCLU51 E OF NOSING TYPICAL 5TAIR aCN5TRUCTION L�)EiAIL N.T.5. s�H a� s�s a O CIA Hit �ro d� by- d­;;;� sheet C2. 1 Of. k 1 f' FIBERGLASS SHNGLES OVER 6• FELT OVER l/16. O.5B. WOOD TRUSSES STRAPPED AS SHOUN CN TRUSS LAYOUT DQ- P.T. OVER 1X8 CDR OVER 2X6 RGH. SATIN PINE. SUBFASCIA OR�IXT GRADE UV CONT. DR ALUM. VENTED SOFFIT SEE FLR. PAN DBL 2X6 HEADER FOR STRAF'PNG FOR 4'-6' MAX. OPENING, DBL 3 1/2' CONC SLAB HEADER FOR 5'-S'-9" W/FIBER'WSW OVER 3 1/2. C0NC SLAB MAX OPENNG UN.O_ 6 MIL, VAPOR BARRIER W/FIBERMESH ON WOOD POST OVER TREATED UOOD POST CLEAN, COMPACTED PER FLOOR FLAN COMPACTED FILL PER PLAN FILL W/ MONOLITHIC WRAPPED W/STUCCO FTC. W/ 2 •5 BARS OR OR EEC® PL® (E FLOOR PLAN) FOR POST 512E GRADE BADE 2 • 5 KEBABS - THICKENED SLAB AT SCP SECTION © COVERED PORCH K BEARING PORCH POST - —M—An GUARDRAIL ELEVATION i Fz 2X4 BLOCKB-V. 24"0.C. OLOF - -• (2) 12d;NA1L5 TO ROOF TRUSSES) (TYPJ --" 2) 12d NAILS (TYPJ TED V2" DRYWALL 2 - 2X TOP PLATE 'u'I - W/ "Q•.32"-O/C V)" DRYWALL R-11 BATT MSULATION TYPICAL 51wc,v TE { 112- STRAP TIES . FINISH lALTEI3JA R/S CEDAR FNIS14)-1/—j� O(ONE EACH SIDE)., WOOD POST PEyR FLOOR PLAN POF,SEE FL� PLAV LONG: SLAB FOR POST SIZE • EPP ELEVATION � REAR PORCH POST MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEC. WOOD RAIL ABOVE THAT MEETS GRASPABILITY CODE NEWELL POST TRIM — t DEC. WOOD RAIL W/BALUSTER IX8 G.-FIR CAP 111/22" BA EBOAIm UC8 C. FI CAP (3 ' 2X4 WALL „ UNDERNEATH IXI2 C. FIR II / ONSIDE) STAIR CONSTR. IMPERIAL / BEYOND WALL i / NEWELL POST Q S T A I R R A I L S 1/8' STUCCO OVER METAL LATH OVER 5- FELT OVER OSB. TOP OF FRAME WALL 2X STUDS V." DIG 2X BOTT. PLATE W/ 112"X8" AB. 32" O!C AND •Q" 32" O/C NTERIOR PORGH NB BRACING SAT. NON=LOAD BRG. EXTERIOR WALL DETAIL 2X6 HANDRAIL W/PLOWED RAIL CAP ABOVE THAT MEETS GRASPABILITY.CODE b<I2 G. FIR SKIRTBOARD 2X2 BALU5TER-A (HANDRAIL OVER) in �S e {U� �N N w 0� A O C 0 t 0 y 2 C E a cnm o -}- w Oaa n0 1�. (L C)�_ Ll O W �— Q W } U U) �U as OO iri vi QQ WW 0 0 sus • • O.G I 1AX v1. 11 1� w / Q / / DEC - =_ �. WOOD RAIL WOOD // 1.1 _ (L11/L ELITE b(@ FIR SKIRTBOARD Y i C. STAIR CONSTR �-- / PAST WALL (1 P S T A I R R A I L S 0 ENGINEERING (. I) 774-"W , FW (wn 774-SC" M BOX 161613 M.TNOWE SPIWfS, R 32T16 DETAIL ® HANDRAIL lows J "" °" Pq "818 0) ,�,^ VJ N J W 0 r � L�J �, sheet 53 of- / ^ � \ /� # 2 � 7 ./ \ /�\ L U.,[A PLANS REVIEWED CITY OF SANFORD']