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101 Bristol Forest Trl 04-2801 Plumbing0 i i r U PERMIT ADDRESS SUBDIVISION CONTRACTOR _ Centex Homes _ PERMIT # C%(4 - a ^' �,\ ADDRESS 385 Douglas Ave. -,Ste 2000 _ DATE Altamonte Springs, FL 32714 — PEST DESCRIPTION 407-661-2176 c • CGC 049689 _ PERMIT VALUATION PHONE NUMBER SQUARE FOOTAGE PROPERTY OWNER ADDRESS 1 PHONE NUMBER ELECTRICAL CO NTRACTOR NT RACTOR o MECHANICAL CONTRACTOR PLUMBING CONTRACTOR r 0 MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE r � I MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE r — ew F Certificate of Occupancy This is to certify that the building located at 101 Bristol Forest Trl for which permit number 04-2801 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: F. Ortiz 03/10/05 Engineering: D. Richards 03/09/05 Public Works: J. Crumpton 03/08/05 Utilities: R. Blake 03/08/05 Fire Department: Zoning: Centex Homes � Y1n 'c.�03/14/05 Property Owner Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** Single Family Residence**** DATE: 03/07/05 PERMIT #: 04-2801 ADDRESS: 101 Bristol Forest Trail CONTRACTOR: Centex PHONE #: Brant 407-947-2045 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 q bS ❑ Public Works Utilities ❑ Fire ❑ Zoning ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: **** Single Family Residence**** 03/07/05 04-2801 101 Bristol Forest Trail Centex Brant 407-947-2045 9 RIN 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 1 ❑ Fire _ I Sublic Works []Zoning _ Utilities�d�9A❑Licensing -0 V CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) DATE: PERMIT #: ADDRESS: CERTIFCATE OF OCCUPANCY ' I REQUEST FOR FINAL INSPECTION', fV r.� **** Single Family Residence**** f 4` rn 4•: 03/07/05 1 i 04-2801 1.'J 101 Bristol Forest Trail 3 M! ry� s j e, CONTRACTOR: Centex' PHONE #: Brant 407-947-2045 s f I I I 1 I 1 I 1 1 IIII' I A I y u=. :r• t"1 LDS �d C ,,,,, t � 4D W I ,y, ca- s 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 i iti []Fire ❑ Zoning ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001Y CITY OF SANFORD Address Misc. Information Inquiry 3/08/05Y 15:14:54 Location ID . . . . . 248245 Parce.1'Number . . . . . 22.19.30.502-0000-0920 Alternate location ID . . Location address . . . . 101 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 Free -form information PRESERVE AT LAKE MONROE ********* LOT 92 *********** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2801 PD 8-12-04 SEE REC#7105 3/4"WA METER SET FEE $190.00 PD 8-12-04 REC#7105 F2 Address F3=Exit FS=Special Notes F9=Parcel Notes F12=Cancel FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 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. 101 BRISTOL FOREST TRAIL O.M.B. No. 3067-0077 Expires December 31, 200,r For Insurance Company Use: Pol'icv Number Company NAIC Number CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) _LOT 92, 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): (4#* - ##' - ##.#N' or ❑ NAD 1927 ❑ NAD 1983 ❑ USES Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1, NFIP COMMUNITY NAME & COMMUNITY NUMBER I BEMWONE NAME I BL3. ORIDAE CITY OF SANFORD 120294 B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 65. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117CO035 E 4/17195 4117/95 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile 0 FIRM ❑ Community. Determined ❑ Other (Describe): B11. Indicate the elevation datum used forthe BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No, Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1 A30, AR/AH, AR/AO Complete Items C3.-aA below according to'the building diagram specified in Item C2. State the datum used. If the datum is different from the datum Used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGV929 Conversion/Comments NONE Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? ❑ Yes ® No o a) Top of bottom floor (including basement or enclosure) 14. 6 ft.(m) o b) Top of next higher floor 23 , 8 ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A . 3.(m) o d) Attached garage (top of slab) 14. 0 ft.(m) 00 E o e) Lowest elevation of machinery andlor equipment W co ' servicing the building (Describe in a Comments area) 14.0 ft.(m) Ti o f) Lowest adjacent (finished) grade (LAG) 4 L. ft.(m). z' 0 o g) Highest adjacent (finished) grade (HAG) 13. 6 ft.(m) CD o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 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, SUITES B WINTER PARK FL 32789 SIGNATURE , / DATE TELEPHONE 21"12.105 (407) 426-7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A BUILDING STREET ADDRESS (Induding Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 101 BRISTOL FOREST TRAIL For Insurance Company Use: Policy Number CITY STATE ZIP CODE I Company NAIC Number I SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/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 for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams H with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(crn) above the highest adjacent grade. Complete items CD 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 CD and C3.i only), and E for Zone A (without a FEMA�issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B,, C, and E are correct to the best ofrhy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE U Check here if attachments SECTION G - COMMUNITY INFORMATION ;OPTIONAL) The local official who is authorized by law or ordinance to administer the =munity s floodplain management rdinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. !I ` G1. ❑ The information in Section C was taken from other documentation that has been signed and embossE`i� by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the (`.Omments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or tommunity4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purpose. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED G6. DATE 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 COMMUNITY SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 61-31, January 2003 Replaces all previous editions PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 92, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA FOR THE BENEFIT AND EXCLUSIVE' USE OF: LOT 93 COMPANYCOMMERCE TITLE osl COMMERCE TITLE INSURANCE COMPANY 60.00' a CTX MORTGAGE COMPANY, LLC PG " S89'58'19"W I 5' DRAINAGE EASEMENT I. I I I ti I 0 I I W LOT 92 I a 1 .. � or ,w Z3 O � frl6.6' I I (n r ,. I - GRAPHIC SCALE -. W 3 'rn 15.0' 5.0' I 40.0' 0 15 30 U o o Z 1 Q LOT Q 91 'i TWO STORY N - O Z o Q ..: CONCRETE BLOCK UI j o & WOOD FRAME . J "' I n RESIDENCE' xa Q .,; n t FINISH FLOOR —0 w I n Q,.t, I ELEVATION=14.55 a - N vi Q n I C -I 1 j o,:JCOVFRED�`._ CONCRETE%:: •',ENTRY'.:+;; :'DRIVEWAY..: i = " > >� A=90.00 00 15.0' L=39.27' 3•'cjw . ' R=25.00,. 0' UTILITY: G=35.36' cl------ 0 ..., ..., '..: .. .• .. WALK IS .. o WALK IS I 89'58 19 E orl LIME =i D 2' OFF ; 35.00' 1 NOO'01'41"W PI 50.00' 285.42' _ _ _ _ _ N89'58'19"E 335.42' CENTERLINE OFJ _ RIGHT OF WAY 0 m BRISTOL FOREST TRAIL 4 NOTE: THE FINISHED FLOOR ELEVATION OF THIS 50' RIGHT-OF-WAY UO I O STRUCTURE MEETS OR EXCEEDS THE Z THE REQUIREMENTS SET FORTH IN THE � m CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). —� NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE LEGEND SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE 0 FND NAIL AND DISC SET/FOUND ON 02-18-05, UNLESS OTHERWISE CENTERLINE LD #68 (02/18/05) SHOWN. - — RIGHT OF WAY LINE FI•ID 1/2" IRON ROD AND CAP ' EXISTING ELEVATION LB #6393 (02/18/05) 3. THE SURVEYOR HAS NOT ABSTRACTED THE CONCRETE 0 CNA CORNER NOT ACCESSIBLE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF p DENOTES DELTA ANGLE WAY, RESTRICTIONS OF RECORD WHICH MAY LB LICENSED BUSINESS L DENOTES ARC LENGTH AFFECT THE TITLE OR USE OF THE LAND. LS LICENSED SURVEYOR . C.B. DENOTES CHORD BEARING PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PCP PERMANENT CONTROL POINT PI DENOTES POINT OF INTERSECTION 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN (P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE LOCATED EXCEPT AS SHOWN. (M) MEASURED PT TIP DENOTES POINT OF TANGENCY TYPICAL FND FOUND CW CONCRETE WALK A/C AIR CONDITIONER 5. NOT VALID WITHOUT THE SIGNATURE AND THE 5 W SIDEWALK CBW CONCRETE BLOCK WALL ORIGINAL RAISED SEAL OF A FLORIDA LICENSED CP COIJCRE TE PAD CS CONCRETE -SLAB RP CHU RADIUS POINT OVERHEAD UTILITY LINE SURVEYOR AND MAPPER. C CHORD LENGTH ID IDENTIFICATION PK PARKER KALON POE POINT ON LINE R RADIUS PCC POINT OF COMPOUND CURVE POC POINT OF CURVE NO 120294 0035 E DATED 4 17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF LOT 92 BEING N 00*01'41" W PER PLAT. (FIELD DATE:) 9-29-04 REVISED: SCALE: T" = 30 FEET FINAL 02-18-05 CC APPROVED BY: SJ _ ORMBOARD 11-10-04 DEC ELEVATION "C" 10-22-04 JOB NO.. ASM39706 PLOT PLAN 6/14/04 :SDO DRAWN BY: LOT FIT 6/2/04 SDO LOT 'IT 12-17-02 CKEI -A—MERiCAN SURVEYING & MAPPING CERTIFICATION OF, AUTHORIZATION NUMBER LB#6393 1030 N. ORLANDO AVENUE, SUITE 8 WINTER PARK, FLORIDA 32789 (407) 426-7979 I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE'APPLICABLE "MINIMUM TECHNICAL :STANDARDS" SET FORTH BY THE FLORIDA .2,00'ARD;OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT -:"TO' CHAPTER 472.027, FLORIDA STATUTES.--. f FOR THE FIRM JAMES JAY JILES 'PSM #4997 DATE qVASF.i;j9VA ;1.1}9106.d wq, ?/71/^OOT� 3: 52: 29 PM �."'JF f yt r b-ji a t ' 4 n } r� �P ---�-_ F E.Q JF��dR e.� O �"3273g�4^ �c'e nfi:C'. }.E}:j�3 r �:✓i'r3C }'i •"'15:1R'c. RC55idMia`4 ' '7den-a-.i - ' _.. v.. E}�c"Cem-g'za k''G„r .,D��:+ �• jOU-e,.E.r k r Cljl . <G'ahU'IPG '�. 1 `PMbigg/!}JS,w Cor9tCalere3`4tg.,t`,' Oi F7;4ib" � 1 5-erns- Lim;; Of G3`La L ims, F3 Fid(3Pe /I R g5@€l�Ed'cELt�: ? Os VtT Clrjm1 . �uetii�7aa�; �e+a3? ��Jad�;nt72� C¢r:�t:��cTal � 0 vatp"Incy Type: Residential Cc3'rMwPEtall fr! I I..BCu� i= e "z z-i 116''t-8 eJ �cb`P t''f ut."ge:ComarLtoon Type. Of Sjori'm: 5(Iht f G@F+r�eFore' fot (fi t�e3 1'r,Pbaz o3 OivR r-rhjp, A Lepf Dczcrap Ewa) O?�s•rtess %dame � Adclre2s: � _ PPione Ccnraetor name as flddres_Yy:'.3 ,: '� i7fc �� l3'�!£_�:!. '�}_-i7G•.�_��i� �g�. 3 _�.. ---_ - I �' Lt�Lc�f►�#Cs�t ��t . .�it� ` L'�.•-:�€.ict-_a e 4 r �� .,; �•i,��'��'-.,' i Fh e-pe & FEii: Bonding Company' I address Mortdage Lender: _ Address: - ArchitecUEnpireer:- Addros' Apphca ion is he. eby mad€ to 6bf?in a perrnit to do the. WOTr Md nstallations as indicated: I CC-t- th t ito Work o- irtsLnllafion has eortiri;ertced prior tc, d,r. — issLance of a permit aseJ thzt all uci .c elrili tr eo,,, c to : f i? ct rCls oa ail la»s ,eo l�h caaascr�caon in r�th jz. asdie6on. I Un,d s�zTTi nc' at a Ce1 a a putt must be e, u-ed ;o, E- :C! rUIICAi AIOR_% pLLNI !3JNC, SIGNS, WELL , FOOLS [ UtRNAE�55; BOILERS, PEA-MRS, Tfijtrl{S, and AIR CONDITIONERS, etc. 0Vv2; rZ A RPIDA VT t ce, t; �. that all of Lhe ;ottooi s o i is ecru, t? c i ^J !e`1C r11 e rJone i.n co l'3a�c er, o,ing. f�I iuiilC OOiN h hal�pllczll,. a: �1 �J nnF �0�5('u0 z�Ct N T i Y `Ou tPi Uri r r.r'.� r l I.-G—/`,.C'iw• �trll,l�1`1CF}rG-.ial11A.11 ,. UL 17t iIJIIi' 1i L� �: „'IC �Ck yAl r.G'./�(nEr3t� TO `vQJ? ; C,U ti s� t I . , J C t/ _!F T / 1',C,NC, C0T*! S UL T VVt [ �, YOL R LENDER )t <� 1 f G 'F =t.F 0 R EZ COFJING Y OUP NO i 1Ct Cr CCn u,;LNC NO 11C L' 6 t„o-n to tbe rea,r1l,e-nenL< o,` this_q PuiJiic ahs cucn-). _,d the c ,,,_.y be eddt'tienal7nut retltl,ed t�e,�: o'1,e ,cee�, �e Ll ;suet,✓a;e ;st-ic e Acceptance of perm" is ve7n"'e2fion that.I w111 notify the o,rner o i c },� of e-r cf tFe coBoa -Lien e r r bi Owner/Agent -- — -Jaie ,i-, i Ic or-l-A-'gl V2004o�oncenl Prut� Ov,�r�er/A�enrs Name "�' 1 ~ e—- Frn Con ctoi .,eni s Na e mrm Signature Nota y-State o(Flonda Date S��awre of l�p'_�-S�iate of Flonda 8 2004 of Daie O O,+T')er/Ageni is _ Persoialh ;<no,••n io MC or Produced ID I( ,',1ION P.PPROVFD UY: Bldg _ Innia1 &. Date) C oni actor/Ace A Per;onai:, Known to Me or Produce:.. Lorin. _ L'. I'D: s, (Iniiiai <"� Datt) �(;In�ii'al�i� al'��'Irr�r�l f Dzic �th�V MIRINDA C. iURN�R Ike ` l f,1Y COMMISSION = Di 212893 EXPIPES '0 iu zuul :;E� 6orided Thut N t,rrS Public Urd-rW item CITY OF SANFORD PERMIT APPLICATION Permit # : , 04 — Z o01 d/ Date: —16 Job Address: /& &Y'57C01 Fones-f %Gl/ i 14—' dd4ew2e- Description of Work: Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical Plumbing —4 Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Occupancy Type: Residential —I,/— Commercial Construction Type: Parcel #: Owners Name & Address Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Calc. Required) _ # of Water & Sewer Lines # of Gas Lines 3 Plumbing Repair — Residential or Commercial Industrial # of Stories: # of Dwelling Units: Total Square Footage: Flood Zone: (FEMA form required for other than X) (Attach Proof of Ownership & Legal Description) .�I/+_ 1 // 1_ Phone: /� Contractor Name & Address: Fi C��[i.! �e . 17,X1gc—, d5$ s4i i]�iW `l, - 3 qZ ),` State License Number: `7-6 r,/b Phone & Fax: IYOV 0 /yOp Z �s '�78Z Contact Person: &5tePhone: Bonding Company: Address: Mortgage Lender: . Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the require ent f Florida Lien Law, S 713. jt L / Signature of Owner/Agent Date Si ture cf Contractor gent Date Print Owner/Agent's Name 11rint 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: Signature of Notary -State of Florida Date Contractor/Agent is _ Personally Known to Me or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) REVISIONS PERMIT # Q a�?J' DATE 10/28/04 ADDRESS CONTRACTOR CENTEX HOMES / PATRICK J. KNIGHT 407-467-2643 (MOBILE) PH # 407-661-2176 FAX # 407-661-4089 DESCPRITION OF REVISION: ADD COVERED PORCH IN FRONT (PORCH WAS SHOWN ON ORIGINAL BUILDING PLANS) 2 8 2004 UTILITIES FIRE BLDG&- PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 92, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CAI ('UI ATIONS A OT ONI Y) LOT 92 CONTAINS 7366 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1594 SQUARE FEET f TOTAL CONCRETE 645 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 5127 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 30% t Z N�N w 3 I U o 3 C= t PC I r I �a w3 z� Ko Z U U � LOT 93 SQUARE FOOTAGE (UP TO CURB) LOT 92 UP TO CURB CONTAINS 9378 SQUARE FEET t THIS STRUCTURE CONTAINS 1594 SQUARE FEET t CONCRETE 1487 SQ. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 6297 50. FT. t 60.00' ° r19 rr 1— 5'. DRAINAGE EASEMENT I ----------------------- J__ J LOT 92 ;� I DRAINAGE TYPE A � I I ' I _ I I I I I � I I rj I I � I I Ir I I � i w I I w I I I la I 1 w I I I I r 15.0' y 40.0' w z 40.00' a O z a O_ PROPOSED o 2509 C & D o '^ --• CJ m o FINISHED FLOOR n M ELEVATION=14.30 a '� C 6 -� C 0 0 zI N00'01'41"W r✓ 25.00' I PI _ 50.00' _ 1 N89'58'19"E BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT'' GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL. BU!LOING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY 1 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. BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF LOT 92 BEING N 00'01'41" W PER PLAT. (FIELD DATE:) REVISED: SCALE: 1" = 30 FEET APPROVED BY: SJ 1-- JOB NO. ASM39706 DRAWN BY: LEVATION "C" 10-22-0 PLOT PLAN 6/14/04 SDO -OT FIT 6/2/04 SOO -OT FIT 12-17-02 CKB 5.0' LOT 91 I" = 30' GRAPHIC SCALE 0 15 30 O 0= 90'00'00" 5,0' L=39.27' R=25.00' CB=N45°01'41 "W C=35.36' Pi rryofSNF PI 285.42' _ _ _ 335.42' CENTERLINE OF J 0 RIGHT OF WAY 0 m lrm BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY - I q 00 C Z m LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY — CENTERLINE PCC POINT OF COMPOUND CURVATURE - — — RIGHT OF WAY LINE POC POINT ON CURVE PROPOSED ELEVATION OR OFFICIAL RECORD `X PD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW In, DENOTES DELTA ANGLE L DENOTES ARC LENGTH CONCRETE O C.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS - PC DENOTES POINT OF CURVATURE LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION PRM PERMANENT REFERENCE MONUMENT. PRC PT DENOTES P0I14T OF REVERSE CURVATURE DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL (P) PER PLAT A/C AIR CONDITIONER (M) MEASURED COW CONCRETE BLOCK WALL END FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD SO. FT. SQUARE FEET PB R PLAT BOOK RADIUS NG NATURAL GRADE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 R/W RIGHT-OF-WAY 1. 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 2. NO UNDERGROUND OMPRiOVEMENTS HAVE BEEN LOCATED F-XCFP,T.,AS SHE*. V; 3. NOT'VAGD "IHOU;T THE-SSGNA.TJRE AND THE ORIGINAL RAISED ,SEAL" •6F A-.FLORIDA LICENSED SURVEYOR AND`MAFPER.`� FOR . ,1 6" THE FIRM JAMES JAY JILES PSM #4997 DATE C-]-'r OF IE r�-jt`i jph Lie v i -Z n 1 11,� P r ] - .-?F.,•r, L`��. e; ICJ i'/ ci"'�€-v�.�•e->�,° cif MAT' c _ter—Yp7 3 ! (uf yD,/1\vz 1`t� jf+trt OL, F� e,i CaJ� .(MlitrG �iy'11i� 11v t4�E:�v >.` m{?,,IP,�{i'C�S+'II?tL'�'t�tP_ f_� ��'c ✓Y. L A`ics� .. A�0 +LfaS%L �1`a�u_ �yC�'�a�1tIF�erei"'1h FiLm 6haom':airs@�Ae'niaw: ©S YP c'l4'•L 6.5(�SPvI� ' - - .. �aesth�ia�g Dan"+Pon.cy Type: -Residential � Cfl ;Eiji �%aE iSesi� i �1tA .23'qv��..e: Cogav'kraktiot Type: st( r;m: V C,f DweII!n g V8",U: p+10,1�4(A >fQlm PeqIyFC`,?:({ (Ci t' pRF'6Ll .`.£�3�'aaFi. Ship k tLB•pf De-ser-appfiva) Ovyners rdatne address: Phone: q� Ccin€sF�.}r ryaractor Nnme cs Address: £plc;��'yM A TG-&A -h— Et�l��ri �TS_��'/��ii�Tii`�* ��l�y�+'ti _Mw {/�; 7lq�gx � �: i�2f 9lteem c azmber -j�+�� Phone 6F<i:« r� _7k�Hf P D f f r qr �/21 / (� '!_f frt Bonding Cofnpany' Address Mortgage Lender: -- -- - :address: - FirChiiE `i7F nglleeer: Phone: ..�. .._ - . Address.. . - - Fz, Aptnlica ioh is hereby mad€ to ob�in a p ,JF t to do the vvmr nand instAatioiis as indicated. l ce-t-`y'that no work or installa on has eorlimeni:ed prior to the. - is-wance Oi a. Pen ii' and that all w rrk -MB bu aoi �md to .,, e- per -ii'r-nust be secured for E'EC 1 r ICAa WOR-K, ?L"U14-R-U4G, o! 21I L,-ws eo'giizg Co:lS ctim in ?I-iE LTd3dir-fon! un den"zneTiat a Se)7ara tf tCkdS, WELLS, POv F; ! URNACES, BOILEF4`•; NtATERS, Tfij,tiKS, znd Ark CONDITIONERS, etc. OWNER'S AFr i i ,Ai/ : I ce t that all Of the ;o going in o o is ac u a'e ant tha:{ all r o`lc ,JAI b.,: done in cornpha ccc lurch 0 pplieaV:„ 1: l )c, %. 6.wlF, r`On5 l3Cr�l OS7 ?d zoning- ;^'A ri 1UNG TO 0 I. FY' YOt1 �. h Pz 1,T tJi�-�, ?':� ;-.F.'CC1tts-' A 1'(J � bC'�' C1w ir, lt'l:J'.Wi;^lt•lCTf i h l'] 11/ '1 ?'"C� u^ "7 IC� FOR P14P ,OVPMEll-)-, TO `+'OU PRO EIR S� FF-'YO 1,J i%t:tiJ TOO��ffi;�`I� {'411;Pa):7CTI�'dC,C�`3'1'1�'Ud 7' dUJ [,iri" /:Y l .1\DEfl r)1z A)\i fi I f ORrIE`_� D=EPOPF RF.COFJiNG YOUP NO iCE1 OF CO1}1tiL'NCE11LjVT. %' NOTICE, Il addition to the requirements of this ,F, it, anise m@y be addit oval resu cticns applica ale Fo dais this couflFT, and thee Flay be additional pe-Sts required r,om other govCnmmLI enbueS such all or'; -?:le Accep znce of pernnii is veniieztion'hat ,1 will notify the oHmerof the grope; t; of the requirerrrent Honda Sld 'ature of Owner/Agent Daie Pnnl Owner/Agent's Name Signature of Notary -State of Flonda Date Owner/Agent is Personall" Kno+ n to ,Me or Produced ID ;11'I'LI(:0 ION APPIiOVED HY: 131dg Irma) & Date) 1�lcl 11, ondlllons be found in the puiYlir, t-woru o" Itaic agencic.,, rn ft dr'iol ej;;nci6. 713; OV 0 4 Z004 /Sig lawre of Conc-zctor/Agent Date 40$ERT G. DELLO RUSSO Pn I oniracvot �.ee is Ne e �/ V 0 4 2004 Simawre of NO: --Slate of Flonda Date Cordmctor/Ap n _ I'er;onal ' Knonm to Me or Product,- -) (Iniilal iC Dale) al�Fi�c TUF±IIIt al F air �1P?Y'P�B(/C rt _°' r�qy CCfu,vllSS{0^! It 4J 212393 c envriters Bonded7-hrutdotaryPublloUnd •� F f CITY OF SANFORD PERMIT APPLICATION Permit # : '-� O� Date: �. C `� 0 Job Address: O \ �1 � ` �t�r� �- -TMIA Lot #:� Description of work: New Simile Family Residence Historic District: Zoning: Value of Work: S 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 Wat Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential V Commercial Industrial Total Square Footage: Construction Type: # of Stories: i # of Dwelling Units: Flood Zone: (FEMA form required for other than A) 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: Mortgage Lender:_ Address: Architect/Engineer: Address: Phone: 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 ol•a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements FS 713. Signature of Owner/Agent Date n ure of n ractor/Agent Date Charles W. Cannon Print Owner/Agent's Name P • t Contractor/Agent's Name Signature of Notary -State of Florida Date tgnature of Not y State of orida Date l ti rPUBG PATRICIAA.KADLA.0 Owner/Agent is _ Personally Known to Me or Contractor/Agent is Personally K ov3�ri 4�tYCornMtssioN;x DD013206 _ Produced ID Produced 1D ' " ExPIRFs:mar�nzs,zoo5 IV-t-aoo-O-NOT,NRY FI-No+a'y Seruica 8 Bonding, inc. APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: This Insitrument Prepared By: Permit NOT: AME: Debra A. Riggs -Centex Homes 38S Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 o. OF STATEF FLOP THERSIG OF property, and in a( nrovide� in this N MMENCEMENT MARYANNE MURSEv CLERK OF CIRCUIT CWF SETIINOLE COUNTY BK 05364 FtG 1857 CLERK'S #t 2004101992 RECORDED 06/29/204 &0:@3:39 PH RECpRDIN8 FEES 10.00 R DIRD0 BY L, McKinley LLERK OF C1Rt:U1T* SEMoN;PLL GOLMTII.` GE D hereby gives notice that improvements will be made to certain real JUG 2 9 dance with Chapter 713, Florida Statutes, the following information is e of Commencement. 1. Description ltl f Property: LOT 'A , 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 nterest in Property: FEE SEM?LE INTEREST Name of Fee Simple Titleholder: N/A 4, ontracton CENTEX HOMES' 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (40; 661-2150 Fax: (407) 661-4089 5. Surety: N/AI Amount of Bond: N/A 6. ender: N/A 7. ersons within the State of Florida designated by Owner upon whom notices or other ocuments may be served as provided by Section 713.12 (1) (a) 7., lorida Statutes: CONTROLLER' Phone: (407) 661-2150 Fax: (407) 661-4089 8. 1headdition tohimself, Owner designates the following person to receive a copy of 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 he date of recording unless a different date is specified) Debra A. Riggs OFFICE MANAGER'FOR CENTEX HOMES, 385 DOUGLAS AVENUE SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS UUN 18 2004 BY DEBRA A RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION WVA 2728 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A. RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH. NOTARY PUBLIC J �1-.omnnr ..................S =........-.-! y JACKIE CAINE �''Mxwuu Comm# 00025M = JP ExpiMe il2irA 8 . C Y�F Pnnded twu (800)832.4M. 4"aw P` Florida Notey Assn Ine = bu....... u............. ("(11 H-,ITY ("11:: C', 1::* JYJ 'j, I -,I If') 1 1:7 T lyl I::. "', F-Y, C:, 1::* C."Y' ,, -f' 1::, IVJ 1:7 1,1 T AUG �-004 C- I. Y. ly, 1:7 1:.- .1 I T I Y) T i-J 1::, 1:71:;, IYI -I- y 1,11 M T T ... .... ... 'T 1:., I::. T C., y .1. f -y... C) I, I 1 11,11:7 11 1 1177 ... . ... ... 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F, c..., Y.-z p: 1::, y 1:7 1:;, Cl 'j, (:.** I::*,(" T-*4 y T I '1 1%.1 G*; A b.1I:;,T,yTA::*1\I 1:N::,f:7111:7C,"T I I T T 1.4 T 1%1 ,.7 Y) A%/ Cl CI I::, T I-i t::* I' I-dC.", c", F' T) enN 1::' Vj.i IT 1.11 FIT I I^ST 1::, 1:; T 1-1 ZN ki F% P 1:;l T T 1:7 T f.-- ,°-, -y- I::- c-I I::- n , rrl !-df-y FifJ"'I TI-41:7 1:;, 1:7 f 711 W lyli K"'T lyl 1::* 1::* T T 1-11:7 1::, 1:7 Cl I I T 1::* IV[ I'Y' C` C) Y I. I i:, Clf-ll il%Ff'Y 1 4-d-O'l f**II::,ivtI::*I-XT f` 1::, T I::*(:,*. rl 1::, 1::, 1:;-1 11 1::,CZ F.", C) 1 ) 1:;, I-d T 1-,l 1.7,; lVI y 1::� T f- Wi7 T) 1 11::'• 1:7 (:'11 1 1::'C-YT:'Y) 1::, t:;, C) lyl T 1--t 1:7 1::,l Al't TIyjj::,I , �T T) eS y jv! 11 T) Y-*t 1:7 1 1 T 1::' "TTI C' T TV ("11::' CZA )'J I:-- F", 1:;'"f) I Y"I T M F.", Tl -:Me) 11 T) T."JC:, V, v CI L.I C7 Cl I/ el I::. 'T'I::'Iyl 1:7 HT 1,11 KI Y) T."t I I T I T*l T kI F.' , 1%. W CIT T f" 'T 1 .1 T T 1::, lyli::, 1%1**(" 'I'?:: WeSt Ty'l CIMI y T 1-d f", F1 l.. L*Y I I 1-d f"', 'T T ("I i-,l III T I..I I .C:1 1::, I:7^IyITI V Vil ITI "TI-.I(-.: 1:7 t::, C:- lyl T "ie %k-, -4ej, "l,' 6, ,1,. qQA $R C) CITY OF SANFORD PERMIT APPLICATION r Permit # : \ 2Date- Job Address: Description of Work: CONSTRUCT CONCRETE BLOCK SING FAMILY DWELLING Historic District: Zoning: Value of Work: $ 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:--cZyZ—� Construction Type: # of Stories: � # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 22-19-30-502-0000 Q 9,A 0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: CENTEX HOMES, 385 DOUGLAS AVE., STE #2000 , ALTAMONTE SPGS . , FL '32714 Phone: 407-661-2176 Contractor Name & Address: PATRICK J. KNIGHT/CENTEX HOMES: (SAME .AS ABOVF Stare License Number: CG C049689 Phone &Fax: 407-661-2176' 6 ! co as n ,t)A.CKrI6CAINES Phone: 407-467-2643, Bonding Company: NA �r t. ; u aF% P a q. �:✓ a � c Address: { Mortgage Lender. NA JJ is Address: rift 1 = U L 1 2004 Architect/Engineer HURRICANE iLVGINEERING Phone: 407-774-9003 Address:. -t • 2716 Fax: 407-774-8477 Application is hereby made to obtain a peen ttd do the o nd �ns lati s ndi at d. I cemfy t no work or installation has commenced prior to the issuance of a permit and that all work will be pzrformed o t�rTd f I ulatm .con tion in this jurisdiction. I understand that a separate g 3 P permit must be secured for ELECTRICAL" 't'�[�Ifi PLUMBING, SIGNS, WELLS, POOLS, FUR S, 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 maybe 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 n i the wner of the property of the requirements of Flori a Lien Law, FS 713: UN 18 2004 Signature of Owner/Agent Date Signature f Contractor/Agent Date PAT GHT Print Owner/Agent's Name Print C \ ctor/ gent's Name SUN 18 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 X X Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: _2 . '!�_qZoning: Utilities: FD: (Initial & Date) (Initial & Date)(Initial & Date) (Initial & Date) Special Conditions: eor ��.it 'OINN Cory;m# DD0299442 {3,}�t Expires 3/29/2008 1.OFR ,. Bonded thru (800)432 4254p d, 3... ' "" . Florida Nota �. .........................; ...n...i A City of Sanford Building Division Submittal Requirements for Residential Building Permit j 1. Two (2) recent boundary and.building location surveys showing setbacks from all structures to property, lines for permit for structures (not fences). 2 Two (2) complete sets of construction design drawings drawn to scale. .Complete sets to include:. a. Foundation plan indicating footer sizes for all bearing walls_ Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. "The State of Florida requires bathroom compliance with Florida Accessibility Code- C. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d. Cross sections of all wall sections to be.used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections. e. 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 - Stair details''with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: 1 _ Garages/Carports sq. ft. 2. Porches/Entries sq. ft. 3. Pal o(s) sq. ft. 4. Conditioned Structure sq. ft. i. Total Gross Area sq- ft. 3. Three (3) sets of -completed Florida Energy Code Forms. 4. Soil analvsis and/orsoil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative. 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank:,permit issued by Seminole County Health Dept. C. Arbor permit when trees to be removed from property. Contact the Engineering Dept_ for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement_ e_ Property ownership verification. f Driveway permit issued by City Engineering Department. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property -owner. If electrical, mechanical, or plumbing,permits have not been issued, inspectionswill not be scheduled or made and subcontractors will be subject to penalty under city ordinances. Date JUN 18 2004 Owner/Agent Signature __ Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL <1 Back P 4, OL ' Seminole Count. ry ��f+crtr�+pnaiier _ _ - c�irr� 1101 9. First St. Sanford F1. 32"] GENERAL 2004 WORKING VALUE SUMMARY S3-SANFORD Value Method: Market Parcel Id: 0000-020 920 Tax District: WATERFRONT 000 Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: Depreciated EXFT Value: $0 HOMES 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: 116 WALNUT CREST RUN 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 92 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 purposes. "' If you recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=2219305020000O... 6/21 /2004 Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 , Office: (407) 661-2150 Fax: (407) 661-4089 www.centex-orlando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will. serve as authorization for Jack.ig-- Caines or Nan Holmes to sign permit applications and energy calculations for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KNIGHTN CGC049689 STATE OF FLORIDA LOT O COUNTY OF SEMINOLE The foregoing UNst 11 2004 by Patrick J . Knight, Division ment was acknowledged before me this � President of Centex Homes - Orlando). He is personally known to me and did not take an oath. NOTARY PUBLIC ERLY q •9RO............r COmm# DD0299442 6 Expires 3129,Y00g onded thru /jgrv,_ .- PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT. 92, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, 'PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) SOUARF FnnTArr (IIP Tn r11GR1 LOT 92 CONTAINS 7366 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1505 SQUARE FEET t TOTAL CONCRETE 540 (WITHIN LOT ONLY) SO. FT, t TOTAL SOD 5321 SO. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 28% t LOT 92 UP TO CURB CONTAINS 9378 SQUARE FEET t THIS STRUCTURE CONTAINS 1505 SQUARE FEET t CONCRETE 1383 SQ. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 6490 SQ. FT, t LOT 93 I PG 6 0.00' I , LOT 92 j I I I 1 DRAINAGE TYPE A II , I.. I z :5 LLI w� I 1 1 m N I � u� NN I I ' N IO^ CA I v', } I I Ld a i I F O I 1 40.00' z n J ,o I PROPOSED Q 25 o o FINISHED FLOOR o o ELEVATION=14.30 n A/ D COVER D ' I I ENTRY 20.7' /'..r I 13, 0' .3'n 5.0' :.DRIVE°. I \10' Z UTILITY----n'- 3 0 EASEMENT 1 _7•r �"� I I z Z I ..35.00" PI NOO'01'41"W - ti 25.00' zz LOT 91 0 — ON cn P O 5..Do _ 392.73' N89.58'19"E 442.73' CENTERLINE OF7 RIGHT-OF-WAY BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR:. CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M, COMMUNITY PANEL NO 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. BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF LOT 92 BEING N 00'01'41" W PER PLAT. (FIELD DATE:) REVISED: SCALE: 1' = 30 FEET APPROVED BY: SJ. JOB NO. ASM39706 PLOT PLAN 6/14/04 Soo LOT FIT 6/2/04 SOO . DRAWN BY: LOT FIT 12-17-02 CKB AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 '(407) 426-7979 BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY 1" 30- GRAPHIC SCALE 0 15 30 O A=90'00'00" L=39.27' R=25.00' CB=N45'01'41 "W C=35.36' PC. n m m o I -+ O O C Z :U m LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH CENTERLINE POB POINT ON BOUNDARY - - PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC P0114T ON CURVE - YXX.XX PROPOSED ELEVATION OR OFFICIAL RECORD PO .PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW 0 DENOTES DELTA ANGLE L DENOTES ARC LENGTH - U CONCRETE C.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE - - LS LAND SURVEYOR PI DENOTES POINT OF INTERSECTION FIRM PERMANENT REFERENCE MONUMENT PRC DENOTES POINT OF REVERSE CURVATURE PCP PERMANENT CONTROL POINT' TY .. DENOTES POINT OF TANGENCY ' TYP TYPICAL (P) PER PLAT A/C AIR CONDITIONER - - (M) MEASURED CBW CONCRETE BLOCK WALL FND FOUND - RP RADIUS POINT C/W CONCRETE WALK - CS .CONCRETE SLAB - S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD PB PLAT BOOK( SO. FT. SQUARE FEET R RADIUS - NG NATURAL -GRADE - PGS PAGES R/W RIGHT-OF-WAY - 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF. RECORD WHICH MAY AFFECT THE TITLE OR USE',OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS -HAVE BEEN LOCATED EXCEPT AS SHOWN: . 3. NOT VALID WITHOUT THE SIGNATURE AND THe' ORIGINAL RAISED SEAL OF A FLORIDA LICENSED. SURVEYOR AND MAPPER. FOR THE FIRM K. BELL I PSM #4J24F VI DATE FORM •600A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2509 LMR ©9a Builder: CENTEX-FOX & JACOBI Address: /O / BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ b_ N/A 5. Is this a worst case? yes 6. Conditioned floor area (ft2) _ 2509 ft2 c. N/A 7. Glass area & type _ a. Clear - single pane 258.0 ft2 _ 13. Heating systems b. Clear - double pane 0.0 112 _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 W _ d. Tint/other SHGC - double pane 0.0 ft2 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 a. Concrete, lnt Insul, Exterior R=4.1, 802.0 W _ b. Frame, Wood, Adjacent R=11.0, 310.0 ft2 _ 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 W _ 15. HVAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, I L 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 Total base points: 35706 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY DATE: -71 N I R 7'an I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT.'M DATE: JUN 18 2004 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Cap: 42.0 kBtu/lu _ SEER: 12.00 Cap: 42.0 kBtu/hy HSPF: 8.50 Cap: 50.0 gallons EF: 0.86 EnergyGauge® (Version: FLRCSB v32) FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2509.0 25.78 11642.8 Single, Clear W 1.0 16.2 32.0 53.47 1.00 1705.6 Single, Clear W 1.0 14.2 10.0 53.47 1.00 532.7 Single, Clear W 1.0 18.0 40.0 53.47 1.00 2132.1 Single, Clear E 1.0 16.2 32.0 59.31 1.00 1891.2 Single, Clear S 1.0 16.2 32.0 44.66 0.99 1420.6 Single, Clear E 1.0 6.2 32.0 59.31 0.97 1847.8 Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9 Single, Clear W 1.0 6.2 16.0 53.47 0.97 832.9 Single, Clear E 1.0 10.2 32.0 59.31 0.99 1886.8 Single, Clear E 1.0 8.2 16.0 59.31 0.99 942.3 As -Built Total: 258.0 14025.1 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 310.0 0.70 217.0 Concrete, Int Insul, Exterior 4.1 802.0 1.18 946.4 Exterior 1978.0 1.90 3758.2 Frame, Wood, Adjacent 11.0 310.0 0.70 217.0 Frame, Wood, Exterior 11.0 1176.0 1.90 2234.4 Base Total: 2288.0 3975.2 As -Built Total: 2288.0 3397.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Insulated 18.0 1.60 28.8 Exterior 20.0 4.80 96.0 Exterior Insulated 20.0 4.80 96.0 Base Total: 38.0 124.8 As -Built Total: 38.0 124.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1741.0 2.13 3708.3 Under Attic 30.0 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®/FIaRES2001 FLRCSB v3.2 FORM 60OA-2001 t SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 48834.7 Fer 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 600A-2001 EnergyGaugeWlaRE52001 FLRCSB v3.2 FORM 60OA-2001 Y WIN ■ ER CALCULATIONS IONS Residential Whole Building Performance Method A - Details I ADDRESS:.. , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 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 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 7358.6 Winter As -Built Points: 9862.2 Total Winter X 'System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 9862.2 1.000 (1.078 x 1.160 x 0.92) 0.402 1.000 4555.7 7358.6 0.6274 4616.8 1 9862.2 1.00 1.150 0.402 1.000 4555.7 EnergyGaugeTM DCA Form 600A-2001 EnergyGaugeWFIaRES'2001 FIRGSB v3.2 FORM 600A-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 2623.63 1.00 10494.5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 20833 4617 10256 35706 16851 4556 10495 31902 PASS ti EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge&FIaRE52001 FLRCSB v3.2 FORM 60OA-2001 ti 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/ .f _ window area; .5 cfm/s .ff. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall,panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. . EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC_1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned s ace, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1 _ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must beprovided: External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides_ Common ceiling & floors R-11 _ EnergyGaugeTM DCA Form 600A 2001 EnergyGauge®/FIaRES?W1 FLRCSB v3.2 r ENERGY PERFORMANCE LEVEL (EPL) _ DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. 1. New construction or existing New _ 12_ Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 42.0 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 12.00 4. Number of Bedrooms 4 _ b. N/A _ 5_ Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2509 ft2 c. N/A 7. Glass area & type _ _ a. Clear - single pane 258.0 ft2 _ 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 0.0 112 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, 399.0112 _ _ 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 ft2 _ EF: 0.86 b. Frame, Wood, Adjacent R=11.0, 310.0 112 _ b. N/A _ c. Frame, Wood, Exterior R=11.0, 1176.0 112 _ _ 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 fie _ 15. HVAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, _ c. N/A HF-Whole house fan, 1 L Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 1.0 ft _ RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: UUN 18 2004 Address of New Home: /O/ BRISTOL FOREST TR. City/FLZip: LAKE WIROE/32747 *NOTE_- The home's estimated energy performance score is only available through the FLARES 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 if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.2) t RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, Ft. 32746-6206 Phone: (407) 831-2665 • • • Desi n,, Information s Weather: Orlando AP, FL, US Winter Design Conditions Heating Summary Summer Design Conditions 38 'F Outside db 70 °F lrvside db 32 'F Design TD Daly range Relative 1-tumidity Moisture difference Bolding heat loss 36350 Bhuti Ventilation & 0 cfm Ventilation air loss 0 Btiuh Design heat bad 36350 Bhuh Infiltration Method SirripGfied Caistruction quality Average Replaces Area tt Heating Cooling ( 2) 2509 2509 Volume (fl) 20072 20072 Air VF rx>eEquiv-As/l(cfin) 02734 134 Heating Equipment Summary We JANTROL Trade Efficiency HeafirU iriput Heath g output �fa�i Heating air tiow factor 0 Bhuh @ 47-F 0 'F 1400 cfm 0.039 cb Btuh 93 °F 75 'F 18 *F M 50 % 43 gdlb Sensible Cooling Equipment Load Sizing Structure 29386 Bhuh Ventilation 1485 Btuh Desl jng re swing 3.0 'F Used RateJwkig mum 0.98 Total sees. equip. bad 30253 Bhuh Latent Cooling Equipment Load Sizing Internal gads 1380 Bhuh Ventilation 2212 Btuh Infiltration 3946 Bkh Total latent equip. bad 7538 Bb-h TOW �rri� bad 37791 BUh Req. Wcapaaly at 0.70% SHR 3.6 ton Cooling Equipment Summary Male ,WNTROL Trade Efficiency - ::Sensible cooling 29050 Bluh Actual cook-ig fan 1400 cfm Cooling air flow factor 0.048 dmlBbjh Load sensible heat ratio 80 % Boldlrlalic values have been manually overridden Riitod cert lied by ACCA to meet all req<uiremertts of Manual J 7th Ed wnghtsoft Right -Suite Residential"' 5.5.06 RSR26014 2002-Apr-03 16:42:13 AC<>� E:1FileslflFox & Jacobs 200212509t2509.rsr Page 1 r RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: {407) 631-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 20072 W x 0.0167 = 234 cfm 1 lr firs •_. •_ 61 1.1 x 234 Cfm x 32 °F Wrier TD = 8243 Bttt 3. Wnter in h-ation HTM 8243 Bluh / 296 ft2 Total window = 27.8 Btuh/ftz and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer ittation AVF OAO ach x 20072 fN x 0.0167 = 134 cfm 2 Summer 'rtfli Cation bad 1.1 x 134 cfm x 18 °F Su nn-a TD = 2650 Btuh 3. Sum ner iniiii alion HTM 2650 Btlh / 296 ftz Total window = 9.0 Btuf f2 and door area Procedure C - Latent Infiltration Gain 0.68 x43 grAb moistdiff. x 134 cfm = 3946 Bhjh Procedure D - Equipment Sizing Loads 1. Sensble stung bad Sensible ver&Am bad 1.1 x 75 cfm vent x 18 °F Sur TmTD = 1485 Bluh Sensible bad for structure (Line 19) + 29386 Bluh Sum of ventilation and structure bads = 30871 Btith Rating and temperature swir g mLltipfier x 0.98 Equiprnerd stung bad - serrsble = 30253 Bhft 2 Latent song bad Went verdation bad 0.68 x 75 cfm vent x 43 gr/lb moist.diff. = 2212 Btth Intemal bads = 230 Bk h x 6 people + 1380 Btth Infiltration bad from Procedure C + 3946 Bluh Equftrret sVM bad - latent = 7538 Btuh No. of Fireplaces is: 0 Boldlitalic values have been manually overridden Rhout certified by ACCA to med all Mqkemenls of Manual J 7th Ed. ial^' S.5.06 RSR26014 2002-Apr-03 16:42:13 wrlghtSoft Right -Suite Resident' ACCK EAFileslf%Fox & Jacobs 20021250912509.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 54A 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 32D 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 54A 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 54A 32.0 0.0 a n e C C n 0 d 1 1 90 1.0 1.0 3.0 5.2 54.4 16.0 0.0 ,z�- \/ynght5Qft Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 ,A EAFiles\f\Fox & Jacobs 2002V509%2509.rsr Page 1 9IGt►' OusWORKSHEETe tn DEL AIR HEATING,AIR CONDITIONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Iwvvu�a tin 1 Namedwun Er re Horse FNvLY POR NOOKAQiCHEN 2 Lacghdaposedvid 323.0 A 54A ft 4.0 ft 34D ft 3 F3mmdmastrs 17.0 x 15A tt 4A x &0 ft 24.0 x 11D A 4 Cehgs Cad Oplion &0 fi tre@" d 80 ft hea" 8.0 A hadbod 8.0 ft i haal Dol TYFECF CST HTM Area L,oa pk4 Area Loadpk" Area Load(Bil>) Area Lead ft4 D*O6LA€ ND Hlg I Gg (fF) HEJ I C1g (F) HJ ag (fe) Hig Cig (fF) HO CJ 5 Gross a 14B 41 21 9ffl- - - 2T2 - Fposad b 13C 3 1 - "" "" "" "" 0 - well and c 12C zi 1. 1 - - ••» •••, 0 ,•,• •••• patfions d Of 0. "" "" ""' "" "" "" 0 el 01 Of 0 f 01 01 0 " 6 V*xbArard a 1C 37 218 MW "" I 1 "" "" 10 370 - glass doors b 8C 37. i m - «.. ,» im .... Hee6rg c 9C 387 0 d 01 0 f0. « «« ,, . «« 0 7 Ltitxbnsard North Of 0 0 cl 0 " glassdoors NEW 0.( 0 ""0 0 Cooing FJW 54. m"" 1214 1"" 1741 50 SE)SW 0. "" 0 0"" 0 Sorkr 30 a,••• 9TJ , • •• 0 ,•» Horz 0. 0 "" 0 8 Othef doors a 11A 18 12 717 484 1 229 0 b 11A 18 12 0 0 c 0. 0. 0 0 9 ma 14B 41 21 8m 3M6 '1651 1106 494 222 1 eposed b 13C 3 1 31 9T7 363 447 166 a a0 waG and c 12C 2 lwE 117E 3387 2286 0 0 partbas d Of Of C 0 C 0 1 0 e 0. 0. 0 0 f 01 Of C 0 C 1 0 10 Cerkxgs a 16G 1. 1. 1741 1836 2413 264 b 0. 0. 0 0 c 0. 0. 0 0 1 d 0. 0. 0 0 0 e 0. 0. 0 0 f 0. 0. 0 0 11 Floors a 22A 25. 0. 162 4199 0 54 1400 Ily 34 8B7 ow (Nroom b 19G 1.1 0. 390 453 0 0 0 ( G Of 0. 0 0 0 0 0 rs arspl d 01 0 0 0 0 for slab a 01 0. 0 0 floors) f 0. 0. 0 0 0 12 IrMal. a 7 9.0 296 824312690 Eq m 448 C 50 1 13 Srtbtalbss-iaA1+12 ,« 33D75 .» 59M,,.. ..» ,., «« - Less at d txea6g ..,_ ,.. .,.. , .. ,.. - LfwVansfer .... .,.. .. .,,. ,. , , ,. , . 0 - - 14 Fie�rxJ r strbrtion Dudhss 10' 3306 19/ 59 - 10'/ 21 101/ 562" 15 Tohalloss=13+14 ,•« 36 - ,«.2251 16 kit. gars Pr3ople @ 300 E«« 11800 4 «., 120/ 0 - 1 law - 1 . " 17 SS )U RSH g wF7+8�+12@16 "" W14 - - "m "" - 5191 Lesse&ffd mokg ,.•• •••. 0 - - •• , ,••• •..• . ,• Lessiarder ,.., ,... 0 . - - ,... ,.., .,.. Cooing redsi it A «« «« 0 - - 18 Dud gain "" 2671 10'/ "" 428 10%/ 101A 51 19 TbW RSH gak"17+18)-PLF 1A0 2M% 100 "" 4706 1D0 "" 4 1,00 "" 57 20 Aaregrired (cir>) "" m m ,••• 224 «« «.. Pre hoot certified by ACCA tO meet al wrrgt,ttsoft Right -Suite Residential- 5.5.06 RSR26014 14C(>, E:\Fi►esUXFox 8 Jacobs 200212509%2509.rsr ,IETA'rT`PIr"M:1 2002-Apr-03 16:42:13 Page 1 RIGHTWORKSHEET 0 Enure House DEL AIR HEATING,AIR CONDMONING,R Job: 2509 8.28.01 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 mvvvrru .[ In m 1 tbmdroorn EDY 1]D"F0y MSTR13R MSE}WNC 2 lerulhdoposedvel 6.0 ft 64.0 ft 40.0 ft 30.0 ft 3 R oandme ms 16.0 x 6.0 ft 19A x 220 ft 21A x 19.0 ft no x 160 ft 4 Cebigs Undt Oplion 8A I h"bodR 8.0 Nhedbod &0 ha" SA ftj heibool TYPECF CST HTM Area Lned(81!>) Area Lnad(B►h) Area Load(Bt/>) Area Loed(B►4 DFOSUFE NO. Hig C19 (W) Htg a9 (W) H9 Cig (F ►ft9 I Cig (n Hig C19 5 Gross a 14B 4. 21 4 m - - .... - 0 Fyposed b 13C 3 1 "" la 0"" 0 orals wd c 12C 1. «» ,... .... . » m ,... ..» 240 ... ,... parsons d 0. 0 "" 0 e 0 0 , ,, ,... ,... .. » . »» 0 f0 0. .... , ,. .. ,... 0 6 1NrdMs" a 1C 37. " "" 11 "" 0 glass doors b eC 37. "" 0 " H"M C 9C 3B. "" "" "" 0 d 0. "" 0 " e 0. "" 0 f0. "" "" 0 7 WFri�sard North 0. 0 "" 0 glass doors NEMN 0. "" 0 0 - Cooing EW 54. "" 0 "" 1741 1741 0 - SEGN 0 0 "" "" 0 Sores 30. 0 "" m 0 Horz 0. "" 0 "" 0 8 Otherdoors a 11A 18. 12 0 255 0 b 11A 18 12 0 0 C 0. 0_ 0 0 9 Net a 14B 4. 21 221 99 601 0 eposed b 13C 3 1 0 1 428 1:9 0 vrdt and C 12C 2 1. 0 288 240 6D1 461 Pat- d 0_ 0. 0 0 0 0 e 0_ 0. Q 0 f 0. 0_ 0 0 10 Cebn a 16G 1.1 iA C 0 0 399 421 29B b 0. 0. 0 0 c 0. 0. 0 0 d 0_ 0_ 0 0 e 0. 0. 0 0 f 0. 0. 0 0 11 Floors a 22A 25i 01 E 156 0 64 1 0 04o4e: room b 19G 1.01 0 393 0 c 01 0 0d0 0 rsT d 0_( Of 0 0q0 0 for slab a 01 01 0 0 0 0 9o-) f 01 Of 0 0 0 0 12 UtiItration a w 9.0 0 8q 2339 TP 32 891 296 0 13 Sulok3W bsg=6+B +11+12 - 377 ,• • • •• 8515 911 «» Eesse&welhmfirg „„ Less transfer - . , ,... ,.,. ,... .... .... .,.. ... 14 Heafiig red*bubon IW 3E - 10/1 862 - 19/1 37E - 101/ 91 15 Totalloss=13+14 - 444 - "" - "" 41 - lom 16 kt gars: Peo0e @ 300 0 1 "" 30D 1 "" 0 1 600 "" 0 17 SLW RSli �7+�+12+16 "" 699 "" "" 4781 "" "" "" "" Lessexierrr ax*9 ••» 0 •••• «„ ,•,• ,•» ••,• Lessiarsia ,... ,.,. 0 ,.,. .... ,... ,... .... Cookgmdmxfm ... ..,. 0 ,... ,... ,... ,.., 18 Duct gait 10° "" 70 "" 478 19 TbtJRSHgarF(17+18)-PLF 1A0 769 117D "" 559 100 1D0 2D Airregrired (dT� "" 37 "" 361 251 "" 1 R"DtA aaW byACCA b rrled al TI Wmneds Of Mmd J M Ed. wrrghts0lFt Right -Suite Residential- 5.5.06 RSR26014 2002-Apr-03 16:42:13 14CACk E:tFileslf%Fox 3 Jacobs 20021250912509.rsr Page 2 C RIGHTWORKSHEET Entire House DEL AIR HEATING,AIR CONDMONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Job:2509 8.28.01 mwvu�.c rn ra 1 Namedxun BUM BOFih43 BIH2 BDFW4GAWRul 2 Lacjidepasedwel 15.0 ft 28A ft 6.0 ft 420 ft 3 Roorndmersbm 15.0 x 17.0 ft 13D x 15.0 A 16.0 x 6.0 ft 18.0 x 18.0 ft 4 CelVs Cm&Op6m S0 haaftd 80 heefbod &0 h.W d 8.0 ft ha Wod TYPECF CST HIM Area Loed(B11>) Arm LOW (B O Arm Lad@M Aim Load@ E)6a061FE Na H§ I ag (fn HJ Clg (fF) f-h9 Cig OF) Hf9 Clg (fF) Hl9 Qg 5 (loss a 14B 4-f 1 "" .' "" "" "' 0 Evasod b 13C 3 1 "" "" "" 0 neb and c 12C 2 I.f 120 4E"" 336 pawns d 01 0. "" "" "" "" 0 e Of 0. "" 0 f Of Of 9 0 6 VWdNwsard a 1C 37 1E 591 IE 591 "" 48 777 glass doors b 8C 37 "" "" 0 HeaSy c 9C 38. "" "" "" 0 d 0. 0 e 0. ,. ,». «.. .... 0 ,.,. f0. .. ..,. ..» ... 0 «» 7 WrdNs and North 0. - 0 - "" 0 " glass doors NENW 0. 0 - 0 - Cooing EW 54. 1 - 870 1 - 87U "" 48 - SEN 0. - 0 ' " "" 0 - 1 Saar 30. - 0 "" 0 - Horz 0. - 0 0 - 8 CAherdoas a 11A 18. 12 0 0 b 11A 18. 1 12 0 0 c 0. 0_ 0 0 9 Nd a 14B 41 21 0 0 0 opined b 13C 3 1 0 0 0 0 viand C 12C 2 1., 101 300 Z2 500 401 4E 13E 2BB 829 paws d 01 0_ 0 0 0 e 0. 0. 0 0 0 f 0. 0. 0 0 10 Cefngs a 16G 1. I A 255 269 353 196 206 270 9E 101 133 324 b 0_ 0. 0 0 0 c 0_ 0. 0 0 d a 0. 0 0 0 e 0. 0. 0 0 0 f 0. 0. 0 0 0 11 Floors a 22A 25. 0. 0 0 (4ok-z room b 19G 11 0. 0 0 c 0. 0. 0 0 s d d 0. 0. 0 0� 0 0 forslab a 0.( 01 0 1 0 loons) f 01 01 0 0 12 hA a6on a 27 9.0 16 4461 143 446 IQ G 46 13 St6l:tal bs%*6 8-+11+12 1606 "" "" 1842"" "" 4m Lessexbrc>alhea6ng ,••, ,••• ,•,• ,,•• ,•,, ••,• •,•• Lessbansfer 0 14 Dud loss I(PA 161 "" lox 184 - 10% 2, 10 % a" 15 Tdal bss=13+14 1766 2026 - "" "" 4711 16 hd gins Fbcple @ 300 C- 0 0- «•• 0 - 0 17 cUU RSH gaiF7+8�+12++116 .... ,.» .1,10 ... - .169D .,» ,.,. »» - Lessak"-al000ig «» «» 0 ,•,• ,•,• ••,• ,••• Cooing ndtibrr6on ,... .... 0 .... .... «.. .,.. ,... ..,. 18 Dud gm Im,"" 157 10 "" 161 10Y z 109' "" 19 Total RSH gait=(17+18rPLF 1.00 "" 1TX 1:00 "" 1851 1,00 "" 1.00 - 20 Air �*W � , ., 82 ,... .... .... R"Dil mffed by ACCA b med a9 iegt�s of MmId J 71h Ed. wrrtghtsOlFt Right -Suite Residential"' 5.5.06 RSR26014 2002-Apr-03 16:42:13 �'� E:1FilesIRFox 3 Jacobs 20021250912509.rsr Page 3 .. t M O 0 4 3 2 t I I SN ( wnmlcoket snw ran is, rot OOOFL REVISIONS A Aoao w/ roc-L-Loc roP a No REV. NO.1 ZONE: DATE: ECN N0. APPvDI I DESCRIPTION -13.4�::.3IEEt. fKINI ANp ua[mAIIE.A011OM (ALONG waiA). aaTpwl SSe CLAW ON T 82 j 11/00 - MWW I OTY (1) WAS (2) FOR TRACK SOLT l ; of AVANMLE • I lrouzoNr4 raAOK WPPoar or i 10 oA WN. [ND STILES ATTM.N[D TO OOOa Dow YISTALl[A (T0 WI) ••� STOP SRN PATOiiCO rOa-L-IDC i77I[AI Ra., ooTTa a atNIG) p i �' W j"� N CA .. SR MO -"— - •) I rAfT I TQ rr000 ,4 "IN a.i/i.woo0 u0 iCatw'i. �T� ooualt TMEJ( • LISTED r..••� nu AVNL/$L Af /N OPigN ...) I �i ONT Ntw •[• C' Lti 1 S' , m RCa TwA<K, WN, TbiC11 TWCK+ILSit .0/0' i .11 ! fOIN WIT ® (4) 3-1/Y 13 OA PCAd4ymot. TR.LN SaACNEY. ) (4) TMCri iMCJ(Lii ►Ca soC two Pol"T LOCK" u+a tar saAGR IV REPORT#9606C yy ' C .aC •r DOUN/ IwACN r 'W- . 3O CA u3--OARS LOyL Nr.evew+u n • U-(WS w A I-1-I i 14OATiDtN (C TW u-6W ti ON Oonw 3[CfwN. L / oNE u_Rw oN NOrr •• N SECTION, RC.) IIMI/a' SNRT IALiAL xaori �jYjpy� VGyAi �' A Oo110wL OW KCTCO LOG AOW" r Ww Do" warty T 1V-W ° T A'.] 41 s w 0 warn nrvAmus f ENO wur . Iyy,JNts,.reyi n Nwn■ NN '11• �OLY(..� raonr n"E nN uv 00AS yP TO 7'- ' NICM CON 0/ (I) SC�IIONS (fNOWN . w'`9gt n[OUNm• W IxaM W'Y SC tCIXAIIOtAINN STOP w7UU7w4 OF OW INVAUA (TO SUIT) 800as OVCa -OP MqN CONA�T 0/ (1) SCCi ON7 (NOT SN P). CGTwO ON WtSWL WaI/Gt (WT Not ACUL00) TO ►a0.t0E A FIST W PTM 30 " UK ULY, ST= UW TITLE WwXC. NOk2ONTAL 4mm 00 NOT Taw1Y01 LOAD, Li YELLOW PWE 1•W 3• (NICK I/S71 Ac NCU0. R ID6WW L 30 oA GALV, irol NMI RKL NOTnEe wsloE J _ref a .a GU Wlv srttt faVOK SPAC(m �ASiS7� fo warn =1w 1 t3 cA wY, 31ELL LOT KTAKA • /AN NEAR SCACw' wTN ONE S/Ir.l.i//S' tAO xaeW _•. SNIII CWIEO wRN O-4O Mw. (10 SOaC'Wf 101 urO N ^ f.� I (C.,w PG 1aACA MACKR. "AYANIZAiM OAWEO-ON IN% 1/4'.i• TiFCCON SCRLWS C. ,l-�3' C01T 000 7/II' I.O. RWNO PVSNN ANO A W40-a+ nOLYL1rG SNAP uroN aa.Cts / rASTENG (aNL P01 ROLL[A) Ii O,, 000AAALLLro I�NTT� W H<r.[ Ap/y( TEEL TOP OM) Vt M" IM(X P9 WN. C wwsrWu WCLUOCD wTN y ypEC rLii Cq r[A. ) TOP C=tO[i OI YTCCL 11014,. 12 �MACKCf 4Pl ONt SW WCN ON � O'D•N�Y K�L�LEIMa1iAW�NK� 13 O.��GLVRJiCEL TR�Of Goa ED TO f�� 0 N w/(/) 11 /i- LYiT YRAb SMGR Ar"po w/(4) WIM RCL U'Ol i10[ W �R• (But Nor KOWaED) i0 IaOVIp(A /Lush Tpp( AnAON� To iMPIR 1. 3 N T� 4NO 46 i 11.a/i• SNUT WRAC UOUNIINe SWIrK4 HOIwioMTIL uNlt.1 0o IN7r wT}N ON[ 1/4'18/i�eOl.r i NUT �•) I!!• a ♦ 1µ s k ►tA 0�D NwoG SNIP W uONTA ORt1Yi, iRwSiG COLD. q1 Two I/s• OK ISVErS. V our= KETto NNW, W'" tN0 3. ON sNOaT•STW, 10 6.4 S= AOLLCN. [mot %ASRNp t0 tNO �o rew. �.m•mN 4MK A A.C. 44- P.C. �1 IM1 LAI T�0. p�••.nnN v_ns Nr enues 1•, Sre�nrti e.e amom �gyLMI.0 13SIJ3 - M 1wy�T(K C. 4 wflK Nv+OLL 7• TALL U-WA a (.) 1/.5J 4' SCV 20 " OAIv, SI ` TAMW W-AWS, � w y�y TM ocscN ar TIK SUPPORISIO SIRUCNRK aaurrts OESICN LOADS; +24,0 PSF dl -24,5 PSF wN. xKS,ITRMTH; SD K31 SrGQ ii NE rasa+s°urrY ar Inc PRd[i801W or TEST LOADS: +J6,0 PSF k -J7.0 PSF WNA Op( OF OFDOq R[CGO ION THC iNLpNO Oa SYIIVCNK MIO w ACC°aWICE O L 13 I-- J' TALL . l0 CA CALv. STRL U-sms END SLOE SOLI WIN CUpLfM OUNLwlO o00[S IOC NL LOrq Ulr07 ON awNNN. OAuwNs ws N W A 1-1-3-1 oATTEAN (1 C, Two U-WH STILL LOCI( 0444W TICS OIIA.IINC. r IfTK A awm LqL {o/0a1PART NOS: Ln A I-T/0' ON O.A. SELfION, aNC U-MN ON NtYT wra wERiM.L A scerwN �tO� un1 u-wR ArrAGED MA" OK UnMff SbW ONrn1.s 717W�ut� k SiW If00 .. T- TON4 SGOIR LOCK ON mofty /R� - IDEAL C1aalwnoU , ,s202 O rG c LOGTIOIL a r rLDr.Y w TOLERANCES e r TIL Na 1-51}61-4/00 w ew.w4 bNn w .+r r fLa�001♦OSOIIL loT K0. I_SI} 12-J!I w wr...a —1. ww..lw, 0 - #,OJ nw.. wWJ , arNSYNuw ,00 • #,015 .rmlCN ... glee vin+, .wwl I. rmNnL r.wv. DESCRIPTION: MODEL 6R5T W4 t6-0 x 0-0: 24/-24.5 DE510N LOAD ..,.., IN...u.. 13 aA CALV. =CL SOTTOW aRACKR. l aalw W4•ry DRAWN BY: BMM OATEt 4/18/00 SCALE: NTS OWL. ATTACHED WIN (2) 91-3/S' STILT uQAL SGM3. / �'�'•""wN W'^r^^'• R ALUWNUN tMW&ON l/C r.�l 0igri/f #I/T CHECKED BY: Mwv+ DATE: -a/16/00 SHEET 1 OF t 512E L a MN1L WCAIWAVIOP. /✓/° ThIrO Mg14 4 UnWs BIR44 OINawN. / - / ProJ/etlon DwENsONs Am w wONEt. OW6. NO,; 102134 REV, NO. CD 1 ,0 3CO 1 1 .o I a a _A ggOa nESICNATION Tharmo-Tru In -Swing Door Wood ;'raves System LLA)amL)M, OVFMI NQMINAI SIZE- Single up to 5'4 x 8'0 W/wo $iddI003 Double up to 8'4 x WO w1wo sidWex USABf nO X, ox, XO. OXO. XX. oxxo CENERAI DESCRIPTION: The hood and side iambs on fingetioint pine measuring a min. 4-9/15' with a F rabbeted bbeted stop. 3/16- TAPCON TYPE ANCHOR DRACA" X MASONRY LA .1 x 2 FIARIW-", Ix W"-,, 7-7 FTH W3 JAMB 10 7 ;Ki% t 1/2* (knWALL 2X tVCK 3 FIRRiNG INTERIOR QFcfrN PRESSURE RATING Single Positive. 67.0 PSF Negative 67.0 PSF Single with Sidefitas positive 60.0 PSF Negative 60.0 PSF Double w1wo Sidelit*3 Positive 47.0 PSF Negative 47.0 PSF MAX 18- O.r- 3/15- TAPCON TYPE ANCHOR ELCO TAPCON 01: EQUAL • 1/2. O'"ALL I x 2 nIRMNO uAsoNRY LAVFL offEm) 3/18- T TAPCON (S— —1. 2) HEAD J-140 TO IX sue -BUG( 1/2' OffrWAU, iX BUCK FIRR A (235 La. SHEAR RATING) J/16, TAPCON (S.0 '444 Z) a It 2 1/2* PFH ws 4D TAPCON MAX. TYPE ANCHOR SHIM SPACE EM., aw zk%x we -BUCK I. I This system has been evaluated for use in locations c.dhering to the Florida Building Code VarrAL Svc JAMB and when pressure requirements as determined by ASCE 7 Minimum Design Loods for Buildings �Z-70 2X WS-BUCK I 1/04• WL and Other Structures do not exceed the design pressure ratings listed heroin. 2. For ;nstalkItions where the sub -buck is less than 1-712* (FBC section 1707.4.4 Anchorage Methods and sub -sections 7707.4.4.1 and 1707.4.4.2) Topcon type concrete anchors must be used and the length must be such that a minimum 1-1/4* #ngcg4nent of the Topcon into the masonry woe is obtained. yi 00 O .0 Cr DATE: 4/3/02 SCALL, N.T.S. DWG. BY: W.LN. CW. BY: R.W. DRAWING NO.: ' T-022bl SNW _1_ or 1 F R ,UOQEL QUIGtiATION: Thermo-Tru Out -Swing Door Wood Frames System Single Positive 67.0 PSF Negative 67.0 PiF MA;fIMUW OVERALL NOMINAL SIZE, Single up to 5'4 MAX 18* O.C.-P-;IGN PRESSURATING 8'0 w/wo sidelles 7 4 te Single with Sidelit63 positive 60.0 psr Negative Box Pir •cc C'4 Do.ble up to 8'4 8'0 w/wo sidlit- )ouble w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF Go I IFIQURATION X. Ox. XO. OXCII )0(' 0)0(0 C) I X CO1 rEl.,:M DESCRIPTION: The head and side jambs are ringorloint p;no measuring a min. 4-2/16' with a 7/2' robbot*d stop. MASONRY LINTEL LW Ftow.,w 3116' TAPCON TYPEANCHOR -3. "a is' ;ti ; .ti 1.;.. 4 sa, CONCRETE UASONW BLOC-( TAPCON TYPE ANCHOR ELCO TAPCON OR EQUAL (235 LB. SHEAR FAnNG) /T*I r \4V MASONRY 2 1.5-J ORMALL TYPE ANCHOR LINTERIO L 'T f 75*j 5 PFH INS n JAMS 1 1, MIN. we. vi 1.15- hift EMS. .25' MAX SHW SPACE EXTERIOR yi IS 2-112- PFH WS 4-- � V INTFR)OR I x 2 F7RRJNG C-SINK DRYWIJ L 2X BUCK EDVERTiCAL SIDE Aye TO 2X SUB -BUCK 3/16 I x 2 lIRRING 04i� 0 --V 0 DA fV ALL 00 (C) 3116* 1 APCON Ix a L .25W MAX. SPACE 3176- TAPCON L-2.25J TYPE ANCHOR X ? - G: O.C. ANCHOR SHIM V. UCKSUB-B Z 1_ TYPE 11EAD ,LIMB .25* MAX. SHIM SPACE W EXTERIORERIOR 3/16' TAPCON TYPE ANCHOR (MQQ En 0 z INTERIM I 1 0 C-SINK x 9 FnRPJNG 01"ALL G;;-9UCK LSU5.'lE JAMB IX BUCK 1. This system has been �Iuotsd for use in locations adhering to the Fiorillo Building Code and where pressure requirements as doterminoo by ASCE 7 Minimum Design Loads for Buildings and Other Structures do not exceed the design pressure ratings listed herein. 2. For installations where the sub -buck Is loss Nan 1-1/2" (FBC section 1707.4.4 Anchorage Methods and giub-sections 1707.4.4.1 and 1707.4.4.2) Topcon typo concrete anchors must be used and the length must be such that a minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained. J. When using a IX sub -buck a 6-9/15* jamb is required to allow for min, edge spacing for Topcon type anchors DATE: 4/3/02 SCALE: N.T.S, DWG. BY: W.L.N. CAK, BY: RX gar1 or 3/16 I x 2 lIRRING 04i� 0 --V 0 DA fV ALL 00 (C) 3116* 1 APCON Ix a L .25W MAX. SPACE 3176- TAPCON L-2.25J TYPE ANCHOR X ? - G: O.C. ANCHOR SHIM V. UCKSUB-B Z 1_ TYPE 11EAD ,LIMB .25* MAX. SHIM SPACE W EXTERIORERIOR 3/16' TAPCON TYPE ANCHOR (MQQ En 0 z INTERIM I 1 0 C-SINK x 9 FnRPJNG 01"ALL G;;-9UCK LSU5.'lE JAMB IX BUCK 1. This system has been �Iuotsd for use in locations adhering to the Fiorillo Building Code and where pressure requirements as doterminoo by ASCE 7 Minimum Design Loads for Buildings and Other Structures do not exceed the design pressure ratings listed herein. 2. For installations where the sub -buck Is loss Nan 1-1/2" (FBC section 1707.4.4 Anchorage Methods and giub-sections 1707.4.4.1 and 1707.4.4.2) Topcon typo concrete anchors must be used and the length must be such that a minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained. J. When using a IX sub -buck a 6-9/15* jamb is required to allow for min, edge spacing for Topcon type anchors DATE: 4/3/02 SCALE: N.T.S, DWG. BY: W.L.N. CAK, BY: RX gar1 or INTERIM I 1 0 C-SINK x 9 FnRPJNG 01"ALL G;;-9UCK LSU5.'lE JAMB IX BUCK 1. This system has been �Iuotsd for use in locations adhering to the Fiorillo Building Code and where pressure requirements as doterminoo by ASCE 7 Minimum Design Loads for Buildings and Other Structures do not exceed the design pressure ratings listed herein. 2. For installations where the sub -buck Is loss Nan 1-1/2" (FBC section 1707.4.4 Anchorage Methods and giub-sections 1707.4.4.1 and 1707.4.4.2) Topcon typo concrete anchors must be used and the length must be such that a minimum 1-1/4' engagement of the Topcon into the masonry wall is obtained. J. When using a IX sub -buck a 6-9/15* jamb is required to allow for min, edge spacing for Topcon type anchors DATE: 4/3/02 SCALE: N.T.S, DWG. BY: W.L.N. CAK, BY: RX gar1 or �t00E1 DGf14TION Thermo—Tru In —Swing /' Oct —Swing Door Wood Frames System MMMUM OVERai L NOMINAL SIZE Single up to 5'4 x 8'0 +:/wo sidelites . Double up to 84 x 8'O v/wo sidelites ., .. j'. •t API F CONMURA71ONS X. OX. XO. OXO. XX. OXXD ;ENERAL DESCRIpmw The head and side jambs ore fingerjoint pine 5 measuring a min. 4-9/1f' with a 1/2' rabbeted stop. q. DOUBLE 2X Ro' ao' ti '�.'ti.ty i.'.y',+ NEADIiR 1/2' DR11WLL sNGI»eNa .0 I t3 +qINCLF DOOR ZX STUD / OC 2X JACKSTUD J ry /8x2: 1/2' 4' PF1/ WS 'y 5 OFSIGN PRESSURE RA71NG: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF Doubly w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF -•�i /11 NEW JUIB — ,� - � v I 1 Y�t /LL 5 Zx{ ignutng is x �/2' X 3.0• • - I • C-SINK SHfATNINO V �i 3.0• e.o- L 14' TVP- ! I 1 I DOUBLE DOOR 25' MAX WAI SPACE SINS F OR DO BLF DOOR WITH SIDELRES b vt7mru. SIDE AMS ttSUIN p,g, � � .T This system has txsn evaluated for use in locations adhering to the Florida Building Cods as determined by ASCE 7 Minimum Design Loads for 8uildi./;s and where pressure requirement and Other Structures do not exceed the design pressure ratings listed herein. Z n t— o CO y000 oo� Z M u� OW �S S Q. N � e �,v nON E' 0 n V L J .0 ILI `A` Y 3 O 0 W W V1 wQ 0 Ln cc Cr Upc� Z US V1 Z31 Z 813.584.3831 WE 4/3/02 SCAM N.1'.s. DWG. BY: w.,.� CNIC Wr. Rw. WVANG No_ t-02202 SKr* t 0r + 37.5 MAX WIDTH THERMA oTRU® I� 3 6" D . _.I PANEL WIDTH ____ _..__.�_-..--�. �.-.-.......... .. .. n....L gun new e71FW/JL is Fiberglass cvg, min. yield strength 000 psi - 0.070' minimum skin thickness - 0.110' minimum skin thickness 1: Polyurethane foam core. wlin" job. vcn>iq J .. - �fJ1Gh4tl: The ppanel skin is constructed from a 0.070" thk. ee mo n9 compound (SMC . The interior cavity s fgfed with 1.9 lbs. density BASF polyurethane foam. The panel face sheets are glued to the wood *as anndd LaJs. 7h; LVL latch stile s reinforced with a wood lock block measuray 2.375 x 14.0 long at the strAe and deodboh location. The hinge able is Finger Jointed Pirm and the top and bottom roil are of a wood composite material In the double door application the inactive door is rifted with an extruded aluminum astragol (Wind Jambs 0) of 6063-T6 alloy. �p The Rome is constructed from ri jointed pane. The Mil Tan" -de fo the side jambs with (3) 169a. 1/crown x 2 Jong staples at each side. The mullions are secumd together in a siderite application using /8 x 2" long PFH Wood Screws (6) screws per each mullion. The units use an Inswing Saddle threshold measuring 5.75' x 1.5487. r in :The adel8e panels are sandwich glared using o two piece np fame. (sty are dry glazed on the exterior with an 1/8' lhk cdlulor glozing tope ti -il Tope a caulked with saiicone. The life frames are held together with o /k8 x i 1'/1 long Plascrew. TABLE OF CONTENTS SHEET #1 DESCRIPTION 1 TYPICAL ELEVATIONS k GENERAL NOTES 2 VERTICAL CROSS SECTIONS 3 HORIZONTAL CROSS SECTIONS 4 HORIZONTAL CR055 SECTIONS do NOTES 5 6 AN HORING LOCATION5 k D AILS ANCHORING LOCATIONS & GLAZING DETAILS 7 UNIT COMPONENTS 8 BILL 0F MATERIALS h UNIT COMPONENTS e OVERALL WIDTH 36.625* MAX. PANEL WIDTH ► ► I ' F11 Fil i SINGI F WSWING UNIT 74.5" MAX. OVERALL FRAME WIDTH 36.625' MAX. PANEL WIDTH W ASTRAGAL x co x W J 0 0 X DOUB F INSWING UNIT y nLc nr _.... �v Kv ALL MODELS 68.5' MAX. OVERALL WIDTH — n r36" MAX. fROMIMOR PANEL WIDTH D MASTER F.H,74. CL DOOR PANEL INTERIO O c6 7 c"I ^' Q4) ci U., ci EXTERIOR -i 'D ci SEE NOTE 5 SHT. 4 m 173 SEf'NOTE I SHT, 4 lid z CLASS THK INTERIQ e25 0 MR, FOAM GASKET k .1 N ao SILICONE CAP BEAD o, 6 0 0 1.68' MIN. PANEL THK . SEE NOTE 5 SHT. 4 I t, YJ BUILDING DNSU'.�� INC 813.684.3831 v 08/10/91 !f.1/2* - " c. VY.. TJH rr; PW S-2151 MASMFF SEE NOTE 2 SHT. 4 --\ INACTIVE Z� x J to Z ASTRAGAL RETAINER a BOLT 8.0• LG. TOP Ac BOTTOM (2) BOLTS, AT TOP & (2) AT BOTTOM 1 SS SEcnON k,V O ASTRAGAL EXTERIO� a. 13 rv. INTERIO _ 1.15• MIN. EMB. �.25• MAX. SHIM .15• MIN. C-SINK EE NOTE 43 5 SHT. 4 XT RIOR Z W O 0000 Q O_ CO 6 " O = r; ACTIVE n g O O INT RI R FOAM GASKET & SILICONE CAP BEAD 37 SEE NOTE 7 SHT. 4 HORIZONTd1 CROSS SECTION O HINGE JAMB TO SIDELITE - xZ ,V)• — z O FOAM GASKET do �a o W SILICONE CAP BEAD 34 — was xo Y i� � N NV) 41 V SEE NOTE 1 SHT. 4 813.684.3831 1'CJEi 'it's AII�„ .r iL,O'2RAPA I,i2• 5-2151 ------ --- [SHUT 3 or 8 rarn •• 13 25" MAX. SHIM SPACE 1 4 LATCH JAMB TO BUCK, 7.7J MOY. .,.b EMBED. 15" MIN. 13 C-SINK n: 8 Y 1 !i w 7 30 6 �a 10 EXTERIO INTERIO Y 10 6 26 9 1 J 1 2 ZS' MAX. a fob a 4 HINGE JAMB TO BUCK, SHIM SPACE 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' do 60.3757. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125" IN FROM EACH CORNER. 2. SPACING FOR ITEM NO. 17 (18 x 1' PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1. 3 5 18.25, 40.57, 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 (18 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13.57, 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 USE ITEM A NO. 12 (110 G THE HINGE x 2 T SCREW) WHEN ATTACHING O THE JAMS AND THE K THE HINGE TO THE JAMB AND THE SIDELITE AT THE MULLION USE ITEM NO. 37 (110 x 1 3/4"SCREW). SIL 3 H RI ONT R N 4 O STRIKE JAMB TO SIDELITE Ira, O_ r¢ N Zo co MZ0K) N O la1 O 00 �Oj00 Nl �0 a 12 g72 SEE NOTE x ti� 7 SHT. 4 V) CZ U po �.4I yui JOB ?I�:vO � ivWi 813.584.3831 BY: IJF rn: RW ING NO.: 5-2151 r 4 of I SEE DETAIL "F" SHT. 5 6' 6' 6' 3' 3' 3" 6" 6" 6" 3" 13 - TYP. - SEE DETAIL TYP. SEE N07E 3 SM. 4 SEE NOTE �� SHT. 5SEE - DETAIL 6 SHT. 4 , SHT. 5 r2p. SEE NOTE TMP. SEE DETAIL "G' SHT.5 6 SHi. 4 _ SEE DETAIL 13 SEE NOTE 3" —i � '� 6' 6�. 1 3ESHT 4E to n n y 13 In N n �a lYP ^� —COY SHT. 5 'H" SHT. 5 .D. TYP.4 SHT. 4 - 73 - Tom• SEE DETAIL "C' "C" TYP. D" f ;o 'G" SHT. 5 — .B. _ 14 TYP. .B. —I 14 TYP. I— Y 6' 6" -iI—�3' 3� SEE NOTE P- 6-666"i'0 4 SHT. 4 ...,{ 6" ®EBTRAL FLORMA Bo O.A L SINr F DOOR poUBt F DOOR W/SIDEUiES MANUFACTURIERNAME, r, c, Tr `' MASTER ]FH Eta A 0.357" BOLT DEEP ENOUGH FOR A 2" 13 BOLT THROW 12 10 0 13 0 0 13 10 0 10 DETAIL "I " DETAIL ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL "E« STRIKE PLATE TO FRAME DETAIL AT THE THRESHOLD h N II o> r, C. N Q 00 po0� cr pp 2 1 O�O� � O Lu �000 n F� a 813.884.3831 e OB 10 0 Y.L. N.T.S. r.Or. TJH K. er: RW kwANG No.: S-2151 ccr 5 OF E 6 N N • V) OJ 0. -U, SEE DETAIL 'E' SHT. TYP. CENTRAL FL"�- yI N�JIFAC TUBER SEE DETAIL "F- SHT. 5 _�.. ._.. _ . --�-j - - �`.� ll 11J 11*L 6" IL 3' 6• 3" 6' H- 6' 3"-� 36" 63. 3- I I I I I I 1 I I I- 13 I_ SEE NOTE - 13 - Typ : 3 SHT. 4 SEE NOTE SEE NOTE �• SEE DETAIL 3 SHT. 4 - 6 SHT. 4 - "F' SHT. 5 - O 13 "� TYP. SEE DETAIL - - -G" SHT. 5 = SEE DETAIL SEE DETAIL Typ. h �^ "E SHT. 5 5 ?I' SHT. 5 �• - - 13 - J- SEE DETAIL 'K' ,M, -K• TYP.r -M' io SEE NOTE "G' SHT. 5 14 14 14 - 4 SHT. 4 - - TYP. 14 TYP. "M' I TYP. I - - �-v6' 3" —a 63'"36"6" ---41 i3• SEE NOTE 3' 6" DOUBLE DOOR 453' GLASS 1 SITE n'TERIQ v 1/8" TEMPERED 25 CLASS 25" AIR O. O SPACE o.. 0 O .:Qp::.0. z jE 1/8" TEMPERED Z Y In GLASS 118 � � 6 u� s 36 e2 41 a SE NOTE 1 .25" STEEL INTERCEPT SHT. 4 SPACER 5" INSULATED GLASS f1L TCM LITE FRAME GLAZING DETAIL 6 6' 3- 14 4 SHT. 4 3" ® ®7YP. SINGLE DOOR -WZW M 463' GLASS SITE L/ _ 1/8' TEMPERED GLASS 0.` rSEENNOTE p _ .2540 ' AIR 'p SPACE O .: O. o �Q.1/8' TEMPERED GLASS INTERIOR 36 z .25" STEEL INTERCEPT SPACER s' INSULATED C LASS W/ arc 1 ITF FRAAAF GI A71NG DETAIL 'V VV BUILDING "N .LTANTS, INC 813.684.3831 T. 08 10 01 uE N.T.S. c. er--TJH K. BY: RW WNG No.: S-2151 m 6 or 8 — 4.563' 1.063" 4�- cl h 20 21 Iq 2 3 WOOD FRAME FINGER JOINTED PONDEROSA PINE 1.92" 1.734' io 01 d! 28 --I 097" 4 x 4 STEEL ODOR HINC� n -1.077"—{ D t�l 1 4 -- 1.531' --� a2 SInFIITF TOP & BOTTOM RAIL FINGER JOINTED PONDEROSA PINE_ u r- 33 - PLASTIC LIP LITE ERafE EXTRUD D BTS 2.141' F 691"--{ T I -T 1 h n e L LNSWING SIDELI7E 15 BOTTOM BOOT 0.09" EXTRUDED VINYL WALL O N l" �-- 1.531 LC TOP RAIL WOOD COMPOSITE f--1.077" - -{ t--- 1.531 crnn rrc Of ANW SIOF STILE FINGER JOINTED PONDEROSA PINE 1.264" v ,T N h N � �A�u cinc STILE GOMPOSRE �n n ".526" 2.713' prol!K111.121=1'•w1guflomelm T . i 5.75' Tol N 0 N O�-- 1.531 " FC. BOTTOM RAI SELF AU/STING 2QQLE THRESHOLD W000 COMPOSITE °v ALUMINUMNINYL .D45" WALL ALUM. 19 .080" THK. WALL VINYL_ TYP. - SS BOTTOM RAIL 11 WOOD COMPOSITE O ONO 000 R p 2 I 850L' V7 LL = p �OO uiD a U c E F-- 2.375" ca+su�r�rrts, x+c T813.68 1 4.3831 am 08 10 01 scam N.T.S n n `* o mro. er!" `7JH j._ 30 FINGER WOOD LOCK BLOGK JOINTED PONDEROSA PINE RW aA- oa�Hc wo.: NG S-2151 sear 7 a 8 — I WOOTHSRAR SKW.00 F18ERCLASSIC DOOR" .110" MIN. THK FIBERGLASS BY WOW-TRU with AW41h F mo 6,000 psi FIBERGLASS FIBERGLASS. FC. TOP RAIL 1.531 x .94 THOW-TRU M000 COMPOSITE MO00 COITPOSTTE FC. LATCH STILE -TRU MOOO COIMfE 1.531 x 1.209 WD00 OOI1POSfTE FC. WI�K'fi STILE(THEM-TRU. POHOEROSI PK 1.531 x 12W WOOD 5 FC. BOTTOM RAIL (J.57 x 115 mwi-TRU MV00 COMP05RE POLYURETHME FOAM (BASF, 1.91bs. 0 S M'DOD xwos TE FOAM 7 SHORT REACH COMPRESSION WATHERSTRIP -TRU FOAM 8 LONG REACH COMPRESSION WEATH RSiFtI° -TRU FOAM 10 1110 1 1 4 x 4 HINGE .097 THK. ERMA-TRU x 3 4 , PFH W000 SCREW to SS BOTTOM ILA 1.531 1 JH nUM-nV IOW CpipSOE STEEL bItLL M000 COIWOSIfE 12 1110x 2L.G. PFH WOOD SCREW ST L 13 IS x 2 1 2 L.G. PFH W000 SCREW STEEL 14 3 i 6 TAPCON ANCHOR ELCO 2.0 IN: LG. STEEL 15 SILO LRE BOTTOM B007 .090 EXTRUDED VINYL VINYL 16 2x INNER WOOD BUCK WOODA 1 MAX. 1 4 SHIM MATERIAL WD 18 1 ADASIM SADDLE THRESHALUM. KWIKSET TRAN 700 SERIES P*(.052 - 000 p x .25 -INE WOOD 21 x W 2 x .2 JwB -E3 KWIKSET MAN 700 SERIES 24 5 ASTRAGAL WIN BER II WALL GLAZING 1 2 INSULATED TES UM. 6063-T6 G S 26 SS. ma Tww-TRU, PONDER1.531 WOOD 7 8. 18 x 1 L.G. PANHEAD SHEET MET SCREW WSM9NG DOOR BOTTOM SWEEP STEEL NYL 2 WOOD 30 31 FC NDOO LOCK BLOCK 2M x 1.515 POPDEROSA PINE U 11iRMA- M000 1.183 r 153I WOOD M000 COIIPOSlfE 2 118 THK. CELLULAR GIAZINC TAPE S K-II TAPE - 33 PLASWC LIP LITE FRAME EITS, MRW-TRV STS 34 4.56J x 1.25 "K JAMB -TRU PONDEROSA PAJE M OOD 36 SMITE SOE STILE -TRU 1.531 1 .6% 05&ROSt PWE WOOD 7 10 x 1 3 4 I.G. PFH WOOD SCREW STEEL SS lAo RAIL IS31 x .94 1hERW-IRU NOW W000 COMPOSITE 39 40 NO USED SILICONE CAULK SILICONE 41 8-10 x 1 1 2 P CREW FOR ITEM 34 STE L 42 SOME TOP d BOTTOM ME -IRII 1.531 1 Or PROfROSI PNE W OD 43 8 x 2 L.G. PFH WOOD SCREW STEE Obi T 38 � 5S. TOP RAIL WQQQ QQMPOsn .592" N o, � N O—I .179" N R H OMPR I N W TH R IP FOAM CELL CORE W NYL JACKET 3" �n N --j.579" rn 7 .175" F� O �+��oRESSION WEATHERSTRIP BY THERMA-TRU FOAM CELL CORE W/MYL JACKET / DRILL TRU FOR .357" DIA. ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS PFH WOOD SCREW 2PLCS WIN AM II WR687 STRIKE PLATE 31 � _ 1.531 " --1 Inc rni C COAIPOSITF 1 ASTRAGAL RET MATERIAL: C/Rt�y}T Lf, do YELLOW CHl7O�MA� fE Imo- 1.316" I I O N �Qo�o OZO� M m U � L, j `n p0 ' W � �O�O 26 ,$�. WOOD HINGE SIDE ST!L � W � � � "- cIz oo 0 1 z xz J N NN Yt10 - o o- yN i 'a�� OV ASTRAGAL HAS Iw 3 t fo (2) 8 n .0" N BOLTS ® BOTTOM BOLTS 1 BOLTSS O TOP 1.767" --I 813.884.3831 scxc N.T.S. om er: TJH RW owwwc 1a.: S-2751 sHm -&- M f . ... ..AJ )� ,...1:• • 1. .. - - 3UN-21-2002 09*52 MILESTONE WINDOWS 407 323 9729 P•e2 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 RE: Florida Extruders Fenestration MasterFlle Update Mr. Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discussions at the Mid -Florida Home Builders Association's meeting at their offices on June 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of "1X Buck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits For Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Orange County Building Division to file this letter against the Masterfile Numbers and Installation Drawings identified on the attached listing. Based upon a review of the signed and sealed engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion installation drawings, the thickness of the buck in non-structural applications (Le., buck thickness less than 1 1/2") does ngt influence the lateral resistance capacity of the concrete screw (i.e. Tapcon)_ 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 VV and a precast sill's thickness will exceed l '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 '/.'_ Therefore, for Florida. Extruder installation drawings where a non- structural buck is used, nomenclature such as "1X buck by others" or similar statements shalt be construed to mean that a buck thickness of less than i '/:" is acceptable. The definition of a non-structural buck is based on Section 1707_ _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 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 ). Amoruso, PE ramoruso.oe@floridaextruders 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 61G15-23.00l, F.A_C A rubber stamp seal was also applied to fadlitate reproduction for Orange County Building Division Masterfiile scanning. • , nee: zooz-�-rR•-wig-oo9 ��1N�111111111//� -I t FIB 4 No. 5 _ 2540 7awett Lane, 5anfoM, FL 327 -1600 - (407) 323-3300 - Fax (407) 322-3337 2 Universal Forest Products i . i Re: 54601979 Centex Homes Orlando 2509 A,B,C Floor 94 Lake Monroe A The truss drawing(s) referenced below have been prepared by Universal Forest Products, Inc. under l my direct supervision. Pages or sheets covered by this seal include the following: 9 54904023 FT1 54904023 FT2 54904023 FT3 „ 54904023 FT4 54904023 FT5 I 54904023 FT6 p I 54904023 FT7 54904023 FG7 a 54904023 FT8 ' 54904023 FT9 54904023 FT10 54904023 FT11 j 54904023 FT12 = 54904023 FT6A Loading (psf) TCLL 40 TCDL 10 BCLL 0 BCDL 5 My license renewal date for the state of Florida is February 28, 2005 i i 6/14/2004 Johr,. Presley L'cense4 55 6 E The seal on this drawiry indicates acceptance of professional engineering responsibility solely for the truss components) Ilst6d and attached. The suitability and use of each component for any particular building is'trre responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226-9356 F'ax: (336) 476-9146 -=Qty Centex-Orlando/2509A,B,C/jsW2-24-4 �.. Job Truss Truss Type 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 Scale = 1.32. 3x6TL20 FP= A B C D E F G H I J K L M N O P G R 3x6 TL20 FP= 20-10-8 20-10-8 LOADING (psf) SPACING 2-0-0 CSI TC 0.05 DEFL in floc) I/deft Ud Vert(LL) n/a n/a 999 PLATES GRIP TL20 245/193 TCLL 40.0 TCDL 10.0 Plates Increase 1.00 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 Weight:9llb BCDL 5.0 CodeFBC2001/TP12002 (Matrix) LUMBER BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep TOP CHORD 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP No.2 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=147/20-10-8, W=147/20-10-8, V=145/20-10-8, U=152/20-10-8,-T=118/20-10-8 Max Horz AJ=3(load case 1) 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, H-I=-3/0, I-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=Q--3/0, Q-R=-3/0 BOT CHORD AI-AJ=0/0, AH-AI=0/01 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=O/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 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, WEBS B-AI=-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/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 bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and permanent building codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design requirements of the specific and governing f-, , ,�+.�+„o-imneoc nnly and nra not Dart of the review or Imormauun a5 R uiay ICIaM iy a oNci.un, uun�niiy. -y �................ .........._...-- - ---------- - certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54004023 Contractor/Job: 2509 ABC FLR Date` Req:03/19/2004 Draw No:54904023FT1 I , Job Truss Truss Type x #x� t +- q �4TM' Ply ' r Centex Orlando/2509 A,B,C/jsk/2-24-4 f�rll 0,50 ' 54904023 FT2 yy3�,v,l... FLOOR, 9 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, J6ff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:40 2004 Page 1 i 130 1-4-8 , 0-1-8 r H Scale = 1:35. 5x4 TL20= 5x4 TL20= 1.5x3 TL20= 1.50 TL20= 1.50 TL20= 5x4 TL20= - 3x6 TL20 FP= 1.5x3 TL2011 - 3x6 TL20= -' 1.50 TL20= A, e - C D E F G H I J. K Y 1 AA X R2Z V U T S R O P O -' N M. L 1.5x3 TL20 I I 5x4 TL20= 1.5x3 TL2011 300 M1118H FP= 1.50 TL2011 5x5 TL20= - - 3x6 TL20= 5x5 TL20= �r 1-6-0 , 4-0-0 . 6-6-0 9-0-0 10-7-8 , 11-10-8, 14-4-8 , 16-10-8 , 19-4-820-10-8 ; 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/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.38 Q-R >648 360 M1118H 195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.59 Q-R >416 240 TL20 2451193 BCLL 0.0 Rep Stress Incr - YES WB 0.60 Horz(TL) 0.09 L n/a n/a BCDL 5.0 CodeFBC2001/TPI2002 (Matrix) Weight: 107lb LUMBER BRACING TOP CHORD 4 X 2 SYP Not ' TOP CHORD Structural wood sheathing directly applied ors-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-1=-4045/0, I-J=-2872/0, J-K=-1105/0 BOT CHORD V-W=-0/0, U-V=0/2137, T-U=0/3583, S-T=0/4472, R-S=0/4742, Q-R=0/4742, P-Q--0/4490, 0-P=0/3578, N-0=0/8578, 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, I-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, G-Q=-468/221, F-S=-261/0, G-R= 221/130 NOTES (6) 1 1) Unbalanced floor live loads have been considered for this design. 2) All plates are M1120plates 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 ANSIlTPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing,,, where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. I 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:54904023FT2 F bTrussTpe /4023 FT3 FLOORiversal Forest Products,lnc., Burlington, NC 27215,' eff`Kerr Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 5.200 s Sep 1 A- B C D E F O 12-10-0 12-10-0 Scale = 1 H LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) I/defl Ud 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 L n/a n/a rBOT L 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 57lb BER BRACING CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep CHORD 4 X 2 SYP No.2 end verticals. BS 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) V=53/12-10-0, L=24/12-10-0, U=146/12-10-0, T=147/12-10-0, S=147/12-10-0, R=147/12-10-Q Q=147/12-10-Q P=147/12-10-0, 0=145/12-10-0, N=152/12-10-0, M=116/12-10-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-48/0, W7X=-48/0, A-X=-48/0, L-Y=-19/0, Y-Z=-19/0, K-Z=-19/0, 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, H-I=-3/0, I-J=-3/0, J-K=-3/0 BOT CHORD U-V=0/3, T-U=0/3, S-T=0/3, R-S=0/3, Q-R=0/3, P-Q--0/3, O-P=0/3, N-0=0/3, M-N=0/3, L-M=0/3 I WEBS B-U=-133/0, C-T=-134/0, D-S=-133/0, E-R=-133/0, F-Q---133/0, G-P=-134/0, H-0=-132/0, I-N=-138/0, J-M=-108/0 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 individualmembers 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 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:54904023FT3 Job Truss Truss Type Qty Ply Centex-Orlan 54904023 FT4 FLOORy Job Referenc( Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.20d''9`Sep,30 2003 MiTek Indu B,C/jsk/2-24-4 Scale =1:11 A, 8 C D E F LOADING (psf) SPACING -2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(ILL) 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 1ncr YES WB 0.03 Horz(TL) 0.00 G n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 32lb 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 Nq.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=139/6-11-0, 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-O=-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, H-1=0/8, G-H=0/8 WEBS 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: 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:54904023FT4 Job Truss Type Qty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 7=FT5 FLOOR m a1 1 u+ t '° ° ',, „., Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215 Jeff Kerr" 5:200 s Sep`30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:41 2004 Page 1 e 0-H-8 - Scale = 1:32. i 5x4 TL20= 5x4TL20= . 1.5x3 TL20= 1.5x3 TL20 11 - - - _ 1.5x3 TL20= 1.5x3 TL20= 3x4 TL20= 3x6 TL20 FP = 1.5x3 TL2011 3x4 TL20=. - 1.50 TL20= A B C D E F a H I J K Ti TP X 1 Z. W Y U T S R Q. P O N M 5x5 TL20= 3x4 TL20= 3x10 MII18H FP= 5x5 TL20= i 3x4 TL20= i 918 - 1-6-0 4-0-0 6-6-0 1 9-0-0 10-2-0 , 12-8-0 : 15-2-0 17-8-0 19-2-0 e 19-2-0 j - Plate Offsets X Y : A:Ed a 0-1-8 K:0-1-8 Ed e . LOADING (psf) SPACING 2-0-0 CSI DEFL 'in .(Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00. TC 0.34 Vert(LL) -0.27 Q-R >827 360 Ile195/188 TCDL 10.0 Lumber Increase 1.00 BC 0.86 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, CodeFBC2001/TPI2002 (Matrix) Weight:99lb LUMBER BRACING' ' TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep i BOT CHORD 4 X 2 SYP No.2 end verticals. I 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, T-U=0/1938, S-T=0/3192, R-S=0/3882, Q-R=0/3998, P-Q=0/3882, O-P=0/3192, P4-0=0/3192, M-N=011938, 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-Q=-184/460, 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: I 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT5 e I Job Truss Truss Type ay Ply Centex-Orlando/2509 A,B,C/fsk/2-24-4 54904023FT6 FLOOR i NVvi� '.ax tfx 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215 Jeff Kerf"`"' ""'' 5.200 s Sep30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:42 2004 Page 1 181-3-0 I 0-H-8 Scale =1:33. 5x4 TL20= 5x4 TL20= 1.5x3 TL2011 1.5x3 TL20= 1.5x3 TL20= 3x4 TL20= 3x6 TL20 FP = 1.5x3 TL2011 3x4 TL20= 1.5x3 TL20= A B C D E F 0 H I J K WESZ= y PU X T S R Q P O N M 5x5 TL20= 3x4 TL20= 3x10 M1118H FP= 5x5 TL20= 1.5x3 TL2011 3x4 TL20= - 9-1-8 i 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 e 0-1-8 K:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft UdL S GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.28 R >809 360 195/188 TCDL 10.0 Lumber Increase 1.00 BC ' 0.89 Vert(TL) -0.44 R >518 240 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.55- Horz(TL) 0.08 L. n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) 1001b 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=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=-1 035/0, 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-1=-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=-1302/0, J-N=0/902, B-T=0/891, I-N=-865/0, C-T=-856/0, I-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 M 1120 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. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown. and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTER HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT6 Job Truss Truss Type Qty Ply ,C/jsk/2-24-4 54904023 FT7 FLOOR ��r*€? 'u� 4 , '", 1 =Reference Universal Forest Products,lnc., Burlington, NC 27215, Jeff?Kerr°''°1''- "`-'--- 5.200 s Sep`30'2003 MiTek' Industries, Inc. Tue Feb 24 16:26:42 2004 Page 1 0-11r 8 1-3-0 1-3-8 ON-8 - Scale = 1:27. 5x4 TL20= -5x4 TL20= 1.5x3 TL20= 1.5x3 TL20= 1.5x3 TL20= 1.5x3 TL20 11 1.50 TL20= A B C D E F G H S U 1 R T P O N M L K J 1.50 TL2011 5x4 TL20= 1.50 TL2011 5x4 TL20= 1.5x3 TL2011 6-7-8 6-6-0 8-0-8 15-9-8 ' 15-9-8 Plate Offsets X Y : LA: Edge e 0-1-8 H:0-1-8 Ede Q:0-1-8 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.15 L-M >999 360 TL20 245/193 TCDL 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 CodeFBC2001/TP12002 (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.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) 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=7843/0, 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=-0/0, 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 Date. Req:03/19/2004 Draw No:54904023FT7 Job Truss Truss Type Qty Ply Centex-Orlando/2509 A,B,C/jsW 2-24-4 LUMBER BRACING TOP CHORD 2 X 4 SYP No.i TOP CHORD Structural wood sheathing directly applied or 1-4-1 oc purlins, 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=0/7628, 1-J=0/64531 H-1=0/2903 WEBS B-M=-2959/0, 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 Astomer No! 11045 Customer Name! CENTEX HOMES ORLANDO Shop No 54904023 ,ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FG7 ,C/jsk/2-24-4 - --� Job Truss Truss Type ay Ply Centex-Orlando/2509 A,B 54904023 FTS FLOOR �8 1 rs -� �.:; �a: Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215 eff-Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:432004 Page 1 1-3-0 9"1f = 1I- 0�"4 0 3 0 ale = 1:35.1 5x4 TL20= - 1.5x3 TL20= - 1.5x3 TL20 I 1.5x3 TL20= 3x6 TL20 FP= 3x4 TL20= 5x8 TL20= 1.5x3 TL2011 3x6 TL20= A B C D E F G H I J K L A AA RP Y X, W v U T s R O O N M. 2x3 TL20 11 5x4 TL20= - - 1,5x3 TL2011 3x6 TL20 FP = 3x4 TL20= 1.5x3 TL2011 3x4 TL20= 5x5 TL20= - 7-10-8 1-7-8 16-8-12 1-6-0 4-0-0 6-6-0 7-9-0 , 9-1-4 10-4-4 12-10-4 15-4-4 16-8-12 18-1-4 19-2-8 , 20-8-6 , 20-8-8 Plate Offsets X Y: A:Ed e 0-1-8 0:0-1-8 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc). I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.14 V >999 360 TL20 245/193 TCDL 1o.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/TPI2002 (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), R=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, I-J=-6/538, J-K=-6/538, K-L=-6/538 BOT CHORD .Y-Z=0/0, X-Y 0/1500, W-X=0/2338, V-W=0/2554, U-V=0/2554, T-U=0/2554, S-T=0/1912, R-S=0/758, 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, I-0=0/965, J-0=7340/0, 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 ' Q Customer No! 11045 Customer Name! CENTEX HOMES ORLANDO Shop No! 54904023 ,ontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT8 Job Truss Truss Type I Oty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT9 FLOOR �) ,,'� Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerry "5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:44 2004 Page 1 I Scale - 1:33. 3x6 TL20 FP- 3x3 TL2011, A 8 C D E F G H I J K L M N O P Q R A 3x6 TL20 FP= - _ - - 3x3 TL20 11 20-6-6 20-6-8 DING (psf) SPACING 2-0-0 CSI DEFL . in (loc) 1/defl L/d PLATES GRIP L 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a n/a 999 TL20 245/193 L 10.0 [BC Lumber Increase 1.00 BC 0.01 Vert(TL) n/a n/a 999 L 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 S n/a n/a L 5.0 CodeFBC2001/TPI2002 (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=53/20-6-8, 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 HorzAJ_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=1-4/0, F-G=-4/0, G-H=-4/0, H-I=-4/0, f-J=-4/0, J-K=-4/0, K-L=-4/0, L-M=-4/0, M-N= 4/0, N-0=-4/0, O-P=-4/0, P-Q---4/0, Q-R=-4/0 BOT CHORD . AI-AJ=0/0, AH-AI=010, 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, 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=-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 permanentbracingrequired 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 s 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 Truss Type Qty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT10 FLOOR T 1 Job Reference (optional) I Universal Forest Products,lna, Burlington, NC 27215 JefhRerr" 5.200 s Sep 30 2003 MiTek Industries, Inc. Tue Feb 24 16:26:38 2004, Page 1 q li{ 8 1-3-0 1-0=0 0uu1 8 Shale = J.- 3x4 TL20= . 5x4 TL20= 3x4 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20; 3x3TL20= 3x6 TL20 FP= - 5x4 TL20= A 8 C T, D E. F. G H I J W Y v R1 X T s R 0 P O N M L 5x5 TL20= - 3x4 TL20_=. .3x6 TL20 FP= 3x3 TL20= - 3x3 TL20= 3x3 TL20- 3x4 TL20= 5x5 TL20= 1-6-0 4-0-0 1 6-6-0 7-9-0 1 9-0-0 11-6-0 i 14-0-0 16-6-0 18-0-0 18-0-0 Plate Offsets MY): : A:Ed e 0-1-8 J:0-1-8 Ede U:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.22 O >979 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.34 N-O >620 240 BCLL 0.0 Rep Stress lncr YES WB 0.51, Horz(TL) 0.07 K n/a n/a BCDL 5.0 CodeFBC2001/TP12002 (Matrix) Weight: 93lb LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exc( 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) U=969/0-8-0, K=969/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD U-V=-963/0, V-W=-963/0, A-W=-963/0, K-X= 963/0, X-Y=-963/0, J-Y=-963/0, A-B=-934/0, B-C=-2377/0, C-D=-3214/0, D-E=-3508/0, E-F=-3508/0,- F-G=-3219/0, G-H=-2376/0, H-1=-2376/0, I-J=-934/0 BOT CHORD T-U=0/01 S-T=0/1803, R-S=0/2923, Q-R=0/2923, P-0=0/3508, O-P=0/3508, N-0=0/3482, M-N=0/2924, L-M=0/1803, K-L=0/0 WEBS J-L=0/1270, A-T=0/1269, 1-L=-1208/0, B-T=-1209/0, I-M=0/797, B-S=0/798, G-M=-762/0, C-S=-759/0, G-N=0/410, C-Q=0/475, F-N=-367/0, D-Q=-549/0, F-0=-250/365, D-P=-113/161, E-0=-134/68 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 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 i vr� Customer No: 11.045 Customer Name: CENTEX HOMES ORLANDO Shop No:54904023 Pontractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT10 I Job Truss Truss Type x < y Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 V 54904023 FT11 FLOOR y t 11 1 , Job Reference (optional) Universal Forest Products Inc., Burlington, NC 27215, Jeff Ker'f% 5.200 s Sep 30 2003'MiTek Industries, Inc. Tue Feb 24 16:26:38 2004 Page 1 0-1-8 ,1,-8 1-3-0 0-9-8 ° 0-9-10 0-9-10 Scale =1:29. 5x4 TL20= 1.5x3 T1-20= 1.50 TL20= 1.50 TL20= 3x6 TL20 FP= 1.5x3 TL20 I I 5x7TL20= 1.5x3 TL20= - A B c D E F G H I J X 3 W 1 Z 11 W Y u T S R O P O" N L K ' E 2x3 TL20 11 5x4 TL20= 1.5x3 TL20 11 3x6 TL20 FP = 5x4 TL20= 1.50 TL20 11 I ' ' 7-10-8 _ ... i .1-11-12� 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, i 17-1-12 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 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: 93lb 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: M-N,L-M. REACTIONS (lb/size) V=812/0-8-0, M=1033/0-3-8 Max GravV=821(load case 2), M=1033(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD V-W=-815/01 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-F=-2515/0, F-G=-2515/0, G-H=-1897/0, H-1=-787/0, I-J=0/58 BOT CHORD U-V=-O/0, T-(J=0/1487, S-T=0/2310, R-S=0/2515,.Q-R=0/2515, P-O-O/2295, 0-P=0/1486, N-0=0/1486, M-N=-120/3, L-M=-123/0, K-L=0/0 WEBS I-M=-100410, 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, G-P=-570/0, C-S=-6/278, G-Q=-19/486, 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. e 2) This truss is not designed to be used as a floor truss. 3) All plates are 3x3 TL20 unless otherwise indicated: 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d.nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. I 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 ; I I i i I ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT11 I Job Truss Truss Type Oty Ply Centex-Orlando/2509 A,B,C/jsk/2-24-4 54904023 FT12 FLOOR 1 li Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Ker1 - - 5.200 s Sep 30 2003 MiTek Industries, Inc. 'Tue Feb 2416:26:39 2004 Page 1 Scale = 1:27. - 3x6 TL20 FP= A - B C D E F G H I J AE L M N O lJ a D! a I I ,, I I , i i i 3x3 TL20- 3x6 TL20 FP - , 1-6-0 4-0-0 1 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 L/d 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 CodeFBC2001/TP12002 (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, Q=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-I=-6/0, -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=0/0, AB-AC=0/0, AA-AB=0/0, Z-AA=0/0, Y-Z=0/0; X-Y=0/01 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=434/0, L-S=-133/0, M-R=-137/0, N-Q=-120/0 NOTES (8) r 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. I 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 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 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 ° V_ Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03/19/2004 Draw No:54904023FT12 I Job TrussmTruss Type � _ Qty .Ply Centex-Orlando/2509 A,B;C/jskl2-24-4 — �• �� i ,-«< 54904023 " i FT6A �. FLOO _ _ I Job Reference (optional) UnIVerSaf FOreSt PrOdllCfS,fnC., f3UrflnafOn. NC 27215- .Jeff Kerr onn c ...r_,- ._ A-- -- ..... _..... _..._.., ..— -- , .��.Y< <. , dye .. _ 6 30 TL20= C . P 1 6 1-7-8 Scale = 1:7 F 1 3x3-6-0 ., `•o _rtAgo -A, 3-9-0 LOADING„(psf) SPACING 2-0-0 CS1 DEFL in (loc)' I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) n/a - n/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 Stress Incr I 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 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, excep BOT CHORD 4 K2 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) E=186/0-3-8, D=186/0-3-8 FORCES (lb) - Maximum Compression/Maximum Tension 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=-184/01 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. 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 withconditions 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 I certification of the truss designer. j LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54904023 Contractor/Job: 2509 ABC FLR Date Req:03119/2004 Draw No:54904023FT6A F__ Universal Forest Prodtcts Re: 54601980 Centex Homes Orlando 2509 Elev. C Roof 92 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: 54600588 H1 54600588 EG8 54600588 H2 54600588 G E15 54600588 H3 54600588 G E18 54600588 H4 54600588 T16 54600588 H5 54600588 V01 54600588 H6 54600588 V02 54600588 Y7 54600588 V03 54600588 Y8 54600588 CJ1 54600588 H9 54600588 CJ3 54600588 H10 54600588 CJ5 54600588 H11 54600588 H12 54600588 H13 54600588 H14 54600588 HJ7 54600588 EJ7 54600588 EJ5 54600588 EG5 54600588 G17 54600588 EJ4 Loading (psf) TCLL 20 TCDL 10 BCLL 0 BCDL 10 Wind: ASCE 7-98 per FBC2001; 110 mph; h = 25 ft; TCDL = 6.0 psf; BCDL = 6.0 psf; occupancy category II; exposure B; enclosed My license renewal date for the state of Florida is February 28, 2005 df _! 6/14/2004 John _ . Presley. License_# 55 6 The -seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s) listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec. 2. Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel:(336) 226-9356 Fax:(336) 476-91416 Qty 'Ply Centex-Orlando/2509-Clsk/422-4 I Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw. No:54600588H1 Job Truss Truss Type 54600588 H1 MONO HIP x� —a Y �3sr 1f 1 Job Reference optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5 200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 13:04:37 2004 Page 1 0 7 0-0 12-10-10 18-7-9 24-4-7 30-1-6 36-0-0 1-0-0 7-0-0 5-10-10 5-8-14 5-8-14 5-8-14 5-10-10 ' Scale = 1:E 9x12 M1118H= ` 5x8 TL20= 2x5 TL20 11 5x7 TL20= 5x10 TL20= 5:00 12 C - D E F G H I W1 Wi W1 _ Wi. tj 6 �A 0 5x10TL20= C P O N M L K 2x5 TL2011 5x10 MII18H= 5x10 M1118H= 7x10 TL20= 3x5 TL20 11 5x12 TL20= ` 7-1-12 12-10-10 18-7-9 24-4-7 30-1-6 36-0-0 7-1-12 5-8-14 5-8-14 5-8-14 5-8-14 5-10-10 Plate Offsets X Y : B:0-2-7 Ede C:0-4-8 0-3-12 J:0-2-8 0-0-8 K:0-3-8 0-3-8 LOADING (psf) SPACING 2-0-0 CSI TC 0.98 DEFL in ` (loc) I/dell L/d Vert(LL) 0.70 N-O >608 240 PLATES GRIP M1118H 195/188 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.40 N-O >307 180 TL20 245/193 BOLL 0.0 Rep Stress Incr NO WB ' 0:86 Horz(TL) 0.23 J n/a n/a Weight: 230lb BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 'Except TOP CHORD Structural wood sheathing directly applied, except end verticals. T1 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. BOT CHORD 2 X 6 SYP No.1 "Except WEBS 1 Row at midpt I-K 622X6SYP SS WEBS 2 X 4 SYP No.2 'Except' W1 2 X 4 SYP No.1, W1 2 X 4 SYP No.1, W1 2 X 4 SYP No.1 W1 2 X 4 SYP No.1, W1 2 X 4 SYP No.1 REACTIONS (lb/size) J=3136/Mechanical, B=3053/0-3-10 (input: 0-3-8) Max Horz B=157(load case 4) Max UpliftJ=-1041(load case 2), B= 902(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/26, B-C=-7057/2282, C-D=-9389/3157, D-E=-10135/3375, E-F=-8830/2937, F-G=-8830/2937, G-H=-8830/2937, H-1=-5501/1828, 1-J= 2966/1082 B-Q=-2138/6455, P-Q=-2129/6472, O-P=-2129/6472, N-O=-3154/9387, M-N=-3375/10135, L-M= 1828/5501, K-L=-1828/5501, J-K=-64/190 BOT CHORD WEBS C-Q=0/326, D-0=-1230/638, E-N=-131/263, G-M=-740/471, H-,K=-2378/1046, C-O=-1144/3368, D-N=-249/871, E-M=-1452/488, H-M=-1233/3702, -K=-1962/5908 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 11; Exp B; MWFRS end zone; cantilever left exposed ;end 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category enclosed; gable vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) All plates are 5x6 TL20 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) WARNING: Required bearing size at joint(s) B greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1041 lb uplift at joint J and 902 lb uplift at joint B. 9) Girder carries hip end with 7-0-0 end setback 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.Olb down and 270.31b up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Truss shall be fabricated per ANSI/TPI 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. ' 13) 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 (pif) Vert: B-J=-44(F=-24), A-C= 60, C-1=-131(F=-71) Concentrated Loads (lb) Vert: C=-385(F) uu muss I russ l ypem Oty Ply Centex-Orlando/2509-Clsk/4-22-4 154600588 1112 MONO HIP 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:36 2004 Page .?Q, , I 1-0-P 5-8-14 9-0-0 15 9-14 22-6-0 29-2-2 36-0-0 z 1-0-0 5-8-14 3-3-2 6-9,14 6-8-2 6-8-2 6-9-14 Scale = t:E 5x7 TL20= 5x8 TL20= - 5x5 TL20= 0 3x7 TL20= 0 N'. M 300 M1118H= L K J I 3x8 TL20= 3x7 TL20= 2x5 TL2011 3x8 TL20= 5-8-14 9-1-12 15-9-14 22-6-0 29-2-2 36-0-0 5-8-14 3-4-14 6-8-2 6-8-2 6-8-2 6-9-14 Plate Offsets X Y : D:0-5-4 0-2-12 F:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL -in (loc) I/defl Ud PLATES .. GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.27 L-M >999 240 MII18H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.64 L-M >672 180 TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL). 0.14 1 n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 185lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structuralwood sheathing directly applied or 3-0-14 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-7 oc bracing. REACTIONS (lb/size) B=1498/0-3-8, 1=1427/Mechanical Max Horz B=200(load case 4) Max UpliftB=-334(load case 2), 1= 387(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=O/22, B-C=-3062/695, C-D=-2815/668, D-E=-3374/895, E-F= 3210/858, F-G=-3210/858, G-H=-2114/571, H-1=-1354/419 BOT CHORD B-0=-706/2766, N-0=-639/2580, M-N 639/2580, L-M=-895/3374, K-L=-571/2114, J-K=-571/2114, 1-J=-19/69 WEBS D-0=-13/314, C-0=-238/197, E-M=-324/221, F-L=-391/221, G-J=-1037/404, D-M=-298/908, E-L=-188/70, G-L=-330/1260, H-J— 635/2352 NOTES (7-8) 1) Wind: ASCE 7-98; 11Omph (3-second'gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11;.Exp.B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) All plates are M1120 plates unless otherwise indicated. 4) All plates are 3x6 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this,truss is chosen for quality assurance inspection. 6), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint B and 387 lb uplift at joint I. 7) Truss shall be fabricated per ANSIJTPI 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 trussdesigneraccepts 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) 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: 11046 Customer Name: CENTEX HOMES ORLANDO Shop No: 64600588 Contractor/Job: 2500 ELEV C RF Date Req:0512112004 Draw N6:5460056gH2 Jab Job Tr Truss Truss Type Oty Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 H3 ROOF TRUSS �t a x Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:37 2004 Pagi 1-0-0 6-5-3 11-0-0 25-0-0 29-6-13 36-0-0 r 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 5x6 TL20= - 5x6 TL20= D E F ,. 5.00 12 C G W2 IV W2 3 4 w H A e Id o _ c 3x7 TL20= _. M L - K J I 3x7 TL20= 30 TL20= 300 MII18H= 3x8 TL20= 300 M1118H= 3x6 TL20= 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 : D:0-3-0 0-2-4 F:0-3-0 0-2-4 LOADING (psf) SPACING 240 CSI DEFIL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.20 1 K >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.55 K-M >784 180 TL201 245/193 BCLL 0.0 Rep Stress Incr YES WB ' 0.22 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 167lb LUMBER BRACING TOP CHORD .2 X 4 SYP N6:2 TOP CHORD Structural wood sheathing directly applied or 3 1-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD. Rigid ceiling directly applied or 8-10-6 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) H=1427/Mechanical, B=1498/0-3-8 Max Horz B=117(load case 4) Max UpliftH=-249(load case 3), B=-296(load case 2). FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3046/597, C-D=-2782/567, F-G=-2789/574; G-H=-3057/607, D,E=-2829/671, E-F=-2829/671 BOT CHORD B-M=-499/2749, L-M=-418/2371, K-L=-418/2371, J-K=-410/2374, 1-J=-410/2374,'H-1=-497/2761 WEBS C-M=-312/236, D-M=-53/434, F-1=-61/442, G-1=-319/243, E-K=-449/255, D-K= 149/677, F-K=-147/675 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) All plates are 2x3 TL20 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint H and 296 lb uplift at joint B. 8) Truss shall be fabricated per ANSIIrPI 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) 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H3 Jab _ Truss k54600588 H4 Universal Forest Products,lnc., Burlinc I 1-0-p 6-5-3 —t— I 1-0-0 6-5-3 1 �I' 0 3x7 TL20= Truss Type ROOFTRUSS 13-0-0 T 6-6-13 Qty Ply 1 Job Reference (optional) 1003 MiTek Industries, Inc. Thu Apr22 10:42:38 5x6 TL20= 5x6 T1-20= D E F M L 3x6 TL20= 3x8 TL20= 9-3-14 8-8-2 29-6-13 36-0-( 6-6-13 6-5-3 K J 3x8 TL20= 3x8 TL20= 3x6 TL20= 26-8-2 8-8-2 9-3-14 Scale = 1: 3x7 TL20= Ia 0 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 DEFIL in (loc) I/deft . Ud. PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.18 K >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 K-M >855 180 BCLL 0.0 Rep Stress Incr YES WS 0.18 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 171lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. REACTIONS (lb/size) H=1427/Mechanical, B=1498/0-3-8 Max Horz B=133(load case 4) Max UpliftH= 241(load case 5), B=-302(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3071/540, C-D=-2769/499, F-G=-2776/506, G-H=-3081/549, D-E=-2365/514, E-F=-2365/514 BOT CHORD B-M=-503/2777, L-M=-326/2174, K-L=-326/2174, J-K=-315/2176, I-J=-315/2176, H-I=-447/2788 WEBS GM=-399/284, D-M=-96/556, F-1=-104/564, G-1=-405/290, E-K=-281/156, D-K=-48/440, F-K=-47/438 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint H and 302 lb uplift at joint B. 7) Truss shall be fabricated per ANSI/TPI 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) 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. bustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 5460058.8 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H4 Job Truss Truss Type cny ply Centex-Orlando/2509-Cfjsk/4-22-4 ! 54600588 H5 ROOF TRUSS ^ � � I ar i41? Job Reference o tional Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:39 2004 Page; l it 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 = 1:6 1;) 0 3x7 T120= 5.00 F12 ' 5z6 TLZo= 5x6 TL20= 5x8 TL20 � . E F T N M 3x6 TL20 3x8TL20_ i 9-3-14 18-04 9-3-14 8-8-2 U- K J 5x10 TL20= - 3x8 TL20= 3x6 TL20= 8-8-2 '9-3-14 3x7 TL20= Plate Offsets X 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 SPACING 2-0-0 CSI DEFIL in (loc) I/defl `L/d PLATES GRIP Plates Increase 1.25 TC'. 0.42 Vert(LL) -0.17 L >999 240 TL20 245/193 L Lumber Increase 1.25 BC 0 75 Vert(TL) -0.50 I-J >855 180 Rep Stress Incr YES WS 0.66 Horz(TL) 0.16 1 n/a n/a CodeFBC2001/TPI2002. (Matrix) Weight: 183lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. REACTIONS (lb/size) 8=1498/0-3-8, 1=1427/Mechanical Max Horz B=150(load case 4) Max UpliftB=-324(load case 4), 1=-262(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3063/553, C-D=-2770/469, D-E=-1983/396, F-G=-1983/396,G-H=-2778/479, H-1=-3073/566, E-F=-2021/387 BOT CHORD B-N=-558/2768, M-N=-336/2265, L-M= 336/2265, K-L=-256/2268, J-K=-256/2268, I-J=-446/2779 WEBS C-N=-377/255, D-N=-68/501, G-J=-77/509, H-J=-383/261, E-L=-61/505, F-L=-60/504, G-L=-597/249, D-L=-594/245 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=&0psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)`Provide mechanical connection (by others) of truss;to bearing plate capable of withstanding 324 lb uplift at joint B and 262 lb uplift at joint I. 6) Truss shall be fabricated per ANSI(TPI 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 his sheet for conformance with conditions and requirements of the t 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. 7) 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 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H5 Job Truss Truss Type Qty Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 H6 ROOF TRUSS Kra t°�} .', }- .,.Job Reference o tional versal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr y 5a200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:39 2004 Pagc 1-0-Q 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:t 54 TL20 5x6 TL20= 5.00 12 ' E F B A o jv 0 3x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= 3x8 TL20= 5x12 TL20= 3x8 TL20= 3x6 TL20= t r 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/deft' Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.17 L >999 240 TL20 245/193 TCDL 10.0 . Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 I-J >851 180 BCLL 0.0 Rep Stress ]nor YES WB 0.75 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 183lb LUMBER BRACING TOP CHORD 2 X 4 SYP No., TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 7-11-13 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1498/0-3-8, 1=1427/Mechanical Max Horz B=167(load case 4) Max UpliftB=-343(load case 4), 1=-281 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C= 3057/598, C-D=-2773/518, D-E=-1947/368, F-G=-1947/366, G-H=-2780/528, H-1=-3067/611, E-F= 1812/371 BOT CHORD B-N=-615/2762, M-N=-404/2278, L-M=-404/2278, K-L=-267/2281, J-K=-267/2281, 1-J=-487/2773 WEBS C-N=-361/245, D-N=-62/490, G-J=-70/497, H-J=-367/251, E-L=-113/524, F-L=-112/523, G-L=-698/292, D-L=-694/288 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed.; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint B and 281 lb uplift at joint I. I 6) Truss shall be fabricated per ANSI/TPI 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 I 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. 7) 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. I LOAD CASE(S) Standard Gummer No;11046 Gustomer Name; GENTEX HOMES ORLANDO, Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw.No:54600588H6 Job Truss Truss Type Oty +#t2 .Xentex-Orlando/2509-Cfjsk/4-22'r-4 54600588 T7 ROOF TRUSS „ py _ J.b Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s,Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:42 2004 PagE 1 0_Q 6-5-3 11-10-14 18-0-0 24-1-2 29-6-13 i � , 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 = 1:1 1;l 0 3x7 TL20= 9-3-14 9-3-14 5x6 TL20= 5.00 12 E M L K J 3x6 TL20= 18-0-0 26-8-2 8-8-2 8-8-2 I 3x6 TL20= 9-3-14 3x7 Tt.20= Plate Offsets KY): : D:0-4-0 0-3-0 F:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.17 K - >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL)_ -0.51 H-I >846 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 174lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (161size) 6=1498/0-3-8, H=1427/Mechanical Max Horz B=175(load case 4) Max UpliftB=-351(load case 4), H=-290(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3056/618, C-D= 2773/540, D-E=-1944/404, E-F= 1944/402, F-G=-2781/551, G-H=-3066/631 BOT CHORD 'B-M=-641/2760, L-M=-436/2281, K-L=-436/2281, J-K=-292/2284, 1-J=-292/2284, H-1=-505/2772 WEBS C-M=-352/238, D-M=-57/483, D-K=-726/307, E-K=-137/1052, F-K=-729/311, F-1=-65/491, G-1=-358/245 NOTES (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) All plates are 3x8 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint B and 290 lb uplift at joint H. 6) Truss shall be fabricated per ANSI/TPI 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. 7) 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 ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO 'Shop No: 54600588 ontractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588T7 54600588 T8 Universal Forest Products,lnc., Burlington, I russ type Uty Ply Centex-Urlando/2509-Clsk/4-22-4 ROOF TRUSS 1. 1 Job Reference (optional)S IC 27215, Jeff Kerr 5.200 s Sep 302003 MiTek Industries,Inc. Thu Apr 22 10:42:43 2004 Page' 1-O p 6-5-3 11-10-14 18-0-0 24-1-2 29-6-13 36-0-0 37-0-p i 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 = 1:6 5x6 TL20= 5.00 rl2 E 5x8 TL20 % 5x8 TL20- D F - 2x3 TL20J 2x3 TL20ii - C W W2 W2 3 G 4 W 8. H I ;A 1 0 - 3x7 TL20= N M L" K J 3x7 TL20= - - 3x6 TL20= 3x6 TL20= 9-3-14 18-0-0 26-8-2 36-0-0 I 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/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 L >999 240 TL20, 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0:66 Vert(TL) .-0.49 . H-J >870 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.16 H n/a, _. n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 176lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD ' Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. WEBS 2 X 4SYP No:3 REACTIONS (lb/size) 6=1497/0-3-8, H=1497/0-3-8 Max Horz B=-1 67(load case 5) Max UpliftB=-351(load case 4), H=-351(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD - A-B=0/22, B-C=-3053/617, C-D=-2770/540, D-E=-1941/401, E-F=-1941/401, F-G=-2770/540, G-H=-3053/618, H-1=0/22 BOT CHORD B-N=-633/2758, M-N= 429/2278, L-M=-429/2278, K-L=-261/2278, J-K=-261/2278, H-J=-466/2758 WEBS C-N=-352/238, D-N=-57/483, D-L=-726/307, E-L=-135/1050, F-L=-726/307,'F-J=-57/483, G=J=-352/239 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) All plates are 3x8 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint B and 351 lb uplift at joint H. , 6) Truss shall be fabricated per ANSI/TPI 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 bLi15iomer IY9; 11 oo wmgmer Nam %AN ItCR r1VIVILD WrIL HALM , DnAp NO Nntltl= Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588T8 r ' FIN If - goo I russ�u A Truss Type Ply Centex-Orlando/2509-Clsk/4-22-4 54600588 H9 ROOF TRUSS 1 I .v I. .r x u� ..", a .`L,1, Job Reference o tionalUniversal Forest Products;lnc„ Burlington, NC 27215, Jeff Kerr i B'.,,ri 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:40 2004 Page 1-O p 6-5-3 11-10-14 17-0-0 19-0-0 24-1-2 29-6-13 36-0-0 1-0-0 6-51'I3 5-5-10 5-1-2 2-0-0 5-1-2 5-5-10 6-5-3 1-0-0 Scale = 1:E 5x6 TL20= 1 5.00 rl2 5x6 TL20= 3x7 TL20= O N M L K 3x7 TL20= 3x6 TL20= 3x8 TL20= 5x12 TL20= 3x8 TL20= 3x6 TL20= 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 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.17 M >999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.49 I-K >876 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) 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=1497/0-3-8, 1=1497/0-3-8 Max Horz B=159(load case 4) Max UpliftB=-343(load case 4), 1=-343(load case 5) PLATES GRIP TL20 245/193 Weight: 185 lb BRACING TOP CHORD . Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-7 oc bracing. . FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3054/598, C-D=-2770/518, D-E=-1944/366, F-G=-1944/366, G-H=-2770/518, H-1=-3054/598, 1-J=0/22, E-F=-1809/368 BOT CHORD B-0=-607/2759, N-0=-396/2275, M-N=-396/2275, L-M=-237/2275, K-L=-237/2275, I-K=-449/2759 WEBS C-0=-361/245, D-0=-62/490, G-K=-62/490, H-K=-361/245, E-M=-112/523, F-M=-112/523, G-M=-694/288, D-M=-694/288 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint B and 343 lb uplift at joint I. 6) Truss shall be fabricated per ANSVTPI 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 Ia 0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H9 oum Job Truss _ Y Truss Type � ay Ply' Centex-Orlando/2509-Clsk/4-22-4 I 54600588 H 10 ROOF T S--a• 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:32 2004 Page I •-,1-0-0 6-5-3 11-10-14 , 15-0-0 21-0-0 , 24-1-2 29-6-13 36-0-0 17-0- 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:E 5.00 F12 5x6 TL20= 5x6 TL20= 5x8 TL20 3x7 TL20= O N M L K 3x7 TL20= 3x6 TL20= 3x8 TL20= 5x10 T120= 3x8 TL20= 3x6 TL20= 9-3-14 9-3-14 8-8-2 8-8-2 9-3-14 Iq 0 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/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.17 M >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.49 I-K >880 180 BCLL 0.0 Rep Stress Incr , YES WB 0.65 Horz(TL) 0.16 1 n/a n/a BCDL 10.0 CodeFBC2001/fP12002 (Matrix) Weight: 184lb 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=1497/0-3-8, 1=1497/0-3-8 Max Horz B=-143(load case 5) Max UpliftB= 324(load case 4), 1=-324(load case 5) BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-5 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3060/553, C-D=-2768/468, D-E=-1980/394, F-G=-1980/394, G-H=-2768/469, H-1=-3060/553, 1-J=0/22, E-F=-2018/385 BOT CHORD . B-O— 550/2766, N-O=-328/2262, M-N=-328/2262, L-M=-238/2262, K-L=-238/2262, 1-K=-408/2766 WEBS C-0=-377/255, D-0=-68/501, G-K=-69/501, H-K=-377/255, E-M=-60/504, F-M=-60/504, G-M=-594/245, D-M=594/245 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint B and 324 lb uplift at joint I. 6) Truss shall be fabricated per ANSI/TPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H10 Job. Truss Truss Type 54600588 H11 ROOF TRUSS Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr1 1-0-P 6-5-3 13-0-0 i 1-0-0 6-5-3 6-6-13' 0 3x7 TL20= 5x6 TL20= Qty Ply Centex-Orlando/2509 1 1 Job Reference (option �5 200'§ Sep 30 2003 MiTek Industries, 23-0-0 29-6-13 10-0-0 6-6-13 5x6 TL20= i I Apr 22 10:42:33 2004 Page 36-0-0 a7-0-p 6-5-3 1-0-0 Scale = 1;E N M L K J 3x7 TL20= 3x6 T120= 3x8 TL20= 3x8 TL20= 3x8 TL20= 3x6 TL20= 9-3-14 18-0-0 26-8-2 36-0-0 I� 0 Plate Offsets X Y : D:03-0 0-2-4 F:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/defl L/d PLATES GRIP- TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.18 L >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.50 L-N >858 180 BCLL 0.0 - Rep Stress Incr YES WB 0.18 Horz(TL) 0.16 H n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 173lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural,wood sheathing directly applied or3-2-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-14 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=-126(load case 5) Max UpliftB=-302(load case 4), H=-302(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3068/540, C-D=-2766/498, F-G=-2766/498, G-H=-3068/540, H-1=0/22, D-E=-2362/511, E-F_ 2362/511 BOT CHORD B-N=-495/2775, M-N=-316/2171, L-M=-316/2171, K-L=-303/2171i J-K= 303/2171, H-J=-417/2775 WEBS C-N=-399/284, D-N=-96/556, F-J=-96/556, G-J= 399/284, E-L=-281/156, D-L= 47/439, F-L=-47/439 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ;end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding., 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at Joint B and 302 lb uplift at joint H. 7) Truss shall be fabricated per ANSI/TPI 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 certificationof the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H11 Job Truss Truss Type v Oly Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 H12 ROOF TRUSS 1 1 Job Reference (optional) Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr t :; 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:33 2004 Page i 1-0 0 6-5-3 11-0-0 25-0-0 29-6-13 36-0-0 07-0-0 l 1-0-0 6-5-3 4-6-13 14-0-0 4-6-13 6-5-3 1-0-0 l Scale = 1:6 I 5x6 TL20= 5x6 TL20= la 0 3x7 TL20= N M L K J 3x7 TL20= 3x6 TL20= 3x8 TL20= 3x8 TL20= - 3x8 TL20= 3x6 TL20= 9-3-14 18-0-0 26-8-2 36-0-0 9-3-14 8-8-2 8-8-2 9-3-14 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL . 10.0 Lumber Increase 1.25 BCLL 0.0 . Rep Stress Incr YES BCDL 10.0 CodeFBC2001/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 CSI TC 0.42 BC 0.75 W B 0.22 (Matrix) DEFL in (loc) I/dell Ud Vert(LL) -0.20 L >999 240 Vert(TL) -0.54 L-N >787 180 Horz(TL) 0.16 H n/a n/a PLATES GRIP TL20 245/193 Weight: 169 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. REACTIONS (lb/size) B=1497/0-3-8, H=1497/0-3-8 Max Hors B=-109(load case 5) Max UpliftB=-296(load case 2), H=-296(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-6=0/22, B-C=-3044/597, C-D=-2779/566, F-G=-2779/566, G-H= 3044/597, H-1=0/22, D-E=-2825/668, E-F=-2825/668 BOT CHORD B-N=-489/2747, M-N=-408/2368, L-M=-408/2368, K-L=-394/2368, J-K=-394/2368, H-J=-466/2747 WEBS C-N=-313/236, D-N=-53/434, F-J= 54/434, G-J=-313/237, E-L=-449/255, D-L=-147/676, F-L=-148/676 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. , 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint B and 296 lb uplift at joint H. 7) Truss shall be fabricated per ANSI/TPI 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: 54600588 Contractor/Job: 2509 ELEV C' RF Date Req:05/21/2004 Draw No:54600588H12 �i--F54600588 Trusses Truss Type A Qy Ply Centex-Orlando/25o9-Cfjsk/4-22-4 I •1 H13 HIPJob Reference o tionalrsal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003,MiTek Industries, Inc. Thu Apr 22 10:42:34 2004 Page 11-0-P 5-9-1 9-0-0 15-0-0 21-0-0 27-0-0 30-2-15 , 36-0-0 37-0-0 1-0-0 5-9-1 3-2-15 6-0-0 6-0-0 6-0-0 3-2-15 5-9-1 1-0-0' Scale = 1:E 0 3x7 TI20= 9-1-12 9-1-12 5x6 TL20= 3x6 TL20= 5x8 TL20= 5x6 TL20= O N M L K 3x7 TL20= 3x8 TL20= 3x10 M1118H= 3x6 TL20= 3x10 M1118H= 3x8 TL20= 8-10-4 ?6-10-4 36-0-0 8-10-4 9-1-12 Iq 0 Plate Offsets X Y: D:0-3-0 0-2-4 F:0-4-0 0-3-0 G:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.25 M >999 240 M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.66 M-O >647 180 TL20 245/193 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.19 1 n/a n/a BCDL 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 16916 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. REACTIONS (lb/size) B=1497/0-3-8, 1=1497/0-3-8 Max Horz B=-93(load case 5) Max UpliftB=-323(load case 2), 1=-323(load case 3) FORCES . (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-3067/666, C-D=-2813/633, D-E=-2592/609, E-F=-3350/803, F-G=-2592/609, G-H=-2813/633, H-1=-3067/666, I-J=0/22 BOT CHORD B-0=-556/2771, N-0=-722/3284, M-N=-722/3284, L-M=-717/3284, K-L=-717/3284, I-K=-535/2771 WEBS D-0=-95/788, G-K=-95/788, C-0=-255/203, H-K=-255/204, E-0=-909/294, E-M=0/162, F-M=0/162,_F-K=-909/294 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98;11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Ezp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint B and 323 lb uplift at joint I. 7) Truss shall be fabricated per ANSI/TPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Gate Req:05/21/2004 Draw No:54600588H13 Job r Truss Truss Type Oty Ply Centex-Orlando/2509-Clsk/4-22-4 1 54600588 H14 HIP r k �? MAIM � °p a ;Job Reference o tional Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr w• 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 2210:42:35 2004 Page 1-0-P 4-6-5 7-0-0 12-6-14 18-0-0 23-5-2 29-0-0 31-5-11 , 36-0-0 37-0-p 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:E 7x10 M1118H= - 2x5 TL20 11 5x8 TL20= 7x10 M1118H= 5.00 12 2x3 T1-20J D E F G H I 2x3 TL20 W1 W1 W2 W1 W1 1 3 B K L A v] Ia " o 6 5x10 TL20= O P O N - M WO TL20= i 7x10 M1118H= Y 7-1-12 12-6-14 18-0-0 23-5-2 28-10-4 36-0-0 7-1-12 5-5-2 5-5-2 5-5-2• 5-5-2 7-1-12- Plate Offsets X Y : B:0-2-7 Ed a D:0-3-0 0-4-0 1:0-3-0 0-4-0 K:0-2-7 Ed a 0:0-5-0 0-4-8 ! LOADING (psf) SPACING 2-0-0 C81 DEFL in (loc) I/dell L/d PLATES GRIP . TCLL 20.0 Plates Increase 1.25' TC 0.79 Vert(LL) 0.73 0 >590 240 :. M1118H 195/188 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.44 O >267 180 . TL20 245/193 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horc(TL) 0.26 K n/a n/a BCDL " 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 221 lb LUMBER' BRACING ' TOP CHORD 2'X 4 SYP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1"-9-8 oc purlins. T32 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 'Except' W 1 2 X 4 SYP No.2, W 1 2 X 4 SYP No.2, W 1 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=-77(load case 5) Max UpliftK= 914(load case 3), B=-914(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/26, B-C=-7065/2273, C-D=-6987/2303, D-E=-9397/3173, E-F=-1.0284/3441, F-G=-10284/3441, G-H=-10284/3441, H-1=-9397/3173, I-J=-6987/2303, ` J-K=-7065/2273, K-L=0/26 BOT CHORD B-Q=-2045/6456, P-Q---2058/6499, O-P=-3077/9394,"N-0=-3071/9394, M-N=-2048/6499, K-M=-2026/6456 WEBS D-Q=0/291, 1-M=0/291, C-Q=-38/191, D-P=-1148/3305, E-P=-1280/648, E-0=-311/1056; F-0=-687/436, H-0=-311/1056, H-N=-1280/648, I-N= 1148/3305, J-M=-38/191 NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end 1 vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. ' 3) Provide adequate drainage to prevent water ponding. 4) All plates are M1120 plates unless otherwise indicated. 5) All plates are 5x6 TL20 unless otherwise indicated. I 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) WARNING: Required bearing size at joint(s) K, B greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 914 lb uplift, at joint K and 914 lb uplift at joint B. 9) Girder carries hip end with 7-0-0 end setback 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385.01b down and 270.31b up at 29-0-0, and 385.O1b down and 270.31b up at 7-0-0 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Truss shall be fabricated per ANSI/TPI 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 ofthespecific 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, D-1=-131(F=-71), I-L=-60, B-K=-44(F=-24) Concentrated Loads (lb) Vert:. D=-385(F) 1=-385(F) I Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588H14 Job Truss Truss Type. j 54600588 NrJ7 ENDJACK TRUSS A. asu'taT- Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerry=1 =`" m Qty Ply Centex-Orlando/2509-Clsk/4-22-4 4 Job Reference (optional) 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:41 2004 Page' -1-6-8 1-6-8 I 3x4 TL20= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase, 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 "CodeFBC2001/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5-8-6 5-8-6 9-10-1 .. 4-1-11 Scale = 1:1 5-8-6 9-9-4 9-10 5-8-6 4-0-15 0-0-11 CSI DEFL in (loc) I/dell Ud TC 0.36 Vert(LL) " 0.03 F-G >999 240 BC 0.40 Vert(TL) 0.03 A >762 180 , WB 0.26 Horz(TL) 0.01 E n/a n/a (Matrix) PLATES GRIP TL20 245/193 Weight: 40 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B=433/0-3-8, E=407/Mechanical, D=220/Mechanical Max Horz B=196(load case 2) Max UpliftB=-151(load case 2), E=-67(load case 2), D=-148(load case 2) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/24, B-C=-851/1"19, C-D=-73/45 BOT CHORD B-G= 25W794, F-G=-257/794, E-F=0/0 WEBS C-G=0/169, C-F=-871/282 NOTES (5) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.6psf; Category II; Exp'.B; enclosed; MWFRS gable end zone;. cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip,DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint B, 67 lb uplift at joint E and 148 lb uplift at joint D. " 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 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual. members only and does not replace erection and "permanent . bracing required"for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plo Vert: B=O(F=10, B=1 0)-to-E=-49(F=-1 5, B=-15), B.--2(F=29, B=29)-to-D=-148(F=-44, B=-44) Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588HP Job I 54600588 Universa Truss _ N=ROOF .0 e EJ7USS ;,Inc., Burlington, NC 27215, Jeff Kerr 3x4 TL20= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 CodeFBC2001/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 1 Job Reference 5.200 s a i w Apr 22 10:42:28 2004 Page( Scale = 1:1 CS] DEFL in (loc) I/dell Ud. PLATES GRIP TC 0.59 Vert(LL) n/a - n/a 999 TL20 245/193 BC 0.22 Vert(TL) 0.20 A >69 180 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Weight: 23 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=160(load case 4) Max UpliftC=-139(load case 4), B=-112(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-84/62 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left'exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint C and 112 lb uplift at joint B. 4) Truss shall be fabricated per ANSIlTPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EJ7 Job Truss Truss Type 54600588 E,15. MONO TRUSS a r " 6 1 ' Job Reference (optional) univeism ruie5, riuuuci5,uic., aurunyion, ivt, zi[ io, ueu nerr, p- Centex-Orlando/2509-C(sk/4-22-4 5 < fib" , • >;r ��; o.ZUu S.Jep Ju zuui mi I eK m0ustrles, Inc. I nU Apr 22 1 U:42:2/ 2U04 Fage i a 1-0-0 5-0-0 2x3 TL20� 11 c i 3x4 TL20= 4-10-8 - 5-0-Q LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.05 A >256 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 19lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-070 oc purlins, except BOT CHORD 2-X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B=265/0-3-8, D=180/0-1-8 Max Horz B=96(load case 2) Max UpliftB=-107(load case 2), D=-57(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension . TOP CHORD A-B=0/18, B-C=-49/35, C-D=-133/86, BOT CHORD B-D=0/0 NOTES (6) 1) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joint(s) D considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 5) Provide mechanical connection, (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint B and 57 lb uplift at joint D. 6) Truss shall be fabricated per ANSI/ TPI 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: 54600588 Contractor/Job! 2509 ELEV C RE Date R@q.105/2112004' DrAW Ne:54600588EJS Job Truss Truss Type Qty Ply Centex-Orlando/2509-Cfjsk/4-22-4 54600588 r,G5 MONO TRUSS r 1 e Job Reference optional) -1-0-0- 1-0-0 0.4uu s oup ou cuuo ivii i eK mousines, mc. I nU Apr 22 1 U:42:26 2Q04 Page fi-n-n 2x3 TL20 5-0-0 3x4 TL20= _ 4-10-8 2x3 Tda}Q ; 4-10-8 0-1-8 8 LOADING (psf) TCLL 20.0 TCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber increase 1.25 CSI TC 0.29 BC 0.11 DEFL in (loc) I/dell Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.06 A >210 180 PLATES GRIP TL20 245/193 BCLL 0.0 Rep Stress Incr. YES WB 0.00 Horz(TL)' 0.00 n/a n/a BCDL 10.0 CodeFBC2001frP12002 (Matrix) Weiaht:19lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly. applied or 10-0-0 oc bracing. REACTIONS(lb/size) B=260/5-0-0, D=188/5-0-0 Max Horz B=96(load case 2) Max UpliftB=-99(load case 2), D= 61(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/17, B-C=-48/35, C-D=-139/90 BOT CHORD B-D=0/0 NOTES (7) 1) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint B and 61 lb uplift at joint D. 7) Truss shall be fabricated per ANSI/fPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EG5 Job .� Truss Truss Type �y..__. pry S4600588 G17 COMMON 4 .:ak�5 r Universal Forest Products,lne., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 3 s 7-0-12 9-8-0 12-3-4 7-0-12 2-7-4 2-7-4 5x4 TL20= D Centex-Orlando/2509-C! s k/4-22-� 3 Job Reference (optional 2003 MiTek Industries, Inc. Thu A 19-4-0 7-0-12 M TL2011 3x6 TL2011 7-0-12 7-0-12 9-8-0 12-3-4 2-7-4 2-7-4" 19-4-0 7-0-12 2i �4-0� 1-0-0' Scale = 1:3 Plate Offsets X Y :. A:0-3-6 0-0-0 F:0-0-0 0-0-0 G:0-3-6 0-0-0 1:0-0-0 0-0-0 .J:0-3-8 0-6-4 L:0-3-8 0-6-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) , I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.15 L >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.33 K-L >695 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.07 G n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 381lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 8 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (ib/size) A=7819/0-3-8, G=5556/0-3-8 Max Horz A=-1 13(load case 5) Max UpliftA=-2106(load case 4), G=-1523(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-15883/4258, B-C=-13343/3585, C-D=-10827/2919, D-E=-10823/2924, E-F=-13530/3629, F-G= 13257/3512, G-H=0/29 BOT CHORD A-M=-3973/14702, L-M=-3973/14702, K-L=3269/12296, J-K= 3237/12462, I-J=-3176/12249, G-t=-3176/12249 . WEBS C-L=-904/3.368, D-K=-2128/7962, E-J=-976/3645, C-K=-3389/977, E-K=-3634/1041, B-M=-485/1945, B-L=-2763/804, F-1=-571/216, F-J=-120/384 NOTES (10) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3053.01b down and 844.0Ib up at 12-3-4 onbottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 3-ply truss to be connected together with 1 Od Common(. 1 48"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, .Except member J-E 2 X 4 - 2 rows at 0-6-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3053.01b down and 844.01b up at,12-3-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1:60 plate grip DOL=1:33. 6) All plates are 8x8 TL20 unless otherwise indicated: 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2106 lb uplift at joint A and 1523 lb uplift at joint G. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3053.01b down and 844.01b up at 12-3-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered ahjoints 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 (plo Vert: A-J=-740(F=-720), G-J=-20, A-D=-60, D-H=-60 Concentrated Loads (lb) Vert: J=-3053(F) Customer No! 11045 Customer Name! CENTEX HOMES ORLANDO Shop No! 54600589 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588G17 Job Truss �g 54600588 FJ4 f Universal Forest Products,lnc., Burling i -1-0-0 1-0-0 F Type O TRUSSs 27215, Qty - Ply - Centex-Orlando/2509-Clsk/4-22-4 ��ti Job Reference o tional 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:27 2004 Page 4-0-0 2x3 TL2011 4-0-0 _1 3-10-8 LOADING (psf), SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.02 A >707 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) 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=228/0-3-8, D=138/0-1-8 Max Horz B=80(load case 2) Max UpliftB=-101(load case 2), D=-42(load case 2) FORCES (lb) - Maximum Compression/Makimum Tension TOP CHORD A-B=0/18, B-C- 41/26, C-D=-101/64 BOT CHORD B-D=0/0 0-1-8 PLATES GRIP TL20 245/193 Weight: 15 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, excep end verticals. BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. NOTES (6) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; CategoryII; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Bearing at joint(s) D considers parallel to grain value using ANSI/fPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. .4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint B and 42 lb uplift at joint D. 6) Truss shall be fabricated per ANSI/TPI 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 interiorjoints. 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 Customar N6:11045 Cust6mar Nam CENTEX HOMES ORLANDO Shop No: '54600998 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EJ4 Job Truss I 154600588 IEG8 i It Truss Type MONO TRUSS u Apr 22 13:11:55 2004 -1-0-0 1-0-0 III 3x4 TL20= Qty Ply Centex-Orlando/2509-ClsFU • 4:Y� Job Reference o tional 5.200 s Sep 30 2003 MiTek Industries, Inc. l 8-0-0 8-0-0 8-0-0 8-0-0 E LOADING (psf) . SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 G >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 B-H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 34lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP'CHORD Structural wood sheathing directly applied'or 6-0-0 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) B=191/4-0-0, F=116/Mechanical, H=381/4-0-0 Max Horz B=142(load case 2) Max UpliftB=-62(load case 2), F=-41(load case 2), H=-123(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/17, B-C=-106/44, C-D=-40/0, D-E=-20/20, E-F=-74/42 BOT CHORD B-H=0/0, G-H=0/0, F-G=0/0 WEBS D-G=-32/37, C-H=-262/158 NOTES (7) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. 3) All plates are 2x3 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) Gable studs spaced at 2-0-0 oc. . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint B, 41 lb uplift at joint F and 123 lb uplift at joint H. 7) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. , LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588EG8 Job Truss Truss Type 'T'gk°i;Y kk universal rOresi rroaucis,mc., buningion, NU 2121b, Jett Kerr Qty Ply Centex-Orlando/2509-ClsW4-22-4 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:29 2004 Page -1-0-01 5-1-14 1-0-0 5-1-14 9-8-0 14-2-2 4-6-2 4-6-2 3x6 TL20= H 3x6 TL20= 6-3-4 9-8-0 19-4-0 19-4-0 20-4-0, 5-1-14 1-0-0 Scale = 1:f 6-3-4 3-4-12 9-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.04 B-Z >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.08 B-Z >902 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 N n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 100lb LUMBER BRACING TOP CHORD .2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied 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. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) N=212/13-0-12, 6=308/0-8-0, V=160/13-0-12, W=-190/13-0-12, X=572/13-0-12, T=83/13-0-12, S=106/13-0-12, R=126/13-0-12, Q=14/13-0-12, P=295/13-0-12 Max Horz X=100(load case 4) Max UpliftN=-74(load case 5), B'=-123(load case 4), V=-14(load case 4), W=-190(load case 1), X= 204(load case 4), S=-47(load case 5), R=-44(load case 5), Q=-15(load case 5), P=-97(load case 5) Max GravN=212(load case 1), B=308(load case 1), V=160(load case 1), W=57(load case 4), X=572(load case 6), T=86(load case 7), S=107(load case 7), R=126(load case 1), Q=14(load case 7), P=295(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-119/36, C-D=-57/58, D-E=-37/70, E-F=-116/92, F-G=-67/106, G-H=-67/163, H-1=-66/105, 1-J=-77/111, J-K=-76/93; K-L=-69/77, L-M=-94/66 M-N=-102/38, N-0=0/21 BOT CHORD B-Z=0/100, Y-Z=0/100, X-Y=0/100, W-X=0/O, V-W=0/O, U-V=0/O, T-U=0/103, S-T=0/103, R-S=O/103, Q-R=0/103, P-Q=0/103, N-P=O/103 WEBS G-V=-72/5, F-W=0/39, E-X=-285/131, D-Y=-28/24, C-Z=-54/76, I-T=-59/1, J-S=-82/63, K-R=-90/62, L-Q=-23/24, M-P=-204/130 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Ezp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. 4) All plates are 2x3 TL20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance "inspection. 6) Gable studs spaced at 1-4-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint N, 123 lb uplift at joint B, 14 lb uplift at joint V, 190 lb uplift at joint W, 204 lb uplift at joint X, 47 lb uplift at joint S, 44 lb uplift at joint R, 15 lb uplift at joint Q and 97 lb uplift at joint P. 8) Truss shall be fabricated per ANSI/TPI 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 G Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588GE15 0 Job Truss Truss Type 3 54600588 GE18 a ROOF TRUSS IUniversal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Nx 1� 1-0-0 i 3-6-0 1-0-0 3-6-0 5x4 TL20= C Oty Ply Centex-Orlando/2509-Cfjsk/4-22-4 Job Reference (optional) 5.200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:30 2004 Page 7-0-0. 8-0-0 r 3-6-0 1-0-0 scale Scale = 1:' 3x4 TL20= 3x4 TL20= 3-6-0 7-0-0 3-6-0 3-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) - -0.00 F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.01 E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 D n/a n/a BCDL . ' 10.0 CodeFBC2001/TPI2002 - (Matrix) Weight: 27lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT 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=333/0-8-0, D=333/0-8-0 Max Horz B=-47(load case 5) Max UpliftB=-128(load case 4), D=-128(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-318/28, C-D=-318/28, D-E=0/22 BOT CHORD B-F=0/244, D-F=0/244 WEBS C-F=0/75 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 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 128 lb uplift at joint B and 128 lb uplift at joint D. 5) Truss shall be fabricated per ANSI/TPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588GE18 Job Truss Truss Type i tl 54600588 T16 ROOF TRU Universal. Forest Products,lnc., Burlington, NC 27215, Jeff Keri -1-0-0 6-5-6 1-0-0 6-5-6 O!y Ply 1 �Cenlex-Orlando/2509-Cfjsk/4-22-4 'a "R Job Reference o tional Z,` 00 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42:42 2004 'Page 9-8-0 12-10-10 19-4-0 20-4-0 3-2-10 3-2-10 6-5-6 1-0-0 Scale = 1 5x4 TL20= D 3x5 TL20= 3x5 TL20= 5x8 TL20= 9-8-0 19-4-0 9-8-0 Plate Offsets X Y : H:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase . 1.25 TC 0.35 Vert(LL) 0.07 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.32 B-H >720 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL), 0.04 F n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 81lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 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) F=830/0-3-8, B=830/0-3-8 Max Horz 6=98(load case 4) Max UpliftF= 216(load case 5), B=-216(load case 4) i FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C=-1379/276, C,D=-1072/189, D-E=-1072/189, E-F=-1379/276, F,G=0/22 BOT CHORD B-H=-250/1221, F-H=-152/1221 WEBS C-H=-374/231, D-H=-86/690, E-H=-374/231 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 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 216 lb uplift at joint F and 216 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/TPI 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 v Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588T16 P i i JOD Truss Truss Type - Qty F 54600558 Vol ROOF TRUSS iafi,� Universal Forest Products,inc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep I i 1-10-2 1-10-2 1 0 uenlex- V rla n0O/15U9-l;/i SK/4-LL-4. Job Reference (optional) 3aMiTek Industries, Inc. Thu Apr 22 10:42 2-4-10 0-6-8 2-4-10 2-4-10 Scale = 1 Plate Offsets X B:0-2-0 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Cod eFBC2001/TP12002. (Matrix) Weight: 7lb LUMBER - TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=41/2-4-10, C=47/2-4-10 Max Horz A=10(load case 4) Max UpliftA=-8(load case 4),• C=-10(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B= 23/10, B-C=-37/16 BOT CHORD A-C=0/12 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) All plates are 3x4 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) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ito uplift at joint A and 10 lb uplift at joint C. 7) Truss shall be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or`certification'of the truss designer. LOAD CASE(S) Standard customer NO: 11 U45 GUstomer Name: C;tN I tX HUMt5 UKLANUU snOP NO: 546UU588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No 54600588V01 �co 1 russ Truss Type city Centex-Orlando/2509-C,fjsk/4-22-4 54600588 V02 ROOF TRUSS 3x4 T1-20= Universal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr Reference (opfional) Inc. Thu Apr 22 10:42:44 3 1 -10-2 B 4+10 TL , 20 3-10-2 0-61 Scale = 1 4-4-10 4-4-10. Plate Offsets (X,Y): [B:02-0, Edge] LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Lid ' PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL , 10.0 CodeFBC2001/TP12002 (Matrix) . Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied ar'l 0-0-0 oc bracing. REACTIONS (lb/size) A=142/4-4-10, D=142/4-4-10 Max Horz A=56(load case 4) Max UpliftA=-29(load case 4), D=-42(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-122/15, B-C=7108/51 C-D='-89/52 BOT CHORD A-D=-31/80 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding29 lb uplift at joint A and 42 lb uplift at joint D. 6) Truss shall be fabricated per ANS I/TP I 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; 54600588' Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004' Draw NoL-54600588V02 yuns ".as I ype� -� Oty ' Ply Centex-Orlando/2509-C/jsk/4-22-4 54600588 V03 JR00FTRUSS 1 1 ~ Job Reference (optional) Universal Forest Products,lnc., Burlington; NC 27215, Jeff Ke fx xr 1 Jf,a `. ` a 5 200 s Sep 30 2003 MiTek Industries, Inc: Thu Apr 22 10:42:45 2004 Page 5-10-2 6-4-10 5-10-2 0-6-8 5x4 TL20= Scale = 1: 2x3 TL2011 B C - Y a 0 3x4 TL20 � - 3x4 TL20= 6=4-10 6-4-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 D n/a n/a BCDL ' 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No;3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A=222/6-4-10, D=222/6-4-10 Max Horz A=95(load case 4) Max UpliftA=-44(load case 4),:D=-71(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=-79/18; B-C= 4/5, C-D=-12/8 BOT CHORD A-D=-19/28 ! WEBS B-D=-157/103 NOTES (6) . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 11Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end,zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. i 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. I 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of trusstobearing plate capable of withstanding 44 lb uplift at joint A and 71 lb uplift at joint D. I 6) Truss shall be fabricated per ANSIfTPI 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: 54600588. Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588V03 s Job e Truss _ Truss Type 54600588 ,!04 ROOF TRUSS Universal Forest Products,lnc., Burlington, NC 27215, Jeff KerrUN ` v 7-10-2 0 1 22 10:42:45 2004 Page a 0 0 7-10-2 0-6-8 5x4 TL20= Scale = 1:' C 0 3x4 TL205 - 3x4 TL20= 8-4-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 E n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 35lb LUMBER BRACING TOP CHORD 2 X"4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excep BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS ' 2 X 4 SYP No.3 REACTIONS (lb/size) A=88/8-4-10, E=148/8-4-10, F=368/8-4-10 Max Horz A=133(load case 4) Max UpliftE=-46(load case 4), F=-132(load case 4) FORCES (Ili) - Maximum Compression/Maximum Tension TOP CHORD A-B=-117/35, B-C=-70/14, C-D=-4/5, D-E=-12/.8 BOT CHORD A-F=-8/13, E-F=-8/13 WEBS B-F=-271/190, C-E=-102/64 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 110mph (3-second gust); h1=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 3) All plates are 2x3 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) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46-lb uplift at joint E and 132 lb uplift at joint F. 7) Truss shall be fabricated per ANSI/TPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588VO4 b [54600588 Truss �J1ROOFTRUSS�niversal Truss Type Qty ply Centex Orlando/2509-Clsk/4-22-4 Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5.200 s Sep 30 2003 MiTek Industries, IBc. Thu Apr 22 10:42:24 2004 Page Scale = 1 0-10-15 0-11-11 3x4 TL20d:10-15. '' 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25, BC 0.00 Vert(TL) -0.00 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C . n/a n/a BC,DL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: '5lb, LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied 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=O/Mechanical Max Horz B=48(load case 4) Max UpliftB=-93(load case 4), C=-5(load case 3) Max GravB=133(load case 1), E=9(load case 1), C=7(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/21, B-C=-26/2, C-D= 4/0 BOT CHORD B=E=0/0 NOTES (4) 1) Wind: ASCE 7-98; 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint B and 5 lb, uplift at joint C. 4) Truss shall be fabricated per ANSI/TPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588CJ1 Truss Type Qty PI ROOF TRUSSe� Jfi'+i«fs s 1 Job Reference (optional) !003 MiTek Industries. Inc. Thu ADr 22 10:42: Job Truss 54600588 Universal Forest Products,lnc., Burlington, NC 27 Scale = 1 ) ax4 TL23— - 2-10-1.5 _ 2-11 11 2-10-15 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft . Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a . 999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC- 0.04 Vert(TL) -0.00 B-b >999 i8o BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL . 10.0 CodeFBC2001/TPI2002 (Matrix) Weight: 11lb LUMBER " BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD _ Structural wood sheathing directly applied 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. 4EACTIONS (lb/size) C=69/Mechanical, B=194/0-3-8, D=28/Mechanical Max Horz B=82(load case 4) Max UpliftC=-46(load case 4), B=-92(load case 4) =ORCES (lb) - Maximum Compression/Maximum Tension -OP CHORD A-B=0/22, B-C=-40/21 36T CHORD B-D=0/0 TOTES (4) ) Wind: ASCE 7-98 110mph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category ll;-Exp B; enclosed; MWFRS gable end zone; cantilever left exposed'; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Providemechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint C and 92 lb uplift at joint B. Truss shall be fabricated per ANSI/TPI 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. . DADCASE(S) Standard Customer No: 11045 Customer -Name: CENTEX HOMES ORLANDO Shop No: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588CJ3 I russ TypeV QIy ply _ Centex-Orlando/2509-Clsk/4-22-4 ROOF TRUSS 8 1 Job Reference (optional) 5; Jeff Kerr T�,-,,5;200 s Sep 30 2003 MiTek Industries, Inc. Thu Apr 22 10:42: t, �tt JOD - I rUS3�_ m� d 54600588 CJ5 �. Universal Forest Products,lnc., Burlington, NC I 3x4 TL20= 4-10-15 4-10-15 4-11 r11 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in' (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a - n/a 999 TL20 245/193 TCDL 10.0 Lumber Increase, 1.25 BC 0.11 Vert(TL) 0.06 A >237 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 CodeFBC2001/TP12002 (Matrix) Weight: 17lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied 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=121(load case 4) Max UpliftC= 94(load case 4), B=-100(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/22, B-C= 60/42 BOT CHORD B-D=0/0 NOTES (4) 1) Wind: ASCE 7-98; 11 Omph (3-second gust); h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint C and 100 lb uplift at joint B. 4) Truss shall be fabricated per ANSI/TPI 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: 54600588 Contractor/Job: 2509 ELEV C RF Date Req:05/21/2004 Draw No:54600588CJ5 V-4" l%k PUNS MY OF SANE® �p off J O� Lc.. N T Q N A 40- D-4 7-0-0 S.9. I I I I CJ,. I i CJ5 II I EJ7 I I I I I I I+ i I EJ7 I I II EJ7 II I I i I i i E17 II 'I! I I I � I I II fl EJ7 (I I I I I f�EJ II EJ7 =J' I Ij EJ7 I ( I II IEJ7 EJ7 I J7 ( CD I I I EJ7 _J7 -o EJ7 II I I ! S,,7 II I II EJ7 II I I I I EJ7 I I I -EJ7 I L-EJ7 J7 I 1 EJ7 I V0 j I I E'i7 II I EJ7 V02I I I i I CJS I EJ7 I V03 I ; I II �� C-13 I I I I v o= I ; I EJ7 I � I I I =� I� •�17 0 S G17 i o i �e �ru}a er �JI DER G E 15 I vZs,;, mam er scum I I I o — I 0 I I I I II I I� I GE 1 E �I I N � I � I I II I C Li i i i I I ► � � _ I� 40-3-0 i HANGE4 - = i I I HL5 2B AIz-U'UAI OUTY a LU I V LZi. _a H � Lil L N dy _U w S CLg` ce LLJ I W IT m r a1�3 V zi CD, f � C J C J Q DRAWN Ey_ CAS afc o Eh DRA*11!G NUUSER 1 3' bath duct to roofcapes w/fan WSW 3' bath duct to roof cap w/fan [ MOm ms dryer wall cap scale 1/8'=1'0' • N 1 s# El QOR PI AN A / V.MW. ,homwe(♦, ' 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL v Q x (31) 0 0 LL- V-) 0 i cu W x ry W J o ry cc- 0 ; Lj o U :-57 - 00 > Rating z o > � m w z mm-cno0 Q o ONE BY VOOD BUCK BY OTHERS CAULK BET%dEEN WINDOW FLANGE & WOOD BUCK CAULK BETWEEN B.W. 1-1/4, MIN.` WOOD BUCK & (BUCK WIDTH) EMBEDMENT MAS•Y. OPENING INSTALLATION ANCHOR BY OTHERS 3/16' DIA'.TAPCON D - ONE BY WOOD BUCK BY OTHERS i STUCCO 1-1/4' MIN. BY HERS SHIM AS REO'D. EMBEDMENT RIGID VINYL (SEE NOTES)_ -J GLAZING BEAD _ INSTALLATION ANCHOR (TYPJ 3/I6' .DIA. TAPCON I STUCCO SHIM AS RELIT_ -- -------- BY OTHERS ' MAX. GLASS PERIMETER (SEE NOTES) (TYP.)(SEE NOTES), CAULK BY OTHERS 'FLANGE TYPE. FLANGE TYPE WINDOW FRAME WINDOW FRAME. JAMB CAULK BETWEEN HEADER WINDOW FLANGE / P RIGID VINYL & WOOD BUCK PERIMETER J CAULK GLAZING BEAD W H. cTYP.) GLASS BY OTHERS (WI DO.W (TYP.) (SEE NOTES) W�W. (WINDOW WIDTH) HEIGHT) B.H. (BUCK CAULK BETWEEN HEIGHT) WOOD BUCK R CAULK BETWEEN.WINDOw MAS'Y.-OPENING FLAa4GE & PRECAST SILL BY OTHERS W/ \PULKEM 116 ADHESIVE CAULK, OR APRV-D. EQL. SECTION B—B FLANGE TYPE CONCRETE OP PERIMETER WINDOW. FRAME MASONRY OPENING CAULK SILL BY OTHERS BY UTHERS Q o W.W. PRECAST SILL v v A BY OTHERS. SECTION A -A A B C •o NOTES: [, 1) SHIM AS REG-D. AT EACH INSTALLATION ANCHOR. MAX: ALLOWABLE - SHIM STACK TO BE 1/4"'' D E 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063- 3) INSTALLATION ANCHOR MUST .BE OF SUFFICIENT LTH_ TO ACHIEVE / MIN. EMBEDMENT OF 1-1 /4" INTO MASONRY OR CONCRETE.. 4) USE SIUCONIZED..ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD. _ & JAMBS. SILL MUST BE ATTACHED TO. THE SUBSTRATE WITH B K B a> J 'CONCRETE OR MASONRY OPENING BY OTHERS TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB 30PSF TO 40PSF 41 PSF TO 70PSF 30PSF TO 40PSF 41 PSF TO 7QPSF SIZE SIZE 12 18 1 /6 X 25 6 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 8 F,G F,G 15 18 1/8 X 62 8 8 B F,G F.G.H 1 - 16 17 18 1/8 X 71 18 1/8 X 83 B B F,G F,G,J,K 1H2 25 1/2 X 25 8 8 F,G F.G F,G F.G iH3 25 1/2 x 37 3/8 B 8 B 8 F,G F,G,H. 1H4 25 1/2 X 49 5/8 8 B F,G f,G,H1 1H45, 25 1/2 x 55 1/4 8 F.G F,G,HJ IH5 25 1/2 X 62 71 B 8 13 F,G F.G.H.1 1 H6 -IH7 25 1/2 x 25 1/2 X 83 B 8 F•G.J.K F,G.J.K 30 1/2 x 26 29 1/2 X 25 8 8 8 F,G F,G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 8 8 F,G F,G H.I 30 1/2 x 50 5/8 29 1/2 X 49 5/8 B 8 F.G F.G,H,1 30 1/2 x 56 1/4 29 1/2 X 55 1/4 B 8 F.G F,G,H,i 30 1/2 x 63 29 1/2 X 62 6 B B F,G.H.1 F,G,H,1 30 1/2 x 72 29 1/2 X 71 8 F.G.J.K F,G,J,K 30 112 x 84 29 1/2 X 83 B 22 36 X 25 B B B 8 F,G F,G 23 36 X 37 3/8 B B F,G F,G,H.I. 24 36 X 49 5/8 Q B F,G F,G,H.1 245 25 36 x 55 1/4 36 x 62 e B F.G,H.1 F.G,Hj . 26 36 X 71 B 8 F.G.H,1 D,E.F,G,H.I 27 36 X 83 g 8 F.G,J,K F..G.H,I.J.K 42 x 26 41.X 25 B B 6 B F,G F,G,H.I 42 x 38 3/8 41 x 37 3/8 B 8 F,G F,G,H,1 42 x 50 5/8 41 X 49 5/8 B B F,G,H,1 F,G,H,1 42 x 56 1/4 41 X 55 1/4 B 8 F,G,H.1 D,E.F,G,H,I 42 x 63 41 x 62 41 x 71 8 8 F,G,H,1 D,E,F,G,H) 42 x 72 42 x 84 41 X 83 8 8 F.G,J,K F,G.HI,J,K 48 x 26 47 X 25 -B 8 A,C A.0 F.G F,G F,G,H,1 48 x 38 3/8 47 x 37 3/8 8 A,C F,G F,G,H 1 48 x 50 5/8 47 X 49 5/8 8 A.0 F,G,H,1 F,G,H,I 48 x 56 1/4 47 X 55 1/4 B' A.0 F,G,H,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 R A C F .G J K O E F G-H j,K 48 x 84 32 52 1/8 X 25 8 A,C F,G F,G F,G.H,i 33 52 1/8 X 37 3/8- 8 A,C A,C F,. F,GH,1 .I E.F.G.H,1 34 345 52 1/8 X 49 5/8 52 1/8 X 55 1/4 8 B A,C_ F,G,H,1 D,EF,G 35 52 1/8 X 62 8 A,C F,G,H,I F_G.H.1 D,E,F,G,H D,E.F,G.H1 ; 36 52 1/8 X 71 52 1/8 X 83 6 g A,C A,C F.G.J.K O.E,F•G,J,K,J.,K • 37 VULKIEM 116 ADHESIVE CAULK OR APPROVED EQUAL.i S) USE SIUCONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FLANGE_ W.H.F G- r "F� • 37 SIZE NOT AVAILABLE IN 1000 OR tSoo SERIES. 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE.. FOR THE �J APPROPRIATE DESIGN PRESSURE REQ'D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF.ASTM E 1300U GLASS CHARTS: NZ • � , 8) LETTER DESIGNATIONS... ON THE TAPCON LOCATION CHART INDICATE WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE INTERNATIONAL, INC. ALL ACT ELEVATION As A KEY ..J , FLORIDA EXTRUDERS 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR 7APCON SANFORD, FLORIDA ANCk30R SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH. TO FROVIDE MIN_ 5/8 IN., EMBEDMENT INTO W000 BUCK_ AV 10) FLORIDA EXTRUDERS 1.000 SERIES SINGLE HUNG IS SHOWN_ THIS TITLE: INSTALLATION DETAIL i PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 2000 SERIES" swGLE' HUNcs: ELEVATI:O N SGL. HUNG FLANGE WINDOWS SERIES iQ00 IS00 &., 2000 1 WINDOW IS INSTALLED TH A - _ -" i wHElFtE . ALIED IN MASONRY OPENING WI _ STRUCTUAL. TWO BY WOOD BUCK, USE #10 SCREWS OF ,- DRAWN. BY: BB APPROVED BY: SUFFICIENT LENGTH .T0_ACHIEVE t -3/8" MIN_ EMBEDMENT AT VIEWED F R O M E XTER 10 R '_ �, _ DATE: l 0 / 0 9 / 01 SCALE: N T S Dwc.: FLEX 0016 a ,,,, ALL IINSTALlAT10N FASTENER LOCATIONS. Y .. - E P1�FPaRff1- AY- PRnOlIrT� Ac APP UCAT10 - _ 1Y NGiNcERwG, INC.. 250 INTERNATIONAL PKY.. SUITE 250. HEATHRDW, FLORIDA 327:46--PHONE: 407 805-0365 FAX 407 805-0366 INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN HEAD & SILL EACH JAMB CALL WINDOW UP TO 70 PSF UP TO 70 —asF -' = SIZE SIZE 2024 23 1/2 X 27 1/2 2 2 2 2030 23 1/2 X 35 1/2 2 3 2038 23 1/2 x 43 1/2 2 - 3 2040 23 1/2 x a7 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 4 2070 23 1/2 X 83 1/2 2 2424 27 1/2 x 27 1/2 2 2 2430 _ 27 1/2 X 35 1/2 2 3 2438 27 1/2 x 43 1/2 2 3 2440 27 1/2 X 47 1/2: 2 3 2444 27 1/2 X 51 1/2 2 3 2450. 27.1/2 X 59 1/2 2 2460 27 1/2 X 71 .1/2 2 4 4 2470 27 1/2 x 83 1/2 2 2824 31 1/2 X 27 1/2 2 2 2830 31 1/2 X 35 1/2 , 2 3 2838 31 1/2 x 43 1/2 2 3 2840 31 1/2 x 47 1/2 2 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 135 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 3436 39 1/2 X 35 1/2 3 3 3438 39 1/2 x 43 1/2 3 3440 39 1/2 X 47 1/2 3 3 3444 39 1/2 x 51 1/2 3 3 3450 39 1/2 x 59 1/2 3 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 143 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 3 2 4024 47 1/2 X 27 1/2 2 4030 47 1/2 x 35 1/2 3 4038 47 1/2 x 43 1/2 3 3 4040 47 1/2 x 47 1/2 3 3 4044 47 1/2 X 51 1/2 3 3 4050 47 1/2 x 59 1/2 3 3 4060 47 1/2 X 71 1/2. 3 4 4070 47 1/2 x-83 1/2 1 4 r- INSTALLATION ANCHOR CHART INSTALLATION ANCHOR CHART QUANTITY IN QUANTITY IN CALL WINDOW HEAD & SILL EACH JAMB UP 'TO 70 PSF UP TO 70 PSF SIZE SIZE 72 18 1/8 X 25 2 2 3 13, 18 1/6 x 37 3/8 2 3 14 18 1/8 X 49 5/8 2 3 145'-.t� 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 t 8 x 83 2 2 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 7H5 25 1/2 x 62 2 4 4 - 1H6 25 1/2 X 71. 2 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 36 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 j 23 36 X 37 3/5 2 2 3 24 36 X 49 5/8 2 3 245 36 X 55 1/4 2 4 45. 36 X 62 4. 26 36X71 2 . 27 36 X 83 2 4 42 x 26 41 X 25 3 3 3 42 x 38 3/8 41 x 37 3/8 3 3 42 x 50 5/8 41 x 49 5/8 3 3 42 x 56 1/4 41 X 55 1/4 3 4 42 x 63 41 X 62 3 4 42 x 72 41 X 71 4 42 x 84 41 X 83 3 48 x 26 47 x 25 3 j 48 x 38 3/8 47 x 37 3/8 3 3 3 48 x 50 5/8 47 x 49 5/8 3 3 48 x 56 1./4 47 x 55 1/4 4 48 x 63 47 X 62 .3 4 48 x 72 47 X 71 3 4 48 x 4 47 X 83 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 1/8 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 (-' X C X 1/ ? :.DnQ f,t±. — X 2 X 3/$ j ONE By >]L+,_;, i; J0C S,H. - r iG`i^ <`v'.. , J. - I BE MLI _,—N .�Ar�� -T Y:":? t _ TL,D . MULLION - .. .�. but - it B � r.-1 C \� _ 1 _K 1 _ BY r 9 - T At':='iiaiG $3 $ \ TAPPING SMS i _1 SE_A�A4.N Bz I,H_-r .4 SEALr`-NT T`�i_��t - - .1 ` �; 3*;^._`,•q^I+..:;� 11r^! .J�i�iTV*T--'� 't !-� T.(T\�_, iL �h,u�.C'. 1,; Z_w 'hi !• ,i,'♦ f _ i. _ -a Y''� v 1,_t-� -i Ap� NG Ims r"'r:�`•.:... S!`"3 ,.vim_. - -:` T ;� r� _!� - - - .^r_:�*._ .`.`� fl'i; .. .-j., tr.l _ 1-if`. .Y �' ' I�;-,�Pi i LICK EJ CONCRE11 J �% is ! ION A% I 1 �`. I _J1-q f'i 1-A. 1 L 1.. i lu'_"� i-14 i , ;Aa ,: C � � r_ia TO i�4u �c Silo '�!! i �c� i X. _ ,. - i , U r n L?�� U, i+v I i i C //irJ X .JL tuC3 S` i, i X c i6 X 3 8 -- i TU13 MULLiu;v i JAMB'(TYa.) l MULL iv'IO S:`♦. _; A.tt v .� H. —j � 1 , IBC- :1 � 1 (� JAMH tYi.i i _ _ _ ..iAM3 ;"�'i:".i1�'ijL t ` #8 X '/= Sr i INSTAI i ATIO ANCHOR + � �� C_ m y ? Sri .i TAPPING `SiMS II. I i itty' �iy. TAPCON i ..8 X ., S_c -�o r ,J Ste_. , _ SCREW ANCHOR r % r- ` TA.t=PENE SMS TAPPING S'�S ------------------ SILL GI`IF —.S-ScALAN , : T Yei LLN 'j. ` \ #3 X '. /2 SELFWI'�rnW F_ANG� S I I/a' ;�Iy, t SE.ALAn T BETWEEN WEEN � SLALAti_ �GT MPI SMS i tam. ` W=C `i Td, 1�.�3 1, Y 1 i LUI�r N E KD 1 ,NT WINDOW FLANGES \ VIND0`4 FLANGES Q - 1 MI;LLICN 8 MULLmUN IQE-T I G1,t A—tny i 1 _ I+$ X 1-1/? SELF �? v ,_t !? "EL; t �• — — �� PR- ; AST SILL By OTHERS I E A.PP_1NIG SM TAF� - S �J I j.E TC r + i Ai �,; il.i( P. r�+I N , N i IL -1 Ivl ; �� rt (,5) 1 = L I I ,JI d `\- F\ �'t 1 + t ADD T IONAL A H , t-1y R_ LIiS'Elii NC. CR` C X, _ y X 'y TUBE MULLION i TUBE �tiJL LIuti p �o °«s�wwwifff I � 1--:�� S-=',• V - ILco S.H, r� ��_ tYYt i►a III � ., � 1 .. JAH`3 cTYF) Jah':3 ,' !p,; R g _ _� \ i ; I : t� ; ► 1 i rP V il0 CCCA I cC ` ",4 . ; + GLE ION S #3 X I/2 SELF Ii6 X 1/2 SELF` ( VILE -'WEB, � OUN". E X E RiOR r T APPiNG Sills i TAPPING SMS - --- - ----- --- ----� iNTERNATIONAL;. INC FLORIDA EXTRUDERS SANFORD, FLORIDA ;TITLE: SFR; ' 0 L� NGE �N� T OF c SEALANT DLT;�EE? �i S=ALA47 FET*=EN �^ j✓� j jr r '� r WINDOW FLAN��S `4 ti-- WiN77:i *LANtitc } _R c I D t SNE�T �F �)�.� _ g MULLION_� �I_LION jj T �� Rr SSA; C PaC T i S �— #$ X —?/C SELF #8 X .—i/! SELF c _ .rG SMS p , :; ' DRAWN BY: M' is APPROVED BY: PP NG SMS TAP S L} 120 2 , ��: "!G `� r' -- '7 =+� L`'v —�. i i .TIATTi+:a; t it`: erer.� R,i ; - nw[: !"Mr I .r SURE CAPACITIES ' SERIES 1000 !CAPACITY 1 CAPACITY & 1500 FLANGE VERTICAL DESIGN PRES CAPACITY i CAPACITY-� CAPACITY i CAPACITY !CAPACITY :CAPACITY CAPACITY CAPACITY CAPACITY WINDOW i CAPACITY WINDOW g 1X2X1/ :CAPACITY 1 X2X1 8 / 1 X2X3/8 1 X2X3/8 X2 7/16X1/811X2 7/16X1/81x2 7/16X3/81X2 7/16X3/8 1 X4X1 /8 T4BANCHORSL 1 X4X1/8 T6BANCHORSL i 1 X4X3/8 it T4BANCHORSL 1 X4X3/8 sBANCHORsL ; 2X4X3/8 TUBE sE CALL TIP -TO -TIP TUBE MULL! TUBE MULL TUBE MULL 4 ANCHORS 2 ANCHORS j TUBE MULL T28 NCHo MULL i 4 ANCHORS ' TUBE BANCHORSL T2BANCHORSL T4BANCHORSL A-A(5) ;SECT. A-A(5) � SECT. A -A 6 !SECT. A -A 6 CHo SECT. A-A(7 SIZE SIZE 1 2 ANCHORS SECT. A -A 1 SECT. A�� i SECT. A-A(2) SECT. A-A(2) SECT. A-A(3) SECT. A-Af3 SECT. A-A(4) SECT A-A(4) Z; ;SECT. --- - 19 1 /8 X 26 336.52 732.42 1 , 336.52 692.83 i , 336.52 _ 1732.42 ► 336.52 ' 732.42 791.81 ;:_1187.72 i 791.81 1 187.72 ! 1187.72 12 13 119 1 8 X 38 3/& 209.72 i 317.66 209.72 14 29.55 209.72 ' 456.46 209.72 456_46 493.47 1740.20 493.47 ' 740.20 i 740.20 -_- i 4 . -�-- _�-_-------i- !19 1 /8 X 50 5/8 131.23 131.23 152.75 - 177.46 152.75 - !_193.92 _ ? 152.75 271.83 ' 359.41 53.9.12 359.41 - ! 539.12 479.=3jil 539.12 479.33 -_-----� 1 /8 X 56 1 /4 94.13 : 94. 127.29 ':: 127.29 135.81 ' 139.09 135.81 194.97 - ; 319.55 460.17 ? 319.55 145 15 119 19 1 8 X 63 ; 65.97 / 65.97 ':. 89.21 _^ ` 89.21 ---- -- -- t 97.48 --- - i 97:48 _! - y - - 4 1 19.85 136.64 282.Q2 _ _ 1423.03 282.02 423_Q3 ! 423,03 _ . 16--.�__ 19 1/8 X 72 43.49 _ .----- 43.49 ,----- ..- 58.81 58.81 ` 64.27 -- 64.27 -- 90.0990.09 -;---- - : - 1 212.62 , 212.62 29.6.98 . 296.98 365.75 17 -- -; - -_ .�� 19 1/8 X 84 26.96 _ -- ------ 26.96 ; -_--_ ; 36.45 _ ! 36.45 39.83 _ ' 39.83 _- 55.84 55.84 -__' 131 .79 131_79- 1184.08 184.08294.03;. H 2 I 26 1 2 X 26 262.87 �_ 1572.13 1 262.87 : 541.20 ' 262.87 572.13 i 262.87 ' 572.13 --1 �- 618.52 - i 927.78 618.52 1927.78 i 927.78 1 H3 _ _j 6 1 /2 X 38 3/a 157.93 239.21 - --- - 157.93 --1.20 323.48 157.93 343.74 ! 157.93 ; 343_74 371 .61 557.41 371.61 557.41 i 557.41 1 1 H 4 6 1 2 X 50 5 8 97.25 / / 97.25 1 13.20 ----�----- 1131.51 : 1 13.20 --- - 1143.71 ! - 1113.20 ! 201.45 1266.35 -~- i 399.53 266.35 ! 399.53 399.53 1 H45 6 1 /2 X 56 1 /4 69.43 _ -�----- -�- 1 69.43 : ! 93.89_ -� j 93.89 , 100.17 1 102.59 i 100.17 1 143.81 i 235.70 339.42 2z5.70 ! 353.55 ! 353.55 1 H5 26 1 /2 X 63 48.44. 48.44 65.51 i 65.51 ' 171.58 i 71.58 ' 88.01 100.34 207.10 - , 236.83 ' 207.10 310.65 - 1267.38 1310.65 1 H6 i - _^ 26 1 /2 X 72 31.79 ! 31.79 ' 1 42.99 142:99 ! 46.98 , ! 46,98 , 5.86 165.86 1155.44 j 1155.44 1217.11 1133.99 1217.11 133.99 1 214.02 1 H7 _ 26 1 2 X 84 ' 19.62 / 19.62 26.53 _ 26.53 ! 28.99 j 28.99 .40.64 140.64 _ 95.93 95.93 �-- 22 37 X 26 ; 216.75 ` 471.75 216.75 j 471.75 216.75 _ 1471.75 1216.75 ! 471.75 151.0 1765 510 765 431.36 ' 765 1431.36 37 X 38 3/8 122.22 i 185.12 122.22 250.32. ; 122.22 0 1122.22 1266.00 287.57 1431.3 6 1287.57 23 - 24 7 X 50 5/8 173.34 173.34 E 85.36 99.17 185.36 108.37 85.36 151.91 1 200.86 -- i 301.29 ; 200.86 301.29 ! 3-�_O1_29 y __--------�-, 245 7 X 56 1 /4 51.97 51.97 ` 170.28 , 70.28 1 174.98 176.79 174.98 107.65 176.43 i 254.07 176.43 I�264_64 �__, ; 264.64_ 230.94 X 63 36.01 _1 36 01 48.70 i ; 48.7Q 53.21 53.21 165.43 - ! 74,59 - ' 153.96 -`- 176.06 1 153.96 - , 230.94 �---- - _ 25 , 37 ; 37 X 72 ! 23.47 --~ , 31.74 �i 31.74 j 34.69 -^ 34.69 148.62 .48.62 ! 1 14.76 114.76 i 131.61 11160. 30 _1 197.41 2-- 6 27 i-r , 37 X 84 114.39 123.47. 114.39 - 119.46 �1i19.46 �21.26 1 21 1a: .29.81 Y29�81 i 70.36 - 70.36 98.27 - r98.27 ! 156.97 _- 53 1 /8 X 26 1 191.61 - `417.04 191.61 ^i 394.49191.61 ; 417.04 „�; L-,191.6i i 4J 7.t74 450.85 ; 676.28 j 450.85 1676.28 i 676.28 32 333 1 /8 X 38 3/8 98.38 149:02 ! 98.38 l 201.51 j 98.38 t-214.14 ;.�1.38 .. ' 2.4 14� 23.1.:50 347.25 .231:50 : 34725 347.25 34 ' ; 3 1 /8 X 50 5/& 56.23 156.23 65.45 _ _ i 7fi.04 + 65.45 183.09 �`65'45 - - _- 1- ' 1 1.6.d7`• - �':1_94.00 - ! 231.01 --� ' 154 00 1231.01 _ �( _! 231.01 200.23 345 ' 3 �8 X 56 1 /4 39.32 139 23 53. i 7 ' 53.17 _ 156.73 ' S 0 ! 56.73 j : --'r 81.44_ .. 133.48 1 192.22 ' 133.48 ; 200.23_ ! ! 53 1/8 X 63 26.92 i 126.92 36.40 ' ! 3fi,40 ( 39.78 ! 39.78 ' 148.91 '' i►i5.08 131.60 I -- - 1 15.08 172.63 ! - 15.08 - i 172,63 35 _ ----? -► i 17.34 1 23.45 123.45 ; 25.62 125.62 ! 35.92 i 35.92- 84.77 184.77 ; 97.21 1 1 18.41 1145.82 36 53 1/8 X 72 i7.34 - - r- 14.21 i 14.21115.53 i 15.53 j-_ ;21.77 I 121.77, 51.39 r5l.M 171.78 ' 71.78 i 120.81 37 53 i /8 X 84 10.51 _��. SERIES 1.000 & 1- 500 FLANGE VERTICAL - '.� = FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES _ � T i- SHEET 2 OF 2 - _ _ ERT-JFR. T C MUM L i �tii� - ! UUL i 500 NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED .AT EACH END. _ DRAWN HY: • B� APPROVED BY: 9) DESIGN PRESSURES GIVEN ARE FOR 1.5 X ` c U A q `Xln'�: - DATE:J � % � _ .j�� SCALE: � i �`� DWG.. � V.M L� PG 2 ..-. SEALANT BETWEEN �� SEALANT BETWEEN U WINDOW FRAME WINDOW FRAME SEE OTHER SIDE (SHEET 2 OF. 2> FOR & MULLION & MULLION 4 B 22 DESIGN PRESSURE CAPACITIES #8 X 1-1/2 SELF #8 X 1-1/2 SELF TAPPING SMS TAPPING SMS DRAWN BY: MSH APPROVED BY: SECTION. A -A_ (5� SECTION A -A DATE:2/6/02 . SCALE: NTS DWG:.1VMF IN SERIES 1000 & 1500 FIN VERTICAL DESIGN PRESSURE CAPACITIES =WINDOW WINDOW CALL TIP -TO -TIP SIZE SIZE CAPACITY 1 X2X1 /8 TUBE MULL 2 ANCHORS SECT. A -A :1 "SECT. CAPACITY 1 X2X1 /8 TUBE MULL 4 ANCHORS A -A 1 CAPACITY 1 X2X3/8 TUBE MULL 2 ANCHORS SECT. A=A 2 CAPACITY 1 X2X3/8 IX2 TUBE MULL 4 ANCHORS SECT. A -A 2 CAPACITY 7/16Xt/8 TUBE MULL 2 ANCHORS SECT. A -A 3 CAPACITY 1x2 7/16X1/8 TUBE MULL 4 ANCHORS SECT. A -A CAPACITY tx2 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 X4X1 /8 TUBE MULL 4 ANCHORS. SECT.��.A.-A 5 .: CAPACITY 1 X4X.1 /8 TUBE MULL 6 ANCHORS SECT. A-A(5) CAPACITY 1 X4X3/8 TUBE MULL 4 ANCHORS SECT. A-A(6) CAPACITY 1 X4X3/8 TUBE MULL 6 ANCHORS SECT. A -A 6 CAPACITY 2X4X3/8 TUBE MULL 6.ANCHORS SECT. A-A(7) 605.50. 37736. 274.84 403.67 251.57 183.23 605.50 377 S .. 4 274.84 = 605.50 377.36 274.84 403.67 251.57 183.23 201.83 125.78 91.61 403.67 - - 251.57' .... 183.23 403.67 -251 Z7. 183.23 12 18 1 /8 X 25 1 /8 X 37 3/ t 8, 1 /8 X 49 5/ , 201.83 125.78 91.61 403.67 251.57T 129.63 92.98 6516 42.96 26.63 315.32 189.44 96.07 68.58 47.85 31.40 19.38 201.83 125.78 91.61 403.67 251.57 178.41 201.83 125.78 91.61 13 18 14 81.45 71.88 59.13 ` 36.65 157.66 94.72 67.89 60.08 52.79 43.22 26.67 127.97 89.68 59.13 36.65 315.32 189.44 132.22 94.39 65.86 43.22' " ' 26.67 . 8145 71.88 _ 62.15 39.11 157.66 94.72 6789 60'08 ` 52:79 45.4-3 28.46. 136.55 95.70 63.09 39.1.1 315.32 189.44 135:79 100.72 70.28 46 12` - � 28.46 81.45 71.88 62.15 52.64 157.66 94.72 67.89 60.08 52.79 45.43 38.32 162.91 135.52 89.35 55.38 315.32 189.44 1.35.79 120.16 99.52 65.32 40.31 162.91 143.77 124.30 105.29 315.32 189.44 135.79 120 16 1 d5:5$ 90.87 76 64 = = 244.36 2Y5.66 186.46 128.92 472.98. 284.17 203.68 180.24 158.37 136.31 93.84 . - : 162.91 143.77 124.30 105.29 315.32 189.44 135.79 120.16 105.58 90.87 76.64 24436 215.66 186.46 157.94 472.98 284.17 .. 203.68 180.24 1 . 158.37 136.31 114.96 244.36 215.66 186.46 157.94 472.98 284.17 203.68 180.24 .937 136.:31 14 96 ' 145 18 1 /8 X 55 1/4 18 1/8 X 62 18 1 /8 X 71 18 1 /8 X 83 25 1 /2 X: 25 2 5 1 /2 X 37 3/8 5 1/2 X 49 5/ 5 1 /2 X 55 1 / 25 1 /2 X 62 25 1 /2 X 71 25 1 /2 X 83 81.45 65.16 42.96 26.63 157.66 94.72 67.89 60.08 47.85 31.40 19.3"8 15 16 17 1 H2 1 H3 1 H4 1 H45 1 H5 1 H6 1 H7 260 146.60 102.40 75.39 52.24.. 34.05 20.88 130 73.30 51.20 44.97 39.24 33.:54 29.56T ` = 260 146.60 102.40 89.94 73.98 48.22 29.5.6 260 146.60 102.40 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 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 22 23 '36 24 245 25 26 27 36 X-25 X 37 3/8 36 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 20.88 344.77 177.03 117.76 102.07 229.84 1 18.02 78.51 68.05 344.77 177.03: 117.76 102.07 - - 344.77 177.03 117.76 102.07 32 52 1 /8 _ X 25 1 14.92 229.84 114.92 229.84 114.92 229.84 114.92 - 229.84 229.84 33 52 1 /8 X 37 3/8 59.01 1.18.02 59.01 118.02 59.01 118.02 59.01 118.02 1 t8 02 34 52 1 /8 X 49-5/8 39.25 55.54 39.25 76.45 39.25 78.51 39.25 78.51 78.51 345 52 1 /8 X 55 1/4 34.02 38.84 34.02 53.45 34.02 57.04 34.02 68.05 68.45 35 52 1 /8 X 62 26.59 26.59 29.33 36.60 29.33: - 39.05 29.33 55.30 J 58.67 88.00 58.67 88.00 88.00 74.34 50.27 49.56 41.06 . 74.34 61.59 74.34 61.59 _ 36 52 .1 /8 X ;71 17.13 17.13 23.57 23.57 24.78 25.15 24.78 35.62 49.56 37 - 52 1 /8 X 83 10.38 10.38 14.29 114.29 15.25 : ` � 15.25 . - ., 20.53 21:59 41.06 SERIES 1000 & 1500 FIN. VERTICAL F LO�RIDA MULLION DESIGN PRESSURE CAPACITIES ':DESIGN SHEET 2 OF 2 . .`� S FE 2002..1 ,: = VERTICAL NOTE: A) NUMBER OF ANCHORSNOTED FOR #8 SCREW FASTENERS REQUIRED AT EACH END. _ DRAWN BY: INTERNATIONAL, INC EXTRUDERS sA.NFORD., FLORIDA PRESSURE CAPACITIES FI'N MULLIONS - SER. 1000 & 1500 J B H APPROVED_ BY: Rl nFSIGN PRFSSfIR S (;IVFN ARF .FOR 1.5..X Inc ins I,,,..�„ r�.�1 1 ,,,e„ . "�IkAr-T►.I or 7 SHIM. AS RE'Q'D INSTALLATION ANCHOR f— DOOR WIDTH /4' MAX. SHIM SPACE INSTALLATION ANCHOR #8 SCREW TWO BY WOOD x SCREW ',:SHEATHING (SEE NOTES) 1 li8 MIN BY OTHERS TWO BY, _WOOD f BY. OTHERS EMBEDMENT BY OTHERS CAULK BETWEEN TWO BY WOOD i ._ DOOR FLANGE. SLIDING GLASS & SHEATHING BY OTHERS DOOR FRAME JAMB CAULK BETWEEN HOOK STRIP & S > HEA7HING ` SLIDINGGLASS DOOR � HOOK STRIP 1/4' MAX. (SEE NOTESa D. SHIM AS ESHIM SPACE _ INSTALLATION ANCHOR 1-1/8' MIN ss8 SCREW . I-1/8' MIN. EMBEDMENT EMBEDMENT TEMPERED GLASS STUCCO cTYP.) CAULK BETWEEN OR SIDING DOOR FLANGE i BY OTHERS & SHEATHING SLIDING GLASS - DOOR FRAME , PERIMETER HEAD SHEATHING CAULK BY BY`.❑THERS OTHERS PERIMETER SHEATHING CAULK BY BY OTHERS TEMPERED GLASS TEMPERED OTHERS STUCCO (TYP.) STUCCO ❑R. SIDING I`v r\_ � BY OTHERS GLASS (TYP.) OR SIDING BY OTHERS' SLIDING GLASS DOOR r:Tr . rr i -►" (y I ' * INTERLOCK 4.Ii i +Ll �►1 w �. k.i't a e DOOR I �, .,.� HEIGHT SECTION B-B �� HOOK STRIP DETAIL • [.0 1 D� �R uDERS _ _ _. _ _ _ A NOT E 1) DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) rib 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 OF DOOR. / 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT SLIDING GLASS / / LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. DOOR FRAME 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 - DOOR DOOR UNIT I APPROVED SIN TEMPERED GLASS- N SINGL G Z RINSULATINGLASS - - G . 1 S USING EnP ED L I E:; LA ED 0 p 10) JAMB / SILL CORNERS ARE TO BE SEALED .WITH A SMALL JOINT SEAM SEALER.. E _ .11) .SHIM. AS REQ'D. AT EA. SET- OF INSTALLATION ANCHORS. MAX_ ALLOWABLE SHIM STACK TUBE 1/4-. P 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. ` `. T ^ T a-^ _ 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ONI INSTALLATION DRAWING.: HOWEVER INSTALLATION X K Il KELEVATION ' SECTIONS 'A -A'; 'B-B* 3 HOOK STRIP DETAIL APPLY TO INSTALIAjION OF ALL APPROVED D EMBEDMENT CONFIGuRaTIONS. e d c 1-1/4' MIN. 2 PANEL DOOR SHOWN 15) FLORIDA ,EXTRUDERS 1000 SERIES SLIDING GLASS DOOR IS .SHOWN. THIS PRINT -ALSiI APPLIES TO 2000 SERIES AND 500 SERIES. d n D G p REV DESCRIPTION DATE INI EXTRUDERS LIBERALLY APPLY FLORIDA INT. INC. SANF.ORD FL. CAULKING. UNDER SILL � ' OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16' .DIA. TAPCDN TITLE. SLIDING GLASS DOOR SECTION A -A INSTALLATION WITH #8 SCREWS Z. DRAWN BY_ BB APPROVED i BY- c i ! 2002 ATE:: 12/17/01 SCALE: NTS IDWG #fLEX0027 SHT 1 OF 41 ooronorn ar. ovnnurT L APPLICATION ENGENEERING. INC.. 250 INTERNATIONAL PKVY., SUITE 250. HEATHROW. FLORIDa, 32746. 4a7-805-0165 FAX 407-805-0366 r #8 SCREW. INSTALLATION ANCHOR CHART ------------ NOMINAL DOOR QUANTITIES IN HEAD & SILL QUANTITIES IN EA.. JAMB QUANTITIES IN EA. HOOK STRIP - DOOR.. UP TO 46 PSF TO 61 PSF TO UP TO 46 PSF TO .61 PSF TO UP. TO 46 PSF TO 61 PSF TO SIZE AND SIZE CONFIGURATION 45 PSF 60 PSF 70 PSF 45 PSF 60 PSF..- 70 .PSF 45 PSF 60 PSF 70 PSF 4068 XX,. OX, XO 48 X 80 6 6 6 8 8 8 6 8 4 4 4 4 4 4 5068 XX, OX, XO 160. X 80 6 6 6 8 8 8.; 4 4 4 6068 XX, OX; XO 72 X 80 8 8 8 8 4 4 8068 XX, OX, XO 96 X 80 10 10 10 8 j 8 8 4 4 10068 XX, OX XO 120 X 80 12 12 12 8 8 8 4 4 5 5: 5080 XX, Ox, x❑ 60 X 96 6 6 6 10 10 10 5 5 5 6080 XX,. OX, XO 72. X 96: 8 8 8 10 10 10' 5 5 5. 8080 XX, OX, xO 96 X 96 10 10 10 10 10 10 5. 5 10080 XX OX XO 120 X 96 ' 12 12 12 10 10 10 5. 5 6 50100 .XX, OX, XO 60 X 120 6 6 6 12 12 12 6 6 7 60100 XX, OX, XO 72 X 120 8 8 8 12 12 12 6 6 8 80100 XX OX XO 96 X 120 10 10 10 12 12 12 6 7 4 9068 ❑X❑ 109 1/8 x 80 12 - 12 12 8 8 8 4 4 12068 OXO 145 1/8 X 80., 14, 14 14 8 8 8 4 4 4 15068 OXO 181 1/8 X 80 16: 16 16 8 8 8 4 4 4 5 9080 OX0 109 1/8 X 96 12 12 12 10 10 10 5 5 5 12060 OXO 145 .1/8 X .96 14 14 14 10 10 10 5 5. 5 15080 OXO 181 1/8 X- 96 16 • - 16 16 10 10 10 5 5 8 90100 OX0 109 1/8 X 120 12 12 12 .12 12 12 5 7 120100 OXO 145 1/8- X 120 14 14 = 14 12 12 12 5 7 8 9068 XXX 106 5/8 X 80 12 ' 12 12 8 8 8 4 4 .4 12068 XXX 142 5/8 X 14 14 14 8 8 8 4 4 4 15068 XXX .90 178 5/8 X 80 16 16 16 8 8 8 4 4 4 9080 XXX 106 5/8 X 96 12 12 12 10 10 10 5 5 5 12080 XXX 142 5/8 -X 96 14 14 l4 10 10 10 5. 5 5 15080 XXX 178 5/8 X 96 16 16 16 10 10 10 5 5 5 90100 XXX 106 5/8 120. 12 12 .12 12 12 12 6 7 8 120100 XXX ,X 142 5/8 X 120 14 14 14 12 12 12 6 7 8 10068 OXXO 119 5/8 X 80 12 12 12 8 8 8 4 4 4 12068 OXXO 143 5/8 X 80 14 14 14 .8 8 8 4 4 4 16068 OXXO 191 5/8 X 80 18 18 18 8 8 8 4 4 4 10080 OXX❑ 119 b/8. X 9G 12 12 12 1 10 10 5 5 5 12080 OXXO 143 5/8. X- -96 14 :.... 14. 14 10 10 10 5 5 16080 OXXO 191 5/8 X 96 18 18 18 10 10 10 5 5 8 100100 Oxx❑ 119 5/8 X 120 12 12 12 12 12 12 6 7 120100 OXX❑ 143 5/8 X 120, 14 14 14-. 12 12 12 6 7 8 160100 ❑XX0 191 5/8 X 120 18 18 19 12 -12 12 6 7 8 . 16068. XXXX 11 1/4 12 12 12 8 4 4 4 12068 XXXX _3F80 141 1/4 X 80 14 14 :14 8 8 8 4. 4 4 16068 XXXX 189 1/4 X 80 16 16 16 8 8 8 4 4 4 10080 XXXX 117 1/4 X 12 12 12 10. 10 10 5 5 5 12080 XXXX _96 1/4 X 96 14 14 14 10 10 10 5 5 5 1-6080 XXX-X .141- 189 1/4 X 96 16 16 16 10 10 10 5 5 5 i00100 XXXX 117 1/4 X 120 12 12 12 12 12 12 5 7 8 120100 XXXX 141 1/4 X 120 14 14 14 12 12 12 5 7 8 160100` XXXX 189 1/4 X 120 16 16 19 12 12 12 5 7 - - i i I EXTRUDERS FLORIDA - INT. IN.. SaNFORD, 'FL. - I TITLE- SLIDING GLASS DOOR ENGINEER: DATE, E RNS WITH # SCREWS E� INSTALLATION ANCHOR. NOTES _ BB 12/21/01 1) FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME ANCHOR QUANTI.TIE.S uls"�'"E` CIVIL SCALE: N.T.S. °"� N0 FLEx0027 .-. .. _ .. - .. FL. RED ON: - V ..LETTER ET - - --- - ---_ --- - -- - - - - - -_ 2 >>+ 47I82 r I . ............ . I'lla BASIC WIND SPEED = `3O M.PJ4. (FASTEST MILE) 110 M.P.N. (3 SECOND C-AJST) WIND IMPORTANCE FACTOR = ID WIND EXPOSURE CATEGORY = B APPLICABLE INTERNAL PRESSURE COEFFICIENT -+ 0.18 (INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = +22 , -18 PSF - ROOFS = 420, -20 PSF -30 PSF AT OVERHANCzS) VANGUARD/ FOX & JACOB - ORLANDO DIVISION 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 -SITE 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 DRAWINGS AND/OR SPECIFICATIONS_ 3. IT 15 THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE 2001 FLORIDA BUILDING CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL 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 NECESSARY, INDICATED, REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE OF WORK. 5. ALL 34"X22 AND 56"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 1?XII PLANS ARE DRAWN TO THE SCALE 1/5" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO I/I6" = 1'-0". ENGINEERED BY: a VANGARD & Fox & kCOBS oMES BY f ENTEX RVIRRICANE ENGINEERING (407)-774-9003 FAX: (407) 774-8477 P.O. BOX 161613 ALTAMONTE SPR NGS. FL 32716 THOMAS J. ANDERSON PE/ 47819 SHEET INDEX SHEET NO. C Al A2 A2.1 A3 A4 A5 A6 A6.1 A6.2 S1 S2 S2.1 S3 SHEET NAME — COVER SHEET — FOUNDATION PLAN, FOUNDAT'N DETAILS — FOUNDATION DETAILS, CONT., TYPICAL WALL SECTIONS — FLOOR PLANS — FLOOR PLANS NOTES & DETAILS, INTERIOR ELEVATIONS — EXTERIOR ELEVATIONS — ELECTRICAL/HVAC PLAN, INTER. ELEVATIONS, PLUMBING RISER DIAG., ELECTRICAL RISER DIAG. -LINTEL DIAGRAM & TABLES — FLOOR & ROOF TRUSS LAYOUTS STRAPPING SCHEDULE — GABLE END TRUSS DETAILS — GENERAL NOTES & DETAILS — CHIMNEY, STAIR, & REPAIR DETAILS — STRUCTURAL STAIR DETAIL — OPT. CVD. PORCH DETAILS, OPT. STAIR RAIL DETAILS JUN 1 4 1 ul w ® p 0 � E a X 0&m 9 0 NQ �mm rc m W `o C O mu W -® W > O U 0 ss� _ it SIB s �I mill o I' N Iff ;f1 . . SLAB W/.Mol sl - a Ma_ VAPOR BARRIER OVER TREATED COMPACTED FILL CMU GRADE 3 / 5 BARS G _MONOLITHIC SLAB - CMU TWO STORY NON LOAD BM WALL 1 / 5 REBAR IT. I. w/EIL1E7tL1ESH w OVER a MR VAPOR BARRIER OVER TREATED COMPACTED FILL n Z N BEARIDEPRESSED SLAB_ NONG O GARAGE COWER BAR W/ STD. HOOVC • 9 BAR CONC. FILLED TOP COURSE IDA • 5 LINTEL BEAM REINFORCING \ �BR OVER 6M1 k vVAPORWB OVER TREATED COMPACTED FILL 1 / 5 REBAR CONT. , GRADE �v1 THICKENED SLAB NON BEARING 0 ENTRY - CONC. PATIOS 3\' O. SLAB W/FIBE78/ESH .. /OVER B IL VAPOR BARRIER / OVER TREATED COMPACTED FILL 10' 110' \-3 0 5 REBAR 6 THICKENED SLAB W BEARING WALL TWO STORY Bx8 LINTEL FILLED V/ IN U)•5 CANT. xl I I VERTICAL REBAR SEE PLAN SINGLE COURSE LINTEL 3 I CONC. SLAB w ESH o14h a W. VAPOR WRIER OVER TREATED COMPACTED FILL VARIES 3 /5R BBAR T. 10' 10' AA DEPRESSED SLAB BEARINGO GARAGE TWO STORY \\ i 5 HORIZ. BAR-� CHAIR BLOCK CHAIR BLOCK UNDER FRAME FOUNDATION DETAILS - MONOLITHIC SCALE N.T.S. PRE-ENGINEERED WOOD TRU55E5. UPLIFT CONNECTOR. 5EE ROOF TRU55 LAYOUT FOR QUANTITY AND 51ZE. PREGA57' LINTEL. 5EE LINTEL PLAN FOR DEPTH AND REBAR 16"XI6" CONCRETE BLOCK COLUMN W/ 2 #5 REBAR. 5EE FOUNDATION PLAN. APP FIN. GRADE 3 I/2" CONCRETE SLAB FOOTER DEEP COLUMN FOOTER W/3 #5'5 EACH WAY BOTTOM OF FOOTER TO BE 12" MIN BELOW GRADE T`I'PIGAL PORCH SECTION "0" ELEVATION ENGINEERING (407) 774-9003 FAX: (407) 774-8477 P.O. BOX 161613 ALTAMONTE SPRINGS. FL 32716 THOMAS J_ ANDERSON PE/ 47819 I i IOFLR 1 - gi[� PRrf. .SI I G7 a3 C Srr.n ri FSn • 11 rflRr. �— --- -- — it _ we V-2. 3•-D. I _ 11 " ON 5 At NamIII 8 . SLAB w/PI■E j OVER b MIL VAPOR BARRI ON I CLEAN, YELL COMPACTED TE ZKTE- RPSISTAW TREATED FILL OR 'RECRUIT 2' SYSTEM (TYP) AC '0 G2 1 Fill r ® AA2 �I j1 ear r ---- -CIO b'x20'LOAD BRG. FTC. ■ I j l I - 1. O i- AC A415E ■ FlMSH RR � I - I I I J, VARIES I BBi � �GAF,gGE fiR I � I I I I I ( I .I ■ I I --- -� 41 HB 3/4' RECESS AT GARAGE DOOR L J • ■ X ■ ■ _-- _ ■ _cDaOr_--- --' G7 Inv • MAXIMUM SPACING OF FILLED CELLS UNGROUTED CELLS THAT CAN RESIST A 100 M.P.H. LOAD DESIGN WALL PRESSURE T - 22 PSi / NAXINUN ALLOVABLE TENSION R1 HOLLOW CORE UNITS IS 25 P.S.I. - A.C.E. 531 TABLE IDA SECTION PROPERTIES 8' PARTIALLY GROUTED VALL = 95.43' (MASONARY STRUCTURES A.C.IJ M - .4ri /8, S = W-L-LX12/ SXT-= 95.43 , I = K"T. USE 8'-O' HORIZ. SPACING - 9'-4' CEILING MAX. (FS = L3 USE 6'-0' HORIL SPACING - 10'-0' TO 12'-8' CEILING KAX USE 6'-0' HORIZ. SPACING - 12'-B' TO 18' CEILING MAX ADD LINTEL V/ (D a5 CONT. 2 9'-4' HGT. (r/- (r) THIS STRUCTURE NAS. KEN DESIGNED TO MEET OR EXCEED THE 110 MPIL 3 SECOND GUSTS VIND-LOAD REQUIREMENTS OF THE STANDARD BUILDING CODE 200L _ FOUNDATION/ ' _- SCALE _ /!•= 1' 0" GzA, YARES------------ ENIRT RR — J • • !4• 5 AT GAME DOOR L -- ------I ■ NE ■ - G2 FOUNDAT1 ArAF. . C 24')Q4'XO' CCNC. FTC. of 35 BARS EA IIAY (TYP. • DMzT FORCN COU cn Z=� Q 0gW 0 � oz -J — 0 Ozo 2oz Op0 LL 0 Lo N $Ili WEI _ �tevWaRc W'd _ ':dmw Asalp� Sheet 4 Al of DETAIL DENOTES PIPE PASSINrs THROUGH STEM WALL DETAIL DENOTES PIPE SLEEVE SHALL BE PASSINGS THROUGH FOOTIW;: GsROUTED SOLI 2 SIZES LARGER THAN AROUND PIPE PIPE PASSINGS THROUGH SLEEVE SHALL BE SLEEVE / 2 SIZES LARGPASSINGS THAN PIPE PASSING THROUGH THICKENED SLAB UNDER SEE FOUNDATION PLAN FOR REBAR QUANTITY Y 'CONCRETE FOOTER "5 REBAR WITHIN FOOTING (SEE FOUNDATION PLAN W/ 25" MIN. SPLICE OVERLAP FOR SIZE) TYPICAL FOOTING DETAIL G3i avERD DL TIO l�R J 31}• CGNC. SLAB W/ F1BERMESH OVER b. MIL VAPOR BARRIER _ OVER iEfd'7Tf£- TREATED;.LLELL COMPACTED FILL—r FIBERGLA55. SHINGLES OVER B" FELT OVER 1/16" OSB WOOD TRUSSES STRAPPED AS SHOWN ON TRUSS LAYOUT P.T. DO OVER "CDR OVER 2X6 SUBFASCIA W/ CONT. ALUM VENTED SOFFIT -DBL 2XS HEADER UNLESS OTHERWISE NOTED ON PLAN WINDOW UNIT -2X WOOD STUDS s 16" O.O. -1/S• STUCCO ON MTL. LATH OVER 6"FELT OVER 1/16• _2X BOTTOM PLATE ON 3/4" TKa O.SB. 2X4 CONT. BAND BOARD - FLOOR Tp1SS STRAPPED AS SHOWN ON TRUSS LAYOUT LINTEL BLOCK R-IS INSUL: U2" DOUBLE 2X- TOP ANCHORAGE TAPCON: BLOCK TO EXT. FRAME SHEAR STRENGTH CONNECTION (TYP. SPACING) TAPCON: 3/16" 0 12" 0 EXP. BOLT: 1/2- 0 48" o. SHEAR STRENGTH ANCHOR ANCHOR LIGHTWEIGHT CbIA. EMBEDMENT HOLLOW BLOCK 3/16" 1-1/2" 1846 LBS. 1/4- -i 1075 LBS. J—BOLT: 1/2" 0 48" O•C* TEST REPORT # 150-20068/ PROFESSIONAL SERVICE INDUSTRIES,INC.SEE MFG. SPECS. FOR BIT SIZES & TECHNICAL INFORMATION 1 1 1 1 1 1 EXPANSION BOLTS: RAWLS u 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. FIBERGLASS 8444,GLES OVER 15- FELT OVER 146" 065 OR V2" CDX WOOD TRUSSES STRAPPED AS SHOWN ON TRUSS LAYOUT P.T. DO OVER D(S CDR OVER 2X6 SUBFASCIA W/ CONT. ALUM VENTED SOFFIT DBL. 2X0, HEADER FOR 4'-6" MAX OPENING, DBL 2XIO HEADER FOR V-S" MAX OPENING UN.O. -WINDOW UNIT -2X WOOD STUDS • 16" OL. W/ R-11 WSUL. -1/6• STUCCO ON MTL LATH OVER W FELT OVER 1Ms• O.S.B. OR V1• CDX _ 2X BOTTOM PLATE ON 3/4" T4G PLYWOOD 2X4 CONT. BAND BOARD FLOOR TRUSS STRAPPED AS SHOWN ON TRUSS LAYOUT WA 5 BAR V2. DRYWALL LRTTEL SCREEN OVER. DO FUMIRM OVER R-5 INSUL LINTEL BLOCK W//1 " 5 BAR MASONRY FINISH OVER CMU BLOCK CM BLOCK WA-5 LOCATIONS ON FOUNDATION PLAN I GRADE 3 5 BARS 20" WD WALL SECTION-0 FILLED CELL -TWO STORY STEM WALL - SINGLE LINTEL WINDOW WIT PRECAST WITH (1)"5 3412. CONC. SLAB WHEN 6 FT OR GREATER t,mBE131ESN OVER PRECAST GQdG. SILL OVER 6MIL VAPOR - BARRIER OVER TREATED. MAS. FW1814 OVER COMPACTED FILL- CM BLOCK WX D03 ELS Oh0.1 • SHOWN LOCATIONS ON FOUNDATION PLAN C_ � � GRADE r 3'S BARB 20" @WALL SECTION - FRAME OVER CMU rry TWO STORY TYPICAL WALL SECTIONS - MONOLITHIC SCALE: N.T.S. Lo P; i W <lp D G IE x W c go a i 0 «_O ® rz o�� <n .mooca �g U o OEM4_ - FIBE�LA.SS �� 51494GLES OVER B' FELT OVER 1/16. 0.88. 1 1 OR 112" CDXWOOD TmjSSES TRAPPED ASy SHOWN004 TRUSS LAYOUT DQ P.T. OVER DO ° R-19 INSUL. S BUBFABC��D SOFFIT 1/2" DRYWALL di i 0 DOUBLE 2X DBL. 7" HEADER FOR 4'-6" MAX Lo si TOP PLATE OPENING COL. 2XI0 HEADER FOR 5'-S" ' MAX OPENING UNO. J j 2X4 BOTTOM wd•DOW UNIT W s! PLATE OVER 2X - WOOD 3/4• T e G STUDS • 16"OL. Q� PLYWOOD WV R—W INSUL. 1/5"ST;�ON MTL LATH OVER All W FELT OVER IAb• s O.SOB. OR V!• COX FLOOR STRAPPED SHOWN ON TRUSS LAYOUT ei9 i IR• 2XDBL 2X -TOP PLATEdPLAD9L. 2XD FADERa av� ![AB.FOR Hill i 4'-6• MAX. i 32" CONC. SLAB HEADER FOR 5'2X9D -D UWiI3ERMESH OVER MAX OPENING UNO. .. ... �eNfiov>t OVERb; HIL VAPOR wHpm UNIT BARRIER OVER TREATED. COI"IPACiED FILL STUDS'10_C. W/ R-g ll I . GRADE— destned by_ li dws by- d—design chock dby.. aww " 20" dales 0132. 3 " 5 BARS ,,�,� WALL SECTION -FRAME J U N 4 C TWO STORY stmet Al .1 or: 9 I Ile sW `cc- oe - - mum "+ o T® - - - a Y i 9 KITCHEN A. KITCHEN B KITCHEN C scale- �a•=r m• scale- �h•=r m• SCALE- %,•=r-W W o m otio - 6Lww4ff 9_ W OPL YAMIY ��:. Ova I rRZj IT U OIU OPT. 1 VANrrY ne CO z Ll1 BATH D BATH E POWDER W F SCALE-14%r-r scree- W.r-m' SCALE- "4'=r-r _j Q r INTERIOR €LEVATION5 Z Q W P J w J W 10 a 0ZO L X14• TILE O Q W_ J �-- Il z ':�v P�L XE V, ¢� STAIR INF❑RMATI❑N 'W'rny HEIGHT, 9'-4' V ; ALINIGHT, 11'-8' RISERS, 15 2 7 1/2' EACH Q TREADS, 14 2 10' EACH Vv a i; 11 n N uHit BEDRM. #4/ HALL/STAIR WELL j GAME RM. iigl II .;re reMsw�c ---------------- GUT DOWN _ 2x12lREAD ENTRY pHospx, PWDR. �' der-,+ RM. Id., er anH. ems, M BACK aWc o�-7so� 2x12 STRINGER 9 sheet 2J 501 STAIR RUN DETAIL U 1 4 A2.1 oTE, 5EE STAIR DETAIL- IN STRUCTURAL SHEETS - ADDITIONAL GONSTRUGTION INFORMATION Of- FOR- ROOF MTCH 5 I w "Tr1 - LEFT 51 DE L E v- SCALE = U6•= 1'-D• Y9'-4'p• BEA>� 1 TIa155 REARM f�dSN FLOOR CIOMP. 6"MLES W«� XT. FP. MOTE TOP GF T T LEAST 3' ABOVV W*M PONE T IMME tT PA55E¢ IM AT LEAST Y W&M I"ANY PARE OF nV W. UTM W1 HOFUWALLT. � 8 _------- b m __—r-- _ _-------- O N O m m -A W �-< KASCNFZr z aim U oaf �000 000 Nr 1► i 7.1 SCALE _ 14•= P-0• ROOF P-rTCN �j I 5 I Tfaft BEARIFY---------- - - - - -------- --- Y-4'd• s FwW OPT MBATH MOM T� BEAD �„ B----------- --------- ----- ----- --------------------------------------------- --- -------- ----- -------------------- ------------------------ TEMM o' --- RIGHT SIDE ELEV. SCALE = VV= P-O' R)rICAME JUN 1 ENOINEERIN43 Q CO 0 a w J w r�' w X w 0 N AY dmw d"*1 ahecimd ejr. aww - dew 01-?20t Sheet A3-A of: CELW. FM PRBW;EfOPTJ O:44Y iI n ; 1 [� 7 ��® \ � 10 % r 6 _ c 1 ---------------------- ��--- — ---- {IDS---- • / / / 0. 4 F -/ --- isF n NOTE: SEE ATTACHED HVAC FOR CORRECT PLAN: DO NOT USE I-IVAC LAYOUT ON THIS SHEET. LOAD TABLE MODEL 2509 (445/04) 2 1 RA SE 40A W B 12pw 2 1 DRYER 30A 2NP I0 5pm I D WIA5WER 20A W a 4440 2 SPECIAL APPLIANCES 20A bP a 30M I DEPOSAL 20A UP a l20 I I. LAUNDRY 20A W 12f500 1 - I WA RR,HEATER. 20A UP I0 .5)D00 b 625053Q .,. fTX 3VA SX11P H 1521 CAZAGE ppOR OPENER 15A W H 12E 1 MCROWAVE 20A W a VAO SUB -TOTAL MTTS) 3S)M 1 eL 10O00 WATTS AT 100s 101D00 WATTS REI'IA►t7ER 40% Up WATTS AC. 206,440 VATT5 TOTAL 12AW UNTts TOTAL LOAD A" 143 AMPS SERVICE SIZE 150 on 25 q ELECTRICAL RISER IPIA6J ® 150 A 4 WIRE SERVICE FM PF M;WOPV u !� 1 J ---_—_ x 4 / i ( 30 ! U1 a I W Y 6 C7---�� 6LKi+Ts •OFF. v idh ® �\� � ♦ 10 x s 100 To x k \� ---cI aM DOUlETAIRS \\•,__ , �cELIG FM (SIPI 0% & %f' rt R Pi,TRI(--41 SCALE = 1/4' = V-0" it TO PPL 2• V.TR t V! V.TR tav 1 n• Li c4m vv nls ur r KS. r 3• 3• r r mt LAv I V2' 3• r 3' W. 3' ELECTRICAL LEGEND @ .DUPLEX REC. ® EatAST fM —9 ?W VOLT FEC. ® MOM VETDTOR wwq LATER RdXF RM d101Z DETECTOR M41 T IMM) wq OROUD FAULT REC. R7OE TEL"s" 11 MICHM RM o awtioN Box 'rp L VmrxMMCT F---1 pUOW5CI7t FOC (D RACR OUTLET FHN TRACK LiCt(ING 4 WON [7 ) UAY SWC 4 ]( FLOOD LK41T �• 4 WAY SOT" V/ MAW. CEILM Fk POWR MITTICN e DOOR BELL ra<cea�Fv uGRt -4�-RECESWO Uilt!VAPOR PROOF/ �{�—W. FM -WPM 1 V!' vTR I V)' I N• LAv tAv WC.I r r TUB 2509 PLUMSIN6 RISER . 2 / 0 SER CABLE Og RANGE A9 Wd9 BOA ffi PLO DRIER I" IS PANEL STALL APP. W I9 Lr4nM CIR 14/14 M 4 BARE Cil RICAME OINEERINO W COdOU D ROD ----- 1 b 8X6 0 CONC. PA A _ 12x 12 *5 t y' 12x8 % — —C A r1200 CfM CEUii FM(6101 <5 1 1 i c5R 1� 10 x to 0- Y b— LJCrm f I 11 k ) � 11 QED LIGHT T• I I to to r� 100 Z � cfN (:\\\ �� ® 3 CELLOJG FM PFSEAIREIOPfJ COACILIGHT WATER WATERI ( UH DISCONNECT CHASE FOR A/C LINE — & CMn. OPT. W W W `fie o � s I E E Y a I\ pp C OO 0 1b Z : as o'dg W c U Oa� Z Q g0 oQ Of f� Q. W ] J � UN_VNM_Z G UV� J J J W W a - III fil '_'^ Sill v w it N $l aeon by do w deagn dn.aae by .ww amr of-� - Stmet: A4 Of: t t^—s—T-t4—RfT42509 LINTEL SCHED. LINTEL NO, LENGTH TYPE COMMENTS L 1 17'-4' BF16-1B/IT ALLIED LINTEL A-13 L 2 7'-6' 8F16-1B/iT ALLIED LINTEL- A-5 L 3 7'-6' 8F16-1B/1T ALLIED LINTEL, A-5 L 4 4'-6' 8F16-OB/IT ALLIED LINTEL, A-3 L 5 7'-6' 8F16-1B/IT ALLIED LINTEL+ A-5 L 6 4'-6' 8F16-OB/IT ALLIED LINTEL- A-3 L 7 4'-6' 8F16-OB/IT ALLIED LINTEL- A-3 L 8 4'-6' 8Fi2-OB/1T ALLIED LINTEL A-3 ENTRY PORCH LINTELS; ELEV. 'C' ONLY L 9 5'-10' 8F8-0B/1T ALLIED LINTEL, A-4 L 10 13'-8' 8F8-OB/IT ALLIED LINTEL A-9 L 11 7'-6' 8F8-OB/IT ALLIED LINTEL A-5 L 12 4'-6' 8F8-0B/1T ALLIED LINTELe A-3 NOTE, LINTEL LI MAY VARY DUE TO HEIGHT OF GARAGE FLOOR, MINIMUM DEPTH TO BE 16'. 8F16-lB/1T BF12-lB/lT 8F8-lB/1T LINTEL SECTIONS B5 REBAR AT TOP MIN. (1) REQ'D � 1-112' CLEAR J f ¢ 2 2 = C.M.U. J F = FILLED WITH GROUT / U = UNFILLED GROUT QUANTITY OF R5 REBAR AT Z BOTTOM OF LINTEL CAVITY ZD AS REBAR AT BOTTOM g F 16 —1 B / 1 T • • OF LINTEL CAVITY BOTTOM REINFORCING 7-5/8'AC PROVIDED IN LINTEL NOMINAL WIDTH QUANTITY OF R5 8' NOMINAL WIDTH (VARIES) NOMINAL HEIGHT REBAR AT TOP TYPE DESIGNATION 2509- L2 L9 INTEL DIAGRAM (GAR. LT. ju L12 L1 SCALE: N.T.S. L10 L11 2509-C LINTEL DIAGRAM (GAR_. RT.) SCALE: N.T.S. Sheet - JUN 14 0CANE rr ERING A5 ENCi1NEERINQ of: NOTES: _ CAST-CRETE SAFE LOAD TABLES MATERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS 1. 11 precast Intels 3500 ps 1. - 2. ft Frl�tFesa htteis = 61700 pal. g" PRECAST W/ 2" RECESS DOOR U-LINTELS 3 30 ft grart = 00 ps/ w/ maximum 3B' low- 43te 4 CZrcrete- MoSonry inits ?LW Per ASTMt"hOiv/ minimum net area compressive. strength = 1900 psi. S. Rebaar pr OVlded n Faec�t Intel Pe ASTM A 315 ER60. Feld retar pa ASTM A515 E6R40 or EP-M. G. Prestr essrnq strays! per ASTMA416 grade 2-10 law re5xatan. -1. V32 were per ASTM ASIO. 8. Mortar per ASTM GZ1D type M or S. GENERAL NEITES I. Provide full mortar Iand rod joints. _ 2. Stare filled lintels as required. 3 instotiatlon of Intel roust comply with the architectural clrWor stracttrnl draamings. 4. Lintels ME manufactured with 5-1/2' .long notches at the, etd5':" to accommodatevertical cell reinfarcng and rrirtmg: 5. All lintels meet as Peed L/360 vertical defgtan, except lintels ll'-4' and Idnger with a romnai neigtmt of 8' meet or exceed V180. - E,Bottom field aalded relax- to be lurslted at the tot[om of the Intel cawty. 1 1/32' daaneter Pore strrups are welded to the bottom steel far. ffiechoxni al rxchorage. 8. Cast-n-place concrete may be provided in Composite lintel in lieu of concrete masonry units. 9 Safe load stags rased on rational oieslgn onalysis per ACl 318 IYId ACi 530 SAFE LLIAI1 TABLE NOTES I. All voWes based an mmmam 4' b>ecarng. Exception: Safe foods for unfilled Inteis must be reduced by 20% of bec".113mgth a5 less than 5-12". Safe Inds for all recessed lintels hosed an 8' rromeol bearng. 2. N.R. = Not Rated. 3. Safe I are total apmmpmed allowable Ind of the section specified, 4. Safe loods based an grade 411 Or TudE 60 field rebxr. S. Additional lateral load ccpacity can be obtnlred t i Hie desgrrr try providing oddlonai reinforced mosorry obl>ve the precast Intel. 6. One al r>eloor nay to 51 bstituted for two #5 rebar5 in 8' lintels only. 1. The daesly'le' nay evaluate concentrated IootL from the safe Ind Gables tri calculotllg the maximum resisting nrimeJnt and shear at d{rvvay from the face of support. 8. For ronposite Intel heights not shim, use safe land From next lower height. 9. All safe loads in units of pounds per Ineor foot. t GRAVITY tTrl TYl>E ewe error® 4'-4' W-) PRECAST WB9 FAI 3053 z982 3954 4929 5904 688q 1527- 3412 498ZM2EJ8 T141 94W. .aisle 4'-6• (54') PRECAST F51 1a49 ZW 74481 53 5 5264 ra2 3412 4982- 7i41 9416 05-0 S'-8' (68') PRECAST 185 83z r-M EM 2566. 3015 MM I153 2a2 401465� 5814 68ER 5'-t0' (jp•} PRECAST 73a -M I53 "4924m Zee 3352 1. 2. MI 656 .54� 6'-8' (8O') PRwAST 822 9"T6TI '.2933 3Z23 . 3812 4522 91 n " bll 2933 6130.. efll 1'-6' t907 PRECP.ST - 665 16L Bin -2252- 249 - 2944 i64. EM 2329- 5a92 fi624 9'$• nl6j PRECASr 3V 420 834 -3842 -4 5% 928 14912618 3595 2815 8" PRECAST W/ 2" RECESS DOOR U-LINTELS UPLIFT LATERAL LEDGTH� TYF� eRFG-m eritio ei�N-Ir lIPAB-ff _Ba>6 e� (527 FAST R44ru327nm 32EO 4112 4961 5825 932 932 12449 3ra 400E 455D 55% .(54') PRECAST 1192 321. 3131 413 55Tm 853 853 1R2 3O� 3531 4643 5453 (68') fi2�A5T 924• 2423 3055 369i 4325 501 SOI 924 zi 2918 3503 42M (0')PRECAST8% 2352 2965 3581 4N8 469 469 8% to" 2891 3491 4106 (80") PRECAST TIB 852 S-8 30l 3[ri2830 I'MTIS 9% 2509 3035 3563(90y PRECAST 688 691 17-M, 228D 2153 3ZZl la 941FieB8M 2725- 2rfY7 35l533• PRECAST 433 1413 I104 1995(116°) SI6 614 52l I1 2OBB 2450. "RE11UCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8" PRECAST & PRESTRESSED U' LINTELS 8" PRECAST & PRESTRESSED U-LINTELS GRAVITY I ENG111 it1'E � BF&.0 aFG-S 8F16-IB 2-104').. PRECAST "(3 . 31fi6 44-8 U33i '15� 9OD4 a412 11936 366 44-B - 6031 Ti2G 90134 Wl2 MOM 3'-6• (42•) PRECAST 73Q - am 33n 4Un GMl35 8630 994-1. 3166 4413 61H9 ISM 9004 0412 119% 4'-0'. {48') PRECAST 2O 2325 2496. - 3461 443E 5410 6384 "� 2646. 4s-e. 51731 I 15M 90104 1042 0935 4'-6' {54•) PRECAST -1651. - rv31 198 2651 34ES 4I49.. 48% 56" 21 60EM 15215 9004 a412 9F68 sera° (64) PRECAST -1184 � 23n 2826 33%59. 5051 6096 54DO F.424 145D 5'-10'(70') PRECAST 9l2 9'iW�IB89 2304 212I Ben U 64 4144 5458 4431 52SO 6122 6'-6' fT8) PRECAST q�a. 3263 2146 3358 3rn 45M 101 -3396 52EO. 113i .MA5: WID l'-6' f9O°) PRECAST _ l6115 2395 R94 243a 2E86. 3333 l5 26a 353i' 5`_'% SEE! -. 5041 9'-4• m2•i PRECAST 5-6 ma ID49 W69 i2n 14&2 .: r54 'S B- 121z 1818 2544 9469 4030. 3M 10'-6"026°) PRECAST 456 '9� enz 025 915 u22 IMS 1535 65B 1025. 1514 2CI81 2Tn4 330 2404 {136) PRECAST 445 598 9� f35 1854 Z355 rIF0 - 20M 598 M y35 1654 2441 '355. 4044 12'-O'n44'} PRECAST 414 545 B6M1 1254 1689 2014 1570 1518 555 e6a R54 16.8 2211 za3z EEM 13'-4'{1607 PRECAST 362 an -126 iota rat wi35 Ina W18 965 'W8 to% m38 1655. 2343 2920 14'-0•(168'} PRECAST 338F240 3L - 648 919 ORD W62 a8l R60 ,00 aD3 1335 ilW. 2153 2°66 14'-8' Dl6') FRIES NR NR w NR NR NR tR 165 13D - 2045 MID 385 3165 IS'-4' Dea'} PRIES NR NR NR IQ NOR w 695 I= less 29M 21M 3410 I1'-4' (208')PRES N.R.NR NR 1R NR NR -/R 530 9501400 I500 2200 2Ei7019'-4'(227F'RE'S N.RNR tR iR NR NR NR 400 'F31 KM 14M 1120 2030 21'-4'(2-56')FRESTRIESSE NjZ NR NR NR NZ NOR W2 N2 03 333 BID 940. 13413 1180 21113 22'-0'(264°)PRIES NR NR NR NR NR -NR NR w 16O 3O0 510 870 1250 R6a 19'D 24'-0"(288")PRES NP- NR NR mY2 12 NR NR 137 240 4lD -120 a3D 35 135a 1Yaa NOTES: ALLIE MATERIALS ft INSTALLATION 1. redo in Precast Inter COW per ASTM A615 2. retire in poured beam ER40 ASTM AF315 3. Ft for prim ItIntels =400wi 4, ft for field concrete=3000p51 5. concrete nnsrn-y units per ASTM E-90 Tatar per ASTM C210 twe M or 5 6. colaulationns tri: Richard Q_ Newnan, P.E.. - Riddle -Newnan Engineering Ira. . 1. �inte[5te Intels 4' OL. 8.ms calculated with 1#5 9. Dn mammal 8' beareg (4" mmnumm). 10. all Ioods sxvm in pounds per (near foot I. for I�mgthen rot listed use next longer length 1•ar' safe load FIELD REDAR tutu''-_ '5 GR 40 m Q t- ( C11A d� J Q Q CONCFZIETE FILL w Q ul FIELD R£13AR .4 15 GR 40 1-5/8"ACTUAL *REDUCE VALUE. BY 25% FOR SRADE 40 FIELD REBAR LINTEL TABLES ALLIED GRAVITY SAFE LOAD TABLE FOR 8" CONCRETE "U" LINTELS LINTEL NO. LENGTH e"xe- UNFILLED 8"x8" FILLED. 8°x12" FILLED a"x16" -FILLED 8"x20" -FILLED 8'x24" FILLED 8'x28" FILLED 8'x32" FILLED A-1 - 2110' 6549 6251 10125 12000 -12000 12000 120001 12000 A-2 - 316' 3838- 3858 523-1 8552: 11440 12000 12000 12000 A-3 48' 2081 1914 3%-1 4616 6185 1269 8601 9924 A-4 5110" 1128 1080 1810 2483 3336 3913 - 4631 5350 A-5 1V 902 1056 1844 2542- E1294 4029 4190 5522 A-Ei 9'4' 656 636 1112 1534 . 1994 2436 2902 3346 A-1 105' 489 483 841 Irn 1522 1851 221-1 :1 A-8 11ea' 502 612 1125 1S30 2002 2455 2931 1 3389 A-9 12'8' 421 488 900 1224 1604 1968 2360 2121 A-10 13'4" 393 419 114 1053 081 1692 - 2024 2341 A-11 1411' 342 313 690 938 1233 1510 1808 2091 A-12 14'8' 308 334 61B - 842 1 1108 1352 1624 1819 A-13 174' 212 285 436 6r1 808 988 1188. 13M A-14 19'4' 250 395 49B 850 1 1138 1408 IB98 1980 -_ A-15 200' 225 355 413 l84 1 1052 1370 1510 1831 ALLIED UPLIFT AND LATERAL SAFE LOADS FOR 8" CONCRETE "U" LINTELS LINTEL NO. EL NGTH 8"xe" a"xs' a^x/2" 8"X16' 8^x20" a"x24" 8"x28' 8"X32" LATERAL LOAD .UNFILLED FILLED FLLLED FILLED FILLED FILLED FILLED FILLED 8X8 FILLED A-1 .2'10' 3096 I 3ISO 9194 1000Q 10000 ICIMCI I0000 1OE= 4408 A-2 35' t83s T1816 -:. 5445 too0Q : t0000 IOOOO IEI000 IOOOO 2992 A-3 4E1' 1018 IO51 4224 5900 8203 9440 loom K= 1415 - A-4 5110" 515 603 2380 3919 4300 6166 1848 -M A-5 1'6' 345 - 310.. 1421 19"18 2552 3514 - 3561 4600 66a A-6 9'4• 228 252 934 5 20-99 2542 2941 423 A-1 IOT' 185 209 -36 41 IE62 2025 2341 929 A-8 II'4' 303 333 Ea52 0 1452 I151 2028 451 A-9 12'8' 241 - 282 US 1 IZ32 1464OER-S 351 A-10 13'4' 253 253 510 j-W991 2 1109 1303A-11 14U'- 225 324 4-B 4 1028 119E.A-12 14'8• 191 218 4429 955 It06&198 A-13 il'4" 145 253 351 05 - 55 84? . -A-14 14'4' t84 214 308 65"1 115A-IS20U' E"14 203 296o. G3O 68O 0) C> L0 N J W 0 W d Sheet i A5.1 Of: n r 4 AND N MiT1BB O ®TTOM EPDXIED TO BONG BEAM W 518' ERA TFREAOEO ROD W 6' MINIMUM EMBEINIENT ROOF TRUSS LAYOUT 'A' N.T.S. TSHEEATOHING.G. 2X4 WD. STUDS • *1 OL 2X4 BOTTOM PLAt£ 3/4• PLYWOOD -2X4 BAND BOARD r24F�OOR TRUSSTRUSSOANNCHORG PER TRUSS PLAN U BLOCK uV I - 5 BAR ® STRAP TIE • EVERY *d STUD CON ECTNG FLOOR TRd)56 TO 2nd FLOOR STIR F BLOCK TO 2ND. STORY STRAPPING CJI iJ EJ1 17-4-12 PLATE HT. I 8-0-0 PLATE HT. C NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS ROOF TRUSS ANCI-IORAGsE= U)USE (1) TYPE 'C• (OR NTERWANGABLE TIE) FOR TRUSS TO FRAME WALL OR BEAM CArNNEGTICH UNLESS NOTED OTHER IMSE (UNOJ 2) USE (U TYPE 'A• (OR NTERCHANGABLE TIE) FOR. TIRL" TO LOCK WALL GONECTION (UNOJ 3) USE EFAJF126-N (OR INTERCHANGEABLE TIEFOR ALL JOIST HANGER Gor+EcTlo 0 (Umo) 4) USE (3) Wd OR (3)131 x 3 1/4' PASELODE CAN NAIL TO PASTEN JACK tfd NIP GIRDEK(T�B> g). CaABLE. TRlIS6E8 REQUIRE lU TYPE •A• OR lU TYPE 'G' bTR<V' AT 48 OL FROM CENTER OF T1a18,8. 6) ALL STID6 BELOW GIRDER TA)SSES SHALL BE EITHER CONFIEGTED. W 88'PSON SP4 STRAPS TOP AND BOTTOM IN ADDITION TO OTTER STRAPPPY ON PLANS. SC'IILARLY, 4X4 POSTS REGURE (2)�SP t. ON EACH END.. 4X6 POSTS REGLIIRE (V-SP4's ON EACH -END. T) BOTTom HALF OF P'RSib -TRUSS STRAPS SHALL BE EITHER NEATLY BIRAPPED UNDER DOUBLE TOP PLATE OR NEATLY FASTENED TO VERTICAL STUD OR POST DEPENDING ON ALW" ENT OF GIRDER AND STUDS OR POST BELOW SEE POST STPAPPRJG ON Ist AND 2nd FLR PLANS PNEUMATIC EC UIvALENT MAY BE SUBSTITUTED FOR HAND NAIL DESIGNATIONS' NAIL VAIJgb: BASED ON 'NATIONAL DESIG-N SPECIFICATIO1116 FOR WOOD CONSTRUCTION FROM TABLE S&- - WAILS AND SPICES - LATERAL LOAD DESIGN VALUES• NAIL SHEAR VALUE (boJ IV3. 10d cm. Ibd W50 FLOOR TRUSS LAYOUT 'A' & 'B' WT.S. m HELD BACK 1"� 6" 8,. srRRICR� ENGINEERING (407) ns-soon FAX (401) ns-OM V.O. BOX 10,013 &VAOMM SPARCS. FL S271B RIMS A MCOWN FE/ 47419 J 2004 U) J D a W u- n ~ :j U) li_ . Oarw H F-- 06:D� WOW I J J LL 00 Q 0 dlsctma BY- sww datsc W,22�01 sheet A6-A Of: , Y -0mm ST AFF I I 6 5C-...,H r;)UL 5I F50 PRODUCT COPE DESCRIPTION COMPLIANCE FASTENERS LOADS UPLIFT MAX D L/5YP) A METAIS CONCRETE STRAP SBCCI 96m3 (1 1 14-10dxl.5",(2 1 10-1(od - 1500 1495 B H5 HURRICANE CLIP NER 393,422,432 4-Sd, 4-5d 1485 455 265 C MT516 TWIST TIE NER 413 14-10d 3116 1000 860 D E F L6TA30 HUS26 HU526-2 STRAP TIE SINGLE FACE MOUNT HANGE DOUBLE FACE MOUNT HANG .il'3lER NER 413, 443 NER 393 393 22-10d 14-16d 4 6- 16d 4-16d 4 4-16d - - 10000 8033 I610 1550 1080 1610 1110 115 ML MBHA3.56/125 (1ASONRU HANGER 8" SBCCI 9603 I0-10d, (2) ATR 3/4? x 8" 5955 1885 1355 MH MBHA3.56/925 MASONRY HANGER 325 SBCCI 9603 14-10d, (2) ATR 34"? x 8" 6050 3145 2260 MG M13HA3.56/11.25 MASONRY HANGER 12" SBCCI 9603 14-10, (2) ATR 3/4"? x 8" 6050 3145 2260 0 HDSA HOLDOWN TO 3" WOOD NER 393,469 (3) 1/8"? A.B. 28661 6465 4650 Q 5F4 TOP PLAT ANCHORS 4X NER 432,443,499 6-10d x 15" 2911 135 530 R X 5P6 HGT-2 TOP PLATE ANCHOR 6X HEAVY GIRDER TIE DOWN NER 432,443 499 NER 432 6 -10d x 1.5" 8-10d 4 3/4"? or L13P 5/8"? 2911 28333 135 8665 530 6485 AA BC4 POST ANCHOR 4 CAP 4x4 NER 421 3-16d 4 3-16d - 3100 980 100 B13 BC6 POST ANCHOR 4 CAP 6x6 NER 421 6-16d 4 6-16d 4100 1050 150 CC; GG 5046 HT520 POST ANCHOR 4 CAP 4x6 HEAVY TW15T TIE NER 421 NER 413 6-16d 4 3-16d 24-10d x 1.5" 3100 4430 980 1450 100 1245 II HD2A HOLDOWN TO 3" WOOD NER 393,469 (2) 5/8"7 12150 2115 2000 MM LL HETA20 WHETA20 HEAVY CONCRETE STRAP CONCRETE STRAP NER 393,469 NER 393469 (12pl14-10cixl.5", (2ply 14-10d N I ll-10dxl.5" (2 2115-16d - - 1135 2130 1495 1860 00 MTT285 HOLDDOWN NER 393432 24-16d AND 5/8" OR 3/4" PIA AB - 14455 4455 a �4s C) ' N $ o `if ' E Isa fill d� by. d� dedun E GINEEMC3 asp N ww - sheet JUN 004 A6.1 O s " • 'L' BRACING REQUIREMENTS STUD SPACING NO "L' BRACE (1) 2x4 'L" BRACE l2) 2x4 'L' BRACE (2) 2x6 "L' BRACE 24" NOTE: "L" BRACE MUST EXTEND AT LEAST S019 OF WEB LENGI-IT 2x4 LEDGER TO MATCH BOTTOM CHORD SLOPE OF SCISSOR TRUSS ATTACH TO WEBS WITH CLUSTERS OF (2) 10d NAILS —� 2x4 BLOCKING a 48" O�G. •'L" BRACE . ATTACHED W/ 10d NAILS a 4" O.G. TYPICAL GABLE TRUSS WEB GABLE TRUSS SECTION SIMPSON -A35 0 3'-0" Off. DOUBLE "L BRACE DETAIL @)7 " 2x4 SPRUCE OR BETTER V1CDXOR LATERAL BRACES a 4'-011 STRAP TIDE "D" O.G. ATTACH (2) 16d TOENAILS (48" O.G.) loci NAILS 2x4 LEDGER TO MATCH BOTTOM 41 ® 4" OG GNORD SLOPE OF SCISSOR TRUSS 2x4 BLOCKING 0 48" O.C. loci NAILS is 4" O.C. ATTACH TO WEBS WITH CLUSTERS ' L" BRACE m�—� OF (2) 10d NAILS�' ATTACHEDW/ loci NAILS /-1 2x4 DRYWALL NAILER 4" O.G. TYPICA ROOF SHEATHING OVER TRUSSES (SEE NAILING ZONES) BACIGNAIL W/ (2) I&d NAILS BAY-2 WOOD TRUSSES 0 24" O.C_ — "L" BRACE TO EXTEND AT LEAST 90% OF WEB LENGTH (SEE TABLE) 2x4 PANEL BLOCKING 0 48 OG. FOR F TR THE (2) ROWS OUSSES FROM EA. END TYPICAL ATTACHED W/ (2) V d TOENAILS GYPSLIM WALL BOAf;,V/ SIMP50N "A35" AT V-0" O.C. —� 2x4 DRYWALL NAIL DOUBLE 2x SE GT I ON TOP PLATE DOUBLE 2x4 TOP PLATE TYPICAL GABLE ATTACHMENT TO WOOD FRAMING END WALL NOTE: THIS INSTALLATION IS IN ADDITION TO BRACING REQUIREMENTS OF TRUSS MANUFACTURER BAY - 1/16" 055 OR 1/2" GDX 2x4 DIAL. BRACE 0 48" OC. W/ (4) loci NAILS 0 EA. END 0 FIRST TWO BAYS I i ' GABLE TRUSS — STRAP TYPE "D" (48" O.G.) 10d NAILS a 4' O.C. �loci NAILS a 4" O.G. OVERLAP SHEATHING W/ 12' MIN. SPLICE -:�2x4 STUDS a 16" O.G. W/ 2x4 BLOCKMG a MID SPAN (WOOD FRAMMG WALL) GABLE TRUSS WEB @-ZEW IOBRACE DETAIL t-A-1111 IIVM/ul? r->CHmff,L1 GABLE END BRACING DETAIL WIND SPEED 100 MPH, MEAN WALL HEIGHT UP TO 30'-0" KRICAME ENGINEERING (.07p TM-9"=7 FA (.c» V7 77 P.& OM 19/f" AL AM"M1c SPAM . FL =719 71OMlL 1 AIDS6 PO •7=19 w 3 I Z. u a Z 0 (1) Z U)G D I--° c Q F— > 0 W Z W W J —1 m 0 W Q �eNai"IIc i I aosb,ea y. d i ttrcw w- aw,� datc Oit2-0i 1 t J&N4004 A6.2 Of 1I IH WV I0-I0d NALS / o WALL STUDS a HEADER � lr ■ � 1 ROOF FRAMING MEMBER (SEE CONNECTOR CHART SCHEDULE FOR TRUSS STRAPS) DOUBLE TOP PLATE ETA'-Y•__=Z:;i � NAILED Wl 106 GALV. • 4. O.C..EDGE6 AND a* O.C. FIELD 2x4 P.T. WALL STUD WI/ (3) V2• DIA ANCHOR BOLTS TO BLOCK t/2' DIA x 8' ANCHOR BOLTS EMBED 6' MN. INTO FOUNDATION WA VxVxlla" WASHERS, LOCATED WITHIN 6' OF EACH END AND 32' OL, MAX. ELSEWHERE CF WALL a HEADER STUD P.T. BOTTOM PLATE v" STRAP EVERY OTHER STUD TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS NOTE: F A 5LOQXED DIAPHRAGM ZONE 15 CALLED FOR CH ROOF PLAN PROVIDE 2x4 BLOCKING" • ALL PLYWOOD PANEL EDGES a NAILS • 4' Or - FOR BLOCKED DIAFHRAG4M ZONE . .8d NAILS AT 6' OTC, OR 8d NAILS AT 4. OL OR - ElfVALENT EOIIALNALENT FNUEMIATIC PNUE MATIC NAIL AT NAIL AT SUFF01 D EDC�S g SUPPORTED EDGES AND AND BLOCKING AND R• OTC. - t2. O.C. FIELD FOR OTHER FIELD FOR SHADEDAREAS AREAS OF ROOF CFROOF - ... _. .. .....- ---._. . ........: ...___...:...:..._._.._.._:.::..._._. _...... 1/I6' 055SHEATHING OR V2' COX TYP. . . 4--0' RSN ROOF SHEATHING NAILING PATERN DETAIL 'RAMING FLOCKING REQUIRED: PROVIDE 2X4 BLOCKING IN THE e 24" O/C) FIR5T THREE FRAMING SPACES AT 46" OL. REMAINDER TO BE BLOCKED AT'56" O.C. OR RAT FaLK FASTENING: FASTEN FLOOR SHEATWING TO FRAMING W/ WITH U3d COhMOT•IS OR " HOT DIPPED GALVANIZED NAILS- AT THE FOLLOWING SPACING- U 6' ON CENTER AT ALL PANEL EDGE FRAMING 2) 12" ON CENTER AT ALL INTERMEDIATE FRAMING L BLOCKING s 48" O/G MAX. IN FIRST THREE FRAMING SPACES 4 %".O.G. THEREFORE FLOOR BRACING AT ENDWALLS STRAPPPEE TRUSS SHOWN ON TRUSS LAYOUT - (2) 2X- TOP PLATE FD R4' B' MAXI HE TIE®_ OPENING, DBL 2XI0 TYP. HEADER FOR 5'-S" MAX_ OPENING UUlLO. AT MID -SPAN O--��II OPE 'FOR INT. -- T. BRG. FRAE. WALLI--�I II III G PLATE ANCHOR REVERY COHC. EVERY OTHER STUD (tYPJLILJ 6 EXPANSION BOLT r ANCHORA&E 24. OIC. (IBWD FRAMING & STRAPPING INTER. ERG. WALL ® DOOR WOOD TRUSS STRAPPED ASWOUN ON _ TRUSS LAYOUT 2-2X4 T� PLATE .1. TO.CMRU - 2x4 9TUD6� • 16. OC @PLATE ANOHO EVERY OTHER STD (TYP. STUD a BOTTOM) - 1/2' X 8' EXPANSION 4T$Or- CM WALL- - KW FRAMING & STRAPPING KNEEWALL OVER CMU WOOD STR.APPE SHOWN C TRU56 LA 2X- BLC M AT DS 16' OG. ' SPACM FOR INT. FTZAME a @PLATE EVERY( STUD (T a E30TTC V2'XB• E BOLTS r 32' OL 4`-0' . ( ' EXTERIOR WALL SHEATHING NAILING PATTERN DETAIL 8X8XI6 P.T. 2X6 WV 1/2' D1ANt'J' CMU. (TYPJ BOLTS • 48- MAX. W/ TRUSS 6' M EMBED. (TYPJ BEARING a P.T. 2X6 WV V2' DAM. 'J' BOLTS • 48' MAX W/ 6' MN EMBED. (I" DETAIL: TYPICAL JAMB FASTENING o OVERHEAD GARAGE DOOR SCALE: N.TS. QE 1 ESE RECUIREMENTS APPLY )MEN WINDOW/ DOOR 1AIaPACTURERS FASTENING fETHOD 15 NOT SPECIFIED. PT IX BUCKS FOR UANDIDAlt2 A"ND DOORS V.SEE MAXAFACTURERS INSTALLATION INSTRUCTIONS. 2) ALL UINDOW. SLAMS MUST BE RILL WIDTH OF SASH. 'T 2X BUCKS FOR WINDOWS AND DOORS U INSTALL 3/16' DIAMETER SELF TAPPING GONG. ANCHORS EIGHT (8) INCHES MAX FROM ENDS AND 24" ON CENTER MAX W/ I V4" MIN. EMBED. INTO BLOCK FASTEN WINDOWIDOOR TO PT BUCKS PER MANUFACTURERS INSTALLATION INSTRUCTIONS. I-) ALL WINDOW SHIMS MUST BE FULL WIDTH OF SASH TYPICAL BLOCK OPENING DETAIL (FOR PT BUCK FASTENING AND 35 P5F RATING) aino/D3) i NAfL INTO 2 NAILS TOPPLATE , ITOPPLA PRE ENGINEERED -_I' I'll ---_ WIOGND FLOOR TRUSS -_-- A r�A IB FRAMING STRAPPING INTERIOR BEARING WALL C 24' O.G. MAX DOUBLE TOP PLATE - 2X- BLOCKING AT MIDSPAN - 16' OL. STUD 6PACIPY FFRM¢ LaM- 2X P.T. BOTTOM PLATE - BEXPoLTANSION ANOMORAGE • 3- AIL INTERIOR BEARING WALL GENERAL NOTES GENERAL: L LIVE LOAD-. ROOF: 20psf FLOOR 40paf STAIR 40pef 2, WIND SPEED W0■rpNr 3s gwts 3. ALL WORK TO BE N ACCORDANCE WITH THE FBL. 2001 CHAPTER IS. 4. ONLY WRITTEN CHANGES APPROVED BY THE ENGINEER SHALL BE PERMITTED. CONCRETE L ALL WORK TO BE INRR $TCT ACCORDANCE WITH THE ACI 316 2. MIX DESIGN CRITERIA - ALL CONCRETE TYPE I PORTLAND CEMENT. (ASTM C 60) C40MpF;?E851VE STRENGTH • 28 DAYS SHALL BE 25M ppeeI FOR SLABS. ANDFOOTINGSA1N1D-30M pel ELSEWHERE (nz. - MAXCL'1 WWTER=GEt"ENT RATIO BY UIEIGW FOLLOWS SF?EEFIED NON -AIR AIR., COhrRES5IVE ENTRAINED ENTRARWD STRENGTH (p.1) CONCRETE CONCRETE 2500 0b1 054 3000 058 OA6 SLUMP -SLAB ON GRADE 5' OTI-ER 5' WATER - POTABLE - CHLORIDE - NOW 3. PROVIDE NORMAL WEIGHT AGGREGATES N COMPLIANCE WITH THE REQUIR-1"ENTS OF ASTM C 33. 4. FIBERMESM FOR SLAB TO BE AT A RATIO OF .15 LB5/YARD. FOUNDATIONS L FOOTWG DESIGN BASED ON MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 "r. 2. F FCOTNG ELEVATION OCCURS N DISTURBED)NSTABLE OR UNSUITABLE THE.ENGPEER SHALL BE NOTIFIED AND NECE55ARY ADJUSTMENTS BE MADE PER HIS INSTRUCTIONS_ 3. PREPARATION OF THE WISGRADE TO FOLLOW RECOMMENDATIONS AS OUTLINED IN THE GEOTECHNIGL REPORT. `OIL, 4. STEPS N WALL FOOTINGS SMALL NOT EXCEED A SLOPE OF (1) VERTICAL TO (2) HORIZONTAL 5. CAUTION SHALL BE USED WHEN OPERATING VIBRATORY COMPACTION EQUIPMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE - MASONRY : I. DESIGNN, MATERIAL MID WORQ'MAN.A-IIP SMALL BE N ACCORDANCE WITH THE ACI STANDARD BUILDINC� CODE REQUIREMENTS FOR CONCRETE MASONRY 51'RIIC URES ACI 530/ACI E,30.1 2, CELLS INDICATED TO 13E FILLED WALL BE GROUTED WITH 3000 p-I CONCRETE. (8' TO 10" SLUMP) 3. PROVIDE 25• LAP FOR STEEL • ALL LOCATIONS. 4. ALL CELLS ADJACENT TO CORNERS, END OF SHEAR WALLS AND UNDER CCNCEMRATED LOADS SHALL CONTAIN VERTICAL RENFORCNG AND SHALL BE FILLED WITH CONCRETE. 5. CONCRETE BLOCKS SMALL CONFORM TO ASTM C-S0 (28 DAY STRENGTH 2O00 pnV (f'm-rWm pal), LAID N RLMNG BOND, 6. MORTAR SHALL BE TYPE N. 1, ALL RE -BARS SMALL BE GRADE 40 UNLE55 UAO. WOOD : I. ALL WOOD FRAMING AND PRE-ENGINEERED WOOD TRUSSES WALL BE DESIGNED, DETAILED, AND FABRICATED N ACCORDANCE WITH THE PROCEDURES AND REQWREMENTS OUTLINED N THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 2. THE WOOD TRUSSES SMALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED. ALL. DESIGN SMALL. BE N ACCORDANCE WITH ALLOWABLE VALUES AND SECTION PROPERTIES ASS*wp AND N'PROVED BY THE BUILDING CODE. DESIGN CALCULATIONS SIGNED AND _SEALED BY A LICENSED PROFESSIONAL ENGINEER ARE TO BE SUBMITTED TO THE ENGINEER FOR APPROVAL- 3. PERMANENT BRIDGING PERPENDICULAR TO THE SPAN OF THE TRUSSES SHALL BE PROVIDED AS REQUIRED By THE TRUSS MANUFACTURER TRU55 MANUFACTURER SHALL PROVIDE STATEMENT THAT BOTTOM CHORD OF ROOF TRUSSES ARE BRACED DURING UPLIFT CONDITION. 4. FOR STRUCTURAL LUMBER PROVIDE THE FOLLOWING GRADE AND SPECIES : SOUTHERN PINE SURFACES DRY USED AT IS% MAX. M C. GRADE NO2 OR SPRUCE PINE FIR SOUTH GRADE H02 5. PROVIDE GALVANIZED METAL HANGERS AND FRAMING ANCHORS OF THE SIZE AND TYPE REGCMP'ENDED BY THE MANFACTURER FOR EACH U5E NCLUDNG RECOMMENDED NAILS. (HUGHES COAIECTOR6 OR EC UIVALENT) - 6. ALL BOLT$ USED FOR WOOD CONSTRICTION SHALL BE A MNRIU M OF VA' DIAMETER AND 6" N LENGTH (A5TM A-301) WITH MIN. 1 1/2" DIAML WASHER UND. 1. PROVIDE FRAMING MEMBERS OF SIZES AND OF SPACINGS $NO^ OR NOT SHOWN, COMPLY WITH LIMITING STUD HEIGHTS CHART. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS. $. ANCHOR AND NAILING AS SHOWN. AND TO COMPLY WITH THE RECOMMENDED "LNG SCHEDULE FROM THE STANDARD BUILDING CODE, LATEST EDITION. S. ROOF SHEATHING: . 1/16" OSB OR t/2' COX SEE DRAWINGS FOR NAILING PATTERN`. VERIFICATION OF FIELD CONDITIONS : L CONTRACTOR SMALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME. WHERE THERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED N THE DRAWINGS, SUCH CONDITIONS: SMALL BE CALLED TO THE ARCHITECT'S ATTENTION AND NECESSARY ADJUSTMENTS MADE PER HIS --NSTR)CTIONS. 2, FOR ANCHOR BOLTS USE HUGNES OR ECAUNALENT (A-36 OR A-301 STEEL) N 3, PROVDE 2X4 BLOCKING ON ALL SIDES OF THE RIDGE VENTS WITH 8d NAILS AT 4' ON CENTER . FRE ENGINEERED WOOD FLOOR TRUSS 24" OG. MAX a i TOENAIL FLOOR TRUSS TO TOP PLATE WA 16 PENNY NAILS, (2) ON ONE SIDE, (V ON THE OTHER W/ NO UPLIFT MEWAAS (Mar) n�-nam acne ( n:a.n rn aa" urns Aan�m■r[ vum. 0. mrs yarn a armexsarr fry ama SFT66t .1u 4 S1 DF: a � C spas 'J ${ 0 �1f3 revisioK bY•Id cirar•2ae I)y ■ww � max w;2z4n Rom' gCopLi !/ SADDLE CRIOKET MATCH ROOF SLOPE w 0 k CCNT. 2X4 NAIL TO EACH TR" _ GF-II MEMBER F \'' _ T�`\� VI6�n� ROOF -MISS OSB OR R" CDX �bn �� FRAMING SECTION THRU CHIMNEY SADDLE GRLGKET(91 �\\ CH INTERIOR CHIMNEY CH GHiMNEY TYP. DETAIL "�__ ICD INTERIOR CHIMNEY DETAILS N.T.S. 110TE: I V)• 5PACWG CLEAR O ALL FNU9H HATERIALs. tl " I-IARDW100D • 36' O.G. 2X6 EWAGWG • BRACKET. 2X STUD a In• 2XI2 TREAD L I" NOSING MAX. IX& RISER BACKING IOF TWO RISERS AND ONE TREAD, EXCLUSIVE OF THE PROJECTION OF NOSING+, SHALL BE NO LESS MAN 24' NOR EXCEED 25• 2x4 BLOCKH'. e >., SI(TYPJ BLE P ..O.C. r01 - osH SHEATHING h FLOOR PLAN Y 2X4 CONTINUOUS �• O/CQ l/16. OSB 2-iX4 — TOP PLATE @ EA. SIDE (TYPJ OR W' CD 2-2x4 TOP PLATE STUDS v*1 Ow 164� r- / OR WX PROVIDE 2x4 BLOCKING 2X4 DI // BRACE _ _ ZO TZ11D9/ 2X4 P.T. 16x4 SOT. PLATE---_, J-BOLTS -O EA SIDE (TYPJ AS SHOWN STRAP STUD W.V-B- H RiWCANE CLIP TO TOP O'11- 4 BOT. PLATE WALL CM WALL WALL SECTION Q FRONT ELEVATION CHIMNEY DETAIL ECD EXTERIOR CHIMNEY DETAILS CONNECTION KT.S. 3/4" FLOOR SHEATHING—, NOTE: SEE FLOOR VS' TO 1/2" GAP TYR y) PLAN FOR 2x12 STAIR STRINGER DETAIL: STAIR TREAD TREAD DEPTH 2XI2 u- IX6 W S �IL� 16" WOO TRUSSES 2'0" O.0 2XI2 STRINGER FASTENED a BOTTOM 4 WEDGED 4 TOENAILED INTO 2-2XIO Is TOP 2X 611" WALL I C >4L I NCB L DETAIL 2x MIL TO ALLO/ 2X4 sERWGER RUN STAIR 1 DRTIWLL RID BIQ2T LEDGER NAND RA I L �• EE aOAI� ISTALLAT,� 2x4 NAILER TO WALL DETAIL: STAIR TREAD �@ WALL 0'0" ` V2• DRYWALL D(12 FIR WJRT SOA(A R 7xu STRINGER TREAD 2x12 W.E corer R UPLIFT ' OF MTS* MRJ. IM NAILS MR 0 OF 3/16' FROM TR158 STRAPS TO PEALT. TAFCONS TO CM MARUFAGNRER 15MCN) (EACH STRAP) (EACH STRAP) 0-131 1 1 4 T32-14,-0 T T 4 F AN 'A' STRAP IS MISPLACE[ OR FORGOTTEN AFTER THE POURING OF THE LINTEL BEAM AT TOP OF CM WALL THEN A SI1PSON MTSI6 CAN BE GUEST FOR EACH MISSED 'A' STRAP PLEASE SECURE EACH MT516 1 FOLLOWING THE ATTACFED TA AOWRDR,1 :10 THE'UPLIFT-BI-I THE TRLSSMMIFACTl44;?ER WS TAPCONS WTH 1-1lR• MIK EMBE LINTEL BEAM W/ (1) 5 CON U.ONJ SR'IPSON MTSi6 ATTACH TAPCONS EVERY OTHER HOLE NOTE. TAFOCNS SHOULD BE INSTALLED IN STRICT ACCORDANCE WTH 714E MANUFAGTURER'6 RECO'17EIJDATIOJB M S MISSED "A" STRAP DETAIL PROVIDE 20 Ga. GALV. FLASHING FOR TRUSS TO -SIT ON O W J w W I- X w W _w TFE HISSED FILLED CELLS CAN BE REPAIRED BY EPDXY GROUTING (U 5 REBAR (SEE EPDXY PROPERTIES AND SPECIFICATIONS ' CONCRESNE LIQUID LPL OR EONVALIENT ') INTO BOND BEAM AND INTO THE FOOTRG FOR ALL FILLED CELLS SHOW ON PLANS BUT NOT FILLED IN THE FIELD PROVIDE 6• Mt EMBED. AND 3/4'I HOLE INTO THE BOND BEAM AND THE FOOTING —TOP OF BOND BEAM R BOND BEAM W/ f(U'S CONT. f1liL5 TDrE�R'rIlCA!- 1 F:l �— 8' CM WALL—� 5 BEM1 T'0N. Er'�E1E . [ j ] F--- OF FOOTER NOTE, EPDXY GROUT SHOULD BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOt- B ATIONS. MFC MISSED FILLED CEt1 DETAIL 24' 5 AT 48• 124•— O.C. PROVIDE (1) 5 AT 48' Or- VERT. AND (2) 5. _ BELOW EA POST LOCATION FILL ALL CELLS WITH -2500 PSI COW- ALTERNATE HOOKS N FIND. BRACE EXTERIOR SIDE OF WALL DURING 8' COMPACTION OF THIS AREA 5 • 48• Or- —� 4 SIDE ELEVATION STAIR AND LANDING DETAIL MMICAME ENGINEERING OR OR (" n�-ww rNC (M7) n4-an 9 PL FOR T SIZEP.D. a ipel] PLTNIOWM SPRMM FLa2ns Rp1,Ms A NCERSOM PE/ 47619 (1) 5 CONT. PROVIDE OPEN HEAD JT. AT AS" Or- FOR WEEPS -SLOPING (TRADE AWAY (FROM HOUSE (4) 5 CONT. AS 2'-0' 3' OLR COV. 8"OWN ALL REBAR (TYPJ RET INING WALL AT PATIO "I WP NOTE, BRACE SIDE OF WALL ADEQUATELY DUFOr. COMPACTION FOR PATIO SLAEL LEAVE BRACES IN PLACE FOR I DAYS AFTER PATIO SLA15 S POURED (2) SIMPSON. T622 (2430Lb. max UPLIFT) or GIRDER (2) HUGHES RT22112 (2530Lb. max UPLIFT) or (2) SEf-IO.O ADS-2 (3412Lb. max UPLIFT). 2x4 POST SEE DOUBLE r PLAN FOR GX)ANTTTY PLATE e' MIN (1 E3BEDr'EN f DETAIL for (2r-,G SUBSTITUTION for (IA1 a GIRDER CONNECTION 3/4• . r- 4 w J w Q J J 0 ~ W >- 0 w Of cZ Q G a U 0� IT It d) Its w4� as�4 n� 1J� '� deNpied Ey. M lL deawF CY- dmw design (fiaclmd bI' ssws w deter 01-n-01 sheet S2 h Of: HANDRAIL TO HAVE A CIRCULAR CROSS SECTION DIAMETER BETWEEN 11/2" TO 2", OR TO PROVIDE OR055 SECTION WITH EQUIVALENT 6RA51'ABILITY PERFORMANCE REFER TO FLOOR PLAN FOR STAIR SECTION SPECIFIC TO THIS MODEL SUM OF (2) RISERS PLUS (1) TREAD MUST 2X12 STRINGERS AT SIDES a CENTER EQUAL 24" TO 25" OF STAIRS W/ 2X4 SPACER AT 51DEWALLS. ATTACH SPACER TO _ EACH STUD WITH (2)IOd NAILS. Z 3/4" SUB -FLOOR uj � j d) i r Xx FLOOR TRUSS 2Xb STAIR LEDGER CONNECTED RI5ER TO FLOOR TRUSS WITH IOd NAILS 19 O.G. 2XI2 T ATTACH EACH 2XI2 STRINGER TO c0 LEDGER WITH (2)led NAILS THRU J lu to LEDGER INTO STRINGER AND (2)IOd NAILS TOE -NAILED ON EACH SIDE m ATTA H RISER TO EACH X 5TRIN ER W/(3)8d NAILS 100 ATTACH TREAD TO EACH STRINGER W/ (3)IOd NAILS TOTAL STAIR RUN MI TREAD = I" EXGLU51 E OF NOSING T°'�FICAL 5TAIR C®N TRUCTION PETAIL N.T.S. O CV w 0 3€ a..br. by- A a - by d W demg" checMa or: — d.W 01-22-01 sheet JUN 4 A S2.1 Of 2X4 BLOCKW. a 24.00. TYP. ROOF CBI0RCC1 ROOF TRU55 (TYP. LATERAL BI$'PORT �+eg i� TOP OF FRM'� WALL FIBERGLA95 TRUf'fa TRUSS LAYOUT l2) I2d NAILS TO ROOF TRUSSES) OVER 66 FELT OVER G B ITYPJ 2) Y2d NAILS (TYPI . - 1/I6. LT O 2-2XIV UNLESS OTHERWISE NOTED V2• DRYWALL 2 - 2X TOP PLATE WOOD T 66ES ON FLOOR FLAN W/ •Q' 32. O/C STRAPPED AS SHOLLN ON IR' DRYWALL R-II GATT MSULATICN TRUSS LAYOUT - TYPICAL STUCCO 2- D STRAP TIES 1/B• BTUCCO:OVER METAL LATH DQ P.T.OVER D<8 FMISH'(ALTERdATE O OVER 15• FELT OVER O.5B. CDR OVER R D R/5 CEDAR FINISH) (ONE EACH SIDE) • TOP OF FRAME WALL 3/8. 2'++H. SALLN PINE SUBFASGIA - OR V2' EXT. GRADE W/ CCNT. tUml 2X STUDS 16" O/C DRYWALL VENTED SOFFIT SEE FLPL PLAN DBL 2X9 HEADER FOR STRAPPm. FOR 4'-6• MAX. - OPENING' DBL. 2XIO D POST 3 YL" CCNC SLAB HEADER FOR 5'-5' WIFIBERf'IEW OVER -3 V2" COfdG SLAB MAX OPENING UN.O. PER FLOOR FLAN 4-2X BOTT. PLATE W/6 MIL YAPOR BARRIER W/FTBER'TESH ON WOOD P05T 2"XB• AB. 32OVER TREATED WOOD POST CLEAN, COMPACTED PER FLOOR PLAN ^ OR ID •Q" 32. O/C COMPACTED FILL PER PLAN FILL WJ MONOLITHIC WRAPPED W/STUCCO SEE FL ��INTERIOORCH S FTC. W 2 •5 BARS ®OR OR ' OR ® CONC. %LAB FOR POST SIZE ® ® CE7E (SEE FLOOR PLAN) FOR POST SIZE GRADE GRADE 2 •5 REBARS ". BRACING AT NON —LOAD BRG. THICKENED SLAB AT SCP SECTION ®COVERED PORCH EPP ELEVATION REAR PORCH POST NB EXTERIOR WALL DETAIL K BEARING PORCH POST MONOLITHIC DETAILS SIMILAR WOOD BALUSTER W/ DEC.WOOD RAIL ABOVE THAT MEETS GRASPA51LITY CODE NEWELL POST — TRIM — D(TI L_ , — GUARDRAIL ELEVATION C- FIR CAf 5K T FIR SKIRTBOARD II / (INSIDE) 4 STAIR CON5TR IMPERIA / BEYOND WALL / NEWELL PC Q S T A I R R A I L S 2X& HANDRAIL W/PLOWED RAIL CAP ABOVE THAT MEETS GRA5PABILITY CODE 2X2 BALUSTER �A/1/- IXI2 C. FIR SKIRTBOARD (HANDRAIL OVER) ILJI DEG Vf-A.ST WOOD RAILELITEIRT I IR' 1 P S T A I R R A I L S WHRICANE I ENGINEERING- (. n -9=1 .f (1 7) 77.-SM PA. " 161413 '1 UMOKM SPM4% /1 R716 DETAIL 0 HANDRAIL n6aiis 1 MWERSON PE/ 47616 JUNK 1 0 -j 0of � alalf U uJ as 00 U) U aQ ww 00 �p c:) L0 I j 0 >f; �s 4� ao.n eR desipred-by_ n1 . dawn br dff-design aled6:a br. aw. delx of-2z-ot S3