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314 Fairfield Dr 04-2934 CO
PERMIT ADDRES CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUMBE- PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE ty t7 SUBDIVISION PERMIT # OV 9- DATE PERMIT DESCRIPTION S F PERMIT VALUATION ,!S' SQUARE FOOTAGE 0 d y City of Sanford Certificate of Occupancy This is to certify that the building located at 314 Fairfield Dr for which permit number 04-2934 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 Building: F Ortiz Engineering: D. Richards Public Works: J. Crumpton Utilities: R. Blake Fire Department: Zoning: Date 04/ 19/05 04/20/05 04/ 18/05 04/ 19/05 Conditions (if blank, no conditions apply) Maronda Homes Q�a' YV1'o�^� 04/21/05 Property Owner Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ****New Single Family Residence**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 04/15/05 04-2934 314 Fairfield Dr Maronda Jason 321-436-1020 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. Engineerinl,::��yl�-d ❑Public Works ❑Utilities ❑ Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY - 4-z,6n . l)P-' 3I -7 REQUEST FOR FINAL INSPECTION �07tfn#D? ****New Single Family Residence**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 04/15/05 04-2934 314 Fairfield Dr Maronda Jason 321-436-1020 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. OEngineering ❑Fire ublic Works4010'571&42i�Zoning _ 0 OUtilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY e REQUEST FOR FINAL INSPECTI4 I' ' 0 1 I 1 I ****New Single Family Residence**** 'Ij11 1 I 1 : I I I I DATE: 04/15/05 V� PERMIT #: 04_ 34 ADDRESS: 314 Fairfield Dr 4 CONTRACTOR: Maronda • V � ? :.i c�j U � I PHONE #: Jason 321-436-1020 � = ti' U M "- 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. OEngineering OFire ❑Public Works ❑Zoning ti s O Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 4/19/05 12:33:37 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description 269585 32.19.31.516-0000-0900 314 FAIRFIELD DR PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2934 PD 8-27-04 SEE REC#7149 3/4"WA METER SET FEE $190.00 PD 8-30-04 REC#7149 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 4/19/05 12:33:44 Location I,D . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5=View detail Opt Description _ CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 271265 314 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 8-30-04 REC#7149 F2=Address F3=Exit FS=Special Notes F12=Cancel V Permit # : Ll N' 7-- 7 3 N Date: -�' 6V ' 0 J Job Address: 3 1 Y &a; /— k e I J Description of Work: S H ' k 01%14 Historic District: Zoning: Value of Work: $ ,�d� • n CITY OF SANFORD PERMIT APPLICATION Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkle Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial .Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: /At, 0'On%�i A 144 N11n A- 3.;)- Phone: Contractor Name & Address: 0;- I *^ X-S Ht,.a- Ss Ga ,► L 1 a Phone ax: yO 7��,4i - a g i Contact Person: _ Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: License Number: f FlfODD g �—� Phone: &00 3ia-- 32>7 f� Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 dis -cts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lie a/ FS 713. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Special Conditions: Zoning: ,?•LF, ar- gent Date e / v ,� of Florida Date Contractor/Agent is _ Pers or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Camtf 00020M 021m.5 Bonded thru (SW)432-4254 S_M1771 DRAFUNG & SURVEYING, INC. P.O. Box 4518 Deland, FL 32721 (386) 734-7047 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 90 ; Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: 31-V- %]ri*w— ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley mith, Florida Professional Surveyor and Mapper, Certificate No. 3736 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Important: Read the Instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME BUILDING STREET ADDRESS (Including Apt., Unit; Sulte, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAIC Number I .3/4 F�+/,e<iE�o Z. l f/E CITY (Lot and STATE BUILDING USE (e.g. Residential, Non-residential, Addition, Accessory, etc. Use IComments area, If necessary.) -5;, E FAM/L y /lE3/DENTiAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 1J GPS (Type): ( ##° - ##' - ##.##- or ##.#####°) NAD 1927 Ll NAD 1983 L_I USGS Quad Map 110 Other ,eWWWO piAT SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION BI. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER I B2. COUNTY NAME B3. STATE G T>' o ,S� o /Z02.9 S6M/.rJOtE Cov.✓TY �o.✓oA MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8.FLOOD B9. BASE FLOOD ELEVATIONS) FB4. NUMBER r E DATE EFFECTIVE/REVISED DATE ZON(Zone AO, use depth of flooding) 2i/7ccao6S Av,/7, /9.55 Ake&- /7 /9yS B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 1-1 FIS Profile 1_1 FIRM 1-1 Community Determined 1-1 Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: in NGVD 1929 1_1 NAVD 1988 J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area qr Otherwise Protected Area (OPA)? 1_1 Yes Jjm No Designation Date: eylA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1_1Construclion Drawings' IJBuilding Under Construction' ®Finished Construction -A new Elevation Certificate will be required when construction of the building is complete. C2. 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.) 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.a-i below according to the building diagram specified In Item C2. State the datum used. If the datum Is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum "j42/929 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1_1 Ye No 0 a) Top of bottom floor (including basement or enclosure) 29 ..30 ft.(m) Cl b) Top of next higher floor A/�_ . _ ft.(m) O c) Bottom of lowest horizontal structriral member (V zones only Ir d) Attached garage (top of stab) Z 8-60 fl.(m) E 3� • e) Lowest elevation of machinery and/or equipment w / servicing the building (Describe in a Comments area.&-CGA0 29--tt ft.(m) E r 41111111 f) Lowest adjacent (finished) grade (LAG) 2 9. fl.(m) 2Q • g) Highest adjacent (finished) grade (HAG) 213.. ft.(m) Cl h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 8 O i) Total area of all permanent openings (flood vents) in C3.h WIA � sq. in. (sq. cm) J 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 (lie 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 orimprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE E '. 17-W LICENSE NUMBERLt6 37-�!6 TITLE COMPANY NAME T_ 2 /Thy Pe4,x T/A46- � si/.Q✓EYi•(�, .rnlc . ADDRESS CITY STATE ZIP COD �O. �3oxQ4sf� pEZAAIZ> Fz veiAA .3Z CODE SIGNATURE '%7 / 4ATE _ TELEPHONE FEMA Form 81-31, JanuarFi 20_0.� See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A- For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY �STATEO� 3ZIP OD Company NAIC Number �)NFo.QOza4 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 1_1 Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO A11113 ZONE A (WITHOUT BFE) For -Zone AO and Zone A (without BFE), complete Items Ell. through E5. If the Elevation Certificate Is Intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate Is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building Is 1-1_I tt• (m)1-1-1 In. (cm)1_1 above or 1-1 below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building Is 1-1-1 ft. (m) 1-1_lin. (cm) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of the platform of machinery and/or equipment servicing the building Is I-1-I tt• (m)1-1_I In. (crn)1-1 above or 1_J 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 R PRESENTATIVE) CERTIFICATION The properly owner or owner's authorized representative who completes Sectionq A, B. C (Items C3.h and C3.1 only), and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATWE'S NAME r; ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS 1_1 Check here If attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thii local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. G1. 1_1 The information In Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. 1_1 A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -Issued BFE) of Zone AO. G3. 1_1 The following information (Items G4-Gg) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction 1`1 Substantial Improvement G8. Elevation of as-buill lowest floor (including basement) of the building Is: _ ft. (m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ ft. (m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I I Check here if attachments FEMA Form 81-31. Jamlary 2003 Replaces all previous editions Ow f aronda Este idARO.,%DA SYSTEMS 4W5 Maroncla Way 24, 200", fo: BuUdirigIN-pa vinert !Aarorw-s S3,stcuvs Ehri:r W. Bereman Piofebsional E ugineer State of Florida #5(j.'58 S-ub.?..�i. 314 Fauifield Or. Lot 90-2. ORO-CF1. 6-CL09002), M.NB4 Left gcsnfnrx!. Fl. 72771 1411-.1321-0064 dill-cer;ves were issucLi irsiniciian x su. -st imioll 0?* [-P'rA',; !Z)r plin sxcific,: F,U w)nnecuni :,)n a o,-W-f()r-one bask. i ax .1 a'.., I .2' I I y IS Resolution: The co-iffia belw,.en the Sheet FDO deraJ:-FP--\Y1E TO CMU WALL ENTRY" supersedes she spacing cf the lower capacity FA3 w1jell the. highe., capacity UITA were bstaIlcd 0" .1S COMpared to 1'-6" specified in ti,.c: 2:" floor play. layout She; FDC). R)r 2005 has, thefol.la%ving sh,.-armpl9ciues: ('.a3 841)# p-,3 LP'. A 1,14004 }.161 nt -1, Ln --.v Livoui for Ll-*TA'% Li accepiab:c �uj` a revised FDO Sheet IS I -" 9 PreParc'-A if vou h. ;N%: ain further questjoru, please ?eel free to call !TIC at 407-12 1 - 0064. A6� f-Ija1c: 1124;'G. 11� tkrll Ilk ( llr rnC/ r44 MSSUED BY C!FORD STATEMENT NUMBER 104-76408 DATE: " BUILDING PERMIT B 0/ Q CITY) COUNTY NUMBER: UNIT ADDRESS : ........ _...... ______________ TRAFFIC ZONE: JURISDICTION: Qh, SEC: TW SUBDIVT ACT: PLAT B �� ���� OWNER NAME: ADDRESS: APPLICANT ---------------------------------------------------- ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction _--------------�- ------------------------------------------------ FEE BENEFIT RATE - TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS________________________________________________________________--------------- -ARTERIALS CO -WIDE O dwl unit $ 705'00 1 $ 705'00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142'00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54'00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285'00 STATEMENT RECEIVED BY: SIGNATURE -Pl-r11AS � ^RD�r NAME)-- ------------- DATE:- ' NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE -TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** . ? CITY OF SANFORD PERMIT APPLICATION Permit #: O!/ _ 07 93 q Date: July 7. 2004 Job Address: 314 FAIRFIELD DRIVE LOT 90 CELERY LAKES PHASE 2 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $128,488.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3.422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte SDrines, FL 32714 Pho Contractor Name & Addr Phone & Fax: (407)475-91 Bonding Company: Address: License Number: CRC058496 Mortgage Lender: Address: �i+f(, r- t�l�� 1 n 2004 Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: Fax: (407) 321-3913 ..�.,,t t— I 1 t I � ... � Application is hereby made to obtain a permit to do flow_ rk and i Ratio, s, indicat cetrti that no woik or installation has commenced prior to the issuance of a permit and that all work will be performed to mtr "' a des o al aTs i g lacing tonstwcti�n in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEAT4S, 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 govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/7/2004 Signature fOWnerd gent Date Russell Keith Summers Print Owner/Agent's Name �A� 'LIP, "--) 7/7/2004 Signature ofNotary-StateO Florida Date ............................................x LAURIE PELLEGRINO . .�"�� , g19l(/ V CommA OD0232804 Fires 7/162007 Bonded thru (800)432.4254: OF "a,,,,. •` Floriea Notary Assn.. Inc OwnedfAbldtfflS.... X.... l`WdtldllyWd6W Yd Me or Produced ID 7/7/2004 Signaturlof ContrIctor/Agent Date Russell Keith Summers Print Contractor/Agent's Name �—Q9g_jAeN_j7/7/2004 Signature of Notary -State alorida Date ................................ ........tt t1►URIE PEILEGR1NO ° ,,•+�. Comm# OD0232804 gyp`®l Faros 7/18/2007 �yoawdP RoddallotaryOAssn�nc i............................................ Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg�92-0 Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 3 E 1 -9 T \J a 24), CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 90 Subdivision: CELERY LAKES PH 2 Property Address: 314 FAIRFIELD DRIVE ❑x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 1_X_1 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, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall'section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. a ❑x 3. FX1 4. TO FOLLOW N/A 5. N/A N/A N/A El 6. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15 h. Square footage table showing footages: Garages/Carports 402 S.F. Porch (s)/ Entry(s) 16 S.F. Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3,422S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Wednesday, July 07, 2004 SIGNATURE: 1� (By Ow&r op -Authorized Agent) MAR T;f1tU CUNT OLtftRK OF CIRCU M M01E UNi'2', URT • �AIIr MARYANNE Mf]R , CLERK QF.CIRCUIT CUURT SEMINOLE CIUM BK 05377 FIG 0114 CLERK'S # 2004107693 RECORDED 07/09/2M 110liQ AN RECORDING FEES 10.00 R", RDED BY L McKinley 1apC 0 9 2004 NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 90 314 FAIRFIELD DRIVE: Subdivision: CELERY LAKES PHASE 2 .4 General Description of Improvement Construct a Single Family Residence 0 0 v OWNER INFORMATION —� O 1� U- Ln M Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 O W J U Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS If other than owner r (R z ( ) iv0�U) L a W CONTRALTO Maronda Homes 955 Keller Road Suite 1500 Altamonte Springs, FL 32714 L1 0 OY� � a (Name and address) gIn f o a SURETY (Bonding Company) o Name and Address N/A a Amount of Bond i LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1`t St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL REIT SUMM S Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH day of JULY, 2004. he tM • NH 6 1 i • g • O E n o • • • , • * rl • • • • • • tnM i� LAURIE PELLEGRINO Notary Public v ' OD0232804 ,�0011 �ja`s 4 Bondad thru (800%432-4254: ' °'•.�;,�;.�"� Fonda Notary Assn . Inc : 3............................................. eaene oT aymools ano Aooreviatiuns: Reitoo: S•r6et2E/NF'0aCrNC, Ron Boundary Line Big. : Bearing Field : Reid Measured P.C.P.: Permanent Control Point P.T. Point of Tangency, _ Centortine Calc. : Calculated Fnd. Found P.I. Point of Intersection R Radius Right-of-way Line C.B. Concrete Block Gov't.: Government P.L.S.: Professional Land Surveyor R.L.S.: Registered Land Surveyor. ----- : Overhead Utility Line Ch. : Chord L.B. : Licensed Business P.O.B.: Point of Beginning R/W Rightol-way - - - - - - - - : Easement Line Cone.: Concrete O.R. : Official Records P.O.C.: Point of Commencement Sec. Section 0 : Central Angle Const.: Constriction Pav't.: Pavement P.R.C.: Pant of Revorse Curve SIT : Septic Tank ARC : Arc Length_ cts : Concrete Slab P.C. Point of Curve P.R.M.: Permanent Reference Monument T.B.M.: lemporary Bench Mark . Blk. Block Elev. : Elevation P.C.C.: Point of Compound Curve P.S.I. : Point of Street Intersection W/ : With Boundary Survey: P,vo. S/e„ XC.0 00 T F,o• s�6 RCROO w/ Ca,- L S- Z 49 4 Y �iWNAGE P�rE~riot/ 177�EA W1C A P L S- z 4 9 4 S 00 Z/ 43 E �P.L:Ar ! Cr6LID) ?77S0.00' Pj.A-r i F/ELD / I� SCALE: /� = ZO 15• �Gd14 1VJ/ �%j 10.eAINA441 EAIC-feuT I <S' Sloe) Q I ti O Ik a �0 to 00 �'7C; � 5 1J� . Co1✓C. ,PitIT10 , ' ' �o w/. FoorElc AiRovos ED W/NCNF37E is r 't BR l0� F•P.L� €ASErrENT .5� 5•I � ' EA 5 EHCN7 AE� ref 1�� O.00••Pc.AT 6 F/ELO , -_ P.k.Ns+/L FE/va. �BeE eoo IIppvQ . 60.Z/1-43• .. ` PA ( F,co4Q)S- N i,ti0)�,• ��� D. SIB 2Eeoo CAP Z4-94 w/C.P Z*9I 22 IF CyD. PIS.NA11_FND. TAB es-249¢ 1%) 3ET/NAIL w� TAS LS•Z444 RC•p• Az P.G. PZ5CAP 736 .� PL5 CAIP 313lo f P.C. P. A P. C. 1& /.70 Pd.A F/EcQ._;DSO./00 , &Ar ! ,iO'ld —� �- 9oe. 3 9 pL A-r t Fieco /- NOO' Zl'43„W PLAT t A SSu e0) FieLD ' SCAR So P- w Z4--AsP%iALT, , &jl ZCoNC. uT.T612-S PLANS REVIEWED E s C �e i D 7io N CIS OF SANFOR Lo-r 90 CEL6e LAkE5, PHASE Z A Se_j8Di✓i5/(0 ACGO)2 iO//,/e) TO MA P I AJ PLAT 5 00 k ::�P 5 P4 4E: 5 ' Z9 AN D 3.0 3 Pu 3 L if C )2ECo2 D S Or SE M /HOLE CoL/A/Ty) rLO,P /DA- CERTIFIED TO: M A R O N A f-i M 5 I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief: and that this survey meets the minimum technical standards set forth by the Florida Board of Professio net Land Surveyors in Chapter 61G17.6, Florida Administrative Code, pursuant to Section 472,027, Florida Statute SMITH DRAFTING & SURVEYING, INC. 414-B. N. SPRING GARDEN AVE. (' DELAND, FL 32720 DELTONA, FL (386) 734-7047 (386) 789.2855 ��- Na_y E. Smith Florida, Registered Land Surveyor DRAWN BY: C..! OONYA-rA REVISIONS: Cenificate Number 3706 CREW CHIEF: M.D. L -rw1,v/EC NOT VALID UNLESS SEAL IS EMBOSSED SCALE: /" 20 Note: No instruments of record reflecting easements, limitations, owner - DATE: c/C/A/E 29 ZOO 4- ships• reservations, restrictions and/or right-of-ways, If any, have been pro- f vided to this surveyor, except as shown. No underground Installations or WON - 7 4 3 _ 4-utilities have been located, except as shown. Permit # : © / �- Job Address: cn CITY OF SANFORD PERMIT APPLICATION I - Date: JUL — 8 2004 Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (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 X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida I101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: GARV C'ARMACK 4005 MARONDA WAY SANFORD FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: -Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 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 t ' re i mentsof Florida Lien Law, FS 713. JUL - 8 2004 JUL - 8 2004 Signatu o�yr r/Agent Date Sig azure of Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name JUL - 8 200 JUL - 8 2004 Signature of Notary -State k lorida Date Signature of Notary -State o orida Date LAURIE PELLEGRINO F CaM000023�'�;, E,ow. tntlnoa7 ®� .OnOdd !ru r000>4324M, aw yorry krC Q}y i nc .ia... «.Velevnt3My{(}tCcan to Me or Produced ID G.........................«..� LAURIE PELLEGRINO SrVEmsM Comm/ DD0232804 9 7MW20137 SOrtded t�vu (a00)432-42St 11FdX Notary Assn., Inc .... .. Co�At3YtHf/A�1S1ftf1S_X' 'AersonaAyKiiotwn to Me or Produced ID APPLICATION APPROVED BY: Bld9 FU Zoning: Utilities: FD: (initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : Job Address: Description of Work: Single Family Residence Historic District: Zoning: Value of Work: - 8 2004 Permit Type: Building_ Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 200 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel It: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD. FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be sepured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 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. N TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JUL - 8 200 JUL - 8 2004 Signature o` f� OOw,a r/Agent Date atu ontractor/Agent Date Russell Keith Summers DANIEL G. PUGLISI Print Owner/Agent's Name Print Contractor/Agent's Name QJ UL - 8 2004 Q UL - 8 2004 Signature of Notary -State of da Date Signature of Notary -State cUlorida Date LAURIE PELLEGRINO ••••LAURIE •PELLEGRINO "*"*•• Camno 000232� � 711W rt t 324254: _ wn OX"t 000232W _ ; Errpre� mttaoo� 3 ed+oed thru (80pyt32�2 '+"a„ Bonded ttxu (E00) ?aw Notary;�:;;':....nc a ftorfde Notaryhssn.. lne �� Owr i/A� riiis _}i�••�ersona�ly Known to Me or •,�� FbAOa ConIkIIa't'/AgeMt Is _X_ Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg gz0 Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: V1 CITY OF SANFORD PERMIT APPLICATION Permit # : v I f ,� Q / Date: jUl, ' 9 2p04 Job Address: Ir UII ve _ -1� oyLol Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 5 Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: 9 # of Dwelling Units: I Flood Zone: X TEMA form required for other than X) Parcel q: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: WILLIAM T. SELF 4005 MARONDA WAY SANFORD. FL State License Number: CFC057039 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Arch itect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407)321-3913 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: 1 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. TI : 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 1 will notify the owner of the property of the requirementsof Florida Lien Law JUL J 9 2004 �U-104e - Signature o Own ent Date Signature of Contractor/Age Russell Keith Summers Print Owner/Agent's Name UL J 9 2004 Signature of Notary-StateWFlori .� CamN D00232W +� sotda 41" (OW)CVI254 law /1[isn., hrc Gbtltta Wovii............ Owncr/Agent is _X_ Personally Known to Me or Produced ID WILLIAM T. SELF Print Contractor/Agent's Name Signature of FS 713. JUL 1 9 2004 Date �UL 19 2004 .C,vo DDO"28" 7/t6/ w OW104 ttru (Wo4w.4250 lFbrttti ►;X;: h+ C Contractor/Agent is_X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg �I' Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) v Special Conditions- L�aronda Homes AN EASILY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE 1500 • ALTAMONTESPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ® CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 90, 314 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. 1-� RUSSELL KEhIH UMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 7TH day of JULY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. .t- . I �—, 0-d . .............. ............................. NOTARY PUBLIC M. LAURIE PELLEGRINO Comm# DD0232804 r� Expires 7/182007 i Tip Bon IW Wu (800)432J254: i......:......... 4WIda Notary Assn... :: nc . i FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: WINB43B 90CL02 ADDRESS: 314 FAIRFIELD DRIVE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. is this a worst case? Yes _ 6. Conditioned floor area (ft') 3004 ft' 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 312.0 ft' 0.0 ft' _ b. Default tint 0.0 ft' 0.0 ft' - c. Labeled U or SHGC 0.0 ft' 0.0 ft' 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent ft' - c. N/A 9. Wall types - a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft' - b. Frame, Wood, Exterior R=11.0, 1194.0 ft' _ c. Frame, Wood, Adjacent R=11.0, 278.0 ft' _ d. N/A _ e. N/A 10. Ceiling types - a. Under Attic R=19.0, 1663.0 ft' _ b. N/A _ c. N/A 11. Ducts _ a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ b. Sup: Unc. Ret: Con. Ali (Sealed):Interior Sup. R=6.0, 140.0 ft Builder: IkQ,-o nGt 0- Permitting Office: t,c'i� CL_ o 04- Permit Number: O4 -CA 34 U Jurisdiction Number: loq /SO v 12. Cooling systems a. Central Unit Cap: 34.0 kBtu/hr SEER: 12.00 b. Central Unit Cap: 28.8 kBtu/hr SEER: 12.00 c. N/A 13. Heating systems a. Electric Heat Pump Cap: 35.4 kBtu/hr HSPF: 7.40 b. Electric Heat Pump Cap: 28.8 kBtu/hr HSPF: 7.50 c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 34208 PASS Total base points: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED ��(L _ DATE: .��1 I hereby certify that this building, as designed, is in compliance with the FI da Energyjqe. OWNER/AGENT: DATE: ,1111 =7 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: 66.0 gallons EF: 0.88 PT' - EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3004.0 25.78 13939.8 Single, Clear E 1.0 13.0 10.0 63.97 1.00 636.8 Single, Clear E 1.0 16.0 40.0 63.97 1.00 2550.0 Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.4 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1723.8 Single, Clear W 2.0 14.0 10.0 57.68 0.98 567.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.2 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1675.9 Single, Clear W 2.0 7.0 36.0 57.68 0.89 1840.7 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 As -Built Total: 312.0 17750.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 869.0 1.18 1025.4 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 167.0(p) -31.8 -5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p -31.90 -5327.3 Raised 378.0 -3.43 -1296.5 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: -6607.1 1 As -Built Total: 545.0 -4646.9 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 64408.1 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) 64408.1 0.541 (1.079 x 1.150 x 0.85) 0.284 0.950 9987.2 64408.1 0.459 (1.079 x 1.150 x 0.85) 0.284 0.950 8459.7 58101.2 0.4266 24786.0 64408.1 1.00 1.061 0.284 0.950 18446.9 EnergyGaugen' DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 3004.0 5.86 3168.6 Single, Clear E 1.0 13.0 10.0 12.37 1.00 124.1 Single, Clear E 1.0 16.0 40.0 12.37 1.00 496.0 Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.1 Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.3 Single, Clear W 2.0 14.0 10.0 13.25 1.00 132.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear E 1.0 6.0 32.0 12.37 1.01 399.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 2.0 7.0 36.0 13.25 1.02 484.4 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 As -Built Total: 312.0 4002.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 167.0(p) -1.9 -317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 -0.20 -75.6 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: -392.9 1 As -Built Total: 545.0 1097.9 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , . , PERMIT #: I BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 3004.0 -0.28 -841.1 3004.0 -0.28 -841.1 Winter Base Points: 7799.3 Winter As -Built Points: 11674.5 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) 11674.5 0.551 (1.068 x 1.160 x 0.87) 0.461 0.950 3054.0 11674.5 0.449 (1.068 x 1.160 x 0.87) 0.455 0.950 2451.5 7799.3 0.6274 4893.3 11674.5 1.00 1.083 0.458 0.950 5505.3 EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugeS/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 66.0 0.88 4 1.00 2564.00 1.00 10256.0 As -Built Total: 10256.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 1 18447 5505 10256 34208 PASS y�4VO4 iF1E ST,��Soc o EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is Installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous, infiltration barrier Is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge"" DCA Form 60OA-2001 EnergyGaugeSiFlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.1 The higher the score, the more efficient the home. ELECTRIC, , , , I. New construction or existing New - 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 3004 ft' 7. Glass area & type Single Pane Double Pane a. Clear - single pane 312.0 ft' 0.0 fl' - b. Clear - double pane 0.0 fl' 0.0 fl' - c. Tint/other SHGC - single pane 0.0 ft' 0.0 fl' d. Tint/other SHGC - double pane 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent R=1 1.0, 378.0ft' - c. N/A 9. Wall types - a. Concrete, Int Insul, Exterior R=4.1, 869.0 fl' _ b. Frame, Wood, Exterior R=11.0, 1194.0 fl' - c. Frame, Wood, Adjacent R=11.0, 278.0 fl' - d. N/A _ e. N/A 10. Ceiling types - a. Under Attic R=19.0, 1663.0 ft' - b. N/A - c. N/A 11. Ducts - a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft - b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZC-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 fmal inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: r'«. Date: JUL - % 2004 Address of New Home: City/FL Zip: Cap: 34.0 kBtu/hr - SEER:12.00 _ Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 35.4 kBtu/hr HSPF:7.40 _ Cap: 28.8 kBtu/hr HSPF: 7.50 Cap: 66.0 gallons - EF: 0.88 PT' - y�yOQ'iliB STq��O� *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 EPADOE EnergyStarTmdesignation), your home may qualms for energy efficiency mortgage (EEAV incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community AJai15Wrgp Mersion: FLRCPB v3.30) MAY-06-2004:11:03 FROM:NISUS CORPORATION 865+577+5825 TO:4072653751 National Evaluation -service; Inca - 5203Leesburp POw, Sulte 000, FaI1s.Church, Vlrglnla 22041-3401 Phone: 7031931-2107 • • Fax 7ONS31-6505 . A,. webslte: wwvw.nawvxl.org P.002/003 NATIONAL EVALUATION REPORT Report No. NER-617 Copyrfght 0 2001, Atetfonal Evatuatjon Servte+, inc: Issued October 1, 2001 SORA-CARED TERMITICIDE, INSECTICiDE AND The Instructions wlthlrrthfs report govern if there are any eonfllcts FUNGICIDE between the manufacturer's published Installation Instructions and this report NISUS CORPORATION 100 NISUS DRIVE ROCKFORD. TENNESSEE 37833 800-2"M70 ' alawfnfiva:oromm_ 1.0 SUBJECT 80RA-CAREO Termtticlde, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION iS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE TermltIcIde Is used to provlde protection against subterranean termhes. SORA-CARE Is a Federal EPA registered Termtticlde that Is applied to wood 'surfaces by spraying; brushing, -and infections and prevents Infestation of subterranean termites.- 60RA-CARE kills the terrniten through Ingestion. The active ingredient In BORA CARE Is Dlsodlum Octoborate Tetrahydrule (DOT), which is a mheturs of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt (DOT) and glycols to penetrate -and protect the wood. -When SORA-CARE is applied to bare wood, It penetrates the wood, and deposits DOT. Diffusion of BORA-CARE Into the wood continues after application until there Is uniform distribution of the active Ingredient In the wood member. BORA-CARE is water soluble, When.frvsh wood with no sealants Is treated with BORA -CARE, the borate penetrates completely through the wood member, therefore, the wood member is parmltted to be cut after treatment Is complats. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticlde Is Installed In accordance with the manufacturers published Installation Instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shell be licensed pest control operators. The manufacturer's published installation instructions and this report shell be strictly adhered to and a copy of these instructions shall be available at all times on the Job site during Installation. 4.2 Application BORA-CARE Its a concentrate *that must be' dtiuted with water before use. The dilution rate Is one pert water to one pert BORA- . CARE for all pretreatment applications. - PrW to dilution, 80RA- CARE is a thick viscous liquid -similar In appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORACARE In applied by spraying, brushing, and Injection. BORA-CARE is not a restricted category pastlelds, .but shall be applied by a professional pest control oparntorin accordance with local, state, or federal pest control regulations. SORA-CARE Is clear and odorless. Ail wood surfaces shall be treated according to label directions when protecting the structure for subterreneen lermfles. Pretreatment for subterranean termite protection consists, of treating a two' foot bend of wood around the perimeter of a structure containing o crawl space or basement when the wood comes Into contact with the foundation walls or support piers. This treatment Includes the Joists, headers, slits and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the aill plate and two feet up on the well studs and wood sheathing. On wood wwhers acceis Is limited to one or two aides of wood member -such as ollis and plates on foundation walls, apply two mats of solution to exposed sides, allowing for a minimum of 20 minutes between applic2tion2. Pretreatment Is performed at a point during the construction process when the greatest access to all wood members Is available. Typically at the dried -In stage of constructlon when all structural wood and sheathing Is In place yet prior to installation of Insulation, mechanical ' systems, - electrical - wiring, and plumbing. 4.3 Protection from Water Since 80RA-CARE Is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or slain. interior surfaces exposed to repeated molsture contact, such as shower stalls, bath houses, etc. -shall be protected by a water resistant point or stain. Aid report Is limited to the specific p►odsict and data and tern �rportr rubrnitted by the aapppp8 am In lu applfearton requerrina this report. No independent tests were performed by the Narfornot Evaltrotlon Ser4ce, ins. ONES), and N£S rp!r(flrally doer net snake any warranty, ehA+erWreurd or lrr' d, as to anyJlnding or other marrer in thlr repot or ar to arty product covered by this report. 7h/s ditelafiner inrlyder, brt 1r nor 11mfted to, rusher 11try. This trport 1. also ru �jrct to the !Imitation listed herein. MAY-06-2001 11:03 FROM:NISUS CORPORATION 865+577+5825 TO:4072653751 P.003/003 � Yt•�5�ti4r udjr•l.',r� .y. 5.0 IDENTIFICATION 7.1 This- Evaluation .Report and•the manuffacturees`r;;,.;; published installation instructions, when required Wthe ' Each container of SORA-CAREm'Termlticide, insecticide and code official. shall be submitted at the time of permit ' •�� •�'ry' Fungicide covered by this report shall be labeled with -the f eppNcation. manufacturer's name/and or trademark and this National T.2 BORA=CARE shall be applied by applicators 1lalnad by Evaluation Service evaiuetiv tc;J. •:. •:'.`_-:, uee.c+7 tnr field i.i1� �Ji3us Corporation and shall be licensed pest control identification. operators. e.0 EVIDENCE SUBMITTED 7.3 BORA-CARE shall be Installed In accordance with the 6.1 Manufacturer's descriptive literature, specifications, and manufacturer's published inotallation Instructions- end installation Instructions. this report 6.2 Test report, leb'test of 80RA-CARE treated wood.ana 7.4 In areas where a soil treatmonilbarier termlticids . -treatment Is required by the•applieabla code or local untreated wood exposed -to subterranean. termites, code offlclel, •BORA-CARE Is applied only es a. Formosan • Subterranean Termite and Eastern -supplemental pretreatment and Is not a replacement for Subterranean Termite, Fi- Lauderdale Research b required treatments or.barriers. Education Cent er..Unlwrslty of Florida, Document No. IR(3%WP/1504,. April 2, 1991. by Nan•Yao end Rudolf T.S BORA-CARE .arse evetueted only for re'alstance to t5chefirahn. subtermnean termites. e13 Test. report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA�ARE is.water soluble and shall be proMeled es Subterranean Termite, Ft. 'Lauderdale- Research a noted In Section 4.3 above. Education Center, IFAS, University of Florida,. May, 1993. Masahiko Tokom and Nan-Yao Su. -7.7 SORA-CARE has not been evaluated as a tresiment for resistance to termites on LVL products. 6.4 Teat report, January 1997 Progress Repoli, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report -is •subject .to re-examinstion on. a periodic basis. For Information on the current status of this the subterranean termite feeding and tubing near Gutfport, Mississippi, comWson of treated -and Evalustion Report, consult the NE Product Evaluation y untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laborstory,. Tarty L Amburgey. e.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of SORA-CARE treated wood the subtarraneen termite feeding and tubing -near- Gulfport, - Mississippi, - comparison of - treated . and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L Amburgey. 5.6 Test report, January 2001 Progress Report, 110 months exposure, fold evaluation of BORA-CAketreeted wood this subterranean termite feeding and tubing - near Gulfport, Mlssissippi, - comparison of treated . and untreated wood floor joist; Mississippi State University Forest Products Laboratory, Terry L Amburgey. E,7 Test report on efficacy of 130RA-CARE applied to OSB, plywood, pressure treated wood end FRTW, June' 12, 2000, Mlsslsslppl state University Forest Prodors Laboratory; Dr. Terry L. Amburgey and MS. S.V: Parlkh, 7.0 CONDITIONS OF USE The National Evaluation Service Committee rinds that the 90RA- CAREm Termitldde, Insecticide and Fungicide described in this report.complles with or is a suitable alternate to that specified in the 2000 international Building Codem wrth 2001 Supplement, the 2000 International Resldentiel Codem with 2001 Supplement, the BOCA National Buadrng Code11999. the 1999 Standard 190ding. C ordeC, • the 1997 Uniform• Bu,7ding Code?", and _the .1998 international One. end:Two- Famrty DweNriq Code oubject to the following condllions: Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIVISUB MODEL 6CLO9002 90-2 FAIRFIELD DR ORO-CEL WIN134 LEFT Fax (407) 321-3913 FL PE # 50068, WINCHESTER B 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7.98. These trusses are desianed for an enclosed buildina Truss ID Run Date Drawing ReviewedReviewed Truss ID Run Date Drawing No. of Eng. Dwgs: 33 Truss Layout I - 7-7 - 6� Roof Loads - TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf VT . 4-11-01 HIP 10-20-00 A 4-1-03 Al 4-1-03 A2 4-1-03 Total 33.0 psf A3 4-1-03 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. S acin : 24.0" A4 4-1-03 A5 4-1-03 A6 4-1-03 Floor Loads- A7 4-1-03 - A8 4-1-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 4-1-03 B 4-1-03 61 4-3-03 62 4-1-03 Total 55.0 psf H 4-1-03 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" H1 4-1-03 J 10-9-03 Jl 10-9-03 PLANS REVIEWEE CITY OF SANFOR, JJ2 10-9-03 J2A 10-9-03 J3 10-9-03 J3A 10-9-03 J313 10-9-03 J4 10-9-03 INV # DESC QNTY 'JUL 0 8 2004 DATE: J4A 10-9-03 18331 THD26 J46 10-9-03 18330 THD28 P 4-1-03 18360 SKH26R VT10 4-1-03 18361 SKH26L vT11 4-1-03 18363 JUS26 18370 THJ26 4 SEAT PLATES 4 40-0 I U4 I . ham\ _ D I Ii it I I = D I ! II T J3 IJ2 IJ II JI iJl -I - J� I ! I. I iJ J7t j I, ji I I II I li I I �I I J IIJI J II W W N 'D I I D I N ID r�JI ii i ; J �1 I i- ODD SPACE - -— I� I C; D D �"' I D w D DI D D .F i I A D rn IIw ODI I IA i r I I I I II I I I �, I, I,J —_ i I J I ---�-� 11 ''! ODD SPACE 11 11 T QDD SPAC III ! 11 ----1 —� � ! I I �I I II PAN CENG I I \ .II I II I �I I, I J j 7-0 IIJ -� ! II I I `IJ2 26' I � I II I � I ! I � � Z I I m l I I I ( I I I i• � VT10 II i h I I I = z I m _ _Z I' � I •J31 9 1_ I dJ41 36i B I VT11 CONVENTIONAL FRAMED — 1_0 W co co I I I W/ 2X4 Not VP ,- t 17-8 8-4 14- --_ -- ---- JOB NUMBER: WINB4 I DRAWN BY : tly e�ATE: 7-03 �^I CUSTOMER' REVERSED PITCH: 6/12 JOB NAME: WINCHESTER B 4 BEARING: 3. " # psf f J U L 0 8 2004 B IB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES It is the resoonsibilitvotthe installer(builder buildinocontractor, licensed contractor erectororerection contrectoritoorooerlyreggiye unload store handle install and brae metal plate connected wood trusses to protect I& and prooerty The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood .. 1... . 'CAUT-ION:"Thdbuildar;:buiidireg coni�ecfor;iIicerised`= oerectforicontradt6ris advise_&! :coefractor?z�'ei;torr;� :.. ..,,1,.. :; :y i~e- boo klet. Cori merits io obtain,,and,read`�th, ent m `; arid-Recomi ifidati6ns �fof.-Handiing;'.lnctaliing;'& ; F..'�:.BracingA!fetalP.1ate.Connecied,VlF 6dTrdsse9;-HIEt=; 81" fr"orn:t;is":Trrtis`s f?Eate,'In stituiQ: '':` ' •`:`'r�:,;:.ti_,:� :-:,.; O TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute. Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission, of the publisher. Printed in the United States of America. Allterriporaryr racing should b�.no Eess. ,aFian;2u4 rake"rrtarked',`fumiAll:conn_ctions, .cc •, ya. r. �. `='sfiorifd:be::madev✓ith.miniryiurgi o'f�2='l6�:riails:••A!!� c trersses:assumed.2 on=center•or iess,..'A l�rriiA E-- iv' ;trusses;should'.be;'connected::fogethec;:in,•accof ':'-n,4.�i i Y'� .:Irt' •:.:R'.-, r.•]2 ;i 4i::•,u;... :ter _ `.r}'.`a�- .: dance=irvith;desi n:cirawin "sr cimr:toinsfelfation. TRUSSY STORAGE T:russe`s:snoliid:notbe �•'P }•, _•.-..�. �..:.r ..1:: lU:�x:,;d:fibllf�Rt+. yu y: ,: 1••. a'%h�T,.':'a �.? l.�r!';a��i`�+tlueiloaaeii�onsrough'ter�airi••orfun';� '-= evensutTacesavvh"ich=coufii,cai�se t CA'UTIOR�I:7ri�sses sioreil�ihorizontaliy should•:be' W'•fi• �n ,excess v t al�'s sckin Ito cave t r - rted oniklo r i�t�tt'.9'.l'��'•�iliii`�5:cf;`n: _ —_ jt=.i .�: r�:�i bendin .anciesserlrnoisfure gain. _;:raY,.y_::> VlfAi2MIfVG:' Donot°brea'k:f3aiid irig:.iniil;iiisfallation :a J Jr ••9 .},�:.r.9 pA"RNI• :-,- o, 3•�i:• ^i _?_,k:..:{:_..�"Yu.::.o-...,uST;1'tlrir _-,i egiris�.Caf'd-.,should lbe--,exeAcised:in�ijan."'. re .r'i1:=rl :'-'r. ri:3:,�•� :g.7_...r.:. w; ;moval;fo:avoid=sliiftin midual.traisses:r;f:. ;; a t;';1-i1 ,.�-_+.l-'�.�}i-:t'.ii-f•1.t3r,F_:`!� "R<�'�.✓CbD'E:/r}ra':aiti0:::U?,c.'erT�'If3`db:IF•_O. .�a.�i;i[.•:rs.rn• �..�•r,.l�..a-r.i✓ad-u'le".�`k;hs s egs;•�1��xsB;!.;o�i•G343``rsYn;`:oFr'I.tI4hr-I.rt':_:u�`;.Tf7.1 .liol iiyse.un��ij.�;,�e•,Lant^d•�d%`,+7a e;.:�a..t`�'.•,w rh.�''.:••ii•;i•4`�c-:.'o':.'.et�:t•a ;r'.I •fi.y.r,I +�,i'.d•- • r_s �beiiou!ii"n�tildr-`�.r-,:"c,•;f'.'b" rt- _l � arle ,toreventto 'ta.DANGER �ot>sto.b' dis'iuprightun ess';. = o:orl ,bcacedy.Do:nlotbreak;bbmdsiuntiIlbundies iareEadnaatabie}horizorial !positio`"> : GEaWNteeCtTar- I't"" i0s0A ..i; ; Fran e 1 I gr U11,011, IN, INGRID ift, ,sing elcussegi Jth 60' STAIONY 6 CO L11, -'r less /or less\ Tag Approximately Approximately Tag p truss length Line 1/2 truss length /2 truss length \Line Truss spans less than 30'. Lifting devices should be connected to the truss lop chord with a closed -loop Sirongback/ Spreader Bar attachment utilizing materials such as SpreaderBar slings, chains, cables, nylon strapping, 10, —Toe In etc. of sufficient strength to carry the Toe In weight ofthe truss. Each truss should be set in proper position per the building I'd N \11 designer's framing plan and held with ApDroximate[N, the lifting device until the ends of the 1 Approximaiely _�Iruss length Y3 1 o Y. v� to Y. truss lenoth truss are securely fastened and tempo- rary 1. Less than or equal to 60' rary bracing is installed. Greater than 60' Tag Line Tag Line Strongback., \1 0' 10' Spreader Bar Soreade,"Elar Toe In Toe In. T-- At or above mid -height RKT77, I Approximately Approximately 1 ;13 to Yj truss length IV 1/to 2/., truss lenolh Tag Tag El Less than or equal to 60' Line Line Greater than 60' Atli `" c, -`sUminar�,.shedt, §;.6d6q Mn" omekc-.�isesi,d6-termin=-�that.,a:,wicier.tSDaCI 11, �,Y. I-T S a OUNDi' P, 1 0 U N D B A C11 I q d E I L D_ I W_ G, E' X.T''=- R 10 R R4�ING:BUILDIN "N" lopcnwa . Typical c.. ati..h.ent Pi.n__,U ver"cal F 7: . r alocid,ni, 2R cc W 0 IG Groune,13-ce . T-or, C,�o,d Ground group of trusne jr r Li prince u" of bra, On bra' (E B) 3trut S-0 ntal tic member with s (HI) 12 4 or greater 7-1 -'! `eb'"tlk'R'fi�Li•+1tI•lr Wt- �,, , ;; sJ tsar-, ; •' IS yr ir'.• Top char do thri are laterally braced can buckle. / , Qj, togeiherantl cause collapse inhere r nnodiago- 1> 4' }{ t; z nalbraeinq. Diagonal bracing should be neiisd to the unoerside of the top chord when purirns ore attached to the topside or the too chord. •k,z- : r;: —-,�'1:+,.. - rk:::"�'%w jam.:?'y'. � "c:• `: •`G 1•e.r•i�.i;: i"..;;{;�:;x~''•�.?;u�`-'•',�,�`;:;�•;�r�,':f`.��r.L1NQRNI:NG:iF:ailure}fps%olio�rv;f_idse:rec 4.—CIA �fi''� hiF;i3+:i''"Sr', :'(:.,.r ML'IM ;r,•," TOP CHORD ,R I PITCH'• h!IPia i VaTERAL' BRACE SPAN'' .. DI,FF=R=NCE SPACING(LBS) :.• ,: �i.: t•: : � TOP:CHORD ` 'S?`; r DIAGONALBRAC� SPACING(DBg)! 'a [ *""trusses), r• I-SPIDF,-T SPFIHF Ur) to 28' 2.5 7` 1 17 1 12 Over 28' - 42' 3.0 6" 9 I 3 Over 42' - 60'.'..0 5' I 5 I Over 60' See a registered professional encirleer DF - Douglas Fir -Larch Sp - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral Brace —�_ % �= braces --1 Literal Required 7" j lapped at —�, least 2 j trusses. � 10' or Greater I / i Attachmen, Required n M rl? •� xr7'' TE i Up to 32'�48'4/11 12 I 8' 20 15 Over 32' 2 6' 10 7 Over 48 6 0' I 4112 I 5' I 6 4 Over 60' See a registered professlonal engineer DF - Douglas Fir -Larch Sp - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required / trusses. 10, or Greater ( =� Attachment i ^ Y� Required — i ��lfl _l���s7,4:. �.i Tjll�Sf'�il"�Aiu�i4�:�:L.. �•r :.•- �:7. sip ..t;:• o• ryp Gy � Top chords that are laterally brecetl can buc4le togetherandcause collapse ltthere isnodugo- ��J`e 5Q noibraeing. Diagonoibracing ohouidbenaded ti to the underside of the lop chord when purlins '� are atached to the topside of the too chord. ,.;.SCISSORS rI RUSS . 12 4 Or greater -0 Bottom chord diagonal bracing repeaied at each end of the building and at same spacing as top chord diagonal bracing. S MINIMUM' UTC, T ERA ACE °BeIJOMe, RfIR�y 0 AUBRACE SP',,' INd SP/QF141+?SPF/HF Uv to 32' 1 4/12 15' 20 is Over 32' - 48'1 4/12 1 15, 1 10 7 Over 48' - 60'1 4/12 1 is, 1 6 4 Over 60' 1 See a.reoistered Professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces Tapped at least 2 trusses. q gl!!,sm �g M HOF Z UP Lb,NE C_ Cross bracing repeated at each end of the building and at 20' intervais. Frame 4 r�.I.1•seFt,�C'.',jl..�i4t1312:�il��rr' ytiy.sr% rY��i��i{ (, \: "7?hlll'o.:::,,.=�: �-� IC�'"w"1 rk:::• i ':.TOP:CHORD�r,..: z3 .Y�. ""�{' h: ti.. „•;,f i�C:�, ri:,�'� ......'•rr;•.ti' pC 2� �,,�c 'ti!�.�.��, 4+>.•�;rvtar�J7i.�ui�l ' tiy..^�•ti{, TO,P CHORD't:�at; ��DIA'GONALBRACE '`•SPA'CINGa S:r;%h�tti���rril 43 SPAN Sh MINIMU`LATERA'L18RACE 'DEPTHv L135 SPACI ( ;4 eG�nPz r If ' �,.. d.� ,:TR ,, 'Tj�.71'(�IW;R�I..:,rlr r �. NG 1 .. ,. fiz #:trusses °yl;r• >�^ P / D 171=t., S.P.'F,' H F. - c, YS :, Y • :ir''s��d r, Rr � I•,,t; .41-S : 18 Up to 32' 30., 16 10 Over 32' - 48' 42" 6' 6 1 4 Over 48' - 60' 48" 5' I 4 i 2 Over 60' See a registered professional engineer Ur - uouglas f-Ir-Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir \0 0' 4 I 2X4'/2X6; P.ARAL-'L`''E[_' _r w bp, . ��. , ns� • L ='" ;,CFiORD:TRUSS+' '4„I''a'wr" •, ;�'rt''•rc��a°�'xlltl FRequirecl Top chords that arc laterally braced can buckle together end cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlinc are attached to the topaide of the top chord. Attachmer Required r? IaL'i rsiAllslateral'` c' es n�gni a'F r�vbr�ces�lgpp'e , .., c._.:i'1',t'-•s.tyt.'urF,,:t,;••,,.1•..�rh_Ii:kriyAYrj;' :4.�r7;.:a Fr�EaSt, ,I}WOr � ��Wr1 r.1fLIS5@5T 1S�f;n7�Ja'�:'r•`•iW Y: The end M1.., „ekXlrc c`'N��w;r diagonal brace for cantilevered End diagonals are esserifPal{o trusses must be stability and must be duplica c placed on vertical both ends of the truss system. webs In line with the support. 4ic2;PARALS!_ICHORD•_�TRUS'S:TOPsCHORD Top chords that are laterally braced can buckle tog othe a"d ca ll eo collapse if t here isnodiago- nal bracing. Diagonalbrscing should be palled totire underside of the lop chord wnen ourknu Are attached to the tooaide of the top chord. �20,(D OTrusses eS) y Spp�NF 2 O C. J- i - i J •. End diagonals are essetitraffid- stability and must be clu—PIN4 both ends of the truss system. ,; Tres 0 (Dasl C. i 30" or ,. greater Continuous —, Top Chord Lateral Brace Required 1 O" or Greater I II I Attachment I I Recuired — I 7 t�2u i Trusses must have lum- ber oriented in the hori. zontal direction to use this brace soacin;. Frame 5 ._..:..Isr_:-c .::��.,.,rY,�kr.t �,I•i��d l R4'n'k{r ;l:•: 4t.�'r�,�'�„��'•!',lirati�lY'"� � �� r'�}�'I "' rri „r_.... .1, ..ir / "y�;i' %,',•- try•+ �,�'S' J''I-• "� p 4 i•;. Y Jn 1�.,7 iYLAI�IN�r�i'li�.�j ri l'I 'S+ ',y�:.l,�eru,'w -J•.- n Y_.11+Mai}.1 '�tiS•'"] T,O. CHORD'' �- r4Ht'r,r'r•Y.Sr Nl�rl�Q. Wes; F'S1r I��. ti, �•y1' I u AGI_ ITOP CHORDa l DI7aG0'NA'L�BRA'CE cMINIINILIM�"'LATERATL•.B'RACE' r..,,r.rti4�:rrri r+..r.n._., iru•• n:.T-•r••• ,..r SPACIN'G'(DBS)w?I, ,SPL1'N',•'+';'• 'PI Cgi,fi sse_77JAs ;+.;1,''i.i-'•1 . .In'IriVfxr�l.;.T. �ik,r r,r iH'1 1T'r'�.'. 'I 1'Uy'�•.;. ' �Io dw.'r'SR1DF,.r SPF'/H+F1A'.yrA I Up to 24' 3/'12 8' 1 17 1 12 Over 24'-42' 1 3112 7' 1 10 6 Over 42' - 54' 3/12 DF - Douglas Fir -Larch HF - Hem -Fir 6' 6 4 ;7� SP - Southern Pine i o wooSPF-Spruce-Pine-Fir S�rop, ' Diagonal brace also required on end verticals. Top 1, fiords that are late, ally brar.cd can buckle 1 1 9ct1wantl caunocollnpsu ilthore ionodregr- nalbrucing. Diagonnl bl ucrnp enould uo n: filed to the underside of the top chord when purhns orr. attached to the topside of the toll chord. MONO TPU-6 12 \__1 3 or greeter All lateral braces s; `7•`r r lapped at least 2 trusses. Continuous Top Chord Laieral Brace — •-� _ ReQuired 10"orureater J I_Z Attachment / Required -J 1 WAkNINt: Failure -to followthes0666rhmendatiofit could redult ih severe personal, irijury or ddfnage to -trusses or buildings: PLUMB I I I Truss Depth D(in) I I Lesser of D/ 50 or 2" Maximum - Plumb Misplacement Line A-L"LA 6 ION I OL—=RANC-E"�>,`' BOW Length L(in) I Lesser of I 1 -- - G'200 or 2" €?(fink • ' 11 36" I 314' 1 3' ! I 40" I i" i C' -I r 2 ;;—I.1; 211 ,- 61 81 4" •314" i 7' - 96" 1 1 8 OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 L(in) 50" 114" 4.2' 100" 1 2 I 6.3' 1150" 3/4" 112.5' Lesser of L/200 or 2" "L't(in)r". • U200•- L(ft) 200.. 1rr I16.7r 250" 1-1 /4" ; 20.r' 300" 1-1/2" 1 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. :. J.. :r stars h ul :S r.- _ �,VIfARNIN���•Dn t,,, '�us� n'StFU" .."_ .'.-_ bo_..'P laded Ct10 �o 'Ein6raced��t'w'�ss"e` tl•• tems M4.Ft©AUk SYSTEMS 4005 Maronda waxy o Sanford, FL 3207771 (407) 321.006 v4 Fa= (407) 321- °gi J Date: Mareh 5, 2003 To: Budding Depamment From: Maronda Systems Tomas!"once Frofessionai Ena'aneer State of F➢orida #005006S Subpect: Valle y Trusses All valiep Yrusses labeled VT-1- thru 10() are covered under the generalvalley sheet provided irl: the truss pac��e signed and sealed by flee engineer of cecord. '�'he connections are voted on the structural info sheet of the plans. Ali criteria o➢'the Valley` trusses are noted on the general sheet. )rf you have aay questions please feel free to call at 407-32I-0064. Sincerely, TOM s Ponce, g. Date: 3i 15 I I MARONDA SYSTEMS WO: VALLEY SET TI: VT QTYA DESIGN INFORMATION 1'his design is for an individual build' i, component and has been based on adarmatlan provided by the client- 11e designer Muhl - any responsibility for dam.gs, as a result 6f faulty or Incorrect Inforaathm. sp..in-ti.— and/or designs Amdshert to the truss designer by the client and the correctness or accuracy of this htrorrmtlao as U May relate to ■ ape- dlk project and accepts no responsibility or exercises no control with regard to fabrka- Uon, handling, shipment and Installation Of tnsses. This truss has been dresiged as an mdfvidmt buWaS component In accordance with AVSI/TPI 1-1995 and NDS-97 to be Incorporated' as part of the building design by a Building Designer tnptercd an-hnect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shorn ue in agrrmeal with the local building codes. local HI-11e records fm wind or now loads. Prolm apeeOlmttons or special applied leads. Unless shown, truss his not been deslgted for storage or occupancy lands. The design assumes compression chords (top or bottom) are —Unu- ousslyTbrraced by,b-Uu g unless Otherwise ecill sped. Where bottoan chords to tension am not fully traced latrrally by a property aPluiha rWd -Uh% )hry shoulu be breed at a —.durum spacing of 1 V-0' o e Connector plates shall be manufactured from 20 gauga hot dipped gabanlzed sleet meeting AS 1M A 653. Grade 40. units otherwise morn. FABRICATION NOTES Prior to fabrication. the fabdcatar shall review this drawing to Verify that this drawn, is In conformance with the fnbntot�i plain and to resit= ■ continuing responsibility for such ved- Ocatioa Any discrepancies are to be put In writing before emmog or fabrication. Plate shall net be Installed over Itholes. knots or distorted gain. Member shall be cut for tight filling wood to woad bcutng. Con- nector plates shall be looted on both faces of the trnsa wnh rails fully tnnbedded and shall be sym. about the Joint ualas otherwise shown. A Sri pble is 5- vide x 4' long. A W plate Is 6' wide x ir long. Slots (hobnl rum pualld to the plate IangUh ipcelfbd. Double cob on web members shall meet at the centrold of the webs unless othwra be shown. CanneetOT plate sUes, are mlmhnum she based an the form shown and may need to be tneteased for certain hand- Img and/or c-dino stresses This truss is not to be fabdnated with Rue retardant treated Wmbrr unless otherwise shorn For additional mfon a' tlon on Quality reder Control rer to ANSIrM 1-1995 PRECAUTIONARY NOTES All tracing and erection rccomhendatlms are to be followed in accordance with -Handling Instalting Sc Bracing'. ale-91. Tr sam ar. to be handled with p.rtloubir care during heading and bundling. delivery and installation to avoid damage Temparuy and permanent bracing for holdingtrusses ina straight and plumb pm- Gfan and for resisting lateral fonxs shall be designed and Installed by others. Cwdd hand. 114 is essential and erection bracing is always required. Normal precautlormq action for trusses requires such tempmq bracing during installation between trumes to avoid toppling .ad dommotag. The supervision of crecilon of trusses, .hall be under the central of persona experienced in the installation at busses. Professional advice shall be sought 9 needed. Cmmccntr Uoo of construction loads greater than the design loads shell not be applied to trusses at any Une. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. MONO VALLEY VALLEY TRUE COMMON VALLEY VALLEY TRUSSES ITYP) SUPPORTING TRUSIEN SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES ITYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL yle- (4) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 0 214 1 214 OR 516 OR 4X6 316 VALLEY MEMBERS AT } 416 3t6 416 t 4x6 24. O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 2x4 GREATER THEN 26.0.0 3x6 2x4 214 316 I VARIES 2x4 J 12 UP TO f L O-D-/ 316 2X4 2x4 2x4 2x4 4xt0 2x4 316 2x4 214 3r6 3x6 on 3X6 on 2x4 t 4x6 OR t416 MAX. 5.0.0 O.C. TYP ( I 0 214 MAX 6.0•0 O.C. (TYP) MAX TRUSS SPACING BELOW - 48' O.C.f� SPANS UP TO 60.0-0 TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP 113 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 1 Od NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT W O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES . ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support (!!aronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1590 OREENBROOR CT.OVIEDO.IL3276d WAKIVIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoran on this drawtrig Is not erection bracing. wind bracing. portal bracing or almllar brach3g which is a put of the building deign and which must be considered by the building desVer. Bracing shown is for lateral support of truss members only to reduce buckling Iengtl. Provisions must be Dade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional braelnj of the overall structure may be rmfutred. (See HIB-91 of TPU. muss Plate institute. TPI, is located a 5W D'Ondrio Drive. Madison. Wisconsin 53719). Studs ® 6-0-0 o.c. Job: DWg: Dsgnr: TLY CU: TC Uve 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf IBC Dead 2.0 psf TOTAL 25.0 psf Truss ID: VT Date: 4-1 l -01 DurFac - Lbr. 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11IP BLOCKING HARONDA SY31'ENTS DESIGN INFORMATION This duign is liir an individual buihlin: cunsp-1 ad Ions I— hard on imwmmLn prllvidcsl by ds [liens. TIs de,iC,aer disclaims ■nr Icsplmsild1hr for d.umgas as is .pal it. fmdly,r inclrreel inhunulion, spe ilirmilms . dler daicns hrrnidrW to the truss dtdg.,cr by lb. dknl ..d if. cwrretncss w --my of ibis inhrtrntim at it my relate la a'pe- cilk P-J-1 and nrepl. m rgpbmsihilllr n Stertisu no errmol with ree.rd in tahrka- tLm, hu.11ing, chill—d and Inualla,hm of trus" 1 his vuss has ban dctiCncd as air an'hhul wildirss eungniocm hs aen.rla,Ye .41h ANSlrffl I-199S .od NDS-91 m be Lelrphrard ., pit. ill I� buihhlrrg dnlcn Is Building. . Dd.w Ircgi tcrd archliccl m pmk oinml emiwl. When revlctvd fur approval by the buthline de,igner, ds swig. I -ding, slsfwn must he chectd In be sure Thar it. da,a dumnl .re 6 siz,eemem with lie lueal huiWfng gigs, Lcd c0nalk r ant f r wind rr — I.W., p"li, `peen -1i.n, ur splmbl appilyd lwd,. 0.1c. shosnt, uuss has n. bens ,"g-d tar ,,-vice ur Isesparey lmdi The design music o crr.pr®rrs chord. N.V ,r 1-1-1 are crmtinr ,udr 1—.1 by shcathiag—I—?II.-4tc tiscilkd. Whcrc hw,,—.1—J. L, leusim are oat fully Iraced laacnlly 6y a ryrsperly applied rlgu ecillag. My d—Ist be hr.eeJ a1 a nucimum spardog of 10•-0- o.c. Cun u,,,Lm plates doll he rranuf-turd from 10 C-C. hw .144wd Cal.antd sltel mtcdng. ASTM A 613. Grade 40. w1—,Aire—iu d—is. FABRICATION NOTES Pill- m hlrinlim. dre IShric.t. shall rcrkw Ibis dearlug Its scrlfy that ibis dn.l.g is in cuafnr It3w. with the fduicahv't plans ud in roll'. a amtlnriug resrynsi bilky In' meh .nf- 11callm. Any dinrcparcks are to he put In _III.. W... e.mfrsc n 6tis .jinn. glass stall sluts he iau.11d urcr tmrladea, tows R dl,satd cnln. ►Irnrlsra shill be cur htp dghl (1111r12 ---1 rn shod hcvin:. G— ,secOr plate dull lit hcald.n Nub fares rd Its muss rhh mils fully Imf,_-.Id d .nd shrill he sym. churl rh. I.I. mdcss wlscr.isc d.trn A Sao plate is 5- .4de a 4- brig. A &I pill, is i- .4Je it 1' 1urt. Slots (hots) fun para11c1 ro ds pl.¢ kngih speclrsd. Dr.ihle —,, nn wah m nits— dull ntn a Ifs eemndd of it. .eb, unku usberw:se shows. (;ww;t usr pb,e slags are nfillm.m if.. babel m ns Forces al.rwt ud m,y raced Iu lac Ire --d fill an.in had. Ping ndI- "Vim mrc,sct l)Ja Buss I, nw to be bhrlused svl,h rise imnlara t—im 1•mshcr s.kss.uts,:Mu sliss ins For mWifi—I wainiulhm tin Quality Conld refer to ANSIR PI I.1995 PRECAUTIONARY NOTES All hracl,rg viol vccrlras—,minsdarlro, arc to be Nlluned iu a,:uid'— wi,h -I loaning hnO416nc k Brady[:', min-91. Trusses arc rn be Iusww .idt panieubr cars this Ing handing ayd IAwri01Ar�, ,kli-ry .d irmallui,m m arniJ damage Tcr Flu ij, ad per.bvsrr Aracirq fw haldi.c tris— In. nr Iglu .d plumb I - trials .d for «riding lateral forces shall he tksl•ned and (walled by slits. Careful had- II.e1, cs.cnlal .ad crash. h—f-c Is .Iws y, 1cgiskd. N,rrtul prn.a,h.... y n,I,m ha trusses Inpdrcs Such h:mimmry hawing diring Inm t[Wihn hc,uRe. t__% to -lid I,gbplfAsg .lid dt.ninrin: the ngsu lslrm Ili erenb.t nt Ilussn shall he miller the c mtrnl o,m f pet ss ecpedcrce.l sn the Lm.11.d,n of butte a. N.Akssil—I Wvkc dull he mwehr it needed. Gtnccmmhm id umnmlalun 1. --- crcokr ,toil Its dcdcn loads shall m. he lq,li �d lu ,Iut,H at any done. Hisk I..d, W., shun t nci-.N d Ilm each.. doll le applid In trusica —11 afro all lust —in. awns hrwir,C 1,w cnplcicd. F'0,4V % 1k: is No. 0050068 o a STATE OF is !c�0R10P:'�� HIP GIRDER 11f 0: 111PD ETA I L '1'I:IIIP OTYJ 2x BLOCKING ADDED TO TOP CHORD OF STEP HIP TRUSSES 1-0 SHORTEN � OSB NOT TO EXCEED 24110.C. TO BE NAILED TO TRUSSES w/ S @ 12" ON CEN. STAGGERED PRE—ENG'D TRUSS TOP WALL OF BUILDING Sul /� / ( �I / /->,'/ (I) ( / ► / (. / !I)/!' �/ // �I / // (lulu. (/.) ` / / /�' / ///� ti aronda Systems Lm WARNING: READ ALL NOTES ON TUTS SFTEL'T. A COPY OleTI11S DIZAIVING TO RE GIVEN TO ERECTING CONTRACTOR. 11RACING WARNING: Eng. Job: I)llg:Trims ►)sgnr:. Chic: WO: r11PUTAIL ID:Ilns, Dale: 10-20-00 4005 MARONDA WAY rC Live 16.0 psf 1)111-1fac - Lim 1.25 SANFORD, FL. 32771 Rrasing duns[ nn (Lit JmnvbC i, gar ercmfns h'-"C, rinl naelng., ryaul lmchq in simlbr 1—Ing is rC )lead 7.0 psf DtirFae - Pit:1.25 (407) 321-0064 Fax (407) 321-3913 n1,icL a part nl Its (wilding. Juig.n and nhich onus, he cunsidcid by fix building dcsignel. B,acing dnnbn it 1„r IJIrAah Sub n. t w unss ntcnshc• s •Sul PI y In aduee ImLLhnc Ia,,'Ih. I',uvisi„ns IAe BC Dive 0.0 O.C.Spacing: 24.0" Il g TOMAS PONCE P.E. mull made r„.mil. la¢ral hraainC m eid. and siscili,d Immiun, do—,i-d by it. huildiog JcsiCncr. Addidmat lu.yinc IISf Design Crileria: TPI � LICENSE #0050068 of ,Pic avcrall tlrunme nlay ire hctp,irc4. (See 1119.91 Ill 1 pl). (T'ms I'Imc OC Dead VIM psf I B900REFIVBROOR CI'.OVIEDO.F1J27fi8 Insli,ule, TPI, Is 1--led n 5A3 D'0.w.,n Drive• fdadimn, W,sc,umin 53719). Code De$c: -- - - - rOTnr. 33.0 psf V:01.01. 0- 30106- 3, •�� I.—c-LIIA 1n01031tiff. Gl — I NCS: 01.01.r10 DESIGN INFORMATION This design is for on Individual building component and has been based on Information provided by the client. The delgner disclaims any responsfblilly for damage as a result of faulty or Incorrect Information. speclfleallons and/or designs fumished to the Uuss designer by the client and the correctness or accuracy of this Information as It may relate to o spe- clBe project and accepts no responsibility or exercises no control with regard to fabrtcn. lion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered amhltecl or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data sham are In agreement with the local building codes. local climatic records for wind or snow Inds. project specNrntlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assunres compression chords hop or bottom) are conl(nu- ously braced by sheathing unless olftenvise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng they should be braced at a maslmum spacing of 10'-0' o e Connector plain shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. lire fabricator shoo review this drawing to verify that this dmwmg s In conformance with the fabricators plans and to reallm a continuing responsibility for such e 1- flerllon Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Wtalled over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood tearing Can. neclor plates shall be located on both lam of the truss With molls fully imbedded and shot] be sym. about the joint unless otherwise shavn A Ss4 plate s 5' wide x P long A a<a plate is 6' wide x a' long Slob (holes) run parallel to the plate length speet"ed Double cuts on web members shall meet at the centrold of the webs unless olhenvse shown. Connector plate sizes are minhnum sizes based on lire forces ahowr and It need to be Increased for certain hand- Itng and/or erection stresses Thh truss is not to be fabricated %%lth fire retardant treated lumber unless otherwise shown. For additional Infonnalbn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed in accordance with 'I landling Imlalling 6 Bracing'. HIS-91. Tnmes are to be handled with particular care during banding and bundling, delivery and Installation to ovoid damage. Temporary and pern rnenl bracing for holding trusses In o straight and plumb I m Ilion and for resisting Lateral forces slsil be designed and Installed by others Careful hand. Iing is essential and erection bracing N always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid lopphng and dominoing. The supervision of erection of trusses shall be under the control o! persons aspedenced In the Installation of trusses. Profoslona cenlral advice shall be sought If needed. Conllon of construction loads greater than the design loads shall .,at be applied to trusses at any time. No lands other than the weight of lire erectors ahall be applied to trusses until after oil fostenIng and bmebng h rwnpleled JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,9 MULTIPLE LOADS -- This design is the camposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 965# Support 2 922# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D--0.14" T--0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.15 WO: WINB4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-011. WndLod per ASCE 7-98, C&C, V= 125rniph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC...FORCE...CSI 1- 2 -2768 0.48 14-13 2426 0.51 2- 3 -2573 0.55 13-12 2045 0.41 3- 4 -1912 0.50 12-11 1651 0.30 4- 5 -1654 0.42 11-10 2046 0.41 5- 6 -1908 0.51 10- 9 2426 0.51 6- 7 -2573 0.56 7- 8 -2768 0.55 TI: A QTY:2 __- = ===Joint Locations=====__=== 1) 0- 0- 0 6) 31- 0- 8 11) 25- 0- 0 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -965 BOT PIN 43-10- 4 1451 0 -922 BOT H-ROLL Ilk 19-0-0 1, 6-0-0 19-0-0 I 2 It 6 7 8 0 SX8 4X6 (( 00 4N0 8XIU 8X10 4X6 8X10 4X6 44-0-0 '14 13 12 11 10 1498k 3.50" 1452N 3.50" 1-0-0-0 � ` (RO-11-11) I le 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1489 WARNING: READ ALL NOTES ON THIS SHEET. Eng..Job: O: WINB4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%`9: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgllr: TLY Clik: Date: 4-01-03 OF TIC Live 16.0 psr DurFae - Lbr: 1.25. 4005 MARON DA WAY SAN FORD. FL. 3_771 Bracing slnavn on this dmwlnK s not election bracIn& wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321.0064 Fa.x (407) 321.3913 which is a part of the bu0dhng design and which must be considered by the building designer. Bracing shown 1. for Lateral support of truss members only to reduce buckling length. Provisions must be 13C Live 0.0 PSI` O.C. Spacing: es4 Ones p g. G TOMAS PONCE P.E. made ro anchor Lueral bracing at ends and specllled locations determined by We building designer, Addhlonal bracing or tire merall structure may be required. [See IIIB-91 of Tell RC Dead 10.l $f0 ) Design Criteria: TPI LICENSE #0050068 rnrss plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) Code Dese: FLA 1005 VANNESSA D0.0VIEDOXI-12766 TOTAL 33.0 psf V:09.05.02- 20499- „e,rs,n. "Nnrr.r InmNr)JI) iUu IA111: L'If1:6-LUKUUH5M'1N94V 11Cs- 0820.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: Al QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to = __ ____=====Joint Locations======--======= cl)= This design is for an Individual building BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6 component and has been based on Information 2x4 SP #1 D 1 positioned to provide equal unbraced 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6 provided by the cLlenl. The designer disclaims any rnponsibility damagesosar"ullof 2x4 SP #2 D 2 segments OR 2x4 T-brace nailed flat to edge 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 corrctfor faulty or Incorrect Infonnallon, specifications WEBS: 2x4 SP #2 off web with w/3"x 0.120" nails spaced 8" o.c p 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 and/or designs furnished tothe tmssdesigner 2x4 SP #3 1,3,12 Brace must extend at least 90% of web length 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 by the chentand the correctness oraccuracy MULTIPLE LOADS -- This design is the 2x6 Brace required on any web over 14'-0". 6) 27- 0- 0 12) 27- 0- 0 of this Wormotion as it may relate to a ape- composite result of multiple loads. All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- -.fIilesnProject andacceptsner"poorblhty. control went regard fation continuous) braced unless noted otherwise. y X-Loc Vert Horiz Uplift p Y-Loc e t lion. handling. shipment and installation of Lion. hn li PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125f11ph, 0- 1-12 1498 68 -1059 BOT PIN IN trusses. This lrusshas been designed a.an Support 1 1059# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 43-10- 4 1497 0 -1089 BOT H-ROLL Individual building component In accordance with Support 2 1089# Bld Type= Enel L- 40.0 ft W= 44.0 ft Truss ANSI/TPI 1-1995 and NDS•97 to be Incorporated MAX LIVE LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf n es piof the buildingdeslgn by. Building Designer (registered archuect or profnslonoI L/999 Impact Resistant Covering and/or Glazing Re 4 9 englneed When reviewed for approval by the L=-0.26" D=-0.27" T=-0.54" building designer. the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE... CSI ..BC... FORCE... CSI must be checked to be sure that the data shown T= 0.28" 1- 2 -5063 0.82 17-16 4588 0.96 ore in agreement welh the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3059 0.71 16-15 4209 0.95 lone climatic records far wind or snow loads. T= 0 . 14" 68 3- 4 -1870 0.42 15-14 2051 0.45 project specifications or special applied Inds. unless shown, truss has not been designed for RMB = 1.15 4- 5 -1870 0.42 14-13 2051 0.45 storage or occupancy bads. The design assumes 5- 6 -1784 0.42 13-12 1873 0.32 compression chords hop or botiond are continu- 6- 7 -2046 0.49 12-11 2128 0.38 ously braced by sheathing unless otherwise 7- 8 -2628 0.54 11-10 2460 0.48 specified. Where bottom chords In tension ore 8 - 9 -2$00 0.50 not fully braced laterally by a properly applied rtgld ce0ing, they should be braced at a maximum spacing of 10'-O' o.e. Connector plates shall be manufactured front 20 gauge flat dipped galvanized steel m-iffig ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shn8 review Lilts drawing to verify 11111 this drawing is b conformnce with Lite fabninlurs plans and to ,-LLze a continuing responsibility for such vert- flcallon. Any discrepancl" are to be put In writing before culling or fabrication. Plain shall not be Installed over knolhol". knob or distorted grain. Members shall be cut for tight tilling wood to wood bearing. Con- nector plat" shall be boated on Itoth foe" of the Iruss with nails fully Imbedded and shall be syrn about the Jobil unless otherwise shown. A 5s/ plate Is 5- wide x 4' long. A 6s8 plate 1s 6' wide x 8- long. Slots Iholesl nin parallel to Lite plate length specified Double cuts on web members shall meet al the cenlrold of the webs unless otherwise shown Connector plate sizes are mintmum sizes based on the forces shown and nwy need to be Incleased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated luber unless otherwise shown. For additional Infomrrrallon on gual ly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing R Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding Lrusses In a straight and plumb pos. Itlon and for rnisling Lateral fore" shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during InstallaLlon between Buss" to avoid toppling and domnlncing The supervision of et eelfon of truss" shall be under the control of persons experienced In the Installation of bass". Professional advice slroll be sought 8 needed. Concenlmllon of construction loads greater than the design loads shall not he applied to tm"n at any time. No loads other than the weight of the erector shall be applied to truss" until after all fanteubng and bracing is completed. 9-3-2 0-4-3 17.0-0 10-0-0 17-0-0 1 2 3 5 7 8 9 F-6 00 5X8 3X4 4X6 Q - uAzv +AD 0AW 411.11) 8-10-3 OA-3 3.00 11 3.00 0-3-8 4-0-0 12-1044 1, 4-0-0 22-9-10 11 7 16 15 14 13 12 LL 1 1498# 3.50" 1498N 3.50" 1-0-0 (RO-ll-1 l) � 44-0-0 0 t''0 (RO-11-I L) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dtvg: Truss ID: Al CONTRACTOR. BRACING WARNING: Dsgitr: TLY Cltk: Date: 4-01-03 TIC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL 32771 Bmcing shown on this drawing is not erection bracing, wind bmctng, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which 1s a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tress members only to reduce buckling length Prmislons must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennbed by the building designer. Additional bmctng of the overall structure may be required. Is" HIB-91 of,vn. RC Dead 10.0 Sf p Design Criteria: TPI LICENSE #0050068 (Russ Plate Institute. TPI, is located at 583 D Onnfrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 vANNFSSA DROVIEDO.FL327W TOTAL 33.0 psf V:09.05.02- 20500- 1 Uagn: nlarrtl AnarysD JUH FAIN* CAILL-LOKUGHSUVlNB4V HCS: 03.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A2 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to _ =___ ___=====Joint Locations=__________ = === This design is for an Individual building BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1)= 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 component and has been based on Information WEBS: 2x4 SP #2 positioned to provide equal unbraced 2) 6- 2-15 7) 32- 4- 8 12) 27- 0- 0 provided by the client. The designer disclaims 2x4 SP #3 1,10 segments OR 2x4 T-brace nailed flat to edge 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 asaresult of for information. anyresponsibilityincorrect faulty Or Incorrect Infornallon. 1pcc0lctllons MULTIPLE LOADS -- This designis the of web with w/3"x 0.120" nails spaced 8" o.c 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 and/or designs furnished to thetm"designer composite result of nwltiple loads. Brace must extend at least 90% of web length 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0 by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 141-0". ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as it may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125ntph, X-Loc Vert Horiz Uplift Y-Loc Type cific project and accepts no responsibility or H. 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 1498 44 -979 BOT PIN exercises no control With regard to fabrio- lion• handling. shipment and installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld e= Encl L= 40.0 ft W= 44.0 ft Truss n'P 43-10- 4 1452 0 -936 BOT H-ROLL trusses This truss has been designed as an Support 1 979# in END zone, TCDL= 4.2 psf, BCDL= 6: 0 psf Individual budding component In accordance with Support 2 936# Impact Resistant Covering and/or Glazing Req ANSI/TPI 1.1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: as part of the building design by a Building L/999 .. TC... FORCE... CSI ..BC... FORCE CSI Designer (registered architect or professional engineer) When reviewed o L=-0.13" D=-0.14" T=-0.27" ... 1- 2 -2797 0.46 15-14 2457 0.48 sign dingsprova showby n building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -2625 0.51 14-13 2130 0.40 musl be checked to be sure that the data shown T= 0.10" 3- 4 -2053 0.47 13-12 1858 0.37 are In agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1790 0.39 12-11 2130 0.40 local climatic records for wind or snow leads. project specifications or special applied loads. T= 0. 05" 5- 6 -1790 0.39 11-10 2457 0.48 Unless shown, truss has not been designed for RMB = 1.15 15 6- 7 -2053 0.48 storage or occupancy loads. The design assumes 7 - 8 -2625 0.52 compression chords (top or bottom) are conllnu- 8- 9 - 2797 0.52 ously braced by sheathing unless otherwise specified Where bottom chords In tenslon are not fully braced laterally by o properly opplied rigid ceWng, they should be braced at a maximum spacing of 10'-Q' o e. Connector plates shall be manufactured from 20 gauge hot dipped gahanUcd steel meeting ASfM A 653. Grade 40. unless otherwtse shout 17-0-0 11 10-0-0 17-0-0 Ilk I 2 3 5 7 g 9 FABRICATION NOTES Prior to fabncatlon, the fabricator shall review this drawing to verify that this drawing is In �- 6.00 6.00 conformance with the fabricators plans and to realize n continuing responslbliny for such veri- 4X6 3X4 4X6 fkollon Any dlscrepa[tcles are lobe put In writing before culling or fabrication Plato shoIl not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 3X4 3X4 dlocated neor plat- shall he on both faces of the Inns with nags fully Imbedded and shall be sym. "bout the joint unless otherwise shown. A 5x4 plate Is 5- wide x a- Iona A fiae plate b 6- 9-3-2 6X8 6X8 8-10-3 wide x 8- long Slots (holes) run parallel to Lite plate length specified Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes 0-4-3 are minlmum sizes based an the farces shown 0-4-3 and ntay need to be Increased for certain hand- Iing and/or erection stresses. This was Is not to be fabricated with fire retardant treated For 4X6 8XIO lumber unless olllenvUe shmvn. addltbnnl information on Quality Control refer to 8X10 8X10 8X10 4X6 ANSI/TPI I-1995 PRECAUTIONARY NOTES M All bracing and erection recommendations ore A to be followed In accordance with -Handling 44-0-0 11 Instnlling R Bracing(. HIB-91 Trussesare to I $ 14 13 12 11 1 be handled with particular care during handing and bundling. delivery and Installation to avoid 1498# 3.50" damage. Temporary and permanent bracing for holding trusses In a straight and plumb pars 1-0�0 ,� 44-0-0 1452/! 3.50" Ilion and for resisting lateral forees shall be (RO-11-1�1) designed and Installed by others. Careful hand- Wg 13 essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action for scale = 0.1489 trusses requires such temporary bncbng during installation between trusses to avoid toppling and esshalbomLnoLng nerthervontrolton erection of the persons trusses shallbethe Maronda Systems )jl WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: D"' g WO: WIN114 Truss ID: A2 wanes. experienced In Inn ton of u tshalllbe Dsgllr: TLY Clik• Date: 4-01-03 advice so g Professional advice shall besought If needed CONTRACTOR. Con=mtion of construction loads greater than the design loads shnll not be applied io BRACING WARNING: TC Lir•e 16.0 psr DurFae - Lbr: 1.25 trusses at any time. No goads other than the 4005 MARONDA WAY Dmcing shown on this drawing Is not erection bracing• wind bracing, portal bracing or slnmthr bracing TC Dead 7.0 psf DurFae - PIt: 1.25 weight of the ercetore shall be applied to all fastening anbracing SANF-ORD. FL. 32771 which Is a part of lire building design and which [trust be considered by the building destgnmer. Bracing BC Live Spacing: O.C.S n 24.atr P trusses until after (407) 321-0064 Fax (407) 321-3913 Is shown for lateral support of truss members only In reduce buckling length. Provisions must be 0.0 Psr g• Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified location determined by the building designer. Additlonalbractngof QC Dead 10.0 Design Criteria: TPI the overall swcturemaybe required. (See NIB-91of TPI) pSr LICENSE #0050068 f1'russ Plate Institute, TPI. Is located at 583 D'Onofdo Drive. Madison, WMcousln 537191 Code Dese: FLA 1005 VANNESSA DR.OVIEDOXI-32768 TOTAL 33.0 psf V:09.05.02- 20501- 2 Design: Malar Analysts JOB PATH: C.ITEE-LOK1JOBSIR'1,VB4V UCS. 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speelflcaltons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to ■ spe- clflc project and awepLs no responsibility or exercises no control wfit, regard to fabrica- llon, handlbmg, shipment and Installation of trusses This truss hit been designed as an Individual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building design by a Building Dofgner Iragislered architect or professlonal engineer). When reviewed for approval by the building destgner, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. loaf climatic records for wend or snow loads, project specifications or special applied lads Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are continu- ously braced by .1-thing unless otherwise speclBed Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling. they should be braced at a madmum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahantzed steel meeting ASfh1 A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In eonfornnnce with lime rabdenlors plans and to renllze a mnUnubtg responsibility for such ved. ficallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Wtalled over lumolholes. knots or distorted gmin. Members shag be cut for light Slung wood to wood bearing. Con. nector plates shall be located on both faro of the hiss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots fholes) run parallel to (lie plate length spedfled. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise sh- For additional mfonnallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and ercctlon recommendations are to be followed In accordance with "Handling butalling b Bracing'. HIB-91 T-cs are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding truss" in a straigln and plumb Pm - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing Is essential and erection bracing is allays required Normal precautionary action for trusses requires such temporary bracing during installation between lrvsses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Profess lonal advice shall be sought If needed. Conaenlmllon of construction lads greater than the design lads shall not he applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses unld after oil fastening and bractng is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14, MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D=-0.25" T=-0.49" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.13" RMB a 1.15 8-3-2 0A-3 WO: WINB4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced 15 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web aver 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W- 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 -5364 0.71 2- 3 -3264 0.65 3- 4 -2522 0.58 4- 5 -2325 0.43 5- 6 -2117 0.35 6- 7 -2120 0.35 7- 8 -1920 0.37 8- 9 -2189 0.46 9-10 -2679 0.50 10-11 -2827 0.48 ..BC...FORCE ... CSI 20-19 4902 0.78 19-18 4776 0.75 18-17 2875 0.42 17-16 2195 0.31 16-15 2406 0.37 15-14 2061 0.37 14-13 2211 0.39 13-12 2489 0.46 TI: A3 9TY:1 === -= ---===Joint Locations==========_==== 1) 0 0- 0 8) 29- 0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3) 9- 7-12 10) 38- 5- 1 17) 15- 0- 0 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094 BOT H-ROLL 15-0-0 14-0-0 15-0-0 l 2 3 5 6 7 9 10 tt 0 3.00 I 0-3-8 1, 1498# 3.50' 100 - (RO-II-I I) I EXCEPT AS SHOWN SX8 3X4 2X4 3X4 4X6 3.00 18 17 44-0-0 PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Marionda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNe55A DfLovieDO.Ft.71766 Q ., y,%D 4X6 14 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wbmd bracbmg, portal bracing or similar bracing which is a part of the buliding design and which must be considered by the building deslgmmer. Bracing sham is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specdled locations determined by the building designer. Additional bracing of the overall structure may be required (See IIIB-91 of TPI) IT-" Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madlson, Wisconsin 53719). 7-10-3 0-4-3 13 12 1498# 3.50" 100 (RO-I 1-1I) scale = 0.1457 Eng. Job: B Divg: Truss ID: A3 Dsgnr: TLY Chk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Lice 0.0 psf O.C. Spacing: 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf %/•no nc ne rincnn 11CS- 0.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION Thb design is for an Individual building component and has been based on information provided by the client. The designer disclaim any responsibility for dannnges as a result of faulty or Irconecl Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If lib Information as It my relate to a spe. cific project and accepts no responsibility or ecercbes no control with regard to fabrica- Ilon, handling, ship -1. and Installation of trusses. Thb truss has been designed as an Individual building eotnponenl In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the but Idbng design by ■ Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design landings shown must be checked to be sure that the data shown are b, agreement with the local building codes. local cllnatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads line design assumes compresslon chords (top or bottom) are continu. ously braced by sheolhing unless otherwise specified. Where bollmn chords In tension are not filly braced Literally by a properly applied rigid ceiling. they should be braced at a i aximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galmnimd sleep meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwhig I. In conformance with lire fabricator's plans and to ,-It. o continuing responsibility for such veri. ncatloa. Any dbcmpancles are to be put In writing before cutting or fabrication. Plates shall not be Installed over wwtholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A Qs8 plate Is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members Simi] meet at the cenlrold of the webs unless otherwise shown. Connector plate sins are minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection droves. This Iruss la not to be fabricated with fire retardant treated lumshown. ber unless otherwise sho. For additional InformnaUon on Quality Control refer to ANSI/TPI 1-1995 W, :1*7_i1j1[*]►rc\yL[Qi*� 1 NI bracing and erection recommendations arc to be fouowed In accordance with -Handling Installing & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- i ilion and for resisting lateral forces shall be designed and mate Bed by others Careful hand. ,;ling is essential and erection bracing Is always required. Normal premutlonary action for .trusses requires such temporary bracing during .Installation between trusses to avoid toppling Innd donrinoing The supervision of erection of trusses shall be under the control of persons tesperieneed N the Installation of trusses Professlorml advice shall be sought If needed yConcentratlon of construction loads greater irhrin the design Inads shall not be applied to Simsses at any tine. No Inds other than the twelght of the erectors shall be applied to ' trusso until after all fastening and bracing -b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 940# MAX LIVE LOAD DEFLECTION: L/999 L=-0.14" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.05" RMB = 1.15 8-3-2 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2828 0.44 2- 3 -2680 0.46 3- 4 -2190 0.42 4- 5 -2144 0.54 5- 6 -2144 0.54 6- 7 -2190 0.43 7- 8 -2680 0.47 8- 9 -2828 0.49 ..BC ... FORCE ... CSI 16-15 2489 0.46 15-14 2209 0.36 14-13 1915 0.33 13-12 1915 0.33 12-11 2209 0.36 11-10 2489 0.46 TI: A4 QTY:1 = _== _=====Joint Locations=====__= _ ==== 1) 0- 0- 0 7) 33- 8- 8 13) 22- 0- 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 4) 15- 0- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -984 BOT PIN 43-10- 4 1451 0 -940 BOT H-ROLL 15-0-0 Ilk 14-0-0 15-0-0 11 1 2 3 5 7 8 9 6.00 SX8 2X4 SX8 -- 0 -� D,+iU aAtU 4X6 8XIO 8X10 4X6 44-0-0 7-10-3 0-4-3 '16 15 14 13 12 11 1 . 1498N 3.50" -0 � 1452N 3.50" 1-0-0 (RO-Il-I I) I � 44-0-0 EXCEPT AS SI10%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 scale = 0.1489 (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- #0050068 1003 vANNFSSA DR0LIEDOXI-32766 Dengri: Afdrdr Annlpsis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not emcUon bracing, wind bracing, portal bracing ar similar bracing which is a pan of the building design and which must be consldcred by Uie building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provlslos i„usl he made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be retptlred. (See HIB-91 of TPI) frmss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKUOBS11WA 411 Eng. Job: Dlvg: Dsgibr: TLY Cltk: W Truss ID: A4 Date: 4-01-03 TIC Live 16.o psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .05.02- 205 3- 11CS. 03.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based an Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the eUent and the correctness or accuracy of this Information as It may relate to a spe- eU1e project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/IPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cbmatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at ■ maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hat dipped galvanized steel ineetlrng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibWly, for such ven- ficatlon. Any disomponcles are to be put In writing before culling or fabrication. Plates shall not be Imlallal over knotholes. knot, or distorted grain. Members shall be cut for light filling wood to wood bearing. Con - nectar plates shot[ be located on loth faces of the truss with nalis fully hnbedded and shall be gym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 0s8 plate is 6' wide s 8- long Slots (holes) run parallel to the plate length specified Double cuts on web mennben shall meet al the cenimid of the webs unless otherwise shmvii Connector plate sizes are minlmum sizes based on the forces shown and may need to be Increased for certain hand. Wig and/or election stresses. This truss is not to be fabricated with fire retardant treated lumber unless olherwvise sh-,. Far additional (nfomtalion cot euainy Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES NI bracing and erection reeonunendallons are to be followed In accordance with 'Handling litstalling A Bracing'. HIB-91. Trusses are to be handled with panlcutar care during banding and bundling, delivery and Installation to avoid damage Temporary and pennanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting Lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precaullonary action for trusses requires such lempomry bracing during Installation between trusses to avoid toppling and dontinoing The supervision of erection of trusses shall be under the control of persons expeneneed In the Installation of busses Professlonal advice sliall be sought if needed. CanaenlmlIon of conslrucllon loads greater than Ilse design loads shall not be applied to trusses at any Mile. No loads other than the weight of the erector,, shot] he applied to trusses until after at[ fastening and bmcing to completed JB: WINCHESTER B 4 AC: 1 Oft UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,4,6 13 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W. 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Inipact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.14" RMB - 1.15 T 7-3-2 0-4-3 Tr� I WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace (trust extend at least 90% of web length 2x6 Brace required on any web over 14'-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 978# Support 2 1039# ..TC... FORCE ... CSI 1- 2 -5380 0.73 2- 3 -5324 0.85 3- 4 -2785 0.54 4- 5 -2753 0.42 5- 6 -2448 0.36 6- 7 -2452 0.38 7- 8 -2062 0.42 8- 9 -2368 0.60 9-10 -2808 0.63 ..BC ... FORCE ... CSI 18-17 4907 0.71 17-16 2980 0.64 16-15 2435 0.51 15-14 2846 0.45 14-13 2339 0.45 13-12 2457 0.46 12-11 2460 0.47 TI: A5 9TY:1 =_ -= -----===Joint Locations=============== 1) 0- 0- 0 7) 26- 1- 3 13) 31- 0- 0 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2- 6 3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 119 -978 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL 13-0-0 18-U-0 13-0-0 11 1 2 3 5 6 7 9 1 6.00 6 0000 5X8 3X4 2X4 6X8 dx6 3.00 1I 3.00 6-10-3 0-44-3 1 0-3-8 I� 4-0-0 1, / 12-10-14 1, 4-0-U 22-9-10 18 1498# 3.50" 17 16 LS l4 13 12 Il 1-0-0 °too 44-0-0 1498# 3.50" (RO-11-I1) EXCEPT AS SIIO%VN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (R0-11-11) scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eq. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: A5 CONTRACTOR. BRACING WARNING: Dsgifr: TLY Clik: Date: 4-01-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drmving is not erectlon bmcing, wind bracing. portal bracing or simdar bracing which is a par of the building deslot and which must be considered by the budding designer. BracingSpacing: TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321.0064 Fax (407) 321-3913 shown is for lateral support of truss embers only to reduce buckling length. Provisions be mmna 13C Live 0.0 p rr O,C, Ssf p g: 24.0 TOMAS PONCE P.E. made to anchor lateral brachigat ends and specified locations determined by the building designer. Additional bmcing of the memU structure niay be mqutred. (See H1D-91 of TPI). g(' Dead d IUO psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofno Dri". Madison. Wisconsin 53719). ,.1 Code Dese: FLA 1005 VANNFSSA Da.OVIEDOYL-32766 TOTAL 33.0 psf V:09.05.02- 20504- 11CS: 03.20.02 JB: WINCHESTER B 4 Al.: IU1r UYLIFI V.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the ellenI. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the cormclness or accuracy of this Information as It may relate to a spe- eifle project and accepts no responsibility or exercises no control with regard to fabrlcn- Lion. handling. shipment and Installation of lru sses This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englncer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In nftreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied kaads. Unless shown. truss has not been designed for storage or occupancy bads. The design assunnes compression chords (top or bolloml are continu. ously, braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rtgld telling, they should be braced at a maxlmwn spacing of 10'•01 o.c. Connector poles shall be manufactured from 20 gauge hot dipped gahnnlzed steel meeting ASTM A 653. Gmde 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to venry that this dmwing Ia in conformance with the fabrinlols plans and to realize a continuing responsibility for such veri- fication. Any diserepnncles are to be put In walling before culling or fabrication Pi shall not be Installed wer knotholes. knots or distorted grain. Members shall be cut for Light filling wood to wood hearing. Can - nectar pla s shall be 10 tcd an both laces of the truss with nods fully Imbedded and shall be sym. about lhejolnl unless otherwise illowwn. A 5x4 plate is 5- wide x 4- long A Exll gable is w wide x B- long, Slots (holesl run parallel to the plate length specified. Double cuts on web mambos shall meet "I Ilm een1mid of lire welu unless otherwise shown. Connector plate sizes are minhnum sizes based on the forces shown and nmy need to be Increased for certain bond. ling and/or erection stresses. This law is not to be fabricated with fire retardant Irented lumber unless atshownherwe shown For additional Information on Quality Control refer to ANSI/T'PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recontrnenelallons art to be followed In accordance uilh'HandWmg Installing & Bracing•. IIIB-91 Trusses are to be handled with particular care during banding and bundling. dell"ry and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for resoling Lateral forces shall be designed and Installed by others. Careful hand - Will Is essential and erection bmcing Is allays required. Normal precaullonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domfooing. The supervision of erection of trusses shall be under the central of persons experienced In the Installation of tiwSo Professional advice shall be sought If needed. .Concentration of construction Inds greater than the deslgin loads shill not be appUed to muses at any time No bads other than lire weight of the erectors shalt be appUed to trues untll aflcr all fastening and bracing Is campbled. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000# Support 2 943# MAX LIVE LOAD DEFLECTION: L/999 L--0.15" D--0.16" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB = 1.15 '15 1498# 3.50 11-0-0 (R0-11-11) I io EXCEPT AS SHOWN 14 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14n-0". WndLod per ASCE 7-98, C&C, V= 125niph, He: 23.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft We: 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -2811 0.62 2- 3 -2360 0.58 3- 4 -2057 0.44 4- 5 -2442 0.45 5- 6 -2057 0.44 6- 7 -2360 0.59 7- 8 -2811 0.63 ..BC...FORCE ... CSI 15-14 2462 0.47 14-13 2459 0.41 13-12 2399 0.43 12-11 2399 0.43 11-10 2459 0.41 10- 9 2462 0.47 4X6 3X4 6YR AVr 0AlU 44-0-0 PLATES ARE TL20 GA TESTED PER ANSI/Till 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO F1.327515 Design: Afaidr Analysis YVAK14INU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shaves on this drawing is not erecllon bracing. wind bracing, portal bracing or similar bmcing which is n part of the building design and which must be considered by the building designer Bmdng shown is for Lateral support of truss members only to reduce buckling length. Provisions uwsl be mnde to anchor lateral bmcing at ends and speeined locations determined by the building designer. Additional bracing of the merall structure may be required. (See HIB-91 of TPII. frruss Plate Institute. TPI, is locnled at 593 D'Onofrio Drive. Madison. Wisconsin 537191 TOTAL 8XI0 TI: A6 61TY:1 __ === -- ===Joint Locations=============== 1) 0- 0- 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0 3) 13- 0-'0 8) 44- 0- 0 13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 76 -1000 BOT PIN 43-10- 4 1452 0 -943 BOT H-ROLL Eng. Job: Dwg: Dsgitr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 Dsf 6.00 1 3X4 6-10-3 04-3 4X6 1452# 3.50" scale = 0.1489 Truss ID: A6 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA JOB PATH: C.'ITEE-LOKUOBSIIl1NB4V 11CS.- 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A7 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to _= =====Joint Locations=== _ __ ========_ This design isfor an individual building BOT CHORDS: 2x6 SP #2 I ® either edge of webs) shown. Bracing MUST be 1) 0-0- 0 7) 33- 0- 0 13) 17- 2- 6 component and has been based on tnfomhatlon WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2,4,6,8,9 segments OR 2x4 T-brace nailed flat to edge g 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 faulty or incorrect Information. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 and/or designs furnished to the truss designer composite result of multiple loads. Brace mist extend at least 90% of web length 5) 21- 2- 6 11) 33- 0- 0 by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14'-0". 6) 27- 1- 3 12) 21- 2- 6 ofthis infor,nauonasitmay relate toaspe- clficprotectandtrxeptsno slbri continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V- 125raph, ----MAX. REACTIONS PER BEARING LOCATION----- regard - exercises no control with regard to fabrtca- H. 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. EnCl L= 40.0 ft W= 94 ft Truss X-LOC Vert Horiz Uplift Y-L.00 Type lion, handling. shipment and Installation o! trusses This truss has been designed as an Support 1 1005# .0 in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf 0- 1-12 1498 70 -1005 BOT PIN 43-10- 4 1498 0 BOT Individual building component In accordance with Support 2 1041# Impact Resistant Covering and/or Glazing Req -1041 H-ROLL ANSirrpl 1.1995 and NDS•97 to be Incorporated MAX LIVE LOAD DEFLECTION: as part of the building design by a Building professional Designer lrWh L/999 ..TC...FORCE ... CSI ..BC...FORCE ... CSI l cdfota When h engineer). • When rthewed for by L=-0.30" D=-0.31" T=-0.62" 1- 2 -5443 0.78 16-15 4985 0.77 loadings bulking designer, the design la dbhrp shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3056 0.90 15-14 4534 0.75 must be checked to be sure that the data shown T= 0.28" 3- 4 -3379 0.68 14-13 2691 0.48 are In agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -2901 0.41 13-12 3492 0.58 local climatic records for wind or snow loads. project specifications or special applied loods. T- 0.14" 5- 6 -2906 0.50 12-11 2714 0.60 Unless shown. truss has not been designed for RMB = 1.15 6- 7 -2224 0.44 11-10 2456 0.57 storage or occupancy loads The design assumes 7- 8 -2532 0.52 compression chords (top or bottom) are conlinu- 8- 9 -2791 0.55 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid ceWng. they should be braced at a maxbnum spacing of 10'-0- o.c. Connrctor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication. the fabricator eholl review this drawing to verify that this drawing is In confonnance with the fabricators plans and to realize a canlinubrg responsibility for such veri- Ilk11-0-0 22-0-0 11-0.0 nmtion. Any discrepancies are to be put In1 2 4 5 6 writing before cutting or fabrication. 8 9 Plates shall not be lnsta6ed over knotholes. knots or distorted grain. Members shall be cut r 6.00 for light filling wood to wood Ixartng Con- nector plates shall be located on both race, of 5X8 3X4 6X8 3X4 4X6 the truss with join fully Imbedded and shall be sym. about the joint unlessotherwise shown. A --rr-- q 5<4 plate 1, 5- wide x 4' long. A 6.8 plate is 6' hide x 8- long Slots (holes) nun parallel to 2X4 the plate length specified Double cuts on web 3X6 members shall meet at the cenlrold of the webs 6-3-2 5-10-3 unless otherwise shown Connector plate sizes sizes minimum slztensed the famesShawn d for certain hand- and nnny need to be Increased ling Thb truss b 04-3 0-4-3 and/or erection stresses not 8X I O 4X6 8X 14 to be fabricated with fire retardant treated lumber unless otherwise shoves. For additional 6X8 1-0-0 8X10 T Y Information on Quality Central refer l0 8XIO 4X6 1 ANSI/TPI 1-1995 3.00 J 1 -3.00 PRECAUTIONARY NOTES 0-3-8 it NI bracing and erection recommendations are P1 to be followed In accordance wllh'Handling 4-0-0 L, 12-10-14 1, 4-0-0 22-9-10 InslaWng d Brocing'. HIB•91. Trusses are to be handled with particular care during banding 6 15 14 13 1 11 1 and bundling. delivery and Installation to avoid 1498# 3.SU" dame e. Temporary and permanent g po ry le g for holding musses N o straight and plumb pea- 1 "�'O ,J ` 1498# 3.50" 1, and for resisting lateral forces shell be (RO-11-11) 44-0-0 designed and Installed by other Careful thand• desiIliongned (RO-11-11) ling is essential and erection bracing b always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precoutlonary oction for scale = 0.1457 trusses requires such temporary bracing during installation between lrussestoavoidtoppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. doh: B and domtnoing. The supervision of erection of wssn snail be under the control o! persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DW : g Truss ID: A7 experienced In the Installation o! losses. Professional advice shall be sought if needed. CONTRACTOR. D$gnr: TLY Citk: Date: 4 O 1-03 Concentration of construction loads greater than 'he Inds not benppbed to BRACING WARNING: 4005 MARONDA WAY TIC Live 16.0 psf DurFac - Lbr: 1.25 tdesign loves al any lone. No loads other limn the any time. No weight of the erectors shall be applied to SANFORD. FL 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracbrg which is o pad of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 lasso until after all fastening and bracing (407) 321.0064 Fax (407) 321-3913 is shown for lateral support or truss members only to reduce buckling length Pro•blons must be BC Live 0.0 p$f stg O.C. Spacing: 24.0" p is cuunpleted. TOMAS PONCE P.E. node to anchor lateral !racing at ends and specified locations determtned by the building designer. Add¢mnal bracing the BC Dead O.0 1 $ f Design Criteria: TPI LICENSE #0050068 of overall structure may be required. (see Hie-9i or wn. rrnhss Plate Institute. TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). P .1 Code Desc: FLA IOOS VANNE Sl1 DR.OVICDO.Ra2700 TOTAL 33.0 psf V409.05 02- 20506- Design: A10111.1' An0gtrrt JOB PATH: C:ITEE-LOXUOBSIIVINB4V HCS- 08.2002 DESIGN INFORMATION This design Is for on Individual building component and has been based on Information provided by the client. The designer dtsclalms any responslb8lly for damages as a result of faulty or htcorteel Information, specifications and/or designs furlshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responslbWty or exercises no control with regard to fobriea- Uan. handling, shipment and Installation of trusses. This truss has been designed as an 1ndNlduaI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan, of the building design by a Building Designer (registered architect or professlonal engineer). When reviewed for approval by the building deslgrner, the deign loadings slimvn must be checked to be sure that the data shown am In agreement with the loot building codes, local climatic records for wind or snow Inds, project specifications or special applied loads. Unless shown, truss has riot been designed for storage or occupancy loads. Time design assumes compression chords (top or bottom) arc conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a u a hnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shoum FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing U In conformance with the fabrkmior's plons and to rcallze a continuing responsibility for such verl. ficatlon Any discrepancies are to be put in writing before culling or fabrication. Plates sla0 not be WtaBcd over knotholes. knots or distorted pain Members site if be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate Is 5- wile x 4- long A 6x8 plate is C,- wlde x 8- long Slots (holm) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise slim" Connector plate sizes are minimum sizes based on the force showri •nd may need to be Increased for certain hand. [big and/or creation stresses 71ils truss isnot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection reconnmendatlons are tabe followed In accordance with 'Handling Iolling & Bracnnl(. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and In3ts9atlon to avoid damage. Temporary and pernoneril bracing for holding trusses In a atmlghl and plumb pos. Itlon and for resisting Lateral forces stall be designed and Installed by others Careful hand- ling is essential and emcUon bracing is ah nys required. Normal precautionary action for trusses requires such temporary bracing during instal laLion between tnlsses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons esperiericed In the Installation of Irussn. Professional advice shall be sought U needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any Ihme. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x6 SP WEBS: 2x4 SP 2x4 SP AC: 10# UPLIFT D.L. #2 #2 #3 #2 3,4,6,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1003# Support 2 944# MAX LIVE LOAD DEFLECTION: L/999 L--0.19" D=-0.19" T--0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.06" RMB = 1.15 r 6-3-2 0-4-3 Ty� I n 2 00 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, Ira 1.00, Exp.Cat. B, Xzter 1.0 Bld Type. Encl L. 40.0 ft Wer 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -2782 0.53 2- 3 -2520 0.50 3- 4 -2212 0.41 4- 5 -2924 0.47 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 ..BC...FORCE... CSI 14-13 2449 0.52 13-12 2697 0.55 12-11 2697 0.55 11-10 2449 0.52 TI: A8 9TY:1 ====Joint Locations======_======== 1) =_0-_ =0- 0 6) 27- 6- 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- 0 5) 22- 0- 0 10) 44- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1003 BOT PIN 43-10- 4 1451 0 -944 BOT H-ROLL 4X6 3X4 6X8 IX4 eve onsv 8X1U 114 z _ 1498# 3.50" 11 0-0-0 (RO-11-11) I 14 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: dfmn.r Annhsis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only In reduce buckling length. Prmislons must be made to anchor lateral bracing at ends and specified locations deterdned by the building designer Additional bmchmg of the m-era8 structure may be required. IS" HIB-91 of TP1). (Truss Plate Institute. TPI, is located at 583 D'Onofrla Drive. Madison. Wisconsin 537191 JOB PATH' C.ITEF--LOKUORSIIVIN84V 8X10 11 0 T 5-10-3 0 4-3 4X6 11 1452# 3.50" scale = 0.1489 Eng. Job: WO: WIN84 D%vg: Truss ID: A8 Dsgiv: TLY Chk: Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01r BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 05.02- 2050 - 1 HCS: 08 20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, speclflcatlons and/or dmIg 3 furnished to the truss designer by the client and the correctness or accuracy Of this Information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrica- tion. hnndling. shipment and mslallallon of tm sm. This truss has been designed as an trulMunl budding component In accordance with ANSI/TPI I.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered nrchllect or professional engineer) When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shmm are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specNed where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a marbnnum spacing of 10'-0- o e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfM A 653, Grade 40. unless otherwise shaven FABRICATION NOTES Prtor to fabrication, the fabrenlor shall review this drawing to vertfy that this drawing Is In conformance with the fabricator's plans and to realise a continuing responslblllly for such wen. Bcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed aver knotholes, knoll or distorted gram Mernbers shad be cut for light flitting wood to wood bearing. Can. neclor plates shall be located on both faces of the truss w1lh nabs fully Imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate Is 5- wade x 4' long. A 6x8 plate is 6' wide x 8- long. Slots Iholm) run parallel to the plate length spect,led. Double cuts on web member shall meet at the cenlruld of the webs unless otherwise shown. Connector plate sizes are mmlmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mrormalion on Quality Control refer to ANSIPMI 1-1995 PRECAUTIONARY NOTES NI bracing and erection mcomnrendallorls are to be followed In accordance with -Handling InslaWng & Bracing. HIB-91. Trusses are to be handled with pnrUcubr care during banding and bundling• delivery and Installation to avoid damage Temporary and pennanent bracing for holding trusses In a straight and plumb pos. r!Hoes and for resisting lateral forces shag be lmigned and Installed by others. Careful hand- ling is essential and erection bracing In always required Normal precautionary action for trusses requires such temporary bracing during hlslallallon between trusses to avoid toppling and dommomg The supen•islon of erection of trusses shnll be under the control of persons experienced In the Installation of trusses. professional advice shad be sought If needed. Concentmllon of construction loads greater than the design loads shad not be applied to t russets at any Ilrne No loads other lhnn the rvelghl of the erector shall be applied to I— unit, after ail fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 9,11 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1043# MAX LIVE LOAD DEFLECTION: L/999 L--0.37" D=-0.39" T--0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.15" RMB = 1.15 Q T 5-3-2 04-3 6X3 3.00 I 0-3� 19 1498# 3.50' 1-0-0-0 (110- It 11)) I EXCEPT AS SHOWN WO: WIN84 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI 1- 2 -5382 0.66 2- 3 -3342 0.56 3- 4 -3041 0.46 4- 5 -4339 0.51 5- 6 -3538 0.52 6- 7 -3291 0.50 7- 8 -3291 0.58 8- 9 -3291 0.58 9-10 -2632 0.45 10-11 -2840 0.47 4X6 3X4 3X4 ..BC ... FORCE ... CSI 19-18 4919 0.75 18-17 4480 0.71 17-16 3764 0.62 16-15 4489 0.69 15-14 3544 0.58 14-13 2307 0.40 13-12 2507 0.46 3X4 3X6 RYA TI: A9 CITY:1 __- -- =c:c: =Joint Locatio=== ns===__==_ __ == 1) 0-0- 0 8) 28- 1- 3 15) 21- 2- 6 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 3) 9- 0- 0 10) 39- 0-12 17) 9- 0- 0 4) 13- 1- 3 11) 44- 0- 0 18) 4- 3- 8 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13) 35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 85 -999 BOT PIN 43-10- 4 1498 0 -1043 BOT H-ROLL cva 0 f-u-U 8X10 8X10 4X6 13.00 44-0-0 PLATF,S ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSF #0050068 1005 VANNES A D0.OVIEDoxi-37766 Design: Maids Analysis 4X6 T 0-41-3 4 14 13 12 1498N 3.50" (Res-11-11) scale = 0.1457 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. ,lob: D"•g: Dsgnr: TLY Clfk: WO: WINW Truss ID: A9 Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown art this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is n psr of the building design and which must be considered by the building designer. BracingO,C, TC Dead 7.0 psr DurFae - Pit: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf Spacing: 24.Orr Sr'laClrl mN ade to anchor Literal bracing M ends and speaed locations determined by the budding designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPIf RC Dead d 10.o psr Design Criteria: TPI (Truss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ,,1 Code DeSC: FLA TOTAL 33.0 psf V:09.05.02- 20508- 5 JOB PATH:C. IIEE-LOKV0831147NB4V HCS. 03.20.02 I I JB: WINCHESTER B 4 AC: 104 UPLIFT D.L. WO: WINB4 WE: TI: B ATY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclflcallory and/or designs furnished to the truss clw g r by the client and the correctness or accuracy Of this Information as It may relate to a spe- cific project and accepts no responsibility or exem'ses no control with reprd to fobrtcn- tlon. handling, shipment and Installation of trusses. This truss has been designed as an IndlvlduaI building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns part of the building design by a Building Dnlgner (registered orchllect or prafesslonal engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the 1=1 building codes. local chaotic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss fins not been designed for storage or occupancy loads. The design assumn compression chords (top or bottom) are conilnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgld ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plain shill be nnonuractured froin 20 gauge hot dipped galvanized steel mectbng ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revlew this drawing to verify that this drawing Is bra conformance with the fubricalor's plans and to realize a continuing tesponslbllly for such veri- fication. Any discrepancies ore to be put In writing before cutting or fabricalon. Plain shall not be Wtalled over lunotholes. knots or distorted grain. Mennbers shall be cut for light filling wood to woad bearing. Con- ned., plain shall be located on both fncn of the truss with nnils fully Imbedded and shall be sym. about the Jomt unless otherwise shown A 5x4 plate is 5' wide x 4' long A &<8 pL to is 6' wide x B' long Slots (boles) run parallel to tine plate length specified Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minbnum slzn based on the forces shown and cony need to be Increased for certain hond- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treatedm luber unless otherwise shown For additional Infoonatlon on Quality Contend refer to ANSI rMl I.1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with'llandling Installing A Bracing'. HIB-91. Tnrssn arc to he handled with particular care during banding and bundling, delivery and bnslnilalion to nvold damage. Tan pornry and perm-ent bracing for holding Irussn In a straight and plumb pos- Illon and for resisling Lateral forces shall to designed and Installed by others Careful hand- ling is essential and erection bracing is ohvays required. Normal precautionary nctlon for lasses requires such temporary bracing during Instalalion between trusses to avoid toppling and dom Inning. The supemislon of erection of trusses shnll be under the control of persons -perienced In the Instalb lion of trusses. Professional advice shall be sought If needed. Concentration of constnnctlon loads greater Than the design loads shall not be applied to trussn at any unto. No loads other than the welgM of the erectors shall be applied to losses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 946# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.27" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB = 1.15 T 5--3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mmph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC...FORCE...CSI 1- 2 -2838 0.46 2- 3 -2630 0.43 3- 4 -3228 0.55 4- 5 -3558 0.58 5- 6 -3558 0.58 6- 7 -3228 0.55 7- 8 -2630 0.45 8- 9 -2838 0.47 ..BC...FORCE ... CSI 16-15 2506 0.46 15-14 2305 0.40 14-13 3258 0.51 13-12 3258 0.51 12-11 2305 0.40 11-10 2506 0.46 -- == =-- --=Joint Locations..===__________ 1)0- 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 35- 0- 0 6) 28- 6- 0 12) 28- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- x-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1005 BOT PIN 43-10- 4 1452 0 -946 BOT H-ROLL 9-0-0 k 26-0-0 9-0-0 Ilk 1 2 1 4 5 6 1 8 9 6.00 Q 5X8 3X4 6X8 3X4 5X8 qAD 4AD SXIU . 4X6 8X10 4X6 4X6 44-0-0 T 0-4-3 4-10-3 1 1 '16 l5 14 13 12 1I Id 1498# 3.50" 1452// 3.50" 1-0-0-0 � 14 44-0-0 (RO-II-11) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TPI 1-1995 scale = O.1489 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`5'g: I Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: TLY Ctilt: Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bmcing shown on this dnwing is not erection bracing. wlnd bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD. FL. 32771 Fax which is a pan of the building design and which must be considered by the building designer. Bracing shoe is for lateral support truss buckling BC Live 0.0 sf lies O.C. Spacing: 24.0 (407) 321-(10(v1 (407) 321-3Q13 TOMAS PONCE P.E. of members only to reduce length. Prml3lons must be Ppo v B lSt amide to anchor lateral bracing at ends and specified locations determined by the bulldbng designer. Additional bracing of the wenllstructure may berequired. ISceIIIB-91ofTPn P QC Dead 10.0 Psr Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Ditve. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNFSSA DP-OVI6DO.FL32766 I I TOTAL 33.0 Psf V-.09.05.02- 20509- 1 Design: Afafnr Annfyrir JOB PATH: C:ITEE-LOXUOBSIBIN8411 HCS: 03.2002 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: B1 QTY-2 DESIGN INFORMATION flab design is for an individual building component and has been based on Information provided by the chent The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or nccumey Of this information as It may relate to a spe. clflc project and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling. shipment and Wtallallon of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregstered architect or profess lonal engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local chrnatic records for wind or snow loads. project specifications or special apphed Ioads Unless shown. truss has not been designed for slonlge or occupancy loads The design nssumes compression chords hop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at n maximum spacing of 10'.0' o c. Connector plates shall be manufactured from 20 gouge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Bcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plolrn shah not be installed over knotholes. knots or distorted grain Members shall be cut for light fining wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6x8 plate is 6' wide x 6- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses This truss b not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance With 'Handling Installing & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for misting lateral forces shall be designed and installed by others. Careful hand. ling V essential and erection bracing Is allays required. Narnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervlslon of erectlon s of trusses shall be under the control of person experienced in the Installation of trusses. Profession.I advice shag be sought If needed. Concentration of construction loads greater Than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing 1.completed. TOP CHORDS: 2x8 SP #1 D 2x4 SP #1 D 1,6 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 10,12 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/999 L--0.49" D--0.51" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.16" RMB - 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, i- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 40.0 ft W. 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -11813 0.60 18-17 10785 0.63 2- 3 -8935 0.42 17-16 9919 0.59 3- 4 -12580 0.27 16-15 8086 0.52 4- 5 -12601 0.27 15-14 14188 0.81 5- 6 -14332 0.30 14-13 11206 0.68 6- 7 -9730 0.22 13-12 10784 0.63 7- 8 -9732 0.22 12-11 5697 0.37 8- 9 -6371 0.28 11-10 5648 0.32 2-PLYS REQUIRED ----=-=Joint Locations=====_____----= �c__- 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3095 0 -1364 BOT PIN 43-10- 4 3091 0 -1364 BOT H-ROLL 7-0-0 k 30-0-0 7-0-0 1 2 A 4 5 6 7 9 1OX10 1OX10 6X8 12X12 1OX10 1OX10 Q 3X6PIA 4-3-2 04-3 1 8X10 X6 4X10 8X10 4X10 1-0-0 8X10 8X10 3X4 4X6 3.00 I 3.00 0-3-8 T 04-3 3-10-3 T7� I 4-0-0 k 12-10-14 k 4-0-0 k 22-9-10 8 'Il7 16 15 14 13 12 11 1 3096# 3.50" 3091# 3.50" too la 1 44-0-0 �1-0-0 (RO-ll-11) 4301/ 43011 I (RO-11-11) EXCEPT AS SHOWN PLATES ARI TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B1 y CONTRACTOR. Dsgnr: TLY chk: Date: 4-03-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shwa on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psr DurFac - PIt: 1.25 SANFORD, FL. 32771 which U a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss buckling length BC Live 0.0 r O.C. Spacing: 24.Onn (407) 321-0064 Fax (407) 321-3913 support of mcmbcm only to reduce Novlslons nwst be made to anchor lateral bmeing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the Overall structure may be requlmd. (See HIB-91 of TPI). BC Dead 10.0 P sf Code Desc: FLA LICENSE #0050068 Crrass Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison, Wisconsin 537191 1005 VANNESSA DRDVIEDD.FL32769 TOTAL 33.0 psf V:09.05.02- 20589- 5 Design: Afarri.r Analysis JOB PATH: C-ITEE-LOKlJOBS1tVlNB4V HCS. 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any resporm I Willy for damages os a result of faulty or Incorrect Information, speelfleallons and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to ■ spe- e81c pmjecl and accepts no responsibility or exercises no central wllh regard to fabriw- Lion. handling, shipment and Wtallatlon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer Ireglstered nrahfleet or professlorwl engineer) When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement Mill the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads Unless shown. (nos has not been designed for storage or occupancy Inds. The design assumes compresslon chords (top or bottom) are con(Inu- ously braced by sheathing unless otherwise speclned. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maatnmm spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel nx tIng ASTM A 653. Grade 40. unless otherwise shmvn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In confommnce vllh the fabricator's plans and to realize o continuing responsibility for such veri- Hcollon. Any discrepancies are to be put In willing before cutting or fabrication. Plates shall not be hutatied wer knotholes. knots or distorted grain. Member shn8 be cut for tight Htltng wood to wood beat ring Con- nector pines shall be located on both fain of the tress with nails fully Imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate is 5' wide x P long A 6.x8 plate is 8' wide x 8' long Slots (holes) in pnm llel to the plate length specified. Double cuts on web members shall meet at the centrald of the webs unless olhemise shown Connector plate sizes are minhnurn sizes based on the forces shown and may need to be Increased for certain hond- ling and/or erection stresses. This truss is not to be fabricated with We retardant treated Lumber unless otherwise shown. For additional Information on Buallly Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with -Handling Installing S Bmcing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and perinanau bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essenllal and erection bmcing Is always required. Normal precautionary action for trusses requires such temporary bracing during Inslallallon betw"n trusses to avoid toppling and dommotng The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Prafesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the ereclon shall be applied to trusses unit) after all fastening and bmcing Is completed JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS- 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSS! fasten w/3"X 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1372# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LAAD DEFLECTION: T= 0.07" RMB a 1.00 1 2 6.00 4-3-2 0-4-3 �.�., WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125rrph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 54.0 ft W- 44.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6375 0.29 16-15 5653 0.42 2- 3 -6290 0.27 15-14 5620 0.48 3- 4 -9291 0.39 14-13 9438 0.75 4- 5 -10551 0.41 13-12 9438 0.75 5- 6 -10551 0.41 12-11 5620 0.48 6- 7 -9291 0.39 11-10 5653 0.42 7- 8 -6290 0.27 8- 9 -6375 0.29 2-PLYS REQUIRED G 6X12 4X6 Rxjn dvG OALU 4X6 8X10 '16 15 14 13 3093# 3.50" II-o-O-O (RO-11-11) I 44-0-0 430# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 2 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bmebng. portal bracing or similar btacbng which is a part of the building design and which must be ceroldered by the building d.Wc,. Bracing shmvn is for lateral support of truss members only to reduce buckling length Provislons must be made to anchor Literal bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB-91 of TPI) (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 TI: B2 QTY:2 _ =0 ==Joint Locations== ===_======= 1)=_ 0_0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0 12) 29- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 44- 0- 0' BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3093 0 -1364 BOT PIN 43-10- 4 3047 0 -1372 BOT H-ROLL T 1 0-4-3 3-1I0-3 1 4X6 4X6 �1L. T- IL 1 3047# 3.50" 430# ' scale = 0.1489 Eng. Job: WO: WINB4 D%v-g: Truss ID: B2 Dsgdtr: TLY Cltk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V•09.05.02- 2051 1- 1 11CS. 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- ctnc project and accepts no responsibility or exercise no control with regard to fabrt-. tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building code. local climatic records for wind or snow loads. project specifications or special applied lads. Unless shown. truss has not been deigned for storage or Occupancy loads. The deign assumes compression chords (lop or bottom) are conitnu. ously braced by sheathing unless otherwise slwcdled. Where bottom chords In tendon are not fully braced laterally by a properly applied rigid telling. they should be braced at a mmmium spacing of 10'.0' o e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless Otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall nninv this drawing to verify Ihat this drawing is in conformance with the fobrl-t.r, plans and to rcall7e n continuing responsibility for such veri- fication. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be installed Over Waolhole. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing Con- nector plate shall be located on both faces of the Lruss with nails fully Imbedded and shall be m sy. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long A 6x8 plate Is 6' wide x 9- long Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sbzes are minimum sizes based on the forces shown and may need to be Lnerased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional blfonOallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -liandling Immlling d Bracing, HIB-91. Trusses are to be handled with particular are during banding and bundling, dellvery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas Ilion and for resisting lateral forces shag be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required Nomml precaulionnry action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnob,g. The supervision of erection of Irusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction lads grater than the design lads shall not be applied to lmsse-s al any line. No load. other tinnn the weight of the erectors shall be npphcd to trusses until after all fastening and bracing Is vmpletcd. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 4-3-5 0-3-15 1 —F WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CRC, V- 1251»ph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W. 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: H 9TY:3 = _ ____= ==Joint Locations=====--======== 1)0- 0-0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 11 1 2 3 r424 3-9-15 I 1 Ilk 9-10-13 5 4 209# 4.95" t, 423# 2.50" (R1-019-10-13 2) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 I:ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 100.5 VANNLSSA DB.OVIEDO.ft32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shave 13 for lateral support of taw members only to reduce buckling length. Proyblons must be nmde to anchor lateral bracing at ends and speedled locations determined by the building designer. Additional bracing of the overall structure may be required. IS" 11I13-91 of TPI). rrruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). scale = 0.4912 Eng. Job: WO: D%vg: Truss ID: H Dsgnr: TLY C": Date: 4-01-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v•no ns no_ onein i HCS W.20 02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims . ny responslbWly for damages as a result of faulty or Incorrect Infomstion. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to o spe. cEne project and accepts no responslbWly, or exercises no control with regard to fabriaa. lion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 In be Incorporated as part of the building design by a Building Designer (registered architect or professlonal engineer) When reviewed for approval by the building designer, (tie design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local clhniallc records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In lenslon are not fully braced laterally by a property applied rigid telling, they should be braced at a naxbnum spacing of 10'-0' a e. Connector piles shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 659. Grade 40. unless oLherwise shown. FABRICATION NOTES Prior to fabrfeallon. the fabilmlor shag review this driving to verify that this drawing is In conformance with the fabrlcotor's plans and to realize a continuing responsibility for such vert. neallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted ryaln. Members shag be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the tress with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate Is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector pale sizes are minimum sizes based on the forces shorn and may need to be increased for certain hand - Wig and/or erection stresses This truss is riot la be fabricated %with fire relaidant treated lumber unlessotherwise shown. For addlilonal Infomhallon on gualily Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmchhg and erection recommendations are to be followed Inaccordance with'Handling Insla6hrg A Bmcl.g-. 1118.91 Trusses it to be handled with particular core during banding and bundling, delivery and Installation to .,old damage. Temporary and pern.nent bmcing for holding trusses In a straight and plumb pos. alon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for Irvsses requires such temporary bracing during Installation between trusses to avoid topplltl6 and doinwoing The supervisions ul e;Uof trusses shag be under the control of personons experienced In the Installation of trusses Professional advice shall be sought If needed. Concentration of construction Inds greater tlu n the design loads shall not be applied Io trusses .l any lime No loads other lhnn the weight of the erectors shall be applied to Imsses until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 581# Support 2 341# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 267# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D= 0.00" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: TO 0.05" RMB = 1.00 4-3-5 0-3-15 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft w= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 1164 0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 TI: H 1 QTY:1 _== __ __ ===Joint Locations=============== 1) 0- 0 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lac Type 0- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H-ROLL 9-10-13 1 2 3 r 4.24 2-9-15 1-0-0 2.12 0-4-1 1 5-7-14 3-9-IS 6 11 209# 4.95" 4 1-5-0 1 423# 2.50" (R1-4-12) 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 14995 rMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. IJCENSE #0050068 1005 VANNESSA DROVIEDO.FI.32766 nerrv,r ef.,�r Aunfwnr 11YAKI14INU: READ ALL NOTES ON THIS SHEET: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Lids drawing is not erection bmcing, wind bracing, portal bracing or similar bracing which is a port of the building design and which must be considered by the building desipiel. Brachhg shown Is for Lateral support of truss members only to reduce buckling length Provisions must be i adc to anchor lateral bracing at ends and specified locations determined by the building designer Additional bmelmg of llhe wenall structure may be required. (See HIB-91 of TPI) (Truss Plate Institute. TPI. is located nL 583 D'Onofrlo Drive. Madison. \Vbconsln 53719). Eng. Job: Dwg: Dsgitr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 0.4912 Truss ID: H 1 Date: 4-01-03 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA HCS: 08 20.02 JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J QTY:25 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. --------------Joint Locations ..... =-----_--- Thisdesign is for anindividual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 =at be able 1) 0- 6- 7 3) 7- 0- 0 component and has been based on Information transfer 168 pounds of horizontal reaction 2) 7- 0- 0 4) 0- 6- 7 prmided by the client. The designer disclaims anyresponsibility for damages as s result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, CSC, V- 12 h, ----MAX. REACTIONS PER BEARING LOCATION----- faulty or Incorrect information. specifications Support 1 433# H- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 2 355# Bld Type- Encl L. 44.0 ft W. 7.0 ft Truss 6-10-12 151 168 -355 TOP PIN by the client and the correctness or accuracy Support 3 5111 in IITT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 1-12 274 198 -433 BOT PIN of this Information as it may mlatc to a spe- MAX LIVE LOAD DEFLECTION, Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 BOT H-ROLL sifts project and accepts no responsibility orexercis L/257 at Mid -panel # 1 and Installation of tion.hes ling.sromental with dins,gard nation trusshandling,russ L=-0.33" D- 0.05" T--0.28" ..TC...FORCE ... CSI ..BC...FORCE ... CSI has tresses. This truss has been dnlgned as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 0.99 4- 3 -2 0.84 Individual building component In accordance with T- 0. 00" ANSI/7YI I-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T- 0 . 00" Designer (registered architect or professional engtneed. When reviewed for approval by the RMB - 1.15 building designer, the design loadings shown must be checked to be sure that the data shown ■m in agreement with the local building codes. local cllmnllc records for wind or snow loads. project specifications or special applied )rods. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes - compression chords (top or bottom) are continu- 7-0-0 ously braced by sheathing unless otherwise Ilk , 71� specified. where halt= chords In tension are ) 2 I not fully braced laterally by a properly applied rigid ceiling. they should be braced at a ( maximum spacing of IU-(r o.e. Connector 6.00 plats shalt be manufactured from 20 gauge hot dipped gmMntzed steel meeting ASTM A 653. Grade 40, 17- Attach with (4) unless otherwise shown. 16d Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to moitm a continuing responsibility for such veri- fication. Any dlscmpancln are to be put In writing before cutting or fabrication. Plates shn8 not be Installed over knotholes. knots or distorted gain Members shall be cut 3-10-3 for tight fitting wood to wood bearing. Con- 4-3-2 nector plales shn8 be located on both faces of the teas with nnas fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is B' wide x Ir long. Slots (holes) can parallel to 04-3 the plate length specified. Double cuts on web members shall meet at the centrotd of the webs 1 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Incre used for certain hand- ling and/or erection stresses. This truss is not Attach with (2) 10d Toe -Nails 3J{q Ia be fabricated with fire retardant treated lumber unless otherwise shown. Far ridlilonal Information on Quality Control refer to ANSI frPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Instalting a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. dellvery and Installation to avoid damage. Temponry and permanent bracing for holding trusses in a straight and plumb pos- nlon and for resisting lateral forces slab be destgned and Installed by others Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such lemporary bracing during Installation between trusses to avold lopPling and dominomg. The supervision of erection of trusses shall be under the control of Persoru experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction toads greater than the design Imds shall not be applied to trusses at any time. No foods other than the weight of the erectors shall be applied to trusses until after ail fastening and bracing I, carnpleted CEKI I I M ,l , 7-0-0 L 4 3 275# 3.50" 151# 2.50" 1-0-0 7-0-0 8282#.50" (RO-11-I1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 6-10-12 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-(N)64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32768 scale = 0.4929 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. Dsgnr: TLv Clik: I Date: 10-09-03 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or simdar bracing TIC Dead 7.0 psf Durfae - Plt: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length Print inn, must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the werall structure may be required. (See HIB-91 arTPI). BC Dead loo sr .p Design Criteria: TPI frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dense: FLA TOTAL 33.0 psr V:09.05.02- 30533- 1 uetrgn: armrlr nndlyni JUH PAIN: 1 AMP-LOKIHOMEOIR HCS: 08 20.02 I I JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J1 QTY:7 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cllenL The designer disclalrns any responsibility for damages as a result of faulty or incorrect Information, speclflaulons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infomuUon as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics - lion, handling, shipment and installation of trusses. This thus has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building deign by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building delgner. the deign loadings shown must be checked to be sure that the data shown are in agreement with the local building code. local climllc records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by o properly applied rtgtd calling, they should be braced at a —1-um spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabrkatoi's plans and to realize a continuing respansfblbty, for such veri- fiatron. Any discrepancies are to be put in writ ing before cutting or fabrication. Plates slug not be installed over knotholes, knots or distorted gain Members shag be can for light Oiling wood to wood bearing. Con- nector plates shag be located on both fain of the truss with nails fully imbedded and slug be sym. about the joint unless otherwise shown A 5x4 plate Is 5' wide x 4' long. A US plate is E wide x B' long. Slats fholes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sues are minimum sues based on the force shown and may need to be Increased for certain hand. Ling and/or erection stresses. This taw is not to be fabricated with fire retardant tmated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations cart to be followed in accordance with 9fandling InstaWng & Bracing'. I11D.91. Trusses are to be handled with particular ore during banding and bundling, delivery and wta0airon to avoid damage. Temporary and pemanenl bracing for holding trusses in a straight and plumb pm - Ilion and for resisting lateral forces shag be deigned and installed by others. Careful hand- ling is essenlul and erection bracing is always required. Normal prerautlonory action for trusses requires such temporary bracing during wtagatron between trusses to avoid toppling and dommoing. The supervision of erection of trusses shag be under the control of persoru experienced in the Installation of trusses Professional advice shall be sought If needed. Concentration of construction bads Beater than the design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 230# Support 2 273# MAX LIVE LOAD DEFLECTION: L/704 at JOINT # 2 L--0.11" D=-0.11" T--0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.17" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.09" RMB - 1.15 4-3-2 04-3 1 WndLod per ASCE 7-98, C&C, V- 125mph, H- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 44.0 ft W- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 240# ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -165 0.51 6- 5 24 0.31 2- 3 -105 0.44 5- 4 0 0.27 -------sass--=Joint Locations ---- =...... =___ 1) 0- 0- 0 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 276 240 -230 BOT PIN 6-10-12 230 0 -273 BOT H-ROLL 7-0-0 Ilk I 2 3 3.00 I 0-3- I I M 4-0-0 2-8-8 16 4 277N 3.50" 231# 2.50" 1.3 rD 1-0-0 `r.0-11-11 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA DP OVIEDO.FL32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not ereetlon bracing, wind bracing. portal bracing or similar bracing which is a pan of the building deign and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall suucture may be required (See IIIB-91 of TPI). rrruss Plate Institute. TPI, is loafed at 583 D'Onafrio Drive, slndison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 Eng. Job: WO: WINB4 Dwg: Truss ID: J1 Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30534- 1 Derign: Afairit nomyrD !Oil PATH: C:ITEE-LOKIHOMED/R HCS: 08.20.02 I I I JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J1A QTY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any resporolbWty for damages as a result of faulty or Incorrect information, speclfleal ions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it my relate to a ape- ciBc project and accepts no responsibility or e emises no control with regard to fabrio- tbn. handling. shipment and Installation of trusses This tnus has been designed as an individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or pmfesslonal engneeri. When reviewed for apprr ral byihe building designer. the dcslgn loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local ellmatic records for wind or snow loads, project specifications or speetaI applied (cods Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bntlom) arc continu- ously, braced by sheathing unless otherwise speetned. Where bottom chords in tension are not fully braced Laterally by a properly applied rigid ceiling. they should be braced at a nuxrt num spacing of 10'-0' o e. Connector plates shall be manufactured from 20 &Huge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlealton. the fabricator shall review this dmwmg to verify that this drawing is In conformance with the fabricator's plans and to =It= a continuing responsibility for such veri- flention. Any discrepancies are to be put In writing before cutting or fabrication Plates shag not be Installedover knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with Nfo fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x I- long A 6x8 plate is 6- wide x 8' long slots (holes) nun parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherwise sham. Connector plate slew ■re minimum sizes based on the farces shown rand may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES A6 bracing and erection recommendations are to be followed in accordance with •11 ndltng Installing d BracI ng'. NIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid dotage- Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and installed by others. Careful hand- Itna is essential and erection bracing is always required Norrrul precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppling and dominoing The supervision of ereetbn of trusses shall be under the control of persons experienced In the tnstallallon of trusses. Professional advice shag be sought if needed. Concentration of construction leads greater than the design Inds shall not be applied to trusses at any time No loads other than the wetght of the crectom shall be applied to trusses until after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 231# Support 2 272# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 2 L--0.11" D--0.11" T--0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTIONt T- 0.18" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.09" RMB - 1.15 4-3-2 0-4-3 1 WndLod per ASCE 7-98, C14C, V- 125mph, H- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 44.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Fact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 236# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -221 0.40 6- 5 55 0.35 2- 3 -122 0.55 5- 4 0 0.33 ....... -_..=_--== Joint Locations----------- ---- 1) 0- 0- 0 3) 7- 0- 0 5) 2- 5- 0 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lroo Vert Horiz Uplift Y-Loc Type 0- 1-12 277 236 -231 BOT PIN 6-10-12 231 0 -272 BOT H-ROLL L 7-0-0 L �1 2 3 3-3-13 Attach with (4) lOd Toe -Nails Attach with (2) 10d Toe -Nails 3.00 I 0-3 2-1-8 4-7-0 Plate Height l = 0-6-6 6 4 277# 3.50" 231# 2.50" 1-0-0 7-0-0 (RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: WINB4 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: J 1 A CONTRACTOR. BRACING WARNING: gnr: TLY Chk: Date: 10-09-03 4005 MARON DA WAY TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracutg or sbnilar bracing which is a part of the building design and which must be considered by the building designer. Bracing TIC Dead BC Live 7.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-M64 Fax (407) 321-3913 shown is for lateral support of tow members only to reduce buckling length. Provistnns moat be 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC D Dead . 100 p sr' Design Criteria: TPI LICENSE #0050068 frrtss Plate Institute. TPI. is located at 583 D'Onofrio Drove. Aiadbon. Wbmnsm 53719). Code Dese: FLA 1005 VANNESSA DILOweo0.FL32768 TOTAL 33.0 psf V:09.05.02- 30535- 1 uelign: AlerLr nnarynz JUe PATH: C.17EE-LOKIHOMEOIR HCS: 08.20.02 I _ __ I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J2 QTY:5 DESIGN INFORMATION This design Is for an individual building component and has been based an information provided by the client. The designer disdains any respo_.bWly for damages as a result of Nulty or Incorrect information, specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or uembes no control with regard to fabr1a- t1un. handling. shipment and Wtallallon of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and ND.S-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special nppBed Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxbnum spacing of Ia4r o.e. Connector plates shall be manufactured from 20 gauge hat dipped galvanized steel meeting A-S`IM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review d this mwing to verify that this drawing Is in oonfomunce with the fobrialors plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Wished over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing Con- nector pLstes shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5' wide x V long. A 6x8 plate is 6' wide a 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentroid of the wets unless otherwise shown. Connector plate siscs sae minimum stra based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to AN51/TPI 1-1995 PRECAUTIONARY NOTES AB br." and erection recartmendations are to be followed in accordance with 'Handling lmtaWng A Bracing'. HIB-91 Trusses arc to be handled with particular can during handing and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing b always required. Normal precautionary action for (noses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the, control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No finds other than the weight of the erector shall be applied to trusses until niter oll fastening and bracing Is w npleled. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" Der 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB o 1.15 3-3-14 04-3 1 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 141 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, Ver 125mph, H. 23.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Encl L. 40.0 ft W- 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -50 0.65 4- 3 -2 0.50 I. 5-1-8 6.00 ... ......... =Joint Locations....... =ooae=o 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 2-10-15 Ir 5-1-8 L 4 3 213N 3.50" 110N 2.50" I'm 1-0-0 � 5-1-8 61N 50" (RO-11-11) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Cldk: BRACING WARNING: TIC Live 16.0 psr Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sbnilar bracing TIC Dead 7.0 psr which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of )rum members only to reduce buckling kngh. Prowions must be BC Live 0.0 psr made to anchor lateral bracing at ends and specified locations determined by the building designer Additional bracing of the overall structure maybe required. (See HIB-91 of TPII. BC Dead 100 f . Ps laws Plate Imlltute. TPI, Is located at 583 D'Onofrto Drive. Maribor. Wisconsin 53719). TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.6319 Truss ID: J2 Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Anolyris JOB PATH: C:ITEE-LOKIIIOMEDIR HCS.- 0&20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J2A 9TY:1 DESIGN INFORMATION This design is for an individual building component and has been hased on Information pmvlded by the client. The deslgner disclaims any responsibility, for damages as a result of lot Uy or Incorrect Information. specNmllons and/or designs furnished to the truss designer by the c9ent and the correctness or accuracy of this Information as It may relate to a ape- clflc project and accepts no mponslbelly or exercises no control with regard to fabna- tion, handling, shipment and Installation of trusses. This suss has been designed as an indlvldU"I building component In accordance With ANSI/TYI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engincerj. When reviewed for approval by the building designer, the design loadmp shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, taus has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) arc conllnu- ously braced by shalhing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property apphed rigid ceiling. they should he braced at a maximum spacing of 10'-W o c. Connector plates shah he manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing s in conformance with the fabricator's plans and to realize a continuing responsfbwty for such ved- fiatlon. Any dlscrepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knits or distorted grain. Members shall be cut for light fitting Wood to Wood bearing Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A ex8 plate is 8' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the amiss unless otherwise sham. Connector plate sizes are minimum sizes based an the forces wn sho and )nay need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant nested lumber unless otherwise shown For additional tnfomtallon on Quality Control refer to ANSI/TN 1-1995 PRECAUTIONARY NOTES All bracing and erection reconuriendattons are to be followed In accordance with 'Handling Installing h Bracing'. HIB-91. Trusses are to be handled with parutvhr are during binding and bundling, delivery and Wtaflatlon to avoid damage. Temporary and permanent hmcing for holding trusses in a straight and plumb pos- Man and for resting lateral forces shall be designed and installed by others Careful hand- ling is essentlal and erection bracing is always required. Normal precautionary action for trusses mTdms such temporary bracing during installation between tosses to avoid toppling and dominoing. The supervision of erecttan of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any tune. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 312# Support 2 287# Support 3 45# MAX LIVE LOAD DEFLECTION: L/640 at Mid -panel # 1 L=-0.10" D- 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-10-15 0-4-3 I Analysis based on Simplified Analog Model. Field Connection at Support 1 )mist be able transfer 145 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W. 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.67 4- 3 -2 0.52 ....... = —Joint Locations=====____ ______ 1) 0- 6-7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 145 -287 TOP PIN 0- 1-12 167 189 -312 BOT PIN 5- 0- 4 60 0 -45 BOT H-ROLL 5-1-8 Ilk 1 2 3X4 2-10-15 M P 5-1-8 Ilk 4 3 167// 3.50" 1101/ 2.50" 1 5-1-8 61# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L:-0-4 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.7213 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2A CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wad bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 which s a pan of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" p g• made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 f Design Criteria: TPI r14uss Plate Institute. TPI, Is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719) Code Desc: FLA It TOTAL 33.0 psf V:09.05.02- 30538- 1 ualgn: Marne Armryrit JOB PATH: CATEE-LOKIIIOMEDIR HCS: 08.20.02 JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J26 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, Vo 125mph, .............. Joint Locations ........... ____ This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 23.0 ft, I= 1.00, Ecp.Cat. B, Xzt= 1.0 1) 0- 0- 0 3) 5- 0- 0 5) 4- 3- 8 component and has been based an Information WEBS: 2x4 SP #3 Bld Type. Encl. L= 44.0 ft W= 5.0 ft Truss 2) 4- 3- 8 4) 5- 0- 0 6) 0- 0- 0 provided n the cirfor dam geslgner result of in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- faultyresponsibility far damages u ■result of P faulty or Incorrect Information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Inpact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished tothe trusadesigner Support 1 299# 0- 1-12 211 333 -299 BOT PIN by the client and the cormcirimsoraccuracy Support 2 408# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 4-10-12 164 0 -408 BOT H-ROLL of this Information as It may rotate to a spe- MAX LIVE LOAD DEFLECTION: Support 1 333# cific project and accepts no responsibility or L/999 exercises no control with regard to fabrim• L=-0.02" D= 0.00" T=-0.02" tiun, handling. shipment and Wtamuon of ..TC . • .FORCE ... CSI .. BC... FORCE ... CSI trw . This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -191 0.55 6- 5 18 0.46 IndMdual building component In accordance with T= 0.05" 2- 3 -137 0.17 5- 4 0 0.09 ANSI/fPI I.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: u part of the building deign by a Building T= 0 . 05" / Designer [registered architect or professional engnmri. When reviewed for approval by the I MB = 1. 15 building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the 1-1 building codes. local ct malb retards for wind or snow Inds. project speclflatlons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy lads. The design assume compression chords (top or bottom) are cantlnu• 5-0-0 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a r- maxlmum spacing of 10'-0' o c. Connector 6.00 Attach with (3) plates shall be manufactured from 20 gauge hot 10d Toe -Nails dipped galvanized steel meeting ASfM A 653. 2X4 Grade 40. unless otherwise shown. 2X4 FABRICATION NOTES FFL Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze a continuing responsibility for such very 1-10-3 flation. Any discmponcles are to be put In waiting before eutttng or fabriouon. Phres shall not be Walled over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to woad baring. Con- 3-3-2 _ nector plates shall be located on both faces of the trios with nails; fully Imbedded and shall be Attach with 2 sym about the joint unless otherwise shown. A 5X6 X4 10d Toe -Nails ) 5x4 plate is 5' wide x 4• long. A fix8 plate is 6 0-4-3 wide x 8' long. Sots (holes) nun parallel to the phte length specified. Double cuts on web 1-0-0 members shall meet at the centrotd of the webs unless otherwise shown Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain hand- 3X4 1-0-0 ding and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecllon recommendations are to be followed in accordance with "Handling Installing & Braclrng'. HIB-91. Trusses are to be handled with particular rare during banding and bundling, deWery and Installation to avoid damage. Temporary and permanent bracing far holding UVSses in a straight and plumb pos- ttbn and for misting lateral forces shall be destgned and WtaBed by others Careful hand- Iang is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Wallallon between trusses to avoid loppling and daninotng The supervbIon of ereetbn of Incises shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought if needed Coneenlratbn of construction ads Baler than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3.00 I 0-3-8 16 4-0-0 0-8-8 4 211# 3.50" 165# 2.50" 1-0-0 5-0-0 all la (R l).1a EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD• FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDOXI-32766 scale = 0.6440 WAKNIN(s: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2B CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psr DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or stmHar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the budding design and which must be considered by the building designer Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. S` Spacing: L ef4•0n made to anchor lateral bracing at ends and speclned batons determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of 7t'9. BC Dead 10.o f Ps Design Criteria: TPI flames Pale Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:09.05-02- 30539- 2 nefign: Afatnr Analyms JOB PATH- C.ITEE•LOKIHOMEDIR HCS: 08.2002 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J3 ATY:S DESIGN INFORMATION This design is for an individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of information.faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctnesa or accuracy of this Information a it may relate to a spe- cific project and sccepu no responsibility or exerois" no wntml with regard to fabrica- tion. handling. shipment and installation of trnsses. This truss has been designed as an tndivldual budding component in aetordanm with ANSI/'M 1-1995 and NDS-97 to be Incorporated a part of the burning design by a Budding Designer (registered arehllect or professional engnmtl. when reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. Iocol climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The dmlgn assumes compreaslon chords (top or bottom) are contbnu- ously braced by sheathing unless otherwise specified. Where bottom chords In lenslon are not fully braced laterally by a Property applied rigid miWi& they should be braced at a maximum spacing of 10'-(' o c Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unle otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rcallze a continuing responsibility for such ver- flatlon. Any disempanctes are to be put in writing before culling or fabrication. Ptatm shall not be Installed over knotholes. knoll or distorted grain. Members shad be cut for tight fitting wood to wood beartng. Con- nector plain shad be baled on both face of the buss with pads fully imbedded and shad be sym about the joint unless otherwise shown A 5x4 plate is 5' wide x 4' long A 6x8 plate is 6' wide x 8' long Sba (hot") run pa-110 to the plate length specified. Double cuts on web members alad meet at the centrold of the webs unless otherwise shown. Connector plate sbcs arc minimum sloes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses This truss Is, not to be fabricated with fire rctesdant treated lumber unless otherwise shorn. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In nmordanm with'llandling Installing A Bracing'. IIIB nra -91. Tsm arc to be handled wiz particular care during banding and bundling, delivery and installation to avold damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttlon and for resisting lateral form shad be designed and Insaded by others. Careful hand- ling Ls essential and erection bracing is always required. Normal precautionary action for truss" requires such temporary bracing during installation between troves to avoid toppling and domanbng. The supervision of erection of truss" shall be under the control of persons experlenced in the installation of truss". Professional advice shall be sought If needed. Concentration of constnuslon Inds greater than the design loads shad not be applied to Wan at any time. No loads other than the weight of the erectors shad be applied to trusses until after ad fastening and bracing b amnpleled TOP CHORDSi 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 86 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125m>ph, H- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 40.0 ft W- 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 ---- =... _ ----- Joint Locations ........ ------- 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 148 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 L Ilk 1 2 0 9 34-8 r 1 4 3 148# 3.50" 67# 2.50" 1. 1-0-0 � 3-1-8 37// 2 0" (RO-11-11) C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 Lmaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf Durfac - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prwislons must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sin HIB-91 of TPI). BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onofra Drtve. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DROVIEDOXI-32768 I I TOTAL 33.0 psf V:09.05.02- 30540- 2 Design: Afmrix Analysis JOB PATH: C:17EE-LOKIHOMEDIR HCS: 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J3A 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Sioplified Analog Model. ...... ===oo===Joint Locations=====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 !mist be able 1) 0- 6- 7 3) 3- 1- 8 component and has been based an information transfer 86 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 6- 7 provided by the client. The designer disclaims any respans Miry for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod P er ASCE 7-98, Ca�C, V= 125 h, ----MAX. REACTIONS PER HEARING LOCATION----- faulty or incorrect Information. specifications Support 1 191# H= 23.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or designs fumbhedtothe truss dnlgter Support 2 176# Bid Type. Enel L. 40.0 ft W. 3.1 ft Truss 3- 0- 4 67 86 -176 TOP PIN by the client and the coneetness or accuracy Support 3 26# in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf 0- 1-12 102 111 -191 BOT PIN dthlslnformollcnuitmayr ialetoaspe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 3- 0- 4 36 0 - 2 6 BOT H-ROLL tint project and accepts no nesponslbWty or L/999 ex—Ll with Lion,hn ling.smmenta gard and katlon- lion, handling, shipment and W Wlation d Lo_0.01" D= 0.00" T=-0.01" ..TC...FORCE...CSI ..BC...FORCE...CSI muses. This ltnv has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 29 0.25 4- 3 -2 0.19 individual building component in accordance with T- 0.00" ANSI/M 1.1995 and NDS•97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T. 0.00" Designer (ragtstered architect or professional engneet). When reviewed for approval by the RMB = 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are in ageement with the local building codes, local climatic records for wind or snow loads, project speciftestlom or special applied loads. Unless shown, truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or botloml are cantinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied rted ceiling, they should be braced at ■ F—— mnndmum spacing of 10'-0' o c. Connector 6.00 plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Attach with (3) Grade 40. unless otherwise shown. lUd Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- flcotbn. Any discrepancies are to be put ion writing Were cutting or fabrication Plates shall not be Installed over knotholes. Mi knots or distorted gain. Members shall be cut for tight Bltlng wood to wood bearing. Con- 1-10-15 1-10-15 nectar plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A tics plate is 6' wide x it long. Slots (holm) nun parallel to the plate length speeNed. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate atrn are minbm n nuslzbasedform shown on the forshown T and may need to be Increased for certain hand- 04-3 Ling and/or erection stases Thistruss isnot to be fabricated with fire retardant treated Attach with (2) lumber unless otherwise shown. For additional 3X4 10d Toe -Nails Information on Quality Control refer to ANSI/TPI 1-I995 PRECAUTIONARY NOTES All bracing and erection meximmendatlons arc to be followed i n accordance with 'Handling 3-1-8 IrutaWnI d Bractrng'. HI13-91. Trussm ore to be handled with particular care during banding 4 3 and bundling, delivery and Installation to avoid 102# 3.50" 67N 2.50 " damage. Temporary and permanent bracing for holding 37N 2_ trusses In ■ straight and plumb post- 3-1-8 ¢0" Ilion and for resisting lateral forces shall be f� dmd igrcand Installed by others. Careful hand- I C/L: 3-0-4 tang is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports = 1.0986 required. Normal precautionary action for scale ingtop during irusn reqlon between such temporary braavoid Wlnllalion between Trusses to avoid toppling and don'moing The supe vtilan d enctltm d tnrssm shall be under the control dpersons =Maroinida Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING En .Job: s Dwg: . Truss ID: J3A P"Paf« Innzl inthehl ghats needed. CONTRACTOR. Dsg7u: TLY Ct1k: Date: 10-09-03 coneentrallon of construction loads greater than the design bads shall not be applied to BRACING WARNING: TC Live 16.0 f DurFae - Lbr: 1.25 trusses at any time No Inds other than the 4005 MARONDA WAY Bracing shown an this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight d the erectors shall be ■pp0ed to ln,vm until alter all (cater and brads fastening SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the build" designer Bracing BC Live rr O.C. Spacing: 24.0 g (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of taw members any to reduce buckling length Provisions must be 0.0 p5f is wnnplcled. TOMAS PONCE P.E. made to anchor lateral bracing at ends and sp=91cd locations determined by the building designer. Additional bracing the BC Dead 10.0 Design Criteria: TPI of overall structure may be required (See HIB-9l ofTpn rrrus Plate institute. TPI. is loeated 583 D'Onafrio psf p Code Dese: FLA LICENSE #0050068 1005 VANNESSA DP OVIEDO.fL32766 at Drive, Madison. Wisnm oos537191 I TOTAL 33.0 psf V:09.05.02- 30541- 22 uerlln: Afmnr Analysts !OH PATH. CI EE-LOKWOMEOIR 11CS. 08.20.02 I I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WIN134 WE: TI: J313 8TY:2 I DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cb—t. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infomalbn, specifications and/or designs furnished to the truss designer by the client and the conlectness or accuracy If this Information as it may relate to a spe- elflc project and accepts no responsibility or excre"es no control with regard to fabricn- Oon, handling. shipment and installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANS1/IPI 1.1995 and NDS-97 to be Incorporated as put of the building deslgn by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. unless shown, thus has not been designed for storage or occupancy Inds The design assumes compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'4' o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabriatnes plans snd to mallze a continuing responsibility for such ven- Brotion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gram. Members shag be cut for tight nttmg wood to wood bearing. Con- nector plates shag be looted on both faces of the truss with nalb fully imbedded and shag be sym. about thejoml unless otherwise shown A 5x4 plate is S' wide x 4' long A 6xS plate is ti wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrokl of the webs unless otherwise shown. Connector plate sizes ore mInlmum sizes lased on the forces shown and may need to be Increased for certain hand- Bng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quagly Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Hnndlmg Installing d Bracing'. HIB-91. Trusses are to be handled with partkvlar cue dustng banding and bundling, delivery and tnstallattan to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for mIsUng lateral forces shag be designed and Walled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and daminoag. ery The supislon of ereetbn of trusses slag be under the control of persons experienced In the Wallatton of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time No loads other than the weight of the erectors shag be applied to trusses until after all fastening end bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-3-14 0-4-3 Analysis based on Siniplified Analog Model. Field Connection at Support 1 must be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 23.0 ft, 1- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L. 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ...BC ... FORCE ... CSI 1- 2 -30 0.25 4- 3 -17 0.19 _=__=====Joint Locations=====__-____-__ ==1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 88 -176 TOP PIN 0- 1-12 148 119 -284 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL I, 3-1-8 k 1 2 6.00 1-2-7 0-88-8 I 3.00 I 0-3-8 2-10-0 4 3 148# 3.50" 68# 2.50" L 1-0-0 In 3-1-8 37# 2150" I- (Res-11-11) C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DKOVIEDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of cuss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified Locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) frruss Plate Institute. TPI. is located at 50 D'Onofrio Drive. Madison, Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Eng. Job: WO: WINB4 Dwg: Truss ID: J36 Dsgrlr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30542- 2 Dutgn: Marrix Analysis JOB PAIN: CATEE-LOKIHOMFDIR HCS: 08.20.02 I I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J4 QTY:5 DESIGN INFORMATION This design is for an individual building component and has been I=sed on information provided by the client. The delgner disclaims any responsDnWty, for damajes as a result of faulty or Incorrect Information. specul atlons and/or designs furnished to the truss designer by the aenl and the correctness or accuracy of this Infonnatlon as It may relate to a spe- elflc project and accepts no responsibility or exerelses no control with regard to fabrica- Uon, handling, shipment and installation of trusses. This taus has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as fart of the building design by a Building Designer (registered architect or professional enpneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cDm M records for wind or snow loads. project specifications or special applied Inds Unless shown. taw has not been designed for storage or occupancy lads. The design assumes compresstun chords (top or bottom) arc continu. ously braced by sheathing unless otherwise spmtned. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spading of 10'-0- o.a Connector plates shall be monufaclured from 20 gauge hot dipped galvant-d! steel meeting ASTM A 853. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl. Holton. Any discrepancies arc to be put in writing before cutting or fabrlalton. Plates shall not be installed over knotholes• knots or distorted grain Members shall be cut far tight fitting wood to wood haring. Con- nector plates shall be looted on both faces of the truss with nails fully imbedded and &hall be m syabout the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is 8' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown Connector plate sizes nminimusues lasm based an the forshown m d may need to be increased for certain hand. ling and/or erection stresses This truss b not to be fabricated with flm retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and emellon recommendsllons are to he followed in accordance with -Handling IrsmllLng d Bmcin(. HIB-91. Trusses are to be handled with particular are during bonding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mon and for misting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persam experienced in the W Wlallon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the 'redo' shall be applied to truss- um. after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00' MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 T 0-4-3 1 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 =_= ---- ====Joint Locations=====___=______ 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 82 32 -166 BOT PIN 1- 0- 4 12 0 -6 HOT H-ROLL 1-1-8 1 2 6.00 0-10-15 �gl 1-1-8 4 3 83# 3.50" 25# 2.50" L 1-11- 1_ 1-1-8 2.epn (' (Ro-it-11) "I" c/L/L: 1-dl4 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO• I-32766 Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing. wind bracing. portal bractng or stmllar bracing TC Dead 7.0 psf which is a part of the building design and which must be considered by the building designer. Bmcing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr trade to anchor lateral bracing at ends and specified locations determined by the building destgner. Additional bmctng of the overall structure tray be required. (See HID-91 of TPI)• BC Dead 10.0 f ps muss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 scale = 1.5869 Truss ID: J4 Date: 10-09-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Morn, Anafprir JOB PAT71: C:17EE-LOKIHOMED7R 71CS. 08 20 02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J4A 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. _________=====Joint Locations=====__________ This design Is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 hoist be able 1) 0- 6- 7 3) 1- 1- 8 component and has been based on Information transfer 26 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 6- 7 provided by the cuenl.The designer dlscim. any responslblilty for damagesas a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125 h, 1? raga ----MAX. REACTIONS PER BEARING LOCATION----- faulty or tncorect information, specifications Support 1 70# H. 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the true designer Support 2 65# Bld Type. Enel L. 40.0 ft W. 1.1 ft Truss 1- 0- 4 24 26 -65 TOP PIN by the client and the correctness oraccuracy Support 3 6# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 36 32 -70 BOT PIN aphis tnfarnation as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 1- 0- 4 12 0 -6 BOT H-ROLL cBlc project and accepts no responsibility or L/999 exerelsm no control with regard to fabria- ton. 8ng.shipment L. 0. 00" D. 0. 00" T= 0. 00" --TC ... FORCE... CSI ..BC ... FORCE... CSI sses. asbeendstignedono! trusses. This arum has been designed u an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -2 0.02 Individual building component In accordance with T= 0. 00" ANSIfM 1.1995 and NDS-97 to be tncorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= 0 . 00" Designer (registered architect or professional engineerl. When reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local bulldog codes. local climatic retards for wind or snow Inds. project specificationsor speclal applied Inds Braless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specNed. Where bottom chords In tension are f 1 ZI not fully braced lateraly by a properly applied rigid ceiling, they should be braced at a ( 6.00 maximum spa" of 10`4r o.c. Connector plates shall be manufactured from 20 pule hot dipped plvanlred steel meeting ASTM A 653. Attach with ( ) Crade 40. unless otherwise shown. lOd Toe --Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabrlalor's plans and to raliu a continuing responsmWty for such veri- flatton. Any dbcrepancla are to be put In writing before cutting or fabrication. Plates shall not be installed ever knotholes. ..is or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- 0-10-15 0-10-1 S nector plate shall be located on both fam of the trios with =Us fully imbedded and shall be sym. about the j unless otherwise shown. A 5x4 plate is5' wide de x 4' bag. A US plate is 6*1 T wide x 8' long. slots (hote) nun parallel to the plate length specified. Double cuts on web members shall meet at the ee itroid of the webs unless otherwise shown Connector plate sires 0-4-3 art m saw based an the forshown d m to be Increased for certain hand- and maayy need ling and/or erection stresses Thls truss Is not to be fabricated with fire retardant treated Attach Wllh (2) lumber unless otherwise shown. Far addlilonal 10d Toe -Nails Information on Quality Control refer to 3X4 ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance Nlh 'Handling IomtnMnl & Bracing'. IIIB-91 Trusses are to be handled with particular can during bonding and bundling, delivery and installation to avoid damage. Temporary and pernanent bracing for holding trussn In a straight and phunb pos- Mon and for resblmg lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between lrussm to avoid toppling and domtnotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trussm at any time. No loads other than the weight of the erettom shall be applied to trusses until after oil fastening and bracing is completed. 1-1-8 4 3 37N 3.50" 251/ 2.50" 1 1-8 13k 2.50 C/L: 1-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DILOVIEDO.FL32766 WFIKNINU: READ ALL NOTES ON THIS SHEET. Eng. lob: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing in not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which Is a part of the building d"41n and which must be considered by the building designer. Bmcing shown is for lateral support of truss members only to reduce butkbng length Prevlslorts must be BC Live 0.0 psr made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec 11lB-9l of TPl). BC Dead 10.0 psf frl Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madbon. Wlsconstn 53719) TOTAL 33.0 scale = 2.3040 Truss ID: J4A Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ucrrgn: manna n-,ysrr JUH YAIIC C:l1&&-LOKI/IOAfED1R HCS: 03.20 02 J A. WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 . WE: TI: J4B 9TY:2 DESIGN INFORMATION This design is for an Ind hddual building component and has been based on Infomallon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the mrreclnm3 or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbWty or axercise no central with regard to fabrica- tion. handling. shipment and Installation of truses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer Iregslered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must he checked to be sure that the data shown are in agcement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads Unless shown. truss has not been deslpted for storage or occupancy loads. The design assumes compression chards (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Interally by a properly applied rigid calling, they should be braced at ■ maxbnum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabrtcntnrs plans and to realize a continuing responsibility for such verl- Bation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed war knotholes. knots or distorted grain. Members shad be cut for tight rating wood to woad bearing Con. nector plates shad be located on both fan of the truss With nails fully imbedded and And be sym. about the joint unless otherwise sham. A 5x4 plate is 5- wide x 4- long A US plate is 6' wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on wcb members shad meet at the centrald of the webs unless otherwise shorn. Connector plate sites are minimum sites lased on the forms shown ■nd may need to be Increased for certain hand - Ling and/or erection stresses. This lruv s not to be fabricated with fire retardant treated lumber unless otherwise shown. For addmonal information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection reeammendstlons are to be followed in accordance with -Handling Installing & Bracing. HIB-91. Trusses see to be handled with pallcular can during banding and bundling. deltvery and Wtallatbn to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb pos- Itbn and for nesstmg latent fortes shad be designed and Wtalled by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Insladallon between trusses to avoid toppling and dominotng. The supen"31on of erection of truces shad be under the central of persons experieneed in the instalkmtlon of trusses. Professional advice shad be sought If needed Concentnl b Ion of construction ads greater than the desIg n Inds shad not be applied to trusses at any time. No Inds other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLrECTIONi T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 Borst be able transfer 28 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125rrph, H= 21.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 -----------=Joint Locations= .... ==== ...... c=1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1 2 0-8-9 0-2-8 _0 3.00 I 0-3-8 0— P k 0-10-0 L 4 89N 3.50" 2511 2.50" �1I-1- 1 " � (RI-1-7) "fe L-1-8 C/L: 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOD5 VANNESSA DR.OVIEDO.n.32766 WAKNINILi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown s far lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations deternined by the budding designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPI). IT— Plate Institute. TPI, is located at 563 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 1.5123 Eng. Job: WO: WIN64 Dwg: Truss ID: J4B Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:09.05.02-.30545- 2 Desfan: Afarrir Analynx JOB PATH. CATEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responslbWly for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or eaerclses no control with regard to fabrinn- llon. handling, shipment and Installation of trusses This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineerl. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local cllmatic records for wind or snow loads. project specifications or special applied loads Unless shown, truss has not been designed for storage or occupancy loads Tire design assumes compression chords (top or bolloml are contlnu- ousiy braced by sheathing unless otherwise specdled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing respomibdlly for such werl- fication. Any discrepnncles are to be put In wrlWtg before cutting or fabrication. Plates shall not be installed m•er knotholes. knots or dlslarted grain Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nails fully bnbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6c8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length Specified Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmbnum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not I* be fabricated with fire retardant treated lumber unless otherwise shorn. For additional Information on Quality Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Hnndlbng Installing A 13ractng'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others Careful hand- dng is essential and erection bracing Is ahways required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominobng The supervision of eredtan of losses shall be under the control of persons esperleneed in the Installation of trusses. Professional odvlce shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses nl any time. No bads other than the weight of the erectors shall be applied to trusses mnW after all fastening and bracing is comple(ed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the corflposite result of nwltiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 3# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 2-10-2 0-4-3 WO: WINB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Ver 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L= 46.0 ft w= 8.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TI: P QTY:1 __== __==_= ==Joint Locations=========____=_ 1) 0- 0- 0 5) 8- 4- 0 9) 2- 2- 0 2) 2- 2- 0 6) 8- 4- 0 10) 0- 0- 0 3) 4- 2- 0 7) 6- 2- 0 4) 6- 2- 0 8) 4- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loci Type 0- 1-12 0 0 0 BOT PIN 8- 2-12 0 0 -3 BOT H-ROLL Ilk 4-2-0 k 4-2-0 111 1 23 4 5 Q 4X6 8-4-0 10 9 8 7 0# 3.50" ON 2.50" 1-0-0 .1a 1-0-0 8-4-0 0-4-3 i I 2-5-3 11 (RU ll-ll) (RO-Il-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.6484 (Maronda Systems 4005 MARONDA WAY SANFORD. F-L. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDOX"2766 De gn: Uarrir Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown on this drawing is not erection bracing. wind bractng. portal bracing or strn0ar bmctng which is a part of the building design and which must be considered by the building designer Bracing shown Is for lateral support of truss members only to reduce buckling length. Prowvislons must be made to anchor laleml braring at ends and specified locations determined by the building designer. Additional bracing of the ororad structure may be required. ISee IIIB-91 of TPI) rrruss Plate Institute. TPI. is located at 583 D'Onoftio Drive, Madison. Wisconsin 53719). JOB PATH: C:17'EE-LOKVO8SIW1,V8411 Eng. Job: Dwg: Dsgnr: TLY Clik: Tic Live t6.0 psr TIC Dead 7.0 psr BC Live 0.0 psr BC Dead 10.0 psr TOTAL 33.0 Truss ID: P Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and Information been based an Infoution provided by the client. The designer disclaims any responsibility for damages as a result of fauhy or Incorrect informal ion. speelf Gallons and/or designs furnished to the truss designer by the client nod the conrectnes_s or accuracy of this information as It nmy relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrfo- llon, handling. shipment and installation of trusses. This truss has been designed as an Individual butiding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Bulldmg Designer (registered architect or Professional engineer). When reviewed for approval by Ill. building designer. the design loadings shown must be checked to be sure that the data shuwrl are In agreement with the local budding codes, local cllntaltc records far wind or snow kinds, Project speclflrtlons or special applied Inds Unless showii, truss has not been designed for storage or occupancy foods. The design assumes compression chords (lop or bottom) are conllnu- ously braced try sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid coiling, they should be braced at a Moulin_ spacing of 10'-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel m"ttng ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in coniormance with the fabricator's plans and to realize a continuing m3ponslb9lly for such verl- f1catlon. Any diserep.7ncin arc to be put In writing before cutting or fabrication. Rates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for light fltlfng wand to wood bearbig. Con- nector plates shall be located on both face of the truss with nulls fully imbedded and shall be sym about the joint unless otherwise shown A 5x4 plate is 5- wide x a- long. A 6x8 plate is 6- vide x 8- Imig. Slots (holes) run parallel to the plate length specified. Double tuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlnamu sizes based on the force shown and may need to be increased fnr certain hand. Ling and/or erection stresses This buses isnot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection nrommendallons are tobe followed In oecotd-et, with -Ill ndling Iualllng A Bmctng-, HIB-91. Trusses arc to be handled with particular can during banding and bundling, delivery and Installation 10 avoid danmge Temporary and permanent bracing for holding trusses In a straight and plumb pos. Won and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is ahiay3 required. Normal precautionary action for trusses requires such temporary bracing during Insulbllon between trusses to avoid toppling and dominoing The supervision of erection of trussesshall be under the control of persons -perenced in the Installation of tosses. Professional advice shall be sought If needed Content rot ion of constmctlon loads greater than the design loads shall not be applied to lusse at any time. No Inds other than the weight of the erectors shall be applied to truism nmrll aller all fastening and bracing is completed. B: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 71# Support 2 210# Support 3 71# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.001, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: WIN84 WE: WndLod per ASCE 7-98, C&C, V= 125raph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 44.0 ft W= 4.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf I.rllpact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 35 0.02 6- 5 84 0.04 2- 3 35 0.02 5- 4 84 0.04 TI: VT 10 QTY:1 =-===Joint =0- Locations----...._ 1) 0- 0 3) 4- 0- 0 5) 2- 0- 0 2) 2- 0- 0 4) 4- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Lac Type 0- 0-12 41 0 -71 BOT PIN 2- 0- 0 131 0 -210 BOT H-ROLL 3-11- 4 41 0 -71 BOT H-ROLL -I1 c-r-0 _00 3 06 0 4X6 1-0-0 1-0-0 3X4 2X4 3X4 4-b-0 6 5 41 42# 1.50"131N 1.50" 42H 1.50" 4-0-0 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/ / .0 0 TPI 1-995 Oyer 3 Supports pP scale = 1.6750 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 1)%vg: Truss ID: VTM CONTRACTOR. Dsg11r: T1.Y Clfk: Date: 4-01-03 BRACING WARNING: TC Llve 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, w•Ind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which Is apart of the building design and which must be considered by the hnllding designer. Bracing (407) 321.0064 Fax (40) 321-3913 shown Is for lateral support of truss members only to reduce buckling length Provtslons nnusi be BC Lire 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the wemll structure may be required. (Sc. HIB-91 of TPI) BC Dead 2.0 psf Code LICENSE #0050068 Rruss Plate Institute. TPI. Is located at 583 D'0110frio Drive, Madison. Wisconsin 53719). CO4e D@SC: FLA 1005 VANNE-W DR.OVIEDO.eL32766 TOTAL 25.0 psf Code Des FLA 6 Design: Afeunt Anafvsir JOB PA7 H: r-ITFF.1 Mliunucn,o DESIGN INFORMATION This design is for an Individual building component and has been based on mforrrallon provided by the client. The designer disclaims any responslbdily for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- etfie project and accepts no responsibility or exercises no control with regard to fabner- Lion, handling, shipment and installation of trusses. This buss has been designed as an IndtviduaI budding component In accordance wilh ANSI/TPI 1-1995 and NDS-97 to he incorporated as par of the building design by a Building Designer (registered architect or professional engtneerl When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that Lite data shown are In agreement with the local building codes. local climatic records for Mud or snow loads. project speclflmllow or special applied loads. Unless shown. lass has not been designed for storage or occupancy Inds. The design assrmtes compression clients (top or bottom) are mnllnu- ously braced by sheathing unless otherwise eedl sped Where bottom chords in tension are not fully braced laterally by o pmrterly applied rigld ceiling, they should be braced at a maximum sparing of 10'-o- o e. Connector plate stall lie manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwing Is in mnfommnre with the fbrienturs plans and to realize a continuing responslhlllty for such veri- Itcatinn. Any dtscrepinel" are to be put In writing before cutting or fabrmllon. Plat" shall not he Installed over knotholes. knots or distorted gram. Members shall he cut for tight filling wood to wood bearing. Con. ueetor pLu" shall be located on both fan of the tnrss with nails fully imbedded and stall be sym nhonl the John unless otherwise shown. A 5s4 plate Is 5' wide x 4' long A &s8 plate is 6- i ide x 8- long Slots tholes) run parallel to the plate length specified. Uouhle cuts on web mers embshall meet at the centrold of the webs unless otherwise shown Connector plate sizes are minhnunt sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing% 1118.91. Tntsses are to he handled with particular care during landing and bundling. deBvery and Installation to avoid damage. Temporary and permanent bracing for holding Intsses in a straight and plumb pos- Illon and for resisting lateral fore" stall be designed and installed by others. Careful hand. Ling is essential and erection bracing is always required Normal precautionary action for trusses+ requires such temporary bracing during installation between In— to avoid I"Pt"ng and donilnoing, The supervision of erection of trusses shall be under the control of persons experienced in the insallntlon of Irusses. Professional advice shall be sought If needed. Concentration of construction Inds greater Ilan the design bads shall not be appltrd to truss" at any Ume. No loads other th.m the welghl of the erector shall be applied to truss" until after . d fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 71# Support 2 159# Support 3 256# Support 4 161# Support 5 74# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 2-0-0 WO: WINB4 WE: WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 44.0 ft W= 8.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 1.2 psf Fact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 66 0.10 6- 5 126 0.15 2- 3 66 0.10 5- 4 126 0.15 TI: VT11 61TY:1 ==Joint Locations=====_________ 1)= 0 0- 0 3) 8- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 42 3 -71 BOT PIN 2- 0- 0 78 0 -159 BOT H-ROLL 4- 0- 0 159 0 -256 BOT H-ROLL 6- 0- 0 78 0 -161 BOT H-ROLL 7-11- 4 42 0 -74 BOT H-ROLL Ilk 4-0-0 4-0-0 11 1 3 4X6 2-0-0 3X4 2X4 3X4 N f1 42a 1.50" 78# 1.50" 159# 1.50" 8-0-0 C/L: 2-0-0 C/l,: 4-0-0 EXCEPT AS SHOWN PLATES ARE TI10 CA TESTED PER ANSI/TPI 14995 Over 5 Supports rMaronda Systems 4005 MARONDA WAY SANFORD. FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDOXI-32766 WAKNII'll READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shwas on this dmwing is not erection bracing, wind bracing. portal bracing or smdlar bracing which is a pin of the building design and which must be considered by the budding designer. Bracing show., b dui Wlerd support of taus .umbers only to reduce buckling length. Provisions must be node to nnchor lateral bracing at ends and specdled locations detrrmined by the building designer. Additional bmcdng of the overall strurttnc may be required. (See HIB-91 of TPI) rfnus Plate Institute. Till. Is located at 583 D'Onofrio Drive. Madison. Wiscnnsln 53719) 78# 1.50" 42k 1.50" C/I.: 6-0-0 1 scale = 0.8375 Eng. .Job: WO: WINB4 1)ivg: Truss ID: VT11 Dsgitr: TLY Clik: Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Lice 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA •rOTAL 25.0 psf V:09.05.02- 31206- 6 merges: -- —wig XRt /All). falhh-LDAIH0,1IF.DIR FLOOR FRAN/NG NOTES. It LGH! GU.GE STEEL FLOOR AWS nonr FLOOR LANNECrM W MAL NOmr/ IPL6NT GJAGE STEEL RIM TRAM Ifg6L 0 LPT4 SEE DETAIL E/WS-SI YLN •A ELGE aSlAAC( AYD SPACM ( WEB STU'FNER r/ (J) •A - i . *' SCREWS K 'AMU 'RESI'ERAT I/QSE aYCMSGYS ACNy y Lr[Aw D TO rNE CEMTERaE Lr T/IE STTEW. 0 T%P!]1'4�ii /1�SSAEAG WALLTAIL rWsv DESGN LOAM LNE LOAD • 40 ad STEEL LEST AYD LCYT. / F f pL DEAD LOAD • 2 p1/ Z F/FFDRf C(/P .IT IVYFti7T.rJ! ./ TOTAL LDAD • SE A W M •ATK . S"i STREW . 40G SEE DETAL G! VS-v DEU -LI%I 1h FS SMAD WOW FLU &=nG SEE DETAR FMS SL U n • L/ro AMF LDADS ASSUMED TO BE MAIMAIG DY RIM 7'RACK,2L/Z' LEG UP PERLYETER WALLS Mr. F'SLLEATHAM r JOIST LOmATAM r,G ON CEOCAC !SUED ARV STREWED r/ •J SWIM Pam EDGES N lVaC. FIELD C /h•. Fh•SUPFpR CUP LDCAW FLOOR FRAMING ITEM DESCMMCIM LIEL!!ER SIZL G D/ANITY LEACrN RELU7r R2 MY rRAu irron *gD.50 to A SEE FLGGR PLaoED rALM W team GI GUIDER IrrOTS NO.M CMED r 4T-Q%* G2 GVMR ltrar5 royPoA[YIED r rTe GJ Gawn Lt Ton ma . macwo ! P•!A /Mt.AP[Lr TSB 6pult8 af2}5[t jjUL G4 L!Pu GIRDER Lr Tars LoD. ADCRED t PLr4 • Ar•A%• / PU-r • rt /h• J/ Awsr Jr ran #V.PUIPIED 2 4r-"* ✓2 LIST ?rOWS HOLM TIED J t4-AX• LQ/ LAMER BUG LrTaM IEpLUNMAWD ED r•dh' . SBI SDuD LLLP. W rar5 A DLui wwo S FARES WI BEM SrFRR CTSB Ltp L4AA2SNLJS to M a.NIG' SEE LAM FOR LOCAMW # NESTED JOW 2•ran Loy UA'MMD 54 ra W LPTA CMENECTOK/MY rRADT - Ir.I a IrRaw ♦NSW I. rp2R r58 SMSI CI DEW. CLP Fh•. Th•.t; DL 50 to J VARIES FIELD A"WO t.. •t " I4WD — WI rw Is N4a Fww WAD r Pltcrw S"m W far Lrat. FU I [A[b [ NO XTJ TO O M [ARID TO of r f.s Y[ LTST IiOII FaT TTIEyJt AND SP.Qi G •l III IJ.P.ILW[ ='A t FRAME TO G/dJ.WALL O ENTRY P. r L W W; WW OPEN � rra Pv ee Ito II L Po � Po 00 54 WETS -..N SWATMIG SECOND FLOOR SHEATHING LAYOUT L 1 Qa za c Era v'd !!O' 'S CO' P•U ' NY II1Kr -M r0 vIL IRLI iRCI MY TRACK MY TRADE -M TD FLOOR DECK OA FLOOR DECK BO FLOOR DECK CO FLOOR DECK 122 / 11' '.- ol--- I I I I 1 __ I I I f oll In lz-P IFNI i IV a ypplyypLL�E p$ C= C= CV 00 O J i SHEET r FDO S T E E L j 0 1 S T D E S 1 G N G U I D E Floor Joist Span Tables (0" Minimum Knockout Offset) Joist Member 10 psf Dead Load and 40 psf Live Load TL Deflection = 1-1240, LL Deflection = U360 Single Span TL Deflection = 1-/240, LL Deflection = U480 Single Span Spacing n o.c. S acin in o.c. 12 16 19.2 24 12 16 1 19.2 24 7.25"TDJ18 16' 2" 14' 7" 13' 4" 11' 11" 14' 8" 13' 4" 12' 7" 11' B" 7.25"TDJ16 17' 4" 15, 9" 14' 10" 13' 9" 15, 9" 14' 4" 13' 6" 12' 6" 7.25"T DJ 14 Is, 8" 16' 11" 15, ill, 14' 9" 16' 11" 15, 5" 14' 6" 13' 5" • 8"TDJ1!8 ":' ... 1:T .•B" . s .:.1'5' 4" 14' .0" 12' 6" 15' 11" 14' 5" 13' .7" 12' 6" •.8".TDJ1' :::.':.•1.8. AV.-C. 1-T -1` - 16' :1" :14' '11"' 17' 1" 15' 6" 14' 7" IT 7" '.87DJ14 '..• '20' 2" : 18' 4" .17' 3" TV 0" 18' 4" 16' 8" 15' 8" 14' 7" 9.25"T DJ 18 19' 3" 16' 8" 15' 2" 13' 3" 17' 11" 16' 3" 15' 2" 13' 3" 9.25"TDJ16 21' 2" 19' 3" 18' 1" 16' 10" 19' 3" 17' 6" 16' 5" 15' 3" 9.25"TDJ14 22' 9" 20' 8" 19' 5" 18' 0" 20' 8" 18' 9" 17' 8" 16' 5" 17..25"T.D'J1.6 ' ;24' IT' '22' T' .21' " W 19' 9" 22' 7" 20' 6" 19' 4" 1 T 11" 1'1:.25"TDJ14. 4 ':28' 8".: J - =24' 4"• .22' TO" .21" 3" 24' 4" 22' 1" 20' 9" 19' 3" 1:1..25'T D'J12 ,. ! --29' 10" •- '27' 1 " 25' 6" 23' B" 27' 1" 24' 8" 23' 2" 21' 6" 107DW16 23' 1" 20' 11" 19, 9" 18' 4" 20' 11" 19, 0" 17' 11" 16' 7" 10"TDW14 24' 9" 22' 6" 21' 2" 19, B" 22' 6" 20' 5" 19' 3" 17' 10" 10"TDW12 27' 8" 25' 2" 23' 8" 21' 11" 25' 2" 22' 10" 21' 6" 19' 11" A-2*TDW.1:6 .:•-'.:26':-V' ; --,24'•--0". :21' :1'1" 19' T. .24' 4" 22' 1" 20' 10" 1.9' 4" 7:2"TDW14: ' ` .28. ;1'D"' = '.24' T 22' 10" 26' .2" .23' 9" 22' 4" 20' 9" r.12."--TDW12 • ° -32' .2"' 29' :3 - -27' -6" 25' 6" 29' 3" 26' 7" 25' 0" 23' 2" 14"TDW14 32' 9" 29' 6" 26' 11" 24' 1" 29' 9" 27' 0" 25' 5" 23' 7" 14-TDW12 36' 7" 33' 3" 31' 4" 29' 1" 33' 3" 30' 3" 28' 5" 26' 5" *Please refer to span table notes on page 2.1 Floor Joist Span Tables (0" Minimum Knockout Offset) Joist Member 12 psf Dead Load and 40 psf Live Load TL Deflection = U240, LL Deflection = U360 Single Span TL Deflection = U240, LL Deflection = 1-/480 Single Span Spacing In o.c. Spacing In o.c. 12 16 19.2 24 12 16 19.2 24 7.25"TDJ18 16' 2" 14' 4" 13' 1" 11' B" 14' B" 13' 4" 12' 7" 11' 8" 7.25"TDJ16 17' 4" 15. 9" 14' 10" 13' 9" 15, 9" 14' 4" 13' 6" 12' 6" 7.25'TDJ14 1B' 8" 16' 11" 15, 11" 14' 9" 16' 11" 15' 5" 14' 6" 13' 5" - B"TDJ1'8 :; :17- -4" '.: . 1'5' .0" -13' 8" 12' 3" 15- 1.111' 14' 5" 13' 7" IT 3" 87--DJ16.'-,;. 18! AD" :.-IT -1". .16' f" 14' IT. 17' 1" 15' 6" 14' 7" 13' 7" 8'7,D'J.14• ? .20'. 2": "'` .18- 4" .17' 3" 16' 0" .18'.4" 16. 8" 115, B" 14' 7' 9.25"TDJ18 18' 10" 16' 4" 14' 11" 12' 9" 17' 11" 16' 3" 14' 11" 12' 9" 9.25"TDJ16 21' 2" 19' 3" 18, 1" 16' 10" 19' 3" 17' 6" 16' 5" 15' 3" 9.25'TDJ14 22' 9" 20' 8" 19' 5" 18, 0" 20' 8" 18, 9" 17' B" 16' 5" 1:1.257,I)AS-: -1":24' :1:1V' ; :•-•22' 7'. J .21'.' .3" 19' 9" 22' 7" '20' -6" "1'9' •4" 17' 11" 1`.1:25!-T-1)J144 "I-L"<26 " 24' 14" 22' '•10" 21' 3" '•24' '4" 22' '1" "20' .9" 19' 3" 17;.25"113 .1.2" r..29":101' = Z27' .1'" t .25- 6" '23' Z' :27' ]". ::24' 8" .23' :2" " 21" 6" 10"TDW16 23' 1" 20' 11" 19. 9" 18' 4" 20' 11" 19, 0" 17' 11" 16' 7" 10"TDW14 24' 9" 22' 6" 21' 2" 19. 8" 22' 6" 20' 5" 19' 3" 17' 10" 10"TDW12 27' 8" 25' 2" 23' B" 21' 11" 25' 2" 22' 10" 21' 6" 19' 11" •.1:2"TDW16.,;• :..26' :9" =. '23' 6" .21' .6" 19, 3" 24, 4" 22' .1" '20' 10" 19' 3" 1;2."T.DW114-:! . "28''.10" 26' 2" 24' 7" 22' 10" .26'. 2" .23' '9" 22' 4" 20' 9" 1:27.13W12- - ' ::32' .;2':: • •. :28' :3" 27' 6" 25- -6" 29' 3" 26' 7" 25' 0" 23' 2" 14"TDW14 32' 9" 28' 11" 26' 5" 23' 8" 29' 9" 27' 0" 25' 5" 23' 7" 14"TDW12 36' 7" 33' 3" 31' 4" 28' 10" 33' 3" 30' 3" 1 28' 5" 26' 5" 'Please refer to span table notes on page 2.1 // T H E S T R E N G T H T O S U P P O R T E) ---77�' V- J U L 0 8 2004 Y O U " 2.2 Structural Properties of TradeReady@ Rim Track SECTION --- DIMENSIONFULLY EFFECTIVE GROSS SECTION PROPERTIES NET SECTION PROPERTIES CAPACITY@ HOLE -- ID A, tn. L m. Ix. tn' ly, In' Sx . In' Sy, In' X. In XO. In J. In' Cw. In' RO. In p Nea'. hhr W. In' Mpos, "s. Mneg. In-rbs. Va. B1s TO 725 x 18 734 0.04513.550 0.196 O.B6'8 0 092 0.350 -0.738 0.00033d 0.822 3.500 1.060 0.312 3260 8829 9040 591 TO 7.25 x 16 7.36 0.05564 448 0.244 1.085 0.115 0.349 .0.736 0.000659 1.020 3.503 1.060 0.391 4.083 17414 17851 1173 10 7.25 x W 7.39 0.07135.591 0 305 1.358 0.144 0.347 -0.732 0.001314 1.265 3 506 1.060 0.490 5.131 26164 27334 2335 ID 7 25x 12 7.45 0.10177.974 OA27 1,921 0.203 0.343 -0.722 0.003804 1.756 3.517 1.058 0.697 7.316 46644 51102 5875 1DOX is B.09 0.04314.506 0.200 1.007 0.093 0.328 -0.698 0.DU0357 1.028 3.824 1.048 0.345 4215 9754 9954 591 TO 8 x 16 8.11 0.05665.6d6 0 2d9 1 258 0.116 0.326 -0.695 0000704 1.276 3.827 10,17 0433 5.280 19241 19671 1185 TOO x 14 8 14 0.07137.097 0.311 1.575 0.145 0.325 -0 692 O.DO 1405 1.058 3.831 1.047 0.5d4 6.635 29D49 30211 2362 TO 8 x 12 0.20 0.101710 111 0436 2229 0.205 0.321 -0.682 0.004067 2 194 3.Bd9 1.046 0.773 9.456 52239 56911 6589 ID 9.25 x 1 B 9.34 004516 434 0.205 1.257 0.094 0.296 -0 6dO 0 000395 1.429 4 376 1 033 0 402 6.141 11230 11423 584 1D9.25x 16 936 0.05668.060 0.256 1.571 0.118 0295 -0637 0.1300780 1.772 4.380 1.033 0.504 7.692 22157 22578 1161 TO 9 25 x 14 9.39 0.011310.131 0.320 1.968 0.147 0293 -0 634 0.001556 2.113 4.117 1.028 0.633 9.666 33594 34805 2311 TO 9.25 x 12 945 0.101714.A35 OA48 2.786 0207 0290 -0.625 0.004505 3 047 4.399 1.032 0.900 13.770 61000 66019 6731 TO IOx 16 10.11 0.05669.779 0260 1.773 0.118 0279 -0.607 0.000821 2.113 4.717 1.027 OA33 8.632 24471 25145 788 1D IO x 14 10.14 0.0713097213.12 291 0 324 2.221 0 149 0.27i -0 631 0.001647 2 621 4.772 1.028 0.544 10.844 36991 38669 I567 TD fOx 12 1020 0.1017 1.383 d.525 17.510 OA54 9.146 0209 027d -0.595 0.00d768 3.631 4.738 1 026 0.779 1 ISA44 1 66707 1 72999 1 4544 ID 11.25 x 16 11 36 1 0.0566 0.844 1 2.760 1 13.132 0.265 1 2.133 0.119 10.265 -0 563 1 0.000901 1 2.753 1 5.286 1 1.020 0.504 1 11.986 1 27453 78111 1 Sit 10 11 25 x 14 11.391 0.0719 1 1 061 1 3A 71 1 16 505 1 0 331) 1 2.674 1 0.149 1 0.254 1 -0 559 1 0.001798 1 3 415 15.292 1 1.020 0.639 1 15.060 1 41675 1 43395 1 1615 TO 11.25 X 12 1 11.45 1 0.1011 1 1.510 1 4.941 123.598 1 OA63 1 3.789 1 0.210 10.251 1 -0.551 1 O.DO5206 1 4.729 15.311 1 1.020 0.900 1 21.444 1 75860 1 82560 1 4689 ID 12 x I6 12.11 0.0.566 D B86 2.899 15 457 0.267 1 2.364 0.120 0243 -0.539 0.000946 3.181 5.630 1.017 0.546 14.311 29181 29849 1 Bit TO 12X 14 12.14 0.0713 1.114 3.645 19.421 0.334 1 2.964 0.150 0242 .0.536 O.D01888 3.946 5.637 1.017 0.686 17.982 44370 46135 1617 1 ID 12x 12 1 12.20 01017 1 1.586 5.190 127.667 1 OA67 J 4.201 1 0.211 10.239 1 -0.528 1 0.DO5469 1 5.462 15.657 1 1.016 1 0.976 1 25.603 1 81073 1 88046 4698 ID 141 Id 14.14 0,0713 1.257 4112 28.791 0.341 3803 0.152 0.214 -OA82 0.002130 5.561 6.567 1.011 0.829 27.3416 51330 53261 1 1574 TO14x12 1420 0.1017 1.790 5.856 dD996 0478 5.392 0.214 0211 -0474 0.1108171 7.693 6.590 1.011 1.180 38.936 94430 10221d 4577 C v Nate+- Ix - Ft41y Effective Moment of Irderla about X axis ly - Fully Effective Moment of Interla about Y axis S1 - FUy Effecftve Section Maa111us about% axis (small flange) O Sy Fully Effective Section Modulus about Y ads (nange side) x - Distance Between Centrold and Web Centerlme z Xo Distance Between Cenbola and shear Center J - St Venant Torsional Constant CW - Warping Constant IX' - FNy Effective Moment of Inertia at knockout about X was Mpos - Futly Braced Allowable Moment at Hole when Small Flanqe Is In Compression Mneg - Ft y Braced Allowable Moment at Hole when Large Flange Is Bl Compression O Va Allowable Shear at Hole Fy - 39 ksi for 18 ga. and 50 ksl for 16, 14, 12, and 10 ga. C C 1 ab depth 4.00 inches flolst depth upto 9 25 Inches) 6 DO Inches (Joist depth greater than 9 25 inches) O 00 N O O A 0 M N n Z 1.25 1.25 r-191 bL n Tr-, C A TAB DEPTH _ XO 3 # M 2-5 2.5 -m amS nOIt KU SEMM ^ ; 70 o Z Win= � Structural Properties of TradeReadyO Joist: 7 '/4" to 14" Web TDJ 11.25 x 1.75 x 16 11.25 1.75 0.0566 0.882 2.986114182102 B0 2.521 0.1 D1 0 303 •0.911 0.0009/3 7.283 /.151 0 952 7DJ 11.25 x 1.75 x 14 11.25 1.75 0 0713 1 102 3.605 17.581 0.339 3.126 0.239 0.297 -0 903 0.001866 8 860 1.132 0.952 TDJ 11.25 x 1 75 x 12 11.25 1.75 0.1017 1.555 5 087 24.167 0./51 1.350 0.319 0 285 -0.880 0,005359 11.B6S 1.099 0 954- TDW 10 x 2 x 16 10.00 2.00 0.0566 0 840 2 749 11.267 0.370 2.257 0.210 1 0.398 -1.153 D.000B98 7.598 3.901 0.913 TDW I0 x 2 x 14 10.00 2.00 0.0113 1.049 3132 13 991 0.480 2.798 0.291 0 391 -1.1 /2 0.001176 9.2B6 3 883 0 91 / TOW 10 x 2 z 12 10.00 2 00 0.1017 1.179 I.B38 19./59 0.616 3.892 0.392 0 378 1•1.117 0.005096 12.490 1 3.850 10 916 TDW 12x 2 x 16 11.00 2.00 0 0566 0.953 3.118 17.677 10.394 2�146 0.243 0 351 -1.047 0.DOt019 11.167 /.178 0 945 TDW 12 z 2 x 11 12 00 2.00 0.0713 1.192 3 898 21.913 D./79 3 0.296 0.3// •1.036 0 002011 1/.031 1 160 0.916 TOW 12 x 2 x 12 12.00 2 00 0.167 1.682 5.503 30.595 0.612 5 0.397 0.)37 -1.011 1 0.005797 18 91) 1.121 0.949 0.712 13.489 63598 83598 1383 1383 0t2 16.707 81162 89111 2679 1 2771 0.991 23144 124635 1 152082 1 5541 1 8130 0 531 10.597 5/175 54175 1456 61 0 659 13111 77238 91103 2246330914 pi 18138 111919 133745 444885 0 545 •15 028 1 57817 1 64322 1323 1 1323 0.677 18608 82699 97798 2580 1 2653 0 940 75.762 1 12105/ 1 175234 4011 1 7773 TDW 14 x 2 x 11 1 / 00 2 00 0.0713 t.33/ 1.365 32.2I9 0./91 1.611 0.298 0 308 1 -0.9/9 1 0.002258 119.911 5.046 0.965 1 0.944 1 31.405 1 8710/ 112335 2264 2261 TDWl4x2xt2 114.00 1 2.00 01017 1885 6.168 /5.097 D.662 1 5,442 1 0.400-1 0296 1 -0926 1 0.008498 26817 5.013 0.966 132t 13.772 130051 221389 6028 1 6826 totes h N - Sx Sy t 0 Cw Ma - Ma,. IF Vat - Iles, i� FY Knockoulhiole Depth CD 00 N O O A Fte7 EffeCtr+e Moment of an is about x wa5 Fuel Eaectrre Mornent of ktene about Y aas Ft&y Effective Section Moft s about x wits Flay Ellectny Section Moduhr. about Y ans Dist Nice behmen certrod and web cerntenerw Distance BeMeen Centroid end Shear Center S7 variant Torsional Constara Nlwpuxl Constant Moment OI 1ner6a at Knockout about x was Flly Braced Aaonado Moment of Knockout F1Dy Braced Aaorrdble Moment at Ful Sacudrn A Ibnable Shear at Knockout Aaowable Shear of Full Sa[bon 33 kw for 18 pa and 50 IM fix 10. Id. 12 6 ID as 4 25 inches Oast depth upto 8 00-) 6 25 MOOS 1piSt depth droner than 6 aKh, axClydnxJ 12 & 14 inch) 8 rich sound opennq [psi depth = 12 inch), 10 inch round operxnq (pst depth = 14 CR055 S�''T10N inch) SECTION C IN "01- T 0.6875 KNOCKOUT A - - - [DEPTH .-L 0.625 Mj 0.625 B -F NET SECTION 1/ Jab Location: WA Joist ID:TradeReady®Joist J1 Job ID: WA Page 10l 1 JOIST DESIGN REPORT TradeReady® Joist J1: 12.00in TDW 14ga 50ksi ® 24.00" o.c Dietrich Infinity v5.19b ow, IAI [Bl [Cl �- 22-0-0 22-0-0 44-0-0 THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS ses"� f3cZot,.� type Jam Lao 143-11-8 Typical Sparing Marta Inventory Joist Weigh Oty (Joist) I ol Piles &atulp Kmdwuls IradeRea"Joisl 240 master in (Ib) 1 1 Top Flarlpe Cut and 9racbV u*v m Members Additional Loads Member Interactions 12ouln Tow 14ga 50W 0 24.00' oc Lyea Potrq a520 374 0 374.0 04)-0 O4}0 Marmd(sold) 7450a gn9s 0 762 22403520 [gnlradc pl MmentlKnoclL) 72050 e21/3 Oen 22.1-12 12 eo' To 16P 5OW 0 00-0 hear Pont J520 J520 3N0 •374 ..0 "-GO 1400 Monad Stab 74506 94371 0.790 2240 �M 1200' ID 16ga 50ad 0 44U0 pl 51]m kkA (1)1 Am"jhf VA L OM WebS6flena �� 00 0.0 •e10 -e1.0 00-0 040 p0 Shear(Scom 1421 223e 0635 22.00 II 4' TSB I4ga33kd 0 2200 Lkw PaInL fir() 1405 2595 0542 21.10� 0.0 00 -01.0 -01.0 44-00 44-Do p 25'7DS818Qa 33ks1 d Sold Block aP o.e. 09M 1000 0 993 2240 Worst Case Support Reactions Sh=Manml(Knock) 1.0m 1 000 1.063 22.1-12 Openings aumM YVklthlh) OravMLoad (bl VALoad (bl Dellecbm k*d Aeona6laM 0 Loca� Knockout IN 350 2516(DLrLL1) .1090A Total Lead 501 240 0479 910.12 Sim (h = e U z e OD) iBI 3.50 2841(DL+LL I rL M D We Load 590 361D 0.610 9-10.12 London: Llrtl;j 11 a hrodloul arsras ova a support a pond ICI 3.50 2576 (DL+LL2) •109 (LLI) Madrraan Total Delleceon 0 52 h 9.1012 bad.9narslbere)ahed) Designer Notes: MaztrnmLlveDeeec9on 0.44h 9.1a12 Field Cul Webabomo Actual It)) Allowable Sep Lam Non. WC 0 041.0 2576 2622 0913 0-0-0DtsWin g Notes: WCO22.00 2641 2414 11T7 re#) 2240 WC 0 4460 2576 2822 0.913 44-0-0 DI4.1: The ei*wees seat m hb deslpr dankig giplm a* logo depkted Irdvtdnl pkl Web Mment Ag al qAo^ 0 coupuwits for be Ioads as prwlded by la onlam and ad—, on ads dmtr% The zeal WCMI 0 22�0 2174 1.500 1.4501m regd) 22-00 dui ncl ba reeed rpm h"odm nay Web SMener AU It llywa0y 0 Loco Messages WS 0 22-M 2841.042 5787.000 0.491 22.0-0 ftmr ERROR 114FORMA11ON - Meeba I C CrWft WCheck Web Cryrpbry'Mmmd Wed Load Cmbina0m DL+LL1. 1.45 O Shea Mmaml Al Hole faded Load Conbtru6m DU+L.L 112 106 w % r/ F� 3'� / / d Sue did not pass all checb. W Er'� I l0� t ErJ T" Normal Lmds DesVed By-. IUA M. Dead 40psi 12ps1 RmlenedBy. IslSubn40ah WA rVA Coreentrated ob Revlslonl: IVA (.Stijl = 0-7(3 i�(6A otiL w� Wtfj RedsedBy: IUA JUL 0 8 2004 Deflection: 1alal U240 Revsed Date: IUA 5TIFi-e)vt7L .4-I" T W - Llve• lfdw File name: u:WIelncn JOuswayR.Orlalenanu Ir'LI uyr Dale: May 12, 2003 lhne: 11:00 Peon 1 of 1 Job Location: WA I Joisl ID:TradeReady® Joist J2 Job ID: WA Page 001 JOIST DESIGN REPORT TradeReady® Joist J2: 12.00in TDW Aga 50ksi ® 24.00" o.c Dietrich Infinity v5 DN-1 ONE= IBI IGI JAI 22-0-0 29-4-8 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS ) ype Joist Length Typical spedng Marber Irrverdory Joist Welgfd D(y (Joist) I oi Plies Bradrq Krlod ouls T 1adeReadyB Joist 1294-0 2-0 0 master 115 (b) I 1 Tap Rarlga Cart and BracbV llydaloem Members Additional Loads Member Interactions J 12.oan IDW 1/pa50kd 0 2/.01a Load True ;�t� End Start Dpd End Dead Start I = End Lm Linea Point .2400 z400 -90.0 -900 2941 291a PH MbrtreM Mumengsoar>) MonenUj=k.) �Lla�l 55013 Vila Alawable Itrb1 9779a 52143 9 � 0593 22.ai4 0695 22-1.12 Point, Mmiei Stab. 59013 W91 0 679 22414 I�— 12 W 10 I6pa 50310 aa0 -3520 •3520 •374.0 .3740 00-0 0-0-0 1311 b 1 b ici 12 00' 10 16pa 50ks10 29.4 a �� 0.0 0.0 •91.0 -01.0 00-0 0-0-0 �(�) 13P�1 �L 0601 22•all WebS6Aena pa SheerNW&) 1335 2595 0.514 21•IDI II 4' 1 Se Ilya 33ksl 0 22 a 11 Worst Case Support Reactions � �! 6S1 Lr><adm o� Strearmom nt(w 0 720 1000 0 720 22414 2.5-IDSe 1ap0 33kd vd Sdrd Bock a0' cc. Sr V40 m1 Orevlty Load (b) U fll Load rbl c���aw�) 0705 1.000 0705 21.10� openings IAI 350 2535(DL4LLt)-6(LL2) (8) 350 2402(DLrLLI+U2) 0 QeAaOal Actual Allow*a ill L'��° Ici 3 50 VA (DLA12) 496 (LLl) Total Load 575 240 0 417 9-11.3 �� size. (h=a00'sw=a0() Designer Notes: Live Load Mz&rwnToWDebsEm 113 046In. 360 0.495 9.11.3 9.11-3 Locaaon Ordmomd0 a kmdmul o== over a srpporl a point M�nm rive Deaecilm 0.35 h. 9.11-3 bad, it nxM be repahed) Web Allow" fib 040 �GJi Dewing Notes: WC 0 000 2535 p p None DN-1: the enpireds seal m /rb design dawbrg applies a* to fin dePbted kt tknt )obi WC 0 22 a 11 L C 0 29-4-8 2102 664 x111 2922 2.0-14 0 995 2"-a om 29J-a conpmenb for Ire bads as provided by are aabme ad a stro wn m lids dawi g The seat stall not be rated upon in erry oaw Tray Web g Acbral to 0 LUM Messages vVGM 0 22414 1.711a 1.500 1.192 (ws regd) 22-a14 Web Weller kkW 111b Aluff" fbl lc�l5 6�f91 Nam W$ / 57a7.000 22.0-14 Normal Loads U: Deslpud By: 10 psl Reviewed By: WA WA Dud 12 ps1 1st Subattat WA Z2004 Concentrated 0 b IVA Revised By. WA Deflection: Revision Dale WA lord. U210 i Live- L/360 File name. DADleldch JobsWaXim1bedand (FL) dpr uare. rrw7 c, cw i anti. r r.vc Page 1 of 1 Job Location: N/A Joist ID:TradeReady® Girder G5 Job ID: WA Page 1 of 1 JOIS'r DESIGN REPORT TradeReadyU Girder G5: 12.00in TDW Aga 50ksi @ -1.00" o.c Dietrich Infinity v5.19b (J [A] lBl ICI 22-0-0 22-0 — 44-0-0 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Type Joist Lao I Iypaxl Spadna I Member Inventay Joisl Weiot Q1y (Jdsl) 1 ci Pies &acing mccitauts iiadeneady0Jdsl 43-11-8 -0.1.0 master 172 (lb) 1 1 Top Flangs Cont. and Blacing Mmowl Members Addillonal Loads Member Interactions J Load I StadLivo W Lly Starl Dead End pad Shf1La End m9mm Achtal1" AlImable RA 12pa 5 001n IDW l40kd 0.1.OD' o c Line. pa -800 -60,0 -24 0 -24.0 a00 44-ao MaTmgsdd) 62714 97798 006641 22� lfadc Point lb 0.0 00 -1620 -1820 GOO aao Monxnfll(nock) wasi 82143 0741 22.1-12 JAI 1200'lD16ga5Uld00all point b .704.0 -7040 -74e.0 7480 aao aao PoInL b 447.0 447.0 2e.0 25.0 30-0-0 Mmterdstab. 62714 846e1 O.T41 2240 ICI 1200' ID I6g2 50d 0 4400 301" Point 0.0 00 -67.0 -870 4440 4440 Sm Acballbl Albwablarbl WebSOOerm Pahlb -378.0 -3780 401.0 -401.0 440-0 44-0-0 Shear(W 1376 2238 0615 22.0-0 II 4" 1 SO l4ga 33kd 0 22-0-0 Worst Case Support Reactions �Imck) 1380 2595 0 524 21.104 (� � �U 9d 25' IDSe l Bp 33kd d Said i3bdf aQ o c Stmal Witd>t lhl GrevM Load I61 Vp6A Load (bl SheerMaant(Sddl 0769 - 1.000 0789 22-0-0 JAI 3.50 2576PLdL1)-67(LL2) ��) 0814 1000 0814 21-104 Openings 9 P 9 let 3.50 2419 (DLrLL14LL2) 0 pdet; Ad QQ Mowable M Locefion ICI 350 I700(DL+112) 109(LLI) Total Load 497 240 0493 9-10-12 S4e(h=e0(rsw=800') Designer Notes: Live Load 590 360 0610 9.10-12 Locsom: Unknowr(0 a knockout occm over a appal a pabd Ma,drem Total Deleckn 0 53 in 9-10-12 bad,Omrslberepabed) Mm*= Live Deflection 044h 9-10-12 FW Diming Notes: WebCrbo4fo kbM flb AnowmMe lb ( Loceam None DN-1: the engines seal on Ids deslam drantfp apples air b the depicted hrddmd IDIs1 WC 0 0-0.0 WC 0 22 all 257a 2419 2e22 2414 0914 1015 (W5 two) aao 22.0 0 mrparents la be ksadB as podded by beaetoma and as dram, ar Ids dmbThe seal WC 0 444341 170D 282E 0 602 44-0-0 shin rd be felled upon In any aMer way Web M� al Sr9 ARmY&1 Messages 1. 1. 1ZZi9pmsre#) 22-000 None Actial �Wys---�p� 2448.837 57e�� p0 22� Normal Leads Designed el ILA i Uvr. 0 psi Revlewed ey ILIA D. 0psi ISISabdaak ILIA ( Concer bated 0 b Revhlm 1: ILIA 8 2 o O/ I 4 Deflection: Revised W. Revision Date: ILIA ILIA i lclal: L240 Live: Ud6D i Dale: May 12.2003 Time: 10:59 — Page I of 1 -3-6-12 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS type I Joist Length TypW Spacing Member Imenlory Joist Weltim CRY (Joist) I d Pies &acing I(n0dlplLq liadeReady®Jcist 3-&4 -a1-0 I master II(Ib) I 1 Members Additional Loads Top Flange CalLand Bradrg 1hd01orvrl Member Interactlons johl IMin IDWl69a50ks10-1OPoc Loadroe Star! Live Erd Live Start Frid d Start Loc. d Loc. Line,p0 60 60 -580 -58.0 000 3-612 monem MarengSoGdi rail l Abrahlalk bl C�SI Lo2em Ftia If Worst Case Support Reactions M01fa'at� do a31 834 64322 57531 0013 0015 1.96 1-9-6 JAI 12 oo' I D Nip 5Ud 0 0 0-0 JBI 12.00' I D 169a 5Olal 0 3 6.12 RVDOn WM fin 1 Gravlly Load fbl oad (b Mwwd Stab. 834 61322 0.013 1-9-6 ikad JAI 350 05(DLvLLI) .10(L I) ELVA �(W ACWW (J 85 6!gw*fe(lb CS! Loceton 2.5'IDSBIap331dvdScOdBlocka0'oc. IN 350 85(ouaq .l0(LLI) Shear(Krrork) 78 1116 1294 0076 0000 000 Openings Designer Notes: SherutManem Actual 01.12 10� ' M—+usaad) 0006 1� 000008 o-vo s=e.av,vr=aarl Drawing ShearMorrlalglcrbdc) 0.004 1 o0D OW4 0-1-12 Loccatlwallo m lhrknomd0 rdrknockoutme on wa a support or poird Deaecpm �� Allan-al 0 l load. 0 mrsl be repaired) DN-I: I he ergneees seal on 16 design drm vg applies ordy b he de*led brdvldiral W Total Load 152544 240 0 002 1.9 6 —poem. for are loads as pvAded by M anhmsr and a show. on 16 dwwkV The seal Uve Load 1324651 360 0 000 1.9 9 FhM shall ml bs riled upon in my ofm my. Madam total De loam 0 OD In. Ilene Messages MmckT m Uve Deflection 000In. 1-&8 Nona Web CrY olYn wC o ao-o e254rd1(61 Alloffable �y � 92 0037 DOo WC03b12 85 2295 0037 3-6-12 Web Marini A;W . Lupo Web SMry Ml1b1 ABMNebtelbl 0 LMO Nomal Loads Deslgred By. WA Live: 0psi RevlevvedDy. WA Dead 0psi IstSlbmfaat IVA Corcenbated: 0 b RnIslon 1: NIA 2004 J psrleamn: Revised By natslm Data: IVA WA Iotal: U240 --- Uve U350 I File name, DADieldch Jobs' Date: May 12, 2003 Time: 10:58 Papa 1 of 1 JUIS f DESIG(d REPORT Job Location: WA Joist ID:TradeReady® Glider G3 IJob ID: WA (Page 1011 TradeReady® Girder G3: 12,00in TDW 16ya 50ksi @ -1.00" G.c OR EXCEEDS ALL SET DESIGtJ CRITERIA FOR THE LISTED LOADS Dietrich Infinity v5.1 IN 1 HE JUIS I MEETS 1 YPe Jdsl Length Typical Spacing Member Inventory Jolsl Wright Cty (Jdsl) 1 ol POa &etir>A Knockouts I IadeHeady9 Joist 8.3 0 4I.0 master 26 (lb) I 1 Top Flange Cord and Bracing Unknown Members Additional Loads Member Interactions Load i roe $pg_s End LMe Stan Dead W Dead Sw I = Erd I = tine. 2450 2450 320 32-0 aao a-3-9 M-4 Mmenl(SaEd) 26M Mowrmle 64322 "I at 0413 I.ocallm 4-1-12 120Umlow 16gaSU0-1.00-oc Pit Mom 1f)(j k) 26592 57531 0462 4.1-12 [ft If Worst Case Support Reactions ManerdStab 26b92 40813 0652 4-1.12 12oviDlop5fd0aao �, 12ar ID 1&p 5t1af 0 ay8 IN 1b1 GraVbL�Ib1 Will Load $hag AMW1b1 noe Maws6leIbl 1t16 0993 aao Ekadnq 3 50 ,N 350 0-1108(DL+1J.1) Di 3.50 0 1108(DL+ Li) Shear(SniM) Shea(RnodL) 1069 1294 0826 B-1.12 25'1DSBlap33kddSald®odffiroc. Designer Notes: 0 Openings �Ma saOdJ 85 09� 1 09e5 aao 8.1.12 ShecM=anl(K-=L) 0684 1.000 0.664 Krmcout She:(h=aarew=bO(T) Stze: Drawing Notes: g pelf Actual llgwebleRA 240 0 01 � � 4.1.12 Localum Ur&n wn(ll a It A m=3 ova a suPPOd a PoM D14-1: Tna in rghee(s said on It design d awing Wplas air to In del kted h Udual )Dist Live Load Live La+dlnanTotalDelns6m 1961 17 3W 0.162 2 4.1-12 ba rmrs ad. t be repahed) corrpmanhar the bads a provided by the anstorrm Ord es down onInb Aewbng. The seal Mau oO0 0SIn. 4.1.12 DeM shal not be reW tpm tl airy ollm way. Mutnan IJve DeEectim 0.04 h 41.12 None Messages Web pchw(11) A&MAh(b) 0 Lacalbn None Web MareN Actual AWNW� CSI Loadlon Web soffew Adud tbl Atm"a r1b1 Localm NormalLoads Dzs9ged By: WA live 0 Pal Rmkwed By: NA Denso- 0 PSI 1st So6MU lYA Carcartraled 0b Revbbnl: NIA Revised By: WA Denecuom Rw Wm Data: NIA lotak W40 JIUL 0 p 200 Live. UM Data: Mav 12.2003 Time: 10:57 Fde name. D:1Dleliiclr JobsUAaylCuntiedand (FL) dpr Page 1 al 1 Job Looalion: WA Joist ID:TradeReady+® Girder G2 Job ID: WA Page 1 of 1 JOIST DESIGN REPORT TradeReadoo Girder G2: 12.00in TDW Aga 50ksi @ -1.00" o.c Dietrich Infinity v5.19b DN-t IAI IBI — 22-0-0 — - — 22-0-0 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS T ype Joist LaO Typical Spatuq Member Inventory Jclst Weight oty (Joist) 101 Pies Bracing Krlocimltb I iadeReadyO Joist 21-11-e -0-1-0 master 86(lb) 1 1 Top FlerwCot and Bladrg I mnown Members Additional Loads Member Interactions Joist Load Tvoa SM lHa Edl-i-o %2d Frd Dud SIMLcr- End t 1 klLW 1 Allowable Lice6o� 12AUn I DIN 14ga 5o1¢t 0.1.00' o c Lpse, pl -80 0 -80 0 -24 0 -24 0 o a0 22.0-0 M--d(Soad) 54415 97798 0 556 9-10.12 Ri nliedc POKb 00 0.0 -870 -570 aao aao Mo— Kn ck) sole 52143 0662 9.10-12 (AI 1200.1016Qa501ai0aa0 Pontb •3780 -3780 401.0 401.0 Point b -M o -2220 M 0 -a9.0 aao aao 17-6-0 1 7-60 Mcrwd Stab. sine 9n9a 0556 9.10.12 (Rj 12atr 1D 16ga sdai 0 22-a0 Puhd, b 10180 1015.0 730 730 17.7-0 17.7-0 �i k3 � (bt m �� ) 2s• rose Iaga 331a1 wl Solid ®odr ao• o c Worst Case Support Reactions DPP St1us(KrorJl) 1137 2595 0438 17-7-0 Openings &VDM WWM(in Ck"WLoad (bt UPMLcadlb) She ACW P— 1-mvv (A) 3.50 1838(DL411) 0 shea7Marn"Sood) 0310 IDD0 0310 9.1012 lodug jej 350 499(DL+LLI) 0 ShealMonanocrock) 0439 1.000 0439 9-10-12 Size- (h=a0(rxe=80P) Location: Urkrown(U a knockard omme ovei a suppml a pohd Designer Notes: TP-� Pc74hml M Q� del LOtaut bad,Unealbesepahed) Live Load 717 24� 360 7 0.502 9-10-12 410-12 �� Drawing Notes: Ma dmm Total Deflection 0 55 In. 9-1 a 12 None Maxhsml rLiveDeflection 036n. 9-10-12 DN-1:1 he engneee5 sed on hb deslip dmng aWes tidy b he de*ted YdvkW lobs Web Crboho cmpmenb la he bads n provided by he assmrrrer od in down on Ids dianYq. The sed INC 0 aao 1835 22 W 0651 0-0--0� "rot be rded rpm In any odre way. WC 0 17.60 305 2414 0 126 17.60 Messages WC 0 2240 499 2822 01n 22.0-0 Nara Web hlarenl Achad 0 Laa6on YrJM 0 17-6-0 0309 1.500 0208 17.6-0 t Web sinew trbd Ibl Anomlla rbt 0 t� _ Ham Loads the D. 0 psi 0psi Desl(prcd el! Revlewed By-. IslSutmiBA WA ILA IVA CacmYaled: 0 b Revblon 1: IUA Revbed By: IUA Denedlon: Revaton Date: WA Total 1/240 'UL0 8 � _ Live. II360 .o ..... Dale: May 12, 2003 lime: 10 58 Page 1 of 1 Job Location: WA I Joist ID'TradeReady® Girder G1 Job ID: WA JOIST DESIGN REPORT TradeReadyu Girder G1: 12.00in 1 DW 14ya 501csi @ 24.00" ac 1 _ Page 1011 Dietrich Infinity v5.19b j i5� �,;;i';�I*,}j:Tiif-.�:r•_s�-.'"';�:t: �:- !::��{"j .;::t..�C.• _ _ '- - - � - �'-:•r;--•__�.. �.: ;�.'_"—'�-�n�-->^ _ - _ •-Ys - -%•n� _ 'mil..�..L•�.G_ tic. - ; i-Tr,�. 'tE ,-r�i?•_ c :*� err: �,E. - .3, .F -�i:.: - ..r;-r- t _c.t" ��( --%'' % - - - "s- •� - �_la"� r--.51 �.-. �.-_. i,-. -_ . c" =:T1a= r i��'`i.=i:li'-,:I:i.t:::c.' =ter-.=.i_. 1�, =:.-'-•S --- .. h—':_-fi.-.a:..�'L-..ea_'--7^_: (-[— -`�'—�%'i•�.��.a--T,�3 ri 1 1 —it 1 1 1 1 THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS CSC 13E'z > 1 yPe Jdsl Length Typlwl Spadrlg Member Inventory Joist Welgtd 2-0-0 masler 172 (lb) Additional Loads Oty (Joist) 1 1 at 1 Plies &adng Tap Flarge Ca1L and Electing Wtoclmuls Urd91a1e1 11adeReady®Jdst 43-11-8 Members Member Interactions 1200b 1DW 14ga SOks102100'oc �11@S -200SW 4 Imo! �Q� r2 $�l&6 End J� Pand,D •200 -200 -22.0 -22-0 00-0 DJ}0 anem w Yrb 74505 �bleftfbl 0 [9mlrack PamLb 0.0 00 •810 a1.0 0OD 0-04) 97798 0762 22-00 JAI 1200'1D16ga50W000.0 Point lb -200 -200 -220 -220 44.0-0 44-00 Point b 00 00 Mmr1dStab.) 74506 94371 0.7790 2240 ICI I? 00• I l6ga 50d 0 44-00 •81.0 -al 0 44-0.0 4440 Web 6nena Worst Case Support Reactions Sien(Sa9cf) 142C` 161 0 Loca0 II 4. 1 Sa l4ga 33ksl 0 22-0.0 Smoot VIM fiat Graft Load fib UPIR Load fib 9*xII4&) 1405 2238 2595 0 542 21.10-4 25'1DSaIage33kslwJSolid Dockair oc. lei 350 2541(DL.LL14U2) 0 Shenk Solid) 0 I go Loco Openings ICI 350 10tL9(DL.LL2) •109(LLI) Sli—Mpred(KnodL) 10a3 1.000 0983 1.053 2200 22.1.12 °U �! Designer Notes: DOOeelon Achd qlluniAle 0 Loceeon S¢e:(h=B00 xw=B00) lahlLoad Live Load 5901 Localon: Lhdmom(II a kmrJrout oars ova a sipput or pocd Drawing Notes: Madam 1oW oe0xeon 0 52In. 360 0.610 9-10-12 bad. 0 rnal be repahe� Marl llva Deflection 014 in, 9.10-12 41012 Field I: the ergbeers sad m a6 design Arntry applies mty Io he depkted k dvuw ptst WEib IJare t9 IM 1 B h+ s as prmided by Be ne;pm 7and in thorn an#6 dwang. the sea dial ' WC 0 0_0.0 1085 rp— idp tpmany wher way. WC 0 22 00 2841 2 2414 0384 000 Messages WC 0 44-0-0 Was 2822 1 177 (ws regd.) 0354 22.00 44-DD _21 ERROR OJFDFOAAI ION - Martial w We 2� 1.500 IN 1.450 (we reqi) �� 22�0 Check Enars W6bCrppmpMton a hoed Lead Carbbatlm DL.LLI 1 45 Web SlAem W9 0 22.0.0 k)EI fib 2841.D42 Allumble Loalm , Shear Mama AI Hde laled Load Cmbkaflon Dl.11 I 1.06 — She did not pan al darks. K I L/ D 5787.000lb1 3? / �Zv 4� 1 22 0.0 �Le�/ 1�1�r•-LrTn.7T Normal Loads Deslpned ey: io ; Y- J • ( > Live- 40 psi Revlewed By: Dead 12psl 1sISubMOat •co(,a�1�) + (,1 144`1) 107 � I.3 I[-rq OK W/ Carcenaated 0 b Revslon 1: Reviseday n J U L 0 8 2`'0 l �.l E!3 ST-t P Fe7vc=72 IotlacDan: lohL Revision Dale: 17240 I IrJ t�7 J'-lt DJr �J c•-1•t�2 J n� Ej -tl✓ Live: tf360 IVA WA IVA IVA WA File name* DADletdch JobsWay\Cumberland (FL).dpr J Dale: May 12, 2003 Time: 10:52 Page 1 01 1 JOIST DESIGN REPORT Job Location: WA Joist ID:TTadeReady® Joist J3 TradeReady@ Joist A 12.00in TDW 14ga 50ksi Q 16.00" 0.c DN-1 Job ID: WA7lnln',Iy or - Mw IB]- 22-0- _ — 26-2-4 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Wlodrotits Joisl Length Typical Spalirg Menbel Irlverdllry Joist Welght Ole' (�i) 1 a1 PAes 13iadng I 102(@) 1 1 Top Flange Card. and Bnrdrlq lhdatolm 2E1-12 1-4-0 nla5ler InadeReady®Jdsl ad Member Interactions Members Addillonal Loads Akw*s Iln�l 0 �� Joist120Un Load ly>» ,�LNs (7d Uv ,Sb1Li�d � QS�9 � Edl� Nl�l Moment(Sa6d) 421�84� 97796 0431 22-1.9 22-1.12 TOW 14 50ksI0 1600 oc Ga Linea PomL •2400 -240.0 -900 -90.0 2a2-4 26-2.1 Mmunl(Krodc) 41639 e2143 0507 22.1-3 (yin l flack 12 00• 10 16ga 501310 0-0-0 PITMarcrdStab. �� Point •352 0 -3520 374 0 371.0 aao a00 421e4 fist 97798 b , 0431 1Q:91101) �� 12ur TD 16ge 501d 0 26-2J p0Shm Linea t 00 0o a1.o al.o aao oao s� ) I0�10 1007 2595 0�/51 03ae 22-1.3 22-1.12 � 2 5-TDSa l aga 331a1 d Sc6d ®odc aP 0.c. Woisl Case Support Reactions 1� 0 0390 LZ-- 22.1-3 Openings y WdP1fn1 GrnlryLoad lbl VA Loadlbl � SheMMMOl MIL) 03�90 0407 1.000 0.407 22-1.12 1 (!� 350 1674 •t IU1 Allow" Sal Size: (In OT e n = ti o(r)jaj owns over a pent a Aokd UnVwn (II a knockmd owsgt 350 1928 (DL4LL1+LL2) 0 �) 350 424 PA -713 (DL+LLI) T 949d 12 240 s60 0 253 0292 9.11.5 9-11-5 Locellm bbe ieinhed) ad• a mu1 Designer Notes: Live Load M°dna'"T°tmenv� D°' 028 h IF 11-5 9•It•s 7 d � Mioknun Live Deflection 021 In, None Drawing Notes: Web Cdaoflm wC 0 aao paw (lb1 1674 21122 92 0593 aao 22-1-3 0144: The engineers sead an This design losing apples only to he depicted kdlvkkrd Iolsl WC 0 28-24 440 2414 21122 0799 0.156 26-24 conpanants l r he bale as provided by tin aebne and as storm On 16 dlnm'g. The teal All 0 Lamshallnolbeidedlymhanyo4resway. VWYC��M�13 � 15P00� 0927 22-1•3 Messages riebSe1� kkAlbl- b 0 t None Nmmd LoadsWA Desk IVA LNe: 40 psi RevlrrnedDead IUACerx"aled 12 psi I sl Sr4r IUARevleed Z29 0 b Revblm 1 11VI IUAJDeflection: Total: uz40 e Revision ILA Live L7360 Date: May 12, 2003 Time: 11:03 He name: DADielrlch JobsWlay\Cumbedand (FL).dpl page 1 01 1