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Home My WebLink About109 Crown Colony Way 03-1668 COd PERMIT ADDRESS �� C�� + �. �.'�Q , SUBDIVISION {('�� C-r��/ d Cn CONTRACTOR PERMIT DATE �(' d 9 Maronda Homes Inc. of Florida ADDRESS PERMIT DESCRIPTION1 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 " PERMIT VALUATION 407-475-9112 PHONE NUMBER SQUARE FOOTAGE PROPERTY OWNER ADDRESS r PHONE NUMBER ELECTRICAL CONTRACTOR(_v�^. { MECHANICAL CONTRACTOR PLUMBING CONTRACTOR y H MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR � a' _ ,, ; PERMIT NUMBER FEE V 'This is to certify that the building located at 109 CROWN COLONY WAY for which permit 03-00001668 has heretofore been issued on 5/02/03 has been completed according to plans and specifications filed in the office of the Building Offipial rio�.to th issuance of said building permit, to wit as '5�complies with all the building, plumbing, electrical, zoning aia subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. CERTIFICATE OF OCCUPANCY / COMPLETION STAFF APPROVAL DATE BUILDING: Finaled 10,E .o3 ZONING: Inspected UTILITIES: Subdivision Regulations Apply: Yes No APPRCIVAT, FIRE: Inspected Water Sewer Lines In �pl, 1 • C L ►-n Lines Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage p. .v l �-y Paved Maintenance Bond PUBLIC WORKS: Street Name Signs'' _ Street -Q� ��JI ,N Lights Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE In Driveway FFF.q UATn DATE APPROVAL DATE AMOUNT 5/02/03 10.00 5/02/03 10.00 5/02/03 10.00 5/02/03 10.00 5/02/03 10.00 5/02/03 59.27 5/02/03 54.00 5/02/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 109 CROWN COLONY WAY for which permit 03-00001668 has heretofore been issued on 5/02/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 91.93 10.33 847.00 10.33 1384.00 650.00 1700.00 '��'\AO M -�r[4-6 0,41) V-1,; / 0 - !'5 -05 OWNER BUILDING OFFICIAL / D#TE 0 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: ' 6 PERMIT #: 1 61Q� ADDRESS: CONTRACTOR: MARONDA PHONE#: JZ-I 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. 11016103 W'Engineering O k 0, 5U' c-j� ❑ Fire ❑ Public Works Utilities ❑ Zoning ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: AnnxEss: \O°' �c CONTRACTOR: MARONDA PRONE #: . �A �0 �)- \ \-C� 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. l Engincering OPublic Works 0 Utilities 0 Fire 0Zoning ❑ Licensing 12S CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) mo uwa r-- F : n LO� d 33 SL%, CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION �.--- **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #:\lob ADDRESS: \C)c�' SAC CONTRACTOR: MARONDA PHONE #: \ \,q The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑Fire '--� I A Public Works i min Zoning ❑ Utilities n IA ❑Licensing (� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I • � i I I I I I 1 . I 1 I 1 I I I I I i j 0 1 t I I I f CERTIFCATE OF OCCUPANCY I REQUEST FOR FINAL INSPECTI d ****SINGLE FAMILY RESIDENCE**** DATE. X 0 1 1 O V ri C G w7 PERMIT #: c 2! o ADDRESS: 1 1 �' �- �►- ``X c •• L,u w Cr LA - PHONE #: (-VC;-� - �A �A - \ \, The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑ Public Wor �iftili ❑Fire f-, ❑ Zoning A .[ Licensing l CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) AVO d EyI G, X7 300 COUNTY ROAD 427 50UTH LONGWOOD, FLORIDA 32750-5499 -� LAND SURVEYORS TELEPHONE: (407) 830-90&0 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 109 Crown Colony Way Legal Description: Lot 60, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76,77 and 78 The Finished Floor Elevation of the structure on Lot 60. CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). >J 1 r44 )ornmick F.`'Ca-wne, F1.orid1a'. Surveyor &` Mapper Reg. No. 2005 Licensed Bi" ii e;ss Number 5073 Date Fieldwork Completed 10/10/2003 W.O. # 2003-13994 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM 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 Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 109 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 60 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE:/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - ##' - ##.W' or ##.#####°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME I B3. STATE ROWN NY CCOLO1 1MW am SEOLE FL I B4. MAP AND PANEL 67. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4J17195 41095 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used forthe BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Bamer Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, AR/AO Complete Items C3.-a� 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 oi� the Comments area of . Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments NIA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) —. ' -fto) cc o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) 00 o d) Attached garage (top of slab) _. _ft.(m) E o e) Lowest elevation of machinery and/or equipment w CU servicing the building (Describe in a Comments area) X f) Lowest adjacent (finished) grade (LAG) (m) z' 2) o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) 0 o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE Company NAIC'Number - SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA�issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SI NATURE 1 DATE TELEPHONE / �� COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a 1`5MA-issued or communityAssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) 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: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions COUNTY OF SEMINQLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75440 UNIT ADDRESSN TRAFFIC ZONE: OWNER NAME:; ADDRESS N L(*,,IID C`.ATEGQRYu 001 Single Family Detached House WORK DESCRIPTIONa Single Family Housen Detached - Constructiors FEE UNIT RATE R H & TYPE TOTAL DUE TYPE: DIST SCHEDULE DESC. UNIT OF UNITS -------------------------------------------------------------------------------- ROADS -ARTERIALS CO -WIDE O ` dw1 unit $ 705.00 1 $ 705.00 ROAD '-COLLEI'7QRS Q dwl unit $ 142.00 1 $ 142.00 'LIBRARY CO -WIDE O dw1 unit $ 54.00 1 $ 54.00 °!~SCHOOLS CO -WIDE O dwl unit $1,384.00 1 a 1,384.00 � AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: .......... (PLIJI"tSE PRINT NAME) SAN NOTE TO RECEIVING SI8NATQRY/APPLICANTx FAILURE TO NOTIFY OWNER AND ENSURE TIMELYPAYMENT 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 RE0UEST WITHIN 45 CALENDAR DAYS' OF THE RECEIVIN8 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 TON CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENTSHOULD BE BY CHECK OR MONEY ORDER4 AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LRFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** �, l ITY OF SANFORD PERMIT APPLICATION Permit No.. O 9 ate: /21/03 Job Address: 109 CROWN COLONY WAY Lot: 60 Parcel No.: 33-19-30-5QS-0000-0600 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: "$J02.-ft - ' ' Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: -012— Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUIVEWERS Address: 1101 NORTH KELLER ROAD SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407-475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY SANFORD FL 32771 Fax No.: 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 the requirements of Florida Lien Law, FS 713. -�t�c.t- 04/21/03 04/21/03 Signature of [Ownp.4Agent Date Signhu-it of ontr for/Agent Date RUSSELL KEITH SUMMERS RUSSELL KEITH SUMMERS Print Owner/Agent's Name Print Contractor/Agent's Name L444- �1� 04/21/03 04/21/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date 9DCBME TIME to DEBBIE TIME r TAR o My Comm UP. ZP*W TAR o My Comm Exp• 7!"JJO6 a auauc > No. CC 999378 aueuc No. CC 999378 PI.—Wy wwv, t t oar 1 D. y Known t l othw I.n. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY: Special Conditions: Date. 04/21/03 taar�raatt�cer E..... x w `4C Ff.G711w•k 11�� LDY CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: owner's Name: Maronda Homes Inc., of Florida Address of Job: 109 Crown Colony Way Plumbing Contractor: _______WILLIAM T. SELF Residential: __ V_-- - Non -Residential: Lot: 60 Panel: 4 By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sig ure CFC057039 State License Number Y, CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ------------- Date: The undersigned hereby applies for a permit to install the following electrical: Maronda Homes Inc., of Florida CPO -- Owner's Name: ------- -------------------------------------- -- Address of Job: W11__U WYl_DYll� �7_��0 -1- L_ Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service /5a 357 New Commercial: AMP Service Change of Service: From AMP Service to ------ AMP Service Manufactured Buildin Other: Description of Work: Application Fee: $10.00 TOTAL DUE: `! By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. --- cant s Signature EC0001663 State License Number — fr--.�.�` �4f34tRt71A t't�APSN!I.Y y.Yr pCn!r4t4?A µ.< CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 109 Crown Colony Way ------- ----- Lot~60- Panel: 4 Mechanical Contractor: GARY CARMACK Residential ------___— Non -Residential Amou Nature By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number IINIMIr1lrllr111N1�Ml�illli�ltitlllrlllr HWA NE NORSE, CLERK OF CIRCUIT COURT SENINM E COUNTY SK 04790 PG 1510 CLERK' S i4 21603067032 RECORDED 04/23/2003 12819141 PH WXMINS FEES 6.90 REGARDED BY N Nolden NOTICE OF CCOMAUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-SQS-0000-0600 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 60 109 Crown ColonyWay:Subdivision: CROWN COLONY General Description of Improvement Construct a Single Fam ly Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (if other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America NA, 750 S. Orlando Ave 0102 Winter Park FL 32769 -AM: DAN FINNEGAN Phone (407) 640.0304 Fax (407) 644-2308 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. ICampf Tltie 200 W. IOt St Sanford, FL 32771 Fax: 407-330 fi06? Phone: (4107) 322 9484 In addition to himself, Owner designates (Name and address) 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 KE MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this jpd.. day of .20 Notary Public CERTIFIED COSY t "881E TIME o� MARYANNE MORSN OVARY . MY Comm EAp. ?/5diO5]ID. CLERK OF CIKUIT COU" �^ WBUC No. CC M7378EMINOLE COUNTY. FLORII>I!! P°f Aly K-- i 1 Ot►w ' pt TV f-t FRK PLOTPLAN PLAN for. MARONDA HOMES, INC. DESCRIPPON. LOT 60, CROWN COLONY 3UBDIVI510N RECORDED IN PLAT BOOK G I PAGE(S) _ 7C thTv 78 PUBLIC RECORDS OF SEMINOLE COUNTY FLORIDA N 14a03'51 T O.GB' TRACT ' 8 " CONSERVATION AREA .P �. N00009'02W 59.34' 00 vo LL 00 a v la 29 00 I. I GRAl""IC SCALE I I 20.0' A A CONCRETE PATIO LOT 59 10.0a 40.00' '0 N LOT G 1 MOpIFZ�O N 6 c MODEL: CHESAPEAKE' K' �. b (3-2) BLOCK o t�2 FINISHED FLOOR b ELEVATION- 43.85 4 p DRAINAGE TYPE: B / C *V p WITH 2' GARAGE EXTENSION and to 0 1 O' x 2O' CONC PATIO c v a�app7 i 0.Oa co Z 10.000 I 16.a I tag I DRIVE I • J $ I t�z2� 5T 46 0 O� AN' GN a 5 W r\� ��l G;G !Z +, N 5 3 PG iojr BUILDING SETBACKS O rM �• , NY r P T 900'09'02'E FRONT: YS' ►�' � �gZ N REAR:20' SiDE: 7.9' SlDE STREET: 20' / - BUILDING LINE: 60' /- FLOOD CERTIFICATION NOiES BASED ON THE FEDERAL EMERGENCY 1, BEARINGS ARE BASED ON THE CENTERLINE OF LOT 60 CONTAINS MANAGEMENT AGENCY FLOOD INSURANCE CRORN COLONY WAY BEING SOO'09'021 . L OT SQUARE FEEi/0178 ACRES +/- RATE MAP, THE STRUCTURE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHORN 7.761 SHORN HEREON DOES NOT LIE 1NIHIN HEREON ARE BASED ON SITE ENGINEERING V.A. PLOT PLAN THE 100 YEAR FLOOD HAZARD AREA. PLANS FOR THE PROJECT, THIS STRUCTURE LIES IN .ZONE " X t 3. BUILDING TIES ARE TO FOUNDATION. P - DENOTES PROPOSED ELEVATION COMMUNITY PAWL Na 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED PER ENGINEERING PLANS. EFFECTIVE DATE: APRIL 17. 1998. IN THE FIELD. E - DENOTES EMSTiNG ELEVATION MAP REWSION DATE: THIS IS NOT A SURVEY. (SUBJECT TO CHANGE) THE UMXR90WO AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK LINES AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREWA TIONS/LEGEND. N0.-NUMBER P.I.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R,-RADIUS PA -POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-PONT OF REVERSE CURVATURE UD.E.-��D//RAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-PONT OF COMPOUND CURVATURE D,U:�SRELI- EAAGE.NUMiTY ARC -ARC LENGTH l.B.-LICENSED BUSINESS CH,8R0.- ORD BEARING SM1.E.-SIDEWALK 3 UTILITY EASEMENT CENTERLINE A/C-AIN CONO110NER PAD ADELTA i NTRAL ANCLE) D.&U.E,-DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT LOT °y CHIP W.0.2003-3999 CARD FILE: CRORNCCr60.DRG WIN THE SIGNATURE AND iHxo AND I5 SURVEY NOT VALID IJh1LESS EMBOSSED REWSION DALE DRWIN t7VA NONE INC. A FLDRlQA LICENSED SURVEYOR RAISED A CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: ¢Q Subdivision: CROWN COLONY Property Address: 109 CROWN COLONY WAY EM 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). M 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 1K a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. O 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). El 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. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: Garages/Carports 36 S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625S.F. Total (Gross Area) 2 12S.F. 21 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To r-OLLow on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, April 21, 2003 SIGNATURE: (By Owner or Authorized Agent) FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name CHESA KE Builder: MARONDA HOMES Address: /Dq (I d� f,q Alvj Permitting Office: City, State. &t1P d Ft,� Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft°) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. Under Attic c. Under Attic 11. Ducts a. Sup: Unc. Ret: Con. AH: Garage b. N/A New _ 12. Cooling systems Single family _ a. Central Unit 1 _ 3 _ b. N/A Yes _ 1625 W c. N/A 133.0 ft' _ 13. Heating systems 0.0 & _ a. Electric Heat Pump 0.0 ft, 0.0 W b. N/A R=0.0, 175.0(p) ft _ c. N/A ' 14. Hot water systems a. Electric Resistance R= 4.2, 1033.0 ft' _ R=11.0, 207.0 ft b. N/A _ c. Conservation credits (HR-Heat recovery, Solar _ DHP-Dedicated heat pump) R=19.0, 360.0 ft2 _ 15. HVAC credits R=19.0, 1272.0 fiz _ (CF-Ceiling fan, CV -Cross ventilation, R=19.0, 97.0 W HF-Whole house fan, _ PT -Programmable Thermostat, Sup. R=6.0, 165.0 ft _ MZ-C-Muhizone cooling, i MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifications covered by this calculatio a in compliance with he Florida Energy Code. PREPARE DATE: APR 21 2003 1 hereby certify thattlaik building, as designe , is in compliance with t e to ida nergy Code. OWNER/AGE .l DATE: _. APR_ 2.1 2om 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: 35.4 kBtu/hr - SEER: 11.00 Cap: 35.4 kBuvhr _ HSPF: 7.40 Cap: 50.0 gallons _ EF: 0.93 PT, EnergyGauge& (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: -I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 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 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -5565.0 1 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 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) 30841.8 1.000 (1.079 x 1.150 x 1.00) 0.310 0.950 11270.5 31019.1 0.4266 13232.7 i 30841.8 1.00 1.241 0.310 0.950 11270.5 EnergyGaugel DCA Form 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.0 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 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 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1625.0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge@ DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: 1 BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 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) 4681.2 0.6274 2937.0 6992.6 6992.6 1.000 1.00 (1.068 x 1.160 x 1.00) 0.461 1.239 0.461 0.950 0.950 3795.7 3795.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeVRaRES'2001 FLRCPB v3.21 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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 13233 2937 7692 23862 11271 3796 7278 22345 PASS EnergyGaugel DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 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 cfrn/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 Penetrationslopenings > 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 crm from conditioned space, tested. Multi-storyHouses 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 resident-as-1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family 1 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') _v 1625 ft c. N/A 7. Glass area & type a. Clear - single pane _ 133.0 ft' - 13. Heating systems b. Clear - double pane 0.0 ft' - a. Electric Heat Pump c. Tintlother SHGC - single pane 0.0 ff d. Tint/other SHGC - double pane _ 0.0 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation _ R-0.0, 175.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. wall types _ a. Electric Resistance a. Concrete, Int hisul, Exterior R=4.2, 1033.0 W _ b. Frame, Steel, Adjacent R=11.0, 207.0 W b. N/A c. N/A d. N/A _ _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 ft' _ 15, HVAC credits b. Under Attic R-19.0, 1272.0 ft' - (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft' HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft - RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code cgmpliapt features. Builder Signature: `" "`""` - r DateAPR 21 2003_ Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER 11.00 Cap: 35.4 kBtu/hr _ HSPF: 7.40 Cap: 50.0 gallons EF: 0.93 PT, *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStai designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge(& (Version: FLRCPB v3.21) L�aro�nda Homes AN EASILY OBSERVABLE BETTER VALUE1 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY p CITY OF SANFORD ❑ 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: CROWN COLONY Lot: 60 109 Crown Colony Way. RUSSELL KEI H MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. pF r�o DEBBIE TIME m PueUC > My Comm Ev. 2/5/l)5 NOTARY PUBLIC No. wCC 999378 -p IYrovm I 1 Othw I.D. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for. MARONDA HOMES, INC. DESCRIP770N: LOT 60, CROWN COLONY 3UBDIVI3ION RECORDED IN PLAT BOOK G 1 PAGE(S) 7C thru 76 PUBLIC RECORDS OF 5EMINOLE COUNTY FLORIDA TRACT "B" N 1400351 "E 0.G& CONSERVATION AREA N P NOO°09'02"W 59.34' ' T7 :- P �� e�Z� I ob LL a 5' 10 20' erg' ( Gtv,PnTc seAi.ta I I 20.0' P C0W7.ETE PATIO LOT 59 1o.oa 40.00' N LOT G 1 Mppl�Ep N ul O o MODEL: CME5APEAKE' K' oy sr b (3-2) BLOCK o t�Z FINISHED FLOOR b ELEVATION— 43.85 4 p DRAINAGE TYPE: B/ C W O WITH 2' GARAGE �- EXTEN5ION and I o' x 20' CONC PATIO tn v Ili 8) t o.oa z I 3 e I 10.0a le.a I erg I D°D FIVEE I ro I I 5T 48 10 Oa aD G 3 a g7 W Gciojr r� o � SWAY BUILDING SETBAGY(S N� �� ; p �--�-�4 �' P.T. � FRONT: 23 f REAR: 20' $ VIA O`b-�/ s1DE: T:5• F SIDE STREET: 20' - BUILDING LINE: 60' �- FLOOD CER7IFICA710N NOTES: BASED ON THE FEDERAL EMERGENCY 1. BEARINGS ARE BASED ON THE CENTERLINE OF LOT 60 CONTAINS MANAGEMENT AGENCY FLOOD INSURANCE CROWN COLONY WAY BEING SOOb9'02"E LOT CONTAINS NSET/Q178 ACRES +/- RATE MAP, THE STRUCTURE I ELEVATIONS AND LOT DRAINAGE TYPE SHOWN SHOWN HEREON DOES NOT LIE WITHIN HEREON ARE BASED ON SITE ENGINEERING VA. PLOT PLAN THE 100 YEAR FLOOD HAZARD AREA. PLANS FOR THE PROTECT. THIS STRUCTURE LIES IN ZONE " X " 3. BUILDING TIES ARE TO FOUNDATION. P - DENOTES PROPOSED ELEVATION COMMUNITY PANEL NO. 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED PER ENGINEERING PLANS. EFFECTIVE DATE. APRIL 17, 199& IN THE FIELD. E - DENOTES EMSTING ELEVATION MAP REWSION DATE: THIS IS NOT A SURVEY. (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TiOiNS/LEGQVD: NQf R P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.F.-FENCE EASEMENT R.-PA-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. P,G-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.CC.-POINT OF COMPOUND CURVATURE 101'E.-UiTL11Y EASEMENT TH L. .-LICENSED BUSINESS CN.BRQ- ORO BEARING SMJ.E.-SIDEWALK & UALITY EASEMENT U.a E.-DRAINAGE, UTILITY &INE A%C-AIR CONDITIONER PAD &DELTA CEN1TtAL ANGiE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENTMLJ W.0.2003-3999 CAW FILE: CROWNCOL60.OwG t*7*A Y'ONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE SIGNATURE AND RAISED SEAL OF AFL A LICENSED SURVEYOR AND MAPPER RENSIOn DATE DRAIW LAND SURVEYORS AND MAPPERS LONGM�p00, FLORIDA 32790-3499 L7300 SOUTH RONALD REACAN BOULEVARD TELEPHONE (�07) a30-9080 FAX No. (407) 3J9-3636 E-MAIL: CA NONE O CFL.RR.COM DOMINK2t F. CAVIONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2003 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 3-27-?003 co i Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO6001 60 109 CROWN COLONY WAY ORLN-CRC CHEK3 LEFT CHESAPEAKE K 3 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 hui1dinn_ Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 10-9-02 Roof Loads - VT 4-11-01 U 10-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 10-9-02 A 10-9-02 W 10-9-02 B 10-9-02 W1 10-9-02 ./ 131 10-9-02 Y 10-9-02 Total 33.0 psf C 10-9-02 Z 10-9-02 C1 10-9-02 Z1 10-9-02 DurFac- Lbr. 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D 10-9-02 Z2 10-9-02 E 10-9-02 Z3 10-9-02 F 10-9-02 Z4 10-9-02 G 10-9-02 H 10-9-02 I 10-9-02 J 10-9-02 J 1 10-9-02 J3 10-9-02 K 10-9-02 K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L1 10-9-02 L2 10-9-02 L3 10-9-02 M 10-9-02 INV # DESC QNTY �----- APR 0 7 2003 DATE: N 10-9-02 Voor 18331 EHUH26 O 10-9-02 18330 EHUH28 P 10-9-02 18360 1 SKH26R 2 Q 10-9-02 18361 1 SKH26L 2 R 10-9-02 18363 JUS26 16 S 10-9-02 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATESr38 q 40-0 9 2 <1 0 lz -m r ; m m. t —m Ti -m m z T0 10- icy v I- 'u I IIu T T JUS2( HAN, ERS jl� R� i 'R A - 4PLY (2) SKH26 HANGER B 4 (2) 5KH26 HANGERS of Q VOLUME CEILING E 4F 61' F 6 LL -.1 ODDSPACE G hit 3: ODP SPACE d F 12 8'-O/CEILING E 4 D . ........... .. .............. .. . .... .. ct F V7 SQA Ell- 3PLY JT L EHUH28--Z HANGER---- v M/lA U H28-2 HANGER J3 K ODD SPACE TlI 11r-0 J-1 CEILING, = 57-t K K jl 8'-0 CEILING' — ------ 7— Z Y6, KNEEWALL Kl It w— K2 KNE WALL TO i l'-o" �z —"Z�28-21HANGER VOLUME CEILING 12 Z4 K3 - - - -------- - cq GABLE I J t14 N ,K5�ST�YCTURAL _SCISSOR — FIELD FRAME THJ26 HANGfA THJ26 HANGER H rl R yv&L�T' I t 1 ' riI JOB NUMBER: CHEK3 6 CD CUSTOMER: REVERSED JOB NAME: CHESAPEAKE K DRAWN BY: tly DATE: 11-4-02 2 I PITCH: 6112 & 4/12 O.H.: 1 S" >i >- L '�l 20-0 .' 1 6-8 1 l-LA #'%; " U f I LUU%l ummary She, nd RECOMMENDATIONS HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES �eresponsibilltvoftheinstallerfbuild r ; .i1.41— ontrect�� nrancarir„ + 117Lpr erection contrtactor) to prop rtv receives unload store, handle install end P metal plate connected wood trusses to protect lire and prop9dy The installer texercise the same high degree of safety awareness as with any otherstructural Trial. TPI does not intend these recommendations to be Interpreted as superior project Architect's or Engineer's design specification for handling, installing gating wood trusses for a particular roof or floor. These recommendations are d upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (606)833.5900 truss industry, but must due to the nature of responsibilities involved, be presented as a guide for the 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 bybuilding designers, installers, and others. Copyright ® 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. TORAGE rxs�si n•,� xv�'aa < ,m �. t: UICI,aIISe. 1Ft ., i t' 7 9�Fy �a o�s 11 1yy (�11N®R f4�(°:-i t dl Tag Line Ml U ,74, r .king Ground Brace Verticals (GBV) Typlos, hortzonial tie member with multiple stakes (H7) ,Ytruss of bra, OUP Of trusse (ES) a DF: Douglas Fir -Larch HF • Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Opohord a that are laterally braced can buckle tagather and cause collapse Ifthere Zeno diaga- rinibracing. Diagonal bracing ahould be mailed 10 the underside of the top chord when purlins -r e attached to the t000lde, of th. In. _;,4 drr placement rIU111W Line i T tl/." i T ±1/411 12 3 greater All lateral braces lapped at least 2 trusses. Bow Length L(In) Lesser of L/200 or irl L(in) L(an) n w Jfrm A so' 1/4" 4,2' .100" 150" -ILE3, 314" 1 - 12.5' Lesser of L/200 or 21' 200" 1 16.7' 250" 1-1 /4" 120.8' 300" 1-112" 125.0' ,1V[aronda stems� MAROAr,DA srsT'EbmS 4005 Maronda Way Sanford, FL 32771 (407) 381.0064 Date: March 5, 2003 To: ]Building Department From: M[aronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley 'Trusses Fax (407) 321-3913 All valley trusses labeled VI'-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. 514 erety Tom s Ponce, P.E. Date: 315(, 3 DESIGN INFORMATIORI Thb drs F is for an Indh W,nl bulldbtg rampoa"d and las bocce tnsad Oa tnfermaUan Pied by lb., I—L Th. d_W_ d,_,.,O s nr reaPna'"W for damages as a "out Of f",4y rn- Irrrvrrect lafmmxDO¢ sP-uke uU . and/oe des,gna rratdsI d to the tnus d-V.- by the dirnt snd the mr,.ct. a Or aonuary of llrls fabnmae,an es it taay relate to a spo- tltle P'q"' and' —Pt' no rtspaosiblltty or elrsdses aO OmtToT m,th regard lO fataf�- ttaq baao-w� aWP—L and k Yatt u— d . This LI'm has ban citsigned as an fodl.6dmi bnaateg axnponcat m a.ay.daance vN A7,SifM 1-I995 sad M S-97 to be laatrporated as pare of tb< buddfag dwgn by a Baadm D'sigrter(agLstetrd arclUled or Wafesslo,nl. bu llnaed. sobs. reHewee far aPP�al bylha bnBrbOg drsigner.. Ote dclgtt Iaadings ihOw mast b' doeeked to bx sore that the data shoos ata�ormeua mt with the loedt buadmg oadea. tit- r'rnNf'r w(nd •c a— to>da, PtnJect sPecaioltoas Or spe ,tai aPPUM lords: -t—a shown, true I— not.bem desigrur4 for atarag' orPnty Imds.- The design. aasames mmpr foa cl—ds ROP ar bottom) mu wady b,—.d by sh_thtog unlan cmjt4twess m an cpccll . rime bottom a chords pr lensiarr ra not fully bnocd laterally by a ProP-iy sPSucd "Od riki •lwafa be taa¢d at a ovum® aP><asg d I a4Y e.� Cana lay . Plated aban ba mamYad-'d form m. 6?at:• luk dipped gxMa"A sled U-11-9 ASTM A 653. Grade 40. rmless otherwb< st, FABRICATION NOTES f?mr,a Ial.,"I"'. the. faf,*lulor atraB mf— ll,ls dnwtog to v-f(Y that tlds draa4ng b in mn( rmaar<wlth the tabriotars Plam and to 0-ilre a asntlnnlog —po r afty. far such red. noUOn Amy d)--p..O_ am la wttft" before chi" rabdeUo bx put !n Pb b- sing not be --a oaer Imotha4s, (wols or dbl dcd g_b. Members s1nU b< eut br Ligbt ntrtag woad (awood baufog, co,,. nu3or p'-•_ shalt ices lO—." as both fsees of the Inns adds watb Tarry k bcdd'd and sban be sprO. abovC the joint ra,ir�s otbc>mbe shown. A 544 Piet' b 5' wtd<x 4- long, A 8z6 p6b b 6 wide x « • lbag- Slots Broksl race paaUd to the plat' kngtb apcd(kd_ Double m,b On web Moab— shalt med at the c.*t fd tithe webs solos alb-wtse stwara..eaan'ctor. ptatc sires are cal-h mr. styes 6don the tams shooxt and m y o'm m t,e tar#ea,<d for Rd In band. bng and/ar crerltan srrasa. Thb lruaa V sat E. be Tatirleated •xlh 0-- words a treated lumber udess'(h wbesh--m FOr additfoayl mforanHwr oa 9Oaiey Cna -t w- to ANSI/m L-t995 PRECAUTIONARY NOTES � Q g sad �Mloa rmonrmendatfOOs are Oa¢rt>a amm.6.. wftb -tiaadLtng ie Pr-f-f. Bi"-9i. Tnras haad(d es are to wAh T°ufkrtiar care dnsbtg bandfng and brmd&W, dtls—ysad faatanatran tO...'a taring'. T Porasy•ad:P-Ma—at Or b ld tt' c in a ob-Aght and Pla fsrbtg bterai forces s6aB be k'kA-d wd bnmDed by others- Caz IW hand- ngis esseltual and --ml braclOg IS always �+tnd Nramat P+cauua—q -non for R'35- fequh- Rlch ttmPw4T bfad9g during be6eem UOsscs 1. —w tePPIf., tog. Th...PctybtOtt of -,Jjon of n,ss�s -I-B be OOde the aaOtrO1 Of Persaas (macd m the fastalbtlon. f lnus c tar —k o d adNm ah.D be sought If needaL 'On—Oo'"m or—Ostlurtlaa brads gtoter nn tl a dear,, Im& shah cent be aVPU«t lO asses at any time N- Imds other tbaO the. gfght of tl c ercao- shxil. be aPpUed to r rases'loft alley all f-kW14 and t—ing 'cOmPlur,L MONO VALLEY VALLEY TRUS COMMON VALLEY • �, t .,,oi�rvr� WO: VAH FY SI;T IF LESS THEN 3-6-6 THEN MOVE DIAGONAL WED TO NEXT PANEL E1 1� , # 20 ON 416 DIAGONAL WEBS t 416 316 REQUIRED WITH SPANS "R GREATER THEN 26.0-0 3r6 2r4 2X4 0-0-4 214 J10 2x4 214 214 2x4 S 316 OR 1 416 5x6 ! 20 OR 316 421 4110 2r4 3a6 326 On On 4 6 2r4 It: V 1 QTYA (f) WHEN DIGGONAL WEB PRESENT USE 4X5 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24' O.C. (TYPI I14 Jrfi 2x4 UP,A l2 TO T 214 714 316 MAX. 5.0.0 O.C. (TYP( 1 r 4r 114 ,I�-------- � BA `OT1SO.C. TRUSS MAXSPACING 5.0-0 O.C. (TYP) I� SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 12 IT 15 NOT'BOT CHORDS: 2X4 SP #2 BELOW Vq LEYISET. VALLEY ME7-0 MBEIRSES WEBS: •2X4 SP 93 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) 10d NAILS OR (1I l6d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' 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 S' LONG f. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt ICEpi' AS SHdWl1 1'LATFS.ATL1; TI20 GA In P 1 ANSIPFI'I 1-199 5 Caronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (40)321-3913 TOMAS PONCE P.E. LICFNSE #0050068 less aRer,tRR., nr . —_ ,., _ -_ VSUPPALLEY TRUSSES (TYPl RTIH6 TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.I * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET_ COUL Support w"llk" l l-A Li: READ ALL NOTES ON THIS SHEET. A COPY OF IRIS DRAWING TO BE GIVEN TO ' ERECTING CONTRACTOR. BRACING WARNING: "-clog at — Oa this dta" b not Mt UOn bmwtg. lWnd tna Wg. papal b,atlng Or s6aflac brad", sltaOrt b f i'azft tire. buadfng drstga and wldeh must bc.--fdesed by the baltdmg destgocr. "-tlng raadc to wacbor Fa PPOff of truss --b— oily le reduce backong kogth. Rxnisbns mast be Addltlonxl b-cing .f Dfe O,cj d sfusad apecifiad to®tfOm dc[rnotO�,t by the buadta do Rhos Plate Iostitu cluR3 (Je lcquired. (See HIB-91 oI TPII. g tgna. tt TPL Is loczted zt SBJ D'Onofrta Dam f RdL-n- TtsWnSt" 537101 Studs @ 6-0-0 o.c. Eng. rob: Dwg: Dsgur: TLY Cllk: I'C Lire 16.0 isf 'rC Dead 7.0 psf TIC Live 0.1) psf BC Dead 2.0 i 11sf Truss ID: VT Dale: 4-1-1-01 —� - t-UG 1.2b Dufrac - Pit: 1.25 O.C. SPcIcif49: 24.0" Design C1110fia: TPI r-- -T n—, ^- 1•••r....... .... ... eeo, Uas<d on UdomoUan ,4,sidcd by Utc c11cnL The de5t"Cr dlSClaans tirjrtsl+onsfbfrlty for d-"C - va . ,cult e,r r-Tor ln<vnect bdom.w,o. spcelrkvflans f/or dolgro /umbhed to tl.e Inca doly,ler Ithe cheat and the rnneelnrss or. accuracy fib 1„r rnotJw. a h oar i t re . ap, project and accepts rry ponsthittly or vj-ouo cwttaol with r<R d to r.b k.- 1 lvr.dlb,d. z1.11.mrn1 and I.vtatlsUon of �— ' hu ,.vv. ry bsce .IQf6n<d sa an rafdoal buildfng con ponvd hr acasdace nMI 1lIPI l-f t145 arni NOS-9i to be Inoirp—te, !von d the brrnda.g design ty a BuUJb,g � Ener Ireprstered n+dineet wr prWosbnaf irrced tvl.ao re.lened for .DPrw-al br Umt drs,p.er, n,e .ler6n r..aetn6s abo.cn l,e dxdred b toe sure U at tf,c data sr,n,.e. �^ oereerae,oi villa [hc loe.l buWlbrpr eode,. } dfn,eUc rccocds iw-..trod or soon bads. kdsreebtcotl— or speel.l .Ppft d loads. jsa shn..n- truss has rood been d-lvur d for 9�ecor oaeuparaey lands- The dolgrr assumes lo.. d.ords ("P w bottom) a rc .'nntb.u- y braced ty shaUrU S vnl•is aUrernssc knt d. Where b«te,r, cbonfs In fcnaron a.e 111y bm-d lato-afy by a -pert1 applioi Iedtin j, v J sHw,id be b—o' .t a r+vun spacb,g d 1 V-B' o.c Cnnncclar psirsU f>c maa.>J ctured Irw,a 1p Cao�e I.at ?d taHa.Hxcd atc.4 n,<etY.eASTIL4 A Q,, F4V. unroa otl.er..lxc shen,>_ �RICATION N0Tr-s fo fabrtvu w,. the fabrlo oar JhaU rer4v �ms1r.� le vvyy Ilul. U,b draaarn6 y H irwanee wrU, ur<f>t4lc.tnrs . 1 ., pra+oa ,d to t a m..nn..r.; .ePs.ar,brbq for .,.eir +t A" dbocpande ere to be put b. k bclor< u,n1nF er f.ba-uon. alw0 .« be to-aJkd ecer k-.thafa, der dblwtcd porn- Men.bers shall 1K eot ht Ilt[brg wood to n sod bcara, g. Con - Wales Bloat) be rested n.. boa. 3� « Ssa nilh -if, fogy Imbedded and shall be 'boot thcjol.ot unlos olhoo./sc sl.oan. A irk b 5 ondc a 4- Iorryf. n 6J3 Ff+tc b 6 �4 b �llr .� (hotel n.n ta.rafi« to F pce1(iec/. Dowbl< curt vz sMl/ nr<el al the ce.drerd « th< ncbs ''. athc.,rbe zheoe.t, Cenn•s:.l plate Jfzo :,Imam sfro based ott the forces shorn py nevi to be lne,osed for -'t toI haVd- 'd/or credfo.r strvae. This truss b rwt Ibla rd<d -1U. lire rel.,rrh t trvted mdw oWenrBe s6«sn. For oddlUer..l w, QuabiT CwrW(rder to ,W. nrr5f/Tr} t-199g . ;AUTIONARY NOTES hr! and uatbn .econ.n,rndatbns are 1v.r<d In am.rdancc will.'Handllne L A B.adns, HIB-91. 7'rorzsv .re lv MHIi panle..l r care dar b.6 6.roi4r` T F . ^-b"<'T sod Muts9alfen to.eold Pe�7 wad pen...u..e..a b.�<u•6 i,e t-- k.. a,-w and Pbz- Pna- i far 1ZWb,g btval r•neey st,.b Ge M htataUed lrr oU,cn. Cardu/ h..,d_ J<ntial and ec lien braclns b i3 Komral prCUUUUUa1T afto kv tquf- sash temporarr b,achrg during In betnct:a (russes to aeald toppling k-K-. 71te5.pmbbm F-mijon of 8-11 b< cood- ti,c-,.trol d persory ..d In the to W .Uv„ of uvssm Foal adrtee ship be soogltt ff treed<d. alb.. of cnrytrecuwr fonds 6rraly dolgo bads silaU nni lx appUed 1, tany lUnc No i.rsds dhcr Unn Ute . th, r.ctor. ,I„q f.; al.l.pca b UI1-1 fro all lacimu,:nml h.acf..F 2x OF HIP GIRDER u: HIP 6TTY:1 BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN- . - OSB' NOT TO EXCEED 24 f'O_C.. TO BF NAILED TO T -12"_ � ON CENSTi��USSFS v�/ GGERED PR:E-ENG'D T TOP WALL OF BUILDING TYPI -(CA.L RL 0 Crf&VG -FOR SUEA �ryD � �n T STU TpS a■Iaatwrt�.�— Mal-011da Systems 4005 MARONDA WAY SANI:Qr . FL 32771 (407) 321-11064 Fax (407) 321-39131 TOMAS PONCV L.ICENSF NUUS(rU68 la9a GRF'.fnBnOOK Cr. [TvfEDO,FL3Z]66 rLr-Alm.:r b.dr.t. Ifif- \AIAAAVU: READ ALL NOTES ONl THIS SHEET. A COPY OF TI US DRAVY114G TO BE GiVEi [ TO EREGT{W6 CONTRACTOt1. BRACING WARfgING B N� sl. an U.K d 1b dol¢n a d x�ticlrnCl"!- cansld r,. J hkb 3s a part of fhc bvddln sl is (r I..tml su S- r de 10 . n Pi'o't or Inks f rn,h.;rs w,h t� .educe E.uckpn. Ica. rl� ddmE d�lencr N,-,d,.g 1 door falenl batbi� at rnd and sPeclu� I^,caUons detennined Fh'ryM.,s .nu;t be AddlUonal bracWe of U,e orenli Flru l tear 6c rr_7uLcd. l5cc NfB-91 I f rtus PL le [lrsutute, iP1, Is I y' the 6uUdb6 d<.fe„cr, ovled 1 S93 D'ou Ado Drh¢ f.,.draoa War aim sar t Qt. Eljg Job: Arvg: bsg(fr:I-Ly Cilir: TUC L.ipe 16.0 TC read 7.1►psc J3C Lfve U.0 psc BC Dead 111.0 �,sF TOTAL --.---�_ 33.11 rlsF Truss 1D. Flip Dale: I U-2U._0U Uurrac - Lbr- 1.25 Dufrnc 125 0 C- SpaCirlg: 24.0n resign Criferia: jr, Coda t7co:o= DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client- the designer disclaims any respond baay for damages as a result of faulty or incorrect information. specifications and/or destgtu furnished to the truss designer by the client and the correctness or accuracy of this information as a may relate to a spe- cgie project and accepts no responslbWty or exerctse., 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/TPi I-19% 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 designerthe design loadings shown must be checked to be sure that the data shown arm• In agreement with the local building codes. local dbnatic records for wind or snow loads. project specifications ar special applied loads. Unless shown., truss has not beendesigned 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 ant notfully braced fat -ally by a properly applied rigld Mllng. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shag be manufactured from 20 gauge hot dipped gelva deed steel meeting ASTrd 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 fabricators plan and to realize a continuing responsibility for such veri- fication.. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be installed over knotholes, knots 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 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' tong. Slots (hots) 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 sires are minimum slzo based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Thts truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPt I-19% PRECAUTIONARY NOTES An bracing and erection recommendations are to be followedin accordance with 'Handling Installing & Bracing'. HIB-91. 1hisses are to be handled with particular tare during banding and bundWg, delivery and installation to avoid damage. Temporary and permanent bracing for bolding trusses in a straight and plumb pos- ition and for rusting lateral forces shall be designed and installed by others. Careful hand- ling is essential and esectlon bracing is ahvays required.. Normal precautionary action for trusses requites such temporary bradng during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced to the installation of trusses. Prcteasior:ai. advke -hall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tone. No loads other than the weight of the erectors shall be applied to trusses until after allfastening and bracing is completed. JB: 10# UPUFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSS! 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 Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on. TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 La-0.48" D=-0.51" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB - 1.15 1 4-5-12 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COWRESSICK Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 11m 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt• 1.0 Bld Type. Encl La 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# TC... FORCE ... CSI .BC...FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.16 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23649 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.16 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 TI: A QTY:4 ------ -a --- Joint Locatlons===a-a===... ==s r al) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11-"6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 BOT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL 4-PLYS REQUIRED 7-4-0 k 25-4-0 7-" 1 Z 3 4 5 6 7 8 10 11' 6 0000 8X10 3X6 6X8 1OX10 6X8 3X6 8X10 1-Y-11 6.00 Face = 0-3-12 3.00 1 1 3 00 Face = 0-3-12 0-8-0 080 Le 7-2-11 12 24-2-10 7-2-11 21 19 18 17 16 15 V4 13 2 4660# 8.00" 1-0-0 4660# 8.00" (Ralalo) 10 14751r I cRalalo) EXCEPT AS SHOWN PLATES ARE GA TESTED PER ANSI/TPI 1-1995 1475# scale = 0.1595 (Maronda Systems)i : READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job; D g: Truss ID: A CONTRACTOR. BRACING WARNING: gnr: TLY Chk: Date: 10-09-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 deg wig is not erection bins Bra shown on this drawing sing- 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 for lateral TC Dead BC Live 7.0 psf 0.0 DurFae -Pit: 1.25 � O.C. Spacing: p eing: 24.01 (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling length. Provisions must be psi TOMAS PONCE P.E. made to Additional of th overall alng l st�'ure�may be mod. ( e HIBrur` o by the building designer. icing Y required. ISee HIB-91 dTPq. BC Dead 10.o f (� Design Criteria: TPI LICENSE #0050068 frruss Plate Institute, TPI. is located at 583 D'Onefrio Drive, Madison. Wisconsin 537191. �.t Code Desc: FLA 1005 VAMeSSA 13ROVIEDOXI-32766 I TOTAL 33.0 psf _V:09.05.02- 7812- 1 "ensw mare roraysr JUa rAM: C. tltb-LUKVUH51CHEK3 HCS. 08.20.02._: " _ JB: CHESAPEAKE K 3 AC: 10# UPLIFT u.l. WO: CHEK3 WE: Ti: B ATY: i " DESIGN INFORMATION TOP CHORDS. 2x6 SP #2 Continuous lateral bracing attached to ______________Joint Locations======_____=__ This design Is for anhWfvlduafbuilding BOT CHORDS: 2x6 SP #2 � either edge of web(s) shown. Bracing MOST be 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 component and has been based on Information e`ue"r_amages1-g disclaims WEBS: 2x4 SP #3 2x4 positioned to provide equal unbraced 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 anyproresponded s any responsibWry for damages as a resin or . faulty orIncorrect information. speanrauons SP #2 2,6 MULTIPLE LOADS -- This design is the segments OR 2x4 T-brace nailed flat to edge � of web with w/3"x 0.120" nails spaced 8" o.c 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 and/or designs furnished to the truss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy a this Information it ton All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 141-01. R-Loc Vert Horiz Uplift Y-Loc Type as may relate spe- cffk project and accepts no responsibility or continuously braced unless noted otherwise. WndLod per ASCE 7-98, CrtC, V. 125mph, 0- 4- 0 1366 61 -1004 HOT PIN exeretses ro control evitfn regard w f°trrtc° ' MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 H= 15.0 ft, I= 1. d0, 8xP•Cat. B, Kzt= 1.0 39- 8- 0 1366 0 -1026 Bar H-ROLL tin, handling, shipment and Installation of trusses. This truss has been designed as an L=- 0.49" D=-0.50" T--0. 99" Bld Types Enel L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL> 4.2 psf, BCDL= 6.0 psf PROVIDE UPLIFT CONNECTION PER SCEMMfJLE: Support 1 1004# lochMual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1026# ANSIrM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professkmal Te 0.47■ MAX HORIZONTAL LIVE IAAD DEFLECTION: TC... FORCE...CSI BC... FORCE... CSI engineer). When reviewed for approval by the T= 0.23" 1- 2 -4073 0.62 12-11 3664 0.76 building designer, the design loadings shown RM8 = 1.15 2- 3 -5333 0.61 11-10 3665 0.64 most be checked to be sure that the data shown 3- 4 -5387 0.51 10- 9 5402 0.83 are In agreement with the kcal building codes' local climatic records for wind or snow loads. 4- 5 -5372 0.61 9- 8 3664 0.65 project specHkationsorspecial applied loads. 5- 6 -4072 0.64 8- 7 3663 0.76 Unless shown, truss has notbeen designed for storage or occupancy loads. The design assumes ewnpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottomchords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of ld-0' 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 oni formance with the fabricator's plans and to realize a continuing responsibility for such vert- flratlon. Any discrepancies are to be put in writing before crating or fabrication. Plaits shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nerror plates shalt be loafed on both fain of the truss with nits fully Imbedded andshall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wtde 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 plate sues are minimum saes based on the fora, shown and may need to be increased for certain hand- ling and/or erection stresses. This buss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Alf bracing and erection recommendations are to be followed in accords lie with-landling installing R Bradne. 1418-91. 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 to a straight and phunb pos- ition and for resisting lateral form shall be designed and Installed by othm. Careful hand- ing is essential and erection bracing is always requited. Norval precautionary action for trusses requites such temporary bracing during installation between busses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional adviceshall be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No Inds other than the weight of the erectons shall be applied to trusses until after all fastening and bracing Is conipleted- Ilk 8-8-0 11 22-8-0 8-8-0 1 3 4 6.00 T 5-1-12 0-6-6 6X8 4X6 8XIO 6X9 -6.00 5X6 Face = 0-3-12 3.00 13 00 Face = 0-3-12 8-3-11 LI 22-0-10 8-3-11. 1 1366# 8.0011 1 10 9 � (RO-10-10) I i4l 40-0-0 1366# 8.00" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (I RO0 10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac,- Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 321-0064 Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or stmtlar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral TC Dead BC Live 7.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.On (407) Fax (407) 321-3913 support of truss members only to reduce buckling length. Pmvisbns must be 0.0 psf TOMAS PONCE P.E. made to anchor lateral tracing at ends and specified locations determined by the building designer. Add Additional bracing or the overall structure may be required. (See HIB-91 of TPn Design Criteria: TPI 9 LICENSE #0050068 R1uas Pate Institute. TPI. is located at 583 D•Onufrio Drive. Madison. Wisconsin 537191. Code Dese: FLA 1005 VAMF-'SA DROVIEDOXI-32768 I TOTAL 33.0 Psf V:09.05.02- 7813- 2 •-w••s« m..w.w. --y.. Jun rnrn. t:tlCC-[VAUVtIJr(Htiti HCS: 08.20,02 j ( 1 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: 01 QTY:3 DESIGN INFORMATION Thls 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 faulty or incorrect information, specifications andlor designs famished to the tress designer by the client and: the correctness or accuracy of this tnf-Uon as it may relate to a spe- cific project and accepts no responsibility or exercises no control wnh regard to (abrica- tlon.. handling. shipment and. Installation of trusses. This truss has been designed as an individual budding 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 reviewedfor approvalby the building designer, the design loadings shown must be checked to be sure that the data sh- am In agreementwith the local building codes, local climatic records for wind or snow loads. project specNcations ar special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cottapresslon chords (top m bottom) are continu- ously braced by sheathing unless otherwise specified. When bottom chords in tension are not fully braced laterally by a property applied dodd cellfng, they should be braced at a maximum spacing of l04r 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 -Womance with the fabricator's plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put In writing before cutting or fabri atioa. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood beating. Con- nector plats shall be located on both faces of the truss with nags fully imbedded and shall be sym, about the joint an 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 shalt meet at the cennrold of the webs unless otherwise shown. Connector plate sus are mtnlmum sizes lased on the forces shown and may need to be inenased for certain hand- Itng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on Aualny Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing h Bracing". HI11-91. Thvsses 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 restating 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 durh* Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shalt 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 designbads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after allfastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 HOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 230 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in INE zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/426 at JOINT #15 L--1.09" D- 0.44" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMB - 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSS[ fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per €t. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SOULS: Support 1 806# Support 2 765# TC-..FORCE...CSI .BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-11 6040 0.46 __=__--===Joint Locations--===_-__---:== - 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS------------ Unifozm PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 6- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 il- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -25 -806 HOT PIN 39- 8- 0 2334 0 -765 BoT H-ROLL 3-PLYS REQUIRED 8-� 22-8-0 11 8-8-0 1 2 4 5 6 7 9 1 6 0000 8X10 3X6 6X8 1OX10 6X8 8X10 T4X6 4X6 T 5-1-12 0-" PH 8X14 6X8 3X6 1OX10 6X8 8X14 0-6-6 4-10-6 5X6 3X4 2-1-7 3X4 SX6 Face = 0-*f2--3 ---�{ Face �12-Z-0 3 .00 = 0-3-12_ 8-5-11 11 21-8-10 12 8-5-11 19 1 17 16 15 14 13 12 1 2657# 8.00" 4 2334# 8.00" 11_ CAA (12) 2X4 866;Y � 1394J/ (RO-10.10) EXCEPT AS SHOWN PLATES ARE TL20 GA D PER ANSIPTPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 �Mjaronda Systeims A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing H not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. B lateral TC Dead BC Live 7.0 psf DurFac - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown Is for ss support of trumembers only to reduce buckling length. Provisions must bee 0.0 psf TOMAS PONCE P.E. made to arches of the overall structure rerequired, (See Hied a building designer. Additional bracing BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 frruss Plate institute. TPI, Is located at 583 D'Ormfrio Drive. Madison, Wisconsin 53719). �,1 t � Code Desc: FLA 1005 VANNESSA DKOVIFDOXI-327" TOTAL 33.0 psf V:09.05.02- 7815- 3 ueslgn: MOM Anmysir !UH PATH: C:l7EE-LOKV0BSICHEK3 HCS: 08.20.02 JB: CHE.;,;PEAKE K 3 AC: 10# UPLIFT D.L. miO: CHEK3 WE: Ti: C ®TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to = _=====Joint Locations==== .... =______ =1) This design is for an Individual building BOT CHORDS: 2x6 SP #2 � either edge of web(s) shown. Bracing MUST be 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 component and has been based on Information provided by the client. The designer citscwms WEBS: 2x4 SP #3 positioned to provide equal unbraeed 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 any faulty orPn�+�f�o � 2x4 SP #2 2, 4 MULTIPLE LQADS -- This design is the segments OR 2x4 T-brace nailed flat to Of web with w/30x 0.120" nails spaced 81ooec 4) 30- 0- 0 8) 20- 0- 0 arllmdesigns furnished to the truss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEAR3M LOCATIOK----- by the client and the correctness or accuracy this All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loc Vert Horiz Uplift Y-Loc Type of information asitmayrelate toaspe- rate protect and accepts no responsibility or continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, 0- 4- 0 1366 64 -1008 BOT PIN «ereisesnocarttrolwtthregardtafalxkca- MAX LIVE LOAD DEFLECTION: L/999 8= 15.0 ft, I= 1. 00,Exp.Cat. B, Rzt= 1.0 39- 8- 0 1365 0 -1030 BOT H-ROLL lion, handling. shipment and Installation of Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This thus has been designed as an L=-0.42" D=-0.44" T=-0.861 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 1 1008# Indivdual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLEMCN: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSIfM I-1995 and NDS-97 to be Incorporated Te, 0.44" as part of the building design by a Budding Designer lregbteml architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: --TC ... FORCE ... CSI ..BC ... FORCE... CSI engme-erl. When reviewed for approval by the T= 0. 22" 1- 2 -4019 0.66 10- 9 3615 0.72 budding designer' the destgn loading; shown RMB 115 2- 3 -4925 0.60 9- 8 3597 0.64 must be checked to be sure that the data shown . 3- 4 -4925 0.60 8- 7 3596 0.64 are In agreement with the local building codes. local climatic records for wind or snow toads. 4- 5 -4018 0.67 7 - 6 3614 0.72 project specifications or special applied bads. Unless shown. truss has not been designedfor storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords. In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of lam 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 fabricatoes plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put In writing before cutting or fabricatfmn. Plates shall not be installed over knotholes, knots or distorted grain. Members shallbe cut for tight fitting wood to wood bearing. Con- nector plates shallbe located on both faces of the truss with nags fully imbedded and shall be sym.. about the joint unless othuwise shown. A 5x4 plate Is 5- wife x 4- long. A W plate is 6- wile x: 6" king. $fors (holes) run panel to the plate length specified. Double cuts on web members shalt meet at the centrod. of the web" unless otherwise shown. Connector plate sizes are minimumsizes basedon the forces shown and may need to be increased for certain hand- " 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/1PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing h Bractug'. HIS-91. Trusses are to be handled with particular care during banding and bundbn& delivery and hutalleibn 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. is always required. Normal precautionary action for trusses requires such temporary bradq during installation between muses to avod toppling and dominoing. The supervision of erection of busses shag 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 trusses at any time No loads other than the -lot of the erectors shall be applied to trusses until after all fastening and bracing is completed. 10-0-0 20-0-0 10-0-0 1 3 5 6 0000 T 5-9-12 0-6-6 6X8 8X10 6X8 Face = 0-*�-3 OV-24 as -6�00 5X6 { 3•00 Face = 0-3-12 T I 11 9-7-11 11 194-10 9-7-11 1 g 6 1366# 8.0011 1-0-0 1366# 8.00" 40-0-0 11-0-0- Cam) A (12) 2X4 ((RO-10.10) EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSLITPI 1-1995 scale = 0.1595 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 erection bracing. wind bracing. portal bracing or similar bracing which Is a part 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 made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See Hi6-9 i of TPg. frrlss Plate institute. TPI, is located at 593 D'Onofrb Drive, Madison. Wisconsin 53719). Eng. Job: W , Dwg: Truss ID: C Dsgar: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbc 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 psf •09.05.02- 7816- 4 -a". .^w.... .w...,'," +va rain: c.:urc-1,vAVUBW1_Hta1 HCS: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIn u.i.. WO: CHEK3 WE: ' TI: C1 ®TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to ==___ _=======Joint Locations________ ___ ___ _ This design is for anindividual bwwing BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing 1 ST be 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 component and has been based oninformationWEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2, 4 segments OR 2x4 T-brace nailed flat to egmea edge 3) 20- 0- 0 7) 29- 8- 5 faulty orin-r -rMrormation,s�ations MULTIPLE LOADS -- This design is the of web with w/31x 0.1200 nails spaced 8" o.c 4) 30- 0- 0 8) 20- 0- 0 and/ordesignssfurnishedto the truss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BMUU24G LOCATION----- by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14' - 0" . X-Loc Vert Horiz Uplift Y-Loc Type of this information asitmay relate toaspe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mlph, 0- 4- 0 1366 64 -1008 Bar PIN c9kpryectand accepts wresponsibility or with regard to fabnca- exercises noling, MAX LIVE LOAD DEFLECTION: H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 39- 8- 0 1365 0 -1030 BOT H-ROLL shipmentol tics, handling, shipment and installation of L/999 T�rpe= Bld Enel L- 58.0 ft W- 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This truss has been designed as an L=-0.42" D=-0.44" T=-0.86" in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 1 1008# individual building component m accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSI/TPI 1-1995 and NDS-97 to be incorporated T. 0.44" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC ... FORCE... CSI FORCE... CSI Designer (registered archuedorprofessional engineer). Whenreviewed for approval by the T= 0.22" ..BC ... 1- 2 -4019 0.66 10- 9 3615 0.72 building deslow, the design loadings shown RIrID. = 1.15 2- 3 -4925 0.60 9- 8 3597 0.64 must be checked to be sum that the data shown 3- 4 -492.5 0.60 8- 7 3596 0.64 are in agreement with the local building codes, 4- 5 -4018 0.67 7- 6 3614 0.72 torah cisnnattc remnis for ward or snow bads. project specifications or special appled bads. Unless shown, tress has not been designed for storage or occupancy bads. The design assumes compression chords (top m bottom) are continu- ously traced by sheathing unless otherwise specified, Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of I0-0" o.c. Connector Plates shag be manufactured from 20 gauge hot dipped pphwilzed steel meeting ASIM A 653. Grade 40. urnless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shau review this dmwbrg to verify that this drawing is in conformance with the fabricator's pans and to realize a continuing responsibility for such vert- fkatbn. Any discrepancies are to be put in writing before cutting or fabrication. Pates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood boring. Con- nector pates shag be located on both acts of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 pate is 5" wide x r long A 6x8 pate is 6" wile x 8" 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 pate sizes are - stars based on. the forces shown and may need. to be Increased for certain. hand- Ifng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional inforratlon on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations arc to be followed In accordance with "Handling Installing & Bracing', HIB-91. Tresses are to be handled with particular cam during banding and bundling, delivery and installation to avoid damage. Temporary andpemanent bracing for holding tosses in a straight and plumb poa- ition and for resisting lateral forces stall be designed and instatled by others. Careful hand- Itng is essential and erection bracing is allays required. Normal precautionary action for trttssea teV- such temporary bracing durhlg hstalkWon 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 tresses. Professional advice stall be sought If needed. Concentration of construction bads greater than the design toads stall not be applied to tresses at any time. No loads other than the weigh of the erector shall be applied to tresses until after alltastentng and bracing is completed. T 5-9-12 0-6-6 Face = Ilk 10-0-0 k 20-0-0 10-0-0 1I 3 00 6X8 SX10 6X8 0--`f2--3 01j-2-0 --0I 6.00 5X6 3 00 Face = 0-3-12 T 9-7-11 194-10 9-7-11 1366# 8.00" 1366A+ 5.00" C�L 40-0-0 11 (12) 2X4 (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING I CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY A W Y S5 FORD, FL. erection bracing. wind bracing. porW bracing or similar bracing c sahown o t� building design part and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 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 HI13-91 of TPI). LICENSE #0050068 1005 VANNESSA DROVIEDOX1.32766 fr uss Pate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. Eng. Job: WO: CHEK3 Dwg: Tfuss ID: CI Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - 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 psf V09.05.02- 7817- 5 uestgn. MaM Anatysts JOB PATH: CATEE-LOKV011SSCHEK3 11CS: 08.20.02 JB: CHESAPEAKE K 3 A%,. 10# UPLIFT D.L. WO: CHEK3 WE: TI: D QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the axxxxxxxxx---=joint Locatio sxxxxa......==xx This design is for an lmdlvidual building DOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 component and has been based on hnformation WEBS: 2x4 SP #3 All COMPRESSICN Chords are assumed to be 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 pmwlaedbythe client The designer alsclafts any 2x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 yorincorrecponsibillytI formag�asa'es"n� faulty or Incorrect Information, specifications WndLod r ASCE 7-98, C&C, Vx 12 h, � 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: E. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 5) 28- 8- 0 10) 28- 4- 5 by the dLrntand the correctness oraccuracy Support 1 989# Bld Type- Encl Lx 58.0 ft Wx 40.0 ft Truss ----MM. REACTIONS PER HEARING LOCATION ----- of this information as it may =late to a spe- Support 2 1028# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf %-Loc Vert Horiz Uplift Y-Loe Type cifle pmject and accepts no responsibility or exercises no contra with regard to tabrxa- MAX LIVE LOAD DEFLECTION: t Resistant Covering and/or Glazing Req 0- 4- 0 1365 97 -989 BOT PIN tton, handling, shipment and installation of L/999 39- 8- 0 1366 0 -1028 BOT B-ROLL musses. This truss has been designed as an L=-0.35" D=-0.36" Tx-0.71" TC...FORCE...CSI, , ,FORCB, , CSI individual building component in accordance with MAX HDRI7,ONTAL TOTAL LOAD DEFLECTION: 1- 2 -3949 0.53 14-13 3535 0.78 ANSIrrnI I-1995 and NDS-97 to be tnccrporated T- 0.42" 2- 3 -3824 0.50 13-12 3584 0.71 as part of the building design by a Building MAR HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4342 0.54 12-11 3483 0.58 Designer (registered architectorprofessional engineer). When reviewed for approval by the T- 0.21" 4- 5 -4342 0.54 11-10 3484 0.58 building designer. the design loadings shown 1.15 5- 6 -3825 0.51 10- 9 3584 0.71 most be cheated to be sure that the data shown 6- 7 -3949 0.55 9- 8 3536 0.78 are in agreement withthe local building codes. boat cltrrnatic records for wtrnd or spew bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy load$. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tensionare not fully braced laterally by a properly applied rigid. ceiling, they should be braced at a maximum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge het dipped gahardzed steel meeting ASTM A 6M. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in 114-0 174-0 11-4.0 conformance with the fabricator's plans and to realize a continuing reaponsibittty for such veer- 1 2 4 6 fi atbn. Any discrepancies are to be (rot In. writing betare cutting or fabrication. Q Fumes shall not be installed over knotholes. knots or distorted grain- Members shall be cut 6X8 8Xi0 6X8 far tight fitting wood to wood hearing. Con- be located both fan nector plates shall on of the truss with naps fully Imbedded and shall be Sw xa< n S d T 6t 6` 5xx4 pla�6 plate 4X6 4X6 wide x 8' brag. Slots (twies) run parallel to the plate length specilled. Double cuts on web 6-5-12 6-2-6 members shall meet at the centroid of the webs. unless otherwise shown. connector plate sizes are minimum sties based our the forces shown and may need to be Increased for certain hand-3X 0-6-6 8X14 8X10 8X14 ling and/or erection stresses. This truss Is not 3X4 to be fabricated with fire retardant treated Number unless otherwise shown. For additional information control to 5X6 2-8-15 SX6 on Quality refer ANSIrM 1-LM Face 0-3h- Z -� Face L 3 00 0.3-12 PRECAUTIONARY NOTES o Au bracing and erectionrecommendations are to be follow«( In accordance with -Handling 10-11-11 16-8-10 10-11-11 Installing & Bracing'. HIS-91. Musses a= to be handled with particular rare during banding I 1 13 1 11 1 9 S and bundling, delivery and Installation to avoid damage. Temporary and permanent bearing 1366k 8.00n 1366f{ 8.00'r for holding tresses in a straight and plumb pos- Itlon and for restating lateral farces shall be designed and Installed by others. Careful. hand- 1-0-0 CCMft;; �) A T (12) 2X4 40-0-0 1-0-0 () RO-10.10) rag is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action far scale 0.1595 t ( ses to Y' bpi Installs r� 3ucbetween Installation between trrssm m avoid tePpmg WAR IN a READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 and dominoing. The superwlsbn of erection of trusses shall be ""der the cnntrol of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D prof` � � d in ice � e �r�,nt 9 nett CONTRACTOR. nsgm : TLY Cbk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.o psi DurFae - Lbr. 1.25 Concentration of cc nstrurxlon bads greater than the design bads shall not be applied to BRACING WARNING: trusses at any time. No leads other than the Bracing shown an this drawing is not e--tion bracing, wind bra bracing � or strnflar TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied n tosses until after all fastening and bracing SANFOKD, FL. 3277I which la a part of the des and which must be considered the building Bracing buckling 's byPrvi shown la for lateral truss BC Live 0.0 O.C. Spacing: 24.0". P g is completed, (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be ions u made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead 10.0 psi psi Design Criteria:TPI of the overall structure may be required. (seecaHis 91 of wu. Code Dese: LICENSE #0050068 (rruss Plate Institute. TPI. is located at 563 D Gnofria Drive. Madison. Wisconsin 53719). FLA zoos VANNFSSA DR,OVIEDo.Fl-32766 I I TOTAL 33.0 psi Design: Marix Armfysis JOB PATH: C:ITEEI.OKIJOBSICHEK3 HCS: 09.20.02 JB: CHESAPEpRc K 3 AC: 10# UPUFT D.L. WO: (-hiK3 WE: TI: E ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the = ===-joint Locations =======m=a=a==a . :1) This design is for antrlan�ualbuilding BOT CHORDS: 236 SP #2 composite result of multiple loads. OS=O- 0 6) 33- 1- 2 31) 20- 0- 0 component and has been based oninformation provided by the client The designer disclaims WEBS: 2X4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 any responsffigry for damages as a result of 2x4 SP #2 4,6 eantinuousl braced unless noted otherwise. y 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 faulty orinconecttalmmatton.specrricatloZ.,. WndLod per ASCB 7-98, C&C, V- 125mph, 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or designs furnished to the truss de PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I= 1.00, Rxp.Cat. B, Rzt- 1.0 5) 27- 4- 0 10) 27- 0- 5 by the client and the correctness or accuracy Support 1 988# Bld Type. Enel L= 58.0 ft W= 40.0 ft Truss ----IiAX. REACTIONS PER BEARING 14MTICK----- of this information as It may relate to a spe- talc project andaccepts no responsibility or Support 2 1027# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exerebes no control with regatta to tabrks- MAX LIVE LOAD DEFLECTION: Impact Resistant Cover IIIp8 and/Or Glazing Req 0- 4- 0 1365 100 -988 HOT PIN tlon. handling shipment and Installation of trusses. This truss has been designed as an L/999 L=-0.32" D--0.33" T--0.65" - -TC... FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1365 0 -1027 BOT H-ROLL individual buildmg component in accordance with MAX HORIZONTAL TOM LOAD DEFLECTION- 1- 2 -4002 0.54 14-13 3591 0.79 ANSI/TPI 1-19% and NDS-97 to be h:oorpo.ated T. 0.42" as part of the building design byaBuilding Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3880 0.45 12-11 3343 0.53 en®need. Whenmiewedfor approval bythe T= 0.21" 4- 5 -3880 0.45 11-10 3342 0.53 bugling designer the design loadmp shown 1.15 5- 6 -3689 0.52 10- 9 3629 0.69 muse be cheated to be sure that the data shown 6- 7 -4002 0.56 9- 8 3590 0.79 are In agreement withthe local building codes, brat clkrratic 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 (dap or bottom) are ounimu- ousiy braid by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 19-0" 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 fabdratoes plans and to realize a continuing responsibility for such vert- Bration. Any discrepancies smC to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the trills withnags fully Imbedded and shan 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 Sots (holed nun parallel to the plate length spec8kd. Double cuts on web members shall meet at the centroki of the webs unless otherwise shown. Connector pate sins are minimum sizes based on the forces shown. and may need to be increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherWbC shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance With -Handmng Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundNng. delivery and mstalatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- itlonand for resisting. 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 requlms such temporary brachlg during Installation between trusses to avoid toppling and dommomg The supervision of erection of trusses shall be under the control of persons experienced In. the Installation of trusses. prfessional advice shall be sought if needed ConcentmUon of construction bads greater than the sign loads shall notbe applied to trusses at any tmme. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. Ilk 12-8-0 14-8-0 k12-8-0 1 2 4 6 6 0000 Z 6X8 3X4 6X8 Face = 0--*12-- 123201 i --'041-0 aaa 3•00 Face = 0-3-12 12-3-11 144-10 L, 12-3-11 I 1 13 11io 9 g' 1366# 8.00" 1366# 8.00" �.� 40-0-0 CCOM" P4 A (12) 2X4 011 (RO-1a10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 BRACING WARNING: Bmdng shown. on fhb drawing to not erection bracing, wind bracing portal bracing a shniiir 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 hams members only to reduce buckling length. Provisions most be Additional or lateral bracing at ends and specified locations determined by the building designer. bracing of the overall structure may be required. (See HIB-9I of TPI). nruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNE53A DR.OVIEDOXI-32766 Eng. Job: . Dwg: Truss ID: E Dsgur: TLY Chi: Date: 10-09-02 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 psf V:09.05.02- 7819- 7 •- %= .Rani --nu JUD rAln: (:trCCL(/KVVti31CHtAi NCS. 08.20Z J'B: �,NESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: F ATY:2 DESIGN INFORMATION This design is for an Individual building component and has been based mn information provided by the client The designer disdains airy responsibility for damages as a mutt of faulty or incorrect information, spectlttattons and/or designs furnished to the truss deslip- by the client and the correctness or accuracy of this information as it may relate to a spe- cl is project and accepts no responsibility or exercises no control with regard to fabrka- don, handling- shipment and Installation of trusses. This truss has been designed as an lndlvidual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional eagneedl. Whenreviewed for approvalby the building designer. the design faadhtgs shown. must bedecked to be sure that the data shown are in agreement with the kcal building codes. kcal dinattc rernnds for wind rn snow loads. projed speciflcatkms or special applied loads. Unless shown, truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or bottoml are contntu. only braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied npd ceding, they should be braced at a maximum spacing of I(Y-0' o.c. Connector Plates shall be manufactured from 20 gauge trot dipped galvarned 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 fabrkators plans and to realize a continuing responsibilty for such vert- f cation.. Any discrepancies are to be put In writing before cutting or fabrication. Plates shalt not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing. 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" tong. A 6x8 plate is 6" wide x 8" long. Skis (holesl runparallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sins based onthe form shown and may need to be Increased for Certain hatd- Ibng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformation 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 S Brachtg. HIB-91. Trusses are to be handled with particular came during banding and bundling delivery and tnstaliatkm to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ing is essential and erection bracing is always required. Normal precautionary action for trusses mesh- such tempo-y btatYng during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the nrstallatron of trusses. Professional advice stall 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 eredors shall be applied to trusses until after an fastening and bracing is completed - TOP CHORDS: 2x6 SP #2 BUT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 987# Support 2 1026# MAX LIVE LOAD DEFLECTION: L/999 L--0.30" D.-0.31" Ta-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB a 1.15 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. 1.2-- ph, H= 15.0 ft, I= 1.00, Ezp.Cat. B, Rzta 1.0 Bld Type. Encl L= 58.0 ft Wes 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CST .BC ... FORCE ... CST 1- 2 -4036 0.56 14-13 3627 0.80 2- 3 -3545 0.52 13-12 3656 0.68 3- 4 -3503 0.40 12-11 3195 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.53 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 a ==.a.as --Joint Locations ....... =....... 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 103 -987 Bar PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL Ilk 14-0-0 k 12-0-0 14-0-0 1 2 4 It 6 6 0000 00 6X8 3X4 6X8 Face = 0-*IZ-- 12- 0-8 3.00 Face = 0-3-12 13-7-11 11-4-10 13-7-11 it 13 Il10 9 g 1366# 8.00" 1366# 8.00" 1-0-0 cd.+1 A 40-0-0 (12) 2x4 (Res -halo) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLITPI 1-1995 scale ee 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or shntlar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 FaX (407) 321-3913 shown is for lateral support of miss members only to reduce buckling length. Provisions mostbe TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified location determined by the bundling designer. md cog of the overall structure ray be required. (See HIB-91 ofTPI). LICENSE #0050068 (truss Plate Institute, TPI. Is iomated at 583 D'Onofno Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: F Dsgnr: TLY Chit: Date: 10-09-02 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 psi V: 2- 7820- 8 resign: Maim AAalysis JOB PATH: C.17EE-LOKUOBSICHEK3 HCS. 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L.- WO: CHEK3 WE: TI: G ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the _====-Joint Locations=---__=____=_ =-== -1}0- This design is for an individual building HOT CHORDS: 2x6 SP #2 castposite result of multiple loads. 0- 0 5) 31- 7-12 9) 24- 7- 8 component and has been based on lnfocmation 'ihedestgfleratwJatms WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 provided bythedient- anyr [oermatkesasansutof 2x4 SP #2 2,4,6 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 ormooffectity tautly or incotredt 4dorrnallon. specifications WndLod r ASCE 7-98, C&C, V- 12 1� 5mph, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 and/or designs furnished to the truss, destgr- PROVIDE UPI= CC IIMCPION PER SCIIEDULS: H- 15.0 ft, I- 1.00, Exp.Cat. H, Rzt- 1.0 ----MAR. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 984# Bld Type- Enel L- 58.0 ft W- 40.0 ft Truss X-Loe Vert Horiz Uplift Y-Loe Type of this information as t may relate to a spr Support 2 1027# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 1365 114 -984 BOT PIN ctld project acid adapts no responsibility or exercises no control with regard to fabrtn- MAX LIVE LOAD DEFLECTIOi: t Resistant Cover a /�_ ��u=J Req 39- 8- 0 1365 0 -1027 DOT H-ROLL twos handhng, shipment and installation of L/999 irhissn. This thus has been designed as an d a L=-0.28" D=-0.29" T--0.57" ..TC ... FORCE... C SI ..BC ... FORC:E... CSI Individual building cmnponent in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4030 0.58 12-11 3623 0.79 ANSIfM 9%and to be Incorporated T= 0.42■ 2- 3 -3449 0.49 I1-10 3645 0.66 the buddingDS-97 as pad design by udding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3132 0.57 10- 9 3130 0.56 Designer (registered architect orprofessional engtneer). When reviewed for approval by the T- 0.20" 4- 5 -3451 0.49 9- 8 3645 0.66 building designer the design loadings shown RMB 1.15 5- 6 -4029 0.60 8- 7 3622 0.79 must be checked to be sure that the data shown - are b agcement with the local building codes. lad. ctmalb rhXOrda [or wind or snow bads. project specifications or special applied bads. Unless shown, truss her not been designed for storage or occupancy bads. 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 a maxim= spacing. of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting 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 m conformance with the fabricator's plans and to reatoe a continuing responsibility for such vert- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installedover knotholes. knots or distorted galena Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad 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 6x8 plate is 6' wide x 8" long Sots (holes) run parallel. to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum stun based on the forces shown and may need to be increased for certain hand - Ong and/or erectionstresses. 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 1-19% PRECAUTIONARY NOTES At bracing and erection recommendations are to be followed In accordance with "Handling installing lit Braefn f. HiB-91. Trusses are to be handled withparticular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a stmot and plumb pos- Manand for resisting lateral forces shall be designed and Instatedby others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary actionfor trusses rt such tempolaly blaring durh* inataaatwm between trrusaes tc avoid toppling and domftoing. The supervision of erection of trusses shall be udder the control or persons experienced In the instatetlan of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses unWafter at fastening and bracing B completed. 15-0-0 k 10-0-0 k 1Ilk 5-0-0 1 2 3 14 g 6.00 6X8 6X8 8-3-12 0-6-6 Face = 0-*'1L 12-2-03 .00 0-8 -6.00 3.00 Face = 0-3-12 14-8-8 k9-3-0 1a.8-g 11 ilo' 1360 8.00" 8 1366# 8.00" CdiA 40-0-0 �" 1-0-0 i12� 2xa � _ (Lzo-lalol EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE A0050068 1005 VANNESSA DtLOVIEDOXI-32766 WAIKNIN(rti 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 tracing, wind bracing, portal bracing or similar bracing which Is a part of the budding designand which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions most 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 TPt- (Thm Plate institute, TPd. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: WO: CHEK3 - - Dwg: Truss ID: G Dsgnr: TLY Cbk: Date: 10-09-02 TC Live 16.0 psf DurFac - LbC 1.25 TC Dead 7.0 psf DurFae - 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 psf V:09.05.02- 7821- 9 uergm: maf= ,ttmiy:rs JOB PAIN: C.17EE-LOKUOBSICHEK3 HCS: 08.20.02 JB: CHESAPEwnE K 3 AC: 10# UPLIFT D.L WO: �-rIEK3 WE: TI: H QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ______=====Joint Locations ..... ..... =... -1) This desigtsfor anindividual building 1 2x6 SP #2 2 composite result of multiple loads. 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 component and has been based onmformauon BOOT CHORDS- 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 provided bythe clmnt.'n.designer disclaims any damage as a result of NEW: 2x4 SP #3 continuously braced unless noted otherwise. 3) 7- 0- 0 7) 20- 0- 0 y oporssPor anon i rauftyortnconectlnrormauon,spectucattona 2x4 SP #2 3 This 1-PLY Hi Master designed to c p 9n arty 4) 13- 0- 0 8) 12- 8- 8 and/or designs furnished to the truss designer 7' 0" open jacks (no webs) across center tythe client and the correctness oraccuracy WndL,od per ASCB 7-98, CAC, V- 125oph, and Hip Jack Truss framed to BC ------------ TOTAL DESIGN LOADS ------------ of this Infcrmalton as s may relate to a spe- H= 15.0 ft, I= 1. 00, Exp. Cat. B, Xzt- 1.0 PROVIDE UPLIFT CK*IIiSMCN PER SCHEDULE: Uniform PLF From PLF TO came project and accepts no responsibility or Bld Type. Enel L- 58.0 ft W. 20.0 ft Truss Support 1 559# TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 exercisesnng.ship vent Ord- fation. tin, handling, shipment and installation. of in INT zone, TCDL. 4.2 psf, BCDL= 6.0 f P psf Support rt 2 559# TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 trusses. This truss has been designed as an Impact Resistant Covering and/or Glazing Reg TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 hiditvtduafbudding component Inaccordance with MAX LIVE LOAD DEFLECTION- ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 ANSWIR 1-1995 and NDS-97 to be Incorporated L/999 1- 2 -2360 0.50 10- 9 2048 0.55 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 aapad ofthe budding design byaBudding Designer (registered architectorprovalby al L=-0.06" D--0.06" T=-0.12" 2- 3 -2294 0.34 9- 8 2049 0.47 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 when reviewed engineer). WI-® revkwed Ca approval try the h MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -2069 0.49 8- 7 2040 0.55 Concentrated LES Location budding designer, the design loadings shown T- 0.04" 4- 5 -2288 0.35 BC Vert L+D -429 7- 0- 0 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -2352 0.51 BC Vert L+D -429 13- 0- 0 are In agreement witrefs for wind or budding codes. records nor wind or srmw loads. T- 0. 02" ----MAX. REACTIONS PER BEARING LOCATION----- projectclimatic project spec f>nuons or special applied loads. RMB - 1.00 X-Loe Vert Horiz Uplift Y-Loe Type Unless shown. truss has not been designed for 0- 4- 0 1377 0 -559 BOT PIN --=loads. The design assumes 19- 8- 0 1371 0 -559 BOT H-ROLL compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tertskm are not fully braced laterally by a property applied r1od ceding, they should be braced at a maximum spacing of 11Y-O" o.c. Connector plates shad be manufactured from 20 gauge hot dipped gdvanimdsteel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrkation. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabri atm s plans and to realize a continuing responsibility for suchverl. fication. Any diurepancln are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6x8 plate is 6" wide x 8" long. Slots dnoles) tun parallel to the plate Length speclBed. Double cuts on web members shall meet at the centred of the webs unless otherwise shown. Connector plate si i are minimum sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection strases. This truss Is not to be fabricated with Are retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc 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- W m and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential. and erection bracing is always required. Normal precautionary action for t1Vssls Mquil- such t-pfJfBiy N-11 g dtding Installation between trusses to avoid toppling and domwoing. The supervision of erection of u vases shall be under the control of persons experienced in the installation or trusses. Professkacam 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 erectors shad be applied to trusses until after all fastening and bracing is completed. Ilk 7 0-0 6-0-0 7-0-0 1 2 5 6 6 00 -6� 5XIO 6X8 i T 20-" 10 9 g 1378# 8.00" 1372# 8.001' 1-1-9 I Ia 20-0-0 1�-1--9- mi-1-7) 430# 430fi EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSL'TPI 1-1995 scale = 0.3010 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 M1arOndmd SyStel115 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g: Truss ID: H CONTRACTOR. BRACING WARNING: DDs �: TLY Cbk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32171 Bracing shown on this drawinging, wind bracing, portal bracing or similar bracing which Is a of the budding is lid e�tlon brae must considered by the t>ufirovi designer. Bracing partrof design and whimembers for TC Dead BC Live 7.0 psf DurFac - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown b o lateral support of loos members only to reduce buckling length. provisions must be reduce 0.0 f pB TOMAS PONCE P.E. A'�`a�b ��oftre at ends �eHI`B'1o�TP1`1. budding d�"g"`" BC Dead 10.0 psi Design Criteria: LICENSE #r0050068 Muss Plate institute, TPI. is located at 583 D'Onofno Drive, Madlson, Wisconsin 537191. IiTPI Code Desc: FLA 1005 VANNESSA DR0V1ED0.Fl-32766 TOTAL 33.0 _ psf _ V:09.05.02- 7824- 10 uesigil MORE Nf Y= 3OB PATH: CATEE-LOKVOBSICHEK3 HCS: 08.26.02 JB: Ci Z5APEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: 7I:1 A7Y:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =___----- st= =Joint Locationsm== ....... ==___ ' Thisdatg isforanIndfwdualbudding HOT CBORDSs 2x4 SP #2 coRposite result of multiple loads. 1) 0- 0- 0 5) 15- 5- 0 91 9- 0- 0 component provided the dlent.Thedesignerdisclabns WEBS: 2X4 SP All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 any responsibility for damages as a result of WEDGES: 2x4 #2 continuously braced unless noted otherwise. nuousY 3) 9- 0- 0 7) 20- 0- 0 faulty or Incorrect information. specifications; WadLod per ASCE 7-98, C&C, V- 125mph, 4) 11- 0- 0 8) 11- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I= 1.00, Sxp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BSARIM LOCATION ----- bythe client and the correctness or accuracy Support 1 547# Bld Type- EnCl L- 58.0 ft W= 20.0 ft Truss X-Loe Vert Horiz Uplift Y-Loe Type of this Wfomntion as A may relate to spe- Support 2 496# in INT zone, TCDL= 4.2 psf, HCDL= 6.0 psf 0- 4- 0 711 31 -547 BOT PIN edit preoct and accepts no responsibility or «etdsea tin eotntrol wah regard to fabrira- MAR LIVE LOAD DEFLECTION: et Resistant Cover �a and/or Glazing Req 19- 8- 0 659 0 -496 HOT H-ROLL shipment and ion of trusses. L/999 Thig, designed wanes. This loos has been dofgitedas an L=-0.04" D=-0.04" T=-0.07" .. TC... FORCE... CSI ..BC ... FORCE... CSI individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -973 0.33 10- 9 826 0.40 ANSI/7P1 1-1995 and NDS-97 to be incorporated T= 0. 04" 2- 3 -791 0.28 9- 8 665 0.25 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -667 0.19 8- 7 825 0.40 Designer (registered architect or professional enpJneert. When reviewed for approval by the . T= 002" 4- 5 -787 0.28 budding designa' the design loadings shown RMB 1.15 5- 6 -972 0.36 must be checked to be sure that the data shown = ate to agreement with the local building codes. local. clknattc records for wind w snow loads. project, specifications or specialapplied bads. Unless shown., truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are cordmu- ously braced by sheathing un4ss otherwise spedffed. 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 lao- o.c. Connector 9-0-0 2-0-0 9-0-0 plates shall be from 20 dipped galvanized steel mxetin AS1M AA gauge53. 1 2 5 Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawingis in conformance with the fabricator's plans and to maze a continuing responsibility for such veri- fication Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted gala. Members shad be cut for tight filling wood to wood bearing, Con- nector prates shad be bested on both taco of the truss with nags 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. Slots (holes) sat parallel to the plate length specified. Double curs on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fonoes shown and may need to be Increased for certain hand- ling and/or erection stresses. This taus is not to be fabricated with Ike retardant tinted 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 & 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- dbn and for misting lateral forces shalt be designed and installed by others. Carefulhand- ling is essential and aft -bon bracing is always required- Normal precautionary action for tru- flQ &- Such Wnpilmly brachig dwing 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 husaes. Professional advice shad be sought if needed. Concentration of construction loads grater than the design badsshad not be applied to trusses at any time. No loads other than the welght of the eredors shadbe appliedto trusses until after all fastening and bracing is ounpletcd. 6.00 -6.00 4X8 4X6 2X4 2X4 5-3-15 5-0-6 0-6-6 O-C:-6 5X6 6X8 3X8 5X6 20-0-0 10 9 8 712# 8.00" 1-1-9 a EXCEPT' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199.1 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMESSA MOVIEMM32766 20-0-0 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY I Cbk: TC Live 16.0 psf BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, ponal bracing or similar bracing TIC Dead 7.0 psr which is a pan of the budding designand which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling lengh. Provisions must be BC Live 0.0 f ps made to anchor lateral bracing at ends andspecified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 f l nbJss Plate Institute, 7P1, Is located at 583 D'Onofrlo Drive, Madison, Wisconsin. 537191. TOTAL 33.0 psf scale = 0.3171 Truss ID: I Date: 10-09-02 DurFac - Pit: 1.25 _ O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA tJ SIVL: Marro nnmysis Joe YAIH. (,w:l1&E-WKU0BS1CHEX3 HCS 08.20.02 3: CHESAPEAKE K 3 AC: 10#UPLIFT D.L WO: CHEK3 WE: TI: J ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 XMTIPLE L(IADS -- This design is the rare ....... =.... Joint Location....= ........ =. This design is for an indNtdnal building BOT CHORDS: 2x4 SP #2 eoutposite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 component and has been based on Enformatbn provided by the client. The designer disclaims ya'ggg 3 2x4 SP #3 All COFIPRBSSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 any mponsfbUxy for damages as a result of WIGS: 2x4 SP #2 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 faulty or incorrect mtommtioa.Specifications WndLod per ASCB 7-98, C&C, V. 125oph, ----MAR. RSACfIONS PER BEARIM LOCATION ----- and/ordesigns furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCEMM[iLB: H- 15.0 ft, I. 1.00, EXp.Cat. B, Rzt. 1.0 R-Idle Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 1 532# Bld Type. Encl L= 58.0 ft W= 20.0 €t Truss 0- 4- 0 711 60 -532 BOT PIN ar this information as it may relate to a spe- c8tc project and accepts or, responsibility or Support 2 566# in I11T zone, TC DL. 4.2 psf, BCDL= 6.0 psf 19- 8- 0 711 0 -566 BOT H-ROLL exercises no control watt regard to tabrim- MAIL LIVE LOAD DEFLECTION. L/999 t ' �c Resistant Covering lTJ j and/or Glazing Reg tion, handling, shipment and hista0afion of trusses. This truss has been designed as an L.- 0. 04" D-- 0 . 04" T.- 0. 07 ■ .. TC... FORCE... CSI ..BC ... FORCE... CSC individual building component In accordance with NM HORIZONTAL TOTAL LOAD DEFLECTIC K: 1- 2 - 963 0.31 8- 7 816 0.40 ANSI/TPI 1-1995 and NDS-99 to be incorporated T. 0.03" 2- 3 -753 0.26 7- 6 816 0.40 as part of the building design by a Bu&ltng MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -753 0.27 Designer (registered architect or professional engneerl. When. reviewed for approval by the T. 0.02" 4- 5 -963 0.35 building designer. the design loadings shown RIM 1.15 must be checked to be sure that the data. shown ra are in agreementwith the local building codes. doml climatic records (or wind or snow fonds. project speclfications or special applied bads. Unless shown.. truss has not been designed for storage or occupancy kinds. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specHkd. Where bottom chords In tension are not Fully braced late-W by a properly applied rigid eefkng, they shwild be braced at a. 10-0-0 10-0-0 maximum spacing of 10'-U' o.e. Connector 1 2 4 Plates shall be manufactured from 20 gauge hot Mut dipped. gatzed steel meeting ASIM A 653. 5 Grade 40. unless otherwise shown. 6�.00 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veriry that this drawing is in oonformanxe with the fabricator's plans and to realize a continuing responsibility for such vert- Bratton Any discrepancies are to be put In writing before cuffing or fabrication. Plates shall not be Installedover knotholes. knots or distorted gain. Members shall be cut for Ught fitting wood to wood bearM& Con- nector plates shall be located on both faces of the tons with nails fully imbedded and stroll be sym. about the joint unless otherwise shown. A 5x4 plate Is 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 form shown and may need to be Increased for cerialn hand- [Ing and/or erection stresses. This truss Is not to be fabricated with floe 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 (allowed in accordance with 'Handling Installing & Bracing'. HB-91. Tosses are to be handled with particular care during banding and bundling. delivery and instaliauoct to avoid damage.. Temporary and permanent tracing for holding trusses in a straight and plumb pos- Won and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential!. and erection bracing is always -Ttbed. Normal precautionary action for trusses requlfes such te� Wzcb g during Installation between tosses to avoid toppling and. dominoing. The supervisionof erection of trusses shall be under the control of persons experienced in the Installation of tnusaes. Professional advice shall be sought if needed. Concentration of construction bads greater than the design toads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 5-9-15 0-16-6 1 4X6 0-&6 -L T 1 2W 11 8 712# 8.00" 1-19 7 6 712N 8.00" (RI-1-7)�a 20- 0-0 11 1-9- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale 0.3010 ■� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda SystemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: J CONTRACTOR. BRACING WARNING: Dsgn': TLY Chk: Date: 10-09-02 4005 MARON DA WAY TIC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 327I I. (407) 321-0064 Fax 321-3913 6racn g sip , on tins drawing Is not erection bracing. wind bracing. portal bracing or slmiler bracing which a a partof the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss TIC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0" Pa (407) TOMAS PONCE P.E. members only to reduce buckling kngth- Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Adalt anal bracing of the overall structure may be required. (See H)B-9l of TP1). BC Dead psi 10.0 psi Design triton.: TPI 9 LICENSE #0050068 Muss Plate Institute. TPf. is located at 583 D'Onoftfo Drive, Madison. Wisconsin 5V 191. Code Desc: FLA 1005 VANNPSSA DIRLOWED0,M32766 TOTAL 33.0 Psf \/• _ 1 +ern rnvn. a,.-arc-wnvvaant,ntRs HCS. 08.2002 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: 31' ATY:4 DESIGN INFORMATION This design is for an Individual building component and has been based oninformation provided by the client. Tie designer disclaims any responsibility for damages as a result of faulty or ieorect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as lt may relate to a spe- cdk pmJect and accepts no respons billy or exeneises rm control welt regard to fabria- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual budding component m accordance wak ANSUM t-1995 and NDS-97 to be incorporated as pert 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 aWwh foliorecdal budding cod-. or snow loads. project specifications or special applied. bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottomi are conunu- ously braced by sheathing unless otherwise speckled. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a. maximum 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 fabrkstim the fabricator shall review this drawing to verify that this drawing is in confcmnance withthe fabricators plans and to realize a continuing responsibility for such ver- ficatbn. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shall not be Installed over Imothalm knots or distorted grain.. Members shall be cut for tight fitting wend to Wood bearing. Con- nector plates shall. be located on both faces of the tress with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5" wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length speckled. Double cuts on web members shall meet at the centrofdof the webs unless otherwise shown- Connector plate sties are minimumsizes based on the Imc es shown and may need to be increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional inforrmation on (quality Control refer to ANSIM 1-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed in accordance with -Handling installing a Bracing'. 1,1I33-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ftbn and for resbthig lateral farces shall be designed and installed by others. Careful tard- ling Is essential and erection bracing is always required. Normal precautionary action for (fosses fetpltfes such temporary bmcb%du % Wtaldatbn between trsses to —old toppling. and danitoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of tresses. Protesakmal advice shall be sought If needed. Concentration of construction loads greater than the design badsshag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses unit[ after all fastening and bracing 1s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS. 2x4 SP #3 WEDGESI 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCBEDIILE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.06" MAX HORIZONTAL TOTAL EGAD DEFLECTION: T. 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.01" RMB - 1.15 Ml1LTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Ciords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, R- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt• 1.0 Bld Type. Encl L- 58.0 ft W= 19.5 ft Truss in INT zone, TC.DL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -947 0.32 8- 7 801 0.46 2- 3 -737 0.27 7- 6 749 0.45 3- 4 -740 0.32 4- 5 61 0.24 _ =... =--joint locations-. .- ..... 1==.an- ) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -531 DOT PIN 19- 3-12 635 0 -473 BOT R-ROLL 10-0-0 9-5-8 Ilk 1 2 1 4 il 00 -6.00 4X6 2X4 3X4 5-9-15 5-6-6 0-6-6 2X4 0-9-10 5X6 6X8 3X4 R 19-5-8 8 7 700# 8.00" 636# 3.50" 1le 19-5-8 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUITI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING, READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: TC Live 16.0 psf BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf wtdch Is a part of the budding 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 most be BC Live 0.0 PSf made to anchor lateral bracing. at ends and specified locations determined by the building designer. bracing BC Dead 10.0 psf Additional of the overdid stricture may be required. (See HIB-91 of TP11. (Russ Plate Institute. TPI, is bated at 583 D'Ono(no Drtm. Madison, Wisconsin 53719). TOTAL 33.0 asf scale = 0.3254 Tniss ID: J 1 Date: 10-09-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA rxsrgn: Meru Artmysu JUB PA/H: Quit-LUKL/USb1CHPKd HCS: 08.26.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J3 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 analysis based on Simplified Analog Model. __ ____=--==Joint Locations== --a-----__-__ This design is for an individual building BOT CHORDS: 2x4 SP #2 MDLTIPLE LOADS -- This design is the 1) 0- 0- 0 4) 13- 4-12 7) 13- 6-10 t and has been based on information eeuposite result of multiple loads. 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 p the client the designer disclaims SLIpgRS; 2X4 SP #2 any responsibility for damages asaresult o! All COMPRESSION Chords are assumed to be 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 faulty or incorrect lnformation.specifications BEAR. BLR: 2X4 SP #3 continuously braced sinless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION ----- and/ordesigns furnished to the truss designer WhdLod per ASCE 7-98, C&C, V- 125rph, X-Loc Vert Boriz Uplift Y-Loc Type by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 19- 8- 4 645 0 -382 TOP B-ROLL of this totibrmation as it way relate to a spe- Support 1 515# Bld Type- Encl L- 58.0 ft ill- 19.5 ft Truss 0- 4- 0 701 168 -515 BOT PIN cgk proed and accepts no eesponsibtifty or Support 2 382# in INT Zone, TCDL- 4.2 psf, BCDL= 6.0 psf exerclsn li mntrol writes ri to tabrx - MAX LIVE LOAD DEFLECTION: tkn. handling. shipment anndd tnstatiatbn of Inpa ^t Resistant Covering and/or Glazier Req trusses. this truss has been designed as an L/999 Individual building component In accordance with L--0.07" D--0.07" T--0.15" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI ANSIfM 1-1995 and NDS-97 to be lacorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1753 0.40 9- 8 1553 0.34 aspart of the building design byaBuflding T- 0.06" 2- 3 -1578 0.35 8- 7 1454 0.37 Designengmeer UWhenediewed fbr proval by MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1383 0.36 7- 6 113 0.13 engnneerj. iYfnrn reviewed for approval by list building designer. the design loadings shown T- 0.03" 4- 5 -1383 0.36 must be checked to be sure that the data shown. are in agreement with the local building codes. RMB - 1.15 local climatic records for wind or snow loads. project specifications or special applied bads. Units shown. truss has not been designed for storage or occupancy bads. the design assumes compression chords (top or boitan) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenslon are not fully braced laterally by a property applied rigid cefling, they should be braced at a maximum spacing of W-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. 74-0 12-5-0 FABRICATION NOTES 1 2 4 5 Prior to fabrication. the fabricator shall review this dmwfng to verify that this drawing is in 6.O1) 3X6 conformance with the f d l..tnes plans and to realize a continuing responsibWty for such vert- 4X8 2X4 6X8 fkatfon. Any discrepancies am to be put in _ writing before cutting or fabrication. Plates shall not be installed over knotholes. !mots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of 2X4 the truss with mils fully Imbedded and. shall be sym. about the joint unlessotherwise shown. A 1-3-1 wide piste isg. ode x 4' long. A r plats 1s 6'4.5-I5 wide x 8' long. Snots tholes) run parallel to the plate length specified. Double cuts on web 0-6-65X10 3X8 3X4 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown 1 and may need to be increased for certain hand- 3X4 ling and/or erection stresses. this truss Is not to be fabricated with fire retardant treated 5X6 3X4 1-8-15 lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/M I-I995 PRECAUTIONARY NOTES Ali bracing and erectionrecommendations are to be followed in accordance with "Handling Installing t4 Bracing". N®-91. trusses ate to be bandied with particular care during banding and bundling, delivery and installation to avoid damnage. Temporary and permanent bracing for holdingg trusses in a stralght and plumb pos- nton and for resisting lateral forces shall be designed and installed by others. Careful hand- Hng is essential and erectionbracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation betweentrusses to avoid toppling and dommomg 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 designbads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. 3.00 I 6-11-12 11-9-12 9 7 6 702# 8.00" 645# 1.50'r 1_1_9 (R1-1-In ( le 19-5-8 (' (Ra3-8) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3209 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems i A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DufFac - Lbr. 1.25 4WS MARONDA WAY SANFORD, FL. 32771 Braemg ahmwn on Oda drawings not erection bracing. ,wind bracing, portal bracing or similar bracing which B a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0° g (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. AAddittional e to anchor ciLateral e overall tru� re may bespecifiede Iona- (= a HIB-91 by m` bnlda,g d"lg"` g :nay be required- (See HIB-9I oC Tun. BC Dead 10.o f Ps Design Criteria: TP) LICENSE #0050068 (Truss Plate Institute. TPI. a located at 583 D'Ono(do Drive. Madison. Wisconsin 53719). �. Code Desc: FLA 1005 VANNESSA DROVIEDO.F1..32766 0 1 TOTAL _ _ 33.0 psf V:09.05.02- 7828- 1 e ueiign.• nrmnx Armysts JOB PATH: C:I7EE-LOWOBSICHM HCS; 08 Zp 02 .ia: CHESAPEAKE K 3 AC: 10# UPLIFT D.L• WO: CHEK3 WE: TI: K ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [1: Plate(s) OFFSET from joint center. The __=__-===- joint Locations==== =______ ____ al) 'n:udesign Isfor antnawldualbulkiing BOT CHORDS. 2x4 SP #2 Joint Detail Report must be included 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 component and has been based oninformation NEW. 2x4 SP #3 with any submittal, inspection, and/or 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 provided by the client. The desiges disclaims WEDGES: 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 any yorincorrectsibility oat"° asa"a"tior )ant/ordesi All coim RESSION Chords are assumed to be MULTIPLE LOADS -- This des) is the 4) 13- 4- 0 9) 13- 4- 0 nsfurnishedtonetrusi�ew"s and/or designs hrtnlshed to the inns designer continuous) braced unless noted otherwise. composite result of multiple loads. Y �B P 5) 16-11- 0 10) 11- 4- 0 by theclxntat,dtheconectn-oraccuracy WndLod per ASCE 7-98, C6,C, V- 125mph, ----MAX. REACTIONS PER BEARM LOCATION----- ofthis taonnatlon as Il may relate to a spe- PROVIDE UPLIFT CONNECTION PER S('21ROQLS: Her 15.0 ft, Ie, 1. 00, Exp.Cat. B, Xzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type cMc prqeu and accepts no responsibility or Support 1 64# Bld Type- Enel L- 58.0 ft W- 20.7 ft Truss 0- 4- 0 185 173 -64 BOT PIN e r� no corm with regard to fabrics- lion. handling, shipment and Installation of rt 2 1076# Support in INT zone, TCDL- 4.2 f, BCDL- 6. 0 f Ps Ps 11- 6- 4 1282 0 -1076 BOT H-ROLL trusses. This taus has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Reg Individual building component In accordance with L/999 ANSIfM 1- 1995 and NDS-97 to be Incorporated L--0.07" D--0.07" T--0.14" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI. as pact of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 - 37 0.15 13-12 7 0.20 Designer (registered ar`httedorprofessional engineer), when reviewed for approval by the T. 0.05" 2- 3 296 0.30 12-11 4 0.11 building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1196 0.44 11-10 -323 0.13 must be checked to be sure that the data shown T- 0.03" 4- 5 511 0.29 10- 9 -430 0.19 arc is agreement with the local building codes, 5- 6 235 0.15 9- 8 -174 0.10 local cft-ti, records for vied or snow Inds, RMB - 1.15 8- 7 -170 0.12 prq- speciftcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottom) are cantina- 134-0 7-4-0 ously braced by sheathing unless otherwise 1 2 3 5 6 specified. where bottom chords in tension are not fully bracedlaterally by a property applied rigid ceiling, they should be braced at a r- 6.00 maximum spacing of tar-Cro.c. Connector -6.00 plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting A$I'M A 653, Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review 3X4 this drawing. to verify that this drawing is In conformance with the fabricators plans and to for 4-2-6 realize a continuing responsibility such vent- oration. Any discrepancies are to be put In 3X4 writing before cutting or fabtk9tion. 0-6-6 Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for light fitting wood to wood bearing. Con- 7-5-15 nector plates shallbe located on both faces of 6X8 the truss with nails fully Imbedded and shall be sym, about the lutnt unless otherwise shown. A 6X813X4 2X4 5X6 5x4 plate is 5' wide x 4" long. A 6x8 plate Is 8' wide x 8" long. Slots (holes) nun parallel to the plate length specified_ Double cuts on web members shall meetat the centmld of the webs 0-" 3-0-0 unless otherwise shown. Connector plate alas are minimum 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 fabrkated with fie retardant hated 5X6 ZX4 5X8 3-0-0 lumber uniess otherwise shown. For additional 3-4-8 Information on guauty Control refer to ANSI/TTA I-19% fa �I 10.80 PRECAUTIONARY NOTES n Ali bracing and erectionrecommendations are to be followed in accordance with -Handling 8-0-0 34-0 94-0 Installing & Bracing% HIB-91. Trusses are to 13 12 11 1 9 8 be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing 185# 8.00" 1283# 3.50" CANT: 9-0-0 for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be _ 1-1-9 _I 2"0 9 designed and Installed by others. Careful hand- COSA��Iv1P�R,ATES 4) 2X4 ling is essential and erection bang is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = O.ZS03 required. Normal precautionary action for ion trusses ion ilm between t u sestmy oavoid top li):trig installation between trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. EDg• Job: and domtrroing. The supervision of erection of `-shaltbI.eund-thecontrolof if CMaronda Systems)] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tiuss ID: K the installation of wed. Y Dsgnr: TLY Chk: Date: 10-09-02 Prof advice sh" be sought CONTRACTOR. TC Live 16.0 psf Du[FOC - Lbr: 1.25 Concentration of construction loads greater than the design loads be BRACING WARNING: shag not applied to messes at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sbnilar bracing TC Dead 7.0 psi DulFae - Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral truss BC Live 0.0 ' O.C. Spacing: 24.0" is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be made to anchor lateralbracing at ends and. specified locations determined try the building des Additional bra g �"` bracing the BC Dead lo.o psf f DesignCriteria: TPI o[ overall structure may be regaled. (See HtB-91 0(iPit. (7lTvss Plate InsMide, TPI, is located 583 Code DeSc: FLA LICENSE #0050068 loos vANNesSA tix.oviEDo.FT.32766 at D'Onofno Drive. Madison, Wisconsin 53719). TOTAL 33.0 psi Design: Matrix Analysis JOB PATH: C.-tTEE-(AKU011SICHP-K3 HCS: 09.20.02 'I JB: CHESAPEAKE, K'3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Kl ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 i): Plate(s) OFFSET from joint center. The .............. Joint Locationsaa=a==.=a==s=== Tt,tsdesign IsforanIndivw"albudding BUT CHORDS: 2x4 SP #2 Joint Detail Report must be included O0 5) 15- 4- 0 9) 11- 4- 0 component and has been based on Information provided by the cunt. the designer Acclaims WEBS: 2x4 SP #3 with submittal, inspection, �' ilipection., ash/or 2) 4- 1- 0 6) 20- 8- 0 11) 8- 0- 0 any resporrarbstty for damages as result of fanny or incorrect Information.specalretlons WEDGES: 2x4 SP #2 All 03MPRESSION Chords are assumed to be fabrication: documentation. MULTIPLE LOADS -- This design is the 3) 8- 0- 0 7) 20- 8- 0 i) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 and/ordesignss furnished to the trrmdesigner continuously braced unless noted otherwise. ceaposite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy WndLod per ASCE 7-98, C&C, Va, 125mph, X-Loc Vert Horiz Uplift Y-Loc Type ofthis Information asRmay relate toaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: B= 15.0 ft, I= 1.00, Bxp.Cat. B, Kzt= 1.0 0- 4- 0 185 181 -56 BOT PIN c0c, pro)ect and accepts no responsibility or lseaham no with regard Cation Support 1 56# Bld Type. Enel L= 58. 0 ft W. 20.7 ft Truss 11- 6- 4 1282 0 -1127 BOT H-ROLL Unit.�er tbn, handling, shipment and Installation of ship ent t o Support 2 1127# in INT zone, TCDL= 4.2 psf, BCDL= 6. 0 psf trussesthis truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Cove ring and/or Glazing Req individual budding component in accordance with L/999 ANSIrM 1-19%and NDS-97tobemmrporated L.-0.08" D=-0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: ... 1- 2 74 0.17 11-10 -18 0.22 Designer (registered architect or professional englneeri. When reviewed for approval. by the T= 0.03^ 2- 3 291 0.20 10- 9 -350 0.17 bulldog designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.16 must be cheered to be sure that the data shown T= 0.02" 4- 5 976 0.28 8- 7 -260 0.23 are in agreement withthe local building codes. 5- 6 355 0.28 local cltrnattc records for wind or snow bads, RM8 . 1.15 project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tensionare not fury braced laterally by a property applied 11-4-0 44)-0 5-4-0 rtgld ceding, they should be braced at a 1 2 maxlmmn spacing of IO'-0" o.c. Connector 3 6 plates shall be manufactured from 20 gauge hot dipped gatmitzed steel meeting ASM A 653, 600 -6.00 Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review thle drawing to'"Ify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint mnkss 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 specIIkd. 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 hum b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informaton on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In ac corfanm with -Handling Installing & Bracing', HIB-91. trusses are to be handled with particular care during banding and bundnmg,delivery and Installation to avoW damage. Temporary and permanent bracing for holding trusses In a straight and ptutnb pos. Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erectionbracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced inthe Installation oftnusses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design bads stall 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. 6-5-15 d 4X6 env JRO .7-u-v f° 3-4-8 -si 10.80 I 4X8 d 7 L T 1 � n 8-0-0 3-4-0 9-4-0 11 1 8 7 is" 8.001r 1282# 3.50" CANT: 9-0-0 1''-1''-9�,, 20-8-0 �1-1-99 COSMVItO A (4) 2X4 I (Rl_1.7y EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2922 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEM.P1.32766 11VAKNIN(s: 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 shownis for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spected bra.tbrts determined by the bulldog designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPB. flruss Plate Institute, TPI, is located at 583 D'Onohio Drive. Madison. Wisconsin 53719), Eng. Job: WO: CHEK3 Dwg: Truss ID: Kl Dsgur: TLY Chk: Date: 10-09-02 TIC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf Dur'Fac - 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 psf V:09.05.02- 7830- 16 uerrgn: mono nnmysrr JUC I -Alf(: HCS: 0&20.1?2 I I I JB: C,HESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K2 ATY:1 DESIGN INFORMATION Ibis 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 tnformatkm. 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- dtic project and accepts no responsibility or exercises no control with regard to fabtta- uon handling. shipment and Installation of trrsees. This truss has been designed as an Individual building component in accordance wilt ANSI/TPl 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect.- professional erhgnecd. When revlewed for approval by the budding designer, the design loadingshown must be checked to be sure that the data shown are in agreement with the local budding codes. local climhatic records for wind. or snow loads. prged specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy beds. The design assumes compression chords (top or bottom) are contour ously braced by sheathing unless otherwise specified. Where bottom chords in tensionare notfully braced laterally by a property applied rigidceding, they should be braced at a maximums spacing of la-(r o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanxed steel meeting 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 conformance with the fabricator's plans and to realize a continuing responstbtlRy for such veri- fication. Arty discrepancies are to be put in writing before cutting or fabrication. Plates shall trot be tnstallexi over knotholes. knots or distorted gran. Members shag be cut for light Ming wood to wood bearing. Con- necInr plates shall be located on both faces of the toss with nails fully imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long A &S plate is 6' wide x 8' long. Slots (hoksl nun parallel to the plate length specified_ Double cuts on web mernbers shall meet at the centmkI ofthe webs unless otherwise shown. Connector plate sizes are mtnhmmm sifts based on the forces shown and may need to be Increased for certain hand. ling andlor erection stresses. 'Ibis truss is not to be fabricatewith fire retardant treated lumber unless otherwise shown. Foradditional Information on quality Control refer to ANSI/7PI 1-19% PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing'. H19-91, 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 pm - Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always tequired. Normal precautionary action for trusses requires such ternporary bracing during Installation between busses to avoid toppling and domnoing. The supervision of erection of teases shall be under the control of persons experienced in the Isffiilatbm of trmsaes. Professional advice shall be sought If needed. Concentration of construction (bads greater than the design toads shag not be appliedto trusses at any time. No loads other than the Weight of the erectors shall be applied to busses until after all fastening and. bracing Is counpleted. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 2x8 SP #2 1 NEW: 2x4 SP #3 WAS: 2x4 SP #2 All COMPRESSION Chards are assumed to be continuously braced unless noted otherwise WndLod per ASCE 7-98, C&C, V- 125ngh, H- 15.0 ft, I- 1.00, Exp.Cat. B, &zt- 1.0 Bld Type- Encl L- 58.0 ft W- 20.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D--0.02" T--0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.01" [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# x--a--s-xe;Joint Locations0t2= -1x -xxxr_xxx-m- 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Concentrated LBS Location 1- 2 -806 0.28 13-12 683 0.15 TC Vert L+D -120 17- 4- 0 2- 3 -609 0.26 12-11 476 0.21 BC Vert L+D -1449 11- 7- 4 3- 4 -51 0.44 11-10 -29 0.16 BC Vert L+D -79 17- 4- 0 4- 5 -51 0.44 10- 9 -2205 0.27 ----MAX REACTIONS PER BEARIIR;IACATION RMB - 1.00 5- 6 -795 0.22 9- 8 703 0.33 X-Loc Vert Horiz Uplift Y-Loc Type $- 7 693 0.29 0- 4- 0 615 82 -640 HOT PIN 12-10- 0 2435 0 -856 HOT H-ROLL 20- 6- 4 546 0 -356 HOT H-ROLL 120# 9-4-0 -0 3-4-0 1 2 4 6 6 0000 2-2-6 2X4 2X4 5X6 T 5-5-15 8X10 0-6-6 3-0-0 --i 5X6 5X6 [6X81 6X8 3-0-0 n Imo_ 13-0-0 I 7-8-0 13 12 11 1 8 n 2435# 4.00" 5461f 3.50'r i-1-9 le 20-8-0 L 1-t-9 ClAW0112-10-0 79# (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports scale = 0.2922 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Marunda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg-. Truss ID: K2 CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - thr 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bra" shown on this drawing Is not erection bracing, wind bracing. portal bracing or smuilar bmcng TC Dead 7.0 psf DurFaC -Pit: 1.25 v (407) 321-00& Fax (407) 321-3913 which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only n reduce buckling length. Provisions must be BC L1Ve 0.Q pS f O.C. Spacing: 24.d" TOMAS PONCE P.E. Amade dditional or la b il"s�tr� � locations determined by the budding designer. racing y required. (See HB-91 of TPO. BC mad 10.o psf Design Criteria: TPI LICENSE #0050068 truss Plate institute, 7PI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA Ions VANNESSA DR.DVIEtro M32766 TOTAL 33.0 psf - A 7 uuigm.MWnz Analysis JOB PATH: CATEE-L0KU0BSCHFX3 HCS.- 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the chent The designer disclaims any respostb{gy for damages as a result of faulty m h—wrect Infonnati m. 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 prefect and accepts no responsibility - exveses no mntroi wWn regard to fabrica- tion, handling, shipment andinstallation of trusses. This truss has been designed — an Individual budding component in accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the budding de_slgxr. the design loadings shown most be checked to be sure that the data shown are in agreement with the local budding codes. local cWstic records for wind or craw loads. project spetldcatlons or special applied loads. thmless shown. truss has not been designed for storage - occupancy loads. The design assumes compression chords (top or botloml are contlnu- ously braced by sheathing unless otherwise specified Where bottom chords in tension ate not fully bracedlaterally by a property applied rigd ceding, they should be braced at a maximum spacing of l0'-0" o- Connector plates shad be manufactured from 20 gauge hot dipped galvan+_-a steel meeting AMU A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labricatfon, the fabricator shad review this drawing to verify that this drawing is m conformance with the fabricator's plans and to rvaahze a continuing responsibility for such verl- ffcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted gram. Members shad be cut for tight fitting wood to wood bearing. Cm- nector plates shag be Located on both faces of the truss with nails 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 Slots (molesl rum parallel to the plate length specified. Double cuts on web members shad meet at the centroW of the webs unless otherwise shown. Connector plate sizes are minmmum sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stntesses. 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 1-19% PRECAUTIONARY NOTES AD bracing and election recommendations are to be followed In accordance with'Handltng Installing 9 Bracing' HI8-91. Trusses are to be handled with particular cue during banding and btundling, del" and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shad be designed and. Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Norval precautionary action for 1f1655lS 1'S:q ffm such teldporaly Idlici0g dtufng Installation between trusses to avoid toppling and dominoirtg The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought D needed. Concentration of construction bads greater than the design loads shall not be applied to truses at any tune. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. K3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 WO: CHEK3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All OOMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCB 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Itzt- 1.0 Bid Type- Encl L- 58.0 ft W- 13.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORM ... CSI .BC ... FORCE ... CSI 1- 2 926 0.36 7- 0 -747 0.16 2- 3 -766 0.39 0- 6 -962 0.21 3- 4 0 0.32 6- 5 -587 0.27 TI: K3 QM. r` ---- Joint Locations------------ -- - -1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12-10- 0 422 0 -408 BOT H-ROLL PROVIDE HORIZONTAL CONIa=OK PER SCHEDULE Support 1 200 7-4-0 5-8-0 i 2 4 6 0000 4X8 2X4 Fil Uj 2X4 4-5-15 4-2-6 0-6-6 SX6 i 3X4 X6 3X4 5X6 1-64axe 3.00 1 1 3.00 0-8-0 6-0-0 6-0-0 —� 17 I 487# 8.00" 423# 4.00" a 1-1-9 �e (R1-1-7) 13-0-0 � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/ TPI 1-1995 scale = 0.4674 I'Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DFtOVIEDO.Ft-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 part of the budding design and which must be considered by the building designer. Bracing shown is for lateral supportof truss members only to reduce buckling length. Provtsions must be made to anchor lateral bracing at ends andspecifiedlocation determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of Teti. Muss Plate Instftute. TPf. Is located at 583 D'Onof o Drive. Madison Wisconsin 537191. Eng. Job: WO; Dwg: Truss ID: K3 Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbf 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 psf -_7867- 34 ,icsmgn: morn nooyas Jun rArr: C:1ICC-wAV(jn1 ."NtAJ HCS: 08.20.02 ` JB: CHESAPEAKE K 3 AC: i0# UPLIFT D.L. WO: CHEK3 WE: TI: K5 ATY:1 DESIGN INFORMATION TOP CHORDS. 2x4 SP #2 2X4 TRANSVERSE BRACIM nailed flat to edge --------z=zzx-Joint Locations=......zzs---z- Thsdesign sfor anirhdlvduaibulding BUT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 component and has been based on. information provided by the client The designer disclaims WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 anymponsubwtyf- damagesasaresultor SLIDERS: 2X4 SP #2 MULTIPLE LARDS -- This design is the ----MAX. REICPIONS PER BEARING IACATION----- faulty or incorrect information, specifications composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer All COMPRESSION Chords are assumed to be 0- 4- 0 492 49 - 543 BUT PIN by the client and the correctness oraccuracy WndLod per ASCE 7-98, C&C, V. 125mph, continuously braced unless noted otherwise. 13- 0- 0 491 0 -590 BOOT H-ROLL of this information as It may relate to a spe- Hz 15.0 ft, I- 1. 00, Exp.Cat. B, Kzt. 1.0 PROVIDE UPLIFT CM94EC,TICH PER SCHEDULE: dik project and acceptsno responsibility or Bld Type- Encl L- 58.0 ft W. 13.3 ft Truss support 1 543# twit. handling, shipment and installation of in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf Support 2 590# trusses. This truss has been designed as an IaQaet Resistant Covering and/or Glazing R� Individual buiding component in accordance with MAX LIVE LOAD DEFLECTION: .. TC... FORCE ... CSI ..BC! ... FORCE ... CSI ANSI/TPI 1"I995 and NDS-97 to be incorporated L/999 1- 2 -836 0.43 6- 0 -606 0.15 as part of the building destgnbyaBudding Designer (cWhenred professional L--0.03" D=-0.03" T--0.05" 2- 3 888 0.44 0- 5 725 0.18 engme engirheerl. when reviewed for approval by the sewed for a MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 0 725 0.18 budding designer, the design loadings shown T- 0.04" 0- 4 -590 0.15 must be checked to be sure that the data sham MAX HORIZONTAL LIVE LOAD DBFLECTION: are in agreement with the local building codes. T. 0.05" local climatic records for wind or snmv loads. project specifications or special applied loads. RMB - 1.15 Unites shown. truss has not been designed for storage or occupancy loads. The design assumes compression chards (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bracedlaterally by a properly applied rigid ceding, they should be braced at a "A 6-8-0 maxinmm spacing of 101-W o.c. Connector 1 plates shall be manufactured from 20 gauge hot 3 dipped gpaMudzed steel meeting ASIM A 653. Grade 40, unless otherwise shown. 6 -6.00 FABRICATION NOTES Prior to fabrication, the fabricator shallreview this drawing to verify that this drawing is in. conformance with the fabricator`s plans and to MI a continuing responsibility for such vert- ftcation. Any discrepancies are to be put in writing before cutting or fabrication. Mates shag not be Installed over knothoks, knots or distorted grain. Members shall be cut for tight lifting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with trails fully imbedded andshall be sym. about the joint unless otherwise shown. A Sao plate Is 5" wide x 4" long. A 6xS plate Is 6" wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members stag meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are rninknmm stow based on the forces shown and may need to be bnar--xd. for certain hartd- b.g and/ar erection stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Infotmanon on. Quality Control refer to ANSi/TPI I-I995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed In accordance with "Handling Installing a Bracing-, HIB-91. Trusses are to be handled with particular are during banding and hurling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting isting lateral forces shall be designed and installed by others. Careful hand- ing is essential and erection bracing Is always requited. Normal precautionary action for t(bi48t.5 -ph- such IG nMal)' bracing duit"g Installation on between trusses to avail topping and dominoing. The supervision of erection of musses 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 stall not be appliedto trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 6 3-10-0 Ia-- 3-10-0 Is 3.00 ) I 3.00 0-6-6 1 3-10-6 1 6-0-0 6-0-0 6 14 119 492# 8.00" 492# 8.00" 134-0 1- 1-9 GABLE (R1-1-7)EXCEPTAHWAXTA D NP1-1995 Studs 0 2-0-0 o.c. scale = 0.42% LMaronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this drawing is not erection bmchrg, wind bracing. portal bracing or similar bracing which is a part of the budding design and which most 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 budding designer. Additional bracing of the overall structure may be required. (See HIB-9l of Tpl). (laves Mate Institute. TPI. Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). Eng. Job: WO: C Dwg: Truss ID: K5 Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr 1.25 TIC Dead 7.0 psf DurFac -Pit: 1.25 - BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osf v-no nit n0_ 7n.ca_ lac .,.,.s... ......... .......y,., Jva rnrn: t.:ucc-wamrvwrCtrtA.i HCS: 08.X02 JB: AC: 10# UPLIFT D.L WO: CHEK3 WE: 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, specdkations and/or designs furnished to the truss designer by the dfent and the correctness — accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control wkh regard to fabrics- tion. handling. shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPf 1.1995 and NDS-97 to be incorporated as part of the building destgtt 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 to agreement with the local building codes. focal cltahatic reconis for wind a snow loads, project specifications or special applied loads. Unless shown, truss has notbeen designed for storage - occupancy loads The designassumes compression chords (top or bottom) are o mtinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of ld-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM 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 fabrinaWs plans and to realize a continuing responsibility fro such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knothoies, knots or distorted gain. Members shag be cut for tight fitting wood to woad hearing Con- nector plates shagbe located on both faces of the truss withnabs fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" aide x 4" long A 6x8 plate is 6" wide x 8" long. Slots (holes) rue parallel to the plate Length specified. Double cuts on web members shall meet at the centmld of the webs tndess otherwise shown. Connector plate sizes are minimum slaes 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 Contmi refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followedin accordance with-Hand(tng Irnstaift 6 8tacfne, HI8-91. Tlusses are to be handled with particular care during banding and bundling, deltvery and Instagatlon to avoid. damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shag be designed and installed by other. Careful hand- ltng is essential and erection bracing is always required. Normal precautionary action for trusses wen Am$ such temporary bracing during installation between buss es to avoid topplingand dominoing. The supervision of erection of trusses shag 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 designloads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses untg after all fastening and bracing is completed. L�►� TOP CARDS: 2x4 SP #2 �} Continuous lateral bracing attached to =_________====Joint Locations=========:s===:_ BOT CHORDS: 2x4 SP #2 Id either edge of webs) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal embraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ ToTAL DESIGN LOADS ------------ BEAR. BL&: 2x8 SP #2 Brace must extend at least 9096 of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Shun or wedge if necessary to achieve full Concentrated LBS Location WndLod per ASC•E 7-98, C&C, V= 12 5aph, bearing. TC Vert L+D -35 2- 0- 5 H- 15.0 ft, I. 1.00, Exp.Cat. B, 1Czt= 1.0 PROVIDE UPLIFT CCtMCTION PER SCHEDULE: TC Vert L+D -87 5- 7-10 Bld Type- Encl L- 58.0 ft W- 12.6 ft Truss Support 1 609# TC Vert L+D -127 9- 2-14 in END zone, TCHL- 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -202 12- 0- 1 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONK TICK PER SCHEDULE ; BC Vert L+D -21 2- 0- 5 MAX LIVE LOAD DEFLI=ICK: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -53 5- 7-10 L=-0.24• D= 0.08" T=-0.16" ..TC...FORCE...CSI--BC BC Vert L+D BC Vert L+D -64 9- 2-14 -40 12- 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION. 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- T-0.05" MAX HORIZONTAL LIVE LOAD DEFLEcrio T: 2- 3 1694 1.00 - 4 -203 0.30 35# X- Vert 1 t546 Horiz Uplift Y-Loc 0� TOP Type H-ROLL T- 0.07" 87# ny � 1z33 366 262 HOT PIN RMB - 1.00 13-1-14 1 2 3 F-3.33 4-5-10 0-6-1 —T- 0-6-6 i T 1-7-U I T 1 1.68 I 0-9-9 i 11-9-1 6 g 367# 9.56" 4 547# 2.50" 1I-10- 12-6 10 (Rl-10-7)21# 64N c�x0—s-s) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19 55 scale = 0.4437 WAMING! READ ALL NOTES ON THIS SHEET. Eng. Job: MaCOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: I Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD. FL. 32771 (407) 321-0064 Fax 321-3913 Bracing shower on this drawing is not erection bracing, wind bracing portal bracing or similar bracing which is a part of the buikting design and which must be considered by the building designer. Bracing shown is for lateral support truss TC Dead 7.0 psf BC Live o.o DurFae - Pit: 1.25 tYt O.C. Spacing: 24.0n (407) of members wdy to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ands and specified locations determinedby the building designer. Additional bracing or the overall structure maybe required. (see HlB-9l ofTPl). BC Dead 10.0 psf Design Criteria: TPI LICENSE //0050068 rrruss Plate Institute, TPI, Is located at 583 D'OnofM Drive, Madison, Wisconsin 53719). Code DesC: FLA 1005 VANNE3.4A DR.OVIEDOYI-32766 TOTAL 33.0 psf V• — HCS: 08.20.02 - JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Ll ATY:2 DESIGN INFORMATION TOP CHORDS: 2x12 SP #2 MULTIPLE LOADS -- This design is the =====aa=-aToint Locations .... =.......... This design Is for an individual bonding BOT CHORDS: 2x8 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 component and has been based on infornatim WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 provided by the client. The designer disclaims for The any respoy as result of 2x4 SP #2 2. continuously braced unless noted otherwise. M incorrect a faulty or incorrect. Information- specifications 2-PLY TRUSS I fasten w/3"X 0.120, nails in This 2-PLY truss designed to carry - - - -' - - -- - - -TOTAL DESIGN LOADS andJordesfgnsfuralshedto the truss designer staggered pattern per nailing schedule: 11, 4" span framed to BC one face Uniform PLF From PLF-----To--- bythe client and the coreinWoraccuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 01 9" span framed to TC opposite face TC Vert L+D -12 0- 0- 0 -12 8-10- 8 of this Information as it may relate to a spe- Distribute loads equally to each ply. WndLod per ASCE 7-98, C&C, V. 125mph, BC Vert L+D -182 0- 0- 0 -182 8-10- 8 rifle project and accepts no responstbrry or �"`c ard t0 �`�- H- 15.0 ft, I. 1.00, EXP.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- tion, handling,. shipment. and installation of PROVIDE UPLIFT ION PER SCHEDULE: Bld .t�r,.��= Encl Ls 58.00 ft W. 8.9 ft Truss -IY" X-Loc Vert Horiz Uplift Y-Loc Type busses. This trusshas been designed as an Support 1 397# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 866 0 -397 BUT PIN Individual building component in accordance with Support 2 397# Impact Resistant Covering and/or Glazing Req 8- 8-12 866 0 -397 HOT H-ROLL ANSI/TPI I-19M and NDS-97 to be Incorporated -part of the building design by aeugdtng MAX LIVE LOAD DEFLBC'TIONs L/999 This truss has not been designed for ROOF Deser (registered architect or professional TC...FORCE ...CSI BC...FORCE...CSI PONDING. Building designer ding gran must provide engineer). When reviewed for approval by the L--0.10" D=-0.10• T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 adequate drainage to prevent ponding. (0.25 building designer. the design loadings shown 0 0.48 in. ft. min. slope to drain). Truss aunt be must be checked to be sure that the data shown T- 0.05" marked to prevent UPSIDE DOWN erection. are in agreement with the oral building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local cibnattc records for wlrnd or snow toads. Tar 0.03" project specifications or special applied loads. Unless shown. truss has not been desfgned for RMB - 1.00 2-PLYS REQUIRED storage or occupancy loads. The design assumes compression. chords (top or bottom) are continu- 8-10-8 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 3 not fury braced laterally by. propG1ly applied rigid ceiling, they should be braced at a maximum spacing Of la-0" o.a Connector plates stall be manufactured. bon 20 gauge hot $X10 dipped galvanized steel meeting ASTM A 653, 4X8 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 realbe a cominuing responsibility for such ved- fkaUon. Any discrepancies are to be put in writing before cutting or fabrication. - plates shall not be twbafied over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing, Con- 3-0-0 3-0-0 nector plates strati be boated. 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 6x8 plate Is 6" wide x 8• long. Slots (holes) nun parallel to the plate length specified. Double cuts onweb members shall meet at the centrokd of the webs unless otherwise shown. Connector plate stres are mininwm slits based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Ibis truss Is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional Information on guakty Control refer to 3X6 5X6 ANSITM I -Inns PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing &. Bracing'. HIB-91. Thssses are to be handledwith particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poe- Rion and for resisting lateral forces shall be designed and installedby others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for lusts mquirm such temporary bradng during installation between trusses to avoidtoppling and domkwhrg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction rea leads gter than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. 2-4-0 rT- 6-6-8 6 5 4 SW 3.50" 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda S Ste111S11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Ll y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbc 1.25 SAN FORD, FL. 32771 Bra«ng,hmam a„ this drag i, 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 �"g TC Dead BC Live 7.o psf 0.0 DurFac - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0004 Fax (407) 321-3913 shown is far lateral support pport � truss members only to reduce buckling length. FrovN[ons must the psf TOMAS PONCE P.E. n iditio al de to anchor lateralbracing at t;,ut� �``d' fired. (See determined by the building des' "` y required. (See H16-9 t of TP9. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 ' tfruss plate institute, TFI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). i9 Cade Desc: FLA etas vANNESSA Da.ovlEDOXI-3276e I I TOTAL 33"0 psf V:09.05.02- 7872- 37 uerign: Matra Mary= JUB P.TiN: CATEE-LOWOBSICHF_U HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L. WO: CHEK3 WE: TI: L2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D ® Continuous lateral bracing attached to =_ __..j=======a:====__ ....anoint Locations. This design. is for an individual building HOT CARDS: 2x4 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12.- 6-10 5) 6- 3- 5 component and has been haseaonInformation WEBS: 2x4 SP #3 positioned to provide equal unbraeed 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 Provided by the client, The designer disclaims 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge any mmdamages tionasresult °f yorinsmunyfor faulty or incorrect th.thudeispecifications finished SLIDERS: 2x4 SP #2 of web with w 3"x 0.120" nails " / spaced 8 case ------------ TOTAL DESIC;cT LOADS ------------ in and/or designs furnished m the truss designer furnished BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLY From PLY To by the client and the correctness or accuracy Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-00. TC Vert L+D -46 -1-10- 9 -46 13- 2-10 ofthis information asxmay relate toaspe- All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 cute project and accept" no responsibilky or continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location «erolseshan li g. ship with regard t llation o lion. handling. shipment and Installation d Shim or wedge if necessary to achieve full �g a7-Y TC Vert L+D -31 1- 4- 4 trusses. This truss has been designed as an WndLod per ASCE 7-98, CSC, V. 125mph, bearing. TC Vert L+D -48 3- 9- 1 Individual building component in accordance with Hm 15.0 ft, I= 1.00, Exp.Cat. B, 1Czt• 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D -70 6- 1-15 ANSI/TPt 1-19%and NDS-97 to be incorporated Bid Type- Enel L- 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 as part of the building design by a Bufkling in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Support 2 591# TC Vert L+D -127 10-11-10 Designer (registered architect or professional nglneed. when reviewed for approval by the Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4- 4 building designer, the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 must be checked to be sure that the data shown L/577 at JOINT # 5 BC Vert L+D -44 6- 1-15 are In agreement with the local building codes. L.-0.25" D. 0.00" T.-0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CHI BC Vert L+D -60 8- 6-12 local elf -He records for wind or snow loads, MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-31-10 project specmcabons or special applied loads. Unless shown, truss has not been designed for stooge or omrpancy loads. The design assured T. 0.06" MAX HORIZONTAL LIVE LOAD DSFLSGTI 5.1� 2- 3 06 0.92 5- 167 0.47 48!{ 70 f 1 ----MAR. PERBEARING I,OQiTTON_ _ _ _ _ Lac Ver � z Uplift Y-Loa Type 71 compression chords (top or bottom) are conUnu- T. 0.06" J - 0-10 0 -591 TOP H-ROLL ously braced by sheathing unless otherwise specified. IFgnele bottom chords in tension are RMB . 1.00 13-1-14 0- 4-13 678 263 -609 PIN not fully bated (at-,W by a properly applied j 2 3 rigid ceiling they should be braced at a maximum spacing of 10`-W o.c. Connector 3 - plates shalt be manufactured from 20 gauge hot cupped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 6X1 Prior to fabrication. the fabricator shall review this drawing to verify that ads drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ikation. Any discrepancies are to be put in 2-6-10 writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut 2X4 for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 4-5-10 c the truss with naafis fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4" long A W plate Is 6" T 3X4 wide x g" long. slots (holes) nun parallel to 0-6-1 3X8 the plate length specified. Double cuts on web members shaIl meet at the centrold of the webs --'- 1-7-7 unless otherwise shown. Corrector plate sties are minimum sizes based on the forces shown = 3X6 and may need. to be Increased for certain hand- -- 3X4 i sea. This li g and�t��wkthn stresses. be treated Is � 4X10 3X4 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1. I-I995 1.68 PRECAUTIONARY NOTES 1-0-0 074 All bating and erection recommendations; are to be followed in accordance with "Handling 11-6-10 Installing & Bracing". HIS-9 1. 71russes are to I be handled with particular ore during banding 6 5 4 andbundling, delivery and irtstauation to avoid 678# 9.56" 719# 2. and permanent bracing- f holding In 1-10-9 0 8-0 a lion and for resisting lateral forces shall be (R1-10-7) ��( 12}6-10 designed and installed by others. Careful hand- 6# 19# 44# 1-9# 60N 76# ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE GA TESTED PER PI 1-1995 scale = 0.4437 required. Normal precautionary action for trumduri t uses to avoid top ling Installation between trusses to avoid. toppling Installs reqion bees tween WARN N • READ ALL NOTES ON THIS SHEET. • Eng. Job: WO: CHEK3 and dommoing The supervision of erection of tz ne shag be under the corral of persons MdCOtltia SySte111S11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dog: TfUSS ID: L2 �Irt wed. Dsgnr: TLY Chic: Date: 10-09-02 Professionalexperienced advice sty CONTRACTOR. Concentration of construction loads great`` than the design kinds. be to BRACING WARNING: TC Live 16.0 psi DurFac - Lbr. 1.25 shall not applied tmssd at any tine_ No ,wads other than the 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or smniar Ixaeing TC Dead 7.0 psf DurFae - Pit: 1.25 - weight of the erectors shall be applied to trusses untila after all fastening and bracing SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown isfor lateral truss to buckling BC Live 0.0 O.C. Spacing: 24.0" Is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only reduce length. Provisions must be trade to anchor lateral bracing at ends and speciiled locations determined by the building designer. BC Dead 10.0 psf f Design Criteria: TPI � �te� � � �� at � 0 frDrive. (n admen w�st.n Code Desc: F LA LICENSE !/0050068 1005 VANNESSA DROVIEDO.P432766 is On 53719). TOTAL 33.0 Psf V: Design: Marrix Malysis JOB PATH: C:l7EE-LOKU010CHEK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 ATY:2 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 rerun of faulty or Incorrect information, spect6cations and/or designs furnished to the truss designer by the cunt and the correctness or accuracy of this information as it may [elate to a spe- chic project and accepts no responsibility or exercises no control with regard to fabrka- lion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7PI 1-19% and NDS-97 to be fr=rporated as partof the budding design by a Building Designer (registered architector professional engneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specHiotbns 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 tensionam not fully bracedlaterally by a property applied rigid telling,. they should be braced at a maximum spacing of 101-0" O.C. Connector plates shalt be manufactured from 20 gauge hot dipped galvanked 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 fabricator's plans and to realize a continuing responsibiity, for such vert- fkation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be msfalfed over knothaes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located onboth 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 4" long. A 6x8 piste is 6" wide x 8' long. Slots (holes) ram parallel to the plate Length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown.. Connector plate sties are minimum sizes basedon 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/1P1 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling installing & Bracing'. H®-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- Won and for resisting lateral fora shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses re Am such ternpordry bracing during installation between trusses to avoid toppling and dominohhg The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shalt be sought if needed. Concentration of construction loads greater than the design loads shall not be appliedto trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after an fastening and bracing is completed. TOP CHORDS: 2x12 SP #2 DOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS( 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 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.04" MULTIPLE LOADS -- This design is the ccsposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19, 4" span framed to BC one face Or 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 12-re1ph, H. 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W- 8.9 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 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RMB - 1.00 2-PLYS REQUIRED __ = a_= ===Joint Locations===x=a==a=== 1) 0 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Boriz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BUT R-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. L 8-10-8 L �1 2 3 8XIO 4X8 3X6 5X6 2-4-0 rT- - 6-6-8 L �6 s a 1394# 3.50" 1394# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Malrolnda StemsIII A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L3 y CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - UOr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or st-1br bracing TC Dead 7.0 psf DufFac - PIt: 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 lateralsupport of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. dditio�� ror go�,eoveralllstrucing at cture,may ulre& (SeeHs and specified loctitlons determined ofTPq. building d�lg"` BC Dead 10.o psf Design Criteria: TPI Code Desc: FLA LICENSE #0050068 rrmss Mate Institute. TPI. is located at 583 D'Onefdo Drive, Madison. Wisconsin 537191. 1005 VANNFSSA DR.OVIEDO.FL32766 TOTAL 33.0 psf • 0 9 - 955-51 Design: Mmrix Analysts JOB PATH: CATEE-LOKt/OBSICHEK3 HCS: 08'2(k02 I I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI:-MATY:12 DESIGN INFORMATION This design IS for an individual budding component and has been based on tnforoatton provided by the client The designer disclaims any resporoib8lty for damages as a result of faulty or Incorrect information, spectfkations 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 —pomib8tty or exercises no control with regard to fabrka- tfon, handling, shipment and Installation of trusses. This truss has been designed as an Individual bulking component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer tregfstered archlect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most 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 s or special applied loads. Unless shown. truss has not been deigned for storage or occupancy loads. The design assume compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottomchords In tension are not fully bracedlaterally by a Property applied rigid ceding, they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting 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 conformance, with the fabrtetces plans andto realize a coninuing responsibility for such veri- fl-tion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located onboth 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 6X8 plate Is 6- wide x 8" long. Skits (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate size are minimum stze based on the toms shown and may need to be increased for certain hand - King and/or erection stresses. This truss is not to be fabricated with fire retardant tinted lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19M PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing'. HfB-91. Trusses are to be handled with particular care during banding and bundling, delivery andinstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itbn and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always requfnni. Normal precautionary action for trusses requitLi such temporary braN dining installation between trusses to avoid toppling and domkroing. 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. Concentraum of construction loads greater than the design bads shallnot be applied to trusses at any time. No bads other than the weight of the erectors shall. be applied to trusses until after ail fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 58.0 ft 14= 10.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" RMB - 1.15 0-6-6 of Analysis based on Simplified Analog Model. ___ _ S= ===—Joint Locations=====_______ MULTIPLE LOADS -- This design is the 1) O- 0- 0 3) 10- 8- 8 5) 5- 4- 4 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP K-ROLL bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNECTION PER StEMEOI.E: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 448# Support 1 243# Support 2 518# .TC ... FORCE ... CSI .BC...FORCE... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 11-0-0 1 2 3 4 0000 0-1-s 4 T 1-8-1 I 2-6-5 2.00 j 0-8-0� o-ems I I i 10-0-8 6 5 4 433# 8.00" 359# 2.50" 10-8-8I (R0.2_i5) (RI-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4694 Maronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNESSA DROVIEDOXI-32765 WAKNIN4S 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 b—Mg or sknifa.r bracing which Is a part of the building designand which most 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 determinedby the building designer. Additional tracing of the overall structure may be required. (See HIB-91 of TPli.. rrruss Plate institute. TPi. is located at 583 D'Orm[rb Drive. Madison, Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: M Dsgnr: TLY Cbk: Date: 1' 0-09-02 TC Live 16.0 psf Durfac - Lbr: 1.25 TC Dead 7.0 psf DurFae - 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 psf V:09.05.02- 7956- 52 uesign: Mohr Anafysis 108 PAM: CA7EF-L0K1J0BSSCHEK3 HCY 09.20.02 JB: CH'ESAPEAKE K 3 AC: 10# UPUFT D.C. WO: CHEK3 WE: TI: N ATY:2 DESIGN INFORMATION TOP (CORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the --_-------_==-Joint Locations ssaz:mzavazanaa= Tnadesign Isfor anIndividual budd� HOT CHORDS: 2x4 SP #2 ccaposite result of multiple loads. ly 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 component and has been based on 1"emnatlor WEBS: 2x4 SP #3 All COMPRESSION Cbords are assumedto be 2) 5- 1- 8 4) 10- 3- 0 pr'"wecibythe ch—LThe designer disclaims smility for damage,, as a result of anyfaulty SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- y or fatOt incorect dnformatiD[I. Specgkations Shim dif thifull m or wedge necessary o achieve u X-Loc Vert Horiz Uplift Y-Lx p Type and/o designs fumtshed to the truss designer WndLod per ASCE 7-98, C&C, V- 125m>ph, hearing- 0- 4- 0 417 264 -419 BOT PIN by the client and the correctnesss or accuracy H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 PROVIDE UPLIFT CONNEC.TICN PER SCHEDULE: 10- 1-12 331 0 -520 BOT H-ROTS. of this information as it may relate to a spe- Bld Type- Enel L- 40.0 ft W- 10.2 ft Truss Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCEMMULE : cffk project am accepts no responsibility or in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 2 520# Support 1 264# exerclses no control with regard to fabrka• tr h, shipmentanddsignedonof t Resistant Cover and/Or GlazingR � � This trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with L/999 1- 2 983 0.51 5- 0 -904 0.27 ANSIrM 1-19% and NDS-97 to be incorporated L--0.07" D. 0.01■ T=-0.06" 2- 3 -103 0.54 0- 4 -1150 0.40 as part of the building design by a Building MAX WRIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional T- 0. 05" engineer]. When reviewed for approval by the building designer, the design loading~. shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T- 0.06" are in agreement with the local budding codes, local climatic records for wind or snow, loads, RMB - 1.15 project specifications or specialapplied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- 10-3-0 ously bracedby sheathing unless otherwise Ilk specified. Where bottom chords in tension. are 1 2 not fully braced laterally by a properly applied rigid ceiling • they should be braced at a maximum spacing of la-0' o.a Connector 4.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS1M A 653• 2X 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 fabrfrawes plats and to realize a continuing responsibility for such verl- 2-44 fi atbn. Any discrepancies are to be put In writing before cutting or fabrication. 2X plates shall not be installed over knothoks. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 4-2-11 rector plates shall be located on both faces of the truss with nails fully imbedded and shaft be sym. abort the joint unless otherwise shown. A 3X4 Sx4 plate Is 5' wide x 4" long. A 6x6 plate is 6' wide x W ton& Slots (holes) run parallet to 0-6-6 the plate length specified. Double cuts onweb 1-7-3 members stall meet at the centrold of the webs unless otherwise shown. Connector plate sties 3X4 arc minimum sties based on the forces shown and may need to be increased for certain hand- 3X4 Wg.and/or erection stresses. This truss is not T to be fabricated with fire retardant treated T 5X8 lumber untess otherwise shown. For additional information on Quality Control refer to ANSI/TM 1-I9% 2.00 080 PRECAUTIONARY NOTES All bracing and erection recammendatfons are to be followed in accordance with. "Handling I L 9-7-0 J� installing do Bracing". HIB-91. Trusses are to _ Ibe with banding �inst � 1 74 1 and bundling. delivery to avoid5 damage. Temporary and pt bracing emanen 418# 8.00" 332# 2.50" for holding trusses ina straight and plumb pos- II g 1-7-2 1 y}e 10-3-0 Rion and for resisting lateral forces stall be I I (R.1-7-0) II designed and installed by others. Careful hand- ling is essence and erecter bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSt/TP1 1-1"5 required. Normal precautionary action for scale = 0.4971 busses requh es such tanporaty bracing dining tnstasaiorn ieuveen tresses to av� toppling n ARN IN G: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 dominobng. and The supervision of erection of trusses shall beunder tiecontra ofpers°"' LCM:arOl1i�41 SySt8111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N experienced Pr local mil« � e tit: needed. CONTRACTOR. Dsgur: TLY Cbtc: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psi DufFac - Lbr. 1.25 Concentration of constriction loads greater than the design loads shall not be applied to BRACING WARNING: trusses at arty time. Na loads. other than the weight of the erector shall be applied to SANFORD. FL. 32771 Bracing shown on this drawing is not erection wing bracing, Mnd bracing portal bracing or sknflar bracing which is a part of the budding design and which most be considered by the building designer. Bracing TC Dead 7.0 psf DurFae -Pit: 1.25 trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0" Pa Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BC Dead - 10.0 f Design Criteria: TPI LICENSE #0050068 of overall. structure may be required. (See HIB-91 of M. n"urss Plate institute. TP1. Is located at W D'Onofrdo Drive. Madison. Wisconsin 537191. Code Desc: FLA 1005 VANNPSSA DR.OVIED0 M32766 TOTAL 33.0 psf Design. Matrix Analysis JOB PATH: CA EE-LOKUOBSICH£K3 BCS: 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O ATY:2 DESIGN INFORMATION This design is for an individual buiding component and has been based on Information provided by the cuene. Tie designer diaclauns any responsibility for damages as a result of faulty or Incorrect Information. spectficattom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- cific project and accepts no responsWity ar esertlsn no c IInol with Ord to fsbrxa- tion, handling. shipment and Installation of tnisses. 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 englneerl. When reviewed for approval by the building designer. the design loadtnp shown must be checked to be sure that the data shown. are in agreement wsh the kcalbuilding codes. kcal climatic records for wind or snow loads. project specdIcauorn or special applied bads. Unless shown. truss has notbeen 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 Intension are not fully braced laterally by a property applied rind ceding, they should be braced at a maximum spacing of 10•-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unto otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confornance with the fabricators plans and to realize a continuing responsibility for such veri- fication.. Any discrepancies are to be put In. writing before cutting or fabrication. Plates shall not. be Installed over knotholes, knots or distorted grain. Members shall be cut for tight Ming wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully Embedded and stroll be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is (r wide x W long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroddof the webs unless otherwise shown. Connector plate sizes are minimum. slue based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Tuts truss Is not to be fabricated with fire retardant treated lumber unless otherwise shower. For additional infonmtlon on guaitty Control refer to ANSI/T 1 1-1995 PRECAUTIONARY NOTES AD 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- ftknn and for resisting lateral forces shall be designed and Installedby others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for titissm regL Ies such temporary bmeing during Installation between trusses to avoid toppling and donlnoing. The supervision. of erection of trusses shall be under the control of persons. experienced In the Installation of trusses. Professional advice shall be sought it 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 erectors shall be applied to trusses until after all fastening and bracing B completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, EW.Cat. B, Xzt- 1.0 Bld Type. Encl L- 58.0 ft W- 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" T--0.021 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RNB - 1.15 EXCEPT AS SHOWN MULTIPLE LOADS -- This design is the-=e==.===a===--Joint Locations ..... .... =.... composite result of multiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- shimor wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 319 257 -420 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL Support 1 420# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 2 446# Short 1 257# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -882 0.18 7-M 1 2 3 4 0000 2.00 I 0-8-0 m 5 319# 8.00" 1-7-2 6 9�8 (R1-7-0) PLATES ARE TL20 GA TESTED PER ANSLITPI 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 DiLMWO.M32766 7-3-0 WAKMIM4: 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 noterecttun bracing, wind bracing, portal bracing or similar bracing whichis a part of the building designand 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 structure may be required. (See HIB-91 of TPI). (buss Plate Institute, TPI.. Is located at 583 D'Onofrto Drive, Madison, Wisconsin 537191. 233# 2.50" scale = 0.6513 Eng. Job: Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf Durfae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Llve 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Psf 5.02- 7877- 40 —.5- ,.,....0 .,.aay,r, IV. rain: t:ntrt-[VAUtRfJtt}IClif TICS: 08.20.02 DESIGN INFORMATION Ills design Is for an Individual building component and has been based on information provided by the client. The designer discialms any responslbWty for damages as a result of faulty or in rrect 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- dic protect and accepts no responsibility or exercises no coriuvl with regard to fabrtra- Um. handling. shipment and hnstalletbn of trusses. This truss has been designed as an Individual building component in accordance witt ANSI/TPI 1-190 and NDS-97 to be inowporated as part of the budding design by a Budding Designer (registered architect or professional enghreeri- When reviewedfor 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, ocal clirrratk records for wind or snow bads. pMect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy lands. The design assumes compression chords (top or bottond arc contmu. ously braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of la-0' 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 stall review this drawing to verify that this drawing is In conformance with the fabrmtoes plans and to reatlu a continuing responsiblifty for such ver- Bcatlon Any discrepancies are to be part In writing before cutting or fabrication.. Plates shallnot be Installedover knotholes, knots or distorted grain. Members shall be cut for tight titling wood to wood heart% Con - rector 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 U4 plate is 5' wide x 4" log. A tix8 plate la 6' wide x 8" long. Slots (homed cam parallel to the plate length specCkd. Double cuts on web members shall meet at the centrola of the webs unless otherwise shown. Connector plate sizes arc mhntmum sizes based on the for shown and may need to be increased for certain tend. 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 A9 bracing and erection recommendations are to be followed In accordance with -dandling Installing & Bracing'. HIS-9l. Trusses are to be handled with particular came during banding and bundling, delivery and hnstallatkm to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos. Rion and for restating lateral forces shallbe designed and Installed by others. Careful hand- ling Is esscnUst and erection bracing Is always requ red. Normal precautionary action for trusses requites such temporary bradq duAng Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experiencedin the Installation of trusses. Professional advice shall be sought 9 needed. Concentratlon of construction loads greater than the design bads shall not be applied to Crosses 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. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP C®ORDSr 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCIDE)IILS: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D--0.02" T--0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB x 1.15 0-8-0 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P ` ATY:2 x==a=a-a---== Joint Locations=====area=maa=ax 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 317 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 12SWh, Her, 15.0 ft, I- 1.00, RV.Cat. B, 1Czt- 1.0 Bld Type- Encl La 58.0 ft W- 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDLx 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 L '11 2 l F�00 f �_ 4 212# 8.00" 1-7-2 �e (RI-7-0) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSL/TPI 1-1995 Lmaronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DELOVIEDO_FL32766 4-3-0 87# 2.50" 54# 2 0.1 C/L: 4-1-12 Over 3 Supports WAKNIN4: 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 tracing. portal bracing or similar tracing which is a part 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 made to anchor lateral bracing at ends and specified locations deteradned by the budding designer. Additional bracing of the overall structure may be required. (See HIS-9I of TPd. (Itnss Plate Institute, Till. Is located at 583 D'Ondro Drive. Madison. Wisconsin 53719). scale = 0.9442 Eng. Job: . Dwg: Truss ID: P Dsgur: TLY Chk: Date: 10-09-02 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 psf I V`09,05.02- 7878- 41 0esrgn: Afatrts Mm ysir .106 PAIN: CAM,1-WKV08MCHEK3 yCs: WX} p1 JB: CHESAPEAKE K 3 AC: 10# UPLiri D.L. WO: CHEK3 WE: TI: A ATy2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = __-_ ..===.r7oint Locations— ........ This design Is for an Individual building HOT CHORDS: 2x4 SP #2 Composite result of multiple loads. 1) 0- 0- 0 3) 1- 8- 4 component and bas been based on Information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 provided by the client. The designer disclaims Shim or e any responsibility for damages as a result of wedge i f neeess arY t0 achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING I.00ATIpN____ faulty or Incorrect . Information, specifilcatimts bearing. WndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift. Y-Lot arnd/or designs furnished to the truss designer H- 15. 0 ft, I. 1. 00, Exp. Cat. B, Rzt- 1.0 0- 4- 0 137 63 -226 BOT PIIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCE>EDUULE: Bld Type. Enel L= 58.0 ft W 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL of this Information as it may relate to a ape- Support 1 226# in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf chic project and accepts no responsibility or Support 2 125# Impact Resistant Covert and/or Glazing exercises control with regard tfabrics- MAX LIVE LOAD DEFLECTION: / Reg Lion. handling,Ts truss hasshipmenand designed a a --TC-..FORCE ... CSI --BC ... FORCE ... CSI trusses. This truss has been designed as an L/999 Individual building component in accordance with L. 0.00" D- 0.00" T- 0.00" 1- 2 -3 0.01 4- 0 -55 0.01 ANSIrM 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: as paof the building design by a Building T. 0.00" 0 - 3 20 0.01 rt Designer.When (registered architect or valbytprofessional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer). When reviewed for approval by the building designer, the design loadings shown T- 0.00" must be checked to be sure that the data shown an in agreement with the local building codes. RMB - 1.15 Loral climatic records for wind or snow toads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmu- 1- 84 'I ously braced try sheathing unless otherw�e �1 - S specified. Where bottom chords in tension are I l , not fully braced Later * by a ply applied Z rigid telling, they should be braced at a maximum spacing of 10'-(r o.c. Connector r4.00 plain shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 6W. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, this drawing to venfy that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- fiation. Any discrepancies are to be put in writing before cutting or fabrication. 0-11-2 Plata small not be installed over knothole. T knots or distorted grain. Members shall be cut for tight fitting wood. to wood bearing. Con- 1-4-7 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise drown. A 0-6-6 plate isil 5' we x 4' bang A pair plate is6- wide e x 8' big Slots (hoLesl 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 size, based on the forces shown 5X8 and may need to be Increased for certain hand- ling and/or erectln a,.. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI1.1995 2.00 PRECAUTIONARY NOTES 0-8-0 AD bracing and erection recommendations an to be followed in accordance with'Ehmdlbrg Plate installing & Bracing HIB-91. Trusses aretoto I 14)-4 0-2D1e be handled with particular caduring band and bundling, delivery and Installation to avoid 4 3 damage. Temporary and permanent bracing 138# 8.00" 48# 2.50" for holding trusses In a straight and plumb pos- 1-7-2 ttion and for resisting lateralform shall be 1-84 designed and Installed by others. Careful hand- (R1-7-0) ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 regWted. Normal precautionary action for �/ scale = 1.5329 misses requires such temporau ses to a bracing during WAR IN :READ ALL NOTES ON THIS SHEET. Erg. Job: {nstallation between trusses to avoid toppling . and dominoing. The supervision of erection of tu-- hall beund- thecontrolofpersons 1( EMarionda SySt81t15 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Q experiencedl Installation,if needed Dsgnr: TLY Chk: Date: 10-09-02 sought if need. CONTRACTOR. Concentration of construction bads greater than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 psf DurFae - Mr. 1.25 trusses at any time. No bads other than the 4005 MARON DA WAY Bracing shown on this drawing is not erection bracfn& wind bracing, portal bracing or similar bracing I TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which is a part of the building design and which must be considered the trusses until after all fastening and bracing (407) 321-0064 Fax 407 321-3913 shown is for lateral support of truss members only to reduce budding budding insmdesigner. Bracing " � cord ietee. ( ) hw, length. Prwisioms mast be BC Live 0.0 psf O.C. Spacing: 24.0 P made to anchor Lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPi TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). 1� LICENSE #0050068 (Russ Plate Institute, TPi, is located at 583 D'Onofro Drive. Madison. Wl—ruin 53719i_ Code Desc: FLA 1005 VANNeasADROVleoo.rI-32760 I TOTAL 33.0 osf V•no nx no_ 727e_ e) a••. �a �••• — -- 1:11-- Avvnant.nr-A.7 HC5' 08.20.02 DESIGN INFORMATION This design is for an individual budding component andhas been based m information provided by the chenl The designer disclaims any responsibility for damages es a result of faulty or innocent it inn atf n. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnformatlmn as It may relate to a spe- ef1c project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and inslaitation of Misses. This truss has been designed as an hxUWual building component In accordance wal ANSI/TPI 1-1995 and ADS- to be Incorporated as part of the building designby a Budding Designer (registered architect or professional engineer), when reviewed for approval by the building desiger, the design ioadmg, shown must be checked to be sure that the data shown are in ngteement with the local budding codes. oral cUrnatic records for wInd m snow 4sds. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loam. The design assumes compression chords (top or bottan) are eonthm- 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 a maximum spacing of Ia-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shosm. FABRICATION NOTES Prior to fabrication, the fabricator shell review this drawing to verify that this dm" is In conformance with the fabricators plans and to realize a continuing r+esponsd)My for such veri- ftraUm. Any discrepancies are to be put In w1'fmg before cutting or fabrlca• fiom Plates shall not be installedover hnothole5. knots or distorted grain. Members shall be cut for tight Bong wood to wood bearing. Con- nector plates shall be located on both fans of the truss with nails fully imbedded and stall be "in. about the joint unless otherwise shown.. A 5x4 plate is 5" wide x 4" king. A 6x6 plate is 6" wide x tr ling slots (holes) rid parallel to the plate length specNed. Double cuts on web members shall meet at the centtod of the webs unless otherwise shown. Connector plate sizes arc minimum sires basal on the forcesshown and. may need to be increased for certain hanid- Itng and/or erection stresses. This truss is not to be fabricated with fire retardant trmted lumber unless otherwise shown. For additional. hilimnation on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed to accordance with -Handling Installing 8. Baring, HIB-91. Trusses are to be handled with particular cur during banding and bundling, delivery and Installation to avod damage. Temporary and permamemt bracing for holding trusses in a straight and plumb pos. Rion and for resisting lateral form shall be designed and mstatted by others. Careful hand- ling is essential and erection bracing is always required. Kornai precautionary actionfor tosses requift5 such tanporafy bradng during installation between trusses to avoid toppling and dombatng. 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 construcnon loads Beater than the designloads shall not be applied to trusses at any time. No bads other than the weight of the erectors shale be applied. to trusses untie after all fastening and bracing Is completed. K 3 AC: 10# UPITFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 1=-0.17" D. 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" 00 . 1.15 3-10-3 0-6-6 i WO: CHEK3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 :mat be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# .TC ... FORCE ... CHI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 6.40 TI: R QTY:2 .sox=sass...;Joint Locations==essssssassssc 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 HOT PIN 5-11- 4 75 0 -65 BOOT H-ROLL WhdLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type-- Encl. L= 58.0 ft W. 6.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Fact Resistant Covering and/or Glazing Req L 6-0-8 Il1 2, 6 0000 2-2-8 1-4-2 1 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe-Nafis 3.00 I I 5-" L 4 3 248# 8.00" 127# 2.50" 1-1-9 is a 6-0-8 76Ab .50" e (R1-1-7) C/L: -114 EXCEPT AS SHOWN PLATES ARE TI20 GA TESTED PER ANSL17I 1-1995 Over 3 Supports scale ee 0.5459 •— - WAKNINU: READ ALL NOTES ON THIS SHEET. Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. I 4t105 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bracing shown an. this drawing is not erection bracing, wind bmcing, portal bmctng or stmfar bracing which is a part of the budding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made toanchor lateral bracing at aids and specified kxatbns determined by the budding designer. Additional bracing of the overall structure may be regnke red. (see HIB-91 or TPfi. LICENSE #0050068 fituss Plate Institute, TPI, is located at 593 VOnofrw Drtve. Madison. wismnsm 53719)- Eng. Job: WO: CHEK3 Dwg: Truss ID: R Dsgar: TLY Chk: Date: 10-09-02 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 psf V.09.05.02- 7880- 43 rxsagm: mmru nnarysns JUrr 1"At r: t,: L1 N-4,UAVU"CHkKJ HCI. 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 dtscmms any :esponsMW for damage, 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 b fottnatan as It may tebte to a spa c9k project and accepts no responsibility or exerctves no control wlttr. turd to fabrics- ttton., handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSFrM 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer treglstered atchtted or professional engineerl. When reviewed tar approval by the budding designer, the design loadings shown mustbe checked to be sure that the data shown are In agreement with the local building codes, local ciimatic rernrls for wind. or snow bads. project specifications - special applied bads. Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top w bottom) are canunu- ously braced by sheathing unless otherwise specified Where bottom chords in tension are not fully braced laterally by a properly applied rood ceiling, they should be braced at a maximumspacing of 10'-0" o.c. Connector plates shalt be manufactured. from 20 gauge hot dipped gah"Anized 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 fabricator's plans and to realize a continuing responsibility for such ver- fiatbn. Any discrepancies are to be put In welting before cutting or fabrication. Mates shall not be totalled over knotholes, knots - distorted grain, Members shad be cut for tight fitting wood to wood heart". Con- nector plates shad be located on both faces of the truss with nags fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wife x 4" long. A 6x8 plate is 6" wide x 8" long. Slots fholesl run parallel to the plate length specified. Double cuts on web members shad nest at the centrold of the webs unless otherwise shown. Connector plate sizes ate mininmm 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 li fortuation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendation are to be followed in accordance with "Handling Installing Q Bracing", HIS-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 trades in a straight and plumb pos- abn and for resisting haters fortes shad be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requirts such tanpmrary bracing during installation between trusses to avoid toppling and daminotrhg. The supervision of erection of trusses shad be under the control of persons experienced in the tostadation of teases. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shad not be applied to trusses at any time. No bads other than the weigixt of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKC—v%- 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT LION PER SCH MULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L.-0.06" Da 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.010 RMB . 1.15 WO: CHtn3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full Fi Fieelld Connection at Support 1 rust be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 if: S ATY:2 aa•a•=•Joint Locations=.=aaa=asam=a=e 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BUT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, Ha 15.0 ft, I. 1.00, Exp.Cat. B, &zta 1.0 Bld Type. Encl La 58.0 ft Wit 4.7 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 448-8 Ilk 1 2 600 3.00 as-o 1 4-0-8 4 3 205# 8.00" 98# 2.50" 1-1-9 e� 60# 2 50" l (R1-1-7) CIL:7-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLITPI 1-1995 Over 3 Supports WAIK1VIIi1G2 READ ALL NOTES ON THIS SHEET. Marunda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, windbracing, portal bracing or 3bn6ar bracing which Is a part of the build&* design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. LICENSE #0050068 Mr.- Mate Institute. IPh, is located at 593 D'Onofib Drive. Madison. Wbcorrain 53719). 1005 VAMESSA DR.6VIBDO.PL32766 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: WO: CHEK3 Dwg: Truss ID: S Dsgor: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psi DurFae - 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 psi 1_- 44 liem8aMara nnays:r JOB P517H: CATEELOWOBSICHEK3 HCS.• 08.20.02 K 3 AC: 10# UPLIFT D.L. WO: fI DESIGN INFORMATION This design is for an mr1tvidual building component and has beet be on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect inforananon, speci(katlons andlor designs funtlshed to the truss designer by the client and the correctness or accuracy of this information as a may relate to a spe- cific project and accepts no resporofbWty or ezerotses no control with rnrd to fabrHca- tion. handlkrg 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 Budding Designer (registered ardhttect or professional engtne"j. When reviewed for approval by the building designer. the design loadings shown mustbe checked to be sure that the data shown are hi agreement with the local building codes. loal ciinatde records (or wind or snow loads. project speciBratlons 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 ngid cefling, they should be braced at a maximum spacing of la-0- o.c. Connector plates shall be manufactured from 20 gauge hot dripped galvanized steel meeting AMU A 653, Grade 40. unless otherwise shwn.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans andto reattre a continuing responsibility for such vert- fiation. Any discrepancies a to be put is writing before cutting or fabrication. Plates shall not be installed over knotholes. (mots or distorted grain. Members shall be cut for tight fiting wood to wood bearing, Con - nectar plates shall be locatedon both faces of the truss with nabs rutty knbedded and shalt be sym. about the join unless otherwise shown.. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" long Slots (holes) our 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 stus based on the forces shown and may need to be increased for certain hand- ling and/- erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Contra( refer to ANSI/TPd 1-19% PRECAUTIONARY NOTES Ai bracing and erection recommendations are to be followed in accordance with -Handling installing A Bracing". 1116-91. Trusses one to be handledwith particular are during banding and bundling, delivery and tustallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Alon and for resisting lateral forces shall be designed and installed by others. Careful hand- ing Is essential and erection bracing Is allays. required. Normal precautionary action for' trusses requites such temp-Aly btar 4 during Installation between Crosses to avoid topping 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 lads greater than the design bads shall not be applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CARDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D. 0.00" T.-0.01" MAX HORIZONTAL TOTAL L40AD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T• 0.00" RMB . 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: T ATY:2 .......=.SfQint Locat ions-=. erst ar.... 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LC)CATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3- 4 43 0 -41 BOT R-ROLL WndLod per ASCE 7-98, C&C, V. 125aph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Enel L. 58.0 ft W. 3.4 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req L 3-4-8 L 1 2i Attach with (3) 10d Toe -Nails 2-6-3 0-6-6 Attach with (1) 10d Toe -Nails 3.00 I 0-8-0 i 2-8-8 4 3 161# 8.00" 70# 2.50" 1. 1-1-9 3-4-8 4-4N 2j50" (R1-1-7) C/L: 3-34 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKf41r4t <: READ ALL NOTES ON THIS SHEET. Eng. Job: MarOnda Systems A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not ee-Uonbracing, wind bracing,portal bra or similar b 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. Provisions most be made del a to anchor nbhor lateral bracing at ends and specified locations determined by the building designer. racing of the overall structure may be required. (See HIB-91 of TVO. frruss Plate lnstltute, TPf. Is located at 583 WOnofrio Drive. Madison. Wisconsin 53719). Dspw: TLY Chk: I TC Live 16.0 psi TC Dead 7.0 f ps BC Live 0.0 psf BC Dead 10.0 psf 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNUMA o/tovle OXI-327es TOTAL 33.0 psf scak = 0.8355 Truss ID: T Date: 10-09-02 DurFac -Pit 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA s ..... a.,rcw.vvmonneno HCS': 09.20.02 JB: CHESAPEAKE K 3 AC: 1Gifi1PUFT D.L. WO: CHEK3 WE: TI: U QTY:2 DESIGN INFORMATION TOP CHORDS: 2X4 SP #2 MULTIPLE LOADS -- This design is the _ _ ====Joint Locations=== This design is for an Individual building HOT CHORDS: 2X4 SP #2 composite result of multiple loads. 1) Oa=O- 0 3) 2- 0- 8 component and has been based on information SLIDERS t 2X4 SP #2 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 provided bythe euent_The designer disclaims Sbim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REAMONS PER BEARING LOCATION----- anyresponsibility for damages m a result of faultyormwrrectInformation.spectflcatioro WAdLOd per ASCB 7-98r C&C, V= 125mph, %-LOt Vert Horiz Uplift Y-Loc Type and/or designs famished tothe truss designer H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 0- 4- 0 127 131 -157 BOT PIN by the client and the con:aness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Enel L= 58. 0 ft Wse 2.0 ft Truss 1-11- 4 60 0 -191 HOT H-ROLL of this information as it may elate to a spa- Support 1 157# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf cmc project and accepts no responsibility or Support 2 191# Impact Resistant Cover' and/or Glazing exercises no control oath regard to fabrt®- Covering Req lion, handling, shipment and installation of MAX LIVE LOAD DEFLECTION: trusses. This truss has been designed — an L/964 at JOINT # 2 .. TC... FORCE... CSI .-BC ... FORCE... CSI individual building component in accordance with L--0.02" D- 0. 00" T=-0. 02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSI/TPI I-I995 and NDS-97 to be lncmporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 46 0.02 as part of the building design by a Building T= 0.03" engine rl (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: eglneer). When reviewed for approval by the budding designer. the design loadings shown T- 0.04" must be checked to be sun that the data shown. RMB = 1.15 are in agreement with the local building codes. local chr atic records for wind or snow loads. project specifications or special applied loads. Unless shower, truss has not been designed for storage or occupancy kads. The design assumes compression chords (top or bottom) are continu- L 2-0-8 ously braced by sheathing unless otherwise specified. Where botom chards In tension are 1 2 not fully braced laterally by a property applied rW cehBag, they should be braced at a maximum spacing of 10'-0' o.c. Connector 6 Plates shallbe manufactured from 20 gauge hot dipped galvantaed 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 real fu a continuing responsibility for such. verl- ncatlon. Any discrepancies are to be put In 1-2-8 welting before cutting or fabrication. Plates shall not be Installedaver knotholes, knots or distorted gram. Members shall be cut for tight Bttmg wood to wood bearing, can- 1-10-3 nector plates shad be located on both faces of TT the truss with nails fully imbedded and shall. be T 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 0-" the pate length specified. Double .is on web members shag mat at the centrold of the webs ' 0-4-2 unless otherwise shown. Connector plate stets are minimum sires based on the forces ahowrn arnd may need to be increased for certain hand- 5X6 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional informatlon on {duality Control refer to ANSI/TPI I-1995 _0 0-8-0 PRECAUTIONARY NOTES Alibracing and erection recomrmendatiorss are to be followed In accordance with "Handling 1-4-8 Installing g Bractne. Hill-91. Trusses are to i be handled with particular care during banding 4 3 and bundling. delivery and Installation to avoid 127k 8.00° damage. Temporary and pen ument bracing 60# 2.50" for holding trusses in a straight and plumb pos- itlon and for restating lateral forces shall be E® of a 2-0-8 designed and Installed by others. Careful hand- (R1-1- r ling is 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 1.1370 trusses requires such temporary bracing during installation between trusses to a oid toppling WAR ING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: EK3 and domkromg, The supervision of erection of trusses shad be corder the control of Persons A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U experiencedProf�shadb�e t � Mdl'011t�A SyStE`11IS CONTRACTOR. be Dsgmr: TLY Cbk: Date: 10-09-02 Concentnnon of construction loads greater TC Ltve 16.0 psf DurFac - Lbr. 1.25 than the design loads shad not be applied to BRACING WARNING:. trusses at airy Ume. No loads other than the 4005 MARON DA WAY Bracing shown on this drawing is not erectionbractg. wind bracing, portal bracing m similar bracing TC Dead 7.0 psf DurFae - Fit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which is a es rt paof the building design and which must be considered by the bulldog designer. Bracing " - trussuntil. after an fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce budding length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0 is completed. 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 overall structure may be required_ (See HUB-91 of Tin). Dead 10.0 Psf q. LICENSE #0050068 rlTuss Plate institute. TPI. Is located at 583 D•Onobio Drive. Madison. Wisconsin 53719). Code Desc: FLA tool VANNFSSA DXOVteoo•r, 327es TOTAL 33.0 psf V:09.05.02- 7883- 46 design: maim Analysts JOB PATH: C:ITEE-LOKUOBSICHEK3 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 discieans any responsmgtty for damages as a result of faulty or incomctinformation. specil atlons and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cglo project and aeoepts no responslbWty or exercises rm 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 1-19% and NDS-97 to be incorporated as part of the buttdtng design by a Building Designer (registered architect or professional mill— ). When reviewed for approval by the budding designer, the designloadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local chmatic records for wind or snow loads. project specitkaifons or special applied loads. Unless shown. truss has not been designed for storage or occuparuy loads. The design assumes compression chords (top or bottom) are conurm- ously bracedby sheathing unins otherwise specltted. Wbem bottom chords in tension are not fully braced tat —By by a properly applied rigid ceding, they should be braced at a maximum spacing of la-0` o.c. Connector Plates shall be manufactured. from 70 gauge hot dipped gahantred steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verify that this drawing is in conformanec with the fabricatofa plans and to realize a continuing responsibility for such vert- firation. Any discrepancies arc to be put In writing before cutting or fabricatiom Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight luting wood to wood bearing Con- nector plates shall be located on both faces of the truss with ralls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate b 5' wide x 4' long. A 6.8 plate 1a 6' wide x 6' king Slots (hoks) rum parallel to the plate length specified. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sizes arc minimum sizes basedon the forces shown and may rued 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 A8. bracing and erection recommendations are to be followed In accordance with -Handling Instaukng & Bmdng'. 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- Klan and for resisting 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 rtxjulres such tcmpmq bracing during Installation between trusses to avoid toppling and dominolrng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of [reuses. Professional adwke shall be sought if needed. Concentration of construction loadsgreater than the design loads shall not be applied to trusses at arty time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. B: CHESAPEAKZ K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 Lm 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RM B - 1.15 t.rit'K3 WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mat be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Eacl L- 58.0 ft Ws 0.8 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 5 0.01 4- 3 0 0.00 TI: V ATY:2 s---m..Toint Locations: ------samosa—= ml)m 0 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCEMMULEi Support 1 In# Support 2 77# 0-9-0 I, 1 2 0-10-14 Imo___ 0-9-0 I. 4 3 65# 7.50" See 1.50" n (R1-1-7) C/L: 0-5-0 (RO-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DFCOVIEDOFL927A WARNING: 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 building designer. Bracing shown is for lateral support of thus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specllkd locations determined by the budding designer. Additional bmcMg of the overall structure maybe required. (SeeHIB-91 o(TPQ. firuss Plate Institute, TPL Is lasted at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: WO: CHEK3 Dwg: Truss ID: V Dsgar: TLY Chk: Date: 10-09-02 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 Designs Criteria: TPi Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7884- 47 uesrgm: Mmru Analysis JVH PAILf: C ATEE-LAKIJOWCHEK3 HCS 08.20.02 DESIGN INFORMATION This design is for an. Individual building component and has been based on trilmmatlon provided by the client. The designer discial..s any responsibility for damages as a result of faulty or hx=Tect Inbmwtion. specifications and,or designs furnished to the tress designer by the client and the correctness or accuracy of this taformatk"n as it may relate to a spe- clftc project andaccepts no responsibility or exercises no control with regard to fabrica- tion., handling, shipment and Installation of trusses. This truss has been designed as an kxhvtdualbuilding component :n accordance with ANSI/Tin 1-1995 and NDS47 to be Incorporated as part of the building design by a Building Destgtrer (registeredarchitect or professional engmeerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes. ,real climatic records for wind or snow loads. proect specifications or special applied toads. Unless shown, tens has not been designed for storage or occupancy bads. 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 a maximum spacing of I(Y-M o.c. Connector plates shall be manufactured. from 20 gauge hot dipped galvantaed atod 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- fkation Any discrepancies are to be put in writing before cutting or fabricallot Plates shall not be Installed over knotholes, 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 tress with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4" long. A 6x8 plate is 6' wide x 8' long. Slots tholeal run parallel to the plate length specified. Double cuts on web members shag meet at the cenlrokd of the webs unless otherwise shown. Connector plate sires are minimum sizes based on the forces shown and may creed to be Increased for certainhand- ling and/or erection stresses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Information can Quality Control refer to ANSd/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and section recommendations are to be followed in accordance with 'Handling Installing & Bractne. HIB-91. Trusses are to be handled wnh 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- Rionand for reststtng lateral forces shag be designed and instal 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 dommoing. The supervision of erection of trusses shag be under the controlof persons experienced in the installation of trusses. protessbnel advice shall be sought if needed. Concentration of construction loads grater than the design bads shag not be applied to trusses at arry time. No bads other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. JB: CHESAPEAi f K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WAGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125aph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= Encl L- 58.0 ft W. 9.9 ft Truss in END zone, TCaL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLE CTION: L/999 L--0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 0-6-2 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNSCTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL C ONNEMON PER SCHEDULE : Support 1 274# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 TI: W QTY:2 ---x-=as- --Joint Locations===-=--as:--as- 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLP 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 HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 BUT PIN 9- 9- 0 417 0 -331 HOT H-ROLL 9-10-13 1 2 3 f 424 3X8 J`a' 9-10-13 5 215# 11.31" 417# 2.50" �1—�� • a{a 9-1a13 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems ) A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W b— CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16A psf DurFac - Lbr 1.25 SANFORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing. windbracing, portal bracing or shntlar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral TC Dead BC Live 7,0 psf Durfae - Pit: 1.25 - O.C. Spacing: 24.0r (407) (407) 321-3913 support of truss members only to reduce buckling length. Prrvtsions must 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 M. BC Dead 10.0 psf Desi n Criteria: TPI LICENSE #0050068 (Truss plate institute. Tin. is located at 583 D'Onofno Drtve, Madison. Wisconsin 53719). �,1g Code Dese: FLA toolvANNEssA DR.DVIEDOYL32766 TOTAL 33.0 psf - 7 HCS t><Y.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: W1 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. _=_ = = joint Locations====______:__ s= =_ This design is for an individual building BOT CAS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)= 0- 3- 2 3) 4- 6- 9 component and has been based on Information provkled by the cbent The designer disclaims per: 2x4 SP #3 composite result of multiple loads. 2) 4- 6- 9 4) 0- 3- 2 arty responsibility for damages as a result of isdtyormcorredmiomaumr.sper�vw„ WEDGES: 2x4 SP #2 This truss is designed to bear on multiple C�RSSSION Chords are assumed to be continuously braced unless meted otherwise. ------------ TOTAI, DESIGN' LOADS ------------ and/or designs furnished to the truss designer supports. Interior bearing locations should Field Connection at Support 1 mast be able Uniform PLF From PLF To by the client and the correctness oraccuracy be marked on truss. Shim or wedge if transfer 52 pounds of horizontal reaction TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 of this information as it may relate to a spe- cIfexircisesct and cepts onsponstbrics- necessary to achieve full bearing. WhdIod per ASCE 7-98, C&C, V. 125mph, BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 ocontr )with exerctses no control with regard to fabrtra- tton. handling. shipment and installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, .Cat. B, Rzt- 1.0 Bid Type= Part L. 58.0 ft W= 4.7 ft Truss ----MAX. REACTIONS PER BEARING, LOCATION----- X-Loa Vert Hor z Uplift Y-Loc Type trusses. Tit+ truss has been designed as an Support 1 375# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf 4- 6-13 120 52 -430 TOP PIN Individual building component In accordance with Support 2 430# 0- 2- 8 28 121 - 375 BOT PIN ANSIfMI-I995and NDS-97tobeIncorporated as part of the building design by a Building Support 3 56# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 4- 7- 2 240 0 -56 BOT H-ROLL Designer (registered architect or professional MX LIVE LOAD DEFLECTION: L/999 1- 2 -10 0.42 4- 3 1 0.31 englneed. when reviewed for approval by the budding designer, the design loadings shown L=-O. 01" D- 0. 00" T=-O. 01" 3- 0 0 0.08 must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: are in agreement with the local building codes. T. 0.000 local climatic records for wind or snow loads. MAX HORIZONTAL LIVE LOAD DEFLECTION: project specdicatwns or special applied loads - 0. 00" Unless Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) anti conimu- RMB = 1. oO 4-8-9 cushy braced by sheathing unless otherwise specified. woe re bottom chords In tension are 1 2 not fully braced laterally by. properly applied rigid ceding, they should be braced at a F4 maximum spacing of 10'-0' o.c. Connector 24 Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. SX Connection deli by others. 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 ven- ftcctfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grate. Members shall be cut 2-2-2 for tight tilting wood to wood bearing. Con- 2-5-11 hector plates shall be locatedon both is of the truss with nails fully Imbeddedand 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 it long. Sots (holes) run parallel to the plate length speCdW. Double cuts o web members shall meet at the ocnuold of the webs "-2 unless otherwise shown. Connector plate sixes are minimum sizes based on the forces shown t and may needto be Increased for certain hand- Attach with (4) ling and/or erection stresses. This truss is not 4X6 3X8 2X4 10d Toe -Nails 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 Q Bracing'. HUB-91. Trusses are to be handled with particular can: during banding 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 andinstalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requ(ies 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 n of trusses. Professional advice shag. be sought it needed.. Concentration of Constructkm loads greater than the design loads 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 I. completed. 28# 4.95" 1-&2 911. 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 19005W68 1005 VANNESSA DAOVIED0.Pt-.32766 4-8-9 I 120# 2.83" 240# 2 (JO" CANT: 0-0-7C/L: 4 13 Over 3 Supports 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 erection bracing, wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the buiktbV 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 spectied locations determined by the building designer. Addillonal bracing of the overall structure may be required. (See HIB-91 of in. (Truss Plate Institute. TPI. Is located at 583 D'Ono(do Drive. Madison.. Wisconsin 53719). scale = 0.8481 Eng. Job: . CHEM Dwg: Truss ID: WI Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DufFae - 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 psf A2- 7897- 58 r,r,rso. mw,r..rrsryrr, Jvn rAlr: t":iIPE-uiAvvualtntAl HCS: 08.20,02 JB: CHESAPEA E K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design Is for an kdlvidual budding component and has been based on Information provided by the client. M The designer dlsclas arty responsibility for damagra as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the conectness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exen7aes no control with regard. to fabri�a- tion, handling. shipment and Installationof trusses. This truss hasbeen designed as an kdivWualbudding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer]. When reviewed for approval by the budding designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the kcal building codes. kcal cNmsalio records [or wind or snow loads. project specifi atlons or special applied Wads. 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 property applied rigid ceding, they should be braced at a maximum spacing of la-(r 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 verity that this drawing is in conformance with the labricator's plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall 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 shag 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 (soles) run parallel to the plate length specified. Double cuts on web members shall meet at the mntmtdof the webs unless otherwise shown. Connector plate slits arc minimum aim based on the forces shown and may need to be Increased for certain hand- Cng 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 1-190 PRECAUTIONARY NOTES All bracing and erection recmmmrndatlons are to be followed In accordance with -Handling Installing & Bracing'. HIS-91. Trusses are to be handled with particular cam, during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a strallgbt and plumb pos- Mon and for restating lateral forces shag be designed and Installed by others. Careful hand - brig is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bractng during installation between trvssea to avoid toppling and dominotnif The supervision of erection of trusses shad 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 trusses at arty time. 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 D HOT CHORDS: 2x4 SP #2 WIGS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L--0.33" D. 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-3-15 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 moat be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L- 58.0 ft W- 7.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 paf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y ATY:4 ........ ••.... Joint Locations... 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -356 TOP PIN 0- 4- 0 280 203 -433 HOT PIN 6-10-12 81 0 -52 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE - support 1 433# Support 2 356# Support 3 52# 7-0-0 Ilk 1 2 6 0000 4-" 7-0-0 4 3 281# 8.001' 5 2.5 n f® 1-1-9 -1-7-0-0 n (111-1-7) C/L: 10.12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports hMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA rR.OVIErrr_n_Al— 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 shudar 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 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 HID-91 of TPI). fhuss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Eng. Job: WO. Dwg: Truss ID: Y Dsgur: TLY Chk: Date: 10-09-02 TIC Live 16.0 psf DurFac - Mr. 1.25 TIC Dead 7.0 psr DurFac -Pit: 1.25 BC Live 0.0 paf O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7898- 5! a... ...r.« �,., Jun rain: t:urcevnuvtiaunCA1 HCS• 08.20.02 JB: ZAESPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer dixcabns any responsilrdity for damages —2 result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the eorredrtess or accuracy of this Information as it may relate to a spe- cilk project and accepts no responsibility or exercises no cantroi svltih regard to fabrica- tion. handling, shipment and installation of trusses. this truss has beendesigned as an Individual building component in accordance will ANSI/71`1 1-19% and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the buildingdesigner. the designloadings shown must be checked to be sure that the data shown are in agreement withthe local building codes, local cllmatic records for wind or snow loads. project specifications or special applied loads. Unless shown, tress has not been designed for storage or occupancy bads. The designassumes compression chords (top or botlum) are continu. ousiy bracedby sheathing unless otherwise specified. When: bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of la-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 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- fkatfon. Any dtiwepancies are to be put in writing before cutting or fabriation. Plates shalt not be irsstalled. over knotholes, knots or distorted. grain. Members shalt be cut for tigbt fitting wood to wood bearing. Con- nector plates shall be located on loth faces of the truss withnalls fully Imbedded and shall be "tin. 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 specftd. Double cuts on web members skull meet at the centmtd of the webs unless otherwise shown. Connector plate sizes are mmtrnum Sias based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This tow is not to be fabricated with fire retandant treated lumber unless otherwise sbown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed to accordance with ,-landing Installing s Bracing'. HIB-91. Trusses, are to be handled with particular rare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses t n a straight and plumb pos. ttlon and for resisting lateralforces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses tequirm such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persona experienced to the installation of trusses. Professional advice shall be sought If needed Concentration of construciron bads greater than. the design bads shall not be applied to trusses at any time. No bads other than the we% ht of the erectors shall be applied to trusses until after an fasteNng and bracing Is completed. TOP CHORDS: 2x4 SP #2 Bar CHORDS: 2x4 SP #2 i EDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLWrION: L/635 at Mid -panel # 1 L=-0.10" D= 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RM8 a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 12SWh, Ha 15.0 ft, I= 1.00, Exg.Cat. B, XZta 1.0 Bld Type. Encl L- 58.0 ft W= 5.1 ft Truss in 1Nr zone, TCDL. 4.2 psf, BCDLa 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI .BC... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 TI: Z ATYA -----snow-- —Joint Locations .===a==ea==aa- 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATIOdr----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6.00 3-1-2 s•1-s Ilk 4 219# 8.00" 110# 2.50" l 1-1-9 e $'1-8 � 61 5011 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 8005OW 1005 VANNE5SA 1)ROVIED0.FL3Trea 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 stmtlar bracing which is a part of the budding destgn and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling kdbProvisions 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 NIB-91 of TPI). flluss Plate institute. 7P1. Is located at 583 D'Orof o Drive, Madison, Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: WO: CHEK3 Dwg: Truss ID: Z Dsgur: TLY Chk: Date: 10-09-02 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 psf V:09.05.02- 7899- A( �N•a•- ,.. �m�,w ruin rnrn: t,:act-LUAWVU3%r_HbAJ HCB: 08.20.02 .. I I JB: CHESAPEAKE K 3 AC:' -1J# UPLIFT D.L. WO: CHEK3 WE: TI- 71 - 0 V•d DESIGN INFORMATION This design is for an Individual budding component and has been based on Informatton providedby the client The designer disclaims arty responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this bdmmatbn as it may relate to a spe- cific project and accepts no responsibility or exercises no control wttin regard W fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance wid ANSlfrPI 1-19% and NDS97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the building designer, the designloadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local dinauc records (or wind or snow bads. pmject specifications or special applied loads. Unless shown. thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing, otherwise specified. Where bottom dwrds in tension are not fully braced laterally by a property applied rigidceft g, they should be braced at a mandmurn spacing of la-T 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 fabriater shall review this drawing to verify that this drawing is in conformance withthe fabricatoes plans and to realize a continuing respon lbilAy for such ved- fkatko Any discrepancies am to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted gain. Members shall be cut. for tight fitting wood to woad bearing. Con- nector plates shall be located on both fans of the truss with cans 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. Skins (holes) run parallel to the plate length specified. Double cuts on wain members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sin are minimum she based on the forcesshown and may need to be hu—sed for certain hand- ling and/or erection stresses. This truss is not to be fabricated with. Lire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. H16.91. Trusses an to be handled with particular care during banding and lxmdth4 delivery and irsta{iatbn to avoid damage. Temporary and permanent bracing. for holding trusses in a straight and plumb pos- iionand for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always requhed Normal precautionary action for tnisses mquirm 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 bostallation of trusses. Professional advice shall be sought a needed. Concentration of construction bads greater than the design bads stall not be applied to trusses at any time. No loads other than the weight of the erectoas shalt be applied to trusses unttl after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLod per ASC6 7-98, C&C, V= 125aph, H- 15.0 ft, I- 1.00, STip.Cat. B, Xzt- 1.0 Bld Type- Encl L- 58.0 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 31 0.25 4- 3 0 0.19 a---a--e--isms Joint Locations-aaa-- 1) f0as2s 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BUT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 3-i-8 Ilk 1 2 6 0000 2-1-2 3-1-8 4 3 154# 8.00" 67# 2.50" i-1-9 37 2 0" 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Hato der Systems WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this dnwing Is not erection bracing. wind bracing. portal bracing or sbNlar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified Locations determined by the budding designer. Additional bracing of the overall structure may be "quired.. tree HIB9l of Tm. LICENSE #0050068 nhiss Plate institute. TPI. Is located. at 583 D'Onofrlo Drive. Madison. Wisconsin 53719)- 1005 VAMESSA DR.OVIEDOXI-32766 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: Dwg: Truss ID: Z1 Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf Durfac - Lbf 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 Cflteda: TPI Code Desc: FLA TOTAL 33.0 usf V•na nV. n13- 70nn_ AI 11CS: 08.20-02 i . I I JB: CHESAPEAKE K-a= AC: 10# UPLIFT D.L. WO: CHEKi ` WE: TI: L2 QTY:4 DESIGN INFORMATION This design Is for an individual building component and has been based on infotmation. provided by the knL The designer disclaim: 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 aceuncy of this tnfommtlon as It may relate to a spe- c8ic project and accepts no responsibility or exereiso no control with n�ard to fabrlw- tion,handling, shipment and installation of trusses. 'lots truss has been designedas an individual bulMmg component in accordance with ANSI/TPI 1-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engyteed. When reviewed for approval by the budding designer, the design loadings shown. must be checked to be sine that the data shown. ate in agreement with the local budding codes, local c9roat a records for wind or snow bads, project speeNintbns or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously traced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Ietemw by a properly applied ngdceding, they should be traced at a maximum spacing of 101-0" 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 fabrkztor shall review this drawing to verify that this drawing is in conformance with the fabricators places and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put. In writing before cutting or fabrication. Plates shallnot be Installed over knotholes. knots ar distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with railsfully imbedded and shall be sym. about the jointunless otherwise shown.. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6' wide x 8" long Slots (holesi cam parallel to the plate length specified- Double cuts on web members shad 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 ks not to be fabricated with fire retardant heated lumber unless otherwise shown.. For additional fn .t1on on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Au bracing and erection recomrnendatlons are to be followed in accordance with "Handling Installing & Bracing". H113Ai. 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- ition and for resisting lateral forces shall be designed and inata W by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for [fusses requires such temporary bracing during installation between trusses, to avoid toppling and dommoing The supervision of erectionof trosse, shalt be under the control of persons experienced in the installation of trusses. Professional advice stall be sought if needed. Concentration of construction loads greater than the design bads shad not be applied to trusses at any time. No bads other than the weigirt of the erectors stall be applied to trusses until after all fastening and Exacting Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTIONS L/999 L- 0.00" D- 0.00" Tee 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZCNTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCH 7-98, C&C, V- 125ngh, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xztee 1.0 Bld Type- Encl Lee 58.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .HC... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 f--Joint Locations= ..... —....... 1)=g0-s2--0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# k _ 1-1-8 L 1 2� 6 0000 7�!� 3* Imo— 4 1-1-8 L 3� 89# 8.001n 25# 2.50" l 1-1-9 13# 2.Sprr ' (R1-1-� i-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 'FES-fin PER ANSMI 14995 Over 3 Supports WAKNIN4: 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 bmcyng portal bracing or san8ar bracing which is a pan of the building design and which must be consideredby the budding designer. Bracing shown is for lateral support of truss members only to reduce budding length. Provisions must be made to anchor lateral bracing at ends and specffW locations determined by the building designer. Additionalbracing of the overall structure may be required. (See HIB-9I of M. [Russ Plate Institute, Tfq, is located at 583 D'Onofrto Drive, Madison Wisconsin 537191- Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: WO: CHEK3 Dwg: Truss ID: Z2 Dsgur: TLY Chk: Date: 10-09-02 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 usf vna nc n13_ Tani _ .&e ••..•ems.- ,•••••••• ,••••••��•, — r.,rr. a.:r,Z.cL AVVIIJnt.neAJ HCS 09.20.02 JB: CHESAt EAKE K 3 AC: IN UPLIFT D.L. wv: CHEK3 WE: DESIGN INFORMATION This design is for an hidividual building component and has beenbased on information provided by the client. The designer disclaims any responsdnllity 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 h may relate to a spe- eSM project and accepts no resporusibWty or exerebes no carnbol with rc�rd to fabrica- tion. handling. shipment and installation of truss. This tens has beendesigned as an individual building component in accordance whit ANSI/TP1 I-19% and NDS-97 to be incorporated - 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 most be checkedto 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. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unkw otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiting, they should be braced at a maximum spacingof l0'-0' o.c. Connector plates shall be manndadured 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 v-Vy that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved- fkatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be locatedan both faces of the truss withnabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 prate is 5" wile x 4- long. A. 6x8 plate is 6" wide x 8" king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sues are minimum sins based on the forces shown and may need to be increased for certain hand- ling arid./or erection stresses. This truss is not to be fabricated with fine retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecum recommendations are to be followed In accordance with -Handling Installing & Bractne. HIB-91. Trusses am 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 strafgl it and plumb pos- ition and for restating lateral forces shall be designed and Installed by others. Careful hand- ft" Is essential and erectionbracing is always required. Normal precautionary action for trusses tequlfes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of tnisses shall be under the control of persons experienced. In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shag notbe applied to trusses at any time. No bads 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 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Sbim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L.-0.02" 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, Cr.C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Part L- 58.0 ft W- 3.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 pef TC... FORCE ... CSI .BC...FORCE... CSI 1- 2 -33 0.30 4- 3 -1 0.24 Ti: Z3 9TY:3 c .... =Joint Locations ........... 1)0- 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 HOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 6.00 2-2-6 3-" — F / 4 161k 3.50" 72# 2.50" 1-1-9 3-4-0 63# Z 50" (R1-1-7) is C/L: 3-2-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1"5 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50i)68 1005 VANNESSA DR.OVIEDOXI-32766 Attach with (3) 10d Toe- ails Attach with (1) 10d Toe -Nails scale = 0.8424 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z3 CONTRACTOR. Dsgnr-. TLY Chk: Date: 10-09-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 Bracing. shown on this drawing Is rioterection bracing. wind bracing. portal bracing or similar imachng whichis a part the building design and which must be considered by the bu8dhW designer. Bracing TC Dead 7.0 psf DufFae - Pit: 1.25 for shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf �f[� m O.C. Spacing: 24.0 made to lateral bracing at ends and specified locations determined by the building designer. Additional bramay of the overall structure a r be rewhed. (see HIB-9i or TP1). BC Dead 10.0 psi Design Criteria: TPI Untas Ptak Institute. TO. is located at 583 D'Onofrio Drive. Madison. Wisoo iln 53719). �.�,� Code Desc: FLA aaaaaaNi TOTAL 33.0 psf V:09.05.02- 7902- 6 HCS. 08.20.02 D.L. DESIGN INFORMATION This design Is for an awdh7dual 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 of this nformtion as It may relate to a spe- cific project and accepts no responsibWty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This buss has been designed as an Individualbuilding component in accordance wit ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer hegistered architect or professional. englnceri, When reviewed for approval by the building dsslgnm the design Loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic 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 c pmssion chords itop or bottom are cartfnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rindceding, they should be braced at a maximum spacing of 10r-0' mc. Connector plates shall be manufactured from 20 gauge hot dipped gakantzed steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing B In conformance with the fabricators plans and to malize a continuing responsibility for such vert- Ikatbn. Any discrepancies are to be put M writing before cutting or fabrication. plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight f tting wood to wood bearing. Con- nector plates shad be located onbout 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 4- long. A W plate is 6- wide x 8" long. SIMs (holes) run pandlet to the plate length specified. Double cuts on. web members shall tweet at the centsold of the weds unless otherwise shown. Connector plate sties are minimum stzrs based on the forces shown and may need to be Increased for certain hand- Wng and/or erection stresses. TMS truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on. Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed In accordance with "Handling Installing & Bra hW. HIB-91. Trusses are to be handled with partgular dare during banding and bundWg. delimy and Installation to avoid damage. Temporary and permanent bracing for hokitng trusses in a straight and phmnb pos- Won and for resisting lateral forces shad be designedand installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing daring Installation between trusses to avoid toppling and domfnoing. The supervision of erection of tnisses sbaU be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought It needed. Concentration of construction loads greater than the design toads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses untll after all fastening and bracing is completed. TOP CHORDS 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COWRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125aph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Part L= 58.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 -s .: =Joint Locations ............... 1)0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 HOT PIN 1- 0- 4 21 0 -16 HOT H-ROLL PROVIDE UPLIFT C ONNECrION PER SCHEDULE: Support 1 175# Support 2 66# Support 3 16# L 1 Z 6.00 1-1-8 Ilk 4 89# 3.50" 25ir 2.50" L 1-1-9 2 -A-4 r 1-1-8 (R1-1-7) iA C/L: 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. t ronddSysA LMtems� COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 1 BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing Is not erection bradmg, ward bracing, portal bracing or similar bracing SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the eves, structure may be required- (See HI8-91 of TPI). LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D Onofrto Drive. Madison Wisconsin 537191. Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBStCHEK3 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails wade = 1.5123 Eng. Job: Dwg: Dsgnr: TLY Chk: W0: CHEK3 Truss ID: Z4 Date: 10-09-02 TC Live 16.0 psf DurFac - LbC 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 psf HCS: 0& 20.02 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch--1407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date Agency Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP /15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,, City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26102 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page t of 2 PAGE 29 d e a a _ ° " SEE CHART FOR `a d "d " d " d ' d° FASTENERS y VERTICAL MULLION SCHEDULE CAULK TOP - OF MULL _ - SINGLE UNIT :TYPE OF MtILION TYPE OF CLIP WINIIOW 1r+INDOIP DESIGN PRESSURE y [� #TEK t 3/8"MIN• WIDTH HEIGHT INCH INCH NUMBER AND 35 PSF FLA_45 TYPE OF FASTENERS 4 SCREW t WINDOW HEAD 26" —_-1-Q g 3:0--- OK 4 _3 160 x 1-1 2 TAPCONS --- --- t WINDOW t 19-1/8` 50-578' _--1=p --- 63" i.----_ ,.--- x 3.0--- _-- �K--- 4 _ J18as„_$ f— J2 TAPCONS 1.0--------- d JAM _ ------------ x 3.0 OK 4 3J60„ x 1-1 2' TAPCONS --- 1.0 '� W 7 8 5/e" 28" o---- x 3.0 OK 4 3 18��' x i-1 2" TAPC^vNS 1.0 x 3.0 ~', h e ix3 MULLION (XFLA-26-1) e d _ 38_-1---- T 26-1/2"50-578'` OK 4 3 16s6 1— LO x 3.0 ---- --- J2 TAPCONS --- - --- -1:0__x_3.0 K--- 4 3J6,'s _x_ I_-V TAPC_ONS lx4 MULLION (XFLA-39) _ _ 63" _- _ OK 4 _3J18? x _1_- J2" TA_PCONS .0 x 3.0------_dY_{--- 4 -- x i- [ TAPCONS ---OK_-- FLA-45 MULLION ANCHOR CLIP 76-3 4 _ 1.0 x 3.0----3 4 3 16�� x 1-1 2" TAPCONS 1_0 x 3_.0 °� a o q 16 GA GALV. SHEET METAL 38I1" 4a — Tom, 37" 50-5 8 ___ _O_K__ 4 3 160 x 1-1 2 TAPCONS 1:0 x 3.0 _`_ —---- n------ OK_ 4 3J 6 x 1-1 TAPCONS ------- - y �, w 7 "- �•, WINDOW 800 LB MAX CAPACITY ----- B3" --- 1:0 x 3.0 -*�---- $---- _________ _O_K 4 31i6� x 1-J2 TAPE . x 3.0 --_ --- $---- TAPE-- - OK--- 4 3�60 1-1%2 K=^ JAMB 7/8" 1x3 MULLION (XFLA-26-1) 76-3 4�" --- --- x TAPCONS 1.0 x 4.0 OK 4 1 4i''- x 1-12� TAPCONS #10 x 3/4" ix4 MULLION ()FLA-3g) 3828" 4-6 _' T LO x 3.0 _OK_ _ _ _ 4 3 18_4 x f-_ f _2_ _T_A_CC_0_NS x_3.p--- --- -_-- 5 o o e TEX SCREW 1 _—_-1.0 53-1/8"50_578� _ - OK 16�" x 1-1 2" TAPCONS lAx 3.0_-- --- -- _-- OK_--1�4S:3 1j40 r $ I-1 2�" TAPCONS o f I t WINDOW _ 63" 1.0 x 3.0 pg ---- 76=3 4-------------------- �2 _1/40" x_1-1/2" TAPCONS I.O CAULK BOTTOM t SILL ' 3I8"MIN.P�`a. x. 4.0 OK 2 i 4tarx 1-i 2~-TAPCONs �A B.O.&Y. 4 OF MULL r �" ____—i- _ --. y PRECASTED - -- 3 "MIN.NAM:SILL 4 "IFACrMP- A o b D Dp D . 3/4"� F1I�� z a D D D D SEE CHART FOR D D b FASTENERS NOTES_ a" EXTRUSIONS ARE ALLOY 6083 T6, 1) OR y a 8 8� 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1 2-) CHARLES A.'P, CFI, P.E. ON EACH ANGLE LEG, THE TAPCON SHALL E 99 y 2 4 Ft. DAM 3/21/ 29121 'PLACED ON MULLJON CLIP CENTERLINE. 3) CONCRETE COMPRESSNE STRENGTH c � - 3,000 PSI AT 28 DAYS. a c o a PAGE 3© rAl.iE ;,;�4 4 d FAA (2) #10 x 1-3/4" PH -SIBS IN 2 x sULT al 3/18"0 x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) 18 T1 � t 4' 1•Pdagm CLAN Q� WITH A 1-1 (4' MIN. EMBEDMENT INT1D MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (�3 tto08 ut txitm q, t( t0 7tY61woE Na OP t10 OF • FDOIOi 19 ANCHOQB ANMOlt8 ! WAD ANt7tM AMMONS 1a (2)10 z 1-3/4" FH-SM5 INTO 2 z BUCK(new S0L g rRAMNtROftk iAiIB eaMWON P l �S tr TBAUQB 03 h Q SEE ELEVATION FOR ANCHOR SPACING. 2w 147., w t8 45 b 48 24 e me Dmm �� 66.7 88.4 30 Q A> C4 Li tea" (4) M 4a 16 Q 8 i47.37a' Bs•6' (4) 6&7 a8.4 24 laY.750' 11LS76' 67.6 57.5 24 9 ka2.750' - 6&7 77.4 24 Q 1 76.a' (67.3 ST.a 16 a man, 66.9 is to a El 67.6 , 110' a9.7 67.6 16 a 75.6' f31 68.7 838 18 dt.�e fLa) a4a 68 7 ea.e 25 10 6 128' ae` (26)a87 66.7. 78.5 48 Ito e a A ' � 147.a7a' 45 a6to 45 60 24 10 - 10 201': 96•. 6o 60 SO ^i ss.a' (4,)t0 46 to ka 10 147.Q76' 90,6' f4I so so so eo 24 1Q 10 C9 'IV ti • 1 3/4' PH -SUS Di'1'0 2 BY OPTIONAL 16876a" 1u.376' <8.s 515 <aa 63.6ttta7s` � •65.3 6a.a se.7 24 10x WITH 1-1/2" MIN. EMBEDMENT. 2 BY mr lw ra WA75.6" V-PA-1101a2.76a• (S) 71.a 86:7 T3fi le 16SEE 10�BUCK ELEVATION FOR ANCHOR SPACING. WOOD BUCK 12Q' aa" a46 It"�. . fLQ) a4.6 64.a, WOOD BUCK No/ IN PA81;l R SS SoiXA= PANEL. CALL SIZE WIDTH Sat IN p=. (a* a , t, r ; 66.0 a8.8to vz < ? (2) 3/16"4 z ro 2-3/4' toeaa� m 4 .. (C.S•W.) TAPCON OR MIAAit DADE APPROVED CONC. `' s STEEL HEW. ALL 10• PANELS FASTENERS. SEE ELEVATION FOR n Np 4 a w t't U & 80.0 D.P. > ANCHOR SPACING. •� ti to a g a� •• .•. p n• Way ti w" 4 i STEEL REINF. ALL 10` PANELS L_j x y do 80.0 D.P.. V7 y Ck i III SHIM As RE InRaD TYP. JAMB. SECTION �x SHIM -{ t A WOOD SHIM (SHOWN) REQUIRED OR MUDD TRACK AS REQUIRED BY 2 BY BUCK w (2) 3/18"0 x 2-1/4" TAPCON cj OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. ° NOTES: 1 SHIM AS REQUIMED,, MAX. SHIM STACK 1/4". 2 ALL ALUMINUM EMUS1ONS ARE ALLOY 6083-T5• OR TO WITH TYPICAL WALL THICKNESS OF-0.62' . 31 USE HIGH QUALITY -CAULK BEHINDWINDOW FLANGE. a 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS ° CHARTS, AND MAY VARY 'DEPENDING ON SIZE. 5) THE RESPONSIBUITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES'OR OTHER SAFETY REQDEADER AND SILL SECTION BUILDING OWNER OR OR cONNTLRYACT� T� ARCHITECT, TYP. 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH _ 3,000 PSI AT 28 DAYS. F.R• Mo vim 10° m Tr Y� /// �p ... =7.. X X PANIX .o. PANEL r `%/ X X X X PANEL "a PANEL PANEL PAlQEL eau a (2BY2)_uwa IUVAMN (4BY2) T."L ur.-w 4 k a 17 V1LH1VLIL' 11. PAGE 23 FFr__�� F . A (2).,]0 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/]6'b x 2-3�4` TAPCON THRU 1 BY BUCK, (SHO" WITH A 1-1/4 MIN EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPAcnar•- 2 BY WOOD BUCK (2) #!0 z 1 3/4' PH -SUS INTO 2 BY RUCK W1M 1-1/2' MIN". EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. sC9 2 x WOOD BUCK I a I O 3/16" TEMPERED PANEL .SIZE INCHES DESIGN LOAD NO, 0 CAPACITY—PSF WIDTH/HEIGHT EXTERNAL INTERNAL XX . 30 his` % 591/z " 53.3 65.8 10 36 his' x 59Y/2 " 49.8 49.8 12 30 �16` x 791/2 " 49.7 49.7 10 36 �f6` x 791/2 " 45 45 12 SERIE3 Finn ALLY GLASS F ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB xxx ?IXXX ALL 16 18 6 18 22 6 16 20 .8 .18::[ 22 8 SLIDING GLASS DOOR. A<i nvrna,Br,E PAN> rc FA Nun r v r � t-OM )II FA 8.0.�i'.. TAPCON OR MLAMI �x�,, �i o W A� �AnV o co C4 ff _ iO I�bti ��I e W1DTH AG'I'URER NAM: i x WOOD BUCK DFAASTTEENERs OVED CONC. 63 h W SEE ELEVATION FOR t b ANCHOR SPACING. +a+�wiFy$ ri O P a a 1 - i SHIM As RE UIRED TYP. HORIZI Woc stttM 5HO�I OR MUDD TRACK eS REQutRED 1 BY O (2) 3/16"0 x 2-1/4' TAPCON OR MIAMI DARE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. o NOTES; 1 Still! AS REQUIRED, MAX SHIM STACK 1/4`. 2) ALL ALUMINUM EXTRUSIONS An ALLOY 8063-T5 d OR TB WITH TYPICAL WALL THICKNESS OF 0,82 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLAtiGE. p a 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 0 6) THE RESPONSIBILITY FOR SELECTION .OF NQRAND X PRODUCTS TO MEDES rET ANY APPL[CABI,E LOCAL LAWS, HEADER AND' SILL SECTION BUILDINU1REGlLECN'iS REST SOLELYWITOTHER HTHE.AR , T�• 1 BY BUCK 6) CONCRETE ETE cvlaPR&SRS VE STRENGTH - S 000 PSI AT 28 DAYS E BY BUCK 0 X X PAD1F PANEL /% /% I 7/7X X PANEL PANEL PANEL PANEL (2BY2)rT��.��.anuK (4BY2j TlPCaL rnmv ha a b 0 cb N 0 z w .�a c i SLIDING GLASS DOOR. A<i nvrna,Br,E PAN> rc FA Nun r v r � t-OM )II FA 8.0.�i'.. TAPCON OR MLAMI �x�,, �i o W A� �AnV o co C4 ff _ iO I�bti ��I e W1DTH AG'I'URER NAM: i x WOOD BUCK DFAASTTEENERs OVED CONC. 63 h W SEE ELEVATION FOR t b ANCHOR SPACING. +a+�wiFy$ ri O P a a 1 - i SHIM As RE UIRED TYP. HORIZI Woc stttM 5HO�I OR MUDD TRACK eS REQutRED 1 BY O (2) 3/16"0 x 2-1/4' TAPCON OR MIAMI DARE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. o NOTES; 1 Still! AS REQUIRED, MAX SHIM STACK 1/4`. 2) ALL ALUMINUM EXTRUSIONS An ALLOY 8063-T5 d OR TB WITH TYPICAL WALL THICKNESS OF 0,82 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLAtiGE. p a 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 0 6) THE RESPONSIBILITY FOR SELECTION .OF NQRAND X PRODUCTS TO MEDES rET ANY APPL[CABI,E LOCAL LAWS, HEADER AND' SILL SECTION BUILDINU1REGlLECN'iS REST SOLELYWITOTHER HTHE.AR , T�• 1 BY BUCK 6) CONCRETE ETE cvlaPR&SRS VE STRENGTH - S 000 PSI AT 28 DAYS E BY BUCK 0 X X PAD1F PANEL /% /% I 7/7X X PANEL PANEL PANEL PANEL (2BY2)rT��.��.anuK (4BY2j TlPCaL rnmv ha a b 0 cb N 0 z w .�a c i (2BY2)rT��.��.anuK (4BY2j TlPCaL rnmv ha a b 0 cb N 0 z w .�a c i i PAGE 22 1 10 X 1-3/4" P.H. SACS W/1-1/2" MIN. EMBEDMENT # 10 X 1-3/4" P.H. S:M.S. 1-1/2' liN. EMBEDMENT: NOTES: 1) .SHIM AS REQUIRED. MAX. SEE ELEVATION FOR ANCHOR SPACING. SEE ELEVATION FOR ANCHOR SPACING. SHIM STACK 1/4". 2) ALL ALUMINUM..E&TRUSIONS ARE ALLOY 8083—T5 . 09 To, wrm `TY . CAL W 3) USE HIGH.QlO'ALlTY'-Cit'(U B [BEHIND WNDOWOFLANGE. 4) GLM5 THICKtiLSS .IIASED ON TABLE E1300 GLASS CHARTS; AND y_'TA' RY DEPENDING ON SIZE. Dam 5) THE $ESP0itttIW.Y FOR SEi,)1'MON OF NORANDEX PRODUCTS>,.,W :BEET ANY APPLICABLE LOCAL LAWS, B11WING•.:'CQDIt ORDRiANICSS OR OTHER SAFETY REQUIi 7dSm soLSI.Y WITH THE ARCHITECT. H11IIINC OWNER".'01Y'CONTRACTOR. W 8) NOTE * 'INDIGA'1'E5 THAT EJUAL . FASTENERS AT HEAD AND SHZ REQU ED, ` a I'l ALT. FIN ATTACHMENT UNDER SHEATMNG' /'10 X 1-3/4" P.H. S.M.S. F'I,OIMA woiA.F. W/1-1/2" MIN. EVBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. MASTER HEADER AND SILL SECTION W 1-1/ 1-3/4' P.H. EMBEDMENT / /2' MIN. EMBEDMENT ON F WOOD FRAME ANCHOR SPAC NGOR (TOP AND BOTTOM) CHARLES" A. ` E FL REG.E'l 49121 DATE:. 3/ V/Q2-' 25" WINDOW FASTENER -SCHEDULE NO. ANCHORS NO. ANCHORS HEAD/SILL JAMB SEE NOTE 8 2 1 21 2*1 2 2 1 21 2.1 3 3 82" 2 _z _2 2* 2• 3 4 4 4 4 � 3 3• 4 4' o CD'^I y q .�i m =3/4" 2 _2 2 2• 2• 3 3 4 4 5 5 _3 3 3* 4• '� 4 5. 5 y 5 �. ox 5 4 IUY mm ,vos �1 y � 4 r !�_ _ sa• a.a AIL-C / a a a sr 4 a• — 1�,ftA 11 ' A PAGE 10 W/1-1/2" MIN. EMBEDMENT # 10 X 1-3/4" P.H. S.M.S. SEE ELEVATION FOR ANCHOR SPACING. W/1-1/2" 111N, EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI U FACTUM O ; rr Typ• YI4 FRX# a� LA-40 ALT. FIN ATTACHMENT �� 10 X 1-3/4" P.H. S.M.S. 415/416 S!/1-1/2" M. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. 1.500 ' CALLi SIZE WIDTH A JAMB SECTION ' 1/4- MAX---] ---- SHIM (BOTH JAMBS) • 2 dR7 WINDOW DIMENSIONS FASTENER SCHEDULE N0. ANCHORS NO. ANCHORS WIDTH HEIGHT JAMB INCHES INCHES gHEAD/SILL SI E No 6 45 D PS PS PSF 35 45 PS 'PS P3 18-1- 8" 2 2p 2. 2 2 2 5 1 2 25" 2 2+ '� 2 2 � 3 9 • � 2 2 _2 2 • 2 3 3 5-�2" 37-1/4 2 _2 2 2• �M3336_ 3 9 • '�_ 8" 9 9•2 2 2• 349-5/e 2 2 ;� s 3 6' �- 3 3. 3 3 3 52-1 8" 3 3 • '� 3 3 2 2• 3 3 4 B2" _2 2 2• 3 4 52- 8" � 3 g • ' D- 3 4 i8_�8" 2 2 2• 4 4 5 112 6-3/4" 2 4 5 36" —3- - 3 4 5 52-i 8" 9 3 4 6 NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". .750 TYp 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 OR T8 WITH TYPICAL WALL,MCI<NESSOF 0.62" X 1-3/4" P.H S.M S. 3) USE HIGH .QUAIJTY CAULK BEHIND WINDOW FLANGE. 'V;Irf 1/2" MIN. EMBEDMENT 4) GLASS, THICK?{FSS BASED 'ON TABLE E1300 GLASS ELEVATION FOR C1i�S. AND -MAY VARY DEPENDING ON SIZE. OR SPACING. 5) THE RESPONSIHILTTY FOR SELECTION OF. NORANDEX PRODUCTS 'TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING ICODES. ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION RZQUIRE%MTs R� SOIELy WITH THE ARCHITECT. BUILDING -OW ER OR CONTRACTOR. CHARIES A Pd *P.E •6) NOTE • INDICATES -THAT "EQUAL FASTENERS AT WOOD .FRAME FL REG. ENG. 1;,49121. HEAD AND SILL ARE REQUIRED. DATE; 3/27/6Z Typ�AT C 2r D C. ETAIL-A �r DETAIL-C SASH DETAIL-B . PAGE 21 3 16" TAPCON WITH A N. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. - 7 # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' . 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. ' " 4 GLASS THICKNESS BASED ON TABLE C1300 GLASS a ' . o • CHARTS; AND MAY VARY DEPENDING ON SIZE. 5) THE" RESPONSIBBM FOR SELECTION OF NORANDEX PRODUCTS To 1Q:Et An APPIICABiE- LOCAL LAWS, BUILDING CODES ORDiNAP CES OR OTHER SALTY REQUflw0NTS REST SOLELY WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR SS 6) A PRESSURE TREATED.WOODEN BUCK. :OR �s SILL SHALL BE ADDED`UNDM THE. PRODUMARBCT TOLE FULLY SUPPORT UNIT. 'THIS: SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED \' 7) CONCRETE COMPRESSIVE OMPRESSIVE STRENGTH = 3,000 PSI ALT. HEADER SECTION AT 28 DAYS. 6) NOTE • INDICATES THAT" EQUAL FASTENERS AT TYP. 2 BY BUCK A B.O.A.R.. 3/18' TAPCON .�+ MANUFACTURER NAM: W/1-1/4" MIN. EMBEDMENT �AZPA-4At A a' (SEE ELEVATION FOR ANCHOR SPACING) MASTER a • e I CALL SIZE WtD't'H o . -, DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEAD SILL JAMB WIDTH HEIGHT (INCHES) (INCHES) SEE NOTE 8 35 -6 45-6 P5 i9-18� 2 24 — 2 2 2s-12 26' �,— — 2* 2 — z 2 _' 2 3-s 2 63-1 6' 3 3+ 2 — 2 2 2• 2_ g 26--1 2 36'_1/4' 2 — 2+— 2 g 77 2 3` 2 3 53-1 8' 3 _ 4' 2 — 3 26-1 2 50-5/8' 2 2• 3 g 37' 3 —3. 3 — 3 2_ 2•_ 3 4 28-i/2 83• 2 _ 2+ 3 _ 4 37' 3 3� 3 4 53-1 8' 3 _ 4'� 3 _ 4 19-1/8' 2 24 3 4 26-11 2' 76-3/4'I _ 2` 3 _ 4. 37` _ _ 3-3 4` 3 — 4 i 1 BY BUCK 2 BY BUCK s ETAIL-A SLItM TYP. JAMB SECTION NTH JAMBS) . 1 By 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES A :P 'N, P.E. FL REG. EKG. f 491g1 DATE: 12/1T/Ol :• 1. 1 10 F.H. S.M.S. _'-'DETAIL-C W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 14 .T..' DETAIL-B S� ro w 4 •...... r L'1JI PAGE 9 398` TAPCON WITH A ®1�1-1/4' MIX EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. --- 4 d d 4 4 'd 750 TYP o 1.940 1. iv r.m N.M.N. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR 4 .6 o NOTES; 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 4; OR T6 WITH TYPICAL WAIL THIUALITY C CKNESS OF 0.62' . GLASUSE STHI GH gCIWESS BASED ON. TABLEBEHIND �04 GLGE CHAP. AND MAY VARY DEPENDING ON SIZE WE 5% PRODUCTS0NSIBIUTY. FOR To MEET ANY APPLICABLE ABBLLElf OLOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNM THIS SUPPORT SHALL B); FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER 113 FULL LENGTH {SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI ALT. HEADER SECTION AT 28 DAYS. TYP. 2 BY BUCK CENTRAL. FLOrvrp A Is. O.A.F. Nam: 3/16" TAPCON O W/1-1/4' MIN. EMBEDMENT AS !..R j+' SEE ELEVATION FOR FOR ANCHOR SPACING. 1/4' MAX t� D D B D D D D D SEE NOTE 6 HEADER AND SILL SECTION Tn'• 1 BY BUCK e 4 IT CALL SIZE WIDTH I 0 ° ' 1 BY BUCK © 2 HY BUCK TYP. JAMB SECTION ;IIIM 1 BY 2 BY BUCK BOTH JAMBS) # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 12 CHARLES A PAG P.E. FL REG. ENG: 1' 49121 DATE., 3/21/02 r ea- ac u�x A SASH' fVDETAIL-B I _►uz M i A M I•DADE _�Nlw IIANII-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE Or .ACCEPTANCI; Prenidor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•COMPLIANCE OFFICE Mli1Y20-UAU[i I i,nGt.Iai 13UI1.1)ING 140 WI:S'f I-LAGI.L•'it 5'Cliliii t, SI1t'll 1 G()3 MIAMI. F1.tJUDA 33130-1563 (305) 375-2901 FAX (305) 375-290S Coh'•ri AC.'1•C)R l.1C;l \tittiC: tiliC"1'iC)� (3(15)375.2527 F.kS(.105)37S-255S cox•riuL(.,rott wvisiox (3US) 375.2966 FAX (305) 375.27tis . itiiin)t:c:r ro` t•tlot. ni�-tsio Your application for Notice of Acceptance (NOA) of' (JUS) 375•2902 VAN (JUB) 372-6339. Etitergy-6-8 S-W/E ItisNving Opaque Double w/sidelites Residential Insulated Stgel Door under Chapter 8 of the Code of Miami -Dade County governing the use oi' Alternate Ma* terials and Types of Construction, and completely described herein, has been reconiniended for acceptance by the Niiami-Dade County Building Code Compliance Office (13CCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. 3CCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South if Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.3.24 r EXPIRES: 04/02/2006 = Kocingucz Chief Product Control Division THIS IS TILE COVERSI•iEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL, CON'DiTiONS BUILDING CODE &-•PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under ttie conditions set forth above. APPROVED: 06/05/2001 Francisco 1. Quintana. R.A. Director Miami -Dads: County Building Code Conipliance Office \1s0450001\pc2000\\templates\notice accepwnce cover page.dot Internet mail address: itnstni;tstcrra I: ilrJin)�cntleunline.cuni f�' Ilanletta",e: htlpah�ivti�.buiidim coclrnrilinc cam Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES A.t)ril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which WZts issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of•Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Nliami-Dade County, for the. locations .vhcrc the pressure requirements, as dctcrmincd by SFBC Chapter 2 3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Enter-v 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidclites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E11'-I, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01/I1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIN11TATIONS 3.1 This approval applies to single unit applicatiorls of pair of doors and.singlc door only, as shoNvn in approved drawings. Single door units shall,in6lu.de all components described in the: active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the ans, between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall.bc installed in strict compliance .N.-ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's =lame or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIRENIENTS 6.1 Application for building pennit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice: of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O ,cial or the South Florid 3uilding Code (SFBC) in order to properly evaluate the installation o�i s stem. Manuel Ocrcz, P.E. Product Con r61' xamincr Product `C-ontrol Division 2 . Premdor Entry Systems ACCEPTANCE No.: OI-0314.24 APPROVED 4N 0 5 2001 EXPIRES Anrii 02 2006 NOTICE OF ACCEI'•rANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been Clod and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the corrcct installation of the product. d. The, engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tfic materials, use, aid/or manufacture of the product or process shall -automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in adverti' jig literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its" entirety. 7. A copy of this Acccptancc as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be availabic for inspection at' the job site at all time. The engineer needs not reseal the copies. S.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages I, 2 and this la°3t page 3. END OF TIIIS ACCEPT. �CE Manu .1 crez, P.E., Product ontro - . urnincr Prod c Control Division 3 1/1' I r LOBO MARL' �. RC Wif I A. PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) I yr KXIYXIII tI't 41 1-1 7 1/4• MAX M111 4' MA % s• MAX. 1S• 6 Is' •MCI— Is• ac. MAX;; MAX MAX x V�\ 17 ""' MAX IB' OL SPACING 17 1 MAX j O._ SpAciMa Is" 17 I,d. MAXII 11 . O.C. SPACING IB' 43 IIA6' TOP Or ODOR =� TO F qr LOCK 77 1/1• .• MAX MAX iIAI ' MAx DC Is' 6C Is kX MAX MAX 1 ' .r utu.Tuc i1• X 64 MAX. OLD .Ti Bo 11n6• ./I I/r Plokil twbof-._ ,;; __4 �_I U ...I.—' MAX �C Is, Oct.5 oC !s• ot�is• bry Is• oC.,,�ls' D� MAX NAX MAX MAX MAx MAx �• MAX s' M/1x ,�� ®® ,• .. MAX we• . r LD'a xT. cs sa wore I ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REHAINING AND THRESHOLD WITH 110 x 1 3M' HOLES FLATHEAD SCREWS NOTESI 1.) WOOD DUCKS BY OTHERS. MUST BE ANCHORED PROPERLY, TO' TRANSFER. 18 x 1 3/4' LONG FLATHEAD LUAUS TO THE STRUCTURE. SCREWS 21 THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. L.H. INSVING R.H. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY STRUCTURAL WOOD BUCK. APPRNBDASCCY+IyI,:a .urnrM1 C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM �. •'.1 sO11rn A Nac%vo IS ANCHORED DIRECTLY i0 CONCRETE WHERE vA1ER pIFD,TRAf1Q1 3R MASONRY V1TH OR WITHOUT A NON-STRUCTURAL E&NEXI IS NEEDCB I VHCRE VA piRA(IDN REOUIREiCNnIS irt11 NEEDED IT er )NE BY WOOD 9UCK ). ALL ANCHORING SCREWS TO BE 110 WITH t PaornONIsroN IlleontivP IN131 11NiMUM 1 112' EMBEDMENT INTO WOOD SUBSTRATE IUItDR.. C^.SlPUAHCEOF _ PFH TAPCONS WITH 11/2' MINIMUM EMBEDMENi ACCEPTANCE ND71, V 31 N MA TO MASONRY. X UNITS SNAIL BE INSTALLED ONLY AT LOCATIONS PROTECTEll BT A CANOPY OR OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG . UNIT MUST BE INSTALLED WITH MIAMI-DADS COUNTY TO SILL IS LESS THAN IS DEGREES. UNLESS UMiT IS INSTALLED IN iP1HREEOSTAPIES PER SIDE JAMB INTO HEADER ON SIOELIIES NUN -HABITABLE AREAS WHERE W UNIT AND rK AREA ARE DESIGNED TO NO DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON ACCEPT VATER INFILTRAfltil IDELITES AND DOOR. LATEX SEALANT TO BE APPLIED AT SiDE BY SIDE 1 att CBINIT "°1tr1t"tI°'1 '�°' ' DOORISIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SiDELITE BASE VORNERS aMBS AND SiDELtTES. ul uuTSCW111 011LR.,Tw— ARE C13PED AND BUTT JOINED. ' �w Ate' �' � DOORS SHALL BE PRE PAINTED WITH A VATER-BASED EPDXY RUST'TNIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF QB TO 1.2 MiL j—j�FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ t ATER-REDUCIBLE VH17E PRIMER VIIN A DRY FiLM THICKNESS OF U TO 1.2 NIL. SH t 9/I6' GLAZING DETAIL 112' GLASS BITE INTERIOR INSWING OTHER CONFIGURATIONS AS COUv YM MTH THE SOUTH Rat 9I MIDM M ,J�Jn � COON MrUWICKOF" tM Ho of-0 31%1. zy 1-1029—E u-1 SWT2w6 1/4' SHIM MAX F— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX } SECTION B-B 2 BY MOOD BUCK MAILRIALS LIST 1104 ND. DESCRIPTION PART NUMBER CDHHENTS — 17 l 2 VDOD.HEAD JAMB LOHPRESSION WEATHERSTRIP EV-14 W- 1 1/4• X 4 9/16' NiL. TO BE PINE DR COUIVALENi 4 ALUH1HlD4 ASTRAGAL ALUM1NlR4-BUI4PER THRESHOLD - R N RAN x A 0 (R ) PRENDOR BRAND DR EOUIVALENT- 5/0' ALUMINUM ASTRAL 1 1/4' THANNEL EV-15 PREMBEIR BRAND OR EQUIVALENT - 11/4• x 4 9/16' 6 EV-DB PRE14DOR BRAND - 1 i1/16' - 20 GA STEEL T KN YIJRFTIiANr 5 '(A7 in -n XllBbrOCs T 110fPOI [11 ITID?t D 8 MAN ragr DTT24 CH L BASF FOAM - NSiTY 2.0 TO 2.5 IbSJFJ' 9 EV-07 PREMDDR BRAND - 1 11/16' - 20 GA STEEL ID VOQD LDLK OCK STRIKE STILE EV-09 4• X 9 I/2' NiL i0 DE PINE OR EDUiVALLNI 11 HINGE STILE EV-06 15/16' X 1 11116' MIL. TO BE PINE cif _�;!a� . . 12 LOCK PREP FILLER PLATE EV-10 _. 15/16' X 1 11/1fi MTL.. ^ "rII OR COUIYALENT O Ta— 4'x4' HINGE EV-1D V-16MB PREH$i. BRAND _ ,050' THICK- NIL. TO BE POI.TEIi4YLE WOOD HINGE JA HAGER BRAND HINGE OR EQUIVALENT - .D97 THICK (STET AID x 3/4' F.H.V.S - 1 1/4' X 4 9/16' NiL. TO BE PINE OR EQUIVALENTl6 BiD X 2' FJ{VS (4) SCREWS PER HINGE INTO DOOR • % LIP 1: TNCREArTER L • TO) SCREWS T"013 t STRIKE JAMB INTO SIDELIIC Jul. 4' DDVN rim OL THEREAFTER EXTERIOR 61 IS•T EACHUE SRoa1tC JAHI INFO SIDCLIIC, 4• va TRCIN 7 qR ;A°[DS VAtllpit,lx BID X 3/4' FH.V.S. TEFER TO ELEVATION VIEW. FOR x OF SCREVS USED AND LDCAitCY15 19 BB x 2' 4"HW,S, (2) SLREVS PER HINGE INTO JAMB LOCK$Ei ('') SCREWS AT EACH STRIKE PLATE f10 X 13/4' FHV.S. KVIKSET BRAND 2EN1 LOCK OR HART DC BRAND 100 LOCK WOOD SIDEL{TE JAMB (2) SCREVS PER H114GE INTO JAMB _n 22' X 64' SINGLE PANEL GLASS EV-19 1 1/4' X 4 9/16' NiL. TO BE PINE OR EOUIVALENi SIDE;ITE TRIM (WQOD) EV-20 Gtass N YPR�1L N a - DE -I 4 - (ODL WOOD CASING LW-2I EW-22 5/16 x 1/2' 'MTL. TO BE PINE OR EOUIVALEN 1/fi . 1' NTL. o PI DR Dt1ticizv" -TENS AR w P&I U f� 'SIDE BY SIDE JN+Dr WOOD SiDELITE HEAD JAMB WOOD SIDELITE BASE EV-23 AS NLLLMAtS i 1/4' X 4 9/16' NIL. TO BE PINE OR EOUiVALENT POLYPROPYLENE LITE FRANC EV-24 -1643. DDL-2 1 1/4• X 4 9/16' NiL TO BE PINE OR EQUiVALENi HP Pot ro lene b YP Rfi X 1 1/2' PAN HEAD SCREWS PY Y OD SIDEUTE STILES Ev 26 B PER FRAMEtD xE D u• T Arr;� " .•... 1 PIN NAIL 15/16' X 1 ii/f6' NIL, TO N PINE OR EOUiVAL ENT it, LUNG NAIL, T' IN rROJ CND. KV B' DL D[VrICR, LUB NI KILI1m AND 1 DOW SILICONE #995 171/11111 IM E �LCSSEma, 1a'I�411 ,QEi RE B DARE CCMIIITI HQDIiILAIIUNS JD APPMOvW AS CMIPLYING WTH THE A L L'. VOLD PAGE* 5 (DOOR OPTIONS) REVIiBiHS tD-1•re 6111[ R soUtx BR tY pq _ _ PAR1 BANG N r BY JUK By PREMDDR ENTRY SYSTEMS`` PRR %I L UrTm 31-102 9 —E W — I MIRIX60ME. OMC£ ACCEP'TAN(',@ rm. T —01T Y. z y Pnrs�lc,ls 66762AASHEET 3 OF 6 RCVISIN LE11ER 8 2 BY WOOD BUCK 1/4` SHIM MAX 3/4' n - lJ NTERIOR I 79MAX16r 80 11/16- MAX 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING 431-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 R ,plt, p x5 cmTcym w" THE SOU 1 FLORIm tnw raw.. r 1-1029-EW-I SHEET A OF 6 REVISITW MTfR p OTHER DOO*R CONFIGURATIONS � tab= r •"• M 1•r 11 w p�ir ++I rw TIr..W ►.Y »� I� rW K K K K i► ...h ^N I►Yi w 1 1 F w ► .Y 6L V•[b8 L - � B flc Y W t f►•Cp{ Y Y K K o � bIW K 1 f 1 ..• W r W W W 'ycy Tr• �w y T Ya L nxX APWATD A9 WMft tjr NT1H THE 50l1i31 Ftjr iNfO.DIpr� MTe �jU BY DDU T _ P� B:LNDk�WLVu,", IiS ACLEPTHCE�. ! _L�y C-� 31-1029-EW-I SHEET 5 OF 6 4 ETHER DOOR PANEL STYLES 36A' �{ ['MAX 1313 �79 1/16"' an �a 101 da nn000 oo MAX 00 as Ona — 0 !1 a0 B0nan I'AW TOP 6-PANEL 4-PANEL 9-PANEL 10-PA► L 1NEL 4-PANEL 8-PA OTHER SIDELINE STYLES 36' — MAX 793 M X SL-10 SL-20 SL-30 P SL-60 SL-50 ' SL-300 SL-69A SL-690 O C, no aa.ua qC as Qo nn lea as 9 PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 El 00 ao ©i] FLUSH 8-PANEL CROSSIL" Bob101 so 0Q� 10i 00 © a 12-PANEL 4-PABL 5-PANEL 5-PANEL EYEBROV W/SCROLL EYEBROW WiSCROLL a SL-69C SL-25 SL-55 SL-3913 SL-40 Sl-90A S1-908 on 00 ao oQ Qa PD-9 PD-10 00-11 PD-12 PD-13 PD-14 111 ii1 `��• ail +1 IU L'ool �l1 1 i 1 I ii ii � '� i� ii }illil °I ui nl I;itu Iu IIi pi III ;ili 111 i11 111 iii 111 �til' /11 UI r PD-26 PO-27 i 2 '! 1 ! -31 Igo as as 0 aaa aaa aaa ao as PD-35 PO-36 PD-37 PD-39 PD-39 PD-40 PO-41 PD-42 Q� �Q na a� 5-PANEL 5-PANEL CYEBROV SL-90C SL-309 SL-30C SL-70 SL-8- PD-15 PD-16 PD-17 U ,L W 3C o o: x w• J z N LL O. as � Cu PO-32 PD 33 PD-34 31-1029-EW-1 SHEET 6 OF 6 REY= LEINtc A c. Ivi I A M I DALE ItIIAttiII-DADS COUNTY, FLORIDA METRO -DADS FLAGLER SUILDINC3 PRODUCT CONTROL NOTICE Or ACCEPTANCE Premdor Entry Systems 911 E. Jeferson, P.O, Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of BUILDING CODE CONIPLIANCE OFFICE MI RO-DAI)ii FI-AGLER 13UI1.I)INCi 140 tV1iS'1' Fl./iCil.l.1 tS'l7tlil: r, StJ! I'!: I Gt)3 MIAMI, I"I.ORIDA .i3130-I56.1 (305).+75-2901 FAX (305) 375-2908 CONrILIC'1'91t I,ICI:\tii\C ti}:c-rtc)� (3U3)375-2t�71°.L\(;1U5).17:.at� C:O.\"I'ILIC.TUR F:�FUti(ai�tli,\T Utt'IsIO (303) 373.2966 1°fL\ (.1W) 373•?9u\ I'1tUUI:C-I' 1)1�'151U\ (305)373.27U21',L\ (.103)372•GJ.19 Enter•gy 6-8 S-NN'/E Outswing Opaque Sinble w/sidelites Residenti,11 Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the: conditions specified herein. This NOA shall not be valid after the expiration date stated bclo%v. I3CC0 reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO- n'ray revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material• flails to meet the requirements of the South Florida 'Building Code. The expense ofsuch testing will be incurred by the manufacturer. G�� G ACCEPTANCE h0.: 0I-0314.21 d EXPIRES: 04/02/2006 Itaw Kocingucz Chief Product Control Division TJiIS'IS TIfI~ COVERS1iEET SEE ADDITIO MI. PA(;ES FOR SI'ECIFICAiND GENER:IL COhDITIO,\S BUILDING CODE tC PRODUCT REx'IF 1i' CO1i�11ITTEE This application for Product Approval has been reviewed by the 13CCO and approved by the Building Code and. Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. APPROVED: 06I05/2001 Francisco J. Qaintana, R.A. Director Miami -Dade County 13t1ilding Codc Compliance Office \\-0450001\pc2000\\templates\notice acceptance cover paga.dot biter rict mail addr'est: (loslm;t.titcr"ir lruilt)i, �r o(Jconlinl.cnm? Ilnnrcnavc: lrtln Premdor Entry Systems ACCEPTANCE No.: 01-03I4.2I APPROVED JUN 0 5 "n, EXPIRES Aril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 218, 2000, It approves a residential insulated door, as described in Section 2 of this ' Noti-cc of Acceptancc, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsivinn Opaque Sin;ld Residential•Insulafed Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood• Frames %with Bumper Threshold (Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp %with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. These .documents shall licreinailcr be referred to as the approved drawings, 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION '4.1 The residential •insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.I Door: the installation of this unit wili not require a hurricane protection system. 4.2.2 Sidelitc: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's manic or logo, city, state and following statement: "Miami-Dadc County Product Control Approved 6. BUILDING PERMIT REQUIREi\TENTS 6.1 Application for building permit shall be accompanied by co'Pic:,• of the .following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acccptancc, clearly marked. to show the components selected for tine proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. E, Manuel. 'crez, P.E. Product Con roI -xaminer Product -ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-0-11 APPROVED JUN 0 5 EXPIRES : _ ADHIM , 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this .Acw ceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all tile requirements of this including the correct installation of the product. acceptance, d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this requested (through the filing ofa revisioAcceptance,e, unless prior written approval has been office, n application with nppropriatc I -cc) and granted by this 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for tcribination and removal of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END O THIS ACCEPTANCE", Manuel c e' , P.E., Product Co tro Examiner Produc "nt-ol Division 3' 4' MAX r 15' 'MAS O.C. 15, MAX OTC. 15- MAX O.C. A 15' MAX O.C. 15' MAX l\Ll-'.uul\ .. '�L_I V I L r U 1 DICHlliJ) W UUiJ LIJUL SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD COUTSWING> 00' MAX 4' MAX MAX 3' MAX 4' MAX MAX 3' MAX 3' MAX IS' 14• ?' MAX MAX C — - 'MAX '+ 4' MAX 14' y--� - IS Df ISL W-4 HAXr% 11I 1 l7• 22' x 64' MAX. DLO 13/1, DI Rm 13/16' E DR IDNGU 1/2, IS'� I MAX 43 11/16' TOP OF DOOR TO 4 Or LOCH MAX. 6' AX NtAX�MAX MAX MAX—�I-111111 MA Is' r T YIs. 4' MAX Mal( N%TE tg) LES A ©0 If/16' NO TES. 3' MAX ^3' MAX 3' MAX "I t----4- MAX WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX MAX 4• .MAX ' MAX 3' MAX 'ROPERLT TO TRANSFER LOADS TO THE STRUCTURE. R x l 3/4' F.H.W.S B ) THE PRECEDING DRAVINGS ARE INTENDED TO 8 PER SIDE FROM NAL.IFY THE FOLLOWING INSTALLATIONS VOOD FRAME CONSTRUCTION WHERE DOOR -- -I I� JAMB INTO THRESHOLD YSTCM IS ANCHORED TO A MINIMUM TWO BY WOOD \li_ PENING. . MASONRY OR CONCRETE CONSTRUCTION WHERE RM. OUTSVING LA OUtSVING MR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSFRUCTtON WHERE 30R gSYSTEM IS T ANCHORED DIRECTLY TO CONCRETE DES{{RCC IUNC P ilm IRpTB?1 IRA ION ?CMBYOV000 BUC OR WITHOUT A Hal -STRUCTURAL OUR MCNf li !I E ■ REQUI NCRI IS BEEIED ALL ANCHORING SCREWS TO BE 110 WITH + + NIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE x t 3/16' PrH TAPCDNS'VItH 1 1/2' MINIMUM EMBEDMENT TO MASONRY. . UIIIS SHALL BE BISIX 111 ONLY At MOONS MUTED /r A CAMI'Y DR UNIT MUST BE INSTALLED WITH 'HIAMI'BADE COW1T OVCRWK SUCH MAT Df AWLC BCIVEEM IM: EDGE Dr. CAMPY OR OVERIvg 'PROV O' SHUTTERS TO SILL IS LESS Ift AS MCRCEL tKESS WIT IS D¢IALLtR IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES N011'HAII►ABLE AREAS VNERE !ME LMT AMC IK AREA ARE OCSIGNED'to !D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATCR (Nrklbf10K LATEX SEALANT TO .DE APPLIED AT SIDE BY SIDE MRS AND SIDELIFES. 7 . pDOR/SIDELITE HEADER, DOOR/SIDCLItE JAMBS, AND SIDELITE BASE Iu du BIarT ni�ma e�i— RMERS ARE COPED AND BUTT JOINED. ODORS SMALL BE PRE-PAINtED. WITH A VATER-BASCB EPDXY RUSt 1181TIVE PRIMER PAINT WITH A CRT FILM THICKNESS OF 02 TD 1.2 MIL FRAHES SHALL BE PRE-PAINtED WITH AN ACRYLIC LATEX VATER-BASED/ 1 Y• Y TER-RCDUCIBLE WHITE PRIMER WITH A DRY FII.R THICKNESS OF CB TO 12 MIL 1nLtIrtT APPROVED AS COMOLY114 H%llh InE ffJVTN tDA 9URWnGCOi,2 BY PAODU T C tinoL Dr 1=4 8UKOIN COO$ COLIPLIANCB OFFi E ACCEATANCB N0. p1- 03 /Y. t f GLAZING DETAIL 0 U T S W I N G OTHER CONFIGURATIONS SHERVIN VILLIANS OSOA I EXTERTOR GRADE LATEX CAOLX 111 N47c � fi8 111• ltA1C EXTERIOR M INTERIOR 112' APPWJ T/A0Ca9WtyMyATHTW so :LASS ITE vrrr q tw- m ma, a• er TEtWM0 GLASS 'rT UPASM 'VAo BC008CGLWWRCE NOW&" ACCEMANCB NO 0 r- 1-•1020-Ew-a SHEET. i Or 6 �wm C r 3/4' 80 11/16' m x EXTERIOR 79 5/16' Max �ECfION B-B wo+.nlrifun PART NUMBER. CDFMIS HEAD JAMB EV-12 1 1/4' X 4 9/16' MFL TO BE PINE OR EQUIVALENT COMPRESSION WEATHERSTRIP V- 4 K 4Q VOOD STRIKE JAMB ALUMINUM-BUNPER J:st- N PARN X I 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT THRESHOLD EV-13 PRENBOR BRAND OR EQUIVALENT TOP CRAP CI- EW-D5 - 1 1/4' x 4 9/16' PREMDOR BRAND - 1 11/16' - 20 GA STEEL Y 26 9L t111 U04 -•1WI eel wm n nt R+aII III MAR B BOTTOM CHANNEL BASF FOAM - EV-04 DENSITY .D TO 2S lb 9 V D LUCK DIRCK PREMDDR BRAND - I I-- - D G4 STEEL 10 STRIKE STILE X 9.1/2' NIL TO BE PU4E 11R EOILIVCNT HINGE STILE Ell-D7 LW-06 15/16' X 1 11/16' MIL TO BE PINE OR EQUIVALENT 15/16' X 1 12 ] LOCK PREP FILLER PLATE EV-09 11/16' NIL TO BE PINE OR EQUVALENT PREHDOR BRAND - m, THICK- }4 4'x4' HINGE W-IS NIL TO BE PIILYETHYLEM HALER BRAND HINGE DR EQUIVALENT 5 HINGE ,LAMB 10 _ - .097 THICK (STEEL 1 1/4' X 4 9116' NIL TO BE PIK OR 6 x AID x 3/4' FHVS. EQUIVALCNf (4) SCREVS PER MINCE INTU DEAR INTERIOR f 110 X 2' FJtVS. s r t0' SCREVS IEACH SIDELITE J MI Ir110 SIAEUIE, 4. OWN rROM MAx Is' DL THEIEAFTER D 11 B TAP[1� VIAMN I ig WREMI SIDELITE WUOD STILE REFER TO ELEVATIIAI VIEV, FDR i Q SIJtEVS USCD l Ar1OIS 9 A8' x 2' F tiV S. EV-07 15l16' X 1 11/16' NIL TO BE PIPE OR EQUIVALENT (2) : SCREVS AT EACN cTrt�rr o, ... LOCKSET 7i0 x 13/4' FJ-LV& vtRTD SIDELITE JAHB 1 1/4' 22' X 64' SINGLE PANEL GLAS SIDELITE TRIM (W(IpD) WOOD CASING VOOD SIDELITE HEAD .IAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME 06 X 1 1/2' PAN HEAD SCREVS PIN NAIL DOW SILICONE #995 RVPR�twRs ccemira� rem TTE er I Il'I - avmal 9D C I�oR�caor:crottaQUI1R:wX5 PI11S hCCEP►ATM:EIIQ, p I -osr v.� r LOCK OR 14ARLOC BRAND 100 LOCK INO 1Ni0 SIDELIIE JAHB, 8' DDv6 rRE61 Ttr T .IAM1 WM SIDELITE JAML 4' OM fIIQM T11 mm IRIO Dmt JN11 u 1 1/4' X 4 9/16' MTL FO BE PINE OR EQUIVALENT 9 AS N ()LT T (QD 0 5/16 x t!2• MTL, TD 11E RINE OR EGUIVALEI SIBf: BY SIRE .BWBi' As 11Lj - i X 4 9/16' NIL M RI' Ptur rm rrn.,.... ... DDL-2 14P PalYP Pro Ylene by ODL 18 PER FRAME T a A 4• T ACT (' UNG AAL 4' IN rI M E►A, MNI jr DG T11RNrf[R IREt a MLlpa Nib I31-1020-EW-0 SHEET 3 OF 6 tiVtsim EEIIEQ B 1/4' SHIM MAX T EQIDR I 79MAX16,. 80 I1/16" f MAX 2 BY WOOD BUCK SECTION C-C -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 Rwwpw&wm_ 1 ._ ►L �\ -.UULJI\ uuivr iuUr\-H I lU1�J hti • N.x t<tAlrf R�,p�„r M6TH itfg wt; 1-A Vim' "'�"�^ Tl1 C.yl�pJy1• �I111\1 X L1D��w►ce0t MiISD Yi 66JbZ &-Csu* Err= 62 1 7s VY �ulx r cult •' A.z r PAX •• MARr lux ��, t—,14' mX OG 1 17' MAX f QC ubL s o rm O — t7• " OL 17• MAX _ oc �• NV >ru 6' tfAx 7' M; 3' rN; 14 • MAX + Mix X 31-1020-EW-p SHEET S OF 6 i ism t[ttER i UIHLK MUK PANEL STYLES 360 t-MAX rx,�T �aosa0 all oull Ma Gau a EBan TOP 4a 00 a0 1 ANEL -PAWL 9-PANEL 4-PANEL 1O- pp "� 11(11� f`�itt 18-PANEL FLUSH 8-PANEL CKOS58UCz ° ❑ Q I7 [7 12-PAWL 4-PAj4EL ❑ Q a U T H E R S I D E L I T E STY 5 PML 5 PANEL 5-PANEL EYEHDW V, Y L E SL u s «Ev 30" I -MAX o g SL-10 SL-20 SL-3Q (� D SL-60 SL-50 SC -SOH A-69A A-691 SL-69C SL-25 SL-55 S - L 30 • D _ . SL 40 _ ❑ p SL 90A A-90H - ® SL- • 90� _ g 708 SC 30C A-7O SL-00 as as as as a° Era as r?a ao as as aD �� D PO-1 PD Z PD-3 PO-4 PD-5 PD-6 P0-7 PD_8 PO-9 LI 4 ❑ Q PO-10 PO -II PD-12 PO-13 P014 PO-l5 PH-16 PO-17 LM I LMI l PD-18 P O _ .0 y� � 19 H 20 PO-21 PO-24 u + a PO-22 PO-23 PD-25 PO-26 w' PO-27 P8-28 PO-29 PO-30 s� v I��I1lItP-1ttt I[tf1H��ltt Iflltfliltli I PD-3! PO-32PO-33 PD-34lei tt(� .�i� RaD�[es � sii mn, laz pN aPr a YS M �'� PO-36 PO-71 . PO-38 PD-39 PD-40 PO-„ PO-42 A90 E 31-10�0-EW-0 PD-43 PO-43A PO-438 FIR a 64762 SHEET 6 OF 6 �rtmr ut�