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Home My WebLink About111 Crown Colony Way 03-1430 COPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER�� -100NMR PHONE NUMBER ELECTRICAL CONTRACTOR_�� MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE ty d SUBDIVISION PERMIT #� i�`l �� DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE f� �r V CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 111 CROWN COLONY WAY for which permit 03-00001430 has heretofore been issued on 4/03/03 has been completed according to plans and specifications filed in the office of the Building Official ri r to t e issuance of said building permit, to wit as complies with all the building, plumbing, electricalq zoning an subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled to-1 6 Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In to . 1 .o Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage 10 •'1 • 0,3 Paved Maintenance IQ Bond PUBLIC WORKS: Street Name Street Signs 09 0 ()�'pS Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 4/03/03 01-APPLCTN FEE -BUILDING 4/03/03 01-APPLCTN FEE -MECHANIC 4/03/03 01-APPLCTN FEE -PLUMBING 4/03/03 02-ENGNG DEVLPMT FEES 4/03/03 01-FIRE IMPACT - RESIDENT 4/03/03 01-LIBRARY IMPACT FEE 4/03/03 01-OPEN SPACE 4/03/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 r---- ..------ . ---- -- - .. . PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION 2 This is to certify that the building located at 111 CROWN COLONY WAY for which permit 03-00001430 has heretofore been issued on 4/03/03 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 4/03/03 91.93 01-RADON GAS TAX FEE 4/03/03 11.44 01-ROAD IMPACT FEES 4/03/03 847.00 01-RECOVERY FD/CERT. PGM. 4/03/03 11.44 01-SCHOOL IMPACT FEE 4/03/03 1384.00 WD IMPACT:SINGLE FAMILY 4/03/03 650.00 SD IMPACT:SINGLE FAMILY 4/03/03 1700.00 0'V MJ& A�)r� D rs c� OWNER BUILDING OFFICIAL / EMOTE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: C) ADDRESS: CONTRACTOR: MARONDA PHONE #: lA(: 1 - �A\-�- `1 \ EN 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. SCq�?1 � 'o3 Engineering/3T-��3 ❑Fire ✓1 I ❑Public Works ❑ Utilities ❑Zoning r A ❑Licensing n CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) >n 1u5L4- S uni¢- j wfd 338�D i CERTIFCATE OF OCCUPANCY Pfp'-'Ned q15 ; REQUEST FOR FINAL INSPEC'iION **** SINGLE FAMILY RESIDENCE**** DATE:�-c��3 PERMIT #: O ADDRESS: CONTRACTOR: PHONE #: lA6 MARONDA — �AA— �\ 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 ✓1 I /iublic Works i 11J Zoning ,A g ❑ Utilities ❑Licensing Vl i CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i i LUI CERTIFCATE OF OCCUPANCY n ' REQUEST FOR FINAL INSPECTIO�4 a `n **** SINGLE FAMILY RESIDENCE"" I ac DATE: aft C3LU N PERMIT #: I (� � ADDRESS: \� �i O <s. �C ` c _a L' a► a tNCr o 00- r. C CONTRACTOR: PRONE #: �A 6 MARONDA - y�oA- --� \ 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 u Public Works Xtilities �' 0 � � �1-0-� ❑ Fire J A ❑ Zoning f\ � A ❑Licensing r 1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LAND SURVEYORS 300 COUNTY ROAD 427 SOUTH LONGW000, FLORIOA 32750-5499 TELEPHONE: (407) 830-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: I I I Crown Colony Way Legal Description: Lot 59, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 59. CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). )5 L?ce;-tsed Business Number 5073 Date Fieldwork Completed 10/ 10/2003 W.O. # 2003-13993 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 111 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 59 - 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): or ##.#°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS.Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAMEA COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AD, use depth of flooding) 12117C 0045 E 4117195 4117195 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 for the 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, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, ARIAO 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 or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA 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)_. 9oi ft.(m) CU o b) Top of next higher floor _.'_ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) o 0 o d) Attached garage (top of slab) _. _ft.(m) � o e) Lowest elevation of machinery and/or equipment CU u, 6 servicing the building (Describe in a Comments area) _. _ft.(m) E X 0Lowest adjacent (finished) grade (LAG) I/ fit: (m) z' 2) o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) 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. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS 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 I 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. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAAssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, and E are coned to the best of my know/edge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SUITE F ORLANDO FL 32810 SI NATURE �y DATE TELEPHONE /O-/—/ 57/0 3 407415-9112 J 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 FEMA-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 IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75409 BUILD UNIT ADDRESS://� 6b� ___-___________________ TRAFFIC ZON[ C� �6 CITY OF --- -'- --------��7--- SEC: TWPo SUBDIVISIONx ^ /�7------- --------- ------- ---- — -- ^��y PLAT BOOK: OWNER /-`'--. APPLICANT NAME: --------------------------------------------------------------- | ADDRESS: ~--_---_-LL_--_--_--__----_-_--_-_----_-_----_------_-----------__ | LANl USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction _----_-_----__-_---__--_--_-_-----------_---_---_-------_-----_--_--------_----_ FE£ BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS | --__------~--------_--_----_-----___---_------------_-__-----__----_--_--____--_ ROADG -ARTERIALS CO -WIDE 8 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTDRS NORTH O dwI unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 ''rCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: wa SI0NATURE: (PQzASE PRINT NAME) DATEs NQTETO RECEIVING GI8NATORY/APPLICANT: FAILURE TO NOTIFY OWNER ANY) I�NSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE, **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPL�CANT 4-COUNTY ^ **NOTE** ' P�RSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT., P[RSONS A[�E ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIQNS 8F THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. 111E REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE C'OUNTY L.AND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHQULD BE MADE TQ: CITY OF SANFORD DUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT 14UM8ER AT THE TOP LEFT OF THE NOTICE. ` ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING \ , y CITY OF SANFORD PERMIT APPLICATION - Permit No.: Date: 03/21/03 Job Address: 111 CROWN COLONY WAY Lot: 59 Parcel No.: 33-19-30-5QS-0000-0590 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ 83 188.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,288 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 SUIVIMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC0584% Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: N/A 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. 03/21/03-- 03/21/03 Signature of O /Agent Date Signature of Cont Agent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name CAt ' �1'Y �''� 03/21/03 Slgnature of Notary -State of Florida Date (6eg"Ot, DEBBIE TIME MyCommEp. 215105 No. CC 999378 Penanally Kfwwn 1 I Otho 10. RUSSELL KEITH SUMMERS Print Contractor/Agent's Name LC . 1✓ 03/21/03 Signature of Notary -State of Florida Date DEBBIE TIME NOTARY o My Comm Exp. 2/5l05 w wauc ' No. CC 999378 1 Sy Kr. 1100. I.O. 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: /.. 4; �- Date: 03/21/03 Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ----- ------- Date: _K+�R _2_12003____ The undersigned hereby applies for a permit to install the following electrical: Maronda Homes Inc., of Florida Owner's Name: ---------------------------------------------- --------- Address of Job: Electrical Contractor: DANIEL G. PUG Residential: Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. --------- -I' Signature _----- 001663 State License Number ��f9tIA17NA¢ CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: _ Date: MAR 21 2W3 The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 111 Crown Colony Way -Lot: 59- Panel: 4 Mechanical Contractor: GARY CARMACK -------------------- Residential Non -Residential INatu By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number � rsar�n.►s asmxr �.... rtC �'[IJ7IIYA #Nn 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: ------------------ 111 Crown Colony Way Lot: 59 Panel: 4 Plumbing Contractor: __—_ WILLIAM T. SELF Residential: —A/--- _ Non -Residential: 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 •.... -.-.---.-----.oft M NI W M M own MI M M OHM CLERK OF CIRCUIT COURT BK 04718 PG 1391 CLERK'S M 2003032003 REtAROED 6P/21/M APt16sL7 PN RECORDING FEEB 6.!! Rr-rn MED BY L NaKinley NOTICE OF COlV AUNCEWNT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0590 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 59 111 Crown Colonv Way: Subdivision:.,CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name mind 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 t Con and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of An MARYANNE MORSE. CLERK OF CIRCUIT COURT SEMINOLE COUN Y. FWItlC ATTN: DAN FINNEGAN Phone (407) 640-6304 Fax (407) OW2388 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. Kempf Title, 200 W. 1'' St., Sanford, FL 32771, Fax: 407-330-5063. Phone: (407) 322-9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL K4WLWMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of , 2003. Notary Public r[o� DE881E TIME i- TARP - My Comm EV, ?/'3J05 �^ PUBLIC a No. CC 999378 Personally Kn— 1 I Othw I.C. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 59 Subdivision: CROWN COLONY Property Address: 111 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. MR 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. MR 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. M h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2.268S.F. ❑O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). IM 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To Fouow 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. 0 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: Friday, March 21, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for: MARONDA HUME5. INC. DESCRIFRON: LOT 59, CROWN COLONY 5UODI VISION RECORDED IN PLAT BOOK G I PAGE(S) 76 thiv 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA aIl a 5' 10, 20, GRAYMIC SCALE LOT GO C1 R-150.00' A-03*31'32" ARC-9.23' CH.-9.23' CH.BRG.— NO 1 °5448V 41-.OD N N lv_ TRACT 'B" CONSERVATION 4 ACCE55 EAMMEW N00009'02" (N 59.541 NOO*2 VOOW 0.49 4Z.OD I I 10 D.E144 I CDN(-. q FA?ID o I LOT 58 40.00' I O I (MDID IFIED) I MODEU N 1 I AKUNGTON • K' c I (4-2) BLOCK W b MN15HCD ROOK A MAMN -44.03 "5" - ' I DRNNA(;f TYPE: n WITH 10' X ZD' Q W RL. PATID tn &) WITH 2' GRKAGE EttTEN510N I z a I � I ' 9 .DD ' I 1W to U.E. I P.T. 500009'02"E 3 018 of OOR SLAB E'L EVAT►: _.° 50.7G'M ST BE 16". ABOVE CFI,*) OF APJACENT ROAD UNL- ::S OTHERWISE APPROVED I CROWN COLONY WAY '�- rt P.T. 900'09'02'E NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING S00179102"E MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' Z ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: ?0' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON ODES NOT LIE WITHIN PLANS FOR THE PROJECT SLOE: 75' THE 100 YEAR FLOOD HAZARD AREAL S" J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " X ' STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120M 0040 E BUILDING LINE: 60' IN THE FIELD, EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 59 CONTAINS (SUBJECT TO CHANGE) 7,379 SQUARE FEET/0.169 ACRES THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMA110N 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. ABBREVIATIONS/LEGEND: P T.-POINT OF TANGENCY P.1.-POINT OF INTERSECTION CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT L.S.-LAND SURVEYOR P.R.C.-PORT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT P.C.-POINT OF CURVATURE CARCF:THL.B-LICENSEp BUSINESS O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT CH.BRC- ORO BEARING SM/.E.-SIDEWALK O UTILITY EASEMENT O.U.BSE.-DRAINAGE, UTILITY O A/C -AIR CONDITKXVER PAO aDELTA CENTRAL ANGLE) D.&U.E.-DRAINAGE O UNITY EASEMENT SIDEWALK EASEMENT jf*7*WI A TONE INC. THIS SURVEY NOT VALID UNLESS EIIIBOSSE0 IN TIE SIGNATURE No RA15E0 SEAL OF AFL A UCEN5E0 SURVEYOR AND MAPPER REVISION DATE LAND "WYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGLEPH E RIDA(407 J 30-90 0 TELEPHONE (407) aJ0-80d0 FAX No. (�07) 339-3636 E-MAIL: CAVONE O CFL.RR.COM _ DOMINICK F CAVONE - PRESIDENT FLORIDA SURVEYOR O MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.5G?J PLOT PLAN Q•ZOd LOT by CHIP CADO FILE: CROWWCOL59.OWG W.0.2003-1 183 PLOT PLAN for: MARONDA HOME3, INC. DESCRIPTION: LOT 59, CROWN COLONY 5UBDI VISION RECORDED /NB'LAT BOOK G I PAGE(S) 7G thry 78 PUBLIC RECORDS OF SEMINOLE COUNTY, FLOR►OA aIl O' 3' 100 20' GRAPf11C SCALE A•,L'00 LOT GO N N C1 R-150.00' 0-03*31132' ARC-9.23' CH.-9.23' CH.BRG.— NO 1 °5448V TRACT'B' CONSERVATION 4 ACCESS EA5EMENT N00009'02" W 59.54' NOO°21 OOW 0AG' 14 42.Da I 1 1a o.E, i --1 --_-------_ 42-.00 I 144 CONL. PATID o I I . Dn ' I LOT 58 b 4o.W I O (wo I FI ED) I MODCU cm 1• 1 ARUNGTOW' K' c 1 (4-2) BLOCK uj a RNISHCD ROOK E"ATION -44,03 $ "5" I DMNAGC TYPE: in WITH I O x 20' I ONC. PATID In I WITH T GRKAGE EflT N51ON a I Z a I � I 1,D0I ' � . 9.DD' I ---T 1 r 10' U.E.) I P.T. i I �Y C1 I (L P.T. 500009'02'E 50.7G' FLOOR SLAB ELEVATION MUS9 BE 16" ABOVE CROWN OF AWADENT ROAD UNLESS CROWN COLONY WAY OTHERWISE APPROVED 3OO'09'D21 It N07M FLOW CERMCAMW 1, BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SMACKS OF CROWN COLONY WAY BEING S00ID91021E MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' z ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR 20' REAR:2 HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT, THE 100 YEAR FLOOD HAZARD AREA. ' I BUILDING TIES ARE TO FOUNDATION, THIS STRUCTURE LIES IN ZONE ' X ', SIDE STREET: 20' 1. PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED COMMUNITY PANEL NQ 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17, 199& THIS IS NOT A SURVEY. MAP RENSION DATE: LOT 59 CONTAINS (SUBJECT TO CHANGE) 7379 SQUARE FEET/0.169 ACRES +/- THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENT& 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 TIRE VERIFICATION, ABBRENA RONS/LECEND: NO, -NUMBER PA -POINT OF TANGENCY R,-RADIUS PI, -POINT OF INTERSECTION CONC-CONCRETE WE- WALL EASEMENT F.E.-FENCE EASEMENT L,S-LANO SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH -CHOI70 P.C.-POINT OF CURVATURE ARC -ARC LENGTH L.B-LICENSED BUSINESS O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UALITY EASEMENT CH,BRG- BEARING SQU.E.-SIDEWALK # UTILITY EASEMENT D,U,d3.E,-ORAINAGE• UTILITY CENTERLINE A/C -AIR CONOITIONER PA0 &DELTA CENTRAL ANGLE) D.&U.E,-DRAINAGE & URLITY EASEMENT SIDEWALK EASEMENT A VONE INC. LAND suRAND AUPPERS JU 7300 SOUTH RONALDONAlO REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No, (407) 339-3636 E-MAIL: CAVONE O CFL.RR,COM THIS SURVEY NOT VALID LINLE55 EMBOSSED A � OA DNS DES AND RAISED , DER � REVISION DATE DOMINICK F CAVbNE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8,5673 PLOT PLAN -31)•7.03 LuI by CHIP CADO FILE: CROWNCOL59.OWG W.0.2003-1 183 Master File #7 Central Florida B.b.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 — (407) 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. II. Governmental Product Approval: Aaencv 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 3/15/02 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 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX R PAGE 29 ° ° 4 ° A" SEE CHART FOR ad G . e4 v .d A. d° FASTENERS • _ -- y VERTICAL MULLION SCHEDULE A CAULK TOP - _ 'a - SINGLE UNIT TYPE OF MULLION 'TYPE OF CLIP ►1 ' f� OF MULL - WINDO�P WINDOW DESIGN PRESSURE 3/8"MIN. WIDTH HEIGHT NUMBER AND � o W N E X SCREW � � WINDOW INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS � V A � TEK SCREW _ _ 26_" 1_0 x 3.0__O_K_ _ 4 _3 160 _$ 1-1 2 TAPCONS o 9r J I HEAD _ x 3_.0--- --- OK--- 4 _3 _x _i -1 2" TAPCONS �'l WINDS 19-1/8"50_5Z8 _--1-0 a 3.0 _ OK 4 3 160�_a-l.r------ JAM OW - .0 - f 1/2 TAPCONS 63" 1_0 z 3.0 --- OK --- 4 _3 160� a 1-J2A TAPCt7N5 y � y 76-3 4-�. ---1.0 x 3.0--- --- ---- - ---- W- ---- 7/8" OK 4 3 160 x 1-i 2 TAPCONS w ti� 3.---- --- OK_ 4 3 160 x i-1 2 TAPCONS 3.0 OK --- 4 ` 6 -s_ i_-J2"_TAPCONS ti N 1X3 MULLION (XFLA-26-1) 26-1/2"50-5Z8__ l_A x 3.0--- -- pK__- 4 _3J60�' x l-J0 TAPCONS 1a4 MULLION (XFLA-39) " 63" _ 1.0 x 3.0------_Og--- 4 _3J60'*-x 1-J2" TAPCON5 1.0 a 3.0--- --- OK 4 3 160- x 1-1 2" TAPCONS FLA-45 26" 1_0 a 3.0 _ _ _ MULLION ANCHOR CLIP 38_-1 4� _ _ _--- _0_K___ 4,3 160 s 1-_f 2 TAPCONS y� [,I 16 GA GALV. 37" 55T8� - l:d g 3_.0_ - -- pK 4 _J16x 1-J2" TAPCONS a6 q °F°4'� SHEET METAL Z _ o - - 4 31i641�' x _i_ J2r TAPCONS a `4 5/8" 800 LB. MAX CAPACITY 63" 1.0 x 3.0 - --- F------ y� = WINDOW 'i6-3 4„ --- --- --- OK-- 4 _3j60 a 1-1 2_ TAPCONS y JAMB 7/8" 1g3 MULLION )WI A-26-1) !•0 x 4.0 OK 4 1 40'r x t-i 2� TAPCONS Fq p " lx4 MULLION �XFLA-39) 3828"4� -_ 1_0 x 3.0 _OK_-- 4 3 160 x 1-_! 2 TAPCONS � 04 #10 x 3/4" - - j LO x 3.0--- --- OK___ 4))-3 _160" s lil 2"TEX SCREW i 53-i/8"50_5Z8�r _ 10 g 3.0------pg--- 1 0'xl-` TAPC--_63" _ 1.D g 3.0--- --- OK--r --- -- WINDOW 76-3 - ---- ------------ 2 -1� g_1="_TAPCONS a SILL 4 1.0 g. 4.0 OK 2 i 40"- x 1-1 2' TAPCONS CAULK F BOTTOM�u i 3/8"MIN. c, 4 MULL PRECASTED - 3 "MIN. ACTURER NAM* y SILL N o p fl D p p 3/4" MASTER FILE d D D > D p p SEE CHART FOR o D D d FASTENERS NOTES: 1) ALL OR 6063 LUW Y FUSIONS ARE ALLAY 6063 TB, 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1 2.) FL REC. // G 14 CHARIEG A 'P/l &I P.B ON EACH ANGLE LEG, THE TAPCON SHALL $9 BNG.o = w 4 Z . 49121 PLACED ON MULLION CUP CENTERLINE. DATE: 3/21/O2 3) CAONCBRETECOMPRESSWE STRENGTH o 3,000 PSI ! ti . a I 'NORMDEX PAGE 30 NOTES: 1) ALL ALi OR 609 2) WMN I ON W PLACED s) CONCRI AT 28 1 CHARIM . FL RM DATE Dw SILL SH HEAD DW >H HEAD NORANDEX PAGE 24 ACrMR NAM 4 v a , .4 A a e 4 GLASS THICKNESS BASED ON TABLE 91300 GLASS Po CHARTS, AND MAY VARY DEPENDING ON SIZE If THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLIC ADCAL LAWS. BUILDING CODES. ORDINANCES OR OTHER SAFETY r HEADER AND SILL SECTION REQUIREMF,M REST SOLELY WITH THE ARCHITECT TYP. 1 B BUCK 7) COONCRETE COi/PRSS'SIVg STRENGTH 3,000 PSI m-( r- AT 28 DAYS. -'I•Wx (2BY2j Ttren, ns7l:cN (2) �10 x 1-3/4" PH-SMS IN 2 x 3/IVO x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" FH-SMS DN'l'0 2 x BUCK �-- SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1 3/4" PH -SUS LNTO 2 By BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK ALL " PANELS & 60.0 D.P. OPTIONAL WOOD BUCK ma OF I N. or ;" w (4) 18 18 Y Z4 o 8 f8' fi e0• !6 57.6 46 67.IS 18 24 b b ' (b) 67.6 67.5 . $7.5 67.6 18 � b e ao' c (2.6} 6e 7 6sa ab 7 ea.e 26 In b e (4) 45 4e !b 44 l0 !0 8' i 86' 46 4fl8 4a 4COEtE 16 10 eb5 E4 6S6 6a.4ee' 64.6 64.6 64.a(L6) 64.a Ill PAROfI1MO Dm=L?n PANEL SIZE 1b ME WIDTH STEEL REINF. ALL 10• �----� do 80.0 D.P. D.P. 1/4" SHIM - - MAX SHIM AS R UIRED TYP. JAMB. SECTION WOOD SHIM SHOWN OR MUDD TRACK Ash REQUIRED 1 BY 2 BY BUCK IIIAMI DADEXAPPROVEDACONC. PCON OFRASTENER SEE ELEVATION FOR ANCHOR SPLICING. +. NOTES: 1 SHIN( AS REQUIRED., MAX SHIM STACK 1/4". 2� ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-TS• OR TB WITH TYPICAL WAIL THICKNESS OF • 0.62" . 3) USE HIGH QUALITY -CAULK BEHIND WINDOW FLANGS 1 4' TEUPMM GUSS W : 4 81101NG GLASS DOOR TiP6 ANALYSL4 No. OF Na OP Q� !ts cAP IA� ANt3(ORS ANclroab 86im posliiN6A e6.7 + mu mum u JAMB w W 68.4 31 a A fi (4) a8.4 M7 68.4 24 le e 80' ($) 6a.7 77.4 ae.7 R&O 24 18 0 E-,O 8 a a 66.7 8S6 to N eo' sa 7. 78.3 20 q ,� 6 (F-6) 68.7 7B.b 10 1-4 a ea• (4) 6D 00 60 80 3O g4 v � 10 /0 ea 6o HI l0 (e) •86.9 Be.b 66..7 7Lb 24 to IO �11 f0 ea.7 73a 16 !0 8e' (26) 65.8 6S8 20 e6.7 86.2 t0 l0 l0 O Q ty, h ♦ ., (2) 3/16"0 x 2IAMI-3/4' TAPCON OR M W 1. DADE APPROVED FASTENERS. CONC. o Q` A . �+ SEE ELEVATION FOR b ANCHOR SPACING. b t $ {�� ' •: �z •1 e Q 6 a K ci h X PANNEL X PANEL X PANEL X PANEL 11 �I 4BY2)mwn ymxr0N i NORANDEX PAGE 23 4 4 A (2) /10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/18'0 x 2-3/4' TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-IN 1/4" M. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' PH -SUS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L_ OPTIONAL 2 BY WOOD BUCK (2) 010 x 1 3/4' PH —SUS DfM 2 BY SEE ELEVATION/FOR ANCBOREDSPACING. /r— 2 x WOOD BUCK 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY-PSF N0. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX XXXX ALL 30 fig" x fi *12 " 53.3 55.8 10 16 18 6 36 die` EC 591/2 " 49.8 49.8 12 18 22 6 306" x 791/2 " 49.7 4E7�BI0 16 20 836 4a" x 70/2" 45 42 .18 22 . 8 SERIES 500 AliluRur(u SiIDiNG GLASS DOORALL FASTENER CHART OPERABLE PANELS WMAL (2) 3/16'0 z 2-3/4' RIDA B.O.A.F. TAPCON OR MIAMI MAN ANiIl�'AC NA'rn= DADE APPROVED CONC. 1 x WOOD Bu FaSTENERs. M) �u� SEE ELEVATION FOR '` .' �# ANCHOR SPACING. WWI =_11 � �__R 7 i F.— i I RIM = J--.4 i `HORIZONTAL SHIM As RE UIitED TYP. SECTION WOOD SHIM gSHO1� "'— 'SHIM m OR MUDD TRACK A3 REQUIRED 1 BY 2 BY BUCK 1/4' -- il— MAX O (2) 3/18*0 x 2-1/4' TAPCON OR MUM DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. w .w mri +co m m wme o NOTES:, Tr iK 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2 ALA. ALUMINUM EXTRUSIONS ARE ALLOY 6O63-T5 4 OR TO WITH TYPICAL WALL THICKNESS OF 0.82' k c p : • . 3) USE HIGH QUALITY CAMX BEHIND WINDOW FLANGK Ra 4 GLASS THICKNESS HA3ED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SM REs4PONSIBLLITY FOR SELECTION OF xXX PAN% PANEL PANEL6)THE ffPANIL NPRWEX '�PRODUCTS TO MEET ANY APPLICABE.E LOCAL LAWS. e9' HEADER AND SILL SECTION BUILDING CODES ORDINANCESOR OTHERSUVr E 13MOWN REST SOLELY WITH THE.ARCAITECR BIlILDLNG ��BUILDI "°'I� 01 ON1tER 0R CONTRACTOR TYR 1 BY BUCK 8) COT STRENGTH 2RETE �1IPRESSNE s 3.000 PSI (4BY2) tmeu. j&g NORANDEX PAGE 22 11 $ 10 X 1-3/4" P.H. S.M.3 /1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Toil jk7ji Psi' 4i u ---------------------------------- d 10 X 1-3/4" P.H. S:M.S• W/1-1/2" WN. EMBEDMENT_ NOTES. SEE ELEVATION FOR 1 :SHIM AS I 2 .ANCHOR SPACING. ALL ALUM M OR:'AL 3) USE HIGH 4 GLASS: TH CHAIM, 1 5) THE : PRODUCTS O4 BI1IIA7iKts 8) NOTE' Ir HEAD`AND ALT. FIN ATTACHMENT UNDER SHEATHING CENTUAL FI WDA Wo..&F. ACTORER NAM. oR4�PX MASS FILE # 3 HEADER AND SILL SECTION j -i/21 /"mBwmz? r OD FRAME ANCHOR SPACING °R MAX. SHIM STACK 1/4•. US10N9 ARE ALLOY 6063-T5 8AL14 THICKNESS OF 0.62" . alftA ;BEHM WINDON RANGE. A2ED ON TABLE E1300 GLASS ARY DEPENDING ON =& ."R SgI.EC'PION OF NORANIIEX ANY APPLICABLE LOCAL LAWS, DIIAN¢ES OR OTHER SAFETY � MMR THE ARCHITECT, iIAT qUAL . FASTENERS AT i 1.10 X 1-3/4" �a S.14S SVEIB-._1/2" MIN. Y�EDMNT EBAIION FOR ANCHOCItG. f 4" MAX (TOP AND BOTTOM All CHARiYS � FL mi.: ENC.. i 49121 DATE:., .3/¢7/Qr2• ONS WINDOW FASTENER, SCHEDULE LIGHTHORS NO, ANCHORS NO. JAIM NOTE 3SEE PS pS80 rpq PS 45 PS � �-+ q w.. 2 2' 2 2 2 25• _2 2 2• 2 2 A C3 —3 _ 2 2 y co A a• y_ z 2 A o -1/4 2 2 2 2 2` 2• 2 r 3 0 3 3 2 `9 3 3• 'f 3 3 d r �_'-4 3 4• 3 3 M - 2 2 2• 3 S I 3 t cn to Z 3 3 3 -5/8 q A 62" 2 2 ' 2 2 2• 2' 3 4 4 4 4 -2 —*3 _3 S 30 4• � 4 4' o i q a h '�.� M e W ti 44 q'Sh 4 w 4 -3/4----2 2 _2 2 2• 2• 3 3 4 4 5 5 2 3 2 .3 4 '� 4 5 �14 r.Xoz� 1 sa •.a 1 ETAQ.—A P�IDETAU— .c c NORANDEX PAGE 10 fif/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. I- 0 c U �v U .750 TYP �rml MA --es4 41 5/416 415416 1.500 HEADER AND SILL SECTION .WOOD .FRAME # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI �Typ QUFACTM R NAME: ALT. FIN ATTACHMENT # 10 X 1-3/4" P.N. S.M.S. W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE NATION FOR FOR ANCHOR SPACING. TYP. JAMB SECTION ©, WOOD FRAME 1/4' MAX - SHIM (BOTH X 1-3/4' P.H. S.M.S. 1/2' MIN. EMBEDMENT ELEVATION FOR [OR SPACING. CHARLES A. �--P- FL REG. ENG # ,49121 DATE; 3/27/02 WINDOW DIMENSIONS FASTENER SCHEDULE AN ORSL ANCHORS WIDTH HEAD SILLAMB UICHES jqjE NOTE45 PS PSF PS 18—LB" 2 2 2* 2 2 2 i2! 25- 3� 3 g . 2 2 18_ L8' 2 2• 2 3 3 5--12K 37-1/4 _2 2 2 2 R 3 3 3 3• 2 3 9 - " 3 3 9• '�- 3 3 18-Le' _2 2 2• 3 3 3 5-12 49-5/8 2 2 2• 3 3 3 3 3• g 3 3 52-1 8" 3 3 3. 3� 3 3 18_16" 2 2 2• 3 3 4 5=�2� 62' 3 2 2 3 4 38' 3 3 3 4 3 3• H- 3 4 2 2 2+ 4 5 2 _4 4 6 12. 76-3/4" 36' 9 3 : _- _ 4 5 52-1 8" _ 3 9 • 4 5 NOTM. 8SHIM AS REQUIRED MAX SHIM STACK 1/4 ALL ALUI[IIgUlf MXTRUSIONS ARE ALLOY 6063-T5 OR T8. WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USK HIGH -QUALITY CAULK BEHIND WINDOW FLANGE. 4 ' GLASS THICKR= BASED ON TABLE EISOO GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE -RESPONSIHILM— FOR SELECTION OF.NORANDEX PRODUCTS TD MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES. ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUUZING OWNER -OR CONTRACTOR 6) NOTE • INDICATES- THAT gQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. Twma T s• t•' 0.0. AIL -A IDETAIL-ICS DETAH.-B . NORANDEX f PAGE 21 3 t6" TAPCON WITH A 1�itN. 1-1/4" MIN. EMBEDMENT 0 10 F.H. &M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: i ANCHOR SPACING. - 7 SEE SHIM A3 R ELEVATION FOR REQUIRED MAX SHIM SThCK oL4.,..A O •d / d, ih/ a ANCHOR SPACING, 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY16063-T5 OR To TYPICAL WALL TMCXNESS OF 0.62. 3 USE HIGH QUALITY CAULK BEHIND WD3D w FLANGE 4 ' • a . 4) GLASS THKCIQISSS BASED ON TABLE 91300 GLASS CHARTS: AND MAY VARY DEPEDDIG ON SIZE. a 5) THr 7tESPONSIBli1Ty FOR SELECTION OF NORANDEX PRODUCTS TO MES[ ANY APPUCABi19 LOCAL LAWS, �- BUILDING CODEM -ORDINANCES OR OTHER SAFETY REQUIREMPM. REST SOLELY VTTH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREAM WOODEN BUCK. OR MARBLE a SR.I, SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT, THIS,SUPPORT SHALL BE FIRMLY ATTACHED INTU MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3,000 PSI AT 28 DAYS. ALT. HEADER SECTION B) NOT$ ` tNDICATEs THAT EIUADL FASTENERS AT �A TYP. 2 BY BUCK B.a-A.F.- 3/16" TAPCON Yr +i�1W AC vi M NAME: W/1-1/4• MIN. EMBEDMENT ._/i1jpA4M&.'; (SEE ELEVATION FOR ANCHOR SPACING) MASITR. FILE # G I CALL SIZE WIDTH e'e i • ' 1 BY BUCK © 2 BY BUCK LsHxa TYP. JAMB SECTION )TH JAMBS) - 1 'BY 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK • a CHARLES -A. -pi N. P.E. FL, RM ENG. 1.491 DATE: L2/1Y/Ol 0 10 F IL SALS. W/1-1/2" MIN EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. DIMENSIONS FASTENER SCHEDULE WIDTH HEIG (INCHES) (INCHES) NO. ANCHORS HEAD SILL, SEE NOTE 8 35 45-60 NO. ANCHORS JAMB P5 45-60 19-�8' 2s-�2" 37" 53-1 8" 26" 2 z 3 3 — 2*2 2 2� 2 — 2 3' 2 2 _ 2 2 3• 19-1/8" 28-1�2' 1 8• 38-1/4' 2 2 3 - 2s 2• — 4.— 2 2 2 3 3 __3 19-8 26-1 2 53-1 8" 50-5/8" 2 Z _ 2'_ 2' 3 3 _ 3 3 26-la i7 53-1 8" 63" 3 3 2• _ 2+ 3• — 3 3 3 _ 4 4 4 3 4i g 7-4 28-1�2• _3' 78_3/4•L 2'_ 34. _ 353-1 8" 4• 3 4 DETAIL-C i yDETAIL-B r .W w O C13 co NORANDEX • PAGE 9 u3 18' TAPCON WITH A N. 1-1/4" MW. EMBEDMENT n SEE ELEVATION FOR �t JJ ANCHOR SPACING.—> a 10 F.H. S.M.S. WITH A 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 3) OR T6 USE HIGHTQUALITYC CAULK BEHIND WALL THICKNESS IND F 0.62' . 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSI$ILiTy FOR SELECTION OF NORANDEX PRODUCTS TO 1[EET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENM REST SOLELY WrrH BUUIWTNG ER OR CONTRACTOR. THE ARCH17ECT, 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNrr- THIS SUPPORT SHALL BE "RMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER TY3 FULL LENGTH (SUPPLIED 7) BY OTHERS), CONCRETE COMPRESSIVE STRENGTH o 3,oD0 PSI ALT. HEADER SECTION AT 28 DAYS TYP• 2 BY BUCK 3/16" TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. e, d. a � p 1/4" SHIM - MAX (BOTH SEE NOTE 6 CENTRAL FLORMA B.O.A.F. MANUFACTURER NAME: AWASTER FILE # 1 BY BUCK O 2 BY BUCK c TYP. JAMB SECTION F 1 BY 2 . BY BUCK CHARLES A PIG P.E. FL REG. EKG: yj' 49121 DATE: 3/21/02 # 10 F.H. S.m s. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. A �DETlAJL-C SASH OF i DETAU-B M I A M 1•DADE h1IAh'II-DARE COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefersotl, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE CONIPLIANCE OFFICE ME-1720-DAIX FLAGLER I3UIt.i)ING; 140 WHST FLAGLER S.1.10.O I•, S1.1111i 160.1 MIAMI, FLORIDA 3.1130-1563 (305) 375-29U ( FAX (305) 375-2903 COY•rHWC 1•ori LIC:t �CSI.NC: St:C'1'IU� (30) 37s•2537 FA.\ (7os) 375•-'55s (:o. rtU\c'rott 1)t\'1510\ (305) 375.2966 FAX (305) 375-29(s PRODUCT Q).N.1•Rol. IM.ISMS Your application for Notice of Acceptance (NOA) of' (3U5) 375�2402 FAX (.103) 372•6_13 Y. Enter y 6-8 S-W/E Inswing Opaque Double w/sidelites Residential Insulated Stgel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Ivlliterials 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 below. BCCO reserves the right to secure this product or material at any time from a jabsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of suchproduct or material immediately. BCCO 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 Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 EXPIRES- 04/02/2006 Raul Icodriguci Chief Product Control Division THIS IS THE COVERSHEET SEE ADDITIONAL PACE'S FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &TRODUCT REVIEW COiOMITTEE 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 the conditions set forth above. APPROVED: 06/05/2001 fflt_e — V Francisco 1, Quintana, R.A. Director N•Iiami-Dade: Coutity Building Code Compliance: Office \1s045000I\pc2000\\templates\notice accepmnce corer page.dot Internet mail addresx; posimastcru buildinhcudconiine.com ' llonlella"c: lituildir Wad conlinc,com Premdor Entry Svstems ACCEPTANCE No.: 01-0314 24 APPROVED JUN 0.5 2001 EXPIRES Anril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 23, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of'Acccptancc, designed to comply with the South. Florida Building Code (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 Enterav 6-8 S-W/E Ins�ti•ing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the 'following documents: Drawing No 31-1029-E\1'-I, Shccts 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites 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. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door only, as sho\\-n in approved drawings. Single door units shalt indlu.de all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is instilled in non-liabitable areas where the unit and the area arc designed to accept water infiltration. 4. IINSTALLATION 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): 4.2.1 Door: the installation of this unit will not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit Neill require a hurricane protection system. -5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building pen -nit shall bd accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthe approved drawings, as identified in Section 2 ofthis 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 icial or the South Florid, wilding Codc (SFBC) in order to properly evaluate the installation o 11s Slcm. Manuel crcz, P.E. Product Con xamincr Product ntrol Division 2 Premdor Entry S�•sterns ACCEPTANCE No.: 01-0314.2 APPROVED : JUN Q 5 2001 EXPIRES Anrit 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. 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 the requirements of this acceptance, including the correct 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, a4tld/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. 5. Any of the following shall also be grounds for removal o.f 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 Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any 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•rescal 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 1, 2 anti this last pagc 3. END OF TIIIS ACCEPT NCE Manus[ erez, P.E., Product ontro - . iirnincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) 140 I/i' 37 1/�• MAX MAX 74, 37 111• Mn% NAX yr ■ r sac s+wnu ,. w - nnx 7 nXV fw,s misM• j. TMv3.. IS • MAX t9''�0.G 3I• X rIS MAX I 4' S' aCIS• 0 NX MAX MAX rCf NOR • Cn 1 1 17 I.,.,MAX OLACING N .Tji.c Is1•1NX 17 1/2• MAX Iz>^ SPACING 171 MAx at sPACINc 17 1/ O.C. SPACING TOP OF OODR W p, CKNN OKI$ Jwl TO 4 qr uxx eVTIE NINMI[MN,I " 111-11 so .a,cNN.,u rIN- nN s � 1 1 IS' aC.+13' MC' Is OC+17. xt 17. OC,,,,,�,r13. OCR r-o.c-4-15. CNrC i -1 t" XMAIL NAX MAX Nn% , 6 MAX% _ X• NAY 3' MA% MAX 1L,^G1d7Jj � yr . r I,nla sTAN�a sct NOTC X ATTACH ASTRAGAL THROW BOLT 18 x r' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x l 3/4' MMES FLATHEAD SCREWS ` NOTESI SJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED 18 x 1 3/4" LONG PROPERLY, TO'TRANSFER.LDADS TO THE STRUCTURE. FLATHEAD SCREWS 2i THE PRECEDING DRAWINGS ARE INTENDED TO Lit INSWING Rx INSWING QUALIFY THE F13LLOVING INSTALLATIONS 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 1S ANCHORED TO A MINIMUM TWO BY ti RPPR'?r6DASc0•/:rvcG#%7n, I, --- STRUCTURAL WOOD BUCK sourHtt A� NGCOGE C. MASONRY OR CONCRETE CONSTRUCTION WHERE ILIN.PRESSURE RAIINViS ppD�OOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VArI�ER INFR iRAf1p! VHCRE VATER p%IRAIIDN er ONEMBY�WROY00 BUCK R WITHOUT ANON -STRUCTURAL BIIREIENI It NECDED REDUIRE11ENf 15 00 iIECDED 3. ALL ANCHORING SCREWS TO BE 110 WITH x _ IltplpL'. N CCi1PUA4CE0F MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCExppi-y31Y.t4 OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X OMITS SNAIL BE INSTALLED ONLY AT LOCAITONS PROTECTEB BT A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE MOLE BETWEEN THE EDGE OF CANOPY OR OVERHANG /. UNIT MUST BE INSTALLED WITH •MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE ARCAS WHERE THE UNIT AND THE AREA ARE DESIGNED To 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER I1FILTRATIOK AND DOOR, THREE STAPLES PER .IAMB INTO THRESHOLD 'ON SIDELITES AND DOOR. a I 1uE 191MIT JOWICAFIDU 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE rs Ess LL ¢ Irol !I JAMBS AND SIDELITES. SSl01 st RL% o W tw furs eiun1 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDELITE BASE ualeaaNawv:<Im CORNERS ARE COPED AND BUTT JOINED. - B. DOORS SMALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST N M 1-1O29yEW'I INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 118 TO L2 NIL. 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ SHEET 1 OF 5 VATER-REDUCIDLE VHITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL. 11Y 1 Lou 1/4' Shin K4X 14 9/ib' GLAZING DETAIL 112' GLASS BITE i 1 ' 1EWERED GLASS INTERIOR -INSWING OTHER CONFIGURATIONS R. s ■mh�-f 1-1029-EV-I MI 2 OF 6 F--i t 1/4' SHIM MAX r 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX SECTION B-B C BY WOOD BUCK 1 1/4' EXTERIOR MAILR 11EH N0. DESCRIPTION ..,.,., . 1-10 LV-14 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQIIIVALENf COMPRESSION VEATHERSTRIP ALUMNI ASTRAGAL _ _ LOCKSCREEN RAN X L R PRENBOR BRAND OR EOUiVALENT- 5/8' ALUMINUM ASIRAG ALUMINUM -BUMPER THRESHOLD EV-15 PREMBIIR BRAND IQ EOUIVALENT - 11/4'.x 4 9/i6 iOP CHANNEL EV-08 PREHDCDI BRAND - 1 11/16' - 20 GA STEEL STEEI SKIN26 UNI IN t Y [fi [1QI pr .= >� IIIPIN YIIIZr7K4W rnAm rror BASF FOAH - DEI4$i7Y 2.0 TD 25 lbs./Fi' TD CHANNEL EV-OT PREHDDR BRAND - 1 11/16' - 20 GA STEEL LOCK OCK EV-09 _ 4' X 9 1/2' NIL TO BE PINE OR EQUIVALEN1 STRI STRIKE STTLE EV-06 15/16' X l 11/16' HTL. TO BE PINE OR E0UIVALCNT HINGE STTLE LOCK PREP FILLER PLATE £V-DS 15/16' X 1 11/16' NTL. TD BE PIME pR EQUIVALENT HINGE EV-10 PRENDDR.BRAND - .050' THICK- NIL. TO BE PO I4'x4' V- 6 HAGER BRAND HiNGE OR EQUIVALENT - .097 THICK (STCI VOOD HINGE JAMB - 1 1/4' X 4 9/16'_ HTL. TO BE PINE OR COUIVAl 110 x 3/4' Fii.v.S. no X 2' FHV.S (4) SCREWS PER HI IXR Do[Bz IB )tCQQ[[aiNTER Ail I' a 9w' IID SCREWS T)Iipll( STRIKE INTO S11 IIIi -"I Ja k 4. OOvq rRQM B' OL TNEREArTER PA dEEAg! SNDm"E YXI IN10 SIELITL 4• Wyk rROxMI5-HE(REIER . fA°lAd VMON I ME IKKKK REFER 10 ELEVAiM U OR I DF SCREVS USED AND LMAiMMS 1!D X 3/4' FHV S (2) SCREWS PER HINGE INTO JAMB LpCiCSEi 9 ix fHVS. (2) SCREWS AT EACH STRIKE PLATE KVIKSET BRAND 200 LOCK OR HARLDC BRAND 100 LOCK i1D X 1 3/4' FHV.S. Al2) SCREWS PER HINGE INTO JAMB VCB1D SIDELITE JAHB EV-11/4' X 4 9/16' HTL TO BE PINE IBt EDUIVAL22' X 64' SiNGLE PANEL GLASS Ey_2GLASS H Y YL N - pC_1 4 In SIDELITE TRiM (VOOD) pL EV-21 5/16 x 1/2' )ITL. TO BE PINE CEO EOUIVALEN WOOD CASING EV-22 r SI¢iY SIOE�MpMIr AS 111�'L rl I '(S InI xcs u WOOD SIDELITE HEAD JAHB EV-23 11/4' X 4 9/16' HTL TO BE PiK in EOutVALENT WOOD STDELiTE BASE EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT POLYPROPYLENE CITE FRAME -1643. 0DL-2 HP Potypropylene by DDL 16 X 1 I/?' PAW HEAD SCREWS io PER rRAMEF.1 0 4 t IIrarrmirmlitrim ER _ SINAI STILES EV-26 15/16' X 1 11/16,/lb' MTL TO PINE !TI EDUIVALENT 1 PINN NAIL iI IKm En. MAX I' U INE MIER. MEN DR Rum AND I DOW SILICONE #995 IBRiL INLCSS RB1CB, FRAt III NFi 4AD pE COIA(IY HODIFICAilDNS vOrn JD EDR}lS�ly I!l[SS IplC T10 1D11 10 i DED PAGE'S (ODOR UTIONS) to-I-9I R !7 R[VtSA1N5 APPllovco As caowEri4c)vnH THE PpR1 o pit By PREMDOR ENTRY SYST MS 1s a II Ra Td E. JUTDI�I 31-1029 -E w - I SMI CON E PI►1 �t r�T� n SHEET 3 OF 6- ACCEPTANCE N0. 0 t-0 3 "1. ill KLVISBN LOITER B 2 BY WOOD RUCK 1/4' SHIM MAX 3/4' \J NTERIOR I 79MAX16. 80 11/16' I MAX 2 BY WOOD BUCK SECTION EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE #995 Ascow"jG"mnm 1-1029-EW-1 SHEET OF 6 RIYIS11N VITIR p OTHER DOOR ' COWIWRATIONS _ Aw.. wwl..• w r w f w 1 _ W 71�N• 1 y r YW~ rat Y.w tr 1 w w lop 1 1 q bi[I4 - - p - LL ally ` p 76 M WIY p p M Mrw p a K rwc .� ' � icm►.cip f 1 1 1 1 1 1 1 1 _ ! �. �C IY a 1 1 1 1 1 r w� Yw 1 W 11F _K y q.• �L�� 1 1 L.�• wt K � rtK w+u 1 ¢�ri o w w rwJL 1-. x x T n w W ri• A yr AWYr IL r� w w w ML w W ~K w W ¢� L• w L WC ww �.aK LL 1 1 1 W w Lc roc a aL%fK e LpG f ii MIT W PP _ - aL r�Pa aC ripa U 1/r W O - tC - ` - K 4'�ri • VKM LC Icia 4 - _ � u t•ws 2�j 'i. w�W wY R YK •t F-r W 1 1 •r W� M �L Ir• w W pW wC T�K w 1•••I..f..) XD aD APPOMD AS CONPtmIG x;T + tusar JUurm ff"FL2 xeomcwe eY P1 PepeU T 1 OL MASON 10 BULDING CODE� Pil ACCEPTANCE W0. 01- 03 vv I 31-1029-EW-I SHEET S OF 6 REVIso ulla OTHER DOOR PANEL STYLES 36` ['MAX 79 /16 � a❑ mi a ❑a ano 0 0 ❑a aDuo aa a© as as !�! as A X a❑ no 1I0a BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PNiL 4-PANEL OTHER SIDELITE STYLES 36" MAX 7 93 16' M X SL-le SL-20 SL-30 �• SL-60 SL-50 ' SL-509 SL-69A SL-698 0o na na pd as ao � as as oa as na o0 PO-1 PD$ PD-3 PD-4 PD-5 PO-6 PD-7 PD-8 00 1313 210010 00 00 QD a !! 09 00 ❑a a❑ p ♦•LUSH a -PANEL CROSSBi1C1C 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PANEL 5-PANEL EYEBRIN WSCRULL EYEBROV PEDRDv V /SCRILI a O SL-69C SL-25 SL-55 SL-300 SL-40 SL-90A S1-908 as oa as Qa aQ PD-9 PD-10 PD-11 PO-12 PD-t3 PO-14 1 t U1616 liUl �! jj 311 i �h 1!1 u� ;;its 111 li !I � �� (rrt w .n 111 i+tti iii r I �afl aaa a o PO-35 PD-36 P11-37 P0-38 PD-39 P11-40 PO-41 SL-90C SL-309 SL-30C SL-70 SL-88 PD-15 PD-16 PO-17 U a a z W w � b r PD-31 PO-32 PO-33 PO-34 < ,4�, a m V 4 31-1029-EW-1 SHEET 6 OF 6 av m « riff w '. MIA M tt3ADl: -NIIANII-DADS COUNTY, FLORIDA METRO -DADS i:LAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenlclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE CONIPLIANCE OFFICE M171'RO-DAI)E FI.ACILER DUILIANG 140 WI:S'I* rI A 11.1:R S'11t1 1: [ , SUrn, I Go., MIAM1, F I.OltIt)A 331 3U-1563 (305) 375-2901 VAX (305) 375-2909 c:c)� rtz•\c-I•ott Iac:r•.��i��r. sr•.rrJt)N (105) 375-2527 1,A-\ (1W) 37t-Zs 5,\ co:,rI'IL1C"rcm F:\FC)ItC:li�Jl.,\"I UIVISJUS (305) 375-2VGG !'HUUt:C'J' C:U\ I'IIQI. DIVISION (305) 375.2902 I ,L\ (105) 372.GJ1') Your application for Notice of Acceptance (NOA) of Entergy 6-8 S-W/E Outswing Opaque Single w/sidelites Residential 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 below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing, if this product or material fails to perform in the approved manner, BCCQ may 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 Bails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-031.1.21 ,+ EXPIRES: 04102/2006 Raut tcoanguez Chief Product Control Division THIS •IS THE COVERSl1EET SEE ADDITIONAL PAGES FOR SPECIFIC AiND GENERAL CONDITIONS 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 -Dude County, Florida under the conditions set forth above. -APPROVED: 0005/200I Francisco J. Quintana, R.A. Director Miami -Dads: County Building Code Compliance Of-iicc \\s0450001\pc2ODO\\templatts\notice acceptance cover page.dot Internet mailaddress: OOtill11:1tilCrrl�i)U11Oill hCUtICUn1Jl1C.CUJ11 11U[19CI1;t�C: h1111:�/1P11'1ti.1)Uillliil2CUCICUI1liI1e.CUt11 Premdor Entry Svstems ACCEPTANCE No.: 01-03I4.2 t APPROVED .1UN Q 2uvf EXPIRES April02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was 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 Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 2 1, 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 Outsiving Opaque Sinbld Residential.Insulated 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-O, Sheets 1 through 6 of ti, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames %with Bumper Threshold (Outs,.ving)," prepared by manufacturer, dated 7/29/97 with revision C dated 01116/01, 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. LIMITATIONS �• 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION •4.1 The F*csidcntial insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit `vill not require a hurricane protection systcm. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a perrnanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIRE117ENTS 6.1 Application for building permit 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 Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con �ro •xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: . 0I-03I4:2I APPROVED JLJN EXPIRES APril02 2006 NOTICE OF ACCEPTANCE: STANDARD COiNDITIONS l . Renewal of this.Accept.ance (approval) shall be considered after a renewal application has been tiled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ? 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'complicd with all the requirements of this acceptance, including the correct 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 [lie materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been 'a requested (through the filing ofa revision application with appropriate fee) and granted by this office. 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. If any portion of Elie 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. S. Failure to comply with any section of this Acceptance shall be cause for tcriiiination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NC1 Manuel crez, P.H., Product Co tto Examiner Produc "nlrol Division 3' I UI\MJv1J/ W UU J LLUL SINGLE DOOR WITH- SIDELITES IN W00•D FRAME* WITH BUMPER .THRESHOLD (OUTSW,ING) 00' MAX 4' MAX MAX 4• MAX MAX 3' MAX 3' MAX 3' MAX 13' 14' 3' MAX -MAX •r r .MAX _ _ A' MAX B Tn6 lA• OII£L 1�•—MAX—'• 6---/' MA)S;'' lS• ✓ ,- lT MAX Ig. MAX MAX j A3 t /16• T13P OF POOR TO 4 IF LETCX � um'tK' •""F° ICVIXSCT OEAOB�.t 164' ;•' MOOCL i{0 SCRtCS OR N/.RL� DC�Se0.I Hoxlezo' 22, MAX DLO IL KvTKSCT LOGCSEtl MOM eLUIl SCRICS �\ ' an NARIAC LOCNSCt ' "am too S VIPf ONIms Hax L".—Tnnx 13• I9Ax�1"iax L WOOD FRANC WHERE DOOR tYSTEH IS ANCHOREDREDCONSTRUCTIONAMINIMUM TO A TWO BY WOOD L/ FENINEL L MASONRY OR CONCRETE CONSTRUCTION VHERE RH OUISVRNG LA DWSWING GOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD Bl1CIG MASONRY OR CONCRETE CONSTRUCHON WHERE OORgqSYSpTEM IS ANCHORED DIRECTLY TO CONCRETE TIC Y V000 TH OR WITHOUT A NON-STRUCTURAL ((yR[[ vA(EER �p IRAtUN pIlACI1CNf S Nf�OCI �A( VA IWB IRA ItN REOUI ICIVA A IITEDEO ALL ANCHORING SCREWS TO BE 110 WITH F INIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATC x R 3/16• PFH iAPCDNS'V(tH 11/2• MINIMUM EMBEDMENT NTO MASONRYI UIIIS SHALL K ISIA.LC1 ONLY At LOCAted PROTECTED 1T A CAVY OR UNIT. OVERHANG SUCH THAT H[ ARGLC BCIVEIN THEEDGE Dr. CANOPY OR OVEInwIG QOV D'ST DE INSTALLED v(tH NIANt-DAOE COUNTY 10 SILL IS LESS INMN IS CEEREEL UNLESS UNIT IS INSIALLED IN P THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELVES 10'HADITADLC AREAS VKRE INC UNIT AND TIC AREA NK KSIGNEW TO VO DOOR• THREC STAPLES PER JAMB INTO BASE ON SIOELITES, ACEEPT WATER INSD.Tw11ON LATEX SEALANT TO •BE APPLIED AT SIDE BY SIDE `,MBS AND SIDELITES. DOOVSIOELITE HEADER, DOOR/SIDEUTE JANOS, AND SIDELItE BASE KNERS ARE COPED AND BUTT JOINED. WORS SHALL BE PRE -PAINTED, WITH A VA1CR-BASED EPDXY RUST NFRIAMES SMMLBEAjmr PRE-PAINtEODVIIM AN TACRTLICSLA EX WATER BASED/ N Y fl TTER•RCDUCIBLE VHITE PRIMER WITH A DRY FILM TNICKNESS OF DO TO 12 NIL IL! A 80 11/16' MAX -- � r---4 - MAX MAX BB x 1' 3/4' F.H.W_S 3) PER SIDE FROM JAMB INTO THRESHOLD APPANED AS COM, LYIt. %lIIi Inc SOUTH PLRRtU BWLD tIG C002 DAr rJ(JN 'tp� I.BY T oROI CT.93:O+1 BUILLRN CODE, tAAIPLIA,VCal mr, ACCEPTAIICE N0,,01' O; /v. t t -l020-EW-C SHEET 1 OF. 6 rmD %an t/2' iLHJJ t31 i t GLAZING DEiatL O U T S W I N Fj OTHER CONFIGURATIONS � __ 68 71<• MAX � 69 2/4•� l4tX Ell— .. APPIiOlcO m coupLTw YAM THE . L7gM 0 QASS0o0E CUt'AYJ7CE fC�R®t IMPTAMM HO. O" 63 / V. L T ti t-1020-Ew-a SKVzOr6 - wm E 3/4' 80 11/16' Max EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR WAD -Ml Jul EV-12 1 1/4' X 4 9/16' NTL TO BE PTNC OR EDUIVALENI THERSTRIP - 4 N B _ X ( 11/4' X THRESt10.D EV-13 4 9/16' MIL TO BE PINE 1- EQUIVALENT PRENBOR'RAND OR EDUIVAL£NT - 1 1/4' x 4 9/16' EV-05 IPREMDOR BRAND - 1 )I/16' - 2p GA STEEL a[JII ijm -JIAI ' �' STTR Rim ily BASF FOAM - DENSITY 2n i0 2S EV-D4 Ibs/FL' I PREMDOR BRAND - 1 "'16- - 20 G4 STEEL EV-DB 4' X 9 1/2' HTi Tn or LOCI( PREP FILLER. P1 4'x4' MINCE WOOD HINGE AND 110 x 3/4' FAV.S. 110 X 2' FHWS. Tvu tvn a r�yuu SIDELITE WOOD STILE C8 x •2 FFHWS LOCKET 110 x 1 3/4' FRVS. X 64' SINGLE PANEL GLAS SIDELITE TRIM (WOOD) i►(oD CASING - WOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME 06'X 1 I/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE #995 APPftrd;UAS Carty B rani Be souTrtH/t�U9 L BL a Pi ��C�coeiaueNeEOFIx� PIT �x0.0r-osiv.mr " "• —u - oor- IL IH(- MIL TO BE POLYETHYLENE v-15 HAGER BRAND HINGE OR EQUIVALENT - ,097 THICK (STEEL: 1 1/4' X 4 9/16' HTL TO BE PIK OR EQUIVALENT (4) SCREWS PER HINGE INTIT DOOR W SCREVS MUM EACH O 1P mx ISI�UIE JM! t+IID SIEELI}E 4. 90YN fR@t S' G UCREArTER REFER TO ELEVATIDN VILV fDR 1 ff ---- O- pIB LOCAI{ONS EV-87 15/16' X 1 11/16' HTL TO BE PINE Or EQUIVALENT (2).SCREVS AT EACH STRIKE PLATE KVIKSET BRAND 200 LOCK OR HARLOC BRAN 100 LOCK SEREVS fWWM.,T mx jms INTO stocLH[ JANI, B' wwx rRm fir. "W" 1B' OLER11D Ir DAL. IETRRNEWM StAEUTE JMK. 4' S M rRM TllP4) SLWVS TEACH UM RHD 9= .MW/ W-1B 1 1/4'"X 4 9/16' MIL TO BE FNE OR EOUIvALENT 11-19 �� - -I t - EQY-2D 5/PINE �.,is EOl IVALENT 643, ODL-2 HE Polypropyle►* by ODD 8 PER FRANE T ' 4' i Art RNL 4' IN liRl TIN R�4L t tlC TIEpKTER go w AIDS Ml to 1-1020-EW-0 SHEET 3 OF 6 R[ViSBH LL14R 8 1/4' SHIM MAX 3/4- n � TERIOR I 79MAX16- 80 I1/16- I MAX 2 BY WOOD BUCK SEC 11 " PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 �aov�ra caaxaYc �wm� IL -I. •uUI\ lUUI\H i IUN\J 3' ,• 1 cF�c +u ¢or, jywc V T".t +E • w: w� L VM CODE Gptyp{yyM;� On Pl) 6• X 31-1020-EW-0 SHEET 5 OF 6 u i HLN DUUK HANEL STYLES.: 36" MAX 79 i16p iare [IOU BLANK TOP oo a0l036-PA1Dl -PANEL 9-PANEL I0-PAEL FLUSH B-PANE L CRUSSBUCK Sao Q(a7 q IOU '-PAL d�Q 4-PANEL �AES5-PANELCYEBROV VSCROLL 5-P A LOLV/SCRQL EYEROVTHER SIDELITE STYLES 30" --- �� M A X 79 /3 16"ini M X Q SL-10 SL-ZO SL-30 SL-60 SL-50 SL-SOB SL-69A S�L-�691 S�L-6�9C SL-�25 SL-35 SL-30D 13 D L-10 SL-90A SL-908 SL-9CS-30Bs O Qg SL-30C SL-70 SL_000o- PD-1 PD-2 PO-3 PD-1 00 PB-5 PO-6 a D b PO-7 PO-B PO-9 PO-10 PO-11 PO-12 PO-q PO-14 -15 pa q 0 17 PD-18 PO-19 PO-2D PO-21 m PO 22 p0 23 PO-24 PO-25 PD-?6 PO-27 PO-29 PO-29 PB-30 PO-31 PO-32 PO-33 PO-34 g a c n� Q�d 0�0 IINI>z �L� lBl« : » u , Q1ObQ6111(SS A01 STR @IL 10.T Q q� R I o ❑ o o Igo aoa ono auu Q Q , +PR NOOR DOOR T>N� PO-75 PO-36 PO-37 . PO-30 PO-39 PO-40 PO-41 PO-42 9fl E Tnlo . Y YS M 31-1020-EV-0 p0-i3 PO-43A PO-438 fill TLaw SHEET 6 OF 6 Qva�un� Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CC05901 59 111 CROWNCOLONY WAY ORLN-CRC ARILK4 RIGHT ARLINGTON K 3 & 4 +2'-0" @ GARAGE ADD 1- TRUSS "121" 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 loadina is in ar-enrdanr_a with AgrF= 7-QR Thncn Frnee•ae. s---- --- Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No of Eng. Dwgs: 44 Layout 10-7-02 0 10-4-02 Roof Loads - VT 4-11-01 01 10-4-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 N000r 02 10-4-02 A 10-4-02 P 10-4-02 B 10-4-02 P1 10-4-02 C 10-4-02 1 0 L10-4-02 Total 33.0 psf C 1 10-4-02 R 10-4-02 D 10-4-02 R1 10-4-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D1 10-4-02 S 10-4-02 E 10-4-02 S1 10-4-02 El 10-4-02 T 10-4-02 F 10-4-02 U 10-4-02 F 1 10-4-02 V 10-4-02 G 10-4-02 W 10-4-02 G 1 10-4-02 X 10-4-02 H 10-4-02 X 1 10-4-02 I 10-4-02 Y 10-4-02 J 10-4-02 Z 10-4-02 K 10-4-02 Z 1 10-4-02 L 10-4-02 L 1 10-4-02 L2 10-4-02 M 10-4-02 N 10-4-02 N 1 10-4-02 INV # DESC QNTY DATE: 2 2003 18331 EHUH26 2 18330 1 EHUH28 18360 1 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 EHUH28-2 1 AT PLATES 130 40.0 -x1l >4 X1 XL- w j Nk I v U j i j c ! �~ JUS2 HAN RS ( (2)SKH26 HANGERS A - 4 PL 2 SKH26 HANGERS vl if VOLUME CEILING =77. C; ! VOLUME (LING 12 !\ 12 6[ IH . ODD SPACE ODDSPACE �y ODD SPACE PACE SPACE _ _ I i F1 / 12 / VTSDA ! 6 4 7--- \ PLANT SHELF �VT51A T/ �VT52A i V� oI D1 - — _— \ -- x EHUH26 RANGE C1 -2PLY / EHtJH�8-2 VT53A Q �L 5i I _ — a PLANT SHELF - —�—I 2 13-D I K —_. - $ IS Sao - 41 2 -- -- z W.M. _ J1PLY EHuH2612 ODD SPACE _1 11 _— ,_— 12 — MI 5 y y 61. ' b M ., V O i ' I VOLUME CEILING — — 1 r 20 NAILER ODD SPACE y i N N - SCISSOR GABLE j P�- GAB IM 148 6-0 194 A tt3 -A — JOB NUMBER:•'AjRLK_— +2'•0 (✓� GARAGE DRAWN DATE: 10.7.02 ri L �1 JOB NAMER ARLINGTON K 3 & 4 BDRM BEARING' 68 4112 j LUAD:338� �~ 19 HIB-91 Summary Shea COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES 3 the responsibility of the installer (builder, bufldlnacontractor licen ecfcontmctnr sctororerecttoncontractor) toDroperlvreceive. unload store handle install and ace metal plate connected wood trusses to protect life and crooerty, The installer ist exercise the same high degree of safety awareness as with any other structural aerial. TPI does not intend these recommendations to be interpreted as superior 'he project Architect's or Engineer's design specification for handling, installing J bracing wood trusses for a particular roof or floor. These recommendations are sad upon the collective experience of leading technical personnel in the wood I��fj R4�61 ri 6 �.�` TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-6900 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 by building designers, installers, and others. Copyright 0 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 ,� 1 Frame e- � Tag Line � uRC�I')NDI�IBR�A'CIGI�BUf'�'DIN'G�II�TER��C��RIMu�,�� H�INMFMYm, IN, In 1 M C 0.•Ildi 7 7v r.m .�, ,�_ w �*;• -r 4� �� ,..t , 1 � �w �h�4J e°2.d��7� `�Ftl {x��,1 1 � h� !h J�NNch sxptl h�. uxss rt �� rl w nWldi rl 1 nl Typical horizontal tie member with multiple stakes (HT) I truss of bras cup of trusse (EB) Frame 2 over 28'- 42' 3. T6over 4�2'- 601 3. Dver 0, Si F: Douglas Fir -Larch F Hem -Fir 3ontinuous Top Chord -ateral Brace ;equired 10' or Greater 4",,&chment 9equited SP - Southern Pine SPF - Spruc4-Pine-Fir Frame 3 1. &PiSC18SO RS T R U S I I I , t (.I•. •d paq rr h(t 1 SPAM , a {IrM IM F?TCH. r .1 . II 'GUI EL B CE PACIN*C3(L'Bg�1 is TOP C O N �.: 'CE SlCING a i7Bg ; [#"ytusses) :SPF.HF-` Up to 24' 3/12 8. 17 12 Over 24' - 42' 3/12 T 10 6 Over 42' - 54' 3/12 6 6 ur- - uouglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cauae collapse if there is no dlago• nalbracing. Diagonal bracing should be nailed to the underside of the top chord when puriins are attached to the topside of the top chord. NIUlVO TRUSS �.�: i PLUMB I I I f L i I Leaser of D/50 or 2" ±y; 4 aximum Plumb ispiacement Line 4 0q �ryo { II`P�STI :LATION T,-+„OLEES'a ' •I`xH k iRdWa;rA'a .•,kl•irU31 e'niM8r ,4 M$,...,I...W�°wY'S�Vtp^'aktr7di=Ta4691i 12" 1/4" 1' 24" 1 Z, 2' 36" 3/4" 3' 48" t,I 4, 60" 1.1/4" 5' 72' 1-1 /2" 6' 84" 1-3 4" 7' 96" z ' g' 1081, 2" 9' i T L(1n) 50" 1 4" 4 ' 00" / 150" 3/4" 12.5' 12 —7 3 or � greater 0 All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace --� Required 10' or Greater ' Attarhm ent Requlreci BOW Length L(in) Lesser of L/200 or 2" L(in) Lesser of L/200 or 2" i, in l I 1 li.'•, 200" 1 " 16.7' 250" 1 1-1 /4" 20.8' 300" 1 1-1 /2" 25.0' DESIGN INFORMATION This design is for-1 ludtlddttal bWWN eumP=mt and has been b d on Itdnrmau.. ptwlded by the clleae. The de-lver dl.datou Any resp.nslbgity for damages IS a tmult of 6u)ty or Inamrct l.fotmaUon; sp¢lllotlava and/or desbga. furnished In the truss d by the dint and the mcmtnts- oc:ealpc of Ibis tofmmatu n as R may relate L. a sPc e9le P-q--t and Accept. no ,espo.sm0lty or tx"d3e5 no .antral with regard to fabrica- Cbc b—dlmg,..tupmmt and UW Ajhun,. of k`ls§ S. 1% trios has been dcslgoed gs aB L.db ,ld-d bmOdbg rn P—t hn acxo,da„a wml ATWSIrM 1-1995 and MOS-97 rn be btemcimrat-dl As part W the bwWf-g deign by a B.Wdmg Destgper Ixrglstertd atthUed or Professioml —0-1. when 1-1-4 for aPPr--1byrhe buDdtng 4estv-. the design Iwthtgs shown must be chedmd to be sure tbat the data :home a*11 k, grccmmt with the Iog1 bu0ding.33— d. f Mod wsAow I—d.. Pl`q-1 sP.Cak-Umi. or 3 Unless s p.t ben d-1 Inds. Iwmn, truss t,a. m,ebeett deslgtted for storage er —Pa.ey loads- The de.tgtt a..aune.. enmPre3 '-11-1" Pop or b-nand an oontlnu- onsty braced by ah—thtog limes .tb_, . D WOed, what bottom cb_,U At Imspon, I_ I" fatty bcaoed btmBy by a tPmPeiY "Ilcd rw eking they should be 1—ced at. a ma,dmcm, .Paling of la -Br o.¢.. C000ect— Pi-ter -ban be ma.uf—W—d from 20 gangs hot dlpped galvanbr d 3t J meeting ASi1N.A 653. Grade 40. ®!m-tit-0- An, FABRICATION NOTES Pr"r to fabekeaUo., the fair Mnv.ba8 review this drawl.g to —MY That adx d—t g 1s to w,d vdth the fob d-L-e- Plans and to tell, a m.tmul.g lespn.whanty for--, oe,t- eIu— Any db-.pandcs arc to be put m wtimtgw chtn.g—fabd—u—. Plato .ha8 Mt be htstaBed over Imdhote.. tomL — dlmarted grsbt. 64embam aball be eut !or fight Dating wood to --d bearing. Con- nector p6te..1.2 be !Anted — both face d the b".a ^'mh oaks. fully tmbcdded and shad be sym. about the)olat mdess olhetu41e,bonal. A 5z4 plate b 5' *Ida z 4- k.W A 6s8 p6te N 6' wfdo a 8' long. SIWs (bate.i rum PA_Ud to the plate leneh SP-aled- O—w- cots o. web mcrub rs %ban wed At the.tnhdd cf the web. clinks. OU-1 a atwmn_ Comccctar plate sizes are ml.mntmr sizes based m the f..hu n and may o..d t. bra l "t-1a4 for cerfsta haad- a.,_,J/Ar—:n-Ilresaca. "t. ttus. Is not In be 6-1-1 sted ah &- retardant treated husbv crafts, o[helwise. shows, Far adtlitiwal tnfm®eLnn on AuAIdy C—b.1 tde to ANSIfM L-tM PRECAUTIONARY NOTES AB bracng and etarin.. ,ee .ftdallr.o. am 1. be (.Romed 11 acen,datarc *b-H_dtlog 1"sta 911 Dine. ul"j. Tn s-e are co rx ha.dkd with Puuadar care during banding and b- dLbty delNety—d IndaBatrow to avoid d-=r— Tempurwy and pen .,Acnt U"g tots,,, m A ah-Ight and �ss- gp U= and for tabamg bdc 1 fnrees -ball be designed and I—bkBcd by.!nets Careful bard- b9 is CAACU al and gndimt bmcing is ahhays IeT*cd Naamai p--uuatny Ael n for trusses fequkm such t=Pataty bmcing during nsl=BaU— b-,!—s trosse to amid toppling ud d—linal g.. The—petvtsemt Af seen— d attic, shag be w.d— the o W. 1 of peaon- mpe*lweed m the bumttatbo .f Inns,. -&kt -inn be nought If. meded. 'o.eearmtloa of m.sbxu Alm teach greater han the deatg. toad..h.H ,.A be applied to 'z at —T M— No bad. ocher tbac the vgight ar the wets— stub be applied to eases'"" Aft- all fmtmh,g and bndng 3 computes!.. MONO VALFFY VALLEY TRUS COMMON VALLEY VALLEY TRUSSES lTVP MAP.ONDA SYSTEMS WO: VALLEY SEC Yt. rr bttial IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB/TKO NEXT PANEL. (tl WHEN DIGAONAL WEB PRESENT USE 4)(6 PLATE v It) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE # 2x4 # 20 ' OR OR 516 416 316 VALLEY MEMBERS AT DtA00NAl WEBS — f 416 3Yfi 4z6 T4x6 24' O.C. (TYPI REQUIRED WITH SPANS OR 114 OR GREATER THEN 16-0-0 316 2 x4 2z4 2z4 3x8 114 6-0-4 2z4 ` VARIES ix UP TO T + 316 2,4 2x4 2Y4 2x4 4110 2x4 3x6 2x4 2:4 318 tt NNN N UPPORTING TRUSSES 3z6 3z6 oa f 4z6 °R t 416 2,4 fi 0 MAIL 6-0-0 O.C. (TYPI # 2x4 ITYP.1 VALLEYAREA —� MAX. TRUSS SPACING MAX, 6-0-0 O.C. jTYP) KI j` RELOW = 4O.G. SPANS UP TO 60-0-0 �I SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) ■ VALLEY STRAPPING TO TRUSS BELOW USING MSTA11 @ 4` O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 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 (1) 16d 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 8' LONG f. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tf EXCEPT AS SHOWN PLATES. ARE T120 GA TKMD PKR A.NSVTPI 1-1995 I �taro>s>rda Syste>ins 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 leso C.Rr w.p-,u--ncn... c.—,... Cont. Support Studs 0 6-0-0 o.c. vv,ftKnlr4%j: READ ALL NOTES ON THIS SEIEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. I BRACING WARNING: Bndng -hown on [lads d—ing Is not ar [tan bracing, wind btndng. PmW bmdng or stmfax bracing mttfdt is a Patt of the building dr lg. and wbleh must be eansrderad by Inc buRdtog designer. B.tng shown k for lateral support .(truss m®her$ only 10 /educebuddt g length, Ptwfsbans must h made Lo aM3wc latevl baad.g a1 ends and speeN&d j_I,_ detaml0d by the bulldmg desfguer. Additional bracing of the nser a sbudant may be rcrytdred (See Ferlw . o(y th 1. (T}lm Plate lnstnute,. TPI- IS I.Cated at 589 DO—t`10 Drive. Madisou. 1Vb3 (Uihl 51.4710) I!Og. Job: Dwg: Dsglir: TLY Cttk: 'I'C Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 I)5f BC Dead 2.0 psf rvLL ■ JI Truss ID: VT - Dafe: 4-11-01 DurFac - FIf: 1.25 O.C. Spacing: 24.0't Design Criteria: TPI ram...-f., n,..... L .u.d /.as be<r. . � ®npo..cn ba>.4 — InrmmIltb. 14-kicd by U+e -itt 111e d-Ign- dlsciahns y—1--ibwty ford—.;- Ir> e. result of. l'auf(J-or Incoftec( {ftrommucm spedllt= wv ,df- d-lgna I.r.bh.d to tl < truss d _[Frie (her elkn(and Urc eo,sccWl s or ar cumey d Bab 4dor.muar. >s n mar rcbte rn a >po- . �vk pro)<cL and atapts L. rnponstTAvU r or }.aereb- — e Uvl will, r%.,d la r.6,1 - (bn. 10 d1b,g. shipment and lnstarhUon of I---- Thb t ..so has bcm 0—II—d a yytrdls�rduaf b ldfug cvanp. tt In acmrdancc L.u} 1 rTPI t-I995 and No4lg7 to iae b,<3rpe.ated �part or th< b.ndmg d—ter ty a (Inudtng esigner {tegtsiered areirrtxi nr pavressbml t' 1 r—kII cd for nppl by the i.ildh,g doltg.r<r, tho da%, hpdtngs _home. .ust be d, hd d to be s.re thnt the data 0osi,omt se fn sgreem—t with U.. bat building d-, I elbaauc. records (or «Ind er snow lends, l nJeet spcewaUarn. or -peeing eppued loads. bn� shv+n_ tress has not bccn dafgttcd for rage or oceep0nq-toads. The design usu.nes �.mpr—slot. cfrards {top a bottomf ore wntu,+,- psly braced by sh—U.b.9 ..I-- oil, -tl, PeeNlcd. tvlxcre bottwn dlenb In t<nston er. of fully braced kLticratlr 6r a Pr.p.rly eppued gid c wng. 111<y sirouid be bn.ced aI It 69.r..m xpa<b,g of 1(r-c-0..: C.utnynr 61es shah be nunuraeturcd lrmn 20 gauge hot Ippsd gabaAttd sl<d _Ab-g AS-M(A. GS3• *-de 40_ ..fees ouur c 31.o..n. ABRICATION NOTES ;tot to rat.l-ti—. lire fabnblor shall ,effete .—Iry tl ULIs draw,Ag. is In �iormal,m .NW Uae lahripl.rrs pplay and to aUu a rs,ntsn...g r.>rper.e,blatT ter such r<rt. -.tort Mr dL-.:!pond— are to be p.( U. tong bcrorc "tung or r d—Uvn. ,,Ae lix9 not be Inslafled —cr knolh.d—, pL- — dbLort.d grn4,_ atmrbc.s shah be —t light litUng Loved to .rood b<o.ng. C_ r Plato aluU be b—tcd •m Mlh .r3 or (nu wUfl s ruliy b0 Icdded and shall be. about the Jofnt u„Im oU.ewbe slw.m. n k Ate 13 5-aide z i' long, n -raplate b s- �e a ii" bog, Sbls uwle�l n.n pauef to p pill. kngth speeai<d_ 0_bk cuts —,«cb '.1bos M-11 meet et the a uold ad 11 c . bs I.. athenr[se sbomti C_.-Id— peat. atro mFrinittm sir— flascd wn ti-c rote- sbmm a ""r need to b. a.vesscd (— enial , lond- farrd1ore.cruss llon >t___ Thb truss, net . fabr,oted `anrl I'- mtanlaul tl—kd abet .,des! oU,ontse _honer[ For eddlltonvl wrnauvn en gua1R). Control rcrer to ANSI/TFl l_7995 ECAUTIONARY NOTES snemg snd ern .1— re<e —a.u.— er. c rdle.rcd h —danee wah'uan3Ung aUb.g tt Bad.g-, 1110-91, Tru>ae are to ,.Mk,d -ull parucu6r car. dmt„g banding ''..,bw.dWrE, delDrc.l•a.d Natalhuen reld Ile, Tea«p—, and p_.a,.rnt .r= .efdtng lr,vs to a =.,i,d. eM pl.�b per_ and br r—btb,g be.L,t r•«ee: ll.ail be geed and Inslall<d br olfrcr>- C..ef.l hard_ b aseMlal and —ecu0n bracing U ah*a)s . rcd. hommi prccatdinuat7 action for to mqubrs such lrmporaly bmthlg during 4140 t bclmcu fn/ssrs to actlid lorPUn�i dw.a.elnF il.a seperM,on d.eeeboo e( In shag be Lndcr (hc mkin ( t+f pctsvm dtnc.d. 1. am 1I.LTllali .19(lrussrs. 5slonal adAm sbaU be sought ir needed. -entn.Uva, or --tr U-1 bads greet- aM rfc VI bads sbaU not 6app1kd 1. ,,-. !L soy erne.. Nv I'ndl olh<r file. Cite 11 tl o} Ure n*doe� sbaU Iv :pplk,f 1p n«tn niter ail Igsl<n0y; a,nJ Inzdng pkt<d" 2x OF HIP GIRDER BLOCKING ADDED TO TOP CHORD STEP NIP TRUSSES TO SHART M OSB• NOT TO EXCEED 24 "O.C_ FO BE NAILED TO TRUSSES w/ @ 12" ON GEM_ STAGGERED PRE-ENG rQ THUS TOP WALL OF BUILDING TYPICAL ICAL BLO�.�. ,NG .FOR sHE /I T14-17vc Maxaoncia Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321=0064 Fax (407) 321-3913 TOMAS PONCE P.E. IfCL-1VSE 170USOOtiB 1890 GnEE11aROor. C[:oL'tE00,FL71 i 66 Dulfn: A(alnr .trwrrrIf t<aructal4Y�lt: READ All (qdf-S ON THIS SH{ HT A COPY OF 1-141S DRAWING TO BE GIVEN TO ERECTIf•4G CONTRACTOR- BRAC114G WARNING: Bncb,g -}deb is a }mrtshn+n tm th}i drawrng L<IMt errruo. bracing. "I bncinq. 1-lal bndo.0rsi i ..f the trullding deign e,rd milkl "nisi b_ eatnFderci try Ibc bulldurg desir.—, Bawd„ shn,m b Cot Aural su r P, mi ar Fmcing .node b. end,or lak,:M1 i of Ln+ss members wdr to mdnce bucklb,g lar�lfi. Ptocllv„s roust be g AddlUn.al braeb,g of a'. ovenil shv'dure di.mpdd hcallons ddennlned by U,<b-MIL9 d-lg,., . h'rvss Plate fl+suiule, TPi, Is l0olcd at 9ubed_ (See IIItj-91 0{'1 P11, r SU3 o'om,fdo Urbc M1}adlcnu, tvt5,71 aL Jp(1 Paul: C:ITEE=LC/F,VOt"^'SCAIE:E-LU, U(,1A5 0_1V ST p Slug. Jolt: — Dwg- Dsgur: T•LX Cult: TC Live 1G.0 . PST TC Dead 7.11 p.5r 13C Lave U.0 P, r 13C Dead 11).0 Psr "r-OTA.L __ —�"'-- 33.ry L+aT Truss ID: HIP Date: 10-20-00 DufFcic - I. 1.25 Duf Cac - PI1: 1.25 O-C- Shctci119: 24-0r, Design Cliferia: Ti'1 Coda ►-I— JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION I This design Is for an Individual building 1 component and has been based on indionnation provided by the client. The designer dlsciakns any responsibility for danniges as a result of 1 faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy I of this information as a may relate to a spe- cific project and accepts no responsibility or exentses m controi with regard to fabrk.- tion.. handling. shipment and installation of trusses. This truss has ben designed as an individual budding component in accordance a4il ANSI/'M 1-19% and NDS-97 to be incorporated as part of the budding design by a Budding Designer freglstered architect or professional ;. engineed. When reviewed for approval by the budding designer. the design ioadmgs sham must be checked to be sure that the data shown are in agreement with the local budding codes. local cilmatfc records for windor snow loads. l project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid oeWng, they should be braced at a is mandrman spacing of LIT-O- o.c. Connector plates shag be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. j 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 fabrkator's plans and to truift, a oaritlnumg responsibility for such veil - fir tkm. 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 right fitting wood to wood bmrtng Con - 'rotor plates shall be located on both faces of ;the truss with nails fully imbedded and shall be j sym about the joint unless otherwise sham.. A I5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' w1de x W long Slots (holes) cam parallel to 'tthe plate length specified. Double cuts on web members shall meet at the centroid of the webs u less otherwise shown. Connector piste ab :es ;are adith. m slams 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 tumrbr unless otherwise shown. For additional .Infon ation on Quality Control refer to AN51/TPI. 1-1995 PRECAUTIONARY NOTES 'Ali bracing and erection mconrriendations are Ito be followed In accordance with "Handling �hrstalfbrg & Bracing', H16-91. 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 M a straightand plumb pos- Won and for resisting lateral fares shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always irequired. Normal pre utlonary action for :trusses mgWtes such ternpormy bracing during Irstallaton between trusses to avoid toppling and do:ninoing The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses.. Professional advkx shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to tnrsses at any time. No bads other than the weight of the erectors shalt be applied to trusses until after all fastening and bracing 1, compiled. 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 £t Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&W in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-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 T 4-5-12 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 11, 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, 1= 1.00, Eep.Cat. B, Rzt= 1.0 Bld Type- Encl L- 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 1869# Support 2 1830# ..TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.17 4- 5 -20882 0.18 5- 6 -24952 0.21 6- 7 -24952 0.21 7- 8 -20881 0.18 8- 9 -20880 0.17 9-10 -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRED ..BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 ATY:4 __--- -- ===Joint Locations========_====== 1) 0 0s 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 -13 -1869 BOT PIN 39- 8- 0 4660 0 -1830 HOT H-ROLL 7-4-0 25-4-0 7-4-0 1 2 4 5 6 7 8 10 ll 6.00 _6 Face = 0-3-12 3.00 I 8X10 3X6 6X8 1OX10 8X10 5Xb T 0-6-6 4-2-6 Tp� 1 3.00 Face = 0-3-12 1 7-2-11 24-2-10 7-2-11 11 21 21 10 19 18 17 16 IS 4 13 2 4660f1 8.00" 1-0-0 4660# 8.00" 40.0-0 1-0-0 (R0.10-10) 1475 1475i! 10) EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 ►--- Martin a Systems 11YF\KNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACI NG WARNING: 4005 MARONDA WAY SRD, FL. 32771 Bracing ing ashown on this ra�not erection bracing. wind. tracing, portal bracing or similar bracing part of the building nit design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tress members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specllied locations determtned by the budding designer. Additional bracing of the overall structure may be tequned. (See HIB-91 of TPO. LICENSE #0050068 flYuss Plate institute. TPI. Is heated at 583 D'Onodho Drive, Madison, Wisconsin 537191. 1005 VANNESSA Dn.OVIEDOXI.32766 Design: Matrix Analysis JOB PA771: C.IIEE-LOKUOBSURLK Eng. Job: Dwg: Dsgur- TLY Chk: , Truss ID: A Date: 10-04-02 TC Live 16.0 psf DurFac - Lbf: 1.2=5 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 •09 8- HCS: 06.20.02 DESIGN INFORMATION Tits design is for an individual building component and has been based on Wormation provided by the client. The designer disclaim any responsibility for The its a result of faulty or incorrect Wormation' specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wormation as It may relate to a spe- cific project and accepts no responsibility or exercLun 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/771 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered ancWtect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checkedto be sure that the data shown are In agreement with the local building codes. local efhnatic records for wind or snow loads. project specifications m special applied bads. Utilss stwwn, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottoml are continu- ously braced by sheathing unless otherwise spedfied. Where bottom chords hi tension am not fully braced laterally by a properly applied rigid ceging, 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. unless otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing b in conformance with the fabricator's plans and to reallze a mnUnuing r ponslbWtyfor such veri- fkation.. Any discrepancies ate 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 Hiring wood to wood bearing Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shag be synod_ about the Joint uuniess otherwise shown. A 5x4 plate Is 5' wife x 4- king. A 6X8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web '.... members stag meet at the centroki of the webs ',.. unless otherwise shown. Connector plate styes are minimum alms based on the forces shown and may creed to be increased for certain hand- ling and/or erection stresses. 7hb truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Womation on Quality Control refer to ANSI/7PI 1-19M PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing Q Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid darnage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- Itton andfor resisting lateral forces shall be designed andinstalled by others. Careful hand- ling Is essential and erectionbracing is always. required. Normal preaautbna y action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoln& The supervision o(erectbn of trusses shall be ureter the control of persons experienced. In. the Installation of trusses. Professlonal advice shall be sought If needed. concentration of construction loads greater than the design loads shallnot be applied to trnssea at any time. No bads other than the weight or the erectors shall be applied to truss- until alter all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L=-0.49" D=-0.50" T=-0.99- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 9096 of web length 2x6 Brace required on any web over 14r-0". WndLod per ASCE 7-98, C&C, V= 125nph, H= 15.0 €t, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Eacl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 1upact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI 1- 2 -4073 0.62 2- 3 -5333 0.61 3- 4 -5387 0.51 4- 5 -5372 0.61 5- 6 -4072 0.64 --BC ... FORCE ... CSI 12-11 3664 0.76 11-10 3665 0.64 10- 9 5402 0.83 9- 8 3664 0.65 8- 7 3663 0.76 TI: B QTYA ====--= --===Joint Locations=============== 1) 0 0- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 61 -1004 B3T PIN 39- 8- 0 1366 0 -1026 BOT H-ROTS. PROVIDE UPLIFT comwrION PER SCBEDULE: Support 1 1004# Support 2 1026# 8-8-0 22-8-0 8-8-0 1 3 4 6 0000 6X8 Face = 0-3-12 3.00 0-8 P� 4X6 8X10 Avg 6 00 .13JC6 T 0-6-6 4-10-6 TT� 1 l 3.00 Face = 0-3-12 l 8-3-11 2240-10 8-3-11 1366# 8.00" 1 10 9 1-0-0 �e 40-0-0 1366# 8.00" 1-" (RO-10-10) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 10) (' RO-10-10) scale = 0.1595 WARIwIING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems )i A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: B I CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr 1.25 SANFORD, FL. 32771 Bracing Shaun on this drawing is noterection bracing, wind bracing, portal bracing or similar bracing which b a part of the budding design and which must be considered by the budding dstgner. Brae TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of illness members only to reduce buckling length. Provisions must be � BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the W building designer. Addltim bracing of the overall structure may be required. (See HIB-91 of Tn. BC Dead 10.0 psf l Design Criteria: TPI LICENSE #0050068 frruss plate institute. TM. Is. located at 583 D'Onofno Drive, Madison, Wb consin 53719). ,. Code Dese: FLA loos VANNESSA DttovlEoa.r-I-s27e6 TOTAL 33-0 psf I V• 9 -- 7 Design: Matrix Analysis JOB PATH- CATEE-LOKVOBSURLX HCS.- 08.20.02 9DESIGN INFORMATION Ilhis design Is for an individual building P=ponent and has been based on Information ed by the client- The desigtur disclaims prry responsibility for damages as a result of ',fauay or Incorrect Information. specifications p[td/or designs furnished to the truss designer Iby the client and the correctness or accuracy �f this Information as x may relate to a spe- efic project and accepts no responsibility or I �exerebes no control with regard to fabrics- tbn, handling, shipment and Installation of Ma This truss has beendesigned as an uai budding component In accordance wit! SI/7P1 I-r995 and. NDS-97 to be Incorporated part of the budding design by a Budding Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown in agreement with the local budding codes , Pctlmatb records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads, The design assumes 'icornpressbrr chords (top or bottom) an continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are ihmt fully braced laterally by a properly applied rigid ceding. they should be braced at a maxinturn spacing of for-0- o.c Connector 'plates shad 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 verily that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved. 8ation. Any discrepancies are to be put in writing before cutting or fabrication. plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut For tight fitting wood to wood bearing. Can.- pector plates shag be located on both faces of the toss with nails fully Imbedded and stud be sym. about the Joint unless otherwise shown A 5x4 plate la 5- wide x 4- long. A 6x8 plate Is 6' wide x 6' long. Slots (tholes) run parallel to the plate length specdled. Double cub 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 pnd. may need to be increased for certain hand- h ng and/or erection stresses. This truss is not to be fabricated with fire retardant treated kanbu unless otherwise shown. For additional Information on Quality Control refer to ANS1/lPl I-199s PRECAUTIONARY NOTES M bracing and erection recommendations are to be followed In accordance with "Handling Installing d Bracing', NIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid Umage. Temporary and pernsnent bracing for holding tresses In a straight and plumb pos- lion and for restating lateral forces shad be designed and installed by others. Careful hand- Ifng Is essential and erection bracing is always required. Normal precautionary action for trusses requltes such temporary bracing during Istadatbn between trusses to avoidtoppling and dominoing. The supervision of erection of trusses shall be under the control of persons mpetienced in the Installation of trusses. Professional advice shag be sought if needed :onantratfon of construction )ads grater Than the design bads shalt not be applied to trusses at b any time. No ads other than the Wight of the erectors shallbe applied to busses un111 after a0 fastening and bracing b completed. JB: ARLiNGTON K 3&4 AC: 10# UPLIFT TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION- T. 0.22" RMB - 1.15 T WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace tralat extend at least 90% of web length 2x6 Brace rehired on any web over 141-0". 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 W= 40.0 ft Truss in INr zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: C ATY:1 __--= - -== Joint Locations= ___ =====_=__ =_ 1)0 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -1008 BOT PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1008# Support 2 1030# Ilk 10-0-0 20-M 10:LN 1 3 5 00 6X8 8X10 6X8 -6 0000 SX6 T 5-6-6 066 Face = 0-3-12 3 00) 13 00 Face = 0.3-12 0-8 f'9 1 9-7-11 19*10 9-7-11 13 1 g 1366# 8.00" 1 6 13669 S.O�O.1� �� (RO-10-10) I ie 40-0-0 EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I 10) scale = 0.1595 Mai ondd S}/SteI11S WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: - Eng. Job: Dwg: Dsgur: TLY Chk: WO: ARLK Truss ID: C Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf Durfac - Lbr 1.26 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. pnnal bracing - simdar bracing which is a part of the building design and wtdch must be considered by the building designer. Bra "'g TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support ofruss tmembers only to reduce buckling length Provisions must be BC Live O.O psf O.C. Spacing: 24.0" 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 required. (See HlB-91 of TPI. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onofrlo Drive. Madison. Wiscomsln 537191. Code Desc: FLA 1005 VANNESSA DR.DVIED0.M32766 TOTAL 33.0 psf • 0 9.0 2- 67 0- 7S DelfBn: Mar& Analysis JOB PATH: CATEE-L0KV0BSVRLK firs: 09.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. ARLK TI: CI ATY:2 1 DESIGN INFORMATION I This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as a may relate to a spe- clfle project and accepts no responsibility or exercises fro control with regard to fabrics- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building. component in accordance with ANSVTPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. project specifiotioru 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 speci(led. Where bottom chords in tension are not fully braced Laterally by a properly applied rigid c ding. they should be braced at a '.. maximum spacing of la-0-ox. 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 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 aver knotholes. knots or distorted gam. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with halls 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- w1de rc a- king Skxs th.1-1 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 sties are minimum sizes based on the form shown ,and may treed 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 irdomhation con Quality Control tiler to ANSIfM 1-1995 PRECAUTIONARY NOTES AS bracing and erection recommendations are to be followed in accordance with 'Handling Installing a Brach'. H18-91. Trusses are to be handled with paRteular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracbrg for holding trusses in a straight and plumb pos- mot 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 bracing during installation between trusses to avoid toppling and donunomg. The superviskmr of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought V needed. Concentatiion of construction toads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses u.W after all fastening 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: 2x4 SP #3 2x4 SP #2 618 WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 B1d Type. Encl L- 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 MAX LIVE LOAD DEFLECTION: L/945 at JOINT # 5 L=-0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.51" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.25" RMB - 1.00 T MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 520# Support 2 511# .TC ... FORCE ... CSI 1- 2 -8922 0.47 2- 3 -10313 0.51 3- 4 -12330 0.13 4- 5 -14511 0.47 5- 6 -14509 0.43 6- 7 -9431 0.45 7- 8 -8183 0.42 2-PLYS REQUIRED ..BC... FORCE ... CST 16-15 7973 0.97 15-14 8166 0.95 14-13 9561 0.61 13-12 12493 0.91 12-11 8760 0.71 11-10 7500 0.89 10- 9 7311 0.89 _ =____= ====Joint Locations======__===== 1) 0- 0- 0 7) 34- 5-10 13) 13- 1- 8 2) 5- 6- 6 8) 40- 0- 0 14) 10- 3-11 3) 9-11- 0 9) 40- 0- 0 15) 5- 6- 6 4) 13- 1- 8 10) 34- 5-10 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 1- 0 12) 21- 1- 8 ------------ TOTAL DESIGN TOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2906 36 -520 HOT PIN 39- 8- 0 2689 0 -511 BOT H-ROLL 9-11-0 20-2-0 9-11-0 1 2 4 5 7 6.00 - 0 8X10 6X8 1OX10 8X10 Face = 0-h- :L 3 0013-10-8 al SX6 -ace = 0-3-12 r 0-8 P'9 9-7-11 19-4-10 1 9-7-11 1 15 14 13 12 2907# 8.00'r 1 10 9 2690/f 8.00" 40-0-0 CdM% A (24) 2X4 930# l 1934# EXCEPT L 1 0-0 (I RO-10-10) AS SHOWN PLLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 - WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C1 CONTRACTOR. BRACING WARNING: Dsgur: TLY CIA: Date: 10-04-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, M. 32771. Boeing 6hown con this drawing is not erection bracing, wind bracing, portal tracing or similar bracing which Is a part of the building design and which must be. considered by the building designer. Bracing shown is for lateral truss TC Dead BC Live 7.0 psf 0.0 DurFae -Pit: 1.25 O.C. Spacing: 24.0" g (407) 321-0064 Fax (407) 321-3913 support of members only to reduce buckilng length. provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bating of the over" structure may be required. (See HIB-9I of M. BC DeadPs 10. U f Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719)- Code Dese: FLA loos wA"EWA DRAV16DOX1.32766 I TOTAL 33.0 psf V: 5. 2- 79 - Design. Mdrnr Andfysts JOB PATH: C: iTEE LOKUOSSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. ' DESIGN INFORMATION This design is for an Individual building component and has been based on trdormation provided by the client. The designer dlsclalrm any responsibility for damages as a rank of faulty or Incorrect Inform lon, specifications and/or designs furnished to the truss designer j by the client and the correctness or accuracy of this Information as It may relate to a spe- c9k project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Indhidual building component in accordance wW ANSI/TPI I-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered archtted or professional engineer). When reviewed for approval by the building designer, the design knadbip shown must be checked to be sure thatthe data shown j are In agreement with the local building 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 compression chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension an :. not fully braced laterally by. a properly applied rigid ceiling, they should be braced at a maromum spacing of 10'-U- o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM 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 plans and to mallm a continuing mspomibility for such "d- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted. gain. Members simll be cut for tight filling wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and stall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x6 plate is 6' wick x 8" king. Slots (holes) run. parallel to the plate length specified. Double cuts on web members shag meet at the centmid of the webs unless Otherwise shown. Connector plate sites are mmimurn sizes based on the forces shown and may need to be increased for certain hand- gng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumbern unless otherwise show. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling tnstaling & Bracirg'. HIB-91. Trusses are to be handled withparticular ore during banding ndbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses . In a straight and plumb pos- Won. and for resisting lateral torn stag be designed and installed by others. Careful hand. ling Is essential and erection bracing Is always required. Normal precautionary action for '.. trusses requires such temporary bracing during '... Inslaldattan between trusses to avoid toppIlng and dordnoing. The supervision of erection of trusses shall be under the control of persons experienced In the twtallation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shall not be appliedto trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 989# Support 2 1028# MAX LIVE LOAD DEFLECTION: L/999 L--0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 6 0000 T 6-5-12 0-6-6 Face = 0-3-12 3.00 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC; V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.51 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 6X8 8X10 6YR TI: D 9TYA __======= ===Joint Locations=============== 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -989 BOT PIN 39- 8- 0 1366 0 -1028 HOT H-ROLL -6 5X6 6-2-6 0-6-6 T7� 1 I 3.00 Face = 0-3-12 080 I 10-11-11 16-8-10 1 13 1 loll-11 1366k 8.00" 11 1 9 g 1-0-0 1366# 8.0011 L (RO-10-10) Ilei 40-0-0 1-" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-IO-10) scale = 0.1595 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 cmfin bracing, wind bracing, portal bracing or similar bracfng wbkh la a part of the bugding design and which must be --fder d 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 f the werall strudun maybe required. (See HIB-91 of7Pil. (truss Plate Institute, TPI, la located at 583 D'Onofrio Drive, Madison, wisconsm 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: D Date:10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria. TPI Code Desc: FLA Design: Matrix Analysis 108 PATH: CATEE-LOKUOBSWRLK RCS: 0.41002 r DESIGN INFORMATION This design Is for an indNtdual bagdtng component and has been based. on Infomiatbn I provided by the client The designer disclaims any responsibility for damages as a nvmk of faulty or Incorrect Infor-altom sp-dicstbns and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as k may relate to a ape- clffc protect and accepts m responsibility or areecbes no control with regard to fabrica-tion. handling, shipment and Installation of muses. This truss has been designed as an. IndNldnal building component 1, accordance with ANSI/7P1 I-19% and NDS-97 to be Incorporated as part of the building design by a Budding Desigoer (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 arc in agreement with the local building codes, !. local climatic records for wind or snow loads, proled specII Ions or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes eompressbn chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced iaterally by a properly applied rigid ceding,. they should be. braced. at a maximum spacing of 10'-W o.c. Connector plates shad[ be manufactured from 20 gauge bot dipped g�'anhed steed meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verily that this drawing is In co nformamce with the fabricator's plans and to realize a eo tfnutng responsibility for such vcd. flmtlon. Any discrepancies am to be put in writing before cutting or fabrication. Plates shadnot 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 onboth fares of '.. the taus with nabs fully imbeddedand shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 8x8 plate is 6' wide x 8" long. slots tholesl run parallel to the plate length specified. Double cuts on web members shall meet at the centm fd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown '.. and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Aft bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Btacmg', 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 to a straight and plumb pos- ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always mequired. Normal precautionary action for trusses mqutm such temporary bracing during Installation between trusses to avoid toppling and dandnohng. The supervision of erection of trusses shaft be under the control of persons experienced. In the Installation of trusses. Professional advice shag be sought If needed. Concentration of comutrueuon bads Beater than the design bads shag not be applied to musses at any tt nee No loads other than the weight of the erectors shall be applied to i. trusses unlit after all fastcnfng and bracing Is completed. JB: ARLiNGTON K 3&4 AC.: 0# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 989# Support 2 1028# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 6 0000 T 6-5-12 0-6-6 Tp� ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be ff�zw"90.8"O acedunless noted otherwise. 7-98,CBC, V= 125mph, 1.00, Exp-Cat. B, Kzt= 1.0 = 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 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.51 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 6X8 Sxln ego Face = 0-h- L A-10-8 -� 0-8-0 14 13 112 11 1366# 8.001r 1-0-0 CCjY/ PLA ES (24) 2X4 40-" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 (Maronda Systems c 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marru Analysis TWAKl 11114j: 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 bmctng, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bmacing shown is for lateral support of truss members only to reduce bucking Length. Provisions must be 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-9I of TPIJ. ITruss Plate Institute, TPI, Is located at 583 VOndrb Dnve, Madison, Wisconsin 537191. QTY:1 ===__==_ =====Joint Locations===a=___ - 1) 0- 0- 0 6) 33- 9- 2 11) 20 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -989 BOT PIN 39- 8- 0 1366 0 -1028 BOT H-ROLL Q T 6-2-6 0-6-6 --i ace = 0--,12 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf --1 1 8 1366# 8.0001r 1 (RO-10-10) scale = 0.1595 Truss ID: D1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITEE-LOKUOBSURLK HCS: 08.M.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information providedby tx client The designer disclaims any responsibility for damages as a result of faulty or mcorecl Information. speciBntlons and/or designs furnished to the truss desfg- by the client and the correctness or accuracy of this information as It may relate to a. spe- cific project and accepts no responsibility - exercises no control with regard to fabn mca- I.. hand., shipment and installation of trusses. This truss has been designed as an Individual building componentin accordance writ ANSi/TPI 1.1995 and NDS-97 to be incorporated as partof the building design by a Building Designer (registered architect or professtonal englneed. When reviewed for approval by the i budding designer, the design loadings shown i most be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for windor snow bads, project specifications 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 braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a maximum spacing of IV-0" o.c. Connector plates stub be manufactured from 20 gauge hot dipped gaivantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawhtg to verify that this drawing is In conformance with the fabrtatofs plans and to magre a continuing responsibility for such vert- fiation.. Any discrepancies are to be put In wrong before cutting or fabrication. Plates shall not be installed over knotholes, kiwis or distorted gram[. Members shall be cut for tight letting 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" wife x 4" long A 6x8 plate is 6" wile x 8" long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the cent-ld 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- Ifng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guahty Control refer W ANSI/TPI I-1995 PRECAUTIONARY NOTES Alt bracing and erectionrecommendations are to be followed in accordance with "Handling Installing & Bracing', HM-91. Trusses are to be handled wmh 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- ition. and for restating lateral rotes shall be designed and Whiled by others. Careful hand- ling is essentlsl and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling alai do mining. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any time. No lands other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: ARLING ON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 W V. ARLK WE: MULTIPLE LOADS -- This design is the coaglosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, &zt= 1.0 Bld Type. Eacl L= 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 TC... FORCE...CSI .BC ... FORCE ... CSI 1- 2 -4002 0.54 14-13 3591 0.79 2- 3 -3689 0.51 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.52 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 TI: E QTYA ====-=========Joint Locations=======_===_==_ 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loa 0- 4- 0 1365 100 -988 BOT PIN 39- 8- 0 1365 0 -1027 BOT H-ROLL 12-8-0 14-8-0 k 12-8-0 1 2 q 6 6 0000 6X8 3X4 6X8 NXS Face = 0-3-12 3.00 i 13 00 Face = 0-3-12 0-8 08-0 12-3-11 1, 14-0-10 12-3-I1 1 13 11 1J366# 8.00" 1 9 8 1366# 8.001r (Ra10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I Ra10-10) scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 building design and which must be considered by the build" 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 deslgner. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. (Truss Plate institute. TPI. is located. at 583 D'Onoirto Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf Truss ID: E Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria; TPI Code Desc: FLA Design: Marra Andysis JOB PATH: C:ITEE-L0KU0BSI4RLK HCS. 08,20.02 JB: ARLINGTON K 3&4 Aye. ARLK WE: IDESIGN INFORMATION This design is for an individual building component andhas been based on Information � providedby the client. The designer disclaims i any responsibility for damages - a -.It of faulty or Incorrect Information. specification 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- cdk project and accepts no responsibility or exercises no control with regard to fabrka- tiara handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When revkwed for approval by the building designer, the design loadings shown ,must be checked to be sure that the data shown fare in agreement with the local building codes. local climatic records for wind car snmw loads. 3 project specifications or special applied loads. Vrd ss show", truss has not been designed for !storage or occupancy leads. The design assumes (compression chords (top or botloml are contlnu- 'ously braced by sheathing unless otherwise maxlrnum ect8ed.Wherebottom chords in teston aret fully braced laterally by a properly applied gid ailing, they should be braced at a spacing of HY-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES .Prior to fabrtcatlon. 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. .Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- -tor plates shall be located on both face 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 plate Is 6- wide x 8' long. Slots (holes) run parallel to the plate Length spectned. Double cuts an web members shall meet at the mntrold 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. am and/or erection stnsses. Tits truss is not to be fabricated with floe mb daot treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES %U bracing and erection recommendations, arc m be followed in accordance with "Handling nstalling & Bracing. HIB-91. Trusses are to x handled with particular care during banding and bundling, delivery and installation to avoid lamage. Temporary and permanent tracing or holding trusses In a straight and plumb pos- tton and for resisting lateral form shag be feigned and Installed by others. Careful hand- Ing is essential and erection bracing is always lNuired. Normal precautionary action for russes requires such temporary bracingduring tutallatbn between trusses to avoid toppling end dominoing The supervision of erection of russes shall be under the Control of persons %perlencei in the Installation of trusses. hmfesslooal advice shall be sought if needed. :oncentmtlon of construction pes ter eater hanthe design bads stall not be applied to memos at any " "' No loads other than the might of the erectors stall be applied to russes until after all fastening and bracing s completed. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 7-1-12 0-6-6 � T7 I Face 0-8 [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 ceugosite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125agih, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Typew Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -4002 0.54 14-13 3591 0.71 2- 3 -3689 0.51 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.52 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 Ti: El QTY:1 __- = - - -==Joint Locations======_____==== 1)0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ---MAX. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 100 -988 BOT PIN 39- 8- 0 1365 0 -1027 BOT H-ROLL 12-8-0 14-8-0 12-8-0 11 1 2 4 6 7 [_ 6.00 6 6X8 3X4 6X8 IWxa I 3.00 Face = 0-3-12 i 12-3-11 14-0-10 12-3-11 1 13 1 ft 1 9 s 1-0-0 40-0-0 8.00" 1366# 8.00" _ 40-0-0 CC0M9A (12) 2X4 10) EXCEPT EXCEPT AS SHOWN PLLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.1595 LKaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OROVIEDOXI-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 building design and whichmust be considered by the building designer. Bracing shown Is for lateml 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 butMing designer. Addltlonal bracing of the overall structure may be required. (See RIB -91 of TP0. (truss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: E1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Mdtnr Analysis JOB PATH: C: [TEE-LOWOBSURLK HCS. 08.20:02 JB: ARLINGTON K 3&4 AC: lam UPLIFT D.L. WO: ARLK WE: TI: F DESIGN INFORMATION design is for an individual building portent and has been based on bttonnation ed try the client. The designer disc)ainu 'kay responsibility for damages as a result of faulty or incorrect information, specNlcattons Ind/or designs furnished to the truss designer �y the client and the correctness or accuracy of this m(ormalbn as it may relate to a spe- �ff4c project and accepts no responsibility or xerebes no control with regard to fabrics - handling, shipment and installatlon of This truss has been designed as an l�t�dlvldual building component in accordance with �1N3t/fp1 1-1995 and NDS97 to be incorporated '}}ss part of the building design by a Building Jesigtrer (motered architect or professional pnglneerl. When reviewed for approval by the nulldmg des4Fjrer. the design loadings shown "rut be checked to be sure that the data shown ire in agreement with the local building codes. �pe�i..,aa,�(( be records (or wind or snow loads. w*ct specifications or special applied toads. Mess shown. truss bas not been designed for torage or occupancy loads. The design assumes pression chords (top or bottom) are conUnu- braced by sheathing unless otherwise ipecgted. Where bottom chords in tension are rot fully braced laterally by a property applied tigrd ceding. they shouldbe braced at a I oO.c. Connector bashpcdaero2O gauge hot pepped g&Wanized steel meeting ASTM A 653. vrade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verity that this drawing is in onfori once with the fabricator's pious and to !realize a continuing responsibility for such vert- Scation. Any discrepancies are to be put in ing before cutting car fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shag be cut For tight fitting wood to wood bearing. Con- nector plates shall be located inn both faces of idle inns with nabs fully Embedded and shag be her about the Joint unless otherwise shown. A 0x4 plate is 5- wide x 4- long. A 6x8 plate is W Wide x 9- long Slots thoks) run paradeto the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless zes otherwise shown. Connector plate si are minimum sizes basedon the forces shorn and may need to be increased for certain hand - Wig and/or erection. stresses. This truss is not :o be fabricated with flee retardant treated lumber unless otherwise shown. For additional ldormaUon on Quality Control refer to ANSI/TPl t-1995 PRECAUTIONARY NOTES 111 bracing and erection recommendations are o be followed In accordance with'Handgng aaWng @ Bracing'. HIB-91. Trusses are to n handled withparticular care during banding and bundlin& delivery and installation to avoid ianvge. Temporary and permanent bndog or holding trusses in a siraigtht and plumb poe- tlon and for resisting lateralforces shag be lesigned and Installed by others. Careful hand. Ing Is essential and erection bracing Is always. equlued. Normal pnsautlonary action for susses requires such temporary bracing during 1lstallatlon between trttsses to avoid topphng uud dominoing. The supervision of erection of ruaxs shagbe under the control of persons ulperienced in. the Installation of trusses. rrofessbnal advice shallbe sought if needed. :oncentratlon of construction bads greater Iran the design bads shall not be applied to cusses at any time. No loads other than the veight of the erectors shag be applied to r sses until after all fastening and bracing s completed. TOP CHORDS: 2x6 SP #2 HOT 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 1020 MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" Me - 1.15 MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI ..BC...FORCE ... CSI 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 =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 BOT PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL 14-0-0 12-0-0 14-0-0 1 2 4 6 7 6 0000 -6 00 6X8 3X4 6X8 JAO Face = 0-3-12 3.00 11 3 00 Face = 0-3-12 0-8-0 _1 1 �� 1 1 0-8-0 �-- 13-7-11 11-4-10 13-7-11 11 13 11 1 9 8 8.00" 1366/N 8.00" �1366# (Res- 110-10) 1 r 40-0-0 EXCEPT AS SI10WN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 (RO-lo-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK MslCOittld S�/Ste1115 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D : I Truss u s ID0F04-02 CONTRACTOR. BRACING WARNING: Dg TLY Chk: TC Live 16.o psf DufFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracng TC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing Is for lateral truss BC Live 0.0 f O.C. Spacing: : 24.0° Spv (407} 321.00G4 Fax (407) 321-3913 shovm support of members to redo« buckling length. Pero «r1Y g film. Provisions must b< made to anchor lateralbracing atends and specified bca.ttons determined by the building designer. $C Dead 10.0 ps f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See 1118-91 of TPO. ..1 Code Desc: FLA LICENSE #0050068 Muss Plate institute. TPL is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). loos VANNFssA DP-MEDO.FL327ss TOTAL 33.0 psf V: .05 2- 6 - 71 Design: Matrix Armlysis JOB PATH: C:ITEE-LOKVOBSURLK HCS: 08.20.02 DESIGN INFORMATION nib design is for an Individual building component and has been based on Information provided by the client. The deslgnu discfatms any responsibility for damages as a result of faulty or Incorrect Idor iatton., specifications and/or designs furdshed to the trussdesigner by the client and. the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exerclses mo control with. regard to fabrio- tbn, handling, shipment and Installation of trusses. This truss has been designed - 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 Destgner (registered architect or professional engbneed. When reviewed for approval by the building designer, the design loadings shown must be chucked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. Tire design assumes compression chords (top or bottorn) 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 IO'-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized sleet meeting ASfM 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 cordormance with the fabricator's plans and to realize a continuing responsibility for such. ven- Ikation. Any discrepancies are to be put In writing before cutting - fabrication. Plates shall not be Installed rn-er knothoks. 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 toss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5a4 plate is 5' wide x 4' long. A 6X8 plate is 6' wide x 8' long Slots (holes{ run parallel to the plate length spec8kd.. Double cuts onweb members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sizes are minimum si- based on the forces shown and may need to be Increased for certain hand- ing 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 ANSIM 1-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing b 8-Ing'. HIS-91. Trusses sre to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses In a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppling and dominoing. The supervision of erection of trusses stall be under the control of persons experienced In the Installation of trusses. Professional advice stud. be sought If "ceded. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT U.i.. TOP CHORDS[ 2x6 SP #2 BOT 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" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 7-9-12 0-6-6 Tr� I ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzte 1.0 Bld Type= Encl L= 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 ..TC... FORCE ... CSI ..BC ... FORCE...CSI 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 TI: F 1 - QTY:1 ==___=_ _=====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 BOT PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL 14-0-0 12-0-0 14-0-0 1 2 4 6 6 0000 6X8 3X4 6X8 Face = 0-2 0-8 6.00 INA3 3.00 Face = 0-3-12 08-0 13-7-11 11-4-10 11 147-11 11 13 h 11 fo 9 181 136" 8.00" 1366X 8.001t CCf�L 0 0 4"-0 �1 0-0 A S (12) 2X4 (R-0-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda systems L 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DMOVIEDO.FL5276 Design: Matrix Analysis r11HKNINU: 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 noterection bracing. wind bracing portal brachng or shnilar bracing which is a part of the building design andwhich must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. P-istons must be made to anchor lateral bracing at ends and spec8kd locations determined by the building designer. Additional bracing of the overall structure may be required, (See HI13-91 of TPp. frrVSa Plate Institute. TPI, is located at 5&,9 D'Onofrio Drive. Madison, Wisconsin 53714. 108 PATH: 07EE-LOKVOBSIARLK Eng. Job: Dwg: Dsgur: TLY Chk: WO: ARLK Truss ID: F1 Date: 10-04-02 TC Live 1.6.0 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 HCS: 08.20.02 DESIGN INFORMATION nib design Is for an individual budding :umponentand has been based on information xvv ded by the client. The designer disciatms my responsibWty far damages as a result of auky or Incorrect Information, spectf catkins and/or designs furnished to the truss designer ry the client and the enrrectness or accuracy if this information as It may relate to a spe- :me project and accepts no responsibility or xemtses no rnntrot with regard to fabrtra- bn. handling. shipment and Installation of russes. This truss has been designed as an ndNldual budding component in accordance with WSI/TPI 1-1995 and NDS-97 to be Incorporated s part of the building design by a Building. )esigner (registered architect or professional smgmeerf. When reviewed for approval by the xnMtng designer. the design loadings shown oust be checked to be sure that the datashown me In agreement with the local budding codes. ocal climatic records for wind or snow loads, miject specifications or special applied loads. inters shown, truss has not beendesigned. for "rage or occupancy bads. The design assumes xanpresskm chords (top or bottom) are conttnu- naly braced by sheathing unless otherwise .pelf ed. Where bottom chords In tension are tot fully braced laterally by a property applied igid ceding, they should be braced ata maximum spacing of la-0" o.c Connector elates shall be manufactured from 20 gauge hot Upped galvanized steel meeting ASTM. A 653. ;made 40. unless otherwise shown. =ABRICATION NOTES "or to fabrication. the fabricator shall revlew his drawing to verify that this drawing Is In arifonrance with the fabricators plans and to ealke a comtlouing responsibility for such verl- Ication. Any discrepancies are to be put In atting before cutting or fabrication. 'fates shagnot be Installed over knotholes. mots or distorted grain. Members shag be cut or tight (ring wood to wood tearing. Con- nector plates stag be located on both faces of he truss with nabs fully Imbedded and shall be ym. about the joint unless otherwise shown. A ix4 plate Is 5- wide X 4' tong A 6X8 plate is 6' Me x 8' ". Slots (holes) run parallel to he plate length specified. Double cuts on web nembers shall meet at the centroki of the webs muss otherwise shown. Connector plate sizes re minimum stzes based on the forces shown nd may need to be. Increased for certain hand- ing and/or erection stresses. This truss Is not o be fabrtested with fire retardant treated amber unless otherwise shown. For additional ,formation. on Quality Control refer to ANSI/TPI 1-1995 "RECAUTIONARY NOTES .9 bracing and erectlnmcormnendations are o be followed in accordance with 'Handling astaging & Bracing". HIB-91. Trusses are to e handled with particular care during banding rid bundling, deatvery and Installation to avoid 'Amage. Temporary and permanent bracing or holding trusses In a straight and phanb pos- ton and for resisting latest formes shag be -fp.d and Installed by others. Careful hand- ng la essential anderection bracing is always equlred. Normal precautionary actionfor nisei requires such tTmporary tracing during istallation between busses to avoid toppling nd daninoing The supervision of erection of messes stag be under the control of persons xperlenced in the installation of tosses. Tufessional advice shag be sought if needed. :oncentratIon of mrutruction loads greater han the design bads shall not be applied to russes at any time. No loads other than the might of the erector shag be applied to cusses until after all fastening and bracing n completed. JB: ARUNGTON K 3&4 AC: 10* u?UFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 986# Support 2 1025# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T--0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 8-5-12 0-6-6 WO: ARLK ' WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L= 58.0 €t W= 40.0 ft Truss in INT zone, TCDL- 4.2 paf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -4046 0.57 12-11 3638 0.79 2- 3 -3417 0.51 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 TI: G 61TY:I __ __========Joint Locations =====s:na= 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 106 -986 BOT PIN 39- 8- 0 1365 0 -1025 BOT H-ROLL 154-0 94-0 k 15-4-0 1 2 14 5 6�00 6X8 6X8 Q Jnu Face = 0-3-12 3.00 1 � 3 00 Face = 0-3-12 0-8 14-11-11 8-8-10 14-11-11 11 11 1 8 1366# 8.00" 1366X 8.00" ��40-0-0 (R0 10-10) I 40-0 0 �1-0_-0_ EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 i" halo-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Mdrondd svysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Braclg shown on this drawing Is not erection bracing, wind bracinw, portal bracing or similar bracing which Is a fart of the building design and which most be considered by the budding designer. Bracing is for lateral TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.On (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. provisions must be psf `rY g TOMAS PONCE P.E. AAddditionato lnbhraciLateral a me bracingat strucctture blued locations determined by the budding designer. g Y required. I.See HIB-9I of TPg. BC Dead 10.0 f � Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719) �.f �s Code Dese: FLA 1005 VANNFssA DR.OViEt OX1..327a6 TOTAL 33.0 Psi 05.02- 67 - 8 Design: Marra Analysis JOB PATH: C:ITEE-LOKVOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual bulking 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 Information as It may relate to a spe- cltic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This teas has been designed as an individual building component in accordance with ANSI/TPi 1-19% 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 designer. the design loadings shown must be checked to be sure that the data shown arc in ageement with the local building codes. local clfmattc records for wind or snow bads. project specifications or special applied bads. Unless showntruss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu ously braced by sheathing unless otherwise speckled. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding they should be braced at a maxhmmn spacing of tor-0' oe 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 1 Uns drawing to verify that this drawing Is In j conformance with the fabricators plans and to realize a continuing responsibility for such vert- ficatfon. Any discrepancies are to be put in writingbefore 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- .', nectar plates shall be located on both faces of ',. the truss with nails fully imbedded and shall be I... sync about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4. 1014. A 6.8 plate is 6- wide x 6' long. Slots (boles) run parallel to the plate length specifed.. Double cuts our web members shall meet at the eentmld of the webs unless otherwise shown. Connector plate sins ate -lot.= sties based on the tortes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown_ For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedIn accordance with -Handling Installing dr Bracing'. WO-9 1. Trusses are to be handled with particular cue during bending and hurdling.. delivery and Instaliattwr to avoid damage. Temporary aridpermanent bracing for holding trusses let a straight and plumb pos- ' Itionn and far resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always nslulred. Normalprecautionary action for trusses requires such temporary bracing during installation between trusses to avoid topplin and dominobng. The supervision of erection of tresses shag be under the control of persona experienced in the installation of trusses. Pmfessbrtal advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No bads other than the we[& of the erectors shall be applied to trusses until after all fastening and bracing is completed. SOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 986# Support 2 1025# MAX LIVE LOAD DEFLECTION- L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All C WRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CBC, V= 1251tph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 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 TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.57 12-11 3638 0.79 2- 3 -3417 0.51 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 TI: GI QTY: ====--�= =====Joint Locations=====_><________ 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-3.2 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 106 -986 BOT PIN 39- 8- 0 1365 0 -1025 BOT H-ROLL _ 5 1 06 0 -6.00--1 Face = 04tr- 13-1 j 10 I >� as JXIS 8-2-6 0-6-6 -k- I t 3.00 Face = 0-3-12 1411-11 8-8-10 14-11-11 1 1366k 8.00" 11 8 1 0-0 1366# 8.001r CCf�) A ES (12) 2X4 40-0-0 � -0 1IRO-1010-10)-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`°g. Truss ID: G1 CONTRACTOR. Dsgur: TLY Chk: Date: 10-04-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not. erection bracing, wind bracing. portal bracing or stradsr bracing which is a part of the budding design and which most be TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 considered by the building dcsrgner. Be ing shown is for lateral support of truss members only to reduce buckling. length. Pr-t ions must be - made to anchor Lateral bracing at. ends and locations BC live ox psf O.C. Spacing: 24.0" TOMAS PONCE P.E. LICENSE #0050068 specified determined try tax building designer. Additional bracing of the overall structure may be (See HiB 91 <Tull. (truss Plate Institute. T PI, is located at 563 D`Onofrio BC Dead 10.0 psf Design Criteria:. TPI g loos VANNessA DovtEDo327es in .st Drive. Madison. wis ansin 53719). TOTAL 33.0 Code D$C: FL e Design: Mmrir Analysis JOB PATH: C:ITEE-L0KU0BSURLK psf V_ 0$ - 68A 81 NCS: 0&20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications i and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as 8 may relate to a spe-cific Projectand accepts no responsibility or i exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an j Individual building component to accordance with j ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional enginmrl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. 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 continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied. rigid ceiling. they should be braced at a maximum spacing of 10'-W o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanimd 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 fabricators plans and to realize a continuing responslbWty for such verf- Ocation. Any discrepancies arc 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 hearing. Con - rector plates shall be located on both faces of the truss with mils 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 (holes( run parallel to the plate Length specified. Double cuts on web -members shalt meet at the centrobd 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 Is not to be fabricated with fire retardant treated dumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling Installing & Bracing". HIB-91. Trusses arc to be handled with Particular care during banding and trundling. delivery and installation to avoid '.. d-m- Temporary and permanent bracing for holding trusses in a straight and plumb pos- 113- and for resisting lateral forces shall be designed and tnstatied 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 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 bads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing I. completed. JIB: AKLINc:iIVN K 3&4 AC: 10# UPLIH D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the ccimposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION:. T= 0.21" RMB = 1.15 Face = 0-3-12 0-8 0 3.00 I 1366# 8.0011 1-0-0 (RO-10-10) 1 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 1005 VANNFSSA DROVIEDOSI-32766 Design: Manx Analysis WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 58.0 €t W= 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 ... CSI 1- 2 -4060 0.57 12-11 3655 0.79 2- 3 -3246 0.53 11-10 3672 0.66 3- 4 -2899 0.37 10- 9 2899 0.45 4- 5 -3246 0.54 9- 8 3671 0.66 5- 6 -4059 0.59 8- 7 3654 0.79 6X8 6X8 40-0-0 TESTED PER ANSUTPI 1-1995 TI: H _=__ =__ ===Jon=__ oint Locatis=======_=== 1) Os 0= 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1366 73 -976 BOT PINS 39- 8- 0 1365 0 -1014 SOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1014# 5X5 8-10-6 0-66-6 -A- T- 13.00 Face = 0-3-12 080 1 7 1366# 8.0011 (RO-10-10) scale = 0.1595 MINN: READ ALL NOTES ON THIS SHEET. Eng. Job: L A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. Dsgnr: TLY CU: Date: 10-04-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 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. Brach g TC Dead 7.0 psf DurFae - Pit: 1.25 shown Is for lateral support a truss members only to reduce buckling length. Pmvislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live 0.0 psf O.C. Spacing: 24.0" Additional bracing of the overall structure may be required. (See lfI8-91 of TPI). (Truss Plate Institute. TPI, located at 583 D'Onofric Drive. Madison. Wisconsin 537 [9). BC Dead 10.0 pSf Deal n Criteria: TPI Code Code Dese: FLAB TOTAL 33.0 psf V: 9. - 6 - 8' JOB PATH: C:ITEE-iAKU08SIARLK HCS: 08.20.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The destgner disclaims arty rmponsltidity for damages as a mutt of fanny or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It. may relate to a spe- cific project and accepts no responsibility or exerelses on control with regard to fabriea- it-. handling, shipment and installation of trusses. This truss has been designed as an y individual building component in accordance with ANSi/'IPI 1-19%and NDS-97 to be Incorporated as pant of the building design by a Building Designer (registered architect or professional engine i. When reviewed for approval by the building designer, the design loadings shown j must be checked to be sure that the data shown arc in agmement with the Yawl building coda. I climatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for j storage or occupancy (cods. The design assumes compression chords (top or bottom) am conUnu- ously braced 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 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. )I FABRICATION NOTES Prior to fabrication, the fabricator shall review ` this drawing to verify, that this drawing is In conformance with the fabricators plans and to rcaltze a continuing responsibility for such vert- fl ation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall no be installed over knotholes. knots or distorted grant Members shall be cut for tight filling wood. to wood bearing: Con- nector plates shall be located on both faces of the truss with malls fully imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate is 5- wide x 4- king. A 6x8 plate is 6' wide x 8" long. Slots (holed run parallel to the plate length specified. Double cuts on web members shag meet at the eentroid of the -bs unless otherwise shown. Connector plate stem are mmhnum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations arc to be followed In accordance with "Handling fostalung & Bracing'. HIB-91. Tlussm are to be Candled with Particular ore during banding and bundYr.& delivery and mstatleu- to avoid damage. Temporary and permanent bracing for holding trusses In a. straightand plumb Poe - glen and for resisting lateral forces shall be designed and totalled by others. Careful ha id- ling is essential and erection bracing Is always required. Nomad precautionary action for misses mvilim such temporary bracing durtng Installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice stag be sought if needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any thne. No bads other than the weight of (tic erectors shag be applied to trusses until after all fastening and bracing is completed. Jb: ARLIM:iION K 38t4 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D=-0.29" T=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tie 0.21" RMB = 1.15 9-6-4 0-6-6 TT� 1 Face = 0-3-12 0-8-0 0 3.00 I 1366# 8.00" 1-0 U (RO-10-10) I 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. LFCFNSE #0050068 Design. Mmrir Analysis WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shoran. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace nest extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Imgpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4063 0.57 12-11 3659 0.78 2- 3 -3143 0.54 11-10 3673 0.66 3- 4 -2826 0.36 10- 9 2825 0.41 4- 5 -3143 0.54 9- 8 3672 0.66 5- 6 -4062 0.59 8- 7 3658 0.78 L 5-2-0 -I, 6X8 6X8 40-0-0 TESTED PER ANSI/TPi 1-1995 1►U/HKININIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing is not erection bracing, wind bracing, portal bracing or similar brachig which is a part of the building design and which must be considered by the buildug 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 HEB-9l of TP71. (Truss Plate institute. TPI. is looted. at 583 D"Onohio Drive. Madison. Wisconsin 53719). JOB PA771: CATEE-LOKVOBSURLK TI: ____<= -__= -===Joint Locations===_____�____�_ 1)0- 0- 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ----MAX. REACTIONS PER SHARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1366 73 -968 BOT PINS 39- 8- 0 1366 0 -1007 BOT A -ROLL, PROVIDE UPLIFT CONNEMON PER SCHEDULE: Support 1 968# Support 2 1007# L3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psi BC Dead 10.0 psf TOTAL 33.0 usf SX8 9-2-14 0-66-6 I Face = 0-3-12 080 1366N 8.00" 10-0 (RO-10-10) scale = 0.1595 Truss ID: I Date: 10-04-02 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA RCS: 08.20.02 its: AKLI v -HUN K 3&4 AC: 10# UPUFT D.L. DESIGN INFORMATION This design Is for an Individual building component andhas been based on information provided by the client The designer disclaims any responsibility for damages as a result a( faulty w incorrect information, specifications ..and/or designs furnished to the truss designer by the client and the correctness w accuracy p of this Information as R may relate to a spe- n dole p qed and accepts no responsibiLty w I exaclxs no control with regard to fabri a- ( tbn. handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the buodbigdesignby a Building Designee (.registered architect or professional engbnced. 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. local climatic records for wind or snow loads. project specifications or special applied loads. finless shown, truss 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 sperm. Where bottom chords (n tension are notfully 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 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 fabricators plans and to realize a continuing responsibility far such verl- fteatton. Any discrepancies are to be put In wilting before cutting or fabrication, Mates shall not be btstalled over knotholes. knots or distorted grail- Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located m bath faces of the truss with Md. fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5- wide x 4' )on& A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate kngth specNed. Double cuts on web members shall meet at the centrold of the webs uunkss otherwise shown. Connedw plate sizes are mbWnum slims based on the forces shown andmay need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection re-commendatbm are to be followed in accordance with -Handling Installing & Bracing". HIB-91. Trusses ate to be handled with particular care during banding and t ura tang, delivery and tnstaoau— to avoid damage. Temporary and petnumentbracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by *then. Careful hand- ling Is essential and erection bracing Is at" requbed. Normal precautionary action nor tnisses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experlenced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of constructlon bads greater than the design bads shall not be applied to trusses at any time. No bads other than the wselghtof the erectors shall be applied to trusses unto after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION[ T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION:. T= 0.03" RMB = 1.00 4-5-15 0-6-6 1 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of Naltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC...FORCE...CSI 1- 2 -792 0.37 7- 6 649 0.26 2- 3 -1539 0.48 6- 5 639 0.41 5- 4 1319 0.50 TI: J ==- - == Joint Locations= =========__ 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14 4- 0 Concentrated LBS Location BC Vert L+D -930 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL, 6.00 0 4X6 L^`' 2X4 6X8 620# 8.00" " L 1-1-9 _L I (R14-7) 14-4-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANS11TPI 1-1995 (!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Morris Analysis VYRKININU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown ors this drawing Is not erection bracing, wind b acing; portal !racing or smrllar bmc(ng which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of trussmembers 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 1110-91 of TPI). frees Plate institute, TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisomsi n 53719). JOB PATH: C:{IPE-LOKUOBSIABLK Eng. Job: Dwg: Dsgur: TLY Chk: TC live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4-2-6 o-s-6 —13008# 3.62" 930# ' scale = 0.4333 Truss ID: J Date: 10-04-02 DurFac - Lbr•. 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05,02- 6804- & NCS: 08:M.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: DESIGN INFORMATION This design is for an Individual budding component and has been basedon information provided by the client. The designer disclaims any —p—lability Poe damages as a result of faulty or incorrect. Information. specmcatlons 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 projed and accepts no responsibility or exercises no control with regard to fabrtra- tlon, handing.. shipment and Installation of trusses. This truss has been deslgned 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 Build" Designer (registered archlted or professional enghmeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local budding codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not beendesigned 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 arc not fully braced fat —By by . properly applied rigid -aing, they should be braced at a maximum spacing of 10'-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 fabricator shall review this drawing to verify that this drawing is In. conformance with the fabricator z plans and to reallm a continuing respomWibly for such verb- fkation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall i not be sta led over knotholes, knots or distorted grain. Members shall be cut for tight fitting woof to wood bearing. Con. nector plates shall be located on loth face of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wile x 4" tong. A 6x8 plate is 6- wide x 8" tong. Slots (holes) run paratlel to the plate length specified. Double cuts on web members shall meet at the centroid of tine webs unless otherwise shown. Connector plate sires are minimum sizes bas ed on the force shown and may need to be Increased for certain hand - Ling and/or emcibn stresses. This truss Is not to be fabricated with fire retardant treated tmrrber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendatloms 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 pm- ltion and for misting lateral forces shall be designed and Installed by others. Careful hand- ling Is essenttai and erection bracing Is always required. Normal precautionary action for trusses requies such temporary bracing during Installation between trusses to avoid topping and domdnoing. The supervision of erection of trusses shall be under the control of persons experienced In the tnStatfatinl of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design load. shall not be applied to trusses at, any time. No bads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 458# Support 2 413# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 4-5-15 0-6-6 7- MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -571 0.22 8- 7 477 0.21 2- 3 -431 0.19 7- 6 -327 0.18 3- 4 448 0.20 4- 5 27 0.13 TI: K 9TY:2 == _=__=====Joint Locations======__======= 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 31 7- 4- 0 6) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 42 -458 BOT PIN 12-10-12 422 0 -413 BOT H-ROLL 74-0 5-8-0 1 2 4 6 0000 -0 00 4X6 4-2-6 T 1-4-6 13X4 M 13-0-0 8 7 487# 8.00" 1-1-9 4231E 2.50" ( I (R1-1-7) EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 13-0-0 VVPkKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erectionbracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. smang showit. is for lateral support of truss members only to reduce bucking 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-91 of TPII. Rrntss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgiw: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL, 33.0 scale = 0.4674 Truss ID: K Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Deign: Matrix Analysis JOB PATH: C:1TEE-L0KV0BA4RLK fits: 09.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. Thb truss has been designed as an individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the datashown are in agreement with the local building codes, kxal climst c records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Conncctor Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is in conformance with the fabricatoe3 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 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 6.8 plate b 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss [anot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing', HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avail damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resoling 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 bracing during Installation between trusses to avoid toppling Ind dominoing. The supervision of erection of :tosses shall be under the control of persons experienced in the Installation of trusses. 7rofeasbnal advice shall be sought if needed. ::onncentntlon of construction loads greater .hart the design loads shall not be applied to susses at any time. No loads other than the -fight of the erectors shall be applied to pusses until after all fastening and bracing s completed. JO. AKLINt—iIUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-5-15 0-6-6 4 1 WO: ARLK 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. WndLod per ASCE 7-98, C&C, V- 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -566 0.17 7- 6 -483 0.21 2- 3 -432 0.18 6- 5 0 0.17 3- 4 -359 0.30 TI: L ATY:1 =======_:a ===Joint Locations==============- 1) 0- 0 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 172 -406 BOT PIN 12-10-12 422 0 -346 BOT H-ROLL 4X6 IVA 'Aa 2X4 487# 8.00" ° (. 1-1-9 _L (K1-1-7) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAR NIN : READ ALL NOTES ON THIS SHEET. Eng. Job: MldrOnda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`9g- CONTRACTOR. Dsgur: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral TC Dead 7.0 psf TOMAS PONCE P.E. support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by One building designer. BC Live 0.0 psf LICENSE #0050068 Additional bracing of the overall structure may be required. (see HIB-91 of TPU. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. BC Dead to.o psf 1005 VANNESSA OROVIEDO.Ft-32766 TOTAL 33.0 psf Design: Mduiz Analysis JOB PATH: C: p_EE-L0KU0BSL4RLK 4-2-6 423f1 2.50" scale = 0.4674 Truss ID: L Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria:TPI Code Desc: FLA HCS: 08.20.02 iDESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclabus any responsibility for damages as a result of faulty or incamectinformation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infomration as It may relate to a spe- cUfe protect and accepts no responsibility or exerctsw no control with regard to fabrica- tlon, handling. shipment and installation of nnoses. Thy truss has been designed as an ludlAdual budding component inaccordance with ANSI/TPI 1-19M and NDS-97 to be incorporated pan of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for appm,-Ai by the budding designer, the design loadings shown most be checked to be sure that floe data shown are In agreement with the local building codes, local cibrratic records for wind or snow loads. prc"d specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy toads. 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 ceiling. they should be braced at a maxlmom 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 shag review this drawing to verify that this drawing rs to confonnarrce with the fabricator's plans and to reallm a continuing responsibility for such ve t- fkatfon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss withnails 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 (hole[ run parallel to the plate length specified. Doubk cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sues are ud"In tmn sizes based on the forces shown and may need to be increased for certain hand- . gag and/or ereclien stresse. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown, For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recotrunendafbns are to be followedIn accordance with -Handling Imudli ng & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and instagatlan to a,old damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral form shall be dtsigried and installed by others. Careful hand- ling Is essential and erection bracing is always required_ Normal precautionary action for trusses requires such temporary bracing during Installation between es trussto avoid toppbng and dominoing The supervision detection of trusses shag be under the control of persons experienced In the installation of trusses. Professional advice shag be sought U needed. Concentration of construction bads greater than the designbads shag not be applied to louses 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. Jb: AKL1Nt31UN :: 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 13, 0" span framed to BC one face Or 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 382# Support 2 417# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 3-0-0 4 930k 3.50" WO: AKLK WE. U.- Plate(s) OFFSET from joint center. The Joint Detail Report waist be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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= 40.0 ft W= 8.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI JB ... FORCE ... CSI 1- 2 -761 0.04 8- 7 -9 0.39 2- 3 -734 0.06 7- 6 41 0.76 3- 4 0 0.03 6- 5 0 0.70 It: Ll = _==== _ ==Joint Locations===_==_=__=_ 1)00 0 4) 8-10- 8 7) 1- 4-14 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 3) 7- 2-12 6) 7- 2-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8-10- 8 BC Vert L+D -186 0- 0- 0 -186 8-10- 8 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 930 9 -382 BOT PIN 8- 8-12 930 0 -417 HOT H-ROLL 6X12 cvc 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marru Awlysis II:HKMIMU: 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. portalbracing or similar bracing which is a past of the budding 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 made to anchor lateral bracing at ends and specified locationsdetermined by the budding designer. Addition[ bracing of the overall structure may be required. (.See HIB-91 of Tpll. almss Plate institute. TPI. is located at 583 UOnoftio Drive. Madison. Wisconsin 537191. 3XG Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead BC Live BC Dead TOTAL 3-0-0 1-6-0 I 5 930# 3.50" scale = 0.7000 Cnk: Truss ID: Ll Date:10-04-02 16.0 psf DurFac - ER 1.25 7.0 psf DurFac -Pit: 1.25 ox psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPi Code Desc: FIA 33.0 psf V-04.05 n9- Agn7- n- JOB PATH: C:ITEE-LOKUOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC. - 0# UPLIFT D.L DESIGN INFORMATION This design Is for an individual building component and has been based m information provided by the client The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Infornation.. specl8cauons and/or designs furnished to the truss designer by the client and the correctness or accuracy 1 of this Information as It may relate to a spe- ct is project and accepts no responsibility or I exerclses no control with regard to fabrka- lbn, 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 budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes connpressbn 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 rlgld ceding, they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot TM dipped galvanized steel meeting ASA 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ven- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knolhotes, 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 nabs fully Imbedded and shall be sym. about the joint urdess otherwise shown. A 5x4 plate Is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (holal run parallel to the plate length specified. Double cuts on web members shall meet at the centro(d of the webs unless otherwise shown. Connector plate sizes i. are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Ls not to be fabricated with fire retardant treated s lumber unless otherwise shown. For additional Infomnatbn on Quality Control refer to ANSI/TPf 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with "Handling hnstalltng & Bracing'. HI8-91. Trusses arc 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 restating lateral forces shall be designed and installed by others. Careful hand- IlM is essential and erection bracing Is always required. Normal precautionary action for trusses tequtres such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads 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 Is completed. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D 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- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 750# Support 2 750# MAX LIVE LOAD DEFLECTION: L/715 at JOINT # 3 L--0.14" D=-0.14" T=4.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" WO: WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 0" span framed to TC one face 81 0" span framed to TC opposite face WndLod per ASCE 7-98, MWFRS/C&C, V= 125mph, R. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 0.0 ft W= 8.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req "-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 280 0.59 6- 5 0 0.97 2- 3 0 0.31 5- 4 0 0.97 RMB - 1.00 2-PLYS REQUIRED 3-0-0 TI: L2 ATY:2 --=====-======Joint Locations----======----- 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1934 0 -750 BOT PINS 8- 8-12 1934 0 -750 SOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide ade uate drainage to prevent ponding- (0.25 in-/ft- min, slope to drain). Truss must be marked to Prevent UPSIDE DOWN erection. SX6 __- J�� 5X6 1934# 8.00" B-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: MafrLi Analysis 1IVAKNINU: 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 bulldog 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-. frruss Plate Institute. TPI. Is located at 583 D'Oneftio Drive, Madison. Wtamnsm 53719). JOB PATH: C:ITE6-L0KU0BSLMK 3-0-0 2-0-0 I 4 1934# 3.50" scale = 0.7000 Eng. Job: WO: ARLK Dwg: Truss ID: L2 Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf _ _ ! HCS: 08.20.02 DESIGN INFORMATION This design is for an IndtvduW 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 Information as d may relate to a spe- df1c project and accepts no responsibility, or exercises no control with regard to fabrfca. tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance wui ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sumthat the data shown are In agreement with the local building codes. bar climatic records for wind or snow loads. project specifrations or special applied ids. Unless shown., truss has not not been designed for storage or occupancy bads. The design assumes compresslon chords (top or bottoml are continu- ously (raced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid -fling. they should be braced at a maximum spacing of IO'-(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. (he fabricator shag review this drawing to verify that this drawing is in cordormance with the fabricator's plans and to resit- a—Unutng responsibilty, for such v t- fkation. Any discrepancies are to be put in wilting before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted graln. Members shall be cut for tight fitting wood to wood hearing. Con- for plates shall be bated ort both faces of the truss with nails fully h»bedded and shaft be sym. about the joint unless otherwise shown.. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meetat the mntmd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fours shown and may need to be increased for certain hand. Yng and/or erection stresses. This truss is not to be fabricated with (ire retardant treated lumber unless otherwise shown. For additional informallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and emcbon recommendations am to be followed In accordance with "Handling lnslalllrrg ✓4 Bracing', HIB-9l. Trusses are to be handled with particular are during. banding and bundling, delivery and installation to avoid damage. Temporuy andpermanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Cardul hand - king is essential and ere&Aon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hmstal)ation between trusses to avoid toppling and daninoing. The supervision of erection of trusses sban be under the control of persons experienced In the installation of trusses. Professlonal advice shall be sought if needed. Concentration of construction bads grater than the design loads shall not be applied to trusses atany time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed.. JB: ARLINGTON ii -&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: M QTY:3 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_____________Joint Locations======_ _ - WEBS: 2x4 SP #3 composite result of multiple loads. 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 SLIDERS- 2x4 SP #2 All COMPRESSION Chords are assufned to be 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 14- 4- 0 PROVIDEUPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, Iar 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Support 1 477# Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss X-Loc Vert 0- 4- 0 521 Horiz Uplift Y-Loc 20 -477 BOT Support 2 425# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 14- 2- 3 476 PIIN 0 -425 BOT H-ROLL, MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req L/999 L=-0.02" D=-0.02" T=-0.03" .TC-..FORCE ... CSI ..BC ... FORCE ... CSI MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -707 0.27 - 8- 7 599 0.27 T= 0.02" 2- 3 -537 0.18 7- 0 570 0.22 MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -534 0.20 0- 6 385 0.15 T- 0.01" 4- 5 -675 0.26 RMB = 1.15 4-5-15 0-6-6 1 1 740 740-0 1 2 4 5 6 0000 -6 4X6 522# 8.00" r(R1-1-7) I 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL.32766 Design: Matrix Analysis IIIIAKI+lMIX 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 bmctng or similar bracing which Is a part of the building design and which must. be considered by the building designer. Bracing shown is for lateral support of truss membersonly to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determinedby the building designer. Additional bracing of the overall structure maybe required. (See H16-91 of TPI). (Truss Plate institute. TPI, is located at 583 D'Onofr(o Drive, Madison. Wisc m iln 53719). JOB PATH: CATEE-LOXUOBSLfRIX 3J[4 JX4 6X8 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 4-2-6 0-8-6 —t 19 476# 3.62" scale = 0.4333 Truss ID: M Date: 10-04-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V09"05.02- 6809- 85 11CS: 08.20.02 AKLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is far an tndivdual [wilding component and has been. [rased on irdomtation provided by the resent The designer dtsclahns 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 infonoation as it ally relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabrto- Lion. handling shipment and installation of trusses. This thus has been designed as an individual building component In accordance with j ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (negisteredarchitect or professional enginuc). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure thatthe data shown are In agreement with the local building codes. local clhnatic records for wind or snav loads. projectspecifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottornl are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a ztm maum spacing of la-T o.e. Connector mm Plates shall be manufactured (to20 gauge hot TM dipped galvanized steel meeting ASA 653, trade 40. unkss otherwise shown.. FABRICATION NOTES Prior to fabncatlon.. the fabricator shall review this drawing to verify that this drawing is m conformance with the fabHcatoes plans and to realize a continuing responsibility for such vert. fication. Any discrepancies are to be put in writing before cutting or falod-U n. Plates 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 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' tong. 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 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 certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltlonai lnforma(1on on Quality Control refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons ate to be followed in accordance with -Handling Installing & Bracing". HIB-91. Trusses are to be handled withparticular are during banding and bundling. delivery and installation to avoid damage. Tempaary and permanent bracing for holding trusses to a straight and plumb pos- Won and for resisting lateral form shag be designed and Installed by othcts. 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 avoidtoppling and dominok4 The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. ProfesslorW advice shall be sought if needed. Commtntion of construction bads greater than the design loads shall not be applied to tresses at any tame. 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 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D--0.03" T=-0-06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-5-15 0-6-6 --- WO: ARLK WE: MULTIPLE LQADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLrod 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. 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -616 0.21 2- 3 -965 0.22 3- 4 -827 0.17 4- 5 -827 0.17 5- 6 -965 0.22 6- 7 -616 0.21 3.00 ..BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 i16 15 1413 1G2 536# 64.00" 1-1-9 GABLE STU (ftPi* (20) 2X4 14-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 13.00 Mal'onda Systems TWAKNIMi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY MAR, N S3277I Bracing show" on this drawing is not erection bracing. wind bracing. portal bracing or simgar 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, m eterined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9 i of Tpl). LICENSE #0050068 (Truss Plate institute, TPI, Is located at 583 D'Orwf c, Drive, Madison. Wisconsin 53719). 1005 VANNESSA MOVIEDOSL32766 Design: Morrie Analysis JOB PATH: C:1TEE-L0KU0BR4RLK TI: N ATY:1 == _=_ ===Joint Locations=============== 1) 0- 0 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAR. REACTIONS PER HEARING; LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 HOT PI 12- 0- 0 535 0 -564 HOT H-ROLL 4-2-6 0-6-6 I 536# 64.001r 1-1-9 (R1-1-7) scale = 0.3958 Fug. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: N Date: 10-04-02 DurFac - Plt: 1.25 O.C. Spacing: 24.011 Design Criteriq TPI Code Desc: FLA HCS: 08,20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: Ti: DESIGN INFORMATION Ibis design Is for an individual building component and has been based on information provided by the c11enL The designer disclaims any responsibility (or damages as a result of faulty or incorrect udomuUon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this womratlon as it may relate to a spe- cffh project and accepts no responsib6lty or exercises no control with regard to fabrica- tlon, handling, shipment and installation of trusses. This Truss has beendesigned as an irnt"tal building component In accordance w(U ANSI/TPf 1.1995 and ND.S-97 to be Inrnrpmated as part of the building design by a Building Designer (registered architect or professional eng reed. When reviewed for approvalby the building designer, the design loadings shown. must be checked to be sure that the data shown ate in agreement with the local building codes, local climatic records for windor snow loads. project specNlcattorrs or special applied. loads. Unless shown,tmw 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 fateraLLy by a property applied rWd ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantred sled meeting ASTM A 653. Grade 40.. unless otherwise shown. 1 FABRICATION NOTES Prior to fabrication. the fabricator shall review •iItfs drawing to verily that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verf- -fkatlon. Any dtscrepandes are to be put in writing before cutting or (abrlc stion. Plates shag not be Installed over knotholes. knots - distorted grain. Members shall be cut for tight fitting wood to wood bearing- Con- nector plat- shall be located on both (aces of the truss with nails fully imbedded andshall 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 (holesl tun parallel to :the plate length specified. Double cuts on web members shall meet at the mntrold of the webs unless otherwise shown. Connector plate sizes -are minlrnum 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 fire retardant treated. lumber unless otherwise shown. For additional information. on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling installing 8. Bracing'. HI13-91. Trusses are to be handled with particular care during banding and bundling, delivery and Insalaton to avoid damage. Temporary and ponnument bracing for holding hisses in a straight andplumb pos- mon and for resfstlrng lateral force stall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Norval precautionary action for trusses requnes such temporary bracing during installation between trusses to avoid toppling and. dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of tresses. Professional advice shall be sought If needed Concentration of conatructton loads greater than the design bads shall not be applied to trusses atany time. No bads other than the weight of the erectors stall he applied to trusses until after all fastening andbracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# 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- 0.02" RMB = 1.15 4-5-15 0-6-6 1 1 MULTIPLE LOADS -- This design is the =__= _= _======.joint Locations=====_____===z; ccmposite result of multiple loads. 1)0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 All COMPRESSION Chords are assumed to be 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 535 48 -568 DOT PIN Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss 14- 4- 0 535 0 -615 BOT H-ROLL 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 -953 0.49 6- 0 -677 0.18 2- 3 976 0.50 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 7-4-0 11 74-0 1 3 -6.00 ) 4X6 is 3-8-0 -s. iq -- 3-8-0 Or 3.00 I 3.00 0-6-6 I 4-2-6 as 6-8-0 6-8-0 6 l 536# 8.00" 4 1-1-9-1-536# 8.00" 14-8-0 1-1-9 COSMETIC AXWS7) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3958 (Maronda Systems 4005 MARONDA WAY SANFORD, Ft.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNESSA DFCOVIEDO.FL32766 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 erectfn bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be consideredby the building designer. Bracing shown le 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. (Sec HIB-91. of ml- (Truss Plate Institute. TPI. Is located at 583 D'Onotiio Drive. Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dtsf Truss ID: N 1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mard Analysis JOB PA711: C: (TEE-LOKUOBSURLK HCS: 08. M.02 JB: ARLINGTON K 3&4 AC: 10# uPLIFT D.L. WO: ARLK `WE: DESIGN INFORMATION This design B for an individual budding component and has been based oninfonmtion 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 information as it may relate to a spe- cifk protect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance wind ANSI/TPI 1-1995 and NDS-97 to be incorporated as pat of the building design by a Budding Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or srww loads, protect specifications or special applied loads. Unless shown* truss has not been designed for storage or occupancy bads. The design assumes cornpresskm chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension arc not fully braced laterally by a property applied rtgid 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 ASfM 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 fabricators plans and to re.- a conUnuing responsibility for such vert. fkatlon. Any discrepancies are to be put in writing before cutting. or fabrfcau-. Plates shad not be installed over knothok3, knots or distorted grain. Members shall be cut 'Sor tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with mails fully nnbedded 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) nut parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs links otherwise shown. Connector plate sires +.are minimum sties based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated. lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI L-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling installing & Bracing". HI5-91. Trusses are to be handled with particular rare during banding and bundling, delivery andinstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing. is always required.. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoh4 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 bads shall not be applied to tresses 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. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 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 W= 25.9 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=-0.05" D=-0 MAX HORIZONT T= 0.07" MAX HORIZONT T- 0.04" 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. 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 1 367# Support 2 663# Support 3 755# TI: O ==___=__... ===Joint LroCations-----=---====== 1) 0- 0- 0 7) 19- 8-13 13) 6- 9- 7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-11 9) 25-11- 0 15) 3-11- 8 4) 6-10- 5 10) 19- 9-12 16) 0- 0- 0 5) 9-11- 8 11) IS- 9-12 6) 15-11- 7 12) 9- 9-3-2 - MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 277 -66 -367 DOT PIN 6-11- 0 843 0 -663 BOT H-ROLL 25- 7- 0 693 0 -755 BOT H-ROLL AL AL .05" T=-0.09" ..TC... FORCE ... CSI ..BC ... FORCE...CSI TOTAL LOAD DEFLECTION: 1- 2 165 0.26 16-15 69 0.24 2- 3 198 0.15 15-14 68 0.24 LIVE LOAD DEFLECTION: 3- 4 243 0.25 14-13 66 0.31 4- 5 491 0.30 13-12 78 0.31 5- 6 508 0.42 12-11 677 0.22 6- 7 745 0.46 11-10 767 0.24 7- 8 929 0.44 10- 9 769 0.30 9-11-8 11 15-11-8 1 2 3 4 6 8 U Q 4X6 n Q1 '16 15 14 13 1)2 277# 3.50" 844# 8.001r 1-1-9 GABL"; PLATES (0) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE k0050068 1005 VANNE55A DR.OVTEDOTL-32766 Deign: Marra Andysis 25-11-0 1-1995 Over 3 Supports wAKrifilks: 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 whichmust 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. Addition! bracing of the overall structure may he required. (Sce HIB-91 of TPII. (Truss Plate institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU09Sl4RLK Eng. Job: Dwg: Dsgur: TLY TC Live TC Dead BC Llve BC Dead TOTAL 0-66-6 -L JAV 8-6-2 6931/ 8.00" scale = 0.2378 WO:- ARLK Truss ID: O Chit: Date:10-04-02 16.0 psf DurFac - Lbr. 1.25 7.0 psr DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 psf V" .0 - 9 HCS• 0920.02 DESIGN INFORMATION This design is for an indt fd-J building 3 component and has been hued on Information provided by the client. The designer disclaims j any responsibility for damages as a resit of S1 faulty or incorrect information. specifications i and/or designs furnished to the truss destgner by the client and the correctness or accuracy of this information u it may relate to a spe. cf(ic project and accepts no responsibility or exercises no control withregard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an j individual building component in accordance with ANSI/TPI 1- 1995 and NDS-97 to be incorporated as partof the building design by a Building j Designer (registered architect or professional ' engineer). When rcvlewed for approval by the building designerthe design loadings shown must be cheeped to be sure thatthe data shown are In agreement with the local building codes. kcal climatic records for wind or snow loads. 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 braced by sheathing unless otherwise '.. specified. When bottom chords in tension are not fully braced laterally by a. property applied rigid ce8ing, they should be braced at a maxirnum spacing of lq-0- me. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASt'M 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 r'ealiu a continuing responsibility for such vert- fiation. Any diacrepancles 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 light fitting wood to wood hearing. Con- nector plates shall be lomted on both faces of the truss with nails fully Imbedded and shall be sym, about the Joint unless otherwise shown.. A 50 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" long: Sots (holes) run pastel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown, Connector plate sizes art mial-um sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This tress is not !. to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing. HIS-9 1. Trusses art to be bandied with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanerrt bracing for holding trusses In a straight and plumb pos- Olmn and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ong is essential and emctlon bracing is always required. Normal precautionary actionfor trusses requires such temporary bracing during installation betweentrusses to avoid toppling and dominotn& The supervision of erectkm 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 bads greater than the design bads shalt not be applied to trusses at any Lane. No bads other than the weight of the erectors shall be applied to tnoses unt8 after all fastening and bracing Is completed. JO. f%KLitYVIViY K 364 RL: )U# UPLIFT U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 58.0 ft W- 25.9 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--0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To: 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB s 1.15 0-6-6 T 3-0-0 1 R WO: ARLK WE: MULTIPLE LOADS -- This design is the ccngposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 1 290# Support 2 451# Support 3 508# ..TC... FORCE ... CSI 1- 2 -140 0.28 2- 3 -390 0.30 3- 4 -405 0.31 4- 5 -672 0.31 5- 6 -916 0.26 ..BC ... FORCE ... CSI 12-11 81 0.22 11-10 31 0.21 10- 9 668 0.21 9- 8 762 0.24 8- 7 763 0.30 6 0000 Q 4X6 1-8 9-0-12 283# 3.50" 842// 8.0011 1-1-9 COSL7) A s (12) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix inalysts 6.00 25-11-0 1-1995 Over 3 Supports VVRKNINU* 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 bra<urg 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. Addltonal bracing of ire. a li structure mayberequired. (.See HIS-91 of M). Muss Plate Institute. TPI.. is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). TI: 01 ATY:3 - --------====Joint Locations= ========_==__ ly 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 0-6-6 4 I =I 8-6-2 690# 8.00"119 1-9 1 (it1-1-7) scale = 0.2378 Truss ID: Oi Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:17EE-L0KU08SlARLK 11CS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding i cmnponent 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 c&ntand the correctness or accuracy of this m is Inforation as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/'M 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneedl When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the loll building codes, local climatic records for wind or snow loads, projed specifications or special applied lards. Unless shown, truss 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 shouldbe braced at a maximum spacing of 10--0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeUng 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 1 eonfwmantt wall the fabricator's plans and to 1 realize a continuing responsibility for such verf- ftcatlon. Any dtscrepancfes are to be put In writing before cutting: or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for ogle fitting wood to wood bearing. Con- hector plates shag be located on both faces of the truss with nails fully wnbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate b 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrofd of the webs unless otherwise shown Connector plate sizes are mfntrnum sizes based on the forces shown and tray need to be Inczmsed for certabr hand- ., and/or erectfon stresses. '(his truss 1. not to be fabricated with file retardant treated hunber unless otherwise shown. For additional Information on ¢uagty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES 'Ail bracing and erection remmmendattons 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 pennanent bracing for holding muses In a straight and plumb pos- ftlon and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dmnlnoirIg. The supecvlstun of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shag be sought If needed. concentration of construction bads greater than the design loads shag not beapplied to trusses at any ttme. No bads other than the Wight of the erectors shag be applied to trusses until after all fastening and bracing Is cmnpleted. JU: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 437# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04n D=-0.04" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 WO: ARLK WE: [1: Plate(s) OFFSET fr. joint center. The Joint Detail Report mu t be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Eaol L= 58.0 ft W= 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -TC... FORCE ... CSI 1- 2 440 0.42 2- 3 -128 0.34 3- 4 -144 0.26 4- 5 -512 0.28 5- 6 -768 0.22 ..BC...FORCE ... CSI 12-11 -322 0.32 11-10 -366 0.33 10- 9 508 0.20 9- 8 632 0.21 8- 7 633 0.24 {�- 6.00 Q 4X6 le 8-8-12 - aj ( -6'00 (1Z CANT: 6-8-0 1195# 3.50" 0-11-8 CO 1 4)P A (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050069 1005 VANNEWA DR.0VIED0.FL.32766 Design: Matrix Analysis TI:02 QTY:4 _ __ ====Joint Locations=====----====== 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 6- 9-12 1194 -44 -1007 BOT PIIN 25- 7- 0 612 0 -437 BOT H-ROLL 612# 8.001, 25-11-0 1-1-9 1-1995 �(R-1-11--7) scale = 0.2385 TylkKNIMIX READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Toss iD: 02 CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or stndkr bracing which is a part of the building design and which must be wisidered by the building designer. Bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 shown is for lateral support of truss membcrs only to reduce buckling length. Prmufons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Live 0.0 psf O.C. Spacing: 24.0" Additional bracing of the overall structure may be required. (See HIB-91 of T'Pg. frruss Plate Institute. TPI. Is located at 583 D'Onofrfo Drive. Madison. Wisconsin 537191. BC Deal) 10.0 psf Design Criteria:.TPI 9 Code Desc: FLA TOTAL 33.0 p f V:0 _ 2 _ JOB PATH, C:17EELOAVOBStbtRGK HCS: 09.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect . Information, specifications and/or designs furnished to the truss designer by the client and the con ctness or accuracy of this information as It may relate to a spe- edk project and accepts no responsth ty or exercises no control with regard to fabrics- tion, handling, shipment and installation of busses. This truss has been designed as an individualbuilding component in accordance with ANSI/TPI I-I995 and NDS-97 to be tncnrporated as part of the building design by a Building Designer (registered architect or professional engineer). Mien reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind - snow bads• 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) arc continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling• they should be braced at a maximum spacing of 19-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 fabrka.tmYs plans and to =aftze a mntlnuing responsibility for such ver- fkation. Any discrepancies are to be put in -dung before cutting or fabrication. Plates shag no be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 1 nector plates shallbe 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" wade x 4" long. A 6x8 plate is 6" wide x 8" long Slots (holes) ramparallel to .the plate length specified. Double cuts on web members shall meetat the centrold of the webs -unless otherwise shown. Connector plate sizes We 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 fabricated with fire retardant treated lumber unless otherwise shown. For additional '',..trdomnatbn on Quality Control refer to ANSI/TR 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed in accordance with "Handling Installing & Bracing'. HIS-9 1. Trusses —to be handled with particular care during banding ''. and bundling• delivery and installation to avoid ',. damage. Temporary and per—ment bracing for holding. trusses In a straight and plumb pos_ Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dombroing. The supCTv1S of erection of trusses shall be under the control d persons experienced in the Installation of trusses.. Professional advice shall be sought if needed. Concentration of ""tructiou bads greater b than the design ads shall not be applied to trusses at b any time. No ads other than the weight of theerectors shall be applied to busses until site, all fastening and braarig Is completed. III: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. .TC...FORCE ... CSI ..BC...FORCE ... CSI 5-7-15 0-6-6 i Sin WO: ARLK WE: ®2X4 TRANSVERSE 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 80% of web length. 2X6 BRACE regrd on any web exceeding 14, denotes ONE edge or ONE face denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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. 19.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req _ ---- ====Joint Locations============-== 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 1.5- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 9-M 9-8-0 1 2 3 4 5 7 8 9 10 11 Q 4X6 _6 00 19-4-0 22 21 20 19 18 17 16 15 14 13 12 0# 8.00" 1�1-9 1 ( 0# 8.00n (R1-1-7) I le 19-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOV1EDOXi-32766 Design. Afarrfx Analysis V11F►KNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bm". shown on this drawing t5 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. Bracing shown is for lateral support of buss members only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tiro overall structure may be required. (See HIB-91 of TPI). ffruss Plate Institute. TPI. Is located at 583 D'Onofno Drive. Madison. Wisconsin 5,1719). JOB PA771 C:ITEE-LOKVOBSIARLK Studs (& 2-0-0 o.c. Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 0-6-6 T 1 (� 1-1-9 scale = 0.3103 Truss ID: P Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria; TPI Code Desc: FLA HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT u.L. WO: ARLK WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Infornation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Informatlan. specifl®Oons and/or design furnishedto the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- lion. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer. the design loading shown must be checkedto be sure that the data shown are in agreement with the local budding codes. local climalic records for wind or snow bads. pmJecl specifications - special applied loads. Unless shown. truss has not been designedfor 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 property applied rigid telling, they should be braced at a maxtrnum spacing of la-G' o.c. Conned" plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. i=FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conlomance with the fabricators plans and to maVze a continuing responsibility for such verl- ficathotn. Any discrepancies are to be put in writing before cutting or fabrkrtion. 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 (sees of the truss with nail. 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 (holes) run parallel to the plate length. specified. Double cuts on web members stall meet at the centrofd of the webs unless otherwise shown. Connector plate stm are minimum sizes based on the forces shown and may need o be Increased for certa/nm. hand- ling and/or erection stresses. This truss is not o be fabricated with floe retardant treated (umber unless otherwise shown. For additional Infonnallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, deltvery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itionand for resisting lateral forces shall be. designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required, Nonmal precautionary action for trusses requires such temporary bracing during btstal)atbn between trusses to amid toppgr% and do mining. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professionaladvice shall be sought If needed. Concentration of construction loads greater than the designloads shallnot be applied to trusses at any time. No loads other than the .tight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.15 5-7-15 0-6-6 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✓s<C, V= 125mQh, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W= 19.3 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 -925 0.41 8- 7 784 0.38 2- 3 -725 0.29 7- 6 784 0.38 3- 4 -725 0.30 4- 5 959 0.46 TI: PI QTY:2 =___=== _ ====Joint Locations=====----====== 1) 0 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 689 74 -679 BOT PIN 19- 0- 0 689 0 -720 HOT H-ROLL 9-8-0 9-8-0 11 1 2 4 5 4X6 I I I I 19-4-0 8 690# 8.00" 7 6 690# 8.00" 1-1-9-9 � (�, (R1-1-7) I I 19-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �Mlaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1003 VANNESSA DROVIEDO.FI-32766 Daign: Matrix Analysis 0-6-6 119 scale = 0.3103 VVHKIN1N9U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eq. Job: Dwg: Dsgur: TLY Chk: WO:-ARLI: Truss ID: P1 Date: 10-04-02 TC Live 16.0 Psf DurFae - Lbr: 1.25 Bracing shownon this drawing is not erection bracing, windbracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design and which must be considered by tic building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pro lsions must be BC Live 0.0 Psi O.C. Spacing: 24.0" P ClCig• made to anchor lateral bracing at ends and spec(iled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPil. BC Dead 10.0 psf Design Criteria: TPI (Truss Plate institute. TPI. Is fixated at 583 D'Ono(do Drive. Madison. Wisconsin 537191. Cade Desc: FLA TOTAL 33.0 psf V:6825-10 JOB PATH. CATEE-L0KV0B5UJtLK RCS_ 08.20.02 .its: ARLIMilON K 3&4 AC: 10# UPLIFT D.L. ARLK DESIGN INFORMATION This design is for an Indhidual 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 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- c fk project and accepts no responsibility or exercises no controlwith regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual buidhng component in accordance with ANSVTPI I-t995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When nMewedfor approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local dfmatk records for wind or snow bads. 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 conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords E. tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of lCr-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication.. the fabricator shall review .this drawing to verify that this drawing Is in :conformance with the fabricator's plans and to '.melize a continuing responsibility for such vert- flcatdon. 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 woodto wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbeddedand shall be sym, about the joint unless otherwise shown. A 5X4 plat. is 5- wide X 4' long. A 6x8 plate is 6" wide x 8- long. Slots (holes) runparallel to .the plate length specified- Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate at — :are mtlumum sizes based onthe forces shown sand may need to be Increased for certain hand- ling orb/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 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be follaaed In accordance with 'Handling Instaving & 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 Wsaes In a straight and plumb pos- Ition and for _Wing lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domdnobng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 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 Wee 13.0 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=-0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 0-6-6 i 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 CONNECTION PER SCHEDULE: Support 1 379# Support 2 352# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -549 0.20 7- 6 459 0.24 2- 3 -356 0.19 6- 5 0 0.20 3- 4 -278 0.16 TI: Q QTY:1 _'=_ =_`____ ===Joint Locations.-se 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 188 -379 BOT PIN 32-10-12 422 0 -352 BOT H-ROLL 8-8-0 4-4-0 1 2 4 6W 4X6 3X4 JAa 2X4 4-10-6 13-0-0 7 6 48877# 8.00" 423# 2.50" 1(R111-7)1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4070 (!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA OR.OVIEDOXI-32766 Design: Matrix Awalysis 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 erecllon bracing. wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must. be made to anchor lateralbracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of M). Muss plate Institute, TW. Is located at 583 D'Onefrio Drive. Madison, Wisconsui 5371% JOB PATH: C.ITEE-LOKVOBStMX Eng. Job: Dwg. Dsgnr: TLY Chk: WO; Truss ID: Q Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC 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 I V: HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on. Information provided by the client. The designer disclaims any responstbWty for damages as a result of faulty or intact information, specifications i and/or designs furnished to the truss designer j by the client and the correctness or accuracy I of this information w It may relate to a spe- ctflc project and accepts no rcaponslblhty or u tsra no control with regard to fabrics- ' tin. handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance witt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown fare in agreement with the local building codes. f local lunatic records for wind or snow loads. f project specifications or special applied loads. Unless shown, truss has not beendesigned for storage - occupancy bads. The design assumes compression chords (top or bottom) are mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully bmeed laterally by. properly applied j rigid ceiling, they should be braced at a n—latumspacing of 10'-0- o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. ;FABRICATION NOTES �—, to fabriotlon. the fabricator shag revtew this thawing to verify that this drawing is in conformance with the fabricator's plans and to tealtze a continuing responsibility for such ved- estkon. Any discrepancies are to be put in !writing before cutting or fabrication. Plates shall not. be Installed over knotholes, !knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fasces of the inns with nads fully imbedded and shall be I,sym. about the joint unless otherwise shown. A '.5.4 plate is 5' wide a V long. A 6.8 plate s 6' '.wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stag meet at the centmld 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 Is trot to be fabricated ion fire retardant treated lumber unless otherwise shown.. For additional information on. guagty Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in. accordance with -Handling frslagrhg @ Bracing". HIB-91. Trusses arc to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- �6ton and for resisting lateral forces shag be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requbw such temporary bracing during installation between trusses to avoid toppling and dommoing, The supervision of erection of trusses shalt be under the control of persons experienced. in the installation of tresses. Professional advice shall be sought g needed Concentratlonof mnstructton loads greater than the design loads shag not be applied to trusses A any time. No loads other than the weight of the erectors shag be applied to tmsses until aner all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: I0W JPUFT D.L. WO: ARLK WE: TI: R 'QTY:2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to =:e=_=___:e===Joint Locations==== ======_=== WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 SP #2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform PLF TC Vert L+D From PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the -46 BC Vert L+D -10 -1-10- 9 -46 13- 2-10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LES Location WndLod per ASCE 7-98, C&C, V= 125uph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 3- 9- 1 -70 6- 1-15 Bld Type- Encl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 Support 1 609# Support TC Vert L+D -98 8- 6-12 psf Iupact Resistant Covering and/or Glazing Req 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: L/577 at JOINT # 5 Support 1 263# BC Vert L+D -6 1- 4- 4 -19 3- 9- 1 L=-0.25" D= 0.00" T=-0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 BC Vert L+D BC Vert L+D -44 6- 1-15 -60 8- 6-12 T= 0.06" MAX HORIZONTAL LIVE IOAD DEFLECTI31lf -2252 0.81 6- 5 2129 0.52 2- 3 - 06 0.92 5- 167 0.47 BC Vert L+D ----MAR. REACT -76 10-11-10 PER BEARING LOCATION ..... T= 0.06^ 48# 70# gtLoc Veriz Uplift Y-Loc Type 0-10 71 0 -591 TOP H-ROLL RMB = 1.00 13-1-14 0- 4-13 678 263 -609 PIN 1 2 3 3 4-5-10 0-6-1 1 I 1.68 I 2-6-10 i 11-6-10 6 5 678# 9.56" 4 1-10-9 11 719# 2.50" 1 644 44// (R1-la7) 08 0 � � 60N 76M (`�- 0-g-sf EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSUTPI 1-1"!t scale = 0.4437 rmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 s not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which most be considered by the budding designer. Bracing -boon Isfor lateral support of truss members only to reduce buckling length. Prowl tons must be made to anchor lateral bracing at ends and specified Ir Uons determined by the building designer. Additional bracing of the rn H structure maybe required. (See HLB-91 of M). (Tnrss Plate Instftute, TPI. is looted at 583 D'O nofrio Drive. Madison. Wisconsin 537191. TOTAL Eng. Job: Dwg: Dsgtw: •TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Lire 0.0 psf BC Dead 10.0 psf 33.0 usf Truss ID: R Date: 10-04-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Manx Analysis JOB PATH.: C1TEE-L0KV0BSI4RLK HCS.• 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on infomlatfon provided by the client. The designer disciatms any responsibility for damages as a resultof faulty or mcurrect information, specifications andlm designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exereses rro control with regard to fabrfea- U. , handling, shipment and installation of trusses. This tress has been designed as an fodividual building component In accordance wit} ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer)_ When reviewed for approval by the building. designer. the design lmdtngs shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are eoritinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cefhng, they should be braced 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 fabricator shalt review this drawing to verify that this drawing is in conformance with the fabricators plans and to recalls a conturuing responsibility for such ven- Bcatfon. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain, Members shall be cut for light fitting wood to wood bearing. Con- nector plates shalt be located ourboth 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) run parallel to the plate kngth specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum Sims based on the forces shown and may need to be increased for certain hand- Wrg 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 I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ant to be followedto accordance with -Handling Installing & Bracing'. H18-9I.. 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 straightand plumb pm. Rion and for rusting lateral forces shall 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 during Installation between trusses to avoid toppling and daNnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to tresses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all f tenutg and bracing is completed. Jts: P%KIINGION K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 58.0 ft W= 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Ingact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 L=-0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1.00 4-5-10 0-66-1 —L i� 1'r WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/31x 0.120" nails spaced 8" o.c Brace mist extend at least 90% of web length 2x6 Brace required on any web over 141-0". MULTIPLE LOADS -- This design is the ceuposite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 262# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1624 0.90 6- 5 -1780 0.31 2- 3 1694 1.00 4 -203 0.30 35a f 87a r 3.33 1.68 ) I 6 S 367a 9.56" 1-10-9 aid (Rl-less 12-6-10 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19 55 Maronda Syst mS 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 drawing Is not erection bracing, wind bracing, portal tracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 show" is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing atends and specified locations determined by (be building designer. Additional bracing of the overall structure may be, required. (.See HIB-91 of TPI). LICENSE #0050068 Rruss Plate institute, T'PT. Is located at 583 D'Onofrb Drive, Madison- Wisconsin 53719). 1005 VANNESSA D(L0VMD0.Fi32766 Design: Mdrrix AnWytis JOB PATH: C:1TU-L0KU0BSV&X TI: RI ATY:2 ----Joint Locations===========_ 1) 0-=0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF TO TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 - --MAX. REACTIONS PER BEARING LOCATION ----- X- Vert 1jr�{1 546 Horiz Oj Uplift Y-Loc TOP Type 366 Z H-ROLL 262 KC§ BOT PIN 0-6-6 J_ T 1-7-12 1 2-6-5 547a 2..50 1 64a 40 cxo-s-s) scale = 0.4437 Eng. Job: Uwg: Dsgnr: TLY Chk: L Truss ID: R1 Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criterict: TPI — Code Desc: FLA TOTAL 33.0 psf HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incormd mfomuation, specifications and/or designs furnished to the truss designer by the client and the mimotness or accuracy of this Information as It may relate to a spe- Ic project and accepts no responsibility or exerolses no control with regard to rabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPr 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building 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 bads. The design assumes compression chords (top or bottom) are mnUnu- -sly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-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 fabricators plans and to reaftu a continuing responsibility far such verb fication. Any discrepancies are to be put H 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 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. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum stress based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. ra Tempory and permanent tracing for holding uusses in a straight and plumb poe- 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 bracing during Installation between (noses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the a ighl of the erectors shall be applied to Trusses until after all fastening and bracing s completed. t%KL11Y171vM K 4&4 AC: 10# UPLIFT D.L. WO: 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 CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 3-10-3 0-6-6 i 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 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 235# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 S ======--- ===Joint Locations==========-=-== 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 5-11- 4 126 166 -303 TOP PIIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL 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 W= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 G 00 2-2-8 1-4-2 1 3.00 I 0-8-0 1 f 5-4-8 V 4 248# 8.001, 3 1271t 2.50° -9 76# .50" (R1-1-7) a� 6-0-8 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Su CIL: -11-4 � Supports (!!aronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1/0050068 Design: Morin Arrdvsis VVAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng le not erection bracing, wind bracing, portalbracing or similar bracing which is a part of the building design and which must be considered by the bunding 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 specifiedlocations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB-91 of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. JOB PAI H: C:ITEE-LOKUOBSURLK Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 Truss ID: S Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION j 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. spectficallons 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- cifk: project and accepts no responsiblldty or exertlsw no control with regard to fabrica- tion, handling, shipment and installation of i trusses. This truss has been designed as an individual building component In accordance wits ANSI/M 1-1995 and NOS-97 to be incorporated as part of the building design by a Building 1 Designer (registered architect or professional 11 engineer). When reviewed for approval by the building designer, the design loadings shown ! must be checked to be sure that the data shown i are In agreement with the local building codes. kcal climatic records for wind or snow loads. I proled specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are c"ntinu- j ously braced by sheathing unless otherwise specified. Where bottom chords in tension are, 1 not fully braced laterally by a properly applied I rig(d ceiling, they should be braced at a 1 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 1 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 veri- fi atbn. 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 light fitting wood to wood bearing. Con - I nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. aboutthe jotnt unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate. is 6" wide x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrokl 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 - king and/or erection. stresses. Thfs truss Is not to be fabricated with fire retardant treated hmtber unless otherwise shown. For additional info—tlon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES '.All bracing and erection mconunendations are to be followed In accordance with "Handling installing & Btacing'. HIS-9 1. Trusses are to be handled with particular care during banding '.and bundling delivery and installation to avoid 'damage. Temporary and permanent bracing for holding ttusses In a straight and plumb pm- .nbn 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 bracing during installation between trusses to avoid toppling and dom inoing. The supervision of erection of trusses shall be under the control of persons expcAen—d in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater thanthe design (cads shall notbe applied to trusses at any time. No loads other than the weight of the erectmrs shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All C5OMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide ad to drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss mast be marked to prevent UPSIDE DOWN erection. 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 3-0-0 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. 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= 40.0 ft W= 6.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ""TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.56 4- 3 0 0.18 TI: S 1 --======-=====Joint Locations=======at======_ 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCI►TION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# 6-8-0 11 71 1 2 2X4 2X4 2X4 2X4 � 6-8-0 1. 14 3 220# 8.001, 220# 8.001, GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lblaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1005 VANNESSA On..OviEDO.Fi-32766 Design: Manx And(ysis WAMIN4: 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 stnrW 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 atends and specffed locations determined b/ the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATii: C.'ITEF.-LOKUOBSURLK 3-0-0 Studs a 2-0-0 o.c Eng. Job: Dwg: Dsgtir: TLY Chk: TC Live TC Dead BC Live BC Dead TOTAL 16.0 psf 7.0 psf 0.0 psf 10.0 Psf 33.0 Dsf scale = 0.7000 Truss ID: S1 Date: 10-04-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Cllterict; TPI Code Desc: FLA HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# 6PLIFT D.I. WO: ARLK WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer disclaim any responsibility for damages as a result of faulty or incorrect information, specl0allans and/or designs furnished to the buss designer by the client and the cortetness or accuracy ' of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics- Uon. handling. shipment and installation of trusses. This truss has beendesigned as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer!. Whert reviewed for approval by the buildling designer, the design loadings shown. must be checked to be sure that the data shown are in agreement withthe local building codes. local climatic records for wind or snow loads. projectspecifiatiom or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specdied. Where bottom chords in tensionare not fully braced laterally by a property applied rigid ce81ng, they should be braced at a nnxlmum spacing of la-0" o Connector plates shall be manufactured from 20 gauge hot dipped galvanhed 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 respomibittty, for such vert- (lotion.. Any dtsuepancles are 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 tightfitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with trails 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 (holesl 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 sizes are minimum sI,— based on the force shown and may need to be Increased for certain hand- ling and/or enaction stresses. This buss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional irdernauon on Quality Control refer to ANSI/TPI I.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing @ Bracing`, HIB-91. Trusses art to be handled with particular are during banding and bundling, delivery and installationto avoid damage. Temporary and permanent bracing for haWh% 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 Norval precautionary action for trusses requires such temporary bracing during Installation betwcen trusses to avoid toppling and donmotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice slag be sought 8 needed. Concentration of construction bads greater titan the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses uniJl after all fastening and bracing is completed. 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 CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D- 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RNB = 1.15 3-2-3 T 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All CX24PRESSION 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 136 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 TI: T QTY:2 _======= -====Joint Locations=============== 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 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL 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 W= 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 Ilk 1 2 d 3.00 I 0-5-0 l 4-0-8 4 205# 8.00" 98# 2.50" 1-1-9 �a 4-8-8 6()il 2 50"7-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIlTPI 1-1995 Over 3 Supports ClL: - Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 IC05 VANNES DKOVIEDO.FL32766 Design: Matrix Analysis OIIAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only 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 overallstructure may be required. (.See HIB-91. of TPI). (Truss Plate Institute. TPI, is looted at. 583 UOnofno Ditm. itadison, Wisconsin 537191. JOB PATH: C.-iTEE4_0KU0BA4RLK Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: T Date: 10-04-02 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 5.02- -10 HCS- 09.20 02 JB: ARLINGTON K 3a-i AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this informationas it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to (abrka- ton. handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance witd ANSI/TPI I.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 building designer. the designloadings shown must be checked to be sure that the data shown are in agrament with the local budding codes, local climatic records for wind. or snow loads, project specllMations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The desip assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise spectfed. Where bottom chords In tension are not fumy bracedlaterally by a properly applied rigid ceding. they should be braced at a maximum spacing of i01-T o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricators plans and to realize a conllnuing responsibility for such verl- fiation. Any discrepancies are to be put in writing before cutting or fabrication_ Pates shall not be installed over knotholes. knots or distorted grain. Members shad 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 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] run parallel to the plate length specified. Doubt. cuts as web members shad meet at the centroid of the webs unless otherwise shown. Connector plate slus are "tal um sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing'. HIB-91. Trusses arc 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 sham be designed and Installed by others. Careful hand- Wng 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 dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any thne. No loads other than the weight of the erectors shad be applied to trL5se3 until after all fastening and bracing Is completed. 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 CONNECTION PER SCBSDULE: 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 LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-6-3 I 0-6-6 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. 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 6.28 4- 3 -112 0.15 TI: u QTY:2 _==_____======Joint Locations=1e===_====1e_=== 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3-12 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3-12 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mgh, H= 15.0 ft, i= 1.00, Elcp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W. 3.4 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req 3-4-8 11 1 2 6.00 3.00 I 0-8-0 l 2-8-8 4 161# 8.00" 70# 1.50" Ee 11-9 0.1. 3-4-8 �SOrm EXCEPT AS SHOWN PLATES ARE TL20 GA TESTE-12 D PER ANS[/TPI 1-1995 Over 3 Supports Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale ee 0.8355 WAKIVIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK MarOnda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1,25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.o psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. provisions must be BC Live ox psi O.C.Spacing: 24.0" p acg• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall sL-.tnm may be required. (See HIS-91 of 1'M). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate (nstttute, 719, is located. at 583 D'Onofrto Drive, Madison, Wisconsin 537191. Code Desc: RA LOOS VANNFSSA 1R011EDO.F -32766 TOTAL 33.0 psf V: 05 2- 6 3 -1 Design. Mainz Analysis JOB PATH: QITEE-LOKVOBS1ARLK HCS: 09.20.02 DESIGN INFORMATION This design is for an individual building component and hasbeen based on information provided by the client The designer disclaims any rmponsrbWty for damages as a result of faulty or Incorrectinformation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this uJamntion as d may relate to a spe- cific project and accepts no responsibWty or exereLses no control with regard to fabria- Lion. handling. shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance will ANSI/TPI 1-19%and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engrneeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads, project specifications or special applied Inds. Unless shown, truss has not been designed for storage m occupancy loads. The design asaumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise spwifkd. Where bottom chords in tension arc rwt fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 101-0" ox, Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwfse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in coeformance with the fabrkators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies am to be put in writing before cutting or fabriatbn. Plates shall not be Installed over knotholes. lints or distorted grain. Members shall be cut for tight filling word to wood bearing, Con. ' nett- plates shall be located on both faces of the truss with rails fully Imbedded andshall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5" wife x 4" long. A 6x8 plate Is W wide x 8' long. Slots (hoks) run parallel to the plate length. specified. Double cuts on web :members shall meet at the centroid of the webs unless other Ise shovrtu. Conneetor plate sizes <are minfmrun sir based on the forces shown .and may need to be increased for -Maj. arm hd- 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 Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All. bracing and erection rec mro odationa arc to be followed in accordance with "Handling Instating h Braci-C,. f118.91. Trusses are to be handfed with particular cue during banding and bundling, delivery and im tallatfoo to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erectionbracing is always required. Normal pieautfonary action for trusses requires such temporary bracing during Installation between trusses to avowtoppling and domincing. The supervision of erection of trusses shag be under the control of persons tstperfenced in the installation of trusses. Professional advice shad be sought if needed. Concentration of construction bads grater ;han the design loads shalt notbe applied to trusses at any tuna. No lends other than the weight of the erectors shad be applied to noses untd after all fastening and bracing s completed. JB: ARLINGTOrq n 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 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 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L_ 0.00" D= 0.00" T_ 0.000 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T_ 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.00" RMB - 1.15 1-10-0 T 0-6-6 WO: AKLK Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite 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. 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_ 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL_ 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 19 0.06 4- 3 -7 0.04 Face = 0-3-12 TI: V =====a :a=====Joint Locations_=__=_==__a_-_= 1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 113 69 -179 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHMMLg: Support 1 179# Support 2 125# Support 3 4# 2-0-8 1 2 6 0000 1-2-8 0-4-2 4 3.00 I 0-8-0 1-4-8 4 114# 8.00" 48# 1.501, 501, 1 1-10- e1 19# 2-0-8 /L: -11- � (RO-10-10) � --'� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLfTPr 1-1995 Over 3 Supports C/L: 1-11-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA. DR.OVIEDO.FL32766 Design: Martz Analysis nrHKINIM : READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shawu on this drawing is noterection bmcing. wind bracing, portal bracing or sini )ar bracing which is a part of the building design and ahkh must be considered by the building d-igmur. 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. Addlucnai bracing of the overall structure may be required. (See HIS-91 of TPf). (Truss Plate institute, TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: CATEE-L0KU0BS1ARLK TOTAL Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BCDead 10.0 psf 33.0 mf Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.1458 Truss ID: V Date: 10-04-02 DurFac - I r" 1-25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA V:09.05.02- 6935-1 1 HCS: 08.20.02 K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual bulking component and has been based on informationprovided by the them The designer disclaims any resporistbdity for damage — a result of faulty - Incorrect Information.. specakauons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as itmay relate to a spe- cdk project and accepts w responsibility or exercises no control with regard to fabrica- tion, hwdhng. shipment and Installation of tresses. Tb is boss has been designed as an Individual building component inaccordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englrieer). When revlewxd for approval by the building designer, the design loadings shown must be- checked to be sure thatthe data shown are in agreement with the luolbudding codes. kcal 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 designassumes compression chords (top or bottoml are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tcnsbn are not fully braced laterally by a property applied rW telling. they should be braced at a ma dinurn spacing of 19-0' me. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM 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 —ponsfbdity for such verf- 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 shad. be cut for tight fitting wood to wood. bearing. Con- nector plates shall be located on both faces of the tress with nabs fully imbedded and shall be sym. about the Joint unless otlherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6- wde x 8" long. Skits (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sues rc aminimum sizes based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not W be fabricated with fie retardant treated lumber unless otherwise shown. For addttkmW information on gualfty Control refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES AD bracing and erection tecotnmiendawns are to be followed in accordance with 'Handling. insfalhng A Brachrg'. 1-116-91. Trusses arc to be handfed with particular care during beading and bundling, delivery and histatiation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Kko and for resisting lateralfora shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is always tequhd. Normal precautionary action for trusses requites such temporary bracing during installation between tnuxa to avoid toppling and domlrming. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of misses. Professional advice shall be sought If needed. Concentration of construction bads greater b than the design ads shall not be applied to tresses at any tare. No bads other than the weight of tine erectors shall be applied to us uses urgi l 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= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" FMB - 1.15 ARLK 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. Field Connection at Support 1 must be able transfer 20 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= Encl L= 58.0 ft W. 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 -6 0.02 4- 3 0 0.01 TI: W QTY:2 __ ___== =Toint Locations=======_====__. 1) 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- 7-12 16 20 -44 TOP PIN 0- 4- 0 76 24 -143 HOT PIN 0- 7-12 8 0 -3 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# j. 0-9-0 ,I 1 2 6 0000 0-10-14 j� a9-0 /I 14 3 77# 8.00" 17# 2.50" 1-1-9 0-9-08# 2.5 ' 0-0-1 (R1-1-7) C/L: a7-1i0-0-1) 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-OG64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design_ Mara Analysis VWPLKMIMIX 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 bractrig, 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 (or lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determbied by the budding designer. Additional bracing of the overall structure may be required, (See HI8-9I of TPII. fituss Plate institute. TPI, is located at 5833 D'Onoftio Drive, Madison. Wisconsin 53719). JOB PATIP CATEE-L0KU08SURi,K Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: Dwg: Dsgnr: TLY Chk: ;WO: ARLK Truss ID: W Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr•. t.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33-0 psf •09. - $ - 1 NCS: 08.20.02 v'u. nrt#.##M%7I%jiV R .S&4 r% .: IU# DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer discWms any responsibility for damages as a result of faulty or incorect. Information. specifications and/or designs furnished to the truss designer by the client andthe coreciness or accuracy of this Information as it may relate to a spe- cMc project and accepts no responsibility or exercises no control with regard to febrira- tion, handling, shipment. and Installation of trusses. This truss has been designed as an Individual building component in accordance wits ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engtneerl. 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 buadurg codes. beat climatic records for wind or snow I. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads_ The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid -ding, they should be braced at a mardmum spacing of IO'-W o.c. Connector plates shaft be manufactured from 20 gauge hot dipped gahanized 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- lication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members sham be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fans of the trss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A US plate is 6' wide x W long. Slots (hold run panllet to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the !bras shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1- I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracl!W. HIB-91. Trusses are to be handled with particular care daring banding and bundling, denvery and Installation to avow damage. Temporary and permanent bracing for holding trusses in a. straight and plumb pos- Won and. for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essentialand erection bracing Is allays requued. Normal precautionary acuoe. for trusses requires such temporary bracing during Installation between trusses to avoid -PPang and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation or trusses. Professional advice shall be sought If needed. Concentration of construction (bads greater than the design loads dull not be applied to trusses at any time. No loads other than the weigh of the erectors shall be applied to trusses until after all fastening and bracing Is completed, TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 D.L. WO: WndLod per ASCE 7-98, C&C, V- 125nph, H= 15.0 ft, I= 1.00, EV-Cat. B, Kzt= 1.0 Bld Type- Encl L. 40.0 ft W- 10.7 ft Truss in INT zone, TCDL- 4.2 psf, BML= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D. 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 WE: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the cemposite 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -998 0.54 6- 5 920 0.22 2- 3 -964 0.62 5- 4 55 0.17 i 4.00 2.00 1 0-8 a— i 6 433# 8.00" -T (Ri-T-O)— EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA IMAVIEDO.FL32766 Design: Macau Analysis 10-8-8 WMKr11l141V: 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 braartg, wind bracing portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only 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 TPII. (7fruss Plate Institute. M. Is located at 563 D'Onofrio Drive, Madison, Wlsconstn 5371% JOB PATH: C:1TM-L0KU0BA4RLK TI: X QTY:12 Locations==— ========_== 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# 2-6-5 0-1-8 T 1-8-1 l3d 0-3-8 358# 2.50" (038 RO-2-15) scale = 0.4694 Eng. Job: LK Dwg: 7Date: X Dsgnr: TLY cl>k: 0-04-02 TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 R5f BC Dead 10.0 psf TOTAL 33.0 osf DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 0&20.02 JU: ARLINGTGir K 3&4 AC: 10# UPLIFT D.L DESIGN INFORMATION This design is for an Ox"Mal building component and has been based on Information ptovkled by the client The designer disclaims any mspotisibllity for damages as a result of faulty or incorrect Information, specifications and/a 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 respmsibility or exercses no control with regard to fabrica- tion, 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. Deslgrrer (registered archftect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications er special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of 10'-0' o.c. Connector ptates 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 conforroatxe with the fabricators plans and to rc ftze a continuing responsibility for such verl- ficatim, Any discrepancies are to be put in writing before cutting or fabrlcatlam Plates shall not be installed over knothole. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be boated on both faces of the truss with natls fully Embedded 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 9' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meetat the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forcesshown and may need to be Increased for certain hand- ling and/or erection stresses. TTnts truss is not to be fabricated with fire retardant treated lumber unless Mherwbe shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendailorss 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 bracingmTmdapemnntplumb pos- 9fon and for resbUng 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 requites such temporary bracing during installation between trusses to avoid toppling and danfnoing. The supervision of erection of trusses shall be under the controlof persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 HORIZONTAL CONNECTION PER SCHEDULE : Support 1 238# MAX LIVE LOAD DEFLECTION: L/427 at Mid -panel # 3 L=-0.29" D= 0.06" Ta-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 __ I 5 1 — T 400# 8.00" WO: AKLK 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. 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 Ls 40.0 ft W- 10.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Illpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1111 0.57 5- 4 -1238 0.40 2- 3 -94 0.46 (� 1-7-2 1 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Morrie Analysis o40 2.00 j QTY:2 =- --------===Joint Locations=====___===____ 1) 0- 0- 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -258 TOP H-ROLL 0- 4- 0 399 238 -427 BOT PIN 10- 1- 4 246 0 -243 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULB: Support 1 427# Support 2 258# Support 3 243# 80# 2.50" 10-3-0 247#f .50rr Over 3 Supports C/L: 1 -1-4 scale = 0.4971 TWAK1I111114: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B—ing shown m this drawing is not erection bracing, wind tracing, 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 atends and specified locations determined by the building designer. Addltional bracing of the overall structure may be required. (See HIB-9l of TPq. (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191 JOB PATH: C: TEE-LOKUOBSiARIX Eng. Job: Dwg: Dsgur: TLY Chk: : A L Truss ID: Xi Date: 10-04-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 1o.0 psf Design Criteria: TPi Code Desc: FLA TOTAL 33.0 psr HCS: 08.20.02 (4 DESIGN INFORMATION This design. Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect litkarnation. specitications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- rt(fc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and mstallatbn of trusses. This truss has been designed as an individual budding component in accordance writ ANSI/TPI 1-1995 and NOS-97 to be Incorporated as pert of the budding design by a Building Designer (registered architector professional enguuerl. When reviewed for approvalby the budding designer. the design loadings shown must be checked to be sure that the data shown are m agreement with the local building codes. local climatic records for wind or snow loads. project-pGcifimuons or special applied loads. Unless shown. truehas not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contfnu- ously braced by sheathing unless otherwise specified.. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I0'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A41M A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confomumce with the fabricator's plans andto realize a continuing responsibility for such ven- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotroles. 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 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. Skits (holes) ram parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwtse shown. Connector plate sixes arc mdntmurn. sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES ALL bracing and erection recommendatoro tit to be followedin accordance with -Handling installing h Bracing'.'. HIS-91. 7hrsses are to be handled with particular care during banding and bundling. delivery and installationto avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- kion. and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required, i ed, Normal prerautonary action for trusses M91111 s such temporary bracing during installation between trusses to avoid toppling and dtmiinoing. The supwmlon 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 design bads shall not be applied to tresses at any time. No bads other than to weigtrt of the erectors shall be applied to tresses until after all fastening and bracing is completed. JK: ARLINGTON K 3&4 AC. 3# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT C71DRDS: 2x4 SP #2 All OOMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 454# MAX LIVE LOAD DEFLECTION: L/600 at Mid -panel # 2 L--0.14" D= 0.02" T--0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-2-12 0-6-6 Face = 0-3-12 WO: WE: Analysis based on Simplified Analog Model. 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. WndLod Per ASCE 7-98, C&C, V. 125nph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 40.0 ft W= 7.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering anti/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -137 0.63 4- 3 -13 0.41 308# 8.001, 1-6-0 1 Be (R1-5-3) T EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPrP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OROVIEDOSE-32766 Design: Marie Analysis Q 2.00 I Ti: Y === -= ======Joint Locations=============__ 1) 0- 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Boriz Uplift Y-Loc Type 7- 1-12 172 0 -454 TOP H-ROLL 0- 4- 0 308 253 -398 BOT PIN 7- 1-12 67 0 0 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCEHOULE Support 1 253# Connection by others. 172# 2.50" 7-3-0 67# 501, Over 3 Supports C/L: -1-12 scale = 0.6502 VWAKMIMU: 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 he considered by the budding designer. Bracing shown is for lateral support of truss member only to mduce buckling length_ Provisions nuist be made to anchor lateralbracing at ends and specified locations deternWhed by the building designer. Additional bracing of the overall structure may be required_ (See HIS-91 of TPn. fllvss Plate institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOK11OBS"RL.K Eng. Jab: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: Y Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS- 0&2002 Jb: AKLINGIGii K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client The designer disclaims awry responsibility for damages as a result of faulty or incorrect information. specifI suons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as K may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrfca- tlon. handling. shipment and Installation of" trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1%5 and NDS-97 to be Incorporated as part of the !wilding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the designloadings shown must be checked to be sure that the data shown are in ageen umt with the local building codes, tacal climatic records for wind or snow loads, project specifications or special appliedloads. unless shown.. truss has not been designedfor 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 ceiling, 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. 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 maltze a continuing msponsibay for such vert- fkatton. 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 (([ling wood to wood bearing Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless Otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x 8" long. Stots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate stun are minimum slur based onthe forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress 1. not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on Quality Control refer to ANSI/M I-1995 PRECAUTIONARY NOTES All bracing and erection mocco rendations are to be followed in accordance with -Handling installing & Bracing'. HIS-91. Trusses are to be handled with particular care during banding and bund1mg. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas - Won and for resisting lateral forces shall be designed and. Installed by others. Careful hand - Ong isessential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dondnoing The supervision of erection of muses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of consructlon bads greater than the design bads shall not be applied to trusses at any time. No bads other than the welght of the erectors shall be applied to muses until after all fastening and bracing is completed. 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 CONNECTION PER SCHEDULE: 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 - 1.15 2-2-11 0-6-6 WO: AkLK 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: Z QTY:2 __ _ ===Joint Locations=====__=_====_= =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-Loe Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 HOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, Cr-C, V- 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 1 2 Q I .00 0-8-0 1 4 T— 212# 8.00" L 1-7-2 1 (R1-7-0) e� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNES4A DR.011IEDOXI-32766 Design: Marrit Analysis 87# 2.50" 4-3-0 54A 2j5011 C/i . d11-19 Over 3 Supports WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or skn112r bracing which Is a partof the building design and which must be cousid—d by the bulking designer. Bracng shown Is (Or stool support of truss members only to reduce buckling length. Provisions must be made to anchor lateral tracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See Hill-9I of Tpll. (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATff: C:ITEE-f.OKUOBSURLK scale = 0.9442 Eng. Jab: ARLK Dwg: Truss ID: Z Dsgur: TLY Chit: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24,01, BC Dead to.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 . 2-6848-12 HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an Individual building component and has been based on Information providedby the went. The designer disclaims any responsfbdity for damages as a result of faulty or lnc r-ct Information. spec ficatfons andlor designs furnished to the thus designer by the client and the correctness or accuracy of this Infomhatlon as d may relate to a. spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the budding dessWwr. the design loadings shown must be checked to be sure that the data shown are in agreement wnh the loaf building codes. local eWnatic records for wind or snow loads. 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 conUnu- 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 10'-O` o.c. Connector prates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies ale to be put in writing before cutting or fabrication - Plates shad not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con. rnedor plates shad 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- wile x 6' long. Slots (h.1-1 run parallel to Ch. plate length. specNkd. Double cuts on web members shad meet at the centrokt of the webs unless otherwise shown. Connector plat.. sties 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 fabricated. with fire retardant treated lumber unless aherwise shown. For addlu nal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 9iandling Installing & Bracing'. HIB-91. Trusses ere 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 pas- 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 requites such temporary bracing during Installation between .susses to avoid toppling and dominoing.. The supervision of erection of trusses stead 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 weight of the erectors shad be applied to trusses until after all fastening and bracing '�.. is completed. TOP CHORDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCEOH7ULE: Support 1 226# Support 2 125# 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 1-4-7 T 0-6-6 WO: ARLK WE: TI: Z MULTIPLE LOADS -- This design is the = ____ = =====Joint Locations=======_=====__ cooposite result of multiple loads. 1) 0-0- 0 3) 1- 8- 4 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V= 125cph, X-Loc Vert Horiz Uplift Y-Lox Type H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 137 63 -226 BOT PIN Bld Type- Encl L= 40.0 ft W. 1.7 ft Truss 1- 7- 0 47 0 -3.25 BOT H-ROLL ` 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 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 1-8-4 1 2 00 2.00 I as-o Plate Height 11-0-4 = 0-2-1 4 3 1-7-2 138# 8.00" 48# 2.50" (R1-7-0) 1-84 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 UYHKIVIM(1<: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracingshown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be. considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing atends and specified locations determined by the budding deslg ier. Additional bracing of the overall structure may be required. (See HI13-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onefrio Drive_ Madison. Wisconsin. 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5329 Truss ID: Z1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteoa: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH. C:ITEE4,0KV0BSiABLK HCS- 08.20.02 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE, FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARL GTON 4 R Builder: ARON HOMES Address: ( Permitting office: City, State: Permit Number: Owner: ELE TRIO Jurisdiction Number: Climate Zone: Central 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 - _ SEER: 11.00 4. Number of Bedrooms 4 b. N/A _ 5. Is this a worst case? _ yes - 6. Conditioned floor area (W) _ 1875 f1' c. N/A - 7. Glass area & type - a. Clear - single pane 196.0 ff - 13. Heating systems b. Clear - double pane 0.0 ft, _ a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - single pane 0.0 W _ HSPF: 7.20 - d. Tint/other SHGC - double pane 0.0 W b. N/A 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A - b. N/A - - c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1132.0 ft- _ EF: 0.93 - b. Frame, Steel, Adjacent R=11.0, 196.0 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, 2085.0 W _ 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, _ c. N/A I -IF -Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 ti _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 28325 PASS Total base points: 28742 I hereby certify that the plans and specifications coveredFBefore f the plans and by this calculation are in compliance with the Florida ions covered by this o�� ST�Ta Energy Code. n indicates compliance �,we~,,,� lorida Energy Code. PREPARED BY: nstruction is completed r� DATE: nfinqthis building will be inspected for I hereby certify that t uilding, as designed, 's in compliance with Section 553.908 ft,n compliance with th I ri a E er y Caod . a Florida Statutes. cao WIS OWNER/AGEN BUILDING OFFICIAL: DATE: MAR 21 2003 DATE: EnergyGauge@ (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS.,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2,82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0,00 0.0 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FlaRES-2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38097.4 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) 35736.6 0.4266 15245.2 38097.4 38097.4 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14025.2 14025.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FIRCPB 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 Ornt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.1 Single, Clear SE 1.0 8.o 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total, 1328.0 4199.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5,90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -525.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS . Residential Whole Building Performance Method A - Details ADDRESS: , . , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8159.4 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) 5165.4 0.6274 3240.7 8159.4 8159.4 1.000 (1.078 x 1.160 x 1.00) 0.474 1.00 1.250 0.474 0.950 0.950 4594.7 4594.7 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, BASE WATER HEATING Number of X Multiplier = Total Bedrooms 4 2564.00 10256.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 PASS 01 THE STq��O�.t rna `.:1F' •`a � � d EnergyGaugeTm DCA Form 600A-2001 Ener9YGeu9e&FIeRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606. 1.ABC. 1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABCA.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 112" clearance & 3" from Insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 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 gallonLiper 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(E)lFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.3 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 4 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (W) 1875 ft' c. N/A 7. Glass area & type a. Clear - single pane _ 196.0 fe 13. Heating systems b. Clear - double pane 0.0 ft, _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft, _ d. Tint/other SHGC - double pane 0.0 fe b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 1132.0 ft- b. Frame, Steel, Adjacent R=11.0, 196.0 ft- b. N/A c. N/A d. N/A c. Conservation credits e. N/A (HR-Heat recovery, Soler 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 ff _ 15. HVAC credits b. N/A v (CF-Ceiling fan, CV -Cross ventilation, c. N/A I.117-Whole house fan, 11. Ducts v PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 ft RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) 1 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 comphapt features._ , _ Builder Signature: + L Date: MAR 2 12003 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 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 EPAIDOE EnergySta?rmdesig-nation), your home may qualify for energy efciencv mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucfedu 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) ALaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 59 111 Crown Colony Way. RUSSELL KEITH ERS, 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. Of Fco DEBBIE TIME �+ TARc 's My Comm Ezy, Y/5/05 No. CC 999378 Personally Wwvm t 1 Odw I.D. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc