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151 Crown Colony Way 03-1350 SFR (a)
PERMIT ADDRESS \ j\ CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE d d SUBDIVISION��C)L.Z r\ N)6�. v PERMIT # C) DATE' 01 PERMIT DESCRIPTION r 00 PERMIT VALUATION aG `pQ SQUARE FOOTAGE U` A CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 151 CROWN COLONY WAY for which permit 03-00001350 has heretofore been issued on 3/26/03 has been completed according to plans and specifications filed in the office of the Build' g official prior to the issuance of said building permit, to wit as e,�,J ;,��r�.� �complies with all the building, plumbing, electri al, zoni g and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled 6r ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water ENGINEERING: Drainage Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES O1-APPLCTN FEE -ELECTRIC O1-APPLCTN FEE -BUILDING O1-APPLCTN FEE -MECHANIC O1-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES O1-FIRE IMPACT - RESIDENT O1-LIBRARY IMPACT FEE O1-OPEN SPACE DATE APPROVAL FIRE: Inspected Sewer Lines In Sewer Tap Street Paved Street Lights Driveway FEES PAID DATE AMOUNT 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 151 CROWN COLONY WAY for which permit 03-00001350 has heretofore been issued on 3/26/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT'FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 91.93 16.09 847.00 16.90 1384.00 650.00 1700.00 ff&�macm'!'� �� rvA OWNER BLffLDING OFFICIAL 7 DATV— CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: c) ADDRESS:. \S CONTRACTOR: PHONE #: L\C-)1 — emir) J -Q\\a M "The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering I z/3/ v3 Public Works - Utilities ❑Fire t1 !J ❑Zoning i1 OLicensing (� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) E2ct- lli.n+ u��o 35y6(o CERTIFCATE OF OCCUPANCY A���,'•" "�"��"� REQUEST FOR FINAL INSPECTION f2 ,yu�cn� **** SINGLE FAMILY RESIDENCE**** DATE: \ � - ; - 1. PERMIT ADDRESS:- \S CONTRACTOR: PHONE #: yl`j1 L-i`) J —Q\\a ME 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 ) �_ -.�./J,3 n Q ublic Works �3/n Zoning r1 --Utilities OLicensing N N CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 • � � d 1 1 1 1 1 1 I I I I I I I I I I I I I CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION? I ► I I I I **** SINGLE FAMILY RESIDENCE""' ^^ A I C DATE: �a,a-�� �L � I y 4;. S � .� ,r. S 1 o 11 PERMIT •- I ti � • ADDRESS: C. Cvi C G r �• :. `,.= rl - l! •� �� I t: I 1 I CONTRACTOR: \ ' �Q�►�p n 77 u y` PHONE #: y01- Ln J -Q\\a The building division has prepared a Certificate of Occupancy for the above locatio►i 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 -:Public Works ❑Zoning lit I �ti ie OLicensing CONDITIONS: (Tb BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 'AYONE.11VC. LAND SURVEYORS ,�00 COUNTY ROAO 427 50UTH LONGWOOO, FLORI9A 32750-5499 TELEPHONE: (407) 630-9080 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 151 Crown Colony Way Legal Description: Lot 48, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the Structure on Lot 48. CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F. Ca :roue Florida Surveyci & Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 8/20/2003 W.O. # 2003-10845 FEDER, I_ .' RGENCY MANA(i-MENT AGI=NC NAT 01JAL,FI„OODINSURAN.CEPROGRA�M O.M.B. No. 077 Expires December ember31, 2005 EI-EV.'ATION CER rIFICATE mF.ortant: ilead the instructions on pages, 1. 7. BUILDING OWNER'S NAME SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: MARONDA HOMES INC. OF FLORIDA Policy Number BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/cu Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 151 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 48 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Aocessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HOR IZONTAL DATUM: ( ##° - ##' ##.##" or ##.#####°) El NAD 1927 ❑ NAD 1983 SOURCE: ❑ GPS (Type): ❑ USGS Quad Map El Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME 63. STATE CROWN COLONY 1 120294 SEMINOLE FL B4. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 85. SUFFIX 66. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4117195 417195 1 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. El AS Profile El FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 69: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when constriction 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, ARIA1-A30, ARIAH, AR1AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurementsand 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 NIA EI ti f evon re er a ence mark used N1A Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No an X a) Top of bottom floor (including basement or endosure) o b) Top of next higher floor — on o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) — 0 0 o e) Lowest elevation of machinery and/or equipment _ft.(m) w `m servicing the building (Describe in a Comments area) X 0Lowest adjacent (finished) grade (LAG) _. _ft.(m) �i� 9B ft. (m) E no z' 0 o g) Highest adjacent (finished) grade (HAG) _ft.(m) °� V) 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 s in ( J . _ q. . sq. ) 5tU I IUN U - 5UKVEYUR, ENGINEER, OR ARCHITECT CERTIFICATInN — —i uiwauui 1 u ru ue signed ana seaiea oy a iano 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. I 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 CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continnalinn IMPORTANT: In these spaces, copy the correspr "-ig information from Section A For Insurance Company use: , BUILDING STREET ADDRESS (IndudirV Apt., Unit. Suite, and/or L_,..qo.) OR P.O. kOUTE'ANU BOX NO. _ Poky 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.(am) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C31 on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(an) ❑ 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 communitys 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 FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, R C, and E are correct to the hest of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZJP CODE 1101 NORTH tKELLER ROAQ, SURE F ORLANDO FL 32810 SIGNATURE DATE_ , TELEPHONE 407475-9112 COMMENTS %' ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordnance 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 emba;sed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and dale of the elevation data in U to Comments area bctiow.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community4ssued ,BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLANCE10CCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (riduding 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 CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. 1 This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... 0 Applicant Name: 'DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITEF, ORLANDO, FL 32801 TELEPHONE:407-475-9112 FACSIMILE: 9115 Project Location or Address: LOT 48 - 151 Crown Colony Way Panel: 5 Subdivision: CROWN COLONY Title of Approved Development Plans: Approval Date: Schedule of Work: From: To: Emergency Repairs ....... ❑ Proposed Activity: Driveway Installation ..... Aerial Utilities .............. ❑ Underground Utilities .......❑ Bore and Jack .......... ❑ Open Cutting of Roadway..... ❑ Sidewalk Installation........ ❑ Other .................. ❑ SpecificDescription: ...................................... .................................................... Excavation Information: Total Length (FT) Number of Open Roadway Cuts FT Number of Poles (Existing) Aerial Information: Length ( ) (New) .................................. ....... ... .. .... It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanfor s jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresaid rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities are within the public right-of-way. CALL THE PUNC WORKS DEPT. AT 30-5681 TO SCHEDULE A PRE -POUR INSPECTION • APPLICANT SIGNATURE DATE: 31512003 ..................................... """. Date: Reviewed: Public Works Utilities Date: cc Date: FEE: APPROVED: Engineering l� ` C[UIINY U[ (J[MI|11UL[ IMPA(J F[[ STATEM[HT ISi"U[D �Y CITY OF SAN[U}U) OTATEMENT 0JMBER 103-75390 lX}IiDlNS ['LRMIT NU TY) COUNTY NUMBER: UNIT ADDRES.S3 71 PLAT BOOK-. PLAT OWN[k "'' ADDRESS: ���� ��F-}'H� ^�' -----��+z��/^^�f/--~-�-~------------ -'� APPLICANT RMEP .�����������������������������������_������������'�_ ADDRESS: __________..... LAND USE CA7EEpRY: 001 - Single Family Detached House TY['[ USE: Renideotial WORK DEECRIPTION: Single Family House: Detached - Construction ����-��----_����������������-�������-���----��������-���*_ F[E BE>{EFIT RAJE FEE UNIT RA7E -PER � & TYPE TOl�h1. 0U[ TYx[ DIST SCHEDULE DESC. UNIT OF UNITS ______________________________________________________________________________ �UAlS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS .COLLECTORS KORTH O dwl unit $ 142.00 1 $ 142.00 LI0IAKY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCULOLS CO -WIVE O dwl unit $1,384.00 1 $ 1,304.00 AMOUNT DUE $ 2,205.00 117A\IMENT R[CEIVLD BY:: ,__ SIGNATURE: (|`LEVGE P|ZINl� NAME) FNTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWHF|R AND [NS�)R[ TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-COUNTY 3-CITY 2'AIPLICANT 4-COUNTY **NOTE** P[kSUA� ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING P[RMI[, P[kS()HS ADE AiSU ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING CIGHATURU D0TF ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCU?AHGY U1N OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE PEAUIREMENTS U[ THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEAL!'; MAY 8E PICKED UP, OR RECUES7ED, FROM THE PLAN IMPLEMENTATION 1101 [ACT [IRST STREET, SA4F[/KD, FLORIDA 32771; (407) 665-7474. PAYN[NT SHOULD RE OADE TO: CI7Y OF SAXFURD �UliDIN(� l�[|`AkTMLNT 111110*|| \`A\�K AV[HU[ SAK[UkD. |i ��`771 RE BY CFECK [R MONEY ORDER, AND SEO[LD |U17R|0>k1[ 7|U. �JA[[T;i�1-1T AN0 CITY BUILDING PERMIT NUMBER AT TH7 TOP OF ll|[ Hk0TIC[. m*l||lS 3TAT[MENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF At=* FAMILY BUILDING CITY OF SANFORD PERMIT APPLICATION, y' , Permit No.: b� Hate: O3/OS/03 Job Address: 151 CROWN COLONY WAY Lot: 48 Parcel No.: 33-19-30-50S-0000-0480 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $$120,698.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 2 Number of Dwelling Units: Zoning: Total Square Footage: 3,218 Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City ORLANDO State: FL Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F Zip: 32810 City: ORLANDO State: FL Zip: 32810 State License No.: Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: N/i Address: Mortgage Lender: N/A Address: CRC058496 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. f-� 03/05/03 03/05/03 Sign ua re o �/Agent Date Signature f Coftractor/Agent Date RUSSELL KEITH SU NIERS Print Owner/Agent's Name Signature of Notary -State of Florida DEBBIE TIME NOTARY O MY Comm EXP• 215/05 a PUBLIC i No. CC 999378 Personally Known 1 I Olhn I.D. RUSSELL KEITH SUMMERS Print Contractor/Agent's Name 03/05/03 03/05/03 Date Signature of Notary -State of Florida Date DEBBIE TIME (ek MY COmm EV, P/9/05 No. CC 999378 Penonaly Known 1 I00w I.D. 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: //Jos ✓,s�-, Date: 03/05/03 Special Conditions: u CITY OF SANFORD ELECTRICAL PERMIT APPLIRArIO�12003 Permit Number: _____________ Date: AAKK The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida �g ------- -----y-�----------- ------------- --/-�---c-I------------- Address of Job: _611MI_I _ -L�' Electrical Contractor: DANIEL G. PU LISI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service i D 3s-pp New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: SDU By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appli is Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 151 Crown Colony Way Lot: 48 Panel: 5 Mechanical Contractor: GARY CARMACK Residential----�_____ Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 ------------------------------- State License Number r4 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: MAR 112003 The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job:_ 15 1 Crown ColonWd Lot_ 48 Panel__5 Plumbing Contractor: _______WILLIAM T. SELF ______ Residential: _ V _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Siu PP 9n re CFC057039 State License Number I=111"IN oil=WWII mWIN 0r\seam owl no MARY►IN10. MORSE, CLERK 01 C1RCU11 COURT SkMINil _E ojimry BK 04734 FAG 1020 CLERK'S 6 2003039270 RECORDED 03/06/2003 12:57:46 PM R►:I,IIRDING LEES 6.00 RECORDI lU AY 6 Harford NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0480 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 48 151 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Sinle Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, I1. 01 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) c U. SURETY (Bonding Company) o� Name and Address N/A On Amount of Bond U. °a LENDER U Coe cg c Name and address Bank of America. NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Wa Persons within the State of Florida designated by owner upon whom notice or other °z z g documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. 0 c 4 Kampf Title, 200 W. le1 St.. Sanford FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates or to receive'a copy of Lienors Notice as a provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KEI H MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this '�g day of , 2003. Notary Public DEBBIE TIME MY Comm Up. 2AM5 No. CC 999378 Pe—r-, 1f-- 1 1 Oth- 1 D. MAR - 6 =3 clialfIL`0 � �U ARYAN► E P�COi E �to CIRCUIT COURT CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 48 Subdivision: CROWN COLONY Property Address: 151 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: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 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). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 389 S.F. Porch(s)/Entry(s) 11 S.F. 7 3. ❑x 4. TO FOLLOW N/A 5. N/A N/A N/A 76. Patio(s) S.F. Conditioned structure 2,818 S.F. Total (Gross Area) 3,218S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Wednesday, March 05, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for: MARONDA WES. INC. DESCRIPPON: LOT 48; -CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thru 76 PUBLIC RECORDS O' SEMINOLE COUNTY FLORIOA LOT 49 i 25.0a N89048' 14NE 82.85''`- I Q In , ry` ttY ^// W OI1 I LLI ui , O1 � �I T CO'IC 32.69' t" PATIO O OI Ge O � I 40.00' V I I MODEL: BAYBURY •C v , (4-2) 2 STORY W/LOFT ' FINI5HED FLOOR d 25.00' d ELEVATION —4G.15 b sa9�aa law DRAINAGE TY) • B • O CONCRETE DRIVE 4 SCALE 1*- 20' O' 5' 10' 20' GRAPHIC SCALE N Q LOT 47 10.00, N ui s w ra 3, O O z 10.00, b O ki N 5AMAUNT ROAD UNLESS OTHERWISE APPF!OVED CROWN COLONY WAY CL P.T. 909'S8 NOTES. FLOOD CER1IFlCA77ON 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING S8958'14'E. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE FRONT; 25' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN REAR: 2 PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 7.5' 3. BUILDING LIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET. 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE. APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 48 CONTAINS (SUBJECT TO CHANGE) 8.979 SQUARE FEETlID206 ACRES +/- THE UNDERSIGNED AND CAVONE, INC, LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED THIS INSTRUMENT IS NOT INTENDED TO BY OTHERS THROUGH APPROPRIATE TITLE VERIi7CAT1OV. ABBREWATIONSAEGEND_ NO. -NUMBER P.T. -POINT OF TANGENCY Cl R.-RADIUS P.1.-POINT OF INTERSECTION L. CH. -CHORD P.C.-POINT OF CURVATURE 0. ARC -ARC LENGTH L.B.-LICENSEO BUSINESS Cl CENTERLINE A/C -AIR CONDITIONER PAD p A VONE-9 INC. LAND SURVEYORS AND MAPPERS 1 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 LOT by NEIL CADD FILE: CROWNCOL48.00G 2 W.L.- WALL EASEMENT IVEYOR P.R.C.-POINT OF REVERSE CURVATURE ?CORDS P.C.C.-PO(NT OF COMPOUND CURVATURE D BEARING I&LI-E,-SIDEWALK d U17LITY EASEMENT 'RAL ANGLE) D-&U-E.-DRAINAGE & UTILITY EASEMENT F.E.-FENCE EASEMENT O.E.-DRAINAGE EASEMENT U.E.-UTILITY EASEMENT D.U.dSE.-DRAINAGE, UTILITY & SIDEWALK EASEMENT THIS SURVEY NOT VALID UNLESS'EMBOSSED WITH THE. -SIGNATURE AND RAISED SEAL OF A FLORIDAu UUCCEEN�S�EDD SURVEYOR AND MAPPER REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN1 2/27 200J W-0-2003-2558 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: jBA;YRY Builder: MARON HOMES Address: ►'V Permitting Office: City, State: u Permit Number: Owner: IC 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: 35.4 kBtu/hr 3. Number of units, if multi -family 2 - _ SEER: 11.00 4. Number of Bedrooms 4 - b. Central Unit _ Cap: 28.8 kBtu/hr 5. Is this a worst case? Yes - _ SEER: 11.00 6. Conditioned floor area (ft') 2818 ft' c. N/A _ 7. Glass area & type - a. Clear - single pane 72.0 ft' - 13. Heating systems b. Clear - double pane 196.0 ft' _ a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' - _ HSPF: 7.40 d. Tintlother SHGC - double pane 0.0 ff. b. Electric Heat Pump _ Cap: 28.8 kBtu/hr 8. Floor types _ HSPF: 7.50 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 ft' b. N/A _ c. Frame, Steel, Adjacent _ R=11.0, 180.0 ft' d. N/A _ - c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=30.0, 2085.0 ft' - 15. H VAC 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 ft - ML-C-Multizone cooling, b. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 32005 PASS Total base points: 37081 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. Y(;) 4 PREPARED B DATE: MAR n 7 9001 I hereby certify that this building, as designed, is i compliance with the Flo ' a erqy Code. OWNER/AGENT: • DATE:: _ Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed .this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: EnergyGaugeO (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points •18 2818.0 25.78 13076.6 Double, Clear SW 1.0 6.0 32.0 47.07 0.96 1453.4 Double, Clear SE 1.0 8.0 40.0 50.35 1.00 2005.7 Double, Clear SE 1.0 6.0 16.0 50.35 0.97 778.2 Double, Clear SW 1.0 6.0 16.0 47.07 0.96 726.7 Double, Clear NW 1.0 8.0 15.0 34.10 0.99 507.9 Double, Clear SE 1.0 6.0 5.0 50.35 0.97 243.2 Double, Clear NE 1.0 6.0 16.0 39.16 0.97 609.3 Double, Clear NE 1.0 6.0 16.0 39.16 0.97 609.3 Double, Clear SE 1.0 6.0 40.0 50.35 0.97 1945.5 Single, Clear E 1.0 6.0 32.0 59.31 0.97 1841.7 Single, Clear NW 1.0 8.0 40.0 37.74 0.99 1499.1 As -Built Total: 268.0 12220.1 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 376.0 0.70 263.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1313.1 1.00 196.0 Base Total: 1508.0 Frame, Steel, Adjacent 11.0 180.0 1.00 180.0 2414.0 As -Built Total: 1508.0 1689.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated Exterior 40.0 4.80 192.0 Adjacent Wood 20.0 4.80 96.0 , 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 30.0 2085.0 2.13 X 1.00 4441.1 Base Total: 1875.0 3993.8 As-Bullt Total: 2085.0 4441.1 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) Raised -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 0.0 0.00 0.0 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge(@/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2818.0 14.31 40325.6 2818.0 14.31 40325.6 Summer Base Points: 53732.8 Summer As -Built Points: 52592.4 Total Summer Points X System Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 52592.4 0.551 (1.087 x 1.150 x 1.00) 0.310 0.950 10106.7 53732.8 0.4266 22922.4 52592.4 1.00 (1071.183 x �)0 310 0.950 18329.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES-2001 FLRCPB v3.21 -- FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE GLASS TYPES .18 X Conditioned X BWPM = Points Floor•Area Type/SC .18 2818.0 5.86 2972.4 Double, Clear Double, Clear Double, Clear Double, Clear Double, Clear Double, Clear Double, Clear Double, Clear Double, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BWPM = Points Type Adjacent 376.0 1.80 676.8 Concrete, Int Insul, Exterior Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent Frame, Steel, Adjacent Base Total: 1508.0 2940.8 As -Built Total: DOOR TYPES Area X BWPM = Points Type Adjacent 17.0 4.00 68.0 Exterior Insulated 1Adjacent Exterior 40.0 5.10 204.0 Wood Exterior Insulated Base Total: 57.0 272.0 As -Built Total: CEILING TYPES Area X BWPM = Points Type Under Attic 1875.0 0.64 1200.0 Under Attic Base Total: 1875.0 1200.0 1 As -Built Total: FLOOR TYPES Area X BWPM = Points Type Slab 198.0(p) -1.9 -376.2 Slab-On-Grade Edge Insulation Raised 0.0 0.00 0.0 Base Total: -376.2 As -Built Total: PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point, SW 1.0 6.0 32.0 3.88 1.01 125.4 SE 1.0 8.0 40.0 3.17 1.01 128.1 SE 1.0 6.0 16.0 3.17 1.02 51.7 SW 1.0 6.0 16.0 3.88 1.01 62.7 NW 1.0 8.0 15.0 6.35 1.00 95.1 SE 1.0 6.0 5.0 3.17 1.02 16.2 NE 1.0 6.0 16.0 6.17 1.00 98.8 NE 1.0 6.0 16.0 6.17 1.00 98.8 SE 1.0 6.0 40.0 3.17 1.02 129.4 E 1.0 6.0 32.0 9.96 1.01 321.5 NW 1.0 8.0 40.0 12.23 1.00 488.4 268.0 1616.2 R-Value Area X WPM = Points 4.2 1132.0 3.26 3690.3 11.0 196.0 2.60 509.6 11.0 180.0 2.60 468.0 1508.0 4667.9 Area X WPM = Points 20.0 5.10 102.0 17.0 5.90 100.3 20.0 5.10 102.0 57.0 304.3 R-Value Area X WPM X WCM = Points 30.0 2085.0 0.64 X 1.00 1334.4 2085.0 1334.4 R-Value Area X WPM = Points 0.0 198.0(p 2.50 495.0 198.0 495.0 EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS L Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2818.0 -0.28 -789.0 2818.0 -0.28 -789.0 Winter Base Points: 6220.0 Winter As -Built Points: 7628.8 Total Winter X Points System = Heating Total X Cap X Duct X System X Credit = Heating Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 7628.8 0.551 (1.078 x 1.160 x 1.00) 0.461 0.950 2202.8 6220.0 0.6274 3902.4 7628.8 1.00 (1061 195 x 92)0 458 0.950 3970.8 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: T , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.E CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 22922 3902 10256 37081 18329 3971 9705 32005 PASS EnergyGaugeT"" DCA Form 60OA-2001 EnergyGaugeQ/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier Is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier Is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606A.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA.99 ATWF:D Do=Claolornrc 11AcwrI1i—.-_. _ -- - - COMPONENTS - --- - - - — •-•—•--�..�.- SECTION .......,a wa. .��ca VI cia Vww uaY YY all rC,luurj E;e5. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPLj DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.7 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Glass area & type a. Clear - single pane b. Clear - double pane C. Tint/other SHGC - single pane d. Tintlother SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. Frame, Steel, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage b. Sup: Unc. Ret: Con. AH: Interior ELECTRIC.... New _ 12. Cooling systems Single family - a. Central Unit Cap: 35.4 kBtu/hr 2 - _ SEER:11.00 4 - b. Central Unit _ Cap: 28.8 kBtu /hr Yes - _ SEER:11.00 2818 f? c. N/A _ 72.0 ft' - 13. Heating systems 196.0 W _ a. Electric Heat Pump Cap: 35.4 kBtu/hr 0.0 f? - _ HSPF: 7.40 0.0 fe b. Electric Heat Pump _ Cap: 28.8 kBtu/hr _ - HSPF:7.50 R=0.0, 198.0(p) ft - c. N/A _ 14. Hot water systems - a. Electric Resistance Cap: 50.0 gallons R=4.2, 1132.0 ft- - _ EF: 0.93 R=I 1.0, 196.0 W _ b. N/A _ R=l 1.0, 180.0 W _ - c. Conservation credits (HR-Heat recovery, Solar _ DFIP-Dedicated heat pump) R=30.0, 2085.0 fe - 15. HVAC credits PT, - - (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, - PT -Programmable Thermostat, Sup. R=6.0, 150.0 ft - RB-Attic radiant barrier, Sup. R=6.0, 150.0 ft MZ-C-Multizone cooling, MZ-H-Multizone beating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code mpliant features. MAR 0 7 2003 Builder Signature: Date: Address of New Home: City/FL Zip: rva *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your• score is 80 or greater (or 86 for a US EPA/DOE EnergyStar "'designation), your home may qualifyfor energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Ratirig. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501,487-1824. EnergyGauge® (Version: FLRCPB v3.21) ALaronda Homes jj 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 48 in 151 CROWN COLONY WAY. 1� RUSSELL KEITH SUMMERS, 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. q0frto5 37811 Oob I.D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc Master Fite #7 ' Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/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. Goverrimental Product Approval: Agency Initials/Date Agency Initials /Date Brava*rd, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 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 PAGE 29 CAULK TOP OF MULL #10 X 3/4" TEK SCREW - ADO W 1g3 MULLION (XFLA-26-1) Ix4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTC OF MULL PRECASTED SILL -SEE CHART FOR FASTENERS FLA_ 45 MULLION ANCHORCLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 1X3 MULLION XFLA-26-1) IX4 MULLION DFLA-39) -• .3/4"MAX SEE CHART FOR MT NAME M: �/o /i- MASTER ]FILE # -.7._:--- - D vD ub FASTENERS - NOTFS "a .o 1) AL 8 83 MUM FUSIONS' ARE ALLAY 6063 TB, a S u y�q 4 CHARLE$ A ' PA �N, 2) WHEN THERE I3 ONE TAPCON (1/40- X 1-1/2-) p.E ON EACH ANGLE LEG, THE TA�CON SHALL E a Z m z FL REG. ENG.. # 49121 •PLACED ON MULLION CLIP CENTERLINE. c DAM 3/21/02 3) AT CONCRETD ES OMPRESSIVE STRENGTH a 3.000 PSI • � ! � i 6 y o 0 0 NORANDEX PACE- 30 nulFJ; 1) ALL ALI OR 608 2) WHEN 7 ON -EAC PLACEb 3), CONCU AT 28 1 CHARM , FL RM AATR CEI TfL41 MANUFA MASTER DW SILL SH HEAD DW SML >H HEAD )UKANDEX PAGE 24- 4 C T(2) 010 x 1-3/4" PH-SMS INTO 2 x B 3/18 0 x 2-3/4" TAPCON THRU I BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY SEE ELEVATION FOR ANCHOR SPACING. (2)10 z 1-3/4' FII-SMS INTO 2 z BUCK I SEE ELEVATION FOR 'ANCHOR SPACING. I N E III Ill (2) 1110 z t 3/4' PH -SUS INM 2 By BUCK WITH 1-1/2' MIN. EMBEDMENT. _ SEE S18VATION FOR ANCHOR SPACING. I (� WOOD BUCK f� II I'jALL LR i'icr PANELS 60.0 t STEEL R OPTIONAL 2. BY WOOD BUCK Na OF Na OF ANCHORS ANCHOR --- U7.375 "0 46 48 48 50 8 () 24 6 99.5' 46 4a to a L52.T60' S7.5 57.5 24 6 ILL975' ea' (5) 57.5 57.5 19 6 75.5' S7.5 , 57.5 19 a 128' 80' 5&7 5&7 29 a E625 (45) a&a ma to a 20Y 117.875' 48 45 45 30 10 60.6' () 46 45 45 24 18 10 t52758' 44B 4&B C4 10 10 lu �' (6) S3s 6155M4 I" i6 1a 75.5' to12�B6'64.55 j55.4to 20 to to 10 Na/ IN PdBBNIffiIS D70mAm PLmm sae 31ZE WD)TH IN FAT :.3. W. ) STEEL REINF. r---1 ALL 10' PANELS & 60.0 D.P. SHIM AS RE UIRED WOOD SHIM ?SHOWN) JL. TYP. JAMB. SECTION �X SHIM --I .OR MUDD TRACK AS REQUIRED I BY 2 BY BUCK MIAMI DADEzAPPROVED TAPCON NC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: m 1 4 TMWE RED GLASS I sImING cuss Done pry p W ,RATITE AHALYSI8 CHART No. OF A OESIGH IDAD ANCHORS Na OF AN SIOtS CJPACRY—PSP HEIGRRTINCHES A HEAD s THAUS A IJ Q 88.T JAUB W W 89.4 sa �� HS.T a vlJ 88.4 (4) 24 Be.? ea4 16 8 [� 847 77.4 e4 90' a 8 O'J� �lO 86.7 938 18 (,) 847 aSa to B a W BO' 847. 7&3 20 I=5I a A 1_4 647 7&5 10 B a0 80 80 96" 10 C�1 eo 24 ia •6&9 845 to —to 24 69.7 71.5 Is (S) 10 10 C °o .7 718 la 10 se' B ea B ea �8.& (Z5) 7 85.2 10 10 10 V y 2-3/4' y k b TAPCON OR MUM W it q I DADS APPROVED CONC. FASTENERS, o q K ` SEE ELEVATION FOR al ANCHOR SPACING. to li zalo N 0) Q1 a. o c 1) SHIM AS REQUIRED,. MAX. SHIM STACK 1/4 ,..ems m 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5• y c I o e 3 usa 6 WrM PICA' 'W�' THICKNESS OF • 0.62' i a Q ALITY •CA a 4; GLASS THIC � BEHIND' WINDOW RANGE. X X X % X X a AND BASED 'ON TABLE E1300 GLASS ANg PANEL PANEL PANEL PANEL V CHARTS, AND MAY VARY DEPENDING ON SIZE li j P ed4( PANEL a 5) THE RESPONS®I,1Ty.FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE' LOCAL LAWS, +� a •'° •• o y �' d BURRING CODES, ORDINANCES -OR OTHER SAFETY Ed HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT. TYP• 1 BY sIHLDrxc OWNER *OR CONTRACTOR. BUCK ') CAT 28 DAYs�RESsrvE STRENGTH 3,000 PSI .d-1 ►- -I ' ;a`9-I s ►e cs m (2BY2)-T M&L ZIATA N (4BY2) mwix, ISSYtlF1M a h v t�i q 1 NORANDEX I PAGE 23 O s (2).#10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/160 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN WITH A I-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 010 x 1-3/4' FH—SMS INTO 2 x BUCK 4 ° SEE ELEVATION FOR ANCHOR SPArmr_ 2 BY WOOD BUCK (2) 010 x 1 3/4' PH -EMS INTO 2 BY BUCK WITH I-1/2' IS EMBEDMENT. SEE ELEVATION FOR IS SPACING. 1� I OR ° . e A- n HEADER AND. SILL SECTION TYR 1 BY BUCK 1-2 x IMOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTHMEIGHT EXTERNAL INTERNAL XX XXX )cm 30 die x 591/2 " 53.3 55.8 10 ALL 16 361�i6° x 591/2 " 49. B 49.8 12 . 18 6 18 22 30 die° x .791/2 " 49.7 49.7 10 6 16�20. 36 �6' x 791/2 " 45 45 12 8 .18 e SERIES '60O A[UMINUM SLIDHJr- GLASS DOOR ALL OPERABLE PANELS FASTENER CHART ����++�� CL FA Ii. �, A, ji'� (2) 3/16'0 x 2-3/4' TAPCON OR MIAMI E AC R N i L :WOOD BUCK DADEASEPNRFIRS. - CONC. Iq " # SEE ELEVATION FOR OR ANCHSPACING. `HORIZONTAL As REgIJIRED TYP. SECTION SHIM (SHO JDD TRACK A REQUH= 1 'BY 2 BY BUCK (2) 3/18.'0 x 2-1/4' TAPCON OR 3" ELEVATIONPROVED FOR ANCHOR PACAS INNGG. m m NOTES: n O 2) ALLALUMRdUM EXTRUS I NS ARE ALLOYAS REQUIRED. MAX SHIM STACK16063-T6 /� OR T6 WITH- TYPICAL WALL THICKNESS OF 0.62' . 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGg 4) GLASS THICKNESS BASED* ON TABLE E1300 GLASS X X CHARTS, AND`MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION•.O_F PAN4 PANEL NORANDEX PRODUCTS TO MEET ANY APPLICABLE IbCAt.:LAWS, BUILDING CODES;ORDINANCES OR'`OTHRR- SAFETY' REQUIREME=- REST :SOLELY WITH THE . i1RCH[TECT, BUILDING OWNER 'OR ' CONTRAC9OIt. 6) COON 2RB IEACCO•MPRESSIVE STRENGTH ® 3;ODO PSI - (29Y2)�4 naiamr 0 1/4' SHIM --i�- MAX 4� X X PANEL PANEL PANEL PANEL m (4BY2) MEK&ALUM o y A tiq WSW ca � h O � tij ko ti G j NORANDEX . PAGE 22 t0 X 1-3/4" P.H. S.M.3 11/1-1/2 MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. # 10 X 1-3/4' P.H. S;M.S: MIN. EMBEDMENT NOTES: SEE E SEE ELEVATION FOR ANCHOR SPACING. 1) :SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMI IL.EXITIUSION3 ARE ALLOY 6063-T5 OR:'.m. Wmf:,TYPICAL- WALL{ THICRNFS§ OF 0.62" 3) . USE ;1UGH. _QU'AIM'•CXlJLK iBEHND WINDOW FLANGE. 4 GLASS: =GK99SS-.BASED ON TABLE E13oo UME GLASS CHARTS; AND::MMY'VARY DEPENDING ON SI'LE. 5) 7HE RESPbNSITiILIT1`;�OR SELECTION OF No Q Ex PRODUCT§:TO:;MEET..;Y �A ANPPUCABLE UDCAL LAWS, BUII.DLNG-.;CUDFS.:O9DINAN¢ES OR OTHER SAFETY REQNRE -SST. ZOLEL.Y WITH THE ARCHITECT. p�q a 8UBAIYNG :OWTIER'. b@"CON77{ACTOR. e) NOTE '*' `•INDIC'A-'E$ •:THAT EQL)AL ,FASTENERS AT � HEAD- AN -S'..AI#E-REQU ED. ALT. FIN ATTACHMENT 1 UNDER SHEATHING L #'10 X 1-3/4" P.H. S.M.S. cENTRAL 1' WDA BA.A.F. W/1-1/2" MIN. F` MLIDMENT SEE..HIEVATION. FOR MAW-AC-T M NAM: oR4vD�X ANCHOR SPACING. ' MAMR FME # 3 aouers I I HEADER AND SILL SECTION /i 1/21 MIN4 MBEDMENT WOOD FRAME ANCHOOR SEE -ELEVATION SPACING. .s (TOP AND BOTTOM) CHARLES', FL REG: ' ENG:. B 49121 DATE:, 3/�7/OZ' WINDOW DIMENSIONS WINDOW FASTENER.SCHEDULE WIDTH HEIGHT No. ANCHORS . HEAD/SILL NO. ANCHORS JAMB (INCHES INCHES) E TE60 35 45 PSF PS PSF 35 PSF 46 60 PSF PSF to 18-L8` 2E- 2 _2 2• 2 2 �i . •� 25" 3 2 2• 2 _2 2 c_5 A V 3 •3 � 2 2 16=1L8"_ _2 2• 2 3 3 E ai 25-l2 386" 97-1/4 2 _2 2 2• 2 3 3 Cs, 2- 8" 3 3 '3• 4• 3 3 3 3 ccl8_1 6" 19`�2 49-6/8 2 2 2 2 2• 2• 3 3_ 3 3 3 3 G] 3 .3• 3 3 3 i2-1 8' 3 3 4• 3 3 3 �LL4� _ 15-�2 62' 2 -2 2 2 2. •2• 3 9 _ 4 4 4 4 o Z (e c a 18' _ 3 3• '� 4 4' i2- 8" 3 4• '3- 4 2 2 2• 3 4 N a b W F g d 6-3/4' 2 _ 2. 3 34 4 _S 6 5 `} �qu R _3 .3. 7-'� 4 5 Gl Ngs� O ��•a �y4 m"unr>mrm ETAll -C OF a Of/ A1L-B a ; Z NORANDEX PAGE 10 d 10 X 1-3/4' p. H S.M.S. iT/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. A N � CJ �v U J__ .750 TYP e14 LA- 40 415/416 2.437 # 10 X 1-3/4" P.H. S. M.S. 1T/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR QIDSPACING. MW45r�'IIRER 11'II�: I�ypl FILE# ,Z -- J1-�v ALT. FIN ATTACHMENT 10 X 1-3/4" P.H. S.ILS, W/1-1/2' MIN. EMBMUENT UNDER SHEATHING SEE' ELEVATION FOR FOR ANCHOR SPACING. .# 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION .WOOD . FRAME TYP. JAMB SECTION O WOOD FRAME CHARLES L PA -tP.K. FL REG. ENG. '-, �49121- DATE: 3/27/02 air+uurt DIMENSIONS FASTENER SCHEDULE WIDTH HEIGHT NO. AD N�HORS ' HEASILL E NO. ANCHORS JAMB INCHES INCHES) NOTE 6 S5 PSF PSF PSF PS PSF PSF Ie->Le' 2 2. 2. 2 z 2 25" 3 9 • 2- 2 2 52-1 8" -3 3 3 : 2' 2 —2- 2 _2 2 • 2 3 g S-!Y 37-1/4 2 _2 2 E 3 3 38" 3 _2 5- 6" 3 3• 3 3 1B_LB" 2 2 2• 3 3 3 2b-�2 49-5/6 2_ 2 2 3 3 9 36' 2 3 3 3 3 3 52-1 6' 3 _ 3 3• 3 3 3 2 2 20 3 3 4 25—L2" 82' 2 2_ 9 _ 3 4 36' 3 3 3 4 3 S •• 3 4 16—L6" 2 2• 4 4 5 25-�2 6-3/4' 2 _2 2 4 5 98" _ _2 3 3 4 5 52-1 8" 3 3 4 6 NOTES: 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 2; ALL ALUMINUM' EXTROSIONS ARE TACKY 84". OR T6. H Q. TYPICAL ITALL THICKNESS OF 0.62" 3) USE HIGH •QUALIT.Y .CAULK ON WINDOW' FLANGE. 4)' GLASS THICKNESS 'BASED 'ON TABLE EI300 CLASS CHARTS, AND.-MAY"VARY DEPENDING ON SIZE. 5) THE.-RESPORSIBILrr-Y FOR SELECTION OF.'NORANDEX PRODUCTS -TO -MEIST ANY APPLICABLE (KCAL LAWS, BUILDING :CODES. "ORDINANCES OR OTHER SAFETY .REQUrREMENTS 'REST SOLELY WITH THE ARCHITECT. BUUJ)ING'!OWNSR•'OR CONTRACTOR. 6) NOTE • 'INDICATES THAT. EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. TTP. T NERD e. 24' D.G ma AIL -A CAW DETAAIL-C SASHr DETAII.=B . I NORANDEX PAGE 21 3 18' TAPCON WITH A 1-1/4' MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. 7 SEE ELEVATION FOR I SHIM AS REQUIRED MAX SHIM ST O ° a °/°. 0 ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY16063-15 ° OR To 3 USE HIGH TYPICALTH WALL THICKNESS QUALITYAULK. BEHIND O INWIND WINDOW d ' o 4; GLASS THICKNESS BASED ON TABLE FA300 CLASS . CHARTS, AND MAY VARY DEPENDING ON SIZE_ 5) THE' RFSPONSIBHM FOR 199LECTION' OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, •BUI DING CODES; ::ORDINAtICEY OR`:OTHER SAFETY REQUIREMENTS' -REST SOLELY THE ARCHITECT, .WITH BUILDING OWNER •OR CONTRACTOR. . 6) A PRESSURE TREATED: V. OODEA"AjUCK-:OR MARBLE SILL SHALL BE :ADDED -UNDER THE PRODUCT TO FULLY SUPPORT UNIT.. THIS: °SUPPORT 'r SHALL BE FIRMLY ATTACHED INTO MdSONARY' AND SUPPORT ai THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED �Z BY OTHERS). "clj 7) CONCRETE COMPRESSM STRENGTH 3,000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) [ NOTE: ` INDICATES THAT' EQUAL FASTENERS AT EO TYR 2 BY BUCK A B.O.A.F.• 3/16" TAPCON ��� MAN Ul' ACTURER NAM,: VP/1-1/4" MIN. EMBEDMENT _Alo,94Mtl E (SEE ELEVATION FOR ANCHOR SPACING) MASTER F Z # ° .4 I CALL SIZE WIDTH ® &-A 9 n •' TlBy BUCK O 2 BY BUCK SHIM-." _ TYP. JAMB SECTION )TH JAMBS) • 1 'BY / 2 BY BUCK SEE NOTE a HEADER AND SILL SECTION TYP. I BY BUCK • Y CHARLES A'P N. P..E FL REG. LNG. ,49121 DATE: 12A Ol ® 10 F.H. S. L S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS N0. ANCHORS WIDTH HEIGHT SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PS PSF PSF PSF L 8" j- 2 2` 2 2 26 28' z — 2.— 2 — 37' 2 —3`— 2 — 2 53-1 8' 3 3` . 2 __2 `19-1. a 2 2` 2 3 28=1 2_ 38-1/4•. 2 _ 2• 2 —_ 3 63-1 8' 3 — 4.— 2 __3 19-1/8' 2 _ 2•_ 3 3 26-1 2 50-5/8 2 2' 3 _ 3 — 3 . 53-1 8' 3 1971 8' 2 20 3 4 1 2 83 _ — 2` 3 _ 4 __4 37 3� 3 53-18" 9 _ 4- 3 4 26-11 2" 7e-3/4' 9 —_ 4. 53-1 iuz mm �mTv ��TTpp 2{' N24- e. QG IIII OF DETAIL-C i yDETAIrB k C i. NORANDEX PAGE 9 �.m.S. WITH A NOTES: 3/18' TAPCOp1 WITH A 1-1/2 MIN. EMBEDMENT 1) SHIM AS REQUIRED. MAX SHIM STACK I/4'. ,` MIIN I-1/4' MIN. EMBEDMENT ANEwn�n QDIAOn�FOR 2) ALL ALUMINUM EXTRIr9tnuc ADC. ., MAX UIUr VMrM c iL r ETAIL -A ca y w 0 y F • Z. W K EMBEDMENT DETAIL-C FOR o SASH wuid� 0 m DETAn—B I w i �ro m t M I A M I-DADE A11AMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefersou, P.O. Box 76 Pittsburgll ,IGS 66762 BUILDING CODE-CONIPLIANCE OFFICE M177�U-1)i11)L'!'I.nGl.lilt BUILDINC; 140 WI:S'I' FLnGLCJl S'I'Itli!'f, tilJl'11i 1 Gt1.; MIAMI, I'1.0JUD 1 331.iU-I563 (305) 375-gyp l FAX (305) 375-290S (:b\'l'K,1C.-rC)12 1.1m..'NSl\C: NJ` C-1•I()\ (JOS) 375.2527 F:AN (303) 375•'-5SS c:o. rlt,tc-rc)11mvislO.v (305) 37s.2')Gr, FAX (30) 375•290s Pit01)I:C:I' C:O. l.IMI, DIVISION (lUS) J75�27U] 1�A\�(3U5) J7�-G.1. Your application for Notice of Acceptance (NOA) oI: 19 . Entergy•6-8 S-11'/E Inswing O1)aque Double w/sidelites Reside' Insulated Steel Door - under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alicrnate Mliterials and .Typeso[ Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; County Building Code Compliance Off7ce.(BCCO) Lander the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fai.)s to perform in the approved manner, BCCO 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 fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by tl)e manufacturer. ACCEPTANCE NO.: 0.1-0314.24 a EXPIRES: 04/02/2006 Raul lcoorlguca Chief Product Control Division THIS IS THE COVERSI•IEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDI-11 LE BUILDING CODE &—PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by.tile BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under tile- conditions set forth above. APPROVED: 06/05/2001 1\s04500011pc20001\templates\nottce acceptance corer page.dot Francisco J. Quintana. R.A. Director Miami -Dade Count• Building Cods; Conlj)liancu Office Inttrnct mail addresx postm:lstcru�builtJinhcnticonlinc.cnn) IlOmclla;;c: hall:/h��titic.huitdin�codcunti'nt:coni Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES =lnril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CO.-N'DI'T'IONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 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 determincd by SFBC Charter 23. do not exceed the Dcsign Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing 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-ENNI-1, Shcets. I through 6 of 6, titled "Pccmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•dated 7/29/97 with revision C d:ttcd 01/I1 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of Acceptance numbcr'and•approval date by the Miarni-Dadc County.product Control Division.. Thcsc 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.singlc door only, as sho%%,n in approved drawings. Single door units shall indlu.dc all components described in the: active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or ovcrhang to sill is less than-45 degrees. Unless unit is installed in non-liabitablc areas %%-here the unit and the area arc designed to accept watcr'infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance %tiJth the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systeni. 4.2.2 Sidelite: the installation of this unit «•ill require a hurricane protection systeni. S. 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 REQUIRErYIEN-rs 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 idc6tiiicd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for -the proposed installation. 6.1.3 Any other documents required by the Building O icial or the South Florid: 3uilding Code (SFBC) in order to properly evaluate the installation o ftstem. Manuel ercz, P.E. Product Con r61- xamincr Product ntrol Division Premdor Entry Systems ACCEPTANCE NO.: 01-03I4.24 APPROVED JUN O 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled 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 nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirer»ents of this acceptance, including the'corrcct installation of the product. d. The cnginccr who originally prepared, signed and scaled tilt required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tFic materials, use, ai d/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 fec) and granted by this off ice, � . 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other, documents, %vhcre it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection aC the job site at all dine. Tile engineer needs not•rescal the copies. 8.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF TIiIS ACCEPT NCE Manucl ercz, P.E., Product - ontro �trniner Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) ' 1 ITT. AlxpUt Mt NjiC�IN1 �6 �al yM ' MAX'• Tk' ' KAN MAX VC • r LOW ktA1C+ .. ,u, ' � � MAX uC �otC a nc, —.j{I y �• FIAX x.a �IJ� I t �t,� 1 1 �� I 7����NAX '�1 "AI:L �� .-F—tJ�'O.C.� 17 vE' lax l>Z SPACING . / o• r,aC tymtw t) 1/ A MAY A 43 1 TOP OF ^S' ODOR m r a• rnv,,CC alp [KN pflaC Axa — _ -- OL SPACING to... LC. TO i LDCX ELI 64- LPAC�IN.G J 17 O.Gt IB',OL r� iu mrt,t _ ' I' 11. A. N-II III aG SPACING te• 6' .rl Tit, [xiial ' � �tJ• aC.+,17' t>l. 17• oxc_j DG NAY MAX MAX MAX t7• DL 17' OC- NAX MAX ' DG�1J' O.G_J rHAKX NAY--•i111MAXfl Ax r ' •.a ATTACH ASTRAGAL THROV BOLT 18 x I' LONG K• r tDO iTAI�[k art Yost a STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' MULES FLATHEAD SCREWS ` NOTES, IJ W000 BUCKS BY OTHERS. MUST BE ANCHORED - 18 x 13/4" LONG PROPERL•Y,..TD! .TRANSFER.LDAOS TO THE .STRUCTURE. rLATHEAD SCREVS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO DUALIFY THE FOLLOWING INSTALLATIONS. L.H. INSWING It3L INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL 6. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY �� APPR riEDASCC'/�:rur r,,11. ram= STRUCTURAL'VOOD BUCK _ C. MASONRY OR CONCRETE CONSTRUCTION WHERE souTHFl e�m Me CODE D00R SYSTEM IS ANCHORED DIRECTLY TO CONCRETE vWX VATER INFILTRATION VMERE WATER INFILIRANDN er OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL REMMMI IS NEEDED k REWIR-01 IS NOT NEEDED ONE BY WOOD BUCK RNnPA + a�ornt cDNTRDL15rnsIDN 3. ALL ANCHORING SCREWS TO BE 110 WITH NeOn tivp F RIN6 X su¢tx,. c_PLuuEDF., MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ALCEPTAlXEt;o..DI • V 31 Y• tti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT i UNITS SHALL BE INSTALLED DNLT AT LDCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUDI THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST HE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS MERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESMOLD'ON SIDELITES AND DOOR C 9CC WITT xocvaAnoa S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE I``mtfutfsirDt[LL ILL v a JAMBS AND SIDELITES. (IIg6tDt[ ULCtS Ick SI1•m Al Aoe ollaX 0000 raclruulllaa �,wnl T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE v u 'ORNERS ARE COPED AND BUTT JDINE4 - tl I A t v 1 S. I DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M N Y M NHIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF D.B TO 1.2 N1L I-1029-EW-I 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ �iTLzm SHEET (DF 5 CATER -REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U TO li NIL. Hvm Lou GLAZING DETAIL 112' GLASS BITE 1/0' iEWERED UASS INTERIOR -INSWING v 11 "`J OTHER CONFIGURATIONS 111 1/P Wx 111 1/,' MAX ML 11 3/,.. "x APPROVED AS COUPLMG WTH IRE SOUIHFl Min.DWGCote BY J�J� O tsmu C.E. PL WtM OFFICE AccEPW:cE 11D tll - 0 31y. z- s -IU29-EV-1 Mi2OF6 ama ma 1/4' SHIM MAX 1— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX SECTION B'-B 2 BY WOOD BUCK EXTERIOR MA I LkIALS LIST IICN N0. 0 pESCRiPTIOH PART NMBER COMMENTS 2COMPRESSION WOOD HEAD JAMB CV-14 11/4• X 4 9/16' HTL. TO BE PINE OR COUivALCNr VCATHERSTRIP V_ ' O ALUMINUM ASTRAGAL _U-12 N BRAND LQXSEAL0 R PRENDEIR BRAND OR EQUIVALENT- 5/8' ALuHiNUH ASTRAL 4 ALUHINLD4-BLOWER THRESHOLD TOP EV-15 PREHDOR BRAND OR EOUIVALENT - 1 1/4' x 4 9/16' © CHANNEL CV-08 JPRIMDUR BRAND - 1 11/16' - 20 GA STEEL T SKIN i6 gn (pi EOM Lam 14 III 1 IMI III QFRI 8 B O ELUR[T A A BASF FOAM - DENSITY 2.0 TO 2.5 IbS./F1' lill CHANNEL EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL 9 TD V00D LUCK BIDCK EV-09 4' X 9 1/2' NIL. TO BE PINE OR COUIVALENT --- 11 STRIKE STILE EV-06 15/16' X.I 11/16' HTL. TO BE PINE OR EDUIVALCNT 13 HINGE STILE LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16- HTL. TO BE PINE OR EQUIVALENT 13 HINGE EV-ID . PREHDOR•BRAND - .050- THICK- HTL. TO BE POLYE114YLE 1/ WOOD V-16 HALER BRAND. HINGE OR EQUIVALENT - 297 THICK (STEI IS OODVxV HINGE JAMB IID x 3/4' FN.V,S, - 1 1/4- X 4 9/16' HTL. TD BE PINE OR EQUIVALENT (4) SCREWS PER HI N� INTO oaoa 16 110 X 2' F.HW S IIIB' L THEK1�Ar TER Iw SlJevi 1HRalD4 S1211l IMI [WTI) SIIELIIE JARI. •IAx I' Ilt THEREAFTER 4' Dal rRm • • 61 SCREVS 111ARD N EACH SIDQ.I(E JAxI WID SIDELITE, 4' va fRDR !P, No IS' or. HEREAFTER. 7 w vn1 toms vnuofnI Ire f mXKvj REFER 10 ELEVATION vlCW TOR 1 Of IB 110 X 3/4' F.11.V.S. SCREWS USED AND LOCATIONS (2) SCREWS PER HINGE INTO JAND 19 ' IB x 2' fHV S (V SCREWS AT EACH STRIKE PLATE • LDCKSEi 110 X 1 3/4' FJLV.S. VOOD SIDELITE JAMB 22'-X 64"SINGLE PANEL GLAS SIDELITE TRIM (WOOD) 1 1 / 4 • VDOD CASING VODD SIDELITE HEAD JAHB ® VODD SIDELITE BASE POLYPROPYLENE LITE FRAHE '16 X I 1/2"P.AN HEAD SCREWS 'SIDELITE STILES 1 PIN NAIL DOW SILICONE #995 I APPROVED AS COIIPLYRIG WITH THE 5som TY.()gq'� DA ��I'� BY L DIVISION TRRUTo4G CODE 001A ►IM 0I ACCEPTAHGE NO o 1-0 3 4 V• 2V ILI_AEAR Tfj4W_6 07tSi •� ." •` 'a�rv.- UL-Ib4J - (WOL 5/16 x 1/2' MTL. TO BE PINE CIR EOLIIVALEN a 1' NIL P OR IARVALE 1 - ITEMS IQI NCS U 04 SIIE Rr SIDE Jwer As MALIO4s 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT 1 1/4' X 4 9/16' HTL TO BE PINE OR COMMENT HP Polypropylene by ODL 8 PER FRAHET D 4 1 Arlie 5/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT /V LUG RAIL, 4' IS Tian ERI. ku Ir or. jMEwIER. tug In FWDIS am I 1001L INL[SS NuIck FIX D:L NL CITRUSIpIL UICSS !01[0 SIR Q37L. In B DADE COUNTY ,NDOV ICATIONS Inv4I JD A DDED PAGE'S (ODOR OPTIONS) ro-I-9I R LI2 R[VI! DhI[ BY PREMDOR ENTRY'SYST MS PARR UK. %I E. TF[Rs�l 31-1029 -E W - I PRIM IS 66762 � SHEET 3 OF 6 ' RCVISDNIf1TfR 2 BY WOOD BUCK 1/4' SHIM MAX n \ J INTERIOR I 79MAX16• 80 11/16' MAX 2 BY WOOD BUCK SECTInN EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 S0um arum. Mm- 1-1029-EW-I SHEET.4 OF 6 aVISUN (0TER 0 OTHER DOOR CONFIGURATIONS --------------- nWr lye tlWr ayir aW bW w rW rW r W 1 1 -���` l s •] r W v ur .1. 1 Qw of a<Ifi _ - _ uvrw � • ® �C VtJ•i ° C aKip. 1/1' wu ® O tl °,Y• Am <K a Vr .a K VOf � O I 1 1 1 1 i1L� OL wu rim K W r.w� w W W • r V 11 LrW P' WV�r� WC �Y, y H W 1 r rW om AMOVED AS CMiKYVIG %UN THE Fl(�P41�1 O DU6 CODE DqE .�] u�T 71 P PR -UT °DL MASON MMMiG CODE c0lwuuxE OFF PII ACCEPTANCE l.D._ 01- 021 v, i Y x 0 31-1029-EW-I SHEET 5 OF 6 nmuxurne •, -r- OTHER DOOR PANEL STYLES 36" rMAX 79 4116° �0 o0 111113 a,I n v 0 g0o asDun n Dan Dan BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PAIL IB-PANEL 4-PANEL OTHER SIDELITE STYLES 36 a . -I r—MAX 793 ' M X d SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50B SL-69A SL-69B nu nn. uo pC • PD_I PD_2. °0 as oa oo Qo 00 D 4 PD-5 PD-6 PD-7 PD-8 013 �p Ireoaa 1 goo goo 00 PD-35 PD-36 PD-37 PO-38 PD-39 PD-40 PD-4I ®® 001 ppH00 Da B®® H 00 0 000 00 00 ❑❑ o0 an FLUSH 8-PANEL CRIISSHl1CI( 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEHROV V/SCROLL EYEHRDv 5-PANEL 5 PANEL v/SCRCLL GYERROv g p p SL-69C 'SL-25 SL-53 SL-30D SL-40 SL-90A SL-90H ar7 ao 00 00 PD-9 PD-10 PD-11 PD42 P0-13 PD-14 SL-90C SL-300 SL-30C SL-70 SL-80 ao 00 •Qo PD-15 PD-16 PD-17 s y r? o � Wuj g a PD-71 PO-72 Pp-33 PD-34 s 31-1029-EW-1 SHEET 6 OF 6 Bvam unto M I A M I•DADE • 11I IA r1 I I-DA D E COUNTY, FLORIDA -NIETRO-DARE FLAGLER SUILD.I,NG PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-crrulor Entry Systenis 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of: BUILDINC CODE CONIPLIAN CE OFFICE MFIRO-DAIX FLAGLE- t DUII.I)Ir:c 140 m-.*s*r rl.Acii.i:lt S'1721sIi C, RJUH 103 MIAMI, FLOlUDA 33130-I56.1 (305)373-2901 FAX (305)375-2908 (:U\CIL C.-I'Ult I,1C:1 \SiNC: SI.L-ClO\ (305) 373.2S27 CUYI'1UC.-r()lt F:NF'UltCa:\ll.�\'C U[�'I51O\ (305) 373-2')GG F,L\ (.tUS) 375-2Ju� I'1(UUt:C'I' C:U.\"I'ItUI. DIVISION (303) 375.2')02 F,LN (30) 372•6.1,1') En(er•gy 6-8 S.W/E OutsNving Cipaque Single ,v/sidelitcs Rcsi(lcuti;ll Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate h4aterials and Types of Construction, and completely described herein, has been recommended for acceptance b}' the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not b.e valid afier the expiration. date stated below. BCCO reserves the right to secure this product or material of any time from a jobsite or manufacturer's plant for quality control testing. if this product or material fails to perform in the approved manner, 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 flails to meet the requirements of the South Florida 'Building Code. The expense ofsucli testing will be incurred by the manufacturer. :kCCEPTANCE NO.: 01-0314.2i ,r EXPIRES: 04/02/2 006 Raul Icoang(i ez Chicf Product Control Division THIS'IS THE COVERSNEET SEE ADDITIONA1, PAGES FOR SPECIFICA\D GENERAL CONDITIONS BUILDING CODE LC PRODUCT REXTEN1' COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and.Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. -APPROVED: 000S/2 001 d Francisco J. Qulnt:ina, R.A, Director 'Miami-Dadc Count`' l3uilding Code; Compliance Of' ict: h:04500011pc200011templaLm\notice acceptance cover page.dot Internet mail address; llostm:lstcr'Cu;buildi(1Pcudconlhic.conl lM Il(,I,., ;I�e; 111builtlinLcotlCold inc coral Premdor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED JUN 0 5 EXPIRES Al2ril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE Ll 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 thi's ' Noti-ec of Accccptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as dctcrriiincd by SFBC Chapter 23. do not exceed the Dcsign Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Singld f2'esidential.Insulatcd Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets .1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames with Bumper .Threshold (Outswing),'' prepared by manufacturer, dated* 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acccptancc number and approval date by the Miami -Dade County Product- Control Division. These documcnts shall hereinafter be referred to as [lie approvcd drawings. 3. - LIMITATIONS 3.1 This approval applies to.-singlc unit applications of single door only, -as shon in approved draww ings. 4. INSTALLATION -4.1 The t'csidential -insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of ihis unit will not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will 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: "Miatlli-Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 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 idcntif.icd in Section 2 of this Notice of Acccptancc, 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. Manucl 1 crcz, P.E. Product Con •rol •xamincr Product'Control Division Premdor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN 0 5 EXPIRES _ April' 02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,\'DITIONS 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, are no older than eight (8) years. 2. Any. and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in file South Florida Building Code affecting the evaluation of this product and the product is not in compliance Nvith'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. 1' d. The engiriedr who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, -use, apd/or manufacture of the product or process shall automatically be cause for termination of this A'eceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fcc) 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 daft may be displayed in advertising literature. I.f 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 reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for termination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last pagc 3. END OF'I HIS ACCEPT NCI Manuel crcz, P.E., Product Co fro Examiner Produc "ntrol Division 3 I I 3 C oC 0 3 M 0 U 4, A S AI 6. J, 7. CE S. IN 9. VI 4' MAX 0 C. 15' MAX OTC. 15' MAX O C. A r 15' MAXI O.E. 15' MAX r1'�LI'I1JUK ..ILI'41 LKUT ISKHIVU) WUUU tJUL. SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUT.SWING) 00' MAX 4' MAX MAX 4' MAX — MAX 3' MAX 3' MAX 3' MAX 1g' 14• ?' MAX MAX C' r MAX 4' MG 14* 1 OIISLWA �• �v: �_ MAX i 43 l /16' TOP OF DOOR TO 4 0 LOD ' KVIKSCT DEACBM. MDaCL &u SCRICS OR HARLDC DCADVIXI I MOIICL •eeo• ?2' 64' MAX DLO .` ' /} '• KWtKSCT LDCKSETJ . \, KOOEL OLE00 SCRICS •. DR HARLDC LDCKSCT ' too ,MwaCl 01IDNQS 6' AX MAX�MAX MAX �HAX Hq, C T I5 4' MAX AKA' —3' MAX 3' MAX NOTES. 3' MAX �AX WOOD BUCKS BY OTHERS MUST BE ANCHORED 4' MAX MAX 4' MAX IROPERLT TO TRANSFER LOADS TN] THE STRUCTURE D THE PRECEDING CRAVINGS ARE INTENDED TO Il1ALIFT -THE FOLLOVINGANSTALLAIIONS. I--- L WOOD FRAME CONSTRUCTION WHERE DOOR 4� / �YS1EM IS ANCHORED TO'A MINIMUM TWO BY Vl;flD L/ MING. . MASONRY OR CONCRETE CWTRUCTION WHERE R.H. OUTSVING LA OIIISVING OOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL V1300 BUCK. MASONRY OR CONCRETE CONSTRUCT -ION WHERE OOR SYSTEM IY VS ANCHORED DIRECTLY TO CONCRETE VaICCR 06RIRAl1@N RATINUr- VA DG `TIaI10N VE�BY�WOOD B L OR WITHOUT ANON-STRUCTl1RAl DIRRCICIII IS MECOEI - REDUIRENENi IS I NEEDED ALL ANCHORING SCREWS TO BE 110 WITH` NIMUN 1 I/2' EMBEDMENT INTO WOOD SUBSTRATE K L 3/16, PFH TAPCONS"WITH I 1?- MINIMUM EMBEDMENT [TO MASONRY. I UdiS SMALL BE INSIALLED ONLY At MIMMS PROIECIED If A CANOPY OR UNIT MUST BE INSTALLED WITH 'HIAMI-OADE COUNTY DVEAHhl6 SLA:H MAT TIC ANGLE ICIVLEN NC EDGE Or. CANOPY OR OVE¢NwG 'PROVED' SHUTTERS TO SILL IS LESS THAN 45 DECREES. MUSS WIT IS UISIALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HARIFAILE AREAS VMERE THE Loll AND TIC AREA ARC DESIGNED -TO ' 10 DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITCS. ACCEPT VATER 116111RATIOK LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE TABS AND SIDEUTES. DOOR/SIDELITE HEADER, DC10R/SIMLITE JANBS, AND SIDELITE BASE i„A®a uua to L RNERS ARE COPED AND BUTT JOINER DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST 4181TWE PRIMER PAINT WITH A DRY FILM THICKNESS OF 09 TO 1.2 MIL FRAMES SHALL BE PRE-PAINICO VITA AN ACRYLIC LATEX VATER-BASED/ M 1 �i 1ER•REOUCIBLE WHITE PRIMER WITH A BRT FILM THICKNESS OF BB TO 12 yiL MLmc� n T5) LES oT1 A BD 11/16' MAX MAX RB x I. 3/4' F.H.W.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS COUGLYIHO KT I i i 1„ B v7UTM FL¢ L)A S=It,O C:ri+2 ntaA, JU/{ or 111 . , �i}L-, PRODUF7 SwariDL Cru:3M U BIALDW CODE =IPLAYCB CFF:C. ACCEOTAHCE H0.01- 03 /Y. 2 r -1020-EW SHEET I O;. S cwa utl 112` JLASS BITE —� EXTERIOR 100• AA9 ]I lit• AAR n yr HAx 31 1/4- 1 1/4' D NAt F ]] 3". I I aAx yr '11 I 1 9 1D THIN Hex . 6 iF .......... ....... 19 4 9/16' 1 z INTERIOR 1V-0 ' f SEC GLAZING DETAIL ' MX 2 4. SECTION A -A GLAZING DETAIL O U T S W I N Cj OTHER CONFIGURATIONS • CRVN V""*S ICOfpUC ABUoAU I se ]/�• 6B 3/437 IiL OcTCRIIRRL '• a ESL [Ti a 111TCRIER APPWRDA*CMAKTUGrATIiTHE C Ma MMT mwtrAl SOLP 1� Qpl T �E Dl61I6 D1113 AI'D7R Iai A4f >iliK 60 W iv[S � 9 DUE 6Y • !Ql IRA Pit i +tRDL uvLslrnl � 1/8• fE D CLASS s ampr5coume -- -= 9LDfD l-•1020-EW-p ACCEPW.•E 110 O1' 03l v, LT D Q SH[CT. z Q 6 n�� E 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTIDN B-B 1 1/4` INTERIOR r,Kl IMMULK. EOHHEtlIS --------— VOpD HEAD JANB EV-12 1 1/4' X 4 9/16' HTL. 10 DE PiNE DR EQUIWALEriI . COMPRESSION VEATHERSTRIP WOOD STRIKE JAMB LOCKSCREENR X A 0 I I/4' X 4 9/16' NiL TO DE PINE 11R CdUIVALENt ALUMINUM -BUMPER THRESHOLD EV-13 PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' TOP CHANNEL CV-05, 1 PREHDOR BRAND - 111/16' - 20 GA S1EEL Si Y 26 (MI tpl RiU ass nt gn ar EM 4su am Is MAN CURE BASF FOAH - DENSITY 2,0 TO 2-5 lbs./tt' BOTTOM CHANNEL EV-04 PREHOQR AND IOOn I nrK Ri nry - I II/16' - 20 Edl $FEEL STRIKE STILE EV-07 HTL TO BE PINE OR EQUIVALENT HINGE STILE EV-06 15/16' X I II/16' HiL TO BE p INE ER E(IU IVALENI LOCK PREP FILLER"PLATE EV-09 15/16• X 11 11/16• MI TO BE PIN[ OR EUUiVAI[NT FREHDOR BRAND - 050• THICK- 4'x4' HINGE W0p0 HINGE JAMB V-15 fit TO BE HAGER BRAND HINGE OR EOUiVALEr - 097 THICK I 110 x 3/4' FitV.S. _ 1 1/4' X 4 9/16• HTL TO BE PIK OR EQUIVALENT 610 X 2' F FLVS. (4) SCREWS PER HINGE INTO DOOR S(Rtv1 l [ACM SI�11TE CIEMIIRIO sllullE, 4' 111V11 rR� t� wu IS as Tscxta srR I IA°CD6 VnRNRIR I I SIDELITE WOOD STILE EV-07 REFER TO ELEVAtIOH ViEW, FiR 1 or SCREWS USED lOtnlion co, X 2' FHWS. IS/16' X I ll/16' HTL TO BE PINE OR:EOUIVALENi LOCKSET (2)-SCREWS AT EACH STRIKE PLATE 110 x 1 3/4' FHVS KVIKSEi OR 200 L CK OR HARLOC BRAN IN LOCK 15) SCREVS Ilkgrpl rRrlFi JAII/ taro sIiIELIr[ JAN R Rm 18, uc iHFItEAriER 4 pn, r,M itr Ia) I¢E JARS EaC B�' UltO SIDELITE JAHN. 4' Um rRm i i�HEEaRIE�AIriER 4) sErtcvs iEACH HM MI] DOOR JWl 1 1-/ 4 , WOOD SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS EV-18 EV-19 1 1/411 4 9/l6- Hit, TO BE PINE OR EQUIVALENT AS - SIDELITE TRIM (VOpD) EV-20 N IarP rl - -I • - 1U - 5/16 x 1/2• WOOD CASING' EV-21 MTL. TO BE PINE OR EQUIVALENT ® WOOD SIDELITE HEAD ,IAMB EV-22 _ frR 'SIaC BT SIDE JAlIBS' nY ro1LLtt>hiN 1 W-S Usti - WOOD SIDELITE B POLYPROPYLENE EW-23 1 1/4' X 4 9/16' HTL TO PINE OR EQUIVALENi OR EQUIVALENiASE 1 1/4' X 4 9/16' HTL. 19 BE PINE LITE FRANC C-1643, ODL-2 OR EQUIVALENT FIP Polypropylene by DDL 16 X 1 1/.2' PAN HEAD SCREWS , 11 PER FRAME ID 21) PIN NAIL DOW SILICONE 0995 14' OC I Aft 4' lDL RA0.. v IA rRm tR1. rut a 0L. fluffTER. UZI Ill aX.= mo IRRI APPRIT`iMS CowLwc rant IRE -an" Ui7Qtl lfjpa Dz eY IUTI 1► 5 l I Pa - nRBlIAV14W1 911 Rsnsnas) cooE caunuA•cE OFFICE FI I ACCEPTANCE IID. 01-031 V. a t A\]31-1020-EW-0 SHEET � OF 6 TfVISDN allEQ B 1/4- SHIM MAX 3/4' n \ J VERIOR I 79MAX16-. 80 11/16- I MAX 2 BY WOOD BUCK SECTION C-C -EXTERIOR PLEASE SEE 'GLAZING DETAIL - DRAWING 431-1020—EW-0 SHEET 2 OF 6 - DOW SILICONE 4995 � u�uis.ura� AFFr,OVC-D-};I,b GoJr�'o1 mm THE . SOMF 6' MR, ..UULJi\ IUUI\H I JUJv, . 6B 7/a• iui Iqi `":ivm vem THE 11y &GUT:I r LA C IT MAX Rl Pa I Yt�oMsroN 911 G bIdLUCK. CooECoZAPIWIC'o" E PIIISI h'CEPGCIC h,a:O�=� 4. x 31-1020-EW-o SHEET S OF 6 Qyulm t[Ii(H u I HLK DUUK FANLL STYLES 36 .I¢ MAX 19 /16" �� �� �� lio I Duo MA�O 00�Q °ooa° ooa BLAND TOP 6-PANEL 4-PANEL 10-PANEL 4-PANEL 9-PANEL ID-PAN[L OTHER SIDELITE STYLES 30° -I I¢ MA X 79 M X - SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A • Sl-69B ' • - °0 0° . ©° as PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 I.. PD-7 PD-B U_ - 9 9 .#..g I DD . . r-_---) . PO-19 PD-19 9 um PD-20 PD-21 PD-22 PD-23 PD-24 PD-25 0 0 09U d � g p 0 0 0 o DAD ood • aoo ooa � o Qo PO-35 PD-36 PD-37 • PO-30 PD-39 PD-40 PD-41 PO-42 4 . 0 GRAM 13 ia0 n as ®®0 o0 Uao Qo o 0❑ q❑ 0l7 —� ELUS11 0-PANEL CROSSBUCK 12-PANEL 4-PANES O ❑ EYEBRUV V 6ULL ETEmm 5-PANEL 5-PANEL V/SCROLL CYEBRUV 0 d 0 0 SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A as ao aQ no aQ PO-9 PD-IO PD-II PO-12 PD-13 111 iii �► ff 111 iii !li � IIM iii 111 nQ # . 1. . I PD-43 PD-43A PD-43D Q SL-909 SL-qK SL-30B SL-30C S f L-70 SL-BO Cad IMES� �0 QQ a❑ o❑ PO 14 PO-15 PO-16 PO-17 fag �. PD-31 PD-32 PO-33 a PO-34 fir g a�rF� `11 JIJILI'IJ �— fl1 L UTtaDg . 31-1020-EW-0 nns [566762 SHEET 6 OF 6 IIVM ton Maronda Systems Page 1 Of 3 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 6CCO4801 48 151 CROWN COLONY WAY ORLN-CRC BBRC4 RIGHT BAYB U RY C & J 4 BAYBURY FLOOR This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed buildina_ Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 43 Truss Layout 05-01-01 Floor Layout 12-12-01 Roof Loads - VT 4-11-01 F1 4-08-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 F11 2-25-02 A 6-27-02 F2 1-3-02 Al 6-27-02 F21 2-4-02 A2 6-27-02 F23 1-3-02 Total 33.0 psf A3 6-27-02 F3 3-14-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 6-27-02 F31 1-3-02 A5 6-27-02 `/ F33 2-25-02 A6 6-27-02 F4 1-3-02 `ll� Floor Loads- B 6-27-02 F5 1-3-02 131 6-27-02 F6 3-14-02 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf 62 6-27-02 F7 3-14-02 B3 6-27-02 F8 3-14-02 64 6-27-02 F9 3-14-02 H 6-27-02 F91 3-13-02 Total 55.0 psf H1 6-27-02 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" I 6-27-02 J 6-27 02 J 1 6-27-02 J2 6-27-02 J3 6-27-02 J4 6-27-02 J6 6-27-02 J7 6-27-02 J8 6-27-02 J9 6-27-02 INV # DESC QNTY DATE: FEB 2 1003 JA 6-27-02 18331 EHUH26 3 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 FLOOR SEAT PLATES 52 0 M 4 v 40-0 I J I J 11 IL 1 Q 11 11 11 IL11 lilt/ J, 5 J� I A5-2PLY THJ26 HANGER A4 THJ26 HAN GE; A3 A2 Al I A I i Al A2 I A3 A4 VT50 THJ26 HANGE /EHur+zs HANGER A6 G I vrs, Ix IJ IJ NZ c B4 5 5 5 2O-0 H 83 Z~ B2 I i VOLUME CEILIN I B2 JOB NUMBER:BBRC4 I THJ26 HANGER',,, ANGE THJ26 HANGER b 4 J4 CUSTOMER: 1,14 J7 JOB NAME: BAYBURY C 4 1,17 IA DRAWN BY: DATE: 5-1-01 A PITCH: 5/12 O.H.: 12" BEARING : 3.5" LOADING: 33psf ' CD 124 _ 1 _ 5-8 4-0 I 20-0 0 co FEB 2 5 2003 4 N 0 M 0 v cn M LL _ 40-0 ' 1-10-4 2-0 1-10-4 1-9-12 1-19-4 8-0 ,2-1-1� , 2-0 , ,2-1-1?y , 2-01 12-2-41 10-0 _, 1-10i �r� ter. - I•..- .. � - - - T I Tr �]-]-T-117 �1--H -1-1 LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL u- LL u- 8-10-14 LL 7-8 CD u- u- co LL F9 .� u- F23 F23 F23 iX — 2-0 2-1-12 2-0 F21 �+ 1-10-4 8-0 2-041-11-12 F21 F21 JOB NUMBER:BBRF Ll F21 F21 CUSTOMER: F21 JOB NAME: BAYBURY FLOOR F21 DRAWN BY tl DATE: 12-12-01 BEARING: 8' & 3.5' LOADING: 55psf N N O = w FEB 2 5 Z003 L 12-4 � , � 5-8 �� 0 �,� 20-0 , T T' T al 0 ao N {DEB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° %s the responsibility of the installer(builder, buildino contractor, licensed contractor. -ectororerection contractor) toproyerlvreceive, unload store handle, install and 'ace metal o/ate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood CAUTION' thebutrtler,buifamgcontractor,Iicensed: rZ!♦q� i ltJl.r 1., t `r'v �:rk~ n 1 t#. L.A " secl contractog-e, 10 rerecttor b—dill a toil t� �. VIA It NP ..0 to obtain anc�' eentire booklet R rnlreif'aanc: Fecgm en ons for N�ndf ng s C IS BraarzJ{�11e afPfateCola�ectedVlloo �xr7,.UsseS v ,.: Ftir,r�' IrA'�" 3" i rc�ir the 'truss s ;afa Insd 6' °..1-!n 3',�a, r --MA i TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide 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 ® 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. TRUSS STORAGE j v ^,UT�O ]'Trusses snoulr iiot be U1111oaded on ro�Ugh i terrci ar-un Ven surfaces. which could rau_c' e aam clI6 la the truss. (CAUTION A s A�„ r h ussesoraci o `zo dafth u7 r�tvnia''1k�r,„� '3f p s 1 p©FIte � f l'e g o� ertYel�j Y zoessiv �Iteral� gM�es'se elgairi�?x ��((e� P1�2Y,.F I.'Y' NVaR7LkT�i1KRi9.!\F94r3'k' Cr13.."\}JAC1.C3,1 AFi�. r� 4.YR \ F MF 'Z YlIA u t 5D fY f.67 .40W1� YTF lY 4 an �1 :M r= �4 iRl>a� o l o re a ttingit3nt I t siaifi f o'' rma.i0"xrY{+�n�t ltti�S+��nw�t e'F�e�'c�,ses Vr- pry IA 1, NQ� ��0 1"o'rli , �' Cfne r'Nsses� vb ...+ A rtiv der c jg �i+ram 1 t�+fritu �a ata s-`Lto}nottisfr ra�nag e �6 qp.. Frame /60° or less e /or less�� � Tag APProxi{nately Line '�� truss length Approximately Tag /z truss length Line Truss spans less than 30'. Littir the t Spreader Bar attac sling Toe In =, Toe In etc. Less than or equal to 60, Spreader Bar Toe In Less than or equal to 60' U11711111 VIN r Not - III � ©tg`:....lt5t�1�'' i' '4MECtiANlCAL°:� aii�P1STALL4 16 ' Tag Line Strongbackl SpreaderBar Piers r,.: Blocking i Ground Brace�� Verticals (GBV) Typical horizontal tie member with multiple stakes (HT) P'truas of bra. oup of lrueee (EB) Frame 2 Top chords that are laterally braced can buckle togath wand cause collapse it there Isnodlago- nalbrscing. Diagonal bracing Mould be nailed to the underside of the top chord when purfins areattached to the topslde of the top chord 9 12 —� 4 or greater SP ' Ijl Ihy1M M. TCf� TOP,; CHO ATER t�. `�PA'CI I I TOPCHORD DIAGONAL_ BRACE UPACING (DBS) VMk1 # irussesl Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4112 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. _T ; 10' or Greater Attachment Required - PITCHED TRUSS NG Failure tofollovithese recoTtlmendatlons could resul` in personal injury or damage to trusses or build' kk g�jNlltiay TOP CHOfiD MIidIKi ITOO CHORD Mi�i�l DIAGOPVALBVACE i PITCH I LA RA'L BRACE SPACI "GI dis Iwo PCN DIFFERENCEIIIISPA CING{LBS)�p["y�ses'Pil!s sSP..f/HF Up 10 28' 1 7 17 12 Over 28' - 42' 6' 9 6 L4�j Over 42' - 60' 5' 5 1 3 Over 60' I see a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous T r 1,, 4 Lateral Brac Required 10' or GI Attachment Required - All lateral braces lapped at least 2 trusses. u 12 Topchordstheterelaterall braced can buckle ir a ti e y togetharend cauescollepae fithere isno diago- Qs, �p1ir{i�1+ rV ,rt 5 nelbracing. Diagonal bracing should benailed 4rrlw, �ti to the underside of the tep ehc,d when purfins are attached to the topside of the top chord. SCISSORS TRU-,, Frame 3 _! � yNt� r A F�'� M . 't .-'F' t at• 1 A A?:1 � ", r,r+iklr4i1* 11��J7�i fie �rw 9 4 or greater 1, -S 'iN Yfrt • 4 411 �t rv, N x F t yt' uld'� 1 � 1 i 0 r✓'p r7 �1 3ot�om chord dl� �a each'end of'th spacing as top c ,.,t... :....I ...u'� n l`� 11. 1'� :� �, '..'f .��ro. ,. u_ �I•f �i_•.•.�IF .: �n �..g, ti,k'' I t �, SPA gr4T'"SPAG�jAP�BIa Up to 32' Over 32' - 48' Over 48' - 60' Over 60' 1 4112 4/12 4/12 See a registered BO C O D LMAiEi Bid'CE 4F g) iIW �I�'Ih 15' 15' is, 1 professional CHORDx;�, �GONAL BFIACc i, SPACING (DBS} ��g �INWY+.; [� trusses] 20 ID 10 1 7 6 1 4 engineer IN 11 49 4 e $ QP"Qougias F!r Larch Vr4 SP Southern Pine 5PF 5pruce;Ftne Fir i 1 J 1„... ! ��,,,r*+t„.� ,•�.-� +, _` 1 All lateral braces '. lapped at least 2 k x " tc"'wr,*",'lli1�-!fiy.+kia'+ar�sCfiic4 trusses. i f p ���y i Fl rt�' `ya -,. r� �f t'� y�•: 1 •C.:,Y.. ,i'�,4•cA''s 1'?1, IZ, r6 y r mx l i t+41 D I a I>f'. � i1t>�wd•rAil1 'r �•n�t q. t Ix� Wt�r '1.� � � a wUt'u '� a.. tlttt ' 1rK}1 � 4i r l la t .. r "- f'- a"(•t ' r�'I �NNP va+:tlNW wq pn t p pl ulnxa rcN,��;;r'BO�TTOACI�ORD P !vim JalariiC"+,.6-'lslid?MVF;'i'i',,,"•'+:tFSF`.2R�'.+1'>nu.tN'{tt''1'rM3!.4�F..'...i!I/:t,�.'UW..W#,r:!;Ir.rr•.7,. , y ;.nf�Mt e�'k'�"'Xe4i y:��.fy r'G.c.?r•.. `1 lgtr..•.:. - ;.ta, err ,�if,�l+;"�Zr �+,+iay�'wrj'".>76,'�r '��"�itY :;���+ �x Y�" '"'�'al :' _ i{t _, '� .r + jR 1 tl:! �,1 it •� ,p i aJ."''�= tF�,l. .ruit�n at`Y17r y }4. E7tl*:£Ai'k k n�� Fnt "-�� ,f � � 1 � 3 Cross FJracing repeated �� �4 �r+f�y+✓r;! i at eachretd of the �tm + a )ri4 r �✓ N iu .rr.' pv„ '�.� � i�.�'"'�� �=s y1 {.'It'` 1 �{- • i:d �',�°,��;bwltlfn�yrand. at 20'... _ .�C3�nte�{/.als ifr Y T'�",y1•�x',��pp•I.,r;, �.. I Fmpimmil �Illpi'IIIWllll1P1i494�DiFFdiINIII i ��. ,�� f hQ O SRl I ruses 11 � O6IM iII �BRACE ,LBWS ISIP'F / H Friup to --2' 3016 110 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 over 60' See a registered professional engineer DF:=Douglas Flr I.�arch SP,� � HF - H m Firj `V ,:,-T SPF I % r'; +1 '+�• i f' A A :5";Ni'.::Y.fne,.•nXIH.^'::SIr� lw:Y-'T+x: Top chords that are laterally braced can buckle together and ca use collapse Hthere is no diago. nal bracing. Diagonal bracing should be nailed to the underaida of the top chord when purlins era attached to the topside of the top chord. ':'lr5l 'I:}q^ff��I,VM,,I� � �pt•'�A FI:X ?I Top chords that are laterally braced can buckle togetherand cause collapse Ifthere is no diago- nalbracing. Diagonal bracing should benalled !; to the underside of the top chord when purling I-(Lil art attached to the topside of the top Chord. t'FfuM F Continuous — Top Chord Lateral Brace Required 10' or Greater Con Top Late Req Attachment Required - 1 I 11 A SmYI5401M"� II 't NI I I' I fill 1 JI } I I 1 II jr 'TOP I O D DI AQONA'LB' l I4+ 711� I. I C �AM I�IIMUfV9 P�TCH��;I 71 til , TESPICING"SPAN h� SPACING(LB S) '�yL�p�n#'trusses _,,_r �_. fJ.,!, It,��C,YSC r `' •� SP%DF I SPF HF' Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 Over 54' See a registered professional en Inee DF - Douglas 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 togalherand cauaecoliapse Ifthere isnodiago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topeide of the top chord. IUIOh10 TRu_S'`'' 12 L —� 3 or \\greater .ram. / esl All lateral braces lapped at least 2 trusses, Continuous Top Chord Lateral Brace Required 10' or GrE Attach m E Required IINSTALL ► ION ► oLERANCEsi' BOW i T T t 1�4" I Lesser of 0/50 or 2" ✓laximum Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES, �.:aA• '`i�;^ _ :_,.... i $ Agra 44 7 Frame 6 Length L(in) tLesser of L/200 or 2" L(in) L(in) :i: ............... Lesser of U200 or 2" U200 L(f ) 1 4" 4.2'1/2" F 8,3'3/4" 112.5' 200' 1" I 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2- 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. pooulL 1uu11us W '*1"" , nwldu,g mm t>¢n bash on 1� rrwmn N-Idcd by III. dlent- MI'e dolgncr dlsd h¢s anY lesponslhNly fof Jamaga as a toult or (]ally Pr b.m,reel 1PlPrmallun; sPrculo Uo¢s wJ/er .Ivl�,,s hanlahcd Ia U,c ucr by the ellcnt a,ad the m,: sc (rus dalg orne,sn PI lblc befm uw os It may rcLte Ina sp—o- Ok P'o)cct abd •cccpts nP rn<P.—tblbty or uarbo nP mntrd wIW fcganl to fahrllx- t1oR lr>,ufhng- �hljrm.-n[ v.d bnt>llalron of hus5o. This trtts has beat Jcslgnci •s yn Indlvld,nl bu0d1n9 c-,nn PPncr,L In acz J__ ed, MLI/ 17n 1-1995 and NOS-9] to !se bam,pnra[cd < Part of the b,WA1og Aolgn by a I),w,lb.t DolPjrcr LcghlQcd ,tr 2Jlalo[Pmfaslp �'c4ic<'1. w6<r, .ecicwcd fur ap{.rwa1 by - Lb. aulding Ja1)_srr,, the daigr, loac11n91 �howrr u<l be ebehed Io be tore that Ibe doll show a,e b. ag. nr�r.mt w1u. U,e loe,d UuUding code, ,aal dbmtle ,cco,d,s for <•b,d nr,ao« loads, " 1�-p-AnoUons orspcclal 41111.E �INcss sfinrn, truss nu not be.i dolgnul for longc or ocu,yaL3. Ln�. The dalgr, as Inmp,mlon 0 o 1, Ilnp or belt uml a ,tin �Ivsly hraccJb bolldu ��'r�i� pcelrlcd. un,ae laot[on, el,oN+ In Ie6sltan u it rwry bnocd la[crauy, by a p.n{wly a c t7`I cc,Ilvt, rr..y . bvW d be Iva,xl >L a PPbeir i Vmun` .Ivv"! of 1?-p- o.0 l:ooeocror �alo shall be mvaufam,red Ito¢. 71J Ippat g>laa„tnaf steel rode meeting /LS]M A 659 hot �O• unlg •,lhcn.Isc s1,nw,L IMCATION NOTF-s 1nr to I brlc>Um., We fibUolPr shall rnlew yJu' thLh th that llus d,a ay,g Is m 'ntnrmanr� e fa b"-I" _s Phos and 10 due a mollnnlot mp,. un.111p- roe =.,ch.cr>_ �Puon MY dlsrscpa j- are to be P.J. br ting 1>ctOre cm nog a r brtd Uo,.. to amu not Ix' —,tied e,er kno0-Pl_ n6 Pr dls lotted [,'+Iti blo„boa .ball be cs.t Ngl.r it,u„g ,°00,1 to ,eno,f br.,ingon- . C n( PL<c. ab>0 tan lom,cd on tooth f. ro of lr.va �111, Pa LLs fut1Y tmbcddN and ,hall he �abo.,l the )Plot wJrn oU.c,vlse sho.n,_ n Platc b 5-wlJeIPng- pul n eae e h A s e- long. Slob fhe J rv.a 1•ar=Ud are Ic„co, sP—in-L Do,dilc a,t• oe web hbus sba0 meet al 11'e rc ,_'I of the ys Ptbe,..1<mnP.,L connector ss lal lnbn,m, she based on the fP,Plat<lto CPL show'- I ayneed ,lac L.<L rued for ee,t,L, h_d. ><nJ/or uPuoo sursrs_ 17,L, loos b Uot lih,l.:ald >,nh Rrc mu. Janl tro lcrl urJRs oU,anuc ahomt FLradddje. m�illun on Quality Ganbol rcl�r to � A1t51/lPl 1-1995 CAUdTIONARY NO1T_s Jog ancrauon nmram.^,latb,os are olluw.ral I„ acro..tanee Mlh 'l lamruog Pe a no'd run-9i n. ,a a e le dto-1 r1 d' Pa ue„lar Gore during during ad�®� aJl.cr� .na ..nla {.nary ,WPe,mane„tbra<mg uag name ha n for tbc>nd 01 b {aq_ d ral.ungst,.0 be rl an,l brs611o1 byoWm. Carded hanrt_ —",I and c,r lion bnJug L. alwa t No'Iml Prcoullntu, Ys titres Y •cllnn for t<q sudr lcmPonlT hncblg JWIRg lm bdwecu Busse Io P.oW fepP6Pt omg. The suPcrrtslmt Pf uccUlrtl P( sI all be w-dcr Lhe control of 1 ml In the ras YnoO', 4Uatl'm N hvss o. nt'a) ad.l¢ sha0 be souglll U Uccdcd_ tnUPn of rn.ulrucUuu Imds E—ter Aolgn ImJs sba0 not bo aPPllcd to at an] [1,ne, No loads nl bet rMo tbo f u,c crcd on shall be ahplJcJ to nnlll alter a)1 la_:IcU b,g and blacb,g LIONO VALLEY VALLEYTNu6 CUhihION VALLEY I VALLEY I'RL, SSES I I, 11.� Il 1 3UPFURIJI16 IRUSSES WO: VALLEYS ET IF LESS THEN 3-0-0 THEM MOVE UTAGONAL WEB 170 "Exr PAIIEL E3 _� � \• DIAGONAL WEBS --_ REQUIREn WITH SPANS GREATER THEN 26-0-0 0-0-4 t 2,41 OR 5A6 4A5 12A4 OR 30 4A6 a, c1t 2X4 4--- -- 3r0 nn 3tg �z4 3t6 IAAX6-0-0 O.C.(Typ I ar6 u., 1Ar6 2A4 I- I l2r4 •r—�i� MAIL TOL15S SPACMG 1 BELOW .. /B • O.C. SPANS UP TO GU•U-U TOP CHORUS: 2X4 Si, 12 UOT CHORDS: 2X4 SP #2 WEBS: •2X4 SP U3 TI: VT Ill ViIIEII UIGAOIIAL VIER PRESEIIrUSE 4A6 rLAIE Ill i7"EI1110 DIAGONAL WEn PItESEH1. USF- 21 1 PLATE VALLEY MEMBERS M tar O.C. (TYPI l 2A4 3A6 214 I PANES 11 UPIUI 234 211 316 LIA)L 6-0-0 O.C. (,,, PI rr IS NOT REQUNZEU -1'1._) SIiEATR'rI;DSSES DELOVV VALLEY SE7 VALLEY MEMBERS PROVIDE ALL NECESSARY TOP "0110 FMACiNG 11C MUST RE CONTINUOUSLY BRACED BY ROOF S(1EA7f11tIG U1ILESS NOTED nuIiFRWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CIIORUS USE (7) 16D NAILS PER INTERSE FEET ON. CENTER. WIZEN CrIOII, 014rWU BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (I) l6d NAIL PER HITERSECTIUN , OR TWO FEET Ora CENTER 20 BRACING NAILED FLAT TO EDGE OF WEB WITH 120 NAILS AT B' O.C. OR A SCAB OF THE SAME DIMENSION AMU GRADE AS WEB; NAILED TO FACE (S) OF WEB wirI4 10d NAILS 51-AGGEREU B' U.C. SCAB OR TRANSVERSE BRACING TU EXTEND FOR go% OF WEB LENGTI4. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' L011G 1. TWO ZXG B r7(CI:I7 AS'SFIOIjrN 1' EXCEEDING 14'.1'1 . RACES REQUIRED ON ANY WEB LA17w4-AILIt 'Fla Gel l t L r) 1') It A1�15U1('i 1-1995 Co I 4005 MARONDA WAY SANFORU, FL_ 32771 007) 321-O064 Fay (40- 321-3913 _10MAS PONCE h-E. 1.-ICGNti(, fif$15(IOIiB wL 1930 GRER flR Cr `vlcoom_3170G VALLEY MEMBERS TO BE SET I PERPENDICULAR TO TRUSSES BELOW VALLEY TRUSSES (IYP' R1111G TRUSS C01.161011 OR GIRDER ..� flU00r.COMiJON TRUSSES (TYR) 1 VALLEY STRAPPING TO TRUSS BELOW USING hiSTA12 @ 4- O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TU TWO FEEL VIAMAIAING: READ AEE It10TES ON 711is 51.IEE�- CONTRACTOR, 5uppurt A COPY OF "'IS v1MWING 1-0 BE GIVEtq 1p ERECTIPIG BRACING WARNING: N,ad11g shm,R oR II'>s do ping Is hof crtcllm' btacln "writ bu'c iat `-^I suplT t ng uaSsg memhc'sl nni� 1 g•6.l bractu r the bwldln dell g shP•m I: for lilt g• Pu[tal blade o collar bnrdn mode to. Ide.cJ b ' s Addluc L,nl bladog al rnds ands ) educe huckll Ic g lgnn: Flndng 1 6r.. dog Pf Lhe o<emU s peeuiN Too UPns deN lH °gW- hoslaPlyg do I be N ri.a.s E1ale Imue,d ' 15,1 t ma rJ<r'lned by the buUdla e,_I c FL b leatcat at SB] Dboof lo'th,i ISc_ gu C MadLo,L IV Ul TPII. -,n,a 5311w. StBLh Q G_U-U F b: 'Crx cllive 1G_UC 1)tl IGr L:a 7.0 11sF )tit 11.0 psf JJ I. 1'0 I rLl' 2s.11 113r .,,LLCM 5E1 TIUSS ID: VT 1)(11e: 51_)acin9: 2,1 011 Design Cril,, ri��. 71,f coC1e DesC_ \I -Ell, •)n no n of Inrcnr .( bdo,r,npon. SpcdllcaUoll< f dolgns I.,Nsbcd la U.c Iau tf-fper c11u11 and the concc(,, z or acconcy lnron.c,Uo•. w, It n.ai """ )rct and >cc<�.� n opo,sib bor uv o,Ial U, ru§a,d to >nJm•q, shlprr.cnl and i�sslal6 Uon or _ Ybb ,ems Iv b<ce .Ic.F..cd wa wn 9aI Iluildlug component bl acculdal,cc rvl of me 6u1ld4�q dcl�r, 1•/-. UaUa16,G r� rhmx<r<d a,cnnccl nr p.erwlvnal d. lobe.• .<-Ic.r<J for •�ppr o.>I br lls< dry 1p,cr, 11,<dol�n Lod,nss !bond el,ce4<J Io b< _ire Ulnt UI< dala 6rca.mr0. ..ilh U-< tool b..adt,,q cod_ nnue rcao.ds for n4.A v . (reds ,pcdlka Uons or.11 rbI applied loads. d.u•..,- Wz. has oat be dcl6ucd Ibr ar ocwpand-load.. Tb. doles yssun.n nUna- acttd by 311olh4,9 --I-- vLhmrbe -I-. beu wn [boob N Icn Il art b.a d hloalfr br a f+vperlr>ppucd 4,t• Ibcf should Lc Lr.nA al a sp>c4•p of 1U'-V'v..: Cm,ncdvr >II In: nu„� <lu.<d Iran, 2U qav = I,oi bed 11-1 mccW •e nS7At n 65J- u.Jw oU.c...,acabvus,- (CATION NO1GS .b,IPUon. ll,<fa bUG 4,r sl,aU. ,cm e.e to .o lrr 11—t U.b dr_.n;ng 1> U, e,+IW U.c l>b.iul•rrs plans and to ,ad. '4q dlv cpandc arc to be pat 4, II not Ise hi>1a11cJ ore, I.r.rlbnl�,, blw lrJ �rn,r,. aln,.ec.> >naU be cur he.F norm to a d 4o-.rb.q- Cor lc aball I•<Iv<+1<•1 ... boll. aco vl .Ilt. lulls 1„ Ily bvb<ddcd and stall be l U.c/v4.1 nr•lo oU,onlsc >I•nnn. A a S side > A- lend- n 6..� fl'Cc la t— e.•R. slab thalcl .nn p...>IId to :"W' 1pcarcd. 0o 61, cols o.• ..clr .ball ..rhl a 1'— ee v 1 nr U,e n'a br_+I,I.a acJ va U.� forte ya l,a.m� —'j In be b,Oca.ed for eul In <.<cllonalrq<a. ibis trnaa b nor alcd b,U, Il,c Tb•.la nl Ir ca led oU•cmb<>bn,., for �nddluoa eI �Qa.41/-Can[ml,dcr le a111'{ 1-1995 UTIONARY 1,101-05 end <a ttU .Bono —dauo. a >,e .J In vavardancc .,,Lh -Nandlln� U.ad.y - IIIB-91, l', usso arc to nil. pa.Vcalar N.c d•.�b.� bar,d4�e q. dm.r,� one „olnu,urn la..e,a ..po•a.p .nd p<,....,.<nl er. a.,6 . cabl4.� b,c.al 1.,ror_• sl•.0 4c hl and crccUcn b xlnC � ahnJx IDal PlcauuomlT acunu for o sod. Ivnpma.J• bra<Inq d4,b,e ln<cn Wsso to avoid te1.pU.,4 g. l be s u pm b le„ ..-f oc<uvn of be nnJo- ll.c wnlml vl pu;vna , U,c 4VL�bUoII of Ilussa. dcicc.hall be s pt 1r uccdcd. vl avrolrur,Uon I-ds G•nkr r4u:. Nn 4.eds oq..r I_hn •, Ihe, .n:dr�. aloq Ir :.I'Pl''d Ir Ilcr all la�i<nby� and Inad,.E 2h OF HIP GIRDER B.LOCIQI C, ADDED -1-0 1-01D Cf-10RD STEP HIP TRUSSES TO SIIORTEI�. OSL NOT TO EXCEED 2q Ir0 C TO BE NAI�Co TO TI=SUSSES w/ I` ,aON CEN_ STAGGERED ►'RE—ENG ID TRUS51= TOP WALL 01_ BUILDING TF-PI-CA[L BLOC ALGVG 7C)rur), f'il>l� d�(111{j��P(l ls: R[AU ALL ['10T[S O7b.UdIll, ;)'IA CO['Y OF1H1-1 DRAW114G TO [3E GIEIZECIT[T6 lsug_ Ju6: CONTRAC1Oiz_ Z1005 MAWAY BRACING frV' u�b,t,-::I'�x flu5S ICI: hllh SAIrFow, F ©,art., �I2�'�ING: C)l.lk_ FL. gsho•mpnUlkdro.'4, 1 Dole: TL)_rt (4U7) 321-0064 P Flaeb n> pa,1 aru r buua4, Aoi'of nr uon braa,I >cLL .l it e +-U.-uu Fa, (4U7) 321-3913 sho a zn al a Irld ¢' �1iA b' aern 1G.0 Ps[ [)UI ~� TOMAS PO[V CF P_E �' fs (ar Ia.k >I snr{vrt of eh n,usl be mnsldeq rsti"II>, h„clr,e _ node Iv q„cJ,or I>Iml hr>rh� labs member Doll' b, reduce bneluJJulit dr_IQnrr. t,.ach, )`I�C..1 ll 7.11 IUL I-�)). B•lena-.nda «ul<ay 111'^r.la�„nnatic E`11'�I DUIhL a oI we a<r'�n sln,cl. oUana dct.11 frLV•phlb.b.0 .iveU11 R d le•,cr- V F; [ UCf pll, a<an.,..s,,Io,• 4C 1JeaJ 111=— 01:1 OCIh1(]- G ILI U I, 17 G11cl- Ipl I'� \Ialf, 71a Fill- rl;,l- r)n DESIGN INFORMATION This design Is for an individual bu8ding component and has been based on Information provided by the client. The designer d1scl fins any responsibility for damages az a result of faulty or incorrect Infornation. 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 fabrl-- uon. 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 In be Incorporated as pan of the building design by a Building Designer (registered architect or professional engb¢ rl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local chruatic records for wind or snow loads. project specifications or special applied loads. Unless shown. lrvss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- usly 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 19-0' 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 Poor to fabrication. the fabricator shall review this dmwing to verify that this drawing Is In conformance with the labrirator's plans and to realize a continuing responsibWty, for such verl. Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plats shall not be installed over knotholes. lumols or distorted gram. Members shag be cut for tight fitting wood to wend bearing. Con- nector plates shall be located on both faces of the uuss with nails fully Imbedded and shall be sym. "bout the joint unless -Ulm wise slmown. A 5.4 plate is 5- wide x 4- long. A 6.x8 plate Is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwtIe shown. Connector plate stun we mmfinumn 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 umformauon on Quality Control refer to ANSIMI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed In accordance with'Handling Installing A Bmcmg-. HIB-91. Trusses are to be handled with particular acre during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for rstsung lateral forms shag be designed and Installed by others. Careful hand - Wig is essential and erection bracing Is always requbed. Normal precauuonary action, fur muss requires such temporary bracing during installation between Wsses to avoid loppllng and dommomg. The supervision of ereotlun of muss shall be under the control of persons experienced In the mstallauon of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to Iusss at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is connpleled. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,8,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 476# Support 2 149# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 263# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.17" T=-0.34" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0711 RMB = 1.15 7-9-4 0-44 R 1-5 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 1- 2 -2852 0.32 2- 3 -2654 0.28 3- 4 -2008 0.24 4- 5 -1809 0.27 5- 6 -2003 0.24 6- 7 -2654 0.26 7- 8 -2853 0.32 ..BC...FORCE ... CSI 14-13 2589 0.67 13-12 2212 0.60 12-11 1807 0.49 11-10 2212 0.61 10- 9 2589 0.67 5X8 4Y6 -114 1.3 1'2 1366# 3.50" 1-0-0 L (RO-11-9) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I ASO GREENBROOK MOVIEt)D.1`1_327G6 Design: Afat it Anafvsis M 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 sunlar bracing which Is n part of the budding design and which nmst be consldened by the building designer. 1lracmg shown Is for Lateral support of taus ntemlers univ to reduce buckling length. PmWslons must be made to anchor lateral bracing at ends and -specified lucauons detemimed by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TPII. rrruss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 537IQ). JOB PATH: C:17-F.E-L0 U0RS1125,tfPNIRRRC4 TI: A QTY:2 ==============Joint Locations=============== 1) 0- 0- 0 6) 28- 5- 7 11) 23- 0- 0 2) 6- 1- 3 7) 33-10-13 12) 17- 0- 0 3) 11- 6- 9 8) 40- 0- 0 13) 8- 9-14 4) 17- 0- 0 9) 40- 0- 0 14) 0- 0- 0 5) 23- 0- 0 10) 31- 2- 2 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc -Type 0- 1-12 1366 263 -476 BOT PIN 39-10- 4 1366 0 -149 BOT H-ROLL -5 00 1 3 Xe 1366# 3.50" 10-0 (RO-11-9) scale = 0.1595 Eng. Job: W RUN Dsvg: Truss ID: A Dsgltr: TLY Chk: Date: 6-27-02 TC Live 16.0 psf DurFaC - LbC 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psr O.C. Spacing: 24.011 BC Dead t0.o psf Design Criteria: TPA Code Desc: FLA TOTAL 33.0 lrsf V:06.02.02- 1516d- 2 11CS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been Wsed on Information provided by the cilent The designer discbtlms any responsibility for damages as a result of faulty or Incorrect Information, spec8lcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this IfomaUon as it may relate to a spe- cIne prefect and accepts no responsibWLy or ercises no control with regard to fabdca- non. handling. shipment and Installation of trusses. This truss has been designed as an bM idduaI building component In accordance wlLh ANSI/'IYI 1-1995 and NDS-97 to be Incorporated as fart The building design by., Building Designer (registered architect or plifesslonal engineer). When reviewed for approval by the building designer, the design lading, 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 lads. project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assurnes compression chords (top or bottom) are contblu- 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 plate, shall be manufactured from 20 gauge hot dipped gahanlxed steel meeting ASTNI A 653. Gnde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In -mlortnance with the fabricatofs plans and to realize a conUnuWg responsibility for such ver- ❑catlon. Any discrepancies are to be put In writing before cull big ur fabnntlon. plates stall not be Installed over knotholes. knots or dis(orted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plats shall be located on loth faces of the I- with n.I!s fully bnbedded and shah be sym. about thejolnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 pL le is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts rat web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sues man- sues based on the forces shown and may need to be Increased for certam hand- ling and/or erection stresses. This truss is not to due fabricated with fire rcardant treated lumber unless otherwise shown. For addlUonal Information oil Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance lLh'11-illml; Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and bsaBallon to avoid damage. Temporary and permanent bracing for holding trusses ion a straight and plumb pos- Ition and for resisting lateral farces shall b, designed and Installed by others. Careful hand. ling is essential and erecilon bracing is allays required. Normal precautionary action for trusses requires such temporary brachig during Installation between trusses to avoid loppllng and dominoing. The supervislon of erection of trusses shall be under the control of persons experienced I. the Imslallallon of I1Ul- Pro lesslonal advice stall be sought If needed. Concentration of construction lads greater Than the design load. shall lot be applied to trusses at any time. No lo.•ids other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,9,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 521# Support 2 199# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.18" T=-0.36" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 WO: BBRC4 WE: 1X4 continuous lateral bracing attached with 2- 10d nails each nvmiber where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 1- 2 -2874 0.26 2- 3 -2707 0.27 3- 4 -2171 0.24 4- 5 -1971 0.26 5- 6 -1971 0.23 6- 7 -2171 0.20 7- 8 -2707 0.22 8- 9 -2874 0.25 ..BC ... FORCE...CSI 15-14 2611 0.62 14-13 2308 0.67 13-12 2064 0.63 12-11 2308 0.67 11-10 2611 0.62 TI: Al QTY:2 ==============Joint Locations=============== 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7) 29- 9- 7 12) 25- 0- 0 3) 10- 2- 9 8) 34- 6-13 13) 15- 0- 0 4) 15- 0- 0 9) 40- 0- 0 14) 7- 9-14 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc- Type 0- 1-12 1366 231 -521 BOT PIN 39-10- 4 1366 0 -199 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# 15-0-0 -�0-0 1, 15-0-0 I 2 3 5 7 8 95.00 115 1366N 3.50 1-0- (RO-11- 9) r EXCEI'l' AS SHOWN 4X6 3X4 4X6 14 40-0-0 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 1890 GREENBROOK Cr.0VIEDO.FL327G6 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 apart of the building design and which must he considered by the building designer. Bracing shown Is for lateral support of trues members only to reduce buckling length. Provisions must be made to anchor late.[ brnchhg at ends and speed-1 locations delenunbned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wiscorshn 53719). Eng. Job: D%vg: gar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf i1C Live 0.0 psf i3C Dead 10.0 psf T0'rA L 33.0 T Id 1366# 3.50" 10-0 (RO-t1-9) scale = 0.1595 Truss ID: Al Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrit Aadlyiif JOB PATH: C.•IT'EE-LOKUOBS1125AfPlitBBRC4 HCS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L DESIGN INFORMATION This design L for an Individual budding component and has been based on Information provided by the cdenL The designer disclaimsny responsibility for damages as a result of faulty or Incorrect Womatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Irdotmatlon as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to labrto- uon. 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 engneer). 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 loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTl1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this dmwtng to verify tlmt this drawing is in conformance with the fabricators plans and to realize a conttnuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. plates shad not be Installed over knotholes. knots or distorted gra In. Memlers shall be cut for tight lilting wood to woof bearing. Con. ector 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 L 5' wide x 4- long. A 6x8 plate L 6' wide x 8- long. Slots (holes) run pataliel to the plate length speedled. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes leased on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss L not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltonal bilonrallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed In accordance with "Handling irsstadhng & Bracing'. HIB-91. Trusses are to be handled with particular care during bonding and bundling, delivery and Installauon to anald damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and InsInded by others. Careful hand- ling L essential and erection bracing is always required. Normal precautionary action for trusses requtm such temporary bracing during Installation between trusses to avold toppling and donitnotng. The supenlsion of erection of trusses shall be under the control of persons uperienced In the installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design Inds shad not be applied to trusses at any tinlain, e. No other than lire welght of the erectors shad be applied to trusses until after all fastening and bracing L completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 562# Support 2 254# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.20" T=-0.39" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 1 114 1366N 3.50 1-0-0 (RO-11-9) I EXCEPT AS SHOWN 5 00 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, Ie: 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 -2854 0.39 14-13 2584 0.59 2- 3 -2355 0.36 13-12 2580 0.61 3- 4 -2430 0.43 12-11 2116 0.53 4- 5 -2430 0.43 11-10 2116 0.53 5- 6 -2355 0.31 10- 9 2580 0.61 6- 7 -2854 0.39 9- 8 2584 0.59 SX8 2X4 SXR 12 40-0-0 PLATES ARE TI,20 GA TESTED PER ANSI/1'111 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-00&1 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENBROOR Cr.Ov1ED0.FL32766 TI: A2 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 6) 33- 2- 2 11) 20- 0- 0 2) 6- 9-14 7) 40- 0- 0 12) 13- 0- 0 3) 13- 0- 0 8) 40- 0- 0 13) 6- 9-14 4) 20- 0- 0 9) 33- 2- 2 14) 0- 0- 0 5) 27- 0- 0 10) 27- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 199 -562 BOT PIN 39-10- 4 1365 0 -254 BOT H-ROLL 0 10 9 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown oil this drawing L not omctlun bmcIng, wind bracing, portal bunting or similar bracing witch L a part of the building design and which must Ie considered Iry• the budding desig - Bracing shown is for lateral support of Ines members only to reduce buckling length. ProAslons must be made to anchor lateral bracing at ends and specified locations delemdred by the building designer. Additional bracing of the merallstructure may be required. (Sce HIB.91 of 91'il. p'mss Plate Institute. TPI. Is located at 583 D'Onofriu Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf s Xo W 1366N 3.15�10"" 0-0 I (RO-I t-9) scale = 0.1595 Truss ID: A2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA Design: Maws Armlysis JOR PATH: C:V'L•E-LOKUOBS1125,tIPHIBBRC4 HCS: 06.02.02 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 darnages 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 responsl6Wty, or ereises no rnntml whh regard to fabnca- llon, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/Till 1.1995 and NDS-97 to be incorpotaled as pan of the bui duig design by a Budding Desfgner (registered architect or professional engineer). When reviewed for approval by the building designer. the design landing.% shown must be checked to be smc that the data shown are in agreement witir the laical building codes. Ir l clinmlle records for wind or now loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords ht tension are not fully braced laterally by a properly applied rtod ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfhl A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vcrtfy that this drawing is in conformance with the fabricator's pions and to rcallze a continuing responslbWly for such ved. Benton. 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 syrn. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6.x8 plate is 6" wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wells unless otherwise shown. Connector pUte slms are minimum sizes based on the fortes shown and may need to be increased for certain hand- Ilutg and/or erection stiesses. This truss is not to be fabricated with fie 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 "flandWng Installing A Bracing". HIB.91. Tnlsses are to be handled with particular care during banding and bundling. delivery and Instalation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces M.11 be designed and Installed Iry others. Careful Itand- Wg is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppling and dominoing. The supenislon of erection of trusses shall be under the control of persons experienced in the Instati llaon of trusses. Professional advice shall be sought if needed. ConcentmUmr of construction Imds greater Ill.. the design loads shall not be applied to trusses at any time. No loads other than the weight of the erecters shall he applied to trusses until after ail fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 599# Support 2 313# MAX LIVE LOAD DEFLECTION: L/999 L=-0.22" D=-0.22" T=-0.44" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1. 15 T 5-3-4 04-1 1 T_ Ui WO: BBRC4 WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 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 1- 2 -2884 0.33 2- 3 -2498 0.30 3- 4 -2771 0.36 4- 5 -2781 0.35 5- 6 -2781 0.35 6- 7 -2498 0.27 7- 8 -2884 0.26 :l ..BC ... FORCE ... CSI 16-15 2617 0.59 15-14 2614 0.58 14-13 2257 0.52 13-12 2785 0.60 12-11 2257 0.52 11-10 2614 0.59 10- 9 2617 0.59 61 TI: A3 QTY:2 =--===========Joint Locations=============== 1) 0- 0- 0 7) 34- 2- 2 13) 17- 0- 0 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- 0 3) 11- 0- 0 9) 40- 0- 0 15) 5- 9-14 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0 5) 23- 0- 0 11) 29- 0- 0 6) 29- 0- 0 12) 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 167 -599 BOT PIN 39-10- 4 1365 0 -313 BOT H-ROLL 5X8 3X4 6X8 5\R 116 15 14 13 12 1366# 3.50" 1-01-0-0 (RO-11-9) I 40-0-0 - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-00(A Fax (407) 321-3913 TOMAS PONCE P.E. LICFLNSE #0050068 1890 GREENDROON CT.0%IEDUSI-32766 Deign: Marris Analysis YYAKNIM(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn on this drawing is not erccllon bracing. wind bracing,m portal bcing or shutter bracingwhich Is a part of the bullring design and which must fir considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prwtslons must be made to anchor lateral bracing at ends and specified lac tluns determined fly We buddlrig designer. Additional bracing of Um w•era8 structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. 1111. is located at 583 D'Onoldo Drive. Madison. Wisconsin 537191. JOB PATH: C.'ITEEdAIiVORS112531PHIBBRC4 11-0-0 T-- 7 -S 00 rnY L.lul 11 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 TC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 33.0 r JX6 M 1366# 3.Ij50"" 10-0 (RO-11-9) scale = 0.1595 Truss ID: A3 Date: 6-27-02 usr DurFac - Lbr: 1.25 psr DurFac - Pit: 1.25 Psr O.C. Spacing: 24.011 psi' Design Criteria: TPI Code Desc: FLA - rrtr V:06.02.02- 5167- 2 11CS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer diselahns any responsibdlty for damages as a result of faulty or Incorrect Information, 5pec10cLlons and/or designs furnished to the truss designer by the client and the covertness or accuracy of this Information as It may relate to a spe. etffe pmjmt and accepts no responslbWty or exerelses no control with regard to fabrica. tion. handling, shipment and Installation of trusses. This truss has been Ie,IV.cd as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to he tncoytorated as part of Lite building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the blinding designer, the design loadings shown must he checked to be sure that the data shown are in agreement w11-m Ure Inca) building codes, local climatic records for wind or snow lads. prieet specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are conllnu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiffng, they should be braced at a maximum spacing of 10'-0- o.e. connector plates shall be manufactured from 20 gauge hot dipped galvanized stect meeWrg 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 mai@e a continuing responslbWly for such verl- fic tkin. 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 fining wood to wood bearing. Con. nectar plates shall be located on both facts of the truss with ..Its 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 cuL% on web members shall meet at the cent -Id of the welts unless otherwise shown. connector plate ,b- ore minhnum slzes based on the forces shown a and ny need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire ll:Wdailt treated lumber unless otherwise itiowri. For additional information on Auahty conbot refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed in accordance with -Handling InstaWng f4 Dracinir', HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery, and installation to avoid damage. Temporary and perranent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during instaflallun between trusses to avoid toppling and doutinoing. The supervision of erection of trusses shall be under the control of persons uperienced in the hutaA.Uon of trusses. professional advice shall be sought if needed. Concentration of construction lads greater than the design lads shalt not be applied I.,trusses at any thee. No loads other than the wdyht of the erecmrs shall be applied to trusses until alter all fastening and bracing Is completed. JB: BAYBURY C 4 AC: I0# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 630# Support 2 376# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 T 4-5-4 0-4-1 I WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1-0 Bld Type= Encl L= 40.0 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 1- 2 -2878 0.33 2- 3 -2647 0.27 3- 4 -3174 0.38 4- 5 -3462 0.39 5- 6 -3462 0.39 6- 7 -3174 0.36 7- 8 -2647 0.26 8- 9 -2879 0.23 ..BC...FORCE...CSI 16-15 2620 0.67 15-14 2401 0.59 14-13 3203 0.67 13-12 3203 0.67 12-11 2401 0.59 11-10 2621 0.67 TI: A4 QTY:2 ---=-=========Joint Locations=============== 1) 0- 0- 0 7) 31- 0- 0 13) 20- 0- 0 2) 4- 9-14 8) 35- 2- 2 14) 14- 6- 0 3) 9- 0- 0 9) 40- 0- 0 15) 9- 0- 0 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 31- 0- 0 6) 25- 6- 0 12) 25- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Los Type 0- 1-12 1365 136 -630 BOT PIN 39-10- 4 1365 0 -376 BOT H-ROLL 1 9 02 0 _ 22-0 0 9 0-0 4 5 6 8 9 5.00 5.00 5X8 3X4 6X8 3X4 5X8 2X4 2X4 0-4-1 3X6 3X4 6X8 3X8 6X8 3X4 3XG E9 4000 �I16 15 14 13 1366# 3.50" L-0-I (RU-11-'))-'))'� 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-00(rt Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1660 GREENmtOOK t.T.O"EDOSL-32766 Design: Matrit Analysis rrHKnInv: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Llmcing Shaun on IhLs drawing Is not ercrllmn bmclng, wind bracing, portal bracing or similar hosing which Is a par of the building deslgru and which must be considered by the budding designer. Bracing shown L for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at cods and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (.See IIIB-91 of TPq. (Truss Plate Institute. 7TI, is lasted at 583 D'Onufrio Drtve, Madison, tvlsconsin 537191. JOB PATH: C:ITE£-1,0KU08SII25A1P1IIB8RC4 it 1 1366N 3.50" 1-U-U (RO-L 1-9) scale = 0.1595 Eng. lob: WO: BB 2 4 011'g: Truss ID: A4 Dsgdlr: TLl' CILk: Date: 6-27-02 '►'C Live 16.0 psf DurFac - Lbr: 1.25 "1'C Dead 7.0 psf DUfFQC - Pit: 1.25 Ile Live 0.0 psf O.C. Spacing: 24.0" 13C Death tu.o psr Design Criteria: TP? Code Desc: FLA •I'O.1'AL 33.0 psf V:06.02.02- 5168- 2 HCS: 06.01.02 DESIGN INFORMATION This design is for an individual building component and has been based on triton nation 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 bfonnatIon as It may relate to a spe- cific project and accepts no responsibWty or exercises no control with regard to fabrica. Lion. handling. shipment and Installation of trusses. This tniss has been designed as an Individual bulldbig 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 nrchitecl or professional enghmer). When reviewed for approval by the building designer. the design loodlnp shown must be checked to be sure that the data shown are In agreement with the lord building codes, local climatic records for wbid or snow loads. project speelteatlon. or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are coitinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a prolxrly applied rigid telling, they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASThI 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 fabdca tie, plans and 1" realize a continuing responslbWly for such veri- fication. Any disetepancies are to be put In writing before cutting or fabrteallon. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight Luling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails rutty bnbedded and shall be sym. about the joint unless otimnvise sh— A 5x4 plate Is 5- wide x 4' long. A 6x8 plate Is 6- wide x 8- long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shot] meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are nllnbuum sizes based on the forces shown and may need to be brerciscd for certain hand - Wig and/or erection stresses. This truss is not to be fabricated Mtn the retardant treated luriber unless otherwise shown. For additional Information on Quality Control refer to ANSI/T'PI 1-1995 PRECAUTIONARY NOTES All bracing and erection rcconunendallons are tI be followed III accordance with "I landling Installing R f3mchng', 1-1I8.91. Trusses are to be handled with particular cart during banding and bundling. delivery and installation to avoid damage. Tem(wmry, and permanent bracing for holding trusses in a straight and plumb pas - itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and crectlon bracing Is always required. Normal prep U-muy 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 e rpedenced In the hut. Batton of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to Irlsses at nny lime No lids other than the welght of the erectors shall he. applied to masses until aflcr all Iaslahb,g and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY 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 1 657# Support 2 444# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T=-0.741r MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMS = 1.00 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only End verticals that are extended above/below Wind Case- ASCE 7-98, CSC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 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 1- 2 -6655 0.23 2- 3 -6580 0.20 3- 4 -9403 0.34 4- 5 -10569 0.32 5- 6 -10569 0.32 6- 7 -9403 0.34 7- 8 -6581 0.20 8- 9 -6655 0.23 2-PLYS REQULR.ED ..BC ... FORCE ... CSI 16-15 6102 0.49 15-14 6070 0.51 14-13 9567 0.76 13-12 9567 0.76 12-11 6070 0.51 11-10 6103 0.49 TI: A5 9TY:2 ==============Joint Locations=============_= 1) 0- 0- 0 7) 33- 0- 0 13) 20- 0- 0 2) 4- 0- 4 8) 35-11-12 14) 13- 6- 0 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 4) 13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 0- 0 6) 26- 6- 0 12) 26- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 33- 0- 0 BC Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 33- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2805 106 -657 BOT PIN 39-10- 4 2805 0 -444 BOT H-ROLL o y Q 6X12 4X6 RklO fv� 116 15 14 2805a 3.50" t--0-0 (110-11-9) I 1 430a EXCEPT AS SHOWN PLATES ARE 7'L20 GA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD. R. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 13 12 11 I 2806a 3.5011 40-0-0 100 1-1995 430p (R0-I1-9) scale = 0.1595 YYAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Buacing shmvn on this drawMg I, not erection bmcing, wind bracing, portal bmcfng or sin It,, bracing which is a I -In of the building design and which must Ire considered by the building desigmr. Bracing shown Ls for Lateral support of puss nieudxrs only 1" reduce buckling length. Provisions must be nhade to anchor Lateral timcing it ends and speced locations detemfrud by the bulldbhg desfguer. Additional bmchhg of the overall structure mov be required. (See HIB-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Aladison, Wisconsin 53719). Eng. Job: Dtvg: Dsgnr: TLY Cltk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 Truss ID: A5 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design: katrir rflwlysis JOB PATH: C.•ITEE-L0KU0B51125UPNIB8RC4 1/CS: 06-02.02 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- cifle pmjecl and accepts no responslbWly 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/Till 1-1995 and NDS-97 to be Incorporated as � t of the building design by a Building Designer (registered architect or professional engli-ri. When reviewed for approval by the building designer, the design la dings shown must be checked to be sure that the data shown are In ap"im nt with the local building codes. lord cirnatic records for wind or snow loads. project specifimlions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottouhl 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 maxinurn spacing of 10'-(" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI 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 confomnarnce with the fabricator's plans and to realize a continuing responsibility for such ved. fication. Any discrepancies are to be put In writing before cutting or fabncauon. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be Incited on both faces of the Iniss with nails fully Imbedded and shall be s)7n. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide., 8" long. Slots (holes) run parallel to the plate length specified. Double -Li on web members shall meet at the centrold of the welts unless otherwise shown. Connector plate sizes are minimum sizes trued on the forces shown rd may need to be Increased for certain hand- g and/or erection stresses. Tills truss is not to be fabricated with fire retardant treated ='her unless otherwise shower. For additional idonnaUan on euaWv Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing'. 11111-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary, and permanent bracing for holding trusses In a straight and plumb pm Won and for resisting lateral forces shall be designed and Installed by others. Careful hand - Wig is essential and erection bracing is ahvays required. Normal prerauuonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of I-- shall be under the central 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 It any time. No loads other than the weight of the erecln shaft be applied Io trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1,5 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,7 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 T 0-4-1 3-7-4 WO: BBRC4 WE: 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 TRUSS! fasten w/3"X 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# ..TC... FORCE ... CSI 1- 2 -7210 0.40 2- 3 -11202 0.69 3- 4 -11826 0.55 4- 5 -9980 0.36 5- 6 -5610 0.40 ..BC ... FORCE ... CSI 13-12 6610 0.52 12-11 6659 0.61 11-10 11375 0.87 10- 9 10197 0.79 9- 8 5142 0.45 8- 7 5126 0.44 TI: A6 9TY:2 __==___=======Joint Locations=============== 1) 0- 0- 0 6) 40- 0- 0 11) is- 8- 0 2) 7- 0- 0 7) 40- 0- 0 12) 7- 1-12 3) 15- 8- 0 8) 32-10- 4 13) 0- 0- 0 4) 24- 4- 0 9) 24- 4- 0 5) 33- 0- 0 10) 19-11- 4 ------------ TOTAL DESIGN LOADS ----- _------- Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19-11- 4 TC Vert L+D -46 19-11- 4 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19-11- 4 BC Vert L+D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -1254 19-11- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3010 106 -657 BOT PIN 39-10- 4 2400 0 -444 BOT H-ROLL ti 2-PLYS REQUIRED 7-0-0 26-0-0 1 7-0-0 3 4 6 5 0 6X12 MO 8X10 Fxu 3010N 3.50" - 1-0-0 40 0-0 - (R0-11-9) I 429N 1254# EXCEPT AS SIIOWN PLATES ARE L20 GA TESTED PER ANSi/TPi I-195 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LIUNSE #0050068 1890 GREENBRD K CT.0VIED0.Fl-327GG Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwi ng Is not erection bracing, wind bracing, puital bracing or slintl ar bmcing which Is a Part of the building design and which most be considered by tin bu8duag desig ier. Bracing shown is for lateral support of truss members only to reduce buckling length. Prn•islms must be made to anchor lateral burring al ends and specified Incntions determined IN the butdhng deslguer. Additional bracing of the overall structure tray be required. [See HIB-91 of TPI). frruss Plate Institute. TPI. Is lotted at 583 D'Onofrio Drive. stadison. Wisconsin 537191. JOB PA771: C:17-f6L0AU0R51125A1P111RRRC4 -5 U--� 0 4-1 3-3_I Ja4 4X6 2401a 3.50" (RO-11-9) scale = 0.1595 Eq. Job: WO: BBRC4 Dw'g: Truss ID: A6 Dsg!lr: TLY CU: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr Durfac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.2 psf V706.02.02- 15170- 2 HCS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: DESIGN INFORMATION This design la for an Individual building component and has been based on InforrnaUon provided by the client- The designer disclains any responsibility for damages as a result of faulty or Incorrect information, spec"J"tions and/or designs furnished to the I-- designer by the client an I the --L -s - accuracy of this Infonnallon as It may relate to a spe- ctfle project and accepts no responsibility or .-Ices no control with regard to fabnca- Lion, h—rding, shipment and tnsmllation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by. Duildwg Designer (rcgisi—d architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes comp,-.].. chords (top - bottom) are contlnu- usly braced by sheathing unless otherwise specified. Where boltorn 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 ASTht A 653, Grade 40, unless oter-Ise shown. FABRICATION NOTES Prior to fabrication, the fabricator hall review this drawing to verify that this drawing is in onforrnance with the fabricator's plans and to realise a continuing responsibility for such ven- flcation. Any discrepancies are to be put in writing before cutting - fabrication. Plat is shad not be In.laded rner luotholes. It or distorted grain. hlernters shall be cut for tight fitting wood to wood bearing. Con- nector plats shall be located on both faces of the I— with nails fully Imbedded and shall be syrn. about lhejobht unless otherwise shown. A 5,4 plate is 5' wide x 4- long. A 6.8 plate is 6' wide x 8- long. SloLs (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 sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection sir-ses. This truss is not to be fabricated with fire retardant LreaLed lumber unless otherwise shown. For addltional mfonualion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are to be followed In accordance with "Handling Installing & Bracing", HID-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pernanent bracing for holding Cusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essenual and erection bracing is always required. Normal prcwullonary action for trusses requires such temporary bracing during Installation between truss s to avoid toppting and dornihoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of truss-. Professional advice she II the sought if needed. Cuncen(rrti.n of constructor loads greater than the design loads shall not be applied to I-- at any tine. No lads other than the weight of the .,.oars shall be applied to truss- until after ail fastening and bracing Is compicted. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP, #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 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/748 at JOINT # 9 L=-0.31" D=-0.32" T=-0.63" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 3-7-4 0-4-1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 161# ..TC... FORCE ... CSI 1- 2 -5452 0.70 2- 3 -5560 0.66 3- 4 -5403 0.85 4- 5 -5584 0.70 5- 6 -5453 0.72 ..BC ... FORCE ... CSI 10- 9 5109 0.91 9- 8 5378 0.90 8- 7 5108 0.91 TI: B QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 5) 15- 6-15 9) 7- 1- 8 2) 4- 5- 1 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12-10- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1368 106 -319 BOT PIN 19-10- 4 1368 0 -161 BOT H-ROLL 7-0-0 6-0-0 7-0-0 1 2 5 6 5 00 6X12 6X8 U 50 1 1 2.50 r 0-3 6-10-0 5-9-0 6-10-0 _0 3_ 1 I 1369# 3.50" 7 1-0-0 1368# 3.50" 20-0-0 1-0-0 (RO430# 430# j(11011-9) is EXCEPT T AAS S SI{O�VN PLATES ARE TL20 GA TESTED PE ANSI/TPI 1-1995 scale = 0.3045 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENIROON Cr.011FDO.FL92766 Design: Afirfrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown .n thls drawing Is not errctlan bracing, wind bracing, p-tal bracing — similar bracing which Ls a pan of the building design and which must be considered by the budding designer. llrachig shown is for lateral support of thus members only to reduce buckling length. Provisions n-sl be made to anchor lateral bracing at ends and specified locations detemtined by the building designer. Additional bracing of the overall structure may be Nuied. 15" HIB-91 of TPd. (Truss Plate Institute, TPI, is located at 583 D'Onof io Drive, Madison, WLsconsin 537191. !OR PATH: C:ITFF.-L0KV0QSl125AfPH1RRRC4 Eng. .lob: Dwg: Dsgnr: TLY Chk: W : BBR 4 Truss ID: B Date: 6-27-02 TC Live 16.0 psf DurFae - Lbr: 1.25 ' TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 1.0.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V-06.02.02- 151 1- 2 11CS: 06.02.02 JB: BAYBURY C 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 disci ins any responsibility for damages as a result of faulty or Incorrect Information. speciflcatlons 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 responsiblity or exemises no control with regard to fabric.. Eton. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. pmJect spec6lcatlons or special applied lands. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully hmccd laterally by a properly applied rigid ceWng, they should be braced at a maxlmuin spacing of 10'-0- o.e. Connector plat" shall be manufactured from 20 gauge hot dipped gah-anlzed 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 corrfonnance with the fabricators plans and to rcalize a conWnuing responsibility for such ved- ficalion. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shall not be Iodated over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood tearing. Con. nector plat" shah be located on both faces of the truss with nails fully iubedded and shah be syan. about the Joint u"1 ss 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 centruld of the webs unless otherwise shown. Connector plate suss are minimm sz" utbased on the fora" shown and may need to be increased for certain hand - Wag and/or erection stresses. This truss Is not to be fabricated with the retardant treated Lumber unless otherwise shown. For additional Information on (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recononendatlons are to be followed In accordance with'llandling Installing R Bracing', HID-91. Trusses ate 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- [Llon and for resisting lateral forces shall he designed and installed by others. Careful hand- ling b essential and er"cuon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dorninotog. The supervision of erecuon of truss" shah be under the control of persons exlertcnccd in the Installation of trusses. Professlonal advice shah be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to buss" 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274# Support 2 Ill# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 4-5-4 0-4-1 7— WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 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 -2229 0.22 2- 3 -1791 0.17 3- 4 -1645 0.08 4- 5 -1791 0.17 5- 6 -2229 0.22 ..BC...FORCE ... CSI 10- 9 2085 0.57 9- 8 1645 0.33 8- 7 2085 0.57 TI: B 1 QTY:1 ====_=========Joint Locations=============== 1) 0- 0- 0 5) 14-11-13 9) 9- 1- 8 2) 5- 0- 3 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 10-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 706 136 -274 BOT PIN 19-10- 4 706 0 -111 BOT 'H-ROLL 9-0-0 2-0-0 1, 9-0-0 6 5.00 4X6 4X6 —J I 2.50 0-3 11� 706N 3.50" 11-0-0-0 (RO-11-9) I 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA '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 1890 GREENBROOK CI'.OVIEW.FL-32766 Design: Uat r Analysis YYHKNIN(lt: 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 rreclion bracing. wind bracing, portal bracing or slmLLir bracing which Is a pan of the building design and which must be considered Iry the building d"Igner. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisluns must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure rimy be mquied. (Sce HIB-91 of TPII. frmss PLite Institute. M. is located at 583 D'Onofdo Drive. Madison. Wisconsin 537191. !OR P11771: CA7E&L0tiU08SI125AlPNIRRRC4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 11C Dead 10.0 psf '1'OTA1, 33.0 osf 7-066## {13.50" Ida — I I (RO-LL-9) scale = 0.3045 Truss ID: B1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TRI Code Desc: FLA HCS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual butidbng component and has been based on information provided by the client. Tim 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 InfornaUon as It may relate to a spe- cific project and accepts no re5ponslbWly or exercises no control with regard to fabrian- tion. handling. shipment and installation of trusses. This truss has teen designed as an individual building component In accordance with MSi/TPI I-t995 and NDS-97 to be Incorporated as part of the budding design by a Building D signer (registered architect or professional engin-1. When reviewed for app—I by the budding designer. the design loadings shmm must be checked to be sure that the data shown are In agreement with the local building codes. local cllnatic records for wind or snow lrods. project speciflnllons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assmnes 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. Connector plates shall be manufactured from 20 gauge hot dipped gahan@ed steel meeting ASTM A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator sham review this drawing to verify that this dmwing is in conformance with the fabrinlars plans and to realize a continuing responslbWty for such veri- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates 3ha8 not be installed wen knot ol-. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be ported on both faces of the truss with nails fully imbedded and sha8 be sym. about the joint unless Otherwise shown. A 5x4 plate In 5' wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) run parallel la the plate length specified. Double cuts on web members shall meet at the centrold of the webs uniss otherwise shown. C.-cclar plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. lhL truss 6 not to be fabricated with the retardant treated 1, her unless otherwise shown. For additional 7Inmation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'llandling .stalling A Bracing% III11-91. Trusses are to be handled with particular care during banding and bundling. delh•ery and Installation to avoid damage. Temporary and permanent brachng for holding trusses In a straight and plumb pos- Illun and for resisting lateral fours shall be designed and Installed by others. Cwclul hand - Wig is essential and erection bracing Is always required. Normal prcmuuonary action for trusses requires such temporary bracing during tn5ta8a0on between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of penons uperinrced in the Installation of truss,,. Ptmf,,.tonal advice shall be sought if needed. Concentration of consLrucllon loads greater than the design loads shall not be applied to trusses at any that. No bads other than the welghl of the erectors shah be applied to tnrsses until alicr all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 359# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 4-10-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 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 -2194 0.28 8- 7 2053 0.59 2- 3 -1685 0.18 7- 6 2053 0.59 3- 4 -1685 0.18 4- 5 -2194 0.28 TI: B2 QTY:2 ==============Joint Locations=============== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 705 0 -359 BOT PIN 19-10- 4 705 0 -359 BOT H-ROLL -o 4\6 2.50 L 2'S11 03 8 - IS 9-8-8 11 9-8-8 I 706# 3.50" G 1-0-0 706# 3.50" (RO_1_9) 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 I890 GREENGXOOK C r.O1iEDO.FL]27GG Design: Mardr Almlysis 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 shnflar bracing which Is a par (if the building design and which must be cwusidemd by the budding desiger. Bracing shown Is for L feral support of muss members only to reduce buckling length. Provlsious must Ie made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the mcnLll structure may Ix required. (See Ilin-91 Of'IFO. (Russ Plate Institute. TPI. is located at 583 D'Onnfrio Drive. Madison, Wisconshn 53719). JOB PATH: C:17'F.bLORVORS112Sbfl'IIIRRRC4 Eng. Job: Dwg: Dsgur: TLY Chk: ,FC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead MID psf 'I'oTA L 33.0 1 (100 RO-1 l-9) scale = 0.3045 Truss ID: B2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TK Code Desc: FLA HCS: W.02.01 JB: BAYBURY C 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 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 concelness or accuracy of this information as It may relate to a spe- eNe project and accepts no responslbWly or —rcises no control with regard to fabrica- tion. handiing. shipment and mstallauon of trusses. Tlds truss has been designed as an Individual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be eherked In thr sore that the data shown are in agreement with the local building codes. lord climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed tar storage or occupancy loads. The design assmnes compression chords (lop or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords lit tension are not fully braced Literally by a propetly applied rigid cedbtg. they should be braced at a maximum spachig 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 P,1or to fabricallon. the fabricator shall review this drawing to verify that this drawing Is In conformance with (lie fabricator's plans and to reallze a continuing responsibWly for such veri- ficatton. Any dbcepancles are 10 be put his writing before cutting or fabrication. Plates shall not be Installed over knotholes. know or distorted gram. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syan. about the Joint allless 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 centmld of the webs unless otherwise shown. connector plate sizes are .(no.,— sizes based on the fortes 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/Tr'1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are Lbe followed In accordance with "I handling lalllog @ Bracing'. 111E-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Instaucd by others. Careful hand. ling Is essential and erection bracing is ahaays required. Nonrml precautionary action for trusses requires such temporary bracing during histallation between trusses to avoid loppUng and domtnolnp,. The supervision of erection of musses shall be under the control of persons trperienced In the installation of trusses. Professional advice shall be sought If needed. Con""tratlon 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 alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 o- 440-4 0-4-1 T_ 2.50 I 0-3-8 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft w= 20.0 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 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 TI: B3 QTY:1 ==-==-========Joint Locations=============== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-LOC Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL -- 00 12.50 F— 0-3-8 9-8-8 8 9-8-8 i I 659# 2.50" 6 �n 707# 3.50" 20-U-0 � 1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/Till 1-1995 (RO-11-11-9) scale = 0.3190 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICI:NSE #0050068 1090 GREENBROUK Cr.O\TEDO.1`1_32760 Design: Afarrit Analysis 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 B not cr.:ctlon bracing. wind bracing. portal bracing mr slndLar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Literal support of truss members only to reduce buckling length. Prcaisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AdZonal bracing of the overall structure may be required. (See I11B-91 of TT'll. (TPlate hhslitute, TPI, Is located at 583 D'Onofrin Drive. Madison. Wisconsin 53719). JOB PA771: C:17EE-LOA1JOBS1125,VPHIBBRC4 Eng. Job: D)vg: Dsgur: TLY CI)k: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: B3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPII Code Desc: FLA 11CS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on infomtation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Irtromation, specifications and/or designs furnished to the truss designer by the client and the cometness or accuracy of [[its Infomwtion as It may relate to a spe- elfle project and accepts no responsibility or ercises no control with regard to fabrica- tion. hurdling, shipment and tosta0ation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated t as part orhe building design by a Building Designer (registered architect or pmfesslonal e ngi—d. When mimed for appnohal by the budding dmig m the design loadings shrmvn must be checked to Iw ,ute that the data shown are in agreement with the local building codes, local elirmtic records for wind - snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy leads. The design assumes compression chords hop or bottom) are continu- ously braced by she tldr,g 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 10'4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimtlon. the fabricator shall review this drawing to verify that this drawing is in conformance with the labncators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or labricauon. Plates shall not be Installer) over knotholes. knots or distorted grain. Member, 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 6x8 plate is 61 w1de x 8- long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the centrrld of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or c—tion stresses. This truss Is not to be fabrImied with fire retardant treated lumber unless otherwise shown For addlUonal 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 Ar Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installa.foo to avoid damage. Temporary and permanent bracing for holding masses 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 erealion bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during hista11a0on between trusses to avoid toppling and dombomg. The supervision or erection of trusses shall be under the control of persons expenenced In the Installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design loads shah not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after ad fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 F-5 00 2.50 I 0-3�� 11 8 659N 2.50" Cosn1ET1C LATES (16) 2S4 E� WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of rmrltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irltpact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 -1692 0.18 4- 5 -2201 0.28 Mcd 20-0-0 CNP1 AS S1101VN PLAINS ARE TL20 CA 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: ,11turix Audhris 14-0-8 TI: B4 9TY:2 ==- ==========Joint Locations=============== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) -0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT •H-ROLL 00 l 2.50 YYHKN1NU: 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. portnl bracing or similar bracing which Is a part of lire budding design and which must be considered by lire building designer. Bracing showan Is for lateral support of truss rueudreo only to reduce buckling length. Provisions must tx made in anchor lateral bracing at ends and spindled locations determined by the budding designer. Additional bracinll g of the overall structure may be required- (See HID-91 of TI'Ii. frruss Plate Institute. TPI. V located at 583 D'Onofno Drhx. Aladf, on, wbc... I In 53719). Eng. Job: Divg: Dsgitr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf RC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 Dsf 038 I 6 707N 3.50" 100 (RO-ll-9) scale = 0.3190 Truss ID: B4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI, Code Desc: FLA JOB PATH: C:17EE-L0KU0B5112 VPNIRBRC4 TICS: 06-02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This desfgn is for an individual building component and has been based on information provided by the client- The designer disdains any responsibility for damages as a result of faulty or Incorrect Informatfon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inlonnauon as It may relate to a spe- cific project and accepts no responsibWty or -vises no control with regard to fabrim- llon, handling. shipment and Installation of trusses. 9"his truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loading, shown must be checked to be sure that the data shown are in agreement with the local building cods, local climatic records for wind or snow lads, pmect spee8,cations or special applied lads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contbm- 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 maalnmm spacing of HY-0' o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS KI A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this drawing to verify that this drawing is to onforrrnance with the fabricator's plans and to realize a cunWruing rspousibllily, for such verl. ficnlon. Any discrepancies are to be put in writing belore cutting or fabrication. Plats shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling woad to wood bearing. Con- nector plats shall be Incnted on both faces of the taus with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6.x8 plate is 6- wide < 8' long. Slots flnolesl run parallel to the plate length specllled. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This taus is not to be fabricated with fie rar etdant treated lumber unless othenvt- shown. For additional Information on Quality Contrul refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and election recommendations are tI be fol1mved in accordance %ilh "Handling Installing R Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding Incases In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and douninumg. The supervision of er<ctlon of trusses shall be under the control of persons -pcdc;,ced In the islallaUon of trusses. Professional advice shall be sought If needed. Concentration of construcllon lads greater than tire.. design lads shall not be applied to trusses at any time. No lads other than the weight of the erectors %ball be applied to trusses until after ail fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 591# Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D= 0.0011 T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-13 1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 54 TI: H QTY:3 ===-==========Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 5- 0 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 2- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H-ROLL 9 1U 13 5 , 209N 4.95" 4 1-5-0 (R 1-4-11) 9-10-13 EXCEPT AS SH011rN 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 1990 GREENEIR OKCr.GI.1Er%).c1_111— Derign: Afdrrit Anahsis YYAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Ihb drawing la not erection bracing. wind hmeing, porta.1 bracing or similar bracing which Is a part of the building design and which must be considered by the budding deigner. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor laterl bracing at ends and specllled locations delemmmed by the building designer. Additional bracing of the overall structure may be required. (See 11113-91 of TPII. Reuss Plate Institute, TPI, is located at 583 D'Onofrl" Drive. Madison. Wisconsin 53719). Eng. Job: Dllg: Dsgnr: TLY CU: Tc Live. 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TCITA 1. 33.0 osf 3-2-13 423/1 2.50" scale = 0.5812 Truss ID: H Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TP1 Code Desc: FLA JOB PATH: C:ITEE-LOKUOB.SI125AfPHIBRRC4 TICS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.I. 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 urfunnatlon, specifications and/or designs furnished to the truss dslgnur by the client and the cortectness or aceuney of this information as it may relate to a spe- cmc project and accepts no responsibility or —rcls s no control with regard to fabnn. lion. handling. shipment and installation of truss". This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building it"Ign by a Building Designer (registered architect or professional engineer). Mien reviewed for appnoyal by the building designer, the design loadings shown oust be checked In be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow Inds, pmjccl 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 ceWng. they should be braced at a u=inum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahantzed sled 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 rwlie a continuing rmponslbWly for such vcn- ficallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed -'er knotholes. knots or distorted grain. Members shall be cut for tight filling wool to wood bearing. Con- nector plates shall in located on both faces of the truss with nods fully Imbedded and shag be sjsn. about the joint unless otherwise shown. A 5.4 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 cub on web members shall meet at the eenlrold of the webs unless otherwise shwa. Connector plate sizes are minimum sizes based on file pores shmm and may need to be Increased for certain [land- Iing and/or erection stresses. This truss is not to be. fabricated w1Ut fire retardant treated lumber unless otherwise shown. For additional Information on Quality Cuutrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A0 bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing% 14I11.91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always requied. Nortnol precauuonary action for trusses regWres such temporary bracing during It stallation between trusses to avoid toppling and duminoing. The supenislon of erection of trusses shall be under the central of persons experienced in the installallon of busses. professional advice shall be sought If needed. Concentration of construction loads greater than the design lands shall not be applied to trusses al any lime. No bads other Ihan the weight of the erectors shall be applied to cusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #1 D WEBS: 2x4 SP #3 BEAR. BLK: 2x6 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 596# Support 2 306# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 225# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.0011 T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-13 Ed WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.4 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 1512 0.78 5- 4 -1601 0.88 2- 3 -136 0.36 I 3.54 1.77 U-4-] 1 G-f 5 201# 4.95" 1 1-5-0 I (R14-11) 1 9-4-8 EXCEP•I- AS SHOWN PLATES ARE 1L20 CA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1 ago GRF.EN9RUUK —0FAED0.FL32765 Design: Afatrir Andlpsis YVAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown nit this drawing Is not erectlnn bracing, wind bracing, portal braring or similar brachmg which is a part of the building design and which most be considered by the building dslgner. bracing shenvnm is for lateral supimn of truss members only to reduce buckling length. Pmytslons most be made to anchor lateral bracing at ends and specified locallons determined by the building designer. AddWunal bracing of the overall structure may be reyubed. (See HIB-91 of TPI). (Truss plate 1nstJlule. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEELOKlJORSl125AIPHIRBRC4 TI: H I QTY:2 =========-----Joint Locations--------------- --------------- 1) 0- 0- 0 3) 9- 4- 8 5) 0- 0- 0 2) 5- 5- 2 4) 9- 4- 8 ------------ TOTAL DESIGN LOADS -------- Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+D 0 0- 0- 0 -36 .9- 4- 8 ----MAX. REACTIONS PER BEARING LOCATION----- x-LOC Vert Horiz Uplift Y-LOc Type 9- 9- 4 352 0 -306 TOP H-ROLL 0- 2- 8 200 225 -596 BOT PIN Eng. Job: Dwg: Dsgitr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf lic Live 0.0 psi BC Dead 10.0 psf TOTA1, 33.0 usf 0-1-3 I T 1-31-14 _1_ 352# 1.50" F6-4 (RU-5-8) scale = 0.5813 Truss ID: H 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA 11CS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the then'_ The designer disclaims any rspornibilily for datnags as a .suit of faulty or Incorrect information, specdtcallons and/or designs furnished to the truss designer by (the client and the eorectness or accuracy of this Information as It may relate to a spe- cific project and accepts no rsponslbWly or <ereiss no control with regard to fabrica- lion, handling• shipment and Installation of lasses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registeted amliftecl or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes cornpicsslon chords (top or bultom) arc 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 10'-0' — Connector plates shad the mandadured from 20 gauge hot dipped galvanized steel meeting ASI'FI 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 fabncat"r's plans and to realize a contmubhg responsibWly for such verl. Bcatlon. Any discrepancies are to be put In writing before cutting or fabri,muon. Plato shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nmtur plats stall be located on both fats of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is ;i wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots lhols) 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 si s are minimum sirs based on the forces shown and may need to the Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie remnant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection reeomniendallons are to be followed In accordance with "I landlbhg Installing & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ]lion and for resisting lateral forces shad be designed and Installed by others. Careful )land. ling is ssentlal and erection bracbhg is always required. Normal precautionary action for trusses requires such temporary bracing during Instadallon between trusses to avoid toppling and dommotng. The supervision of erection of trusses shad he under the control of persons experienced In to installation of trusses. Professional advice shall be sought if needed. Concentration of constrvcUon lads greater than the design lads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, colmpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 This 1-PLY truss designed to carry 20' 0" span framed to BC one face 2' 0" span split -framed to opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 209# Support 2 290# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 3-3-1 0-4-1 1 T 4 1254# 3.50" r 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENSR00" crr.0V1ED0.FL027G6 Derign: Afalrir Awlysis WAKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing, shown Gn this drawing L not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be cmnsldered by the buddb,g designer. Bracing shown is for lateral support of tow members only to reduce buckling length. FRovislon. must be made to anchor lateral bracing at ends and specllled locations determied by the budding designer. Additional bracing of to overall structure may be required. ISee IIIB-91 of TPfI. frruss Plate Institute. TPI. is located at 583 D'Onofrfo Drtvc. Madison. Wisconsin 53719). JOB PA771: C:17'EE-LOXUORSIl25,t1PHIB17RC4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C4C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 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 -79 0.58 4- 3 0 0.77 TI: I 61TY:1 ==============Joint Locations=============== 1) 0- 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 7- 0- 0 BC Vert L+D -312 0- 0- 0 -312 .7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1253 169 -209 BOT PIN 6-10- 4 1253 0 -290 BOT H-ROLL 7-0-0 1 2 r 5.00 3-3-1 ��� 3X6 1254# 3.50" Eng. Job: DWg: Dsgnr: T'Llr Chk: TC Live 16.0 psf TC Dead 7.0 psf 11C Live 0.0 psr BC Dead 10.0 psf TOTAL 33.0 nsf scale = 0.6451 Truss ID: I Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA 1105: 06.02.02 DESIGN INFORMATION This design Is fnr an individual building component and has been based on bdortnation provided by the client. The designer duelai ns any responsibility for damages as a result of faulty or Incorrect btfonnatlon. specifications and/or desfgns fumished to the truss designer by the client and the correctness or accuracy of this Wonnatlon as it may relate to a spe- cinc project and accepts no responsibility or exerelses no control with regard to fabrica. tion. handling. shipment and installation or trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NOS-97 to be Incorporated ns part of the building design by a Budding Designer Iregslered architect or professional engineer). When reviewed for approval by the budding designer, the design loading, shown must be checked to be sure that the data shown are in agreement with the local building codes. local cWnallc records for wind or snow lads. pmjcct specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are conani - usly braced try 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 masLnum spacing of 10'-0' o.e. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrlcotlon. the fabricator shall review this drawing to verify that this drawing Is fit conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabri-th.m. plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Ulllng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run p rrathl to the plate length sj—ffkd. Double cuts on web mernbers shall meet at the cenlroid of the webs unity 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 lumber unless otherwise shown. For additional Wo-,.if n on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tI toe followed In accordance with "Handling Installing & Draeing". IIIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permvmnl bracing for holding muses in a stralglit and plumb pos. ition and for mstsWhg Lateral forces shall be designed and installed by others. Careful hand. ling la essential and erection bracing is always required. Normal precautionary octloo for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the WtallaUan of trusses. Proiesslonal advice shall be sought if needed. Concentration of construction lads greater than the design loads shall not be applied to misses an at y Ihnc. No lads other than the weight of the erectors shall be applied to muses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-.98, C&C, V= 1251Tph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 7.0 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/608 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 1 EXCEPT AS SIIOWN PLATES (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK tT.Ow1EDO.Ft32766 Deign: Ifarrir Analysis WO: BBRC4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 TI: J QTY:18 =_=__==_======Joint Locations=============== 1) 0- 7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 150 51 -99 TOP PIN 0- 1-12 275 66 -198 BOT PIN 6-10-12 82 0 -7 BOT _H-ROLL 7-0-0 1 2 5.00- 3-3-1 M 7-0-0 4 3 275# 3.50" 150# 2.50 a " 1-0-0 7-0-0 82# ?i.50" d �,� (RO-11-9) ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Suplx(rts C/L: 6-1042 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dog: CONTRACTOR. Dsgnr: TLY Clik: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing fs nut erection bracing. wind bracing. portal bracing or sbnllar bracing which is a part of the building design and which must be TC Dead 7.0 psf considered by the budding Designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. Provisions must be 11C Live 0.0 psf made to anchor lateral bracing at ends and s(eclfled locations determined by Uue budding deslguer. AddlUunal bracing of the metal] structure may be rNuted. (See IfIB-91 of TPII. RC Dead 10.0 psf From Plate Institute. TPI. Is Located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 usf !OR PATH: CITEE-L0KU0RS1125HP11IRRRC4 A((ach R'llh (2) 10d 'roe -Nails Attach with (2) lid 'roe -Nails scale = 0.5829 Truss ID: J Date: 6-27-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client_ The designer dlsclaints any responsibility for damage as a result of faulty or Incorrect Information. specifications and/or designs furs shed to the truss designer by the cdenl and the rnnectn_ 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. This truss has been designed as in individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as par of the building design by. Building Designer (registered architect or professional englneed. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local budding codes. Inenl climatic records for wind or snow loads. project specifications or special applied loads. unless shown. truss has not Ixen designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are coutfnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tenslon are not fully braced laterally by a properly applied rtgtd ceiling. they should be braced at a maximum spacing of 10%0" o.c. Connector plates shall be manufactured from 20 gauge hot diplxd galvanUed steel meeting ASTAI 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 —ponslbWly for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be instilled over knotholes. knots or distorted grail. Members shad be cut for tight titling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. abut lhejomt unless otherwise Shown. A 5x4 plate Is 5- wide x 4• long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run P—Let to the plate length specified. Double cuts on web members Shan meet at the ucniruld of the wells unless otherwise shown. Connector plate sizes are minimum st— 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 The retardant treated Iwnnber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatJons are to be followed (a accordance with -Handling Installing R [Iracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting Literal forces shall be designed and butalled by others. Careful hand. ling is essentL I and erection bracing is always required. Norrual precautionary action for trusses requbes such temporary bracing during Installation between trusses to avoid loppbng and dominobhg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Profess am] advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erectors Shan be applied to trusses until alter all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# MAX LIVE LOAD DEFLECTION: L/603 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 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 -59 0.44 4- 3 -21 0.32 TI: J 1 QTY:2 ==============Joint Locations=============== 1) 1- 0- 6 3) 7- 0- 0 2) 7- 0- 0 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 150 51 -99 TOP PIN 0- 1-12 275 67 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 7-0-0 1 2 5 0 _ 2.50 0-3-3 G-8-3 4 275# 3.50" 3 L 1-0-0 151# 2.50" 7-0-0 82# .501r I (RO-11-9) EXCEPT AS SHOWN PLATES ARE T1.20 GA 'TESTED PER ANSI/'1'PI C/L: 6-10-12 1-1995 Over 3 SuPlwrls (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOk Cr.0V1E00.FL327GG Design: Almrit Anntysis WAKNINti: 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 tint erection bmeing, wind bracing, portal bracing or sinllar bmcbng which Is a lean of the budding design and which must be considered by the budding designer. Bracing Shown is for laleml support of uuSs members only to reduce buckling length. Prmi funs must be made to anchor laleml bracing at ends and sp-illed locations determined by the building designer. Additional bracing of the merall structure may be required. (See IIIB-91 of TPI). (truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:17'F-E-L0KU0BSI125AfP111BBRC4 Eng. Job: Dwg: Dsgitr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf RC Dead 10.0 psf TOTAL 33.0 usf Altach with (2) 10d 'lie -Nails Altach with (2) 10d Toe -Nails scale = 0.5829 Truss ID: J 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Idomnation provider) 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 cllenl and the correctness or accuracy of this InfommUon as It may relate to a spe- cific project and accepts no responsibility or ouches no control with regard to fabrica- tion, handling, shipment and Irstallauon of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design Ilya Building Designer (registered amIdiml. or professional engineer). lvhen reviewed for approval by the budding designer. the design loadings shown most be checked to be sure that the data shown are in ag inenl Mill the local budding codes, local climatic records for wind or snow loads. project speelflntions or special applied loads. Unless shown, truss has not been dsfgned for storage or occupancy loads. The design assume compression chords (top or bottom) are contlnu- ausly braced by shealhmg unless otherwise specified. Where bottom chords In tension are not fully braced latemdy by a properly applied rigid ceiling, they should to braced at a maxlnnum spacing of 10'-0' o.c. Connector pl tes shad be manufactured from 20 gauge hot dlppul galvanized steel m-Ung ASThi 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 labricalor's plans and to realize a continuing responsibility for such ven- flcmon. Any disc-pancles are to be put In writing before cutting or labncauou. Plates shall not be installed over knotnols. knots or distorted grain. Members shall be cal for light fluting wood to wood bearing. Con- nector plats shad be located on both faces of the truss with nails fully unbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6xg plate is 6' wide x 8- long. Slots (holes) run parallel to the plate lungh specified. Double cuts on web members shad meet at the cennold of the wet. unless otherwise shown. Connector plate sues 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 otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection r-.,,unendatl.ns are to be follmecd in accordance with -dandling Installing A Bracing'. IIIB-91. Trusses are to be handled with particular care during binding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcmg for holding trusses in a straight and plumb pos. Illon and for resisting lateral forces shall be designed and instated by other. Careful hand - Ling Is useullal and erection bmcmg Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppling and dommomg. The supervision of erection of busses shall be under the mnlrol of persons experienced in the installation of trusses. Professlonal advice shad be sought if needed. Coneent.allon of construction loads greater than the design loads shall not he applied to trusses at any lone. No loads other than the weight a1 the erectors shall be applied to trusses until alter ad fastening and bmcmg Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLK: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-7-4 0-4-t WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 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 -149 0.42 4- 3 -123 0.30 TI: J2 QTY:2 ==============Joint Locations=============== 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 225 0 -266 TOP H-ROLL 0- 1-12 273 180 -307 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 266# 7-0-0 1 2 r 5 00 0-11-0 T 1-4-1 1 2.50 0-3-8 — 018 1 6-5-0 4 273# 3.50" 3 t-0-0 226# 2.50" �i l,1 I (RO-11-9) 1 6-8-8 �a0 3388 EXCEPT AS S1101VN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 (' RO 2 14) (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENUROOK Cr.0v1EU0.FL32766 Design: Marir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bncmg shown on this drawing is not erection bracing, wind bmcmg, portal bracing or sontlar bracing which I a part of tire building dcsfgn and which must be considered by the building detgner. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provl lops must be made to anchor lateral bracing at ends and slecdled locations determined by the budding designer. Additional bracing of the overall structure nay be required. (See HIB-91 of1191. (Truss Plate Institute. T111, Is located at 583 D'OnoUlo Drive. Madison. Wisconsin 53719). JOB 154T11.• C:ITFF-LOKUOBJ1123,tllnl/IBBRC4 scale = 0.5829 Eng. Joh: 1)%vg: Dsgnr: TLY Chk: WO�._BBR 4 Truss ID: J2 Date: 6-27-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFae - Plt: 1.25 11C Live 0.0 psf O.C. Spacing: 24.0" BC Dead to.0 psf Design Criteria: TPt Code Desc: FLA TOTAL 33.0 list I VQ6.02.02- 15181- 3 HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the el ent. The designer discims I any responsibility for damages as a result of faulty or bncanecl Information• specifications and/or designs famished to the truss designer by oho client and the correctness or accuracy of this Wortnavon as It may relate to a spe- edlc project and accepts no responsibility, or exerels no control with regard to fabrim. if.., handling. shipment and butallaUon 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 par of, he building design by n Building Designer (registered architect or professional enorcer). When reviewed for approval by the building designer, the design loadings shown most be checked to Ih sure that the data shown are In agreement with the local building codes• local climatic records for -bid or now loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes curnpresslon chords (lop or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully bmeed laterally by a properly applied rigid ceiling, they should be braced at a maxfnnuin spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AST11 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricaBon. the fabricator shall review this drawing to verify Ihat this drawing Is In confarnance with the fabricators plans and to eallze, a contLwbng responsibility for such verf- Bcation. Arry discrepancies are to be put In writing before cutting or fabrication. Plates sh"II not be Installed over knotholes• knots or dstorled grain. Mernbem shall be cut for tight filling wood to wood bearing. Con. nector plates shall be located on both lace of the truss with nabs fully Imbedded and shall be sym. about the John unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x it long. Slots (holes) runt parallel to the plate length speelfled. Double cuts on wet) members shall meet at the cenlnoid of the webs unless otherwise shown. Connector plate sizes are mhumor" m nimusizesase bd on the forces shown and may need to be Increased for certain hand. ling and/or ciec ion stresses. This truss is not to Ix labncated with fire retardant treated lumber unless otherwise shown. For additional bdornation on Quanly Contra) refer to ANSI/TPI 1-1695 PRECAUTIONARY NOTES All bracing and crection recommendations are Io be followed in accordance with-Iandling Irutaliing & Bmctng-. IIIB-91. Trusses are to be handled with porilcular care during banding and bundlhig, delivery and Installation to avoid damage. Temporary and perinanent bracing for holding trusses N a Mralght and plumb pos- Itlon and for resisting lateral forcw shall be designed and Installed by others. Careful hand- Itng s essential and erection bracing isahvays required. Nomtal precautionary action for trusses requires such temporary bracing during Ilslalla0on between bosses to avoid toppling and douunobng. The super""'n of erecuon of trusses shall be under the mnbol of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Coneentmtion of construction loads greater than the design loads shall ,or be applied to busses at any lime. No loads other than the weight of the er ectura shall be applied to trusses until alter all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-9-14 0-4-1 1 0.0 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coariposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -42 0.23 4- 3 -1 0.17 TI: J3 9TY:6 ====-=========Joint Locations=============== 1) 0- 7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 37 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 60 0 -5 BOT -H-ROLL 5-1-8 1 2 5.00 5-I-8 I 1 4 214N 3.50" 3110# 2._50" 1-0-0 1 60# 2 50" (RO-11-9) 1 5-1-8 EXCErr AS S11ON'N PLATES ARE 'rL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Suplxirts C/L: -04 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0061 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 UREE IJROON Cr.0I1EtX).FL3276G Design: Afiudr Analysis 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 shnflar bracing which s a part of the building design and which must be considered by Ue building design— Bracing shown is for lateral support of truss members only to reduce bncklmg length. Provisions must be made to anchor Lateral bracing it ends and spccdlcd locations detennirted by the building designer. Additional bracing of tie overall structure may be required. (.See HIB-91 of TPB. (Tows Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. JOB PA771: C:I1EF--LOKIJOBb1125,101IRRRC4 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 Attach N9th (2) 10d Toe -Nails Attach ivith (1) I0d rue -Nails scale = 0.7443 Truss ID: J3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA i1CS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and leas been based on Information provided by the client. The designer disclaims any resporsibWty 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 fabria- tion, 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 NOS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for appiro al by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. tool cllmatic records far wind or snow loads. project specifications or special applied loads. Unless shown, muss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are coutinu. ously braced by sharing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a propuly applied rigid ceiling. they should be braced at a maxin tin spacing of 10'-0- o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized sled meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review IN drawing to verify that this drawing is in con ro—ce with the fabri-i.e. plans and to n mabze a continuing r-posJbWty for such veri- f.-flon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wool to wool hearing. Con- nector plates shall be located on loth faces of the truss with nails fully Imbedded and shall be syrti. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6.8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the force shown and may need to be Increased i'or certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie munda ut healed lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Afi bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing', HIB-91. Trusses are to be handled with )articular are during banding and bundling, delivery and installation to avoid damage. Temporary and pennanent bracing for holding trusses in a straight and plumb pm - 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 bmcing during Installation between trusses to avoid toppling and domInoing. The supervision of erection of trusses shall be under the control of persons experienced bn the installation of trusses. F'ro(esslonal advice shall be sought 8 needed. Concentration of construction loads greater than the design loads shall not be applied to I— at any lime. No loads other than the weight of the creclors shall be applied to trusses until alter all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shutt or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T 0.00" RMB = 1.15 2-9-14 0-4-1 0-3-8 WO: BBRC4 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. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -43 0.24 4- 3 -16 0.17 214# 3.50" 1-(RO-0-0 1 11-9) 1 EXCEPT AS SHOWN PLATES ARE, TL20 GA TESTED PER ANSWITI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 (407) 321-0064 fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOR Cr.0VIED0.FL32766 Design: iffarrir Analysis 5.00 2.50 1 TI: J4 9TY:4 ==============Joint Locations=============== 1) 1- 0- 6 3) 5- 1- 8 2) 5- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 38 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 59 0 -5 BOT - H-ROLL 110# 2.50" 5-1-8 60# 2 50" Over 3 Supptirls C/L: -0-4 WAKNINts: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing 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 desip'— Bmcing shown is for lateral suPlon of truss members only to reduce buckling kngi It. P-61ons most 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 IIIB-91 of TPII. fulls. Plate Institute, TPI. Is looted at 583 D'Onorrtu Drive. Aladbon. Wisconsin 53719). JOB PATH: CATFF-LOKUORS112MIPHI8BRC4 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 1.01'AL 33.0 nsf Attach With (2) 10d Tuc-Nails Attach Wlth (1) 10d Toe-Niibti scale = 0.7443 Truss ID: J4 Date: 6-27-02 Durfac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA 11CS: 06.01.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the cbent. The designer dlsclabns any r—ponslbWly, for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlea- tion. handling, shipment and Installation of trusses. This truss has been designed as ail Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part or file building design by a Budding Designer (registered architect or professional englneeU. When rcvl—cd for approval by the building designer. the design loadings shown must he checked to be sure that the data shown are In agreement with the local bu8dhrg codes. local elbnalic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been deslgnd for storage or occupancy Imds. The design assumes eomprrmslon chords (top or bottom) are cont nt. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgld ceiling, they should be braced at a maxhnum spacing of 10'-(" o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mccUng ASTAI 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 confolmaree with the fabricator's plans and to realize a continuing responslbti ty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plat- shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight lilting wood to wood bearing. Con- nector plates shall be located on both laces of to truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.14 plate is 5- wide x 4' long. A 6x8 plate b, C wide x 8- long. Slots (holes) run parallel to the plate length speellld. Double cuts on web embers shall meet at the centrold of the webs uni-s otherwise shown. Connector plate sizes at,mininn - sizes based on the forces shown and may need In be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated wiUn fire retardant treated lumber unless otherwise shown. For addWon.I bdotmatlon on puabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and election recommendations are to be followed In accordance with 'Handling Installing A Bracing'. 11IB-91. Truss- are to be handled with panlcular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for r-Isting lateral fore- shaft be designed and installed by others. Careful hand- Iing is essential and erection bracing 6 always required. Nnnnal pre—ultonary action for trusses requires such temporary bracing during Installaton between trusses to avoid loppllng and doininomg. The supervision - erection of truss- shall be under the control of personas experiencd in the Installation of trusses. professional advice shaft be sought If needed. Concentration of constuction loads greater (Iran the design loads shall not be appbd to trusses at any time. No ]wits other than the w•elghl of the erectors shall be applied to trusses nnlb after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, He: 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 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= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 TI: J6 QTY:6 ====_=========Joint Locations=============== 1) 0- 7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 51 -124 TOP PIN 0- 1-12 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 I 2 F-5.00— 1 9 ------T— 3-1-8 4 3 148# 3.50" 1 0-0 I 7k 2.50" 3 3-1-8 7N 2.p" (RO-11-9) EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L. 3-0-4 (Marionda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #0050068 YYAKIVIIVIrt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on tills drawing Is not erccllon bracing, wind bracing, lwlud bmcinp, or slndlar bracing whlch is a part of the building design and which must be considered Ihy the building designer. Bracing shown Is for lateral support of miss members only In reduce buckling length. Pr vfslons must. be nede to anchor lateral bracing at ends and speclfld locations delemdned by the building designer. Addillonal bracing of the overall structure nnay be required. (See lIin-91 of T1g1. (Truss Plate Institute. Till. is heated at 583 D'Onof rl Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgrrr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 'rOTAL 33.0 usf Attach with (2) 10d Toe -Nails Attach {vltll (1) 1 Od Toe -Nails scale = 1.0563 Truss ID: J6 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Aimlysis JOB PA711: C:ITEE-LOKUOBSI125,1fP111BBRC4 1ICS: 06.02.02 DESIGN INFORMATION This design Is for an individual building componott and has been based on INonnalion provided by the client. The designer disclabns any responsibility for damages as a result of faulty or incorrect Infunnalion. specifications and/or designs fumishcd to the truss designer by the client and the correctness or accuracy of this IdonnaIran as It may relate to a spe- clfle project and accepts no responsibWty or e<erclses no control with regard to fabrin- non. handling. shipment and Installation of nusse-s. Tlds truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NUS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professlonal engineer). %Vhcn reviewed for approval by the budding designer. the design loadings shown nlat be checked 10 be sure that the data shown are in agreement with the local building codes. lord dbnalle records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not Iecn designed for storage or occupancy loads. The. design assumes compression chords Ilop or bottom) are conWm- ously breed by sheathing unless otherwise specified. Whcre bottom chords In tension are not fully braced laterally by a properly applied rigld ceiling. they should be braced at a i naxlinuin spacing of IU-0- o.c. Connector pL des shad be manufactured from 20 gauge hot dipped gal anlred steel meeUng ASITf A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the labnmtor shad review this drawing to verify that this drawing Is In condunnance with the fabricators plans and to rcaUc a continuing responsibility for such veri. flcatlon. Any discrepancies are to be put in wriling before cutting or fabricatlon. Plates shad in not be stalled over knotholes, knots or distorted grain. Members shad he cut for tight fitting wood to wood Ixaring. Can. nector plates shad be located on both faces of Ill. truss with naLLs fully (mudded and shall be s)nl. about the jobil unless otherwise shown. A 5.0 plate Is 5- wide x 4- long. A fx8 plate is 6" wide x 8- long. Slots (holes) nm pan del to the plate length specified. Double cuts on web mcarb— shall meet at the —Amid of the wells unless otherwise shown. Connector plate sizes 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 otheavise shown. For addlUonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recununendaUons are to be followed in accordance with -Handling Installing R Bracing% HiB-91. Trusses are to be handled with panicubr care during banding and bundling, delivery and Installation to avoid damage. Temporary and perrnanent bmcbng for holding tnisss In a straight and plumb pos- ition and for resisting lateral forces shad tle designed and bnsladcd by others. Cardul hand- ling is essential and erection bmcing B always rcvfl—d. Nonnal prec.uilunary acUon for trusses requires such temporary bracing during Installation Between trusses to avold toppling and dommotng. The sulxrvtalon of erecUon of trusses shall be under the control of persons uperien-d In the Installation of trusses. Professlonal advice shad be sought if needed. Coneentralion of construction loads greater than the design loads shall not the applied to I nnss s at any time. No I sds other than the weight of the erectors shall Iv applied to trusses until after ad lastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 1244 Support 3 15# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 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. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -13 0.13 TI: J 7 QTY:4 =---====-=====Joint Locations=====_========= 1) 1- 0- 6 3) 3- 1- 8 2) 3- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 52 -124 TOP PIN 0- 1-12 148 67 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 1 2 �_ 2.50 I 0-3-8 2-10-0 4 3 148N 3.50" 67N 2.50" 1 0 0 3-t-8 36N 2-po" I (RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 CA 'TESTED PER ANSI/Till 1-1995 Over 3 Supports3-0 4 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: TC Live 16.0 psf 4005 MARON DA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is nnl election bracing. wind bracing. portal bracing or similar In -acing which Is a pan of the budding design and which must be considered by the budding designer. Bmcmg TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of lives nranbers old, to ielucc buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateml hmcing at ends and sp-i6cd locations determined by i be building designer. Additional bmcing of the ovemu structure rnia, be requbed. (See 1116-91 ofrpl). BC Dead 10.0 psf LICENSE #0050068 ffruss Plate [minute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENRHGON C .GVIErw.t-t-32766 TOTAL 33.0 psf Design: Marrir Analpsis JOB PA711: C:17EE-LOKIJOflSI1Z5)11Pl1IBBRC4 Attach {Pith (2) 10d Toe —Nails Attach with (1) i.Od Toe -Nails scale = 1.0563 Truss ID: J7 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TP! Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building n mmPoart and has been based on udonnatlon pruvided by the client. The designer disclabns any responsibility for damages as a result of faulty or mco-1. Information. speclBcatlons and/or designs furnished to the truss designer by the client and the maeciness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or —rcbes no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as fart of the building design by a Building Designer (registered aichttect or professional engineer). When reviewed for approval by the building dcsip—. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local clunatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, mess 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 Literally by a properly applied rigid ceding, they should be braced at a maxbnunn spacing of 10'-0- o.e Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shower. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is hn conformance with the fabriratofs plans and to realize a continuing responsibility for such ved- ncaton. Any discrepancies are to be put in writing before lotting or fabd—U.n. Plates shad not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plies shall be located on both faces of the truss with nails fully 1-bedded and shall be synm. about the Joint unless othenvise shown. A 5.4 plate is 5- wide x 4- long. A 6,c8 plate is 6- wide x 8- long. Slots (holes( run parallel to the plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are ndnWuun sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss ts not to be fabricated with fire retardant treated lumber unless otherwise shown. For additionalInformation 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% IIIB-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 phnrob pos- Illon and for residing lateral forces shad be designed and Installed by others. Careful hand. Ling is essential and erection bracing Is always required. Nonnal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons exped"reed in the Installation of trusses. Professfonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shad 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: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V- 125uph, He, 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 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= 0.00" Det 0.00" T= 0.001, MAX HORIZONTAL TOTAL LOAD DEFLECTION: -T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 2179 Support 2 46# Support 3 3# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 1-0-0 (R0-11-9) EXCEff AS SIIO%VN PLATES ARE 'FL20 GA TESTED PER ANSI/TP1 Maronda Systems 4005 MARONDA WAY SANFORD• FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK L-r.OVIEDO.FLa7766 Design: ,tfoirb Aitulysis TI: J8 QTY:6 ==============Joint Locations=============== 1) 0- 7-12 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 14 -46 TOP PIN 0- 1-12 83 18 -217 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL y 1-1-8 /I 1 2 5.00 4 3 83# 3.50" 25# 2.50" _B. 1-1-8 13# 2.5 " 1-1995 Over 3 SupportsCIL. 11 WHKr4lrUt: 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 bmetog. wind bracing• portal bracing or slndlar bracing which is n pan of the building design and which must be considered by the budding designer. Brachg Show" Is for lateral Support of truss members only to reduce buckling length. Provisions must be m nde to anchor lateral bracing al ends and specified locationsen delnloed by the budding designer. Additional bracing of the overall structure may be required. (See H113-91 of TPq. rrruss Plate institute. TPI• is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). JOB PATH: C:1TEE-LOK1JOBSIl25Af1111BBRC4 Eng. Job: D%vg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf IOTA 1. 33.0 nsf Attach with (1) 10d Toe -Nails Attach %vilh (1) 10d 1 oc-Nads scale = 1.81,87 Truss ID: J8 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: BAYBURY C 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 dent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, spec8lcatlons and/or designs furnlshnl to the truss designer by the client and the coreetness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or rcisn no control with regard to fabrlca- tlon, handling, shipment and Installation of trusses. lien This truss has designed as an mdhidual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design try a Building Designer Ireglslered architect or professional engineer). When ro•lowed for approval by the building dslg cr, the design loadings shown most be )racked to be sure that the data shown are in agreement with Use local building codes, local clhnallc records for wind or snow loads. project spectflcations or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes co.upussiun chords Itop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly, applied rigid ceiling, they should be braced at a maxlrnurn spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge flat 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 corrformance with the fabricator's plans and to realize a continuing responsibility for such veli- ❑cation. Any dlsciepancles are to be put in writing before curing or fabrication. Plates -hail not be h stalled over knotholes, knots or dIstorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sync abut the joint unless otherwise shown. A 5.4 plate Is 5' wide x 4- long. A Bx8 plate is 6' wide x 8' long. Slots (hols) run Parallel to the plate length spcelficd. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues am mmbnrmn sties based on the forces shown and may need to be increased for certain hand. lung and/or erection stresses. This truss Ls not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and election recurmnendatians are to be followed in accordance with -Handling I nslnfling Pi Bracing% 111B.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 busses In a straight and pliunb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Wig 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 espertunced in the installation of trusses. Professional advice shall be sought If needed. Concentration of comb ucUun loads greater than the design loads shall n.I he applied to trusses at any time. No lads other than file weight of the. rrectas shall be applied to trusses until alter ail fastening and bracing Is counplcled. TOP CHORDS: 2x4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 46# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.0011 T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -8 0.02 4- 3 -4 0.01 TI: J9 QTYA ======--======Joint Locations=============== 1) 0- 7-14 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 17 -46 TOP PIN 0- 1-12 82 21 -216 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 2.50 1 0-3-8 I. 0-10-0 �j 4 3 83# 3.50" 25N 2.50" 1-0-0 13N 2.5 " (R0-11-9) 1-1-3 EXCEPT AS SHOWN PLATES ARE TL20 CA 'TESTED PER ANSI/Till. 1-1995 Over 3 Supports C/L: 1- 4 (Marconda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENnRUOK Cr.0w'IEIrn.FL32705 Design: Afdlrrt Armlysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown oil tits drawing Is not erection bracing, wind bracing. Portal bracing or slm0ar bracing which Is a par of the building d sign and which must be considered by the building dsiger. Bracing shown Is for lateral support of truss members only to reduce buckling lengthm. pvilinns must le .rude to anchor lateral bracing at ends and specified locations determined bn• the building designer. Additional bracing of the overall slructme may be requied. ISce IIIB-91 of TPII. (Russ Plate Institute, TPI, Is located at 583 D'Unofdo Drive, Madison. Wisconsin 53719). 0-8-9 0-2-1 Eng. Job: Dwg: Dsgltr: TLy Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 PSI` TOTAL 33.0 usf Allach R'Itll (1) 10d Toe -Nails Attach N'Ith (1) 10d Toe -Nails scale = 1.8187 Truss ID: J9 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPP Code Desc: FLA JOB PATII: CJTEE-LORUOBSU25AIP11IB8RC4 HCS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: TI: JA BTY:3 DESIGN INFORMATION This design Is for an Individual building component and has been based on bforinaUon provided by the client. The designer disclabus 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- edle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and msbttlation 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 par of the budding design by a Building Designer (registered architect or professional enghteed. When reviewed for approval by the building designer. the design Imdings shown must be checked to be sure that lire data shown are In agreement with the local building codes. local climatic records for wind or snow Imds. project specifications -special applied loads. Unless shown. tress has not been designed for storage or occupancy loads. The design assurnes compression chords (lop or bottoml are continu- ously braced by sheathing unless otherwise specifled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWngthey should be braced at a rnupmum spacing of 10'-W o.e Connector plats shall be manufactured from 20 gauge hot dipped gahmnUed steel meeting ASTIO A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy, that this drawbng is In conformance with the labricators plans and to realize a continuing responsibility for such vert. ficalion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knob or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located no both laces of the truss with nails fully tmbedded and shag be sym. about lire joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6,01 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the web, unless otherwise shown. Connector plate suss are into— slues based on the forces shown and may need to be hmrcased for certain hand- dogand/or erccllon stresses- This taus is non to be fabricated with lase retardant treated lumtaer unless otherwise shown. For addittoral h jort—tton on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to le followed In accordance wuh -Ilandllng Installing & B—Ing". HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and histallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pa,- Iflon and for resisWag 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 bracbtg during Installation between trusses to avoid toppling and dommohag. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advdce shall be sought if needed. Concenlra0on of construction buds greater than lire design quads shall not be applied to trusses at any time. No lands other than the weight of tie ermtom shall be applied to buss- until after all f-t—tug and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 1 398# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-7-4 0-4-1 _y_ 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 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 -448 0.19 6- 5 399 0.13 2- 3 -448 0.18 5- 4 -1 0.09 ===-=-========Joint Locations====== ====== 1) 0- 7-12 3) 7- 0- 0 5) 2- 1-12 2) 2- 1-12 4) 7- 0- 0 6) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 98 -430 -140 TOP PIN 2- 1-12 369 398 -398 BOT PIN 6-10-12 45 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 140# 7-0-0 L 2 3 -00 3-3-1 I I F1 7-0-0 6 5 q CANT: 2-0-0 370N 3.50" 99N 2.50" 1-0-0 7-0-0 e(RO-1 46N 2.50" t-9) EXCEPT AS SHOWN PLATES ARE 7.1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 WARNING: READ ALL NOTES ON THIS SHEET. Eng. tub: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cllk: 4005 MARON DA WAY TC Live t6.0 psf SANFORD, FL. 32771 Brachng shown on this drawing is not erection bracing. wind bracing. portal bmcmp, or sunk it I -wing which is a pan of flit building design and which must be considered by line building designer. Bmeing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for Literal support of truss members only to reduce buckbug length. P-1slons rnust to BC Live 0.0 psf TOMAS PONCE P.E. made m rxh- tateml bracing at ends and specified locations delenuhned by the building designer. Additional bmcmg of the overall structure may be required. (See HIB-91 of TPa. BC Dead t(].O psf p- LICENSE #0050068 Reuss Plate Institute, TPI- is located at 583 D'Onofrto Drive. Madison. Wtsmr,ur 53719). 18900REENBROpH CT.OVIEDO.PLa2]6n IOTA 1. 33.0 psf Design: Afauis Analysis JOB PATH: C:ITEE-L0KU0BSI125rtfPHIBBNC4 Connection designed by others. Attach vrith (1) 10d Toe -Nails scale = 0.5829 Truss ID: JA Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPa Code Desc: FLA 11CS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any resporuibility for damages as a mull of faulty or incorrect information, specifications and/or designs rumished to the truss designer by the client and the correctness or accuracy of this hdonnaUon as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrica. non. 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 enginmil. When rcvtewed for approval by lire building designer, the design loadings shown must be checked to be sure that the data shown are lit agreement with the local building codes. local climatic records for wind or snow loads, project specdiwtions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (lop or bottom) are continu- ously braced by shealhtng unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxhnuin spacing of 10'-0' o.c. Con -tor plates shall be manufactured from 20 gauge but dipped gakanlred 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 b in confomhance with the labricator s plans and to realize a continuing r-pomlbWty for such vent. fiatlorl. Any discrepancies are to be put In writing before cutung or fabrication. Plates shall not be insUlkd over knounoles, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the ins- with nods fully imbeddcd and shall be sym. about thejomt unless otherwise shorn. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' wide x it long. Slots (holes) nor parallel to the pile length specified. Double cub on web members shall meet at the-nlroid of the webs urdess otherwise shown. Connector plate sues arc mbhhnum sues based on the forces shown and may need to be matased for certain hand- Wngsod/or ercction strnses. This truss Is not to be fabricated with fie letarrlmnt treated lumber unless otherwise shorn. For addlUmW Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and election recormnendations are to be followed In accordance with -Ilandlmg Instaning & Braemg% HID-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 In it straight and plumb pos- Won and for reslslmg lateral forces shall be designed and Installed by others. Careful hand. Iing is essential and erection bmcmg is always required. Normal precautionary, action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervtslon erecti of on of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Conce nti-aton of construction loads greater than the design loads shall not be applted to trusses at any time. No loads other than tie weight of the erectors shall he applied to muses until after all fastening and bracing Is completed. Jb: bAYt5UKY I-LUOR AC: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for Wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 1,2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load) TI: F 1 QTY:1 ==============Joint Locations=======_====___ 1) 0- 0- 0 19) 21- 5-12 37) 21- 5-12 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12 3) 1- 5-12 21) 24- 1-12 39) 18- 9-12 4) 2- 9-12 22) 25- 5-12 40) 17- 5-12 5) 4- 1-12 23) 26- 2- 0 41) 16- 1-12 6) 5- 5-12 24) 27- 1- 8 42) 14- 8- 9 7) 6- 9-12 25) 27- 9- 0 43) 13- 5-12 8) 8- 1-12 26) 27- 9- 0 44) 12- 1-12 9) 9- 5-12 27) 29- 5-12 45) 10- 9-12 10) 10- 9-12 28) 29- 9- 4 46) 9- 5-12 11) 12- 1-13 29) 29- 9- 4 47) 8- 1-12 12) 13- 5-12 30) 29- 5-12 48) 6- 9-12 13) 14- 9-12 31) 27- 9- 0 49) 5- 5-12 14) 16- 1-12 32) 27- 9- 0 50) 4- 1-12 15) 17- 5-12 33) 26- 2- 0 51) 2- 9-12 16) Is- 9-12 34) 25- 5-12 52) 1- 5-12 17) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 18) 20- 1-12 36) 22- 9- 4 54) 0- 0- 0 S 9 10 11 12 13 14 15 16 .17 '18 19 20 '21 12 23 245 2G 228t 1.5X3 2X4 1.5X3 1.5X3 1.5X3 2X4 N=1.5X3 11'=3X6 1.5X3 1.5X3 1.5X3 1i'=3XG 3X4 _ 1.5X3 1.5.1'3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 1.5X31 5\3X45X X4 1,52 4 1 4LJLJ=�-0 - - - - �- 1-4-0 2X4 1.5X3 1.5X3 1SX3 1.5X3 1.5X3 1.5X3 L5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 1.5X3 1.5X3 3X8 1.5X3 1.5X3 2X4 1.5X3 1V=3X6 1.5X3 1.5X3 1.5X3LSX3 N=LSX3 LSX3 29-9-4 154 5352 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 3G 35 - 33 3231 0# 8.00° L ON 8.00" f 29-9-4 EXCEPT AS SH011'N PLATES ARE T1,20 GA TESTED PER ANSI/Till 1-1995 Colt. Support �Maronda* Systems 4005 MARONDA WAY SANFORD, FI-. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 ' 1890 GREENBROOit Cr.OVIEDO.FL32766 Deign: Afalris Analysis YYHKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bmcmg, wind braehtg, portal bracing nr similar bracing which b a part of the bulldmg design and which must Irr: considered by the bulldmg designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provlslons must be made to anchor lateral bracing at ends mid specified loeatlom determined by the building designer. Additional bracing of the memB structure may be required. IS" HIB-91 of 7Tg1. (truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: CATEr_-LOKUOBSIBBRAF StlI& @ 14-0 o.c Eug. Job: Dtvg: Dsgur. TLY Chk: TC Live 40.0 psf TIC Dead 10.0 PSI` BC Live 0.0 PSI` BC Dead 5.0 PSI` TOTAL 55.0 Dsr CANT: 1-10-12 scale = 0.2251 Truss ID: F1 Date: 4-08-02 DurFac - Lix. 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0° Design Criteria: TPI Code Desc: HCS: 12.19.01 DESIGN INFORMATION This design is for an individual budding component and has Ixen based on Information provided by the client. The designer diselsirns any r-p.-ibWty for damages as a result of faulty or mem ect bdormation. specifications and/or designs furnished to the Uuss designer by the client and the conectness or accuracy Of this Information as It may relate to a spe- edic project and accepts no tesponsWWty or exercises no control with regard to fabrica- tion. handling. shipment and uut.11.0 n of trusses. This truss has been designed as an individual building component in accordance with ANSI/Till 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer tregistered architect or pmlmsional enghteeri. 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 at 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 (lop or bottom) are mnunu- ously braced by sheathing unless olh-vi- 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.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanued steel meeting ASTAI A 653, Grade 40. unless olhenvise shmm. FABRICATION NOTES Prior to fabrication. the fabricator shag review thf, drawing to verify that this drawing is In cunformance with Lite fabricators plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies are to be put In wsftbng before cutting or labrtcatlon. Plates shall not be installed over lumtholes. knots or distorted grain. Members shall be cut for tight flltbng wood to wood beanhng. Con- nector plates shall be located on both faces of the Uuss with nails fully Imbedded and shall be sine. about the joint unless oUmrwlsvise 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 member shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are-in tmum sizes based on the forces shown and may need to In Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional udonnation on quality Conhul refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bmcing and erection recornmendatlons are to be followed In accordance with "Handling InstaWng & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is arrays required. Normal precaullomuy action for trusses requires such temporary bracing during installation between lasses to avoid toppling and dommoing. The supen•tsion of a Uon of trusses shill be under the control of persons experienced In the Installation of busses. Professional advice shall be sought If needed. Concenlmllon of construction loads greater than the design loads shall not be applied to I--- at any Imm. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is cunipleled. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,22 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=-0.14" D=-0.05" T=-0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of (multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *'* CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.30 2- 3 -1629 0.34 3- 4 -1629 0.24 4- 5 -2062 0.37 5- 6 -2047 0.47 6- 7 -2047 0.50 7- 8 24 0.24 8- 9 24 0.29 10-11 24 0.31 11-12 -1989 0.37 12-13 -1989 0.44 13-14 -1989 0.53 14-15 -1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 ..BC...FORCE...CSI 31-30 1390 0.39 30-29 2062 0.53 29-28 2047 0.77 28-27 2047 0.77 27-26 1323 0.51 26-25 -24 0.14 25-24 24 0.11 24-23 1286 0.40 23-22 1989 0.73 22-21 1989 0.73 21-20 1233 0.47 20-19 0 0.10 TI: F 11 QTY:9 ====__========Joint Locations=============== 1) 0- 0- 0 12) 19- 1- 4 23) 19- 1- 4 2) 2- 9- 0 13) 21- 2- 8 24) 13-11-12 3) 3- 6-12 14) 22- 8- 4 25) 14- 5- 0 4) 5- 3-12 15) 25- 1- 8 26) 13- 9-12 5) 7- 2- 3 16) 27- 1- 0 27) 8-11- 9 6) 8-11- 9 17) 27- 9- 0 28) 7- 2- 3 7) 11- 3- 0 18) 29- 9- 4 29) 5- 3-12 8) 11-11- 0 19) 29- 9- 4 30) 3- 6-12 9) 13- 9-12 20) 27- 9- 0 31) 0- 0- 0 10) 13-11-12 21) 22- 8- 4 11) 16- 6- 8 22) 21- 2- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 29- 9- 4 BC Vert L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated LBS Location TC Vert L+D -435 29- 9- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 2 760 0 0 BOT PIN 13-10-12 1530 0 0 BOT H-ROLL 27- 6- 8 1491 0 0 BOT H-ROLL 301a I typ. j 435N 29-94 11 1 2 3 4 5 G 7 3 9 10 11 12 13 14 15 16 17 1 - 8-0-14 21-11-6 1-7-14 -rl IE - 1-4-4 1.5X3 IV=3X6 1.5X3 2X4 2X4 3X6 3X4 3X4 1.5X3 3X6 1.5X3 3X6 1.5X3 3X4 1.5X3 3X8 1V=3X6 3X4 1-4-0 �- _� 1-4-0 3X6 3X6 3X4 1.5X3 3X4 3XG �- 3.l'6 1.5X3 3X4 L5X3 IV=3X6 3X10 3X6 A � ,k 129-9-4 '31 30 761N 2.25" 13-10-12 27 1531N 3.50" 13-11-12 20 lY 1492k 8.00" CANT: 1-10-12 29-94 EXCEPT' AS IIOIVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.2251 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRAF (!Mlaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 1 CONTRACTOR. Dsgfir: TLY Clik: Date: 2-25-02 4005 MARONDA WAY BRACING WARNING: TC Live 40.0 psi DurFac - LFr- 1.00 SANFORD. FL. 32771 Bracing shown on this draw-Ing la not aectkm hmcingwind hmcing, portal bracing or stroller bracing which Is a part of the building design and which must be considered by the building designer. Bracing C Dead 10.0 PSI` DurFac - Pit: 1.00 (407) 321-00&1 Fax (407) 321-3913 shown is for Int-I support of tniss members only to reduce buckling length. Pruvislons must he BC Live 0.0 I)Sr O.C. Spacing: 24.01r TOMAS PONCE P.E. made to anchor lateral hmcing at ends and specnled locauoos delennnined by the budding designer. Additional bracing of the overall sUucture may be required. (See HIB-9I of TPII. BC Dead 5.0 psr Desl n Criteria: TPI 9 LICENSE #0050068 (Truss Plate institute. TPI. Is located at 583 D•onoflo Drive. Madison. Wisconsin 53719). Code Dese: 1690t'.REEN8ROOK CT.0\'IEfXI.FL327af. '1'01'AL 55.0 Dsr \/•nl 7S n7_ AGGC L. Design: Alarrir Ana/}'sis JOB PATH: C:!TEE-I.OA't/OBJIBBRAF NCS: 12.19.01 DESIGN INFORMATION This design Is for an individual budding component and has been bused on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infomlallon, 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 pmject and accepts no responsibility or serebes no control with regard to fabrtca- lion. handling. shipment and Instillation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to ticIncorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the dnignn loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. )oral climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are commu- usly braced by sheathing unless otherwise specified. Where bottom chords In tension are not (oily braced laterally by a properly applied rlgld ceding, they should be braced at a n—I nmir spacing of 10'-(r o.e. Connector plates shad be manufactured from 20 gauge hot dipped gahmmited steel meeting AS ht A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwing to verify that this dmwing is In —iformance with the labri-tc,r's plans and to gauze a continuing responsibility for such vent. fiolion. Any discrepancies are to be put in willing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or thmoned grain. Members shad be cut for tight lilting wood to wood tearing. Con- nector pb les shall be located oil both faces of the truss with nails fully imbedded and shad be sy.n. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members stall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mmbatuun sizes based on the forces shown and may need to to Increased for certain hand. ling and/or erection stresses. This truss is not to be fabticated with fire retardant treated Iurriber unless otherwise shown. For additional Idonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and election recommendations are to be ,ollowed In accordance with "Handling Installing A Bracing'. HIB-91. Trusses are to be handled with Particular rare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for twisting Lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and crectlon bmcbng Is allays iegaibed. Normal pre©utionary ..it.. for I russes requires such temporary bracing during installation between trusses to avoid toppling and dornlnoing. The supervision of erection of trusses shall be under the control of persons experienced In the bastallation 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 ;', s unttl after ad baslemng and bracing Is con.pleLed. JB: BAYBURY FLOOR AC: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 3-4x2 SP #3 GABLE STUD: 4x2 SP #3 1-4-0 WO: BBRAF WE: **** Truss NOT designed for Wind Loads. **** A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 12 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! TI: F2 BTY:1 ==============Joint Locations=============__ 1) 0- 0- 0 15) 14- 7- 4 29) 12- 2- 4 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 4 3) 2- 7- 4 17) 15-11-12 31) 9- 3- 4 4) 4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5) 3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6) 5- 3- 4 20) 19- 9- 4 34) 6- 7- 4 7) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8) 7- 6- 4 22) 18- 7- 4 36) 4- 2- 4 9) 7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10) 9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11) 10- 7- 4 25) IS- 6- 4 39) 1- 3- 4 12) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13) 11-11- 4 27) 13- 3- 4 14) 13- 3- 4 28) 11-11- 4 19-9-4 it 2 3 5 4 G 7 8 9 to 11 16 1-4 15 16 17 18 l9 20 N=1.5X3 1.5X3 LSX3 LSX3 N1r=3X4 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 4X6 LSX3 1.5X3 2X4 1 57C't I CYz 7VA LX4 1.5X3 1.5X3 2X4 LSX3 1..5X3 1.5X3 1.5X3 1.5X3 LSX3 LSX3 1..5X3 LSX3 1.5X3 LSX3 2X4 W=3X4 2X4 4X6 2X4 N=1.5X3 19-9-4 140 till 8.001,39 38 37 36 35 34 2 33 32 31 3o 8 27 26 25 24 23 22 21 ON 8.00' 19-9-4 EXCEPT AS SHOWN PLATES ARE TUO CA TESTED PER ANSUTPI 1-1995 Cont. Support Stu(lc ® 14-0 o.c. scale = 0.3389 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I1190 GREENBROOK Cr.OVIED0.FL327GG Design: Afarriv Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Ihls drawing Is not erection bracing, wind bracing. Portal bracing or stinlbr bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of lnrse members only to reduce buckling length. Provisions must be made to anchor lateral bmeing at ends and specdled Locations detennbled by lire building deslgucr. Additional bracbig of the overall structure may be required. (Sec IIIB-91 of TPI(. frruss Plate Institute. TPI, is ]—led al 583 D'Onolno Drive. Madison. Wisconsin 53719). JOB PA771: C:ITCE-LOKU0B51BBRAF E11g. Job: Dl1'g: Dsgnr: TLlr CU: WO: BBRA[=-� Truss ID: F2 Date: 1-03-02 TC Live 40.0 Psi DurFac - Lbr: 1.00 TC Dead io.o psr DurFac - Pit: 1.00 11C Live 0.0 Psi O.C. Spacing: 24.0" BC Dead 5.0 psi Design Criteria: TP_I Code Desc: TOTA1, 55.0 psr V:12.03.01- 10675- ; HCS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer dtsclabns any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by Lite client and the cormctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or uerclses no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as nit individual building 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 enpneed. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that lire data shown are in agreement with Lite local building codes, local cWnatic records for wind or snow kids, project spectniatfons 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 sI,catht,,g unless otherwise spec8led. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'.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 I% [it cordonuart- with the fabricalm`s plans and to realize a continuing responsibility for such vert- ncalon. Any disc-pancles 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 woad bearing. Con. nector plates shall be located on both laces of the truss with nails fully unbedded and shall be syrn. about the joint unless otherwise shown. A 5.4 plate Is 5" wide x 4- long. A 6x8 plate Is 6" wide x 8` long. Slots (holes) nm pam8d to the plate length specified. Double cuts an web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are minimum s@es based on the tomes shown and may need to he Increased for certain hand. Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far additional wormauon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is esser tlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installations between trusses to avoid toppling and dominoing. The supervision of crectiorn of unisses shall be under the control of persons experienced lit Lite installation of trusses. Professional advice shall be sought B needed. Concentration of c,nslnuclI,n loads greater than lire design loads shad not be applied to trusses at any time. No fonds other than the wetghl of the erectors had be applied to trusses until after ail fastening and bracing is complcled. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #2 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,13 MAX LIVE LOAD DEFLECTION: L/599 at JOINT #14 L=-0.37" D=-0.14" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.06" RMB = 1.00 1-4-0 WO: BBRAF WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind loadl ..TC... FORCE...CSI 1- 2 0 0.33 2- 3 -3495 0.48 3- 4 -3495 0.46 4- 5 -4311 0.98 5- 6 -4311 0.70 6- 7 -3466 0.64 7- 8 -3466 0.42 8- 9 -3466 0.57 9-10 0 0.39 ..BC ... FORCE ... CSI 17-16 2114 0.60 16-15 2114 0.49 15-14 4229 0.93 14-13 4311 0.95 13-12 4311 0.95 12-11 2107 0.50 3typ. J 13'p. 19-9-4 TI: F21 QTY:7 ==----========Joint Locations=============-- 1) 0- 0- 0 7) 14- 5- 8 13) 11-11-12 2) 2- 9- 0 8) 16- 0- 0 14) 10- 3- 9 3) 5- 3-12 9) 17- 0- 4 15) 5- 3-12 4) 7-10- 8 10) 19- 9- 4 16) 3- 9- 4 5) 10- 3- 9 11) 19- 9- 4 17) 0- 0- 0 6) 11-11-12 12) 14- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc -Type 0- 3- 6 1087 0 0 BOT PIN 19- 5-14 1087 0 0 BOT H-ROLL l 2 3 4 5 I G 7 8 9 1(>I 2X4 4X8 1.5X3 3X4 LSX3 3X4 1-5X'i %V=-lxaaxx IVA I#Aa 1tv=3X4 JX8 3X4 LSX3 3X8 4X8 _F 1-4-0 U 19-9-4 �17 16 15 14 13 12 11 1087N 6.75" 1087U 6.75" IQ 19-9-4 EXCEPT AS SHOWN PLATES ARE 'rL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3389 Maronda SystemsA WAKNING: READ ALL NOTES ON THIS SHEET. COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: g• JOb: rD%-'g: gnr: TLY Clik: WO: BBRAF Truss ID: F21 Date: 2-04-02 4005 MARON DA WAY TIC Live 40.0 psf DurFac - Lbr: 1.00 SANFORD, FL. 32771 Bracing shown an this drawing is not crectlon bracing, wind bracing. portal bracing or similar bracing TIC Dead 10.0 PSr DurFae - Pit: 1.00 (407) 321-0064 Fax (407) 321-3913 which Is a part of the building design and which must le considered by the building designer. Bracing shown Is for lateral support of truss nernbers only to reduce buckling length. Provisions most be BC Live 0.0 psr O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bradng at ends and sfeclfled locations detennined by Lite building designer. Additional bracing of Lite "emit structure may be required. IS" IIIB-91 of fill). . Dead 5.0 tin P Design Criteria: TPI LICENSE #0050068 rrrnss PL to Institute. TPI. Is located at 583 D'Onofrlo Drive, Madison. Wisc"nsi. 537191. Code Desc: 1890 GREENBR(X]R Cr.011EDO.FL32766 a TOTAL 55.0 psf V:01.25.02- 1 195- 4, Detign: Afmrir Artalytis JOB PATH: C:ITFF-LOKVOBSIBBRAF 11CS. 12.19.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: DESIGN INFORMATION Tits design is for an Individual budding component and has been based on Infonnation provided by the client. The d-lgn,r disclaims any responsibility for damages as . result of faulty or Incorrect Information. specificatiuns and/or designs furnished to the cuss designer by the client and the conmua s 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 fabriw- U.n, handling, shipment and Installation of trusses. This Innss has been d-lgncd as an Individual building cwnponenl In accordance with ANSI/Till 1-1995 and NDS-97 to be Incorporated as .it of the building design by a Building Designer Ircglslered architect or professional engila-rl. When reviewed for approval by the building designer, the design loadings shown must he checked to be sure that the data shown are In agreement wiLII the local building codes. local CWnatc 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 compresslon chords (top or bottond are conthm- ously braced by slhcathhhg unless otherwise speclll,d, Where bottom chords in tension arc not fully braced Laterally by a properly applied rlgid ceiling. they should be breed .1 a maxhnum spacing of 10'-0" ac Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel .reeling ASTa1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing t in cordomnance with the fabricator's plans and to -.Rue a continuing mspu..lbllity for such veri- fication. Any &-repancles are to be put In writing before cutting or tabncatfon. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filing wood to wood bcarmg. Con- nector plates shall be ]-led on loth faces of the miss with nails fully imbedded and shall be syin. about the Joint unless otherwise shown. A Sx4 plate Is 5" wide x 4" long. A 6.x8 plate Is 6" wide. x 8" long. Slots (holes) run pandel to the plate length spmilled. Double cuts on web embers shall meet at the eentroid of the webs unless otherwise shown. Connector plate sizes are minhnunn sizes based on the forces shown and may need to be Increased for certain hand- U ng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomnation on Quality Contnul refer to ANSI/Till I -1995 PRECAUTIONARY NOTES All bracing and erection recommendallons are to be followed I. accordance with "Handling Inslalling ✓ti Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid danmge. Temporary and permanent bracing for holding busses in a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing Is essential and erection bracing Is always requued. Nomnal pr .Uonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and donmomg. The supervision of erect.." of trusses shall be under the control of persons -perivil-d In the Instatises. llaon of Lrus Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to U.- at any lime. No loads other than the welgllt of the ,rectors shall be applied to trusses unW after all fastening and bracing Is conrpla d. TOP CHORDS: 4x2 SP #2 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1 3-4x2 SP #3 13 MAX LIVE LOAD DEFLECTION: L/672 at JOINT #14 L--0.33" D=-0.12" T=-0.45" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. 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 *NOT* designed for wind loadl ..TC...FORCE ... CSI 1- 2 0 0.28 2- 3 -3337 0.40 3- 4 -3337 0.41 4- 5 -3979 0.90 5- 6 -3979 0.62 6- 7 -3221 0.61 7- 8 -3221 0.37 8- 9 -3221 0.64 9-10 44 0.49 ..BC ... FORCE ... CSI 17-16 2035 0.58 16-15 2035 0.49 15-14 3997 0.91 14-13 3979 0.98 13-12 3979 0.98 12-11 1920 0.46 0.0 3tyl). 1}'p. _ 19-6-8 TI: F23 QTY:3 --=--=========Joint Locations=============== 1) 0- 0- 0 7) 13-11-12 13) 11-11-12 2) 2- 9- 0 8) 15-11- 0 14) 10- 5- 4 3) 5- 3-12 9) 16- 6- 8 15) 5- 3-12 4) 7-10- 8 10) 19- 6- 8 16) 3- 6- 8 5) 10- 5- 4 11) 19- 6- 8 17) 0- 0- 0 6) 11-11-12 12) 13-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc' Type 0- 3- 6 1050 0 0 BOT PIN 19- 0- 4 1099 0 0 BOT H-ROLL 1 2 3 4 5 G 7 3 9 llf 11-2-8 - I - �- 1-5-0 2X4 4X8 4\8 1.5X3 3X4 W-1vA 14AO IV=3X4 3X8 3\4 1.5\3 3X8 4\10 I'm M 19-6-8 �17 16 IS 14 6 12 11 10511 6.75" IIOON 3.50'CANT: 04-8 19-6-8 _ I EXCEPT AS S11OWN PLATES ARE TL20 GA TES"TED PER ANSI/Till 1-1995 or Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSr #0050068 1890 GREENBROOK CT.OL'IEDO.FL32766 YYAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dnwing is not erection bracing, wind bracing. portal baring or sindLirbractng which Ls a ry n or the building d-lgnr and which must be considered by the buildung designer. Bracing shown is for lateral support of truss mernbem only to reduce buckling length. provisions inust be made to anchor lateral brarlog al ends and specified hications delennined by the building designer. Additional bracing of the overall structure may he required. (See 11IB-91 of Till). (Trans- Plate Institute. TPI, Ls ]-led at 583 D'Onnldo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Clfk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 psf scale = 0.3429 Truss ID: F23 Date: 1-03-02 VUII uV - Lill. I.UU DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TP► Code Desc: Derign: Matrix Analysis JOB PAMI: C:ITFF.d.OKUOBSIBBR4F HCS: 11.23.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F3 9TY:2 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 D This truss *NOT* designed for wind load!==============Joint Locations=============== This design I% for an Individual budding 4x2 SP 41 D 1 1) 0- 0- 0 14) 19-11-12 27) 25- 1- 4 component and has been based on InformationBOT CHORDS: 4x2 SP #2 TC... FORCE... CSI ..BC... FORCE... CSI 2) 1- 8- 4 provided by t15) 22- 6- 8 28) 23- 9- 4 If,, di.emThe designer disci lms WEBS- 4x2 SP #3 anyresponsibWtyfordainagesasaresultof 1- 2 -1919 0.15 38-37 0 0.02 3) 3- 2- 0 16) 24- 5- 4 29) 19-11-1.2 faulty or incorrect information, specifications 2-4x2 SP #3 1,28 2- 3 -1919 0.12 37-36 3419 0.86 4) 4- 4-14 17) 25- 1- 4 30) 19- 9-12 and/or designs furnished tothe truss designer MAX LIVE LOAD DEFLECTION: 3- 4 -4540 0.31 36-35 5610 0.68 5) 5- 8- 8 18) 26-10-12 31) 16- 0- 0 by Elie client and the correctness or accuracy L/522 at JOINT #33 4- 5 -4540 0.32 35-34 5610 0.71 6) 6- 2- 0 19) 29- 0- 4 32) 14- 8- 4 of this informatonasitnlayrclateton spe- L=-0.45" D=-0.17" T=-0.61" 5- 6 -5610 0.55 34-33 5818 0.74 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 cderelseic ec[ cnd ontrol it no rand to fibrica- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 6- 7 -5610 0.56 33-32 5277 0.67 8) 9- 6-12 21) 33- 9- 0 34) '6- 2- 0 u<rclses no control with regard In labnca tlon, handling, shipment and T- 0.15^ Installation of 7- 8 -5877 0.93 32-31 2346 0.32 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 trusses. Tnuwsshasbeendesignedasan MAX HORIZONTAL LIVE LOAD DEFLECTION: 8- 9 -5877 0.66 31-30 2346 0.68 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 IndMduaI budding component lit accordance wall T= 0.11" 9-10 -5877 0.94 30-29 -71 0.00 11) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 4 ANSI/TPII-1995and NDS-97tolie incorporated 10-11 -4135 0.59 29-28 1270 0.41 12) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 0 as part of the building design by a Budding RMB = 1.00 Designer lregist-d architect or professional 11-12 -4135 0.50 28-27 1270 0.45 13) 19- 9-12 26) 26-10-12 engir-r!. when reviewed for approval by the 12-13 71 0.32 27-26 1954 0.94 building designer, the design loadings shown 14-15 71 0.33 26-25 1954 0.94------------ TOTAL DESIGN LOADS ------------ must be checked to be sure that the. data showlt 15-16 -1982 0.36 25-24 1225 0.58 Uniform PLF From PLF To are In agreement with the local building codes. 16-17 -1982 0.31 24-23 0 0.10 locale TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 project.kmaticreomdsfor loads. 17-18 -1982 0.53 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 specifications oor special applied wd Unless shown, truss has not been designed for 18-19 -1954 0.75 Concentrated LBS Location storage or occupancy loads. The design assurnes 19-20 -1954 0.89 TC Vert L+D -435 35- 9- 4 compression chords Itop or bottom! are conunu- 20-21 879 0. 52 BC Vert L+D ously braced byshealhmg unless otherwise 21-22 879 0.52 -590 5-11- 4 specified. %%mere bottom chords In tension are ----MAX. REACTIONS PER BEARING LOCATION----- notfull), braced laterally by a properly applied X-Loc Vert Horiz Uplift Y-Loc Type rigid telling. they should be braced at a 0- 3- 6 1511 0 0 BOT PIN maximum spacing of 10'-0'o.c. Connector 19-10-12 1961 0 0 BOT II -ROLL dialed shall ni manufactured from 20 gauge hot 33- 6- 8 1491 0 0 BOT H-ROLL. tidied galvanlzni steel meelumg ASI'M A 653, Grade 40, unless othcralse shown. FABRICATION NOTES 30.00" 435N Prior to fabrication. the fabitcttor shall review 13'p- thls drawing to verify that [Ills drawing is In 35-9-4 realize conformance with the fabri-tor'. plans and trealizea continuing raponsibWty for such vent- I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 1') 20 21 22 (lotion. Any tunicis- go , fri arc m le put In writing heron I be I' r ratlnauar. 5-11-4 27-11-8 PL Ins shall not be InsWled over knotholes. I knots or distorted gmaln. Members shall be cut �- 0-4-0 -+a1 2-0-0 for tight 0lting wood to wood bearing. Con- I rector plates shall be Located on both faces of the truss with nabs fully bnbedded and shall be sym. about the Jotnl unless otherwise shown. A 1�_0 1.5X3 Sx4 plate is 5' wide x 4- long A 6ss plate is 6' � 1..5X3 1.5X3 lie=3X6 1.5X3 1.5X3 1-4-0 we plane x 8- lent sjois pec fied. l run ecuts an 5X8 4X6 4X6 3X4 1.5X3 3X6 1.5X3 4X10 1.SX3 3X6 W=3X6 3X4 L5X3 3X8 3X4 3X4 the plane length specified, Double cuts an web members shall meet at the eentroid of the webs - unless otherwise shown. Connector plate sI.- are mmtmum sU- lased on the forces shown and tray need et be increased for serum nand. 5X10 6X8 6X8 6X8 W =3XG 3X6 3X6 I.SX3 3X4 1.5X3 Img anallod/or ern stresThisses. is truss not to be labrl-ted with me retardant treated 3X4 3X6 6X12 4X6 W =3X6 3X10 lumber unless otherwise shmtn. For additional lnfommton on Quality Conuol refer to ANSIrM 1-1995 t9 1 p l PRECAUTIONARY NOTES 35-9-4 I/ m All bracing and erection reeontendatons are 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 to be followed m accordance wflh'Handling 1511N 6.75 ° 19G l(! 350" Insu,ldng f9 Bracing", IliB-91. Trusses are [0 .1492N 8.00" CANT: 1-10-12 be handled with particular care during banding 19-10-12 and bundling. delivery and installation to avoid 13-11-12 damage. Temporary and permanent bracing 590N (or holding L--- In a straight and plumb p-- itlon and for resisting lateral forces shad be 35-9-4 designed and cost( bed try others. Careful hand- Img Is r3senu,l and election braelng is always EXCEPT AS OWN PLATES ARE T1 20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports required. Normal precautionary action for 1 1 sea e = 0.1873 bracing trussesrequires between hussestary avoid IF WARNING: READ ALL NOTES ON THIS SHEET. g• W : BBRAF Installation Ixlween trusses to avoid toppling Li'IL .101): and dommomg. The supervision of erection or Dog: TIUSS ID: F3 trusses shall be under the control of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING cepcnrnccd m the hstallatlon of trusses. Dsgfbr• TLY Clik• Date: 3-14-02 Professional advice shall be sought d needed. CONTRACTOR• Concentration anffile design lconstruction buds greater TC Live 40.0 psr DurFae - Lbr: 1.00 •• than Elie design loads spat not le applied to 4005 MARONDA WAY BRACING WARNING: trusses at any time. No buds littler than the Bracing shown on this drawing is not election bracing, wind bmchig, portal bmcmg or similar bracing TC Dead 10.0 psi DurFae - PIt: 1.00 weight of Inc erectors shall be applied to SANFORD, FL. 32771 which Is a part of the budding design and which must tie considered 1n• the budding deslgrmr. Bradug r oases unit after at Listening and bracing (407) 321-0064 Fax (407) 321-39I3 shown is for lateral support of truss members only to reduce buckling length. A"visloru must lie BC Life 0.0 - psi O.C. Spacing: 24p.0 la compleleA• made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TS TOMAS PONCE P.E. Additional bmcingol tine Overall strctme may he requited. ISee HIB-91 of T,n. BC Dead 5.0 psi Code LICENSE #0050068 frrtss Plate Institute, TPI, is located at 983 U'Unofrfo Drive. Madison, Wisconsin 53719). Code Desc: 1890 GREENEEROOa GT. Gt,ElXn.rL33]G6 IOTA 1. 55.0 psf V:01.25.02- 9839- 43 .-...4... ..,lay,.+ can rnrn: I:u PCC-LUA UVUJI(fUlAlh 1IC5: 12.19.01 DESIGN INFORMATION This design is for an Individual building cornpunenl and has been based on Information provided by the client. The designer dlsclabns 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 lire correctness or accuracy of this bfommtbn as It may relate to a spe- c8k project and accepts no responsibility or exercises no control with regard to fabdea- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance ttilh 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 loadings shown must be checked to be sure that the data shown are In agreement with the lord building codes. local clunaUe records for wind or snow lads. pr Jeet spedfl©eons or special applied loads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords Sop or bottom) are conlinu- trusty braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally try a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be matmlaclured (ram 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review I Its drawing to wordy that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri. flcallon. Any discrepancies are to be put In writing Wore cutting or fabda0on. Pbttes shall not be Installed met knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully inbedded and shall be syrn, about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate Is 6' wide x 8- long. slats lholesl run parallel to the plate length specified. Double cuts on web rraonbers shall meet at the r:entroid of the wroth mless otherwise shorn. Connector plate sizes are minbnmm sixes based on the forces shown rid rev need to be Increased far certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional FEZ—tlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconun-datuuns are to be followed In accordance with -Handling I IstaBing R Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plmnb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling, is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between basses to avoid toppling and domlnolng. Tire supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professlonel advice shall be sought If needed. Concentration of constructtou lads greater than the design lads shall riot lie, applied to busses at any time. No lads otl r Ilan the weight of the erectors shall be applied to Trusses unt8 after all lastenlng and bracing Is completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #1 D 4x2 SP #2 D 2 4x2 SP #2 3 WEBS: 4x2 SP #3 2-4x2 SP #3 1,23 Partial Double Chord to be same size and grade as chord to which it is attached. This truss *NOT* designed for wind load! MAX LIVE LOAD DEFLECTION: L/425 at JOINT #31 L=-0.54" D=-0.20" T=-0.75" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 30.00" typ. Ed WO: BBRAF WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *** CUT TOP CHORD OVER INTERIOR SUPPORT - 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. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.19 33-32 2132 0.90 2- 3 -3762 0.97 32-31 3762 0.73 3- 4 -3762 0.63 31-30 3762 0.73 4- 5 -4505 0.66 30-29 4206 0.43 5- 6 -4505 0.29 29-28 4206 0.99 6- 7 -4505 0.47 28-27 1982 0.55 7- 8 -3414 0.54 27-26 -76 0.00 8- 9 -3414 0.47 26-25 1269 0.33 9-10 76 0.32 25-24 1269 0.43 11-12 76 0.33 24-23 1946 0.89 12-13 -1974 0.37 23-22 1946 0.89 13-14 -1974 0.31 22-21 1223 0.55 14-15 -1974 0.52 21-20 0 0.09 15-16 -1946 0.74 16-17 -1946 0.89 17-18 879 0.52 18-19 879 0.52 TI: F31 QTY:1 =__===========Joint Locations=============== 1) 0- 0- 0 12) 22- 6- 8 23) 26-11- 0 2) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 4 3) 5- 3-12 14) 25- 1- 4 25) 20- 8- 8 4) 7- 3-12 15) 26-11- 0 26) 19-11-12 5) 9- 6-12 16) 29- 0- 8 27) 19- 9-12 6) 10- 2-12 17) 31- 1- 8 28) 14- 8- 4 7) 12- 1- 8 18) 33- 9- 0 29) 10- 2-12 8) 14- 8- 4 19) 35- 9- 4 30) 9- 6-12 9) 17- 3- 0 20) 35- 9- 4 31) 7- 3-12 10) 19- 9-12 21) 33- 9- 0 32) 5- 3-12 11) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LBS Location TC Vert L+D -435 35- 9- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 3- 6 1089 0 0 BOT PIN 19-10-12 1859 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 35-9-4 �1 2 3 4 5 6 7 8 9 10 11 12 1314 IS 16 17 18 1 ki- 6-3-12 27-11-12 -� �_ 1-10-8 --� �- 2-0-0 1-4-11 3X6 GX12 %1'=3X6 3X6 6X8 1.5X3 I.5X3 3X6 3X4 1.5X3 4X8 1.5X3 3X6 W=3XG 3X4 1.5X3 3X8 3X4 3X4 4X8 3X10 1V=3X6 3X6 1.5X3 3X4 6X8 3X6 11'=3X6 1.5X3 6X8 3XG MO N=2X4 4X6 19 I' �33 3594 32 31 3029 28 27 2Q5 24 23 22 21 2 1090N 6.75" 1860# 3.50" 1492# 8.00" 19-10-12 35-9-4 EXCEPT AS t3110NN"N PLATES ARE '1'L20 CA 'l'ES'rr 1'ER aNSUTPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 I BOO GREENBROOK Cr.F.F"EDO.F1.32766 Design: Alaidt Analysis WARNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown om this drawing is Fiat erection bmeirg. wind hmcbng, portal hradng or sindLv being which Is a part of the building design and which must be considered by the building designer. Bracing shots is for lateral support of truss members only to reduce buckling length. PievIsluns must be made to anchor lateral bracing at ends and specified locations detemtbred by lire building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPII. (ams" Pife Institute. 1111. Is lorded at 583 D'Onofrio Drive, Madison. Wfsconshn 53719). JOB PATH: C:lTEE-LOK1JOBSIBBRAF 13-11-12 Eq. Job: Dwg: Dsgnr: TLY Clik: TC Live 40.0 psf TC Dead 10.0 psi BC Live 0.0 psf BC Dead 5.0 psf 'ro'rA L 55.0 435H 1-4-0 CANT: 1-10-12 = 0.1873 Truss ID: F31 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI. Code Desc: HCS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on udonnation provided by the client. The designer disclaims any r-p.-ibWty for damages as a molt of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this ndonnation .sit may relate to a spe- cific project and accepts no responsibility or exerelses no control with regard to fabrich- Hun. handling. shipment and Installation of trusses. Tlls hiss has Ixen designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part .1 'he 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 re In agreement with the local building codes, local climatic records for wind or snow loods. project specifications or special applied loads. Unless shown, truss has not been designed for storage or accup-cy loads. The design asamnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords lot tension are not fully braced Literally by a properly applied rigid ceiling, they should be braced at a m-lorurn spacing of to-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 1s In confonnance with the fabricator's plans and to mallze a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over luhot holes. knots or distorted grain. Memlxrs shall be cut for tight fitting wood to wood bcarbhg. Con- nector plates shall be )-led on both faces of the ln,ss with -its fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.<4 pL to is 5' wile x 4- long. A RK8 plate is 6" wide x 8- long. Slots (holes) tun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector pb to slur are minimum sizes based on the forces shown and may need to he'"creased for certain hand- Whg and/or erection stresses. This truss is not to be fabdc red with fire rew,danl treated limier unit s otherwise shown. For additional btforu,atiun ou Quality Contint refer to AN/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing, & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trosses In a strnight and plumb pos- Itlon and for restsWhg lateral lodes shag od designed and WsLged by others. Careful hand- ling b essential and erection bmchng Is allays required. Normal precautionary action for (fusses requires such temporary bracing during installation between Lrusses to avoid toppling and domhming. The supervision of erectun of musses shall be under the control of persons experienced In the InsUgaton of tosses. Professional advice shag Ire sought ll"ceded. Concentration of construction loads greater Ihnn the design loads shag not be applied to trusses at any time. No loads other than lire weight of the erectors shall be npplled to Irussr3 until after all fastening and bracing L completed. JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F33 9TY:1 ***** CUTTING ONLY **** **** Truss NOT designed for Wind Loads. **** ========_==_==Joint Locations=c:= - ======__= TOP CHORDS: 4x2 SP #2 1) 0- 0- 0 23) 26-10- 0 45) 22-10- 0 BOT CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 WEBS: 2-4x2 SP #3 continuously braced unless noted otherwise. 3) 2-10- 0 25) 28-10- 8 47) 2-0-10-12 4x2 SP #3 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 GABLE STUD: 4x2 SP #3 This truss *NOT* designed for wind load) 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 6) 6-10- 0 28) 32- 2- 0 50) 17- 6- 0 7) 7- 1- 8 29) 33- 9- 0 51) 16- 2- 0 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 9) 9- 6- 0 31) 34-10- 0 53) 13- 6- 0 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 12) 13- 6- 0 34) 34-10- 0 56) 9- 6- 0 13) 14-10- 0 35) 33- 6- 0 57) 8- 2- 0 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 17) 20- 2- 0 39) 29- 6- 0 61) 4-10-12 18) 21- 6- 0 40) 28-10- 8 62) 4- 2- 0 19) 22-10- 0 41) 28- 2- 0 63) 2-10- 0 20) 24- 2- 0 42) 26-10- 0 64) 1- 6- 0 21) 24- 9- 4 43) 25- 6- 0 65) 0- 0- 0 22) 25- 6- 0 44) 24- 2- 0 � 35-9-4 l 2 3 4 5 67 8 9 L0 Al2 13 14 15 If 6 17 18 19 2021 22 23 24 25 A 27 28 2'�0 3132 14-0 1.5X3 1.5X3 1.5X3 L5X3 N=1.5X3 1.5,X'3 W=3X6 LSX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X4 1.5X3 14-0 3X4 1.5X3 1.5X3 3X4 L5X3 L5X3 L5X3 L5X3 LSX3 L5X3 lY=3X61.5X3 3X4 1.5X3 3X4 3X4 T 3X4 LSX3 1.5X3 1.5X3 1.5X3 L5X3 LSX3 L5X3 1.5X3 1.5X3 1.5X3 L5X3 1.5X3 LSX3 1.5X3 W=3X6 3X4 L5X3 1.5X3 1.5X3 L5X3 11r=3X0.5X3 I.5X3 3X4 L5X3 1.5X3 LSX3 1.5X3 1.5X3 1.5X3 L5X3 3X8 35-9-4 G5 64 -�-� 662 6160 59 58 57 !;6 51-5 5 53 52 51 50 49 48 4746 45 44 43 42 414 039 38 a5 3433' 0# 8.00" 0# 8.00" CANT: 1-1042 10 35-94 _ J EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Cont. Support (!aronda Systems)l 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Far (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.OVIEDO.FL3]7rf. WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcb,g shown nn this drawing is not erection bracing, wind bating, portal bracing or similar bracing which Is a part of the bulkilug 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 tire building designer. Additional bracing of the overall structure may he required. (See HID-91 of I'll[). (Russ Plate Institute, TPI, is located at 583 D'Onufrio Drive. Madison, Wisconsin 537191. Studs a 14-0 o.c. Eug. Job: Dwg: Dsgur: TLY Clik: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 scale = 0.1873 Truss ID: F33 Date: 2-25-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: ,lfatrit Analysis JOB PAl11: C:ITEE-LO,000BSIUBRAF HCS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on bdunnallon provided by the client. The designer disclalnrs any rrsponsib8lty for damages as a result of faulty or Incorrect hrfonnatlon. specifications and/or designs fumished to the truss deslg,ter by the client and the correctness or accuracy of this Information as It pray relate to a spe- cific project and accepts no responsibility or eterclses no control with regard to fabnca. Limn, 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 s part of the building deslin, by a Bulldbng Designer (registered architect or professional enoneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agree, , with the local building tales. locaI et.. records for wind at snow loads, project speclncations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asstunes urnpresslon chords (top or bollond a,e contb,u- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgld ceiling, they should ire braced at a maxlmu,n spacing of 10'-0- o.c. Connector pb lrs shall be manWaclu,ed 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 'his drawing to ve,8y that this drawing is in confomtance with lire fab,i©tors plans and to rcallze a continuing responsibility for such verl- fleatlon. Any discrepancles are to be put fit wilting before cutting or fabrication. Plato shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to weal bearing. Con. nector plates shall be located at both faces of the truss with nails fully Inttedded and shall be sym,. about lire jot-1 unless otherndse shown. A Sx4 plate Is 5' wide n 4' long. A 6x8 pole la 6- wtde x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web crictribcm shall meet at the cemrold of the webs unless otherwise shown. Connector plate sizes are mhtlnnunn sues based on the forces shown, and may need to be increased for certaln hand- ling and/or erection stresses. This Vuss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Infom,ation on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be Mowed In accordance with -Handling InslaBu,g & Bracing". IIIU-91. Trusses are to be handled with particular care during bandmg and bundling. delivery and I slallatfon to avoid damage. Temporary and pem,anenl bracing for holding trusses In a straight and plumb pos- Illon and for resisting Lateral forces shall be designed and installed by others. Careful hand- bng B essential and ereclbn bracing Ls always required. Nom,al precautionary acUon 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 trusses at any to,,,. No loads other than lire weight of the erectors shall be applied to uusscs until after all faslutbng and b,ucing Ls completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 4,13 MAX LIVE LOAD DEFLECTION: L/962 at JOINT # 6 L=-0.16" D=-0.06" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 30.00" ls'p. WO: BBRAF 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 truss -NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.23 2- 3 513 0.45 3- 4 513 0.45 4- 5 -2212 0.34 5- 6 -2212 0.37 6- 7 -2190 0.59 7- 8 -2190 0.68 8- 9 854 0.38 9-10 854 0.50 10-11 854 0.50 ..BC...FORCE ... CSI 19-18 51 0.24 18-17 1496 0.39 17-16 1496 0.38 16-15 2190 0.77 15-14 2190 0.77 14-13 1432 0.48 13-12 0 0.09 TI: F4 9TY:3 =======__= =Joint Locations=======____=___ 1) 0- 0- 0 8) 14- 8-10 15) 10- 3- 6 2) 0-10-14 9) 16- 1- 8 16) 8- 8-10 3) 3- 6- 6 10) 17- 4- 2 17) 4- 1-14 4) 6- 1-14 11) 19- 4- 6 18) 3- 6- 6 5) 8- 8-10 12) 19- 4- 6 19) 0- 0- 0 6) 10- 3- 6 13) 17- 4- 2 7) 12- 4-14 14) 12- 4-14 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TC Vert L+D -100 0- 0- 0 -100 19- 4- 6 BC Vert L+D -10 0- 0- 0 -10 19- 4- 6 Concentrated LBS Location TC Vert L+D -435 19- 4- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 6-10 1184 0 0 BOT PIN 17- 1-10 1447 0 0 BOT H-ROLL 194-6 1 Z 3 4 5 6 7 8 9 10 ll� 114-2 -fop 2-0-0 1.5X3 4X6 �1.5X3 1-4-0 11\b 1.5X3 2X4 3X6 1.5X3 3X4 1.iY1 I R 1LV-1VA 7V4 ItVA tiV=3X4 3X6 1.5X3 3X4 3X10 1.5X3 3X10 435N 1-4-0 0-1-8 19-2-14 9 18 17 16 15 14 CANT: 34-14 1185# 3.50" 13 12 1447# 8.00" CANT: 140-12 �f 19-4-6 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/Till 1-1995 scale = 0.3460 WARNING: READ All NOTES ON THIS SHEET. Eng. Jab: WO: BBRAF Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'s: Truss ID: F4 CONTRACTOR. BRACING WARNING: Dsgtlr: TLY Clik: Date: 1-03-02 4005 MARONDA WAY TC Live 40.0 psf DurFac - Lbr: 1.00 SANFORD, FL. 32771 Bneing shown on this drawing is not erection bracing, wind bracing, portal bracing or shnllar bnring TC Beall 10.0 psf DurFae - Pit: 1.00 (407) 321-0064 Fax (407) 321-3913 which Is a imtt of the building deslipi and which nunsl he considered by the building designer. Bracing shuwn N for lateral supportrumm of truss members only to reduce bucklingi i buckling length. Provons must be BC Live 0.0 psf O.C. Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing rat ends and specffed locations delemnhmd by the building designer. Additionalm bracing of then erallstructureayberegno-ed. (SeeHIB-9IofTPn. BC Beall 5,0 1 )5 f Design Criteria: TPI LICENSE #0050068 (Truss plate 1-Utute. TPI. is located at 583 U'Onoht" Drive, Madison. Winer„sf, 537191. Code Dese: 1890 GREEN8-ROOK CT.0yIEDOXI-327rG I TOTA A L 55.0 psf V:12.03.01- 10681- 8 Design: Afaidi Analysis JOB PAIII: C:1'/EE-LORUOBSIBBX4F HCS: 11.28.01 DESIGN INFORMATION This design Is for all Individual building component and has been based on Information provided by the chant- The designer dfsdalms any responsibility for damages as a result of faulty or incorrect hdornwtion. speefllatioi's and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific protect and accepts no responsibility or eaercis no control with regard to fabrica- Ilon. handling. shipment and Installation of 2trusses. This truss has been designed as an hndhiduaI building component In accordance with ANSI/TPI I-1f195 and NDS-97 to be Incorporated as part of it,. building design by a Building Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer, the design loadings shown must he rhecked to be sure that tile data shown are In agreement with the local building codes. local cllmatc records for wind or snow lads. project speciliultlons or special applied lads. unless shown, truss has not been designed for storage or occupancy loads. The design asswnes compression chords Itop or bottom) are Conti u. ously braced by shalhing unless otherwise specified. Where fiction, chords in Ienslon are not fully braced Literally by a properly applied rtgld eeging. they should be braced at a maslmum spacing of 10'-0- o.c. Connector plates shag be manufactured from 20 gauge hot dlppcd galvanlzed steel meeting ASTAI A 653, Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabnator shall renew this drawing to verify that this drawing is In conformance with the fabrlatoYs plans and to realize a continuing responsibility for such ved. hentmn. Any discrepancies are to be put in willing before cutting or fabrication. Plates shah not be installed over knotholes. knots or distorted grain. Alcmbets shall tie cut for light fitting wood to wool Ieating. Con. nector plates shag be looted on both faces of the truss with nails fully I bedded and shag be sync. about lhetolnl unless othenwise shown. A 5s4 plate is 5- wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (holes) rim parallel to the plate length specified. Double cuts on web nnentbers shall meet at the ccntrold of the webs unless otherwise shown. Connector Plate sixes are ndnimum sizes based on the forces shown and may need to be htcreased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated Iutnter unless otherwise shown. For additional Information on Quality Control refer to ANSI/Till 1-1995 PRECAUTIONARY NOTES Ali bracing and erecuon reconrmendalloru are to be followed in accordance with 'Handling Installing A Bmcing', I1I13-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pemnanent bracing for holding trusses in a straight and phunh pm- Itlon and for resisting lateral forces shag be designed and installed by others. Carelul hand. ling is essendal and erecllon bracing Is always required. Nonnnal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dunnnoing. The supervision of erection of trusses shall be under the control of persons ecpedenced in the Imsu illation of trusses. Professional advice shag be sought if needed. Concentration of construcuoll lads greater than the design load, shall nil he applied Ica trusses it any true. No loads other limn the weight of the erectols shall be applied la trusses until alter all fastening and bracing Is completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/813 at JOINT # 9 L=-0.17" D=-0.06" T=-0.23h1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 30.00" ly'�. I ll 2 I.SX3 �1.5X3 T 1-4-0 WO: BBRAF WE: MULTIPLE LOADS -- This design is the ccuiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! --TC... FORCE ... CSI 1- 2 0 0.33 2- 3 -2075 0.40 3- 4 -2075 0.50 4- 5 -2040 0.71 5- 6 -2040 0.91 6- 7 878 0.51 7- 8 878 0.51 ..BC ... FORCE ... CSI 14-13 1387 0.45 13-12 2040 0.89 12-11 2040 0.89 11-10 1257 0.53 10- 9 0 0.08 8-0-8 —o{ —� 2-0-0 - TI: F5 QTY:4 ---- = ---Joint Locations------------- -- _ ----- 1) 0- 0- 0 6) 11- 4- 8 11) 9- 1- 4 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-12 3) 5- 3-12 8) 16- 0- 4 13) 5- 3-12 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 5) 9- 1- 4 10) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF . To TC Vert L+D -100 0- 0- 0 -100 16- 0- 4 BC Vert L+D -10 0- 0- 0 -10 16- 0- 4 Concentrated LBS Location TC Vert L+D -435 16- 0- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 760 0 0 BOT PIN 13- 9- 8 1503 0 0 BOT H-ROLL 3X6 LSX3 3xd t QVII 111. --- - - Jnu I.J.\J 3X4 3X10 16-0-4 14 760N 3.50" 13 12 11 10 1 1503# 8.00" F 16-0-4 EXCEPT AS SHOWN PLATES ARE TL2o CA 'TESTED PER ANSUTPI I-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBRDOK CT.Ov1ED0.FL327G8 Design: Maim Analvtit YYAKNIIVIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown tin tilts drawing Is not err .tlon bracing, whirl bracing, portal bracing or shoilar bracing which Is a part of the building design and which nmlsl be considered by the building designer. Hmcing shown is for Lsleml support of truss olenlbers only to reduce buckling length. Provisions must be made to anchor Literal bracing at ends and r1 a 11,ed locations dctcnol ed by the building designer. Additional bracing of de overall structure may be required. f.Cee- 1d111-91 of TPI). (Truss Plate Institute, TPI. Is located at 563 D'Ono(do Drive. Madison. Wisconsin 53719). !OH PA771: C:17T1i-LOKUOBSL48PNF LSX3 j 435N T 1-4-0 i CANT: 1-10-12 scale = 0.4182 Eq. Job: W BRAF Dlcg: Truss ID: F5 Dsgfu•: TLv Chi:: Date: 1-03-02 TC Live 40.0 psf DurFac - Lbr: 1.00 TC Dead to.0 psi DurFac - Pit: 1.00 13C Live o.0 psf O.C. Spacing: 24.0" BC Dead 5.0 psr Design Criteria: TPI Code Desc: 'TOTAL 55.0 psf V:12.03.01- 10682- S HCS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client- The designer disclaims any responslbWty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the eoneetness or accuracy of this Idmnnatlon as It may relate Iu a spe- dfle project and accepts no responsibility or —mism no control with regard to fobri-- llon. handling, shipment and Installation of trusses. Thb truss has Ime-en designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Ineorporated as pan of the building design by o nrhlding Designer (mgslered imhltccL or professional engineer). When reviewed for approval try 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, lira al climadc records for wind or snow Inds• pm)ecl specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu• oushy braced by sheathing unless otimcmise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid -Wng. they should be braced at a —1-mall spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfhl A 653. Grade 40. unless otherwise sh—. FABRICATION NOTES Prior to fabrication, the fahncalor shall rcvlm this draaing to verify that this drawing Is In conformance with the fabricalor's plays and to matim a continuing responsibility for such ven. fle tion. Any dlscrepancim are to be put in %-fling before cutting or fabrication. plates shall not be Installed wet knotholes, ..is or dslnned grain. hfembem shall be cut for tight lining wood to wood beating. Con- nector plates shall be h.rited on both faces of tine truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' ode x 4- long. A G.c8 plate is G ode x 8- long. Slnts (hotel) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmld of the webs unless othetwse shown. Connector plate sizes am minimum sizes based on the forces shown and may need to be Increased for certain hand- Wng and/or erection stresses. 'Ihs truss is not mbe fabricated with file retardant treated nber unless othenvse shown. For additional information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rccummendations arc to be fmllowed In accordne acauh'Handing Installing A Hmcing', HIH-91. Trusses are to be handled with particular care during banding and bundling, dellvery and btsinllation to avoid damage. Temporary and permanent bracing for holding lrtssw in a straight and plumb pos- Itlon and for resting lateral forces shall be designed and hnsintled by others. Careful hand. Iing is essential and erection bracing is always required. Normal pmmutiorhary action for trusses requires such temporary bracing during Installation between trusses to avoid loppling and dominoinp,. The supervhion of erecton of trusses shall be under the control of persons expert—d In the InstallaUm i of trusses. professional advice shall be sought if needed. ConcenlraUon of rnnstruetlon loads greater than the design foods shall not Ime applied in trusses at any time. N. loads other than the weight of the erectors shall he applied In tresses until after all fastening and bracing is ctmpieted. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D=-0.03" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 30.00" I typ. II 1.5X3 �1.5X3 T 1-4-0 1 WO: BBRAF WE: This truss *NOT* designed for wind load! -TC ... FORCE ... CSI ..BC...FORCE... CSI 1- 2 0 0.35 12-11 1321 0.37 2- 3 -1606 0.37 11-10 1946 0.56 3- 4 -1606 0.30 10- 9 1946 0.60 4- 5 -1946 0.31 9- 8 1319 0.46 5- 6 -1946 0.44 6- 7 0 0.38 3 4 5 6-I1-8 --ol —� 1-10-8 3X6 1.SX3 zVe r c , TI: F6 QTYA ========_=====Joint Locations====—=======_ 1) 0- 0- 0 5) 7-11- 8 9) 7-11- 8 2) 2- 9- 0 6) 10- 6- 4 10) 5-11- 8 3) 3- 8- 8 7) 13- 3- 4 11) " 3- 8- 8 4) 5-13.- 8 8) 13- 3- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 729 0 0 BOT PIN 12-11-14 729 0 0 BOT H-ROLL l.3A.3 3X4 3X6 '12 It 10 730N 3.50" 13-3-4 EXCEPT AS SHOWN PLATES ARE '1120 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. LICL"-NSE #0050068 Design: Afafri.r inalysil WAKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: orating shown on this drawing Is not erection bracing, wind bracing, portal bracing or sinndar bracing which is a pant of the building design and which must be considered by the budding designer. Bracing shown is for Literal support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified leezi Ions determined by file building designer. Additional bracing of the overall structure may be required (See 11Io-91 of TPI). (Truss plate Institute. TPI, is located at 583 D'Onof-lo Drive. Madison, Wisconsin 53719). Eng. Job: Dog: Dsgnr: TLY C1lk: TC Live 40.0 psf TC Dead 10.0 psf 13C Live 0.0 psf 13C Dead 5.0 psf TOTAL 55.0 psf ►ate 730N 6.75" scale = 0-5049 Truss ID: F6 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TRI Code Desc: 52 JOB PATH: C:ITFF-LOKUOBSIBBX-IF HCS: 12.19.01 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 I— designer by the client and the correctness or nccura y of this Information as it may relate to a spe- c:ine project and accepts no responsibility or -emisa no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss fins 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 D-Igner (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be choked to be sure that the data shown are in agreement with the local building coda, local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not br designed for storage or oecrpany loads. The design assumes compiesslon chords pop or bottom) are conllnu- usly braced by sheathing unless olhenvtse specified. Where bottom chords to tension arc not fully braced Laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of IOr-O' o.e Connector plats 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 plain and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabdcatlon. Plata shall not be irnxla8ed aver knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood (rearing Con- nector plates shall be Incaled on troth faces of the tnu- with maw fully imbedded and shall be sym. about the fount unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots Iholesl rim parallel In the plate length specified. Double cuts on web members -hail meet at the centrotd of the webs unless otherwise sham. Connector plate slza are ndnbnum sizes (rased on the lorces slrown and may need to be increased for certain hand- ling and/or erection alressa. This truss Is not to be fabri©led with fire retardant treated lumnber unless otherwise shown. For additional Infomation on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and ercllon reconin endaliuns are to be followed in accordance with-Ilandling InstaUlng N Bracing'. HIB-91. Trusses are to be handled with irmtkular care during banding and bundling. delivery and hnstallation to avoid damage. Temporary and permanent bracing for holding Iruss- in a straight and plumb pus- Itlon and for resisting Lateral forces shah tic designed and installed by others. Careful hand - Ling Is essential and erection bmcing Is always required. Normal precautionary action for trusses reyulres such temporary bracing during InstalLation between buss— to avoid toppling and dominoing. The supen1slon of erection of trusses shall be under the contml of persons experienced in the ""t"llatiun of inrsses. 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 Ilan the weight of [he erectors -hall be applied to trusses ..,in alter all fastening, and bracing is completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP, #3 2-4x2 SP #3 1,8 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 2X4 LSX3 WO: BBRAF WE: This truss *NOT* designed for wind load) ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.05 12-11 0 0.16 2- 3 0 0.19 11-10 -1 0.16 4- 5 1 0.17 10- 9 -1 0.00 5- 6 -140 0.17 9- 8 140 0.04 8- 7 0 0.01 4 3X4 1.5X3 3X4 TI: F7 QTY:I ==============Joint Locations=====___======= 1) 0-0- 0 5) 4- 1-10 9) 2- 7- 4 2) 0- 6- 0 6) 5- 9- 0 10) 2- 0-12 3) 2- 0-12 7) 5- 9- 0 11) 0- 6- 0 4) 2- 7- 4 8) 4- 1-10 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 205 0 0 TOP H-ROLL 0- 3- 6 116 0 0 BOT .PIN 2- 4- 0 344 0 0 BOT H-ROLL 4Y6 2X4 3X4 LSX3 3X4 4X6 1.5X3 �J 0-4-0 I E 5-9-0 � 9 12 11 10 9 8 7 116# 6.75" 34511 8.00" 205N 3.50" -- 24-0 Dic,3-9-0 d 5-9-0 I 0 4-0 EXCEPT AS TOWN PLATES ARE TL20 GA '1'LS'1'ED PER ANSI11'PI 1-1995 Over 3 Supports sca c(RO �.y614 WARNING: READ ALL NOTES ON THIS SHEET. RHg• Job: WO: BBRAF Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F7 CONTRACTOR. Dsgnr: TLY Clik: Date: 3-14-02 BRACING WARNING: TIC Live 40.0 Ixf DurFac - Lbr: 1.00 - 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, whnd bracing, portal bmcing or similar bracing TIC Death 10.0 psf DurFae - PIt: 1.00 SANFORD, FL. 32771 which is a part of the building design and which must be consldcmd by [ire budding designer. Bmet"g O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown Is for Inleral support of hues members only to reduce buckling length. Provisions must be RC Live 0.0 psf p g made to anchor Lateral bracing at ends and specified location,; determined by the building designer. QC Dead 5.0 )Sr Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of tire overall structure may be required. (See HIS-91 of TI'll• l LICENSE #0050068 fans- Plate Institute. TPI, is located at 583 D'Onof to Drive. Madison, Wisconsin 53719). Code Desc: 1090 GREENBROOK Cr.Ovlrr .g1_32766 1'OTA L 55.0 psi I V:01.25.02- 9840- 4,e TICS: 12.19.01 JB: BAYBURY FLOOR AC: WO: B DESIGN INFORMATION This design is for an Individual building component and has lien bused on Infor iaton Provided by the client The designer disclaims any r-I.-IbllJty for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the concelness or accuracy of this Information as It may relate to a spe- dnc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handlmg, 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 file building design by a nulldhig Designer fregislered architect or professional engineer). When reviewed for approval by the building designer. the design loading% shown must be checked to be sure that to data shown are In agreement with the local building codes, local cihnallc records oar wind or snow loads, project specdlcatom or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ale conunu. ously braced by sh-thl g unless otherwise spcclned. Where bottom chords In tension are not fully bmced Laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10--0- o.c_ Connector plats shall be uhanWodumd from 20 gauge hot dipped galvard-d steel meeting ASTAf A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Mor to fabrication, the fabricalor shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a rnnthming responsibility for such veri- licallon. Any discrepancies are to be put In wrilmg Wore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. hteuhbers shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nn8s fully imbedded and shall be sink, about the joint mtlss 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 well members shall meet at the centrod of the wehs hudess otherwise shown. Conmector plate alms are minimum stirs based on Ube forces shown and may need to be tncrcascd for ceriam hand. IIng and/or erection stre, ses. This truss is not to be s fabricated with fire retardant treated l=wr mileotherwise shown. For additional infomli tlon 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*. 11I13-91. Trvsses are to he handled %lLh particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding losses in a straight and plumb pos. Icon and for ressUng Lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection braemg is always raquued. Normal precautionary action for trusses requires such temporary bracing during Installation between truss- to avoid toppling and dominomg. The supervision of erect.... of trusses shill he under the control of persons experienced In the installation of trusses. Professional advice shall he sought If needed. Caneemtrau.n of construction fads greater than the design loads shall not be applied to trusses at any :line. No IrnAs .tier than the weight of the erectors shall be applied to trusses unit] after all fastening and bracing is completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,5 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 1-4-0 WE: This truss *NOT* designed for wind load! ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 0 0.18 8- 7 0 0.25 2- 3 0 0.22 7- 6 198 0.30 3- 4 -198 0.23 6- 5 0 0.07 -0 TI: F8 9TY:2 ======== =====Joint Locations=============== 1) 0- 0- 0 4) 3- 9- 0 7) 0- 6- 0 2) 0- 6- 0 5) 3- 9- 0 8) 0- 0- 0 3) 2- 1- 5 6) 2- 1- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3-11- 4 234 0 0 TOP H-ROLL 0- 3- 6 210 0 0 BOT . PIN 2X4 I-SX3 INd 1-1 `141 -74 4X6 LSX3 1-4-0 0-4-0 3-9-0 8 7 211N 6.75" 6 5 235N 3.50" f° 3-9-0 04-0 (120-4-0) EXCEPT AS SliOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 1.5750 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSI- H0050068 1990 GREENOROOK cr.oviEDOXI-32768 none,,A4.,,... r_t. WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bi hrg shown on this drawing snot erectiun bracing, wind bracing, porml bmring or sIndlar bracing which is a pan of the building design and which must be considered by the building designer. Bracing sftmvn is for lateral support of truss members only to reduce buckling length. Provsinns 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 11ID-91 of TPI]. Truss Plate institute. TPI. Is located at 583 D'Onolno Drive. Madlnon, Wisconsin 53719). Erg. Job: Divg: Dsgnr: TLY ICU: TC Live 40.0 psf TIC Dead 10.0 psf 11C Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 psr Truss ID: F8 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0't Design Criteria: TPI Code Desc: 11CS: 12.19.01 JB: BAYBURY FLOOR AC: DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided hp 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 ahreciness or accura y of tho%Ullomrallon as It may relate to a spe- cific pmfect and accepts no responsibility or -1-- on control with regard to fabHca- lion, handling, shipment and installation of misses. Tots truss has been designed as on individual budding component to accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part I the building design by a Building Designer (registered amhtlect or professional engtneer). 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 loads. Tho design assumes compression chords pop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maalnum spacing of 10'-O- o- Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Poor to fabrication. We mbricator shall review this drawling to vertfy that this drawing is in conformance with the fabricators plans and to realize a continuing responslbWty for such vert- rlcatlon. Any discrepancies are to be put in writing Ie(ore cutting or fabrication. Plates shall not he installed oars, knotholes. knots or distorted grain. Alembers shall he cut for tight fitting wood to wood bearing. Con- --tor plates shall be located on both faces of the truss with nails hilly 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 6' long. Slots (holes) run P-11.1 to the plate length specified. Double cuts on web members shall meet at the centrold of the wets umleis otherwise shown. Connector plate sixes are rn nimum sizes lased 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 located lumrber unless otherwise shown. For additional Infomation on Quality Control refer to ANSI/TPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -I tandling installing a B.c"g . HID-91. Trusses are to be handled with particular care during landing and bundling, delivery and Instaiiaflon to avoid damage. Temporary and permanent bracing for holding busses to a slmlghl and plumb pos. Ition and for resisting latelal forces shall be designed and (stalled by others. Careful hand- ling Is essential and erectlou bracing 15 always require. Normal precautionary action for d trusses requUr_a such temporary bracing during installation between uosses to avoid toppling and dominoing. The supervision of erection of I— hall be under the conlrol of persotrs experienced t, the Insmilauon of trusses. Professional advice shall be .aught if needed. Concentration of constMellon lends greater than the design loads shall not to applied to trusses al any tune. No kinds other than the weight of the eu eclars stall he applied to In:sses unit) after all fastening and bm Ing is completed. - TOP 010RDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 BEAR- BLK: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 0-3-0 WO: BBRAF WE: This truss *NOT* designed for wind loadl --TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 -88 0.29 8- 7 734 0.26 2- 3 -735 0.31 7- 6 739 0.17 3- 4 -89 0.30 6- 5 739 0.26 30.00" typ. 8-2-0 TI: F9 9TY:1 ==- ==========Joint Locations=============== 1) 0- 0- 0 4) 7- 8- 0 7) 2- 8- 4 2) 2- 8- 4 5) 7- 8- 0 8) 0- 0- 0 3) 4-11-12 6) 4-11-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -104 0- 0- 0 -104 7- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 8 399 0 0 TOP PIN 8- 0- 8 399 0 0 TOP H-ROLL 1 2 3 4 4-0-1 2-0-2 Ea — 6X8 3X4 3X6 6X8 1-2-8 3X4 3X4 311I 1.5X3 3X4 3X4 400# 3.00" 0-3300 �f (RO-3 EXCEPT AS S110111N PLATES ARE '1'L20 7-8-0 GA TESTED PER ANSU ,i 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. (!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: 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 buildhig des) gner. Bekug shown is for lateral TOMAS PONCE P.E. support of truss members only to reduce buckling length. Provisions most be node to anchor lateral bracing at ends and specified locations delennlned by the building designer. LICENSE #0050068 isoo GRFrNnum r rnnenn Additional bracing of the overall structure may be required. (See 1118-91 of TP1). Muss Plate Institute, T'Pl, is located at 583 D'Onofrto Dnve, Madison. Wisconsin 53719). Design: A101hr Analysis Eng. Job: Dwg: Dsgnr: 7'LIr clik: '1'C Live 40.0 psr 1'C Dead 10.0 psr 13C Live 0.0 psr 13C Dead 5.0 psf '1'01'A 1. 55.0 psr 0-3-0 400N 3.00" 0-3-0 (RO-3-0) scale = 0.8204 Truss ID: F9 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - Plt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: CATEE-LOWOBSTBBRAF 11CS: 12.19.01 DESIGN INFORMATION This design 1. for an Individual bulldmg component and lids been bused on Information Provided by the client. The designer dis-clahns any responsibility Inr damages as a result of faulty or Incorrect tnfomaton, specBloUons and/err designs furnished to the truss deslgi,er by the client and the correctness or accuracy of this Information as It may r.Late to a spe- cific project and accepts no responsibility or el"L ea no control with regard lu labnio- tlon. handling. shipment and Ittslallatlon of I-sses. This truss has been do cored as an Individual building component it] accordance with ANSI/TPI IA995 and NDS-97 to the fncorlaraled a Part of the bnddmg design by a nuihWig Designer (registered arehltect or professional engineerl. When reviewed for approval by the building dralguer. the design loadings shown must be checked to be sure that the data shown are In ngrecmellL with the tool building codes. tool cWnalic records for wind or sir— loads, p feet specifications or special applied lwds. Unless shown, truss has not been designed for storage or occupancy lo-15. The design assumes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords fir tension are not fully braced laterally by a P-pery applied rigid ceiling, they should be braced at a matmhum SFmchrg or 10'-(Y o.r`_ Connector platys shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASSrAt A 653• Grade 40. unless ulhe,wtse shown. FABRICATION NOTES Poor to fabruauon, the fabne,tor shalt review this drawing to vcdfy that this drawing is In confomanm with tie labdcamrs plans and to malim a continuing responsibility for such veli- fiean"n. Any d,scl panicles me to be put In mitt ng before curing or labAouon. Prates shalt not be Installed over krathules. knuLs or distorted grain. Members shall be cut far tight IlLW,g wood to w'oud hearing. Can. n velar Plates shalt be looted on both faces of the truss with omits fully Imbedded and shaU be syn about the Jobd urdess otherwise slI a . A 5x4 plate b 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots lholes) not parallel to the plate length specified. Double cuts on web umbers 5112H meet at the cenhold of the webs unless otherwise shown. Connector plate sizes we minimum slees based on the forces shown and may need m be Increased for certain hand. Wg and/or election stresses. 11lts Irus3 Is not to be fabri-ted with the relarlant treated lumber unless ntherwlae shown. For addlUonal Information on Duality Control Icfcr to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AS bracing and erection reeommendatlons are be foumved In accordance with -handling Installing h Bracing• 111h-91. Trusses arc to - handled wit), padncuL r one during handing end bundling. deIrvery and Insla IaUon to avoid damage. T-11p,n-y and Pem,aner,L b-eLng or holding trusses in a stra{gbt and plumb pos- Linn and for reststing Lateral forces shall he lesigned and LnstaUed by others. Careful hand- Ing B easerA l and erection b,acWg el always nlubed. Normal precautionary aeUon for noses requires such temporary bracing during nstaUaUon between trmses to avoid toppling and dominoing. The supetvislon of eredlon of ruses shag be under the control of persons _gxrtenced to the InstallaBon of trusses. 'rofesslo,al advice shalt be sought If needed. 'mrcentrallon of construction loads Peale, han the design loads shall not be applied to nhsses at any thne. No loads uther it,.. the rclyht of the erectors shall be applied in untiavmm l er an fi—mng amd bmeg co�hFdeLed. TOP CHORDS: 4,2v Sp ff2 BOT CHORDS: 4x2 SP 412 WEBS: 4x2 SP ##3 BEAR. BLK: 2-4x2 SP 43 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3X4 1.5X3 IA-0 2 l d wu: BBRAF WE: All COMPRESSION Chords are assinned to be continuously braced unless noted otherwise. This truss *NOT* designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.10 0-10 87 0.06 2- 3 -532 0.11 10- 9 403 0.15 3- 4 -532 0.05 9- 8 532 0.17 4- 5 -532 0.11 8- 7 401 0.15 5- 6 -70 0.10 7- 0 87 0.06 4 3-5-12 �_ 0-3-8 TI: F91 QTY:I ==============Joint Locations=======-==-==-= 1) 0- 0- 0 5) 4-10- 2 9) 2-11-12 2) 1- 6- 4 6) 6- 4- 4 10) 0- 0- 0 3) 2-11-12 7) 6- 4- 4 4) 3- 4-12 8) 3- 4-12 ----MAR. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1- 0 343 0 0 BOW PIN 6-10- 4 343 0 0 BOT ' H-ROLL IEWn ��a-r Ji q 3X8 343N 2.009- " _0�-3-8 ,f EXCEPT' AS SHOWN PLAITS ARE '1120 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-006.1 Fax (407) 321-3913 TOMAS PONCE PIE. LICENSE M005006S 1890 rREEIJRROOK Cr.0%'IEn0.FL3276 s Derign: Afaint Analyrir 8 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: H raring sliwA-n on this drawing Ls not emr.11on bracing. wind bracing, portal bracing or similar bmcing w-hlch L a Part of the building design and which nusl be considered by the buddh,g designer. Bracing shown Is fur aleual suP)wrt o! buss members only 1" tMuce huckih,g icngth. {4oa1sluns must he made 10 auchnr lateral bracing at ends and specified loci Uuns determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB-91 of 11,11. flluss Plate Instltule. TPI. is located at 583 D'Onoldo [hive. kladlson. WLsconsbn 537191- J011 PATH: C:IYEE.L0KU0B5WBR If EHg. Job: Dwg: Dsgnr: TLY Cbk: TC Live 110.0 psf 1 C Dead 1.0.0 psf 11C Live 0.0 psf 13C Dead 5.0 psf '1'01'AL 55.0 HSF 1-4-0 343# 2.00" �0-3-8 (RO-3-8) scale = 0.9658 Truss ID: F91 Date: 3-13-02 DurFac - Lbr- 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: PLOT PLAN for: MARONDA ')MES, INC. DESCRIPTION: LOT 46, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 PAGE(S) 76 thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT 49 25.Oa .s�0 N89048' 1 WE 82.85' "big I I Q1 I 3Itn � I � I 0I W I b I b I T �I 32.69' r : CONC PATIO 0 0I O � I 40.00' V I I MODEL: BAYBURY 'C �s I (4-2) 2 STORY W/LOFT s* FINI5HED FLOOR 25.oa I ELEVATION -46.15 b 5C9.48 14V I DRAINAGE TYPE: • B' O 1 I \ CONCRETE DRIVE L90 s t,> 62 lo•U:fi �l �� 0S -6;4; , P.T. Q ry OF NOTES. 1, BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING S89S8'14E. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT, 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY FLOOD CERTIFICATION 4 SC P=d ALE V- 2a 0' 5' 1 a 20' GRAPHIC 5CALE r N Y LOT 47 10.00' N ui 4 � W 3' p O Z 10.00' b 0 N - F ROAD UNLESS OTHERW;SE APPRWED tn N tn CROWN COLONY WAY BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE " X 7. COMMUNITY PANEL NO. 120289 0040 E EFFECTIVE DATE: APRIL 17. 1995. MAP REVISION DATE• 5C9'r•�8' 14'E - — BUILDING SETBACKS FRONT: 25• REAR: 20' SIDE. Z 5' SIDE STREET. 20' BUILDING LINE. 60' (SUBJECT TO CHANGE) LOT 48 CONTAINS 8,979 SOUARE FEET/0.206 ACRES +/- THE UNDERSIGNED AND CAVONIE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBRE VIA T IONS/LEGEND: NO, NUMBER P.T.-POINT OF TANGENCY CONC- CONCRE TE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R,-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH, -CHORD P,C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P,C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG- ORD BEARING S.A•U.E-SIDEWALK & UTILITY EASEMENT D.U.3S.E.-DRAINAGE, UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD ADELTA (CENTRAL ANGLE) O.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC. LAND SURVEYORS AND MAPPERS I 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VAL'4') UNLESS E9 WITH THE �CNATURE AND RAISED A FLORIDA LICENSED, SURVEYOR A=D DOMINICK F, CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPED NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 LOT by NEIL CADD FILE: CROWNCOL48.DWG W.0.2003-2558