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Home My WebLink About159 Crown Colony Way 03-2223PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NUMBER CRC 058496 PROPERTY OWNER sb ok ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION� gwok'.'s -%LIM, t CbN PERMIT 403' 2N)l DATEk4b4;a!03 PERMIT DESCRIPTION Q PERMIT VALUATIONA20—bq SQUARE FOOTAGE 3 g t goo 01 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 159 CROWN COLONY WAY for which permit 03-00002223 has heretofore been issued on 6/24/03 has been completed according to plans and specifications filed in the office of the Building. Off' 'al irio to the issuance of said building permit, to wit as complies with all the building, plumbing, el t al, oning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: DATE APPROVAL DATE BUILDING: FIRE: Finaled ��.aa �3 Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Q-a3•o3 Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: (� Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs as � Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE AMOUNT 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 10.00 10.00 10.00 10.00 10.00 59.27 54.Ob 279.61 Yes No APPROVAL PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 159 CROWN COLONY WAY for which permit 03-00002223 has heretofore been issued on 6/24/03 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 6/24/03 91.93 01-RADON GAS TAX FEE 6/24/03 16.09 01-ROAD IMPACT FEES 6/24/03 847.00 01-RECOVERY FD/CERT. PGM. 6/24/03 16.09 01-SCHOOL IMPACT FEE 6/24/03 1384.00 WD 'IMPACT:SINGLE FAMILY 6/24/03 650.00 SD IMPACT:SINGLE FAMILY 6/24/03 1700.00 OWNER BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FIN E,G �1- UTILITIES DEPT. Request Received 5 ►1�j9�°'_To Utility inspector --_____--,- INITIALS DATE **** SINGLE FAMILY RESIDENCE**** ______ Utility Inspectors Finol---------- ---- FDEP Clearance - Water ------- - - ---------- DATE: \q - 0 FDEP Clearance - Sewer ---------- ---------- city services Easements --------- ---__---- a Maintenance Bond (10% 2---------- ---------- PERMIT #:C)a• other -------------------- ---------- ADDRESS: Vc `- �e,,,-�„ �-v CONTRACTOR: PHONE #: y(j1- y`1 rJ 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. OEnginee 0Public tilities O Fire t21 ►A- OZoning rl�\ OLicensing n ` V-N CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #:CQa• a a s ADDRESS: \4::� i' �- -cn.�- o CONTRACTOR: PHONE #: y(j1 - L\r) J —Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering 04 p, bwc-'j jPublic Works O Utilities OFire 4�' 1 P, OZoning 1-\` (\ OLicensing n � ka CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 17,3 ?w 6 F/ o&P W/o 3('138 CERTIFCATE OF OCCUPANCY F�P�'d REQUEST FOR FINAL INSPECTION3�5 ***" SINGLE FAMILY RESIDENCE**** 1p'(;�Uck'oe� DATE: a - \c� .- 0 3 PERMIT #:CU3• r) a a ADDRESS: CONTRACTOR: PHONE #: yb1- y`1 J 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. DEnginee ' g ublic Wo :)Utilities O Fire �l ,a- OZoning OLicensing 1n ` UL,\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) n 1Y02VE*1L V Co. 300 SOUTH RONALD REA AN BLVD. LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 830-9080 FAX (407) 339-3636 LAND SURVEYORS MAPPERS E-MAIL• CAVONE®CFLR?,COWI CERTIFICATE OF ELEVATION Address: 159 Crown Colony Way Legal Description: Lot 44, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 44 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6; Sec. 6-7 (a). c,.ei-diiIck F. Cavone Florida.Stu-veyor &Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 12-9-2003 W.O. # 2003-16709 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Carberry Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, arxllor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 159 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 44 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - ##' - ##.##" or ##.#####) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER 82. COUNTY NAME B3. STATE CROWN COLONY 1120294 SBIINOLE FL B4. MAP AND PANEL B7. FIRM PANEL 89. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREMSED DATE B8. FLOOD ZONE(S) (Lore AO, use depth of flooding) 12117C 0045 E 4M7195 07195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profile ❑ FIRM ❑ Community Detemtined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Banier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Ct. Building elevations are based on: ❑ Construction Dravvings' ❑ Building Under Construction' ❑ Finished Construdion -A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, AR/AO Complete Items C3.-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 measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on t;F�Ihe ? ❑ Yes [:]No X a) Top of bottom floor (including basement or enclosure) / . 4ft(m) o b) Top of next higher floor — _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _• _ft.(m) — _ft.(m) 00 E g o e) Lowest elevation of machinery and/or equipment u, servicing the building (Describe in a Comments area) ft.(m) 2 ca X f) Lowest adjacent (finished) grade (LAG) 473 . 3 ft. m z' o g) Highest adjacent (finished) grade (HAG) — _fL(m) in o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 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 ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Seddon A I For Insurance Company Usc: • BUILDING STREET ADDRESS (Induding Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. • t Policy Number CITY STATE - ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 9 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.(crm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(crm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE DATE TELEPHONE - - / J-�/ / /h -� 4074759112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued 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 COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS U Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions COUNTY OF �A[MIHULL IMPACT FEE STATEMENT 3TATEM]4T NUMBER 103-75546 DATE: /- X 9'0-5 BUILDING PERMIT NUMBER: 12' `d]& IT COUNTY NUMBER: UNIT ADDRESS: �~^ ��d��«`* 4�/�v'��7- ----------------------------'��---'--�� i TkAF�IC ZunI:::: ---- ' ---'- -' '--- �/J� SEC: T�P --� '-F�lCEL ---- - '--`��'��~~--- CUDDIVISIOX: TRACT: PLAT BOOK: ��Jr--�`/��cE:��^-�^� BLOCK: \OT: 6�f�-- '^'`' B``''`-~`� '/6v--��' ----- ' [)WN[3( NhM[: ////7�� 'r- - CL. ADDRESS: APPLICANT NAVE: ADDRESS3 LAND _'---'-'--------------------------------------------------'------------------'-- FEE BENEFIT RATE FEE UNIT RATE PER � & TYPE TOTAL DUC TYPE DIST SCHEDULE DESC. UNIT OF UNITS _______________________________________________________________________�____�___ kOADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIDRAKY CO -WIDE O dwl unit $ 54.00 1 $ | . 54.00 SCHOOLS CO-WICE O dwl unit $1,384.00 1 $ 1,304.00 AMOUNT DU�.-: $ 2,285.00 STATEMEHT RECEIVED BY: _.. .. . .. ... _ (P[ZPRINT HAME) NOTE TO RECEIVING SIGNATCRY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. =41 ' DISTRIBUTION: 1-COUNTY 3-CITY ' . 2'AP|11 ICAHT 4.0001"ITY , *TNOT[** ['ERCONG ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ` ARE CUE AND PAYAVLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PEkSUHC AR[ ALSO ADVISED THAT ANY RIGHTS OF THE AnPLICANT, OR'MER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTrM AHD/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAM CERTIFICATE OF OCCUPANCY O� O[CCPM<CY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF ll\E COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING AnPEA'-S MAY BE PICKED UP, OR REOUES7ED, FROM T;E PLAN IMPLEMENTATION OFFIC[: 1101 LACT FIRST STREET, SAMFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SAKFORD DUILDING DL|'AkTM[NT 300 NOD]l\ PARK AVENU[ CAHFUKD. |l 52771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFFR[ISCE TIE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOe"' i.EFT OF T|�E NUTlCE. ***THIS STATEMENT IS VALID ONLY. IN CONJUNCTION WITH ISSUANCE [F AV0.1, FAMILY BUILDING • 1 CITY OF SANFORD PERMIT' APPLICATION _ Permit #: �� . a D C)� Date: June i Job Address: 159 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: _$_120,698.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS 150 Addition/Alteration Change of Scrvicc Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,218 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0440 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I cenify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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. I� 6/ 17/03— Signature of gent Date Russell Keith Summers Z zj�1 7/03 Signature of Notary -State of Florida Date OF Flo DEBBIE TIME O1AnY o My Camm Exp. 2/5/05 auauc No. CC 999378 Owner/Agent is _X_ Personally Known to Me or ��6/17/03 Signature of Co gent Date Russell Keith Summers Z gent's Name 7/03 Signature of Notary -State of Florida Date I(or rto DEBBIE TIME IOTAP, My Comm Exp. 2/5/05 UbI.0 No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: `' Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Dale) Special Conditions: 1 .i /•1 U C 1'1 CITY OF SA'INFORD ELECTRICAL PERMIT APPLICATION Permit Number: (Z) � _ a 3 31 Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: I Electrical ContraCiu1. Residential: �% Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service So , CO 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: c`,y,ap By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. A 1' ant's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: d OL Date: The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 159 Crown Colony Way Mechanical Contractor: GARY CARMACK Residential Non -Residential I Nature of Work: n Lot: 44 Panel: 7 Amount By signing this application, I am stating that I am in compliant with City of Sanford Mechanical Code. Applicant Signature CAC043900 --------------------------------- State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: C)1 - a a a� Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __159_Crown C010q / Wa /�---_--___Lot: 44 Panel__7 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. e Applicant's Sig natu CFC057039 State License Number ALaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITF. F • ORLANDO, Fi ONDA 32810 407-475-9112 • FAX.- 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x 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: 44 159 Crown Colony Way. RUSSELL REI H S MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. 9'VPer%00.Wy DEBBIE TIME Q4��— MY Comm EXP. 2/=5 No. CC 999378 NOTARY PUBLIC "^o-^ I I oth-1 o. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc n. ,7 .. ' . PLOT PLAN for. MARONDA HOMES, INC. DESCRIP770N: LOT 44, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 76 thry 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA TRACT aD' CON5ERVATION AREA CALCULATED 5GOO191540W 65.5T A> IN D.E. a s' to za Z------- W — — — — — GRAPHIC SCALE O O s2' (� A 'Q�j CONCRETE PATIO 1� Z� 2 Q LOT 43 �A Io.c,G 10.0a f�3•0 40.00' LOT 45 MODEL: BAYBURY'C [� (4 2 1/2) 2 STORY W/LOFT 4 FINI5HED FLOOR b ELEVATION —43.20 Z DRAINAGE TYPE: ' B' WITH 1 a 32' PATIO A0 C 1.) ro ar R-50.00' A-38°34'31" p' lo•oo' ARC-33.66' s' CH.=33.03' CH.BRG.— �v 549° 19'02'W j) 4f) 45 °� e 1 CONCRETE tv � iDRIW lau.E. � i� O -48.461 Fyn P�G060. ORG,,< N590 O if p2,E C'\' FLOOR SLAB ELEVAT;ON $ MUST BE 16" AEA.*: z 1^ROWN Bu►mw sumAcKs OF ADJACENT ROAD *JNLESS o T� o OTHERWISE APPROVED ODE STREET: 20' eunoINc LINE : 60' CROWW LOT 44 CONTAINS CoCOLOM. 4544 SOUARE FEET/0.196 ACRES +/- NOTES: seralsw - _ wAi' FLOW CER77nCA77ON 1. BEARINGS ARE BASED ON THE CENTERLINE -moo BASED ON THE FEDERAL EMERGENCY CROWN COLONY WAY BEING S7270'19'Wt RADIUS MANAGEMENT AGENCY FLOOD INSURANCE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN POINT RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT,LIE WITHIN PLANS FOR THE PRO.JECT. V.A. PLOT PLAN BAR n' 3 BUILDING TIES ARE TO FOUNDATION. p -DENOTES PROPOSED ELEVATION 1HIS STRUT-r= L SIN ZONE -pill 4• PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED PER ENGINEERING PLANS. l ITY il'N L N0. I?0269 0040 E IN THE FIELD. E C YE DATE: APR/L 17. 1991 7HIS IS NOT A SURVEY. E - DENOTES EIasnNG ELEVATION AP REVISION GATE: (SU&ECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING l0 EASEMENTS, RIGHTS OF WAY, SETBACK UN£S` AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREWA 77ONS/LEGEND: F UMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT IUS P.1•-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.G-PdNT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENT ORD P.C.-POINT Of CURVATURE O.R-OFFICIAL RECORDS P•C.C.-POINT OF COMPOUND CURVATURE U.E.-UTIUTY EASEMENTRC LENGTH L.B.-L/C£NS£0 BU9NE55 CH,BRG- ORO BEARING S3t/.E.-90EWALK UTnITY EASEMENT D.U.�SE.-DRAINAGE, UTILITYNTERLINE A/C -AIR CONDITIONER PAD aDELTA�NTRAL ANGLE) D.dil.E.-DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT THIS SURVEY NOT VAUD UNLESS EMBOSSED REVISION DATE A e7'A PONE, INC. FLORIDA "'THESIGNATURE AND SEAL OF LICENSED SURVEYORYOR AND ND MAPPER LAND SURVEYMS AND MAPPERS � 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 DOMINICK F. CAVONE - PRESIDENT TELEPHONE (407) 830-OOBO FLORIDA SURVEYOR & MAPPER NUMBER 2005 %'T. FAX No. (407) 339-3636 LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN 6 OOJ LOT by NEIL W0 CADO FILE: CROMNCOL44.OWG ..2003-7�Td07 NARY0116 IORIE, CLERK OF CIRCUIT COURT BRINDLE COUNTY BK 04a4a PG tall CLERK'S # 20030939t4 RECORDED 06/03/2003 04si7s13 PN RECORDING FEES 6.00 RECORDED BY N Noldtn NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0440 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 44 159 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single 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, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) c U. SURETY (Bonding Company) Name and Address N/A �y Amount of Bond 0 °a LENDER U o0c z NJo Name and address Bank of America, NA, 750 S. Orlando Ave., 0102 Winter Park, FL 32789 iATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 W 0 j W4 Persons within the State of Florida designated by owner upon whom notice or other °z z z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. 0 c Kampf Title, 200 W. 18t St., Sanford, FL 32771, Fax: 407-330-5082, Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates or to receivea' 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 K4LTA26MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this - day of Notary Public , 2003. n : ik itU 60PI q;C oEe61ETIME'4ANYANNEMORSE �.?J5d05CLERK OF CIRCUIT COUICr No. - 999378 y w r r onK, i o SEMINOLE COUNTY. FLORIDA SERM CL UJ JUN 0 3 2003 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 44 Subdivision: CROWN COLONY Property Address: 159 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. M h. Square footage table showing footages: Garages/Carports 389 S.F. Porch(s)/Entry(s) 11 S.F. ❑x 3. ❑x 4. TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. 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 1. 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: Tuesday, June 17, 2003 SIGNATURE: (B - er or Authorized Agent) ., . PLOT PLAN for. LOT 44, CROWN COLONY SUBDIVISION eooK 61 PAGE(S) 76 thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA DESCRIPTION: RECORDED IN PLAT �a a 5' 1 a 20' GRAPHIC SCALE C1 R-50.00' A=389343 V ARC=33.GG' CH.=33.03' CH.BRG. 549° 19'02'W p N MARONDA HOMES. INC. TRACT'D' CONSERVATION AREA 5G0° 19154%V CALCULATED G5.5T 'wn JLAtS tl.tVATi014 MUST BE 16" AcC"'<< i RO.WN OF ADJACENT ROAD *LESS OTHERWISE APPROVED - SROWIV NOTES: — �L Ny WAY - I. BEARINGS ARE BASED ON THE CENTERLINE CROWN COLONY WAY BEING 57270'19'W. RADIUS 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN POINT HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PRO.ECT. VA. PLOT PLAN 3. BUILDING TIES ARE TO FOUNDATION, P 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED p - PROPOSED ELEVA110N PER DENOTES TES PEROPOPO PLANS IN THE FIELD. THIS IS NOT A SURVEY. E - DENOTES EXISTING ELEVATION LOT 43 BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET: 20' BUILDING LINE: 60' LOT 44 CONTAINS 9544 SQUARE FEETIOL196 ACRES +/- FLOOD CERTIFICATION BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT,LIE WITHIN THE 100 YEAR FOOD HAZARD AREA. IRIS STRUCTURE LIES IN ZONE ' X COMMUNITY PANEL NO. 120289 0040 E EFFECTIVE DATE: APRIL 17. 1995, MAP REVISION DATE: (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING l0 EASEMENTS. RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND DINER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P.T.-PANT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.1.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CK.-CHORD P.C.-PO(NT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UnUTY EASEMENT ARC -ARC LENGTH L.B.-LrCENSEO BUSINESS CH.BRG- ORO BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD aDELTA CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT e7A VONE, INC. THIS SURVEY NOT VAUD UNLESS EMBOSSED TUBE AND RAISED SEAT OF WITH THE DA LICENSED A FLORIDA LICENSED SURVEYOR AND MAPPER T. REVISION DATE LAND SURVEYM AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 0060flICK Jr. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 6 003 LOT by NEIL CADO FILE: CROWNC0L44.OWG W.0.2003-7407 Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO4401 44 159 CROWN COLONY WAY ORLN-CRC BBRC4 LEFT Page 1 Of 3 Fax (407) 321-3913 FL PE # 50068, 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 building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 43 Truss Layout 05-01-01 Floor Layout //-/3-CI �/ 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 4/ F21 2-4-02 t/ A2 6-27-02 F23 1-3-02 Total 33.0 psf A3 6-27-02 F3 3-14-02 r/ DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" A4 6-27-02 �� F31 1-3-02 vl� A5 6-27-02 F33 2-25-02 A6 6-27-02 F4 1-3-02 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 B2 6-27-02 F7 3-14-02 L.-� B3 6-27-02 F8 3-14-02 i/ 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- Pit: 1.00 O.C. Spacing: 24.0" 1 6-27-02 J 6-27-02 11 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 I QNTY JUN 0 9 2003 DATE: JA 6-27-02 18331 EHUH26 3 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 FLOOR SEAT PLATES 52 w rn Co 6 40-0 corn w �— c_— w CD�j. J8 0 J8 s 3 J6 J3 I I \ A5-2PLY / THJ26 HANGER A4 THJ26 HANGER 1 \ A3 / I \ / A2 1 \ Al / I A Al I A2 \ A3 \ Vr5o A4 \ 1 EHUH28 HANGER THJ26 HANGER Vr57 A6 \ 1 B4 20-0 w D o J31 sl w rn y ti B4 B3 o D — B2 � w — w — — D — B2 \%LUME CEILING 1 61 1 JOB NUMBER:BBRC4 1 THJ26 HANGER /THJ26 HANGER J4 `/ C J J41 CUSTOMER: REVERSED 1 J7 J71 JOB NAME: BAYBURY C & J 4 19 J91 DRAWN BY: tc) DATE: 5-1-01 PITCH: 5/12 O.H.: 12" co— " A N — — N A � � BEARING : 3.5" LOADING : 33psf 20-0 _i_ 2-9_ 5-8 _ i _ 12-4 A 6 JUN 0 9 2003 N O N O O I Q O 40-0 _ _ _ 1-9-12 1-9-12 2-0 1-11-12 ml -n W W 20-0 1 2-0 5-8 1 12-4 A O N O JUN 0 9 2003 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the responsibility ofthe instalierPbuilder building contractor, licensejcontractor -ectororerection contractor) toorooerlvreceive, unload store handle install and 'age metal plate connected wood trusses to proFecI`life and property. The installer ust exercise the same high degree of safety awareness as with any other structural aferial. 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 :sed upon the collective experience of leading technical personnel in the wood CAdlT"Lid' , i►n I� ildor. ksuilcis'ia rontractor'licens. d € coiiL.-actor,erectoror::.:ctiosicontractor is aavised " to obtain and read the entire booklet "Commentary �+ and Fecornrnendations for handling, InstallMg i:. 3;ar in9,.ICR ; _c)I PE;)t.Ck Co11 ioeted VV6o d.Trtrsse 1f3 91"f 6rn.'6 'Truss, ss :gate hls ifure, f tLgD�i , �p t r 1��jd��cies gl a#e ondat►dr�l y `� �i4W@. .J{GpkS'4i diLe �. 11 F xr .. r ! r ��fa o o `st sror el r anm 41y tifur 'r 1 �m Rg err asz Ra Fi"rf+v�dll'�tf'' 'o li rslt��p„i ;.; a �O.dr s��ersonal r e�N"Bti�otrrag t 5 puCtilrE�ur"� ` rig' ': W' �t�N1�1-cigg c tbes a "condition I' aL.rfi-�,7 k'�I�rfA'-r••�'c'uvigk�,�j �3ti1 �. flu e�P�r°'mot° s,rl{eLlohscou;dr ui-i` ', �w 2'seuere persolal oilrfdarra"cie o struc.ur TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Sufte 200 Madison, Wisconsin 53719 (608)533-5900 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 lnstitute, 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. CAUTION: 1 9, zipora braci ' ` : r?! should be noaess thin 2,-, grade m rhed iunio•ur. All connections ?. should be made itlj ininimum of 2-16d nails. All trusses cassurne c', Z on -center or less. AlVin if►ti-i?ly trr►sses'sl:ould he coil nectea tocFet -r in actor dance With --is"sIgIl, dz-a 111ng5 -rlor to in-.ailation. F TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or un- evert surfaces vvriich could cause damage to: -the truss '. r;�fr�GAUT�ION7' ussesstored'horizo , n kk£,c.� �ry�SRu PP.O; u$_,,er,,. i. • . �p, „�kf�ktuQK .39nnur,d,.. P',w'k't'.. t3li�r�''h rfAfi',7aL. llys..,hoLu,lfdar„ b r lea,e, lryen}ex'fess_a} r. f� n d-:'Atr�:,>'•.i:,,S �rym�'ndL:.i :LF'3:19�RIG3aL prxr�:t.nirl �; x,r. r. rr� rr.ti•',-. lhl�,=. r+... b. ruµ�`N�.:��tr y' AMR, Y Slyt li�i �� LrPg4`"y° r i V #RNII�� ,,Do o breaklba rling'untll�instaIlation "F.J, s tcx rr4s ^l.. tl i y is =-ti sd+ r 1 trl a y?f F beglrisG�'re shoed. e, exe c setl l��ti�niiigreti in . 3rintlui,diGaJ��.%rus�es��,;�,►� M ' )• AR,(i�l,1©' 57!er..ilg'Li pp�'an�pd >.7sGDuo,Cn�atus��asna�}�7]e[�� ]r.,'�JfrJ%�`^YIM�i41, I.T•,iifl. %Y IAiyf'-' i" 1(',I IMrrt N-YIItAC .'K y�r �FyiJ r tirq�AU ,ION y,gaTrl�C+sessto�ed,ver#►callshould! - t r iL4�l T 6 io�l'Yk l�lrrh��'�.fir'+i�r'�wi �.iisL F :- ibra�ec�t�p�ev nitoppling#,ot Ltlppinr. °s"l�kl�1 ui Nfil MIFx7iNr+i4-n (11'1F1 S -S:'A:i1fa' 'fy��+l; 17i. Sr i�i l� ^LAGER, Do .not'store bundles u clC1ii, i,� I Sg j 1s zr rt �r �� ,�ropeClyybCac�ed Do notbreak bands ur ,i! bundves'' pj,Na.f, rnl9Lroe� x d{ 9rr lyyr.. c .! «t }k t ac.edrin�a.,sfa#iteth.b.vizor,.a8,00�iti•�►is. SsM 1F.:+lxat b!l GIZ d1Kl gfiLx i- y ' �' �if1 41f ^��75"'.• A'.ij4lq/.i''jy"LO:F•w10`rk��'il��IYln^fia'i ,: `', ' ,�� •rrael' �!c!a ,gerous ian;el�b t ricild{�t>r'e strlctl ` f Frame ie- o H {Ai I��' E-i.1`T" 1"•%4M £rq ��'fp .etrl Y I,�`! _. $'. "rn. 3.Ka'r�!. -�,�� lRl hooks zstae bmern we,ers�t��t;i;"r�, n... .. _ �M{rW 4 " so so\ hjiu'MECHANICAL";:"., 0 or less or less lI!IINSTALLATI6N _ Tag7/711ly Approximately Tag Lineth '/z truss length Line Truss spans less than 30'. 1 1 1. ;,,_ ,_.,,___ CIUTION` Terriprary firacrng show` is a dic: o tt�e fry gaff — P it Lsssc S With srmilar'�co'riflgura lops Consult da iy. L.1Sic4 �l;(If ql �yS 11 i d �?rDt f % etlt,E �r71`, 44_aA �H 3,1 ;tCi3i9C''r i bracing arrangement rs ldeslred rT a enaineer'6may design (�r� ;no IrT .rcc�rr�a Hce er9fh T�'I's R cornmendcd Design SNecificatron for Temporary•.Bracir,g of m •tar rp,l to Connected' . ea i ? . Trusses; DSB-'89n and it some cases determine that a +Crider s 'acinr_,.is mac= Tale �`' � �i r Ia�f lG it 6?TERIQR �'�RC`�tlivE7RAEf E?.'E�10R `\ ; , „• =-U... GBDj Top Chord? Typical vertical End RJall a,o i �"ixt`,--+-rr.�\�'�" o / LBT / aflach11 mcnl plan ABlocking �' �� _��• ) c ._�—'"��+�. Ground brace --verticallGBV) �TopChord �- GBV.�,;,-'I-�r�,Ground Brace y /f 'ry 1 `` n'ti. .. I'iw.��'e•,dilfi `'._ d'/II II `1 dd lu !�"".e,.�III `°�1�.�,. Verticals (GBV) Strut (ST) ,ntal tie member with a (HT) ,.truss of bra, 'oup of trusse (EB) Frame 2 12 —, 4 or greater Over 32' - 48' I 4/12 6' Over 48' - an' a M o 1 — TOP CHORD DIAGONAL BRACE SPACING (DBS) r# 1russes7 7 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. TOP IM Top chordethal are laterally braced can buckle /lz'l tl m�6"fd -1 1 L"I rand cauaecolla aeifthera is podia o- i 1 '� Pit �FA,4fi G ing. Diagonal bracing ahoutd ba nailed �lr`••T�I,r'•''f�jj'r lrt RS?�i1x ,t, `��gr nderside of the lop chord when purlingy,^ched to the topside of the top. chord, q 1�f l ' rrtid�'°. M r WARt�►IVG: Failure to fotlow,these recornrnendations could resui in severe -personal injury or:darrlage to trusses orb 71j N'ry''i� NI iyllll,! I u�'I�Jllljj' TOP CHORD'. 1N I4 ! 6 111idItdUPAI TOP'""" HORD I 'I'I'`I DIAGONALBRACE PITCH lflt4t� „ ATERAL BRACE 1 SPACING DB � SPAN i S) DIFf ES RENCE SPACING(LB) ,' [>� trusses] Up to 2i3' 7 .. 2.5 SP/DF SPF/HF Over 28' - 42' 17 12 3.0 6' 9 Over 42' - 60' 6 3.0 5' 5 Over 60' 3 See a registered professional engineer F - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir C.OM:nuous Tnn r`.hnrri Lateral S-ac Required 10' or Gi Attachment Required - All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10` or Gre Attechme Required PITPHE TTRU i 12 \\ Iidu i1J,�3"racy a 0 �tio, A, Sill i� q. O rl, y0y \,2F Top chords the t are l a terally brae ad ca n b u ek le togetherandcausecollapseifthereisnodiago- �' nelbrecing. Diagonal bracing ec, ould be nailed to lothe underside of the �.• ^ p c^^.-d when purling. i \ are attached to the topaideof the top chord. _ I �SCissbRS'TRUS , Frame 3 greater ., ...... .... . .. . ........ Ell, If It, ), . jlllj�l it N 1.1 BOTTOWCHOR DIAGONAL BRAC= ACING ifzlli I # trusses] is P I ', I P Up to 32' 4/12 1 20 15 Over 32'- 48'1 4/12 15' 10 7 Over 48'- 60'1 4/12 is, 6 Over 60' 1 See a registered professional engineer ..j CrosG bracm q repeat end'of the and at 20' intervals -4 dill Q I V TOP CH :vq - 'I[.' , on nuous assT p Chord R Q R ....... ... . . . . . . . . . . . . . . . . . li I IM� ! E Lateral Brace rU l Ai, • Required To chords that are laterally braced can bucki ';;:P" Y�DjF ,iji[lill' rS: ;a ; . P'F1 H F!i',,!Ii, riJ tog ether a n of ce use Coll ap" If there is n o d ia g o- 81 eater Up lo 32' 30" 16 10 me# bracing. Diagonal bracing should be nailed 6. to the underside of the top chord when purlin. Over 32'- 48' 42" 6 4 are attached to the topaide of the top chord. Over 48' - 60' 48" 51 4 2 Over 60' See a registered professional engineer Attachment Pine DF Douglas,Fir-L-arch:. SP ��&btherri`.' Required SID—; S HF - km -Fir F - prucL-Pine-Fir �0 07-, Ses C. 30�, or greater diaconal brac . ..... F.- all for cantilevLred 1�, U, End diagonals Y. tr 11ses,r�Lst 1 b 'rd he-Ard placed on vertical olh!��Pndi�-,bfil 'b webs imline with j� Ih'e.S.Lf P .. ... .. .. x2; PARALLEL' ,,Fcccc cc ji, ............... . . . . . . . . . . . . . . . . . . . ........... -ontinuous Top chords that are laterally braII > Top Chord braced can buckle N. together and cause collapse ifthere in no diago. Lateral Brace ;y,j 5;,71 Ic., -5. naibracing. Diagonal bracing should be nailed �* 11 4 ", ; -.,. - -, � ". ," to the underside of the top chord when purlins , '- .:' Z �V,d ... . -, Required j arc attached to the topside of the top chord. 10" or Greater or G. !Y T it j7, ... ... Attachment Required j. P". j ' li' I L�I�i�II A .I I ;9y'h I'ir Sri , IibF� if Il�d h rid h,, I �! , TOP Cr'�RD ,;I ill"III I III'. i��! I� 'iIIIII��'li' ,IiMltlIMUM��I�,IILATERALBRAC� OPrCHORD DIAGON4L6RACE' SPACING(pB�) ' SPAN �- PITCH CINGISPALBO ( ) [ ', trusses] SP DF. 'SPF HF r Uo do 24' 3/12 £' 17 12 Over 24'- 42' 3/12 7' 10 6 Over 42' - 54' 1 3/12 6' 6 Over 54' See a re istered rofessional engineer ur - uougias rlr-I-arcn SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chorda that are laterally braced can buckle together andcauae collapse it therein no diago- nnl br acing. Diagonal bracingahould be nailed to the uncerside of the top chord wren purlins are attached to the lopaide of the top chord. IVioia0 TRUSS-!;,; � v � _rv,y fll l,4II S PLUMB Truss Depth D(in) I Lesser of D/50 or 2" haximum �� !lisplacement Plumb Line w 12 , reeter� s•J i All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace i^> Required / 10' or Greateer Attachment Recuired — NIG Faiiwetofollosvtileser.ecomtnendatlorsdouldre'sultfn'rt; personal ln)ury ar damage #o firus'ses or buil�inas INSTALLATION TOLERAN' ES. l 12" 1 /4" 1 24" 1/2 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" y, 8, 10a" 2" 9' --- +1�4i1 L(In) C(in)"' L%200 hL(ft)'? 50" 1 4" 4.2' 1 00" 1/2" 8,3' 150" 3/4" 12.5' Length L(in) E30W Lesser of L/200 or 2" L(in) ....................... Lesser of U200 or 2" (in) ;' V200 L(tt) 200" 1 " 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' / OUT -OF -PLUMB INSTALLATION TOLERANCES. F OUT -OF -PLANE INSTALLATION TOLERANCES. 1 � ��I-I �t. meµ,• � P �q� _ �;��,, `H,' `v71+F', _r" 6�)['.�-T P ✓,l�r7u�'hx�i -rh, ,pr. w.�r cy�It9i��-y— �"r _ .,.,� £fit '{ ; r _ n3�� "Y"�y��•� �'�•� (��i?�r�� -P'� .�..IP't. � ^ j r I� u`+ /�vfGvl �{�f '' I e u1' ss,s' ao4 0. torr'Lcs plan��e�� .1 rtJtRPu17,7tlyd` `c't ht o. An J i 1,�1h.9Ai.a�i, •�A4. (�'` V w -Wu�r,+� +^_'�:'Cai .�ri-,_.. ,cdre�r.�ua:7snzr>•��a��>n �a�,�wa��t:;.�.iit� " � Md ;� Pi �_qqat�,- d Frame 6 lr ARONDA SYSTEMS 4005 Maronda Way Sanford, FL 3.0771 (407) 321.0064 Far (407) 321-3313 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida. #005006f Subject: Valley Trusses All valley trusses labeled VT-1 three 100 are covered Bander the general valley sheet provided ill the truss package signed and sealed by the engineer of record. The connections are notedon the structural info sheet of the plans. general sheet. .CIE criteria of the valley trusses are noted on the If you have any questions please feel free to call at 407-321-0064. S�p�erefy, Torrr s Yonce, F.11. Date: 3I 5�. g DESIGN INFORMATION This design Is for an Individual building com ponenl and has been based on Information provided by the chenl. 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 correctness or accuracy of this information as It may relate to a spe- eWc project and accepts no responsiblUty, or ecerclses no control with regard to labrica- Ilan. handling, shipment and Installation of trusses. Thu Irrss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the buddhig 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 reconis far wind or snow loads. project specifications or special applied loads. Unless shown. Iniss has not been designed for storage or occupancy Inds. 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 Property applied rigid ceiling- they should be braced at a maximum spacing of 10'-D' o.c. Connector plates shah be manufactured from 20 gauge hot dipped gahantzed steel meeting ASTIII A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimllon. the fabricator shah review this drawing to vertfy that this drawing is In onformance with the fabricator's plans and to _a [It a continuing responsibility for such veri- fleatlon. Any discrepancies are to be put In writing before cutting or fabrimnon. Plates shall not be Installed over knotholes, knots or distorted grain. alembers shalt be cut for tight fitting wood to wood bearing. con- nector plates shall be located on both faces of the buss with nalls fully imbedded and shall be sym. about lira Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.58 plate is 6- wide x 8- long Slots (holes) run pamllel to the plate length specified. Doublc cuts on .web members shall meet at the centmid of lire webs unless otherwise shown. Connector plate sizes re mininnum siro based on the forces shown and may need to be Iner-ed for certain hand- ling and/or erection stresses. This truss Is not Io be fabricated with fire retardant treated lumber unless otherwise shown. For additional wonnatmn on Quality control rerer ha ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bmctng and election recommendations are to be followed In accordance with -Handling Installing & Bracing% 1118-91. Trusses are to be handled with Particular care during banding and bundling delivery and Installation to avoid damageTemporary and permanent bracing for holding )ruses in a straight and plmnb pos. ition and for resislmg lateral forces shah be designed and Installed by others. Careful hand- ling is easenual and erection bracing is shays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dointnoing. The supervision of crectlor of trusses shah be under the control of persons experienced In the installation of trusses. Prolesslom" advice shah 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 it,.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 113 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= 0.131, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07r' RMB = 1.15 r 5 00 7-9-4 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, CSC, V= 125fliph, 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 Irnpact Resistant- Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -2852 0.32 14-13 2589 0.67 2- 3 -2654 0.28 13-12 2212 0.60 3- 4 -2008 0.24 12-11 1807 0.49 4- 5 -1809 0.27 11-10 2212 0.61 5- 6 -2003 0.24 10- 9 2589 0.67 6- 7 -2654 0.26 7- 8 -2853 0.32 5X8 4\6 t14 13 12 1366# 3.50" 11-0-0-0 (RO-11-9) I I 40-0-0 EXCEPT AS SIIO%%'N PLATES ARE TL20 GA TESTED PER ANSI/1'111 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OtnEDOXI-32766 Design: Afmrir Annlph YYAKNINtG: 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. pottal bracing or similar bmeiig which Is a part of the building design and which must be constdered by the budding designer. Bracing shove is for lateral supion of tnrss members oak to reduce buckling length. Provisions must be made to anchor lateral bmchig at ends and specified locallom determined by the building designer. Addlllonal bracing of the overall structure may be required. ISce Iliti-91 of IPB. IT- Plate Institute. TPI, is looted al 583 D'Onofrio Drive. Madison. lVlsconeln 53719). JOB PATH: CAT££-L0KU08S1125AIPHIB8RC4 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 Eng. Job: DWg: Dsghtr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Jab n 9� 13�66R{I 3.50" I (RO-11-9) scale = 0.1595 W : BBR 4 Truss ID: A Date: 6-27-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15164- 22 - HCS: 06.02.02 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 -poraibWty 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- cdlc project and accepts no responsibility or exercises no control wuh regard Io fabrim. [ion. handing, shipment and Instillation 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 must be checked to be sure that the data shown are In agreement with the local building codes. toed 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 lotion) are conunu- ously braced by sheathing unless oth-tse specified. Where bottom chords In tension are not fully braced laterally, by a properly applied rigid cellmg, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanued steel meeting ASTAi A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fahncallnn, the fabricator shag review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mahze a continuing responsibility for such verl- fleallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for light filling wood to wood beating. Con, plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym, about the joint unless otimreise shown. A 5.c4 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 cemnotd of the webs unless otherwise shown. Connector plate sizes arc minimum sues based on the forces shown and may need to be mcm-c for cetlam hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'llandling Installing R Bracing-. IIIB-91. Trusses are to be handled with particular care during handing 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 iateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing is always required. Normal precautionary aeuon for trusses requires such temporary bracing during InslallaUon between trusses to avoid loppling and dominoing. The super islon of erection of Incases shall be under the control of persons «perlenced In the Installation of trusses. Professional advice shall be sought f ntttied. 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 emclois shall be applied to trusses unta after all fastening and bracing is completed. WO: B13RC4 WE: 3X4 continuous lateral bracing attached with 2- 10d nails each member 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 811 o.c. Brace itlust extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, CIC, 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 Inpact 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 4X6 3X4 4Y6 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=-0.1811 T=-0.36" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0711 RMB = 1.1.5 r5 00 T 115 14 13 1366# 3.50" 1-0-0 (RO-11-9) I I 40-0-0 EXCEPT AS SHOWN PLATES ARE 7'L20 CA TESI'ED PER ANSI/TPI 1-1995 !jaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cf.OVIEDOYI_91111 Design: Afmrit Analysis 12 YVHKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dranving is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral suplxnn of truss mes antonly to reduce buckling length. Poovlslons must be made to anchor lateral bracing at ends and specified IocaUons determined by the building deslgrner. Additional bracing of the Wera8 structure may be required. (See 1116-91 of TPB. (Truss Plate Institute. TPI. is located at 583 D'Onofnio Drive, Madison. Wisconsin 53719). JOB PA771: C:I7EF-L0KU0BS 12JAIP11IBBRC4 TI: A] QTY:2 ==============Joint Locations=============-= 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7) 29- 9- 7 3.2) 25- 0- 0 3) 10- 2- 9 B) 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# -S 00 11 Eng. Jon: Dyvg: Dsgnr: TLY ICU: TIC Live 16.0 psf TIC Dead 7.0 psf RC Live 0.0 psf BC Dead 10.0 psf TO'I'AL 33.0 psf 1 3X6 10 13�66N{I 3.50" 00 (KO -I l-9) scale = 0.1595 Truss ID: AI Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - 93 I1CS: 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 pmvtded by the client. The designer dlsclainhs any tesponsiblley 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 ape. effic project and accepts no responsibility or erelses no controit l wh regard to fabriea. tion. (handling, shipment and Installation of trusses. This truss has been designed as art IndMdual building component In accordance with ANSI/T'1 1-1995 and NDS-97 to be incorporated as part of file building design try a Building Daslgner Iregislered architect or proresslonal engineer). When reviewed for approval by the building designer. the design Imdtngs shrrwm must be checked to be sum that the data shown are In agreement with the local building codes. local climatic records for wind or snow Imds. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. The design asshunes compression chords hop or bottom) are ennWtu- usly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cefWhg, they should be braced at a maxbnum spacing of 10'4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped gaharuzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator 311.2 review this drawing to vertfy that tills drawmg is In conformance with the fabricator's plans and to realize a continuing responsibWly for such veri- ficatlon. Any discrepancies are to be put to writing lxfore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Afernbem shall be cut for tight (Ittfng wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sytn. about the joint unless otherwise sflown A 5x4 plate is 5- wide x 4- long. A 6.e8 plate is 6' wide x 8- long. Slots tholo) nun parallel to the plate length specified. Double cuts on web members shall meet at the eenhofd of the webs unless otherwise shown. Connector plate stres are nhinfmum sizes (rased on the forces showt and may need to be mcreascd for eertam hand- lmg and/or erection stresses. This truss Is not to be fabricated with file retardant treated Iwnber unless otherwise shown. For additional tnfonnation on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bmemg and erection recommendations are to be followed In accordance with -Handling Installing & Bracing-. 111B.91. Trusses are to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for Iholdbhg trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing la always requited. Normal preoullonary action for trusses requlrcs such temporary bracing during Installation between busses to .cold toppling and dominning. The supervision of erection of trusses shall be under file control of Ilecans experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Imds shall not be applied to trusses at any tuna No Imds other Than the weight of the erectors shall be applied to 1nrSses until alter all fastening and bracing Is completed. 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= 125oph, li= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl 1. 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 5X8 2a4 'ZVQ TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP 42 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=-0.391, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 r '14 13 12 1366f/ 3.50" 100 (Ro-1I 40-0-0 GXCEP7' AS SHOWN PL,A7'ES ARE 7'L20 GA TESTED PER ANSI/'1'P1 1-1995 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-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 199 -562 BOT PIN 39-10- 4 1365 0 -254 BOT H-ROLL 5.00 WARNING: READ ALL NOTES ON THIS SHEET. rDwg: g..Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. gitr: TLY Clik: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 firasn9 ahowh on this drau4ng is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building deslgh and which be TC Dealt 7.0 psf (407) 321.0064 Fax (407) 321-3913 must considered by the building designer. 8mcing shown is for lateral suplhort of truss members only In reduce buckling length. l'rovislons BC Live TOMAS PONCE P.E. rnust he made to anchor lateral bracing at ends and sfeclffed locations determined by file building designs. Addleanal 0.0 ps f LICENSE #005U068 bracing of tine overall structure may le required. (See IIIB-91 of'n'1). frl s Plate Institute. TPI. Is located BC Dead 10.0 psf 1890 CREENEWOOK Cr.0%1ED0.Fl.32:n5 at 583 D'Onoliho Drive. M.disan. \1'lscousln 537191. 7'OTA1, 33.0 T 5-9-L 0-44-1 Y_ I9 1366N 3.50" (RO- L l -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: Afdirk Annjrsis JOR PATH: CATEE-L0KU08SII2 ,%fP111BBRC4 11Cs: 06.02.02 DESIGN INFORMATION ThLs design Is for an Individual builduig component and has been based on Infunnatlon Provided by the client. The designer disclalms any respanslbrifty for damages as a result of faulty ur Incorrect information. specifications and/or designs furnished to the lnss designer by lire client and the eonectness or accuracy of this mfommllon as It may relate to a spe- elfic project and accepts no responsibility or Lreties no control with regard to fabrien- ion. 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 Budding Designer Iregistered architect or professional engineer). When reviewed for approval by the building designer, the design Iwdtngs 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 loads. p ject specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Imds- The design assumes compression chords flop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. W9ere bottom chords in tension are not fully braced laterally by a properly appUed rigid ceiling, they should 1e braced at a a troum spacing of 10'-P o.c. Connector plates shag be manufactured from 20 gauge hot dipped gak-lifed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labri-iron, the fabricator shag review Ihis drawing to verily that this drawing is In conformance with the fabricator's plans and to ealbe a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotbules, knots of distorted grain. Members shag be cut for light fitting wood to wood hearing. Con. nector plales shall be loafed on boll, faces of the truss with nails fully imbedded and shag he sprn. abant thejofnt unless -the ... is, shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slos Iholesl rule parallel to the plate length specified. Double cuts on web members shall al"L at the eentrold of the weln unless otherwise shown. Connector pate slier are minbnwn sues based on the forces shove and may need In be Increased for certain hand- ling erection stresses. This inns. Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdonnmion on quality Control refer to ANSI/Till 1-1995 PRECAUTIONARY NOTES All bracing and election recommendations are to be followed In accordance with -Handling Installing & 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 phunb pos- Ition and for resisting lateral forces shall be designed and Installed by Rthe.. Ca¢lul hand- ling is essential and erection bracing is always required. Nornrral preeautbnary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. Tine supervision of erection of I-- shall be under the control of persons experienced In the installation of trusses. Professional advice shag bx sought If needed. Concentration of rnnst"Won loads greater than the design loads shag not be applied to trusses at any time. No loads other [Iran the weight of the ererton shag be applied to truss- until after ail fastening and bracing is completed. JB: BAYBURY C 4 AC: 109 UPLIFT D.I. TOP CHORDS: 2x4 SP 02 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP 92 4,6,8 PROVIDE UPLIFT CONNECL'ION 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 5-34 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= 125r1tph, li= 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 -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 ..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 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 e 0- 1-12 1365 167 -599 BOT PINp 39-10- 4 1365 0 -313 BOT H-ROLL '1 2 -� s-u-u 4 8 7 5.00 5X8 3X4 Eau 19 i16 1 1366# 3.50" 1 14 13 12 1-01 -0 (R0-11-9) I I 40-0-0 EXCEPT' AS SH011Tn PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANI'ORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005006S 1890 ORF.ENHROOK Cr.OvIEDOXI-32766 Design: ,Ifwrir Analysis WARNING: 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, pottal bmli or similar bracing which Is a pun of the building design and which must Ire considered fry the buddinlid esignmcingg shown s for lateral support of Lmss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specfied locations detemnined by the building designer. Additional bracing of the overall structure may be required. ISee Ii IB-91 of TPII. (fuss Plate Institute, TPI. Is twilled at 563 D'Unolfio Drive, Madison, Wisconsin 53719). JOY TAT{!.•C-'.•ITFE-LOAUOGSI25,71Pf1tA81?C4 T 1 0-4-1 4-11- J- 10 9 1366N 3.50" 1-0-0 (120-11-9) scale = 0.1595 Eng..lot): Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf 11C Nall 10.0 psf I'O'1'A L 33.0 nsf Truss ID: A3 Date: 6-27-02 DurFac - lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: fki fn fn 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 bMoriect Information, specifications and/or designs fumished to the truss designer by the client and the concciness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or <orclses no control with regard to fabrica- tion, handling, shipment and Installation of trusses' Thin 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 engineerl. When reviewed for approval by the bu8dtng designer. the design loadings shown most be checked to be sure that the data shown re in agreement with the local building codes. Int-al climatic records for wind or snow- loads, proJect specifications or special applied loads. Unless shown, Truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- o 4, braced by sheathing unless when tic specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgId ceiling. they should be braeed at a maximum spacing of 10'-0' o.c. 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 verity that this drawing is to conformance with the fabricatae. plans and to realize a continuing responsibility for such veri- fication. Any dbcrepanci- are m be put in willing before cutting or fabrication. Plates shall not be Installed over luwlholes. knots or distorted grain. Members shall be cut far tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the uuss with nags fully Imbedded and shall be sym. about the Joliet unless otherwise shmvn. A 5x4 plate b 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run pamllel to the plate length specified. Double cuts on web members shall meet at the ceutmid of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shorn and may need to be Increased for certain han (- ling and/or erection suesses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltional bdonnallon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'I landling Installing A Braetng-. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and tnstallauon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb p-- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses In avoid lopping and domtnoing. The supervision of erection of es trussshall be under the control of persons experienced In the installation of trusses. P4 fessional advice shall be sought d needed. Concentration of construction toads greater than the design loads shall not be applied to trusses at any tune. No loads other than the weight of the erectors shall be applied to trusses until often ail fastening and bracing I, completed. JB: BAYBURY C 4 AC: IOU UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP 43 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 1 -L 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 -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- B -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:Z ==============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-L.oc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 136 -630 HOT PIN 39-10- 4 1365 0 -376 BOT H-ROLL a y I 5-0 0 -� _5 00 1 SY3 3X4 116 15 1366N 3.50" 1-0-0 (RO-11-9) I EXCEPT AS SHOWN PLATES ARE TL20 GA (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENRROOK Cr.O\'IEDOTI-32766 Design: Mafrir Analysis 13 40-0-0 TESTED PER ANSI/TPI 1-1995 YVAM4114W READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on III[s drawing N not erection bracing, wind bracing, portal bracing or stinflat bracing which is a part of the building design and which must be considered b_v the building designer. Bracin shown is for Literal support of truss members only to reduce buckling length. Pmvisinns must be g made to anchor lateral bracing m ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISce HIB-91 of Tpll. frruss Plate Institute. TPI, Is located at 583 D'Onnfrio Drlve. Madison. Wisconsin 537191. JOB PATH.' C.'ITEE-LOKUOBSU2SAfPHIBBBC4 hig. JOh: Dwg: Dsgnr: TLY ICU: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf '1'0'1'AL 33.0 psf T 0-4-1 4-1-1 SAD 13�66N{I 3. fj50"" 00 I I (RO-1 1-9) scale = 0.1595 Truss ID: A4 Date: 6-27-02 Durfac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 06.02.02 DESIGN INFORMATION This design is for an indlidual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faully or Incorrect Information, spectf c,luons and/or designs furnished to the truss designer by the c8em and the correctness or accumey of this information as it may relate to a spe- cific project and accepts no resporulblllty or exercises no control with regard to fabrl-. lion, handling, shipment and Installaton of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are I. agreement with the local building cudes. local climatic leeolds for wind mr snow loads. prlect specifications or special applied loads' Unless shou.m, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conlinu- otsly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by o properly applied rigid ceiling. they should be braced at a m vlatum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeti,g ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this thawing to verify that this drawing Is in conformance with the fabricator's plans and to I-Lue a continuing responsibility for such cari- fiea tion. Any disc epancles are to be put In writing Wore cutting or fabrication. Plates shah not be mstalled over knotholes. knots or distorted grain. Members shall be cut for tight Ruing wood to wood beanng. Con. neclur plates shall be located on both faces of the tiles- with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate Is 5- wide x 4' long. A 6.<8 plate Is 6- wide s 8' long. Slots (holes) nth parallel to the plate length specified. Double cuts on web members shall meet at the aentruld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fotc- shown and may need to be Increased for certain hand- Bng and/or erection stresses. This truss is nest to be fabricated with fie ret.,d.nt 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 "I landling Instilling A Bmcing-. IIIB-91. Trusses are to be handled with particular care during Minding 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 shag be designned and installed by others. Careful hand- Wmg Is essentWl and erectimn b,acmg1, always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnoing. 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 husses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fasteni,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 TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T=-0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1.00 I 5.00 T 0-4-1 3-7-4 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of rmiltiple 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, 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 -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 ]ZEQUIR.I,U ..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 6X12 4X6 Qvnn ..._ '16 1.5 14 2805# 3.50" 1-0-0 d430H EXCEPT AS S11OWN PLATES ARE 'fL20 'A "rES"I'I?D PLR ANSI/TPI [!jaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE: #0050068 1890 GREENBROOK Cr.01`IEW.FL3276G Design: Alnw, Anal)'srt 40-0-0 1-1995 YCKKN114b: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braclag shown on this drawing Is not crcctlon bracing, wind bracing. portal bmcing or -rail r Imacing which Is a part of the building design and which Bracing must be considered by the building design-shmvn is for lateral support of truss members only to reduce buckling length. Pruvsinns must be made tG anchor Literal bmetng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See flIB-91 of TPI). rrmss plate Institute. TPI, Is located at 583 D'onofno Drive, Madison. N'IscnnMn 53719). !OR PATIk C:IT£F-L0KU0RS1125AfPI11RRRC4 TI: A5 QTY:2. ==============Jclint 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 LaD -429 33- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2805 106 -657 HOT PIN 39-10- 4 2805 0 -444 HOT H-ROLL 43UN Eug. Joh: 1)lvg: Dsgur: TLY Chk: '1'C Live 16.0 psf TC Dead 7.0 psf RC Live ox psr BC Dead 10.0 psr TOTAL 33.0 0-4-1 3-3-1 i\0 I/ 228806J_/I 3.50" �l (au-t 1-9) scale = 0.1595 Truss ID: A5 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15169- 2 11CS: 06.02.02 DESIGN INFORMATION This design is for air Individual building component and has been based on information pm, idcd by the client. The designer disclaims any responsibility for damages as a resuit of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the ebent and the correctness or accuracy of this Information as it may relate to a spe- elfk project and accepts no re_sponsibibly or uercises no eonual with repard to fabdea- tlon, handling. shipment and Installation of trusses. This In- 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 buddb,g design by a Dullding Design, freglstered 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 shmm are In agreement with the local building codes. local climatic records for wind or snow loads. Project, specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) are contInu- usly braced by sheathing unless olher.vrse specified. Where bottom chords In tension are not hilly braced laterally by a properly applied rigid ceiling, they should be braced al a masbnum 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 otherwlse shown. FABRICATION NOTES Prior to fabrication. the fabricator shall tevlew this draving to verify that this dewing is In confommnee with the fabricator's plans and to rabxe a continuing responsibility, for such ved- fl-II.n. Airy dlscepancles are to be put In %TlUng before cutting or fabrication. Plates shad not be instilled wer knotl,oles. knots or distorted grain. Members shall be cut for tight filling wood to wood hearing. Con- nector ptato shalt be located on both faces of the truss v.1lh nails fully Imbedded and shall be synn. 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 (holed run parallel to the plate length specified. Double cuts on web members shad meet at the centruld of the webs 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 hunter 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 follaved In accordance with 91andling Installing & Bracing. HIB-91. Trusses are to be handled with particular care during handing and bundling. dchv,,y and installation to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb pros - Ilion and far I-Istiog lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is at-ys required. Normal 1-caullmuny action for trusses requires Stich temporary bracing during installation between Busses to avoid lopplbig and dominoing. The supervision of erection of trusses shall be under the control of p isoru experienced In the Installallon of treses. Prof-sionai advice shall be sought if needed. Concentration of construction loads greater itmn the design Iwds shad not be applied to I-- at any lime. No Iwd$ other than the weight of lire erectors shall he appded to trusses until after all fastening and bnctng 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 43 2x4 SP #2 2,7 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 INP 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 3'74 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSIO14 Chords are assumed to be continuously braced unless noted otherwise 2-PLY TRUSS! fasten w/31iX 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# . TC...FORCE...CSI ..BC... FORCE ... CSI 1- 2 -7210 0.40 13-12 6610 0.52 2- 3 -11202 0.69 12-11 6659 0.61 3- 4 -11826 0.55 11-10 11375 0.87 4- 5 -9980 0.36 10- 9 10197 0.79 5- 6 -5610 0.40 9- 8 5142 0.45 8- 7 5126 0.44 24'I,1'S RI:QUIRI:D TI: A6 QTY:2, ======_=======Joint Locations=============== 1) 0- 0- 0 6) 40- 0- 0 11) 15- 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 ft 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 F50 ' 0' GX12 5 00 8\L0 sis7un �-.-- r13 12 Il 10 3010# 3.50" 1-0-0-0 �f (� (RO-11-9) I I 40 0 E\CEP'1' AS SHOWN1'LA"1'ES ARE 1�1,�42209GA TESTED PEIl ANSI/TPI 1-19F5-0 I254.N Maronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE: #0050068 1890 GREENBROOK L-FA 'IEDO.FL02766 Design: 4fafnr Anahsis YVAKNIN(,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bnch,g shin- an this dewing is not erectlnn bmcing, wind bracing. portal bracing or similar bracing which is a part of the building design and which nmst be considered by tire budding designer. Bmcmg shown is lot lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations delennlned by the building designer. ,iddltlonal bmeing of the overall structure may be required. (See HIB-91 of 7'1'll. rrrrss Plate Institute. TPI. Is located at 583 D'Onofiio Drive. Madison. Wisconsin 53719). JOB P.4771: CAT£E-LOKU08S1125,11P11188RCd 2401# 3.50" 1-0-0 (RO-11-9) scale = 0.1595 hig. Joh: WO: BBR 4 Dwg: Truss ID: A6 Dsgnr: TL1r CU-: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: I'25 'l'C Dead 7.0 psf DurFac - PIt: 1.25 RC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA rorAL 33.o psi V:06.02.02- 15170- 2 11C.'S: 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 disclaims any iesponslbWty for damages as a result of [airily or incorrect information, specifications and/or designs furulshed 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 fabric. - don. handling, shipment and installation of trusses. This truss has been dslgned as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of tie building design by a Budding Destgner (registered architect or professional engineer(. when reviewed for approval by the building designer. the design loadings shown must be check«i to be sure that the data shown are In agreement with the lord building cods. 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 laterany by a properly applied tigid 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 ASfNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwing to verify that this drawing Is In onlormanee with the fabncatur's plans and to reahze a continuing responsibility for such veA- Bcation. Any discrepancies are to be put In willing Ware cutting or fabrication. plates shah not be Installed over knotholes. (mots or distorted grain. Nlernbers shall be cut for tight filling woof to wood bearing. Con- nector plats shall be located on both faces of the truss with ..its fully Imbedded and shah be b syvrm. aout the Joint unless otherwise shown. A 5.4 plate is 5' wide x 4- long. A &x8 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 cantrold of the webs unless otherwise shown. Connector plate sizes are minhmmm sixes based on the forces shown and may need to Ill IncreaseA for certain hand- ling and/or or ccllon stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwtse shown. For additional Information on guahly Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance wilh'Handling Installing & Bacing'. HID.91. Trusses are to be handled with particular care durmg banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plurrmb pm- iuon and for resisting lateral forces shah be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required Normal precautionary action for trsss requires such temporary bracing during Installation between trusses to avoid topplin end dominoing. The supervision of erection of Dosses shall be trader the control of persons e.<pcdenced in the Installation of trusses. Professional advice shall be sought If needed. Concentratlon of construction loads greater than the design loads shalt not he applied to I—— at any line. No loads other than the weight of the erectors shall be applied to I—— until after an fastening and bracing Is con]pleted. TOP CHORDS: 2x4 SP #2 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 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 I 5.00 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 LTD -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 U 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 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 6X12 6X8 1 2.5� I 2 50 0-3-8 6-10-0 5-9-0 1 6-10-0 I 1369N 3.50" 7 11-0-0-0 1368# 3.50" (RO-11-9) I 20-0-0 �L-0-0� �A3i'04#S11TI, -430N (I R0-11-9) EXCEPT AS SI101VN PLATES ARI: TL20 GA TESTED PE 1-1995 1 scale = 0.3045 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. .lob: WO: BBR fmaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING "1"9: Truss ID: B CONTRACTOR. Dsgur: TLY Cltk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: 'rC L.ive 16.0 psf DurFac - Lbr: 1.25 SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bra wg, wind bracing. portal bracing or shnilar bmcing which Is a part of the building design and which 7 C DCad 7.0 psf DurFac - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 must be considered by the budding designer. Bracing show" is nor lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. maerall may de to anchor lateral bracing at ends and specified locatlans determined by the building designer. 221U.nal braeing of the ovstructure be required. IS- HIB-91 of Tell. BC Dead 10.0 psf n Design Criteria: TPt LICENSE #0050068 1890 OREENBROOK rrniss Plate Institute. TPI, is located at 583 I'Onofdo Drive. Madison. Wisconsin 53719). Code Dese: FL/t r.T.OVIEDO.FL 2]Gr. Design: TOTA L 33.0 psi V:06.02.02- 1517 7 - 2 ,thunt Analvrir !OR PATH: C:171--£-LOKUORS1I25dfPfIIRRR(:4 HCS: W 0102 DESIGN INFORMATION This design is for an Individual building component and has been based on ludomtalion provided by the client. The designer dlscl Inu any responsibility for damages as a fesuh of faidly or Incorrect hdormalion. specifications and/or designs furnished to the truss designer by the client and the -,realness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or "erclsm no control with regard to fabrim. tion, handling. shipment and Installation of trusses. This truss has been designed as an individual budding eomponeru In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as fart of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building -des. local climatic records for wind or so- loads. project specifications or special applied loads. unless shown• truss has not been designed for storage or occupancy loads. The design assures comp- . chords (top or bottaml are eonlmu. ously braced by sheathing unless otherwise specified Where bottom chords in tension are not fully braced lateraly by a ProperlY applied ngld eelling, they should be braced at a maximum sfracing of 10'-0' o.c. Connector platys shad tee manufactured from 20 gaugc hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otferwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabneator's plans and to realae a continuing responsibility for such veri. fication. Any dlsctepancfes are to be put In watmg before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for Bpynt filling wood to wood bearing. Con- nector plates shall be located on both facts 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 (3- wide x 8' long. SIOls Iholes) nun parallel to the plate length specified. Double cuts on web member shall meet at the -trold of the webs unless otherwise shown. Connector plate sues are minimum sins based on the forces sham" and may need to be increased for cenalu hand. ling and/or erection stresses. This truss is not to be fabricated with file reta,dant treated lumber unless otherwise shown. For addltlonal 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 Installblg A Bracing', IfIB-91. Tnusses 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- Ilton and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Ls ahvays requtred. 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 experlenced In the Installation of trusses. professional advice shall be sought ff needed. Concentratfoo of-nslmeljon 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 he applied to musses until after all fastenbig and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274# Support 2 1.114 MAX LIVE LOAD DEFLECTION: L/999 Lin-0.13" D=-0.13" T=-0.26" MAX HORIZONTAI, TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTIONJ: T= 0.08" RMB = 1.15 4-5-4 0-4-1 0-3-13 �- 2.50 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of lmll.tiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, If= 22.0 ft, I= 1.00, Rxp.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 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 2 ..BC...FORCE ... CSI 10- 9 2085 0.57 9- 8 1645 0.33 8- 7 2085 0.57 4X6 4X6 1 706# 3.50" 1-0-0 (� (RO-1I 20-0-0 EXCEPT AS SIIOIVN 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- k0050068 1890 CREEN51400K Cr.OVIEDO.FL32761 Design: dfdfrir Analyiit YYHKNIN(a: 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 election bracing. wind bracing, portal bracing or similar bineing which Is a part of the building design and which must be considered by llte building designer. Dracing shown is for lateral support Of truss members only to reduce buckling length. PluvNions must he made to anchor lateral bracing at ends and speefied locations dcternlncd bra• the budding designer. Additional bracing of the Overall structure may be required (See HID-91 of TPl). rrmss Plate Institute. TPI. Is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). JOB PATH.' C:ITEEL0KU06SI125hIP1jIBBRC4 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 5 00 .50 Eng. Job: D%vg: Dsgnr: I'LY Chk: '1'C Lire 16.0 psf TC Dead 7.0 psf BC Lire 0.0 psf BC Dead 10.0 psf TO'I'A L 33.0 psf 1 7 70-611�{13.50"10-0 I Ike - I (R0-1 I-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: TPI Code Desc: FLA TICS: 06.02 M JB: BAYBURY C 4 AL: 1 U# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on infonnallon provided by [tie client. The desig,ler disclaims any responsibility for damage as a result .1- fault y 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 -111ises "I --I with regard to labnea- lion. handling. shipment and Installation of trusses. This tnhss has been designed as an Individual building component to 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), %%lien 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. lord climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loods. The design assumes compression chords (top or bottom) are continu. -sly braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laically by a properly applied rigid ceiling, they 'should be braced at a mmimun, spacing of 10'-W o.e. Connector plates shall be manufactured from 20 gauge flat dipped gah•anized steel meeting ASTA1 A 653. Gade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to venfy that this drawing la in conformance with the fabricalors plans and to reatue a continuing respom(bdlly for such veri. Ilatlon. Any discrepancies are to he put in writb,g before cutting or fabrication. Plates shall not he lnslaged over lu-thnles. Mots or distorted gram. memhem shall he cut for tight Dtling wood to wood bearing. Con. nector plates slag be located on both faces of the truss with nags fully Imbedded and shag be sym. abort the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A Gx8 plate is 6- wide x 8' long. Slots (holes) rwa parallel to the plate length specified. Double cuts on web members shall meet at the cent-.d of the webs unless nlherwisc sham. Connector plate sizes re murunum sues based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This Uuss is not humbei be labrialed with Ibe retardant treated lr lint ss Otherwise shown. For addlU.n.l Inferno% ion cam, (duality Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance wlth'liandlmg Installing A Bracing-. IiIB-91. Tnlsses are to be handled with (articular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bating for holding tnisses In a straight and plumb pos- Illon and for rcststmg lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal preauuonary action for trusses requhm such temporary bracing during Installation between trusses to avoid lopplin and dominoing. The supervision of erection of busses shag he under the control of persons experienced In the Inslallallon of trusses. Professional odvl— shall be sought If needed. Concentration of construction bads grwter than the design loads shall not be applied to trusses at any time. No loads other than the weight of [he electors shag be applied to misses -null a11er all fr.cnmg and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 359# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26rr MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T-- 0.08" RMB a 1.15 4-10-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251rpli, 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 1- 2 -2194 0.28 2- 3 -1685 0.3.8 3- 4 -1685 0.18 4- 5 -2194 0.28 ..BC ... FORCE ... CSI 8- 7 2053 0.59 7- 6 2053 0.59 TI: B2 QTY ==============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 ----MAR. 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 �° -soon 4X6 2.50 1 -2.50- 0-3-8 I' 18� 9-8-8 706# 3.50" _* 0-3-8 9-8-8 �61 1-0-0 706# 3.50" (RO-11-9) 1 r 20-0-0 EXCEPT AS S11pNVN PLATES ARE TL20 GA TESTisD PER ANSI/Till 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing• wind bracing. portal bracing or similar bracing which is a par -1111e budding design (407) 321.0064 Fax (407) 321-3913 and which must be considered by the Imgdu,g designer. [tracing shown Is for lateral support of truss members only to reduce buckling length. PNwi.inns be TOMAS PONCE P.E. most Additiloyal`bracing,rtheOverrall structu�edmspecified eIB by the building de -signer. LICENSE #0050068 1890 f.RFENnar.. r-r nwrenn - "", uired. (Sd quved. (See HID-91 of TPI(. (Truss Plate Institute, TPI, is located at 563 D'Onolno Drive. Madison. Wisconsin 537191. Design: Afdlrir Armh'sis Eng. Job: D%vg: Dsgnr: TLY Clik: TC Live 16.0 lisf 'I'C Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 PSI` TOTA 1- 33.0 psf 1 (RO-11-9) scale = 0.3045 Truss ID: B2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA JOB PATH: C.-ITFE-LOKUORSl125A1P111BRRC4 l i C'S: 06.02.02 DE51GN INFORMATION This design is for an Individual building component and has been based on Infa malion provided by the client. The designer disclatms any respunsibillty for damages as a result of faulty or Incorrect Informallon. specNntions and/or designs luoished to the truss designer by Ure client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibWly or exerelses no control with regard to fabrica- llon. handlbng. shipment and Installation of trusses. This loss has been designed as an Individual building component in accordance with ANSI/Till 1-1995 and NDS-97 to be Incorporated as Pan of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shmvrl most be checked to be sure that the data shown re in agreement with the local building codes. local climatic lmords for wind or snmv loads. project sPeciflcatlons or special applied loads. Unless shown. truss has not berm designed for storage of occupancy loads. The design assumes compression chords (top or bottom] are continu- ously braced by sheathing unless otherwise specified. Wherc bottom chords In tension are not fully braced laterally by a property applied ngtd ceding. they should be braced at a m imurn spacing of 10'4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTh1 A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is to conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put m writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Me bers shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the toss with nails fully bnbedded and shall be synl. about the joint unless othenvtse stnown. A 5s4 plate Is 5' wile l, 4- long. A Bx8 plate 1s 6- w1de s 8- lung. Slots (holes) run parallel to the Plate length specified. Double cuts on web Ineutbers shall meet at the centrold of the webs unless uthcmUc shown. Connector plate sues are mluhnum sizes based on the furces shown and may need to be increased for certain hand- ling and/or erection stlesses. This truss is not in be fabricated with fire retardant treated lumber unless otherwise shown. For addilianal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendetlens are to be followed In accordance %iUl .Ilandltng Installing.4 Bracing". IfIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding busses in a straight and plumb pos- Itton and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erect.Itin bracing Is ahvays required. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of emelon of tosses shall be under the control of persons evpen.need In the lnstauauon of losses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design loads shall not be applied to tosses at any (ane. No lords other [Into the weight of the erectors shall be applied Ica trusses unlll after all faslenmg and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: TOP CHORDS: 2x4 SP 112 BOB CHORDS: 2x4 SP 92 MULTIPLE LOADS -- This design is the WEBS: 2x4 SP #3 composite result of -ultiple loads. All COMPRESSION Chords are assumed to be PROVIDE UPLIFT CONNECTION PER SCHEDULE: nuousac ASCEr7-98 unless noted otherwise. Support l 262# WindtCase- CSC, V= 1251ttph, Support 2 359# li= 22.0 fL, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl Let 40.0 ft MAX LIVE LOAD DEFLECTION: We:20.0 ft Truss in L TNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf L=-0-0.13" D=-0.13" T=-0.261' Itapact Resistant Coerg and/or or Glazing Req � MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC...FORCECSI T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: ... ..BC ... FORCE ... CSI 1- 2 -2212 0.29 8- 7 2072 0.60 T= 0.08" 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 RMB = 1.15 -1692 0.18 4- 5 -2201 0.28 1 5 00 4-10-4 04-1 2.50 1 0-3-8 *_ I81- 659N 2.50" 4\6 1 20-0-0 EXCEPT AS SHOWN PLATES ARE T1,20 CA TESTED PI1R ANSI/TPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 007) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Derign: mairiz Alwhsif YVAKNIN(,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmn on this dm"tlg Is not erection bracing. wind bracing. (ronal bracing or sbnilar bracing which Is a pan of the building design and which must be considered by the building deslgucr. Bracing shown is for latcml support of truss members only to reduce buckling length. I'rovlsluns nmst be in. ade to anchor lateral bracing at. ends and specified locations determined by the building designer. Addltlonal bracing of the rn•ern0 structure mar be mqubed. (See HIB-91 of Till. (foss Plate Institute. TPI. Is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). JOB lATl/: C:ITEE-LOKU08.11125dfP11lR.4RC4 TI: B3 QTY:I' ========_=====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 4 Q EHg. Job: Dvvg: Dsgar: '1'Llr Clik: TIC Live 16.0 psf TIC Dead 7.0 psr BC Live 0.0 psf 13C Deal) 10.0 psf 'rol'A L 33.0 psf -11 1 6 707a 3.50"100 Ij� I (RO-1.1-9) scale = 0.3190 Truss ID: B3 Dale: 6-27-02 DurFaC - Lbr: 1.25 DurFac - Pit: 1,25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA V:06.02.02- 15174- 3 TICS: ns ni /n DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any resp—sibiily, for damages as a result of faulty or Incorrect Information, spcclfl=tlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this iJormation as it rnay relate to a spe- cific project and accepts no responsibility or —refses no control with regard to fabrica. lion. handling, shipment and installation of trusses. This buss Ihas been designed as an indiwidunl building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as par of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for apprural by the building designer. the design I-d ngs shown must be checked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow Wads. project specifications or special applied loads. unless shouar, 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 prope,ly applied rigid ceWnp 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 ASTkI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 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= 0.08n RMB = 1.15 Prior to fabrication, the fab,l-tor shall review this drawing to verify that this dmwbhg Is in conformance with the fabrtcatofs plans and to eabze a continuing responsibility for such vell- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Pules shall not be inslaied over knotholes. knots or distorted grain. Members shad be cut fur light filling wood to wood beating. Con. nector pla Les shad be located on Will faces of the truss with nags fully imbedded and shah be symh. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6- 4-10-4 wide x 8' long. Slots fholes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentmid of the wells 0-4-1 unless otherwise shown. Connector plate sues re mininhum 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 idomnaLlon on quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance wlth'Handing 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 hisses in a straight and plumb pos- Ilion and for —Wing lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing Is alums required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobig. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appbed to Intsses until after all fastening and bracing la completed. 1' 2.50 0-3-8 � 659# 2.50" WO: BBRC4 V1/E; 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= 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 -2212 0.29 2- 3 -1693 0.18 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 ..BC ... FORCE...CSI 8- 7 2072 0.60 7- 6 2060 0.59 COSMETIC ikA'I'ES (16) 2X4 20-0-0 EXCEPT' AS S110%N1N PLATES ARE TL20 GA 'TESTED PER ANSI/Till 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK CT.OwnEDOXI_327dm Deign: Afmrir Aimlysis 14-0-8 TI: B4 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- 6- 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 Ii-ROLL 4 Q 1 -2.51) WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing showrl on this drawing is nut erection bmeing, wind bracing. portal bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing shmvn b for lateral support of buss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speckled locations delemd-d by the budding designer. Additional bracing of tie metal] structure may be required ISee HIB-91 of TPII. rnuss Plate Institute. M. Is located at 583 Donofrio Drive. Madison, Wisconsin 5371UI. JOB PATH: C:l7EE-L0XU0RSI125,1fP111RRRC4 Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TIC Dealt 7.0 psf IlC Live 0.0 psf BC Dead 10.0 psf T0'I'A1, 33.0 nsf _* 0-3-8 6 707H 3.50" I (Rif-ll-9) scale = 0.3190 Truss ID: B4 Date: 6-27-02 DUrfaC - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V_m ng m- 1r,17s; HCS: 06.02.02 JB: BAYBURY C 4 DESIGN INFORMATION This design Is for an Individual building compor nend and has been based on infomation provided by the client. The designer disclaims any responsibility for daruag" 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 nmay relate to a spe- cific project and accepts no responsibdlly or tier ices no onI-I with regard to fabrtea- Ilon ehandling, 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 arehllect 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 tool budding codes, bell cllrnnlic records inn wind or snow loads. project 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 continu- ously braced by sheathing unless otherwise specified. %%'here botlmn chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced al a maximum spacing of 10'-0, o.e. Connector plaits shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise showm. FABRICATION NOTES Prior to fabrication, the fabNalor shall review this drawing to verify that this drawing Is in conformance with the fabilalor's plans rind to eallze a continuing responsibility for such wert- Ilcatlon. Any discrepancies are to be put It, writing Wore cutting or fabrication. Plates shall not be installed over knotholes. knob or distorted gram. Members shall be cut for light filling wood to wood bearing. Con. eclor plates shall be located on both faces of the truss with ,ads fully Imbedded and shall be sy,n. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- w4de x 8- Iong. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent-ld of the webs unless otherwise shown. Connector plate sues a minbrmur, sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stress-. This less Is not to be fabricated with fire mtardenl treated lumber unless otherwise shmvn. For additional Information on Qu20ly Control refer to ANSI/TPI 1 -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing'. HI13-91. Trusses are to be handled with Particular care during banding and hurdling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral lore- shall Ile designed and hstalled by others. Careful hand - Ling is essalllal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between truss- to avoid toppling and dominoing. The supervision of erection of Inss shall be under the control of persons vfperienced in the tnisaallatlan of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to taus- at any Ilrac. No Imds other than the wright of the el-t is shall be applied to uusses uulll after all fastening and bracing Is completed. AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP h2 BOT CHORDS: 2x4 SP r2 WEBS: 2x4 SP (#3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 591# Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 2314 MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0311 RMB = 1.00 3-7-6 0-3-13 WU: 8BRC4 WE: MULTIPLE LOADS -- Phis design is the coalposite 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= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 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 TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H-ROLL 3 X4 f I 9-10-13 5 209# 4.95" e 1-5-0 1 (R14-11) T 9-10-13 EXCEPT AS SIIO%VN PLATES ARE T1.20 CA TESTED PER AI\1SI/"1-Pl 14995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOK CT.OVIE00.1`1_31759 Design: ,Uarrir Analysis YVAKNINti: 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 stml4 r bracing which is a part of the building design and which must be considered by the budding designer. Bracing show, is for Lateral support of truss members only, to reduce buckling length. Provisions must be made to anchor lateral bracing d ends and specified locations delemumed by the bull,] ng designer. Additional bracing of the overall structure may be lequbed. IS- BIB.91 of TPO. (1'ntss Plate Institute, TPI. Is located at 583 D'Onof c, Drive. Madison. w1sconsht 5371,11. JOB PATH: C:IT££-LOA1JOBM125A1PNIBBRC4 Eng. ,IOh: Dag: Dsgnr: 'rLY Clik: T C Live 16.0 psr Tc Dead 7.0 psf Bc Live 0.0 psr BC Dead 10.0 psr TOTAL 33.0 psf 3-2-13 423# 2.50" scale = 0.5812 Truss ID: H Date: 6-27-02 DurFac - Lbr- 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA f1CS: 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 dtsdaims any responsibility for damages as a result of faulty car Incorrect Information, specifications and/or designs furnished to the truss dmfgner by the client and the correctness or accuracy of this Information as it may relate to a spe. cific project and accepts no responslbUlly or ex —hies no control with regard to fabdw trim, handling. shipment and Installation of trusses. Thus truss has been designed as an indhidual budding component hi accordance with r4` I/TPI 1-1995 and NDS-97 to be incorporated Part of lire building design by a Budding Designer (registered architect or professional engineeq. 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 bads. Unless shown. truss has not been designed for storage or occupancy loads. the design assume compression chords (top or bottom) are conlinu- usly braced by sheathing unless otherwise speeifrerl. %Vhere bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxtmuun spacing of IU-0' o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel mcelfng ASI'kl A 653. Grade 40. unless oulenvise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad revinv this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responslblllty for such veri- ficsllan. Any rl s-,epancles are to be put or writing before culling or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall in cut for tight lilting wood to wood tearing. Con- nector plates shall be located on both laces of the I— with nabs fully Imbedded and sir d be syrn. about lhejolnl unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 618 Plate Is 6- wide x 8' long. Slots Iholesl run parallel to the plate 1-9111 specified. Double cuts on web members shall meet at the eenlrold of the webs unless otherwise shown. Connector plate sizes re minimums sizes based on the forces shown and may need to be Increased for certain hand. Wig and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infonnation on Quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to he fodowcd in accordance with -Handling InstaWng b 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 $(might and plumb pos. Itlon and for resisting lateral forces shad be designed and Installed by others. Careful hand. Wig Is essential and creetlon bracing is always required. Narrnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dorninoing. The supervision of erection of trusses shall be under the control of person$ experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentrallon of constriction loads greater than the design loads shall not be applied to trusses at any Ilnnn. No lads other than the weight of lire erectors shall be applied to trusses until after all fastening and bracing Is connpleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. 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 Let-0.08" D= 0.00r1 T=-0.081r MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03rr MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03u RMB = 1.00 3-7-6 0-3-13 15 201# 4.95" 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 Reg .TC...FORCE ... CSI 1- 2 1512 0.78 2- 3 -136 0.36 ..BC...FORCE ... CSI 5- 4 -1601 0.88 I 3 54 1-77 I (R1-4-11) 94-8 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. 1-1- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 189D GREEN BROOK CP.OVI EDO. FL3276G Design: Maoris Analyris wHKNING: 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 car sondar bracing which Is n pan of the building design and which roust be considered by the budding designer. Dractng shown fs for lateral support of 1-1. members only to reduce buckling length. Provisions nnrst 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 IIIB-91 of Tpll. CT-,, Plate Institute. TPf. Is roc led at 583 D'Unofrio Drive. Madison, Wisconsnl 53719). TI: H 1 QTY:2 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: D{vg: Dsgnr: TLY Clil:: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf T0"1'AL 33.0 nsf 0-1-3 T 1-3-14 1 352# 1.50" J 0-6-4 j (RO-5-8) scale = 0.5813 Truss ID: H 1 Date: 6-27-02 DurFac - Lbr 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA JOB (A771: C:17EF-LOKUOBSI/24AIPI1IBBRC4 Ili-S: 06-02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Irdormatlun provided by the client. The designer diselilrns 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- cille project and accepts no responsibility or sercises no control with regard to fabrica. tlon, handling, shipment and bnslalhllon of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Io he Incorporated as part of the building design by a Building Deslymer begislered archl<et or professional englneerl. when reviewed for approval by the building designer, the design lwdfngs sham must be checked to be sure that the data shown arc m agreement with the local building codes. local cBrnatie 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 contlnu- ously braced by sh-tlling unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ce0lug, they should he braced at a maximum spacing of 10'-0- o.c. Connector plates shall Ix mamd.eI,n d from 20 gauge hot dipped galvanized steel meeting ASTI-I A 653. Crade 40. unless otherwise .1,_. FABRICATION NOTES Prior to fabrmllon, the fabricator shall review this drawing to verify that this drawing is in conf"maance with the [abriwlofs plans and to ealue a continuing respi nilbWty for such vert- fimtlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Alernbers shall be cut for tight filling wad to wool bearing. Con. nector plats shall be located on both faces of the truss with nabs fully Imbedded and shall be sYni. about the joint unless otherwise shown. A 5a4 plate is 5- wide .< 4- long. A Ball plate is 6- wide a 8- long. SIoLs lholes) rim parallel to the plate length specified. Double cuts on web uembers shall meet at (Ile cenlrotd of the web. nless otherwise shown. Connector plate sus are mininnnml slzs based on the forces shown and may need to tie increased for certain hand- ling and/or erection stresses. This truss is not to be labrioted with fire « iaidant treated lurnbcr unlss otherwise sh.,v n. For addillonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Ifl ndling Installing R Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundbng, delivery and InstallaUon to avoid damage. Temporary and permanent bracing for holding I—— In a atralght and plumb pos- Ition and for r wtag lateral forces shall be designed and bnsmIled by others. Careful hand. ling Ls essential and erection bracing Is allays required. Normal piccaulronary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of prrsons 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 Inisses at anytime. 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: 2x8 SP nl D WEBS: 2.4 SP #3 This 1-PLY truss designed to carry 20, 0" span framed to BC one face 21 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=-0.0811 D=-0.0811 T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.091, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.041, RMB = 1.00 3-3-1 0-4-1 4 1254M 3.50" 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 We; 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 r 7-0-0 EXCEPT AS S110%5'N PLATES ARE TI )0 CA 'TESTED PER ANSI/TI11 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.0y1ED0.FL32766 Deiign: Maui Anniviii VV,KK1Y11IVli: 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 sbullar bracing which Is a part of true building design and which roust be considered by the building designer. Bracing shown is fw lateral support of truss members only to reduce buckling length. Provisions roust be made to anchor lateral bracing at ends and spa-8ied localions determined by the bulldulg designer. Additional bracing of lilt overall structure may be required. IS- HI8.91 of TI91. frnuss Plate Insthute. TPI. is located at 583 D'Cnofro Drive. Madison, Wisconsin 53719). JOB PAT7I: C:ITEE-I.OKUOBS1I25AIPIIIBBRC4 TI:I QTY:I' ==============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- C 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 3-3-1 3X6 1254# 3,50" Eng. J(11): D%vg: Dsgnr: TL,1r Chit: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf 'l'0TA L 33.0 nsf scale = 0.6451 Truss ID: I Date: 6-27-02 DurFa : - Lb r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA rrrc. nc m .,, 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 Ills Information as It may relate to a spe. eOle project and accepts no responsibility or rcI.- no control with regard to fabn-- Linn, handling, shipment and mseailanon of trusses. This buss 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 building design by a Building Designer fregisLered arehnect or professional englneed. When reviewed for approval by the building designer, tilel design adings shown must be checked to be sure that the data shown are In agreement with the loerl budding codes, local climatic records for wind or snow loads. project specification. or special applied lads. Unless shown. truss has not been designed for stomge or oeeupan y lads. The design assumes compression chords (top or bottom) are conLlnu- usly braced by sheathing unless otherwise specified. Where bottom chords In tensdnn are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-()' o.c. Connector plates shad be manufactured from 20 gauge hot dipped gal.anlud sled meeting ASFM A 653. Grade 40. unless otherwise showtn. FABRICATION NOTES Prior to fabrication, lire fabncalor shall review this drawing to verify that this dmw(g is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- f(otlon. Any discrepancies are to be put m wrung before cutting or fabrication. Plates shall not be Installed over knmholo. knots or distorted grain. Members shall be cut for tight fitting wood to wild beating. Con. nector plates shall be looted on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6z8 plate is 6- wide .r: 8' long. Sluts (holes) non pam8el to the plate length specified. Double .,its on web members shall meet at the cenlroid of the webs uniess oll—vise shown. Connector plate sues are mimnmm sun based on the forces shown and may need to be tner--d for ee,tam hand- ling and/or erect ton stresses. This truss Is not to be fabric l Id with the rcL r.nl treated limber unless of herwise shave. For additional W.—I.on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection reconmmndatlons are to be followed In accordance with -Handling Installing A Bractng'. HI8-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and pliunb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal preouuon—y action for trusses requires such temporary bracing durtng Installation between trusses to avoid toppling and domino(ng. The Supervision of erection of trusses shad be under the control of persons experienced in lire insta8auon of trusses. Professional advice shall be sought if needed. Concentration of construction lads greater than the design lads shall not be applied to trusses at any time. No loads other Ilan the weight of the erectors shall be applied to mosses 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 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125inph, 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 MAX LIVE LOAD DEFLECTION: L/608 at Mid -panel # 1 L=-0.14" D=-0.1411 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 A- WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cen1pOsite 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 ` 3-3-1 f 700 I 4 275# 3.50" 3 1-0-0 1-9) 150/l 2 7-0-0 82# .5050""r (RO-1 EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTA) PER ANSI/TPI 1-1995 Ovcr 3 Supports C/L: 6-10-12 1 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICLNSF. #0050068 1690 OREENBROOB Cr.OVIEDO.tL92766 Design: Afalnir Analysis WHKNINU 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 sunitar b,ae(ng which is a part of the budding design and which must be considered by the building designer. Bracing shown is tot lateral support of truss members only to made to ng at ends and specified buckling length. Praisbns must tx led location delennu¢d by the building d-fgnmr. Additionalanchor lateral bandbracing of the overall structure may be required. (set HIB-91 of TPI). (Truss Plate Institute. TP(. Is located at 583 D'Onofrlo Drive. Audis.,,. Wisconsin 53719). JOB PA771: C.-ITFF-LOKUOB51125,ifPIIIRRRC4 Eng. Job: D{Vg: Dsgnr: TLY Chk TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 nsf Allach with (2) 10d Toe -Nails Attach tsith (2) 1 Od Toe -Nails scale = 0.5829 Truss ID: J Date: 6-27-02 DurFac - OF 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 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 damages as a result of faulty or Incorrect Infonnalum. specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe. clfie project and accepts no responsibility or exerelses no control with regard to fabrlo lion. handling. shipment and Installation of trusses. This I— has been designed as an Individual building component In accordance With ANSI/TPI 1-1995 and NDS-97 to be Incorporated as I,," of the building design by a Building Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in ail cement with the local building cafes, local elunalic records for wind or snow loads. project specifications or special applied loads. Unless shown, tmss has not teen designed for simage or occupancy loads. The design assumes compression chords (top or bottom) are mntInu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmperly applied rigid coiling. they should tic braced at a maxmtum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galmnlzed steel meeting AS NI A 653. C rade 40. onto- otherwise shown. FABRICATION NOTES Prior to fabneation. the fabricator shall r 1,e this drawing to verify that this drawing Is to conformance with the fabricator's plans and tin realize a continuing responsibWly for such veri. Ilcatlon. Any discrepancies are to he put to writing before cutting or fabrication. Plates shall not be installed —or knotholes. knots or distorted gram. 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 Imbedded and shall be 5)". about the JoInI unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6- wide x 8' lung. Slots (holes) not parallel to the plate length specified. Double cut on well members shall meet at the centrold of the webs unless otherwise shmm. Connector plate sues are multmurn sizes based on the forces shown and may need to be Increased for eentaIn hand - [big and/or erection stresses. 'nib truss is not to be fabricated with file retardant treated lumber unless otherwise shown. For addillonal information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mcommendatlons are to be followed in accordance with "Handling Installing N Bmctg-. HIB-91. Trusses are to be handled nvllh Particular care during Landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pax - 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 hisses requlies such temporary bracing during Installation between trusses to avoid loppling and dom(noing. The supervision of erection of trusses shall be under the control of persons experienced In the InstallnUon of trusses. Prof-.lonnl advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to truss s at any tti e. No la ds other than the weight of the erectors shall be applied to tl s os mrtil after as fastening and bracing Iscompleted. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 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: To: 0.00" RMB = 1.15 3-7-4 0-4-1 _L WO: BBRC4 WE: Analysis based on Siilplified 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= 125inph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 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: ==============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 Bar H-ROLL 7-0-0 1 2 F—TO0 CRI I' 1-10-5 1-4-12 3X4 3_ 2.50 � 0-3-8 6s8 275N 3.50" 4 3' 1-0-0 I 151// 2.50" (RO-11-9)7-0-0 82M .5011 EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/Till 1-1995 Over 3 Supports C/L: 6-10-12 A _ (Maronda Systems 4005 MARONDA WAY SANFORD, I-L. 32771 (407) 321-00(w Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k0050068 1890 GREENBROOK C17.0"EDOXI-32766 Design: Aldlrit Arwlrsis VVHKNIIVIJ: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing showo on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which Is a prari of the buildingdesign and which most bre e consided by the building designer. Bracing shoran Is for lateral support off tn,ss members only to reduce buckling length. Pnivblons nine( he made In anchor lateral bracing at ends and specified [—[tons detennlnod by the building drslgner. Additional bracing of tine overall slnelure may be requhed. (See HID-91 of TPII. Reiss Plate Institute. TPI, Is located at 583 D'Onoftio Drive, Madison. Wisconsin 53719). l0R 84711r C.17EE-LOA'UOR51125A1PlilRRRC4 Eng. Job: Divg: Dsgur. TLY ICU: TIC Live 16.0 psf TIC Dead 7.0 psf 11C Live 0.0 psi I3C Dead 10.0 psr 'I-OTA 1. 33.0 psf Attach with (2) 10d Toe -Nails Attach 11'ith (2) 10d Toe -Nails scale = 0.5829 Truss ID: J 1 Date: 6-27-02 DurFac - Lb r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06-n2 nil- I57Rn- 4 1105: (Y).02.1)7 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, specdleallons and/or designs furnished to the I— designer by the client and the correctness or accuracy of this Information as It may relate to a spe- elfic profecl and accepts no responsibility or exereb- no control with regard to fabrfra- llon. IundOng, shipment and installation of trusses. This truss has been designed en an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building dmIgner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local dlmalle records for wind or now loads. pm)ect 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) arc continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a —imum spacing of 10'-0* o.e. Connector plalm shall be manufactured from 20 gauge hot dipped galvanised steel to —mg ASn.I 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 confomanee with the fabricators plans and to realize a continuing responsibility for such veri- Ocaton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Can. nectar plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about lhe)oint unless otherwise shmm. A 5x4 plate is 5' wide x 4' long. A Gx8 plate is Er wide x 8- long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenLr id of the webs unless otherwise shown. Connector plat, sire arc minimum slur based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This buss Is not to be fabricated with fire retardant treated lumber arks. otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing'. 108.91. 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- [lion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing u allays required. Normal precautionary action for louses requires such temporary bracing during Inslall30on between trusses In at -old toppling and dominoing. The supervision of erections of trusses shall be under the control of persons erpedenced In the Instadatlon of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to louses al any Ilene. No Inds other than the weight of the emclon shall be apphed to trusses until net all fastening and bracing b 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 0-44-1 —Y_ WO: 8BRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cc-posite 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 5 00 TI: J2 6QTY:2 ___==__- =-==JOi11t Locations=:a—=_====___== 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# Attach with (2) 10d 7'oc-Nails T 1-11-0 0-t-0 T 14-1 Attach with (2) i10d Toe -Nails 2.50J 0-3 0-3-8 14 273# 3.50" 3 1-0-0 6-8-8 226# 2.50" 0-3-8 (RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl t-1.995 (RO-2-14) rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDOXI-3]]66 Defign: Afatrir Analysis rrItHKNINt11: 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 budding design and which must be consideted by the building designer. Bracing shwa 15 for lateral support of truss members only to reduce buckling length. Pro tak)— must be made to anchor lateral bracing at ends and specified locations determined by the bulldog designer. Add Wonal bracing of the wend structure may be required. (See HIB-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofno Drive, Madison, t1 of T sin 537191. JOB PATH: C:I7EE-LOKV0BSUZ5AfPHIBBRC4 Eng. Job: Dwg: Dsgnr: TLY Clik: 111C IJve 16.0 psf PC Dead 7.0 psr 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf scale = 0.5829 Truss ID: J2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Nrc. Ac At rat JB: BAYBURY C 4 DE51GN INFORMATION This design Is loran Individual building comp" mn nent and has been based on infoallon provided by the client. The designer disclaims any responslbWty for damages .s a result of faulty or Incorrect baforma[Ion. specifications and/or designs forlished to the truss designer by the elirnt and the correctness or accuracy of lhI% Information as fl may relate to a spe- cific project and accepts no responsibility or <ercises no control with regard to Nbrio lion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as pan of the building design by a Building Designer freglscred architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the dal. shown are In agreement with the local building codes, local climatic records for wind or snow loads. p jecl specifications or spmlal applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless olherwlse specified. Where bottom chords In tenslon are not fully braced laterally by a properly applied rigid telling, they should be braced at . maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Grade 40. unless olhenvise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that [his drawing Is In conformance with the labricalor's plans and to realise a continuing responsibility for such verl- flmlion. Any discrepancies are to be put in writing Wore cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector Plata shall be localed on both faces of the truss with nails fully bnbedded and shall be sync. about the joint unless Otherwise shown. A Sx4 Plate Is, .i wide x 4- long. A Gab plate Is 6" wide x 8- long. Slots Iholal run parallel to the plate length speclfled. Double cuts on web members shall meet at the cemnald of the webs unless otherwise shown. Connector Plate sizes re minimum sizes leased 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 Infonnattonn on Quality Coolrof refer to ANSI /TPI I -1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with'Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular care during holding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Idon and for resisting lateral forces shag be designed and installed by others. Careful hand- Ung is essential and erection bracing is always requimd. Normal Precautionary action for trusses requires such temporary bracing during Installation hehveen trusses to avoid toppling and dominoing. The supervision of election of trusses shall be under the control of persons experienced m the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shalt not be applied to trusses at auv lhne. No loads other than the weight of the erectors shall be applied to trusses .,.fit after -11 fastening and b,aeing is completed. 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= 1251rpli, 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 yT I 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 frwltiple 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 5.00 TI: J3 QTY:6. ei=============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 M . F 5-1-8 4 214# 3.50" 3 1-0-0 110# 2.50" a 5-1-8 60# 2 50" (R0-11-9) EXCElrl' AS S11011'N PLATES ARE. T1.20 CA TESTED PER ANSI/ri,i 1-1995 Over 3 Supports C/L: _-04 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-006,1 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBRDOK t:T.011EDO.rL327110 Design: Maim Annrysis YYHKIV11Vtr: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not election bracing, wind bracmq, portal bracing or sbnllar bracing wcl hich is a part of the buildu,g design and which must be considered by Uor. building designer. B trip hc shown is for lateral support of truss members only lit reduce but, - the ildirProsd-I uunst h made to anchor lateral bracing at ends and specllled locations dctennmcd by the building designer. Additional bmcing cf the overall structure maybe required. (Sce f IIB-91 of l'Pll. (Truss Plate Institute, TPI, is located at 563 D'Onolrlo Drive, Madison. Wisconsin 53719). !OR PATH: C:ITE£-L0KU0B51125NPHIBBRC4 Eng. Job: Dwg: Dsgnr: TLY Cldc: TC Live 16.0 psf TC Dead 7.0 psf Bc Live 0.0 psi' I3C Dead 10.0 psf 7'011A 1, 33.0 nsf Attach R'itb (2) I0d Toe-NaiLs Attach with (1) I0d Toe -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 V:06.02.02- 15182- 41 11CS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Womlation provided by the client. The designer disd.,I ns any responsibility for damages as a result of faulty or Incoreel information. specifications and/or designs furnished to (be truss designer by the client and the enneclness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or roves no control with regard to fab,lca- lion. handling, shipment and lustallatlon of trusses. Tlils Imss has been designed as an IndM ital budding component to accordance with A NSI/TPI 1-1995 and NDS-97 to be Incorporated -: pan of the boiling design by a Building Designer (registered architect or professional eneptecr). when reviewed for approval by the budding designer, the desigrt loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, luau 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 assurnes compression chords flop or bottom) are conlinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid eeldng, they should be braced at a —innum spacing of 10'-0' o.c. Connector plates shall be manulaetured from 20 gauge hot dipped galvanued steel meeting ASTM A 657. Crade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrimllon, the fabricator shad review this dmwing to vetify that this drawing is in confonnance with the fabricator's plans and to realize a contlnWng responsibility lot such veri- fication. Any discrepancies are to be put In writing Were cutting or fabrication. Plates shall rat be Installed over knotholes, knots or distorted grain. Xhnnbers shall be cut for tight filling woof to woof bearing. Con- nector Plates shall be located on both faces of the truss with nails fully bnbedded and shad be syrn. about the Joint unless otherwise shown. A 5.x4 plate is 5' wide x 4' long. A 6.s8 plate is 6' wide x 8' long. Slots (holes) run paraticl to the plate length specified. Rouble cuts on web members shad meet at the centrold of the wilts unlessotherwise shown. Connector plate sues are minbnum sues based on the forces shown and may need to be Increased for cedinn hand- lingand/or erection stresses. This tmss is not to be fabricated with fire retardant treated blot— unless otherwise shun. For additional bnfonnat ion oo Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -I landling Installing & Bracing-. (SIB-91. Tmsses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses fin a straight and plunb pos- Itlon and for resfstlng Lateral forces shad be designed and Installed by others. Careful hand- ing Is essential and erection bracing is alwa)a requbcd. Normal precautionary action for trusses requires such temporary bracing during inslaUatlon between trusses to avoid toppling and Bomb ong. The supervision of erection of tro-es shad be under the central of persons expert need In the Installation of trusses. Professional advice stall be sought If needed. Co—rilluton 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 slat be applied to trusses until after ad fastening and bracing I, completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 All COMPPESSIO14 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 17344 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= 0.00o MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-9-14 0-4-1 _Y IV WO: BBRC4 WE: Analysis based on Sinplified 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= 125nph, 11- 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 Irrpact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -43 0.24 4- 3 -16 0.17 5- I OQ 2•50 I 0-3-8 TI: J4 QTYA =======-======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 ROT PIN 5- 0- 4 59 0 -5 BOT H-ROLL Allach ivith (2) 1.0d Toe-NaiLc Attach with (1) 10d Tise-Nails ,�- ---- 4-10-0 4 214# 3.50" 3110# 100 2.50" 5-1-8 (ROI 11 60# 2 50" EXCEPT AS SHOWN PLATES ARE' TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 WARN G: scale = 0.7443 READ ALL NOTES ON THIS SHEET. n"g.'1ob: ��aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING T O: BDRJ4 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bmctng• wind bmctng• portal bracing or similar bracing which Is a part of the building design and whit) be 'rC Deed 7.0 psf DurFae - Pit: 1.25 4 ) 321-0063 Fax (407) 321-3913 nuns) considered by the buddbii, ! dot shown Is for laieral su length. goer. tracing plan of truss members only to reduce buckling Ien lh. Provisions must be made to anchor Initial 11C Live 0.0 p cing: 24.0nr O.C. Spacing: TOMAS PONCE P.E. bracing at ends and specified locations cictemtbned by the budding designer. ddlllonal bracing of the overall structure may be required. ISee 111B-n1 BC Dead psf Design Criteria: TPI LICENSE #0050068 nrThn. (Tr ss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 10.0 psf Code 1890 GREENBROOK Cr-0VIEDO.F'L327G6 Design: ,4ldrrir Arrdfvsir JOB P.9TlC C:IT£E-LOKVOB51/25AIPlfIBBXCd 'I'O'I'A L 33.f1 P sf Dese: FLA V706.02.02- 15183- 4 11CS: OA 1)7 /U DESIGN INFORMATION This design Is far an Individual building cornponent and has been based on Information provided by the edam. The designer disdalms any responsibWty for damages as a mull of faulty or incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy If this bdomrallon as It may relate to a spc. tills project and accepts no responsibility or excreises, no control with rem rd to fabrica- tton, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1%5 and NDS-97 to be Incorporated as pan of the budding design by a Building Designer (registered architect or professional enginced. When reviewed for approval by the budding designer, the design loadings shown must be checked to be lute that the data shown are In agreement with the local building codes. local climatic records for wind or snow• loads. pr Ject 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 eonti u. ously braced by sheathing unless otherwt e 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.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS IVI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall re•Ittv this drawing to verify that this drawing is In conformance with the fabricator's plans and to realue a continuing responsibility for such ven- fkalian. Any discrepancies are to be put in writing Wore culling or fabrication. PL les 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 shad be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4" long. A ax8 plate is G- uide x 8- long. Slots (holes) ran 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 sties based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. TIIIs truss Is not to be fabricated with fire refdant treated tin.•r der unless oUne,wtse shown. For additional Information on gualiq• Conuol rder 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 particuiar care dunng landing and bundling delivery and Inslallallon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Ition and for resislmg lateral (.roes shall be designed and installed by others. Caieful hand- ling is essential and erection bracing is always required. Normal precauuonary, action for trusses requtres such temporary bracing during Installation between trusses to avoid toppling and dombiohng. The supervision of erection of trusses shall be under the control of persons experieced in the Installation of uss. Professinmes onal advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not he applied to I— sses at any lime. No loads other than the wclghtof the erectors shall be applied to trusses until after all listening and b.cinp, is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 02 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 EL 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=-0.0111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00o L•fAX 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, ======_==e:= =Joint Locations=====-=--==-=== 1) 0- 7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-37. ----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 1 � r 5 00 ` 1 9 -------- T_ 3-I-8 4 3 148# 3.50" 1-0-0 67N 2.50" o1a 3-1-8 37N 2.50" (RO-11-9) EXCEP•I' AS SlIOWN PLATrS ARE '1.1.20 CA TESTED PER ANSI/1-PI 1-1995 O • C/L: 3-0-4 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.O\'IEDO.FLa2706 Design: Almrir ,i alpsil Attach With (2) 10d '1 tie -Nail$ Attach with (1) 10d Toe -Nails yer 3 Supporls scale = 1.0563 YYAKNIN(.G: 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 erection bracing, wind blaring, pot tal bracing or sin dLrr blaring which Is a tar of file budding design and which must be comfdered by the budding designer. Bracng shown is for late.) support of truss nennbers only to reduce buckf rig length. PlovIslons unit be made to anchor lateral braclug at ends and specified locations delernilned by the building designer. Add itlonal bracing of the avemd st mcture may be requb d. (Sec IIIB-91 of TPII. (muss ('late Institute, TPh is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C.•ITEE-LOKUORSIJ2j.tIP11IRRRC4 Eng. Job: Dtt'g: Dsgur: 'I'Ll' Chk: W : BBR 4 Truss ID: J6 Date: 6-27-02 'I'C Live 16.0 psf DurFac - Lbr. 1.25 'I'C Dead 7.0 psf DurFac - Pit: 1.25 13C Lire 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33ei�.11 psf V-06.02.02- 15164- 4 1117t: 06.0.02 DESIGN INFORMATION 71ils design Is for an Individual budding component and has been based on Information provided by the client. The designer dteclabns any responsiblllty for damages as a result of faulty or innmrect biformallon. specifications and/or designs furnished to the truss designer by the client and tile curreciness or accuracy of this ufonnation as it inay relate tin a .pe- eg)e project and accepts no responsibWty or eeerctses no control with regard to f brica- tfan, handling, shipment and installation of trusses. This buss has been designed as an lndlvldual budding component in accordance with ANSI/IT] 1-1995 and NOS-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 must be checked to be sure that if,, data shown are In agreunenl with the local building codes, local climatic records to,, -bid or snow loads, pruned specifications or special applied loads. Unless shown, tniss has not. been designed for storage nr occupancy loads. The design assmncs complession chords flop 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 ceitutg, they should be braced at a tnacimilm spacing of 10'-D' o.e. Connector plate shag 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 conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wnttng before cutting or fabrcauon. Plates shag not be msialled Over knotholes. terms or distorted grain. Members shall be cut for tight fitting wood to wood tearing,. Con- eetor plates shad tx located no both fain of Elie truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5A4 plate Is 5- wide a 4' lung. A 6x8 plate is 6- wide a If- long. Slots (holesl run parallel to the plate length specdlccl. Double cuts on web Trienoacm shall meet at the c-1-Id of the webs unless olheiwise shown. Connector plate sizes are minimum sizes based on the forces shown and may oecd to be increased for certain hand. Wig and/or erection stresses. This truss is not in be fabricated with fire retardant railed limnber unless otherwise shown. Far additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing% NIB-91. Trusses are to be handled with particular care filling banding and bundlin& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for resisting lateral fore,. shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is allays requbed. Normal precautionary action for tresses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I—- be under the conic Oi of persons eypettenced in the Installatlon of trusses. Profrsstonal advice shall be sought if needed. Concentration of construclion loads greater than the design loads shall not be applled to trusses at any time. No loads other titan the weight of the erectors shad be applied to musses unto after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to he continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 3034 Support 2 124# 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 Sinplified Analog Model. MULTIPLE LOADS -- This design is the crnllposite 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= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf IWact Resistant Covering and/or Glazing Req TC...FORCE ... CSI .-BC...FORCE ... CSI 1- 2 -25 0.17 4- 3 -13 0.13 TI: J7 QTYA. ==============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 I 2 J 0o 2.50 1 n-3-8 2-10-0 4 148N 3.50" 3 1-0-0 67# 2.50" (RO-11-9) 3-1-8 36N 2. 0" EXCEPT AS SHOWN PLATES ARE TI-20 GA TESTED PER ANSITI'PI 1-1995 Over 3 Supports CAL: 3-0-4 ■ (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDDYI-32766 Design: Afaffir Artdl}')i, VVMKI4114b: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing. wind bracing, portal bracing at similar bracfng which Is a part of the building design and which must be considered by the building designer. Bracing made ntosanchor latlateral eral bracing attruss endsealrld specified locations delelnmed by thb. e bud tOns lost ding drsiPjftee Additional bracing of the overall stno:ture may be required. (See HIB-91 of TPp. ffnuss Pate Institute. TPI, is located at 583 D'Onofdo Drive, Madison, Wisconsin 537191. JOB PATH: C:ITEE-L0KU0RSI12iAfP111R9RC4 Eq. Job: Dwg: Dsgnr: TLY Chk: 7 C Live 16.0 psr TIC Dead 7.0 psf BC Live 0.0 I)sr BC Dead 10.0 psf TmA L 33.0 nsf Attach {i'ltll (2) lilt] Toe -Nails Allach with (1) l0d 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: TPI Code Desc: FLA IIC.S: fY n2 N) DESIGN INFORMATION This design Is for an individual building component and has been based on informatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Womiatlon, speclfncatlons and/cr designs furnished to the truss designer by the client and the carrcculss or accuracy of this information as it may relate to a spe- eilic project and accepts no responsibility or exemises no control with regard to fabrica- tion• handling. shipment and Installation of truss,. This leas, has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of tire building design by a Building Designer (registered architect or professional engineer) when reviewed for approval by the e buddmg designer, the design loadings shovm must be checked to bsure that the data shown are In agreement with the lonl building codes. local climatic records for And or snmv loads, Project spee6lotlons or special applied loads. Unless shover, 1— has not been designed for storage or occupancy loads. The design assumes compression chords pop or bonond are continu- ously braced by shoaling unless otb—ise specified. where bottom chords In tension ate not fully braced laterally by a properly applied rigid ceiling• they should he braced at a ma irnum spacing of 10'-0- o.e. Connector Plates stint] he manufactured from 20 gauge hot dipped g.1 anued steel meeting AST111 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labrication, the fabn-tnr shall review this dmvvtng to verify that this drawing Is m confomeanee with the fabricator's plans and to realize a continuing responsibility for such veri. fleation. Any discrepancies are to be put In vending before cutting or fabrication. Plates shall not be InslaBed over knotholes. knots at distorted gram. Members shall be cut for tight ❑sting wood to wood bearing. Can. nectar plats shall be located on hour lacy of the truss wiih nails fully Imbedded and shall be syn. about the joint unless otherwise shower. A 5a4 plate is 5- wide x 4' long. A Gab plate Is 6- wlde x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the--trold of the webs unless atherwlse shown. Connector plate sizes are minimum sues based on the forces shoam and may need to be Increased for cenain hand- ling and/or erectlon stresses. This truss is not to be fabricated with file retardant treated lumber unless otherwise shower. Far additional Information oil Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing-. Hla-91. Trusses arc to be handled Mill particular care during handing and bundling, dellvery and Installation to avoid damage. Temporary and pernit-enl bracing for holding trusses in a straight and plumb pos- ition and far restating lateral tomes shall be deslgnnl and Installed by others. Careful hand. ling Is essential and crectlon bracing Is always required. Normal Precautionary action for trusses requires such temporary bracing durtng Installallon between trusses to avold toppling and dorranoing. The supnvusion of electionof trusses shall be under the control of persons experienced in the " LaHalion of trusses. Professional advice shall he sought If needed. Concentration of construetlon loads greater than the destgn loads shall not be applied to trusses at any time. No loads other than the walght of the erectors shag be applied to trusses until after all fastening and bmcmg Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT OIORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rnph, H= 22.0 ft, I= 1.00, Fxp.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" D= 0.00'1 T= 0.001, MAX IORIZONTAL TOTAL LOAD DEFLECTION: T= 0.001, 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 1 217# Support 2 46# Support 3 34 .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 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 83# 3.50" 4 25# 2.501, 1 0't 1 1-0-I 13# 2.5 " -1-8 EXCEPT AS SFI011'N PLATES ARE Ti-20 CA TESTED011!14 ANSI/Till I-1995 Over 3 Supports C/L: 1- -4 Ltlaronda Systenl<s 4005 MARONDA WAY / SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREEN9ROOK Cr.OVIEDO.Ft-33766 Design: A/dfrir Atialysis YYHKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: bracing shown on this deli ing Is not ereellon bmeing, wind bracing• portal bmcmg ar smnily bmcmg which is a pan of the building design and which most Ire considered by the buildingIds1, it,, Bracing shown Is for lateral support of miss members only to reduce buckling Icng. Pmviesi must be nmde to anchor lateral bracing at ends and spec8led Inv tions determined by the building designer. Additional bracing of tiro overall structure may be required. (See HID-91 of Tpl). frnrse Plate heal ltute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLl' Chic: TC Live 16.0 psf TIC Dealt 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf -I.OTA L 33.0 Dsf Altach vvilh (I) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1-81,87 Truss ID: J8 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA JOB P.1771: C:I7-EE-LOKUOB.SII25AIPHIBBRGf HCS: 05.02.01 DESIGN INFORMATION This design Is for in Individual budding component and has been based on Infomvalion provided by the client. The designer disclauns any responslbWty for damages as a .suit of faulty or Incorrect information, speciflcalinns and/or designs furnished to Ih< truss desiener by the client and the conectnss or accuracy of this Infurtnation as it may relate la a .pe. ctfic project and accepts no respanstbllny or exercises no control with regard to fabrics. Lion. handling, shipment and installation of trusses. This buss has been designed as an individual building component to accordance with ANSI/fPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineet. When reviewed for approval by the budding designer, the design loadings shown most be checked to tx ra that the daL shown are In agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords to tension are not fully braced laterally by a properly applied rigid cethng. they should be braced at a ma<Mum spaefog of 10'-0" o.e. Connector plates shall be nanufacl i-ed from 20 gauge hot dipped galvanized steel meeting ASTDI A 653. Crade 40, unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this dm.g to verify ]tha[ this drawing is In conformance auh the I.brcator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are In be put N writing before cutting or labricaton. plats shall not be installed over lurotholes. 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 muss with nails fully Imbedded and shall be symt- about the pint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 6- long. Sluts tho]esl run parallel to the plate length sp—filled. Double cuts on web oncillbers shall meet at the centrold of the webs unless othernise shown. Connector plate slzs are mmfmwn sizes based on the forces shown and may need Io 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 Idormation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and Erection recommendallons are to be followed in accordance with -Handling Installing & Bracing-, H18-91. Trusses are to Lac 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 alwvays requited. Normal puce- .uonary action fur trusses requtres such temporary bracing during inslall20on between trusses to avoid toppling and dominoing. The supervision of erection of Trusses shall be under the control of persons c,tperienced In the Installation of trusses. Profess lonal advice shall be sought 8 needed. Concentration of construction loads greater than the design loads stall not be applied to musses at any lane. No loads other than the weight of the electors shall be applied to tresses until] after all fastening and bracing Is completed. JB: BAYBURY C 4 A —C I 0Ott UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 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 2164 Support 2 46# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 r 0-15-0 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, FScp.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 QTY:4 ==============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 .50 0-3-8 83N 3.50" 4 25N 2 _50" 1-11 )13N 2.SQ" 1-I-8 EXCEPI' AS SHOWN PLATES AIZE TL20 GA TrSTFO DPER ANSUTPI 1-1995 C/L: 1a0'I- 4 � Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1890 CREEN8ROOK Cr.0VIED0.rl. a27r> r Design: blalrir Analysis YCRK11111V(i: READ ALL NOTES ON THIS SHEET. - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shots on this dmwing is not —tie. bracing, wind bracing• poll.] bracing or sWnilar bracing which Is a part of the building design and which must be considered by the budding designer. Bmcing shorn Is for lateral support of truss nrembers only to reduce buckling length. Prorislons must be made to specifiedn nchor lateral bracing al ends and specified locations detenbted by the budding designer. .Additional bracing of the overall structure may be required. (See ID11-91 of TPI). hoses Plate Institute, TPi, is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). JOB PATH: C:ITE6LOKU08S1125:NPHI8BRC4 0-8-9 0-2-1 Eng. Job: Dcvg: Dsgur: '17LY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psr TOTAL 33.0 psf Attach .with (1) 1 Od 7 oe-INads Allach \vdh (1) im Toe -Nails scale = 1.8187 Truss ID: J9 Date: 6-27-02 DurFa-- - Lb r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11 S. 06.02.112 DESIGN INFORMATION This design Is for an individual building component and has been based on lnformaUon provided by the client. The designer disclaims any responsibWty for damages as o tesuh of faulty or Incorrect information, spectfl"Uons and/or designs furnished to the buss designer by the client and the correctness or accuracy of this Information as It may relate to a spe• c81c Project and accepts no responsibility or exercises no control with regard to fabrip- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7P1 1-1995 and NOS-97 to be Incorpomled as part of the building design by a Building Designer (registered architect or professional engineer). When'evlewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are. In agreement with the local building codes. local cllmelrc records for wind or snow loads. Project speelficatlons or speelal applied Toads. 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 sh-lhfng unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid eefting, they should be braced at a maxbnum spacing of 1U'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gals Ized steel meeting ASTM A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlev this drawing to verify that this dramtng is (u conlomm nee with the fabricator's plans and to realize a continuing responsibility for such veri. Ucallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over Anotholn. knots or distorted grain. Members shaft be cut for light fitting wood to .wood bcarbrg. Con- nector plates shaft be located on both face ear the truss with nads fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate b 6' wide a 6' long. Slots (holes) run parallel to the plate length spcedled. Double curs on web members shall meet at the eenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for -riam hand. ling and/or erection stresses. This truss is not to be fabricated with rue retarlant treated lumber unless othenNse shmvn. For additional Information on Quality Conlrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Aft bracing and erection recommendations are to be followed In accordance with -Handling Installing R Bracing. HIB-91. Trusses are to be handled with panlcular ore during handing and bundltng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- mbn and for resisting lateral forces small be designed and installed by others. Cateful hand. ting h essential and erection bracmg 1. at_y, rcqubed. Normal precautionary action for busses requires such temporary bracing during installation behveen trusses to avoid toppling and domtnaing. The auperwton of erection or trusses shall be under the control of persons experienced in the installation of muses. Professional advice shag be sought U needed. Concentration of co Urucllon loads grcater than the design loads shall not Ix applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. 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 (narked on truss. Shirt 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 WO: 8BRC4 WE: Analysis based On Simplified Analog Model. MULTIPLE LOADS -- This design is the composite All COMPresult multiple RESSIONChords areassumeddto be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rtph, 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 2 5 00 3-7-4 0-4-1 TI: JA QTY:3 ==============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 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Los 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# CR 7-0-0 1 CANT: 2-0-0 u, 370!/33 50,. Otd To,Ivith 12) 3-3-1 Attach ivith (1) 10d Toe -Nails 1- 1-0-0 I 99# 2.50" (RO-11-9) 1 7-0-0 46/! .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREEN BROOK Cr.OtiEDO.FL 32766 D-ign: Afmrir Andlsis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not ererllOn bracing, wind bracing, portal bracing or sbnllar bracing which Is a part of the building design and which must be eonsldered by the building designer. Bracing shown is for tat"cal s"PPon of truss members only to reduce bucklhng length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bu9dtng designer. Additional bracing of Ule overall stnlctuye may lie required. (See HIB-91 of TPII. (rruss Plate Institute. TPI, B tooled at 583 D'Onofno Drive. Madison, Wisconsin 53719). JOB PATH: C:tTEE.LOKUORS1121.111'ffIBRRC4 Eng. Job: Divg: Dsgnr: TLY C11h: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 1.0.0 psf TOTAL 33.0 nsf Scale = 0.5829 Truss ID: JA Date: 6-27-02 ✓UIrUI.. - Luf: I.Zb DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design is for an Individual building component and has been based on Inforrnation provided by the client. The designer disclalms any resp—utility for damages ss a result of faulty or Incorrect U40-31.1on, speclficWons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- iton. handling, shipment and InstallaUon of I russes. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pin of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project spec8lcatiuns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu. ously braced by sheathing unless othernise 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 gaharru.d steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing Is in conformance with the fabricato,. plans and to realise a contbming responsibility for such veri- fimtlon. 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 tearing. Con- nector plates shall be located on both faces of the truss with malts fully Imbedded and shaft be sym. about the Jolnl unless othemise 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 shall meet at the ecturold of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may need to be increased for certain hand. Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on 9—Iny Control refer to ANSI/TPI I - t 995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing 8• Bracing'. HI13-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precantianary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to I 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 FLOOR 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 9TY: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) 18- 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 '1 2 3 4 5 ( 7 8 9 10 11 1'2 13 14 15 16 17 18 19 20 21 22 23 24526 22 I.5X3 `4 N=1.5X3 1.5X3 3X4 2X4 1.SX31.SX31.5X31.5X3I-SX31.5X31.5X3"-31.5X31.SX3 1.5X31.SX31.5X3 -3X61.SX3 2X4 1.5X315X3X45 2X41 2X4 1-4-0 �— �_ I-4-0 2X4 t.5X3 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 I.SX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 1.5X3 �- 1.5X3 3X8I.SX3 2X4 1.5X3 11'=3X6 1.5X3 I.5X3 1.5X3 1.5X3 1.5X3 N=1.5X3 29-9-4 ON 54 5t 8.00n 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 A35 34-3 3 3231 3Q ON 8.001, CANT: t-10-12 ici 29-9-4 I EXCEPT AS SIIONVN PLATES ARE T1.20 GA TESTED PER ANSI/Till 1-1995 Cunt. Support (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOk Cr.0V1EU0.F'L02768 Design: Alairif Analysis YVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or Similar bracing which Is a part of the building design and which must be emnsidered by the bulidung designer. Bracing Shown Is for 4 lcmi support of muss menders onh� to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specllled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPli. (Truss Plate Institute. 7T'1. Is located at 583 U'Onofdo Drive. Madison. Wisconsin 537191. 108 PATH: C:17EE-LOKUOBSIBMIF Stuffs ® 14-0 o.c. scale = 0.2251 Eng. Job: WO: BBRAF Dwg: Truss ID: F1 Dsgnr: TLY Chk: Date: 4-08-02 TC Live 40.0 psf DurFac - Lbr: 1.00 TIC Dead 10.0 psi DurFac - Pit: 1.00 BC Live 0.0 psr O.C. Spacing: 24.011 13C Dead 5.0 psr Design Criteria: TPI Code Desc: TOTAL 55.0 psi V:01.25.02- 108 4- 2 1ICS: 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 responslblllty, for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the Imss 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 exeretses no control with regard to fabria- tlon, handling. shipment and Installation of trusses. This imss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as tart of the building design by a Building Designer (registered architect or professional rngIri-r). When eviewed for approval by the building designer, the design Imdtngs 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, Inds, 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 celbng. they should be braced at a maxbnum spacing of I0-0' o.c. connector plates shall be manufactured front 20 gauge hot dipped galvanUed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriatlon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize n continuing responslbWty fur such veil. Motion. Any discrepancies are to be put In writing Wore cutting or fabrication. Plates shall not be installed over Imotholes. knots or distorted grain. Members shall be cut for Light fitting wood to wood heating. Con- nector plates shall be located on both faces of the hiss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wtde s 4- long. A 6A plate Is 6- wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cuts ran web members shall meet it the centrold of the webs unless otherwise shown. Connector plate sizes ze minms iun sties hoed on the forces shown d may need to be increased for certain hand- ling and/or erection stresses. This imss is not to Ie fabricated with fire meta dant treated lumber unless othuwise shown. For additional Infomiallon on Quality Control tefer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecllon reconnmendallons are to be followed in accordance with'Handling Installing & 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 plumb pos. Ilion and for reshting Lateral forces shall be designed and Installed by others. Careful hand- Ilng Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid lopping and dominoing. The supervision of erection of tmsses shall be under the control of persons uperienced in the Installation of trusses. Professional advice shall be sought If needed. Concenuation of constmetion loads greater than the design loads shall not be applied to trusses at any time. No lands other Ihan the weight of the erectors shall be applied to 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 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 30.00" �f 15'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. *** 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 435N 1 2 3 4 5 G 7 8 91110 IL 12 13 14 IS- 161-�7 IS �- 8-0-14 � 21-11-G -� I �--- 1-7-14 _� �--- 1-0-4 1.5X3 W=3XG 1.5X3 2X4 3X6 3X4 3X4 1.5X3 3X6 2X4 1.5X3 3XG 1.5X3 3X4 L5X3 3X8 W=3X6 3X4 1-4-0 - �- �- 1-4-0 3X6 3X6 3X4 1.5X3 3X4 3X6 �- 3X6 I.SX3 3X4 1.5X3 W-3XG 3XG 3XIU A � � 29-9-4 '31 30 29 28 27 2&1z;1 23 22 761N 2.25" 1531N 3.50" io 13-10-12 Dh7 13-11-12 29-9-4 EXCE19 AS IIOWN PLATES ARE T1,20 GA TESTED PER ANSI/TP1. 1-1995 Over 3 Suplwru LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-UO64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENIROOK Cr.Oli EIIO.Ft.327GG Design: Marra Aiinlvsis nvHKnIN(,: 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 election bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which nmst be considered by the building desfgnel. Bmcing shown Is for later) suptori of truss numbers only to reduce bucking length. Prm1slons roust he made to anchor lateral bracing al ends and specdled locations determined by the building designer. Additional bracing of the overall structure may he required. (See 11IB-91 of Tpll. (Truss Plate institute. TPI. is looted at 583 D'Onufrio Drh'c. Madison. Wisconsin 53719). JOB PATH: C:I7FF.-LOKUOBSIBBP4F 20 1.492# 8.00" Eng. Job: Dwg: Dsgnr: 'rLY Clik: TC Live 40.0 psr TC Dead 10.0 psr 13C Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 usf CANT: 1-10-12 = 0.2251 Truss ID: F11 Date: 2-25-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HC.S: 12.19.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cbent. The designer dbclalnu any responsibility for damages as a result of faulty or Incorrect information, specWralions and/or designs furnished to the lt-uss designer by the client and the correctness or accuracy of tills Information as It may relate to a spe- edlc project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and Installation of tntsses. This it... 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 budding design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer, the design loadings shown must be cl—ked 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. Wss has not been designed for storage or Occupancy loads. The design assumes compression chords (top ur bottom) are contmu- ously braced by sheathing unless oLhe—fse specified. Where bottom chords In tension are not fully braced laterally by a properly applied ngld ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah•anized steel meeting AST111 A 053. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing is to conformance with the fabricator's plans and to ealbe a continuing responsibility for such veri- fication. Any discrepancies are to be put In willing, before cutting or fabrication. Plates shall not be Installed over knotholes• knots or distorted grain. Nicmlem shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the Wss with naps fully imbedded and shad be syrn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 8x8 plate is G- wide x 8- long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenWld of the webs unless otherwise shown. Connector plate sues are mInfmunn sizes based on file forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss I, not to be fabricated with fire retardant treated lumber unless otherwise shorn.. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconunuadatrons are to bt followed m accordance with 'Hand Wag InstaWng l4 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- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ling Is essential and erection bracing is allays required. Normal precautionary action for I requires such temporary bracing during InsWllauon between muses 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 8 needed. Concentration of construcllun loads greater than the design loads shall not be applied to trusses at any time. No loads other than the fight of the erectors shall be applied to trusses ulild after all fastening and bracing completed. -- r uvn l rLIJIJK Al.: ***** 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 WO: BBRAF WE: •*** Truss NOT designed for Wind Loads. **** All 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! 3 54 6 7 TI: F2 9TY: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) 15- 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 14 15 16 17 18 19 2X4 1.5X3 1.5X3 1.5X3 2X4 L5X3 LSX3 1.5X3 2X4 1.5X3 1.5X3 1 S4X6 = 1.5X3 NIV 1.5X3 LSX3 2X4-3X4 1.5X3 1.5X3 2X4 14-0 E 1-4-0 2X4 L5X3 —L 1.5X3 2X4 1.5X3 W=3X4 1.5X3 1.5X3 LSX3 1.5X3 L5X3 1.5X3 1.5X3 2X4 1.5X3 1.5X3 1.5X3 N= LSX3 2X4 4X6 2Xa �IaO 1994 39 Ok 8.001r 33 3736 35 3433 32 31 300221gf 27 22 21 26 2524 23 I ON 8.001r I t9-9-4 I EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 Cont. Support fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOH CF.OVIED0.FI-327GG Design: Mafrit Analysis YVAK14114ti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sh—m on this drawing is not erection bracing, wind bracing, portal bmc i or shni4 r bracing which Is a I-n of the building design and which must be considered by the budding designer. Hmin shown Is for Lateral support of lmss members only to induce buck!!ug tempt h. I'rocls taus must be made to anchor Lateral bracing at ends and specified lootlons determined by the budding designer. Addlllunal bracing of the overall structure may be required. 1S- IIIB-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofno Drive, Madison. WisamsIn 53719). JOB A1771: C:117,E-1-OKVOBSIBBR,1F S(nds ® 14-0 o.c. Eng. Job: Divg: Dsgnr: TLY Chk: TC Live 46.0 psf TC Dead 10.0 psf 13C Live 0.0 psf BC Dead 5.0 psf IOTA L 55.0 usf scale = 0.3389 Truss ID: F2 Date: 1-03-02 DurFac - Lbr- 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPJ Code Desc: V:12.03.01- 10675- HCS: 11.24.01 DESIGN INFORMATION This design Is for an Individual budding component and has been based on inforinaton provided by lire 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 correetnrss 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 Labnca- tlon. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer Iregistered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are I agreement with the local building codes, local climatle 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 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 maximum spacing of 10•-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTh1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. tire fabricator shall review this drawing to verify that this drawing B in conformance with the fabricator's plans and to realize a continuing responslbUity for such ven. fication. Any discrepancies are to be put In writing before cutting or fabricatlon. Plait- shall not be Installed wen lunotholes. knots or distorted grain. htembcrs shall be cut for tight fining wood to wood bearing. Con- nector plates shall be located oo 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 tholes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are nnninmm 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 Infornadon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recornrnendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage- Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shag 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 bmcing 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 L—es. Professional advice shag 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 shag be applied to trusses until after all fastening and bmehig Is completed. Jb: t1AYBURY 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 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 load! 30.00" typ. I! 11 2 3 3 Ike— I 2X4 4X8 1.5X3 1-4-0 4X8 W=3X4 3X8 F9 17 16 15 1087# 6.75" ..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 1-6-11 1.5X3 3X4 1.5X3 3X4 19-9-4 14 13 19-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OV1EOO.FL32766 Design: Afdlra Analysis YYAKNIN(G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shnwn on this drawing is not erection bracing, wind bracing, portal bracing or shutlar bmcing which is a part of the budding deslgir and which most be considered by the building designer. Bracing shown Is for lateral support of buss members only to reduce buckling length. Rovisions must be made to anchor lateral bracing at ends and specified loculuus detennlned by the building designer. Additlonal bracing of the overall structure nnay be requited. (See IIIB-91 of TPd. IT— Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA•lH: C:l7'EE-L0K1J0BSIBBRAF 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 1.5X3 W=3X44X8 3X8 4X8 1-4-0 I 1 12 ll 1087# 6.75" scale = 0.3389 11 Job: WO: BBRAF Dwg: Truss ID: F21 Dsgi r: TLY Clik: Date: 2-04-02 TIC Live 40.0 psf DurFae - Lbr: 1.00 TC Dealt 10.0 psf DurFac - Plt: 1.00 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dealt 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 psf V:01.25.02- 1 95- 4: TICS: 12.10.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information Provided by the client. The designer discfatrns any responslbtlity 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 fabr ea. lion, handling. shipment and Installation of tnuses. This truss has been designed as an Individual building component In accordance with AN51/TPI 1.1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic —r ds for wind or snow loads, Project Specifications or special applied loads. Unless shown, truss has not been designed for storage or o upancy loads. The design assumtes compression chords Itop or bottom) are conUnu- ousiy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied right ceding. they should be braced at a masirntun spacing of I0'-W o.e. Connector plates shall be manufactured from 20 gauge hot dipped gal anlzed steel meeting ASfM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabrimlor shall review this drawing to verify that this drawing is In conformance %iUn the fabricators plans and to rwllze a continuing responslbWty for such ved. Ilcatlon. Any discrepancies are to be put in writing before cutting or fabrtrablon. Plates shall not be Installed over knotholes, knots or distorted grata. Members shallbe cut for tight filling wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sytn. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x V long. A 6x8 plate Is 6" wlde x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shad meet at the cenlrodd of the webs unless otherwise shown. Connector plate sizes are minimum sizes sizes based on the forces shows, and may need to be Increased for certain hand. Ung and/or crectlon stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular cane during banding and bundiing, dehvery and instat]utlon to avoid darnage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by othets. Careful hand - flag Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topplhtg and domhnoing. The supervision of erection of trusses shad be under the control of persons expenenced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design foods shad not be applied to trusses at any ltnc. No loads other than the weight of the erectors shad be applied to trusses unit] after ad fastening and bracing Is completed. JD: bAYbURY VLUOR AC: 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 1-4-0 30.00" t}'p. 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 This truss -NOT- designed for wind load! ..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 1 2 3 4 5 6 7 11-2-8 —� I 1-5-0 2X4 4X8 1.5X3 lx1 1 cvz 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. REACi'IONS 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 4X8 1.5X3 - tea_ \_.■. �� —'il Q 117 1051k 6.75" 5 JA4 t'n" 3a8 4X10 M ( 19-6-8 EXCEPT' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/-1-PI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENIfROUK Cr.011E00.FI-327G0 Design: Afmrir Analysis 13 1►IIHKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which roust be considered by Lite budding designer. Bracing shown Is for lateral support of MISS members only to reduce buckling length. Provisions must be made to anchor late.] bmefog at ends and specified lontlons determined by the building designer. Additional bracing of the overall structure may be required. (See 1116-91 of I pd. rfruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: 07EE-LOKVOBSIBBRAF Eng. Job: Dtvg: Dsgnr: TLY Cltk: TIC Live 40.0 psf 'rc Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 asf l 11 1100N 3.50'CANT: 04-8 scale = 0.3429 Truss ID: F23 Date: 1-03-02 DurFac - Lbr: 1,00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 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 bnfonnatlon. specifications and/or designs fumishcd to the truss designer by the client and the correctness or accuracy of this idotmation as it may relate to a spe- cific project and am" no responsibility or e rclses no control with regard to fabilm- Ilon. handling. shipment and installation of trusses. This truss has Item n designed as a bndhidual building component In accordance with ANSI/TP1 1. 1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the lord building codes. local climatic records for wind or snow loads. Project specifications or spmW applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conanu. ously braced by sheathing unless otherwise specified. Mere bottom chords In tension are not fully braced laterally by a properly applied rigld ceiling. they should be braced at a maximum spacing of 10'-lT o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrimtor shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to reallze a conlmuing responslbUlty for such vert- natton. Any discrepancies are to be put to writing before cutting or fabrication. Platys shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fllttng wood to wool bearirng. Con- nector plates shall be looted on both faces of the I-— with nails fully imbedded and shall be sym. about Uncjoml unless otherwise shown. A Ss4 plate is 5' wide .x 4' long. A 6x8 plane is 6' wide x 8' long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the-rit-ld of the wet. unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Iblg and/or erection stresses. This tivss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wonnallon on Quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are I* be followed Illaccordance with'Handling Installing & 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 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 trusser requires such temporary bracing during Installation between trusses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design Inds shag not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bmchrg Is completed. Jo. DMrouKr rLUUN AU: TOP CHORDS: 4x2 SP #2 D 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,28 MAX LIVE LOAD DEFLECTION: L/522 at JOINT #33 L=-0.45" D=-0.17" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.11" RMB = 1.00 t z .s 4 56 7 - 5-114 -� - �- 0-4-0 14-0 1.5X3 L.5X3 1.5X3 5X8 4X6 4X6 3X4 WO: BBRAF WE: ® This truss *NOT* designed for wind load] ..TC... FORCE ... CSI 1- 2 -1919 0.15 2- 3 -1919 0.12 3- 4 -4540 0.31 4- 5 -4540 0.32 5- 6 -5610 0.55 6- 7 -5610 0.56 7- 8 -5877 0.93 8- 9 -5877 0.66 9-10 -5877 0.94 10-11 -4135 0.59 11-12 -4135 0.50 12-13 71 0.32 14-15 71 0.33 15-16 -1982 0.36 16-17 -1982 0.31 17-18 -1982 0.53 18-19 -1954 0.75 19-20 -1954 0.89 20-21 879 0.52 21-22 879 0.52 ..BC... FORCE ... CSI 38-37 0 0.02 37-36 3419 0.86 36-35 5610 0.68 35-34 5610 0.71 34-33 5818 0.74 33-32 5277 0.67 32-31 2346 0.32 31-30 2346 0.68 30-29 -71 0.00 29-28 1270 0.41 28-27 1270 0.45 27-26 1954 0.94 26-25 1954 0.94 25-24 1225 0.58 24-23 0 0.10 30.00" typ. M-9-4 8 9 10 11 12 3T14 W=3XG 1.5X3 1.5X3 3X6 1.5X3 4X10 1.5X3 TI: F3 QTY:2 =====-========Joint Locations============___ 1) 0- 0- 0 14) 19-11-12 27) 25- 1- 4 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 4 3) 3- 2- 0 16) 24- 5- 4 29) 19-11-12 4) 4- 4-14 17) 25- 1- 4 30) 19- 9-12 5) 5- 8- 8 18) 26-10-12 31) 16- 0- 0 6) 6- 2- 0 19) 29- 0- 4 32) 14- 8- 4 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 8) 9- 6-12 21) 33- 9- 0 34) 6- 2- 0 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 11) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 4 12) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 0 13) 19- 9-12 26) 26-10-12 ------------ 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 BC Vert L+D -590 5-11- 4 -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1511 0 0 BOT PIN 19-10-12 1961 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 435# 1617 18 l9 20 27-11-8 - 2-0-0 1.5X3 1-4-0 3X6 W=3X6 3X4 1.5X3 3X8 3X4 3X4 5-XI 0 6X8 6X8 6X8 W =3X6 3X6 3X6 LSX3 3X4 1.SX3 3X4 3X6 6X12 4X6 W=3X6 3.l'10 � R ff9 35 9-4 �38 37 36 35 i34 33 32 31 30 29 28 27 26 25 1511# 6.75" 1961# 3.50" 24 2' 1492# 8.00„ 19-10-12 13-11-12 590# 35-9-4 EXCEPT AS illOWN PLATES ARE TL20 GA TESTED PER ANSI/Till 1-1995 Over 3 Supports elci Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREEN©ROOK Cr.0%1EL)0.FL92766 Design: Afarrit Analysis YVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown un this drawing Is not erection bracing. wind bracing. portal bracing or sI it., hmcing which is n part of the building design and which must be considered by the building designer. Bmcing shown is for lateral support of truss members only to reduce buckling length. Proislons must be made to anchor Lateral bracing at ends and spcedled locations detenntined by the budding designer. AddlUonal bracing of the overall sLmctum may be required. (.See HIB-91 of TPO. IRuss Plate Institute. TPI, H looted at 583 D'Unofrio Drive. Madlson. lvbconsin 5371 N. JOB PATH: C:17'£E-IOKVOBSIBBBAF CANT: I-10-12 = 0.1873 Eng. Job: : BBRAF Dwg: Truss ID: F3 Dsgnr: TLY Clik: Date: 3-14-02 TC Live 40.0 psi DurFac - Lbr: 1.00 TC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 psf O.C. Spacing: 24.0" I3C Dead 5.0 psf Design Criteria: TPI Code Desc:V:01.25.02- TOTAL 55.0 psf 839- 4: HCS: 12.19.01 DESIGN INFORMATION This design is for an Individual building component and ha_s 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 Imss designer by the client and the correctness or accuracy of this information as It may relate to a spe- elfic project and accepts no responsibility or ecelclses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This Irons has teen designed as an Individual building connponcnl In accordance with ANSIITPI 1-1995 and NDS-97 to be Incorporated as pall of the building design by a Building Designer !registered architect or professlonal engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown an 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. 97he design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless othentlse specified. Where hollonn chords in lenslon are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxhnum spacing of 10`0' o.c. Conneclor plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to re.,Wze a continuing responsibility for such veri- Bcatlon. Any discrepancies are to be put In writing before cutting or labilcatlon. Plates shall not be installed over knothalrs, knots or distorted grain. Members shall be cut for light fitting wood to wood be ut ng. Con- nector piltes shall be located on both faces of the truss with nails fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate s 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuold of the webs unless otherwise shown. connector plate sties are minimum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss Is not 10 be fabricated with fire retardant treated lumber unless otherwise shown. For edditlonal Infommtion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling IrstaWng A Bracing', HIB-91. Trusses are to be handled with particular care during bandmg and bundling, delivery and Installation to avoid damage. Temporary and permanent 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- ing 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 domtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appifed to trusses at any time. No loads other than the weight of the erectors shall toe applied 10 trusses until after all fastening and bmcing Is completed. Ju. Dr t DUK Y I-LUUK AU: 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=-0.75rr MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 30.00" tip. WO: BBRAF TIE: ®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 ([Larked on truss. Shim or wedge if necessary to achieve full bearing. 11 2 3 4 5 1 FI--- 6-3-12 ..TC... FORCE ... CSI 1- 2 0 0.19 2- 3 -3762 0.97 3- 4 -3762 0.63 4- 5 -4505 0.66 5- 6 -4505 0.29 6- 7 -4505 0.47 7- 8 -3414 0.54 8- 9 -3414 0.47 9-10 76 0.32 11-12 76 0.33 12-13 -1974 0.37 13-14 -1974 0.31 14-15 -1974 0.52 15-16 -1946 0.74 16-17 -1946 0.89 17-18 879 0.52 18-19 879 0.52 ..BC ... FORCE ... CSI 33-32 2132 0.90 32-31 3762 0.73 31-30 3762 0.73 30-29 4206 0.43 29-28 4206 0.99 28-27 1982 0.55 27-26 -76 0.00 26-25 1269 0.33 25-24 1269 0.43 24-23 1946 0.89 23-22 1946 0.89 22-21 1223 0.55 21-20 0 0.09 1-4-0 YV=3X6 3X6 6X12 3X6 6X8 3X6 3X4 L5X3 4X8 4,,X3 6X8 3X6 1V=3X6 3X10 6X8 g� N=2X4 f 7 TI: F31 OTY:I ==============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- 9 Concentrated LBS Location TC Vert L+D -435 35- 9- 4 ---- MAX. REACTIONS PER BEARING LOCATION----- X-L.oc 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 10 11 12 1314 15 16 17 27-11-12 I I - 2-0-0 1.5X3 1.5X3 1.5X3 3X6 Nr=3X6 3X4 1.5X3 3X8 11r=3X6 3X6 1.5X3 3X4 3X6 4X6 jj 32 31 3029 28 2712Q5 1090# 6.75" 1860// 3.50" 19-10-12 35-9-4 EXCEPT ASLHONVIN PLATES ARE TL20 GA TESTED PER ANSI/'1'P1 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 1890 GREENRROOK Cx.0VIEDO.FL37766 Design: Matrix AnrilYsis YYAKNIIVG: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmaing showrl on this drawing Is not erecllmn bracing, wind bracing, portal bracing or sinllar bracing whlcb Is a par of the building design and which must be considered by the building designer. Br -acing shown is for lateral support of truss members mdv to reduce buckling Icngl h. I'nnt Ions must be made to anchor lateral bracing at ends and speclned locations determined by the vtbt2l .. g designer. Additional bracing of the overall structure may be required. ISm HIB-91 of TPI). I. buss Plate Institute, TPI, Is located al 583 D'Onafrio Drive. hladisun. Wisconsin 53719). JOB PATH: C:ITEE-LOAUOBSIBBRAF 23 13-11-12 j 435# 18 1 1-4-0 3X4 3X4 I.5X3 3X10 21 20 1492N 8.00" CANT: 1-10-12 sca e = 0.1873 Eng. Job: Dwg. Dsgiir: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 osf 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 Information provided by the client. The designer disclaims any respli-lbWty for damages as n r-.It of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. 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 Ireglstered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. pmject specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (tap or bottond ate conWm- oil* 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 maximum spacing of 10'-(- 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 vertfy that this drawing is in conformance with the fabricators plans and to mallet a conunuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting weal to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5- wide x 4- king. A 6x8 plate Is 6- wide x 8' long. Slots (Roles) rust p.-t-uel to the plate length specified. Double cuts on well members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are nllnhnum 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 recommendations are to be followed In accordance wltil "Handling Installing la Bracing'. IIIB-91. Trusses arc to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and perrnanenl bracing for holding muses In a straight and plumb pe*- It1on 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 requbes such temporary bracing during installation between trusses to avoid topplbig 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 titan the design loads shall not be applied to trusses at any (fine. No loads other than the weight of file erectors shall be applied to muses until after all fastenhig and bracing Is completed. JD: DAYDUKY 1-LUUN AC: **►** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for Wind Loads. **** All COMPRESSION (fiords are assumed to be continuously braced unless noted otherwise. 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load) TI: F33 QTY:1 =====--=======Joint Locations==============: 1) 0- 0- 0 23) 26-10- 0 45) 22-10- 0 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 3) 2-10- 0 25) 28-10- 8 47) 20-10-12 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 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 t -1a � 67 8 9 10 11 12 13 14 15 1'6 1'7 l8 19 2021 22 23 24 1 1 27 2� 8 2'�p 113 14-0 1.SX3 N=1.5X3 1.5X3 1.5X3 1.5X3 11'=3X6 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 1.5X3 1.5X3 1..5X3 1.5X3 1-4-0 3X4 1.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 1.5X3 11'=3X61.5X3 3X4 1.5X3 3X4 1.5X3 3X4 3X4 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1V=3X6 3X4 1.5X3 1.5X3 1.5X3 1.5X3 11'=3XB.5X3 1.5X3 3X4 1.5X3 1.5X3 I.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X8 �65 35-9-4 64 63 62 6160 59 58 57 56 55 54 0M 8.001, 53 52 51 50 49 41-1-I8 4746 45 44 43 42 414039 38 37 3G15 343_ 35-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSuTP1 1.-1995 Cont. Suplwrt Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICGNSE #0050068 1890 GREENBROOK Cr.0V1ED0.rL02766 Design: Afatrit 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 brachig. portal brachrg or similar bracing which is a port of the building design and which must be considetetl by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor latent] bracing at ends and speculed I-Uons determined by time building designer. Additional bracing of the overall structure may be required. (See III13-91 of 9PIl- rr,,iss Plate Institute. TPI. Is located at 583 D'Onolrlo Drive, Madison. Wlscansln 53719). JOB PATH: C:ITEE-LOKUOBSIBBRAF ON 8.001, CANT: 1-10-12 Shlds ® 1-4-0 D.c. scale = 0.1873 Eq. Job: : BBRA Dwg: Truss ID: F33 Dsgnr: TLY Clfk: Date: 2-25-02 TC Live 40.0 psi DUfFQC - Lbr: 1.00 TC Dead i0.o psf DurFae - Pit: 1.00 13C Live 0.0 Psf O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 psf V:01.25-02- AAA7- AZA HC.S: 12-19.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Infonnatlon Provided by the client. The designer dlsclahus 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 Infonnatlon as It may relate to a spe. cl8c project and accepts no responsibility or exerclses no control with regard to fabrica. tion, handling, shipment and instalauon of trusses. This truss has been designed as an indh•Idual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part mf the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic teeords 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) arc continu- ously braced by sheathing unless othervlst. specified. Where bottom chords in tension are not My braced laterally by a properly applied rigid ceiling. they should be braced at a mmtnlum spacing of 10'-0' o.c. Connector plates shall he manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtcalor shall revlevv this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze a continuing responsibility fnr such -1- ficallon. Any discrepancles ate to be put In writing bef- cutting or lahrl-ti.n. places shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fluting wood to wood hearing. Con. nector plate shall be locateri on both faces of the truss with Halls fully imbedded and shall be sym. about the Jofnl unless otherwise shown. A 5X4 plate is 5- wide x 4- long. A 6.<8 plate Is 6- wide x 8- long. SIoLa (bolts] run parallel to the plate length specified. Double cuts on web members sha8 meet at the « ntrold of the webs unless othervise shown. Connector plate sizes are m,nhnm, sizes based on the force shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire entrdant treated lumber unless otherwise shown. For additional Infonnatlon on Quality Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendalions are to be followed In accordance with -Handling Installing & Bracing'. 11IB.91. Trusses are to be handled with particular rare during banding and bundling. delivery and Installation to avoid damage. Temporary and peril-cril bracing for holding trusts 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 rcquued. Normal precautionary action for trusses requires such temporary bracing during Ulslallailon between tnisses to avoid lopp8ng and dominoing. The supervision of erection of trusses shall be under the control of persons csperience.d in the installation of trusses. Professlonal advice shall be sought If needed. Concentratlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wrolght of the creclnrs shall be applied to trusses until after all fastening and bracing is completed. JD: DNYOUKY t-LUUH AU 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 30.0� I ty'p. 1.5X3 4X6 �l.5X3 2X4 1-4-0 4X6 W=3X4 1.5X3 3X10 0-1-8 19 1'8 17 CANT: 3-4-14 1185H 3.50" WO: BBRAF WE: MULTIPLE LOADS -- This design is the cOnposite 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 ..BC...FORCE ... CSI 1- 2 0 0.23 19-18 51 0.24 2- 3 513 0.45 18-17 1496 0.39 3- 4 513 0.45 17-16 1496 0.38 4- 5 -2212 0.34 16-15 2190 0.77 5- 6 -2212 0.37 15-14 2190 0.77 6- 7 -2190 0.59 14-13 1432 0.48 7- 8 -2190 0.68 13-12 0 0.09 8- 9 854 0.38 9-10 854 0.50 10-11 854 0.50 11-4-2 �- 2-0-0 3X6 1.5X3 3X4 L5X3 3X6 L5X3 16 IS r 19-4-6 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 GREENBROOR LMOVIEDOYL-32766 Deign: Arafat Analysis TI: F4 QTY: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 From 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 435N 10 1 3X8 Nr=3X4 2X4 3X4 1-4-0 M. 1z --L 3X4 3X10 1.5X3 14 YVAMINU: 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 nut erection bracing. wind bracing, portal bracing or similar bracing which is a psarl of the building design and which nmst be considered by the building delgnu: Brachtg shiny" Is for lateral support of truss nu, fie" only to reduce buckling length. Provlsfuns must be unade to a,lcimr lateral bracing at reds and specffied locellons determined by the building designer. Additional bracing of the overall structure may be required. (Set. 111B-91 of Ti9). fl'russ Plate Inslf(ute. TPI, is lucated at 58:1 D'Onolno Drive. Madison. Wisconsin 53719). 1447N 8.00" CANT: 1-10-12 ol scale = 0.3460 big. ,lob: : BBRAF Divg: Truss ID: F4 Dsgnr: TL,Y Chk: Date: 1-03-02 TC Live 40.0 psr DurFac - Lbr: 1.00 TC Dead 10.0 psr DurFac - Pit: 1.00 13C Live 0.0 psr O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 nCf t/.)rs no ill 1,- 1- - JOB PA771: C:17EE-LOKVOBSIBBRAF HCS: 11.28.01 DESIGN INFORMATION TILLS design Is for an Individual building component and has been based on Ildommallon provided by the client. The designer dlscb lms any responsibility for damages as a result of faulty or Incorrect Information. specIfIcatlons 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 eremises no central with regard to fabrica- tion• handling, shipment and Installation of musses. This truss has Ixen 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 atgineer), 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 leads. 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 culumu- ously braced by sheathing unless otherwise specified. where bottom chords In tension arc not fully braced laterally by a properly applied rigid eetling, they should be braced at a —finum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTA1 A 653. Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven- flcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Mernbers sllaU Ire cut for light fitting wool to wood bearing, Con- neclnr plates shall be located on both faces of the truss with naps fully hnbedded and shall be sym. about the joint unless oUurwise shown. A 5.4 plate is 5- wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to time plate length specUled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sees are minimum sizes based on the forces shown and may need fo be increased for certain hand- ling and/or erection stresses. Thts buss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'llandl(ng I"t-11119 el Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and inatallaLIOn to avoid damage. Temporary and permanent bracing for holding truss- In a straight and plumb pos- Illon and for resisting Lateral forces shall be designed and Installed by others. Careful hand. bag Is essential and erection bracing Is allays required. Normal precautionary action for busses rryulres such temporary bracing during Installation between LfUsaGS to avoid toppling and dombioing. The supervision of election of trusses shall be under the control of persons experienced in the Installation of tr ,s. Professmnal advice shall be sought if needed. Concentration of construction lards greater than file design loads shall not be applied to trusses at anytime. No loads other Than the wefglut of the erectors shall be applied to truss- until -11- all fastening and bmetug is eunnpleted. -r I OU11,I 1'LVVK /1 t_: 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=-0.2311 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 30.00" typ. 11 1.5X3 1.5X3 3X6 T 1-4-0 WO: BBRAF WE: -- MULTIPLE LOADS -- This design is the All composite O PPRESSIONresult Chordsaremultiple asslmledloads. o 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 —� —� 2-0-0 TI: F5 BTY: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-Lac Type 0- 1-12 760 0 0 BOT PIN 13- 9- 8 1503 0 0 BOT H-ROLL •ram I' � _ � I� i14 760N 3.50" 12 11 1- 16-0-4 EXCEPT AS Sll01VN 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 OREENBROOK CT.OI'IEDO.FL32766 Design: Afarrit Analysis YVAKNINIX READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing O not election bracing, wind bracing, portal bracing or similar bracing which Is a fall of the building design amyl which must be considerrd by the building designer. Bracing shomvn Is for or tat support of mass nendxrs only In reduce buckling length. Pmt•Lsions mast Ix nude to anchor lateral bracing at ends and apr.cllied locations detennbled by the building designer. Additional bracing of the Liv U structure may be required. (See HIB-91 of TPI(. (Truss Plate Institute, TPI• is located al 583 D'Unof to Drive, Madison. WL cousln 5:17 I9). JOB PATH: C.17EE-LOKVOBSIBBRAF 435N T 1-4-0 -__L 3Xt0 L5X3 10 9 1503# 8.00" '{I CANT: 1-10-12 id scale = 0.4182 Eq. Job: D%Vg: Dsgnr: TLY Cllk: TC Live 40.0 Psf TC Dead 10.0 Psf IIC Live 0.o psr 11C Dead 5.0 psr TOTAL 55.0 usf Truss ID: F5 Date: 1-03-02 DurFac - 0. 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:12.03.01- 10682- S TICS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on bdomnation provided by the client. The designer disclaim any responslblUty for damages as n result of faulty or Incorrect'"formation. specifications and/or designs furnished to the truss designer by It,. cdcnt and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion- handling, shipment and Installation of wino- This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engirmer). 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, local climatic records for wind or snow Inds. project specifications or special appded loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc cominu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally, by a properly applied rfgtd ceding, they should be braced at n maximum spacing of 10'-O- o.e. Connector plates shall be manufactured from 20 gauge hot dlplxd galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance wlta the fabricator's plans and to reallm a continuing responsibility fur such veri- flcntlon. Any diserepancles are to be put in writing before cutting or fabrication. Plato shad not be (..failed over knotholes, knots or distorted grain. Members shad be cut for light fitting wood to wood bearing. Con. nector plates shall ire located on both faces of the truss with nabs fully Imbedded and shad be symt. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 pill. is 6' wide x 8- long. Slots (holes) run pamdel 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 stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to A,uSI/TPI 1-1995 i PRECAUTIONARY NOTES Ad bracing and erection reconunendaUons are to be followed In accordance with'Handling Installing R Bracing% 11113-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing f"r holding trusses to a straight and plumb pos- ition and for resBltng lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and donlinoing. The supervision of erecUon of trusses shall be under the control of persons experienced in the Inslalation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design lauds shad not be applied to trusses at any (ime. No loads other than the weight of the erectors shall be applied to trusses until after ad fastening and bracing Is completed. JU. oh r DUK i rLVUK AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP 42 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" Iyp. 11 WO: BBRAF WE: _ This truss *NOT* designed for wind load! ..TC...FORCE...CSI 1- 2 0 0.35 2- 3 -1606 0.37 3- 4 -1606 0.30 4- 5 -1946 0.31 5- 6 -1946 0.44 6- 7 0 0.38 ..BC ... FORCE ... CSI 12-11 1321 0.37 11-10 1946 0.56 10- 9 1946 0.60 9- 8 1319 0.46 5 6-11-8 I 1-10-8 �+ — LSX3 _ �1.5X3 3X6 1.5X3 314 t 1-4-0 I TI: F6 9TYA ==========-===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) 5-11- 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 LSX3 3X6 2X, 3X6 WF-- 112 730# 3.50" I 13-34 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENBROOK Cr.OVIEDO.FL32766 Design: Matrix Aimlysis �.w 3X6 9 vVAKIM111MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcmg shown on this drawing is not erection bracing, wind bracing, (aortal bracing or stinllar bracing which I,., part of the budding design and which must be considered by [hr. building designer. Bracing shown is for lateral support of truss members onh• to reduce buckling length. Ihuvisluns must be made to anchor lateral bracing at ends and specified locations delennined 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'Ono(rlo D,tv, , Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psi TOTAL 55.0 us 730# 6.75" scale = 0.5049 Truss ID: F6 Date: 3-14-02 DurFac - Wr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: a JOB PATH: C:17-EE-LOKIJOBS)BBk4F 11CS: 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 disclairns any responsibility for damages as a result of faulty or Incorrect trdormatlun, specltlmUons and/or designs fumished to the truss deslgner by the client and the correctness or accuracy of this htforrnation as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrim- ❑on, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local cllmaUc records for wind or snow Inds, Project specification 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 euntbw- ously braced by sheathing unless otherwise specified. Where bottom chords I tension are not fully braced laterally by a properly appbed rigid ceWng. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanUed steel meeting AS-M! A 653, Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance wlUm the fabricator's plans and to mllze a continuing responsibility for such verl. Ucavon. Any discrepancies are to be put I writing Ixfore cutting or fob I-Uon. Plates shall not be Installed over Iumotholes, knots or distorted grain. Members shall be cut for tight titling wood to wood tearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejoint 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 speclflei. Double cuts on web members shall meet at the c urold of the webs unless otherwise shown. Connector plate sizes are mlbnum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or ereellon stresses. Tins truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addIU.n.I information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmrendauons are to be followed in accordance with -HandWhg Installing & Bracing', HIB-91. 'Musses are Io be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses I a straight and plumb pos. Won and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling Is essential and ereetlon bracing I,always required. Normal precautionary action for trusses requires such temporary bracing during 1=11aton between trusses to avoid loppWrg and donflnoing. The supervision of erection of trusses shah be under the control of persons experienced I the Istallauon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not lx applied to trusses at any time. No loads other than the weight of the erectors shall be applied to I—- until after all fastening and bracing b completed. JO: DATDUKY I-LU(JK 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 WO: BBRAF WE: This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.05 2- 3 0 0.19 4- 5 1 0.17 5- 6 -140 0.17 ..BC ... FORCE ... CSI 12-11 0 0.16 11-10 -1 0.16 10- 9 -1 0.00 9- 8 140 0.04 8- 7 0 0.01 TI: F7 QTY:1 -=== -=======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 G-1-0 1 2 3 4 5 6 , 2X4 1 rY1 4X6 1-4-0U71 1 2X4 11Xe &�4 '12 11 ' 116N 6.75" 1 345# 8.0011 i.- 2-4-0 5-9-0 EXCEPT AS HOWN PLATES ARE I'L20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. Fin_. 32771 (407) 321-00&1 Fax (407) 321-3913 TOMAS PONCE P.E. I.ICSNSE #0050068 1890 CREENBROOK CT.0yIEDOXI_32766 Derign: ,tfmri,t ArNh'JIr 4[D 3-9-0 Over 3 Supports WlkKIPIUMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this rlmwlng 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 time building do Igner. Bracing slmwan is for lateral support of truss nnrnbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltiunal bracing of the overall structure may be required (See HIB-91 of TPIh rrmss Phle Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:17EE-LOKVOBSIBBR4F Eng. Job: D%vg: Dsgflr: 'FLY Clik: TIC Live 40.0 psf TIC Dead 10.0 psf 13C Live 0.0 psf 13C Dead 5.0 psf TOTAL 55.0 nsf 1-4-0 1.5X3 0-4-0 7 205# 3.50" 0-4-0 1 Sca e(RO1014 I I v 11 Truss ID: F7 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac -Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 11.19.01 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 idvmmtion, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of thts information as It may relate to a spe- cdle project and accepts no responsibility or exercises no contml with regard to fabrica- tion, handling, shipment and installation of muses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be ineorpori led as fart of the building deslgrt by a Building Designer !registered architect or professional englit-1. Wlten reviewed for approval by the building designer. Lite 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 compression chords (top or bottom) are continu- ously braced by sheathing unless otterwtse specified. Where bottom chords in tenslon are not fully braced laterally by a properly applied rtgld ceNng. they should be bmced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Crude 40. unless otherwise shown. FABRICATION NOTES Prior to Iah"mi on. the fobrlcator shall review this drawing to verify that this dmwtug Is In conlom "ce with the fabilcator's plans and to realize a continuing responsibility for such veri- flcatton. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be ]Doled on both faces of the truss with rafts fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate is 5- wldc x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of to webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be Increased for certain hand. Iing and/or ermilon stress". This truss is not to be fabricated with fire retardant treated hunter unless otherwise shown. For additional Information on Quality Contml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing k Bracing"• HI13-91. Trusses are to be handled with particular care during banding and bundlin& delivery and Installation to avoid damage. Temporary and permanent bracing for holding tmases In a stmlght and plumb pos. Itlon and for resisting laleml forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing is always requied. Normal pre©utonary action for truss" requtr" such temporary bracing durtg Installation between trusses to avoid toppling and donilnoing. 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 Inds shall not be applied to trusses at any time. No lo.•nds other than the welght of the erectors shall be applied to trusses until alter all fastening and bracing is completed. JD: t$AYt$UKY t-LUUK AC: 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=-0.01n1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 1-4-0 WO: BBRAF 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 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.5X3 %VA _ 211# 6.75" 3-9-0 - EXCEPT AS SHONNW 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.0%IEDOXI-32766 Design: Afmrit Annfvsis 4X6 111IAKn1Mi: 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 bmcing or similar bracing which Is a part of the building deslgri and which must be comidered by tine building designer. Bracing shown is for t"leml support of truss inenlbem only to reduce buckling length. Provisions m ct 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. ISce HIB-91 of Tilt). (Truss Plate Institute. TPI. is located at 583 D'Onof io Drive. Madison. Wisconsin 53719). JOB B4TH: C:17'EF.-LOK1JOBSIBBRAF u 1-4-0 1.5X3 0-4-0 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 40.0 Iysf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTA L 55.0 usf 235# 3.50" I 0-4-0-0 1 (R0-4-0) 1 scale = t.5750 Truss ID: F8 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.01n Design Criteria: TPI Code Desc: 11CS: 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 dlsclabns any responsibility for damages as a resuh of faulty or Incorrect Information. specifications and/or designs famished to the truss designer by the client and the correctness or accuracy If this information as it may relate to a spe- c81c project and accepts no responsibility or —miles no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as nn Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with to local building codes, local climatic records for wind or snow loads. project spectnmUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise sp mined. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should he braced at a marfrnum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mccu ng AS-rM A 653. Grade 40. unless otterw•Lse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revinv this drawing to verify that this drawing is it confomnance with the fabricators plans and to realize a continuing tesponstbany for such veri- fication. Any discrepancies are to be put In writing before cw ling or fabrication. Plates shad not be Insraded over knotholes. knots or distorted grain. Memers bshall be cut for light fitting wood to woad bearing. Con- nector plates shall be located on both faces of the buss 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 (hotel) ton parade] to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otll r vl a shown. Connector plate sizes are mmfmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection slresses. This truss is not to be fabricated w7t cated t the retardant treated I'll unless otherwise shown. For additional INonnation on Quality Control reler to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recotnmcndatlons are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Tmsses are to be handled with particular care during banding and bundling, delivery and Insinuation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for reslsldng lateral forces shau be designed and installed by others. Careful hand- ling is essential and erection bracing 1, always required. Nomual precautionary action for trusses requires such temporary bracing during Ins(a11a0on between trusses to avold loppU ng and dominoing. The supervision of erection of tnisses shall be under the control of persons experienced In the installation of trusses. Professional advee shall be sought If needed. Concentration of consL—lion Imds greater than the design Imds shall not be applied to lmsses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JD: DAY DVKY ILl1UK AU TOP CHORDS: 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- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 30.00" lyl). 6X8 4-0-1 2-0-2 �- 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 4 WO: BBRAF WE: This truss *NOT* designed for wind load! ..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 3X4 3X4 J �g 1.5X3 3X4 3X4 0-3-0 4UON 3.00" 0-3rail (Res-3-0) I 1� 7-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPI-PI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOit Cr.OV1EDO.1`1_02766 Derign: Nmru Arm/vrir U1►HKIVIIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Ls not rrection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding, design and whidn must be considered by the building, desigler. Bracing shown U for late-] support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing nt ends and specified locations deterrnmed by the budding designer. Additional bracing of the overall structure may be requbed. I.See IfIB-91 of Tpl). (Truss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Aladtson. WLsmnsin 53719). JOB PATH: C:ITEE-LOAIIOBSIBBRAF Eng. Job: - Dwg: Dsgnr: 'rLY Clik: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf 11C Dead 5.0 psf '1'0'I'A1, 55.0 DSf 0-3-0 400N 3.00" 03-0 (Rif-3-0) scale = 0.8204 .. v. vvnrar Truss ID: F9 Date: 3-14-02 DurFac - lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 12.19.01 — •• rtvty This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any resparsibllfly for damages as a result of faulty or mcorocl Information. specifications rind/ur designs furnished to the truss designer by the client and tilt corrcclrless or accuracy of this information as It may relate to a spe- edle project and accepts no lesponslUWty or conrol whir regard to fabrfea- UOn. handling, shipment and Installation of trusses. This suss has been designed as an bmlh•Idual budding component In acmrinn= avid kNSI/lpl 1. 1995 and NDS-97 to be Incorporated as rx t of the building design !ry a Building Designer Itcotered archltect or professional :ngineerl. When reviewed for approval by the rulldtng designer, the design handbags drown Host be checked to be sure that file data shown ire In agmerncnt ivith the local bu0ding codes, ocnl climatic records for wind or snmv loads, rrojecl. specifications or sp-W applied loads. 7nless shown, truss has not been designed for "'age ar oeenpancy loads. The design assumes nmpresston chords (top or bottoml are conWru- ,usly braced by sheathing unless oder wise peclfled. where bottom chords In tension are rot fully braced la(c.1hr by a properly applied igid ceiling, they should be braced at a aaslmwn spacing of 10'-0• o.c. Connector dales shall tie manufactured from 20 gauge hot ]plied galvanUed steel neetilg ASTM A 653. 'grade 40, unless otherwise shown. MRICATION NOTES rfor to fabrication, the fabicalor shall rcvtc,. its drarvuag to verify that tills dma•tng Is m rdomence wi I the fabriwlor's plans and to "I'm a continuing responsibility for such ven. tiun. Any discrepancies are to be put In Ling before eulttng or fabrication. tees shall not be installed over knotholes. ols or distorted grain. Members shall be cut light nl Ling wood to wood bearing. Con- cLor plates shall be located on both faces of truss with raa0s fully bnbedded and shall be about the joint unless ntlervbe shown. A plate Is 5• tide s a- long. A &<S Plate 1, 6- e.v 8- long. Slots (holes) run parallel to pl le length specified. Double cuts oar web mien shall meet at the cenLrold of the webs ess otherwise shown. Connector plate sizes olintmwn sizes based on the force. shown may [iced to be Increased for certain hand - and/or erection stresses. ThIs truss is not tie fabrlcaled with fire retardant lr-Lcd 'her unless otherwise shown. For acIdIU.-.1 If,nnotion an Quality Control refer to ANSI/IV] 1-1995 )ECAUTIONARY NOTES rating and erection recommendations are followed m accordance wllh -dandling -Ring A Brachag% 11IB.91. Trusses are to handled with particular care during banding bung. delivery and Installation to avoid gedlin . Temporary and permnnenl bracing Soidurg trusses In a sleight and plwnb pua- i and for resisting lateral forces shall be ed and InslaOed by others. Careful huad- essenllal and cr eetlon bracing Is always ed. Nomwl precautionary action for es "club" such temporary bracing during lion between trusses to avoid toppling �dominoing. The supervision of ereelton of fees shall be under the control of Pcrsoru rdeticcd In the Installation of trusses. �ssslonal advice shall be sought if needed. l nlmtlon of eonslrucllon luads gleater the deslgn loads shag not be applied to es al any tine. No loads other than (tie �t of Ilre creches sha11 be applied to es unit .. a _l after all fastening and bracing l 'ivr CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP V WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP #3 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 L5X3 3\4 1.5X3 1.-SX3 3X4 3X4 1.5 X3 T 1-4-0 3X3 — 3X4 3X4 I� 3 X3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! -TC ... FORCE ... CS I .. BC „ -FORCE ... CS I 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 _d I �_ 0-3-3 TI: F91 V`— QTY:I ===Joint Locations============___ 1) 0_0- 0 2) 1- 6- 4 5) 4-10- 2 9) 2-11-12 3) 2-11-12 6) 6- 4- 4 10) 0- 0- 0 7) 6- 4- 4 4) 3- 4-12 8) 3- 4-12 ----MAX. REACTIONS PER BEARING LOCATION—_ X-Loc Vert 0- 1- 0 393 Horiz Uplift Y-Loc Type 6-10- 4 343 0 0 BOT PIN 0 0 BOT If -ROLL 10 343# 2,00" 9 0-3-3 (110-3-8) I I� 6-4-4 EXCEPT AS Sllo11,N PLATES AR13 TL20 CA TESTED PER ANSI/Teal 1-1995 CMaronda Systems 4005 MARONDA WAY SANFORO, Fl.. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOIL CI'.011EDO.FL237G6 Design: Sfnrria Ana1j'.t/r "r+R1111V%i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: wh Bracing shown 0" I .t"s drawing Is 'let en-11-i bracing, wind bracing. Porlsl becbrg or slmdar bracing maich Iis s a part of the building design and which must be considered Ica• the buildbag designer. Bracing a to anchor L tleral brae of Inrss member only to induce buckling length. Provnsluns naust be mg at ends and spee8fed locations determbled Iry the bulldbig designer. (Truss Plat bracing of file ovea8 structure Her be lequbed. ISce HID-91 of 7 Pll. (Truss Plate Institute. TPI. is located at 583 D'Onolifs Drive' Madisau, tl'Lcor�br 53; lo). J017 PATH.- C:17EE.L0KV0B5J8BRAF Eng. Job Dtvg: Dsglir: TLY Clik: TC Live 40.0 psf TC Dead 10.0 psf 11C Live 0.0 psf 13C Dead 5.0 psf 'r0'rAL 55.0 usf 343# 2.00" 0-3-8 (RO-3-3) scale = 0.9653 W : BBRAF Truss ID: F91 Dale: 3-13-02 DufFac - Lbr: 1,00 DurFac - Pll: 1.00 O.C. Spacing: 24.0" Design Crilelia: TPI Code Dese: 4 11CS: 12.19.01 FORM-6010A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: BAYBURY Builder: MARONDA HOMES Address:15q MWA Colony Wain Permitting Office: City, State:a ft, J 1 Permit Number: Owner: ELECTRIC 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 emits, 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 264.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 fe _ a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SI-IGC - single pane 0.0 ft' _ _ HSPF: 7.40 d. Tint/other SI IGC - double pane 0.0 ft' b. Electric I -feat Pump _ Cap: 28.8 kBtu/ltr S. Floor types _ _ I-ISPF: 7.50 a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A _ b. Raised Wood, Adjacent • R=1 1.0, 400.0ft' _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int hrsul, Exterior R=4.2, 1132.0 ft' _ _ FT: 0.93 b. Fume, Wood, Exterior R=1 1.0, 1180.0 fe b. N/A _ c. Frame, Steel, Adjacent _ R=11.0, 180.0 ft' d. N/A _ _ c. Conservation credits e. N/A (I-iR-Beat recovery, Solar 10. Ceiling types _ DIP -Dedicated beat pump) a. Under Attic R=19.0, 1680.0 fP _ 15. I-IVAC credits P'I', b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, _ c. N/A I -IF -Whole house fan, 11. Ducts _ P'r-Programmable 17rermostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. Sup: Unc. Ret: Con. AI I: Interior Sup. R=6.0, 150.0 ft W-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 33395 PASS Total base points: 38106 I hereby certify that the plans and specifications covered by this calculation are ' compliance with the Florida Energy Code. a . PREPARED DATE: 2�03 - I hereby certify that i building, as designed, is in compliance with t e e. OWNER/AGE DATE: _ i U N 1 2323 - Review of the plans and T sT aT�o specifications covered by this tioF = calculation indicates compliance ywP,,,,'- with the Florida Energy Code. ' Before construction is completed-. v this building will be inspected for compliance with Section 553.908 Florida Statutes. cow WE �UILDING OFFICIAL: DATE: EnergyGaugeO (Version: FLRCPB v3.21) FORMICOOA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2818.0 25.78 13076.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 14.0 10.0 59.31 1.00 590.6 Single, Clear E 1.0 6.0 24.0 59.31 0.97 1381.3 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 12.0 10.0 53.47 1.00 532.3 Single, Clear W 1.0 14.0 24.0 53.47 1.00 1278.4 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 As -Built Total: 264.0 14350.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 180.0 0.70 126.0 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 2312.0 1.90 4392.8 Frame, Wood, Exterior 11.0 1180.0 1.90 2242.0 Frame, Steel, Adjacent 11.0 180.0 1.00 180.0 Base Total: 2492.0 4518.8 As -Built Total: 2492.0 3735.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1576.0 2.13 3356.9 Under Attic 19.0 1680.0 2.82 X 1.00 4737.6 Base Total: 1576.0 3356.9 As -Built Total: 1680.0 4737.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 400.0 -3.43 -1372.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Base Total: -7668.4 1 As -Built Total: 598.0 -5596.2 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: 53732.7 Summer As -Built Points: 57689.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 57689.2 0.551 (1.000 x 1.150 x 0.90) 0.310 0.950 10078.9 53732.7 0.4266 22922.4 57689.2 57689.2 0.449 1.00 (1.079x 1.150x0.90) 0.310 1.076 0.310 0.950 0.950 8199.8 18278.7 EnergyGaugelm DCA Form 600A-2001 _ EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2818.0 5.86 2972.4 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 14.0 10.0 9.96 1.00 99.9 Single, Clear E 1.0 6.0 24.0 9.96 1.01 241.2 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 12.0 10.0 10.74 1.00 107.4 Single, Clear W 1.0 14.0 24.0 10.74 1.00 257.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 As -Built Total: 264.0 2653.5 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0 Base Total: 2492.0 4948.0 As -Built Total: 2492.0 6518.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6 Base Total: 1576.0 1008.6 As -Built Total: 1680.0 1461.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 400.0 -0.20 -80.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Base Total: -456.2 1 As -Built Total: 598.0 1215.0 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2818.0 -0.28 -789.0 2818.0 -0.28 -789.0 Winter Base Points: 7853.8 Winter As -Built Points: 11261.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 11261.7 0.551 (1.000 x 1.160 x 0.92) 0.461 0.950 3002.4 7853.8 0.6274 4927.5 11261.7 11261.7 0.449 1.00 (1.068x 1.160x0.92) 0.455 1.103 0.458 0.950 0.950 2410.0 5412.2 EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugeVFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 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 4927 10256 38106 18279 5412 9705 33395 PASS EnergyGaugeTm DCA Form 600A-2001, EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: 1 . 1 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 12erimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. F,A-22 CITHFR DRGcrPioTivc RAC Ae11CCQ i. .._. L__ __ ______ _._ _.. .. . . COMPONENTS SECTION uv all 1a,1u1v11GC,. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge'' DCA Form 60OA-2001 EnergyGauge(@/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 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 (W) 2818 W c. N/A _ 7. Glass area & type _ a. Clear - single pane _ 264.0 fi' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' _ _ HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 ft' b. Electric Heat Pump _ Cap: 28.8 IcBm/hr _ S. Floor types _ HSPF: 7.50 a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A _ b. Raised Wood, Adjacent R=1 1.0, 400.0W _ 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 W _ _ EF: 0.93 b. Frame, Wood, Exterior R=1 1.0, 1180.0 fe _ b. N/A _ c. Frame, Steel, Adjacent R=11.0, 180.0 f1' _ d. N/A _ c. Conservation credits e. N/A (I IR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1680.0 ft' _ 15. FI VAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventitation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Con. ReC Con. Ali: Interior Sup. R=6.0, 150.0 ft RB-Attic radiant barrier, b. Sup: Unc. Ret: Con. AH: Interior _ Sup. R=6.0, 150.0 ft NIZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code [�? ant feat Builder Signature: >, Date: Address of New Home: City/FL Zip: �OQ THE STglFpr *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 EnergySlaYMdeslgnatlon), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGaugeJ (Version: FLRCPB v3.21) 1 Ji 1 1 V I-4 WYaync WINDL CAD SPE-CIFICA TION 0108 13 on MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 13 GA HORIZ ANGLE t 054" HORIZ TRACK APPROVED SIZES: 9'-0" MAX WDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST I �f a.: ' OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET q �" NEGATIVE PRESSURES. .pl I cam_•• r " 4. U-BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"0 HOLE IN TRACK FOR YIELD OF 80 KSI J8-US BRACKET " ATTACHMENT 5. TRACK, AND DOOR STEEL TO + • `•' HAVE A MINIMUM YIELD OF 33,000 -=• PSI. (i) JB-US BRACKET LOCATED � AT EACH ROLLER LOCATION • - 6. OPTIONAL - .080" (MIN) EXCEPT TOP BRACKET ROLLER ALUMINUM LOUVERS WITH HIGH (P/N 125139). IMPACT STYRENE FRAME MAY BE -- LOCATED IN THE END PANELS OF `` ! THE BOTTOM SECTION. �•. � 7. LOCK OR OPERATOR IS • _ REQUIRED. i,::i 5/16x1-5/6" 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH ELEMENTS SHALL BE THE BRACKET 1 a- RESPONSIBILITY OF THE I PROFESSIONAL OF RECORD N .FOR THE BUILDING OR STR-b,CJURE AND IN ACCORDANCE.:, WI TH ;P,,9RREN T .054" VERT TRACK C9 • BUILDING COPES-••F0?J/T ,�2%;LOADS LISTED ON :Tf-tl'S;'OF�'A1MIi��r.••;�-•, 1/4-20x9/16" TRACK .: , - '• :. BOLT & 1/4-20 HEX :. NUT AT EACH J8-US Approved:' BRACKET � JU95 A004SON ORPENVC6I FL 4j2 14 _ •' FlORIOA' CERT1F1�1f1dN(NO': 0048489••; `':;'�� :, •, 'NO_•Oj8519 i GEORGL)�,'.E"17ICAJ10N NORhL.ClROUNh ,CERTIFlG:110N' NQ`O�JEJ6 Date: OP TION COOS. 0:108 REV. P WM 9 ' x 14 • MAX 4 4 PSF 1 OF 4 TRACK END HINGE TOP BRA CKET REQUIREMEN TS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8•• TEK SCREWS (P/N 141668) ►1 14 GA WIDE BODY HINGE i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4-20x5/8" TEK SCREWS • g° I END HINGES g . /`U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT•L) LH �j r. RH END HINGE N YLOp1.-ROLLER (P/N 2 70791) ® \ B0-r BRACKET \ (P/ H-2.70;54 & LH-210,155) TEK CREWS 't(P,/N 100507. A"roved: W.S. Wlwn, P.E r 3395 AOOISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCLA CERTIFICATION No. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 - 5-- o ( 16 GA END STILES—' (20 GA CENTER STILES) OPTION CODE. 0108 1 REV:- P I WM 9' x 14 ' MAX 44 PSF 1 2 OF 4 U-BAR L OCA RQNS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN f 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6` THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN b j (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE j'. �11 C•J �JI� ��:i 1 Approved: 3395 AQO14' OR.; 'PNAcd �325,j pi:;', ELORIDA ,CERUICAT10N NO. 0048489 : u ti ::•. CE0aiA CER-nF)CATION;?4Cf)OT8514 L- �••: ..::.. NORTH';CNMNA Ct0hCAT10N NO rE113g36;.: o Date: OPTION REV. P - WM 9 ' x 14 ' MA � 4 4 � �F i OF 4 Wind Load Test Report Report # 0 108 P February 1, 2001 TES'i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (I) The door was pressurized for l0 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWTNG NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Wayneiviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and A6wers;;GAl3(Ql27). APPROVED-OP-1-30NSI.� Based on ofher"`res > t'irly 'qu'K. le _'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: (/ . - [/�y� f1 - �' y � � +�/��j y ,pqU� `{i►' � {tlt eE pi p/1 yy� � 1' M.�' h.: Y`G '1 t� r C O U l SIT i U I LDIN `v V i i.)7ON W. 1.7 00 3395loci• DrrPp .Adai - ' "" , r�tcoka;_FL �'�1,4.... t:;. `� ^' E Florida Cer4.rla..OD�I$.4$.'' •.�,'cia�ta.7 `� G.� ;� sue+ Q Georgia Ce., N'0,,�1t8S1- r r- � North Carolina CYrt Nd. 01•33� • o Wayne WINDL OAD SIDSCIFICA %lON 01/0 joalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL 16'-0" MAX WIDTH X 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" DESIGN PRESSURE: POS. 27 PSF DESIGN PRESSURE: NEG. 29 PSF �� 13 GA HORIZ ANGLE NOTES. } 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND i REGARDING THE ADEQUACY OR °gib INADEQUACY OF THE GLASS IN THE 067" HORIZ TRACK 1 1 I TEST SPECIMEN MAY BE DRAWN r FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16" r TRACK BOLT' & (2) 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SSB �•;.= GLASS WITH OPTIONAL INSERTS. I S' 3. VINYL OR WOOD DOOR STOP (NAILEDON 5/16"x1-5/8" LAC 6" CENTERS) MUST SCREW AT EACH y �. OVERLAP TOP AND BOTH ENDS OF JB—US BRACKET 9 PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. s �: 4. U—BAR TO HAVE A MINIMUM y. YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/32"o �. HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB-US BRACKET m YIELD OF 33 KSI A653 G-40 ATTACHMENT r: 6. 26 GA DOOR FACER STEEL TO:. 1 /4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & C , 1 /4"-20 HEX .01 R' 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US BRACKETS--- IMPACT STYRENE FRAME MAY BE :l LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB-US BRACKET �I i LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP 8. LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE c7 THE RESPONSIBILITY OF THE 067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN N ACCORDANCE WITH CUf?RENT BUILDING CODES FOR:'THF LOADS ° a LISTED ON (I) JB—US BRACKET LOCATED — a AT EACH ROLLER LOCATION Approved: EXCEPT TOP ERACKET ROLLER W .vllso�. r ;.'�7 C_• _ � .i (P/N 125'13S). L� -AOQI�ON+OR:•PEN,�CO FL Fatid. ,��1biJrCo01l�f89: c=RcA-ZfffnF1ClnON lib. 018519 — NCitTFifR'�F'6(ION NO. �' .. Date: -0•,_c;� - - OPTION co ,,,r� REV. P7 WM 75' x 74' MAX, +27 —29 PSF 1 O.F._ 4 TRACK END HINGE TOP BRA CKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) I 20x5/b TEK SCREWS (P/N 141668) ARROW BODY HINGE i� -k (4) 1/4"-20x5/8" SELF -THREADING SCREWS f T .\ " 1 �`• (2) 1/4"-20x5/8" / \ 2" NYLC W/ 4 1, TEK SCREWS ALL HINGES (P/N) 1END jo QWIDE BOC ;'7/16" PUSH NUT AT EAC HINGE (P 4 ,!ROLLER (P/N 243341) BILL OF 1 t• » LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 G. OR HINGES U-BAR H �F HIN r RH END HINGE (3) 1/4"-2 TEK SCREW (P/N 100! Approved: W.S. Y !son. P.E. 3395 ADDISON DR, PENss.,AC0" FL 32514 I FLORCA CER IFICATION NO. 0048489 9 ' CEORCiA COMF1C11)ON NO. 018519 NORTH CVMNA CU I'rATION NO. OUP-16 / Date: 4'-2 9- o 20 GA CENTER STILES CUIIUM CKACKLI `16 GA END STILES (P/N RH-270354 & LH-270355) OPTION CODE 0110 REV.' I P1 I WY 76' x 14' MAX, 4-27 -29 PSF 12 OF 4 U-BAR L OCA BONS NOTE' MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3- 20 GA 80 KSI U-BARS LOCATED AS SHOWN 0 t` 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN % �.. I I (2) 1/4 20x5/8" TEK SCREWS ATTACH AT EACH STILE A roved: PP .,t. '� 1I r' 3J95,;fL;ZC DDISON DR..- L� •FG`32515 '..- eRIDA C NN r :• - :.l(.'',' NTK. DM ?krCFRTfMT1o"r 023636' Date:: -o! >.�' P.4 ". 1-, 1;;7P ,,7tl-4, C R q OPTION C'�3d��,,,I 1�?1,O,;, ,•. REV.• P1 WM 16 x 14 MAX, -1-27 -29 PSF ✓ J OF 4 CENTER STILE & INTERIVEDIA.TE HINGE L OCA TIONS W W W W W Approved: ORANGE COUNTY B U H D�-D W S. Wilson, P E ' 3395 ADDISON OR., PONSACOLA. FL .32514 FLORIDA CE3MFICAnON NO. 0048489 CEORCA CfRT1F'.�CAnON NO. M519 NORTH CkROUNA COMMATION NO. 023836 Date: T-z8-0t _ OPTION CODE- 0770 1 REV. P1 I WM 16' x 14 MAX, 4-27 -29 PSF 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUTREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTIVI-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;•�L. Product was installed with tools and hardware as norinally done in the field and per specifications outlined in the attached drawing. Two 518" duck blocks were placed under the door at the edge, centered under the end stile6, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximiun deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER 0110 P TEST DATE: February 22, 2001. Temp'71° F. PRODUCT DESCRIPTION: ' 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 3..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SD/OIARJTY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have J.ess loading at equivalent pressures due to the decrease in area. Doors heights are approved, to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•�rid• ?_ns� 'is IGA 13(Q 127). SO, APPROVEOPTIO� t D? Based on o_ er tes b uiGi11o' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. n. W _ o J t i C.:1 rt> L . 4 !� ':.y c ,4v .'•. C "� �t i �° C _ �' S. Wilson, E� r 3395 Addison.Dr,'Pensacotd FLU 25f4 ¢ r Florida Cert No.,Ari Georgia Ccrt'No. Uyi;,�y , ;�• E �K r1 �J Wagne Dalton MODEL: S TYLE: DESIGN PRESSURE: WINOL OAD SPEECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0" MAX HEGGH RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSS GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE ,BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. (D C14 Ui r''1 a) CV d z a. Approved: 5�4 W.S. Wilson, P.L 3395 ADDISON DR., PENSACOLA, FL 32514, FLORIDA CERTIFICATION N0. 0048489 GEORCIA CERTIFICATION N0. 018519 NORTH CPROUNA CERTIFlCATION NO. 02236 Date: 4'-2 8 -o OPTION CODE.• 0103 1 REV- P 1 MASTER PLAN 13 GA HORI Z ANGLE ---\ 054" HORIZ TRACK (2) 1/4-20x9/15" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JS—US BRACKET ATTACHMENT (1) JS—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAG SCREW AT EACH JB—US BRACKET 054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JS—US BRACKET WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRA CK, END HINGE; TOP BRA CKET REQUIREMENTS 1/4-20x9/16" TRACK ° \ BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I i TOP BRACKET (P/N 108077) ° (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE i - (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) SCC # o —010 (40 MA I I i i I (2) 1 /4-20x5/8" TEK SCREWS - q ALL END HINGES 9 . 'Q 3" 20 CA '0• U—BAR " "�k WIDE BODY HINGE , (P/N SEE BILL OF MAT L) NYLON ROLLER (P/N 270791) I ® \ ® 'I � 9 BOTTOM BRACKET \ (P/N RH-270354 & LH-270355) (3) 1/4-20x7/8" TEK SCREWS (P/N 100507 \ Approved: ws. wo.., P.E. Q95 ADDISON OR., PENSACO" FL 32514 FLORIDA CEriMFICAT10N NO. OG48489 GEORGIA CERTIFICATION N0. 01 B519 NORTH CAROUNA CETMFICATION NO. 023836 Date: q -z8 _o/ 16 GA ENO STILES (20 GA CENTER STILES) OP T/ON CODE.' 0108 I RE V. P 1 I WM 9' x 14 ' MA X 4 4 PSF 2 OF 4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN S, ��.-obi MA' HRLI 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, Pi 3395 ADDISON DR., PENSACOLA FL 32514 FLORIDA CSMFJWoN N0. 0048489 GEORCIA CET UICAT10N NO. 0111519 NORTH CAROLINA CERTIFICATION 80. 023836 Dote: 9 - .Z 9 - of OP TiON CODE' 07 08 1 REV P 1 1 WM 9 ' x 14 ' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P1 ST REQUIREMENT: February 1, 2001 TE ►e doormust remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P ®TEST DATE: January 25, 2001. Temp 64' F. 7ODUCT DESCRIPTION- .0 1. WayneMark Model 8000, 9x7, 4 section. _ Sc,C 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. TF �A� 1 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b ' e uivale jrne: t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. am W.S. Wilson, P.E. 9-28.01 3395 Addison Dr.,.Pensacola, FL 32514 - - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 zP_ c0 rn rn CV 0 z wagne Ijalton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIRCA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIOTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # 0,2- 00(p MAXIMUM SECTION WIOTH 21" NEG. 29 PSF I.i1 kllm$Tz4 NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSS GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. ��"�e_z � Approved: W.S. Wilson, P.E 3395 AOOISON DR., PENSACOLA, FL 32514 FLORMA CERTIMATION NO. 0048489 GEORCIA CERTIFICATION No. 018519 NORTH CAROUNA CERTMcATION NO. 023836 Dar-e: ?-29-01 067" HORIZ T (2) 1/4"-20x9 TRACK BOLT & 1/4"-20 HEX 5/16"xl —5/8" L SCREW AT EA JB—US SRACX DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACIK A TTACHME 1 /4"-20x9/i 6" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US-BRACKET (1) J8—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIG 067" VERT TRA (1) J8—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLU (P/N 125Q3 OPTION CODE.- 0110 I REV. P 1 I WM 15 ' x 14 ' MAX, f 27 - 29 PSF I 1 OF 4 TRA CK, END HINGE; TOP BRACKET REQUIREMENTS SCC# oa-0-64 MASTER PLAN 1 /4"-20x9/16" TRACK — SOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) NARROW BODY HINGE (4) 1 /4"— 2Ox5/8" SELF —THREADING SCREWS (2) 1 /4"-20x5/8" 4YLO 2"ROLLER W TEK SCREWS ALL /►/ / / END HINGES e 0 (P/N) 108135 7/16" PUSH NUT AT EACH ROLLER (P/N 24-3341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH FNO HINGE Approved: J/ WS. Wilson, P ; 3395 ADDISON OR., PENSACOIti FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION N0. O18519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 4 —.Z 9 — o ad WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR P.H ENO HINGE (3) 1/4"-20x7/8" (P/N RH-270354 & LH-270355) 04m L 20 GA CENTER STILES 16 GA END STILES vr•-//Uiv LIUUt.' U/7U I REV.' P1 I WM 10" x 14" MAX, *27 -29 PSF1 2 OF 4 U-BAR L OCA TIONS 77,R]", NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SGC # y:..b 2_0o G MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1 /4"-20xs/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Y ii1son, P.E. 3395 ADDISON OR., PENVML . FL 32514 FLORIDA CERTIFICATION. N0. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: q of OP 77ON CODE.-' 0110 I REV PI I WM 16 ' x 14 ' MAX, -7L27 -29 PSF I i OF 4 CENTER STILE INTERYE DIA TE HINGE L OCA TIONS O 16' 0 ,03TER PLAN L �'l MWAI I Approved: ws. Wilson, P.E. 3395 ADDISON OR- PENSACOIA. FL 32514 FLORIDA CESMMAT10N NO. 0048489 GEORGIA CSTWICATION NO. 018519 NORTH CAROUNA CSMFCA110H NO. 023836 Oate: Q- z o -01 OPTION CODE.- 0110 1 REV- PI I WM 16 ' x 14 ' MAX, f 27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 0 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows frill movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The Maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C /I'.it 0.2 - op 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based ono er tes b ' rival Aluuminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilson, P.E. 9-_27e _o( 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 004S489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): Vx4" 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. if. Governmental Product Approval: Agency Initials/Date Agency Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NO RANDE}; PAGE 29 ° ° ° ° d ° SEE CHART FOR e4 c4 as n a . a J. af —FASTENERS --�111 1 CAULK TOP — OF MULL — 3/8"MIN. #10 •X 3/4" TEK SCREW i WINDOW i _ J i HEAD WINDOW JAM 5/8" 7/8" lx3 MULLION (XFLA-26-1) ix4 MULLION (XFLA-39) WINDOW 5/8^ JAMB ##10 x 3/4` i TEX SCREW �\ 1 CAULK BOTTOM OF MULL PRECASTED SILL FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" lx3 MULLION (XFLA-26-1) Ix4 MULLION XFLA-39) WINDOW 1 SILL i 3/8-MIN. ' 3/4"MAX SEE CHART FOR D • FASTENERS - MAWAGTURER NAM: oRA�►ri� MAsTEit '/ - NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 8083 T8, OR 0083 T5. (( // CHARI ES A ' PCON PA API, P.E. 2) WHEN ONEACHEIS ONE CI E L EC, THE TAPCON SHALL 1BE') FL D TE:E3%21/02D121 3) CONCRETE COMPRESSIVE STREN-PLACED ON MULUON CUP GTH =3.000 PSI AT 28 DAYS. � NORnNn�x PACE 30 NOTES: 1) ALL AL OR 60E 2) WHEN - ON EA( PLACEI 3) CONCRI AT 28 CHARLES FL REG DATE CENT" MANUFA t� MASTER DW SILL SH HEAD DW SILL iH HEAD � lvvrcx)vli�x PAGE 24• 9 ��INI � r !=ACTURER . NAME,.- ---ors--a o T(2) ®10 x' i-3/4 Pll-SUS INTO 2 x H R 3/18'0 x 2-3/4` TAPCON THRU 1 BY BUCK. (SHOWN) WITH A 1-1/4` MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO -2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. • v Ea .,a (2) 010 x 1 3/4' PH-SMS DM 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK �_ STEEL REW. ALL io PANELS k 60.0 D. P... OPTIONAL 2 BY WOOD BUCK No. OF I No. OF NCHORS ANCHORS 147.976' Bo' ., 46 4e sD24 --I- (4) 46 a 46 48 le 6 I62750' 67.6 67.5 24 8 1IL976' �' (a) 67.6 57.5 IB B 76.5' 67.5 . 57.6 10 0 • 128 80• 58.7 68.7 20 6 B1825 (2.5) 55 a 66.6 to e 201• 0B" 18 45 � IO ' 147 m- (4) 46 Y4 10 88.5' 16 46 IB IO 152.768" 4aB t8.0 E4 to iu.776• Re' (9) 5S5 516 18 10 T5.5' 55.4 aa.4 18 IO le8• oe• a4.6 64.6 20 10 19.825 (2.6) 04.5 64.5 to . 10 Na# IN PARENI MM DMMLM PANEL SIZE WIDTH =-E Ri FEET. QTPVI OLn�ro SHIM As REQUIRED TYP. JAMB. SE( WOOD SHIM (SHOWN) OR MUDD TRACK AS REQUIRED 1 BY 2 BY MIAM1 APPROVEDDADEzTAPCON ONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. a - NOTES: I SHIM AS REQUMED,. MAX SHIM STACK 1/4`. 2� ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063-75- OR T6 WITH TYPICAL' -WALL THICKNESS OF' 0.62' . 3 USE HIGH QUALITY -CAfff v BEHIND' WINDOW FLANGIi ° a 4 GLASS THICKNESS BASED -ON TABLE E1300 GLASS ° CHARTS, AND MAY VARY DEPENDING ON SIZE. 8) THE RESPONSBiII1T.Y FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES -OR OTHER SAFETY IIEADER AND' SILL SECTION sEURDtuarc o oR cOLEELLYi� WITH � ARCHITECT, TYP. 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI AT 213 DAYS. IV 1/4' SHIM --( MAX so, (4) 80' 00' (2.6) ee• 96 (8) se' (-a) 11PERED cuss • GLASS DOOR (L Q) W IIlIALYSIS CHART No. OF DESIGN LOAD ANCHORS Ha OF ANCHORS O N i ti CAPAC1rY-PSF PO.SIIIVE 11MAMiHEAD h ITtAYE Q Q sw ee.7 IAHB A w eR.4 yo 80.7 6 88.4 Y4 ee.7 M4 !8 6 N 11 8a7 77.4 24 Ba7 BE6 18 ea7 8 Q) O e9 a 1e e rrIwMw4; ea7. 769 an 847 7a3 e Q 60 80 50 10 to !L ^, 0 60 18 10nI Q' -66.3 85.3 24 10 6e.T 71.9 19 l0 66.7 73.8 15 10 85.0 e5.0 20 8&7 85.2 10 10 O (2) 3/18`0 s 2-3/4` TAPCON y b OR MIAMI DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR N p V g+ a ANCHOR SPACING. 1p a w4c a �� 4 WW o= X PAM X PANEL X PANEL X PANEL X PANEL X PANEL (2BY2)� i� ,yn�c t. >�4w (4BY2)nm xw m1�g�_A7row NORANDER PAGE 23 (2).#10 x 1-3/4' PH—SMS INTO 2 BY RUCK OR 3/16'0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) ®10 x 1-3/4' FH—SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 2 BY WOOD BACK i2) 010 x 1 3/4' PH—SMS INTO 2 BY ' SEE ELEVATION /FOR ANCBHORESPA NG. 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX xxxx ALL 30 �6" x 591/2 " 53.3 55.8 10 16 18 361W x 591/2.. 49.8 49.8 12 18 6 30 �6` x 791/2 " 49.7 49.7 10 11 16 22 6 36 �6" x 791/2 " 45 45 12 20 . 8 18 22 8 SERIES 500 ALUMINUM S[JDIJG GLASS DOOR ALL OPERABLE PANELS FASTENER CHART ��++�� a. n �N�'t, FL� �DA &o.A. (2) 3/16'0 x 2-3/4' TAPCON OR MANUrACT ;E WIDTH /I F'R NA j � . 1 x WOOD BUCK MIAMI DADE APPROVED CONC. ' FASTENERS. - �� SEE ELEVATION FOR ANCHOR SPACING. SHIM AS RE UIRED ' 'I'YP. HORN WOOD SHIM gSHOWNN) OR MUDD TRACK AS REQUIRED 1 BY / (2) 3/1670 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR -SPACING. NOTES: 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 23 ALL ALUOR T6 MINUM EXTRUSIONS ARE ALLAY 6063—T5 TTYPICAL EDOA3; USE HIGHQUAIITYCAULK BEHIND WINDOWGLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON 3LZE. 6) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL .LAWS BUILDING CODES, ORDINANCES OR `OTHER SAFETY 'ION REQUIREMENTS REST -SOLELY WITH THE -ARCHITECT. BUILDING OWNER OR CONTRACTOR.. 6) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSI AT 26 DAYS. 1/4' SFi1M--IF-- MAX (2BY2)rreoeAi osvAirox (4BY2) Tmc_AL ptvenon �i o W N �qoV G] t5 0. tiho04 4 Nip h to e g f>y 5 I NURANDEY, PAGE 22 W/101/2! MIN• EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ID 10 X 1-3/4 PP.H. S:M.S: W/1-1/2` MM. EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. ALT. FIN ATTACHMENT UNDER SHEATHING' CENTRAL FLORMA Mbi.A F. IdA-WAC- NAMB: oRgvDP� -- MASTER FME # 3 NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM,,EI6TRUSIONS ARE .ALLOY 6089-T5 3 U B ffGIH Q[jA PICACAUI.It�[BEHI?I� OF F' LANG& 4;' GLASS. TUICIUI&S-.BASED ON. TABLE E1300 GLASS CHARTS; AND--.MAY'VARY DEPENDING ON S1ZE. 5) 9'HE�:REP:T3ILlTY.;?�OR SELECTION OF NORANDEX jIEET.-ANYAP PRUDUCTS:;._1bTO` PI:ICABLE LOCAL LAWS, BUIliUD{G.ICODL9; OIiDINANdES .OR OTHER 3AFETy REQUIREMEm-iREST.fSOLEtY WITH THE ARCHITECT, gU11zD IG OWNER''-'Oft"CONTRACTOR. 6) NOTE '��'•INOICATES' THAT E UAL, FASTENERS AT HEAD' 111iD •SII - ARE' REQU ED. I U10 X 1-3/4` P.H S.M.S. MIN. EMBEDMENT SEE'..ELEVATION FOR ANCHOR SPACING. TYP. JAMB SECTION WOOD FRAME SHIM (TOP AND BOTTOM) .® Dou6lg ' HEADER -AND SILL w 10 X 1-3/4` P.H. S.M.s'' SECTION / /2' MIN. EMBEDMENT CHARLES'. A, = .' �? E. WOOD FRAME ANCHOR SPACING. ED DATE E3. 7/9R.' 121 11 ONS WINDOW FASTENER -SCHEDULE w ImoHEAD/SILT: 140. ANCHORS NO. ANCHORS JAMB ) SEE 'NOTE 6 95 45 60 35 46 60 PSF PS PSF PSF PSF PSF i!j W 2 _2 2' 2 2 2 w- • ''�' 25` 2 2 2' '£ 2 2 cS C) C� 3 -s 3• a• 'Z- z 2 A o A 2 2 2• 2 3 3 -1/4 3 2: 3 3 3 3 w _ 3 4• 3 3 3 co �' Cr 2 2 2 3 2• 2• '�• 3 3 3 3 3 q 3 3 v � C�i1 ti �] 2 82` -2' _2 _2 _3 9 2• 2• 3• 4. 3 '� 4 4 4 4 4. 4' o y 2 3 2• 3 4 4 5 6 41 �µ�- 741 3• N 4 5 In Eq. (3 A vu cnm rq, 4 --DL'TAu—c //// DETAIL-B NORANDEX PAGE 10 N 10 X 1-3/4" P.H. S.M.S. 19/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CO U w � UPI• to �v U - -I� 750 TYP O TxP. HEADER AND SILL SECTION .WOOD -FRAME N 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACINGq] �rlp oUFACTUR ER NA-A4E, : rl_,> rlHx # Jim ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.s. W/1-1/2- MIN. EMBEIMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. -- CALL SIZE WIDTH TYP. JAMB SECTION 0. WOOD FRAME 1/4' MAX - SHIM (BOTH X 1-3/4" P.H. S.M.S. /2' MIN. EMBEDMENT ELEVATION FOR OR SPACING. CHARLES A. FL REG. ENG. DATE; 3/27/02 NOTES: 1 SIHM AS REQUIRED,. MAX SHIM STACK 1/4-. 2) ALL ALUMINUM EXTRUSIONS ARE, ALLAY 6063-T5 0 OR T8. WITH TYPICAL WAIN. THICKNESS OF 0.62" 3) USE- HIGH QUALITY' CAULK BEHIND WINDOW FLANGE. 4 GUSS THICKNESS -BASED ON TABLE E1300 GLASS CHARTS, AND -MAY VARY DEPENDING ON SIZE. 5) THE. RESPONSIBILITY FOR SELECTION OF.'NORANDEX PRODUCTS -TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, 'ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING 'OWftll H OR CONTRACTOR. 6) NOTE • INDICATES -,THAT EQUAL FASTENERS AT a HEAD AND SILL ARE REQUIRED. r rm.-AT wean i. e. 24 n.c AIL -A DETAIL-C SASH DETAIL=B . I NORANDEX _ PAG E 21 3/' TAPCON WITH A P1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. -, o I_ C � # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING- -4 w rn ALT. HEADER SECTION TYR 2 BY BUCK 3/16" TAPCON 141-1/4' MIN. EMBEDMENT NATION FOR ANCHOR SPACING) NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM -EXTRUSIONS ARE ALLAY 6063-T5 OR 3 USE HIGH QUAIIP CAwULKK THICKNESS }HIND WIN DOWOg6Lp�L�E 4; GLASS THICKNESS BASED ON TABLE E1300 CLASS 'CHARTS; AND MAY VARY DEPENDING ON SIZE 5) THE' `RESPONSIBILITY FOR 'SELEM' ON:•OF NORANDEX PRODUCTS TO MEET ANY -APPLICABLE LOCAL LAWS, BUILDING CODES.;:ORDINANCES OR"OTHER SAFETY REQUIREMENTS' -REST •SOLiELY WITH THE ARCHITECT; BU1I.DING OWNER'. OR CONTRACTOR . B) A PRESSURE TREATED WOODEN'--BUCK-:OR MARBLE SILL SHALL BE.ADDED''UNDER THE PRODUCT TO FULLY SUPPORT' UNLT. -THIS: SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPIJED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3,000 PSI AT 26 DAYS. 6) NOTE • INDICATES THAT' E UAL FASTENERS AT L� ffi0 ED B.O.A.F.- MANUFAMiM NAM: -`A1%.P4A'a' z - M"TER FILE # a I CALL SIZE WIDTH n 1 BY BUCK O 2 BY BUCK sHIML TYP. JAMB SECTION )TH JAMBS) - 1 'By / :2-by BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP• I BY BUCK CHARLES *A. -P N. P I_ FL REG. LNG. S .46121 DATE- 1.2/if/Ol ' e n•- n f 10 F.H. S. M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. l[iZ ONlT ROTA -A IF - _'�DEfAIL-C y DEfAD.-B 24' 4I1 �. NORANDEX PAGE 9 18' TAPCON WITH A 10 F.H.S.M.S. WITH A W. 1-1/2' MIN. EMBEDMENT 3/SEE ELEVATION FOR YIN. 1-1/4- MIN. EMBEDMENT ANCHOR SPACING. ® SEE ELEVATION FOR I ANCHOR SPACING.- T \En FlurlsS: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0'FLANGE 62- 43 GSLASSTHICKNESS UGH CYBASEDD WINDOW CAULK BEHIND ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZF, 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH VIE ARCHITECT. BUILDING OWNER OR CONTRACTOR, 8) A PRESSE TREATED WOODEN BUCK OR MARBLE SILLL SHAURLL HE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE THRMLY ATTACHn INTO MASONARY E E PRODUCT OVER ITS SUPPORT BY OTHERS). FULL LENGTH D(SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 2 BY BUCK CRNTRA.L FLORWA E.O...F. n7ANUFACT[JUjj NAME; 3/16` TAPCON SEE ELEEVATION FOR. EMBEDMENT MASTER WILE FOR ANCHOR SPACING. Ia s I CALL. SIZE WIDTH i f _ -. --tin v 1/4" SHIM—J — MAX (BOTH JAMBS) CHARLES A. PAGAN) Y.E. FL REG. EI4G: ,#' 40121 DATE: 3/21/02 2 BY BUCK 10 F.H. S.1+LS. iY/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. uuc uerrr timni nE� ni a er a.e vAz AIL -A // i/// DETAIL-C SAS117 w o _ � DETAIL—B 1 M I AM 1 DADE NIIAMI-DADE COUNTY. F7.ORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•CONIPLIANCE OFFICE METRO-DADE I:I,AGLER 13U11,I)INC; 140 WRS'I' FLAGI.L•'1t STRE171% S11111: 1603 MIAM1, FI.0RIDA 33130-156 (305) .+75-2JU 1FAX (305) 375-29u.1- (:().\-1•ILIC'IY)12 (3U5) 375.2527 1'AN (lU5) 375-'-55s (:o. riw."roit I-,NFoitCi)1%•,s,().v (3US) 375•22966 FAX (.105) 375-29us 1111(muc:I' cxr t'nol, mvislox four appiication for Notice of Acceptance (NOA) 01' (105) 375 29o2 FAX'(105) 372.6-119 Enfcrgy'G-8 S-tit'/E Inswing Opaque Double w/sidelites Reside"Itial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol':lltcrnatc Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; County Building Code Coinpliance Office.(BCCO) under the conditions specified herein. This NOA shall hot be vai-id after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. if this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend Elie use of such'product'or material immediately. BCCO,reserves the right to revolve this approval; if it is determined by BCCO that' this product or material fails to nTeet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :ACCEPTANCE NO.: 0.1-0314.24 ,+ EXPIRES: 04/02/2006 Raul Icoangucz Chief Product Control Division THIS 1S THE COVERSHEET. SEE ADD.iTIONAL PAGES FOR SPECiFIC AND GENERAL COr\'DI-ijgL BUILDING CODE &•PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by'the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. :APPROVED: 06/0S/2001 Francisco J. Quintana. R.A. Director Miami -Dads: County Building Cods; Coltiplianct; Oflict: 1\s04500011pc20001\templ3teslnotice acceptance cover page.dot Internet mail add resx;'postnu,stcru;buildinhcodeonlinc.coni t llonrcpa.e: httl,:/hNwNN.t,uildiR;;co(lcunlinc com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED .SUN 00 200 EXPIRES 11)ri1 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CO:\'DIT'IO,NS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 2S, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of'Acccptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miumi-Dade County, for the locations ,vhcre the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Series Enter-v 6-8 S-N.ly'/E Inswing Opaque Double Residential Insulated Steel Doors with SideIites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-Etil'-I, Shects I through 6 of 6, titled "Prcmdor (Entcrgy Brand) Double Door with Sidclitcs in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01 /I 1 00, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number'and.approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and.sin, lc door only, is shown in approvcd drawings. Singic door units shall indlu.de all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or o�crhan, such that the angle between talc edge of canopy or overhang to sill is less than-45 degrees. Unless unit is inst:lllcd in non -habitable areas where the unit and the area arc desi`,ned to accept %vater'infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not reouire a hurricane protection systclll. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection system. a. LABELING 3.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, ~talc and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approvcd drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building, 0 icial or. the South Florida.13uilding Codc (SFBC) in order to properly cvaluatc the installatili s stem. Manuel crcz, P.E. Product Con r61- xamincr Product ntrol Division Prcmdor Entry Systems ACCEPTANCE No.:. 01-0314.24 APPROVED '.1U'N 0 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIOtN'S 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.e, 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 appnoved. .c. If the Acceptance holder has not complied with all the requireriients of this acceptance, including the*corrcct installation of the product. d. The. engineer who originally prepared, signed and sealed the required docurnentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in ttic materials, use.at d/or manufacture of the product or process shall automatically be cause for tennination of this Acccptancc, unless prior written approval has bccn requested (through the filing of a revision application 'with appropriate fcc) and granted by this 'oft ice. 5. Any of the follovving shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade Co-unty, Florida, and .followed by the expiration date may be displaycd in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, Nvlicrc it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection at* the job site at all time. The engineer needs not-rescal the copies. 8.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal or Acceptance. 9. This Noticc of Acccptancc consists of p:rgcs 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE ti Manucl crcz, P.E., Product ontro - . �trnincr Produc Control Division 3 PREMDUR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) • ' IC I�(�•oMI44V1 (vNICDQM: ilf RRMLpr1 �' IL'.IL� AL ]i16 Prig •/1 IR' NIMWIM LNXL DI[4I 140 1/2, 77 1/4' MAY 74 t 77 1/4• • MAX MAX MAY WE' N X' LCkC XIA•LCX � � 9' MAX 1 '• Ml Xc[ 401[ 7 wa �' MAX 3' MAX • I 1 ' MAX ' 19. G. 19' 0.C. '—�"— 15' 0.G 15' O.C. 15, D.C.— I5' D Cd MAX MAX 13' D.C. I9' O.G MAX MAX MAX MAX MAX I MAX MAX ar a [A(]I orstp[ Ju1X O.C.SPACING / { M aX 0, rn w r4 IICl -- —_ -- 17 O.C. fT or MDR LACK [' isi nl [AUI WS1K JAlll A . OLISPACIAX I 22' X 64, MAX OLD _ Ba 1 /I617 ' MAX ' 1/1 MAX . Kr II.sw.r O.C. SPACING 19' a.G .oaL AM luRl .a..na a.l•c. rt. a• 17 i/ MAX 0=. SPACING O.C. ulna lrcan a °::w oct0ir i�i L� •rl 1/L• wMMM huCtefN1 •• 19' 0.C. 13' 0.C. 19' D C�1.5..o G t3' DC IS' 0 C IS' DG 13. 0.G MAX MAXAX MAX MAX NAX MAX x MAx MAX \Z'�cs Va. • C L XR MXC X ATTACH ASTRAGAL THROW BOLT IB x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES: 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED Tie x 1 3/4" LONG �`— PROPERLY, TO'.iRaNSFER.LOADS TO THE STRUCTURE. FLAT HEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO L.H. INSWING R.M. INSWING OUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY rarrtoL'EOAV cc a:„1;; ,;71„ f STRUCTURAL WOOD BUCK. SOUTH Fj(U��gAA r, J)ING CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE N A 0,7 +L+n U DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VHERC WATER D61LiRATIDN VNERE VATER INFILTRATION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUIft£NENI IS NEEDED X REDUIRETFNT IS N01 NEEDED er_ ONE BY WOOD BUCK a.Do u CONTROL 6r/Is1O11 (/\/ 3. ALL ANCHORING SCREVS TO BE 110 WITH v, F x * OmmLD-rCODEc^_PUAflCEDFrI`C MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACLEPTAffC'E r:O J I' V 31`i. t4 DR 3/16' PFH TAPCONS WITH 11/2' MINIMUM EMBEDMENT r UNITS SMALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUZH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'M1AMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND Tiff AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION, AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c I eACE COUrrT Maev¢Arms nmioe I 5. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE 01MI 1111111 K 11L A'G .: P 1 I ar JAMBS AND SIDELITES. C.IZSM UlCIS 101L1, SIA OM. I11i A00 OI QX pDQ1 @rlrtiAilD S :wnl T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELUE BASE PAQ i ls,l,:. I.mN cxu oal m ..uu.xl •ORNERS ARE COPED AND BUTT JOINED. � N.T.S. 3. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST NHIBIIIVE PRIMER, PAINT. VITH A DRY FILM THICKNESS OF TLe f0 1.2 MILFNL MUUN LNIHY SYXIIMN 31-1029-EW-I 3. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ 9911Lzr1w SHEET l 0� 5 CATER -REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL. • AV;S]:iii2 9/16' GLAZING DETAIL SKRVIII EXIERIER GRADE lA1jW CEEA11LK EKIERIDR ;a IRIERWR 112' GLASS BITE 9 1/8' 1EHPERED GLASS INTERIOR .INSWING OTWER CONFIGURATIONS 1111/4' 1 APPROVED AS COUKAHG MATH THE SOUIH FL I aun.MNG Cpm BT J�J(� FROOU P.! 6UL COOS :PLWAM OFFICE ACCEPOW.CEno 0/-0314, 2v 1-1029-EW-I Ml2ar6 OMWD c SHIM MAX 1- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX '. SECTION B'-B 2 BY W000 BUCK EXTERIOR MAILRIALS LIST ITEM N0. O DESCRIPIIDN PAR] NUMBER COMMENTS 2O WOOD HEAD JAhl9 [v-14 1 1/4' X 4 9/16' MIL. 1D BE PRIE OR E001VAL[NT COMPRESSION vCATtiERS1RIP v- 3O ALUH1701H ASTRAGAL UfKSCREEN BRAND LOXS AI 9FSp (BRON7F) 4 ALUMINUM- BUMPER THRESHOLD V PREMDOR BRAND OR EQUIVALENT- 5/B' ALl1NINlJtI ASIRAG 1 1 / 4.' TOP CHANNEL EV-15 PREHDOR BRAND OR EQUIVALENT - I 1/4'.x 4 9/16' © EV-08 PREHOOR BRAND - 1 11/16' - 20 GA STEEL T K N 26 SLID17 �M( •IITO In II SI rR THA F A R RE Bill I(t RISU III TIM B R ® BASF FOAM - DENSITY 2.0 TO 2.5 IbS./W - BOTTOM CHA69TEL EV-07 PREHDOR BRAND - 111/I6' - 2D GA STEEL ID WOOD LOCK LOCK STRIKE STILE CV-p9 _ 4' X 9 1/2' MIL. TO BE PINE OR EQUIVALENT 11 HINGE STILE EV-06 15/16' X 1 11/16' NIL. TO BE PINE OR EDUIVAL[NT 12 LOCK PREP FILLER PLAT[ EV-05 15/16' X 1 II/16' NIL. TO BE PINE OR EQUIVALENT 13 HINGE EV-10 PREMDpB BRAND - .050' THICK- HTL. TO BE POLY(IHYLE I/ OO WOOD HINGE JAMB Ev-)6 HAGER BRAND HINGE OR EQUIVALENT - 1197 THICK (SICI 15 110 x 3/4' F}I,V•S. - 1 1/4' X 4 9/16' NIL. TO BC PINE OR EOHIVALI I 16 110 X 2' FlLV.S. (4) SCREWS PER HINGE INTO DOOR VS HIfJAM M10 L 1 JAM . M R HAx IB' he nl[REarT[R . ID) SCREWS IIMICIN STRIKE JAMB INID SIDELITE JANI. 4' ODVII fRDH X D' or IIIEREAf Till ' 61 SCIIEVS ❑&CUGH EACH SIDELITE JAH1 INFO SIDELIIE. 4' WVR fROx TIP. NO IS' pC TIEREA[IER. 17 I B VlNI B )/16' ProIA"Ip3 VA4IAWH 1 ire x laExl REFER 10 ELEVATIQN VIEv r— B 10 tlID X 3/4' F}(.V.S. � SCREWS USED AND LE[ATIDIS (2) SCREWS PER HINGE INTO JAMB 19 ' RB x 2' F}{V.S• (2) SCREWS AT EACII STRIKE PLATE LOCKSET - I 910 X 1 3/4' F}LV.S. ® WOOD SIDELITE JAHD 22' X 64' SINGLE PANEL GLAS SIDELITE TRIM (WOOD) 1 1/4'- VOOD CASING WOOD - SIDELITE HEAD JAMB ® VUOD SIDELITE BASE ® POLYPROPYLENE LITE FRAME 06 X 1 1/2' PAN HEAD SCREVS SIDELITE STILES PIN NAIL DOW SILICONE 4995 APPROVED AS C(UtPLYR4G%VITA THE 71F(}gPREMDOFJ� PBoou Ro(aYl$IaI 911 L I(f(RSDI DuaaNccoDEcoLaPUA..r�„�,�� _PIIISBIA6. Ci 6! ICE SIB [OIL. TILT 11/4' X 4 9/16' HTL. TO BE PINE Olt EDUIVALENI �' 1 HP ED GLASS N PpLYPRQPYLEN R - DC-1 43 - (DDL VJI_El[AR TEMPCRCO CIAcc 5/16 x I/2' HTL. TO BE PINE OR ECIUIVALEN 1/B' I' HIL 10 PIRL OR Cpt11VALCNI - IICHS H(X 111HGi U fHR 'SIDE 81' SIDE JAHES- AS NLLLIDNS 11/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 1 1/4' X 4 9/16' Hit- TO BE PINE DR EQUIVALENT HDI HP Polypropylene by ODL 8 PER FRAME ]oR "", p i4 i 3 Af 1 R 15/16' X 1 11/16' HIL. TO BE PINE OR EQUIVALENT /4' LQ6 RAIL. 4' DI TRID4 [RB• IOU B• DC INEUTIER. 16TO IN MULB)6 AI10 I 31-1029-EW-I SHEET 3 OF 6 REVISIDI LEVER B 2 BY 4/006 BUCK 1/4' SHIM MAX 3/4' n \ J INTERIOR I 79MAX16• 80 11/16' MAX 2 BY WOOD BUCK SECTION EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 AWRMW- CO%: YRM NiiH THE SWnl Rnemu mnnnr,Y,.,., mmum Cone CoaRL.Jwz 1-1029-EW-I SHEET A OF 6 avISIM 11I11R 0 OTHER DODR-'CONrIWRi`TIONS 'L U. IaYy oL�W o Jaffa bye .0 w 1 — 1 t 1 10 aL itaL K vKai 1. vrw - a vKK I! K• w O � b bM• _ � - O - 9 aC v.LK 1 1 I 1 I I 1 r 7�L ... • -� r w.J 1- u axxo nV* w unn Xxn J AFPROVE0 AS COLLPLYUIG NTM TLIE (1nN jM1'CODE d atf� . BY PRI RO 0 911 LPRODIJ BLMDIIIG CODE Co"PL- XE OFF MIS ACCEPTANCE M. 0 T-- 0 a W, yYm Y y�r w 11 I.r a �1. O la XX 31-1029-EW-I SHEET 5 OF 6 KLYIIM LLIILK J -OTHER DOOR PANEL STYLES 36" MAX 79 /5 I( "- Op o f❑�non U LJ p 000 DO non MAX 0� on . 00 �� °°Duo o na Dan no BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PAIL IB-PANEL 4-PANEL OTHER SIDELITE STYLES 36'w �— MAX 793 16� M X SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50B SL-69n SL-69B on go DopC no no an oo no 00 oa o0 PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 HIM ®a o god 00 Dd BOB OQ ❑a ❑d ❑o as FLUSH B-PANEL CROSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBRDV V/SCROLL EYEBRDV 5 PnNEI 5-PANEL V/SCROLL GTEBRDV 8 p a p p- 'I SL-69C 'SL-25 SL-55 SL-30➢ SL-40 00 oa ao 00 PD-9 P11-10 PO-ll PD-12 SL-90A op PD-13 SL-908 PD-14 n�i QI'I L�A 11I !� �u 111 A dlJD- 101,019. IIIII�!:In, ul I;I L � II �� IH .,., PD-35 PD-36 PD-37 PD-39 PO-39 PD-40 PD-41 PO-42 o . SL-90C SL-300 SL-30C SL-70 SL-80 00 0 ao PD-15 PD-16 PD-17 3C Q O 'a , z � u � Kxx t a S a w S o 1j PD-32 PO-33 Pp-30 31-1029-EW-1 SHEET 6 OF 6 Bmm 1Elu MIAMIDADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr•cmclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •1<IIAiNII-DADS COUNTY, FLOPJDP NIETRO-DARE FLAGLER BUILD.I,NG BUILDING CODE CONIPLIANCE OFFICE M1:7720-DAIX FI./\Cii.I:I2 IlUi!.i)IIvG 140 WJ-*S'C FI.AC?t.I:R STRHI.7, SUH-1( 16o 3 MIAM1, FI.OltII)A 33130-156., (305) ,75-2O01 FAX (305) 375-2')uS C:U\I'IZdC"!'O12 [ACENSINC ti1CL-I'1O\ (105)375.2527 CU\ i'!tlC'rUI( li\FC)IZC:1?\11{\'r In vis1UY !'I(U1)1:CI' t:U.\"I'1tUI. llIt'151U\' Your application for Notice of Acceptance (NOA) of: (105)175•29n2 (aus)172•c11') Enter•gy 6-8 S-W/E OutsNving 0-padue Single Nv/sidclites Rcsideutial Insulated Stec] Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate NOiterials and Types of Construction, and completely described herein, has been recorimended for acceptance by the 1\41ami-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration•dzte stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant f'or equality control testing. If this product or material fails to 'perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material f-lils to meet the requirement; of the South Florida 'Building Code. The expense of such testing will be incurred by the manufacturer. .ACCEPTANCE NO.: 01-0314.2i EXPIRES: 04/02/2006 Raul Koaripcz t.,hR:FProduct Control Division T1•IIS •IS TI•IE COVERSIIEET, SEE ADDIT10NA1, PAGES FOR SPECIFIC AND GENERAL CONDITIO,\S BUILDING CODE & PRODUCT REVIEW C0.N1,�11TTEE 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: 06I05/200I Francisco J. QuintZna, R.A. Director .Nii:uni-Dade COUrlt`• Building Codc: Con)pliancc Of'ficc «:0450001\pc2MO\\templates\notice acceptance cover page.dot Irztcrnct m;ril atJdress: l)ostmastcr'ir buildin cu(Jconlinc.com Ifor))cl)a"'c: httI):1Nc %•\\'.hUi1tlif)2C0(Ic0111illc.corn Pretridor Entry Systems ACCEPTANCE No.: 01-03I4.2I APPROVED JUN D 5 EXPIRES Aril 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS. 1. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this*Noti-ce of At-ceptance, designed to comply with the South Florida Building Coder (SF* BC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sineld Residential Insulated Steel Door with SideIites- Impact Resistant Door Slab Onlv and its componcnts shall be constructed in strict compliance with the following documents: Drawing- 'o 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" 7/29197 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by tic Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as [her approved drawings. 3. LIA1ITATIONS 3.1 This approval applies to -single unit applications ofsingle door only, -as shown in approved drawings. 4- INSTALLATION -4.1 The .residential -insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection 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: "Miami -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 identified in Section 2 of this Notice of Aceeptancc, clearly marked. to show [he componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Milli ucl Pcrcz, P.E. Product Con�glixaminer Product ontrol-Division Premdor Entry Systems ACCEPTANCE No.: OI-03I4:21 APPROVED JUN 0 5 EXPIRES • 12ril'02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filed and the original su.bmittcd documentation, incltiding test supporting data, engineering documcnts, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami-Dadc 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 chance 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 rlie requirements of this acceptance, inciuding the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/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 ofa revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this :'Acceptance: a. Unsatisfactory per formance 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-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice ofAcceptancc is displayed, then it shall be done tin its cntircty. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The 'engineer needs not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for teriiiination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel erez, P.E., Product Co tro Examiner Produc ntrol Division 3* if 4' MAX 1� 15' MAX IS' MAX OIC. 15' 'MAX O.C. A 15MAX O.C. 15' MAX r'KLMlJUK . (LN I E_KLjY EHAND) WUDD EDGE SINGLE DOOR WITH SIDELIT:ES IN WOOD FRAME* WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4' MAX- AX MAX 4' MAX MAX 3' MAX 3' MAX 3' MA;::l MAXIA' r MAX AX 'C' e• _ MAX 4' MA B IAS. ( 14' DT isL �Hnx is, I i 47 11/16' OP OF DOOR % T TO 4 0 LOCK DI KVIKSCT DEA08fII.I MODCI i" SCRICS OR MARLOC DCADSDLI MDCL -610' ?2' x 64' MAX DLO •'ti KVDtSCr LOCKSCT- /y HODEL M. SCRICS 31]AV RODCLI" LOCKSCI of 6' AX HAX'1`-MAX A. �1MAX Ng T T Is' 4' MAX `HAX —3' MAX 3' MAX NOrES. 3' MAX 18DE DMERr 1 PER JnNO TAPCONS :DHENT jrAPLES A ETD 11/l6' MAX VOOD BUCKS BY OTHERS. MUST DE ANCHORED 4' MAX MAX 4' MAX MAX 3' MAX ROPERL•Y TO TRANSFER LOADS T-0 THE STRUCi "E 08 x I. 3/4' F.H.V.S 1 THE PRECEDING DRAVINGS ARE THE TO 3) PER SIDE FROM uALiFT-THE FOLLOViNGiNST.ALLATIDNS. WJAMB INTO THRESHOLD WOOD FRAME CONSTRUCTION WERE DOOR �- r \ I— YS1EM IS ANCHORED 10'A MINIMUM TVO BY WOOD lJ \lJ PCNING. MASONRY OR CONCRETE CDNSTRUCTICW WERE RA OUTSViNG LIL OUfSVING ODR SYSTEM iS ANCHORED TD A MINIMUM TVD BY rRUCTURAL VOOD BUCK. MASONRY OR CONCRETE CONSTRUCT4OH VHERE MR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VAIF� VRLDIRLI fIDt VRATINGS-VA9DGI``IRAfIDI 1 MASONRY IU DR VIIFIDUi ANON -STRUCTURAL MRCN NI IS RECDED a RIVIREFENf IS 101 NEEDED +L ,BY VOOD HUCX. ALL ANCHORING SCREWS TO BE SID WITH V r I ` HIMUM 1 I/2' EMBEDMENr INTO VOOD SUBSTRATE x 3/16' PFH iAPCDNS w1iM I t/Z' MINIMUM EMBEDMENT TO MASONRY. . tNI1S SHAD EE WALLED ONLY Ai LmAroa PROIECICD RY A CAttDPT OR UNIT MUST BC INSTALLED V1TH 'MIAMf-OADC CDt1NIT OVER" SUOi 1HAI HE AMiLE RCIVEEK IF( EDGE Cr. CANEPY OR DV m& PROVED' SHUTTERS iD SILL IS LOSS IM1N 15 MCREES. WILISS UNIT IS INVALLID IN IMREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HAIIIABLE AREAS VKRE THE W11 AHO IHE AREA ARE DESIUCD'to ' D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACQPi VATER MTKIRAIIOR LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE HBS AND SIDCLIYES. DOOR/SIDELITE HEADER, DCIOR/SIDELITE JAMBS, AND SIDCLfrE BASE IUAaaau° °" rr INERS ARE COPED AND BUTT .AWED. DOORS SHALL BE PRE•PAiNTED. ViTH A VATER-BASED EPDXY RUIr "ITIVE PRIMER FRAMES SMALL BEAPRE-PAINrEDDVITHIAN TACRYLICSLATEXDVAIER- BASED/ - TER-RCDUCIBLC VHITE PRIMER WIN A DRY r" THICKNESS OF Q8 TO 12 .41L VLZnUtk [WRY NR C>+ APPROVED A.3 CO A-LYl .'�'.1111 i I In: S3V TH F�ENDA BUtLDmC CAL: DAr J(JN 1 BY _ iIlAL1 . !/ilfn PROo%T7 C t ROL cr.'U^:JY U Bun.m CODE C(DAPLDLYCE CPiL'E ACCEPTRICE no. 01- of /S'. i r •1020-EW SHEEi I Oc• r Am arm 112' ;LASS BITE 29MAX SECTION A -A GLAZING DETAIL O U T S W I I V G OTHER CONFIGURATIONS SNCRVIN VILLIwII BSM 6B ]/�• EXTERIOR GRAM LATEX CAULK ry NnX 68 JX I EXTERIM I IUL . IIIICR16t APFRtr.c0 iv^C UPLr61L t'llill THE Sxn lll �jl C +}I o�E 111miQ6 Ul[�4 Sllm[l.B 9 1/8' -my . PRO i HNCY ImnsroN 1 tE11FERC0 GLASS BllX0WG C-p C0L'.PLVJ7CE OF ti ml �� N ACCEPTANCE 110. O l - 03 T v. L / /116m& a ig I 1-• 1020-E W -0 SIEET.2 lir 6 li-- ,. C 80 11/16' MAX EXTERIOR 79 5/16` MAX SECTION B-B INTERIOR ' HEAD JAMB rwci nuntlLK. CWOODDHH[Hf$ �-- COMP COMPRESSION WCATHCRSIRIP EV-12 1 1/4' X 4 9/16• NFL. TO BE PINE OR EOUIVALEIII STRIKE JAMB _ q LOCK SCREEN N R XS A 0 ALUMINUM -BUMPER THRESHOLD - EV-13 t I/4' X 4 9/16' NIL 10 BE PINE COT EQUIVALENI PRENVUR BRAND OR EQUIVALENT TOP CHANNEL EV-05•- - 11/4' x 4 9/16• PRE140M BRAND - 1 II/16• SlrEl SKIN - 20 GA STEEL 26 to/ UOl -lQD ' Y .F iAN �cssrtr au Rn um o ly BASF FOAM - DENSITY 2.9 TO 25 Ibc/fI, BOTTOM CHANNEL V EV-04 PREMDTIR BRAND - 1 11/16• - 20 Ed! STECL D STRIKE STILE LOCK BLOCK EV-o8 4' X 9 I/2• HTL TO BE PINE OR EQUIVALENT HINGE STILE EV-07 15/16' X 1 11/16' NIL. TO BE PINE EQUIVALENT [BT LW-06 15/16' X 1 11/16• MIL i0 LOCK PREP FILLER_PLATE EV-09 BE PINE OR EQUIVALENI PREMDOR BRAND - J50• THICK- HINGE EV-15 HIL. TO BE POLYETHYLENE 14AGER BRAND HINGE OR EUUIVALEi4T WOOD YppD HINGE JAMB - .097 THICK (STEEL) 110 x 3/4' F}T.VS. - 1 1/4' X 4 9/16• HTL TO DE PINE:pR EQUIVALENT DIDX 2' FHVS. (4) SCREWS PER HINGE INTO OM 61 SCREvs AC11 SIDELITE JMC RICO SIICLII 4 Iuut 15' aC T�$W I[R C 0M I-RM FFM I vntp N ( SIDELITE VOOD STILE EV-07 RETCR 10 ELEVAI►OH VIEW, FOR I Q SCREWS USED AHD LOCATIONS A8 x if- F}CWS. 15/16• X 1 II/16' NIL TO BE PINE OR:.EDUIVAIENT LOC—KS Ei (2).SCRCVS AT EACH STRIKE PLATE O10 x 1 3/4' FHWS KWIKS T BRAND 200 LIOCK OR HARLOC BRAND 100 LOCK SCRCvS 1141BIIp) HINGE HA JA"B Wr0 SIDCUIC JAFI B HAX I� OL iHEREAf TER S. DUVR rRQ1 IUp 10T vS IIN01JU1 SFRR(E Jms WTO SIDELITE JAMB. V OmrRm 1 RA ur NTERENIER 4) ST REvs IT EACH MRg p110 DWR Ml VOOD SIDELITE JAMB EV-IB 1 I/4''X 4 9/16' HT T 22• X 64• SINGLE PANEL GLASS A L 0 BE PINE OR EQUIVALENT 1 1'/4' EW-19 N nLY IiOPYL r -164 - cO11L- SIDELITE TRIM (WOOD) EV-20 5/16 x I/2' ED (a WOOD EASING 1. TO DE RINE OR EQUIVALENT EW-21 fW 'SIB BT STD( JAMBS' AS NUULLJU, - 1 V000 SIDEUIE NERD JAMB EV-22 1 1/4' X 4 9/16 MIL r0 PINE OR EQUIVALENT WOOD SIDELITE BASE EV-23 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT POLYPRpPYLENE LITE FRAME -1643. ODL-2 HP Pol ro lene ODL 16 X 1 I/2' PAN YP PY b y HEAD SCREWS IO PER FRAME TO IECD 14' DE 1 af"IE PIN NAIL 4 tlCIG Rnq 4 RI rRul K ml Ir at DOW SILICONE 4995 -PRT'JAs cwtYDTG tint m SOW" FUp4 try, By l�L PI PR ITROLOMS10N 9II GUWMCWEC0UPM'CEQFFlCE PII ACCEPTA"cE p0_01- Os 1 V. a, Ad31-1020-EW-0 \ SHEET 3 OF 6 — �VISDW ICIT[R B 1/4' SHIM MAX �TERIOR I 79 MAXI" . 80 11/16" I MAX 2 BY WOOD BUCK SECT -ION PLEASE SEE "GLAZING DETAIL" DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 'NpFr10Y[A13 G71,V'! UG IN iH 11iE soU .. �'f lW VpTpW?XRpE . I IL_I\ .-L) JUI\ I,UINI IUUI-\H I JUJvJ mxl • M% hGUTrl►l Y1�N a n.% TrIE JU71� IT w,%. b, PRI I PNak.I yr orvlsra� fli bwLLTMcaIECoum rCEOPF FUJI ACCEOTA.'jCEy,0 I- o`v1 2'w•- e7I'•'—neaT-.'L t"AXj J,mI 143-7 .• M X 31-1020-E p SHEET 5 OF 6 �YISRI l[II[8 U I IILK DUUK FANEL STYLES 36 ['MAX 19/16° ❑o ❑OD MAX 40 Dua o°GOOulall BLANK HIP 6-PANEL 4-PANEL 9-PANEL 10-PAREL 4-PANEL IB-PANEL OTHER SIDELITE STYLES 3 0" [—MAX 79 MAx 0 e SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A $L-690 no an no GG � �� on n® an oo . oa oo . no ao PD-1 PD-2 PD-3 PD-4 PD-5 . PD-6 PD-7 ro-e 00o pp �Q ELUSFI U-PANEL CRUSSBUCK 12-PANEL 4-PANEL ❑ ❑ u EYEBRUV V/S-PANEL5-PANEL 5-PANEL /SCRULL Ct'CBRUV 5-PANEL V/SCRIILL EYEBROV � p u p SL-69C SL-25 SL-55 lJ 00 00 ao PD-9 PO-10 PO -II 0 0 SL-300 SL-40 PD-12 SL-90A Ana PD-13 00IA PD-10 PO-19 PD-20 PD-21 PO-22 PO-23 PO 24 PO-25 PD-26 PD Z7 PD-20 PD-29 PD-30 I ��000ul= uuu o[I q o Di O PO-75 PD-36 PO-37 , PD-7B PD-39 PD-40 PO-4I PD 42 PD-43 PO-43A EL11 .CT1111 PO-43B m fs 6676? o SL-90B SL-90( SL-30B SL-30C SL-70 �• SL-DO 00 od o0 PO-14 PD-15 PO-16 PO-17 S cl C U lj PD-31 PO-32 PU-33 0 F PD-34 gya�tE�� 31-1020. EW-0 SHEET 6 OF 6 diPae l[II(F