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Home My WebLink About123 Crown Colony Way 03-1283 COPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER i D 3 �- (-CD C, Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR P�- MECHANICAL CONTRACTOR PLUMBING CONTRACTOR. MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE d d SUBDIVISION � (��5. }n�\Qy�-\ \J PERMIT # "� DATE PERMIT DESCRIPTION PERMIT VALUATION <s SQUARE FOOTAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 123 CROWN COLONY WAY for which permit 03-00001283 has heretofore been issued on 3/13/03 has been completed according to plans and specifications filed in the office of the Buildin Official rior to the issuance of said building permit, to wit as �,� $�yY °4 Ma,&�� complies with all the building, plumbing,-electricAl, zoni g and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL DATE BUILDING: Finaled Subdivision Regulations Apply: Yes No APPROVAL l.�"i -+- FIRE: Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In ('A.ffAgj_C4Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs Street 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 APPROVAL DATE AMOUNT 3/13/03 10.00 3/13/03 10.00 3/13/03 10.00 3/13/03 10.00 3/13/03 10.00 3/13/03 59.27 3/13/03 54.00 3/13/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 123 CROWN COLONY WAY for which permit 03-00001283 has heretofore been issued on 3 13/03 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 3/13/03 91.93 01-RADON GAS TAX FEE 3/13/03 11.63 01-ROAD IMPACT FEES 3/13/03 847.00 01-RECOVERY FD/CERT. PGM. 3/13/03 11.64 01-SCHOOL IMPACT FEE 3/13/03 1384.00 WD IMPACT:SINGLE FAMILY 3/13/03 650.00 SD IMPACT:SINGLE FAMILY 3/13/03 1700.00 OA'oxon4a . 1 k&ws- (yk OWNER BUILDING OFFICIAL DATE— CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: CAI' \ r� ADDRESS: CONTRACTOR: PHONE #: yd1- y`1 !t, The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. --engineering ---Public Works Utilities n k D� tx1d_r OFire n /A OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ie)t 7/21 /d3 D_ sw&,wr Ep—a -- ILkn&. CERTIFCATE OF OCCUPANCY 'p �31 �rP 4 REQUEST FOR FINAL INSPECTION,/ **** SINGLE FAMILY RESIDENCE****' DATE: PERMIT #.: � S- \� ADDRESS: CONTRACTOR: PHONE #: ya1- yr)!,-, The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. _Engineering 0Fire n /A =: ublic Works 1)1�,rl " Zoning Utilities OLicensing r (-:�\ CONDITIONS: (TO BE COMPLETED ONLY 1F APPROVAL 1S CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE:'-) PERMIT ADDRESS: CONTRACTOR: PHONE #: LAC,1- y`1 t, The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering D Fire --: Public W rks DZoning .- D 1� tilities Licensin g - 3/0 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) (._.s-,•. r'/ r�'I Gt r <../ d'?/L1 C' � � � y? / /''.,$ '� rC..C'�! r"A+ l'r' C' �� . i 1W LMBC0401 CITY OF SRNFORD Address Misc. Information Maintenance 7/17/03 16:49:03 Location ID . . . . . . . 24b�lKb 'Parcel Number . . . . . Alternate location ID . . Location address . . . . . 123 CROWN COLONY WAY Primary related party . . Type information, press Enter. Sequence Code(F4) App Free -form information Date 1.00 CSVC UT 3/4" RC METER SET FEE $190.00 PD 3-13-03 31703 2.00 CSVC UT REC 5 3.00 _ 4�0 5.00 6 _.n _ �0 _ —$�0 _ 9.0 _ -TO—.i59 Special notes More... F2=Address F3=Exit F5=Notes display F6=Change display F10=Subdivsion Notes F12=Cancel LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 7/17/03 16:48:40 Location ID . . . . . . . 2349.25 'Parcel Number . . . . . 34.19.30.-0000-0540 Alternate location ID . . Location address . . . . . 123 CROWN COLONY WAY Primary related party . . Type information, press Enter. Sequence Code(F4) App Free -form information Date 1.00 CSVC UT SW DEV FEE $1700.00 WA DEV FEE $650.00 31703 2.00 CSVC UT BP - PD 3-13-03 SEE REC4b62,3 3.06 CSVC UT WA METER SET FEE $190.00 PD3-13-03 O� CSVC UT REC 5.00 _ 7�0 _ �0 _ 9.00 _ -TT-nT Special notes More... F2=Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel FEDERAL EMERGENCY MANAGEM GENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE Expires December 31, 2005 ELEVATION CERTIFICATE Im Read fhe Irabuctfotts on pages I.7. SECTION A - PROPERTY OWNER INFORMATION For lruwanoe Company Use: MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 123 Crown Colonv Wav CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 54 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, N necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): ( ##° - Or - ##.##" or #a.###tt#) EI NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map El Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION CROM COLONYI 121014 -P B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREASED DATE BB. FLOOD ZONE(S) (Zone AO, use deO of floodng) W17C 0045 E 417195 4117195 X 1310. Indicate the source of the Base Flood Elevation (BFE) data or vase flood depth entered in B9. FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 89: ❑ NGVD 1929 0 NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPAL? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Constriction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number I (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, ARIAS, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram sped in Item C2. State the datum used. if the datum is ddferent 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 provkied 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 the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) o b) Top of next higher floc _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) _• _ft.(m) o d) Attached garage (top of slab) _ _Nrn) e o e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area) ft.(m) X f) Lowest a4acent (finished) grade (LAG) _. v ft. (m) Z . o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) S 1 o h) No. of permanent openings (flood vents) within 1 ft. above adjaoent 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. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, Copy the componding Intonation from Section A For Insurance Company use: BUILDING STREET ADDRESS (Induding Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE SECTION D - SURVEYOR. ENGINEER OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, 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), oomplete 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 aocurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3,h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft,(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zane 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 REPRESENTATPM CERTIFICATION The property owner or owne's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH K LLER ROAD. SUITE F ORLANDO FL 32810 DATE . TELEPHONE 719/03 407-475-9112 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 FEMA4ssued or oommunity4ssuued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. 164 PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLWNCEIOCCUPANCY 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 COMMENTS ❑ Chedk here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions A LAND SURVEYORS Address: 123 Crown Colony Way 300 COUNTY ROAD 427 5OUTH LONOWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 830-9060 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Legal Description: Lot 54, CROWN COLONY SLTBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 54. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). Dominick F. Cavone Florida Land Surveyor & Mapper Reg. No. 2005 Licensed Business No. 5073 7-7-2003 Date Fieldwork Completed W.O.# 2003-8953 CITY OF SANFORD PERMIT APPLICATION Permit # : N _- i -1. I Job Address: \ �. Description of Work: �d Historic District: _ Zoning: Permit Type: Building Electrical Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Date: \ ` N Value of Work: Mechanical Plumbing Fire Sprinkler/Alarm Pool Addition/Alteration Change of Service Temporliry Pole _ Replacement New (Duct Layout & Energy Chic. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial t. Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership &Legal Description) Owners Name & Address. Ion w Phone: _ - O Q " �• �c�,�J Contractor Name & Address: V Atate iii� ns �V�r�be : rS,.._.._ Sone Fax:7:::!> Contact Person:_++L� 'hone: CC Bonding Company: ' � p 7 7 9 A -.�, —---__...-- Address: ;Mortgage Lender: -—_... Address: Architect/Engineer: IL.VU Phone:_ ----____-- Address: Fax:.. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WiTH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. tea__ NOTICE: In addition to the requirements of this pen -nit, there may be additional restrictions appli perly that may be four this county, and there may be additional permits requi from other governmental entit�smianagement districts, state agencies, or I Acceptance ofpermit verifi lion at no the owner of the property of thrida Lien Law, FS 713. Signature o t Date Signature of Contractor/Agent Date Psiul Owner is Name n Pint Contractor/Agent';" ? D Signature of Nota-4.14te ofUk' bMe C ate - ` : Coni Ssior, ODD195542 *: i'Xilires Mar 23, 2007 Owner/Agent is'•r`sionl{ip� Inc Produced ID APPLICATION APPROVED BY: Bldgf^y_O Zoning: Specia! Conditions: iurr oQ( Mary-SFLOREFlorida NCDate E A DE GRAVE * MY COMMISSION 8 DD 164280 w act$No�gs i jute or Produced ID Utilities: FD: (Initial & Date) (Initial & Date t _f � lLB-- PRRODUCTS, INC. Serving Florida Since 1955 u 2101 East Main Street Leesburg. FL34748 (352) 787-6703 October 7, 2003 u 719 South Otis Ave. Leeanto, FL 34461 (352) 795-3325 City of Sanford Building Department G 18040 U.S. Hwy. "'I Mount Dora, FL 32757 (352) 363.7135 Re: 123 Crown Colony Way �• -realer Sanford, FL 2302 Me Drive Orlando, FL 32607 (407) 681-8823 The existing 10'x 25' concrete slab at the above referenced address, is a minimum 4" thick slab which meets current codes for a screen room addition. ❑ S059 Ridgewood Ave. Port Orange, FL32127 Sincerely, (386) 788-100 ❑� 5333 W. Hwy. 17-92 Haines City, FL 33844 \ (663) 956.3441 � �.. I - 1� �-� ❑ � c.-�cecdot�+b� 2300 Bruner Lane S.E. Fort Myers, FL33912 (239) 481-4900 O 1404 Mercantile Court Plant City. FL33563 (813) 717-9177 CORPORATE OFFICE P.O. Box 491292 Leesburg, FL 34749 (352) 787-3622 State Certified 0uilding Contractor #CBC001467 State Certified Roofing Contractor OCCCO36617 2= utc T . 5 slo $4k; T'? VARLA NCB OF SLAB CBRTIRICATION tie docdcd homc6wuer of fe gamer► ( Owner) located at (Legal D (Addnm) ac,Ioiowlcdgc flat the cdydag loyC--:5n . oonazte does/ not meot oast to& . (size) tequhmmasts for a worm addidoo. I umdedcbod altat I cannot trod afmp►d&g other than a sc teemd room or open patio rootwidwobrin" die slab mp.bo code requhmmi s. Date `' Di �T Wmaarat was adaaa+WW bel= me �g Mt4 itr 7 l who pro ABC c as not take as ate. Soft of Mmi& cowruy► or (Notay) My t +siovt Bxpk= I long in fin 111111111 NI B III s111uwn111MININIINN =Ioil MARYW E IMORSE, CLERK OF CIRCUIT COURT Permit Number SFAME COUNTY Parcel Identification Number I "K 0502e PG 1200 CLERK'S # 2003169677 repai red by: RECURDED 09/RUPM3 11:05:14 ABM c�� Rt WRt)ING FEF11 6. S8 Cj1 RECURIXI) BY L McKinley Return to: MARYANNC= Mt7R6tr OLERK OF CIRCUi7 C u"11 COU RIDA NOT ICE OF COMMENCEMENT ury o�.Rlc State of County of _ sfiy,` The undersigned hereby gives notice that Improvement(s) will be made to certain real property, and in accordenc, with Chapter 713, Florida Statutes, the following information is provided In this Notice of Commencement. 1. Description of property (legal description Of the roe t P property, rty, and street address If available) 33 - /g - 3,0 - Scis - ©ow - D Soo I Z3 P.e, ,N 41-1 i-✓,w, 54 ✓YC'`'O .3 2'77 / 2. General description of Improvement(s) ' 3. Owner Information Name —T7m7 3 L�q;�,v / e'7`:�►• Address 12-3 u,� lo..i Telephone Number 9b 7 G8g ^ toil vb Fax Number 4. Fee Simple Title Holder (if other than Interest in Property: owner shown above) Name Address Telephone Number Fax Number 5. Contractor Name �,�� - Awm,,�un-1 Address Telephone Number '� 7- S/ - f� 23 2.3c02. MEtc.475AL, 1Q� '&/p� Fax Number *7 � �78 - f4c)4 6. Surety (if any) Name. Address Telephone Number Fax Number Amount of bond $ 7. Lender (if any) Name Address Telephone Number Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents maybe served as provided by §713,13(1)(a)7., Florida Statutes. Name Address Telephone Number Fax Number 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice 1 provided in §713.13(1)(b), Florida Statutes. Name r 4 Address ' Telephone Number Fax Number 10. Expiration date of notice of commencement o'diffsrent date is• speclfied): (the xpiration date Is one year fro the date of recordln, - Quriless Date Signed Signature ofWne e: per §713.13(1)(g), "owner must sign ...one else may be permitted to sign It his or her stead." Sworn to and subscribed before me this C day of 20 by I who is personally known one OR produced 1--28 J - o as identIfIcatio 0. MON093 Signature Notary Debbie of (notarial seal to appear below) " �' _I 1-nissionJIDD195543 *, lxpres• Mar 23, 2007 Fmh Revised: '1 ror •i "''IA POWER OF ATTORNEY DATE I hereby name and appoint C--! to be my lawful Attorney In fact to act for me and to apply to the _ -�� S a Building Department for permits for work to be performed by WHITE ALUMINUM PRODUCTS, INC. and sign my name and do all things necessary to this appointment. Clell Coleman III Certified Contractor # CBC001467 Certified Roofer #CCC035617 2101 E. Main Street Leesburg, FL 32748 W � Notary Pubic Personally known or Identification Produced State of Florida, County of , On this day of 2003. +P00 "k- Wendy M. Jolley My Cornn*wlon DD19WG %Mdf Expires April 19, 2007 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL Sem�xtat% � A Sfrrtye eprciccr — N. t,t r�"rrvsxrx Rastard wY. -427' 1 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market Si-SANFORD Number of Buildings: 0 Parcel Id: 33 19 30 50S 0000-0540 Tax District: Depreciated Bldg Value: $0 Owner: MARTIN TROY D & Exemptions: Depreciated EXFT Value: $0 LUANN B Land Value (Market): $21,160 Address: 123 CROWN COLONY WAY Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32771 Just/Market Value: $21,160 Property Address: 123 CROWN COLONY WAY SANFORD 32771 Assessed Value (SOH): $21,160 Subdivision Name: CROWN COLONY SUBDIVISION Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $21,160 2003 Notice of Proposed Property Tax SALES Deed Date Book Page Amount Vac/Imp 2002 VALUE SUMMARY SPECIAL WARRANTY DEED 07/2003 04964 1721 $153,100 Improved 2002 Tax Bill Amount: WARRANTY DEED 04/2003 04779 0081 $320,000 Vacant 2002 Taxable Value: Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 54 CROWN COLONY SUBDIVISION PB 61 LOT 0 0 1.000 21,160.00 $21,160 PGS 76 - 78 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. /re_web.seminole_county _title?PARCEL=3319305QS00000540&cowner=MARTIN%%%%%9/ 18/03 WHITE SALES CONTRACT =-- cov N 1 �. 0 1 9 ANEF Stine Cenft Butding Contractor MCBCW1467 apt ....... A&AMMMMUM State Celtllied Roofing Contractor kCCC0 17 ,RETAIL ❑ WHOLESALE O '"' O O 0 .O 0 ❑ ❑ 2101 Eft Mein *00 5G S. SAW0 Spd. 11010 U.S. Hry. Mt 50 NoM Uri 1 505/ Mile wood Are. 5339 W. Riche/ 1742 2300 &w One I:E 101 N. Rwta p Rd. Ue 6q. R 34711 QysIdR r, R 340 MM (ton, fL 32M Vero Bloch, R 92957 Pori crape, f132127 Hahn ck1,1133t44 Fat Myen, R 33912 RfntIty, R.3= P62) M47o Pq 7R= Pq 3W713/ Pn) 512.1155 pill) 701011 pip 0mi (911)11140M Ili 717i17r Comm. Sales Type Material Job N: Start Date: Crew: I Sales Lead N: Q�j,(p$ End. Date: Sold To: ��t3 LV 0 VLh l t' 114� f' Directtons 40 U rc O Street Address: /�� _ 17 �.�1'OW f� � /' �' � " �7 V 1 t�►�U O lam- 7 City: State: r _ Zip: %% pest on: UN Subdivision Block Lot(s) Phone:( 7) Date: ( 6 I hereby ackno ge that the improvements specified herein are to be do on Real roperty Owned by the Purchaser. Initial./ Customers 7-1 — Z 6 -- �I i $ — Social Security No. This is a contract to perform the services as outlined below. All Labor and Materials are included In this contract as noted. Any agreements contrary to what is stated herein are not binding according to the provisions of this contract. vvn r rury a r-v Mobile Ho Conygintional 0 Condo,0 Other t l= A- ZS r ay-0--R en earl R(0 W k wtt 0 c C kD V-C q_L_ V"S ur+ w 3 C>S-r .4- C.v. v �► t N STq-L Y -4- S' D F v S -t— # REOtURES NAGER'S APPROVAL EXP. DATE / STREET 0 ZIP TERMS OF PAYMENT 25% Deposit 0 Draw schedual attached All Contract Balances Are Cash Upon Completion Unless Noted Below All checks should be made payable to: WHITE LUMINUM PRODUCTS IN OTHER TERMS: G (ALL TERMS ARE SU6JEC TO CREDIT APPROVAL)rLt//j) PLEASE READ BACK OF Ct)MCT FOR BUYER'S RKiHT TO CAI subtotal Cash Price: $ 9 Permit No.: $ 0 0 Sales Tax: when applicable) $ Total Contract $ q101 Less Deposit: Balance Due: �+Q $ G L 7 PLEASE READ THE ENTIRE CONTRACT FRONT AND BACK BEFORE SIGNING! The undersigned, Representative of White Aluminum Products, Inc., acknowl- edges that all agreements for services are specified herein. Customer will be notified of any additional costs prior to work performance and wrtlt�n up under a separate contract. Representative's r[r Signature: IS Je- v� rWY Branch Mgr. Signature: (TWO SIGNATURES REQUIRED ON ALL CONTRACTS EXCEEDING $5,000) The undersigned hereby authorizes Whfte Aluminum Products, Inc. to perform the services as specified in this contract. The undersigned accepts the above prices, specifications, terms of payment and pro lions as set forth herein. Do Not Sign Before Reading Entire Contractl Spouse: v Date: 0 r PLAT OF. BOUNDARY SURVEY for AWMAHOWAINC. DESCRIPTION: LOT 54, Q90WN COLONY 2UP21VISION �.A=W= W PLAY DOOK ------ E-1— PA") 7G U" 76 '_ PUBLIC RECOM OF SEMINOLE cwmry. FLOWA TRACT.'00 COMEWATION 4 AWL" EMEMEW TRACT @Co 26.39 - MAY) MMKAM P3EMENT (MCULATEP) NOQ*23'47W NO3V3494E P-5.90 34.10, Z7, LOT 55 I OL b 0 to LL IT S, IV SO, oRAmrc LOT 53 BBC in e 4 .2.,402V2'E--60.00 CKOWN COLONY WAY. CER11f1Cl1M oN 119 Mromm WRA= Im Im rum" EAWJWXY IF W" wwvm INIANAGO"? AUWV FLOW NSWAW Jr W—Fuum --Umrmm RODE OVEnNANOs CERTIFIED TO: PAIE YAP. DW SMARM AM MUMS HAW NOT SM LOCATED. I w(m "DWON Does Not Le WINN a IMMIMM ARE SAM ON NAVOW OMWIPC Troy & Lu Ann B. Martin IW 100 WAR FLOOD HAX40W AIKA. WRY" DA or ton TIM 4. SUSOM item To IOUNDAYM MPC Mortgage Inc. of Florida "S SMIX WS IN low * x * NUILOM IMS ARE NOT 10 K USSO TO COWINWrY PAACL NO, IMI%QM E Kampf Title & Guaranty Corp. EMCWW DATE: AFft 1 3 GMMUCF KO ON ftArO UNER MAP NEWSPOPI GAR'* WAWW Adnoram Title C.-PanytInc. (SL"CT Tp CHANCE) WFAWW AND PER IIMMW FIAT MUSS Chicago Title Insurance - Co. oft"ff Nona rAr WMVMMVW AM CAVOK INC. LAND AWWYM and MAPPERS wxe No WMWAV" 0 A~ff" AS TO W NWOWMW MUCW WON "JIM IM 04MUMMY a NOT WRWC TO MAIM To EASSAMM 'ZT' OFT& K Ag=l$j%ODM MA"011 AND FU SID MXW RMW OR SET RWW ALL 204 MA W=LM 0 MPM AM MWUMM WV A1HnW IUMNAM ASDAro !AW R" �nw 6 FWJW 1 1/4NM POW (LIF ZOOS) 0 FWJWP 117010 ROD 0 FWI11O 04M A 13 MW LnWarEtE 40vmA4w maim~ P.T.-POINY W CI t r It- ffm PI -POINT 01, IN - A .120n; W'..Zr, k AS, CHI P. ww f- mc*m A sm a_ VONE INC.A*0 L4W SMVEVM AM AMPPM MIU 300 COUNTY *G" 427 &WIN LONOMOD, FLOMM 3S7Bo-64"OOLaFNOt F'AX Na or11OR" 6k. wa -- , - - --IFY.44 .. e= =—.P— a WW MEL-N LUCOITION FOM rCAVOW - ^TVNKNr erm49=W zm01) U&S8 IN SrAw nLoOwOMM SIANt LOT" KQ POLVA"NAWAW mom-W.0ftwX LUF OF 0MS4.WWX SCREEN, ACRYLIC / VINYL, GLASS & MODULAR ROOMS SECTION 3 INTERIOR BEAM TABLES: SCREEN & VINYL ROOMS 3.1.3 GLASS ROOMS; (PARTIALLY ENCLOSED) 3.2.3 (ENCLOSED) 3:3.4 r i HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM TABLES: l SCREEN & VINYL ROOMS: 3.1A GLASS ROOMS: (PARTIALLY ENCLOSED) 3.2.4 (ENCLOSED) 3.3.5 HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (388) 7674774 FAX (388) 767-SSSG I ® NOTTO BPIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 PAGE 3-1 I , SECTION 3 -1 SCREEN, ACRYLIC / VINYL, GLASS & MODULAR ROOMS 'LW FOR MAX. H• HEIGHT (h) EDGE BEAM TABLES: SCREEN & VINYL ROOMS: 3.1.1, 3.1.2 GLASS ROOMS: (PARTIALLY ENCLOSED) 3.2.1, 3.2.2 (ENCLOSED) 3.3.1, 3.3.2, 3.3.3 1"x2" Y MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL GLASS ROOM WITH SOLID ROOF (FOR FOOTINGS SEE DETAILS PAGE 3-23, 24, 25) TYPICAL FRONT VIEW FRAMING • (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) SIZE BEAM AND UPRIGHTS (SEE TABLES) 'LW LOAD WIDTH FOR ROOF BEAM �'P/2' 'P/2' O.H. 4— SOLID ROOF NO MAXIMUM (ELEVATION SLAB OR GRADE) VARIES NOTES: VARIES 'P' VARIES ALTERNATE CONNECTION Q FASCIA ALLOWED (SEE SECTION 7 FOR DETA w i0: �U P = PROJECTION FROM BLDG. LW =LOAD WIDTH I ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS 0 EACH POINT OF CONNECTION. 2.SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3.SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 3.1.3 AND GLASS ROOM FOURTH WALL BEAMS FROM TABLE 3.1.5 USING P12 4.ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: Finn PAGE 3-2 -123 130 140 150 #8 1 #10 1 #12 #12 TYPICAL SCREEN / GLASS ROOM SCALE: 3/16" = V-0" Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE 1386) 707.4774 FAX (386) 707-6556 C COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. t.` SECTION 3 1 SCREEN, ACRYLIC / VINYL, GLASS & MODULAR ROOMS EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. ALTERNATE CONNECTION: 2) #10 x 1-1/2" S.M.S. THROUGH SPLINE GROOVES 'IDE WALL HEADER 1TTACHED TO 1" x 2" OPEN IACK W/ MIN. (2) #10 x 1-1/2" I.M.S. 'IDE WALL GIRT ATTACHED 1 " x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW LOSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" :ONCRETE / MASONRY ►NCHORS @- 6" FROM EACH 'OST AND 24" O.C. MAX. AND VALLS MIN. 1" FROM EDGE OF ;ONCRETE TYPICAL & ALTERNATE CORNER DETAIL SCALE: 3" = V-0" ' Lawrence E. Bennett, P.E. CML ENGINEER. OEVELOPMENTCONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (366) 707-4774 FAX (366) 7074M PAGE COPYRIGHT 2003 3_1 6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. m SCREEN, ACRYLIC / VINYL, GLASS 8 MODULAR ROOMS SECTION 3 COMPOSITE ROOF PANELS: (4)114" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM // MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3" = l'-0" RISER PANELS ATTACHED CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"x 2% 2"x 3"OR 30 x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 1/4" x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA. FL 32121 TELEPHONE (366) 767.4774 FAX (366) 767-GS56 ® COPYRIGHT 2003 PAGE N07 TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1 3-1 7 SCREEN, ACRYLIC / VINYL, GLASS. & MODULAR ROOMS I SECTION 3 x2"x0. " _2"x . . Load ' Width R 5 Max. S 'L' ! bendin b' or diflectlon'd Load Width (.�) S Max. S 'L' I ridin lb"or deflection' .1 & 2•Spa 4''2• d' 3 Span 5'-1' b 4 Span 4'=10' 'b Cantilever 1'-0• d 1 & 2 Spa 4'v^ .. d 3 Span 5'-8" d 4 Span 5=4" b Cants! ver 1'-1' d 6 3'-11" d 4'-7" b .4'-S" b 0'-11' d 6 4'-r -d 5'-W b 4'-10" b 1'-0' -d 7 3'-9" d 4'-3" b 4'-1" ' b 0'-11" d 7 3'-11' d 4'-8' b W-W b' 0'-11" d 8 3'-7' 'd 3'-11' b 3'-10' b .0'-10' d O 3'-9' d 4'-4". b 4=Y 'b 0'-11' d 9 3'4" b 3%9" b' 8'-6" b 0'-10" d 9 3 =W... d 4%1'. b 3'-11', b 0'-10" d 10 3'-2' b 3'-7" b 3' -5" b W-10" d 10 3'-0' b 3'-117 b 3'-9` 6 0'-10' d 11 3%0' b 3'-5" b 3'-3" b V4r d 11 9:4" b 3'-9' b 3'-T b 0'-10' d 12 . "x 2'-f i" b 3'-3" b 3'-2" b 0'-9" d ,04 12 3 x "x6. 3'-2' b 3'-T • b I T-V • b 0'-10' d Load . Width(R) 5 Max. S an 'L' /(banding b' or deflection 'd Load Width �') 5 Max. S 'L' / ndl b' or deflection V 1 a, Z Sps 4'-9" ' d, 3 Span 5'-10" d 4 Span 5'-10" b Cantilever 1'-2' d 1 & 2 Spa. 5'4" d. 3 Span 6'-T d 4 s pan 6'-6' d ax. ntile r V-7 d 6 4'-5' d 5'-6" d 5-4" b 1'-1" d 6 4'=11' d 6'-2" d 6-3" d 1'-2" d 7 4'-3' d 5=1" b 4'-11' b 1'-0' . d 7 4'-0" d 6'-10" d 6'-11' b 1'-2" d 8 4'-0" d 4'-9' b 4'-7" b 0'-11' d 8 4'-0" d 5'-T d 6'4r b 1'-1' d 9 9'-11- d 4'-W b 4'-4" b 0'41" d 9 V-4" d 5'-4" b 5-2" . b 1'-1" d 10 3'-9" d 4'-3" b 4'-2" b 0'-11" d ' 10. 4'-0' d 5'-1" b 4'-11" b 1'-0' d 11 3'-8" d.1 4'-1" b 1 3'-11" b 0'-10" d 11, 4'-1" d 4'-10' b 4'-6' b 0-11d 12 3'-6" :b 1 3'-1 i" b 3'-9" b 0'-10" d 12 3'-11" d 4'-8" b 4'-6" 1- 0-11' d load Widtheft)Max # x 4" x 0 Max. Span'L' ! ndi 'b' or deffeWon 1011 Load Width ) 5 Max. Spa V ! bandlng b' or deflection' 1 & 2 Spa ". 6' -10" d 3 Span VA W b 4 Span' 6'-T b Cantilever aver 1'-5' d i a 2 Sp 7'-7' d I 3 Span 8'-6" b 4 Span 6'-5" b Cantilever 1'-10' d 6 5-6" d: 6'-3" b 6'-0" b 1'-4" d 6 T-1" bA 7'-11" b 74r b 1'-9" d 7 5'-2" b 5--g" b 5-7" b 1'-3" d Z 6-7" b 7'.4" b T-1" b 1'-8" d 8 4'-10" b 5'-5' b 5--2" b 1'-2' d 6 6'-2" b 8'-11' b 6'-6' b!V-4" 7' d 9 4'-7" b 5'-1' . b 4'-11" b 1'-2" d 9 5'-10" b 6'-6" b 6'-3" bW d 10 4'-4' b 4'-10" b 4'-8' b 1'-1' d 10 5.6- b 5--2- b 6'-11' b5• d 11 4'-1" . b 4--7" b 4'-5" b 1'-1" d 11 5'-3' b 5'-10" b 5'-8" b5' d 12 3' -11" b 4'-5" b 4--3" b 1'-1- d 12 5'-0" b 5'-7' b 6'-6" b d 1 Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 21436B. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (396) 7074556 I ® COPYRIGHT 2003 NOTPAGE 0 BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ! 3-29 SCREEN, ACRYLIC / VINYL, GLASS & MODULAR ROOMS SECTION 3 Table 3.1.5 Allowable Upright Heights, Chair Rai! Sponsor Header Spans For Screen Rooms or Vinyl Rooms Aluminum Alloy 8083 T4 For 3 second wind, gust at 110 MPH velocity; using design load of 11 #/SF Tributary Load Width 'W' - Purlih Spacing Sections T-0"' 1 3'-6" 4'-0"1 4'-6" I 5'-0" I 5'-6" I W-V I 6'-0" F-0" 7'4" Allowable Height 'H' / bending W or deflection 'd' 3"x2"x 3"x2"x X6"x x2"x x3"x x4"x r i as Sections Tributary Load Width a purlbl Specie 3'-0"' 3'-0" 1 4'-0" +4!,4 W-0- 1 5'-6" 6'-0" 1 6'4" 1 7'-0" 1 r-6" Allowable Height "H' ! ndin V or deflection 'd' 2" x 2" x 0.044" Hollow 81-W b 8'-0" b 71-6" b 7'-1" b1 8'-8" b 6'-5" b 6'-1" b F-11" b 5'-W b 6-8" b 2" x 2" x 0.055" Hollow 9'-5" b 8'-9" b 8'-2" b r-9" b 1 71•4" b 8'-11" b 6'-8" b W-W b 6'-2" b 5'-11" b 3" x 2" x 0.045" Hollow 10'-5" b 9'-7" b 8'41" b 8'-6" b 8'-0" b r-8" b r-4" b r-l" b 6'-10" b 6'-7" b 3" x 2" x 0.070" Hollow 12'-1" d 11'-5" b 101-W b IVA" b ' 9'4- b 9'-2' b 8'-9" b 8'-5" b 8'-1" b 7'-10" b 2" X x TW, Hallow 12'-10" b 11'-11' b 11'-2" b -B" :.bf 9'-11",: b 9'-0" b 9'-1" b ' 8'-9" b 8'-5" b 8'-2" b 2" x 4" x 0.050" Hollow 14'-11" b 13'-10" b 12'-11" b - " b 11'-Ir b 11'-W b 10'-7" b 10'-2" b 9'-9" b 9'-5" b 2" x 5" x 0.050" S.M.S. 21'-8" bi 20'-1" b 18'-9" b 17'-9" b 16'-10" b 16'-0" b 15'-0" b 14'-9" b 14'-2" b 13'-9" b 2" x 6" x 0.050" S.M.B. b 22'-2" b 20'-9" b 19-7" b 18'-7' b 17'-9" b 16'-11" b 1&-3" b 151-W b 15'-2" b 2" x 2" x 0.044" Sna t231-11" '-0" b 9'-7" b 8'-11' b 8'-5" b r-11' h r-7" b r-4* b r-o' b 6'-9" b F-G' b 2" x 3" x 0.045" Sna '-3" b 12'-3" b 11'-5" b 10'-9" b 10'-3' b 9'-W. b 9'-4" b F-11" b 8'-8" b 8'-4" b 2" x 4" x 0.045" Snap 16'-2" b 14'-11" b 14'-0" bi 13'-2' b 17-6" b 11'-11" b 11'-5" b 10'-11' b 10'-7" b 10'-W b rur a sucano vnna ausz nr isu nern vaincirv! umna ansann rnan nr w%sznm- Sections Tributary Load Width 'W' m Pullin Spacing 3'-0"' 3'-6" 4'-0" 1 4'-V I 5'-0" 5'-6" 1 6'-0" I 6'4" r-0" 1 7-4- All ble Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" Hollow 8'-1" bi T-6" b 6'-1 " b 6'-7' bi 6'-3" b 5'-11" b 5'-8" b 5'-6" b06'-4' &4" b 2" x 2" x 0.055" Hollow F-10" b 8'-2" b r-7" b 7'-2" b 6'-10" b 6'-6" b 6'-3" b 5'-11" b 5'-7" b 3" x 2" x 0.045" Hollow 9'-8" b F-11" b 8'-0" b 7'-11' b 7'-6" b 7'-2" b 8'-10" b 6'-7' b 6'-1" b 3"x2"x0.070". Hollow 1 T-6" b 10'-B" b 9'-11' b 9'-5' b 8'-11" b 8'-6" b 8'-2" b r-10" b r-3" b 2" x 3" x 0.045" Hollow 11'-11"b IVA- b 10'-4" b 9-9" b 9'-3" b 8'-10" b 8=5" b 8'-2" b r-7" b 2" x 4" x 0.050" Hollow 13'-11" b 12'-11' b 12'-1' b 11'-0" b 1Q'-9" b 10-3" b 9'-10" b 9'-5' b 8'-10" b 2" x 5" x 0.050" S.M.B. 20'-2" b 18'-W b 1r-0" b 16'-6" b 15'-W b 14'-11' b 14'-3" b 13'-9" b 13'-3" b 12'-W b 2" x 6" x 0.050" S.M.B. 22'-0" b 20'-8" b 19'-4" b 18'-3" b 17'-3" b 16'-6" b 15'-9" b 15'-2' b 14'-T bj 14,-1" b 2" x 2" x 0.044" Snap 9'-7" b 8'-11" b 8'-0" b 7'-10" b r-5" b 7'-1" b 6'-9" b 8'-8" b 6'-3" bi 6'-1" b 2" x 3" x 0.045" Snap 12'4" b 11'-5" b 10'-0" b 10'-1" b 9'-6" b 9'-l" b 8'-8' b W-4" b 8'-1" bj 7'-9" b 2" x 4" x 0.04S" Snap 15'-1' b 13'-11" bi 131-W b 12'4" b 111-8' bj 11'-1" 4 10'-8" b 10'-3" b 9'-10" b W-6" b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214508. SOUTH DAYTONA, FL 32121 TELEPHONE (366) 767-4774 FAX (366) 767-056 ® COPYRIGHT 2003 PAGE 39 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3" SECTION 7 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS #8 x 1/2" S.M.S. SPACED EXISTING TRUSS OR RAFTER Q 8" O.C. BOTH SIDES #10 x 1-1/2" S.M.S. OR WOOD ' )OD SCREW (2) PER RAFTER .' . • OR TRUSS TAIL #10 X 314" S.M.S. OR WOOD " SCREW SPACED @ 12" O.C. ROOF PANEL '-, EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 3" = 1'-0" EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR _ #8 x 1/2" S.M.S. SPACED OTHER CONSTRUCTION @ 8" O.C. BOTH SIDES FOR MASONRY USE 1/4" x 1-1/4" MASONRY NCHOR OR EQUAL @ 24" O.C. W . FOR WOOD USE #10 x 1-1/2" .'.:Z' .. : S.M.S. OR WOOD SCREWS @ 4 ROOF PANEL 12 O.C. ROOF PANEL TO WALL DETAIL SCALE: 3" = V-0" NOTES: WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH"C. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 7674774 FAX (385) 757.6556 PAGE ® COPYRIGHT 2003 7-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 'SECTION 7 SOLID ROOF PANEL PRODUCTS m—ne wor% ©unurng rruouc[s aoutneasvr nc. Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. 41 Density S" x 410 It 8-024" Reef Pana} wd F7-L nCle I e_.. - Wind Region Open Mono -Sloped s Roof U4" Rooms b Attached Covers Partially Enclosed - - - - Enclosed Overhang ! Cantilever All Roofs 1 b2 span 3 span 4 *pan 1 b2 span 3 span 4 span 1 b2 span 3 span 4 span 1 b2 span 3 span 4 span 100 MPH 21'-4" 23'-10" 23'-0" 20'-4" 22'-9" 21'-11" 13'-6" 15'-1" 14'-7" 15'-1" 1T-9" 16'-3" 4'-0" 110 MPH 21%4" 23'-10" 23'-0" 18.8" 20'-11- 20'-2" 11'-7" 13'-8" 13'-1" 13'-9" 15'-4" 14'40" 4'-0" IYI 20'-" 22'-9" 21'-11" 17'"5" ' 19'-5" 18'-10" 10'-8" 12'-5" 11.6" 12'-6" 13'-11" 17-6" 4'-0" 123 MPH' 19'-6" 21'-10" 1 21'.1" 15'=11' 1 18'-11" 181-3" 1 10'-5" 11'-7" 11'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" I 19'-5" 15'-1" I 1T-9" I 18'-3' I 9'-10" 10'-11" 10'-7" 11'-1" 12'-11" 12'-0" 4'-0" 140 MPH 12'•4" 13'-9" 13--3" 12'-4" 13'-9" 13'-3' 9'-2" 10'-3" 9'-11" 10'S" 11'-6" 11'-1" 4'-0" 150 MPH 12'-4* 13'-9' 13'-3" 17-4" 13'-9" 13'-3" 8'-7" 9'-7" 9'-3" 9'$ 10'-8" 10'-4" 7-11" 4" x 43" x 0_024" Reef Panel rd F7J nrK 1 121... n__.._ Wind Region Open Structures M0 -Sloped.Raof Screen Rooms b Attached Covers Partially Enclosed Enclosed Overhang / Cantilever All Roofs 1b2 span 3 span 4 span 142 span 3 span 4 span 1b2 span 3 span 4 span 1b2 span 3 span 4 span 100 MPH 23'-5" 26'-2" 25'-3" 22'-3" 24'-11" 24'-1" 14'-9" 16'-0" 15'-11" 171S' 191-6" 18'-10" 4'-0" 110 MPH 23'-5" 2672" 25'.3" 20'-6" 27-11' 22'.2" 13'-3" 14'-10" 14'4" 15'7 W-6- 17'-5" 4'-0" 120 MPH 22-3" 24'-11" 24'-1' 19'-1" 21'-4" 20'-7" 11'-8" 13'-7" 13'-2" 13'-9" 15'-4' 14 A V 4'-0" 123MPH 21'-5" 27-11" 23'-2" 18=6" 20'-9" 20'-0" IV-5" 13'-3" 12'-10" 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" 27-1" 21'-4' 1T-5" 19'-6' 18=10" 10'-9" 17-7" 11'-8" 12'-8" 14'-2" 13'-8" 4'-0" 140 MPH 13'-W IVA" 14'-7" 13'-6" 15'-l" 14'-7' 10'-1" 11'-3' 10'-10" 11'-3" 13'-3" 12-9" 4'-0" 150 MPH 13'-8" 15'-1" 14'-7" 13'-6" 15-1" 14'-T 9'-5" 10'-0" 10'-2" 10'-5" 12'-4" 11-4- 4'-0" 5" x 48" x 0A24" Roof Panel w/ F7d nrIC 1 i%i.". 0_...... Wind Region Open Structures MonoSloped Roof Screen Rooms b Attached Covers Partially Enclosed Enclosed Overhang / Cantilever All Roofs 1 b2 span 3 span 1 4 span 1 b2 span 3 span 4 span 1 b2 span 3 span 4 span 1 b2 span 3 span 4 span 100 MPH 26'-5" 29'-6" 28'-6" 25'-2" 28'-1" 27'-2" 17'-5" 19'-V 18'-9" 19'-8" 21'-11" 21.3" 4'-0" 110 MPH 26'-5" 29'-0" 28'-6" 23'-2' 25=10" 24'-11" 14'-11" 17'-7" 18'-2" 18'-2" RT 19'-B" 4'-0" 120 MPH 25'-2' 28'-1" 27'-2" 21'-0' 24'-1- 23'-3" 13'-9" 16-4" 14'-10" 15'-0" 18.8" 18'-0" 4'-0" 123 MPH 24'-2" 27'-0" 26'-1" 20'-11" 1 23'-5' 22'-7" 13'-5" 14'-11" 14'-6" 1 15'-1" 18--1" 1 17'-6" 4'-0" 130 MPH 27.4" 24'-11" 24'-1" 19'-8" 21'-11' 21%3" 12'-9' 14'-3" 13'-9" 1 14'4" 15-11" 15'-5" 4'-0" 140 MPH 15'-3" 1 -O 16'-5" 15'-3" 1 1 T-0" 16'-5' 11'-4" 13'-2' 12'-9" 13'-4" 14'-11" 14'-5" 4'-0" 150 MPH 15'-3" 1 17'-0" 16'-5" 15-3" 17'-0" 16'-5' 10'-7" 12'-4' 11'-5" 12'-5" 13'-11" 13'-5" 4'-0" 6" x 49" x 0.024" Reef Psnal wl P7.LnCK r BI... 0__.."" Wind Region Open Structures MonoSloped Roof Screen Rooms b Attached Covers Partially Enclosed Enclosed Overhang If Cantilever All Roofs 1b2 span 3 span 4 span 1b2 span 3 span 4 span 1b2 span 3 span 4 span 1b2 span 3 span 4 span 100 MPH 29'-1' 32-6' 31'-5" 27-8" 30'-11' 29'-11" 19'-2" 21'-5" 20'-8" 21'-8" 24'-3" 23'-5" 4'-0" 110 MPH 29-1" 32'-6" 31'-5" 25'-6" 28'-6" 27'-0" 1 1T-4" w-5" 18'-9" 20'-1" 22'-5' 21'-8" 1 4'0 1 YOM W 27'-8*- 29'-11 23-9" 2 5'-8 15'-1" 17'-7" 1 -4 18'-5' 2 '-7" 19'A '0 123 MPH 26'-8" 29'-9" 28'-9" 23'-1" 1 25'-9" 24'-11" 14--9" 1 16'-6" 15'-11" 17'-10" 19'-11" 17-3" 4'-0" 130 MPH 24'-7" 2T-6" 26'-6" 21'-B" 24'-3" 23'-5" 14'-0" 15-8" 15'-2" 15'-9" 18'-9" 18'-2" 4'-0" 140 MPH 16'-9" 18'-9" 18'-2" 16'-9" 18%9" 18'-2" 17-11" 14'-6" 1 14'-0" 14'-9" 17'4" 15'-11" 4'-0" 150 MPH 16'-9" 18'-9" 18'-2" 16'-9" 18'-9" 18'-2" 11'-8" 13'-7" 13'-2" 13'-0" 15'-4" 14'-10" 4'-0" ...o...""". toss— A.Vus — f WIu wquuj � nan vouan � uvarnang. Lawrence E. Bennett, P -E. mEBB USHTm CP.O.B ENGINEER X214aB.SOUTHDAENONA,FL 2121 Building Products southeast, Inc. P.O. BOX 21 EPH SOUTH DAYr4774 FL 32121 1107 NORTH THOMAS RD. , LEESBURG. FL 34748 TELEPHONE 787.4774 TEL: (352) 787-7766 FAX: (352) 787-4517 FAX(3B8)7676556 FLORIDA 1-800-342-9077 NATIONAL 1-800-874-0002 PAGE7.38 1 ® NOTPTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. f CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. o3--\a1�3 This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407.475-9112 FACSIMILE:407-475-9115 Project Location or Address: LOT 54 - 123 CROWN COLONY WAY Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: Proposed Activity: Driveway Installation ..... Bore and Jack .......... ❑ Other .................. ❑ Approval Date: To: Emergency Repairs ....... ❑ Aerial Utilities .............. ❑ Underground Utilities ....... El Open Cutting of Roadway..... ❑ Sidewalk Installation........ ❑ Specific Description: ............................................................... ............................................................. Excavation Information: Total Length (FT) Number of Open Roadway Cuts Aerial Information: Length (FT) Number of Poles (Existing) (New) ................................................................................................................. ........... It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresaid rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities are within the public right-of-way. * CALL THE PU LIC ORK AT 330.5681 TO SCHEDULE A PRE -POUR INSPECTION r� APPLICANT SIGNATURE DATE: 3/3/2003 ............................................................................................................................ Reviewed: Public Works Utilities Date: Date: APPROVED: Engineering Date: FEE: I g (� ` COONTY OF EIEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 1O3-7535O DATE � ' --_-_-__�===�_- ' BUILDING PERMIT NUMBER: CI COUNTY NUMBE�� ONIT / --- ------'---- r _ ------------- CITY ____ SEC TOR RNGx ` SUBDIVISION:/Y�� ' � TRACT :: ____ OK PLAT POST _ PLAT IBM �AGE�� ' OWNER NAME --�=/.... .... .... .... ----..... .............. ......... ... _- ADDRESS .............. .... ____...... 1....... __ APPLICANT NAM�: _---iL_-_----_ -----__--- �_-' '-(-_--~----_---_-__--_-_ ADDRE5S: ________^_______________ _^_________________________________~_____ | LAND USE CATEGORY: 001 - Single Family Detached House TYPE USEx Residential WORK DESCRIPTION: Single Family House: Detached - Construction ______________________________________________________________,_______ FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST . S' |DULE DESC. UNIT OF UNITS ' -R^--------------------------------------------------------------------- OADS -_....... -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ .00 ROADS � � -001 . dwl unit $ 142.00 1 $ 142 0O ?| LIBRARY ) SCHOQLS CO -WIDE O ~ CO -WIDE O dwl unit $ 54.00 dwl unit $1,384.00 , 1 $ 54.0O ~ - AMOUNT DUE $2,285.00 STATEMENT , \ RECEIVED BY: __ SIGMATURE ` ~ . -_ °-. - / .\- - -- _ (PUIASE PRINT NAME) ~/ DATE ~" �^� RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER'ANlj`` ENS_R.<T1MELY PAYMENT MAY RESULT IN YOyR LIABILMY FOR THE FEE. '**** � .DISTRIBUTION:: 1-COUNTY ' 3-CITY ~n-- ` ' 2-APPLICANT 4-COUNTY � PERSONSARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABL- PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY ^RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS: OF THE COUHTY LAND DEVELOPMENT CODE. COPIES OF THE,RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. ^� PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPAKTMENT 3O0 NORTH PARK A;ENUE SANFORD. FL 32771 ` PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP ' LEFT OF THE NOTICE . . ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** c CITY OF SANFORD PERMIT APPLICATION Permit No.: CJ_1 - 1 @ {5 -1) Date: 03/05/03 Job Address: 123 CROWN COLONY WAY Lot: 54 Parcel No.: 33-19-30-50S-0000-0540 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: Flood Zone: X Valuation of Work: (iN Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage.,2- — d-S D Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC0584% Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 03/05/03 03/05/03 Signa re of OwnedAgent Date Signature of C or/Agent Date RUSSELL KEITH SUMMERS RUSSELL KEITH SUMMERS Print Owner/Agent's Name Print Contractor/Agent's Name 0�1 4 U ch�- 03/05/03 03/05/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date F� DEBBIE TIME flu DEBBIE TIME ,. TARY 'v My Comm Exp. ?J5/05 ,� Tm - My Comm Exp. ?J'.�,105 w PUBLIC + No. CC 999378 N PUBLIC > No. CC 999378 b Nrawn t l OtMr I.D. Personally Known 110thm 1.0. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY: } / 7�1= Date: 03/05/03 Special Conditions: 4 S Kci-e et ;k CITY T OF SANFORC7 ELECTRICAL PERMIT APPLICATION Permit Number; �1 - 13 � Date: �0_- M The undersigned hereby applies for a permit to install We following electficj,:41: Owner's Name: Maronda Homes Inc.,, of Florida Address of Job,- LYDwa-c)Ian r _ Y And f- Electrical Contractor.DANIEL hUGLI I Residential, Non 40,100 -ReSidential: Addition. Alteration, Repair (Residential & Non-Residentiai) New Residerti0f., AMP Service /s- 7ew C6in iiercial' —T- AMP Service Chan 2e of Service - From AMP Service �vtanufactured Building Other: a11 of Work: AppLl�fpation Fee - TOTAL DUE: By Signing this aopFratiorl I am stating that I am in 00mPlianCO wilti City of Sanford Electrical Code Applicant's Siqnatul(, ECO001663 Stats license Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: C I - I Date: ----- The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: � a-cr-ow_(_� 0 1 b .n� Mechanical Contractor: GARY CARCK Residential ----�---__ Non -Residential By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. Applicant Signature e CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: = ` 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: Plumbing Contractor: Residential: _ _ _ WILLIAM T. Non -Residential: By Signing this application I am stating that 1 am in compliance with City of Sanford Plumbing Code. Applicant's Sig re CFC057039 State License Number .wnlNIts "mommmilM1000060seen$= MARYAN* "Lf, CLERK OF CIRCUIT COURT WMINOLE C"rY IRK 04734 FIG 1016 CLERK'S 0 2003039266 RECORDID 03/06/2003 12.57:46 pH RECORDING FEES 6.00 RECOWD BY G Harford NOTICE OF COMNUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-SQS-0000-0540 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 54 123 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, SuiteF, 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) o U. SURETY (Bonding Company) Name and Address N/A 01 Amount of Bond o i LENDER U0 Ix c Name and address Bank of America, NA, 750 S. Orlando Ave 0102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 W o g` Persons within the State of Florida designated by owner upon whom notice or other o Z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. c Kamaf Title. 200 W. 1.t St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (4407) 322 9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as a provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KfiLw4MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this _ day of , 2003. Notary Public EF(DESIBIE :T111E!�/'�0'S99378 m 1100M t D. MAR-6 CFYTIFIEI) COPY MARYANNE MOR 44RK OF CIRCUIT CC rt CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 54 Subdivision: CROWN COLONY Property Address: 123_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: O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. © 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. 0 h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1f875 S.F. Total (Gross Area) 2,288S.F. M 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). M 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FoLLow on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. El 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11, Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other + DATE: Monday, March 03, 2003 SIGNATURE: (By Owner or Authorized Agent) L onda Homes ====jJ AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTHKELLERRoAD, SuiTEF • ORLANDo, FLORIDA 32810 407-475-9112 • FAx.• 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA [ CITY OF SANFORD VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 54 in 123 CROWN COLONY WAY. RUSSELL K H SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 5th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. uc�A� 04") frto OEBWE TIME ► OTARY p My Comm Exp. Z"S �+ PUBLIC > No.lx 999378 NOTARY PUBLIC Mb + II00wI D. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc PLOT PLAN for: MARON©A HOMES. INC. DESCRIPTION: LOT 54, CROWN COLONY 5U13DIV1510N RECORDED IN PLAT BOOK ty I PAGE(S) 76 1;11TV 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA TRACT 'B' CONSERVATION 4 ACCE55 EASEMENT TRACT " C' 26.39 - (PLAT) DRAINAGE EASEMENT (CALCULATED) '�v NOO"23'47%V N0302349"E 25.96' 34.10' * Ir D.E.''' , --- RZ0 qI SO' I b FATlo SLAB I ! 12.00' LOT 55 b O 40.00' MODEL: ARLINGTON 'K' (3-2) BLOCK FINI;SHED FLOOR p ELEVATION -43.80 Q DRAINAGE TYPE:' B' WITH 1 O' x 30' CONCRETE'' PATIO SLAB AND GARAGE SERVICE DOOR 1 a.0a I I 9 A a 5• 1a as GRM11C 5CALE LOT 53 M,y,2 LOOS SLAB ELE\jp, ti N F T E 1 V, A,80\JE CHOW gnus ;, `T pDAD uNLESS Of A mMAPP�{OVED CROWN COLONY WAY OBE i III 500009'02'E 60.00' N07ES: FLOOR CERnnCA710N 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOO'U9'02'E. IELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING REAR. 2 SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE. 75, A BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ', SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REWSION DATE; LOT 54 CONTAINS (SU&ECT TO CHANGE) 5,989 SQUARE FEET/0.160 ACRES +/- THE UNDERSIGNED ANDEM 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 OTHER MATTERS. AND FURTHER IRIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH MFORMATK)N SHOULD ! OBTAINED AND COIN fEO BY AIHERS TMR[ri1fyJ ARaarn VATc nnr Urdcrn.nnu ol A VONE, INC. LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGWOOD. FLORIDA 32750-5499 TELEPHONE 407) SM-9080 FAX Na (O7) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE SIGIVATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER --�'-.MMr�1 • . REVISION FATE � `"• ""-'• DOIWNICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN i-3-200J LOT by NEIL - CADD FILE-CROWNCOLS4.NG W.0.2002-14G93 , r Maronda Sy Maronda Systems 4005 Maronda Way Sanford FL 32771 Engineer of Record: Tomas Ponce, P.E. 1890 Greenbrook Ct. Design Criteria: TPI Design: Matrix Analysis TEE-LOK software stems (407) 321-0064 Oviedo, FL 32766 PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO5401 54 123cw1A'Jc0& �Y ORLN-CRC ARLK3 RIGHT Fax (407) 321-3913 FL PE # 50068, ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. -� Truss loadina is in accordance with ASCE 7-98. These trusses are designed for an enrincpd huildinn_ Truss ID Run Date Reviewed Truss ID Run Date Reviewed No. of Eng. Dwgs: 44 Layout 6-14-01 O Q-3I -D 2 6-6-02 Roof Loads - VT 4-11-01 01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 A 6-6-02 P 6-6-02 B 6-6-02 P1 6-6-02 C 6-6-02 Q 6-6-02 Total 33.0 psf C 1 6-6-02 R 6-6-02 D 6-6-02 R1 6-6-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 6-6-02 S 6-6-02 E 6-6-02 S1 6-7-02 E1 6-6-02 T 6-6-02 F 6-6-02 U 6-6-02 F1 6-6-02 V 6-6-02 G 6-6-02 W 6-10-02 G 1 6-6-02 X 6-6-02 H 6-6-02 X 1 6-6-02 1 6-6-02 Y 6-10-02 1 6-6-02 Z 6-6-02 K 6-6-02 Z1 6-6-02 L 6-6-02��] L 1 6-6-02 L2 M 6-6-02 N 6-6-02 N 1 6-6-02 JAN 0 2003 18331 26 533 EHU 28 13,350 S H26R SK R 26L 18362 S H26 1837 26 13336 E 28-2 SEAT PLATES 128 1DATE: I 1(2)SKUH26 HANG] IC 9 7 VOLUME 4 6 L,,- - 2PLY EHUH26HANG 40-0 A -4 PIL VOLUME CEILING 12 z�=±50A EH .\(T53A_ _j NOW! WIN 9 ll'CEILING ld2. ODD SPACE Iry 1PLY ;tW I 12 12 12-- c I 6 IV r VOLUME C ILIN c 7 AgR ODDSPACE F IN -SCISSOR GABLE I L P - GABLLA# -L, - - - - - 03 194 N2014-8 . JOB NUMBER: ARLIK DRAWN Gf]Dy DATE: 6-14.01 &ff offA& %�s mm]) CUSTOMER PITCH:6/1 2 & 4112 OH: 1 '-0 & 7 3/4' [JOB NAME: ARLINrTON K 3 & 4 BDRIM BEARING:.8' LOAD:33# III�III t� f` 1 1 I�'F1'rull:t1l .. � ea e.ii o.��::,�F."k!��:1 c7-'In o n a�}:��ioC f.X.`�:=i'�ir�IiiAiF� _ r�l'�,�"f-�1►i o.., t5�;�.Fi.a'.a��:rt �`Ol >✓ �� ¢L'j✓ �? t' ...-F�•iR-,rd..,rr .. 1 I .. � a r �KK3fns^y °f�P +" r.. te. y� ,+-�. o r,.nyY,-^m,.l •.*� orryK "'r'yf"'("r'"-F°'o•...;-F•,t y .. i...:•^+., � �. .,a,.:f' 1, e'1!'Ri is L',) l�. r,F�,,.. v>C}r�:'a ,�' :t.l: Y,Ff 1'� ;'.,:1 ,..r 4. t t i�f•1.�{� ,pit ). !.'i r 'V4�.t r rfgi r.,.'� � ,.. .::KV'JJ til �P�I�, I�i� {�IA®P f t l i;(f 11, {.1�� .1 �1 ,j '�YtJ W y � f;�''r�lp Tag Line ,GSSf�li#G#1UNDBRi�1"WY,rI,#}`fER��, ' .� rr "�. Jr�rprtwr ilc II r N,1V'r r{>µy MUI:. I,r 1i brace Chord, Typical vertioel / at pica) v l Man nd Wall Ground Brace Verticals (GBV) Strut \79� rl Mal Us member With (HT) Prus's of bra, 'cup of lrusse. (9B) Frame 2 44 - j A — , 12 4 or greater 1PO. NI row ZIP Top chords that are laterally br*=W can buckle togothera nd cause collapse It there In no diago. nal bracing. Diagonal bracing should bapall*d tothe underside of the top chord when porlins are,attachod to the topside of the top chonj op Uo to 321 4/12 Over 32'. 48' 1 4/12 Over 48'. 60'_4112— 61 F 51 10 6 7 I — - --v --cru Fiviumaimnai engineer DF: Douglas Fir -Larch SP - Southern Kne HF Hem -Fir SPF - Spruce -Pine -Fir All lateral braces Continuous Top Chord Lateral Brace lapped at least 2 trusses. Required UY or Greater ell Aftachment L-1, Required RYWAMPI-55.,Yr TR LIS Vol -5) 1 11� x VIA, _t4l" rap - MO, I ME . . . . . . . . Frame 3 t r A at+,��` SPAN� C rgrCI hACING ,m+lt x ntt+xalWij SP 'ClNG�' Ds �LB1 �'N! I +, I.+k,� R4r' U to 24' . 3/12 8, 'SPF HI 17 12 Over 24' . 42' 3 12 7' 10 8 Over 42' - 54' 3/12 6' 6 Over 54' See a re Istered professional an inee ur - uougias rtr-i.arcn 5P - Southern Pine HF - Hem -Fir SPF - Spruce- Ine-Fir Diagonal brace also required on end verticals. Top chords that are literally braced Cain buckle togetherand cauae collapse if There lano diago. nalbraoing. Diagonal bracing should be nailed to the underside of the top chord when purling are Otis tied to the topaide of the top chord. 'MONO TRUSS��. Aaxifr Aisplacement r+u+nu Line 4 1NSTA�'^"LATICiN TOLERA"" 12 3 or \�growter ■ All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral 8reoe —� \ Required , 10' or Greateer _L Attachment Required — BOW Length L(in) T Lesser of L/200 or 2" L(in) .{e L(!n) .... ±+/I; Lesser of L/200 or 2" r /n/;afir a 7iri ��"xe I'kan� 50" 14" ' " 1 150" 3/4" j12.5' I�In"�' G�?�iJ^a00s"r'iL(ft} 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1 /2" 25.0' DESIGN INFORMATION T1ds design In far ran tadwrdami 6utld1. mmpooettand has been Inascd eaa InfaemaUQr P by U-dlent. Tlu desigtaer dtsdafms aml *aPno�Y tar damages as a lesuk of LauNy err mmaeet bdos eatk o; spews and/or desl�aa Cutrmtaed to the trues deslgner by the eltent and the correctaeas oraas0aey d thin m(atmatfm an it amy mute m..pe- cme peeladassd accepts no respombmw er exudm no eaohd wlth Regard to falxda- U-0, baodth,g, shipment mud last mttao or hush a. This trams has ban des%vW as an WdbNmal bo0dlog ammponmt to arm at<h ANSVM 1-1995 and 14DS-W to be hrempntatsd' as part of the budding dmlgn by a BuBdfmg DesfEaer knestrmed nch7becl or pmfessional esrgioeah, When reviewed forappawatly.am 6 lire d-ftm 6-op shown mint be ebalted to be sort that the data shown ate m agreeaaat with the bcO bullditg coam. toad dtmtic records far ward arAn— le-ds, Urged apagiatiams or speda! appaad loads. Unless shown. tnea has rat ben destud. far stator or 00wrpan9 lands. The design a s•e. a mooPearshm or batimm; son, camu� � brace ah-Ahtg unks, a her a si e®ed. Whore bottom chards m leasie0 arc not AdV braced Ltconny by m t_Pa'ly appb d stgid aellug', Okay should be braced at a maw —.Pactog o! 10'•O' ac Conaedor Mates shag be mamdadrmrd from 20 gang. hot dipped galaantaed steel naa tivgASLMA MS. Grade 40. rmlem allm dw shows FABRICATION NOTES Prior to htateation, the fabrkatm shdi Reslar this drawing to verify that tints der -mg is in mototmanm srnh the. fatafatae. Plana and to rralme. enntinumg mparesumv far ouch wed- Butlm- Any d6eenaudn ors to ba pat m wrtmglaefweetdtlogar fabrication. Plates ab.t not be fmtabkd over imatholes. ��ar�mfdato wood a ft beCon oat nectar p4fes sb.X I e bated a both faces f lha tram with w7b fully tmD4dded and shall be Von- abdt thelomt udess othrswhe shown- A Sx4 pate fa 5' ode x 4-loot A tktd Plata Is (' telde, x W bog- Slats ovules) nm Para6d to the Plate le"Oh $Peagkd. Denture arc on web maabera shah Reed 4t the ce+drmd orlhe webs unkas eshasvbe shoam fan -se or plate aftea am mlmlmaamarcs based on "m forces shown and may 0eed to ba mQeased far pertain band. ling and/or n ex-ttestreThin hum es, Tbuss is not m be famlaled web th. tetu'daot hated hsmber rmhss otbawim sbown. for &&Ml d mfarotiatbn an 9-wty Cannot mfar to ANSti1Pf 1-t9m PRECAUTIONARY NOTES AB bradag and acYba tee31mamendanoos sox: to be f.Bawed m aaamda0a w" 7lamdimg bwt.Bbg A,Bradmf.. "W-91. Thomas are to ba handled wftb P-U-Ld r care ds0mg banding ■vd b Red&, d.%—ymood lmsmltatb0 to asdd &—ge, T®prsary and Part brarh+g fia hddmg tmmn Is a ebaigtat and plank Pas. slam and rocreslstfng lateral forces aba8 be amr and tastaBed by others. Careful bwW Bag is asseonal and accum txumg Is,btays m7drtxl. Normal plecaOtbmty action for Installation� g aual dammome Tha vvaslebm err aedmn d crown shag be undo -the mend. dperaaam a¢arlemed m tAe laedaBaOon of rrtmd- Lh-&Nis sl adobe shall be samoa 9neaf.L Cammssmatm of mmms,atto0 bads V E= timm the deslp. lands sima not be spp.nod to boom at any nma No Wads otfner tban the wn,• & of the -f-ct s shalt ba appSed to tnmscs OnUl after au fastadng and tracing is competed. MARONDA SYSTEMS MONO VALLEY VALLEY TRUE. COMMON VALLEY VALLEY TRUSSES SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4- O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET, WO: VALLEY SET DIAGONAL WEBS — REQUIRED WITH SPANS GREATER THEN 2544 0-4 4 IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL # 20 = 2x4 an 516 3 R 319 4x6 TI: VT QTY:1 (t) WHEN OIGAONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24.O.C. ITYP) 2x4 3X6 r 214 � VARIES f1 UP TO T ••* `•' Ix4 4110 214 316 20 20 316 116 an 316 ow i 4X6 an i4X6 2X4 MAX. 6-0-0 O.C. (TYP) # 214 MAX 6-0-0 O.C. (TYP) MAX TRUSS CING BELOW - 46PAOx. 44 f--f I� SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: •2X4 SP 43 PROVIDE ALL NECESSARY TOP CHORD BRACING, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2)10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 20 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB, NAILED TO FACE (S) OF WEB WITH iOd NAILS STAGGERED 8a O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN V LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14e.jt UCEPT AS SHOWN PLATES.ARE Mo GA TPS'1TD PER ANSMI 1-1995 cont. Support (!!aronda Systems 4005 MARONDA WAY SANFORD, FL_ __. (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE A0050068 1690 ORE iMOOKC'MYTPDOSL32766 +n k"UNIn ki: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bradag shown. on this drawing Is bat aectbn tracing; ward bracing. Postal brat ht g m skoee btaefng wbfdr is a Part of the dc� and which must be considered the d btioct of �° by katwmg n mum B shown k for lataat support d 6t1ss m®bets only to ledtue Ixfckltng IettgUt, Plocislas must be � made b.raoar lot al mset09 at rnda cord specified fa sham deter by the 6ufldmg de fgn� Aea1 braetmg err the asera8. aGOdtne oaf & regrind. ISee HtB-91 d T[r8. (Dram Plstn matlbrtq TPI, is located at 583 D'Ouaftlo D&e. Madison. Wtstonsm 53719). Studs 0 6-" arc. Eng. robs Dug: Dsgur: TLY Chk: TIC Live 16-0 psf TIC Dead 7.0 psi BC Live 0.0 psf BC Dead 2.0 psf TOTAT, n „a-F a rl.4 s JI Truss ID: VT Date: 4-1.1-01 DurFac - pit: 1.25 . O.C. Spacing: 24.0a Design Criteria: TPI Code Desc: � r.A✓ AA Ah Awww —.� HIP BLOW DESIGN INFORMATION This dsiglt is for an Indhidual buiWing —pmrent and ices been based on t ro fin pm-lded by the -11-L The dcs±gnv dt loans eery rspa.aarbnity ladanmges es a —ft d faaltyor lnaxrct bdormatlort spedOctLons and/a dev" furnished to the mass dvdgrzr by the cflenf and the eonec[ness a accuracy of this 4dwuwUen as n maq relate a -pe. egic ptgeel and actxpls tro reptuaitn7ltr or aascbea no owatmlrralr regard lolalxia- Ucn. Dandling, sklpment and bntanau- of true -es. 7jris tr„aa Ira Dace de/g,ed as an Itt .;.; bugdbrg enrrtpnnvd w a�rdance wah A14%rM 1-19M and uos97 b be lr-posted put of the building design by a Budding tl-%-wed ardwcd nr pn*csstanal en9U.-J. when re f—d for approval by the bn9dtng designer, the design lading, sham,. blurt be checked. la be sore thnt the data shone are In agreement. -11h the fool building wades. bo1 e4naUe records for Ycbnd ar st.or bads. pmJed sped[Imlfaro or specirl -pp 9ed Unlbads. eaa shown, ltu-s has net Inern deigned fac 310a96 - oeoupancy loads. The deign assmoes mmprmla, chords (tap or b-U-1 are oontaau- ousty braced by site "ng unk3a oUMMIse spcllled. Wt.. b-11- eh-1. In renal." an, not fully tavred hteratly by a T oput} applied ngld -ling, they should be b—d at a umd4nwu spadug of 10'-W o.r_ Connector plate Sim" brc manufaQured hum 20 gauge hat d"-d gel untied steel meeting ASTM A 653. Craft 40. crake otf, rn si,oan. FABRICATION NOTES PAor b fab,loUan. Ute fabrltalor stag reeks lh6 dmaWag to avEy Uul 11,6 d.awk,g 6 b OMIferRance with the fabrlmhTs plain oral to nuUze a m,wnumg.aspomnnaly ( such Yen. Uo[!on_ "dL• 7cpancks are to be pal In -Aing baf He cooing or f be-Uon. Piste stag not be instAkd -Y tniathal-. arwb or dist-t d grain. M--b- .1.9 be cut for light Ilublg wood to wood bearing Con- ncdvr Ptata -hag by louled o.r loth races or the boss srHh nags fully Imbedded and shall be sym about the Joint unless ellnasm lac Sha. A 5-4. plate Is 5' wide x 4' luny A 6.9 plate 6 6' wale x Ir long. sots (ho(e-4 nm paraild la the pots length specYkd. Double cuts - web manbers shag meet M the cvdrold of the s ebo unless -0 a 15e51oon. Conn..cirr plate sizes an minimum sizes based on the (mees shun and sway neat to_be bu=eased for cedabt hand. lb,gsad/or eMellon -twee,. n,b trvas 6 not to be falmrk ted wRl, flee -1-1-nt (toted lumber unless othersbe -h-- For sdditl n f bdo—Urn at QnaUty eenhel refer to nisi/ pf 1-19ss PRECAUTIONARY NOTES n8 bracb,E+ ereetbn recan,mendatlom era b be (attoatd b a¢arrfarue wiUn'KaMWng tnstiWngA Bracing'. Kt"i. T-, Are to be handled wR1r partleular are doing fards,g and ba,W4ng• deli.ery and irstaeallon b acetd dsruage. Tamporay and pennuxnt brcig fa ho(dhg messes b a slnFR1A and plaoub pas. tbr, and ( nvlstkng 6tasal bnees stab Ge dcalg,-d and klst-Ned by others. Csrefut hand- ling Is essential and ceciion bmdng is alsays acquired. Habtal pfrmut1wifT atlfn9 for basso nc%uhes such temporary bracing during basdoaow betveeu trusses to scold toppling and d-lant g. The sop-bfi n or ereeUoc of tr shall be a .d- the -A.A or pmora e in the anta iatim, of b osso. Professiwab advice stall be sought E nceded. CnnoentraUw, of earatrucU- Dods g_trr titan the dotgn loads s1a11 not be applied to rave. -a at>ny thee. No F»da dher than the . ..erght dthe etors stall Ir. a(.pfx_.1 tv trusses .mid afler all lamenbytaml 1-cl„g is nonpktcd. HIP GIRDER MARONDA 2x OF WO: H TI_HIP QTY:1 BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. OSB' NOT TO EXCEED 24"O.C. '0 BE NAILED TO TRUSSES w/ c 12't ON CEN. STAGGERED PRE-ENG'D T TOP WALL OF BUILDING TYPICAL BLOCKING FoR sHEA THING ON STEP HIPS Maronda Systems 4005 MARONDA WAY SANFORD. FL 32771 (407) 321-00" Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE d0050068 lino 6nEE"nOOE CT.t7olt110,FL3276e vrtuCiJIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 811:b g a Part on. m building b not vd which "I" d bnMg. portal braait,g or,lutist I>sacb,R Ilbcb b x part of the buUding dcslgn.and ai,ich must be ennsiderH by We building dcler,er. Bmci,g shrd b for 6.tmt support. d hues members -IF to reduce bucding IengU,. frrosFuy„s ,Host be trade to VK horlatetal bracng at ends and specUted lootbm determb,ea tT Add/Uonaf braeu.g o[ the omusU-trvdure mac he. cd loadd. t-nM113-of an, building deigrer. (Truss Plate ImtaUte.. TPi, Is Doted at sea O'anddo Drtw Madison. wtseou-In 537Ie1. Tug. Job: Dwg; Dsgmr: TLY Cb-k: TC Live 16.0 PSI TC Dead 7.0 psI BC Live 0.0 psf BC Dead 10.9 psf TOTAL_ 33.0 psf Truss ID: HIP Date: 10-20;-00 .,..,1 eta. - LUI. ' I.LS DurFac - P1I: 1.25 O.C. SPacing: 24.0" Design Crlleria: I'm Code Desc: V'Iih 79 nil_ FrR_ '10 I DESIGN INFORMATION This dcapt B for an Utdivldtn! buNing component and has been based on information { provided by the client The designer disclaims my responsibility for damages as a result of faulty or Ineoneet InFormation, specifications and/a design furnished to the truss dmlgner by the client and the correctness or accuracy of this information as It may relate to a spe- dfk paged and accepts no responsibility or atscbes fro rsrmrnl wRh :=gra b ratrrta- tion. handling. shipment and installation of trusses. This eons has been designed as ar. individual building component in accordance "Rh ANSf/TPI 1-19% and MS-97 to be Incorporated as part of the building design by a BuWtng Desip- fragbteredarzhnact or prde wlonal enghrced.. When reviewedfor approval by the building designer, the design faadangs shown must be ducked to be sure that the data shown are In agreement with the local building codes. local ciknatic rramtds Con vrhhd or snow bads. project speedl atiae a special applied bads. Unless shown, truss has not been designed for storage - occupancy toads. The destgh u m"' compression chords (top or ballmd ant continu- ously braced by sheathing unless otherwise specified. vebee bottom cords In tension are not fully braced laterally by a WrIp-ly applied rigid ceding, they should be braced at a maximum spacing of W-cr e.c Connector platrs shall be manutacuued from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabtfcatoes plans and to reakze a conunuing responsibility rar such ven. Motion. Any disgepandes ace to be put In wrung before cutting or fabrication. Plates shag not be Installed over knotholm. knots or dbtarted grain. Members stall be cut for tlght Wing wood to wood hearing. Om- nector plates SW be locatedon both races of the truss with nalls fully imbedded and shall be symr. about the jokd unless ofherwbe shown. A 5x4 plate is 5- wide x 4" long. A 6x8 plate is 6- wide x 8' king. Slots ffo"esl run paralW to the Plate length sp-Md. Double cub on web member shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the lmces shown and may need to be Increased for certain hand- ling amt/or erection stresses. This truss is not to be fairfcated with Ore retardant. traced lumber unless otherwise. shown. For additional information on Quality control rder to ANSl/7P1 1-If195 PRECAUTIONARY NOTES w bracing and erection recmnnendatlon, are to be. followed In accordance with "Harding InstsWmg& Bracing*. 140-91. hwsa are to 5e handled with particular care during banding nod bundling. delivery and installation to avoid - Te"rpoary and Peroanemt bracing or bolding trusses In a stnalgbt and plumb pos- Um and for M19U g lateral forces shall be I-Wwd and installed by others. CInerA band- ing Is essential and erection bmdng b always squired. Normal precautionary action for nNsw requires such temporary bracing during rtstallatlmt between trusses to avoid toppilng and dombroing. The supervision of election of risses shall be under the carrot of persons xpalenced in the installation of trusses. 'idesslonal advice shag be sought if needed. ;orrmntrauan of Construction loads greater _ hatthe design bads shall net be applied to fusses at any time No loads other thanthe weight of the erectan shall be applied to russes until after all fastening and bmctng s completed. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 HOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat.nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TCSHC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION- L/963 at JOINT #17 L=-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tar 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION.- T- 0.23" RMB = 1.15 T 4-2-14 0-6-6 Face = 0-3-12 3.00 I 0-8-0 ( � VV %J. IAKLR MULTIPLE LORDS -- This design is the couposite result of muitipie loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 111 0" jacks (mono truss framed to Be) and Hip Jacks framed to BC Wind Case- ASCS 7-98, C&C, V= 125mph, H- 15.0 ft, Iw 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TC - 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHBDULE.- Support 1 1827# Support 2 1811# TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.17 20-19 16654 0.66 4- 5 -20882 0.18 19-18 23651 0.92 5- 6 -24952 0.21 18-17 23651 0.70 6- 7 -24952 0.21 17-16 23650 0.70 7- 8 -20881 0.18 16-15 23650 0.92 8- 9 -20880 0.17 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 4-PLYS REQUIRED 8X10 3X6 4638# 8.0011 Z,J (R2) I 1475# EXCEPT AS SHOWN PLATES ARE 0 CA TESTED PER ANSI/TPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IMO OREENBROOa CrOVIEDOXI-32766 Deign: Manic Awlysur 10X10 TI: A QTY:4 a0-=0 w==-Joint Locations._ 1)w 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) IS- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 3.1- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0_ 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ----------- Uniform PLF From PLF To TC Vert L+D -46 -0- 6- 4 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 3'2- 8- 0 TC Vert L+D -46 32- 8- 0 -46 40- 6- 4 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION -.... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4638 -19 -1827 BOT PIN 39- 8- 0 4638 0 -1811 BOT H-ROLL 8X10 13.00 0-6-6 4-2-6 _LI 5X6 T Face = 0-3-12 4638# 8.00" 40-" �a 0--6-4 1-1995 1475rf I (R(M-4) scale = 0.1633 nr1%K1N1r4U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown ou this drawing Is not erection bracing. wind bmclag, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for Iateaaf support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracng at ends and specilled locations determined by the building designer. Additionalbracing of the overall structure may be required. . -See Hill-91 of TP")� (Truss Plate Institute, TPI. 15 located at 583 D'Onofrio Drive. Madison. Wtscr min 53719I. !OD PATH: C.lTEE-L0KV0DSl125MP11Uft1K Eng. Job: Dwg: Dsgur: TLY Chk: WO. AMC- Truss ID: A Date: 6-06-02 TC Live 16.0 psf DUrFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - pit: 1.25 BC Lave o.o psf O.C. Spacing: 24.0nn BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAI, 33.0 psf V:0 .02.02- 125 fiCS: 06.07-02 DESIGN INFORMATION This dolg0 Is for an Individual building component and has been baud on indormaWn provided by the client. The designer disclaims any responsibility far damages as a result of fsvftycar incorrectadarmation. specifications and/or des" furnished to the true" designer by the client and the correctness or accuracy of this Irdasmatln es It may relate to a spe- eYk prged and accepts no responsibility, w ecerebes no control with regard to rabrlea- tion. hsmdh-g, shipment and hssu iattm of troves. This truss has been designed - an Individual budding component In accordance will AM/TM 1-19%and NDS-97 to be incorporated as part of the Mudding design by a Budding Designer (registered architect or pro[usionat engineer!When reviewed for approval by the building designer. the design loadings shown. most be chocked to be sure thatthe data shown are n agreement with the local building code. Ial climatic records for wind or snow loads. prged specifications or special applied loads.. Units. shown, truss has not been designed for storage or occupancy loads. The design assumes comprrsalon chords (top or botiond are mntinu- ousiy braced by sheaddng unless otherwise specdIed. Where bottom chords in tension are notf dly braced laterally by a property applied rfgad ceding. they should be braced at a ttuxinr uro spacing of 10'-0' o.c. Connector Plaits shall be manufactured from 20 gauge hot dipped OLvantred steel meeting. AStM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the faMtator shag review thb drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility (or such vest- IkRUm. Any dser:pandes are to be put in arKi ng before cutting or (abrlation. Plates shag not be installed over knotholes.. kiwis or distorted g/atn. Members shag be cut for t.gin (1Wng wood to wood beatng. Con - necks plates shall be located on troth face of the buss with nafis fully Imbedded and shallbe sym about tie Joint uudeas otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6" wide x tin' long. Slots BuArsl run parallel to We plate length specified- Double emu on web member sled( meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum afzes based on the farces shown and may need to be Increased for certain hand - and am!/or erection. stresses. This buss is not to be fabrfated with me retardant treated lumber units$ otherwise shown. For additional Imforrusuan on ¢w((ty Controlrefer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AS bracing and erection recormnendatlum lie to be followed In accordance with -Handling Wtalling h Bracing'. HIB-91. Tresses are to be handled w 9h particular are during banding and bundling. delivery and Installation to avoid damage. Temporaryand pmuanc nt bracing (or holding trusses In a straight and plumb pos- ttion and for rtsbtnglateral foray shade be designed and installed by others. Careful hand- ing is essentialand erection bracing is always required. Normal Precautionary action for susses requires such temporary bracing during astallatlon between trusses to avoid toppling tad dmmInoing. The supervision of erection of russes shall be under the controlof persons wpatmced in the installation of trusses. rrofessional advice stall be sought If "ceded. :oncentration of construction Ioads grearer ban the design loads shall not be applied to rvsses at any time. No loads other than the vefght of the erectors shall be applied to nurses until ail" all fastening and bracing s completed. - r v..�. TOP'CHORDSt 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are asstmted to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/956 at JOINT # 3 Lw-0.48" Dw-0.51" Tw-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tw 0.23" RMB a 1.15 T 4-10-14 0-6-6 1a7- - I trvv: AXLK WE: 1X4 continuous lateral bracing attached with 2- 10d flails each m®ber where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, Va 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 d33 5 40.0 ones, TCDL=4.2 psf, BCDL= 6Truss psf in Tnpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -4072 0.63 12-11 3664 0.76 2- 3 -5332 0.61 11-10 3664 0.64 3- 4 -5387 0.51 10- 9 5402 0.83 47 5 -5372 0.60 9- 8 3664 0.65 5- 6 -4072 0.64 8 7 3663 0.76 Ti: B _ a==Joint Locations=====:-_>,__=� =1)==0- 0= 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- s- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-LOC Type 0- 4- 0 1344 48 -968 BOT PIN 39- 8- 0 1344 0 -983 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 968# Support 2 983# 6 a 6n 6X8 0 dX6 cvtn __-- Face = 0-3-12 3.00 I 1344# 8.0011 0-6-4 EXCEPT AS SHOWN PLATES ARE T120 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 la90 OrnEEN8R00a. CT.0VIED0.rL92766 Design: Manic Analysis 40-" GA TESTED PER ANSI/TPI 1-1995 rrf►> 1111nv: 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 winch Is a pat of the building design and which must be ama(ered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provision must be made to anchor lateral bracing at ends and spec8kd lucatiom determined by the Ong designer. Additional brayng of the overall structure may be required (See HIS-91. ofTPU. Muss Plate Institute. TPI. is located at 583 D'Onoftio Dave. Madison. Wisconsin 537191- JOB PATH: C:I7£E-L0KV0BSII25MPH14nK I 3.00 Erg. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5X6 Face = r 0 I6 6 4-10-6 I 0-3-12 1344# 8.00" (RO.4-4) scale = 0.1633 Truss ID: B Date: 6-06-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.G. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 12560-11 HCS: 06.01.02 DESIGN INFORMATION This des4M Is for an lndlvldtial bttlldittg component and has been based on inlor aeon provided by the client The designer dbdalurs any rnpmutbWty for damages as a result of faulty or incorrect brloroaftom specgkatmm and/or designs furnished to the truss designer by the client and the correctness or accuracy of this htformaflon as it may relate to a spe- efiic Fq d. and accepts no responsBmHfly or exeretses no camtrW wtUn regard to fabrW- tion, handling,shipment and Installation of inmses. This truss has been. des,gned as an individual building component in accordance wilt ANSI/M 1-1995 and NDS-97 in be Incorporated as part of the building design by a Building Designer b-egptered architect — professional engineer). when reviewed for approval by the bulldtng designerthe design loadings shown must be checkedto be sure that the: data shown an in agreement with the local building codes. festal cbmathc reoorris for wird a snow fonds. prgect specgleationsor special applied loads. Unless -hewn. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or boltoml are continu- ously braced by sheathIng unless otherwise specified: Where botten chords In tension are not fully braced laterally by a property applied rWd celkng, they should be braced at a tuurdmwn spacing of h0'-0' o.e. Connector plat" shall be manufactured from 20 gauge hot dipped 69vanmed steel meeting AShM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES .prior to fabrication. the fabricator shag review this drawing to verity that this drawing b hi conformance with the fabrintar's plans and to realize a continuing responstbility for such verl- r cation. Any discrepancies are to be put In writing before cutting - fabrication. Plat= shall not be Installedover knotholes. 1bots" distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be bested on both faces or Use truss with tails fully Imbedded and shall be sym. about to joint unless otherwise shown. A 5x4 plate 1s 5' wide x 4" long A 6x6 plate is 6' wide x Ir brag Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the eenUoidof the webs +rides otherwise shown. Connector plate sties are mdnanum sties based on the forces shown. and rosy need to be lnareased for certain hand- Iing and/or erection sbcases. Titstruss is not to be fabricated with. (he retardant treated lumber unless otherwise shown. For additional ttnfunation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A9 bracing and erection recommendations are to be fagowed In accordance with 'Handling installing h sraclne. tti"L Trusses are to be handled with particular ease during banding and bundling, delivery and Installation to avoid damage. Temporary and pemnanent bracing nor biding busses In t at ntot and plumb pos. Won and for restating lateral forces shall be designed and installed by others. Careful hard - ling is essential and erection tracing is always. required. Normal precautionary action for trusses nequkes such temporary bracing during installation between trusses to avoid toppling and dondnofng The supervbbo of erection of Uusses stet) be under the control of persons experienced In the mslellanoa of trusses. Professional advice shall be sought If needed. Concentration d construction loads greater than the design loads shagnot be applied to trusses at any time. No loads other than the "tight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDSt 2x6 SP #2 BOT CHORDS. 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 Le.-0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DElrrECTION.- T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tw 0.22" RMB w 1.15 T 5-6-14 0-6-6 1-6 1 Face 0-3-12 3.00 I 0-8-0 YY V:_ AKLr% WE: 1X4 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 8" o.c. Brace ]mist extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V= 125utph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type- Enci L- 58.0 ft w= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...PORCE... CSI ..BC ... FORCE_CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3596 0.64 3- 4 -4925 0.60 8- 7 3595 0.64 4- 5 -4017 0.67 7- 6 3614 0.72 TI: C QTY:1 _ - ===Joint Locations==___=_:__=__ $1)= 0==0= ==-0 5) 40- 0- 0 9) 10- 3-1i 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 51 -972 SOT PIN 39- a- 0 1343 0 -987 BUT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 972# Support 2 987# 6X8 Rxto 1— 1344# 8.00" �0-64-1 L (R0-4-4) 1 40-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSLTPI 1-1995 Marunda SyStemS WPLKNIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing is sis shown on this drawing not erection bracing wind bracing. portal bracing or similar bract Part of the bolding design and which must be considered by the buddbg designer. Bracingg shown Is for lateral TO MAS PONCE P.E. support of truss members only to reduce buckling length. Provisions must be made to anchor latent bracing at ends and specified locations determined by the building designer. LICENSE f0050068 Additional bandng of the m'eraa structure may be required (See tilB-91 of TPII. frru" Plate Institute, TPI. Is located at 563 D'Onorho Drive. Madison. 1690 GftEE"R00K Cr.0VIEV0.Ft.32766 Wisconsin 537lei.. Design: Mar— Analysis JOB PAIN: CATFE-L0KU0BSU25MPNIARI.K Q 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 5X6 Face i 5-6-6 066 0-3-12 1 6 1344fF 8.000 scale = 0.1633 Truss ID: C Date: 6-06-02 DurFac - Lbr: i .26 DurFac - Pit: 1.25 O.C. Spacing: 24.0m Design Criteria: TPI Code Desc: FLA V:06.02.02- 7 2561- I RCS: 06ALUZ TV v. ^n Lr% DESIGN INFORMATION This design Is Ear an tndtvWual budding component and has been based on Infortnatimi ,provided by the client The designer disclaims tinny responsilAW for damages as a result of fauily or incorrect information. specif catbra and/or designs furnished to the truss designer by the client and the correctness or accuracy of this 0fanmiatfon - It may relate to a spe- cdlc project and accepts oo respowibifty or enrercbes nc combed. with regard. to fabrka- ton, h-ding, shipment a� Installation of trusses. This truss has been designed - an :ndWual building component in ac anlance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by. Building Designer Ircgsstered architect or professional engltt:eerl. When reviewed for approval by the budding design- the design 1. d shown most be checked to be sure that the data shown are In agreementwith the local building codes. ben! rJiwtle records nor word or nano bads- PM-:t specifications or special applied Toads. Unless shown, truss has not been designed for storage or occupancy Ioads. The design asau:me" compression chords (top or bottom) are continu- ously braced by sheathbng unless otherwise specified. Where botton chords in tension are not fully braced laterally by. property applied rilod ceiling, they should be braced at a maxi man spacing of l0'-W o.c. Connector plates sham be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrfotor shagreview this drawing to verify that tilts drawing is in conformance with the fabricator s plans and to realize a continuing responsibWty for such wer:- kation. Any dUcepancles are to be put In wmung before cutting or fabrication, Nates shag not be Installed over knotholes. coots - distorted grain. Members shall be cut br tight fitting wood to wood hearing, Cam- aeetor plates shag be located on both faces of he truss with nails fully Imbedded and sham be symu about the joint unt, otherwise shown. A 5x4 plate is 5' wide x 4• long. A W plate Is 6" Mde x 8' long. Slots awlesl run parallel to he plate length specified. Double cuts on web :ambers shall erect at the oentrold of the webs titles$ otherwise show Connector plate sates ve minimum sties based on the form shown and may need to be Increased for certain sand- hog aid/or erection stresses. This truss Is not o be tabrfated with fire retardant treated umber unless otherwise shown. For additional aformatbn on Quality Contort refer to ANSI/TPh I-i995 "RECAUTIONARY NOTES d bracing and erection recommendations are o be followed In accordance with -Handling mdaming & Bracing'. HIB-91. Trusses are to m handled with particular cone during banding nd bundling. delivery and Installation to avoid tannage. Temporary and pernament bracng or holding trusses In a straight and plumb pos- Jon and for -i tb g lateral faeces sball be. ksfg od and Installed by others. Careful hand- ng is essenthl and erection tracing b shvays equi ed. Normal Precautionary action for -- requires such temporary bracing during istallation between trusses to avoid topping nd do n notug. The supervision of eredbn of .msses sham be under the control of persons spen emced io the Installation or trusses. racasbnal advice sham be sought 9 needed. :oncendramon of construction bads greater ran the design loads sham not be applied to vases at any time. No Inds other than the right of the erectors sham be applied to uses until after all fastening and bracing. completed. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 HOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBSs 2X4 SP #3 2x4 SP #2 6,8 Wind Case- ASCE 7-98, C&C, V- 125:ph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Typee, Eacl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/951 at JOINT # 5 L--0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL TOAD DEFLECTION: T- 0.51" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.25" RMB - 1.00 Q T 5-6-6 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. 2-PLY TRUSSI fasten w/3-X 0.120- nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per €t. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1343# Support 2 1351# ..TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -8922 0.47 16-15 7973 0.97 2- 3 -10333 0.51 15-14 8166 0.95 3- 4 -12330 0.25 14-13 9562 0.61 4- 5 -14511 0.47 13-12 12494 0.91 5- 6 -14509 0.43 12-11 8761 0.71 6- 7 -9431 0.45 11-10 7500 0.89 7- 8 -8183 0.42 10- 9 733-1 0.89 2-PLYS REQUIIZED TI: C 1 QTY:2 - -Joint Location ---.--sues.--« 1) 0- 0- 0 7) 34- 5-10 13) 13- 1- 8 2) 5- 6- 6 8) 40- 0- 0 14) 10- 3-11 3) 9-11- 0 9) 40- 0- 0 15) 5- 6- 6 4) 13- 1- 8 10) 34- 5-10 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 1- 0 32) 21- 1- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0- 6- 4 -46 40- 6- 4 BC Vert L+D -20 0- 0- o -20 40- 0 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 2884 26 -1343 BOT PIN 39- 6- 0 2667 0 -1351 BOT H-ROLL 8XI0 6X8 main mvsn Face = 0 U1�;_10 8 oi 0-8 2885# 8.00" -- aa. 0-6-4 COSQ40-0-0 (24) 2X4 9301+ 1 1934# EXCEPT AS OW EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/7PI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Marondd System S3 A COPY OF T141S DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which la a part of the building design and which must be considered by the building designer. B racing shown is for lateral support of truss members only to TOMAS PONCE P.E. reduce ten made to anchor lateral.. braat ends ands s deg Rnvuildin must. ne ed by the bWidtrrg designer. Additional bracing of the merai structure may beeed bad. (See may require-. )Seeison. ofml- 1.1CF.T'I$E N0050068 (I'rtnss Plate Institute, TPI. b bated at 583 D'Onafrio Uric, Madison. Wisconsin 537I9)- onsi 1890 GREENBROOK Cf.OVIEDOXI-32766 Design: Mom Analysis JOB PATH: CA7EE-L0KU0BS1725MPHlft{U.K -G 00 I 5X6 T 5-5-14 0-6-6 T7 Ti = 0-3-12 �1 10 ----1 9 2663# 8I1.�00' "" 01 (R(-4-;{) scale = 0.1633 Eng. Job: Dwg: Truss ID: C1 Dsgnr. TLY Chk: Date: 6-06-02 TC Live 16.0 psf DurFac - LI3r: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V•06.02 02- 1 5-1( HCS: 06.02.02 DESIGN INFORMATION This design Is loran brdivldtial buWWg oanponent and has been based on lnfannatbn Provided by the rllenL The designer disclaims airy rnpomlbWty for damages as a result of Faulty or Incorrect tnformatbn, specifications and/or designs furnished to the tnna desiger by the toad and the correctness or accuracy of ttrb Information as a may relate to a spe- cdlc project and accepts no responsibility or exercises no control -nth regard to fabrica- tion, handling. shipment and installation . of Louses. This Irmahas been designed as an Individual building component In accordance west i ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Bufidhig i Designer (registered architect or pro(cssbnal j enpmr)- when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data stK-n are In agreement with the local building codes, local climatic records for wind or scow loads. I project specdMatons - special applied bads. Unless shown. truss has not been designed for storage or occupancy bads- The design assumes compression lords ttop or bottom) are contn"- '1y braced by sheathing unless otherwise specified. where bottom chords In tension are not hilly braced laterally by a properly applied rigid cedbrg they should be bracedat a rnaxntum spacing of IV-0 o.c. Connector plate shall be manufactured from 20 gauge hot i dipped VIVAIllud steel meeting ASTM A 653. i Grade 40,. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review ! thls drawing to verify that this drawing is in conformance with the fabricator's plans and to s albe a continuing responsibility for such verl- fiaton. Any dlsrsepasrdes are to be put In wrRft before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gran Members shall be cut for tight fitting wood to wood bearing, Con- nector plates shaftbe locatedon both faces of the truss with nails fully Imbedded and shag be sym. aboutthe joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" long. Sbts (holes( run parallel to the plate length spetuicd. Double cuts on web members shall meet at We centruld of the weirs unless otherwise shown. Connector plate she are-Inknrmh sizes awed on the forces ab- and mmy need to be Increased for certain hand- ling and/or a Uon atressea. This truss is not to be fabricated with fire relerdanj treated lumber unless otherwise shown. For addNbnal Wavinatlon on Quality Control refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES An bracing and erection rawrmendatfons are to be followed In accordance with-Handit" Installbrg R Brackle. HI8-9I. 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 Ice a stralght and plumb pos.. Won and for resisting lateral forces shaft be designed and Installed by others. Careful hand -In is essential and erection bracing Is ah-ya requited. Normal precautionary anon for in- requires such temporary bracing during installation between (susses to avoid loppong and damillw(ng. The supetvislon o(eiecton of '. trrtases s}no be finder the control of pehsons expet:enced n tic wtaliation or trusses. '�.... Professional advice shall be aooght g needed. Concentration of construction loads greater than the deign loads shag not be applied to I- at any t1me. No loads other than to weight of the erectors shall be applied to trusses untoafter all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 957# Support 2 985# MAX LIVE LOAD DEFLECTION: L/999 L--0.35" D=-0.37" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEPLECTIONs T- 0.21" RAID - 1.15 6.00 T 6-2-14 0-6-6 Tq� I Face = 0-3-12 3.00 0-8-6 vvv: AN K WE: MULTIPLE LOADS -- This design is the cauWsite result of ndtiple loads. All CCNPRESSIOK Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSIC, V- 125=ph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Iutpact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.49 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3484 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.50 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3535 0.78 TI: D QTYA --Joint Locations- _a:a:=a,re=.= 1)sa0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 31- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- S ----AAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz - Uplift Y-Lot 0- 4- 0 1343 77 -957 BOT PIN 39- 8- 0 1344 0 -985 BOT H-ROLL 6X3 RX10 cva 1344# 8.0011 " 11 �i1-6-4(e (R -4 �,� 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPI 1-1995 11I Maronda Systems 4005 MARONDA WA SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDO.FL-32766 Design: Mari% Analysis ITHKNIIV V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which b a part of the building design and which must be considered the building shown b for lateral support of truss members only to reduce but fen t designer, Bracing be made to anchor lateral brace at ends and �"g y Provisions must ne g specified re required- m determined T the building designer. Additional Is clog of the overall structure rosy be required (See HID-91 d TPII. (Truss Plate Institute, TPI, is totaled at 583 D'Onofrio Drive, Madison. wts vnsn 537191. JOB PATH: CATEE-L0KU0B5ll25MPHIAMK -6.00 1 5X6 13.00 Face = 10-11-11 0 9 8 1344# 8.00" 0-6-4-- (' scale = 0.1633 Eng. Job: K Dwg: Truss ID: D Dsgm: TLY Chk: Date: 6-06-02 TC Live 16.0 psf Dulf - Lbr- 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0tt BC Dead 10.0 psf Design Criteria: TPI -- Code Desc: FLA TOTAL 33-0 psf V-06 2 - 25 6- HCS: 06.02.02 -- .s a. --- tla... IUrn of LlrI I DESIGN INFORMATION E� This design Is for an bndivldoal bidding i component and has been based on infarmatbn providedby the client. The designer disdains Iany responsibility for damages as a. result of I faulty - Incotect Information.. spee6ialbns I and/or designs furnished to the truss designer by the client and the correctness w accuracy of this information as it may relateto a spe- cgb project and accepts an responsibility or p acermes rm ton'o wRh regard to rabrica- tioe, handling,. shipment and Installatbm of trusses. This mess has been designed as an I Individual building component In accordance will A"fM 1-1995 and NDS-97 to be lnmrpoeated I as part of building deby a Building Designerbeglsdarchitect - professional engineer). When reviewed for approval by the ;.buHdtngdeslgner. the design loadings shown must be checked to be sure that the data shown.. 1 arc In agreement with the local building codes. focal cJmnatic records far vvktd or snow bads. P-4-spsNcatiors-spedaj applied loads. Unitas show'. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top m bottoml are conti s- ously braced by sheathing unless otherwise specified. Where bottomchords intension are notfrilly braced laterally by a properly applied rigid «Otng they should be braced at a ! maximum spacing of 10'-T o.e. Connector plates shalt be manufactured from 20 gauge hot dipped gah'antted steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabricator shag review this drawing to vertry that this drawing 1s In conformance with the fabrkatoes plans and to retltr a continuing responsibility for such ven. fixation. Any discrepancies asc to be put In writing before cutting or fabrication.. Plates shag not be Installed over knotholes, knots or distorted grain. Members shallbe cut if" tight fitting wood to wood hearing. Can- ned- plates shag be located on both faces of the truss withtails fully aubeddedand shalt be sym. about the joint unless otherwise shown. A :5x4 plate is V wide x V long, A 6x8 plate is 6" wide x e' bog. Slots (holes) urn parallel to !the plate length specified. Double cuts on web !members shag meetat the cenlrod of the webs %umbs otherwise shown. Comneator plate styes :ate minimum sires based on the forces shown jand may need to be fxnarased for -fain hand - Lug and/or erection stresses. This toss is not to be fabricated with fire retardant treated ,lumber unless otherwise shown. For additional ttofoctwtlor on Quality Comm(. tier to ANSUTPI 1-1995 iPRECAUTIONARY NOTES VW bracing and erection recommendations are to be followed inaccordance with 'Handhng tnstalt§rg & Bracing', HIB-91. Trusses are to Ix tmdkd with particular tare during banding bunddn& delivery and installation to avoid Ida®age. Temporary and permanent bracing for holding tosses in a straight and phanb pes- hkan and for reststfng latent force shall be jkstgned and Installed by othets. Careful hand- :g a eseutfd and erection tracing isalways required- Normal precautionary action for trusses rl%P- such temporary bracing during tbn lietweern trusses to avoid toppling rbminoIng. The Supervision d erection of in -be under the control of persons axperfenced In the Installation of busses. Proicsslousill advice shall be scullion tf needed, conceatration of mmhuctan loads greater Hum the design loads shag not be applied to at any time. No Inds other than the W of the trecton shag be applied to until after all fastening and bra" Complete& TOP CHORDS: 2x6 SP #2 HOT CHDRD.S: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SC EDQLE: Support 1 957# Support 2 985# MAX LIVE LOAD DEFLECTION: L/999 L-0.35" D=-0.37" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB 1.15 6-2-14 0-6-6 Tr� 1 Face = o-s W V: MULTIPLE LOADS -- This design is the ccagosite result of tmatiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, Vs 125n1ph, H= 15.0 €t, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Types Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.49 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3484 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.50 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3535 0.78 TI: DI QTY: I = ===Joint Locations========ar,====_ 1) 0- a- 0 6) 33- 9- 2 11) 20- o- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Hariz Uplift Y-Loe 0- 4- 0 1343 77 -957 BUT PIIN 39- 8- 0 1344 0 -985 BOT H-ROLL 6X8 8X10 4VR ° 64-10-8 --� 1344# 8.001, -- " 0-64 Co51(wTES (24)) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE T120 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 GREENBRWK Cr.0V1ED0.FL32766 Design: Ma iriz Analysis WAlU) UNIU: 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 bmdng which Is a part of the builds" deign and which mustbe considered by the bulding designer. Bracing shown is for lateral support of truss numbers only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locatives determined by the bullfrog designer. Addltonad bracing of the overall structure may be regWred. (See HIB-91 of Till. alruss Platt institute, TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719), JOB PATH: CATEE-L0KU0BS1125MPHLWX -6.0 0-61-6 -_ - 5X6 T leA_0 --- jce = 0-3-12 Eng. Job: Dwg: Dsg ur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 6-2-6 8 1344# 8.00" (RO-4-4) scale = 0.1633 Truss ID: D 1 Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.07-02 DESIGN INFORMATION Tills design is for an Individual btdkling component and has been based on information providedby the client The designer disclaims any respoaslbdlly for damages as a stilt of faulty or Incorrect information, Specifications andlor designs furnished to the truss designer by the client and the correctness or acc u icy of this adormaturn. m It may relate to a spe- cft protect and accepts no respotnibOtty or exercises ro oordsol srKhn � to fabrfo- bon, handlint shipment and Installation of busses. This buss has ban designed - an Individual building component in accordance with ANSVTPf 1-I995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or prviessionap etngnecd. When reviewed for approval by the building deslgrter. the design loadings shown must be checked to be more that the data shown are. In agreement with the local building codes. local encode records for wind or snow toads. p r*ct speedkanons -special applied loads unless sbo ,% truss has not been designed for storage or occupancy loads. The design sssmnes compression chords (top or bottmnl are conflnu- osly braced by sheathing unless otherwise specified. Whore bottom chords In tension are. not fully braced laterally by a properly applied rigid ceding, they should be braced at a mamdrman spacing o(t10'-0" o.c. Connect" plates shag be manufactured horn 20 gauge hot dipped galvantu d steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator stall review this drawing to verify that ttU3 drawing Is In conformance -Ph the fabricatn's plans and to realize a continuing responalb(lity for such vert- fication. Any disuepeactes are to be put in writing before cutting or fabrication. Plates shelf not be installed over knotholes. knots or distorted grabs. Membera shall be cut for tlyf S dwng wood to wood bear(ng. Con- nector plates shalt be located on both faces of the truss with rants fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6k8 plate Is 6" wide x 8" long Slats tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs rmless otherwise shown. Connector plate styes are Minn.- ones based - the foam shown and may need to be increased for certain hand- ling and/or erection stresses. This tors is not to be fabricated with fire retardant treated lumber unless otherwise shown- For addaloual IdarmatWn on quality Controlrefer to ANSI/7P1 1-19% PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed to accordance with "Handling installing h Bracing". HJB-91. Tresses are to be handled with particular care during banding and bundling: delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses In a straight and pbnab pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hard - ling is essential and erection bracing is always rcqufted. Normal precau bans• action for lesser requires such temporary blaring during Istallatloo between busses to avold toppling sod daotnoirig. The supervision of erection of sussea shad be ruder the control of persons xperlenoed In the trisradatan of (uses. hnfessanal advice shall be sought If needed. ancentrafton of costrucum loads greater Ian. the design loads stag notbe applied to fusses at any time. No !Dads other than the velght of the erectors shad be applied to awes until after all fastening and bracing s completed. 'v. rv' Wm 6r1'i ✓.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SC MDULE: Support 1 955# Support 2 983# MAX LIVE LOAD DEFLECTION: L/999 L--0.32" Ds-0.33" T.-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tw 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION.. T= 0.20" RMB - 1.15 6 0000 Face = 0-3-12 3.00 Will. wt: MULTIPLE LOADS -- This design is the composite result of ndlltiple loads. All CRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V- 125nph, H- 15.0 ft, I- 1.00, Eiip.Cat. B, Kzt= 1.0 Bld Type. Encl. L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL-- 6.0 psf Inglact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -4002 0.55 14-13 3591 0.79 2- 3 -3689 0.50 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.51 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 6X8 3X4 6XR TI: E 61TY:1 _ -=- joint _ Joint Locations==== ---- =----- =1) 0- 0-0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 143 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3343 80 -955 BOT PIN 39- 8- 0 1343 0 -983 BOT H-ROLL -6.0000 T 6-10-6 0-6-6 5X8 T l 3.00 Face = 0-3-12 080 1344#13.00" la PL 11 1{0 9 $ 40-0-0 1344# 8.00" (RO44) 1 0-6-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU'IPr 1-1995 [�(R044) scale = 0.1633 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : AR taronda System LM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING fig' Truss ID: E CONTRACTOR. Dsgnr: TLY Chk: Date: 6-06-02 MAR, 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Ib . 1.25 SFL. 3 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 f DurFae - PH: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is roe lateral support of truss members only to reduce buckling length. Provision must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Live 0.0 psf O.C. Spacing: 24.0" Addnanal bracing Of file overall structure may be requited. (see MB-91 earn BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 t690CREEW9R00KCT.0"ED0.Ft.32766 (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. ,ill Code Dese: FLA Design: Mntrfr Analysis JOB PATH: CATEE-L0RU0R5V 2TMPHIARLK 'TOTAL 33.0 psf V'06.02 2- 68- 1 1iG5: 06.OZ.02 ..........�....... yr s .� vaw-e nti.. VVIJ: /AKL& Wt: DESIGN INFORMATION 71i)s design is for an individual building ' component and tm been based on Information provided by the c)len - The designer disclaims i any respensiblilty, for damages as a result of faulty or Incorrect WN rmstka" specifications and/or designs furnished to the trss deatgocr ! by the client and the correctness or accuracy or this bdormatian as K may relate to a spe- tl0e ptnJeet and accepts no respansWWty or esereises rw con Val with regard. to (atrrta- tion. handling. shipment anti installation of Nausea. This truss has been d-qp d a an Individual building component in accordance with ANSUTPI 1-IM and NDS-97 to be incorporated as part of the building design by a Budding Designer lregisteredarchitect or professional engbreed. When reviewed for approval by the bud" designer. the designloadings shown must be checked to be sure that the data shown i are In aiieaoent. with the local banking codes. local climatic records for wind or snow loads. project specifications or special applied loads, Unless shower. truss has not been designed for S� storage or occupancy Inds. The design assumes compression chords (top or bottom) are continw ousiy ibraced by sheathing unless otherwise ce. � chords In tension are not fully braced laterally by a ley applied rigid ceiling, they should be braced at a i mar mum spacing of 10'O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped tubed steel meeting ASTM A 653. j Grade 40. uraless otherwise shown. FABRICATION NOTES Prior to fabrtatJon. the fabek for shad review this drawing to verify that this drawing is in conformance, with the fabricators plans and to realize a continuing responsibility for such vei- 'fkatkan Any discrepancies are to be put in ,writing before cutting or fabrication Plates shall or be Installed over knotholes. knots or distorted grain. Members shalt be cut ,for tight M ng wood to wood bearing, Con j rector plates sban be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the Joint unless olherwbe shown. A '..5x4 plate Is 5' wkde x 4' brig. A 6x8 plate is G ''...wide. x 8^ brag Slots (holes) rem parallel to the plate length specified. Double cuts on. web tmembes aball meet at the centrold of the webs unless otherwise shown. Connector plate sues are minimum at= based on the forces shown and may Med to be increased for Certain hand- ling and/or erection stresses. This Iruss is not to be fabricated with fire retardant Vested :timber unless otherwise shown. For additional Itformatim on Quality Control tefer to ANSI/7P1 I-I995 'PRECAUTIONARY NOTES Ili bracing and erection recommendations are to be followed In accordance with -Handling Installing @ Bracing'. HIB-91. Trusses ae to be handled with particular care during banding and bundling. delivery and batasation to avoid d-V- Temporary and paamanemt bracing f- holding tresses to a auw#A and pk=b pos- Rion and for restating lateral forces shag be designed and Installed by others. Careful hurd- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling end dominating. The supervision of erection of trusses shall be under the control of persons experienced to Iles tnst.tlati m of trusses. Prafesskrnsl advice shall be sought if needed. Concentration of construction bads greater than the design loads shay net be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing Is ampietM. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WMS: 2x4 SP #3 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCREDULE: Support 1 955# Support 2 983# MAX LIVE LOAD DEFLECTION[ L/999 Lw-0.32" D=-0.33" T.-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tar 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION; T- 0.20" RMB w 1.15 6-10-14 6.00 0-66-6 �1� - I -Face = 01i 12 _ntg -01 I): Plate(s) OFFSET from joint center. The Joint Detail Report nnist be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, Hw 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4002 0.55 14-13 3591 0.79 2- 3 -3689 0.50 13-12 3629 0.69 3- 4 -3880 0.45 12-3-1 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.51 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 6X8 3X4 6XR 0 1344# 8.00" (RO-") '. Ina EXCEPT AS SHOWN PLATES ARE T120 GA Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 ORFENEIROOK Cr.0VIEOO.fl.3a7,66 Design: Morrtr Analysis 11 40-0-0 ITSMD PER ANSMI 1-1995 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 bractng. wind bracing. portal bracing or shn0ar bracing which is a part of the building design and which most be considered by the butMbng designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must br made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. IS" HIB-91 of TPI). (Truss Plate InaUtute. TPI, is located at 583 D'Onafrto Drive. Madison. Wisconsin 53719). JOB PATH: C:iTEE-L0KU08S1125MP1JVRLK TI: El QTY:1 a$s--=Joint Locations..- ......... 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAR. REACTIONS PER BEAR= LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1343 80 -955 BUT PIN 39- 8- 0 1343 0 -983 BOT R-ROLL -6 00 I 3.00 Eng. Job: Dwg: Dsgnr: TLY Cblt: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 'TOTAL 33.0 6-10-6 SX8 T Face = 0-3-12 1 8 1340 8.00" 1,00-64 (RO-4-4) scale = 0.1633 Truss ID: E1 Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS_ 06.92.02 W V: AKLK WE: f UtSIL�IV r1YtVKMRIIUIV S Ibis desW Is for an Indivdual buf)tling componentand has been based on Information provided by the client. The designer disclaims any rasponsibWty for damages as a result of faulty or Incorrect Informatlen. spec8&YtMm I andJor designs furnished to the truss designer 1 by the clientand the correctness or accuracy ! of this informtion as It may relate to a spe- cake pr4ect and accepts no responsibility or «erebes no coutrvl watt n<gud to fabrkx- ' lion. handling. shipment and installation of trusses. This truss has been designed. - an Individual building component In accordance alit I ANSIfM I-I995 and NDS-97 to be incorporated as part of the building design by a SulWing . Designer begisterrd architect-prufewskmat �e ngineed. When reviewed for approval by the bulkling designer. the design Ioadmgs shorn must be checked to be sure that the data shown are in agreement with the local building codes. ! local cUr title records for wind or snow loads. �projcd specifications -special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assents 7compression chords 0op or bottom) are cwtinu- sty braced by sheathing unless otherwise ecllled. Where bottom chords in tension are ?not fug braced laterally by a Properly applied rigid Ceding, they should be braced at a :n.ock Iran spacing of 101,7 o.c Connector Iplates shag be manufactured from cal pug. hot idipped pW&ntwd steel meeting ASTM A 653. Grade 40, unless otherwise shown. 'FABRICATION NOTES prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrkators plans and to iesilre a continuing responsib9Ry for such veri. Ocatbn. Any discrepancies are to be put to Writing before cutting or fabrt stion Plates shall not be installed over knotholes, icicle or dstatted grain. Members stall be cut % lust filling wood to wood bearing, Con- beaw plates -hail be located on both faces of the truss with naffs fully imbedded and shall be ym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- lost A 6x9 plate la 6- wide x 9" long Sias (boles) nuo parallel to the plate length specified Double cuts on web members shall meet at the cent-ld of the Web, unless other-f- she- Connector plate sues We minimum apes based onthe forces shown land may needto be increased for certain hand- ling and/or erection stresses. This truss is not W be fabricated with (ire retardant treated i-b-unless otherwise shown. F additional information on Quality Control refer to ANSI/77PI 1-1995 PRECAUTIONARY NOTES W bracing and erection recommendations awe al be followed In accordance with 'Handling stalling & Bracing'. HIS-9 1. Trusses are to w handled with particular care during banding lad bundling delivery and InstaBaryn to avoid Wmage. Temporary and pemnaneat bracing fW holding trusses In a straight and plumb pos- btorn and for resisting lateral fours shad be leslgned and installed by others. Careful hand- bag is essential and erection bracing is always equied. Normal precautlorary action for tosses requires such temporary bracing during ustaHatlmt between trusses to avoid toppling 'tad dmmabl& The supervision of erection of hsxs. shall be under the control of persons ld the tnstallatron d asses. advice sine be sought If needed *centratton of construction loads greats ban the design bads stall not be applied to �al any time. No loads other than the t of the erectors shag be applied to (asses until after all fastening and bracing t connpleted TOP CHORDS: 2x6 SP #2 BOY CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 955# Support 2 982# MAX LIVE LOAD DEFLECTION: L/999 1--0.30" Dw-0.31- Te-0.61- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42- MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20- RMB - 1.15 7-6-14 0-6-6 T7� I Face = 0-3-12 3.00 I 0-8 1344# 8.0011 -- (RO44) I �e EXCEPT AS SHOWN PLATES ARE TL20 GA Mar©nda Systems 4005"MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis MULTIPLE LOADS -- This design is the composite result Of ndtiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1.25aph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Sacl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC:..FORCff...CSI ..BC ... FORCE ... CSI 1- 2 -4037 0.56 14-13 3627 0.80 2- 3 -3546 0.51 13-12 3657 0.68 3- 4 -3503 0.40 12-11 3196 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.52 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 6X8 3X4 6XR 40-0-0 TESTED PER ANSI/TPI 1-1995 TV,KKn1nta: 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 whichis a part of the building design and which mustbe considered by the budding designer. Bracing stow" is for lateral support of tress members ody to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracing of the overall structure may be required. (See RIB-91 of TPq. (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. JOB PAIN: C-1TEE-L0KU0B57175MPH1ARLK TI: F QTY: i ==-Joint Locations=====x=a== =l) OywOa 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- (1 10) 25- 8- 5 ----MAX. REACTIONS PER BEARIM LOCATION----- X-Loc Vert Horiz uplift y-Loc 0- 4- 0 1344 83 -955 HOT PI N 39- 8- 0 1343 0 -982 Bur H-ROLL 6.00 E 3.00 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 0-6-G 5X8 t Face = 0-3-u 7-6-6 11 8 13W 81te001, OI -64 (RO-4-4) scale = 0.1633 Truss ID: F Date: 6-06-02 DufFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 __.. .vrvre r1 ...lAY lit.. 1Wit Vr'L11-1 ✓.L. VVV. HKLK Wit: DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client The designer discWms any responsibility for damages - a resuit of faulty or incorrect Information. spetlBnllons 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- egb project and accepts no responsibility or meretses 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 witt ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer begistamd architect or profasbnal englneed. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. 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) are contleu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rind ceding, they should be braced at a maxi- spacing of W-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanfzed 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 sniomunce with the fabrfatots plans and to 'all- a continuing responsibility for such veri- Ication. Any discrepancies are to be put In vrtling before cutting or fabrication plates shall not be Installed over knotholes. mots or distorted gale. Members shag be cut or tight filling wood to wood bearing. Con- iector plates shall be located on both faces of he truss with nails fully imbedded and shag be rim about the Joint unless otherwise shown. A ix4 plate B 5' wide x 4" king. A 6x8 plate is 6" vide x 8' king. Slots (roles) run parallel to he plate length apecNed. Double cub on web -be. shag meet at the -'-id of the webs artless .0. shown. connector plate sizes are minbnum stars based on the forces shown and may need to be Increased for certain hand. Ing and/or erection stresses. This truss is not a be fabricated with fire retardant treated umber unless otherwise shown. For addlumud oformatlem on Quality Control refer to ANSUTPI I-1995 )RECAUTIONARY NOTES 01 bracing and election reeomnendallots are o be followed inaccordance with -Handling natading 6 Bracing'. HIB-91. Trusses are to ,e handledwith particular ore during banding nd bundling delivery and installation to avoid 7amage. Temporary and permanent baring 3r holding trusses in a straight and plumb pos- :bn and for resisting lateral forces shall be lesigned and. Installed by others. Carefulhand- ng is essential and erecil"r baring is always equlred. Normal preoutionary action for ruses requires such temporary bracing during lstallatlon between trusses to avoid toppling nd dam)Doing. The supefvtslon of erection of asses shall be under the control of persons xperlencrd In use installation of trusses. mfesskmal advice shag be sought if needed. .oncentration of construction bads grater ',tan the design bads shag not be applied to ;ruses at any time. No loads other than Us Tight of fire erectors shag be applied to cases until after all fastening and bracing completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCREDULE: Support 1 955# Support 2 982# MAX LIVE LOAD DEFLECTION: L/999 La-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB - 1.15 Q 7-6-14 0-6-6 T7� 1 Face = 010 12 1331N i 0-8 MULTIPLE LOADS -- This design is the calgosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced hatless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4037 0.56 14-13 3627 0.80 2- 3 -3546 0.51 13-12 3657 0.68 3- 4 -3503 0.40 12-11 3196 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.52 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 6X8 3X4 6X8 TI: F 1 6QTY: i = -= ==Joint Locations=== 1)0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 le) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 83 -955 BOT PIN 39- 8- 0 1343 0 -982 BOT H-ROLL -6 0000 1 3.00 0-6-6 5X8 T Face = 0-3-12 T 1 i 13-7-11 11-4-10 13-7-11 1 13441f 8.00" 13 1 11 p 9 3 0-6-4 1344# 8.00" 40-0-0 �0-6 4 coseWIf�) TEs (12) 2x4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1633 Lblaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE b0050068 1890 GREEMBROOK Cr.OVIEDOYE-32766 Design: Morrir Analysis 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, portaf bracing or similar bracing which Is a part of the budding design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. provisions must be made to anclwr lateral bracing at ends and specified locations determined by the bultdtng designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (rruss Plate Instnute. TPI. is located at 583 D'Onofrfa Dnve, Madison. Wisconsin 53719). JOB PAIN: C.1TEE-L0KV0B5ll25MPfilARL.K Tang. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: F1 Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.0Z - - - - ------ , - . _.. .. --- , - . - yr LN t W.L. Hide DESIGN INFORMATION This desfgm is for an individual butMLtg component and has been based on. Information provided by the client. The des)gner disclaims any responslbWty for damages as a mull of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the cortecirim or accuracy of this information as t may relate to a spe- eH1c project and accepts no responsibility or uecises no cor-trol with regard to fabna- t1cn, handling. shipmentand tnstallanan of tr saes. This b- h- been designed - an individual building component In accordance with ANS//TP1 I-t995 and NDS-97 to be incorporated as part of the building designby a Building Designer (registered ardated err professional engineer). When rmfiemed Im, approval by the budding designer.. the design loadLngs shown must be checked to be sure that the data shown one in agreement with the local building codes, local climatic records for wind or snow loads. projed specifications or special applied toads, Unless shown, buss leas not. been designed for storage or occupancy loads. The design assumes j compression chords (top or bottoml are co thru- malq braced by sheathing unless otherwise specified. Where bottom chards in tsnstomate not fully braced laterally by a properly applied rigid txWng,they should be braced at a mr nnuou spacing of I0'-W - ConnccWr plates shag be manufactured fron 20 gauge hot dipped gah aufred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES PH" to fabrication. the fabricator shall review this drawing to verify that this drawing is in zonlormarxe with litre (alrtcalor's pisru and to serdlze a continuing responsibnM.y for such. vast Acation. Any discrepancies are to be put in writing before cutting or fabricatlon ;Plates shall not be Installed over knotholes, knots - distorted grain. Members shall be cut for tight Wing wood to wood hearing. Con - nectar plates shall be located on both faro of the tram with naffs fully imbedded and shall be sym. about the joint urine otherwise shown. A 5x4 plate Is 5- wide x 4- brig. A 6x8 plate is 6- wide x 8' long. Slots Proles) run para0d to the plate length specified. Double cuts on web members shall meet at the centrold of the webs usdess otherwise shown. Connector plate sire's are mhumumalas based on the forces shown and may need to be taeessed for certaht hand- ling ad/or erection stresses. This truss is not to be fabricated with fire retardant b-ted lumber unless nth -fee shown. For additional information on Quality Control refer to ANSI/7PI. I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Nandlk% installing d Bracing', tgB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avant damage. Temporary and permanent bracing fine holding trusses Ina straight and plumb pa s- "cas and for -1,11n9 lateral forces Shan be deslgued and instated by others. Careful band- ling is essential and erection bracing is always required. Normal precautionary action for :cusses requiter such temporary bracing during nstailatlan bdwecnl trusses to avoid toppling ind dom6lokfp, The suprwman ef ardiou of xua res shalt be under the control of persons mpenenced in the Installationof trtnaes. Wesslonad advice shag be sought 9 needed. ;onccntralton of construction bads greater hart the design. Inds shall notbe applied to ruses at any tine No loads oil- than the weight of the erectors shag be applied to russrs untilafter all fastening and bracing s completed. 'POP CHORDS. 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCiE RULE: Support 1 953# Support 2 981# MAIL LIVE LOAD DEFLECTION: L/999 L>,-0.28- D--0.29- Tr:-0.57- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42- MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.20" RMB w 1.15 8-2-14 0-6-6 i - I -Face = 0-3-12 0-8 6�00 3.00 1 MULTIPLE LOADS.-- This design is the carposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I® 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4045 0.58 12-11 3638 0.79 2- 3 -3417 0.50 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8 7 3637 0.79 6X8 6X8 1344# 8.0011 0-6 4 L (RO-4-4) 1 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Ti: G 6QTY:1 __ = =3== oint Locations..===a=-=.. 1) 0- 0 0 5) 31- 9- 2 9) 24- 4- 5 2) 87 2-14 6) 40- 0- 0 10) 15- 7-11 3) IS- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATICni ..... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1343 86 -953 BOT PIN 39- 8- 0 1343 0 -981 BOT H-ROLL 3.00 n►IIKIYINU: READ ALL NOTES ON THIS SHEET. ft. Job: aronda SyStemS LM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Brach Bracingshownon this drawing is out elydlOn bnschrg, whet bracing, portal . bracing or shngar bracing Part of the budding design and whim must be considered by the building TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 designer. Bracing shown Is for lateral support of truss members only to reduce buckling length Prouisfoos must be to BC Live 0.0 psf TOMAS PONCE P.E. made anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the rneralt structure may be required. (See NIB-91 aTP0. BC Dead 10.0 LICENSE #0050068 frnm Plate Institute, TPI. is located at 5&3 D'Ondnb Drive. Madison. Wisconsin 53719). psf 18906REENBROOK CT.OVIEDOXL32766 TOTAL .33.0 psf Design: Matrix Analysis JOB PATH: C:UEE-L,OKVOBSU]SMPHVMLK 8-2-6 0-6-6 5X6 T Face = 0-3-12 i 7 1344# 8.00" 0-6-4 ({ RO-4-4) scale = 0.1633 Truss ID: G Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Cade Desc: FLA HCS: 06.02.02 vv W. rtRth Wt: 01:5It-N INI-URMATION Tbb destri b for an kidlvidtial bu8ding component. and has been based on infarmatian provided by the client The designer dtant ms any respaasiblllty, for damages as a result of faulty or incorrect brfotniatiou, specncations and/or design furnished to the truss designer by the dent and the correctness or accuracy of this Information as it may relate to a silo- c0c prgea and accepts no responsibility m ezvdses ro control with regard to fabrica- tion, rundir% shipment and b abdiation d tonnes. This truss has been designed as an. Individualbuilding component In accordance wilt ANSflrPl 1-1995 and NDS-97 to be Incorporated as Part of the building design by a Building. Designer hegst-ed architect or professional engbuedS When reviewed for approval by the building designer. the design kedings shown most be Checked to be sure that the data shown are in agreement with the focal building code. local climatic recvmb for wind or snow loads.. project specifications or specialappied loads. Unless shown, truss bas not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise spedlied. Where bottom chords m tension are nor fully braced laterally by a. properly applies rigid telling. they should be braced at a naxkntan sparing of h0'-0" e.c. Connector plates shall be manufoetured from 20 gauge hot dipped gdvaul-d s(te) meeting AVSTM 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 teaffie a continuing responsibility for such ved- fkaton. Any dbcepandes are to be put in writing before cutting cv fabrication. Plates shall not be installed over knothoira. knots wr distorted gain. Member Shan be cut for tight flttbng wood to wood bearing. Con- nectur plates shall be located on both faces of t truss with nnWs fully {imbedded and shaft be . about the joint unless otherwise shown. A x4 piste b 5' wide x 4' Ion; A fix. plate is in x 8' long. Slots (hobo) run par9el to the plate length speedled- Double curs on web member shalt meet at the -b-.Jd of the webs unless otherwise shawi>_ Connector plate sous are mmkoum sizes based o the forces shown and in" need to be increased for certain hand. gag and/or erection stresses. This truss is not to be fabricated with fire retardant heated Tauber unless otherwise shown_ For additional information on Quality Control refer to ANSIfM 14M PRECAUTIONARY NOTES 11t tracing and erection recovamemdations are o be followed In accordance with'Hanndlfng satallbrg & Bracing% 1ff8-91. Trusses are to se Inndtcd with particular care durmg banding t d bundling. delivery and Installation to avoid lamage Temporary and permanent tracing or holding trusses In a straightand plumb pos- if- and for restating lateral forces shall be lesigned and totalled by other. Careful hard- ing is essential and erection bracing is ahvays equbed. Norval precautionary action for russes iegWm such temporary binding during rntatmtiom bawmt trusts to avoid toppling cad damhobi; Tice supervision of erection of nLues shah be under the oomtfo) of persons xpertutad. In the installation of trrsses. tafessionaladvice shall be sought If needed. :concentration of construction loads greater ttan the design loads shall not be applied to noses at any tine. No bads other than the might of the erector shall be applied to nrsses unfit otter ash fastening and bracing conpl ted. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCBEDULEs Support 1 953# Support 2 981# MAX LIVE LOAD DEFLECTION: L/999 L 0.28" D--0.29" Tea-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" MW _= 1.15 8-2-14 0-6-6 7T� 1 Face = MULTIPLE LOADS -- This design is the couWsite result Of ltadltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, Va 125mph, H= 15.0 ft, I= 1.00, EV-Cat. B, Rzt= 1.0 Blot Type: Encl L= 58.0 ft W. 40.0 ft Truss in INF zone, TCDL- 4.2 psf, BC9L= 6.0 psf Impact Resistant Covering and/or Glazing Req . TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4045 0.58 12-11 3638 0.79 2- 3 -3417 0.50 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 0}3 iz 13-1W. I --�i 6X8 6XR 1344# 8.00" 0-6-4 COSAMI) ATES (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANsMj 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1690 GREENBROOK Cr.0VIED0.FL32966 Design: Marro Analysis 1►11PJMIIVG: 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 brats; wind bracing, portal bracing or shnllar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral supportof truss members only to reduce buckling length. Provlsfons must be made to anchor lateral bracing at ends and specified locations determtned by the building designer. Additional bracing or the overall structure may be required. (Sec ftiB-9I of TPI). (Tess Plate Institute. TPI. Is located at 583 D'Onofflo Drive. Madison. Wisconsin 537I9). JOB PATH: C:ITEE-L0K1J0BSU25MPfft4RLK TI: G1 61TY:1 ------Joint == Joint Locations 1) ==0- 0 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) IS- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1343 86 -953 BOT PIN 39- 8- 0 1343 0 -981 BOT H-ROLL 0 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 8-2-6 0-6-6 1 5X8 T Face = U-3-12 1 7 1344# 8.00" (RO-4-4) scIle = 0.1633 Truss ID: G1 Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA tics: 06.0Z.02 srv. ^KLK VV t: DESIGN INFORMATION ILLS design i5 for an kHbvWuW budding component and has been based on information provided by the client The designer discidms any responsibility for damages as a result of faulty or inconvet Information. specifications andJor designs fumishod to the truss designer by the client and the correctness or aewtacy of this Information as it may relate to a spe- cglc project and accepts no responsibility or ex.-Ises no control with regard to fabdca- tamhandling, shipment and Installation of trtrsaes. This truss has been daignned as an. individual budding component in accordance wit ANSIrM 1-1995 and NDS-97 to be Incorporated. as part of the butWtng design by a Building Designer (registered architect or professional englreer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are An. agreement with the localbudding codes. local climatic records for wind or snow loads. ptged specifications or special applied bads. Unless shown, truss has not been designedfor storage m occupancy lends. The design assmnes compression chords (top or bdtond are eonunu- ou sly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a nuud mum spacing of t(Y-O- o.c Connector plates shag be manufactured Cram 20 gauge hot dipped gahanlred steel meeting ASr?4 A 653. Grade 40, unlee otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to -Ty that this drawing is in , conformance with the fabrI ator's plam and to realize a continuing respossibd ty for such vori- f c.U. n. Any disaepaneks are to be pot in writing before cutting or fabrication. Plates shag not be Installed over knath f-. ' Imots or dtswrted grant. Members shall be cut for tight (hung wood to wood bearing. Con- n=tor plates shag be located on both faro of the truss with nails fully Imbedded and shall be sym. about to joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x. it long. Slots (looks) run parallel to the plate length specified_ Double cuts on web mernbers shall meet at the txntrod of the webs unless otherwise shown Connector plate sizes are minimum sizes based on the forces shown =and may need to be lr os d for certain hand- ling and/" eredbn stresses. This truss is not Ito be fabsicaW with rite retardant treated hmaber unless otherwise shown For additional ldo, ation on Quality Control refer, to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with"Handling Installing A Bracing'. MB-9 L Trusses ate to be handled with particular care during banding and bundling, delivery and bWattattanto avoid damage. Temporary and permanent tnaenng for tolling anuses in a straight and plumb poa- mlon and for resisting lafeai forces anal} be designed and imtailed by others. Careful. hand- ling Is essenttat and erection tracing Is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between erases to avow toppling and dmnhwt* The supeivlslon of erection of trusses shall be under the control of persons experienced in the Innstallation. of trusses. Professional .dvsce shall be sought It needed. Gtncentatton of construction lands greater than the design bads shad not be applied to trusses at any time No loads other than the weight of the erectors stall be applied to trusses unit after ad fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the COMPOsite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 Lie-0.28- 13 0.29- T--0.57- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42- MAX HORIZONTAL LIVE LOAD DEPLECTION: T= 0.21" RMB Q 1.15 6 00 Face = 0-3-12 3.00j as 1X4 continuous lateral bracing attached with 2- I0d nails each member where sbown.Bracing MOST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V- 1255uph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt=. 1.0 Bld Type. Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDLa 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4061 0.58 12-11 3656 0.79 2- 3 -3248 0.52 11-10 3673 0.66 3- 4 -2901 0.36 10- 9 2900 0.45 4- 5 -3248 0.53 9- 8 3673 0.66 5- 6 -4061 0.60 8- 7 3656 0.79 6X8 6X8 . III - - -- tr-v-iv 1344# 8.00" II L ( 4 4) f 40A-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 ..a M rondd Systems VVP-M1F4U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this draw{ng is not erection bracing. wind bracing, portal bracfng or sinular brnctog which is a part of the budding design and whichmust be consideredby the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. Shawn Is for lateralsupport of tnnss members only to reduce burckhog length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. LICENSE #0050068 Additional bracing of the overall structure may be required. (See H1B-9I of Tpll. frruss Plate Instautc. TPI. is located at 583 D'Onefrio Drive, Madison. Wiscom(n 53719). 1890 CREENBROOR Cr.0V1ED0.FL32766 Design_ Morrie A,nfyris JOB PATU.' CATEE-L0 fUOBSIL25UPHURLd Ti: H QTY:2 s=$=�To>===e=r:== int Locations=a= __ 1)0 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATIOK----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 53 -944 BOT PIN 39- 8- 0 1344 0 -972 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 944# Support 2 972# I 3.00 Eug. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 0-6-6 8-10-6 5X8 T Face = 0-3-U I 7 1344# 8.001, �0--6--4-- 1' RO-q-d) scale = 0.1633 Truss iD: H Date: 6-06-02 DurFac -pit: 1.25 O.C. Spacing: 24A" Design Criteria: TPI Code Desc: FLA 11G5: 06.02.02 DESIGN INFORMATION 7h)s dtslgn B for an huhMuat bull ling compoment and has been cased on (.elan au" providedby the ctfenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs hmrdshed to the truss, designer by the client and the correctness or accuracy of this information as It may relate to a spo- else project and accepts no responsibNN.y, or arercises no control with regard w Lalafa- tlon, handling. shipment and Installation of a--. This truss has been designed as an individual building component Inaccordance with ANMfM 1-1995 and NOS-97 to be focorporated as part of the building design by a Building Designer (registered architect or professional engfri-0. When ... * ed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement withthe focal building codes.. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. true has not been designed for storage or occupancy bads. The design assumes 'compression chords (top or bodoatd are eonunu- ous)y braced: by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid tzgbrg, they sbouM bd braced at a maximum spacing of 10'-(T me. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. (FABRICATION NOTES Prior to fabrication. the fabricator shall review This drawing to verify that this drawing is In -0formance with tha fabricators plans and to reahee a continuing responsibility for such vee, 11-11an.. Any dis-parndes are to be put in writing before cutting or fabrication. ;Plates shall not be installed over knot oks. lands or distorted Vakr. Members sh.11 be cut for fight fitting wood to wood tearing. Con- rector pates shalt be located on loth faces of the truss with naffs fully imbedded and shall be sym, abort the joint unless otherwise shown. A 5x4 plate is 5- wide x 4" long AW plate fs 6' wide x 8- knell. Slots (holes) run parallel to the plate krngth specffi-& Double cuts on web members shall meet at the centrow of the webs unless otherwft. stroam. Connector plate sfzes are minimum sires lased on the forces shown and may need to be increased for certain hand- ling and/or ereeuon stresses. This truss is not to be fabricatedwah fire retardant treated lumber unless otherwise shown. For nido mai trYormatfon on ¢uafny Control refer to ANS1/'IPl 1-1995 PRECAUTIONARY NOTES U bracing and erection recommendations are o be followed in accordance with -Handling 'nsta6mg $ Bracing'. H)B-91. Trusses are to e handled with particular are during banding urd bund&6 delivery and lnstaidatlon to avoid lamage. Temporary and permanent bracing or bolding trusses to a. straight and plumb poa- tfon and for re WW9 lateral forces shall be lesigned and installed by others. Careful hand- ing b essential and erection bracing is always ecpmed. Normal precautionary action for nrsses requires such temporary bracing during nstallauon between trusses to avoid toppling. ,cad t)t>minatng. The 9UPaALton Of entc1lon of cusses shall be under the control of persons xperfenced in the installation of trrzsses. tolessfoaal advice shall be sought if needed. :oacentratbm of construction leads greater tan the design loads shag not be applied to asses at any me. uNo toad. other than the might of the erectors shall be applied to musses until after all fastening and bracing corrpkled. TOP CHORDS: 2x6 SP #2 BOT (MORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.30" T=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION.- T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 6 00 9-3-6 0-6-6 Face = 0-3-12 3.00 l 0-8 1344# 8.00" (RO-4-4) Ile EXCEPT AS SHOWN PLATES ARE T120 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Deign: Morriz Analysis AY l!. Wt: (� 1X4 continuous lateral bracing attached with �i 2- 10d nails each member where shown.Braei.Dg MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V. 125uph, Bs, 15.0 ft, I= 1.00, Exp.Cat. B, Kztrn 1.0 Bld Type= Encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4063 0.58 12-11 3659 0.78 2- 3 -3143 0.53 11-10 3673 0.66 3- 4 -2826 0.35 10- 9 2825 0.41 4- 5 -3143 0.54 9- 8 3672 0.66 5- 6 -4062 0.60 8- 7 3658 0.78 6X8 6X8 40-0-0 TESTED PER ANSI/TPI 1-1995 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 no erection bracing, wind bracinr, portal bracing or sinfar bracing which Is a part of the building design and which must be considered by the building designer. an" shown is for latent support of cuss members only to reduce buckling length. Provfsbns must. be made to anchor latent bracing at ends and specified Iocat ans determined by the building designer. Additional bracing of the o eral) structure may be required. (See HIB-91 of TPII ffrl.a Plate institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719i. Ti:I QTY:1 ==Joint Locationse=� 1) 0-=0= - 0 5) 30- 8-10 s) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-3.4 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOC ,TICK -.... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 53 -936 HOT PIN 39- 8- 0 1344 0 -964 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 936# Support 2 964# 6 00 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 0-6-6 9-2-14 SX8 T Face = 0-3-12 -_1 1 7 1344# 8.0011 (R0 4-4) scale = 0.1633 Truss ID: 1 Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0 Design Criteria: TPI Cade Desc: FLA JOB PAM; CATEE-L0KV0B5)1ZupRiAR1R HCS: 06.0ZOZ vrvr• .. VrA"nti.. IVrr VrUrl LJ.L. DESIGN INFORMATION This deAp is for an LodtvfdtW budding component and has been based on lafematlon provided by the client. The designer dtae4lms soy responsibility for damages as a resultof faulty or Incorrect Information, specl(katlons and/or designs fumbbed to the buss designer by the client and the correctness m acwracy of this Information — It may relate to a ape-. c91e project and —pis no responsibility or exercises no control .rate regard W fatrrmr- tion.. handling shipment and Installation d trusses. This truss has been designed as an balivfdual building component In accordance will ANsI/IPI t-I995 and NDS97 to be Incorporated as part of the building design by a Building Designer (registered archava or professloual engir-4. When reviewed for approval by the building designerthe design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local dbmtic uecords for word or snow loads, project specifications or special applied fonds_ lhrless shown, truss has not been designed for storage or occupancyToads. 'The design assumnes compression chords (top or bottom) are contfnrr ouuly braced by sheathing unless othetwbe specined. Where bottom chords In tension are not fully braced laterally by a property applied r1od ceiling, they should be braced at a maximum spacing of f(y-0' ii.c. Connector plates shell be wanufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrlcanort.. the fabricator shall review this drawing to verify that this drawing is In confarmaom with the fabricator's pWa and to rrallUe a continuing responsibility for such veri- ftcatimr. Arry dbcuepaades are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots m distorted. guafn. Members shag be cut for light filling wood to wood beutag. Con- nector plates sing be located on both faces of the truss with nails fully knbedded and shag be sym. but the joint useless otherwise shown, A 5x4 plate to 5' wide x 4' bag. A 6x8 plate is 9' wide x 8' long Slots (hoks) rum parallel to the plate length specified. Double cuts on web members shag meet at the eentrold of the webs Unless otherwise shown. Connector plate sizes are minimum sties based an the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss to not to be fabricated with fire retardant treated kmuber unhcas otherwise ise sboam. For additional Information on gualily Central refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recomroendatioru are to be followed In accordance with'Handling lostantrig a Bradne. tuB-91. TYusse are to be handled with particular tare during banding and bundling, delivery and Wtallatlon to avail damage. Temporary and permanent bracing for hording busses ina straight and plumb pas- abn and for resisting lateral forces shag be designed and Installedby other. Careful hand- (Irg Is essential and erection bracing Is always required. Normal precautionary action for busses requires such temporary bracing during blsUktlon 6dween trusses to amid tippling Ind dotnhnolII& the supervision of erection of susses stag be under the central c[ persons aperienced In the Installation of trusses_ ?noCesaional advice shag be sought If needed. :onceabsthon of construction bads greater gran the design loads shag not be applied to susses at any time No Wads other than the weight tithe erectors shag be applied to :noses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 676# Support 2 607# MAX LIVE LOAD DEFLECTION: L/999 La=0.08" D= 0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMS a 1.00 4-3-13 0-6-6 6041 8.0011 0-9-s-s (RO-8-11) 1 �e 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. LTCFNSE #0050068 1390 OREENeROO& CT.OVIEDO.f t.327ae Design: Mauir Analysis WE: MULTIPLE LOADS -- This design is the camposite 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- 15.0 ft, I. 1.00, Exp.Cat. B, KZt- 1.0 Bld Type. Etic-1 L_ 58.0 ft W= 14.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL_ 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... F'ORCE...CSI ..BC ... FORCE ... CSI 1- 2 -792 0.38 7- 6 649 0.26 2- 3 -1539 0.48 6- 5 639 0.41 5- 4 1319 0.50 Q 4X6 LX4 14-4-0 TESTED PER ANSUTPI 1-1995 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 net erection bracing. wind bracing portalbracing or shnflar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Tram Plate Institute. TPI. Is located at 583 D'Onofrio Drive, M1fadison. Wisconsin 53719). JOB PATH: C 6EE-L0KV05S l25MP11l4W X TI: J QTY:1 _ ---Joint Locations=a_3w::==---: _�= g1) �0 0- 0 4) 14- 4- 0 7) 0- a- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Unifoxm PLF From PLF To TC Vert L+D -46 -0- 9- 5 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LBS Location BC Vert L+D -930 .13- 0- 0 ---MAX. REACTIONS PER HEARING LOCATION ----- X-Loc Vert Boriz Uplift y-Loc Type 0- 4- 0 604 12 -676 HOT PIN 14- 2- 3 1307 0 -607 BOT H-ROLL 6.00 1 4-2-6 0-8-6 2X4 6X8 5 4f 1308# 3.62" 930;Y scale = 0.4434 Eng. Job: Dwg: Dsgnr: TLy Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 1 10.0 psf TOTAL 33.0 nsf Truss ID: J Date: 6-06-02 DurFac -Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HC8.' 00.0102 40. At\.LII\VIVIY n Jta4!'1_ VVV: HKLK WE: DESIGN INFORMATION This design Is for an Individual bulldliig on, and has been based on Information provided by the client. The designer disciahns any rmponsibat y for damages as a resuk or faulty or Incorrect. hmfonatbn. spe ificalkns and/or designs furnished to the teas designer by the client and the correctness or accuracy of this udormetion "s it may relate to a spe- cute protectand accepts no rexponanAllty - exetelses no control with regard to fabrla- Limn, handling shipment and batallaOon of 1 muses. This truss bas been designed — an bndivdual building component in accordauce will MRfIT1 1-1995 and NDS-97 to be incorpo ated as part of the bu6dmg desigrm by a Building Designer (regWered architect or professional englneed. when reviewed for approval by the budding designerthe design loadings shown most be checkcd to be sure that the data shower are in agreement with the kcal building coda. kcal cltrnaxlc records ear wind or arrow bads. 1 project specificationat or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The designs assumes compression chards (top or bottom) are mntbtu- ottsly braced by sheathing unless otherwise specifed.. Where bottom chords In tension are not fully braced laterally by a properly applied rigd eelitng they should be braced at a Maximum spacing of 117-W 0- Connector Plates shalt be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review j'thb drawing to vert(y that this drawing is in i conformance with the fabricator's plans and to realize a continuing responsibility for such verl- iianon. Any discrepancies are to be put In ! writing before cutting o fabrication. .''...Plates shad not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood baring. Con- aector plates shall be located on both facesof the Muss with nans fully imbedded and shall be sym. aboutthe joint unless oth—ise shown. A 5x4 plate is Y wide x 4" long. A 6xg plate is 6" wide x 8- long Slots books) run parallel to the plate length specirwd. Double cuts on web members shag meet at the cent od of the webs unless othenvlse shown. Corrector plate stze are minimum sixes based on the fovea shown '.... and may need to be inctm—d for certain hand - Ong and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tufonmatkm on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In aocovdi a with "Handling Installing A Bracing'. HIB-91. Ttvsses are to be handled with particular care during banding '., and ba dling delivery and. Installation to avoid dauaga Temporary and permanent bracing for holding trusses in a straight and plumb pm - Rion and for rebUng lateral forces al all be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Harmal pteautiamry action for Musses requite such temporary bracing during I stagallmi between trusses to avoid "Rog and dombwtng: The supwebn of erection of trusses shall be under the control of persons expemhntsd In the bstallatlon of trusses. Prolebfoal advice shall be sought if needed Coneenisauon of ®nsvucuon bads grater than the design loads shall not be applied to bosses at any time. No loads oilier than the weight of the erectors shall be applied to names until after all fastening and being Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4. SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 443# Support 2 420# MAR LIVE LOAD DEFLECTION: L1999 L=-0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 4-3-13 0-6-6 I —T— MULTIPLE LOADS -- This design is the ceagosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced oarless noted otherwise. Wind Case- ASCE 7-98, C6C V- 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 58.0 ft W- 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -571 0.23 8- 7 477 0.21 2- 3 -431 0.19 7- 6 -333 0.18 3- 4 457 0.21 4- 5 27 0.13 Ti: K HTY:2 _ a=_ ==Joint Locations== _____ =1) 0 0- 0 4) 10-10-15 7) 7a=4- p 2) 3- 9- 1 5) 13- U- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 471 38 -443 BOT PIN 12-10-12 422 0 -420 BOT H-ROLL 7-4-0 5-8-0 1 2 4 00-1 0 4X6 4-2-6 T 1-4-6 " 3X8 3X4 M 13-0-0 8 7 471# 8.0011 0-99-5� L 423# .50" (RO-8-i1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199! 13-0-0 scale = 0.4863 ^� YI MMIMU: READ ALL NOTES ON THIS SHEET. Eng. Job: . ARLK Marundd SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dug: Truss ID: K CONTRACTOR. Dsgnr: TLY Chk: Date: 6-06-02 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - for 225 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or shn&r bracing which Is a part of the building design and which must be cronsidemd by the budding designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for latnal support of toss members only to reduce buckling length. provisions must be BC Live 0.0 psf O.C. Spacing: 24.01r TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the bulling designer. Additional Additional bracing of the overall. stmciu- may be required. (See HIB-9I of M) BC Dead 10.0 psf rl Criteria: 9TPI LICENSE #0050068 (Truss Plate ltuta TPI. is located at 563 D'Gnoffio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1690 GREEMBROOK CT.OAEDOXI-32766 I TOTAL 33.0 psf V:06.0 02- T ` Design• Morrie Andysfa fOB PAIN. C:11EE-L0KV0BS1125UPHURLK rics. fXm.0202 DESIGN INFORMATION 7hu detigu is ra an hidiv(dual budding component and has been based on Information provided by the cJ%nt The designer dfscla4tu any rrspamsgndny for damages as a result of Unity or tncnnr d krfacncibn. Specifications and/or desks furnished to the tries design" by the client and the mnedness or accuracy of this Information as it may relate to a spe- cft p"edand accepts no responsibility or mercisrs no control with regard to Fabrica- tion. handling. shipment and installation of tnoses. Thb tow has been d—Wed as m Individualbrtddbng component In accordance wit► ANS1/TPI 1-19M and. NDS-97 to be incorporated as part lithe budding design by a Building Deslgrrer (regstesed architect or professional erngi ect). When reviewedfax approval by the building designer the design loadings shown must be checked to be sure that the data shown are b agreement with the localbudding codes. kcal ehmate records far wind or snow Iwds. project speci imtlons or spec( applied loads. unless shown, truss his not been designed for storage or occupancy bads, The design assumes compression chords (Wp or bottom) are contknu- 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 to braced at a maximum spacing of 10'-0' me. Connector plates shad be manufactured from 20 gauge hot dipped galvantred 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 cordorm nm with the fabricator's plans and to roitze a continuing resporisibillty for such vcH- ticatbn. Any discrepancies are to be put W wilting before cutting or fabrication. Plates shall not be installed wen knotholes. knots or distorted gran Membershall be cut for tight fitting wood to wood bearing, Con- nector plates shad be looted on both faces a the toss with nabs fully imbedded and shall be Byrn. about the joint unless other-(- shown. A Sx4 plate is 5' wide a 4- long A 6X8 plate is 6' wide x 8' long. Slats 0olesl run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum steel 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 guauy Control ref" to ANSIrM 1-1995 PRECAUTIONARY NOTES U bracing and erection recommendations ate to be followed 1. aG... dance with 'Handling installing a BracirW. 11I8-91. Tnnsses are to be handled with particular ore during banding and bundling. delivery and uratagatton to avoid damage. Temporary and pes naaent bracing W hoidtng trusses in a straight and pkmdi pos- ition and for restating lateral forcesshag be ksigred and totalled by other. Car rW hand- ing Is essential and erection bracing is always required. Normal precautionary action for cusses r= Firm such temporary bracing during astaWton between tresses to avoid toppling tad domlitohrg. The supcl bn of iTution of zusses shall be under the control of persons mperfenced In the Installation of truaaes. Wessional advice shall be sought if needed :orrcentration of construction toads greater ban the design bads shad not be applied to russet at any tbne. No bads other than the veig6l of the erector chat be applied to ranee-: untu after all fastening and bracing s completed _ rivnvYf r1-tJ r" %. lUlk UrUrt tJ.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS.- 2x4 SP #3 2x4 SP #2 3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCEMDULE: Support 1 391# Support 2 353# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tle 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB or 1.15 4-3-13 0-6-6 WU: AKLK WE: MULTIPLE LOADS -- This design is the eooposite result of multiple loads. All CORIPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, C&C, V- 125sph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= EucI L= 58.0 €t W- 13.0 ft Truss in rNT zone, TCDLs 4.2 psf, BCDL= 6.0 psf linpact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI-BC ... FORCE ... CSI 1- 2 -566 0.18 7- 6 -498 0.21 2- 3 -432 0.18 6- 5 0 0.17 3- 4 -359 0.30 6.00 TI. L — 61TY:1 _ =Joint Locations====.—____ _=_ 1)= 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER SEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Loc Type 0- 4- 0 471 170 -391 BOT PIN 12-10-12 422 0 -353 BOT H-ROLL 4X6 IYA sea 2X4 M .... 99 13-0-0 471# 8.00" 0-9-5 (RO-s13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Maronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design.- Matrix Annfysfs TTNKMIMIli: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown = this drawing is not erection bracing, wind bracing, portal bracing m strull- bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only toreduce buckling length Provisions must be made to anchor lateral bracing at ends and specified kmailons determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPI). Irttlss Plate institute. TPI. is located at 583 D'Orofriv DrtM Madison, wismnstn 537191. Eng. Job: Dwg: Dsgnr: TLY Gill: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4-2-6 423# 2.5011 scale = 0.4863 Truss ID: L Date: 6-06-02 wufruV - LUf: f.ZS DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:iTEE-LOKVOBSIUSMPHW?LS W., W.07.0z DESIGN INFORMATION Tt& dWgn Is for an lndivklual building component and has been based on bdomation provided by the client The designer disdalins any responsit)nity 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 K may relate to a ape- cMc protect arsd accepts no responsibility or exerdses row control with regard to fabra- tton- handling. shipment and Installation of trusses. This truss has been designed o an Individual building component in accordance will �Aflgf t 1-1995 and 1405-9-1 to be axoporated has put of the building design by a Building Designer (registered architect or professional engbrcerl- When reviewed for approval by the building designer. the d-W badbngs 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 strove loads. iproJect spec1li aU"ns - special applied bads. iOnless stnovn, truss has not been designed for ;storage or occupancy bauis. True design assumes compression chords (top or bottoml are eontlau- �ously braced by sheathing unless otherwise �spe ded. Where bottom chords to temslonare jnot fully traced laterally by a. properly applied IrW cedinn$ they should be braced at a imaimnum spacing of 101-0' o.e. Connector (plates. shad be manufactured from 20 gauge hot 'dipped galvanized steel meeting ASCM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES !I'rto to fabrication. the fabricator shall review ,thisdmwdng to verify that this dmvtng is In ';eanfommanus with the fabAafor's puss and to :'maze a continuing responsibility for such vers- nestlon. Any discrepancies sre to be put in writing More cutting or fabdauo. plates shallnot be Installed over krrotboks, 'knots or distorted gam- Members shall be cut Yon tight fKU ng. wood to wood bearing. Con- nector plates shall be located an both (arcs of the truss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown, A 9x4 plate is 5- wise x V tong. A 6.8 plate Is, W wide x 8' long Slots (holes) run parallel to the plate length specified, Double cuts on web members atoll meet at the cantmid of the webs unless otherwise shovm. Connector plate sties are minimum sires based on the forces shown and may need to be Increased for certain hand - III ar d/or erection stresses. This tsars is not to be fabricatedwith are retardant treated lumber unless otherwise shown. For addm wl Information on 9uality Control rcfrr to AN51/TPI 1-l995 PRECAUTIONARY NOTES lag bracing and erection recemmendattons are to be fdlbwcd In aceadwice with-liandling installing & Boeing. NIB-91. Trusses are to be handled with particular rare during banding aml hundkng delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- 61on and for resisting lateral farces shall be desigxd and installed by others. Careful hand- ling is essential and erection bracing is always requbed. Norman precautionary action for Ln— requires such temporary bracing during hstallatbm bebveeo trusses to avoid tepplI and doddili tg, The supenis(on of etetibn of busses shah be under the control of persons wipertenced in the installation of trusses.. Professional advice shall be sought if needed. Concentration of construction bads grater than the design to.& shalt not be applied to trusses at any time. No load. other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed vry '%.,."lit.. IVtt V1-L1rt V.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 131 0" span framed to BC one face Or 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 382# Support 2 417# MAX LIVE LOAD DEFLECrIONs L/999" Lw-0.07" D--0.07" Tw-0.14- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04- MAX HORIZONTAL LIVE LOAD DEFLECTIONt T. 0.02" RMB - 1.00 3-0-0 T 1 Q VVU: AKLK WE: (It Plate(s) OFFSET from joint center. The Joint Detail Report not be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCB 7-98, C&C, V. 1.254aph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl Lm 40.0 ft W. 8.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iapact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -761 0.04 8- 7 -9 0.39 2- 3 -734 0.06 7- 6 41 0.76 3- 4 0 0.03 6- 5 0 0.70 TI: Ll QTY:1 =_ -Joint Locations >=ww�====ewa= w1) 0=-0.w0 4) 8-10- a 7) 1- 4-14 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 3) 7- 2-12 6) 7- 2-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8-10- 8 BC Vert L+D -186 0- 0- 0 -186 8-10- a ----MAX. REACTIONS PER BEARING LOCATION----- %-Loc Vert HDriz Uplift Y-Loc Type 0- 1-12 930 9 -382 BOT PIN 8- 8-12 930 0 -417 BOT H-ROLL 6x12 CIV4 JAV 1l1Ca) 3x6 930# 3.50" s-laic EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLgTj 1-1995 (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 t890 GFMMOROOK Cr.OV1ED0.Ft-32766 Design.• bfa nx Analysis READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sbown on this drawing is not ermtlon bracing wind bmcing portal bracing or sardlar bracing which Is a part of the building design and which must be considered by the building designr. Bract ng shown is for lateral support of buss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (Sce 11113-91 of TPII. frruss Plate Institute, TPI. Is located at 593 D'Onofrio Drive. Madison, Wbconstm 537191. JOB PATH_ CATEE-L0K110BS1I25MPHtARLK Eng, Job: Dwg: Dsgnr: TLY Chk: TC Live 16A psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 psf 3-0-0 1 5 930ff 3.500 scale = 0.7000 Truss ID: LT Date: 6-06-02 DurFac - Lbr. 1-25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:OS 02.02- 1258 ees 06.02.02 r -1. svv. ;DESIGN INFORMATION jMis design Is for an bidividuW buditg ponent and has beca based on laommuan ims provided responsibility the clknf. The designer result of nesponsib{ifiq for damages as a cook of udiy or mcosma Information. specifications /or designs f u nish d to the truss designer. Iri the client and the correctness or accuracy ;of this Information as It may relate to a spe- Oc Project and accepts no respisrub y of Ie cises no control with segarrd to fabna- Pors, handlingshipment avid installation of trusses. This truss has beendesigned as an kndMdual building coinponent in accordance wltt hNSf/7PI i-1995 and NOS-97 to be Incorporated iIns part of the building drsip by a Bugling esfgoer (mg1stemd amhfect — professbnd . When reviewed far approval by the bugdIn9 designer. the design loadings shown. (must be checked to be sure that the data shown are in agreement with the local building codes. 1oa1 dk—tk records for wind or snow loads, specifications or special applied loads. shown. tsisss has not been deslgned for �aotage or oxopaney loads. The design assumes Compression chords (top m bottand arc mvhmatiuu �bzaced by sheathing unless othe Where bottom chords In tension are not fully braced latently by a properly applied tigd ceftiog. they should be braced at a wwdmmn spacing of 17-W o.c Connector peshag m be manufactured fro20 gauge hot d galvanized stet meeting ASTM A 653. tirade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the rabriator shall review this drawing to verify that Ebb drawing is In aardormance with the fabrk2E es plans and to valise a continuing responsibility for such verf- gatiam Any discrepancies are to be put In prtttng before cutting m fabrication. Pates shaft not be installed svv knothole& jmots or distorted gram. Members shall be cut kin tight fitting wood to wood bcarfng. Con- keMr plates shag be bated an both faces of (he thus ugh nalls fully imbedded and abag be x�about the joint unless otherw be shown. A 4 [date Is5' Wde x 4' long A 6x8 plate is 6' x ♦r long. Slots proles) nun parallel to plate length specified Doubk cuts on web riembess shall meet at the cenlrold of the webs 'Prates otherwise shown. Connector plate sizes wInfmrun axes based on the lances shown may need to be increasedfor certain hand. ing and/or erection stresses. This truss Is not be fabriated ugh flee retardant treated unless otherwise shown- For additional srmatkm on. Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES P bracing and erection recommendations are o be followed In accordance with handling tntatHng Q BracbW. HIB-91. Trusses —to k handled with particular care during banding Ind b"rdWrg, delivery and tnstanatlan to avoid kamagc. Temporary and permanent bracing Or holding trrasess in a straight and plumb pos- bon and for =talk% lateral forces shag be ed and Installed by others. Careful band- ts esxntiai annd erection bracing b always . Normal Precautionary action for IMT&ea such temporary bracing during astallattan between trusses to avoid toppling tdomftwhig The superimlon of eredlon of ll be under the chrnd a( persons m the Instabtfan d busses. advke shag be sought ff needed. nstrusign. Inds shag net be apptftd to ny time. No bads otter than the e erectors shag be applied to l aft" all fastening and bracing p completed. TOP CHORDS: US SP #2 BOT CHORDS: 2x8 SP #1 D WEBSr 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS[ fasten vs/31% 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CO1MCTION PER SCHEDULE: Support 1 750# Support 2 750# MAX LIVE LOAD DEFLECTION. L/715 at JOINT # 3 L=-0.14" D>:-0.14" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" vv t: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19' 0" span framed to TC one face 8' 0" span framed to TC opposite face Wind Case- ASCE 7-98, C6C, V= 12--aph, H= 15.0 ft, Ia 1.00, Enp.Cat. B, Kzt- 1.0 Bld Type- Encl La 40.0 ft W= 8.9 ft Truss in INT zone, TCDLa= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 280 0.59 6- 5 0 0.97 2- 3 0 0.31 5- 4 0 0.97 RMB - 1.00 2-PLYS REQUIRED 3-0-0 TI: L2 ATY:2 a= ..Joint Locations--------=a-a 1)0- wa=a - 0- 0 3) 8-10- 8 5) 6- 8-12 2)6-8-12 4) 8-10- 8 6) 0- 0- 0 -- ---- TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1934 0 -750 DOT PIN 8- 8-12 1934 0 -750 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer xmist provide adequate drainage to prevent ponding. (0.25 in. ft. min. slopeto drain). Truss must be marked to prevent UPSIDE DOWN erection. 5X6 1 JAV 5X6 I I 6-10-8 6 5 1934# 8.00" L. $-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU1'P1 1-1995 3-0-0 IF 4l 1934# 3.50" Haronda Systems WP*J 1NW READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: 4005 MARONDA WAY TC Live 16.0 psf SANFORD, FL. 3277I Bracing shown om tits drawing b not erection bracing. wind bracing petal bracing or similar bracing which Is 4L of t building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown b [opartt support of truss members only to reduce buckling length. Provisions must be to BC Live 0.0 PS[ TO MAS PONCE P.E. made anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required_ (See HIS-91 of TPIj. BC Dead 10.0 psf LICENSE #0050068 rrnrss Plate Institute. TP4 is bated at W D'Onofrio Drive. Madison. Wbconsm 537191. raeoct:EEnetmoitCr.CMEW.FL32766 TOTAL 33.0 PS[ Design, Masris Analysis JOB PATH: CATEEL0KV0BS1l25MP1fIAR1_K scale = 0.7000 WO: ARM - Truss ID: L2 Date: 6-11-02 DurFac - Lbr: T.25 DurFac -Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA V:06.02.02- 12911- 7 HCS: 06.02.OZ { MbItziN INtURMAIION This design is for an indbldual bu(laing component and has been based on informalbn provided by the client The designer disclaims any responsibility, for damages — a result of faulty or incorrect tofonme[bn, specifications -Wor designs furnished to the thus designer by the client and the correctness or accuracy of this information as a may relate to a spe- d0c project and accepts no respomibaity or eocchcises no control wah regard to fabrlo- tion. handling. shipment and Installation of trusses. This anus has been. designed — an tndvkfual building component In accordance with ANSIfM i-1995 and NDS-97 to be mcerperated as part of the buWtog design by a Budding Designer (registered atdnxecl — professional englneetl. When reviewed for approval by the budding designer:'the desip loadings shown must be checked to be sure that the data shown arc in agreement with the local budding codes, loot eftmatte records for windor snow loads,. project specifications or special applied toads. Unless shown. toss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are contl - ously braced by sheathing unless otherwise specked. Where bottam chords in tension are notilly braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I0'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped Vkanized steel meeting ASDM A 653, Grade 40, units otherwise shown. FABRICATION NOTES Prior to fabrieanom the fabricator shall review this drawing to verSy that this drawrhrg is in cwJwmance waft the fabricatoes plans and to r-J- a continuing —pwrsingity for such veri- Buatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over Imotholes, knots - distorted groan. Members shall be cut for ught fitting wood to wood bearing. Com- nedor plates shall be located on both faces of the truss with tugs Lilly imbedded and Stall be sym. about the joint unless otherwise shown, A 5x4 plate is 5- wide x 4- king. A W plate is 6- wide x e' long. Slots thoksl our parallel to the plate length specified. Double cuts om axis members shag meet at the cenuodd of the webs unless otherwise shwa Connector plate stres ale minhoum sizes based on the forces shown and may need to be increased for certain hand - Mg and/ —erection stresses. This puss is not to be fabricated with the retardant bested. lumber unless othcrwim shown, per additional bfmtmation on Quality Control miler to ANSI/TPi 1-I995 PRECAUTIONARY NOTES Vl bracing and -mum rccommendatwos are o be followed in acoordauoe with -Hww ng nsta0hug & Bractoe. H1B-91. Trusses are to e trundledwith particular oreduring banding and bundling, deft-sy and installation to avoid lamage. Temporary and permanent bracing - hokbng tosses in a at -*A and plumb pm- tbn and for resisting lateral Dwers shall be. 1—W-d—danst.liedby.theca. Careful band- ing is esac ntW grad erection bracing is akvays equhed. fit- a preuum nary s tion for asses requires such temporary bracing during %stallatlon between tnsses to avoid toppling nd dotuinotitg. The supavision of erection. of asses shall be under the control of persona xperYoced in the lasfallaUm of truces. rofesslonal advke shag be sought if needed 'oncentnlba of construction loads greater man the design lads shall not be applied to. vases at any time. No bads other than the Tot of the erectors shallbe applied to roses until after all fastening and bracing completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS% 2x4 SP #2 PROVIDE UPLIFT CONNBCTTION PER SCHEDULE: Support 1 461# Support 2 432# MAX LIVE LOAD DEFLECTION- L/999 Lw-0.02" D=-0.02" T--0.03" MAR HORIZONTAL TOTAL LOAD DEFLECTION: Tw 0.02" MAX HORIZONTAL, LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 4-3-13 0-6-6 i I UPV. HKLM1 V1f1:: MULTIPLE LOADS -- This design is the cffiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced ualeas noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 58.0 ft W- 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI--DC... FORCE ... CSI 1- 2 -707 0.28 8- 7 599 0.27 2- 3 -537 0.18 7- 0. 570 0.22 3- 4 -534 0.20 0- 6 385 0.15 4- 5 -675 0.27 TI: M 61TY:3 - = ===Joint Locations=—=w====____ =1) 0- Os 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loe Vert Horiz uplift Y-Loc 0- 4- 0 505 15 -461 BOT PIIN 14- 2- 3 476 0 -432 BOT H-ROLL 6.00 6.00 4X6 4-2-6 0-8-6 1-0 3X4 3X4 6X8 505# 8.001h ' 00-9-5-5 -J (RO-8-11) 1 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPTPI 1-1995 tMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k0050068 'ago OREeMBROOR MOVI£DOXI-32766 Design: Matrix Analysis READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: wariltch shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bradng part of the building design and which must be considered by the buading designer. Bract nil shown Is for lateral support of truss members only to reduce buckling length. tldlu des must be made to anchor lateral bracing at ends and specified locations determined by the building must AdufHbmal baring d the overall structure may be required- (See HB-9I of TIHI- Rows Plate Instftute. TPD, is looted at 583 D'Onofiio Drive. Madk—L Wisconsin 53719d. JOB PATH: C:i7EE-L0KV0851125MPHiARLK Eng. Job: - Dwg: Dsg-: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 19 476# 3.62" scale = 0.4434 : ARLI Truss W: M Date: 6-06-02 DurFac - Lbr. t.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 12584-1: HCb. 00.07-02 DESIGN INFORMATION This deslgit Is for an hidbiduah building component and has been based on information provided by the client The designer disclaims any respanamWtyy for damages as a result of faulty or incorrect information. spetltlollons 3 and/or designs furnished to the truss designer by the client and the correctness or accuracy of this trdnrmatbn as G may relate to a spe- i ctik projectand accepts an responsibility or i aoerrJsa no control with regard to fabrlea= tlon. landing, shipment and Installation of j trusses. This truss has been dotgned as an hrdividual btdlding component in accordance with ANSI/M I-1995 and NDS97 to be Incorporated has part of the building design by a Building Designer U-0tered architect or professional erngbical. When reviewed for approval by the j latMM designer. the design laadirgs shown 'must be dmked to be sure that the data shown are in agreement with the lore( bundling codes. ilocal c&atic records for wind or snow loads. !project specifications" special applied loads. Unless shown. tow has riot been designed for storage or ooeupencybads. The design assumnes �cornpresslon chonds (top or bauood are conelaw ously braced by sheathing ualess otherwise !specified- Where bottom chords in tauton are not fully braced lat-By by a properly applied tlgd ceilog. they should be braced at a :maximum spacing of 19-W o.e Connector pates shall be manufactured from 20 gauge hot :,dipped Patvatdmd steel meeting ASIM A 653. ;Grade 40. unless otherwise shown. ;FABRICATION NOTES prior to fabrication. the fabricator shall review Uuis drawing to verify that this drawing b in ;conformance wahn the fabricator'splane and to aeahze a continuing responsibility for such vert- ficataan. Any d)saepmules arc to be put in hag before cutting or fabrimtlon- Piates shalt notbe installed over Imothoks. (mots or distorted gram, Member shag be cut for tight filing wood to wood bearing. Con- �neclor plates shall be located on both faces of .the truss with nails fully Imbedded and shall be "Tit. about thejoint unless otherwise shown. A 5.4 plate is 5" wide x 4' long. A 6x8 plate is T wide x 8' long. Slats (holes) not parallel to the plate length specified. Double -is on web [members shall meet at the eentroal of the webs unless Otherwise show, Connector plate sizes are minhumn sizes based on the forces shown and may need to be Increased for certain hand- ling and fos ererdlon stresses. This truss is not W be fabricated with fire retarder[ treated lumber unless otherwise shown. For additional btformation on guwRy Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed iu accordance with -Handing Installing d Bracing", 103-91. Trusses are to be `--ailed with particular care during banding and bonding. delwery and Installation to avoid damage. Temporary and permanent bracing. far holding trusses in a straight and plumb pos. Rion and for resisting lateral forces shall be designed and Installed by other. careful hand. ling Is essential and erection bracing is always required. Normal precautionary action for in- regoia such temporary bracing during Installainon between trusses to avoid topping ud damin ft The supenision of aft -Um of busses shall be under the control of personas experienced In the Installation all town. Professional advice shall be sought if needed. Concentration of construction loads greater Ran the design bads shall not be applied to trusses at any come. No loads other than the weight of the erectors shall be applied to Trusses mid after all fastening and bracing Ls cornpk3ed. ...+.+-+..� tux wrttrs TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 NEW: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 543# Support 2 530# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T: 0.02" RMB w 1.15 4-3-13 0-6-6 i 1 WU: AKLK 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- 15.0 €t, I= 1.00, Sxp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or gazing Req ..TC... FORCE ... CSI 1- 2 -616 0.22 2- 3 -965 0.23 3- 4 -827 0.18 4- 5 -827 0.17 5- 6 -965 0.23 6- 7 -616 0.21 3.00 f ..BC ... FORCE...CSI 16-15 513 0.23 15-14 49 0.10 14-3-3 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 116 15 14113 11Z 520# 64.00 0-Q9-5 GAl��S -d PLA 14-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 32I-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Ia90 GREE MBROOK CT.OVIEDOXI-327aa Daign: Mintz Analysis f 3.00 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dlawhng k not erection bracing, wind bracing, portal bracing or simthr bating which is a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to reduce buckling made to anchor lateral bracing at ends and specated locations determined byn the building designer. Additional bracing of the overall structure may be requiod. (See Hill-91. of TPq. frruss plate Institute. TPi. Is located at 583 D'Onofrlo Drtve. Madison. Wisconsin 53719). 1017 PATH: C:I7EE-L0KV085V25MPHLAALK TI: N 61TYA _ =Joint Location=====_ s=........ a1)a 0 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 519 -46 -543 BOT PIN 12- 0- 0 519 0 -530 BOT H-ROLL Q 520# 64.00" doh: Dwg: Dsgur: TLY Chk- TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf I� EM 0-95 (R0.8-11) scale = 0.4131 Truss ID: N' Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: fhS OLUZ DESIGN INFORMATION This design Is for an Individual bididlmg component and has been based on blo:mation provided by the clad_ The designer dbebins any responsibility for damages as a rest of faulty or Incorrect Information. speeftkathms and/or designs furnished to the truss designer j by the client and the correctness or accuracy of this Iofarmatlon as K may relate to a spe- clik psoJeet and accepts no responsibiity w `exercises no control with regard to fabrics- 1 don. handling, shipmere and installation of trmsse. Ths truss has been designed as eon j irdlvtdual building component in accordance wit. jANS1/TP1 1-1995 and NDs-97 to be tncmpo-t d I as Part of the hulldmg design. by a Building 'I Deslip— 4egstssed. "chHect or professional engineed When reviewed for bhe approval budding destgaer. the design how must be checked to be sure that the data shown are (a agreement wah the local building code. �kceab rilnattc records roc wind or srarw Wads. !pn>Jtxt spedRcatbm or special applied loads. �Urless shown, toss tors not been designed for !storage or occupancy loads. The design assume eeammi resshao chords (top or botiom) are eontirm- Iarsty braced by sheathing unless otherwise �Pe=died. Where bottom chords to tension are not fully braced laterally by a Properly applied irigld ceding. they should be braced at a imaxtmum spacing of 19-0" O.C. Connector (plate$ shall be manufactured form 20 gauge hot dippedglvandired steel meeting ASIM A 653. ;Grade 40. unless otherwise shown (FABRICATION NOTES Prior to fabrication. the fabricator shallreview this drawing to verify that this drawing Is in eonformvnce cvlth the fabeicatoes plans and to tealtr a c timing responsibility for such ved- lLi_cation. Any discrepancies are to be put in writing her— cutting or fabrication. Plates shall not be installed over kmatboles. mots or distorted gam. Members shall be cut �or trgbt fitting wood to wood heating Con- nector plates shall be- located on bothfaces or the truss with nails fully Imbedded and shall be 6ym.. about the Jolnt unless otherwise shown. A 5x4 plate Is S' wide a 4- long. A 6x8 piste Ls 6' wide x 8" )on& Slats (holes) run parallel to the plate length specfled. Double cuts on web members shall meet at the centmid of the webs udew otherwise shown. Connector plate sixes are mmanu m sues based on the forces shown and may need to be increased for certain hand. a"g and/ore: is-- stresses.. This truss is not to be fabricated with fire retardant treated Rmnbec unless otherwise shown. For additional Imformutbm. on. Quality Control refer to AN51/TP1 1-19% PRECAUTIONARY NOTES 15Q bating and erection recommendations ate o be followed In accordance with. "Ha"dling ustautng 6 Bracing'. HO-91. Trusses are to ae handled with particular care during banding Mid bundling. delivery and installation to avoid kmage. Temporary and permanent bracing or holding tresses Ina straight and plumb pos- bon and for resisting btend force shad be fealgred and installed by others. careful hand - tag is essential and erection bracing is abvays 'zqui-& Normal precautionary action for usses requires such temporary bracing during pstalfation bdweem [misses to avoid topp(Ing did domlwi:4 The supet11ww of efa iaii of gasses shag be under the control of persons oWerieneed in the Instadaiion err n� �ional novice shad be sough: r needed. tin d construction bads grater the design loads shad not be applied to �rmsses at any time. No lads other than the weight of the erectors shad be applied to russes until after all fastening and bracing 5 complete!. +r.�.. Isar c.rr Lrrl V.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 540# Support 2 582# MAX LIVE LOAD DEFLECTIONt L/999 L=-0.03" D=-0.03- T--0.07- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RIB - 1.15 4-3-13 0-6-6 I r_6 0 VVU: AKLK WE: MULTIPLE LOADS -- This design is the colposite result of m1tiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, Ve 125mph, H- 15.0 ft, I- 1.00, Mcp.Cat. B, Szt= 1.0 Bld Type. Encl L- 58.0 ft W= 14.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -953 0.50 6- 0 -678 0.18 2- 3 979 0.51 0- 5 829 0.21 5- 0 829 0.21 0- 4 -668 0.18 ice— 3-8-0 ---►� _ 3.00 J 4X6 TI: NI 9TY:2 _ Joinw== t Locations--- 1) =0-=== - 00 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4).14- 8- 0 6) 0- 0- 0 --MAX. REACTIONS PM BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 519 39 -540 DOT PIN 14- 4- 0 519 0 -582 BOT H-ROLL anew ,X6 3 00 3 8-0 0-6-6 —L N 4-2-6 0$ l G G-$-0 520# 8.0011 4 0-9-5 520# 3.00" CO�A (8) 2X4 14 $-0 1 0 9.5 �a—IRO 8-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/'I'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 GREENBROOK Cr.OVIEDO.FL32766 Design: Morris Analysis nt%Knlnikx: READ ALL NOTES ON THIS SHEET. A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bating, wind bracing. Portal bmchrg or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of toss members only to reduce buckling k-ngth. provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bncing of the overall structure maybe required. (See Hi6-91 of TPI(. [Truss Plate institute. TPI, is located at 583 D'Onofrfo Drive, Madison. Wisconsin 537191• JOB PATH. C. tIEE,LOXVOB51125MPHI4RIX Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.4131 Truss ID: N i Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA 1105: 06.OZ02 DESIGN INFORMATION This design Is for an Individual building component and has been based on tnformatioo provided by the client The designer disclaims any respon gAlky far damages as a result of faulty or hummed Information, speegkations and/or designs furnishedto the truss designer by the clientand the correctness or accuracy of this information as It may relate to a spe- cCk project and accepts no responsibility or averHaes no contact with regard to fabrica- tion. handling, shipment and hnstattatioo of trusses. This truss hasbeendesigned as an individual building. camporent in accordance with ANSIrM 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 decked to be sure that the daft shown are In agreement with the local building codes. tonaltio records for wtrnd or snow )ads. project specifications or special applied bads. Unless shown, truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing. unless otherwise specified. Where bottom chords to tension, are not fully braced latetaW by a properly applied rind telling. they should be braced at a maximumspacing of 10'-0' o.c. Connector plain shall be manufactured from 20 gauge hot dipped g dvanmed steel meeting AMU 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 reatire a contmnhlg respartsQ/Qtly far such. ved- Bration. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or dbtored grain. Members shallbe cud for tight fitting wood to wood bearing. Con- nector plat" stall be located on both faces of the truss with math fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' bug. A 6x8 plate is 6 wide x 8' long. Slots (holes) runparallel to the plate length specified. Double cuts on web members shall meet mM at the centof the webs unless otherwise shown. Connector plate sizes are ad den= sizes based an the forces shown and may need to be increased for certain hand- ling andlor erection stresses. This truss h not to be fabricated with fire retardant tinted lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Hand tng Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during Landing and bmrd)htg- delivery and Installation to avoid damage. Temporary and permanent brachrg for holding trusses. In a straight and plumb pon- Man and for resisting lateral farces shall be designed and Installed by others. Careful hand- ling h essentlal and erection tracing h always required Normal precautionary action for busses requires such temporary bracing during Installation between busses to avoid toppling and domhmhn& The supervision of erection of truasn shalt be under the control of persons experienced in the haratlation of trusses. Professional advice shall be sought x needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No bads other than the weight. of the erectors stall be applied to trusses or" alter all fastening and bracing h completed. JB: 10# UPUFT D.L. TOP CHORDS: 2x4 SP #2 DOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,8 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: ULE: Support 1 285# Support 2 438# Support 3 MAX LIVE L/999 L:-0.04" Dw- MAX HURI Tw 0.07■ MAX HORIZ T- 0.03" 00 m 1.15 8-7-9 0-6-6 i T 1 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACIM to extend for center 8096 of length. MULTIPLE LOADS -- This design is the ca%vaite result of multiple loads. All CO[IP MSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kztw 1.0 Bld Type. Encl L. 58.0 ft W- 25.9 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or (;lazing Req 476# ..TC... FORCE ... CSI ..BC ... FORCE...CSI 6-11- 0 ass 0 -438 LOAD DEFLECTION: 1- 2 166 0.21 22-21 58 0.21 25- 7- 0 673 0 -476 2- 3 170 0.14 21-20 57 0.20 0.05" T==-0.09" 3- 4 199 0.18 20-19 55 0.36 ZCRiTAL TOTAL LOAD DEFLECTION: 4- 5 -392 0.18 19-18 79 0.36 5- 6 376 0.15 18-17 73 0.04 C>NTAi. LIVE LOAD DEFLECTION: 6- 7 358 0.15 17-16 675 0.24 7- 8 -365 0.17 16-15 645 0.25 9-11-8 8- 9 -39 0.17 15-14 627 0.2115-11-8 1 2 3 4 10 1 -9 0.25 7 13-128 764 90.30 10 11 4X6 lA4 6X8 2X4 3X6 L_0 _ n n n 252# 3.50" 856# 8.00" a9-5 25-11-0 GAM"k PLATES (0) 2X4 CIL- 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Haronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on tins drawing h not erection bracing. wind bracing. portal tracing or similar tracing which h a part of the building design and which most be considered by the building designer. Bracing shown. Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing. at ends and specified locations determined by the building designer. Additional bracing of the overall structure, maybe required. (See HIB-91 of TPq. (7tvss Plate Institute. TPI. is located at 583 DYlrotrio Drive. Madison. Wisconsin 53719). TI: O wa-c�oint Locations....s.a:arm77 :1) 0- 0. 0 10) 19- 8-13 19) 6- 9- 7 2) 3-10-11 11) 25-11- 0 20) 5-11- 8 3) 5-10-11 12) 25-11- 0 21) 3-11- 8 4) 6-11-11 13) 19- 9-12 22) 0- 0- 0 5) 7-10-11 14) 15- 9-12 23) 7- 9-12 6) 9-11- 8 15) 13-10-11 24) 11-11- 8 7) 12- 0- 5 16) 11-10-11 25) 13-11- 8 8) 14- 0- 5 17) 9- 9-12 9) 16- 0- 0 18) 7-11- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Boriz Uplift Y-Loc Type 0- 1-12 252 -111 -285 BUT PIN HOT H-ROLL BUT H-ROLL 0-6-6 I 674# 8.00" (seas-11) Studs a 2-0-0 o.c. scale = 0.2434 Eng. Job: WO: ARLK Drag: Truss ID: O Dsgnr: TLY Clef: Date: 8-31-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf _L--_ 3 Unign: Matra Arroiysif JOB PATH: CA7EF-LOKt/OBSVZMPH418LK HCS 06.02.02 DESIGN INFORMATION This design is for an individual building component and has beenbased on Information provided by the c*nt. The designer disclaims arty responsibility for damages as a result of faulty or incorrect information. speefgeallons and/or designs furnished to the toss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific Project and accepts no responsibility or exereses ro oonttol uwBh regard to fsbrtca- tin, handlingg, shipmentand. instaibtlon Of trusses. This tress has beendamas an Individual budding component to accordance with ANSI/TM I-1995 and NDS-97 to be Incorporated as part of the budding design by a Bntdbrg Designer iregktered architect or professional. engneed. When reviewed for approval by the building designerthe design loadings shown. must be checked to be sure that the data shown are in agreement with the local budding codes, krcal insist rcoords far wvl[nd or snow bads, prgect specifications or special applied toads - Unless shown tnss has not been designed for storage or occupancy beds. The design assures compression chords (top or bottoul are cmrttnu ously braced by sheathing unless otherwise specified Where bottom chords in tension are not fully braced laterally by a properly applied rdgd ceding, they should be braced at a maximum spacing of la-(r o.c. Connector plates shad be manufactured from 20 gauge hot dipped gatvanhed steel meeting AMU A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labrieatbn the fabricator shag review this drawing to verify that this drawing Is In. conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flcatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots ar distorted grain. Members shaft be cut far tight filing wood to woos bearing. Con- nector plates slag be located on bothfaces of the truss with nags fully imbedded and slag be sym. about the joint. unless otherwise shown. A 5x4 Nate Is 5- wide x r long. A ex8 plate Is U' wide x 8' long Slats (boles) run parallel to the plate length specified. Double cuts an web members slag meet at the centrold of the webs umrksa otherwise shown. Connector Nate 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 ANSVTPl 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are. to be followed In accordance with. ItandLing IrotaWng A Brame, HIB-91. Tresses are to be handled with particular cars during banding and bundling, delivery and Installation to avoid damage- Temporary and permanent bracing. for boding trusses In a straight andplumb pas - Rion and for insisting latentforces stagbe designed and installed by withers. Careful hand- Ling Is essential and erection bracing Is always requited. Normal precautionary action far trusses reclut es such temporary bracing during installation between trusses to avoid toppling and dmmina*4 The supervision of erecttwr of trusses shalt be under the controlof persons experienced in the Installation of trusses. Professional advice shag be sought if needed. ConcmtmUon of construction bads greater than the design bads shag not be applied to trvuscs at any tine. No loads other than the w e4ght of the erectors stag be applied to tnnsses until after allfastening and bracing Is completed. K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES- 2x4 SP #2 WhdLod per ASCS 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Enol L- 58.0 ft W- 25.9 ft Truss in INT zone, TCDI, 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTIONI: L/999 L--0.03" D--0.03" T--0.05" MAX HORIZCEITAL TOTAL LOAD DEFLECTION: T- 0.04" MAX BORIZCNiTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 8-7-9 0-6-6 i T 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All C!ONPRESSIO7 Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Sbim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274# Support 2 445# Support 3 484# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 184 0.28 12-11 81 0.22 2- 3 -390 0.31 11-10 -51 0.21 3- 4 -405 0.31 10- 9 668 0.21 4- 5 -672 0.31 9- 8 762 0.24 5- 6 -916 0.27 8- 7 763 0.30 TI: Ol ATY:3 �. ---Joint Locations=x-.--s-m--a:--a: al)si0- 0 0 5) 19- 9-1.2 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 267 -52 -274 HOT PIN 6-11- 0 841 0 -445 BDT H-ROLL 25- 7- 0 673 0 -484 DOT H-ROLL 9-i1-8k 15-11-8 Ilk1 2A 4 5 6.00 4X6 -6.00 6X8 2X4 5X6 9-0-12 1-6--I n ". 9 FM9 0-6-6 ii 8-6-2 112 11 to .9 8 267# 3.50" 842# 8.0011 673# 8.00" 0-9-5 1-1 0-9-5 11) CO1A 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TP1 1-1995 Over 3 Supports scale�2434 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK LMaronda S SteniS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Ol y CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: I Date: 8-31-02 TC Live 16.0 psf DurFac - Lbr 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing TC Dean 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which In a part of the budding designand which must be considered by the budding designer. Bracing shown its for lateral support of thus numbers only to reduce buckling length Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0r TOMAS PONCE P.E. made to anchor lateral bracing at ends andspectlhd locations determined by the budding designer. Additional overallstructure may l BC Dead 10.0 f Design Criteria: TPI LICENSE b005006$ � Drive, Madison.whin 5371% Code Desc: FLA lams VANE ESM fxt.rwdeoo.FL32766 TOTAL 33.0 psf V:07.18.02- 21992- 4 Design: Matrix Analysis JOB PATH: C17EB-L0K4/0BSl125MPHI4RLK HCS• 06.01.02 .•�.......... r. sea-rr.w, tux ururi DESIGN INFORMATION This desJgn is for an l dividual building component and has been based on Wermation provided by the client. The designer disclaims any responsibility for damages - a result of faulty m incorrect Wosmatlon, specifiations and/or designs fumished to ore truss designer by the client and the correctness or accuracy. of this bdarmattan as It may melate to a ape•. cbk preJxt and accepts no responsibility m exercises no control with regard to fabrka- tfwh. handling. shipment and Installation of tease. This tress has beend-fgrxd as am Individual building component in accordance with ANSI/TPI 1-19M and NDS-97 to be Ircotpurated as part of the building design by a Budding DesAipner (-sjbtered w...hil"t or professional mgyneel. When reviewed for approval by the budding designer. the design badtngs shown must be checked to be sure that the data shim are in agreementwith the local building codes. local clfaatk records for wind or snow loads. project specifications or special appbed loads. thdas shown, truss has not been designed tar storage or occupancy bads.. The design assume, compression chords (top m bottornd are rsathtu- ousiy braced by sheathing unless otherwise specified. Where bottom chords in tension we not fully braced laterally by a properly applied clodexiting. they should be braced at a tnaxlnrmr Spacing of lino' C.C. Connector phtes shad be manufactured frame. 20 page hot dipped tamed steel meeting ASTM A 653, Grade 40. unless otherwise shown Prior to fabrication. the fabricator shad review this drawing to vestry that this drawing is in congormanca with the fatrtrator's plus and to realize a mnnnuing responslbtttty fro sueb verl- fk atlon. Any discrepancies are to beput in writing before cutting or fabrication. Plate *fail not be installed over knotholes. knots m distorted gam. Members shad. becut for ugd. mttmg wood to wood bearing. Con. rector plates shad be located on both faces of the truss with nails lardy 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 tr Long Slots (holes) rum parallel to the plate length specifed, Double ada on web members shad meet at the centrotd of the webs unless otherwise shown. Connector ph" stirs are miolmumn stirs based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additbsW Information on Quality Control refer to ANStfM 1-1995 PRECAUTIONARY NOTES U bracing and erection ncowrmdatimrs are to be followed in accordance with handling fraGWng A Bracing'. 1110-91. 1 cusses are to be handled wish particular care during banding ud twmdbog, delivery and installation to avoid Jamage. Temporary and permar u t bracing br holding trusses in a straight and plumb poi tom and for resisting lateral laces shad be Jesigaed and installed by others. Careful hatsd- Img is essential and erectfon tracing is always equled. Normal precautionary amnion for Passes requires such temporary tracing during astaltatiou between trusses to avoid toppling tad domioot* The supervision of erection of russes shall be under the control of persons w the test ilauan of trusses. rtufesskrnal advice star be sought If needed. ;amzntration of construction brads greater ban the deign loads shad not be applied to resses at any time. No loads other than the vag t of the erectors shad be appbed to russes unlit after all fastening and bracing s completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 410# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D=-0.04" Tw-0.09" MAX HORIZONTAL TOTAL TOAD DEFLECTION: Tw 0.04• MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB a 1.15 �- 6.00 0-6-6 8-7-9 T 3-0-0 1 wv: AXLK WE: [Is Plate(s) OFFSET from joint center. The Joint Detail Report unst be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125ntph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Eacl L= 58.0 ft W= 25.9 ft Truss in I; zone, TCDLw 4.2 psf, BCC3)L= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 440 0.42 12-11 390 0.32 2- 3 -250 0.34 11-10 479 0.33 3- 4 -257 0.26 10- 9 508 0.20 4- 5 -512 0.28 9- 8 632 0.21 5- 6 -768 0.23 8- 7 633 0.24 4X6 T1.02 61TY:4 -==Joint Locations— ==s=-----a,=== =1) 0-=0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 81 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 6- 9-12 1194 -54 -1007 BIT PIIN 25- 7- 0 595 0 -410 BOT H-ROLL "° Za4 SX6 8-8 " -6.0d n tN9 CANT: 6-8-0 1195# 3.50" 0-11-8 COW) ) 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO SE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shower on this dmwbmg is not ereMSon bracing, wind bracing, portal bracing m similar bracing which is a part of the building destgn and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provbims must be made to anchor latent bracing at ends and specified locations determined by the budding designer. Additional tracing of the memU sbuctnre maybe requbed. (See Il1B-g l of TPd. (Truss Plate Institute. TPI. Is located at 583 D'Onoble Drive, Madison. Msmnstn 5371% Eng. Job. Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 8-6-2 0-6-6 _L 5969 8.001m 0-95 cRo-s-11) scale = 0.2423 Truss ID: 02 Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:IIEF_L0KV08S11ZSMP1Jvu?1K HCS: M.02-0z )ESIGN INFORMATION ?ifs design is for an Individual building impovent and has been based on Information oovI ded by the elknL The designer dbclahns ,W responsibility for damages u a result of vlty or incorrect Information. specillcatiom id/or designs furnished to the truss designer the client and the correctness or accuracy 'this information as It may relate to a spe- Oc project and accepts no responsibility or cercises no control with regard to fobrica- an. handling. shipment and Installation of .saes. This truss has been destgiied as an anvldual budding component in accordance with NSI/TP[ 1.-1995 and NDS-97 to be incorporated. u part of the building design by a Building csigner [registeredarchitect or professional igmeer). When reviewedfor approval by the adding. designer. the design loadings shown ust be checked to be sure that the data shown e in agreement with the local building codes. cal climatic records for wind or snow loads. ojed specifications or special applied, loads, nless shown. truss has not been designed for orage or occupancy bads. The design assumes impression chards (top or bottom) are continu- isly braced by sheathing unless otherwise retitled. Where bottom chords In tension are A fully braced laterally by a properly applied ;ld ceding. they should be braced at a axlmumspacing of 10'Ar o.c. Connector ates shall be manufactured from 20 gauge hot pped galvanized steel meeting ASTM A 653. rade 40. unless otherwise shown. ABRICATION NOTES for to fabrication, the fabricator shall review b drawing to vertfy that this drawing ts in eformance with the fabrrratofs plus and to aline a continuing reaponslbWty for such verl. atlon. Any discrepancies are to be put in dung before cutting or fabrication. ates shall not be installed wer knotholes. rots or distorted grab. Members shall be cut r tight f hung wood to wood bearing. Con- utor plates stead be located on both feces of e truss with nails fully Imbedded and shall be m. about the Joint unless otherwise shown. A .4 plate Is 5- wide x 4- long. A 6x8 plate Is 6' de x 8- king. Sirs (holes) run parallel to e plate length specified. Double cuts on web embers shall meet at the centrold of the webs it ss otherwise shown. Connector plate sties e minimum at— based on the forces shown rd may need to be increased for certain hand. ig and/or erection stresses. This truss is not be fabricated with fire retardant treated tuber unless otherwise shown. For ad4m...1 formation an Quality Control refu to ANSUTPI 1-1995 RECAUTIONARY NOTES I bracing and erection recouunendatbns are be followed In accordance with -Handling stalling & Bracing% H18-9I. Trusses are to handled with particular ore during banding d bundling. delivery and installation to avoid mage. Temporary and permanent tracing holding trusses in a st m*ht and plumb pas - on andfor misting lateral forces shall be signed and installed by others. Careful hand- ig Is essential and erection bmchlg is always quired. Normal precautlom ry action for asses requires such temporary bracing during sWlation bct a trusses to avoid toppling id dalnitwing. The supeftlim of erection of rases shad be under the control of persons perlenced in the InstaWtion of trusses. ofessbnal advice shad be sought if needed. mcentratbn of crostnrdion bads grestcr an the design bads shall not be applied to asses at any time. No loads other than the fight of the erectors shall be applied to isses until after all fastening and bracing completed. 1 Vrr Vr Lis r V.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MOLTIPLE LOADS -- This design is the colposite result of multiple loads. ..TC... FORCE...CSI ..BC ... FORCE ... CSI 5-5-13 0-6-6 Tr� I VV<J. MKLhyY t: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the samedimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE reqld on any web exceeding 14, *^ denotes ONE edge or ONE face denotes BOTH edges or BOTH faces All COMPRESSION Chords are asstmaed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type_ Encl L= 58.0 ft W- 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req I'll: P 61TYA =w==Joint Locations= ---- ==:=:s==w= 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2). 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT R-ROLL Ilk -8-0 9-8-0 1 2 3 4 5 7 8 9 10 11 Q 4X6 6.00 14,1111141 4A9 LJC4 5X6 19-4-0 22 21 20 19 18 17 16 15 14 13 12 0# 8.00" 0-9-9-9 0# 8.001, (RO-8-11) I 19-4 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I'Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 Design: Matrix Analysis 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 bracin& portal bracing or slrn0ar bracing which is a part of the budding deign and which must be considered by the budding desigaer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. [See HIS-91 of TPB. (Truss Plate Institute. TPI, Is looted at 583 D'Onofrto Drive, Madison. Wisconsin 53719). JOB PAIN: CATEE-L0KU0BS11J5UPIfI4RLK Studs ® 2-0-0 O.C. Eug. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 0 (RO-8-11) scale = 0.3208 WO: ARL Truss ID: P Date: 6-06-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA V06.02.02- 12590-1: HCS: 06.02.02 vra rs---e--- IVir Vr Lrrt U.L. DESIGN INFORMATION SJhb design is for an ktdfvlduai hidUing i(component and has been based on irformattom tptwided by the client The desow dticlahm 3lany vospe—ibiMty for damages as a result of lanky or incorrect mfwnration, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this litibo wtlon as It may relate to a spe- cific prcqect and accepts no responsibility or :xRcises rm noshed wllh regard to [abrMa- tlou, fondling. shipment andinstallation of trusses. This Russ has been designed - an individualbudding component in accordance with AT,M/TM 1-1995 and NOS-97 to be incorporated as part of the building design by a.Buditng Designer (registered aroldtect or professional enghteed:. When revkwed for approval by the tndiiing designerthe design loadingsshown ust be checked to be sure that the data shown are in agreement with the local budding codes. local. rffinat4 meads (or wired or snow loads. specifications or special applied bads shown. truss has not been designed for or occupancy loads. The design assumes presslon. chords (top or bottom) are conunu- braced by sheathing unfcss otherwise pecified. Where bottom chords in tension are fully braced laterally by a property applied ce{ing. they should be braced at a nao spacing of la-(r o.c. Connector tes shall be manufactured from 20 gauge hot dipped gafemucd steel meeting AS1M A 653. Trade 40, unless otherwise shown . ABRICATION NOTES to fabrication, the fabricator sha8 review this drawing to verify that this drawing is in mrdorrrrarus with the fabricatoes plans and to realize a continuing responsibility for such verl- S atoo. Amy discrepancies are to be put In writing Were cutting m fabrication. Plates shall not be installed over knotholes,. brats or distorted gram., numbers strati be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Embedded and shad be sy— about. the Joint =less otherwi— shown. A 5x4 plate is 5" wide x 4- king. A 6x8 plate 1s 6- wkie x 8- tang Slots (holesf runparallel to the plate length specYted. Double cuts on web members shad meet at the centroldof the webs ndess otherwise shown Connector plate sizes ae mkdw— sires based on the form shown nod ray need to be increased for certain hard- hng and/or erection stresses.. This truss Is not o be fabricated with fire retardant treated umber unless otl—tse shown. For addltkamd ofornmation on Quality Control refer to ANS1/TPl 1-1995 'RECAUTIONARY NOTES d bracing and erection recannmeodawns are o be followed in auadance with 'Handling oatakimg. Q Bracing'. HiB-91. Tosses are to ar handled with particular care during banding nd bundling. delivery and installation to avoid lamage. Temporary and permanent bracing ar holding busses in a straight and plumb pos- ton and for restating lateral forces shall be .eigrxd and Installed by others. Careful baM- ng is essential and erection bracing is always equhed. Normal precautionary action for msses roqukes such temporary bracing during tsbadatlon between busses to avoid toppling ld damldolt . The supmbbm of credbon of roses shag be under the conhol of Persons xperienml In the Installation of trusses. kofeabnal advice shalt be soughtif needed. :oncurtranon of construction loads greater San the design bads shall not be applied to vases at any are. No loads other than the Tight of the erectors shall be applied to roses until after all fastening and bracing completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 NEW. 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 645# Support 2 676# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tex 0.02" RMB = 1.15 5-5-13 0-6-6 i 1 YYV: AkLK 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- ASCS 7-98, C&C, V= 12--oph, B- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Sncl L= 58.0 ft W= 19.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6 0000 -TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -925 0.42 8- 7 784 0.38 2- 3 -725 0.29 7- 6 784 0.38 3- 4 -725 0.30 4- 5 949 0.46 4X6 674# 8.0011 0-9-5 (RO-8-11) I ie 19-" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ARMING: READ ALL NOTES ON THIS SHEET. Marondd SySteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY MAR BRA CING WARNING: $ . FL. 32771 Bracing shown on tits drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be consideredby the building deslgrmer. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locators determined by the budding designer. LICENSE #0050068 Addittoral bracing of the overall suocto a may be required. (lee Hf i-9I of TM. (truss Plate institute. TPi Is located at 583 D'Onafrb Drive. Madison. Wisconsin 53719). 1990 OReMBROOR Cr.0V1Et)0 L32786 Design- Mdrrix Andfysis JOB PATH., C17EE-LOKVOBS172SMPHURLK Ti: Pi === ==.Joint Locations===_=—ar- 1) 0 0- 0 4) 14- 4-15 7) 9- g- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION -.... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 673 55 -645 BOT PIN 19- 0- 0 673 0 -676 Bar H-ROLL -6.00 5-4-6 0-6-6 1 SX6 T 674# 8.001m (Ras-11) scale = 0.3208 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Lave 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: Pi Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA fiCS: W-02.02 IDESIGN INFORMATION This design is for an individual bu&t Wg component and has been based on Information provided by the client The desigmer duclalom any responsibility for damages as a result of faulty a uncured Mfommtiom apeclf4 brows and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infonnatton as it may relate to a ape- ci is prl a and accepts no responsibility or exercises no control with regard to fabr cs- tion, handling, shipment and irtstallatkm of trusses. This trusshas been deslgred as an Individual building component in accordance am ANSIfM 1-1996 and NDS-97 to be Incorporated as part of the bugling design by a Budding Destgnet (registered archmed or prafosional enginrerl. Whenreviewed 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 loaf building codes, local danauc records for wind or snow ko& praiect specifications or special applied. loads. Unless shwa, truss has not been designed fw storage or omrpamey loads. The design assumes compression chords (tap or bottom) are continu- ously traced by sheathing unless otherwise spedBed. Where bottom chords in tension are not fully braced laterally by a pmperiy applied rigid ceWn4 they should be braced at a maximum spacing of la-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvawntd steel meeting ASIM A 653, Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication. the fabricator shall review, this drawing to very that this drawing is in cordonnsrwe with the fabriator's plans and to resttae a continuing responsibility for such vert- f1mUon. Any discrepancies are to be put in writing bef cutting or fabncatkm. :Plates shall net be installed over knotholes. 'knots or distorted gain. membe a, sham be cut for tight IfWng wood to wood bearing Con- nector plates sham be located on both faces of the taus with nulls fully Imbedded and wham be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide X 4- long A 6x8 plate is 6- wide x 8- long. Slots (holesl nunpanmcl to the plate length speebf:ed. Double cuts on web members sham meet at the centmkt of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shaven and may need to be Increased for certain bard. 1mg and/or erection stresses. This truss is not to be fabriated with fire retardant u ated lumber unless otherwise shown. For addabonal Inforvutian on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Am bracing and erection recranmc rdaui are to be followed In accordance with -Handtimmg IastaWng & eracmg". HID-91. Trusses are to toe {candied with particular ase during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing For holding trusses In a straight and plumb pos- afcn and for real -ling lateral form sham be iest oed and installed by others_ Careful hand. hg is essentlal and erection bracing ft always xxtutrcrl. Normal prevutfomuy actionfor stases requires such tempoaty bracing during nstamat on between trusses to avoid toppling and daminming. The supesvislon d erection of muses sham be under the control of persons srperienced in the Installation of trusses. §nkssbmal advice shalt be sought If needed :a ccntn0an a construction loads greater ban the design bads sham not be applied to russes at any tkne No loads other then the veight of the erectors sham be applied to russes until after all fastening and bracing s completed. __..�-.... iurr 41rurf v.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBSr 2x4 SP #3 WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W- 13.0 ft Truss in INT zone, TCDL=• 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION. L/999 L=-0.01" Dw-0.01" Tw-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 WU: AKLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All C014PRESSION Chords are assumed to be continuously braced unless noted otherwise End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCMEDULE: Support 1 363# Support 2 359# .TC... FORCE ... CST ..BC ... FORCE ... CSI 1- 2 -549 0.21 7- 6 -463 0.24 2- 3 -356 0.19 6- 5 0 0.19 3- 4 -278 0.17 6 0000 TI: Q QTYA _ ==Joint Locations.=_=:wares=m == =1)==0- = 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) B- 8- 0 ----MAX- REACTIONS PER BEMUM LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 471 185 -363 BOT PIN 12-10-12 422 0 -359 BOT H-ROLL 4X6 3TC4 -.-- 3X8 2X4 471# 8.0011 00-9-5-5 L (RO-8-11) 1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marnx Analysis TT1%KM1IN%at: 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 rwt erection bracing, wind bracing, portal bnetng or similar bracing which Is a part of the budding design and which must be considered by the budding designer. Bracing shown Is for lateral support or truss «umbers only to reduce bucking bengtb. Provisions must be made to anchor lateral bracing at ends and speci ted Iocallans determined by the building designer. Additional bracing of the averad structure maybe required. (.See HIB-91 of TPB. (Truss Plate tlutitute. M. 1s Mated at 583 D'Onotdo Drive, Madison. Wisconsin 53719). 4-10-6 423# 2.5011 scale = 0.4215 Eng. Job: Dwg- Truss ID: Q Dsgur: TLY chk: Date: 6-06-02 TC Uve 16.0 Psf DurFaC - LbC 1.25 TIC Dead 7.0 psf DurFae - Pit. 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf xi-nA my no i ncnes JOB PATH: C:ITEEL0KU0BSb125MPHt4RLK MS. 06.02.02 DESIGN INFORMATION This desfgr is for an individual budding compouent and has been based on Infotawtioa provided by the. client The dwfgrrer dtscldms any responsibility for damages as a resultof faulty or incorrect Ifomnation. specalcatluns and/or designs furnished to the tons designer y by the client and the correctness or accuracy of this k6oneauee, as It may relate to a sp- t$Ic protect and accepts en rrspons9) tty err arerdses no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed. as an kKlMdual building component In accordance with ANSI/TPr 1-1995 and NDS-97 to be Incorporated as part of the building desip by a Budding Designer metered archikKa praessfoual 1 engineer). When reviewed for approval by the It budding desilp e . the design badtrrp shown must be dxcked to be sore. that the data shown. are In agreement with the local building codes, local danatic recmtda (or wward or snow bads, 1 project. specnlutlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The desfga assumes compression cbards (top or bottom) are cenmon only braced by shmthleg unless ollm.1 e Specified- Wbere bottom chords In tension are rot fully traced laterally by a P-periy applied j rigid ceding, they should be braced at a maximum spacing of l0'-W o.e connector plates shad be manufactured from 20 gauge hot dipped gatvanited steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES I Prior to fabrication. the fatulmtor shag review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl. �ftestbn. Any discrepancies are to be put In iwrung before cutting or fabrication. Plates shun not be hsialled over knotholes, knots or distorted grain. Members shall be cut for tight OCmg wood. to wood bearing. Con- nector plates shall be located on both faecs of ;the tress with nags fully Imbedded and Shan be "in. about the Joint unless otherwise shown A 56x4 plate is 5- wide. x V long. A W plate is 6" :wide x 8- long. Slots (holes) run parallel to the plate lemgtir specified. Double cuts on web 'members shun meet at the cenntrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes basedon the forces shown and may need to be Increased for certain hand. 1ing arm)/or erection stresses. This truss Is not :to be f b icated with fire retardant treated '.lumber unless otherwise shown. For additional. rdbrmatlon on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed In acrardamce with 'Handling Installing d Bracing', HtB-91. Trusses are to be handledwith particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a suaight and plumb pos- dfor and for resisting lateral (ones shall be designed and Installed by others. Careful hand. Ong is essential and erection bracing is always Rqutred. Normal precautionary action far hrusso requires such temporary bracing during; installation between tresses to avoid toppling and dominoing The supetvislon of erection of trusses shall be under the control of persous ezpaieieed I the Installation of trusses. Professional advice shall be sought g needed. cotmnnatiom of comm' Too loads 0—ter than the design leads shall Trot be applied to busses at any tame. Ho bads ourer than the weight of the erectors shall be applied to trusses until after 28 fastening and bracing Is completed. I Vrr V r Lou l VA_ TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Cberds are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125utph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 58.0 ft Ww 12.6 ft Truss in END zone, TCDL- 4.2 psf, BC'DL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION. L/577 at JOINT # 5 Lee-0.25- D- 0.00" T--0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD D"+M. T- 0.06" RIM - 1.00 4-3-8 0-6-1 4X10 Ja4 WE: TL R QTY:2 M continuous lateral bracing attache? with .e-= ===-car==Joint Locations====........a._,e 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 MUST be positioned to provide equal unbraeed 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. ------------ TOTAL DESIGff LOADS ------------ Brace must extend at least 90% of web lath Uniform PLF From PLF To 2x6 Brace required on any web exceeding 141. TC Vert L+D -46 -1- 2-15 -46 13- 2-10 MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 composite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 bearing. PROVIDE UPLIFT COMMON PER SCHEDULE: TC Vert L+D TC Vert L+D -48 3- 9- 1 -70 6- 1-15 Support 1 552# TC Vert L+D -98 8- 6-12 Support 2 601# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -327 10-11-10 Support 1 256# BC Vert L+D -6 1- 4- 4 ie .TC...FORCH... CSI .BC ... FORCE ... CSI 1- 2 -2252 0.82 6- 5 2129 0.52 2- 3 -2206 0.94 5 4 167 0.47 48# 70# . 3 3 1.68 i sin 6 5 649# 9.56" 1-2-15 (111-2-8) 11}6-10 EXCEPT AS SHOWN PLATES ARE T7 20 GA TESTED PER ANSLTPI 1-1995 44 Maron a Sj/StCI11S WAKMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFpRD, FL. 32771 Bracing shown on this drawing is not erection bmck W, wind bracing, portal bracing or studlar bracing which d a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for latvat support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. LICENSE #0050068 Additional tracing of the overall structure may be tequaed. [See H(B-9I of TPQ. !Truss Plate institute, TPL Is located at 563 D'Onefrlo Drive. Madison, Wisconsin 537191. 1690 GREENHROOK CT.OVIEDO.FL32766 Design: Morrir Ar Vysfs JOB PATH: CnTEE-L0KU0BSf125MPHi4RLK 3-9-1 BC Vert L+D -44 6- 1-15 BC Vert L+D -60 8- 6-12 BC Vert L+D -76 10-11-10 ----MAX. REA Wiz BEARING LOCATION----- 9&1X--Lod V l iz Uplift Y-Loc Type 3.3- 0- 10 71 0 -601 TOP H-ROLL 0- 4-13 649 256 -552 BpT PIN 2-6-10 0-1-0 T 1-7-7 i 719# 2.5011 60N 76# (RO-8-5) scale = 0.4633 Dwg: Dsgur: TLY Chk: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: R Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI ` Code Dese: FLA K5. 00.07-OZ ;DESIGN INFORMATION jilts design is for an NdiNduai building ,component and has been based at Information by the cVe"t. The designer disdains tspass"ItH}Ay for damages as a result of P.dty - Incorrect. YdarmaU-.. specal-tfons ;sad/om designs furnished to the truss designer this client and the correctness or accuracy this Information as a. may relate to a. spe- prgect and accepts.no responslbWty or terebes no control with it$" to fabrics- kbn. hadlkgg shipment and Inslslbtlon of (teases. This truss has been designed ss an vwuai building component In accordance Mth. Si/iN'I r-1995 and NDS-97 to be incorporated �s part of the building design by a Building j3estgmer (registered archawA or professional vVhea reviewed fby the +fig designer. the deatpu loadl:gs $torsos must be checked to be sure that the data show Sre in agreement w" the Weal building codes. " climatic records for wind or smn v bads. project specHlutfans or special appliedbads. iUnless shown. truss has not been designed for storage or occupancy loads. The design assumes compressWn chords (lop or bottom) are conUnu- cvaiy braced by shacking unless otherwise ppcc fk%L Where bottom chords to tension are not fully braced laterally by a properly applied iigld ce*m& they should be braced at a aL udimum spacing of IO-0' o.c Connector plates stall be manufactured from 20 gauge hot tBPPco gahnudzed steel nw-Ung ASNM A 653. %•rode 40, unl— other"rise shown. FABRICATION NOTES Prim to fabrlOd on, thefabricator shall review this drawing to verify that this drawing Is In conformance with the fabrt®toes plan andto a continuing mespo g)IW for such verb- Uon. Any dbeepantics are to be put In writing before cutting or fabrication. Hates $bail not be I".tan.a over knotholes. Worts or distorted gran. Members shall be cut 0or tight linng wood to wood tearing. Con- tractor pots shall be footed ors both faces of the trusa with natis fully Imbedded and shall be eym. about the JoW unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A dell plate I. 6' Made x 8' long. SWts (holes) run parallel to the plate length specified- Double cuts on web members shalt meet at the centnoid of the webs unless otherwise shorn. Connector plate sizes ve m intoomm sties based on the forces shown rand may need to be Increased fm certain hand. ,cog and/or erection stresses. This Goss is not io be fabricated with the retardant treated number unless otherwise shown. For additional bliumation on Quality Con" refer to ANS fin 1-1995 PRECAUTIONARY NOTES W bra" and erection recommendations we a be folkr ed In accordance -Mh'Hardltng o staUbg tr Bracme. 11I8-91. Trusses are: to w bandied with particular care during banding and bundibng, delivery and Installation to avoid kmar- Temponay and permanent bracing or holding trusses In a straight and plumb pos- rbn and for resisting lateral fonts shall be iesigned and Installed by otters. Carefulhand- Ing Is essentml and erection bracing b always vqufted. Normal precautionary action for nssss requires such temporary bracing. during nstaBaUon between tfvssw to avoid toppling Ind dombrobig. The supemblon of erection of 3nws shall be wrier the control of persons mpertenced In the Installation of trusses.. ?mfessio at advice stall be sought 9 needed. :aeeentranon of construction loads grater ham the design bads shad not be applied to xumes at any thric. No loads other than the velght of the erectors shall be applied to susses until after all fastening. and bracing s completed. .ru. ArlutytAlvly I%Jo(A#A%-. Puff urLtrI U.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 Y SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Hind Case- ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 58.0 ft W 12.6 ft Truss in EMD zone, TCDL- 4.2 psf, BCDL.m 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/595 at JOINT # 5 L--0.25" D- 0.09" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" II MAX HORIZONTAL LIVE LOAD DEFLECTI04 35# Tw 0.07" ARLK WE: 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MST be positioned to provide equal unbraced segments OR 2x4 "T" brace may, be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MDLTIPLrE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCEIIRDULE: Support 1 552# Support 2 600# PROVIDE HORIZONTAL COMMICTION PER SCEEDQLE Support 1 255# -TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 1660 0.82 6- 5 -1808 0.31 2- 3 1721 0.92 5- 4 -203 0.30 1 87# TI: RI - QTY:2 = =—Joint Locations...= 1)0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -9 -1- 2-15 -9 13- 2-10 Bc Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0-10 546 -�13 337 0 -600 TOP 25j 2 2 BOT H-ROLL PIN RMB = 1.00 13-1-14 1 2 3 ( 3.33 6X 2X 4-3-8 3X4 0-6-1 3X8 _ = 3X6 �- 3X4 6X12 3X4 0-6-6 T 1-7-12 1 2-6-5 1.68 0-9-9 UZI�` 6 ( 1I-9-1 33819 9.56" 5 4 1-2-15 547# 2.50" 12-6-10 �,0 2LY -8 0 64# 4 (RO-8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1 95 scale = 0.4633 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sbown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing show Is for laterst support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spect ied locations determined by the building desrg"er. AddRknW bracing of the overall structure may be required., (See 111"I of TPI)- nyuss Plate Institute. TPI. Is located at 583 D'OrroGio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss iD: R1 Date: 6-06-02 DurFac - pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design• Morrie Amafysfs JOB PATH. CITEE4-0KV0BSIJ25MPfi641if,Y fits. M.0? 02 DESIGN INFORMATION This design is for an Mdtuldnal btllldltif component sod has her be on. Im1mmahon provided by the cilml. The designer dbcW= any respormilA y for damages as a result of fanny or Incorrect hJonration, speculations and/or designs furnished to the tress designer by the client and the correctnm or accuracy of this information as It may relate to a spe- egie project and accepts no responsibility m ezerclses no control with regard to fabrtea- tlon, handling, shipment and installation of �tnrs , This truss has been designed as an ?indlvidual building component In accordance with AN5tfM I-1995 and NDS-97 to be Incorporated as part of the building dest o by a. Building ;Desig rn (registeredarchitect or Watesskmai �englueerl. When reviewed for approval by the building designer, the design loadings shown ,must be checked to be sure that the data shown lore In agreement withthe local building codes, �local cffinatic rexords for wind or a— loads. !prged specghatimns or special applied loads. Unless shown, truss has notbeen designed. for !storage or occupancy loads. The design assumes eampresslon chords (top or bottorW are eonuou- eosly traced by sheathing unless otberwse sspecgie& Where bottom ebords fit tension are not fully traced laterally by a properly applied "lord ceding. they should be braced at a madmum sparing of la-0' o.c Connector Metes shall be manufactured from 20 gauge hot dipped gaMrdzed steat meeting As7M A 653. Bade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabr for shall review ahs drawing to verify that this draairrg Is In emfom nice with the fabricators plums and to n+as.. a continuing respoosgaw for such rerl- lieatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gnaw. Member shall be oat for tight fidInrg wood to wood bearing. Con- nector plates shall be located on both faro of the truss with crags fully Imbedded and shag be 6Yra about the joint unless otbawlx shown. A Sx4 plate is 5' wide x 4' long. A 6a8 plate Is 6' wide x 6' long. slots (boks) run paralM to the plate length specified. Double cuts on web members shag meet at the centretd of the webs artless otherwise at own. Connector plate slays are mnimurn sir based on the forces shower hod may need to be Increased for certain fund- ing and/or erection stresses. This iCuss Is not a be fabricated with fie retardant treated umber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES W bracing and erection recommendations are kr be (ogoemd m e—rdance with -Hurdling astwging Q. Bracing". HIB-91. Trusses are to > bandied with particular care during landing card bundU,% delivery and installation to vold ,tamale. Temporary and permanent bracing or holding trusses in a straight and plumb pos- tIon and far resisting lateral forces shag be lesigned and Installed by ofbers. Careful hand- Ing is essential and erection bracing b always equtrcd Normal precautionary action for muses r-PA- such temporary bracing during rWaliatb" belweetl trusses to avoid toppling and doml x&4 The supervision of erection f rove shag be under the control of persons xperienced to the Installation of trusses. RaG:sshomal advice shag be sought 9 needed. :mcentration of construction loads greater tan the design loads shag not be applied to russes at any (Ire. No bads other than the might of tie eredors shag be applied to russes unW aRer all fastening and bracing s completed. .,. r-ar�uras rr✓ta h s(xv P %-. butt urLlrl U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCEEDDLS : Support 1 238# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L-0.17" De 0.02" T=-0.15" MA% HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX BORIZONTAL LIVE LOAD DEFLECTICN: T. 0.02" RMB w 1.15 WL3: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of -multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing - Wind Case- ASCE 7-98, C&C, Vw 125mph, K. 15.0 ft, I- 1.00, Exp.Cat. B, NCztw 1.0 Bld Type. Encl L. 58.0 ft Ws 6.0 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 ... C<SI 1- 2 -62 0.85 4- 3 -464 0.40 TI: S QTY:2 w--»joint Locations ==ww.. r. 1)aaams0- >=..0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAR... REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc 5-11- 4 126 168 -308 OP PIN 0- 4- 0 231 238 -393 BOT PIN 5-11- 4 75 0 -66 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support l 393# Support 2 308# Support 3 60 6-0-8 1 2 600 Z 1Ao 2-2-8 1-4-2 1 3.00 as-0 -g 4 2321 8.00" 3 0-9-5 127A 2.50n 6-0-$ 76# .5011 0-5-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -11-4 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE- 90050068 Design.• Manic Andysis READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bra" 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 consideredby the building designer. Brachng shown Is for lateral support of truss members only to reduce buckling length provisions must be made to anchor lateral bracing at ends and spe soled locations determined by the building designer. Additional bracing of the overall structure may be required. tSee 1118-9i of TPq. (Truss Plate institute, TPI. Is located at 593 D'Onofrio (hive. Madison. Wisconsin 5371% Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5722 Truss ID: S Date: 6-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TP'I Code Desc: FLA JOB PAIN: C_ITEE-L0KU0BSV25MPHL4RLK HCS: 06.0402 DESIGN INFORMATION This design is for an bWWuW budding component and has been based on information provided by the client The designer discfalms any responsibility for damages as a result of faulty or incorrect Inforematior. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as a may :date to a spe- cd3c project and accepts no responsibility or exe+ebes rw controt urltlm regard b fatnria- rice. handlin&. shipment and installation of truws. This truss has been designed as an Individual, budding component In accordance with ANSIfM 1-1995 and NDS-97 to be Incorporated - part of the building design by a Building Designer (registered archfixd or professional coggirrreed. When re kl ed 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 climaue records for wind or snow loads. project spedpaU— or special applied bad+. Unless shown. truss has not been designed for storage or occupancy bads. The deign assumes cmrpreulon chords Itop or bottom) are eonanu- ously braced by sheathing unless oU ..be specified. Where bottom chords in tension are not fully brand laterally by a property applied r1gW. ceding. they should be braced at a maalrnum spacing of 10'-W o.c Comnedor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. nmhess otherwise shown. FABRICATION NOTES Prior to fabdation, the fabricator shall mevtew this drawing to verfy that this drawing is In eordormanee with the fabricator's plans and to , allre a —.Unuing responsibility nor such vert- flmtbn. Arty discrepancies are to be put in writing before cutting or fabrlatiom Phi- shall not be installed over knotholes. busts or distorted grabs Members shallbe cut for tight f1ding wood to wood bearing. Corn- nect- plates shall be lastedon both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate Is 5" wide x 4' long. A 6c8 plate is 6" wide z It,' snug. Slots (holes) nit parallel to the plate length specified. Double cuts on web members shall meet at the cmbohd of the webs unless otherwise shown. Connector plate sizes are rnm"num sizes based on the force shown and may need to be increased for certain hand- Img and/or erection stresses. This thus b not to be febriatedwith fire retardant treated lumber unless otherwise shown. For additional mformstfan on quality Control refer to ANSVM 1-1995 PRECAUTIONARY NOTES Au bracing and erection recommendations are to he followed In accordance with 'Handling installing A BrachW. HiB-91. Trusses are to be handled v t particular care during banding sod brndfmg; delivery and installation to awold damage- Temporary and permanent {racing for holding trusses in a straight and plumb pos.. Ron and for resbUng lateral forty shag be fesigned and installed by others. Careful hand- ang is essential and erection bracing is always required. Normal preaulbnary action for usse require such temporary bracing during nstallation brxween trusses to avoid toppling ttid domhwft The supervision of eraHon of asses Shan be under the control of persons aperfen-d to the insta0ation or tenses. ftofesslonal advice shall be wu& if needed. :oncentration of construction bads greater ban the sign loads shah not be applied to nrsses atany time. No bads other than the velght of the cmrtocs 91AU be applied to russe until after all fastening and bracing 9 complete& e..mymy r,% i aft, ur LirI W.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDDIG. Building designer must provide adequain./ftt min. drainage to prevent ponding. (0.25 marked to � mist drain). Truss ist be prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.000 T- 0.00" MAX HORIZONTArr TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.3.5 3-0-0 2X4 220# 8.0011 AKLK WE: 2X4 TRANSVERSE BRAG NG nailed flat to edge of web with 12d nails at 8" O.C. TRANSVEM BRACIiFG to extend for center 80$ of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V- 125sph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl. L. 40.0 €t W. 6.7 ft Truss in MT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Iutpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.56 4- 3 0 0.18 GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTp, 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1890 GRFMBROOK CT.OVIEDO.ft72766 Design: Maui: Anafysfr READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing 1s not erection bracing wind bracing, Postal bracing or similar bracing which is a part tithe building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss :members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmctng of the wesell structure may be required- (See HLB-91 of TPQ. (Truss Plate Institute. TPI,. is located at 583 D'thnoftio Drive. Madison. Wisconsin 537191. JOB PAIN, C:tTEE-L0KV08STIZ5MPffURLK TI: S 1 9TY:2 - ==Joint Locationsei-et,——-e: -a--- 1)--0--0- 0 3) fi- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ---MAR. REACTIONS PER BEARING, LOCATION--__- X-Los Vert Horiz Uplift Y-Loc Type 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 DOT H-ROLL PROVIDE UPLIFT CONURMoK PER SCHEDULE: Support 1 216# Support 2 216# 1 2X4 220# 8.00" Studs @ 2-0-0 O.C. scale = 0.7000 Eng. Job: , ARLK Dwg: Truss ID: S1 Dsgar: TLY Chk: Date: 6-07-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLAV•06.0 TOTAL 33.0 psf -0 - 12628-1! tics: 06.07-02 1 DESIGN INFORMATION ; This desip is for an bv&vWug boding Component and has been based on Information provided by the client The designer dbclabns jany responsibility tm damages as a result of faulty or incorrect Information- specifications, land/a designs furnished to the truss designer by the client and the rnrrechtew or accuracy 1.17 this information as K may :date to a spe- cglc payed and accepts no responsibility or ezceaases ro control mien regard to febrka- Li m, handling,. shipment and Installation of trusses. This truss has been designed u an indivWwl building componentin accordance wnh :ANS11-M t-1995"NDS-97 to be Incorporated as part of the building design by a Budding ;Designer (regbtered arch— or profesainnah •engtneer/. When reviewed for approval by the '..tinkling designer the design loadings shown must be chucked to be sure that the data shown. see in agreement with the local building codes. local climaticrecords for ward or snow bads. project specifications or special applied toads. Unless showm truss has not been designed for storage or occupancy bads The design assumes compression chords ltmpor bottom) arc. coraln - ously braced by sheathing unless otherwise specified. Where bottom chords M tension arc not fully braced laterally by a properly applied slgfdceding, they should be braced at a madrnrmr spacing of 101-0" o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to rataicatfan, the labrWtor abag review this drawhrg to verffy that this drawing is in conformance with the fabAntoe. plans and to ma a continuing responslblMy for such va l- ftratirwL Any discrepancies are to be put in Plates shalt not be Instil ed wen lmotholes, knots er distorted Vauc Members shall be cut for tight (1tting wood to wood. bearing.. Con - rector plates shall be located m loth faces of Lie truss with nags fully Imbeddedand shall be sym. about the Joint urdess otherwise shown. A 5x4 plate is 5' wide z 4' long. A firs plate 1s 6' wide x S' long. Slots (holes! run parallel to the [date length specified- Double ruts on web members shall meet at the cent -id of the webs wrless: otherwise shown. Connector plate allies we minimum sties based on the forces shown sad may need to be increased for certain hamd- dsgandfor erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional nfommanon on Quality Control rder to ANSFFM 1-1995 PRECAUTIONARY NOTES lit bracing and erection recommendations are o be followed in accordance with "Handling ustallmg h Srseing•. Hf8-91. Trusses are to m bandied with particular are during banding. out bundling, delivery and installation to avoid barrage. Temporary and permanent. bracing or holding trusses In a straight and plumb pos- tbn and for restating lateral forces stall be lesigned and installed by others. Careful hand- bag Is essential and erection bracing is always updred. Normal precautionary action for asses requtres such temporary bracing during mtallatim between trusses to avoid topping Sid daminahlg. The sttpetvlsbn of awilon of russea shall be under the control or persons xperWiced in the installation of trusses. hof—bnal advice shag be sought If nested. :oumtratfmi of construction loads greater ban the design bads shall not be applied to masses at any tree. No bads other than the might of the erectors shag be applied to ruses until after all fastening and bracing s completed. v, vra rt -uti nit.. JUtr UrLirf N.L. TOP CHORDS: 2x4 SP #2 BOT COORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/911 at Mid -panel # 1 L=-0.06- D= 0.01- T=-0.05" MAX HORIZONTAL TOTAL TOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB = 1.15 3-0-1 0-6-6 WU: AKLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coagosite result of multiple loads. All OOMPRSSSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0.ft W= 4.7 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 -48 0.54 4- 3 -271 0.26 TI: T QTY:2 =Joint Locations 1)==0- 0- == 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ---MAX. REACTIONS PER. BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 137 -251 TOP PIN 0- 4- 0 188 197 -337 BUT PIN 4- 7- 4 59 0 -56 Bar a -ROLL PROVIDE UPLIFT COE941 ION PER SCHEDULS: Support 1 337# Support 2 251# Support 3 56# 4-8-8 1 2 6.00 J.Iku 3.00 I 0-8-0 1 4-0-8 4 3 8.001r 98# 2.50 0-9-5 4-8-8 4-8-8 60# 25011 (RO-s-11j� EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI CAL: 74 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 l$" OREENBROOK CT.0'AEDO.FL32755 Design: Mari: Analysis 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 bmdng. windbracing. portal bracing or similar bracing wMch is a part of the building design and which must be considered by the building designer. Bracbng shown is for lateral support of truss members only to reduce budding length. Provhfors must be made to anchor lateral bracing at ends and specified locations ddemilned by the building designer. Additional bracing of the overall structure may be requhsd. (See H113-91 of TPQ. fdrusss plate institute. TPI. is located. at 593 D'Onofrio D[Ne- Madison, Wisconsin. 537191. JOB PATH: C:ffU-L0KU0BSII25MP1AWX Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6993 Truss ID: T Date: 6-06-02 r ._. DurFac - Pit: 1.25 O-C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION Thk desW is for an int"alal budding component and has how based on idonnaton pmvlded by the client. The designer disclatms airy responsibility, for damages us a result of faulty or Incorrect itfermatim. specmeatio ss -Wl— d-W. furnished to the truss designer by the client and the correctness or accuracy of this Information — It may relate to a ape- cf& project and accepts no responsibility or exercises nit control ,with ,egud to fabrica- tion. twdbing, shipment and insta8atbn of trusses. This truss has been designed as an Individual budding component to accordance with ANSf/TPI 1-190 and NOS-97 to be inewporated as part of the building design by a Building Dcslgrrer (rrgbd d architect err professional eng6rarl. When reviewed for approval by the building designer the desip tmdinp shown must be checked to be sure that the data shown are In agreement wlth the local building codes, local climatle rem,rh for wind or snow bads. pr*a Specifications -special applied loads. Unless shown, truss has not beendesigned for storage or occupancy loads. The desW assumes compression than& (top or bottoml are contnu. ously traced by sheathing unless otherwise spedfle& VAere bottom Chords In tension are not fully braced laterally by a properly applied rWd crNb,g, they should be braced ata maximum spacing of 10'-0' c.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanimd steel meeting AS1M 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 fabricates plans and to nmlze a contiuuimg resiams"ity for sucb verl- meatiom Arty discrepancies are to be put in wr" before cutting or fabacatiom Plates shall not be installed over knotoles. knob - distorted grain. Members had be cut I" tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate a 5- wide x 4- long. A 8x8 plate is 8' wide x 8' long. Slats (holeal nun paralki to the plate length. specgfed. Double cub on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slits are mbnimmn sizes basedon the form shown and may need to be Increased for certain hand- Ing ad/or erection Stresses. This taus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guakty Control refer to ANSI/TT7 1-1995 PRECAUTIONARY NOTES h8 bracing and erection reconumandatians are a be followed in accordance with -Handling installing a Bracing', tfi8-91. Trusses are to x bandied with particular care during banding and bud8og. delivery and installation to avoid lamage. Temporary and permanent bracing or bolding trusses Ina straight and plumb pos. thou and for ras&thrg lateral form shall be leslgned and Installed by others. Careful hand in is essential and erection bracing is always nquhsd. Noruwl precautlomary action for rusaes requires such temporary bracing during nstalhtfon behmert trusses to avid toppling did domialft The supe"lmt of etedW of asses shall be under the cortro( of persons averlenced in the Installation of trusses. kofesslonal advice shall be sought g needed. :onaentranon of construction bads greater ban the design loads shall not be applied to ruses at any tmx. No loads other than the might of the erettos shall be applied to russes until after all (mtening and bracing s completed .eta, nrtcttvvfytY A oath A%—. I Uff Uri-Irl Lj.L. TOP CHORDS: 2x4 SP )#2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DR7LECTI0N. T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" MS - 1.15 2-4-1 0-6-6 ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing - Wind WiCase- ASCE 7-98, C&C, V- 125mgph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W- 3.4 ft Truss in INT zone, TCDL= 4.2 pef, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC...FORCE... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI. U ATY:2 ==-Joint Locations==========as= 1)= 0- =0 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot Type 3- 3-12 69 99 -181 TOP PIN 0- 4- 0 145 143 -259 BOT PIN 3- 3-12 43 0 -41 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCEIIMOULE: Support 1 259# Support 2 181# Support 3 41# 3-4 5 1 2 6 0000 3.00 t 0-8-0 1 2-8-8 4 3 145# 8.00" 70# 1.50 0-9-5 I® 3-4-8 44# .50" {� EXCEPT AS SHOWN PLATES ARE C/L: 3-12 TLZO GA TESTED PER ANSM71 1.1995 Over 3 Supports WARMI G: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING k )] CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not enxtiou bracing, wind bracing, portal bracing or similar bracing which is a part of to building design and which must be considered by the building designer, Bracing (407) 321-0064 Fax (407) 321-3913 Show" is for lateral support of truss members only to reduce buckling tuugtb. pr-61c s must be made to anchor lateral bracing at ends and. spectkdbatons determirmd by the building desigoer. TOMAS PONCE P.E. Addnfonaf bracing of the ammil structure maybe mr.1tred. (see RM-91 M Tvil. LICENSE #0050069 (Truss Plate Institute. TTn, bloated at 583 D'Onofrio Drive. Madtson. Wtsconssir 537191. lases G"EENaROOa CT.OVIEDOXL-32766 Design: Mavrix A—Iysis JOB PATH: CATEE-L0KU0BSt125MPNURLK Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8988 Fug. Job: , Dwg: Truss ID: U Dsgur: TLY Chit: Date: 6-06-02 TC Live 16.0 psf DurFac - Lb[ 1.25 TC Dead 7.0 psf DurFac - Phi: 1.25 BC Llve 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06 0 .02- 00-1 ' HCS: 06.0Z02 EIGN INFORMATION design is for an Individual building and has been based on taorratbn by the dknL The designer disclaims 11 Y responsPodity far damages as , result. of Zor Incorrect Information. specdtotbtu ird/or designs furnished to the truss designer b, the client and the correctness or accuracy if this bformatbn as It may relate to a spe- I fic project and accepts no responsibillty or parcbes no control with regard to fabrle- handbag, shfpment and Installation of . TMs truss has lnccrr designed a an tnl butMiog competent ra aamdautce With fM 1-19% and NDS-97 to be Incorporated p part of the building design by a Building >eft nerr (registered architect or professional 1Vlen reviewed for a fWing designer. the —Igo loadings shown pust be choked to be sure that the data shown !re to agreement with the loci building codes, pea chmattc records for wind or snow loads. irojed spnsdkalbns or specialapplied loads, Wess shown. truss has not been designed for wage m occupancy bads. The design assume n-prssion chords (top or bottoml are continu- iusly braced by sheathing unless otherwise '�pecl0ed. where bottom chords In tension are lot fullybraced laterally by a property applied Igid ceding, they shrould be braced at a haaimnna Spacing of l0'-0' o.a. Connector dates stall be manufactured from 20 gauge hot �pped gatvard:W steel meeting ASTM A 653. rude 40. unless otherwise shown. r acl KA IC01,11 I Sam, Mor to fabricaUm, the fabricator shaft review his drawing to verify that this drawing is in onfomarrce with the fabricators plans and to esame a continuing responsibility for such vert- (Wloo. Any discrepancies are to be put to thing bdore cutting or fabdcou... Wes shad not be Installed over kotholm. Snots or distorted grain. Members shag be cut or tight owing wood to wood bearing. Con - lector plates shad be located on both lam of he truss with nags fully Imbeddedand shall be ym. about the joist unless otherwise shown. A pro plate is 5- aide x 4- tong. A 6x8 plate is 6- rid. x ti long. Slots (b.1.4 run p,ra1R7 to he plate length specdkd. Double cuts on web su nbers stab meet at the eentrold of the webs oless otherwise shown. Connector plate sties re minimum slap based on the forces shown udmay need to be Increased for certain hard- 09 and/or erection stresses. This taus is not a be fabricated with fire retardant treated umber unless otherwise shown. For additional aforma lon an Quality Control refer to ANSI/7PI 1-1995 'RECAUTIONARY NOTES JI bracing and erection recommendations are be followed in accordance with. -1famdbng astaghrg. a Bracing. HIB-91. Trusses are to b handled with particular care during banding nd bundling. de4mry andkatallatfon to avoid. aware. Temporary and Pam -a bracing )r holding trusses In a straight and plumb pos- .bn and for resisting lateral forces stall be esigned and Installed by others. Carefuj hand - ng Is essential and ration bracing b always rgWred. Normal precautionary action for cusses require such temporary bracing during mstallatbn between trusses to avoid toppling nd dominotng. The supervltlon of eredWo of ors s shalt be under the controlof persons xpertenced In the limbidation of tnissm. rmfssslonal advtc shall he sought d needed. bncentotlon of construction loads greater tan the design bads stall not be applied to asses at airy time. No bads other than the Right of the rectors stall be applied to asses until after ail fastening and barig completed. 4-- P\.nL.ttws'twil IN JCXi4 ML. FU* UrUr i V.L. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2X4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULES Support 1 133# Support 2 125# Support 3 4# MAX LIVE LOAD DEFLECTIONz L/999 L- 0.00" D. 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION - Tor 0.00" RMB . 1.15 T i WU: ANLK WE: Analysis based on Simplified Analog Model. MUTIPLE 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, Vs 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W= 2.0 ft Truss in END zone, TCDL 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg TC... FORCE ... CSZ .BC ... FORCE ... CSI 1- 2 19 0.06 4- 3 -7 0.04 Face = 0-3-12 TI. V QTY:2 1}a 0-5-8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa. Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 91 69 -1.33 BOT PIN 1-11-12 19 0 -4 BOT S-ROLL 2-0-8 1 2 6.00 5X6 3.00 0-8-0 ( 1-4-8 4 3 91# 8.001r 48# 1.50" 01.0 2-0-8 19# 150" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLrTPI 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 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing s not erection bracing, wind bracing. portal baring or similar bracing which Is a part of the building design and which must be considered by the Melding designer. Bracing sham b for lateral support of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required (See HJB-91 orM. frruss Plate lwstltutc. TPi. b located at 583 D'Onotsro Drtve. Madison. Wisconsin 53719). Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 vsf scale = 1.3181 Truss ID: V Date: 6-06-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design, Marra Andysii JOB PATH: Ct1F.trLOKL£OB31125MPHURLK HGS: 06.OL02 KKLK W t: DESIGN INFORMATION This desfgrt is foran Ux"uW buML09 component and has been based on Information j provided by the client The designer disclaims I 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 4 this Information as a may relate to a spa cifie projectand accepts rw rcsporsiblilty or execses no control with regard to fabrics. handling, shipment and Installation of j trusses. This truss has been destgned as an. buiWiduai building component In accordance witt j ANSUM 1-19%and NOS-97 to be. Incorporated I as part of the building design by a Building Designer (reglwterei architect or professional 1 engine:). When reviewed for approval by the I building designer. the design loadings shown. ;.must be checked to be sure that the data shown j are In agneencnt wtth the local building codes. loot climatic records for wind or snow bads. prged specification or specialapplied barb. Unless shown.. truss has not been designed for storage or occupancy Iuada. The design assuanes compression chords (top or botloml are conUnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are j not fully braced laleraay by a properly applied 11 ngd ceiling, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galwnhed sleet meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verity that this drawing s In j confomaance wkh the fabrtcatoes plans and to I maHae a continuing responsibility for such veil- ; fiestion. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be nstati d over knothoies. knots or distorted gran. Members shalt be cut for tight fitting wood to wood tearing. Con- vector plates shall be located on both faces of the truss withetas fully Imbedded and shag be '., sym. about it. Joel uni— otherwise shown. A 5a4 plate Is 5- wide x 4- long. A W plate is 6- wide x 8' lung. Slits (Mks) run paralki to the plate Length specified. Double cuts on web members shall meet at the eentrokl of the webs unless othtnvlse shown. Connector plate sires are rnlnimt M sires based on the form shown and tiny need to be Increased for certain hand- ling and./or erection stresses. This truss Is not to be fabricated with tire retardant treated lumber unless otherwise shown. For additional '.. infonnatlon on guality Control refer to ANSI/TPI 1-190 PRECAUTIONARY NOTES All bracing and erection recommendatWns are '.. to be followed In accordance with -Handling Installing h Bracing'. H15-91. Trusses are to be handled with particular care during banding and bundang, delivery and Installation to avoid damage Temporary and per -anent bracing for holding trusses In a straight and plumb pos- Rfon and for resisting lateral forces shag be designed and Installedby others. Careful hand- ling is essential and erection bracing Is akvays required. Normal preauLk-nry a Lion for trusses requiressuch temporary bracing during Installation betweentrusses to a old toppling and domblobng. The suervlslon of erection of trusses shall be under thpe control of persons esperlenced in the Installation of trusses. Professional advice shag be sought If needed. ConcentraUon of construction loads greater than the design bads shag not be applied to trusses at any tan" tto loads other than the weight of the erector shag be applied to lasses until after all fastening and bracing is compkied. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D= 0.00" T= 0.00" MAX. HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1. 3-5 1-0-5 0-6-6 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- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W- 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -6 0.02 4- 3 0 0.01 TI: W QTY:2 - —=Joint Locationse`-=a===a====_ 1) 0-2 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 -- MAX. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 Top PIN 0- 4- 0 60 24 -108 BOT PIN 0- 7-12 8 0 -3 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 108# Support 2 44# Support 3 3# 1 2 6.00 0-9-0 4 31 60# 8.0011 17H 2.50" 0-9-5 a 0-9-0 8# 2.5010-0-1 (x0-8-11) T C/L: 0-7- 2(R0-o-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 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 #W50068 1890 0n£EN13ROOK t'r.OVIEDO.FL32766 Design: Maim Analysis READ ALL NOTES ON THIS SHEET A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thisdrawbng is not erection bracing, wind bracing, portal bracing or strata, bracing which Is a part of the building design and u4uch must be considered by the buifdtng deslgtre,. Bracing shown is for lateral support of truss members only to reducebuckling krgth. Pravbaoan Must be Made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the o mg structure May be requlmd. (See HIBAI of TPII. (Truss Plate Institute. TPI. is located at 583 D'Onofrb Drive. Aladson. Wisconsin 53719). JOB PATH: C:ITEE-L0KV0"125AfPHi,4RLK Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 2.0508 Truss ID: W Date: 6-10-02 DurFac - Pit: 1.25 Q.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 —P. rtnr levvtvfr m Jtit4 Mt.. i vif urur/ U.L. WU: ARM DESIGN INFORMATION nits desip is for an indivtdlrai 6tigdb* component and has been based on Information, 313provkkd by the client. The designer disclabus lany responsibility for damages - a result of !foam' or incomes. Inlrratlan, spedfkatiors and/or design furrdshed to the truss designer by the client andthe correctness or accuracy of the foformau n as m may relate to a spe- cific project and accepts non responsibility or ea:eacscs m control with regard to fatnrta- tion handling, shipment and. instaultion or .trusses. This buss ins been designedas an lndlvtduat building component In accordance with.. �ANSIfM 1-1995 and NDS-97 to be incorporated as part of the buiYhngdesign by a Building 'Designer OrgWered architect w professional cagtaeed When reviewed for app vAd by the buiking. designer, the design loadings at — must be checked to be sure that the data sbown �sry in agreement with the local building code+. Inca] uihnatk records for wind or snow bads. pryed specifications or special applied bads. 'hakes shown. truss has not been designed for !storage w occupancy loads. The design assumes )compression chords atop or bottom) are contbnh- lously brad by shutbWg unfess otherwise a Where bottom chords In tension are •not toy braced laterally by a properly apt rigid ceding. they should be braced at a madmumspacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge )at tipped galvanized steel meeting AMM A 653. Oracle 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall thew this drawing to verify that this drawing is In conformance with the fabricator's plans and to readlze a continuing respostbnity for such veri- fication. Any discrepancies are to be put in wrRfmg before cutting or fatri Alton. Plates shall not be installed over knotholes. knots or distorted put- Members stall be cut for tight mtlng wood to wood [rearing. Con- nector plates shag be located on both faces of the truss with nags fully Imbedded and shall be sym. aboutthe joint unless otherwise shown. A 5x4 plate is 5- vide x 4- long. A 6x8 plate Is 0- wide x 87 long. Slots (holes) run paraw to the plate length. specifed, Double cuts onweb members shah meet at the centrold of the webs aniessotherwise shown. Connector plate sizes are minbnunt at= base) on the forces shown and may need to be Increased for certain hand - trig and/or erection stresses. This truss is not ro be fabricated with floe retardant heated er un tsmbless otherwise shown. For additional ad-matlw ao Quality Control ref to ANSI/TM 1-1995 PRECAUTIONARY NOTES IV bracing and erection reeemmandabous are o be followed to accordance with'Handhng astaffingh Bradag'. 11I13$1. Trnasm are to re handled with particular are during banding and bundling. delivery and iostanatbn to avoid lamage. Temporary and permanent biaciolf or bolding trusses In a straight am1 pkrnb pos. flan and for resisting lateral forces shall be teslgnedand installed by others. Careful hand - tag Is essential and erection bracing is always equked. Normal precautionary action for ruses requires such temporary bracing during astallatbn between trusses to avoid toppling M domhlab4 The supervision of eraifon of asses shall be under the control of persons xperlenced in the Instatlation of tosses. lmfec sbnal advice stall be. sought If needed. :oncentntfon of construction lads greater ban the design bads shalt not be applied to russes at any time. No loads other than the mightof the erectors shalt be applied to russes until after all fastening and bracing completed. TOP CHORDS: 2x4 SP #2 BOT CARDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 407# Su port 2 526# MAX LIVE LOAD DEFLECTION: L/999 La-0.09' D= 0.02" T=-0.07' MAX HORIZONTAL TOTAL LOAD DEFLEMON: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" FMB - 1.15 Analysis based on Siutplified Analog Model. plate placement. Field connection >mrst withstand 0 lbs in tension/ccagpression at Joint. 0. MULTIPLE LOADS -- This design is the couposite result of nultiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL cONNECTION PER SCHEDULE Support 1 246# TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 1097 0.55 6- 5 -1242 0.22 2- 3 1134 0.63 5- 4 -92 0.17 TI: X ATY:12 s$===Joint 1) a 0-0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 --MAX. REACTIONS PER BEARIM LOCATION----- X-Loc Vert Kdriz Uplift Y-Loc Type 10-10-12 357 0 -526 TOP H-ROLL 0- 4- 0 409 246 -407 BOT PIN Wind Case- ASCE 7-98, CSC, Von 1.2SWh, Hg 15.0 ft, Ire 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl. L= 40.0 ft W= 10.7 ft Truss in INT zone, T'CDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 11-0-0 1 2 3 -4.00 2-6-5 2.00 03-8 1 10-0-8 6 410>f 8.00" 5 4 1-1-2 f 358# 2.50" IO-8-S � (Rl 0 10) ( o __ (RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.4875 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 3277I (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREMBROOK CT WEDOXE-82766 Design: Morix Analysis READ ALL NOTES ON THIS SKEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing is net erection braclog, wind bracing, portal bracing or slmllar bracing which Is a part of the building design and which must be considered by the bu i ing designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addllional bracing of the overall structure may be requited. (See HI13-91 of WO.fins plate Institute. TPi. Is located at 583 D'OnaGio Dove. Madison. Wisconsin 53719). JOB PATH: C: tTEE-L0KV0BS1125MPH1AR1R Eng. Job: W R Dwg: Truss ID: X Dsgnr: TLY Cot: Date: 6-06-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 106 0 .02- 26 -11 HCs 06.17LUZ kIGN INFORMATION esign is taran hrdrAd al building t and has beat based on Information d by the client. The designer disclaimsspor 90LY for dunages as a —.it ed or Incorrect mfmrrhatlan, spedttutloas Jm designs furnished to the truss designer the that and the corteaness or aceumcl this trdoroatun as K. may -tat. to a spe- p"ect and accepts no reap—Wity m rase no control with. regiud to fabrta- . handity, shipment and batanatlon of This in— has teen designed as an building component m accordance wO /'M I-t995 and.MS-97 W be incorporated part of the building design by a Building Igoer (registered. architect or professional _ when reviewed fm approval by the designer the design loadings disown ust be checked to be sure that the data. shown in agreemenmt with the loaf WikBng codes. rJ[ma{)c records lea wad or Brow bads. ed specoations or special applied bads. nkss shown, teas has not been designed for or occupancy bads.. The design assume pnmion chords (top or bottom) are cotillion - by braced by sheathing unless allmwbe pecl{fed: Wbere bottom chords I n. tension are E40 raced laterally by a property applied g, they should be braced at a spacing of Kr-0' o.c. Connector g be manufactured trees 20 gauge hot kaMsed steel meeting AMU A 653. unless otherwise shown. ABRICATION NOTES to fabrication. the fabricator shall review this drawing to verify that this drawing is to cmformaree with the fabrbaWCs plus and to realize a continuing resporamtity for such verl. 0atbn. Any discrepancies are to be put m wrtnng before cutting or (abrication. Plates stall not be butalledover knotholes. knot) or distorted gum. Members shall be tut fro tight fittbng wood to wood bearing Conn- nector piste shall be bated on both race of the truss with ra@h fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wore x 4' long A 6x8 plate Is 6' wide x 8' tong. Slots {holes) run puaiki to the plate length speclficcl. Double cuts on web ausnbers shall meet at the centreid of the webs "abets otherwise shown. Connector plate stoes are minimum svc based on the forces shown mud may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated kmnber on otherwise shown. For addatonab .formation on Quality Control rein- to ANSIMI 14995 PRECAUTIONARY NOTES to brats" and erection recemmendatikma are a be followed In accordance w" 'Handling tstallirrg d BrachiC. HI8-91. Trusses are to x handled with particular care during bending md bundling; de batallattlon to —al )-map Temporary and permanent bra" or holding trusses to a straight and plumb pos- tim and for—J_tting lateral forces shall be I siged and irstall by others.. Careful hand. mg Is essential and erection bracing is always equtred. Normal precautionary action for Hasa requbes such lemp"nty br-c§mg during nshti aeon bcbm m trusses to avoid toppling ind dumhudng. The supervision of erection of raise h.9 be corder the ovntrot of persoru xperienced in the Installation of trusses. 3afcaskasl advice shell be sought ff needed. :omm ntraitam of mrstrxibn loads greater lam the design bads shall not be applied to oases at any three. No toads other than the refght of the erectors shill be applied to russet until after all fastening and bracing s completed JO. AKLiIYVIIJIv Il 0t)t4Al,: IUP UYLii-I U.L WO: ARLK WE: TI: Xi QTY:2 TOP CHORDS- 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS- 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 241# MAX LIVE LOAD DEFLEMON- L/426 at Mid -panel # 3 L--0.29" D- 0.06" T--0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.03" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cotmposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V- 12-rmph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W- 10.2 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 1131 0.58 5- 4 -1259 0.40 2- 3 -95 0.47 - -Joint Locationse==::;a_s--'-a>=�- jl) =0--©- 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -261 TOP H-ROLL 0- 4- 0 376 241 -387 BOT PIN 10- 1- 4 246 0 -248 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCZEEDULas Support 1 387# Support 2 261# Support 3 248# 10-3-0 1 2 3 400 5XS 2-4-4 1-7-3 1 2.00 J 0-8-0 i 9-7-0 5 4 377# 8.00" 80# 2.50" 10-3-0 1-1-2 e}a 2471 .50" EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.5176 VVPkKPi1MU: READ ALL NOTES ON THIS SHEET. Eng. Jobs , Maronda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg- Truss ID: X1 CONTRACTOR. Dsgor: TLY CLk: Dale: 6-06-02 4085 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawingis not erection bracing wind bracing, portal bracing m similar breeng which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members ordy to reduce buckling length. Provisions must be BC Live o.o psf O.C. Spacing: 24.0n TO MAS PONCE P.E. made to anchor lateral bracing at ends and specified boaibns determined by the building designer. Additional bracing of the overall structure may be requh rd. (See HO-9I of TPR. BC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 (crud' Plate instfiute. TPI, b hated at 583 D'Onofrto Or We. Madison. Wiscmatn 53719). Cade Dese: FLA 1690 OREENDROOK c7.Wli.EDO.rL72766 TOTAL 33.0 psf V:06. 2 0 2 - 12 -1 f Design.: Matrir Analysts JOB PAIR: C.17EE-LOKUOBSt125MPNURLK HCS: 06.07-02 DESIGN INFORMATION This design Is for an individual building component and has been based on infonnallon provided by the client. The deslgaer dbdatrns any responsibility fa damage as a result of faulty or Incorrectwormati n. specifications and/or designs fundshed to the onus designer :..by the client and the correctness or accuracy of this h&usnation as it may relate to a spe- doe project and accepts no responsibility or exercise no control wRb regard to fwbd-- uon. handling, shipment andinstallation of trusses. This toss has been destined as an individual building component in accordance web ANSfM 1-1995 as0.NDS-97 to be Incorporated as part of the building design by a Building Designer lregistered architect or professional engbaerL When reviewed for approval by the .:building desrguer. the design loadings shown must be checked to be aunt that the data shwa an in agreement with the loaf bugdtrtg codes. foal clknaticnecords for wind. or sow loads. project specifications or special applied. baths. Unless shown.. tna4 has not been dNgmed for storage or occupancy loads. The desiga assumes compression chords Ibbp - bottom) are couUnu, ousiy braced by sheathing unless otherwise specified. Where bottom chards In tension are not fully b--d laterally by a Fop dy applied ttWd coding. they Should be braced at a maVmum spacing of IP-0" o.c. Connector plates shag. be manufactured fran 20 gauge hot dippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwise ise shown. FABRICATION NOTES Prior to fabrialbn, the fabrtotox shag review this drawing to rafy that this drawing is M .conformance with the fabviatoes plans and to realize a contlnutng responsibility for such vert- tiallon. Any dfeucperMes are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes. 4aats or distorted grain Members shall be cut for tight feting wood to wood bearing. Con- nectm plates shag be located on both faces of the truss with narb fully imbedded and shall be sym. about theloinl unless otherwise shown. A 5x4 plate is 5' wide x C king. A 8x$ plate Is 6' wide x 8' lung Sims (holes) run parallel to the plate kngg h specified. Double cuts on web members shall meet at the centrold of the webs unleas otherwise shown. Connector plate stun are mMhmmm sizes basedon the forces shown and may kneed to be increased for certain h-W- ling and/or erection stresses. This tress Is not to be fabricated with lira retardant treated lumber unless alherwtse shown. For additional Worrastio n on Quality Control refer to ANSIfM 1-f995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In acoordo— with -Handting Installing. h Staring. H15-91. Trusses are to' be bandied with particular cane during banding and b mdling. delivery and bnstaliatbn to avoid demage.. Temporary and permanent bracing for holding trusses In a straight and plumb pos- alcn and for revbung utua) form shag be designed and baiahkd by ottws. Careful hand- ing is essential and erection, bracing Is always required. Normal precautionary action for tnisses requlrn such temporary bracing during I stallatiou between trusses to avoid toppling and dombio4 She supervision of aatfai of trusses shall be under the control of persons experienced in the installation of trusses. Professional adviceshall be sought tf needed. concentration of construction bads greater than the design bads 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 a9 fastening and bracing B completed. JLI. Hot LIVO-7I vlV. R 0«4 Mt-. I UFF VrL11-1 U.L. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE; Support 1 399# Support 2 454# MAX LIVE LOAD DEFLECTION: L/600 at Mid -panel # 2 L=-0.14" D. 0.02" T--0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 3-2-13 T 0-6-6 i Face = 0-3-12 WO: WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of nultiple 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, Vw 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -137 0.63 4- 3 -13 0.41 Tl: Y QTY:2 a - =_ Locations. — =Joint Locations====s=====a= =1)0-�9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 172 0 -454 TOP H-ROLL 0- 4- 0 308 253 -399 HOT PIN 7- 1-12 67 0 0 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE s support 1 253# 7-3-0 1 2 4 00 2.00 I Coulon by Others. 309# 8.00" 172Af 2.50" 1-6-Z 67# 2{ 50" 7-3-0 (R1-5-5) � GL: -1-t2 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6495 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job arondaSySteMSA LM COPY OF THiS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk- Date: 6-10-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sttvear bracing which is a part of the budding design aid which most be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to. reduce buckling length. Pistons must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. mark to anchor latenh bracing at ends and spedeterminedd locations deterby the building designer. Additional bracing of the overall structure may be required. (see HIS-9I of TPI). BC Dead 10.0 psf Desi n Criteria: TPI 9 LICENSE #0050068 n7russ Plate Institute. TPL is located at 583 D'Onato Drive. Madison. Wisconsin 537191. Code Dese: FLA 1690 GREtKOWOK Cr.0"FDOXI-32766 I_.. TOTAL 33.0 usf 't/•nt no n,) i nz,:ir Design: Matrix Analysis 108 PATH: CaTE£-L0KU0BS1125MP11URLK HCS.• 06.09-02 nftuhVt71t,J1V n 00X4 FtL: IUlf UrLirl WE: DESIGN INFORMATION nib design is for an indtrkltal building component and has been based on Informatton provided by the client. The designer disclaims any responsibility for damages as a —uh of faulty or incorrect mforrnaton. specifications and/or designs furnished to the thus designer by the client and the correctness or sa curacy of this information as it may relate to a spe- cific project and accepts no responsibility - eseretses no con" with regard to fabslca- handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPt d-1995 and NDS-97 to be incorporated part of the building design by a Building Dessper lregbteted architect or professional When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown In agreement with the local building codes. local dkmtic records for wind or snow loads, project specifications or special applied I—&- thidess truss has not been designed for storage or occupancy bads- The design assumes chords (top or bottom) are continu- ously braced by sheathing unless otherwise Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling: they should be btaeed at a maxanum spacing of ta-W O.C. Connector plate stall be manufactured from 20 gauge hot dipped gaMnVcd steed meeting ASfM A 653. Grade 40. unless otherwise shown. ABRICATION NOTES tofabrication, the tabricatar shall review is drawing to verify that this drawing is In firm mcc with the fabricators plans and to a contimuing rmpoosjbfiny for such ven- tion. Any discrepancies are to be put in before cutfbrg or fabrication.. fen shall not be installed over knotholes. cats or distorted grain. Members shall be cut light fittkng wood to wood beating.. Can - plates ahall be located on both faces of trios with rail fully imbedded and sball be about the Joint unless otherwise shown. A 4 pale Is 5- wide x 4- long. A flail plate Is 6- e x 8- long. slots (holes) run parallel to place length specified. d. Double cuts on web members shall meet at the eentroid of the webs unless otherwise shown. Connector plate sizes ase minimum at based on the forces shown nod may need to be maeassed for certain hand- Img cord/or crection. stresses. This truss b not M be fabricated with fire retardant treated lumber unless otherwise shown. For addition.! Information on Quality Control refer to ANSI/TPI t-1995 PRECAUTIONARY NOTES w bracing and erection recaaunendatbns ate to be followed in accordance with -Handling installing h. Bracing", HtB-91. Trusses are to be handled with particular care during banding. and bundling, delivery and installation to —old iaomge- Tlempurary and permanart brachhg Far holding muses in a straight and plumb pos- nort and for restating lateral forar shalt be hmigned and installed by others. Careful hand. ing in essential and erection bracing is always :aquke& Nomad prscautionuy action for susses requires such temporary hmetrrg during rtstallatbR between trusses to avoid Lapp" and dumkmbng. The supervision of erection of noses shalt be under the control of persaw in the tamtamaWu of manes Wiessional advice shall be sought if needed. :oncennaBon of construction loads grater loan the design bads shall not be applied to noses at any lima No loads other than the veight of the erectors shag be applied to susses until after as fastening and braring s completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" Dat 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Cords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I® 1.00, Exp.Cat. B, Rzt= 1.0 Eld Type= Encl L= 40.0 ft W 4.2 ft Truss in END zone, TCDLe 4.2 psf, HCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC... FORCE...CHI .BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -176 0.20 TI: Z ====.Toint Locations=_a:at=->r=.=.==a 1) 0- 00 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ---MAX. REACTIONS PER SEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 83 -228 TOP PIN 0- 4- 0 189 119 -352 HOT PIN 4- 1-12 54 0 -43 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 352# Support 2 228# Support 3 43# 4-3-01 2 Q 0-8-0 I 4 189# 8.00" L 1-1-2 (RI-0-1 EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIMI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #OO5W68 1890 OREENBROOR Cr.OvrEDO.i1.32766 2.00 % 879 2.5011 4-3-0 54# 2. 0" Over 3 Supports C/L: 4- -12 scale = 1.0207 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwbg Is not. erection bmebtg, wind brae ftw, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of tntss members only to reduce buckling length. Phmvbions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPq. (Truss Plate Institute. TPL is located at 583 D'Onchlo Drive. Madison. Wisconsin 53719). Dwg: Dwar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: Z Date: 6-06-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Cade Desc: FLA Design: Marrix Analysis JOB PATH. CATEE-L0KU0BSU25MPM(4RLK HCSr 06-02.02 ESIGN INFORMATION is design is tar an IndNldual buikllttg wpoo.4 and has been based on wronmabon ovlded by the client The designer disclaims y responsibility for damages as a result or 9W or incorrect Information. specifications ons xf/i rdesigns furnished to the truss designer the client and the correctness or accuracy :this information as it any relate to a spe- poled and accepts no respea-W Y or *rises no control with regard to fabxla. in. handbag, shipment and.. Inst g Born of This truss b- been designed as an vat budding component to accordance with /Tpf 1 - I M aid No s- to be Incorporated or the budding design by a Building ex lrngtetered atchltttt or ptolnsional Oneetj. When reviewed for approval by the Ilidlog designer. the design loadings shown tut be checked to be sure that the data shown F in agreement with the local building codes. !nt climatic records for wind or snow toads. bjed specifications m special applied laads: Veasshown, thus bas :rotbeen deslgned for pxage or occupancy bads. The design assumes Ynpresstar chords (top or bottom) are co nunu- lely braced by sheathing unless otherwise jce" 'L Where bottom chords In tension are a Imay braced laterally by a properly applied lid cetgng they should be braced at a aaaimum spacing of IO'-W o.c. Connector ates shall be manufactured from 20 gauge hat Aped gafianhed steel meeting ASAM A 653. rode 40, unless otherwise shown. ABRICATION NOTES :Jaw to fabrication. the fabricator shall review 3s drawi"g to verily that this drawing is In ofmmarce with the fabrlator's plans and to ahie a cocureatng responsibility for such ven- etian. Any dlscrepa"dn are to be put In *Ing before cutting or fabrtattou. Ettes shag not be installed ever knotholes. 'acts or distorted gram. Members shall be cut E tight fitting wood to wood bearing. Con- t&m plates shag be located .m both faces of e inns with nails fully Imbedded and shall be in. about the johd unless otherwise shown. A t4 plate is S wide x 4- long. A 6x6 plate b 6' ale x it hang. 9bots 0-1-1 rwn parallel to e plate length specified. Double cuts on web embers shad meet at the centrold of the webs aloes otherwise shown- Connector plate sizes t minknum sites based on the (bred shown d may teed to be increased for eettain ha"d:- g and/or esedlon stresses. This truss is not -be fabricated with Are rctardant treated Bober urdess otherwise shown. For additional im ation on Quality Coratrml refer to ANSI/7Pl 1-1995 RECAUTIONARY NOTES I brac(M and eredbn tecon mendatfotu are be followed In accordance with -Handling staling & BracUW, HM-91. Trusses —to t bandied with particular are during banding. led bundling. delivery and Installation to awn linage. Temporary and permanent bracing r bolding trusses In a straight and plumb par on and for resisting lateral form shall be signed and Installed by others. Careful hand- g is essential and erection bracing is always quired- Normal precautionary action for traces rcipams such t mpoary brag during SWIlft betWM tltl &M to avoid toppling id domtrrolog. The supervision of et=U= of asses shad be under the control of persons p.dencxd to the Installation of Itusses. .1—ka i advice shall be sought 9 needed. mcentratton of runntmetiort loads greater. an the design boads shalt not be applied to nssses at any time. No loads other than the dght of the erectors s1.U. be applied to asses until after all Castenbng and bracing bompkied. TOP CHORDS. 2x4 SP #2 MULTIPLE'LOAUs - xnis design is the BOT CHORDS: 2x4 SP #2 composite result of multiple loads. SLIDERS r 2x4 SP #2 All COWRESSION Chords are assumed to be Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. bearing. Wind Case- ASCU 7-98, C.&C, Ve 125mpph, R. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCESDULE., Bld Type= Encl L= 40.0 ft W= 1.7 ft Truss Support 1 178# in END zone, TCDL- 4.2 psf, BCDi,= 6.0 psf Support 2 125# Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 ..TC... FORCE ... CSI ..BC...FORC8...CSI L- 0.00" D= 0.00" T= 0.00" 1- 2 -3 0.01 4- 0 -55 0.01 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01 T- 0.00* MAX HORIZONTAL LIVE LOAD DEFLECTIONS Ta 0.00" RMB w 1.15 ===Joint Locations =s:=========aaas 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 0- 4- 0 114 63 -178 HOST PIN 1- 7- 0 47 0 -125 BOT H-ROLL 2.00 j 0-3-0 Plate Height 14 1-0d = 0-2-1 /I 3 1-1-2 '{ 115# 8.00" 48# 2.50" � (I11-0-10) ' 1-8-4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSlnVl 1-1995 itiflitiMIMU: READ All NOTES ON THIS SHEET. MarOnda 'Swvc S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind brwi ng, portal bracing ex similar bracing which Is a part of the building design and which must be considered by the building designer:. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is far lateral support of truss members only to reduce buckling length. Prws m tslouust be TOMAS PONCE P.E. made to anchor lateral bracing at cads end spccfLd loaul determmbred by the building designer. Additional bracing of the overall structure may be .regaled. (See H1B-91 of TVII. LICENSE. #0050068 (Tunis Plate Institute. TPI. is bated at 583 VOnott o Drive, Madison. Wisconsin 537191- IM GREFNBRGGIL Cr.0VlE00.tiL32766 Deign: Mouix Ana)yfis JOB PATd£ C.lTFE-1.0xv06Si125MPxttRLX Fang, dab: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psi BC Dead 10.0 psf TOTAL 33.0 nsf scale = 1.7452 Truss ID: Zi Date: 6-06-02 DurFac - Pit: 1.25 O'.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCs: 06.OLOZ MARONDA HOMES, INC. PLOT PLAN ` fos: DESCRIPTION: RECORDED IN PLAT LOT 54, CROWN COLONY SUBDIVISION BOOK G I PAGE(S) 76 thru 78 PUBLIC RECORDS SEMINOLE COUNTY, FLORIDA TRACT'B' CON5ERVATION 4 ACCE55 EASEMENT TRACT ICI 26.39 - (PLAT) DRAINAGE EASEMENT (CALCULATED) ' NOOa23'4'7W N03023'49% 25.9G' 34.10' 12' D.E. ' � I 5a b ' FATIO 5LAD . . . . 112.00' aIl a 5' la 20' GRMIIC 5C ALE LOT 55 O I LOT 53 40.00' O I O .- I u') MODEL: ARLINGTON'K' I -- (3-2) BLOCK FIN15HED FLOOR I c W at b g ELEVATION -43.80 9 b .0 \� DRAINAGE TYPE:' B • Q 10' x 30' CONCRETEPATI5LA8 v- ANDGARAGE 5ERVICEWITH OO A 500°09002'E 60.00' pff OR SLAB ELEVATION MOST BE 1 " ABOVE CHOW OF ADJACENT ROAD MEE. . OHERWISE APPROVED CROWN COLONY WAY__ 500'O'J'021E NOTES: FLOOD CERynCA710N 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWIN COLONY WAY BEING SOO'09102 E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' ?. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP. THE STRUCTURE: �. REAR. HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREAL 7 5' aBUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X 7. SIDE STREET: W. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NOl 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 199& 7141S IS NOT A SURVEY. MAP REVISION DATE: LOT 54 CONTAINS (SMECT TO CHANGE) 6.989 SQUARE FEET/O1160 ACRES +/- THE UNDERSIGNED AND CAVONE INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS RIGHTS OF WAY. SETBACK LINES AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND COWNUED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREV I A 71ONSAEGEND. NO. -NUMBER R.-RADIUS P.T.-POINT OF TANGENCY P.I.-PONT OF INTERSECflON CONC-CONCRETE L.S.-LAND SURVEYOR WE.- WALL EASEMENT P.R.C.-POINT OF REVERSE CURVATURE F.E.-FENCE EASEMENT D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POUT OF CURVATURE ARC -ARC LENGTH L.B.-LICENSED BUSINESS QR-OFFICIAL RECORDS CH.BRG-(��1pRp BEARMIG P.C.C.-POINT OF COMPOUND CURVATURE 5 3U.E.-SIDEWALK & UTILITY EASEMENT UE.-UTI.ITY EASEMENT D.U.dSE-DRAMACf. UTILITY d CENTERLINE A/C -AIR CONDITIONER PAD ADELTA (CEI►1RA1 ANGLE) D.BU.E.-DRAMAGE & UTILITY EASEMENT SIDEWALK EASEMENT ATONE, INC. LAND SURVEYORS AND MAPPERSnu 300 COUNTY ROAD 427 SOUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX Na (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED WTH THE SIGNATURE ANQ RAISED SEAL a- A FLORIDA LICENSED SURVEYOR AND MAPPER ��C • REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER ZOOS LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1-3-2003 W)D nEE: CROWNCOL54.DWG W.0.2002-14693 FORM 600A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLING T�OQN 3BD _ Builder: �T MARONDA HOMES Address: Id'3 rown CAloN w&q Permitting Office: City, State: Sa4rd t', 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: 40.5 kBuvhr 3. Number of units, if multi -family 1 _ SEER 11.00 _ 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (f2) 1875 f? c. N/A _ 7. Glass area & type _ a. Clear - single pane 196.0 f _ 13. Heating systems b. Clear - double pane 0.0 f? _ a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - single pane 0.0 fr _ HSPF: 7.20 _ d. Tint/other SHGC - double pane 0.0 ft° b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation Ra0.0, 198.0(p) R c. N/A b. N/A c. N/A 14. Hot water systems 9. wall types _ a. Electric Resistance Cap: 50.0 gallons �. a. Concrete, Int Insul, Exterior R- 4.2, 1132.0 ft' _ EF: 0.93 W b. Frame, Steel, Adjacent R=11.0, 196.0 ft- _ b. N/A _ c. N/A _ r d N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 tf _ 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. Rm6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Muhizone heating) Glass/Floor Area: 0.10 Total as -built points: 25898 PASS Total base points: 26178 I hereby certify that the plans and specifications covered by this calculationaarempliance with the F orida Energy Code. PREPA��TD � DATE: KK I hereby certify that thi ilding, as designed, i in compliance with the id En rgy Code. OWNER/AGEN ' BUILDING OFFICIAL: DATE: MAR C Aff DATE: EnergyGauge( (Version: FLRCPB v3.21) Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. FORM 60OA-2001 - SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 432.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0.00 0.0 Bass Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38097.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 35736.E 0.4266 15245.2 38097A 38097.4 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14025.2 14025.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:. , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.1 Single, Clear SE 1.0 8.0 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Bass Total: 1328.0 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Bass Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 OM0.0 Base Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -525.0 EnergyGauge D DCA Form 600A-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8159.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 5165.4 0.6274 3240.7 8159.4 8159.4 1.000 1.00 (1.078 x 1.160 x 1.00) 0.474 1.250 0.474 0.950 0.950 4594.7 4594.7 EnergyGaugeI DCA Forth 60OA-2001 EnergyGaugeOlFIaRES'2001 FL RCPB v3.21 , FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 15245 3241 7692 26178 1 14025 4595 7278 25898 EPASS EnergyGauge'rm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/sq.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. Callings 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 barter Is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABCA.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 112" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned s ace tested. Multi-sto Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration refits 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (mint ha mat nr avo-aarfarf by sll racirlanrba COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or dearly marked circuit breaker elects or cutoff as must be rovided. External or built-in heat tra re wired. 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 600A-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.4 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family a. Central. Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms _ 3 b. N/A 5. Is this a worst case? _ Yes 6. Conditioned floor area (W) 1875 ft' c. N/A 7. Glass area & type a. Clear -single pane 196.0 ft= _ 13. Heating systems b. Clear -double pane 0.0 fP _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 fig d. Tint/other SHGC - double pane _ 0.0 ft2 b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 1132.0 W b. Frame, Steel, Adjacent _ R=11.0, 196.0 fie b. N/A c. N/A _ d. N/A c. Conservation credits e. N/A (HR-Heat recovery, Solar 0. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 ft 15. HVAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) 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 compliant features. Builder Signature: ..�+.--~ItJ Date: "M 04 20 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, *NOTE. The home's estimated energy performance score is only available through the F LA/RES computerprogram. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergySlar vdesignation), 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 a! 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 airs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) Muster Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: A-gency Initials/Date Agency Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK TOP OF MULL #10 -X 3/4" TEK SCREW - WINDOW) JAM lx3 MULLION (XFLA-26-I) lx4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BO'ITO OF MULL PRECASTED SILL -SEE CHART FOR FASTENERS PLA-46 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 I.B. MAX CAPACITY ix3 MULLION (XFLA-28-1) lx4 MULLION (XFLA_39) 3/4"MAX SEE CHART FOR mmiffAGTtTm NAME: ..,,ae.r�, � - MAffM FILE # - D vD hD FASTENERS CHARLES A. Pi LN, p.s FL REG. ENG.. # 49121 DATE 3/21/02 NOTES: 1) Aid, ALULaNUM EMUSIONS ARE ALLOY 0083 T8, OR 8083 T5. 2) WHEN THERE is ONE TAPCON {1/4�" X 1-1/2') ON EACH ANGLE LEG, THE T ON SHALL BE PLACED N CLIP CENTERUNIL 9) CONCRSTS COMPRESSIVE STRENGTH = 3.000 PSI AT 28 DAYS. IMANDEX PAGE 30 NOTES; 1) ALL Aid OR 608 2) IMN I ON EAC 9) NCED Ccla AT 28 ] CHARLES , FL RW. DATIt CENT" MANMA MASTER DW SILL SH HEAD DW SILL iH HEAD t NDKANDEX MACTURER NAVE: PAGE 24 ��l6sw1�� (2) #10 x 1-3/4' PH-SMS 1N 2 x OR 3/16'8 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) 3 1s' c1.ASS WITH A 1 1/4' MIN. EMBEDMEN? INTO MASONRY. ( St7DIItc c eDDs t 4' .rwW cl• l SSE ELEVATION FOR ANCHOR SPACING. ANAL17IL5 CRART Na OF Na or Sty c SS DM r,d .Lr CAP N - AD 4NCHOo3 ANMRB TI46 ANALId4 �� Na Of Iia: OF O N tij 8L@If!'. 60M5 CAf -pgf ANCHM AttCN09S 4 ti i (2) iD z 1-3/4' FA—SMS INTO 2 x BUCK A su & 1AW tiRtiH A HEtD & TRANS A SEE ELEVATION FOR ANCHOR SPACING. 45 3D 5 «„• -- _ u im �i (2) #10 x 1 3/4' PH -SIRS DM 2 By BUCK WITH L-L/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I " (— WOOD BUCK � ' PANELS & 60.0 AP., 2 BY WOOD BUCK 147.375' 4D 45 24 5 9D.5' 40 Ia to 0 t62,750` b7.5 67.5 24 5 ItL975' �' 67.5 57.5 Ia 5 7LS' e �- 50' 5a7 ba7 2-6 o 61e25 (2.5) sae 656 10 p r 45 as 30 !0 - I47.3W W' (4) 45 24 10 l0.5' 45 t5 t0 t52.760' 4Q9 �o P4 to ILLZW Its' (a) 515 6S5 to M ffi.5' 514 6a4 i5 t0 ' as' 64.5 54.5 20 10 lt025 (L5j 54.4 54.5 10 No./ IN Puammm 1t4WCA7Y8 pAMM 3II= IN 3PLE WIDTH nMT. VTP4t DL.i1•v It AS REQUB(ED TYP. JAMB. SE( ID SHDd (SHOW2 MUDD TRACK A5 REQUIRED 1 BY 2 BY (2) 3/16'0 z 2-1/4' TAPCON OR —" MNAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4'. - 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5- a p OR T6 ARIL TYPICAL WALL THICKNESS OF•0.62- a 3 USE HIGH QUALITY -CAULK BERM WLNDOW FLANGE, 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBLLITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPIICABLg- LOCAL LAWS. BULLRING CODES. ORDINANCES OR OTHER SAFETY DEADER AND SILL SECTION REQUlREMSNTS SOLELY WM THE ARCHITECT TYP. 1 B BUCK 7) CON' RERss1�V°E STRFCONG — 3.000 PSI AT 28 DAYS. 24 5 Q) is n CS � � i✓j 8 5 ~ E-lO is a ^i to sD R4 to tb to to wJ ►:!�4-. 10 to 24 35 a 4 y y SA qA: 1�10 %ct .3110 C x 2-3/4 t4 r' � q b TAPCON OR MIAMI j ry DADE APPROVED CONC. o q R FASTENERS. SEE ELEVATION FOR ANCHOR SPACING. 4 AN b (>y :� '* 1 . yy . az� w e NORANDEX PAGE 23 (2). ,r10 x 1-3/4' PH-SMS IM 2 BY SUCK OR ' TAPCON THRu BY BUCK WITH A 1 1/4N4Mm. EMBEDMENT1DM MASONRY.O SEE ELEVATION FOR ANCHOR SPACING. (2) f10 z 1-3/4' FH-SIPS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING, L- OPTIONAL 2 BY WOOD BUCK (2) #10 x 1 3/4" PH-SMS INTO 2 BY BUCK WITH 1-1/2' M L EMBEDMIM SEE ELEVATION FOR ANCHOR SPACING. /r-2 x WOOD BUCK 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY-pSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL IAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXXxxxx 30 �8` x 591/2 " 53.3 55.8 10 16 18 ALL 361/18' x 591/2 " 49.8 49.8 12 s 18 22 ' 30e x 791/2 " 49.7 49.7 10 6 1B 20 361 6 x 791/2 " 45 45 12; .8 .18 22 e SERM 600 AliM" rA SLIDIAIG GLASS DOOR rA5TEN&R CHART Ail OPE ...BLE PANELS (� (2) 3/16*0 x 2-9 4+ .D A B.0.A.F. . TAPCON OR MIAMI MAN 1 DADE APPROVED CONC. 1. NAM: z WOOD Bu FASTENERS.- 4 j, o `n W 1`� SEE ELEVATION FOR {Q 7 >iA>n ANCHOR SPACING. .04 OD TRACK AS RFAUUM 1 BY / (2) 3/18'0 z 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENM SEE ELEVATION FOR ANCHOR SPACING. NOTES: A eHA� , MAX SHIM STACK 1/4'. E7n'RUMNS ARE ALLOY 8483--Tb OR TO 3) USE HIGH ?QUALM CAULK H HIND WINDO11fTYPICAL WAU TRICKNM OF0FLANGK 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE; 6) THE N=ffJTY FOR S9LrXnoN.OpRANDlX PRO MTO MEET ANY APPLICABLS LOCA9L Lkvsv BUILDING CODES; ORDINANCES OR arm 5AF$T1i REQ S REST SOLELY WPf$ iTIB.ARGALTECR, BUILDING.OIiNER `OR CONTRACTOR. 8) CONCR MPRESSIVE STRENGTH - 3.000 PSI AT 26 DAYS. (28Y2) 4BT2) jimsm npj 4 ,33 w Rai &1 a. N f4 S t � O " 4 z i c� a a Z U� Ea Q�i 1 NORANDEX PAGE 22 / 10 X 1-3/4' P.H. S.M.S 1�/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. IN (j M v X/1-1/21 )d ` N. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. C> p- ALT. FIN ATTACHMENT v� UNDER SHEATHIING C NTRAL FLORMA &0a-,LF. AC,TU- M NAMN; O�& ; MASTER FILE # 3 WOOD FRAME NOTES. 1) :SHIM AS REQUIRED. MAX SHIU STACX i/a". 2) Aid, ALUMMIL-EXTRUSIONS ARE ALLAY 6063-T5 OR 18: #ITT TYPICAL, TIAI.i4 THICIMESS OF 0.62- . 3 USE .SIGH Q11ALrr' Cillftdf {BEHIND liliDO� FLANGE 4 GLASS. TM .BASED ON TABLE EI3o0 GLASS CHARTS; AND Y'VARY IgpENp� ON SIZE. 5) 'rHa- RMk! �Rff�► YOR SE XM, ON of NORMEX PROIZUCT •'lY). - •ANY .APPLICABLE LOCAL LAW,% DUMbD#G �ADMANOM OR OTHER SAFETY REQUUMAWM:- T'SOLSLY WITH THE ARCHITECT BUIl-MG 0VA D -CO 8) NOTE * INDir;A3'ffi � THAT UAL . FASTENERS AT HEAD` AND .SH3 :ARE REQU ED. i #-10 X 1-3/4- P.H. S.M.S. W/1-1/2' MIN. Is MMUD" SEE. EMATAON FOR ANCHOR SPACIPLG. m TYP. JAMB SECTION WOOD FRAME SiIM ' (TOP AND BOTTOM) # 10 X 1-3/4- P.H. S.H.S. ; V/1-1/2' MIN. EMBEDMENT CHARLE3" 1: _ . SEE -ELEVATION FOR FL REG., M.- # 49121 ANCHOR SPACING. DATE:, :3-JQ7/OZ• )OW fSIONs WINDOW FASTENER. -90. SCHEDULE -ANCHORS 8 NO. JAMB :IHORS NCHES SEE 35 NOTE 45 60 �35 45 60 A PS PSF PS PSF PS � 2 _2 2• 2 2 2 '1 2. 9 -'3 2+ 2 2 2 2 q V oq� 2 2 a+ 2+ 2 q H�� 97-1/4 3 20 g. 3 3 3 3 2 9 3 4+ '� 3 3 3 3 w M 49-6/8 2 2 2 2 2 2• 2+ 3 3 3 1* tij Lr} g' 9 3 3 2 3 3 3+ 4+ 9 3 3 3 62- 2 .... ' 2 2+ •2+ 3 4 4 4 4 u ; {p h .4 q n 1 y� 4 p. _2 _2 3 3+ 4 4. 2 2 2+ 1B_3/4- 2 2+ 3 4 rJ 4 6 3 .3s 4 5 �� 0 r4 uer �a ,�1 D DL9'AII—A 1 ss• ,--DLTADrC mlv/ DETAIL-H /%�� NORANDEN PAGE 10 # 10 X 1-3/4" P.H. S.M.S. MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. O HEADER AND SILL SECTION WOOD .FRAME # 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION MR ANCHOR SPACI �.yp�.Ee=t27 ate: FHX # ALT. FIN ATTACHMENT # 10 X 1-3/4" P.A. S.)Ls. W/1-1/2" MIN. EMBI:1IMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. CALL SIZE WIDTH TYP. JAMB SECTION O.WOOD FRAME 1/4- MAX - SHIM (BOTH 4 10 X 1-3/4' P.H. S.)LS. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARIER ho FL. REG. ENG. 1 �49121- DATE: 3/Z7/02 NOTES: i SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2 ALL ALUMMM EXTRUSIONS ARE ALLAY 6063-T5 OR T8 WITH TYPICAL WALL THICKNESS OF 0.62" . 3) USE HIGH -QUALrrY .CAULK BEHIND WDWW FLANGE 4) GLASS THICKNESS BASED ON TABLE EIS00 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE. RESPO@L3IBILIYy FOR SELECTION OF NORANDEX PROIIUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUuzm DW -M- OR CONTRACTOR 6) NOTE • INDICATES -THAT EEQQUAL FASTENERS AT HEAD AND SILL ARE REQUttED. HU T or ar Mm AIL —A ��DETAIL—C SASHr /"/ / /DETAIL- B . NORANDEX PAGE 21 1 6 ' TAPCON WITH A RI-1/4- MIN. EMBEDMENT # 10 F.H. S.M.S. SEE FUVATION FOR R/1-1/2" MIN. EMBEDMENT NOSHIM AS R / ANCHOR SPACING. SEE ELEVATION FOR EQU)RED. MAX. SHIM STACK i 4'. 7 ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE o m U v v NJ LL A OR TO WITH TYPICAL WALL THICKNESSAY 0 D83-T5OF 0.82' . 3 USE HIGH QUALITY CAULK BEHIND WfMw FLANGE 4 GLASS THICKNESS BASED ON TABLE E13M GLASS a ' o .. ` CHM. AND AY VARY DEPEi+JOr. ON sl'LE. 5) THE" IESPONSIB LMY FOR SBLWMN OF NORANDSX PRODUCTS To MENT ANY APPMABLL LOCAL LAIRS. BUILDING CODES, :DRDINA dE3 OR'" OTHER SAFETY RSQUIREMENl3' REST SOKSIY 1FPPH THE ARCHITECT BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN B" UTTOR MA LE Sim SHki BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT T= SUPPORT SHALL BE m FIRMLY ATTACHED INT6 lMASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PSI AT 28 DAYS. ALT. HEADER SECTION B) NOTE • INDICATES THAT E UAL FASTENERS AT TYP. 2 BY BUCK 0 B.O.A.F." 3/115" TAPCON MA UZ'A .�'rUMM NA1 W/1-1/4" MDL E EDMENT _ A_1oA4N.4 "dY (SEE ELEVATION FOR ANCHOR SPACING) )AAR. r • 4 L CALL SIZE WIDTH t F- ® ® - s 1 BY BUCK © 2 BY BUCK _j v sm TYP. JAMB SECTION AM )TH 3Bs) I "BY 2 BY BUCK SEE NOTE 6 HEADER AND SILT, SECTION TYP. 1 BY BUCK CHARLMES A.:P N P.E. FL RM EM. f .461�21 DATE: 12/lY/Oi ¢ 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS No. ANCHORS HEADWR)Tii HEIGHT SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-80 35 45-60 PS PSF PSF PS 2 2s 2 2 2 2 _ 3 2 2 53-18" 3 3• 2 2 18_8. 2 2• 2 3 36-1/4". 2 _ 2•_ 2 3• 2 3 3 — 4* 2 — 3 19-1/8' 2 _ 2'_ 3 _ 3 26-1 2 50-5/8" 2 — 2• 9 3 53-1 8' 3 4s 3 — 3 19-8" 2 _ 20 3 _ 4 37 12 63 r —�� 3 _ 4 _ 3 4 53-1 B" 3 4* 3 __4 19-1/8" 2 z*. 3 4 28-1�2 78-3/4" 37" 2 — 3* 3 —4 53-1 8' .3 1 4* .Az mar mm `DETAIL-C y DETAR-B ® ® - s 1 BY BUCK © 2 BY BUCK _j v sm TYP. JAMB SECTION AM )TH 3Bs) I "BY 2 BY BUCK SEE NOTE 6 HEADER AND SILT, SECTION TYP. 1 BY BUCK CHARLMES A.:P N P.E. FL RM EM. f .461�21 DATE: 12/lY/Oi ¢ 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS No. ANCHORS HEADWR)Tii HEIGHT SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-80 35 45-60 PS PSF PSF PS 2 2s 2 2 2 2 _ 3 2 2 53-18" 3 3• 2 2 18_8. 2 2• 2 3 36-1/4". 2 _ 2•_ 2 3• 2 3 3 — 4* 2 — 3 19-1/8' 2 _ 2'_ 3 _ 3 26-1 2 50-5/8" 2 — 2• 9 3 53-1 8' 3 4s 3 — 3 19-8" 2 _ 20 3 _ 4 37 12 63 r —�� 3 _ 4 _ 3 4 53-1 B" 3 4* 3 __4 19-1/8" 2 z*. 3 4 28-1�2 78-3/4" 37" 2 — 3* 3 —4 53-1 8' .3 1 4* .Az mar mm `DETAIL-C y DETAR-B .Az mar mm `DETAIL-C y DETAR-B NORANDEX PAGE 9 iu r•.ri IN. 1-1/ 18" TAPCON WITH A SEE ELEV UN. 1-1/4' MIN. EMBEDMENT ANCHOR ®SEE ELEVATION FOR a ANCHOR SPACING, 1d d d 4 4 • d o i --_ 750 TYP 1 T M.S. WITH A MIN. EMBEDMENT 3N FOR v NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS AREOR ALLOY 6063—T5 3) USE THIH QUALITY CAULK BEHIND 6 WITH TYPICAL WALL WINDOWS OF OPLANGE 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING 1 SIZE 5) THE RESPONSI$ILiTy FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR g) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO TPU1dY.SUPPORT UNIT. THIS SUPPORT SHALL HE THE A D INTO MASONARY AND SUPPORT PRODUCT O OVER ITS BY OTHERS), FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH a 3,o0D PSI ALT. HEADER SECTION AT 26 DAYS TYP• 2 BY BUCK 3/16' TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a 4 I a � CENTRAL FLORMA MAN UFACTORER NAW e 'pia l Ex FILE # ,ALL SIZE WIDTH 11 A' s i HY BUCK © 2 BY BUCK TYP. JAMB SECTION smM I BY . 2. By BUCK (BOTH JAMBS) iF 10 F.H. S.M.S. D D W/1-1/2' MIN, EMBEDMENT SEE ELEVATION FOR D D SEE NOTE 6 ANCHOR SPACING. HEADER AND SILL SECTION FL. RE�G. A. �'PiG�P.E •491 n'• I BY BUCK DATE: 3/21/02 1.940 MAX 1/4 M AW o.e /A IFF SASH f1l DETAU, B C M I A M I•DADE AIIAMI-DARE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr'enidor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE CO,NIPLIANCE OFFICE MI -IRO -DADS F1,AGI.Fit I3U11.1)INC; 140 WHS'I' FI.AGI.LR S.I'M:1. i', SI11'11: I C)o l MIAMI, FLOIUDA 33130-I563 (305) 375-29U 1 FAX (305) 375-29m CUYTIUC."!Y)R 1.1C1.:�tiiNC: SIiC-1'I0\ (305) 375.2537 1:,L_N (3p5) J75.2558 c:o-srtt,kc-roRvivisjt)N (305) 375.3966 FAN (305) 375•21)(J1 112OpCC I' cx);ti 1't2UI. n11'15IC)N Your application for Notice of Acceptance (NOA) of: (303) 375�3902 I'r\N (303) 372-6339 Entcrgy 6-8 S-til'/E Ins��'ing OpuRue Double �r/sidelites Itcsidcutinl Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing ti:e use ol'Alternate Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the ric.,trt to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Buildinc, Code. The expense of such testing Will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 Raul Koarlgucz Chief Product Control Division THIS 1S T11E COVERSI•IEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL, CONDITIONS BUILDING CODE &TRODUCT 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 v Francisco J. Quintana, R.A. Dirt:ctor Miami -Dads: County I3uiiding Cods; Compliance; Oflicc 1\40450001\pc2000\%templates\notice acceptance cover page,dot Internet mail address: )ostniastcru builtJin;;codconlinc.ccm Uomc pa!;c: http://��s�r.buiitlirr cotlronii'nc com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Aceeptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Series Enteray 6-8 S-NN'/E Inswina Opaque Double Residential Insulated Steel Doors witlt SidcIites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-I, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with SidcIites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer, - dated 7/29/97 with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number and approval date'by the Miami-Dadc County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit appiications of pair of doors and.singic door only, as shown in approved drawings. Single door units shall indlude all components described in the: active icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated siccl door and its components shall be installed in strict compliance %vith 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 Sidelite: the installation of this unit will require a hurricane protection system. a. LABELING S.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall bd accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O %on ic South Florid:�.�3ttildi►zg Code (SFBC) in order to properly evaluate theinstallatli s stem. Manuel crcz, P.E. Product Con xaminer Product ntrol Division 2 Prcmdor Entry Systems ACCEPTANCE No.: OI-0314.24 APPROVED : JUN O 2001 EXPIRES Anril022006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name:, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in tile specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer Nvho originally prepared, signed and scaled the required documentation initially subniittcd, is no longer practicing the engineering profession. 4. Any revision or change in tFic materials, use, and/or manufacture of the product or process shall -automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the follo%ving shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acccptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, wlicrc it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection aC 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 termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Ei\D OF TIIIS ACCEPT NCE ti -Manuci ercz, P.E., Product Contro aminer Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD - FRAMES WITH A BUMPER THRESHOLD (INSWING) ATTACH ASTRAGAL THROW BOLT IB x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x l 3/4' HOLES FLATHEAD SCREWS ` NOiESj 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED - 18 x 1 3/4'• LONG PROPERLY,:101.TRANSFER.LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO DUALIFY THE FOLLOWING INSTALLATIONS. LA INSWING R.H. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY Rv�axDAsccv :tnee.vu• Pne STRUCTURAL WOOD DUCK sourHFtT�•,ppe Necoos C. MASONRY OR CONCRETE CONSTRUCTION WHERE L c �CCMMWXe DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE V1ERE VA R WFILTRAf(�1 VKRE VAT�t D1FpNOR HASONRY WITH OR WIiFmUT A NON-STRUCTURAL DUIRE►EN IS nECDCD x REDUIRET[11f ISIM NE[BED ONE BY WOOD BUCK + PD. AlL ANCHORING SCREWS TO BE 110 WITH x _ OUX( MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAMCEN0.21•0dsY. t% OR 3/16' PFH TAPCONS VITH 1 1/2' MINIMUM EMBEDMENT r UNITS SHALL BE INSTALLED ONLY AT LOCATIDNS PROrECTEC BT A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS WIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE WIT AND THE AREA ARE DESIGNED TO 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRArux AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'pN SIDELITES AND DOOR c wet MMTT xootre�no„t nvs 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE tpq1y�AWA JAMBS AND SIDELITES. RitIbN6 � I ;It 7 wao,Ncx oov,cwpmTO4 ?w, �t T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASErNG[Wrgl ym CORNERS ARE COPED AND BUTT JOINED. - B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST INHIBITIVE PRIMER PAINT. WITH A OtY FILM THICKNESS OF D.B TO LP MIL M 71-SHEET 1O2S-EW-I 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ v G l OF S VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U TO L2 NIL. 16Vn Lou GLAZING DETAIL 112' GLASS BITE I Wifumv Was INTERIOR • 1 I v `� W I N G OTHER CONFIGURATIONS 1/4' SHIM MAX F— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX t SECTION B-B 2 BY WOOD BUCK EXTERIOR MAILRIALS LIST ITCH ND. DESCRIPTION PART NL04DER COMHENTS i 22 VTX)D HEAD .IAMB EV-14 1 1/4• X 4 9/16' HTL. TO BE PINE OR EQUIVALENT COHPRESSIGN VEATHERSTRIP 3 ALUMNI ASTRAGAL - N RAN X A . PREHOOR BRAND OR EQUIVALENT- 5/0',ALUMINUM ASiRAG 1 1 / 4.' 4 THRESHOLD ALUHCHANN TDP EV-15 PREHDOR BRAND OR EQUIVALENT - 1 1/4'.x 4 9/16' CHANNEL L IV -DO PREHIIOR BRAND - 1 11/16' - 20 GA STEEL 6 7 T K 16 '(m7 �DSI -PoO Til riDTII l i1Sl[ fl i1@I B TroA BASF FOAM - DENSITY 2.010 2.5 Ibs./Ft' BOTTOH CHANNEL EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL 9 iD WOOD LOCK OCK STRIKE STILE EV-09 4' X 9 1/2' MiL TO BE PINE OR EDITIVALENi --- ii EV-06 15/16' X.1 11/16' HTL TO BE PINE OR EQUIVALENT @ HINGE STILE LOCK PREP FILLER PLATE EV-05 15/16' X 1 1I/16' HTL TO BE P(NE OR EQUIVALENT 3 4'x4' HINGE EV -10 HaOR- BRAND - MA' THICK- HTL TO BE POLYEIHYLE 4 WOOD JAMB V- 6 HALER BRAND. HINGE UR EQUIVALENT - A91 THICK ESTEi T 110 x 3/44'- F]4.V.S _ 1 1/4' X 4 9/16' HTL TO DE PiNE OR EQUIVALENT I6 iiD x 2• Fxus u) SCREVS PER HINGE INTO DOOR 11HH[[1I�� [[ iEVi tlgdKil�S(R1KE -"I U1YO SIDELITE • r DL THEREAFTER JARL 4' am rROR ) SCREv$ TWUM EACH SIDELITE "I INTO S1I[L11E. 4' ma rRm 1P, MX 15' DC TIEREAFTER . REFER TO ELEVATBDI VfEV -- RID X 3/4' FxV.S. R SCREVS USED AND LOCATBINS 19 IB z 2' FHV.S. l2> SCREVS PER HINGE •INTO JAMB Ln SET �) SCREVS AT EACH STRIKE PLATE KVIKSET BRAND 200 LOCK DR HARLOC RAND 100 OCK i10 X 1 3/4' FHV.S. E2) SCREVS PER HINGE INTO JAHB WOOD SIDELITE JAMB EV-19 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENi _n 22'"X 64' SINGLE PANEL GLASS Ey-2D Ass r L DC_i 4 _ pl SiDELITE TRIH (VOOD) EV-21 5/16 x 1/2' HTL. TO BE PINE OR EQUIVALEN 1 1/4• WOOB CASING Ev-22 �o�R -iiRc inY' i°Ic .1wsr es ruuvmrs l - t ICI u WOOD SIDELITE HEAD JAMB EV-23 i I/4' X 4 9/16' Nil i0 BE PiNE OR EWIVALENT _9_V1)OD SIDELITE HASP EV-24 1 1/4' X 4 9/16' NTL TO BE PINE OR E001VALENT .PE)LYPRI3PYLfNE LITE FRAHE 4643. DDL-2 HP Polypropylene by ODL 16 X 1 1/2' `PAN HEAD SCREWS B PER FRAHE R 14• ) AFt SIDELITE STILES IV-26 15/16 -XI Ii/16' HTL TO BE PINE OR EOUIVALENT I PIN NAIL !/' LDIG RAIL, 4' N FRM CRT. Na C OL IKRAFIER. USER DR MUDS AMR I DOW SILICONE #995 1BOib!RITS PEI.IRAC a CnUft Kiss i o sit am, in. APPRGVW AS COWLYNIG WM TM tIY{�p, ►-0�1 31-1029-EW-I SHEET 3 OF 6' iCViS9H LEIT[Y B 2 SY VOOD BUCK 1/4' SHIM MAX 3/4' INTERIOR, 79MAX16' BO 11/16' 1 MAX I 2 BY WOOD BUCK -� SECTION C—c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING ;#31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE #995 uC4M,RVMV,"4n* 1-1029-EW-I SHEET A OF 6 - TiCYISIEH lClf[R p , 1♦ ETHER DOOR .'CONFIGURATIONS O oxx ' A" POVEDD ASSMMPLYY* vm THE 1 MUMCDM DTFl P MDD1 r DP.'� 9D L JEWIM CODEM EOFF P1115 CS 66 AMEMME (i0. 01- 031 y, �y xx X 31-1029-EW-I SHEET 5 OF 6 RLVIVE L111[Y J OTHER DHHR PANEL 36" STYLES ['MAX 79 / 16 0 013 1D1 oa D� ��@ Mai x o0 on oo D� o� cati trnay'fl_� a0 lD [ID n110 ©® o �U� Ql1 BLANK iUP 6-PANEL 4-PANEL 9-PANEL 1p-PAIL IB-PANCL © ❑ ❑ ❑ 4-PANEL FLUSH 8-PANEL CRpSSBII[K 12-PANEL S-PANEL 5-PANEL 5-PANEL 5-PANLL 5-PANEL OTHER S I D E L I TE, STYLEV/SS "` ' �'SER�L RGrEBRpv v/SCRDL IYL Y MAX cz 179 ,-- ' SL-18 SL-20 SL-3D =• SL-60 SL-50 ' SL SDI SL-69A 00 im Q • SL-690 SL-69C YL-25 SL-55 SL-30D SL-40 • -9m SL-90B SL-90C SL-3DO SL-3m SL-70 SL-p0 o0 0�9.9 ��noga on �� °� nn o0 A ao PD-1 PD-2 PI-3 PD-4 PD-5 PD 6 a ❑ ❑ PD-7 PD-8 PD-9 PD-10 PD-11 PD-12 PD-13 PO-14 PD-IS PD-16 NMI 3 ? r 00 of PD-I8 PB-19 PD-2B PO-21 PD-22 PO-23 PO-24 PD-25 PD-26 PD-2) ~ `P. PD 2B PD 29 Pp-30 PD-31 PO-32 PO-33 PD-34 U lid RaD IFDIC r[r, s1•""� DDD DOD a011 0© oo oen . � , PO-35 PD-36 PD-37 PD-30 P N Y SYS M 31-1029-EW-1 PD 39 PB-40 Pp-�1 PD-42 4fI L Ft1[RSill PD-13 PD �3A PD-433 SHEET 6 OF 6 . @'Y6IN II1UR MIAMI PRODUCT CONTROL NOTICE Or ACCEPTANCE Prelnclor Entry Systems 911 E. Jeferson, P.O, Box 76 Pittsburgh ,KS 66762 •NIIArtiII-DADS COUNTY, FLORID. N1ETRO-DADS FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE MI 'RO-DAI)r FLAGI.EiR I3UIl.I)1NCi 140 w1:S'r f 1.ltGl.lat S'1'1t1i1i f', SUrn, 166 MIAMI, VI -OR 11)A 33130-1563 (305) 375-2901 FAX (303) .175-290S (3U5)373.2t27 J't1.\(.1U5)37i.=cSti C:U� I'ILIC'fOtt F.�FOItCI:�II.\'I UIVISJr)v (3U5) 373-29GG I'.�.\ (.tUt)17S•_�Us I'I MWCt I' C:U\ I7fu1. 1)IN'ISIt)N (305) 375.29U2 FA-X (30) 372.63.i7 Your application for Notice of Acceptance (NOA) of. Entergy 6-8 S-W/E Outswing Opaque Single -*v/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the: conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO- ntay 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 nrateria.l f€tils to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 d /Z EXPIRES: 04/02/2006 Raul tcoarmuez Chief Product Control Division THIS IS THE CO'ERSHEET SEE ADDITIONAL PAGES FOR SPECIFICAiND GENERAL CONDITIONS BUILDING CODE &C PRODUCT REVIEW CO-1�1lITTEE 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 hllianii-Dade County, Florida under the conditions set forth above. -APPROVED: OGIO:i/2001 v Francisco J. Quintnna, R.A, Director Mianti-Dade County Building Codc; Compliance Office I\-0i5o0011pc200011templatw\noOct acceptance covor page.dot Internet mail address: I)otitnulster•'u buildin-codconlina.com IInruelta�c; Itllp://nttitt.buiWill 2cotleonlill c coat Premdor Entry Systems ACCEPTANCE No.: '01-0314 2 l APPROVED JUN 0 5 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Ac-ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as detcrriiined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entcrgy 6-8 S-W/E Outswing Opaque Sinbld Residential. Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets .1 through 6 of 6, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames with Bumper Threshold (Outs%ving)," prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, 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 ofsingle door only, as shown in approved drawings. Wit. 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 require a hurricane protection systcm. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. S. LABELING S.I Each unit shall bear a permanent label with the tnnnufacturer'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 or the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show tic components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Cock (SFBC) in order to properly evaluate the installati n of this system. Manuel Pcrcz, P.E. Product'Conrg •xamincr ProductControl Division Premdor Entry Systems ACCEPTANCE No.: O I-Q3 I 4:2 I APPROVED JOIN 0 5 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2 Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the folloNving statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If.the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in [lie materials, use, ard/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done -.in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance.. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel erez, P.E., Product Co tro Examiner Produc ntrol Division 3 f-KLM1JUK . (LN I LHb Y BRAND) WUOD EDGE SINGLE DOOR WITH SIDELITES IN W003D FRAME WITH BUMPER .THRESHOLD (OUTSWING) --100' MAX 4• MAX 4' MAX MAX 4' MAX • MAX 3' MAX 3' MAX T 3' MAX M MAX 'C M 1z 3' MAX 4' Mt 14 IS' MAX ._. �^--1' Mnr�,• . .. I 4� II 15'4MAXMAX 'TOP OF' TO 0 09 DCI iI:O FERDR MAft= DI�MODEL-UP' 13, DLO • s 1/2• KVIKSCT 1 15' MAX \ MODEL 0.1 OR HARLIX DEL T OC. RIIDMf,(S \oo I 15• II 1 _:. MAX•ti 6' AX rwax'J"• infix Hnx ►i�Ax Ir r M 4' MAX --3' MAX 3' MAX NOTESs 3' MAX 3 J vWD BUCKS 8Y OTHERS, (RUST BE ANCHORED 4 • MAX MAX 4' MAX MAX 7 1 IRLNSFER T TO TRALOADS TO THE STRUCruRE. J THE PRECEDING BRAVINGS ARE INTENDED TO NALIFY THE FDI.LOVING INSTALLATIONS. WOOD FANB RED A MITRIIN VkEID Dooa YSTEN IS ANWiORED TO A HIHIAriRI TVO BY WOOD v PENING, NASOFIRI' OR CONCRETE CONSTRUCTION WHERE RJL OIITSVING LA OUTSVING DOR SYSTCN IS ANCHORED TO A MTNIMIM TWO BY TRUCTURAI, VOOD MUCK, NASCBNRI OR CONCRETE CONSTRUCTION WHERE )OR SYSTEM SYSTEM IS ANCHORED DIRECTLY TO CONCRETE T WITHOUT A NON-STRUCTURAL TCR pKgg,IRAf107 VUE V IRA EMAJONgT p ? vANCHORING (IS NC[DCD + RCDVI S AEEpCp LYY ALLCH INGI=EWS TO BE BID WITH ASAast MAIN 1 I/?' EMBEDMENt INTO VOOD SUBSTRATE tFillivi 11 x t PF H TAPCONS'VITH 11/2' HINIMRI EMBEDMENT MA TO MASONRY. 2 UNITS MALL IC RISTALLED ONLY AT LOCATIONS PRO}ECICD BY A CWT OR UNIT MUST DC INSTALLED WITH •HIAMI-DADC COUNTY OVCRW14 SUCH IPAT HE MAE ICIVCEH INC EDDC Or. CANOPY OR OV IW4 'PROV[D• SHUTTERS TO SILL IS LESS TWR 15 MOICES UNLESS WIT IS 941ALLEB IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES UUH'IAAHTAILE AREAS MERE NE UNIT AND RE AREA AK DESUIED'To ID DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITCS. ACCCPT VATCR IRrB.TRAIIDK LATEX SEALANT TO _It APPLIED AT SIDE BY SIDE MIS AND SIDCLIrCL DOOR/SIDEL•ITE HEADER, 000R/SIDELITE JAMBS, AND SIDELITE BASE RNERS ARE COPED AND BUTT JOINED, DOORS SHALL BE PRE -PAINTED WITH A VATCR-BASED EPDXY RUST 118ITM PRIMER PAINT WITH A DRT FILM THICKNESS W 09 TD 1.2 ML FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LAtCX VATCR-BASED/ TER-RCOUCIBLE WHITE PRIMER VITN A DRY FILM THICKNESS OF BB i0 12 NIL 1 , IL1yTERFU1� MTiMMUM Mpr TAP�lETj/6iAP w/1 1/2' MINITDRT EMBEDMENN 1EE NSTE T5) LES B0 11/16• MAX MAX \ pB x 1 3/4' F.H.V.S �—C3) PER SIDE FROM JAMB INTO THRESHOLD APP/ZOVED AS COMOLYINC V%l I I ;nE ZavTN FL¢Ij1C,19ULDVNC CDvc DAYL 8Y PROGU T Q7IOL DrAVa.1 81ALDW CODECOLIPLMCSCPTi".2 ACCEPTANCE NO, Of - 03 /V. Z r DO-EW - T 10;'. 5 %vlmm U7Z7 112' JLASS BITE -- Taus GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS [z Eai"Tarf£ ueruwluc se a.. Rnx ----•� � se yr EXTERIOR NC INTT7tIOt • APPWrc,Oq�Aq Count' NG %-AT"THE 9 au- JUn �� Dan Tie TEHPEREY QnSS °R r RROT.ON19pM GuMa to c0m cn6lrlKHCE s C mttu ncCEpwxEru. aT- o1 l v. Lj y m W-0 ula � 3/4' sa 11/16' MAx EXTERIOR 79 5/16' MAX r- SECTIDN B-B 1 1/4' INTERIOR rfmi nunrLH. COMII[NTS —�"- HEAD JAMS EV-12 f I/�' X 4 9/16' MIL. TO BE PINE OR EOWVALENi ESSION WEATHERSTRIP AI DUSIREEN iRAND LUSEA data - STRIKE JAMB - 1 1/4' X 4 9/16 HTL Tp gE PINE IIR EQUIVALENT UN -DER i1AiESHOLD EV-13 PREMDOR BRAND OR EOUIVALENi - I I//' x 4 9/16' IANNEL EV-05 PREND(Ht BRAND - 1 ii/16' - 20 GA STEEL a W) 'A" .Jw a Igm"xism— a lJl 4Mr1 a tr BASF FOAM - DENSI TY .D iO M.— LOCK WOOD SIDELITE JAMB 1 1/4' 22' X 64• SINGLE PANEL GLAS: SiDELITE TRIM (WOOD) WOOD CASING WOOD SIDELITE HEAD .IAMB WOOD SIDELITE BASE PptYPROPYLENE UTE FRAME ` a6 X 1 1/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE #995 -Pftf4WASCGwYm,ma1jm $=" RANA g�tl By JU u 5 o a MM"o0MC011PUN=CFW-E AC� M04.0I:!E! Y.i•I 0 W-1 HAGER�BRAND '"INGE OR EgUIVALENT TO T HYLE 1 1/4' X 4 9/16- MiL TO BE' P ..097 THICK (STEP (4) SCREWS PER HINGE (Nti T9= iVALENf WRENS TNaaIpi CACTI S1 ELT JMIC "TO S UP NAR IS• OG ITTTR[ArTTXt I�LITC 4• WVR rRp1 REFER TO EUVATIQT VRy, FOR C aF 9CR£11S USCG LOCATIpq fV-07 IS/16' X 1 U/16' MTL TO BE PINE OR.EW1VAtENT (2).SCREWS AI EACH STRIKE PLATE KVIKS T BRAND200 L OR HAI apN 100 LOGIC H SCAE1 1►/1QtiTI {UMIE JAIe i,10 STCE 0 1 narTER. or tf1vR rRQi Ti I x 9. OTC. iIaREAritlt� -"I Wig SITEUTE JAM1 4• WTM TRAM 1 41 SLRETIS 11RQr'XI EACx MIMri Mig p= ,rWC V-18 I 114''X 4 9/16' MTt. TO BE PIRE OR EOUIVALCRI N-19 A n 64 - V-20 5/I6 x 1/2' MTI•. TO BE Pink- no'cra..•_...._ U3.09L-21P Polypropylene`•"�,•"cni by ODL 18 PER FRAME i C 4' t Ari (' Lw% WC- 4' MI r= Cry M , r ac. IWWRTL W6L101 WIM AAC IWGI B i MAIW rn wr. ...n... . _.—.- L3t-1020—EW-0 EET OF 6 REVWIp L[(IER B 1/4' SHIM MAX V79 3/16' TERIOR MAX 80 11/16' MAX 2 BY WOOD BUCK SECTION C-c 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL" DRAWING #31-1020-EW-O SHEET 2 OF 6 DOW SILICONE 4995 S Ff. .UUu►\ �-,UIvi iUUNH I IU1N,� 7• w �- i �•Mwi . GLLKO YM AS �OCi%1Yi16 —s• wut WEE—l('�'� . MAX Nt f p) I P T O:li^,pLaWIS10N in btKtpm cam cmvtwfcE� E X4' 31-1020—EW—p SWET5OF6 �� aria u i HLK DUUK HANEL STYLES.. 36 r MAX 19 rx16' 0� �a IOflu vou i �X Qu DUG 00 �© Ial Goo 00 4-PANov ago WLANK J� 6-PAi�1 4-PAWL 9-PANEL 1B-PAW-L la-P etJ Ll a Q Q UFO C 4-PA1�1. ANEl C} ❑ u ❑ u u FLUSH a -PANEL CROSSOitGK 12-PAWI 4-PANEL d Q T H E R S I D E L I T E STYLES EYE� 5-PANEL5-PANEL 5_PAIIE� S L E S WIWOLLEYE , 30` [-MAX 79 M X 1 SL-10 SL-20 SL-30 SL-60 SL-50 SL-501 SL-69A SL-690 SL-69C SL-4-5 SL-35 SL-390 SL-40 SL-9QA SL-9D0 A-90C SL-30D 1313 o � � n-30c n-70 . SL-DQ ao ao ao oa a� �� PI-1 P0-2 PO-3 PQ-4 PB-5 PDT P0-7 PO-B P9-9 l.t � � ❑ Q�a PB-10 IPB-11 PD-12 PQ-13 PI-14 PO -IS PB-16 PO-17 IBoil 1 M '� �0�° .�a PD-18 PO-19 PO-20 Pll 21 PB-22 PB-23 PO-24 PO-25 PO-26 PB-27 PD-28 PQ-29 PIP-30 PB-31 PD-32 PO-33 PO-34 gf m [�oR noo�� ova . . �j (� u1t1� 1a1Ess 1c ili mn. mz n'� . na as 0�� a❑ an � K� YS . M UP PD-35 PO-36 PO-37. PO-38 PO-39 PB-40 PO-41 PO-42 PD-43c PD-43 Joi 31-10�0-EW-0 A PD-432 %Jl rs.6w SHEET 6 OF 6 �art�ar �tt�r