Loading...
HomeMy WebLinkAbout105 Crown Colony Way 03-340 COPERMIT ADDRESS e C) CONTRACTOR ADDRESS I \ C", \ PHONE NUMBER PROPERTY OWNER `�i�.•�Q ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR o MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE d d t� SUBDIVISION cn PERMIT # C)'6 — 2---) 40 DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE (glbyn 0 0 y E PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 105 CROWN COLONY WAY for which -permit 03-00000340 has heretofore been issued on 11/06/02 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 12/04/02 91.93 01-RADON GAS TAX FEE 12/04/02 10.53 0.1-ROAD IMPACT FEES 12/04/02 847.00 01-RECOVERY FD/,CERT: PGM. 12/04/.02 10.53 '01-SCHOOL IMPACT FEE, 12/04/02 1384.00 WD IMPACT:SINGLE.FAMILY 12/04/02 650.00 SD IMPACT:SINGLE FAMILY 12/04/02 1700.00 � I p Fema Rec'd Slab Rec'd Inspector App'd REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY ****SINGLE FAMILY RESIDENCE**** DATE--\3'fl�J PERMIT # d ADDRESS SUBDIVISION �1 CONTRACTOR The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by'your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. i Engineering o� Public Works Utilities Conditions: (to be completed only if approval is conditional) Fema Rec'd Slab Rec'd Inspe for App'd REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY ****SINGLE FAMILY RESIDENCE**** DATE - PERMIT # G ADDRESS SUBDIVISION �l n CONTRACTOR L�U'Atuad 4� The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works �j�g . j� . 1 3 Utilities Conditions: (to be completed only if approval is conditional t, t �ADDF, k r Ai tSUB[ r COIV c•' i b' f i 571, - F`9,-,TSINGLE FANIILN,REli „i•a t i t ykT 6-§ S �� R }�i �'xn}^Y.�'A J 9-. �`� 1. � 7✓u �i7�A ��"�?a�+ii'V SA � "����: 1j,,e'K? J'�K @3 N- N• it T— �r. Fema Rec d. N S1ab�Re"c'd �s I•nspect6'r;;APp''d. 'ECTION k , 'ANCY E. NCE**** �,j sYKY x.... f t 1 r - Forla inspection.; ddress U1! !d'' -, . . . apprec►ate; final inspeotionof �,.§x,a,t ;:iu,.. yourlepartment.pproval by your department r n ,would result �n a gran, i, a'C:O:°for #h ad`d " se! t�^ h A � ; 4 YE \xy ,f't:.• r, �.. .,.> t 1 V. 7 ai: i. .ra'JS,*,.� 1�aA u," /av�i«any, issues thatjhe th:�con�trac# .•,. {. {+st,,.r, ,b �`„r„+;9D¢,'; „ t"'rnF(r," tti�:rf , v�,.r.>5r .,rN 'n�� .rzr:t, 9y �sq`.;'x,1�Qy'i 1' wili rued to a draw Jeasa pub it`a state e t or nial:of.C. rt cond�t�ona! greemenfyt lbe; a t he tw s r i� ttachec�� o # � 1 r" •s, i°l .:h:. , f 11 •..'9 N'� a, 'I:';, , t �':::�s«v t , .9 r?s' e. 41 ",7: i, - i a.•::{.X 2 S r f :. r «.cY' N a" � �1 s'4, i".yJ � fl - +2}stati , � �v r :.�r.r'4 e'bi?1 w _ • ' t, -r �, X;+.,, t '" 1 �s$ I x 3 r ` �: ta4; t l �'w''r'a" 3• 1 r"'i{ya .^ tV \X i 3 t >Ca �r z y, c*JX Thankyouu for your;f k cooperatoon 4 i r'- h'+ tFv"r" ib '�' t' -A,� a r . S M.!£ �,-,f i 'SLY-4'I,,,i 1•y. t .�: t ,. i r I .I go�.'aril a^v. 1 ✓ Jk'•t P .f` '� f1J•K +.tti'' SIs +, J e1h u t 3a ry. a' k a r r ,k,i{ r.��?.?ar� r�Ya� !� - rrj, y� � 't to * eis,'c b i t�`.,.3a P �•� t" ,r�•' ariAx r`� Engin eenVVng� �1� Yt' s `4e;.:V'1I :' :v +`#..' t t. 3. t } 7 J.P r I I Public_!Alorks d a7 t 1 J faf tkt Pr x # r i s t rw T.^.-tr..s.......�,....,_ t !f utiIit,es3 X F i MsI. � a'z� N k IJ N CdfiditionS,(todbe completed only if approval l�'condltlona1 A i , t:.. r, r , Fema Rec'd Slab Rec'd Inspector App'd REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY ****SINGLE FAMILY RESIDENCE**** DATE - PERMIT # V ADDRESS \ C) SUBDIVISION IJ CONTRACTOR The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works Utilities--- G 3 Conditions: (to be completed only If approval Is conditional) LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 3/14/03 09:10:50 Location ID . . . . . . 234785 Parcel Number . . . . . 34.19.30.-0000-0620 Alternate location ID . Location address . . . . 105 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 120602 2.00 CSVC UT BP 03-340 PD 12-4-02 SEE REC#5491 120602 3.00 CSVC UT 3/4" WA METER SET FEE $190.00 PD 12-4-02 120602 4.00 CSVC UT REC#5491 120602 5.00 _ 6.00 7.00 _ 8.00 _ 9.00 _ 10.00 Special notes More... F2=Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel ,LMBC0401 CITY OF SANFORD 3/14/03 Address Misc. Information Maintenance 09:10:50 Location ID . . . . . . . 234785 Parcel Number . . . . . . 34.19.30.-0000-0620 Alternate location ID . . Location address . . . . . 105 CROWN COLONY WAY Primary related party . : Type information, press Enter. Special Sequence Code(F4) App Free -form information Date notes 1.00 CSVC UT SW DEV FEE $1700.00 WA DEV FEE $650.00 120602 _ 2.00 CSVC UT BP 03-340 PD 12-4-02 SEE REC#5491 120602 _ 3.00 CSVC UT 3/4" WA METER SET FEE $190.00 PD 12-4-02 120602 _ 4.00 CSVC UT REC#5491 120602 _ 5.00 _ 6.00 7.00 8.00 _ 9.00 _ 10.00 _ More... F2=Address F3=Exit F5=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel II 01VE L C. 300 COUNTY ROAD 427 50UTH LONOW000, FLORIPA 32750-5499 ,LAND SURVEYORS TELEPHONE: (407) 830-9080 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address:. 105 Crown Colony Wa Legal Description: Lot 62 , CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the house on Lot 62 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code, S.. 6-7 (a). 0m— mW - F-Cavone•. Florida Surveyor & Mapper Reg. No. 2005 Licensed Business;Number 5073 2/ 11 /2003 Date Fieldwork Completed 2003-1672 W.O. # ,LAND SURVEYORS 300 COUNTY ROAD 427 5OUTH LONOW000, FLORIDA 32750-5499 TELEPHONE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 105 Crown Colony Legal Description: Lot 62 , CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the house on Lot 62 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code, S. 6-7 (a). Dominick-F.'Cavone- Florida Surveyor &Mapper Reg. No. 2005 Licensed Business Number 5073 2/11/2003 Date Fieldwork Completed 2003-1672 W.O. # FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires July 31, 2002 BUILDING OWNER'S NAME Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: roucy Numoer.. BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. ' Oompany NAIL Number CITY STAI L LIN UUUL Sra.✓r6 Cb M 22 7 73 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) BUILDING Z (e.g., Residential, Non-residential, Addition, Accessory, etc. Use Comments section if necessary.) 1RE�.C`r'aTrA'_ LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: LI GPS (Type): or ##.#####°) LJ NAD 1927 Lj NAD 1983 Ll USGS Quad Map 1_1 Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER 62. COUNTY NAME 63. STATE I CaZ�JAl C'044 % i Zo 2.9 N I se/1-t l ot-E F` B4. MAP AND PANEL B5. SUFFIX 66. FIRM INDEX E37. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(; NUMBER DATE EFFECTIVE/REVISED DATE ZONE(S) (Zone AO, use, depth of flooding; �2\1_7C_t)CCHS' _ "l�l'�5 �') ^dIS B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In B9. 1_1 FIS Profile I I FIRM 1-1 Community Determined Li Other (Describe): B11. Indicate the elevation datum used for the BFE in B9:"NGVD 1929 1_1 NAVD 1988 L-1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? LJ Yes 1_1 No Designation Date: SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1_1Construction Drawings' L1Building Under Construction' JKIFinished Construction '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 - s' pages 6 and 7 If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BEE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversk Datum AJQa >tg21 Conversion/Comments iU14 Elevation reference mark used it/o4 Does the elevation reference mark used appear on the FIRM? Lj Yes LI I a) Top of bottom floor (including basement or enclosure) L8 .,Lq- ft(m) ❑ b) Top of next higher floor — ft.(m) ❑ c) Bottom of lowest horizontal structural member (V zones only) — ft.(m) 00 ❑ d) Attached garage (top of slab) — ft.(rn) E wM ❑ e) Lowest elevation of machinery and/or equipment servicing the building — ft.(m) E c f) Lowest adjacent grade (LAG) y ft.(m) z N ❑ g) Highest adjacent grade (HAG) — ft.(m) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade ❑ i) Total area of all permanent openings (flood vents) in C3h sq. in. (sq. cm) J 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- / 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 NAA4E ADDRESS CITY STATE ZIP CODE — DATE TELEPHONE SIGNATURE Ir: 00 CFF RF\/FRCG Clrl FrIR r.rlNTlnJI 14TIr1N RFPI �r.FC 01 I PR \/I(ll IC GfI;T r �,o TANT: In these spaces, copy the corresponding infonmation from Section A. For Insurance Company Us,." ING STREET'ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O.- ROUTE AND BOX NO. I Policy Number CITY STATE. ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS 1_1 Check here if attachment: SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO and ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E3. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is I_I—I ft.(m) I_Uin.(cm) L_I above or " below (check one) the highest adjacent grade. E3. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? 1_1 Yes 1_1 No 1_I Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY S ATE ZIP CODE > IC)i A/. �ru�`e sit, r. <DQ4. _ L 32Fs t l� SIGNATURE DATE TELEPHONE COMMENTS Check here if attachment! 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. 1_1 The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. �_� A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. , G3. �_� The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G 7. This permit has been issued for: �_� New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here ,f attachmenl G"-fvt� Cnrm R1_'31 DI 1(: QO R:-pl Ar.FC AI I Pp Fvini IC rniTi:-)IJS l 101 N. KELLER RD. SUITE F. ORLANDO, FL 32810 (407) 475-9112 Tuesday, November 26, 2002 Tony VanDerworp, City Manager City of Sanford 300 North Park Avenue Sanford, FL 32771 RE: ESTOPPEL LETTER Crown Colony (105 Crown Colony Way) This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for the issuance of Permit No. for the following work: Construction of a Single Family Residence. Maronda Homes Inc., of Florida, hereinafter referred to as the "Owner", recognizes that issuance of Permit No. 03-340 will be made with numerous limitations as more particularly set forth herein. The Owner recognize that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. 03-340, the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single family residence until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of the single family residence for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above -referenced project or the issuance of Permit No. 03-340. The Owner also agrees to the following as additional conditions for Permit No. 03-340: N/A. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Si ature JENNIFER EHRECKE Printed/Typed Name Signature RUSSELL KEITH SUMMERS Printed/Typed Name STATE OF FLORIDA ) COUNTY OF ORANGE ) (Owner) _V- Signature THOMAS H. GREENAWALT Printed/Typed Name VICE PRESIDENT - ORLANDO NORTH DIVISION Title The foregoing instrument was acknowledged before me this 26TH day of NOVEMBER, 2002, by THOMAS H. GREENAWALT as owner's representative for Maronda Homes Inc., of Florida who is personally known to me. Notary Public Print Name: Debbie Time My Commission Expires: CITY OF SANFORID PERMIT APPLICATION Permit No.:�� C) Date: Job Address: OCT 21 2002 Parcel No.: (Attach Proof of Ownership & Legal Description) Description of Work: CONSTRUCT A SINGLE FAMILY RESIDENT (SFR) Type of Construction: VI Flood Zone: X $72702Valuation of Work: $ ' ccup ncy Type: Residential Commercial Industrial Number of Stories: _ Number of Dwelling Units: Zoning: Total Square Footage: Owner: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F Phone No.: 407-475-9112 Fax No City: ORLANDO State: FL Zip: 32810 407-475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ®BEAN ® State: Zip: State License No.: Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contact Person: DEBBIE TIME Title Holder (If other than Owner): Address: Bonding Company: NSA Address: Mortgage Lender: N IA Address: Architect: TOMAS PONCE #50068 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Phone No.: 407-659-3701 Phone No.: 407-321-0064 Fax No.: 407-321- 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. i� OCT 2 12002 �� Signature of r/Agent Date RUSSELL KEITH SUMMERS rm Owner/Agent's ame 0 CT 1 2002 Signature of Notary -State of Florida Date CT 21 2002 Signature of Contract gent Date RUSSELL KEITH SUMMERS rin Contractor/ gent's Name / / r OCT 21 2002 Signature of Notary -State of Florida Date �c r DEBBIE TIME 19)VI DEBBIETIMEpMy Comm UP. ZU5 My Comm EV. 215/05 NPuaucNo. CC 999378 No. CC 9993781 Perwnaly Known 1j Other I.D. Personally Known I I Other LD. Owner to Me or Contractor/Agent is Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: A,---s Date: // - IV- 0 Z— cvSpecial Condi s<<�Ae- 1 .� �fi'f.A`F k 4n CITY �� Y xwr.✓r 5 4* ♦ Utf D .. .0 a «✓'a � »y> ` 4 p ,t � � "R s�, � ��' � 3, "s��` "� � ^r., p, _ w w .r.. ro ." .'�' ..� �. �.�.»�,�',� ,a;.� „'� ty E33 - ii k 5 :si` : .. a. 5� � b f$µ S^ � , <Q�eYr14,fv Y. .ASWya-:.• e'^`tK'.. �. J5".. ni � w�b" WW1, ."v4 �au'ie-,ri � ,•a� �� ��'�ppvW+1 t� � ,.p.:, ri.. .X +.;'.'lY ' o- R y 0 = Naa. I rhn� ; 4.mp tefia�... .1 K }K .q L. ..,.« a»#.roA.� .+.»a'..4.,',v . 4-dq 3.a.dy�, #,ryes yr ,q g+vtw .y- € .aa 6a ,h°',s ✓q/'r, .k ,no" ye .35 «d w.w.» r :Fa. +z%! v ...,,w — w + 9�r,%-+,�:wawu • n"r^Y, S ,.,:'%.�`E.,..a;v. ¢ .„+wi F .,.:.,., »pi *W.Aa t.a..a .d,,,.. �� �c��A . ^yp, Aft+ 'w •�•!M-' K:tfH,�m. Y+�+2't "^♦1 "":'WM'µ!e( .ssr 4"T"r**+MANP wl�i± iMf'hR'!W �Pwiin Mf s[i.Wry AA'!I**Yn'1A 'p!'iw�r!-A MN` PgMa P'i. axon A+•eeC °A-�N, n+:fib r],. MwAwd. q,r+�'.uq <:i*ac a w+V ,.N ,..:# noggY,. :,. 6 = ; Mr gyp.,V M i n y c' C H 7 a ;0 s g U`:k. .. ... ARK i AW Y lflY'µ#.fa. S; &- PM1CONSTRUCTION � e. .? ,+`.. -�^F M :r::ew ..an+,!'�.:ewi,++,m+Y,P ?Y±,:u:.,'m�.. Fbh. nw.:.yn,w+�aM.Me._rn'+a ,vwa.s;u�.'!!c�s a.'tKrnrt ro..s,,,++h qw�+H,is�Na+amn..A»vma,.ti:`�nrr?ti.+'•;1'lawl`.+im+rm+huw+:.ngavgw yAN,xwtnr�eiaa l44,:w ^xt..�n..+m.w.:.w.ti-.u,.ne,sku,p,Nr.vn.�r.a,mn«w.:ns,awmTM'mw w«.,r.a.sr^:�nw�mi...,w.xS 11 p, p yi a u Yvc . yP 0 5 v >xa.. 4 UNIT OF 0 t'S 4 '3 y,.;aW yl ,.»-tM .m.a+. euf�'u,nq:.. ,.,.ranw+t♦.r+rt °.`n wvn.,ty-w�..Y sw ,fa+'„y+e ,h, pv .. *q^i..a+:.va«w ao2, Y°+.w *w:�r_w:,.`m u,m eW+++r.'.r.aw frv.;+Y:,+,A'el `tl4 ri4.4�eeb:: P .x.em.:..ror:�hl,fenl a"!+<.'+M m.. MM art:aw..,ral er.aw.'ue.,s,r.w.au.xw,m+§+wn ws.e�rvn+aan.y.+rv:«..x: yy +H { • 103.0f) UNIT Rokqui ..v.- L 4 E OWL spa F t Timm -m ' £ 2 .. �J- iiJJ �„ w.. f A'ny ,. p +n�l x•o n +^ . xy4. 5:n b"n''v�,'£ .! .. .0 SC 0 w 'r �,� aukUNIT 11,304.00 it 11354001 . .:A .. o + . «.. .. / STATIMENT ,. Y a y� } aY' :, 'w..,. I 0 Y' a �.f � '"�!";ayyL.ewd.4;. #d w ..f«vr t,,.w..�,..Krm .� au YP «, i w�• ^ yr w,^'a»+*fxw° 4M�� �, .w.:. `.+r«e.wh»awx,... ,Fv Via,°.m.r�-a.ma'w«; m,* w". "knn:.Kp,��."+; w:eaiy gg 'r 4 - �� .+`♦..'xVi �.e i xry, mu Wi"Hao'. ,W,�aSt uq s f .... HHe vtvp- n+.:br. . ✓`� ... �"♦', �, - 'tv. ,.. � b.+, n u w .. R..Y a'4.ii ° .9. ,: ,°( vk` #. xr'a"+ * k . «.. p a � , ?�' 3" H F, n� 1J' x. Sri y. x ,k- �w f t x`a lI dr ,«�. k l "� 0SUr. E TIMELY a F+j r,'Ebke Mn$a E W $ UR k... b i,+t FOR THE a E Q l...Y vo , m« rz., 9 E} k± A :b' THAT }S F STY7A^E EL00 F i J wN , 'c^f `P I . �F5 "`?F �a B * ,4 C Nr' n �-g`Q'�s, ? An °he}.� h Pn fY ,r, w, PRIOR ,� 0 ��: '' b'*<'g vs. �.�; .a,�f k��- b .� ,r���, :'n ,<-M: �.i* ,`.r .��� ����`v £�.�i. ,4', a 4 - P ,. 1. i.. 0NS ASJ,a Z{`Y0 ,t0 .fti.§', VI s ! ,,MAT , tp Y�f'.ir Y+b'.�,1 }:TF THE ' 64�a�F'��Fq.Ih:A,'d T µ`t 1A `�:3h . , z 10 dt4 P P 's . �`, 4 E 'CALCULATIONS O I � Y ' R0 r�. P Y 'b a '� 1M ��GG f U # 3 't`• N '�.. ,�F t a �M l � £hx. M � P�. � �� .F � - F £i l:.i-✓ .tF i. � a a� 4 �n"'i 9 i' i 4 3r s � f S;f �' i� p f br £ �t �N' tl W G l i i } � � 3 �i �x Fees �.+ � � �`�a -.. 2 3 : F. a "S .A .:� 5. r'7 �a a a •' f, ..rye £" "' .� � '` � c n ';,� y>~ A'1 b�. tt" %'� k Y 'a e 3 -i e s y^ Y -,, .� t "§te a C '= Ma� F ' 1 '1''s ij j4 i"3 `-THE T 4 A J`''� REQUEST- WIT 'y:... x 6y, 2. { i 1�5�,. -`C . i x 9 1�Nlkx yi F WLi 1f•. :�,;; a'# 'y`.„.+ i ..y, ,.79-ry 'N r� ,1�A .F-,. Y..r - 4�.ti� ♦ F? t k: e.��s« f' '>, , j t Ii * f 4 "5 k "`, 3' 4}} '�' P M tN '� ii �" r "i i k 1 S� t A h F tn� iS3 ( .r dw 0 k OUT 0 � fiz..•� Y1 IMAM � t'� b � Y � k �k FFi s, # :;� 4 ti f t� L+# 6 4 :$„r � r3 d `� ,i A } x kf � . .` YA `1 O r'dE f Y ! At 3 R q a �` '4 a r r° 9 Z T ^, € �y, l 4 f 4 t s r r pY ^z ,.a r„< rt "h k s'k � 4 hM4 w!' Z.E 'i 3 �" � r >F �� �'' yv',K �a +, c a I C.'- T t >Y 4 5 aL x �' a � i 5 � .`}* F s r Y LAW � h � z 'Q'"� 4, ° T n + h � ,, � V� a .E� ,� N or> � f 4 i L,8 r '� � !�' dS � � �., : R "4 � � u` b �`" `� 'F ! � 9 � � a �i :. u. a �. � � r'La ,�. x d : t� � � ,' k $ r"q� k'4 i.�+ ' � `S n�+' t i ! f S'# � '�k !� ,Y.. h w f ;'- � �•; �� i £ $, �:, d sty f �ti' 6 �'a t+� �' N '' Y°�:. �y gy } 'r, rn+' X' PY rv• �vt^� '� l� 'M1 ",�. ,.�,� � p � h ° L } y� t � l _ � � '� a `! 5 ws Af' �{: b> Ad ::i . , �' h . 4 C L a. ,f e A Y ,..5 $hY tf J S P N : C .O, �`w ', . i � "'. �^ l l 'C <3!.�. 0 {i - #k u� �' ai%'' �cl. 4 .. x ,w.:A .:..., w -;il"%` PAYMEM SHOW SE MAW 101 CITY Sr iW% - - - 100 rt.: q OURIM r.^.e 1 t" AVENUE $A w� Prt N s W S L t.fk BE a V :T t a' ��b �'' �+i � �J, f 0 f`^ J,'vM �. S t 0 0 '� �.' : E W i} c ...0 � 0#�.� _, Y 2;,.. `tY M1y L'n 1 oX f$ ,\al .yuf 1� � YY*'n �' w. •�Y} hh THE E STATEMENT NUMBER, � AND CITY �'a't Y C k I L I i �, y t',m•E �µ¢ D PERMIT NUMBER THE . �D ''i` eR4 ! :t ! r• �.,. � i Y ' .il H.. l',, "'h `� �' Ste. b l OF , T YE . xk.,ufT p' ' p i ' ***THIS V:. VALID ONLY CO,YI.i'L 1 14 Wilm isoomp w O*a.. x ,.Ed.-i,y . i + s, s'i A FAMILY s,. ">rt ? `F"a � � w .. . _. �,-'� ,.,. w. a., �. �'�.'? ei } CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. 03 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 ....... ❑X 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 62 - 105 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: Aerial Utilities .............. ❑ Open Cutting of Roadway..... ❑ Emergency Repairs ....... ❑ Underground Utilities ....... ❑ 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 T If-MBLIC WORKS bEPT. aT,330.5681 TO SCHEDULE A PRE -POUR INSPECTION APPLICANT SIGNATURE _. 1�� GY1. � DATE: 11/5/2002 .............................................................................................. Reviewed: Public Works Date: Utilities APPROVED: Engineering Date: Date: FEE: 1h _ D6 CITY OF SANFORD ELECTRICAL PERM IT APPLICATION Permit Number:u-__ ` 0 Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: /-offs C rr•1 C pl oh 7 /5"�pwn C o�c„ Gt� Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service / O 3_57"00 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: c By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ---------------------- r plicant's Signature V EC0001663 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Numberc_N_"���1�� Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida ---------- ------------------ Address of Job: 1h..L_ - - ----- - - -- -- J_e_-- ------------ Plumbing Contractor:_______WIL LIAM T.-SEL ------------------- ____________ Residential: --V-/-- _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.0.0 One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Signat CFC057039 --- -------------- State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION k.,. . Permit Number: - _' <----� )1I ---------"L--------- Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 16,5 CA"" Mechanical Contractor: GARY CARMACKU ------------------------------ Residential ____�----_ Non -Residential INature of Work: lication Fee: T Amount By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. r � r Applicant Signature CAC043900 ------------------------------------ State License Number LENM:i?►ronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELa-R RO D, Stvk. F • ORLAVDO, FLomw 32810 407-475-9112 • FAx. 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 63 in 103 CROWN COLONY WAY. RUSSELL KEITH SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 21ST day of OCTOBER, 2002 by RUSSELL KEITH SUMMERS who is personally known to me. Fj DE881E TIME OTARY� O MY C Exp. 05 m vueuc > No. CC 999378 '4b KnovT t 1 oche 1 D. NOTARY PUBLIC + fell IsnNN got ntoo 0nonIlot Nlnaits Nlot unolfMImet oU- U. oa VOR J W Xwrn Y U. �008 LU m Cd ILIR cz'4o a MARYANNE MORSE9 CLERK OF CIRCUIT COURT WAINOLE COUNTY BK 04567 PG 0362 CLERK'S # 2002961043 RECORDED 10/21/2002 0208151 PM RECORDING FEES 6.00 RECORDED BY L McKinity NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 62 105 CROWN COLONY WAY: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) �( )20NTRACTOR Maronda Homes. 1101 North Keller Road, Suite F Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA, 760 S. Orlando Ave. #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 1't St., Sanford FL 32771 Fax: 407-330-6062 Phone: (407) 322 9484 (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEIUSUAMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 21ST day of OCTOBER, 2002. Notary Public EDEBBIE TIME My Comm EXP. 215105 J. No. CC 999378 CERTIFIED COPY MARy ANNE MOOSE CL RK Cyr- Gli2t t1f', C Ulu SEMINOLE Wuff, CT 2 1 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 62 Subdivision: CROWN COLONY Property Address: 105 CROWN COLONY WAY E 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 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. O b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O 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. O 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. O h. Square footage table showing footages: Garages/Carports 368 S.F. Porch (s)/ E ntry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 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. 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 be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set 5. 6. 7. 8. 9. 10. 11. 12, 13, 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other r DATE: Monday, October 21, 2002 SIGNATURE: (By Owner or Authorized Agent) not PLOT PLAN for. MARONDA HOMES. INC. Proposed Lot 62, CROWN COLONY SUBDIVISION in the City of Sanford, Seminole County, Florida lying in Section 34. Township 19 South, Range 30 East, Seminole County, Florida. DESCRIPTION: That port of the Northwest 1 / 4 of Section 34, Township 19 South, Range 30 East, Seminole County, Florida being more particularly described as follows: Commencing of the intersection of the West line of the Northwest 1 / 4 of said Section 34 and the Southerly Right of Way of Whlen Rood; thence N 89 52'17" E. 280.00 feet along said Southerly Right of Way; thence leaving said Southerly Right of Way run S 0006'19" E. 67.42 feet; thence S 0353'11" E, 60.13 feet for a Point of Beginning; thence S 8953'41" W, 118.97 feet; thence S 0006'19" E. 21.44 feet to the Point of Curvature of o curve concave Northeasterly having o radius of 150.00 feet; thence Southeasterly 39.00 feet along the arc of said curve through o Central Angle of 145352"; thence leaving said curve run N 89 5341 " E, 143.57 feet; thence N 2674'11 " W, 66.93 feet to the Point of Beginning. N 6g3 ''w �W LINPLATTED r0 0' 5' 10' 20' n60TA GRAPHIC SME POINT OF BEGINNING N` 500'06' I TE 503.53' 1 1'E 11 / 67.42' A� oQ I 3 z a� o r i' z N W Z J � 0 POINT OF W COMMENCEMENT ~ Q /M�0 I t1WyV�I/4 L L �J`� 11j .-- !ty BUILDING SETBACKS ROVED In FRONT. 25' REAR: 20' SIDE: 7.5' SIDE STREET: 20' BUILDING LINE: 60. LOT 62 CONTAINS 7.964 SQUARE FEET/0.183 ACRES +/- BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP. THE STRUCTURE SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREAL THIS STRUCTURE LIES IN ZONE " X ". COMMUNITY PANEL NO. 120294 0045 E EFFECTIVE DATE: APRIL 17, 1995, MAP REVISION DATE: (SUBJECT TO CHANGE) NOTES: 1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING NOOV6'19"WC 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT. 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. 5. EASEMENTS SHOWN HEREON ARE PER PROPOSED CROWN COLONY SUBDIVISION, THIS IS NOT A SURVEY. c W �a FROF05ED LOT 62 \a z CONCRETE FATIO 8 CR l0 IO.OV 40.00' W � MODEL: CNE5APEAKE ' K ' (3-2) BLOCK to FINI5HED FLOOR � ELEVATION— 43.30 O 4 DRAINAGE TYPE:' C' 9 Z In _ 10.oa 3' 10.00' 16.0' CONCRETE DRIVE �p R r.c. 21.44 II r� =14 5vv2+ SOO°06 19"E RC.Gq . C0 $ 8 $ N N CROWN COLONY WAY ,. ---� �/ NOO`OC I Vw '2J>' THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY. SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA PONS"GEND. ARC -ARC LENGTH L.B.-LICENSED BUSINESS P.C.-POINT OF CURVATURE CONC-CONCRE'E NO. -NUMBER ,q CENTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) L.S.-LA14U FURWYOR R.-RADIUS U.E.-UIIUTY EASEMENT A VON.E INC. THIS SURYCY NOT VALID UNLESS rMBOSSED AND RAISED SEAL OF WITHHE LICENSED A FLORIDAFLORLICENSED SURVEYOR AND MAPPER kft ` DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2003 LICENSED BUSINESS NUMBER L.B.5073 REWSION DATE DRAWN LAND SURVEYDRS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGWOOD. FLORIDA 32750-3499 TELEPHONE (407) 830-9060 FAX No. (407) 339-3636 1 PLOT PLAN 10-23-2002 CS LOT by NEIL CAOO FILE: CROWNCOL62.DWG W.0.2002-1 LO 18 02i11 03 14:05 $4074234410 ARLOS AN�r✓S f�1C'icfc � Gc'c1' zmi006 ( CI� Ig UNIVERSAL Field Report of ENGINEERING SCIENCES IN —PLACE DENSITY TESTS Camutlaf is Im GeotedWW Engineering. Environmental Sciences COrtShwfim l+lOer & Testing - Threshold Inspedons 3532 Maggie Btvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407)423-3106 .r Client: Project: .�,.. male Fill ❑ Limerock Area Tested: e,�. ❑ Backfill ❑ Soil Cement ❑ Native C Stabilization Reference Datum: TOP ❑ Pipe � _ ❑ ❑ Storm Inlet structure Bottom "of" ❑ Native ❑ Foundation Footing ❑ Springline Cg�_ Fill ❑ Sanitary structure Type of Test: Z ASTM 0-2937 Drive Cylinder Method ❑ ASTM D-2922 Nucleor Method Field ❑ ASTM 0-1556 Sand Cone Method ❑j' ASTM D-558 Soil Cement Field Proctor ❑ AASHTO Report Left on Site: ❑ Yes — It Yes, to Whom: CD No — If No, Why Not: ASTM 0-1557 Laboratory ❑ ASTM 0-698 AASHTO T180 ❑ AASHTO T99 Penetration Resistance ] Yes ,Satisfactory (] Unsatisfactory O N/A sf�0 NOT meet the minimum bate Tested: At/, Remarks: GS r nw_— eal . ew,, & or e-dul" ! /?fin/i✓r.l C �,,- A P=Pass z y N 0 h Y F=Fail m od = c C_ O r� o� Z�� n > 0 n 3 O a o E n N i o a) m Location of Test a M va P� Y tee" ,Q � Y11 �prr?�r �`- •.- b l��.o q►D 107.3 /oo P* P* P/F P� P/F r • A 'technician Anti ".1 _r � r w Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date A enc Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of 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 Melbourne Beach, City of Scan Date 4-4-02 Initials/Date ACP 3/15/02 LP 3/26/02 Created on 02/04/02 Page 1 of 2 NO.RANDRX PAGE 29 SFF. CHART FOR 1-4 Qa 'a 4 ° a 40 FASTENERS 1- 1/8 VERTICAL MULLION SCHEDULE CAULK TOP it '„-- - SINGLE UNIT TYPE OF MULLION TYPE OF CLIP ~ OF MULL I' - - WINDOW WINDOW DESIGN PRESSURE y q 1 , -3/8"MIN. WIDTH HEIGHT NUMBER AND o W #1.0 X 3/4" I i� i WINDOW INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS � v q Q) TEK SCREW _ 26" _ _ _1:0 x_ 3.0 _ _ OK_ 4 _3 16_0 x I ll 2� TAPCONS y Q � r4 i J i HEAD i 38_ lJ4' 1.0 x 3.0---- WTNDUW i ---1.0 x 3.0 __ -OK-- 1 3�16D' x 1- _? TAPCONS �' �n Cr W ---- ,.------ d - OK 4 3J16�' x 1- J2 TAPCONS ------------ 63' __ 1.0 x 3.0 ---- ------------ JAM 76-3 4-`'-------------OK___- 4-3J160' x 1-J2' TAPCONS 1.0 x 3.0 �.-----,.------ a a OIC 4 3 160 x 1-1 2 TAPCONS 5/8" _ 26' 1.0 x 3.0 _OK _ 4 3 16w x 1-I/2 TAPCONS --- -- ,----- ,�--- OK -�41�_3 jlfi+a' x lJ2 'fA26-1/2"50-5/8� 1.0 x 3.0------------ lx3 MULLION (XI IA-26-1) o OK -, 16o' x 1-1 TAPCONS lx4 MULLION (XF'L.A-39) _ 63" ___1.0__x_3_._0_ ---- l OK 4 3 16�' x 1- f2r TAPCONS o; y 76-3 4'-------- 1.0 x 3.0 -- -�---- FI.A-45 _ %160�' x 1-1/2' TAPCONS MULLION ANCHOR CLIP 26 _ _ _1.0 x 3.0 OK 4) 3/160'' x 1-1 2 _T_A_PC_ON_S N w I� 16 GA. GAl.V 3f3-1/4 1_0 x_3.0 _ OK_--- 4�-3 16�" x 1-1 2" TAPCONS �� Qwy� SHEET METAL 37" 50-5%8�' _-1_p x_3.0-__-- _-_- --- _l_----- j __0_K____(4�-3/16_9s'_x_1_-J2'_TAPCONS 5/8'- 800 LB. MAX CAPACITY 63" 1.0 x 3.0 OK 4 3 161a" x 1-1 T2' TAPCONS y y Z WINDOW ------------- )- 1 -r---- ��------- 5 76-3 4' --- 0 r. JAMB - 7/8 Ix MULLION (XF'L.A-26-1) 267 1.0 x 3.0 OK -((4) i/4�' x 1-1/2' TAP ti x p -lx4 MULLION (XF'LA-39) 38-1 4" --- ---'-- ----OK____ 4 _3 16a� x_1-1 2 TAPCONS Wa oho #10 x 3/4'" +� �- __-/ __ 1.0 x 3.0---pl{---- 4 3 16�" x 1-i%2" TAPCONS I 53-1/8" 50-_5%8�' 1.O x 3.0--- ___ _f - --- z TEX SCREW oil _ OK2_1j4� x_1_-i 2-' TAPC_ONS_ WINDOW 63 __-1-� x_3.0--- --- OK---- (2 _1140: x 1-1/2"-TAPCONS q 76-3 4'---- ,.------- I SILL 1.0 x 4.d OK 2 1 40' x l-1 2 TAPCONS g CAULK BOTTOM- i --- - 1A B.0.A.i'. � -- -�i 3/8"MIN. � . �� • �� � � OF MULL + q ---+ - �i.I�T x _ . w PRECASTED H -=R - 3/ "MIN. MANVFACTURER NAME, y SILL ✓�J o n D n �t 3/4"MAX MASTER FILE # gll!lt p -- SEE CHART FOR IN �D FASTENERS NOTES: o 1) ALL ALUMINUM EXTRUSIONS ARE ALLAY 8063 T6, y w b i OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2") F CHARLES A. ' PA EN, P.E. ON EACH ANGLE LEG, THE TAPCON SHALL BE o Z FL REG. E MULLION 14 Z DATE:3/21/0121 NI 023) CONCRETE COMPRESSIVESTRENGTH CENTERLINE. PSI \s'sk � -- - - --- AT 28 DAYS. n y a c U\A9p\\ PAGE 80 m7* §> All £ OR gE W pm' A Ica ,LAgr m 32g AT a. . � emcee. FL REG. DATE CENTa± MANUA gm� MASTED DW SILL Se S2&D 93�|m■■■■■■ ��■■��- ;§ HEAD ) �2§ � \ .1 ( \ %14 ( 0. ,"srrs E NORANDEX MOVAC`FURER PdAI e PAGE 24 o E+ x C7 0 c`a ---ems �.tR=-:[�Efar.,•r �-- (2) #10 x 1 3/4" PH-SMS INTO 2 x BU 7 OR 3/16"0 x 3/4" TAPCON THRU 1 13Y BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" F)I-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. imm (2) #10 x 1 3/4" PH-SMS INTO 2 By DUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOffOD BUCK I` STEEI. REINF. ALL 10' PANELS & 60.0 D.P. OPTIONAL 2 BY WOOD BUCK 11-1 "' rnncn lnr�u 1NUICATES PANEL SIZE IN FEET. CALL SIZE WIDTH STEEL RF.INF. y� ALI, 10' PANELS & 60.0 D. P. C� SHIM AS REQUIREDTYP. JAMB-'. SECTION A, SIIOWSHOWN� WOOD SHIM OR MUDD TRACK AS REQUIRED 2-114" TAPCON OR I BY 2 BY BUCK - MIAMI DADEXAPPROVED CONC. FASTENER a,n SEE ELEVATION FOR ANCHOR SPACING. *a NOTES: 1/4" SHIM --�I'- MAX _►-1N __E._ - 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 i OR T6 WITH TYPICAL WALL THICKNESS OF 0.62'" A'. 4 3 USE, HIGH QUALITY CAULK BEHIND WINDOW FLANGE. X X 4� GLASS THICKNESS BASED ON TABLE E1300 GLASS le PAN PANF,L CHARTS, AND MAY VARY DEPENDING ON SIZE, e �l 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY HEADER AND SILL, SECTION REQUIREMENT'S REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. TYR I BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSI -- --- AT 26 DAYS 1/4- TEMPERED GLASS I SUDINc GLASS DOOR RATIVE. ANALYSIS CHART No. OF ANCHORS No. OF ANCHORS ^V O ' _ q q q � r^44 IOW SIONS DESIGN AD fD CAPACITY-PSF HEIGHT INCHES LIM POS171VE NEGATIVE HEAD & FRAME BO' 66.7 BB.4 24 (4) 68.7 60.4 6 Q G I8 B 8 06.7 77.4 24 80" 88.7 03.6 IB (0) 66.7 83.8 l8 8 [� 80, 88.7. 78.3 20 (2.5) 66.7 76.9 Q 0 B 10 , 10 96" BO 60 30 10 1D (4) 60 BO 24 60 gp 18 -65.3 �1 10 10 85.3 24 00" 68.7 71.3 16 (3) 66.7 73.8 1s 10 C 98' 65.9 65.9 20 (2.5) 86.7 85.2 10 0 Q f, „ IO 10 (2) 3/16"0 x 2-3/4" y n • It N b TAPCON OR MIAMI W 1 y I DADE APPROVED CONC. — FASTENERS. SEE ELEVATION FOR o ti ANCHOR SPACING. b e ti p tt 0 � awl; o �v 7c � E- �aQ U C" _. _ (2BY2) TYPICAL LTli1'ATION (4BY2) TYPICAL 61EYATIO11 I7 NORANDEX PAGE 23 a i (2) #10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR 3/16"0 x 2-3/4" TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. I_ OPTIONAL 2 BY WOOD BUCK (2) #10 x 1 3/4" PH-SMS INTO 2 BY BUCK W17'H 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. rZ x WOOD BUCK -SHIM AS REQUIRED 1 Ir. ri—UXE6UNTAL SECTION WOSHOWOR( TRIACK AS) REQUIRED 1 BY / 2 BY BUCK (2) 3/16"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. o NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-7'5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT, rhYF'. 1 BY BUCK 6) CONCRETEBUILDINGOOR WNER COMPRESS'IVENSTRENGTH = 3,000 PSI AT 28 DAYS. 3/16" TEMPERED GLASS PANEL SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME — HEAD AND SILL JAMB ��ID`PH/HEIGHT EXTERNAL INTERNAL XX XXX XXXX ALL 301/16" x 591/2 " 53.3 55.8 10 1.6 18 6 3646" x 591/2" 49.8 49.E3 12 la 22 6 301/6„ x 791/2 ' 49.7 4 9.7 10 16 20 8 36 %6" x 791/2 " 45 45 12 18 22 8 SERIES 500 ALUMINUM SLIDING GLASS DOOR ALL OPERABLE PANELS FASTENER CHART ����TT p*WDA B,Q, �.n.1�'1'ausJr �LQ �.�. (2) 3/16"0 x 2-3/4" TAPCON OR MIAMI MANUFACTURER nI 1 x WOOD BUCK DADE APPROVED CONC. 'FASTENERS. SIZE WIDTH �: S.W.) SEE ELEVATION FOR I I ANCHOR SPACING. (2BY2) Licu. nsrenoN /% X PANEL mw X PANEL X PANEL X PANEL un � (4BY2) r icu. rLyknox 2 a � 1vou�NnFx PAGE 22 1 10 X 1-3/4" P.H. S.M.S # 10 X 1--3/4" P.H. S.M.S. W/1--1/2" MIN. EMBEDMENT W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR SEE ELEVATION FOR ANCHOR SPACING. ANCHOR SPACING. — 0 w n � 0 E-F �� H f�A ALT. FIN ATTACHMENT UNDER SHEATHING -lot CENTRAL FLORIDA B.O.A•F. UFACTURER NAME: vRAN>EX MASTER FILE 3 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4", WINDOW DIMENSIONS WINDOW FASTENER. SCHEDULE 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 NO. ANCHORS N0. ANCHORS OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3 USE HIGH QUALITY CAULK ,BEI1IND WINDOW FLANGE. WIDTH INCHES HEIGHT INCHES) HEAD/SILL SEE NOTE 6 JAMB 4; GLASS THICKNESS BASED ON TABLE, E1300 GLASS 35 45 60 35 45 60 CHARTS, AND MAY VARY DEPENDING ON SIZE. PSF PSF PSF PSF PSF PSF 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX 18-1L8 2 2 2+ 2 PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUHJDING 2 3 2• 2 2 CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOI,ELY WITH THE ARCHITECT, gg" 25_ -'3 3 3' 3 2 2 2 - 2 BUILDING OWNER OR CONTRACTOR. 52-1 8" 3 4• -'� 2 2- 6) NOTE • INDICATES THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. 18=)L8" 2 — 2 — 2• 2 --- 3 — 3 11 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. P. C' of et.e n ® TYP. JAMB SECTION WOOD FRAME SHIM MAX DOUB(TOP AND BOTTOM) DOD LB # 10 X 1-3/4" P.H. S.M.S. CHARLES`, A:, F . HEADER AND SILL, SECTION W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FL REG.' ENC. N 49121 WOOD FRAME ANCHOR SPACING. DATE: 3/w7/02 5--LL 37-1/4 _ 2 2 2• 2 3 3 36" _ 2 3 3• 3 3 3_ 52- 8" 3 3 _ 40 3 3 3 18=1L8" 2 2• 3 3 3_ 25--!2_' 49-5/8' _2 _2_ 2 2' 3 3 3 36" _ 2_ 3 3• 3 9 3- 52-1 8" 3 3 4• 3 3 3 18_LB" 2 2• 3 4 4_ 25=12.. 62-- _2 2_ 2' 3 _ 4 4 36" 3 3• 3 4 4- 52-1 B" 3 4• i 4 4- 18_iIA" 2 2 2• 3 4 5 5-l2„ 76-3/4., z_. 2 20 3 4 5-_ 36_' 3 3 3' 3 4 5 _ 52-1 8" 3 3- 4• - 3 4 5 NI. T �=}IAD SDL e- !1' D.C. ETAIL- A `"DETAIL-C OF ,'� DETAIL-B OF s- ux - NORANDEX PAGE 10 W/1 1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING CAS I I I F x C7 UI 0 �v d i U .750 TYP HEADER AND SILL SECTION WOOD FRAME - N 10 X 1-3/4" P.H. S.M.S. MIN. EMBEDMENT SEE: ELEVATION FOR ANCHOR SPACING: --- n /flJ 1 1i11S. '1 rS3li1L' •.s.n. t FIX# Z ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.S. 1 W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING FOR ELEVATION FOR FOR ANCHOR SPACING. TYP. JAMB SECTION © WOOD FRAME X 1-3/4" P.H. S.M.S. 1/2" MIN. EMBEDMENT ELEVATION FOR [OR SPACING. CHARLES A PAG . , `P.E: FL REG. ENC. #_49121 n AIrp. 9 /7-i /.n NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALI, ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE. E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR. 6) NOTE. • INDICATES THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. TYP. AT iHEAD SHL e_ 24, O"AIL-A DETAIL-C /T SASH OF DETAIL-13 r NORANDEX PAGE 21 > ,o IAI'CUN YYIIH A AIN, 1-1j4" MIN. EMBEDMFNT a 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT ANCHOR SPACING. —7 SEE ELEVATION FOR ANCH�- - z" a a, O L ALT. HEADER SECTION TYP. 2 BY BUCK 3/16" TAPCON W/1-1/4" MIN. EMBEDMENT /ec+v ELEVATION FOR ANCHOR SPACING) NOTES: 1) SHIM AS REQUIRED, 14AX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL WAIL THICKNESS OF 0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR, 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.= 3,000 PSI AT 28 DAYS. 8) NOTE • INDICATES THAT EQUAL FASTENERS AT HMWEl f- iA pol E B. o. A. F. MANUFACTURER NAME: MASTER. FILE # � a I I CALL SIZE WIDTH 7 O TIBY CK O 2 BY BUCK TYP. JAMB SECTION )TH JAMBS) 2 BY BUCK n WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS WIDTH HEIGHT HEAD SILT. SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PSF PSF PSF PSF 2 2• 2 2 26-1/2" 26" z — — 2•— 2 — — 37" 2 — 3.— 2 — 2 53-1 8" 3 — —3•— 2 — — 2 19-1�8^ 2 2• 2 3 26-1/2" -37' 38-1/4" 2 — 2•— 2 -- 3 _ 2 — 3• —2 — 3 53-1 8" 3 4- 2 — 3 2 2•_ 3 3_ — _ _ 37" Z — 3.— 3 — 3 53-1 8" 3 4• 3 — 3 — 19-�8 2 2• 3 4 26-1/2" — 63" 2 _ 2- 3 __4 — 3f — 2 — 3,— 3 — 4 53-1 8" 3 4• 3 4 19-1 8" 2 2• 3 4 26-1 2'" 76-3/4" 2--- 2,— —3 — 4. 37" _ 2 — 3.— 3 — — 4 — 53-1 B" 3 — 4+ --4 I YAX UNIT 1/1DTN TYP. AT HEAD/SILL 6 24- O.C. IMAXI -A//// IfF � h /� 10 F. ti. S.M.S. � J � DETAIL- C p D p p W/1-1/2" MIN. EMBEDMENT I3 i p SEE NOTF. 6 — SEE ELEVATION FOR � r ANCHOR SPACING. CHARA. P N, P. E. HEADER AND SILL SECTION FL REG.EG. /� ENG. ,49121 TYP. 1 BY B -- DATE: 12/11/01 UCI{ _ i o N - A. / ��// //�� DET AIL-B H y N [� � : k g a x m o u q NORANDPA PAGE 9 3/16" TAPCON WITH A CA) MIN. 1-1/4" MIN, EMBEDMENT SEE ELEVATION FOR ' ANCHOR SPACING.--� _1 750 TYP # 10 F.H. S.M.S. WITH A MIN. 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANf`NllO QDAr 1..111 L NOTES: — 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR WITH TWALL THICKNESS OF 0.62" 3 USETHIGH QUALITYACAULK BEHIND WINDOW FLANGE. 4� GLASS THICKbIESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLYATTACHED UOVER ITS FULL LENGTHOMARY (SUPPLIED SUPPORT THE (SUPPLIIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION TYP. 2 BY BUCK CENTRAL FLOWDA B.0.A.r, 1.500 'v'JldNUFACTURER NAME: 3/16" TAPCON F" W/1-1/4" MIN. EMBEDMENT MASTER FILE # SEE ELEVATION FOR FOR ANCHOR SPACING. CALL SIZE WIDTH �II BY BUCK O 2 BY BUCK 1/4" SIIIM— MAX (BOTH 13 p p D SEE NOTE 6 HEADER AND SILL SECTION TYP. fry BUCK WINDOW DIMENSIONS FASTENER SCHEDULE WIDTH HEIGHT NO. ANCHORS HEAD NO. JAMB (INCITES (INCHES) 35 AND 45 35 AND 45 PSF (PSF)PSF pSF I9-1/8_ 2 2 26-1/2" — 26" -- _ 2 -- 2-- 37. 2--- -- 2 --- 53-1 8" — 3--- — — 2 — — 19_!8_• 2 3 26/2" --1 38-1/4" L' -- 3-- 37.—---2--- ---3 53-1SL -- 3 — -- 3-- 19-1/8" 2 3 26-1,�2 50-5/8" _ 2 — 3 -- 3 -- 53-1 8" 3-- --3-- 19—�8 37" -- 2 — --3-- 53-1 8" -- 3 — -- --- 19—!z8•. 2 4 26-1/2" 7B-3/4" _-2 — -- 4-- 37" —z — -- 4 -- 53-1 8 3 4 --- TYP. JAMB SECTION 1 BY 2 BY BUCK # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARLES A. PAGA) P.E. Fl. REG. ENG. ,# 40121 DATE: 3/21/02 MAX UNn TYP. AT Il AD SII.L � * x� o.c. A /A I'FF 'DETAIL—C ./// SASH w o DETAIL—B M i A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 IMIAMI-DADS COUNTY, FLORID At METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE Mli'i'RO-I)AUIi Fl.AcLl(1Z 13Ufi.1)! (', 140 WIST FLAGLER S'I'Rf'E'T, SUITE 1603 MIAMI, FIX)RIDA 33130-I563 (305) 375-2901 (305) 375-29US CO\ 1-it\("t'O1: 1-IC: EINSIN•(: SE' TIO (303) 375.2527 FAX (305) 375-255S CONTI:.. C71.olt t:NFOlu I:.1%n:N r ul\ tsto.N (305) 375.2966 VAN (305) 375-Z90S YltO13C('I' ('O\'1'It01. DIVISION Your application for Notice of Acceptance (NOA) ol: (303) 375-27U2 FAX (.105) 372-6i3`l Entergy 6-8 S-W/E Inswing Olmque Double w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ofAlternate Materials and "Types of Construction, and completely described herein, has been recommended for acceptance by the Mianli-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 mal1ufactUrer'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 right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the ItlanUlacturer. ACCEPTANCE NO.: 01-0314.24 EXPIRES: 04/02/2000 Rant Icoan�uci Chid Product Control Division TIIIS IS THE COVERSIIEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW MMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 J�6a Francisco J. Quintana, R.A. Director iMiami-Dade Count,• 13uilding Cods; Co nip Ilance 01-lice \\L0450001"pc200v\\templates\notice acceptance comer page.dot Internet mail ;Id(lress: 1)ostm:rster'u;buildinrcotleonlill e.cont j llumclrl�c: hall://ivti\��.tn)ittJinhco(J�unline.cum I'renidor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 20n1 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 2,�, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of' Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Ch iptcr 23), dc) not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergv 6-8 S-NN'/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-I, Sheets l thr•ottgh 6 of 6, titled " Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 "vith revision C dated 01/11 00, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptant, - number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and sinivic door only, as shov.•n in approved drawings. Single door units shall include all components described in the active icafof 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 steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection systcm (shutters): 4.2.1 Door: the installation of this unit Will not require a hurricane protection systcm. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systcm. S. LABELING S.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERNIIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by topics of'thc following: 6.1.I 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 0 icial or the South Florid 3uiltling Code (SFBC) in order to properly CvalUale the installation o Ii systcm. Manuel Lcrcz, P.E. Product Con rG1' xaminer Product ntrol Division Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN O 5 2001 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, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the sank 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 doCu111entali0n initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of tills Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and ��ranted by this off ice. ` Any of the following shall also be grounds for rcnloval of this Acceptance: a. Unsatisfactory perfon-nance of this product or process. b. Misuse of tills Acceptance as an endorsement of any product, for sales, advertisin, or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and Followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acccptancc is displayed, then it shall be done in its entirety. S 9 A copy of this Acceptance as well as approvcd 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. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPT NC E ti Manuel crcz, P.E., Product Control- -Alin c r Produc Control Division U 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD FRAMES WITH A BUMPER THRESHOLD (INSWING) •IC 1 1/r NINICMBCIMCNI t121 P(R IE.p tjfi SILL I[L. I1 P[:lj /J7wi .11 CR2' IN.IN'NUN BMt[DI["/ I-�3 MAX A. ...... 1,_37 1 /4' I MAX Mnx yr : r' toN. 31•A cs - L_ SEE + lc s 5' MAX nn+ - �' MAX 3• m •--i• MnX 15' D.C. IS' O.C. 15' O.C. I IS' DC. IS' O.C. :5' OC. 15' O.C. IS' O.C. MA% MAX HA% MAX MAX MAX MAX MAX ®� I (57 IN FAa 1WSW J•Ni7 l7HAX D.C. SPACING I j 1 ¢ wwu r - _.- - _- _. I I_ _ `- _ " t[rP OF DOOR 1a % r revs I A 17 1/2' MAX I IB' O.C. TO 4 OF LOCK 15) IN EACH INSIDE J l ; I O.C. SPACING I -I 64' 7i h 3 I/2' MAX OLD J MAX 17 1/ ' MA% I •„•st� ¢•star I �Ij D.C. SPACING IBO.C. q¢t • cuts I .o¢a rn i • I7 IG I 17 1/-' MAX i i O.C. SPACING vls[I txstr , 6' AX ID • 1 .IZ' MINIr(11 rMB[[ppPCNI 112) R[R rICAC At gRNA)E: 116' PrN I.PCpNi .• I IS' O.L. IS' O.0 IS' OC l5' OC. FMAX ' OC��IS' OC_ 15' DC. I:i O.C. •/1 1/2' NINI)IlN CNIC pMCNI Mnx 111"""--- MAX MA% MAX MAX Mn% MAX MAX ._._... ,• �x„•,� 3' MAX-- II —w•x MAX MAX N"x 1/r' • 2' L0.. llARES SEC p1C p ATTACH ASTRAGAL THROW BOLT 19 x I' LONG STRIKE PLATE TO THE HEADER I IN ALL REMAINING AND THRESHOLD WITH 410 x 1 3/4' HOLES FLATHEAD SCREVS NOTES I.) WOOD DUCKS BY OTHERS. MUST BE ANCHORED BD x 13/4" LONG PROPERLY TO TRANSFER LOADS TO THE STRUCTURE, FLATHEAD SCREVS 2.) THE PRECEDING DRAWINGS ARE INTENDED To LA. INSWING RH INSVING QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR I, SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APrRp:'ECnSCCv= rN;�.ao,r STRUCTURAL WOOD BUCK. sourevl` r;Ta.mmracco0: C. MASONRY OR CONCRETE CONSTRUCTION WHERE DES16N PRESSUR RATINGS— DOOR SYSTEM 1S ANCHORED DIRECTLY TO CONCRETE VHERE VAiER INFILTRATION WERE VATER INFILTRATION BY OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL LIPUIREFZNI IS NEEDED i REOUIRENENT IS NOT NEEDED ONE BY WOOD BUCK. i;iv Fi PP x 1 +55.0 125 f PROOL CDNTRCLorns 2 3. ALL ANCHORING SCREWS TO BE RIO WITH iv I T p VFI x - BUILDc.., 000E C:MPLIAGCE DF S MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AGCEFTArtCEr:ol v3iY.�t OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT % UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUER THAi THE ANGLE BEIVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LCSS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NUN -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR. c B.cc CBUNYi NODInc.nONs 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE uMHSULESS10111Mr.: A`1 rO PA (DOOR PI :,) JAMBS AND SIDELITES. LI1B6A USS Mitt SI6:mrl. IIl•i A .op DIMCR DOOR COWI !,MIS 1?ARM'I RS 7. DOOR/SIOELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE 1 F le RvIsluis I car I PAa• CORNERS ARE COPED AND BUTT JOINED. Be?rR.S. - 9-y I�AIl: PlRl WK: — I., ava+ mx •n TlI Stx[ N.LS ,AIL D. DOORS SHALL BE PRE -PAINTED WITH A WATER -BASED EPDXY RUST J DO NiRY SYSI_I�IS '31-1029-EW-] INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 .REH Y11L pr 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ pOg�p tT�152 I SHEET 1 OF VATER REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL. nY!S3 .7i7 INTERIOR 24 MAX MAX - GLAZING DETAIL EXTERIOR GRADE LATEX CAULK EXTERIOR U ERIOR | KZ^ | GLASS BITE 35 3/ MAX 314. s»^' = �r EXTERIOR SEE GLAZING DETAIL� 14�---^ —`o �[[`TTFl� � � \ �L� | �U/v �-�� \ . &-- INSWING OTHER CONFIGURATIONS ,,x. | MAX�----] MA X MAX MAX Pa- 29 1/0' TEMPERED GLASS APPROVED I,AA I E I?IAI C I ICT 2 0y WDOD BUCK 80 11/16` Max INTERIOR •. 79 5/16, MAX 4 9/16" SECTION B--B EXTERIOR 1 1/4' ITCH Nn. - DESCRIPI ION H- PART NUMBER COHM[NTS - �-- _.L'1 — _ WDOU HEAD JANp_ --- _ClJ=l4_1 114' X 4 9/166'MTL. TO BE: PINE OR E001VAI.EN( V _ COMPRESSION WEATHERSTRIP ALUMINUM ASTRAGAL. W-�5 �( rKR�EN B2ANn E �7XS�aE 4650 (RUN��_ W-I PREMDOR BRAND OR CQUIVALENT- 5/9' ALUMINUM ASIR, �4� ALUMINUM BUMPER THRESHOLD EW-IS PREMDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/I6, TOP CHANNEL EW-OB PRCMDOR BRAND - I ll/16' - 20 GA STEEL �U u 7O STILL —Sul 26 011'6)( .OGO) R+1KE1sIH4" pB I JUN I— Is RI RASA( RSI IAISRI Is pr POI Y TNANLf AM CURF BASF FOAM - DENSITY 2.0 TO 2.5 Ibs./Ft) O BOTTOM CHANNEL _ EW-07 PREMDOR BRAND - 111/IG' - 20 GA STEEL �__ TD WOOD LOCK BLOCK _ EW-09 4- X 9 1/2' MIL. TO BE PINE FIR EQUIVALENT 11 STRIKE Sl1LE Ew-06 15/16' X 1 II/16' MTL. TO BE PINE OR EQUIVALENT I2 HINGE STILE EW-05 IS/16' X 1 11/16' MIL. TO BE PIN[ OR EQUIVALENT Q3 LOCK PREP FILLER PLATE 4'x4' I EV-10 PREMDOR BRAND - .050' THICK- MTL. TO BE POLYET14YL 14 HINGE WOOD EW-16 HAGER BRAND HINGE OR EQUIVALENT - .097 THICK (Sli IS HINGE JAMB NID W- 1 1/4' X 4 9/16' MTL TO BE PINE OR EQUIVALENT 16 x 3/4' F.H.W.S. 010 (4) SCREWS PER HINGE INTO DOOR X 2' F.H.V.S. ) SCR VS lHKUUUH HINIA JAHB INIINID SIC LIIE JAMB. D' WVN TRIM MAX ID' OC- sHCRCArlfR IW SCREVS THROUGH STRIKE JAMB INTO SIDELITE JAMB. 4- DOVN fROI . .AX C' O.C. THEREAFTER 61 SCREVS THRUM EACH SIDELITC JAMB INTO SIDTLITC, 4• DDVN FR( IOP, MAX 15' TIC. IHCRCAFIER. I) t1�0 NV. VlNIATKM I I X6 N LI6' PTN IAP(ThS V/MIKIMJ( I I/F' (micxMI I REFER 10 ELEVATION VIEW, FOR R OF SCREWS USED AND LOCAII@ 10 910 X 3/4' F.H.W.S' (2) SCREWS PER HINGE INTO JAMB I9 BB x 2' F.H.vs, (2) SCREWS Al EACI, STRIKE PLATE LOCKSET KWIKSET BRAND 200 LOCK OR HARLOC BRAND IDD LOCI 1 N10 X 13/4' f.H.W.S. WOOD (2) SCREWS PER HINGE INTO JAMB SIDELITC JAMB 22X EW-19 11/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT 64' SINGLE PANEL GLASS EW-2D TEMPERGLASS N POLYPROPYLCll FRAHL- U ED C-16 ,J' L/@_LLEAR IFMPFRCO GLASS QWOOD SIDELITE TRIM (WOOD) EW-21 5/16 x 1/2' MTL. TO BE PINE OR EQUIVALEI CASING WOOD EW-22 (DR Si DE MBr SIDEBJAMBi'p"IC AS MULL TOMS MI ITEMS ARC MOLDINGS SIDELITE HEAD JAMB WOOD CW-23 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT SIDELITE BASE EV-24 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME BC 1643. UDL 2 _ HP Polypropylene by ODL p6 X i I/2' PAN HEAD SCREWS ip A H . AND PER FRAMETU i,_lX_4QR[ S1DE.LITE STILES EV-26 15/16' X[[fD AFTER. X 1 11/16' MTL. TO BE PINE OR EQUIVALENT I PIN NAIL )/(' LONG NAIL, ,' IH FROM 1111), KAI B' DC II(RAfIER, USED ON NIALfM NID DOW SILICONE 4995 LlI9USO➢IS: IAd.ESS N0111), SID CDit IIX' � ENGINEER APPROVED AS COMPLYING %MTH THE so5JTT�XTR266 E DR. BY R.S Dhl[ 7-?9-47 PRE M ENTRY SY BY PRONTROLOIVI£IOH P1H$BUL'G, Ki 66T62 BUILDING CODE CO"LIAN.CE OFFICE --- ACCEPTANCE NO. 0 1- O'3 1 V. z y 31-1029-EW-I A SHEET 3 OF_6_ R[VIS0I1.01[R B 2 BY Woos BUCK 1/4' SI11M MAX 79 3/16' INTERIQR MAX 80 11/16" MAX 2 BY WOOD BUCK S E In N PLEASE SEE 'GLAZING DETAIL' DRAWING ; 31-1029—EW—I SHEET 2 OF 6 DOW SILICONE 0995 APP;iOVED AS CCR;PLYIIJG A.TH THE S-',Xl Di RORIDA RI III IHIJr. C.nnr BUILDING CODE COMPLIANCE DFFILr ACCPFAJICF tin Oi"o31 Y. cv OTHER DOOR CONFIGURATIONS �.• .., w +.. „ OC . OL� CL 1,40L IlY,[ �,• C[ j' — _ r•• -•. --. .. • oc• u�oc o• nc r ee m of roc �, v„r•... I � � nc .n-c.c /may i�vr .0 o# .•..—f l�oL , oc ' ' ,• s(�r oL u� L r ot1P• c I'_{ ' ' ' ' , .. J �' H . - �. - J L • �:� 4 �'; L �l„�.� "' ��L,� �1, �4 .� L„• =mil L . ,. , . L.• ° ,COL fYO,O[ >y0[ ,• O[ OL'YKK � ' , I� Y1 • . . i . w � � .. >G VKK DL e Wes/ L Lai .r�t�L'�.. ..�' yW Y -- �.�.V3,��L l�J ,. �C.J1 • U�,yYL i �,• O'�Iy,�CL 1 .,YO nx X0 0 lIHl15 19lC11 "". CRAG D(( CIIRUSIN(S IKISS HOICD, SIQ CR(L. ILL' A,-P;Ur—cD AS COI.:PLr111u WTH THE ENGINEER: SOUTH FL PIRA DUILDIfr, CODE DClcJN o PREMDOR ENTRY SY a•r�fi FRODU T NTROLDP.95fO;1 911 C. JCCCCRSRI DUILDIHG CODE CO1,I7LIAI;CE OFF pilaff"KS U762 ACCEPTANCE X 31-1029-EW-I SHEET S OF 6 J RCVIS1111 MICR F-iTHER DOOR PANEL STYLES 36" M A X 013 uric) 00 Boo Y— ❑❑ ❑oo ODD BLANK IOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL 4-PANEL OTHER SIDEEITE STYLES _ 36" -i MAX 79!16" t� p M tX SL-10 SL-20 SL-3D SL-60 SL-50 ' SL-5DO SL-69A SL-69B 0o no 00 �� �� 00 D0 Q® a® ®0 PD-I PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 El 11 13© 509 5o9 �� 00 0� �0 d � �o oa Boo op o 0 0 0 FLUSH B-PANE1. CRDSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROW V/SCRDLL EYEBROW 5 PANEL 5-PANEL EYEBROW V/SCROLL D p p 0 SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A SL-90B ®0 �� a� AAPD-9 PD-10 PD-11 I Ilml ILMI PD-ID PD-19 PD-20 PD-21 PO-22 PD-23 PD-24 PD-25 PD-26 PO-27 PD-2B PO-29 PD-30 PO-31 LlKlli U4(SS mu, fig- : CEL CIIRMESS IDItD, SID[H— . Q S LdLluELR PREMDpR ENTRY SYS0IR oJ�1 0 - 91 L �ffCRSD VD-35 PD-36 PD-37 F'D-38 PO-39 PD-40 PD-41 PD-42 PD-43 PD-43A PD-43B P:Iism. KS &N6762 Q � SL-90C SL-309 SL-30C SL-70 SL-00 A 0 A PD-15 PO-16 PO-17 o n� c o u 0 L o O U D O u u u LX i PO-32 PO-33 PD-34 a rt AIG 31-1029-EW-1 SHEET 6 OF 6 R[VISIDI l[ I R PL MIAMIDA,DE sm PRODUCT CONTROL NOTICE OF ACCEPTANCE Preniclor Entry Systems 91I E. Jeferson, P.O. Box 76 Pittsburall ,KS 66762 1NII.A,III-D.ADE COUNTY, FLORID a METRO -DADS FLAGLER BUiLDINCD BUILDING CODE CO,tiIPLIANCE OFFICE M17'RO-DADG FLAGLER )3Uii.i)TNG 140 D,IiS'1' i°LAGL1iiZ S'1'l�liJi'1', SUi'I ii )603 MIAMI, 1:1.01tl1)A 33l3t1-15(3 (3o5) '75.2901 FAX (3O5) 375-29()8 C'ONTR IC-R)I2 I,IC1 \SI\C tiE:C'I']O\ (305)375.2527 FAX(3U5)375._55,.; CU\']'ILIC'1'Uli E:�'YC)RC:I:\Ji?\ 1' I)1N'1s1w (3U5)375-2JGG F:1X(1U5}.i75-'9US 111401)UM, UU.N.1.1,01, DIVISION (30) 375.2902 FAX (305) 3 72.63 39 Your application for Notice of Acceptance (NOA) of. Entergy 6-8 S-W/E Outswina Opaque Single w/sidelites Residentl:11 IllsnIatcd 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 recoliilncnded for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the; conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing, 1f 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 resemes the right to revoke this approval, if it is determined by BCCO that this product or material- fails to meet the requirements of the South Florida Building Code. The expense of such testing will be It by the manufacturer. aCCEI'Tai10E NO.: 01-0314.21 ,! EXPIRES: 04/02/2006 Raul Ko,3rlgucz Chief Product Control Division THIS IS THE COVERSIiEET, SEE ADDITIONAL P:tiCES FOR SPECIFIC AND GENERAL COiI1)ITIO,INS BUILDING CODE & PRODUCT REVIEW CO I. Im-rEE This application for Product Approval has been reviewed by the BCCO and approved by the Buildin" Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/0512001 Francisco J. Quintana, R.A. Dircctor Miami -Dads; Comity 13uilding Coda; Compliance Officc 1\;0450001\pc2000\\templateslnotice acceptance cover pn;e.dot nlcrnet mail address Jostnrtste r''ir'1)uiltlin rcu l�t)nlinc.c2�1 r 1_ _..__.i)P)C]):]',(111LIt'/tl'��'u'_..luulrliourrvl.i�t�a Premdor Entry Systems ACCEPTANCE No.: 01-0314.2,1 APPROVED JUN 0 j L�J 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 ill Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Coder (SFBC),- 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as deterined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-vi'/E Outswing Opaque Single Residential Insulated Steel Door with Sidefites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-O, Sheets I through 6 of 6 titled "Premdor (Enter;y Brand) Wood Edgc Single Door with Sidclites in a Wood Fr rues With Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp witli 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 ofsinglc door only, as shown in approved drawings. 4. INSTALLATIOaN 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 tills unit will not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit Will require a hurricane protection syste;n. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERIMIT REQUIRENTENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identiCed in Section 2 of this Noticc of Acceptance, clearly marled to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installat� n of this systcm. -� Manucl Perez, P.E. Product Con'rol xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4.21 APPROVED JUN 0 5 - EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . 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 documcnts, arc no older than eight (8) years. 2. Any and all approved products shall be permanently hibeled with [lie manufacturer's name, city state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance will, 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 [lie requirements of this acecptancc, including the correct installation of [lie product. d. The engineer who originally prepared, signcd and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for tcrniination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory 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 Acccptancc 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 ACCEPTANCE Manuel ercz, P.E., Product Co t o Examiner Produc "ntrol Division 3 PREM! D0R (Et�TERG I BRAND) W!�OD EDu` SINGLE DOOR WITH SIDELITES IN WOOD FRAM` WITH BUMPER THRESHOLD (OUTSWING) 1 100' MAX 4' MAX 4MAX_ MAX 4' MAX— —�L 3" MAX- — ! I �, 3' MAX— T5, i �-3' MAX 14 L r4' MAX MAX 'C' II r MAX � frill ���!TIsLHIN�.�.,.M..X'�. I Illta� 150,CMAX III Ill MAX 15' MAX I II I DN BINGES KVIK SEI DEADB- — MODCI 660 TER ICS OR MARLDC DEADDULI MODEL 820 15" MAX t2' 64' MAX DLO I �/2 C.C. ! I '' 1x r KVIKS[i LOCK SCIJ IS" MAX D ;C. iC •• I MODEL OL20C SERIES OR MARLOC LOCKSCT �!WOCL 100 BIT 1I�I�$ 15' ,5. �. 15' ~MAX I MAXI 43 LIV TOP OF DOOR TO 4 OF LOCK,, 5' AX I 1r" 15 �)' t5 —')f II 14. I �l4•J1 iILL I IS' ! All MAX MAX MAX II r~MAR r I- ��ls• E _ MA) 4' MAX 3' MAX v000OBJCKS BY OTHERS. RUST DE ANCHORED 3' MAX ' — I 3' MAX 4' MAX--i IL4 MAX 4' MAX 4 MAX PERLY TO TRANSFER LOADS TO THE STRUCTURE. THE PRECEDING DRAWINGS ARE INTENDED TO LIFO THE FOLLOWING INSTALLATIONS. V000 FRAME CONSTRUCTION WHERE DOOR TEN IS ANCHORED TO A MINIMUM TWO BY VOOD NINC, iASONRY OR CONCRETE CONSTRUCTION WHERE R.K OUTSVING LK OUTSVING R SYSTEM IS ANCHORED 10 A MINIMUM TWO BY 'JCTURAL VOOD BUCK. ASONRY OR CONCRETE CONSTRUCTION WHERE LS16N U. AI N R SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VI(RC VAI[R I)NF IL IRAIIIW VNg RE VATER INfII IRnIIDN BY VROD DUCK. WITH OR WITHOUT ANON -STRUCTURAL [OUIR"IxT IS NEEDED+ REOUIRENQNT IS N21 NEEDED ,. ,R I LL ANCHORING SCREWS TO BE 110 WITH .. R T P- x MUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE 3/16• PFH TAPrDNS VITH 1 1/2- MINIMUM CHBCDMENT UNITS SHALL BE INSIALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR I MASONRY. DVCRKV& SUCH THAT TIC AvaE BEIVUN IIIC EDGE Of CAdi'Y OR OVERIw� NIT MUST BE INSTALLED v11K 'MIaMt-BADE COUNTY 10 SILL IS LESS THAN 45 CECREES. Lrk(SS UNIT IS INSTALLED IN HREZOVED' SHUTTERS S NON-HABIIABLE AREAS VHERE I:i ONII AND THE AREA ARE DESIGNED TO HDOO STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILIRAROK DOOR, THROE STAPLES PER JAMB INTO BASE ON SIDELITES. ATEX SEALANT TO BE APPLIED AT SIDE BY SIDE )S AND SIDELITES. 3OR/SIDELITE HEADER, DOOR/SIDCLITE JAMBS, AND SIDELITE BASE t11LM[twitDLOTISDIi)TX aE I a o!tr. ma ai TER$ ARE COPED AND BUTT JOINED. ,cr r JORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST "FT I'I IIT!VE PRIMER PAINT VITH A DRY FILM THICKNESS CF 0.9 TO 1.2 MIL. UT i 2AM[S SHALL BE PRE -PAINTED VITH !i ACRYLIC LATEX VATER-BASED/ n L 'R-RCDUCIDLE VHITE PRIMER VITH A DRY FILM 1HICXNESS OF 0.9 TO 12 '41. TIL lf!E�L.TA TRRY S NY 4 874 410 x 1 1/2' MINIHUM EMBCDMEN.' (14) PER HEAD 6 SILL. TV PER .n-,MB "ALTERNATE: 3/16' PFH TAPCONS w/I 1/2' MINIMUM EMBEDMENT 1/2' x 2' SIAPI ES (SEE NOTE 5) —j F----4 - MAX MAX 119 x 1 3/4' F.H.W.S -3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS CC J—LY:':D VI 1 c, 1,E C 7U T H F• ��f i `:`. ,L'".,GRrG CGuc OAT= � D'/ i Jilh EULDN�DE =.MPLIANCE C:il..`_ ACCEPTANCE NO. QI - 031 V. 2 t 1-102i0-``w SP.E T 1 0r 5 1/Z' SS BITE ' � evnx', SECTION A -A ll GLAZING DETAIL OUTS WING OTHER CONFIGURATIONS �i%%///, 1 APPRO: EDD AS C0:�6IYWS V47H 71IC Sou DAT'7N J 11 0 I , 'f1r ",-O,OCItl JES DY o PRODU T PWROL DPASIOII // i WILDING COD_ C069PUANCE OF� AI ACCEP7Ai'Ce 110. O I- 0 3 1 W. L/ fll 1-1020-EW-0 DICE] 2 Or 6 —IHVISDI IIIIII C B( 1/4" SHIM MAX 3/4" 1 3/4" 4 9/16' F INTERIOR ITLM WU. UESCRIPiIUN PART NUMBER —COMMENTS -------- "—^— W[jOU HEAD JAMB EW-12 1 1/4' X 4 9/16' Mil TO RIP —.--. BE P NE OR EUUIvAL—ErdI- 2 COMPRESSION WEATHERST EW-14 LIIrKS�REEN BRAND LSE DxAt`_96 /0-(URpNZL) V— WOOD STRIKE JAMB 11/4' x 4 9/16' MIL. TU BE PINE III? CUUIVgLENI (� ALUMINUM-BUt4PER THRESHOLD EW 13 PREMUUR BRAND OR EQUIVALENT 1 1/4' x 4 _50 TOP CHANNEL EV-05 P6DGR BRAND —III/1— 1 II/16' — 2O GA STEEL f' STEEL IN 26 gc. (BIl LBJ< -.BaJ) ul r MIT &jmxYm—nj— _---.- (1 - SKu� om iS nl 1(K�u M)I Q ul _M(7_ Y RU-IAN- F AM R BASF FOAM - DENSITY 2.0 TO 2.5 tbs./Ft' _ _O BOTTOM CHANNEL EV-04 PREMDOR BRAND - 111/16' - 20 &1 SiLEL WOOD LOCK BLOCK EW-OB 4' X 9 1/2, M1L. To BE 10PINE OR COUIygLCNt _ STRIKE STILL EW-07 IS/16' X 1 11/16— MT�, TU UE PINE OR IICOUIVrIiNGC STILE A_LEN► EW-06 15/1V X 111/16' MiL. TU DE PING UR_CUUIVAI_ENT —I?_ _ LUCK PREP FILLER PLATE EV-09 PREMDUR BRAND - .05D' THICK- MTL. 10_BE PULYEiIIYLl 13_ 4'x4' HINGE EW=15 HAGER BRAND HINGE OR EQUIVALENT - _ 7 THIC WOOD HINGE JAMB _-_—.09 14K (SIEE 1 i/4' X 4 9/16' Mfl. TO BE PINE OR LUUIVALENi _ 15 BID x 3/4' F.H.W.S. (4) SCREVS PER HINGE INTO DOUR 16 KID X 2' F.H.W.S. 6) SCREVS CH SIOCLIIC JAMB IritO SIDFLHC, 4' — 110— HT YS ViKIHIKFI I I/2 x�p�Nl 1OP. MAX 15'THRUU(ili EAO.C. tHCRC_ AFICR BOVN fRrkf f7 Jt16' PFM IRPCDYSynINIMM I IR [N9:mil REFER t0 EIEVAIICBI VIEW, FUR A IF SC _ AFlD LfIEAtIONS IB SIUELITE liV. STILE CV 07 15/16' X I ll/16' MTL. iU BE PINE UR EQUIVALENT 19 RB x E F.I{W.S_ (2) SCREWS AT EACH STRIKE PLATE LOCKSET KWIKSET BRAN CK UR HARLUC _BRAND �O0 �UFK �I BID x ) 3/4' F.H.W.S• FS) SCREVS INROUGH HINGE JAMB INFO SIBCLIIC JAMB, 0' WVN fH Il MAX 10' OC IHEREAFTER ID) SCREVS 11"RE(ill STRIKE JAMB INTO SIDELIIC JAMB, 4' BOvN IRON 1 MAX p• O.C. THEREAFTER 4) SCREWS IMRUUGII CACN HINGE INTO DOOR JAMB 1 1/4" ® WOOD SIUELITE JAMB 22' X 64' SINGLE PANEL GLASS EV-19 EW-19 11/4' X 4 9/16' MTL, TO BE PINE OR EUUIVALCNT iEHP[RED GLASS N PUt.1'PRUPYLENE — 4 SIDELITE TRIM (WOOD) ff7ANE.- /1i�. AR i'NPFRED aAcc DL'-1643 = LtUOj,-'. _ ® WOOD CASING EW-20 [V 21 5/16 x 112' MTL. —TO DE PINE OR EQUIVALElJT 1/9' . 1' NiL. 10 E PINE I)R Cj>illv'ALEi+f -jT n2 S AR('nIkDm USI r •SIDE BT SIDE JAMBS' AS MULL RIMS WOOD SI_ DELITE HEAD JAMB WOOD SIDELITE EW-22 1 1/4' X 4 9/16' MiL. TO Bf: PINE OR EUUIVALCNT BASE POLYPROPYLENE LITE FRAME OC-1640, EW-23 1 1/4' X 4 9/16' MTL. TU BC PINE OR EUUIVALCNT DDL-2 _ 14P PolyprupylenP by OUT. 11/2' PAN MEAD SCREWS PIN lD PER FRAME TIT Ezc CC o ,4 (i1EVip�a( AiiT[R SAC OR V-�NI DOW SILICONE NAIL 4995 1/4' LOW NAIL. 4' IN FROM END, MAX B. OC II(RAr ILR, ILLU USED ON G95 Mi0 IRO - - FERU,-c'aASCCIFLYI�NGK1n1TE -BID.YPA SOUTH fl� RB.,,, , R. oniiSECTION-B ��M)DSE_ ENP .NTHOLUIVISION 1REMDUR . JIMRSONFROD BVILDING CODE COMPLIANCE OFFICE ITISM, KS, 66762 PCC-PTANCENO. D I -03' " ZI SIB. Ci1Ni. if] S A MS- 31-1020-EW--O SHEET 3 OF 6 aVISI1W l[IIER 0 - — uuu uuLr 1/4" SHIM MAX 3/4' I 79 3/16" JTERIOR I MAX 80 11/16" MAX 2 BY WOOD BUCK SECTIODI C-C I 1/4" EXTERIOR PLEASE SEE "GLAZING DETAIL" DRAWING 431-1020—EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE 11995 dPFEOYF.O AS COMV YUIG TYITH THE __— SOUTH r J�l'1 TiTa `( E am_ -CEN FVRD raIoc. ^.:nr%DAIS101I f[R50N 3L':LOI:tG CODE C0I.t7LL:I4CE OFFICE PIIT$BURG, K$. GGIG2_ l.C�[?T.Set:E lt•�, v1-03l v. zt AIG . IT M1oIFICAII� TF�L-c1II:1DT 10 u,C fine[ L 1-102 0-EW-O SHEET 4 OF 6 R[VISIUN [[11[R 0 6' Ra 0X0 UI►ILK UUUK LU"�IUUKA1tHN 68 La' MAX .' MAX �• MaX MAX-- �jlt ]- MAX ]' Na%— IA' MAX_ IS' ns% _ ii-71 MAXMa% DC. 15' Nax Dc 80 11/161 O 15'�MaX MAX D c. Q _ I 15' MAX D C. .' HAX X' MAX 15' Max A• M D c. ]- I�' Iv ]• MAX MA, NA% —I I—HAX—I I IPE�y ' MAX , .�. ___!_? ' 6' MAX7' MAX I�a' MAx 1f1 N 7' MAX I5' HAX a• MA%� L. X- MAX D.c. -- / .' MAX .• Max ISMAX o c. XO IS' MAX ' I1G Is' nax Dr 15' MAX �'r"��1'c�^+Cil'•+:IYiMC((7`i'l.TF117M[ 1•g_ L'A,E it flVB{F _..{,�± HI J NI)-EMDrrt f'•MDDc' T 'ITRDLDIwsIDI+ 911 [. dff(RS(W IWILL'196 COD- COMPUAtICt oFllt,[ PII f SBIAG, K$. 61 A;CerL41j1_E n [Irlti lu s A14 6• MAX X IXr_ �4A MAX 7' MAX MAX X A' NAi- 31-10c0-EW-11 SHEE f S OF 6 --i1YISUW [(III[R OTHER DOOR PANEL STYLES 36" m A x 0 0 n 0 01 C, a 110001. 0 Da 0110 Duo 9 4116- . m 00 11 Did,, 130 gal La a as BLANK IDP 6-PANEL 4-PANCL 9-PANEL 10-PANEL 4-PANEL 10-PANEL OTHER SIDELITE STYLES 30" [—MAX 9 m LX SL-10 SL-20 SL-30 SL-60 SL-50 SL-503 SL-69A SL-690 Q E2 �o ao G� �� BQ �� a0 PD-I PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-6 0201, UU3 F1 00 HOO�O 1 0 11 FLUSH U-PANCL CROSSBUCK 12-PAHIL 4-PANEL 5-PANEL 5-PAN L 5 - VANE L v W/SCROLL [y[BRIv 5-PANIL IYEBRO 0 VISCRULL IYEBROV IL-6I S9C SL-25 SL-55 as � � PD-9 PD-io PD-II I I SL-30D SL-40 0010, PD_ 12 SL-90A A PD-13 SL-908 ; SL-goC SL-309 SL-3UC SL-70 u 0 as as 00 PO-14 PD-15 PD-16" PD-17 ci PD-31 PD-32 PD-33 PO-34 SL-00 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Chess k� �,„ - Builder: MAROND ANP M E S Address: `� ,��9-� Permitting Office: City, State: Permit Number: Owner: ELEUTRIC 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: 33.4 kBtu/hr _ 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 (W) 1625 W i c. N/A 7. Glass area & type a. Clear - single pane 133.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 W I a. Electric Heat Pump Cap: 33.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 W i HSPF: 8.00 _ d. Tint/other SHGC - double pane 0.0 W I b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft c. N/A b. N/A - c. N/A 14. Hot water systems 9. Wall types I a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Iut Iasul, Exterior R=4.2, 1033.0 W EF: 0.93 _ b. Frame, Steel, Adjacent R=11.0, 207.0 W _ i b. N/A c. N/A - d. N/A _ c. Conservation credits j e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DIP -Dedicated beat pump) a. Under Attic R=19.0, 360.0 ft2 15. HVAC credits b. Under Attic R=19.0, 1272.0 ft' _ (CF-Ceiling fan, CV-('ross ventilation, c. Under Attic R=19.0, 97.0 W HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft _ I MZ-C-Multizone cooling, b. N/A I MZ-H-Multizone heating) I Glass/Floor Area: 0.08 Total as -built points: 22838 PASS Total base points: 23862 I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance with the Florida specifications covered by this Q STgT� Energy Code. calculation indicates compliance ��,,�' ', ,:•� with the Florida Energy Code. PREPARED BY: r Before construction is completed DATE: �J this building will be inspected for hereby certify that thi ing, as designed, i in I compliance with Section 553.908 compliance with the or' y od Florida Statutes. coDo OWNER/AGENT: BUILDING OFFICIAL: DATE: 0 C T ,`? a 2002 DATE: EnergyGaugeO (Version: FLRCPB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0,81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1,00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.2 FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 13232.7 30841.8 30841.8 1.000 1.00 (1.079 x 1.150 x 1.00) 0.310 1.241 0.310 1.000 1.000 11863.7 11863.7 EnergyGauge'"" DCA Form 60OA-2001 EnergyGauge©/FIaRES'2001 FLRCPB v3.2 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.0 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 00 0.00 0.0 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points - Area X WPM = Points 1625.0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: 1 BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2937.0 1 6992.6 6992.6 1.000 1.00 (1.068 x 1.160 x 1.00) 0.427 1.239 0.427 1.000 1.000 3695.8 3695.8 EnergyGaugelll DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.2 FORM 600A-2001 - WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points , 13233 2937 7692 23862 11864 3696 7278 22838 PASS EnergyGaugell DCA Form 60OA-2001 EnergyGaugeCD/FIaRES'2001 FLRCPB v3.2 FORM 60OA-200.1 . Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , . PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS I SE 7REQUIREMENTS FOR EACH PRACTICE ICHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window areao,5 cfm/sg ft door area. Exterior & Adjacent Walls 1606.1.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 corners; utility i penetrations; between wall panels & top/bottom plates; between walls and floor. j 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 I Penetrations/openings >1/8" sealed unless backed by truss or joint members. —j EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed BC.1.2.3 to the perimeter, penetrations and seams. 1 Ceilings 60 A6 11 i 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; I attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. _ Recessed Lighting Fixtures G06.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from _ ( conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on Perimeter of floor cavity between floors. -- Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, — ----!.have combustion air. j SA-72 ATHFR PRFSCRIPTIVI= M1=A¢110=Q 1. —4. t,— .,.,a COMPONENTS _ SECTION REQUIREMENTS - — CHECK Water Heaters 612.1 _... Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoffs as must be provided. External or built-in heat trap required. Swimming Pools & Spas '612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools _ must have a pump timer. Gas spa & pool heaters must have a minimum thermal — efficiency of 780/6. Shower heads 612.1 Water flow must be restricted to no more than 2.5-gallons per minute at 80 PSIG. Air Distribution Systems i 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically I T attached, sealed, insulated, and installed in accordance with the criteria of Section 610. —�— Ducts _i_n_unconditioned attics: R-6 min_ insulation. HVAC Controls — 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge'" DCA Form 60OA-2001 EnergyGauge(DIFIaRES'2001 FLRCPB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.8 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 33.4 kBtu/hr 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 (ft') 1625 ftz Y c. N/A 7. Glass area & type a. Clear - single pane _ 133.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 W _ a. Electric Heat Pump Cap: 33.4 kBtudu- c. Tint/other SHGC - single pane 0.0 ft' _ _ HSPF: 8.00 d. Tint/other SHGC - double pane 0.0 ft' b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft - c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1033.0 ftz _ EF: 0.93 b. Frame, Steel, Acijaceut R=11.0, 207.0 ft' _ b. N/A c. N/A d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar - 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 W _ 15. HVAC credits b. Under Attic R=19.0, 1272.0 ft' , (CF-Ceiling fan, CV -Cross ventilation, _ c. Under Attic ft R=19.0, 9 7. 0 ' HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Cron. AH: Garage Sup. R=6.0, 165.0 ft _ RB-Attic radimit barrier, b. N/A MZ-C-Multizone cooling, IvIZ-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 �4TitESri y,, based on installed ode ompliant features. Builder Signature: Date: 2002 Address of New Home: City/FL Zip: j�cOD WE *NOTE: The home's estimated enei-gy performance score is on11r available through the FLARES computer program. This is not a Building Energy Rating. If your• score is 80 or greater (or 86 for a US EPA/DOE EnergyStdP designation), your- home may qualify for• energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Enemy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf.edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauget (Version: FLRCPB v3.2) PLOT PLAN for! MARONDA HOMES. INC. DESCRIPTION: LOT 62, CROWN COLONY SUBDIVISION (unrecorded) RECORDED IN PLAT BOOK PAGE(S) PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA a 4 �• Op TRACT 'A' 6�Do,3 11 w 26�2 a 51 1a zo u_I 5 GKA"ilC 5CALE (XkKTrlr rAT1O &OF Y � (•I I D.DO' LOT 63 � �o.oa � Q FLOOR SLAB ELEVATIW! MODEL: CHESA"AKC' o `� MUST BE 16" Apl "V E CROWN "; K• m ? nN sHCD FLOOR � OF t1DJ1'�CEi"j C`{ UNIL d � .r��sQ DMNAGEraT:'C in tD`t C I I D. 00• R-150.00' 1G.a A— 1405352' __� ''Cow-sm . ARC-39.00' TM,Nr CH.-38.89' o CH.BRG.= 50T33'1G"E -�_ I a U.E. . FLOOD CERTIFICATION r.c. BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE c RATE MAP, THE STRUCTURE y� 2 1.44' SHOWN HEREON DOES NOT LIE WITHIN aj NOOa06' 19� THE 100 YEAR FLOOD HAZARD AREA. o THIS STRUCTURE LIES IN ZONE ' X Q a a COMMUNITY PANEL NO 120?91 00 LOT GI IS E o o / EFFECTIVE DATE: APRIL 17. 1995. MAP REVISION DATE: N N (SUBJECT TO CHANCE) CROWN COLONY WAY NOTES. __ _ 1. BEARINGS ARE BASED ON THE CENTERLINENOO'O6' 19'W OF 4 F.C. BUILDING SETBACKS CROWN COLONY WAY BEING NOOi06'19'W. FRONT: ?S' ?. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN REAR: 20' HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PRO,ECT. SIDE: 7.5' J. BUILDING TIES ARE TO FOUNDATION. SIDE STREET. 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED BUILDING LINE. 60. IN THE FIELD. THIS IS NOT A SURVEY. LOT 62 CONTAINS 7.964 SOUARE FEET/0.183 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 CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TIONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVI CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL REI ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH,BRG.- ORD 4 CENTERLINE A/C -AIR CONDITIONER PAD AOIL TA (CENTR: W.E.- WALL EASEMENT P.R.C.-POINT OF REVERSE CURVATURE P.C.C.-POINT OF COMPOUND CURVATURE S.&U.E.-SIDEWALK & UTILITY EASEMENT D.&U.E.-DRAINAGE & UTILITY EASEMENT D.E. -DRAINAGE EASEMENT U.E.-UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & SIDEWALK EASEMENT A NONE, INC. THIS SURVEY NOT VAL10 UNLESS EMBOSSED WI A. THEE SIGNATURE ANC RAISED SEAL of A FL DR LICENSEE' SURVL' A D MAPPER - 'A-DbMtNIlX F. CAVONE -^ PRESIOENT •FLORIOA SURVEOOP :& MAPPER NUMBER 2005 LICENSED BUSIFTF.55 NUMBER L.B.5073 REVISION DATE LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 3J9-36J6 PLOT PLAN -ZIJOZ tut oy NLIL CA0O FILE: CROWNCOL62.DWG W.0.2002-7270 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1890 Greenbrook Ct. Oviedo, FL 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL CHESAPEAKE K 3 6CCO6201 62 W OWN COLONY ORLN-CRC CHEK3 RIGHT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed buildina. Truss ID Run Date yawing Reviewed Truss ID Run Date I Drawing Reviewed No. of En Dw s: 44 9 9 Layout 5-23-01 L3 12-18-01 Roof Loads - VT 4-11-01 M 12-18-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 N 1-7-02 ' A 12-18-01 O 12-18-01 B 12-18-01 P 12-18-01 '" 61 12-18-01 O 12-18-01 Total 33.0 psf C 12-18-01 R 12-18 01 C1 12-18-01 S 12-18-01 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 12-18-01 T 12-18 01 E 12-18-01 U 12-18-01 F 12-18-01 V 12-18-01 G 12-18-01 W 12-18-01 H 12-18-01 W1 12-18-01 I 12-18-01 Y 12 18-01 J 12-18-01 Z 12-18-01 J1 12-18-01 Z1 12-18-01 J3 12-18-01 Z2 12-18-01 K 12-18-01 Z3 12-18-01 K1 12-18-01 Z4 12-18-01 K2 12-18-01 K3 12-18-01 K5 12-18-01 L 12-18-01 L1 12-18-01 L2 12-18-01 DATE: .i U i.► 2002 EHUH26 E RWY8- 1 836U SKH26R '18 3 61F-SKH26L 18362 SUH26 THJ26 EHUH28-2 SEAT PLATES 136 40-0 07 z7F -f ivi T V �U�i_ I II II I! II I ! it II I� it I i� jl II ! I� �I !� �I ! I' U 16 ;si j l l � '� II �I II I I ij jl ! R I j jj II � I �I I� �j II � � I I IiSUH HANGER�' - 1 II 1R A- PI�Y (2) SKUH26 HANGERS B /�(2) SKUH26 HANGERS j D 12 4 E VOLUME CEILING 1 12 6 6 ODD SPACE G IT ODD SPACE L F 8'- 0 CEILING K 12 0 E VAI D 6 x T 53 B1-2PLY VT 50A EHUH28-2 HANGEf2 2 -NG K J3 ODD SPACE r K III I CEILING 1C K rQ K1 KNEEWALL C) i m '-0 CEILING K2- TO 1 V-0" KNEEWALL EHUH28-2 HAN�— VOLUME CEILING TO 11 1-0" LI I'0II IA , K3 Z4 12 I K5 - STRUCTURAL SCISSOR GABLEZ FIELD FRAME THJ26 HANGER 7 J26 HANGER H --;' Y= 2 d. JOB NUMBER: CHEK3 IZ Z. j CUSTOMER FJOB NAME CHESAPEAKE K DRAWN BY: tly DATE: 5-23-01 OH 12'8 1314" LOADING: 33psf zi 13-4 " i -0 6-8 1 20-0 JUL 1 2002 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the resoonsibilitvofthe installer(builder buildin(7contractor licensed contractor, -ectoror erection contractor) to properly receive. unload story handle install and ace metal olate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any otherstructural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ased upon the collective experience of leading technical personnel in the wood `K'"CUT,ION�nwT ussesstoredy'�,hon�onta(ly„shvul'�b tle aax t , I 3"+7• ,�''t!""�.j u"iPb I i su o , e ,pl��blong�to�eue I t ezcess�ve la ral , a%k'iT�'�,'ry�t.tl4as au •�.xf to0' : i4w,o::.wr bY,x".4trr.t�r °al"3 riara-!a.a snmrfig c Fx• � RN1�G,�DWAlalafionpi' •, �-r�be i:�s� Ga ���s � d, ��e�ese�,�t a �, � � *A1 '�€i4x`x' / f"�j�»aL Lrti i J� h� 1 �x•�cr to "a1 , � 4� r �}d�Do)�i�au metfiI;es tP nl.,y R „ > nt ta�C i�1 S a t16 A N 1 e� _B"+�rc�a,eR.7s.R x *VI'.e�'�. �. ,1ti��l !1a�11 .• P1ewgFiasWf to �3�nb wJl'.l; :�^, I`F2YD►+igr1ate?�condrti3n,x lv a t »a{" arx�r7 e �c'3F`aa. M;�F v rr t,knt r, r r�h a1I 0"Wi li el ► es► It�n se ivtjs�' ersor�a �= ortdaI WIN �•� ��`� � 111AR'N$�1Ir��YV Rr IN w�ie�ejr bes a co►tditlotl "`' x R g. s isr ' �i v ' vyhere;ailueo"!folir�yu4isr%cois coltlfre�ult im ySl+i an%^sx r� a iiGr" 'atSTat k�i6 'Lr �ety y. rl {�:, It °ai e w �se�ere�persor�alan�ryrrcarnage fo si�uctues TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. 7ORAGE Frame 1 Frame 2 12 -1 4 or greater Top chords that are laterally braced eon buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. 6 llhll T CHOR17, MOP MINIMUIly. TOP CHORD I' 1, : [AGO ALB C PITCH y,�n;lllp�l LATERAL BRACE SPACING (DBS}I/ SPAN DIFFERENCE SPACING(LBS): ;, [# trusses) ' 'I r, .SP DF. SPF/HF Up to 28' 2.5j1 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 1 5'1 S 3 Over 60' See a registered professional engineer ur - uouglas hir-Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required t 10" or Greater Attachment / Required � SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. �Ihril��'lit 1 I�l ,ICI) I+f li ,I �:�1'I' 111 +,!i'I'tlllilla „'II�II .I I1�li'I ', Yr ! 45 Pll I,Ipil a. III Ilnlli.1 II t1 }I P ., : , TOCHORD i,�14 aU 111111i l 7a 9�'�R I(14d� TOP'CHOAD DIAGONAL BRACE Ifl.p�;�� Ilr;ltl�h,(ia'alt'u'IIIIII;II'MINIMUM'L4TBRgCE ERAL SPACING DB �' } SPAN'h"�liil!'illy',' II,I, BITCH' t'1I q ' 1 4'I �ii'tll fill SPACING(L81'lir I l It t cu} 1 S I ilt trusses l,d.l?I ..It l , 14J.1. i t 1. I r e L i,'r -i � IW Up to 32' 14/12 8' 20 15 Over 32' • 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer ur- - uvuytas rir-Laren sr - southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Too Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Grc Attachme Requirec :`PITCHED TRUSS ;; 12 sJ o. ao0� @pry . Top chords that are laterally braced con buckle y0 QF� togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of tile lop chord when purlins are attached to the topside of the lop chord. SCISSORS TRUSS Frame 3 AGO It 14*11, It IT not braoinl. Diagonal bracing sh uld be In to he under., do of the top chord when .rfin. are attached to the topoide of the top chord. El I ' , lY.1 Y' * a �` i FM ���I ty"t•''P�j �..' I I' Al f '1 Nna� r� ip�'R 4M In�4 ll�k 4.i4�i�I 'I' '� TOPS CHORDIlk 1 IMU T , TEFIALBRACE S'FkACINfi..�DBg�11"): I,y5rn1 SP DF .., ZPF.HF.,': Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 1 6 Over 42' - 54' 3/12 6' Q ur - uougias rir-Larcn 5P - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally brocad can buckle together and cause collapse if there Is nodlago• nalbracing. Diagonal bracing should he nailed to the underside of the top chord when purline are attached to the topside of the top chord. NIOIdO' TRUSS PLUMB I I I Truss 1 Depth D(In) I I 4 �\ ; \ 12 —13 or 6• greater All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral Brace Required 10' or Gre Attachme Required INS7AL"LA.TION TOLERaNCES� sow r v� `Bri rrp o i 12 1/4" 1' 4" 1 36" 3/4" 3' 48" 1 " 4' 60" 1-1/4" 5' 72" 1-1 2" 6' 84" 1-3 4" 96" 2" g' 108" 2" 9' T ±+/4 L(in) 50" i 4" 4 ' 3' 150" 3/4" 12.5' Length L(in) t<..:.:...:..:...:.......:.................... Lesser of L/200 or 2" — L(In) ................................ . Lesser Of L/200 or 2" 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1 /2" OUT -OF -PLANE INSTALLATION TOLERANCES. Frame 6 MARONDA SYSTEMS DESIGN INFORMATION This deslpr is for an WdMdual building component and bas been based on Information pr-ided by the client. The designer discia)rut any responsibility for damages as a result of faulty or Unwired InformaLloo, specifications and/or designs furnished to We ss e tdesigner by the client and the coneeltoms or accuracy of this lufonmation as It may relate to a spe- diic project and accepts no responsibility or —clscs no control wIt h regard to fabAca- Lion, handling, shipment and mstallallon of trusses. This u"" bin been designed Rs an Indlvdual building component In accordance with ANS11-M I-)995 and NDS-97 to be bhcor1-1cd' as part of the bulldlog design by a Building Dntguer (registered arch/tecl or professional _one_). Wbrm reviewed for approval by the building designer, the design loadings shown must be chcel(ed to be swe that the data shoam are In agreement Mth the local building codes, local cUnnatic records for wind or snow loads, Protect apecilintion. or special applied loads. Unless shown, inns has not been designed for storage or occupancy lraris. The design assumes enmpresslon chords [top or bottom) are coullnu- ously braced by sbeatidng miles oWh wts. specified. Where bottom chords to lenslon are not fully braced laterally by a properly applt�d slod ceding they should be braced at a ma'dmum spacing of lb-O' o- Connector plates shall be manufactured from 20 gauge hot dipped galvanitcd steel meeting AS)M A 653, Grade 40. unless uthuwise shown. FABRICATION NOTES Prior to fabricatloo, the fabricator sball review this &..I hg to very that this drawing is I. coontoo—ce Milt the fabricators plans and to realize R eontmuing responsibility for such verf- Oolion. Any discrepandes are to be put m vrrltdng before cutlmg or fabrication. Plates sb.LU not be Installed over Motholes, Mots or distorted grain. Members shall be cut I- tight fitting word to wood h—ing, Con- na:tor platys sbali be located on both faces of the truss Itb natis fully imbedded and shall be sym. about the Joint unless oUrenvise shown. A Sx4 plate is 5' ode x 4' berg A 6xB plate is 6' Mde x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the emit-ld of the webs unless otherwise shows Connector plate sizes are mhdmum sties based on Ute forces shown and may need to be me rea_sed for 4entain hand• ltog and/or erection stresses. This Truss is not to be fabricated Mth fun retardant trcaled lrunber unless otherwise h--IL For additional information on Quality Control refer to ANSI/1-Pi 1-1995 PRECAUTIONARY NOTES AB bradog and election recommendations are to be followed to accordance wlth -Handling ns ItaUing A Hracl.e, 111B-91. Trusses are to be handled'Kh particular care during handing and bundling, delivery and bn-stadatfnn to evod damage. T"emporary and permanent btatlng for bolding trusses In a straight and plumb pos- Ri.o and for resisting latent forces shall be designed and Installed by others. Carefnl hand- ling Is essential and erection bracing is al—ys requited. Normal precautionary action for trusses requires such temporary bracing during Installation bcbw n trusses to avod toppling and dommoing. The supervision of ....dos of Trusses shall be under the control of persons ecpnienced in We Installation of trusses. professional adAue shall be sought If needed. Conceutratlna of construrUmi loads greater than the design bads shall not be applied to Uusscs al any tine. Nu bads— then We other of the erectors shall be applied to I,.-- until alter all fastening and bracing is completed. MONO VALLEY SUPPORTING TRUSSES VALLEY TRU6iES ( YP.) Ir— +0 \ II II i COMMON VALLEY V, SUPPORTING TRUSS VALLEY TRUSSES w COMMON OR GIRDER w I 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 28.0-0 3x6 2x4 0•D-4 2x4 3x6 2x4 IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. .1 4 t 214 2x4 OR 5x6 OR 4x6 3x6 t 46 3x6 4x6 OR 2x4 T1- VT 9TY:1 I+) WHEN DIGADNAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 14x6 24' O.C. (TYP) OR 2x4 2x4 30 VARIES 2x4 12 ur)of 2x4 20 2x4 4x10 2x4 3x6 2x4 20 3x6 316 OR 3x6 on 14x6 OR 14x6 20 MAX. 6.0.0 O.C. (TYP) 11 2x4 MAX. 6-0-0 O.C. (TYP"•) MBAX TRUSS SPACING E•LOW - 48' O.C. �--- 1 I� SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: 2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLA717ES.ARE TL20 GA TESTED PER ANSIall 1-1995 Cont. Support Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE-. #0050068 1890 CREENOROOK CT.OVIEDO. PL32766 Amnon Afnrrir .Innlvrir WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracng shown on this dnwdng is not ez_Uon brncbhg, wind b—h,g. portal bracing m shnAu bracing which Is a part of the building design and whldh rouse be emrslde,ed by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. n ofslorss mrrst be made to a»chor tatrral bracing at ends and sp—Uded locations determined by the building designer. Adtinal bracing of the overall structure may be Jeyuired. (gee 1118-91 of 7FII. Ina.' Plate UU ubue, TF'l, is looted at 5&3 D'Oncdno DrNe. Madison M—In 537191. carp tern. f'171,-r rranIIh Rr'r r'i44 rfhl'. errn: Studs ® 6-0-0 ox. Eng. Job: Dwg: Dsgor: TLY Chilli: TC Live 16.0 psf TIC Dead 7.0 psi BC Lave 0.0 115f BC Dead 2.0 psf TOTAL 25.11 usf Truss ID: VT Date: 4-11-01 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HIP BLOCKING MARONDA SYSTEMS WO: HIPDETAIL TI: HIP 61TY:1 DESIGN INFORMATION This design Ls for an Individual budding component m.d has bee„ based ,m 4JmnmUon provided by the client. The dm,Mcr dlsdabns any reepoosm.uty for da.vag _• as . r— .It of faulty or Incorrect bJonnation, specill©Uons, and/or designs I -Dished to U.c muss d-t,—er by the clIenl and the correctness or accuracy or U— bdonnanon as it n,ay wiste rn . ape- eI(le protect and accepts no rtzponsibil ty or r<l— o. e—U.I ruin, rega,d to fab,ica- Iinn, l,andlbng. shIpt—ot and In,tallawn of Iro�ses. T'hb true.+ h..s been .lesigned — a b,dlvldu.) building cornponent In accord— nvllh ANSIPIPI 1-1995 and NDS-97 to be ter —pouted as I", of the building design I•y a 8u1Jing D"-Igner I'cglstered are h hest „r professional ."On-r). 1Vbon reA—d for approval by the botWing deslg—,, the ign bodtogs shown trust be chcehed to bdese sure tbot We data shmm are In agwunent wiU% Ure local building codes. to s1 cflmnue r«ords for wild or s— loads. pnjeel spectn"UP- or spechl applied loads. Unless shown, lanes has not been deslgued [or storage or occupancy loads. The design assumes ompresslm+ chds {top or botto,nl are co.unu- ously braced i+y orsheathing unI.— oUneroise spcelfled. Whew bottom ck—l. 4, tension are not lully braced lateally b-y a properly applied ngM ccWng. they should be bn,ccd at a ,',ashram spaeh,g of 10'-D' o.o_ Connector Pales shall be D—.1..1—d 1—,. 20 gauge hot dipped galvanted .1-1meeting ASTr.tA 653. Code 40. unless al-b—ist, FABRICATION NOTES Prior to rab,kauon. the fabrieato„hall re"ew this din v,g to verity that Ihb d,a.ving is In mnlorrn.— a-IU+ tl- labricalnrs plms and to .ea Ure a contlnui,g responsiblety for such ven- 11caUon- Any dLe-paneha are to be put ID mitring berom cuWng or (abriea l.u. plates shall not be Insta lied of rr knotholes. knols or distorted groin. Aierobers shall be cut for I if Iittmg wood to won d bearing, Cott- ector ploc .tes shall I,e lated on both rasa o1 the truss Mil, runs fully ImbeJdcd and shall be sy,n about thetolnl unless olherwfse shotm. A 5x4 plate Is 5'.1de a 4' long. A 6,,3 plate b 6' wide x 8' long. Slots Ihotes) ram paiallrl to the plate length speeufed. V.uble —LL on aa:b ul—bus shall meal at the eeolrold of the wcb-c uniew oth-�lsc shmrsn. ConneUor plate sizes are minimwn sizes based on the forces 51—m and may need to be Increased for certain hand- 14,gand/or erection sl.isses. This truss Is not to be f.brioted wiw fire ,eta,.6nt treated lumber —I— otberwlse sb— For addil.1-1 lufa—tion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY 140TES NI bneb,g and erectlm, recommend.11— are to be follmved In accordance ,.IUn'Han411ng Latallb.g A Bndng', 1110-91. Trusses are to be handler n5lh pa.Uoular one du,tog banding and buudlb,g. detl—y.nd tnslallaUon to —Id damage. Tempomry and p—anent bracing for boWbng t-- In a .t.,atgid and plumbos- p Won and for rests Ling lateral InRes shall be designed and Itutalled by others. Careful hand- ling is essential and erection b.ndng Is aI rays fcqukd. Norval prccautlollary acutin for bosses requ4os such lernpor.ty brarb.g during tiziallauon between Uussrs In —Id toppling an4 daminotng. The or erection of trusses shall be under the control of persons esperlcnccd to Ule Wlallation of trusses. Professional advle. shall be sought if Deeded. Coneent .Uon of construction loads greater than U. drstg.. loads shad not be applied to misses at any tiu.r. No 1-& other Ihan the wrlghl of the errci,urs shall 1.r to miser omit alter all laslo,bgland h-eing is eun.pleted. HIP GIRDER Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE #0050068 1890 GREENBROUr. Cr.DV1EDO.FL32766 Deign: df.urix rbiol-iit 2n OF BLOCKING ADDED TO TOP CHORD STEP !-IIP TRUSSES TO SHORTEN DSB NOT TO EXCEED 24 "O.C. 0 BE NAILED TO TRUSSES w/ 12" ON CEN_ STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING yrHKn1f1tx: READ ALL NOTES ON THIS SHEET. A COPY OF !HIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eug. Job: Dwg: Dsgur:7'LY (7bk: W ; E IPDETAIL Truss ID: HIP . Dale:10-20-00 7..0 Live 16.0 psi Du[Fac - Lbr. 1.25 BnclDe shoam on thl; dta,vi,g is not. erecUon binc4te. ,rind bracing. po,tai bracing or shnllar lirarbng -full, is a pact of U,e bulid4ng design a, d hlrh nu,sl be consldemd by the b.Bd designer. B—i"ll TC Dead 7.0 fisr Duff ac - Pit: 1.25 g sho.m Is for laleml sui,port of Ins. A rs only b, reduce buckling Icnpth. IY i. I s must be 11C Live 0.[) psi O.C. ShC1C111g: 24.0rr Dade to anchor laic,.] b,nch,g at ends and spcc8fed Incauuns delumined by U,e buddu,g designm. Addlt)—a) bracu,g acstructurem of U,e —esvcture mar be e tuhed. ISr. cInn)-91 of IPn. BC Dead 10.p 1)gr Q$Ir7f1 DC alll3ila: TPI y lane Palle Institute. TPI. 1. located al 5&1 WO-40. D.fve- Uad1-.nn, wi.--jn 5371 p1. —'----------- Clyde Dose: ro"1t\L 33.0 d LUZ 00- 558- 29 101J l?4111: (::Il,"f. u;'1;U(1fiSC:h(1 !_(I;.:101!,i .,,-. _, -- JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client The designer disclabtis any responsiblbty for damages as a result of faulty or Incorrect Information, speclBallons and/or designs furnished to the trerss designer by the client and the con ecmess or accuracy of this Information as it may relate to a spe- rJfM prole. and accepts no responsibility or exercises no control wrth regard to faboca- Lion. handling, shipment and Installation of Irvsses. This truss has been designed as an individual budding component In accordance with ANSI/lPl 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professlorul engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding ales, local clmoatlo records for wind or snow loads. probed speetfla0ons or spalal applied loads. Unless shown. Inns has -4 been d-ighaf for storage or occupancy bads. Tlhe design assume compression chords (top or bottom) are conllnw- ously braced by sheathing unkss otherwise s imlfled. Where bottom chords In tension are not fully braced laterally by a properly applied rigd ceding, they should be braced at a maximum spacing of I(y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sfee) meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance wllb the fabricators plans and to realize a continuing r tsponsibany for such ven- fkatbn. Array discrepancies are to be put in writing before culling or fabrlation. Plates shall not be installed over knotholes. knots or distorted gram. Members shad be cut for Light sitting wood to wood bearing. Con- nector plates shall be located on both faro of the truss with rusts fully imbedded and shall be symabout the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x B- long. Stoll, (hoks) run parallel to the plate length specified. Double cuts on web members shall meet at the centr"Id of trc webs unless otherwise shown. Conneclor plate sires are nmlni m slza based on the forces shown and may need to be increased for certain hand- ling and/or c tlon stresses. This tress Is cool to be fabricated with fire retardant treated m luber unless otherwise shown. For additional information on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendallons are to be followed 1.a-,dan- with'Handling Instaldng & Bracing, HIB-91. Trusses arc to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses m a straight and plumb pos- aion and for resisting lateral fort. s h.11 be designed and Installed by others. Careful hand- ling is essential and erection bracing h akvays feQnlRd. Normal precautionary action for misses mqudres such temporary brachdg durtfig installation between trusses to avoid toppling and dommokng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Coneentntion of construellon lads greater than the design loads shall not be applied to truss- losat any lie. No loads other than the weight of the erectors shall be applied to to sses until after all fastening and b,acu,g is completed. TOP CHORDS: 2x6 SP #1 D 2xB SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSSI fasten w/3"x 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/963 at JOINT #17 L--0.48" D--0.51" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB - 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of nwItiple loads. AllCOMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 11, On jacks (mono truss framed to BC) and Hip Jacks framed to BC Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type-Encl L. 58.0ft, W= 40-Oft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 2505 Support 2 2505 -.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 0.14 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23650 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.14 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 REQUHtED 7-4-U 1 2 4 5 6.00 T 4X6 8X10 3X6 6X8 - 4-2-14 0-6-6 8X14 416 8XIO T 3X4 t 5X6 1-9-11 Face = 0-3-12 3.00 0-8 7-2-11 11 4638# 8.00" .21 20 19 18 0-6-4 04 4) EXCEPT AS SHOWN PLATES ARE 1475# L20 GA TESTED PER ANSI/TPI Im-aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 l"90 GREENBROOK Cr.OVIEDOXI-32766 Design: Mdfrix Analysis 1OX10 TI: A QTY:4 ======= -=====Joint Locations==== --- ====___= 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 1.9) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 1.5- 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 Frain PLF To TC Vert L4D -46 -0- 6- 4 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 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 -97 -336 BOT PIN 39- 8- 0 4638 0 -336 BOT H-ROLL 8XIO -6.00 3.00 T 0-6-6 4-2-6 �J A SX6 T Face = 0-3-12 080 F�1 •' av 1J r4 13 112 4638# 8.001, 40-0-0 _ 0-6-4 1 1475N �(RO-4-4) 1-1995 scale = 0.1633 WAKIVINb: 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 erect.. bracing, wind bracing. portal bracblg or sknlur bracing which is pan of the building design and which must be ronsidercd by the building designer. fl a ing shown is for lateral support of truss members only to reduce buckling length. Prorhions must be made to anchor lateral bracing at ends and specified locations detenudrred by the building designer. Additional bmang of the Overall structure may be required. ISce HID-91 of TPI(, rfnus plate Institute. TPI, is located at 58.T WO-fdo Drive. Madison. wis onab 537191 JOB PATH: C,17'TT LOKVOASiCHEK3 Eng. Job: Dwg: Dsgnr: TLY CITk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 11sf l'OTAL• 33.0 Dsf Truss ID: A Date: 12-1 B-01 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 11.28.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer diseWlms any responsibility for damages as a result of faufty or inemrect information. specifications and/or designs furnished to the, truss designer by the client and the correctness or accuracy of this informallon as it may relate to a spe- rifle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Instaeatlon of trusses. This truss has been designed as an individual budding component In accordance with ANSI/171 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregislemd architect or professional engm"d. When reviewed for approval by the building designer, the desiglr loadings shown must he checked to he sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, trues has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bollorn) are conimu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied ngrd cefiing, they should be braced at a maxinurn spacing of 10 -0" o.c. Connector plates shalt be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, fie fabricator shall review dr awing rawing to verify that this drawing Is in cordolrnance with the fabricator's plans and to realise a continuing responsibility for such ven- ficalion. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Memters shad be cut for tight fitting wood to wood beartng. Con- nector plates shad be located on tath faces of the Inns with nails fully imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" tong. Slots lholes) nun parallel to the plate length specified. Double cuts on web membem shall meet at lire centroid of the webs unless olhervfse shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for cert i. hand- ling and/or erection stresses. This less Is not to be fabricated with she retardant treated lumber unless otherwise shown. for additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornniendatlons are to be followed or accordance with "handling Installing & Bracing% 1118-91. Trusses arc to be handled will, particular care during banding and bundling. delivery and Installation to avoid dartmage. Temporary and pennanenl bracing for holding trusses In a straight and plumb pos- Ition art for re515t1 ng lateral teal forces shad be designed and Installed by others. Careful hand- ing is essential and er . t on bnrcuig is always mnquued. Normal precautionary action for trusses requires such temporary bracing during installation between busses to avoid toppling and domuinoing. '1"he supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads pester than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses unlit after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/956 at JOINT # 3 L=-0.4811 D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 WO: CHEK3 WE: ®3X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 811 o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt - 1.0 Bldg Type= L- 58.Oft, W= 40.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf ..TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -4072 0.50 12-11 3664 0.76 2- 3 -5332 0.59 11-10 3664 0.64 3- 4 -5387 0.46 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.50 8- 7 3663 0.76 TI: B QTYA __ ===== ===Joint Locations=============== 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 -117 -336 BOT PIN 39- 8- 0 1344 0 -335 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 336# Support 2 335# 8-8-0 _ 22-8-0 _ 8-8-0 1 3 4 � 66.00 6X8 T 4-1I0-14 0-6-6 Face = 0-3-12 3.00 I 080 4X6 8X10 6XR -6.00_1 SX6 3 00 Face f 0-6-6 4-110-6 I 0-3-12 �u 080 - I'�l - 1 8-3-11 22-0-10 8-3-11 1 11 10 9 � 1344N 8.00" 1344N 8.00" 0-G-4 � �f I 40-0-0 0-6-4 i (110 4-4) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1633 Maronda Systems 4005 MARONDA WAY SANFORD, Fl.. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I ago GREENBROOK Cr.Ow1EDO. 1`1_3276r WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing showy, on this drawing is not erection bracing, wind bracing, portal bracing or slrnit it,, 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 truss memters 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. ISm IIIB-91 of TPI). ffmvss Plate Institute, TPI, is located at 583 1)'Onoft-to Drive. Madison. Wisconsin 53719). Fug. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: B Date: 12-1 B-01 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: Design: Mafru Analysis JOB PA71i: C:17EE-LOK1JOBSICHF.K3 HCS: 11.28.01 DESIGN INFORMATION This design is for an individual building component and has been based on Inlormatlon provided by the client- The designer disclaims any responsibility for damages as a result of faulty or 1jim met information, specifications and/or designs furnished to the truss designer by the client and the cortectness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabri a - lion, handling. shipment and histallation of trusses. This truss has been designed as an individual building component in accordance wltl ANSUTPI 1-1995 and NDS 97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be slue that the data shown arc in agreement with the load building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cemng, they should be braced at a maxtmuro spacing of 10.4r o.e.. Connector plates shall be manufactured from 20 gauge hot dipped gal -Tilted steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabrialar's plans and to realise a continuing responslbWty for such veti- Uatlon. Any discrepancde arc to be put in writing before cutting or fabrication. Plates shall not be installed over lin th.1-. knot-s or distorted grain. Memhem shad be cut for tight flnmg wood to wood beartng. Con- nector plales shad be located on both faces of the taus with nails fully lnrbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate U 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specs led. Double cuts on well members stall meet at the centrold of the webs unless otherwise shown. Connect., plate sues are mlnlmwn sties lased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant trilled lumber unless otherwise shown. For additional information on Quality Cootrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and election recommendatlons are to be followed in accordance with -Handling installing A Bracing% HIB-91. Trusses are to be handled with particular are during banding and bundiing, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ftlon and for residing lateral forces shall be designed and installed by others. Careful hand- ling is essential and cree:tlon bracing is always ralulred. Norval precautionary, action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be wider the control of persons experienced in it,. Installation of trusses. Prnfessl.nal advice shall be sought If needed. Concentration of const-cUon loads greater than the design lads shall not be applied to tnmses at any time. No loads other thwi the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, It = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type-Encl L= 58.Oft, W= 40.0ft, Truss in INT zone, TCDLa 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L--0.45" D--0.47" T--0.93" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.46" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB - 1.00 r 4-10-14 0-6-6 Face 0-8 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1644 Support 2 1342 .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -8845 0.32 20-19 7841 0.71 2- 3 -11024 0.39 19-18 8115 0.72 3- 4 -13246 0.19 18-17 10186 0.52 4- 5 -13249 0.21 17-16 14692 0.72 5- 6 -15210 0.25 16-15 14692 0.75 6- 7 -15208 0.27 15-14 12263 0.65 7- 8 -11944 0.15 14-13 8073 0.42 8- 9 -8748 0.29 13-12 6540 0.58 9-10 -7128 0.24 12-11 6317 0.57 2-PLYS REQUIRED TI: B 1 QTY:2 ==__ __=_=====Joint Locations===========____ 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4- 4- 0 9) 35- 8- 0 16) 16- 2- 0 3) 8- 8- 0 10) 40- 0- 0 17) 11- 8- 0 4) 11- 8- 0 11) 40- 0- 0 18) 8-11-11 5) 16- 2- 0 12) 35- 8- 0 19) 4- 4- 0 6) 20- 8- 0 13) 31- 0- 5 20) 0- 0- 0 7) 26- 0- 0 14) 26- 0- 0 ------------ 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- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1449 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3044 -115 -336 BOT PIN 39- 8- 0 2485 0 -336 BOT H-ROLL 'I 2 0 22-8-0 8-8-0 4 5 6 7 9 1 6.00 Q 8X10 3X6 6X8 2-2-0 �{ 1OX10 3044# 8.00" 40-0 - 0-6-4 p COSIL4> TES (1Z) 2X4 EXCEPT AS SHOWN PLATES ARE TI.20 GA TE Ell PER ANSr/T1rI 1-1995 1394# Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEUO.F1.32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sintdar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce b.,ldurg length. Provisions must be made to anchor lateral bracing at ends and specmed locations delenNned by the building designer. Addfuonal bracing of the overall structure may be required (See HI9-91 of Thq). rl]uss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madls.n. WfscousIn 53719). 8X10 44X6 T 0-6-6 3X14 3X4 \ SX6 i 3 00 Face = 0-3-12 080 8-3-11 13 12 1 2485# 8.0011 �0-64 (RO-4-4) scale = 0.1633 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 tnf Truss ID: B1 Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afairir Analysis JOB PATH: CATEE-LOK11OBSICHEK3 HCS: 11.28.01 DESIGN INFORMATION Tills design Is for an individual building rnponent and has been based on Infornatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or hsorect i1donnatlun, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it nmy relate to a spe- cille project and accepts no respons(bidly or exercises rio control with regard to fabrica- tion. harulbng, shlprnent. and Installation of I—— This truss has been designed as an Individual budding component In accordance with ANSI/TPI I.1995 and NDS-97 to be tncorpoated as pan of the budding design by a Building Designer ("eider 1 architect or professional engineer). When re11CK d for approval by the budding designer. the design loadings shown .,.It be checked to be sure that the data shown re I. agreement with the local budding codes, local chunatic records for wind or snow loads, project specifications or special applied loads. Unless shown, iruss has not bear designed for storage or occupancy loads. The design assurnes compression chords (top or bottorn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid redutg. they should be braced at a rnaxirnum spacing of 10'-0" o.e. Connector plates shad be manuf letured 1—, 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven- ficatlon. Any ch c,"ricles are to be put In writing Ixfore cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shall be cut for Light fitting worxl to wood bearing. Con- nector plates shad be located on loth faces of the truss with nails fully Imbedded and shad be syrrt, about the joint unless otherwise shown. A 5x4 plate is wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (hairs) run Parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minunum sizes based on the forces show" and may need to be increased tot certain hand- ling and/or erection stresses. This truss is not to be fabricated wfill fire retardant treated lumber unless otherwise shown. For additional uhfomnallou on Quality Control refer to ANSI/Till 1-1995 PRECAUTIONARY NOTES All bmcbng and erection reconnmmndatons are to be followed In accordance with "Handling In,laWng 9 Bracu. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and mstalletion to avoid damage. Temporary and pe.mianent bmcing for holding trusses In a straight and plwnb pos- Man and for resisting lateral forces shall be, designed and installed by others. Careful hand- ling is essential and rrectlon bracing is always required. Normal precautonary action for muses requtres such temlwrary bracing during installation between trusses to avoid topplh, and dornlnoing. The supervision of erection of trusses shall be under the control of persons experienoed in ths e installation of trusses. R ofessional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applled to trusses al any line. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is curnpleled. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 0 5-6-14 0-66-6 WO: CHEK3 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 must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, It = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 40.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.50 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3596 0.64 3- 4 -4925 0.57 8- 7 3595 0.64 4- 5 -4017 0.50 7- 6 3614 0.72 TI: C 9TY:1 __- ------====Joint Locations==========-==== 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lac Type 0- 4- 0 1344 -136 -136 BOT PIN 39- 8- 0 1343 0 -216 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 136# Support 2 216# 6X8 8X10 &YR Face i 24 � 08 0 5X6 1 3 00 Face = 5-6-6 06f 0-3-12 080 1 9-7-11 19-4-10 1 i 9-7-1 I I 1344# 8.00" 8 G 0-64 1344# 8.00" COA"d& YkTES (12) 2x4 40-0-0 0-6�4 I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO 4-4)scale = 0.1633 _ LMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. i,10ENSE #0050068 1890 GREENBROOK C7.011EDOTL]2766 Design: Minns Analysis WHKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Sneing shown on this dmwing Is not erection bracing. wind bmeing, portal brachrg or sintif., bracing which is a tart of the budding design and which must be considered by the buffilWg designer. Dracing shown is for lateral support of tins numbers only to reduce buckling Imgth. Pnwisions must be niade to anchor lateral bracung at ends and specified lw�atlons detemiued by the budding designer. Additional bmcbig of the overall structure may be required. (See 1118-91 of TPn. fi'russ Plate Institute, Till. Is located at 583 D Onorno Drive. Madison, W isconsut 53719). JOB PATII: C.-ITFF--LOKUOBSIC11M Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: C Date: 12-18-01 DurFac - Lbr: - 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: 11CS- 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: C1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 ix4 continuous lateral bracing attached with ==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x6 SP #2 ® 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 componcnl and has been based on Information WEBS: 2x4 SP #3 MUST be positioned to provide equal unbraced 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 2,4 segments OR 2x4 "T" brace may be nailed flat 3) 20- 0- 0 7) 29- 8- 5 any y or Incomey in rmati n as a result of faulty or Incorrcel information, specifltatlons MULTIPLE LOADS -- This design is the to edge of web with 12d nails spaced 8" o. c. 4) 30- 0- 0 8) 20- 0- 0 and/or designs furnished to the truss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy All COMPRESSION Chorus are assumed to be 2x6 Brace required on any web exceeding 141. X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MKFRS/C&C, V=125 mph, 0- 4- 0 1344 -136 -136 BOT PIN cific project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: It = 15.0 ft, I - 1.00, Exp.Cat. =B, Xzt - 1.0 39- 8- 0 1343 0 -216 BOT H-ROLL control eatith regard l fabrics- erciseshan handling, Lion, handling, Shipment and instaltauon of L/999 Bldge= L= 58.Oft, W= 40.Oft, Truss Tin PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This truss has beer, designed as an L=-0.42" D=-0.44" T=-0.86" in END zone, TCDL= 4.2psf, BCDL= 6.Opsf Support 1 136# individual building component To accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 216# ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0. 44" ..TC ... FORCE... CSI ..BC ... FORCE... CSI as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -4019 0.50 10- 9 3615 0.72 Designer (registered architect - professional engineer). When mvtowed for apprrnal by The T= 0.2211 2- 3 -4925 0.57 9- 8 3596 0.64 budding designer. me design loadings shown 3- 4 -4925 0.57 8- 7 3595 0.64 RMIB = 1.15 must be checked to be sure that lie data shown 4- 5 -4017 0.50 7- 6 3614 0.72 are m agcemcnt with the bead building codes, local chunalic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has ,of been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeWng ASTM A (353. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shaft review this drawing to verify that this drawing is in conformance with the fabricator's plans and to responsibility for such veri- realize a continuing responsibility_ _ 100O 20-0-0 10-0_0_ fiotion. Any discrepancies are to be put in 1 3 wrong before cutting or fabrication. Plates shah not be Installed over Wnolhoks, knots or distorted grin. Members shall be cut _ U for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 6X8 8X10 6X8 otherw and shall be The hobs with Joinails fully imbeddedunless sym. stout the Joint unless otherwise shown. A - - - -- -7— 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrodd of the webs 5-6-14 unless otherwise shown. Connector plate sizes= are minintun sizes based on the forces shown and n,ay need to be Increased for certain hand - ( lag and/or erection stresses. This Truss is not 0-6-6 SX10 8X10 $Xlp 5-6-6 0-6-6 lo be fabricated whh The retardant vented -. lumber unless othelwlse shown. For additional uilomation on Quality Control refer to — — SX6 2-4-15 5X6 ANSI/TPI1-1995 Face = 0442 3•OV"'0 �I Pace = 0-3-12 300 PRECAUTIONARY NOTES—�-- 0-8 0 i 0-8-0 1W bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses arc to 9-7-11 11 194-10 I %-,%-11 __ be handled with particular care during banding 8 1 6 and bundling,_ delivery and installation to avoid 134411 B.00m damage. Temporary and permanent bracing 0-64 1344# 8.00" for holding trusses in a straight and plumb pos. it on and for resisting lateral forces shall be 1 is 40-0_0 rTES 0-6-4 0-6-4 designed and installed by others. Careful hand- COSI�) O) (12) 2X4 ) ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Normal precautionary action for required.Seale 0.1633 temp trusses reqion betweenes t usses o avoid Top during installation between trusses to avoid toppling and dominoiig. The supervislon of erection of trusses shall be under the control of persons EMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eu .Job: s llwg: HE TfU55 ID: C 1 experienced in the installation of trusses. Professional advice shall be sought if needed. CONTRACTOR. Dsgnl" TLY Chk: Date: 12-18`01 o Concentration of construction Loads greater Than the design loads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psr DurFae - Lbr: 1.25 misses at any tine. No loads other than the Bracing shown on this drawing is not erection bmcing, wind bracing, portal bmcing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 weight of the erectors shall be applied to uvsses after all fastening and bracing SANFORD, FL. 32771 whkh Is a (wrt of the bullrling design and which must tx- considered by the building designer. Bracing BC Live 0.0 O.C. Spacing: 24.0" until (407) 321-0064 Fax (407) 321-3913 shown is her lateral support oft— rmermb--m only to reduce buckling length. 11-istons roust be psr is completed. TOMAS PONCE P.E. made to anchor Lateral bmcing at olds and specified locations determined by the building designer. Additional bmeing the E(' Dead 10.0 psr Design Criteria: TPI of overall structure may be required. (See HIB-91 of TlIn. Code Dese: LICENSE #W50068 !Russ Plate Institute, TPI, is located at 563 D'Onofrio Drive, Madison, Wisconsin 53719). -- i ByO GREEN"ROOK C.OVIEDO.1`1_32768 I I TOTAL 33.0 psf V:12.03.0 - 2 7- 4 Design: Marna Arrdfysis JOB PATH: C:ITEF-LOKLIOBSICHF.K3 HCS: 11.28.01 DESIGN INFORMATION This design is for an individual building component and has been based on infornation provided by the client The designer disclains any responsibility for damages as a result of faulty or incorrect brionsurtiun. speciftcatlons arid/or designs furnished to the truss designer by the chenl and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exerctses no control with regard to fab i-- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1945 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings showrf must be checked to be sure that the data shown are in agmernent with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupy I y bads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally, by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to make a continuing responsibility for such ven- licatkrn. Any discrepancies are to be put 1n writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nect"r plates shall be. located can both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the pLue length specified. Double ,,is on web embers shall meet at the centrold of lire wd, ess otherwise shown. Connector plate sizes arc minbnum sizes based on the forces shown and may need to be increased for certair hand - Ling and/or erection stresses. This truss is not to be fabricated with Fire rea idant treated lumber unless otherwise shown. For additional Indornation on Quality Control refer to ArNSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed Inaccordance with -Handling Installing & Brachng�'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is —lial and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling mid dommoing. The supervision of erection of trusses shall be under the control of persons rsperienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design toads shall not be applied to busses al any line. No loads other than the welgln of the ereclors shall he applied to trusses until after all lastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 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 1 112# Support 2 198# 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 DEFLECTION: T= 0.21" RMB = 1.15 6-2-14 0-6-6 4 7— Face 0-8 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 rnph, It - 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 40.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.43 14-13 3535 0.78 2- 3 -3824 0.38 13-12 3584 0.71 3- 4 -4342 0.46 12-11 3484 0.58 4- 5 -4342 0.46 11-10 3484 0.58 5- 6 -3825 0.38 10- 9 3584 0.71 6- 7 -3949 0.43 9- 8 3535 0.78 TI: D QTY:2 ==============Joint Locations========_====== 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1343 -155 -112 BOT PIN 39- 8- 0 1344 0 -198 BOT H-ROLL 114-0 17-4-0 114-0 1 2 4 6 -7� 6 00 6X8 8X10 6X8 04r=-- - / 0 6-2-6 0-6-6 3X4 A- 5X6 3 (FO_ Face = 0-3-12 0-8-0 10-I1-11 16-5-10 i/ 10-11-11- 1 13 12 I1 10 9 8 1344# 8.00" 1344H 8.00" U-6 4 40-0-0 0 6-4 COSI�� ��TES (12) 2X4 �0]4) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1633 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1 a9U GREENDROOK Cr.O1IEr)n.FL327- WAKNINCj: 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 shnllar tracing which Is a par of the building design and which must be considered by to building designer. Bracing shown is for lateral support of truss men.bets only to reduce buckling length. Provisions Burst 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 HI13-91 of Tyr). (Truss Plate Institute. 'rill, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191, Eng. Job: WO: CHEK3 Dwg: Truss ID: D Dsgiw: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 11C Live o.o psr O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI — Code Desc: TOTAL 33.0 psf V: 2,03.01- 8218- 5 resign: mor," Analysis JUB I'MH: C:lrEE-L0KU0RSICIIEK3 NCS: 11.28.01 JB: CHESAPEAKE K 3 AC- WO: CHEK3 WE: TI: E QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 4,6 �r continuous) braced unless noted otherwise. 3) 12- 8- 0 8) 40- 0- 0 13) 6-11-14 faulty or incorrect information. specifications Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/nrdeslgosfurnihedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: h = 15.0 ft, I = 1.00, Exp.Cat.=B, Xzt = 1.0 5) 27- 4- 0 10) 27- 0- 5 by the cUenl and the correctness or accuracy Support 1 90# Bldg Type= Lia 58.Oft, W= 40.0£t, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as is may slate to a spe- Support 2 179# in END zone, TCDL- 4.2psf, BCDL- 6.Opsf X-Loc Vert Horiz Uplift Y-Lot p Z�Pe cific project and accepts no responsibility or exercises no control with regard to fabrlra- MAX LIVE LOAD DEFLECTION: 0- 4- 0 1343 -174 -90 BOT PIN tton. handling. shipment and tnsuUauon of L/999 ..TC... FORCE...CSI ..BC... FORCE... CSI 39- 8- 0 1343 0 -179 BOT H-ROLL trusses. This lrisshas been designed asan L=-0.32" D=-0.33" T=-0.65" 1- 2 -4002 0.44 14-13 3591 0.79 individual building-uponenl in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3689 0.37 13-12 3629 0.69 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.42" 3- 4 -3880 0.38 12-11 3343 0.53 as part of the building dcslgun by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -3880 0.38 11-10 3342 0.53 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.20" 5- 6 -3689 0.37 10- 9 3629 0.69 building designer, the destgn loadings shown R11B = 1.15 6- 7 -4002 0.44 9- 8 3590 0.79 must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by shea0auag urdess otherwise specified. Where bottom chords In tension arc not fully bated Literally by. properly applied rigid miling, they should be braced at a ntacimurn spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriraUon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. My discrepancies are to be put in writing before cutting or fabricitUon. Plates shall not be installed over knot -holes, knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malls fully Embedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate is 5" wide x 4- long. A & S plate, is 6" wide x 8" long. Slots (holes) run parallel to Elie plate length specified. Double cuts on web members shall meet at the cenlrold of (fit webs unless otherwise shown. Connector plate sizes art minimizer inizer sizes based on the forms shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated wtlh fire retardant treated lumber unless otherwtse shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormuendatlons are Eo be followed in accordance with "Handling Installing & Bracing", 11IH-91. Trusses ale to be handled with particular tare during banding and bundling, delivery and installation to avoid darnage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- It1on and for resisting lateral forms shall be designed and 1nslalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requtres such temporary bracing duMg installation between trusses to avoid toppling and domhnoing. The supervtslon of erection of trusses shall be under the control of persons experienced In tine installation of trusses. Professional advice shall be sought d needed. Concentration of constructlon Toads greater than the desigrn krads shall not be applied to trusses at any time. No loads other than the weight of the werectors shall be applied to trusses u.J aver aI fastening and bracing Is completed. 12-8-0 14_8_0 12-8-0 1 2 4 6 7 0 6-10-14 0-6-6 6X8 3X4 6X8 Face = 010 12 1232 --el 0-8 -6 0000 I 3.00 0-6-6 _--L 640-6 5X8 t Face = 0-3-12 080 1 12-3-11 14-0-10 12-3-11 1 13 l 11 9 81 1344# 8.00" 0-6-4 1344# 8.00" 0 6-4 40-0-0 � COSIZA lie) ATES (12) 2X4 I (1Zp_4_4) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1633 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W EK CMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 12-1B-01 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 shnilar Naring which is a Pori of the building desigrr and which must be by TIC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 considered the building designer. Bracing shown le ms m for lateral support of Truss mehem only to reduce buckling length. Provision., be BC Live 0.0 psr O.C. 24.OB Spacing: IO g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deterndned by We building designer. Additional bracing of the overall structure may be required. Ism tti6-91 of TPI BC Dead 10.0 1)$� Design Criteria: TPI LICENSE #0050068 rfruss Plate Institute, TPI, is located at 563 D'Onofrio Drive, Madison, Wisconsin 53719). _--- 1 Code Desc: r. 1890 GREENBROOK COMDO.rL32766 TOTAL 33.0 psr V:12 03. 1- 19- 6 - ,a.o rrr, r. �.ucc-r-vn wuan.nr.rt-t HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrim- Uon, handlntg, shipm,nl and I sUlaUon of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by. Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not lien designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not rutty braced laterally by a property applied rigid ceding, they should be braced at a maxinuurn spacing of I Or-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that thus drawing is in conformance with the fabrimtor's plans and to realize a continuing responsibility for such verl- ftmtlon. Any discrepancies are to be put it writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distotted grain. Members Shan be cut for tight fitting wood to wood hearing. Con- nector plates shall tx lorted on both faces of the lnass with naLLs fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6' wide x 8" long. Slots tholes) run parznei to the plate length specified. Double cuts on web members bill shall meet at the centrold or the webs unless otherwise shown. Connector plate slus arc minimum stus based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AJI bracing and erection re.onm endiU.n are to be followed in accordance with "Handling Installing 8 Bracing", HIB-91. Trusses are to be handled with particular care during binding and bundling. delivery and Irtsfanation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by oters. Careful hand- ling is essential and erecton bracing is always requLxd. Nomnai precautionary acuou for trusses fegUIMS such ternporary bracing during Installation between trusses to avoid toppling and donunoing. The supervision of erection of trusses shall be under the control of persons uperfenced in the installation of trusses. Professional advice shall be sought If needed. Concentration of consuueuon loads greater than the design loads shall not be applied to Uusses at any time. No loads other than the weight of the erectors shalt be, applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 68# Support 2 159# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.20" RMB = 1.15 MULTIPLE LOADS -- This design is the clxtiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 58.Oft, W= 40.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4037 0.44 14-13 3627 0.80 2- 3 -3546 0.37 13-12 3657 0.68 3- 4 -3503 0.32 12-11 3196 0.48 4- 5 -3503 0.32 11-10 3195 0.48 5- 6 -3544 0.37 10- 9 3656 0.68 6- 7 -4036 0.44 9- 8 3626 0.80 FIWA ==__=__=======Joint Locations=====_===_===== 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1344 -192 -68 BOT PIN 39- 8- 0 1343 0 -159 BOT H-ROLL 14-0-0 Ilk 1210-0 1 14-0-0 2 4 6 7t 6.00 -6.00 6X8 3X4 6X8 7-6-14 0-6-6 T�r I Face 12-23000 0-8 5X8 3.00 Face 7-6-6 0-6-6 TY� I 0-3-12 U-8-0 1 13-7-11 11-4-10 _ 13-7-11 1344N 8.00" IT 13 k2 11 10 9 81 0-6-4 1344N 8.00" �-0-4 - COS1C4) 40-0-0 -6 kTES (12) 2X4 � i (R0-4-4) EXCEPT AS SHOWN PLATES ARE TI.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1633 Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOII Cr.0VIEDO.Ft92766 WAKNINts: 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 manila, bracing which is a part or the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be road, to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (.4ee H111-91 of Till). rfruss Plate Institute. TPI, as located at 583 D'Onofrlo Drive, Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL. 33.0 tfsf Truss ID: F Date: 12-18-01 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Mrarix Analysis JOB PATH: CATEE-LOKU08SICHEK3 HCS: 11.78.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect In(onnat(on. specifications and/or designs furulsbed to the truss designer by the client and the correctness or accuracy of thL mfonnallon as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- ❑on, handling. shipment and Installation of trusses. This truss has t—i designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the budding d-Igu by a Building Designer (registered archhecl or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local rWnatic records for wind or now loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Iwds. The design assurnes compression chords (lop or bottom) arc conl.mu- ously braced by sheathing unless otherwise specified. Where bottom chords in lertMon are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a ma[Unurn spacing of 10'-0' o.c. Connector plates shall be. manufactured from 20 gauge hot dipped galvanized steel meeting AS -RI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a contmumg responslbliity for such —1- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight Luting wood to wood bearing. Con- nector plates shall be lovatcd on both faces of the truss with nails fully imtxdded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6.8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ce,ntroid of the webs unless otherwise shown. Connector plate sizes are m)numun sins based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is [tot to be, fabricated with fire retardant treated lumber unless otherwise shown. For additional umforinauon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AL bracing and erection recommendations arc to be followed Lit accordance with "Handling Instalung & Bracing. HID-91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a stratoit and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is wrec essnal and eUon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation txlween tresses to avoid mppling and dornmoing. The supervision of erecUon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to lrus5es M any it,, No loads other that, the weight of the erectors shall be applied to trusses until after all fastenuhg and bracing Is ronnpleted. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 68# Support 2 143# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.201, RMB = 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 58.Oft, W= 40.Oft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 207# TI: G QTY:1 --============Joint Locations=============== 1) 0- 0- 0 5) 31- 7-12 9) 24- 7- 8 2) 8- 4- 4 6) 40- 0- 0 10) IS- 4- 8 3) IS- 0- 0 7) 40- 0- 0 11) 8- 6- 8 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1343 -207 -68 BOT PIN 39- 8- 0 1343 0 -143 BOT H-ROLL ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -4030 0.45 12-11 3623 0.79 2- 3 -3449 0.33 11-10 3645 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.33 9- 8 3645 0.66 5- 6 -4029 0.45 8- 7 3622 0.79 15-0-0 / 10-0-0 / 15-0-0 1 2 6 0000 -6.00 6X8 6X8 8-0-14 0-6-6 _T Face = Old H 0-8 5x6 3.00 Face = 8-0-6 0-6-6 0-3-12 o-s-0 14-8-8 _ — 11 11 9-3-0 14-8—r-8 _ 1 1344/f 8.00" lU 87 0-6-4 1344# 8.00" 6-4 EXCEMIiL4) TES (12) 2X4 40-0-0 ----� R 4) EXCEPT AS SHOWN PLATES ARE 'FL20 GA 'TESTED PER ANSI/TPI 1-1995 scale = 0.1633 ■ LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSF. #0050068 1540 GREENBRD K Cr.0VIED0.FL32766 WAKNIN(ril: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shower on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the bulling design and which must be considered by the buitllng designer. Bmcurg shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speriled locations determined by the building designer. Additional bmcmg of the overall siniclure may be required. lSee 111E-91 of TPIb ITnuss Plate Institute, TPI. Is located at 583 D Onofrio Drive, Madison. Wisconsin 53719), Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead_10.0 psf TOTAL, 33.0 P-f Truss ID: G Date: 12-18-01 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: Designs Matrix Analysis JOB PATIO C:ITEE-L0KV08SICIIEK3 HCS.- 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or rre Incoct Informatins on, specificatio and/or designs furnished to the truss designer by the client and the cormclitess or accuracy of this information as It may relate to a spe- cdlc protect and accepts no resporuibib[y, or exercises no control with regard to fabrica- lion. hand Wig. shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered amhllect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be cl—ked to be slue that the data shown arc In agreement with the local building codes, local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension an not fully braced laterally by a property applied rigid ee0ing. they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlmd steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realln a continuing responslbUlty, for such veri- fication. Any discrepancies an to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight siting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with M16 fully Imbedded and shall be sym. about the Joint unless otitenvlse shown. A 5x4 plate is 5- wide x 4- long. A 6xB plate Is 6- wide x 8- long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mmtmum slut 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 Wormation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bracing and enelion recommendations are to be followed In accordance with -Handling Installing & Bracing-. 14I11-91. Trusses are to be handled with particular care during banding and bundling, delivery and i staliation to avold damage. Temporary and permanent bracing for bolding tnsse5 to a straight and plumb pr>s- Itlon and for resisting lateral forces shall be designed and Installed by them. Careful hand- ling is essential and erection bracing is always required. Nomral pcecauilonary anion for lasses requfres such temporary bracing during installation between muses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the msta.Utlon of trusses. Professional advim strait be sought If needed. Concentration of corrstrucuon loads greater than the design Imds Shan not be applied to trusses at any time. No load.other than the weight of the erectors shall be applied to sus ses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 rtgrh, h - 15.0 ft, I e 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 58.Oft, W= 20.Oft, Truss in INT zone, TCDL. 4.2psf, BCDL- 6.0psf MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.0411 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 4-1-13 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccatgrosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 735 Support 2 732 ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -2360 0.50 10- 9 2048 0.55 2- 3 -2294 0.34 9- 8 2049 0.47 3- 4 -2069 0.49 8- 7 2040 0.55 4- 5 -2288 0.35 5- 6 -2352 0.51 TI: H QTY:1 =-_=== ======Joint Locations==============_ 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0- 9- 5 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 20- 9- 5 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1361 -80 -196 BOT PIN 19- 8- 0 1355 0 -196 BOT H-ROLL L 7-0-0 6-0-0 7-0-0 1 2 5 0 0 5X10 6X8 110 9 1362# 8.00" 0-9-5__I (RO-8-8-11)� 430At EXCEPT AS SHOWN PLATES ARE TL20 GA TF S PED PE ANSI/TPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 Design: Matrix Amlysis Jaa 5X6 4-" 0-66-6 _L- 20-0-0 8 7 1355# 8.00" 20-0-0 1 I �0-9-5 430�J �cuU-B�-1 I> 1-1995 scale = 0.3109 WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLv Chk: HEK Truss ID: H Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or santlar bracing which is a part of the bulldhig design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 Shown 11 for lateral supportm of tnss embers only to mince buckmrg length. Provisions must be BC Live 0.0 ps[ O.C.Spacing: 24.Om I� made to anchor lateral bracing at ends and specified locations determined by the budding deslorer. Additional bracing of the overall structure may b e required. IS" HIB-91 of 1PII. BC Dead 10.0 p.Sf Design Criteria: TPI 0'r— Plate Irstitirm. TPI, Is located at 583 D'Onofno Drive. Madison. W tscnnsm 53719). Code Dese: TOTAL 33.0 lisf V:12.03-01- 8164- 9 JOB PA77i: C. IT£E-LOKUORSICHEK3 tics: 1f.Z8.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: 1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==_===========Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 corriposite result of multiple loads. 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 component and has been based on mfonnatlon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaons any responsibility for damages aspM81caOons recati of WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3 9- 0- 0 7 20- 0- 0 fault y or Incorrect information. s Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, 4) 11- 0- 0 8) 11- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: h = 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt = 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bylheclientand the correctness or accuracy Support 1 196# Bldg Type= L= 58.Oft, W= 20.Oft, Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- Support 2 164# in END zone, TCDL= 4.2psf, BCDL= 6.Opsf 0- 4- 0 695 -107 -196 BOT PIN ciflc project and accepts no responsibility or exe"es no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: 19- 8- 0 659 0 -164 BOT H-ROLL uon, handling, shipment and Installation of L/999 -.TC FORCE... CSI ..BC... FORCE... CSI trusses. This truss has been designed as an L=-0.04" D=-0.04" T=-0.07" 1- 2 -973 0.22 10- 9 826 0.40 Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -791 0.17 9- 8 665 0.30 ANSI/TPI 1-1995 and NDS-97 to be ureorporated T= 0.04" 3- 4 -712 0.13 8- 7 825 0.40 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -787 0.17 Designer (registered architect or professional engineer). When reviewed for approval by the T- 0. 02" 5- 6 -972 0.22 building designer, the design loadings shown RMB 1.15 must be checked to be sure that the data shown are in agreement with Ute Inca.) building codes, local climatic records for wind or snow loads. project speclflcatlons or special applied loads. Unless shown. truss has not been deslgncd for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celhng. they should be braced at a pladmwn spacingtu 1ctur o.c. Connector plates shall manufactured from 20 gauge hot 9-0-0 2 9-0-0 dipped rd ed steel meeting AS. A 653, 1 2 0, unless Grade 40. unless otherwise shown. 5 6 FABRICATION NOTES Prior to fabrication, the fabricator shall reviewthis drawing to verify that this drawing is n conformance with the fabricators plans and to realize a conunung responsibility for such veri- ficallon. Any discrepancies art to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots —distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nectar plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about theJoint unless otherwise shown. A 5-1-13 5x4 plate is 5" wide x 4" long. A 6.8 plate is 6" wife x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs 0-6-6 unless otherwise shown. Connector plate sizes are nu umum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss 1s not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltlonal T Infonnatlon on Quality ConUol refer to IQ ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses arc to be handled with particular care duruig handing and bundling, delivery and nstailation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Iron and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during nstallatlon between trusses to avoid toppling and domnotng. The supervision of erection of trusses shall be under the control of persons experienced in the nstaliation of trusses. Professional advice sha8 line sought if needed . Concentration of construction loads greater than the desigrn loads shall not be applied to trusses at any time. No loirls other than the weigh, of the erectors shall be applied to trusses until after all fastening and bracing ti completed. 6 OU 110 696# 8.00" 4X8 4X6 6X8 3X8 00-9-5-5 (RO-8-11) I ie 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 CMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005(X)68 1890 GREENBRO K C,ONEDO.1`1_32766 -6 00 WAKNIN(j: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DNg: CONTRACTOR. Dsgnr: TLY I Clik: BRACING WARNING: TC Live 16.0 psi Bmeng sitown on this drawing Ls not erection bracing, wind bracing. portal bmcing or sntilar l,raeing TC Dead 7.0 psf 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 to BC Live 0.0 psf made to anchor lateral bracing at ends and specified locallons determined b y the building designee Addtuortal bracing of the overall structure may be required. (See HIB-91 of '1'P0. ea BC Dead 10.0 1S(' 1 (hvss Plate Institute, 7'Pl, Is located at 583 D'Onofrfo Drive, Madison, Wisconsin 53719). T07'A L. 33.0 5-0-6 0-6-6 5X6 I � 660# 8.00" scale = 0.3225 Truss ID: I Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JUu rAltl: L:lict-LUA'JUH5lLift.I(i IICS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on irfomhation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speUlflcabons and/or designs furnished to the tniss designer by the client and the correctness or .—ray of this informaUon as It may relate to a spe- cfde project and accepts no responsibility or rcrses no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings silo — must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, (loss I- of been d-igned for storage or occupancy loads. Tmes ire design assu cornpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords fir tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxhnum spacing of 10'-0- o.e. Connector plates shall be manufactured frorn 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 6 in conJormance with the fabricator's plans and to realize a continuing responsibWty for such verl- fncalmn. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con - plates shall be located on both faces of the truss with nails rutty imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots [holes) run parallel to the plate length Specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the role- shown and may need to be increased nor certain ha nd- [Ing and/or erection stresses. Tits truss is not to be fabricated with fire retardant treated lumber unless otxrw rm-e shown. For additional infoation on (duality Control refer to ANSI/7'PI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendallons are to hit In followed In accordance w"Handling Installing & Bracing-, 1,1I8-91. Trusses are to be handled with particular care during banding and bundling, delivery and Insta hitch to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plurub pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- hng is --.list and erection bracmg Is always mq.irrd. Normal prccauUonary acuon for trusses requires such temporary bracing during inslallaton between trusses to avoid toppling and dominomg. The supervision of erector of trusses shall le under the control of persons experienced in the installation of trusses. Profession] advise shall be sought if needed. Concentration of construction loads greater than the design loads shall not to applied to busses at any lime,. No loads othrr than the wrlght of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 196# Support 2 196# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-7-13 0-6-6 I WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccimposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 20.Oft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf TC... FORCE ... CSI--BC...FORCE... CSI 1- 2 -963 0.21 8- 7 816 0.47 2- 3 -754 0.17 7- 6 816 0.47 3- 4 -754 0.17 4- 5 -963 0.21 TI: J 9TY:3 ==--====-=====Joint Locations=========______ 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 695 -118 -196 BOT PIN 19- 8- 0 695 0 -196 BOT H-ROLL U -_ _ 10-0-0 10-0-0 f, 1 2A 4 5 18 696# 8.00" 0 -6.00� 4X6 0-6-6 4 " 5X6 0-9-5 (RO-8-11)� 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-()064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 19906REENBROOK Cr.OVIEDO. PL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown cm this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be. considered by the building designer. Bractrig shown is for lateral support of truss members only to reduce buckling length. Prtwlslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional blueing of ire overall structure may be required. (Seri 11I13-91 of l'PII. (Truss Plate Institute, TP]. is located at 583 D Onofrlo Drive.. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgbv: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC live 0.0 psf BC Dead 10.0 psf TOTAL. 33.0 nsf Q 5-6-6 6967 8.00" -� �e-0.-9-5_ I (RO-8-11) scale = 0.3109 Truss ID: J Date: 12-18-01 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: Design: Marrix Analysis JOB PAT'IP Cal'EF-LOKUOBS'ICIIFK3 11CS: 11.2801 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: J1 QTY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ===_==========Joint Locations==============_ This design is for an individual building BOT CHORDS: 2x4 SP #2 cengnosite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 component and has been based on mfomiatlon provided by the client. The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 any responsibility for damages as a result of WEDGES: 2x4 SP #2 continuous) braced unless noted otherwise. Y 3) 1D- 0- 0 6) 19- 5- 8 faulty or incorrect Information,specifications Wind Case- ASCE 7-98, MWFRS/C&C, V=125 niph, ----MAX- REACTIONS PER BEARING LOCATION ----- and/ordmigns furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: h - 15.0 ft, I = 1.00, Exp.Cat.-.B, Kzt - 1.0 X-Loc Vert Horiz Uplift Y-LOC Type by the client and the correctness or accuracy Support 1 64# Bldg Type= L= 58.Oft, W= 19.5ft, Truss 0- 4- 0 684 116 -64 BOT PIN of Ibis Inf—tuon as d may retail, to a spe- cdic project and accepts no responsibWty or Support 2 37# in END zone, TCDL= 4.2 sf, BCDL= 6. 0p sf P 19- 3-12 635 0 -37 BOT H-ROLL exercises no control with regard to fabilca- MAX LIVE LOAD DEFLECTION: Ion, handling, shipment and Installation of L/999 ..TC ... FORCE... CSI -.BC ... FORCE... CSI trusses. This Iniss has been designed as an L=-0.03" D=-0.03" T=-0. 06" 1- 2 -947 0.22 8- 7 801 0.53 iidivldual building component In accordance With MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -740 0.17 7- 6 749 0.52 ANSI/TPI I-1995 and NDS-97 to be Incorporated T= 0.02" 3- 4 -741 0.21 of the building design by. Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 4 - 5 54 0.18 D gri architect or professional r Designer Ireghen T= 0. 01" re engineer). When reviewed for approval by the building designer, the design loadings shown RMIB 1.15 must be checked to be sure that the data shown = are In agmernent With the local building codes, I I climatic records for wind or snow loads, project sp-IRMUons or special applied loads. Unless shown, truss has not been designed for storage or Occupancy loads. The design assumes rnmpresslon chords (top or bottom) are continu- ously braced by sheathing unless Otherwise specified. Where bottom chords in, tension arc not fully braced laterally by a property applied rgid ceiling, they should be braced at a 1 10-0-0 9-5-8 madrnum spacing of 10'-O-' ox. Connector Z 4 5 plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653, Q Grade 40, unless Otherwise shown. -6.00 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this droving is In conformance with (lie fabricator's plans and to reallze a continuing responsibility [or such ver- fkailon. Any discreparictis are to be put m writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or dislorlcd grain. Members shall be. cut for light fitting wand to wood bearing. Con- nector plates shall be located on both faces of 5-7-13 tic truss with nails fully imbedded and shall be sym. about the jointunless otherwise shown. A 5.4 plate is 5- wide x 4- long. A 6.8 plate is 6- wide x 8- long. Slots (holes) run I. —del to the plate length specified. Double cuts on web members shad meet at the-nt,.J,l of the webs 0-6-6 unless otherwise shown. Connector pL to sizes art rninlmurn sizes based on the forces shown, and may need to be Increased for certain hand. Wig and/or erection stresses. This Uuss is not to be fabilmled with fire retardant treated lu nber unless otherwise showri. For addWonal —^ 1 information on guaity Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing R Bracing". H18.91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Itlon and for resisliig Lateral forces shall be designed and Installed by others. Careful hand. Ing Is essential and erection bracing is always requlmd. Normal prerautimnary action for (russes requires such temporary bracing during Installation between trusses 10 avoid Lopping and daninoumg. The supervision of erection or trusses shall be under the control of persons experienced In the mstadatlon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inads shall riot be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 6C8 �m' 684# 8.00" 0�9-5� (RO-8-11) I �e 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE. #W50068 1890 GREENBROOK CT.0VIEU0,FL31166 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: liracing shown on this drawing is not erection bracing. wind bracing, pork) bracing or shndar bnchig which is a part of the building design and which roust be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provlslnns ntust be made, to anchor lateral bracing at ends and sp,,cdied locations delemdned liv the budding designer. AddiUoal bracing of tru he overall stclurr, may be required. (See HIB-91 of irly (Truss Plate Institute, TPI, Is located at 583 D'Onofrlo 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 m9f 5-6-6 0-9-10 A- 3X4 RA 636# 3.50" scale = 0.3311 Truss ID: J 1 Date: 12-18-01 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaans any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- ei0c pr l-i and accepts im responsibWty or exe"Ises no control with regard to fabrira- tlon. handling. shipment and Installation of trusses. This truss has lien designed as an Individual building component in accordance with ANSI/TPl i-1incorporated 995 and NDS-97 to be incoorated as part of the building design by a Building Designer Iregi-stered architect or professional enA-0. When reviewed for approval by the building designer, the. design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxi mu t spacing of 10'-G' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In cunformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate B 5' wide x 4" long. A 6xB plate Is 6' wife x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the wehs unless otherwise shown. Connector plate sizes are mmmunt sizes based tan the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and etmHon recoinmendations are to be followed In accordance with 'Handling Installing & Bracing'. III8-91. Trusses are to be handled with particular care during banding and bundling, delivery and bistallation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for reststing lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during instailatlon between trusses to avoid toppling and domb,omg. The supervisi.n of erection of trusses shall be under the eonlml of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fasleung and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 147# Support 2 212# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.1511 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 4-3-13 0-6-6 I 0-8 I 9 685# 8.0011 6 0000 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 19.5ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf 4X8 SX6 1-8-15 3.00 I 00-9-5-5 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005(X)68 1890 GREENBROOK Cr.0VIED0.Ft32766 Design: Mmrir Analysis 2X4 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Hracun9 Shown is for lateral support of truss members only to reduce buckling length. Provisions nhust tx made to anchor lateral bracing at ends and specified locations determined by the building deslghsr. Additional bracing of the overall structure may be requred. ISee HID-91 of TPI). fri uss Plate Insulate, TPI. is located at 583 D'Onofrio Drive. Madison, Wls—isin 53719). JOB PATH: C:ITEE-LOKU08SlCNEKJ J3 QTY:1 =- ===-=-=====Joint Locations=============== 1) 0- 0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -212 TOP H-ROLL 0- 4- 0 685 76 -147 BOT PIN TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1753 0.27 9- 8 1553 0.34 2- 3 -1578 0.28 8- 7 1454 0.37 3- 4 -1383 0.34 7- 6 113 0.15 4- 5 -1383 0.34 Eng. Job: Dwg: Dsgnr: TLY Cldc: TC Live 16.0 psr TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 3X6 cvo 038 645# 1.50" 0-3-8 (RO-3-8) scale = 0.3264 Truss ID: J3 Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, speciflralions and/or designs furnished to the truss designer by the client and the rnnectriess or accuracy of this Irdornation as it may relate to a spe- clfle project and accepts no responsibility or exerctses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as tart of the building design by a Budding Designer (registered architect or professional engineer). When reviewed lot approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow basis, project speUm-t1wiS or special applied loads. Unless shown, tru ss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are conlinu- oushy bracts by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceilbmg, they should be braced at a maximum spacing of 10'-(P o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance wlth the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. plates shall not be installed over )umothoi-. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A 6.8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc mininnurn sizes based on the forces shown and may need to be increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional idormation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are I* be followed in accordance with "dandling installing & Bracing'. 1-110-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plwnb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precauuonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greatn than the design loads shall not he applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 104# Support 2 606# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.10" RMB me 1.15 7-3-13 0-6-6 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 58.0ft, W= 20.7ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf .-TC... FORCE ... CSI 1- 2 -834 0.12 2- 3 -671 0.30 3- 4 -1862 0.44 4- 5 -720 0.29 5- 6 -320 0.26 --BC ... FORCE ... CSI 13-12 1280 0.30 12-11 1278 0.25 11-10 1528 0.26 10- 9 960 0.30 9- 8 367 0.18 8- 7 361 0.20 TI: K 61TY:3 =-============Joint Locations==============ern 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 233 146 -104 BOT PIN 11- 6- 4 1266 0 -606 BOT H-ROLL 134-0 74-0 1 2 3 1 5 6 6.00 3-4-8 10.80 I 5X6 -6.00 n 8-0-0 34_0 94 p 13 12 11 10 9 S 7 0 233# 8.00m 1266# 3.50" -9-5-5 � (� (R0-8-11) I I 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREEN9RVOR CT.UVIED0.1`1_32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not section bracing. wind bracing. portal bracing or swular bracing which is a fart of the building design and which must be considered by the building designer. Bracing shorn is for lateral support of truss members wily 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 NIB-91 of TPp. (Truss plate hmslitute- TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Cbk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 Psf TOTAL 33.0 tnf 4-2-6 0-6-6 3-0-0 _- Ij CHANT: 9-0-0 095 I (RO-8-1I) scale = 0.2871 Truss ID: K Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Maw Andlysis 108 PATH: C.-IM-LOKUOBSICHEK3 11CS: 11.28.01 JB: CHESAPEAKE K 3 AC: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based information oation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect inforrnallun, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this inforinalion as It may relate to a spe. ciDc project and accepts no responsibility or exercises no control with regard to Nbrica- t1on. handling. shipment and tnswliation of trusses. This truss has been designed as an individual building component In accordance with ANSUTPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engnneerl. When reviewed for approval by the building designer. the design headings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project speellicalions or special applied loads. Unless shown. truss I— not been designed for storage or occupancy loads. The design asstunes cornpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where boll... chords in ternsiun are notfully braced laterally by a properly applied rigid ceiling, they should be braced at a m—unurn spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeling ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, One fabricator shall review this drawing to verify that this drawing is in conlormance with the fabricatur's plans and to mallet a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to woad bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be spnabout the Joint unless otherwise shovm. A 5x4 plate is 5" wide x 4" long. A BxB plate is B" wide x 8- long. Sloss (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate. sizes are mm s inimuizes based on the forces shown and may nerd to be Increased for certain hand- ling and/or ,met .it stresses. This to ss is not to b. fabricated with fire retardant treated lumber unless otherwise shown. For additional mfonnation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection reconmhendallons are to be followed in accordance with "Handling Installing & Dracirng", HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and prnnanent bracing for holding trusses can a straight and plmnb pos- Ition and for resisting lateral forces shall be designed and t-balled by others. Careful hand - [big Is essential and election bracing is always required. Normal precautonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domnoung. The supemisron of erection of trusses shalt be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any line. No loans other than the weight of the riectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 95# Support 2 605# MAX LIVE LOAD DEFLECTION: L/538 at JOINT # 7 L--0.20" D= 0.0411 T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 6-3-13 i 0-6-6 J- 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 20.7ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf TI: K 1 QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 5) 15- 4- 0 9) 11- 4- 0 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 261 120 -95 BOT PIN 11- 6- 4 1265 0 -605 BOT H-ROLL ""TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -950 0.20 11-10 1215 0.38 2- 3 -865 0.20 10- 9 1530 0.30 3- 4 -2004 0.29 9- 8 558 0.27 4- 5 -1718 0.29 8- 7 563 0.35 5- 6 -509 0.41 11 4-0 4-0-0 5-4 1 2 g 6 F__6.00 111 110 262# 8.001, 0-9-5 _I 4X6 I —'i M 1266# 3.50" (RO-8-11) I r__ 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (M_aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. i ICENSE #0050068 1890 GREENDROOK GT. OVIEDO.rt327r-,ti Anucn Mnalr lnnhrdc WAKNINIi! READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing la not erection bracing. wind bmclng, portal blaring or Mini]., bracing which is a pan of the buildbhg design and which must be considered by the building, designer. Bracing shown Is for lateral 5upp.11 of truss members only to mduee buckling length. Provisions most to nhadr to anchor lateral bracing at ends and specified locations detenrdned by the building designer. Additional bracing of the overall structure may be required. [See HIS-91 of Tpd. (Truss Plate Institute, TPI. is located at 583 D'Onolno Drive, M.disorl. Wisconsin 53719). 4X8 0-66-6 A- T T 3-0-0 1 3-2-6 1- — CANT: 9-0-0 0-9-5 j (RO-8-11) scale = 0.3015 E ng. Job: K Dwg: Truss ID: K1 Dsgnr: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFoc - Lbr: 1.25 TC Dead 7.0 1,sf DurFac - Pit: 1.25 I1C Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.() psf Design Criteria: TPI — Code Desc: 'FOTAL 33.0 usf v• 1 7 nz n i_ noon_ i s HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by tlm client. The designer disclaims any reap-11,11ty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepLs no tesponslbWty or exercises no control with regard to fabrica- tion. handlingshipment and UlstalatiOn of trusses. This truss has been designed as an Individual budding component It accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered ambllect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads.. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid celling. they should be braced at a maxanum spacing of IV-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipl,cd galvanued steel meeting ASr'M A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrimilon, the fabricator shall review this drawing to verify that this drawing Is in confomnance with the fabricators plans and to realize a continuing responslbWty for such verf- flovon. Arty discrepancies are to be put In wrung before cutting car fabrication. Plates shall not be Installed over knotholes. knots or dlstoried grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate is 5' w$d. x 4' long. A 6.8 plate Is 6' wide x 8' long. Slots [holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Ttus I-- is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on f)ualty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendallons are to be followed in accordance with'Nandling Installing & Bracing'. NIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung la essential and erection bracing is always required. Normal precautionary action for trusses mqubrs such temporary bracuig dwmg Irns"I.Ion between tosses Ica avoid toppling and do -I noting. The supervision of erection of trusses shad be tinder the control of persons experienced in the insraUauon of trusses. Professional advice s1u11 be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appUed to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat-B, (Czt - 1.0 Bldg Type-Encl L. 58.Oft, W- 20.7ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.00 5-3-13 0-6-6 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 323 Support 2 13JS Support 3 ..TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -806 0.18 13-12 683 0.15 2- 3 -609 0.16 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 TI: K2 QTY:1 ==__ = __=======Joa; int Locations===-=== = e:=== 1)0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0- 9- 5 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 5- 5 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 599 96 -123 BOT PIN 12-10- 0 2435 0 -191 BOT H-ROLL 20- 6- 4 530 0 -90 BOT H-ROLL 1 120# 9 4-0 8-0-0 3-4-0 1 2 4 6 6 000 6.00 5X6 2X4 4X8 0-6-6 T 2-2-6 0 3-0-0 _L - ------ ---- puq r _ '113 12 599# 8.001, 00-9-5-5 1 (RO-8-11) I 1" 20-8-0 EXCEPT AS SHOWN PLATES ARE TI.20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROON Cl-.ONEI O.FI-32766 11 14 g -71 2435# 4.00" 530# 3.50" t 0-9-5 i a/i39h12-10-0 79# �(RO-8-11) ver 3 Supports scale = 0.3015 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wand bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. r1r."Wons 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 111E-91 of TPI(. (Russ Plate Institute. TPI. is looted at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: K2 Date: 12-18-01 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design.' Almrir Aftdfysis JOB PA771: C.-ITEF.d.OKUOBSICH£K3 11CS: 11.28,01 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibW[Y for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the cormetness or accuracy of this information as it may relate to a spe- cWc project and accepts no responslbWty or exemises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (j-eglslered architect or professional engineer). When reviewed for approval by the budding designer, the deslgn loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage - occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cedbng, they should be braced at a maximum spacing of 10'.0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- firatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shah not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with dads fully Imbedded and shall be syta. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A &B plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length speeded. Double cuts on web mnnbers shall meet at the cenlrold of the webs unless otherwise shown. Comme clor plate ses 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 otheru-ise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handing Installing 9 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracmg for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precauu--y action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of ereruon of trusses shall Ie under the control of persons experienced in inses. the Installation of trus Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 121# Support 2 157# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.01" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.09" RMB = 1.15 4-3-13 0-6-6 7- WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat—B, Kzt = 1.0 Bldg Type- L= 58.Oft, W. 13.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf TI: K3 QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 471 104 -121 BOT PIN 12-10- 0 422 0 -157 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 1397 0.42 7- 0 -1176 0.16 2- 3 1114 0.49 0- 6 -1508 0.22 3- 4 0 0.36 6- 5 -917 0.27 74-0 5-8-0 1 2 4 0 4X8 3.00) 13.00 2X4 J.14 4-2-6 0-8-U s� 0-4-0 6-0-0 - - 17 6-0-0 51 471# 8.00" 0-9-5 42311 4.00" (RO-8-11) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1,995 scale = 0.4863 WAKNING: READ ALL NOTES ON THIS SHEET. LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drau1ng B not erection bracmg, wind bmring, portal bracmg or similar b—mg which is a part of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is rot lateral support of lriss members only to reduce buckling length Provisions must to TOMAS PONCE P.E. made to anchor lateral bracing at ends and speeded locations detennined by the building designer. Additional bracing of the overall structure may to required. (See HIB-91 of TPn. LICENSE- #0050068 1890 OREENBmOOK Ci.0VIEDO.FL32766 (Truss Plate Institute. 7-Pl, is located at 583 U'Onofrio Drive. Madison, Wisconsin 53719). Design: Maira Analysis JOB PA771: C:ITE'E-LOKUOBSICNEK3 Eng. Job: Dwg: Dsgur: TLY Cltk: WO: HEI Truss ID: K3 Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 PSI` Design Criteria: TPI - - — Code Desc: TOTAL 33.0 psf V • 12 03.01- 0- 1: NC& 11.28.01 DESIGN INFORMATION This design is for an individual building cornporrenl and has been based on Information prmvidrd by the client. The designer disdains any r-p.-IbWty for damages as a result of faulty or Incorrect information, specifications artd/or designs furnished to the truss designer by the client and the correclness or accuracy of thl-s information as It may relate to a spe- cdic project and accepts no responsibility or exncises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This irnss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are In agreement with, the local building codes, local ckrnatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be breed at a maxinwn spacing of 10'-0" o.c. Connector plates shall be manufactured (ruin 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ven- flcatlon. Any discrepaiiores are to be put In writing before cutting or fabrication. Plates shall riot be Installed over knotholes. knots o distorted grin. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be, located on both faces of the truss with nails fully imbedded and shall be sym. about the join( unless otherwise shown. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlowd of the webs unless otherwise shown. Connector plate sizes are minimmn 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 Iabrl-led with it,. retardant treated bunter unless otherwise shown. For additional f formation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & BmclnK', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pemanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral for-$ shall be designed and Installed by others. Carer.) hand- Iing Ls es-enllal and erection bracing is always required SNormal precautionary action for trusses requires such temporary bracing during InstallaUon between trusses to avoid toppling and den inning. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. COmeenlratlOn .construction loads greater man the design bads shall not be applied to trus ses at any time. No loads other than the weight of the erectors shall be ppied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 SLIDERS: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 rtlph, It = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt - 1.0 Bldg Type- L= 58.Oft, W= 13.3ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 0-6-6 fi M WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 141# Support 2 141# TI: K5 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 0- 4- 0 475 -70 -141 BOT PIN 13- 0- 0 475 0 -141 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1157 0.53 6- 0 -795 0.15 2- 3 1157 0.53 0- 5 -884 0.18 5- 0 -884 0.18 0- 4 -795 0.15 _ 6-8-0 11 6-8-0 1 3 6.00 4X6 0 -rn� J.16 3-10-0 3.OU �J -1 3.00 3-10-0 _ 0-6-6 __.._ 3-10-6 0-8 1 1� 080 6-0-0 6-0-0 G 4 47GN 8.00" 476# 8.00" 0-9-5 13-4-0�0-9-5 -- GAiW; PLA�ES (16) 2X4 (110-8-11) EXCEPT AS SHOWN PLATES ARE 'I'I20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.4501 Maronda Systems WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TL+Y Chk: W HEK Truss ID: K5 Date: 12-1 B-01 4005 MARON DA WAY TIC Live 16.0 psf DurFac - Lbr- 1.25 SANFORD, FL. 32771 Bracing shown on lhts dr wing is nut ercelion bracing, wind bracing. pxxtal bracing or similar bracing which is a part of the building design and which most 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 only to reduce buckling length. Provisions nnust be BC Live 0.0 PSI` O.C. Spacing: 24.0" p TOMAS PONCE P.E. nracin made to anchor lateral bg at ends and specified locations determined, etermined by the budding designer. Additional bracing or the overall st-ructure may be required. )See 1HB.91 of TPI). BC Dead d 10U LiS f Design Criteria: TPI LICFNSE #0050068 (Truss Plate institute.rill. Is located at 583 D Gnofnu Drive, Madison. Wisconsin 53719). — Code Dese: 1890 GREENBROOk CT.OVIEDO.1`1_72766 TOTAL, 33.0 Ysf V" 12.03. 1- 8334- 1 f +.... ran..... r-.uccn.vn vvnolt.ntns fits, 11.28.01 DESIGN INFORMATION This design is for an indivklual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect bdo,maUon. specifications and/or designs banished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of Wases. This inns- has be., designed as an Individual budding component in accordance will ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer iregstered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the total building codes, local climatic records for wind or snow loads, project speeffkations 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 coollnu- ously bracer) by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-C' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS'iM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator slog review this drawing to verify that this drawling is in conformance with the fabricators plans and to reahze a continuing responsibility for such ved- Ibtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over Imntholes, knots or distorted grain. Me fibers shall be cut for tight filling wood to wood bewtug. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6" wide x 6' long. Slots ([roles) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are rutnimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erecilon stresses. T19a truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rant—ldaltons are to be followed In accordance with "Handling Installing A Bracing', HIS-91. Trusses arc to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for hokting trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of [times shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought d needed. Concentration of const—Wri loads grater than the design loads shall not be applied to trrrsses at any time. No loads other than the weight of the erectors shad be applied to In... -unto after an fastening and bracing I, compielcd. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1 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. Wind Case- ASCE 7-98, MWFRS/CSC, V-125 mph, h - 15.0 ft, I = 1.00, Exp.Cat. B, Kzt = 1.0 Bldg Type=Encl L= 58.Oft, W= 12.6ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/578 at JOINT # 5 L=-0.25" D= 0.10" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTIO T- 0.07" 35# RMB - 1.00 4-3-8 0-661-1 1 fir 6X12 WO: CHEK3 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 must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 183 Support 2 29Y .TC...FORCE ... CSI ..BC ... FORCE...CSI 1- 2 1764 0.58 6- 5 -1899 0.31 2- 3 1839 0.59 5- 4 178 0.30 87# 3.33 1.68 I I a- 6 5 338# 9.56" 1-2-15 (R1-2-8) 12-6-10 EXCEPT AS SHOWN PLATES ARE T 20 GA TESTED PER ANSUTPI J-19954# Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK LMOVIE00,1`1-32766 Design: Afrarix Analysis WAKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Bracing shown on this drawing :s not erection bracing, wind bracing, portal bracing or similar bracing whici: is a part of the building design and which mrrst be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. ProvtMons 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. ISee HID-91 of TPI). IT-- Plate Institute. TM, Is located at 583 13'0rmrrto Drive, Madison, Wlsconmrt 53719). JOB PATH: C:ITEE-LOKV08S1CHEK3 TI: L 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 3- 0-10 546 0 -131 TOP H-ROLL -12W3 337 121 242V BOT PIN 0-6-6 l5d 0-7-4 547# 2.50" 0-8-0 64# 40 � 0-8-5) scale = 0.4633 F,ng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psi TC Dead 7.0 psf BC Live 0.0 psi 13C Dead 10.0 psf TOTAL 33.0 Truss ID: L Date: 12-1 B-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 11.28.01 Jts: I:HtJANtAKE K 3 AC: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, pmject spect irations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottoms are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-(' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A 6.8 plate IS 6' wide x 8- long. Slots !holes) tun parallel to the plate length specified. Double cuts on web members shall meet at the centroid of We webs unless otherwise shown. Connector plate sires are minimum sizes based on the forces shown and may need to be increased for =train hand. ling and/or erection stresses, This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing I., holding trusses in a sualglal and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nonual precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling anti dominoi ng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentratlon of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/31rX 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/999 L--0.10" D=-0.10" T--0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONT YS T= 0.03" RMB = 1.00 3-0-0 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 11, 4" span framed to BC one face Or 9" span framed to TC opposite face Wind Case- ASCE 7-98, MWFRS/C&C, V=125 tig>h, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt = 1.0 Bldg Type-Encl L= 58.0ft, W= 8.9ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE.. CSI 1- 2 -32 0.02 6- 5 0 6.54 2- 3 0 0.01 5- 4 0 0.48 REQUIRED TI: L 1 QTY:2 --=---=- =====Joint Locations======___==_=== 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 0 BOT PIN 8- 8-12 866 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 468 Support 2 468 8X10 woo JAV 5X6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1&90 OREENBROOK Cr.OVIEDOXI-32766 Design: Mdtrfr Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shorn is for lateral support of truss members only to reduce buckling length. Provisions must he made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPI). frross Plate Institute, TPI, la located at 583 D'Onofrlo Drive, Mattison, Wisconsin 53719). JOB PATH: CATEE-LOKUOBSICHEK3 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 3-0-0 I 4 866# 3.50" scale = 0.7000 Truss ID: L1 Date: 12-18-01 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer di --suns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information - It may relate to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabsira- Uon, handling, shipment and bsstsllaUon of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer [registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, project speelfk atlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance will, the fabricator's plans and to realize a continuing responslbWty, for such ver- fleatlon. Any dLsciepancles are to be put In wilting before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Me nbem shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be treated on both faces of the truss with rods fully Imbedded and shall be syrn. about thejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6" wide x 6- long. Slots (holes) nm parallel to the plate length specified. Double cuts on wcb members shall meet at the centroid of lie webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be Increased for certain harnd- ling and/or erection st-sses. This ti ss is not to be fabdceted with fire retardant treated lumber unless otherwise shown. For addluenal Information on Quality Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection reeornmendatlors are I* be followed In accordance with 'Handling Instating & Bracing', HIB�91. Trluses are to be handled with particular care during banding and bundliM delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phunb pm- Itlon and for resisting lateral forces shall be designed and Installed by others. careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing dill -mg installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experenced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater tharu the design loads shall not b. applied to :noses at any time. No loads other than team weight of the erectors shall be applied to trusses until after all fastening and bracing is completed, TI: L2 9TY:2 TOP CHORDS: 2x4 SP #2 D 1X4 continuous lateral bracing attached with ====___=======Joint Locations=========_=____ BOT CHORDS: 2x4 SP #2 2- 10d nails each member where shown.Bracing 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 MUST be positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 "T" brace may be nailed flat SLIDERS: 2x4 SP #2 to edge of web with 12d nails spaced 8" o.c. ------------ TOTAL DESIGN LOADS ------------ BEAR. BLK: 2xB SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web exceeding 141. TC Vert L+D -46 -1- 2-15 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. ccaWsite result of multiple loads. Concentrated LBS Location Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 h - 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 -70 3- 9- 1 6- 1-15 Bldg Type=Encl L= 58.Oft, W= 12.6ft, Truss Support 1 350 TC Vert L+D -98 8- 6-12 in INT zone, TCDL= 4.2psf, BCDL- 6.0psf Support 2 3$8 TC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: L/594 at JOINT # 5 BC Vert L+D -6 1- 4- 4 L=-0.25" D=-0.01" T=-0.25" -.TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -2252 0.53 6- 5 2129 0.52 BC Vert L+D BC Vert L+D -19 3- 9- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -2206 0.90 5- 4 167 0.47 BC Vert L+D -44 -60 6- 1-15 B- 6-12 Ts: 0.06" MAX HORIZONTAL LIVE LOAD DEF ION: T= 0.06" 31# BC Vert L+D -76 10-11-10 -MAX. REACCi�TIONS PER BEARING LOCATION----- j 48# 70# verb iz Uplift Y-Loc Type RMB ygpK-Loc 13- 0-10 l 71 0 - 1.00 13-1-14 0- 4-13 649 128 -131 TOP -165 BOT H-ROLL PIN 1 2 3 33 4-3-8 0-6-1 I 4X10 J AI# 2-6-10 1.68 I 1-0� 0-74 11-6-10 6 5 649# 9.56" 4 1-2-15 � -- { 1 6-10 719N 2.50" (R1-2-8) 6# + 19N 44# EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 60A 76N �e0�-8-0 1-1995 scale = 0.4633 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ; CHFK3 LIMIarronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwgt Truss ID: L2 CONTRACTOR. Dsgnr: TLY C1dk: Date: 12-18-01 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing SANFORD, FL 32771 which is a pad of the building design and which must be considered by the building designer. Bracing 'rC Dead 7.0 psr DurFac - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Nmrsions rout be BC Live 0.0 psf O.C. Spacing: 24.0nu made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 1U.0 psi Design Criteria: TPI LICENSE #0050068 frrizss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: T. 1B90GREENBHc1UK COv1EDOYI-327" TOTAL 33.0 psf V:12.03.01- 8176- 1 Design: Mmrir Andlysid JOB PATIP C.'ITEE-LOKU08SICNEK3 11CS: 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speciflcauors and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and att pts no responsibility or exercises no control with regard to fabrica- tion, handlung, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer Iregislered architect or professional enghleerl. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied right ceding, they should be braced at a maximum spacing of 1d-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES IN to fabrication. the fabricator shad review this drawing to verify that this drawing Is in conformal'," with the fabricator's plans and to malue a rnnunuing responsibility for such veri- fi athon. Any dmcrepancim are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces M the truss with nalLs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slols (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sites 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 Buabty control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed In accordance with -Handling InslalWig lit Bracing", HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for mesisting lateral forces shall be designed and Installed by others. Careful hand - ding Is esscnlial and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of lnrssm. Professional advice shall be sought if needed. Con,"ntnauon of construction loads greater than the design loads shall not be applied to Irnrsses at any time. No loads other than the welgh( of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D--0.17" T=-0.32" MAX HORIZONTAL TOTAL TOAD DEFLECTION: T- 0.08" MAX HORIZONT - YS T= 0.04" RMB - 1.00 3-0-0 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the coaposite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19, 4" span framed to BC one face 01 0" span framed to TC opposite face Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type=Encl L= 58.Oft, W= 8.9ft, Truss in INP zone, TCDL= 4.2psf, BCDL= 6.0psf -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -32 0.02 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 REQ V 11W l) TI: L3 QTY:2 ===-= --======Joint Locations=============== 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uni form PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 0 BOT PIN 8- 8-12 1394 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 753 Support 2 753 8X10 AVQ 1394# 3.50" F— 8-10-8 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPl 1-1.995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOK Cr.OV1EDO.rL32766 Design: Marriu Analysis 5X6 YVAKI141r4ti: 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 bmchrg, portal bracing or similar htacing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provtslonus must be made to anchor lateral bracing at ends and specdled locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. (Tnnss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: CA7EEd.0KV0BS1Cl1EK3 C 3-0-0 1 4 1394# 3.50" scale = 0.7000 Eng. Job: W HE Dwg: Truss ID: L3 Dsgur: TLY Cllk: Date: 12-18-01 TC Live 16.0 pst DurFac - Lix-F 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01' BC Dead 10.0 psi Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:12.03-01- 8177- 2 HCs. 11.28.01 JB: CHESAPEAKE K 3 AL: DESIGN INFORMATION This design is for an individual building component and has been based on Infomnallon provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs fumished to fire truss designer by the client and the correctness or accuracy of tills infumlallon as it may relate to a spe- cdlc project and accept-% no responsibility or ercises no control with regard to fabrim- Iton. handling. shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSUTP I 1-1995 and NDS-97 10 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, lire design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local Ifn.atic records for wind or snow loads. pmJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords clop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where loftom chords in tension are not fully braced Laterally by a properly applied rigid ceding, they should be braced at a In—hnurn spacing Of 10'-(Y' o.c. Connector plates shall be in nufaclured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless Otherwise shown. FABRICATION NOTES Prior to fabeleation, the fabricator shall review this droving to verily thattills drwig is in confurmance with the fabricator's plans and to realize a continuing msponslblity for such ven- 0cation. Any discrepancies are to be put in writing before culling or fabrication. Plates shall riot be installed over knotholes, krrots or distorted grin. Members shall be cut for light ("ling wood to wood Ieartng. Con- nector plates shall be located on both faces of the truss with nails fully Lnbedded and shall be sym. about the Joint unless Otherwise shown. A 5a4 plate Is 5" wide x 4" long. A 6a8 plate is 6" wide x 8' long. Slots (holes) run palallel to the plate length specified Double cuts on web members shall meet al the cent-ld of the webs unless othenvtse shownn. Connector plate sizes are linct nnao sizes based on the forces shown nd may need to be mcu-eased for certain hand- ❑ng and/or erection stresses. This truss Is not to Ie fabricated with fire retardant treated Iwnbe, unless otherwt•.c shown. For additlonal mfomnalion on {duality Control refer to ANSI/TPI 1-199b PRECAUTIONARY NOTES All bracing and erection reconunendattons are to be fol owed in accordance with "Handling Installing & Bracing", HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid datnage.. Temporary and pnmanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and emcuon brctng is always requued. Normal precautionary action for trusses requires such temporary bfaeirg durilg Inslallati n between trusses to avoid loppIIIWI and dominating. The supervision of crectlon of trusses shall be under the control of persons ecperienced in the Installation of basses. Professional advice shall be sought if needed. C.-Lratlon of conslruawn loads greater III_ the design loads shall not be applied to trusses at any Wite. No (Dads other than the weight of the erectors shall be applied to truss s unit] after all fast—ing ant bremg t% completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 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 1 119# Support 2 105# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D= 0.00" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 0-G-6 5X8 08 I G 410N 8.00" WO: CHEK3 WE: Analysis based on Simplified Analog Model. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper plate placement. MULTIPLE. LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1195 0.38 6- 5 -1337 0.23 2- 3 -92 0.22 5- 4 -1318 0.29 U 2.00 I 1 1 2�_ (R1-0-10) I 10-8-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.Ot'IEDUYL-32766 Design: Matrix Analysis WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 6racing shown oil this drawing is not cmrlton bracing, wand brcnng. frorial bracing or sinnilar bracing which Is a part of the building design and which roust be considered by the budding designer. Bracing shown is for lateral support of truss emtxrs only to reduce t .kiing length ProvtM-ris must be made to anchor Lateral bracing. at ends and speedted lor<ntions delerndned by the building de_igner. Additional bracing of the overall structure ❑my be required. (See HIB-91 of TP6. III— Plate Institute, TPI, is In-ted a1 583 DOnofrio Drive, Madison. W'.consun 537191. JOB PA7H: C:ITEE-L0KU0BSIC11EK3 TI: M QTY:12 ==============Joint Locations==============_ 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -105 TOP H-ROLL 0- 4- 0 409 122 -119 BOT PIN Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat—B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 10.7ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf 2-6-5 —t 0-3-8 mo --- 358# 2.50" �0-3-8 (RO-2-15) scale = 0.4875 Eng. Job: Dwg: Dsgttr: 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 Truss ID: M Date: 12-18-01 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: liCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: N QTY:2 DESIGN INFORMATION This design is for an Indvidual building component and has been based on Information provided by the client. The designer disciahns any responsibility for damage.. as a result of faulty or incorrect Information, specifications and/or designs f—ushed to the truss designer by the client and the coneclnss or accuracy of this i formallon as it may relate to a spe- cilc project and accepts no isponsibWty or exercises no control with regard to fabrlca- llon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NUS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shrwri must be checked Ira t e sure that the data shown are in agreement with the local building codes.local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathbng unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced al a ma..dnrum spacing of 10'-0" o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS'I'M A 653, Grade 40. unless otherwise sl— FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with tie fabrieator's plans and to realize a continuing responsibility for such ven- fleatlon. Any discrepancies arc to to put in writing before cutting or fabrication. Plats shall not be installed over knotholes, knots or distorted grain. Members shall he cut for tight fitting wood to .—I tearing. Con- nector plates shall be located on both faces of the truss with nails fully bubedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 1s 5- wide x 4- long. A 6x8 plate is 6' wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the rentrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need I. be Increased for certain hand- Wgand /or erection strsses. This truss is not to be fabricated with fire retardant treated lumber u nless otherwise shown. For additional dditionalon on Quality Control refer to ANSI /T1'I 1-1995 PRECAUTIONARY NOTES All bracing and erection recom-endations are to be followed in accordance with "HandlingInstalling R ➢meing-. I IID-91. Trusses are to be handled with particular rare during handing and bundling. delivery and Installation to avoid damage. Tengxnrwy and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting Lateral forces shall be designed and installed by others. Careful hand- ing Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avow "pp" and donlinoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall he sought if needed. Concentration of construction loads greater than the design loads shall not Ie, applied to lasses at any time. No loads other than the weight of the ereclor5 shall le applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.1111 D=-0.11" T=-0.2211 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 0-6-6 i SX8 0-ti-n 5 38.5# 8.00" 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, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 58.Oft, W= 10.2ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -818 0.31 5- 4 769 0.39 2- 3 -53 0.30 4- 0 -69 0.15 3- 0 138 0.22 1-1-2 (R1-0-10) EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE: #0050068 1890 GREENSRt K c-r.Gv1EDD.FL32755 U ==------ --===Joint Locations=============== 1) 0- 0- 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1-12 438 0 0 TOP H-ROLL 0- 4- 0 385 131 -108 BOT PIN 10- 1-12 0 0 -342 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 108# Support 3 342# Con lection by others. 2-4-4 1-7-3 -� Connection by others. 2.00 9-7-0 — 1 4 438# 1.50" 10-3-0 -- 0# 2 50" C/L: 1 -1-12 Over 3 Supports scale = 0.5176 WAKMNIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Pro'Wo— most be made to anchor lateral bracing at ends and specified Imatlons detemnbned by the building designer. Additional bracing of the overall structure may be required. (See 1118-91 of TP11. rfruss Plate Institute, TPI, is located at 583 D'Onoltio Drive. Madison. Wisconsin 537191, Eng. Job: WO: CHEK3 Dwg: Truss ID: N Dsgnr: TLY Chic: Date: 1-07-02 TC Live 16.0 psf DurFac - LEFF 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 BC Live o.0 pear O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI - -- Code Desc: 1'0'rAL 33.0 psf V:12.03.01- 1 1995- 4 —'s ". w,u n,uupr ivn r'nlrr.' C:u('.C-LUAVUtl51lLtAfl'IflolitAf TICS: 11.28.01 DESIGN INFORMATION Tlus design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbdity for damages as a result of faulty or incorrect ".ma.uon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infonnauo , as it may relate to a spe- cific project and amepls no msponslblilly or ecerdsee no control with regard to fabrica. tion, handling, shipment and bsLillallon of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as parl of the building design by a Building Designer (registered am.hilect or professional engineer). When revewed for approval by the building designer. the design loadings shown most be checked to be sure that the data .shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly applied rigid ceiling. they should be braced at a macimum spacing of 10'-0" o.c. Connector plates shaft be manufactured from 20 gauge hot dipped galvanued 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 cordormance with the fabricator's plans and to realize a continuing responsibility for such verl. llmtinn. Any discrepancies are to be put in writing before cutting or fabrication. Plat: s shall not be installed over knotholes, knots or distorted graln. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nail fully hubedded and shall be synnabout the Joint unless Otherwise shown. A 5x4 plate Is 5 wide x 4" long. A 6.x8 plate is 6" wide x B" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet. at the centroid of the webs unless otherwise shown. Connector plate sizes re rninunum 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 inhi mation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecllun reconunendatlons are to be followed in accordance with "Handling installing & Bracing", Hill -91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trus-ses In a straight and plumb pos- 111cm and for resisting L leral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal pmcauuonary action for trusses requires such lempofary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons cxpenenced In the Instillation of trusses. Professional advice shall be sought if needed. Concentration of constnrctron loads greater than the design loads shall not be applied to trusses at any line. No loads other than the weight of the rmclois sball be applied to trusses until after all fastening and bracing Is cmnilkled. JB: CHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 7.2ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 0-8-0 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 93# Support 2 74# TI: O QTY:2 ==============Joint Locations=============__ 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 2) 3- 7- 8 4) 7- 3- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 296 78 -93 BOT PIN 7- 1-12 232 0 -74 BOT H-ROLL .TC... FORCE ... CSI ..BC ... FORCE ... CST 1- 2 509 0.20 5- 0 -551 0.14 2- 3 -43 0.12 0- 4 -619 0.18 7-3-0 1 2 3 Q JA5 1 5 296# 8.00" (R1-0-10) le EXCEPT AS SIiOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 7-3-0 2.00 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing Is riot erection bracing, wind bracing. portal bracing or similar hrachng SANFORD, Ft.. 32771 which is a part of the building design and which must be cunsidemd by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown B for lateal support of truss members only to reduce buckling leng h. Provislons must be made to anchor lateral blaring at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional braclmg of the menu structure may be required. (See 13111-91 of TPly LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Dnoftio Drive. Madison. Wisconsin 5371% 1890 GREENBROOK �l'.ONEDO.FL31lC.G 233# 2.50" scale = 0.6868 Eng. Job: EK Dµ'g: Truss ID: O Dsgnr: TLY Chk: Date: 12-18-01 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI - Code Desc: T'0'1'AL 33-0 psf V:12.03.01 - 8342- 2e rn,r6 1.11G LUAVI/tl-i11.11f;Ad HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This design is for an Individual building component and has been based on tnfornation provided by the client The designer disclaims any responslbWty for damages as a result of faulty or incorrect infomnatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this b1fonna0orr as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, ha fling. shipment and installation of trusses. 'this truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be mcorporaled as part of the building design by a Budding Designer (registered amhltect or professional engh-0. When reviewed for approval by the budding designer. the design loadings shown most be. checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conitnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be, braced at a maximunn spacing of 10'-0" o.c. Connector plates shad to manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Mor to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responisibWly for such ven- ❑cauon. Any disciepwicles are to be put in writing before cutting or fabrication.. Plates shad not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the tniss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web incmbers shall meet at the cent -id of the wet. unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss I. not to to fabricated with fie retardant treated lumber unless otherwise shown. For additional i fonnaliurm on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance With'Handdrig Installing & Bracing', tila-91. Trusses are to be. handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for mslsting lateral forces shall In designed and installed by others. Careful hand- Iing is essenilal and a .&Ion bracing Is always requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dwnbrurng. The sur-'I lon of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to tnnsses at any tine. No loads other than the wenght of the erectors shall be applied to busses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shun or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-0-11 T 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 4.2ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.25 4- 3 -146 0.14 4 0 0-5-0 I X t 2.00J I 4 189# 8.001r `e (R1-0-10) r -10) I� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICf:NSE #0050068 1690 OREENBNOOK Cr.OVIEDO.FL 34766 Design: Marriz Analysis TI: P QTY:2 ==============Joint Locations=============== 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 4- 1-12 87 18 -37 TOP PIN 0- 4- 0 189 25 -82 BOT PIN 4- 1-12 54 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 82# Support 2 37# 1-4-4 0-7-3 I Attach with (2) 10d Toe -Nails Attach w'itil (1) 10d Toe -Nails 87# 2.50" 4-3-0 54# 20" Over 3 Supports C/L: 4- -12 scale = 1.0207 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer, bracing shown Is for lateral support. of ❑n is members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may to rrquimd. (See 1118-91 o[TpO. flluss Plate Institute, TPI, Is located at 583 1) Onof to Drive, Madison. Wisconsin 537191, JOB PATH: CJTF-F-L0KU0BSIC11EK3 Eng. Job: Dwg: Dsgnr: TLY CU-: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 •i v. VIILI�J Truss ID: P Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS. 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: DESIGN INFORMATION This dcslgn is for an Individual building component and has been based on Information provided by the client. The dim esigner disclas any responsibWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabri-- lion, handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building deslgnm by a Building Designer lmglslered architect or professional engineer). When reviewed for approval by the building designer, the dG lgn loading, shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy m loads. The design assues compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Wbere bottom chords in tension are not fully braced Literally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manulactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a combining responsibility for such veri- fication. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for ught filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully bnbedded and shall be sym. about the joint unless otherwise show». A 5.14 plate Is 5- wide x 4- long. A 6.8 plate Is 6- wide x 8" long. Slots Tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrid of the webs unless otherwise shown. Connector plate sizes are minimum Sizes ilased on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. 11us truss is not to be fabricated with fire retardant treated lumber unless oth.1wsc shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection r —nmendaUons arc to be followed in accordarnce with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ing t essential and erection bracing is always required. Normal precautionary actton for trusses requires such temporary bracing during installation Ixlween trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Install of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tresses at ally lime. No loads other Ihan U,e weight of the erectors shall be applied to il trusses until alter afxslnnng and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 56# Support 2 18# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-2-7 T 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 uph, h = 15.0 ft, I = 1.00, Exp.Cat—B, Xzt = 1.0 Bldg Type= L= 58.Oft, W= 1.7ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf TI: Q QTY:2 -===--========Joint Locations=====_======__= 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 15 -56 BOT PIN 1- 7- 0 47 0 -18 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3 0.00 4- 0 -43 0.01 0- 3 14 0.01 1-8-4 1 2 2_00 0-8-0 1-0-4 Plate Height 14 = 0-2-1 3 115# 8.00" 48# 2.50" 1-1-2 1-84 10 (R1-0-10) EXCEPT AS S1101VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W5D068 I890 GREENBROOK CT.OVIEOO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wlrai bracing, portal bracing or similar bracing which is a part oft —he building design and which roust be considem-ed by the building designer. B—acing shown Is for lateral support of truss members only to reduce buckling length. Provisions nrusl be made to anchor lateral braebmg at ends and specified locations delnrrlbled by the building designer. Additional bracing of the overall structure may be required. (See 11IB-91 of TPI). )Truss plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). scale = 1.7452 Eng. Job: : Dwg: Truss ID: Q Dsgdlr: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 Psi DurFae - PIt: 1.25 11C Live 0.o psr O.C. Spacing: 24.0" 13C Dead 10.0 1,sf Design Criteria: TPI Code Desc: TOTAL 33.0 rnf v-17 nz ni_ nzew ese 1-11 11r,11. �. a cc-r-vn uvoait ncno TICS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: R 9TY:2 DESIGN INFORMATION This design L for an Individual building component and has been based on information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Inlonnation, specifications and/or designs furnished to the truss designer by the silent and the correctness or accuracy of tins Information as it may relate to a spe- cific project and accepts no responsibility or rcise_s no control with regard to fab l-- Lion. handling. shipment and installation of trusses. This truss has been designed as an Individual building has In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as Pan of the building design by a Building Designer Iregistered architect or professional e ngf ee ). Wlmn reviewed for approval by the building designer, the design loadings shown must 1e choked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow loads, pr Jest specifications or special applied loads. Unless shown. lnnss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specdled. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shill be manufactured from 20 gauge hot dipped galvanized steel meeting AST7.1 A 653. Grade 40. unless otherwise showri. FABRICATION NOTES Poor to fabd ,.lion. tine fabricator shall review this drawing to verify that this drawing L In conformance with the fabricator's plans and to realize a-.11n.mg responsibility for such veri- ficallon. Any discrepancies are to be put it writing before cutting or fabnraUon. Plat shall not be installed over knotholes, k—Ls or dlslwted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located or, both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc mininurn sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not I,, be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with 'Handling Installing A Bracing% 1IIB-91. T-ss- are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb p1O5- Illon and for r-LcWng lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nonual precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dwnbnuing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of Uses. R ofessional advice shall be sought d needed. Concentration of construction Ioads greater than the design loads shall not be applied to trusses ar. any [ine. No ](ads other than the weight of the ene.t. shall be applied to trusses until aver all fastening and bracing is cwnpleled. 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/975 at Mid -panel # 1 L=-0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of ttltlltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 6.Oft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.30 4- 3 222 0.26 fr G-0-8 0 bx0 ==__==========Joint Locations==========_==== 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 39 -52 TOP PIN 0- 4- 0 231 53 -77 BOT PIN 5-11- 4 75 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 77# Support 2 52# Attach with (2) 10d Toe -Nails 2-2-8 1-4-2 Attach with (1) 10d Toe -Nails 3.00 I 0-8-U �p 54-8 4 3 232# 8.00" 1274' 2.50" 0-9-5 6-0-8 76# .50" (R0-8-11 C1L: -114 EXCEPT' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5722 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: W HEK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 12-18-01 4005 MARON DA 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 similar bracing TC. Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is o pan of We building design and which must be. considered by the building designer. Bracing show,, isrs for Lmeml support of truss membeonly In reduce buckling IengUr. Pnwjslons nmst be BC Live 0.0 PSI` O.C. Spacing: 24.On p aelg• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specdled Incations determined by the building design,,. Addulonal bracing of the overall structure be BC Dead 100 1 >,SC Design Criteria: TPI LICENSE #0050068 may required. ISee IIIB-91 of Till), . (funs- Plate Institute, TPI, Is located at 583 D'onohlo Drive, Madison. Wisconsin 53719). — --- Code Dese: 1990a REENOIO K C ,OvltI ,FL33766 I TOTAL 33.0 trsf V• 1 2• .01- 45- 25 urr,gn: mmra Amrysls AM YAffl: C:1/h1-.-LUKUU9SiCHEK3 BCS: 11.28.01 I ' JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: S QTY:2 DESIGN INFORMATION This design is for an Individual bul)du g component and has been based on bdunnation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this inlonnaliun as it may relate to a spe- cific prgect and accept., no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has ben" designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneer). Wlnen reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigd cellbng, they should be braced at a maxim." spacing of 10-0" o.c. Connector plates shall be manufactured loom 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabneaUon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to reallw a continuing responsibility for such verl- flcatlon. Any discrepancies are to be put In wTlWng before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to woad bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shovrtn. Connector plate sizes are minimums saes 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 whin lire retardant treated lumber unless otherwise shown. for additional information on Quabty Conuul refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendalions are to be followed In accordance with "Handling (nslaiW)g & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resrsung lateral forces shall be designed and b,stalled by others. Careful hand- ling is cssenllal and erection bmcing is always required. Normal precautionary action for trusses requires such temporary bracing during lrstaliation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persoru experienced In Um installation of trusses. Professional advice shall be sought if needed. Concenlrallon of construction loads greater than the design loads shall not be applied to lmsses at any lime. No loads other than the weight of the erectors shall be applied lu :russe_, until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on nwltiple 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=-0.0311 D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-0-1 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, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 4.7ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -48 0.18 4- 3 147 0.15 ==============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 30 -40 TOP PIN 0- 4- 0 188 41 -67 BOT PIN 4- 7- 4 59 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 67# Support 2 40# 4-8-8 I1 2 6.00 0AV 3.00 I 0-8-0 4-0-8 14 3 188# 8.00" 98# 2.50" 0-9-5 4-8-8 60# 2 50" e EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY SANFORD, FL 32771 Bracing shown on this drawing Is note Ilr bmcing, word bmcing, portal bmcing or similar bracing whlch is a I*A of the building design and which must bc considered by the building designer. Bracing TC Dead 7.0 psi (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss rnembcm only w reduce buckling length Provisions nmst lox BC Live 0.0 JAS TOMAS PONCE P.E. made to anchor Literal bracing at ends and specilled locations delennined by the building designer. Additional bracing of the overall structure may be required. ISce HIB-91 of TPn. BC Dead 10.0 P 5r LICENSE X0050068 (Truss Plate Institute. TPI, is located at 583 D'Gnofrto Drive. Madison. Wisconsin 537191 — I S90 GREENBRO K Cr0VIEDO.FL327&s TOTAL 33.0 psi Attach with (2) 10d Toe -Nails Attach with (1) 10d 'Toe -Nails scale = 0.6993 Truss ID: S Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Dese: n X".. mar" nnaysis JUB /A/ff: C:I1EE-LOKU0BSiC11EK3 r1cs: 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any tsponsibillty for damages as a result of faulty or incorrect Infomlatlon. ,pi clicauons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infomwtlon as It may relate to a spe- cific pro)eet and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shlptnenl and Installation of truss". This trv^s has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineers. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing Unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-W o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plats and to realize a continuing responsibility for such veri. fication. Any discrepancies are to be put in writing before cutting or faba-uon. Plates slrall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plats shall be located on both faces of the truss with nails fully imbedded and sba)I be sym. about the joint Unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate Is 6" Mile x 8" long Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sits based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This cuss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I.1995 PRECAUTIONARY NOTES All bracing and erection lee—onendations arc to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. itron and for resisting lateral forces shall be designed and installed by others. Careful hand- nng Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be tinder the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to lrsses at any time. No loads other than the weight of the erectors shall be, applied to truss" until alter all laslening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.0111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-1 0-6-6 WO: CHEK3 WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 3.4ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.09 4- 3 78 0.07 TI: T =_ ===Joint Locations=========_==__= 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 22 -29 TOP PIN 0- 4- 0 145 30 -57 BOT PIN 3- 3- 4 43 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: 1 57# Support 2 29# 3-4-8 1 2 U 1Av 1-6-8 0-8-2 3.00 I 0-8-0 2-8-8 4 145# 8.001, 370f! 2.50" L 0-9-5 44# 2 0" j� (RO-8-11) @�e 34-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/Tll (penis l 1-1995 Over 3 Su C/L: -3-4 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE NOO50068 1890 GREENSROOK Cr.OVIEDO.FL32766 Design: Morrie Analysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, port) bmrhrg or similar bracing which is a part of the building design and which trust be considered by the building designer, nmcing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of Tp6. (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: Ca7-EE-LOKUOBSICHEK3 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8988 Emig. Job: Dwg: Dsgnr: TLY CU. RM— WO. H Truss ID: T Date: 12-18-01 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psi DurFae - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:12.03.01- 8347- 31 HCS: 11.28.01 JB: CHESAPEAKE K 3 AC: WO: CHEK3 WE: TI: U 9TY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the chenl and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/T'PI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local it, records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom( are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" 0r. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance wlth the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed cover knotholes. I-Ols or distorted grain. Members shall be cut for light fitting wood to woof bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuoid of the webs unless otherwise shown. Connector plate sizes are m minimusizes based on the I.m- 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 ueatrd lumber unless otherwise shown. For additional Infomration on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and emcllon reconunendallons are to be followed in accordw— with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and pennanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces sha11 be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to lasses until after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 33# Support 2 30# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 1-8-1 T 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat"=B, Xzt = 1.0 Bldg Type= L= 58.Oft, W= 2.Oft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf ==============Joint Locations=============== 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 ill 31 -33 BOT PIN 1-11- 4 60 0 -30 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -24 0.09 ^lk 2-0-8 %I. 11 Z6.00 1-2-8 04-2 i 3.00 I 0-8-0 1 1-4-8 4 31 1 0-9-5 lll4f 8.00" 60# 2.50" 2-0-8 (RO-8-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNINV: READ ALL NOTES ON THIS SHEET. Fug. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psi SANFORD, FL. 32771 Bracing shown on this drawing is not erecllon bracing, wind bracing, portal bracing - sln 11- bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the budding designer. Btaring shown b for late-] support of truss memtrors only to reduce buchhng length. Provisions most be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennured by the building designer. Additional bracing of the overall structure may be required. (Sre HIB-91 of TPn. BC Dead 10.0 PS [ LICENSE: #0050068 ITniss Plate Institute. TPI, Is located at 583 D'Onohio Drive, Madison. Wisconsin 53719). 1990 GREENDROOx C .OMDO.FL327n6 0 TOTAL 33.0 psf ..BC ... FORCE ... CSI 4- 0 -137 0.02 0- 3 31 0.01 scale = 1.2576 Truss ID: U Date: 12-18-01 DurFac - Lbr: 1.25- DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: ..e,r6... h..r nr. nary... .rvn FA1rl: C:116t-LU6UV11JIC11&K! HCS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any rmponsibWty for damages as a result of faulty or Incorrect information, specificauo and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information as It may relate to a spe- cific pmjeel and accepts no responsibility or exercises no control with regard to fabrtca- llon, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Bundnrg Designer (moslemd architect or professional engineer). When mvewed 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 total building codes, local climatic records for wind or snow krads, project specifications or special applied Ioads. Unless shown, truss has not been d-Jgned forn storage or occupancy loads. The design assumes compression chords flop or bottom) are continu. ously braced by she,adung unless otierwi- specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" D.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanaed steel mccU g AS77A A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlew tits drawing In verify drat this drawing is W conformance witit the fabricator's plans and to realize a continuing responsibility for such vert- flcation. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be uistalkd over luurtholes, knots or distorted grain. Members stall be cut for tight fllting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate 1s 5- wide x 4- long. A 60 plate is 6' wide x 8' long. Slots tholesl run parallel to the plate length specified. Double cuts on web members shall meet at the ecnlroid of the webs unless otherwise shown. Connector plate sizes are minknum sizes based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control reler to ANSI/Tf'1 1-1995 PRECAUTIONARY NOTES All bracing and erection recanimendalloru are to be followed in accordance with 'Handling Installing & Bracing% HiB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding [muses in a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the Control of persons experienced In the lnstaiallon of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater titan the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unit) after all faslenmg and bracing is completed. J13: UHESAPEAKE K 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 24# Support 2 18# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 1-0-5 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 58.Oft, W= 0.8ft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf TI: V QTY:2 ========_ e:==Joint Locations=============== 1) 0- 0- 0 3) 0- 9- 0 2) 0- 9- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOC'-ATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 63 8 -24 BOT PIN 0- 5- 0 21 0 -18 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -7 0.01 J� 0-9-0 y 1 2 6.00 0-10-10 0 0-8-0 - Plate Height 14 , = 0-0-4 3 f 64# 8.00" �I (RO-8 11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE.. #0050068 1890 OREENBROOK CT.0VIED0.F_32766 Design: Morris Analysis YY)%KNINU: 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 bmeing. portal bracing or sinillar bracing which is a part of the building design and which must be considered by the bulldmg designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions nmst be made to anchor lateral bracing at ends and specified lomtions detenntned by the buildng designer. Additional bracing of the overall str eture may be required. (See HIB-91 of TPI). (truss Plate Institute. TI'I, Is located at 583 D'Onoftlo Drive. Madison_ Wisconsin 53719). JOB PA771: (7:17EF-LOKVOBSICHEK3 Emig. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 PSI` TOTAI, 33.0 Dsf -.BC...FORCE... CSI 4- 3 -18 0.01 scale = 2.0508 Truss ID: V Date: 12-18-01 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: NO;, 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION TILLS design 1s for an Individual building component and has been based on Information provided by the client- The designer disclaim' any responsibility for damages as a result of faulty or Incorrect Information. specdfcaUom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsibility or —e-lses no eontrul with regard to fabrica- tion, handling, shipment and installation of trusses. This truss bas been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Ineorpomted as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project spec flcaUons or special applied loads. Unless shown, I.— has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 1(Y-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS"nd A 653, Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall r-1— this drawing to vertly that this drawing is in conformance with the fabricators plans and to —11m a —nu nuing respomibWty for such veri. flcation, Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con. nector plates shall be located on both faro of the truss wlth naLLs fully imbedded and shall be sym, about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A US plate is 6' wide x 8' long. Slots Iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless Otherwise shown. Connector plate sires are minimum sues based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This tnus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addJUonal bfornation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling ImtaWng & Bracing', 11I8-91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing is ahvays required. Normal precautlnnuy action for trusses requires such temporary bracing duffing Installation between (noses to avoid toppling and douunoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentraticonstruction on of constction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of lie erectors shall be applied to trusses unW after all faste" and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt - 1.0 Bldg Type=Encl L= 58.Oft, W- 9.9ft, Truss in INT zone, TCDL. 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTIONt L/999 L=-0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.050 RMB = 1.00 4-1-9 0-6-2 4 WE WO: CHEK3 WE: MULTIPLE LOADS -- This design is the callposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 116_ Support 2 225 TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -370 0.38 5- 4 -503 0.50 2- 3 -55 0.33 4.24 TI: W QTY:2 =_ =======Joint Locations======_____=___ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 102 -105 BOT PIN 9- 9- 0 417 0 -101 HOT H-ROLL - 3X8 3X4 15 215# 11.31" L 11� "�-2 H 1(KO-11-lUJ EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENRROOK CT. OVIEDO.FL32766 Design: Morris Anafyris 9-10-13 VVAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar b—Ing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provlslnns 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). (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719), JOB PATH: C.IFEE-LOWOBSICHEK3 4-0-2 417# 2.50" scale = 0.5082 Eng. Job: EI Dwg: Truss ID: W Dsgur: TLY Chk: Date: 12-18-01 TC Live 16.0 psi DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL33.o psr V:12,03.01- 8203- 2; HCS: ff.Id.UI Jb: UHLSAPEAKE K 3 AC: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any respmsslbWty for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer Iregistered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss bas not been designed for storage - occupancy loads. The design assumes compression chords [top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of IV-U- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabdcator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Rcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both (aces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x V long. A 6x8 plate is 6" wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TFI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing R Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for misting lateral forces shall be designed and installed by others. Careful hand- ing is essential and erccuon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installatlon between trusses to avoid toppling m and domomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 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--0.05" D- 0.02" T--0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.00 2-3-9 0-16-2 1 WO: CHEK3 WE: Analysis based on Sil,g,lified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All CKWRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type -Part L- 58.Oft, W= 4.7ft, Truss in INT zone, TCDL= 4.2psf, BCDL- 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 37 Support 2 200 TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.14 4- 3 2 0.14 3- 0 0 0.08 r 4.24 TI: WI QTYA __====- - = ===Joint Locations=========_____= 1) Oc 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From, PLF To TC Vert L+D 0 0- 0- 0 -30 4- B- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 4- 6-13 294 22 -168 TOP PIN 0- 2- 8 67 29 -107 BOT PIN 4- 7- 2 93 0 -187 BOT H-ROLL �..., I— 2X4 68N 4.95" � 1-0-2 (RO-11-10) EXCEI'T AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENSROOB CT.0VIE10.FL32766 Design: Matrix Analysis 2-2-2 294rY 2.83rCANT: 0-0-7 4-8-9 93N 2. 0" Over 3 Supports C/L: 4- 13 WAKNINCi: 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 smdktr bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Literal support. of truss members only to reduce buckling length. 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. I.See HIB-91 of 7Yp. rr uss Plate Institute. TPI- Is located at 583 D'Onofdo Drive. Madison. Wbrronsin 53719). JOB PATH: C:ITEE-L0KU0BSICHEK3 Attach with (4) 10d Toe -Nails Attach with (3) 10d Toe -Nails scale = 0.9135 F,ng. Job: E Dwg: Truss ID: W 1 Dsgiw: TLY Chet: Date: 12-18-01 TC Live 16.0 psf DurFae - 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: TOTAL 33.0 psf V,1 0 .01- 8204- 2! HCS: 11,28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect lnlormation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- dfic prgecr and accepts no responsibility or exercises no control with regard to fabrics. lion. handling, shipment and installation of trusses. This t—s has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registerai architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow bads, prolect specificatiolu or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are conUnu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should he braced at a maximum spacing or 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review tints drawing to verify that this drawing Is in conformance with the fabricator's plans and to make a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, Mots or distorted grain. Members shad be cut for tight fitting wood to wood beating. Con. nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 8- long. Sills (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold a the webs unless otherwise shown. Connector plate sits are minimum sues based on the fords shown and may need to be Increased for certain band - ling and/or erection stresses. This truss 1s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional udornation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accurdance with'Handling Installing & Bracing'- HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plurnb pos- Ition and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses rcqutres such temporary braeing during installation between trusses to avoid toppling and doninomg. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tune No loads other it,.. the weight of the erect"" shall be applied to trusses until after all fastening and bmcuig is completed. JB: CHESAPEAKE K 3 AC: 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/576 at Mid -panel # 1 L=-0.15" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -71 0.43 4- 3 0 0.33 TI: Y QTY:4 =_ ===Joint Locations=====__________ 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 ISO 45 -63 TOP PIN 0- 4- 0 264 59 -85 BOT PIN 6-10-12 82 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 85# Support 2 63# 7-0-0 1 2 0 JAO Attach with (2) 10d Toe -Nails 4-0-6 Attach with (2) 10d Toe -Nails 7-0-0 4 264# 8.0011 3 0-9-5 151# 2.50" 83!! 1.50rr (R(1-841) 1Q 7-0-0 ----'� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 scale = 0.5061 (M—aronda Systems 4005 MARONDA WAY SANFORD, Fi-. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marrir Analysis VV,RKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of tine building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must bra made to anchor lateral bracing at ends and specified locations determined try lire building designer. Additional bracing the overall stiueture may be required. (See HIB-91 of TPd. fi-nvss Plate Institute. TT1, Is located at 583 D'Onofno 1)rM1e. Madison. Wtseonsin 53719). Eng. Job: Dwg: Dsgnr. TLY Clfk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf 13C Dead 10.0 psf 'TOTAL 33.0 osf Truss ID: Y Date: 12-1 B-01 DurFac - Lbr: Lff— DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-L0KU0BSICHEK3 141"C. if 9.o .1 JB: CHESPEAKE K 3 AC: WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe. cific p je.cl and accepts no responsibility or exercises no control with regard to fabrlca. (ton. handling, shipment and inslallatlon M trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be. checked to be sure that the data shown are in agreement with the local building codes. local climatic records for whnd or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ousty braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM 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 fabiicatoYs plans and to realize a continuing responsibility for such veri- fica tion. Any discrepancles are to be put in wrttmg before cutting or fabrication. Plates shall not be Installed over knotholes. krauts or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to lx incased 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 lnfornation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are I. be followed in accordance with "Handling Installing & Bracing-, 1118-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding (Hosts in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervtslon of erection of trusses shall be under the control of rs peons experienced in the Installation of trusses. Professional ad Nce shall be sough g needed. Concentration of const—Wri loads greater than file design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until alter all fastenuag and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-2-9 7 0-6-6 Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 58.Oft, W= 5.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.23 4- 3 0 0.18 TI: Z BTYA ==============Joint Locations=============== 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 33 -46 TOP PIN 0- 4- 0 203 43 -71 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 71# Support 2 46# 5-1-$- _ 1 1 2 U _ 3Ao 3-1-2 P9 N 'I 5-1-8 4 3 203# 8.00" 110# 2.50" 0 9-5 e e 5-1-8 61# 2 50" (RO-8-11)1 EXCEPT AS SHOWN PLATES ARE TI20 GA TESTED PER ANSI/TPI C/L: 5-04 1-1995 Over 3 Supports �2_ronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OV1EgCr FLJ2r66 WPkKNINU*. 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. po,L31 hoeing or si it., bracing which is a part of the building design and which nwst lr, considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified loa[ions determined by the building designer. Additil—I bracing of the overall structure may be required. ISee HIB-91 of TPp. (Truss Plate Institute, TPI, a loafed at 583 D'Onofrio Drive. Madison, Wisconsin 53,191. Eng. Job: Dwg: Dsgnr: TLY Clilc: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAI, 33.0 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6539 Truss ID: Z Date: 12-18-01 DurFac - Lbr, 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: rre,inn. "n, e....r...i. IfCS: 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This design Is for an individual building component and has been based on Idomation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informatlon as It may relate to a spe- cfic project and accepts no responsibility or ueretses no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer )registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local cllmalle records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. When, bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a rnaxbnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review the drawing to vertfy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficallon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of Elie truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified Double cuts on web mnnters shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes Cued on the forces shown and may need to be, increased for certain hand - Wig and/or erection stresses. This truss Is not to be fabricated witir fire retardant treated hunt— unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bracing'. HID-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemranenl bracing for holding Ivsses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand. Wig is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervston of erection of trusses shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than Elie weight of the erectors shall be appbed to trusses unlll after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB . 1.15 2-2-9 T 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Rzt = 1.0 Bldg Type= L- 58.Oft, W= 3.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 31 0.15 4- 3 0 0.13 TI: Z 1 QTY:4 ===========-==Joint Locations=========_===== 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 20 -28 TOP PIN 0- 4- 0 137 26 -55 BOT PIN 3- 0- 4 36 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 55# Support 2 28# 3-1-8 1 2 6.00 2-1-2 ��9_ r / 3-1-8 4 3 138# 8.00" 67# 2.50" 1 0-9-5 37JJ 2.On 3-1-8 —� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 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 WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sirnllar hmcurg which is a part of the building design and which must be considered by the building designee Bracing shm it is for lateral support of truss members only to reduce buckling length, PI-111luns most be made to anchor lateral bracing at ends and specified Ixadetermined. min tions detered by the building designer. Additional bracing of the overall structure may be required. (See tit c)l of TP9. (Truss Plate institute, TPI. Is located at 583 D'Onofriu Drive, Madison, Wisconsin 53719). 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 txf scale = 0.9496 Truss ID: Z1 Date: 12-18-01 DurFac - Lbr 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 1105: 11,28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This dcslgn is for an Individual building component and has been based on WumiaUon provided by the client The designer disclaims any responslbilfly for damages as a result of faulty or Incorrect Information, spec6lcatlons and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no iesponslbiily or exereses no control with regard to fabrio- tion, handllag, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-199.5 and NDS-97 to be incorporated as part a the budding dcslgn by a Building Designer fregistered architect or professional engineer). When rcvlewed for approval by the building designer. lire design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications of special applied bads. Unless shown, toss has not been designed for storage or occupancy loads. The design assumes compresslon chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manuractured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabnt for shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri. ficrlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wand to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otinervtse shown. A 5x4 plate IS 5- wide x 4" long. A 6x8 plate is 6- wide x 8" long. SI.L lholes) run parallel to the plate length specified. Double cuts on web members shall tneet at the centmid of the webs unless otherwise shown. Connector plate sizes an minhnwn sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This toss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on (Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handlmg InstalWng. Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a slialglnt and plumb pos- Illon and for Tasting lateral forces shall be designed and insualled by others. Careful tmand- If Is esse.ntlal and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trussesto avoid toppting and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professlonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trans- until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-2-9 T 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 ugh, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W= l.lft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.02 4- 3 0 0.01 TI: Z2 QTY:4 ==============Joint Locations===========_= 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 6 -10 TOP PIN 0- 4- 0 72 8 -40 BOT PIN 1- 0- 4 12 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 40# Support 2 10# 1 2 F--6A0 f 4 3 73# 8.00" 25# 2.50" `e 0-9-5n ( 1-1-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 14995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.0vtEDOYL_3270 Design: Marra Analysis 1IYAKNINCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shrrwr on this drawing Is not erection bracing, wind bracing. portal bracing or slides, bmcung which is a part of the building design and which must he considered by the budding designer. Ilmcing shown is for lateral support of truss memtxrs only to reduce buckling length. prrovlslons most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tine overall structure may be required. [See HIB-91 of TPI). unrss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). inn Peru. r.irrc Attach with (1) 10d Toe -Nails 1-1-2 Attach with (1) 10d Tot -Nails scale = 1.7334 Eng. Job: W EK Dwg: Truss ID: Z2 Dsgur: TLY Chk: Date: 12-18-01 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 IBC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 osf v»nilni_ 0-21A Al TICS: 11.28.01 JB: CHESAPEAKE K 3 AC: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any rsponsibWty, for damages as a result of faulty or Incorrect information. specdieatiom and/or dsigrts fumished to the truss designer by the client and the correctness or accuracy of this bdumratiun as It may relate to a spe- cdlc protect and accepts no responsrbWly or exercises no control with regard to fabnra- tion, handling, sftlpment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data sh— am In agreement with the local building trades. local climatic records for whid or snow toads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 101-0" o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanued steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabr moon, the fabricator shall revlew this drawing t0 verify that this drawing is in conformance with the fabricators plans and to realize a continuing ltsponsibillty for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrlr tlon. Plates stall not be Installed over knoUoles, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the I— with mall fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6.8 plate is 6" wide x 8" long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless olhet tse shown. Connector plate sizes arc minimum sizes lased on the forces shown and may need to be Increased for certain hand - Wng and/or erection strsses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control rider to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mcummendaUons arc to be followed in accordance with "I landling Installing h Bmctng-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and penuanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InsalUu n between trusses to avoid topping and dominoing. The supervision of er-Uon of trusses shall be under the control of persons experienced in tine Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmeing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-5-15 I 0-6-6 WO: CHEK3 WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.Oft, W- 3.3ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -33 0.10 4- 3 0 0.08 TI: Z3 QTY:3 =_ ====Joint Locations======_===_=__= 1) 0- 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 - MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 22 -32 TOP PIN 0- 1-12 160 29 -98 BOT PIN 3- 2-12 51 0 -20 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 98# Support 2 32# Support 3 20# 3-4-0 1 2 U 2-2-6 3-4-0 4 3 161N 3.50" 72# 2.50" 1-1-9 1 52N 2 50" (R1-1-7) 3-4 0 EXCEPT AS SHOWN PLATES ARE. TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-2-12 CM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT. OVIEDOYL32786 Design: Maint Aiulysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Blaring shown on lhk, drawing is out erection bracing. wind bmctog, portal bracing or simiL�nr bractg which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must tx IT to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be. required. LSee HI6-91 of 1plr fi'russ Plate Institute. TPI, is located at 583 1) Onofno Drive, Mattison, Wisconsin 53719). JOB PATH: C- U'E'E-1 OK1JOBSI CHEK i Attach with (1) 10d 'foe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Eng. Job: Dwg: Dsgnr: TLY Chk: E Truss ID: Z3 Date: 12-18-01 TC Live 16.0 psf DurFac - LbC 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 AC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psi V:12, 3.01- 365- 45 HCS: 11.2R ni DESIGN INFORMATION This design Is lor an Individual building component and has been based on Information provided by the ekent. The designer disclaims any responsibility for damages as a result of faulty Or incm-met information, spedf(calions and/or designs fumished to the truss designer by the client and the correctness or accuracy If this Information as it may relate to a spe- cl/ic project and accepts no responsibility or esercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building D-diner ireglstered architect ur professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the heal building codes, local climatic records for wind or snow loads. Proleclspecifications or special applied loads. Unless shown, truss has not lien deigned for storage or occupancy bads. The design assumes compmession chords (top or botloml are continu- ously braced try sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxtnmum spacing of 10'-0" ax. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepant" are io he put in writing before cutting or fabrication. Plates strait not be installed Over knothoks, knots or distorted grain., Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naps fully Embedded and shall be symabout the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the -ntroid of the web. unless otherwise shown. Connector plate sizes are minlnmum sizes based on the forces shown and may need to to Increased for certain hand. ling and/or r—non stresses. This truss is not to be fabricated with fire retardant treated. lumber unless Otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection m. nurnendatlons are to be followed fit accordance with 'Handling Installing h BnadnR+', 1118-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for resisting lateral forces shad le designed and installed by others. Careful hand- ling is ess<nlWl and elation braving Is always required. Nomul precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling anti dominoing. Thesupemislon of erection of trusses shall be under the control of persons experienced in the Ins(a1laUon of uusse. professional advice shall lie sought if needed. Cettcentmtion of construction loads greater than the design loads shall not be applied to trusses at any tune. No ]wins other titan tie weight Of the etectOrs shall tie applied to trusses until after all fastening and bracing I, ompleted. JB: CHESAPEAKE K 3 AC: 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: Ter 0.00" RMB = 1.15 1-2-9 T 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously- braced unless noted otherwise: Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 58.0ft, W= 1.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf --TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 10 0.02 4- 3 0 0.01 TI: Z4 9TY:2 ==---------===Joint Locations= ========_=== 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX- REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift y-Loc Type 1- 0- 4 24 7 -11 TOP PIN 0- 1-12 72 8 -48 BOT PIN 1- 0- 4 17 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 48# Support 2 ll# Support 3 6# 1-1-8 4 3 73# 3.50" 25# 2.50" 0-9-5Le 18k Z.Sprr 1-1-8 -- ail (RO-8-11) C/L : 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. I'L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Maria Analysis MIK1vING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Boeing shown is for lateral support of tress memli— only to reduce buckting length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall strcture may be required (See HIB-91 of TPI). Ores Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison, wisc—En 537191. Attach with (1) 10d Toe -Nails 1-1-2 Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 1.7334 Truss ID: Z4 Date: 12-18-01 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKUOBSICHEK3 H!'c- Il ?x nI