The URL can be used to link to this page

Home My WebLink About343 Placid Lake Dr (2)CITY OF SANFORD PERrIT APPLICATION Permit No.:(J / Job Address: 1' o Z4,e".- Parcel No.: Description of Work: Date- .S' - ZFJ -t ; Attach Proof of Ownership & Legal Description) a- /- e,is r°,o,Yewe rr Type of Construction: Flood Zone: Valuation of Work: $ !el9W-,®0 Occupancy Type: Residential Commercial Number of Stories: 0//,0 Number of Dwelling Units: Zoning: Total Square Footage: Owner: Address Industrial City: .•a m State: )yG- Zip: 3y773 Phone No.: — .? 6 Fax No.: Contractor: l` %/&xvy A,eow e ." C Address: 239f City:State:`- Zip: '7Z7Q3 State License No.: Phone No.: -\5rg_Fax No.: d Contact Person: L` v Phone No.: '41-4 7-ry f wq x Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: Address: Architect: Phone No.: Address: Fax No.: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 Si ature of Ow er/Agent ate Print Owner/Agent's NaffA 4,4rw I - e"o -oI,-o_- Signature of Notary -State of Florida Date yrr . Frank M Guereioo N My Commission CC99d51)li or n Expires May 16, 2005 Owner/Agent is _ Produced ID Personally Known to Me or APPLICATION APPROVED BY: FS 713. of Contractor/A'Ont Date Print Contractor/Agent's Name 4. Signature of Notary -State of Florida Date l%p% Frank M Guen;io r,>i' My Commission 6of My May 16, 20% Contractor/Agent is Produced ID Special Conditions: Personally Known to Me or Date: L.. t IIUIr uu®uwuui w,uuu uu wiuu . . Rek t„ tlittt, fMIS INSTRUMENT PREPARED 61; NARYANNE NORSE, CLERK OF CIRCUIT COURT t t tit: NAME /: cce Ci o BENIMXE COUNTY BK 04411 PG 0912 ADDR. 2 34/ Sr;• t CLERK'S # 2002880834 REXOM PO AN161q,9RECORDIND FEES 6 o9 tP7 4 RECORDED BY N Nolden CERTIFIED COPY alit No.. MARYANNE MORS>r Folio if _ CLERK OF CIRCUIT COURT SEMINOLE COUNTY. FL(MMS Illy of Li i / DeplM CLEW . Notice of Commencement SR h: UNDERSIGNF,D hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, I' St t AGO. mation- is provided in this. Notice of Commencement. Legal description of property: General description of improvement.IIQ Owncr: Nana and address OAZIK_0 a. Interest in propeny:_0lrf_ AE IL 77 — b. Name and address of fee simple titleholder (if other th ui Owner) antractor: Name and address O 04--- a. Phone numbery_I-ax number (optional, if service by fax is acceptable) 7 d 7 C? Surety : Name and address S a. Phone number Fax number (optional, if service by fax is acceptable) Lender: Name and address -- a. Phone number Fax number (optional, if service by fax is acceptable Persons within the State of Florida designated by Owner upon notices or other dgcumcnts may be served as provided by Section 713.13(1) (a) 7., F: lutes: ( name and address): a. Phone number In addition to himself, Owner designates 13( I) (b), Florida Statutes. Fax number, (optional , if service by fax is acceptable) to receive a copy of the Licnor's Notice as provided in Sectior a. Phone number Fax number (optional, if service by fax is acceptable) Expiration date of notice of comp ,ccmcnt (the expiration date is one (1) year from the date of recording unless a different date is specified) 19 ate of Florida nature of Owner uunly o41; he foregoing nslnrment was acknowledged before me ibis day of _. %R%1/, by d i a h rsonally ; %= odueed %QV, as identifiatim My Comm"lon 010998606 !` r_ q*" May 18, 2006 (SEAL) All Screen Service, Inc. 234 E. 8th Street, Apopka, Florida 32703 1 ' Proposal/ContractEastOrlando (407) 869-7999 - West Orlando (407) 889-5880 - Fax (407) 889-7280 Lake County (407) 469-3314.Out of Area 1-888-2SCREEN (272-7336) Serving Central Florida Since 1963 www.allscreen.com Client j .—• .0 u,r JM ASSO, Address 1i4r_. ; ,1 /'•:% r v Florida Lic. #CGC059044 ,-if,= r>•1 , 3 7% Florida Lic. #SCC045055 FLcP o` Date /--- Phone 3 Fax We are pleased to submit this agreement for proposed work as follows: r n G!'! i X L v r y .%/.,f /r 7. Ae yam? f,/:7 r +' ,. mil • , : i %_I _ r.• r'1 07 Work Color"/ Roof Trim Splash Plate Screen Doors Total: Down Payment Draw Payment Balance Terms: See reverse side of Proposal/Contract for additional terms and conditions, all of which the undersigned specifi- cally acknowledge and agree to abide by. Name of Client: Respectfully Submitted: If you accept this proposal and wish us to proceed with this work, kindly sign and return -copy, retaining the original for your record. Accepted: Date: _ cG ` ., , {• i i TY , 1, i A i . Section 501 025 , Flo jda Statues (Consumer Protection) provides that '...The buyer has the right to cancel a home solicitation sale until midnight of the third business day after the day on which the buyer signs an agreement.' t POWER OF ATTORNEY Date:— I hereby name and appoint 1 i r oto be my lawful attorney in fact to act for me and apply to the Building Department for a /` ermit for work to be performed at a location described as: Section Township Range Lot .2 Z Block Subdivision / J eb , i<- • fL . 3 Z773 Address of Job) and to sign my name and do all things necessary to this appointment. So SP PA S u, m ii N Typrint a of Contractor L w gnature of Certifie?l-ontractor The foregoing in ent acknowledged before me this Ay day of Zm OZ 1, by who i eisonally known to me who produced as identification and who did not take oath. State of Florida County of Commission # v • ir . Notary Signature) My Commission Expires: SEAL) yrr Hank M GUWCiO r, com Tj , ExpirmMW115.200 F. J 3 z773 Y PLOT PLAN FOR: . DESCR/PT/ON: 1----,-T- 22 MARONDA IWILS, INC, PL_ACI C? WGX C7S P-Ir r_,.,- E ENE 17Ev:G1R0ED71VPLArU0CV< 51 PAGE(S)23 — 23 PUDL/C r7F_COROS OF minOle COUNTY, FL7r7lDA. E- c SEF/YI-idrl At cl 63' 27' 3e-7' 1= -17. 5 t ' S 3 e, 1= a 8 9N 2 \ /17n\• I\ _ F, GG 8No r d (In ho MODEL: SUiTDN " A. 4-z) BLbcv- T-INisuEJ) F-081I_ U_CY RT to N : v- 4T10 DEI)IN11GE PIPE T' V 5' Ip0 .JTI L_ITY ' 1 E5^'I3Er-te; 1 4r rri R' 355.00' J rrD T E s : / ct, 37.82' if N i2' PSSor I c Rg N l p Q7•'.3 OcCr rL000 CERTIFICATIONI. Plot flan only; Lot has not p`-AC' Doted on the redcrot Emergencylien %toted In the field. I ' _ - Nonngemeni Agency flood Insurance2. Bearings ore bored on the f {_ ) role map, the properly the +hownMUMEPST0ZL4LILACOFLITT // /emu / n /T' nl !1\ hereon DOES NOT LIE within the 2Z BEING S3I'42'SZ"E 1_f IfT YfrV i LJ f 100 year flood horord area Qj p — denotes proposed elevation Lies in Zone 7. I hereby eerllly that this 1.02 per engineering plans. \ Community Pones No. 1 — -1 I7C do1q5e Ptol Plan woo' made under my D°" E - denotes existing elevation EIIICIIve Dote: direction and meth the7 \ —_ InInImum technical tlandards ae- set forth by the Florida Af1OW-VIATIONS; Board of Prolssslonol Land r.c, rofm r or C(l"VA rl inc Surveyor% In Chapter GI Oil -G Pr, rolrrr or TAN o[ LACY rlorldo Adrnlnlstrol lye Code, r:l, roimrorlN(n STIOrl rI1. C. r0'NrOf REYcri(( ctNivnrvnr pursuon1 to Section 472.027 rr C. ro'"roreourot'no ccvtvnrvnr Florida Statutes ell. cllono rl( ona. cnonn nEAnINe it. nn0lLIS 4. Elevation% based on Irollonol A. PUYA(UNT"ALANCLE) Geodetic Verllcol Datum of CENFCAWK 1129. Fork, crwcnc 7r AI' C ALAI coNnl rlorrrn PAO S. NOIT A sUnvEY No. LANO NnfspnVCYORr Fzevts 3- -97 v V I) ot valid without- DATE: I I- 3 -C? ScnLr. t1 to signature nncl rf 1 tie original rais(A LAND SURVEYORS seal of a rlori(h 3oo SOUTH couA rY ROAD 427' LONCW000, FLOftfOA 72T-10--1499 license(] surveyor T" ELEPt7CWF_: (40T) 0-30-9000 an(l 1mlVer. CKf:CAVONE - PI7ES/0r_-NT , FAX No. (407) 3-19 -36-36 F/ orldo Lrrnd Surveyor /7erohfroflon No,Z003 W. O.STAKC Loy W.O.STAKE IIOU517 _ W. O. ro ltinATNT1f W.n rlllAI. w, o. ron%t c11CcK w. 0, nrcrnT wo & - (ozg-) ATTACHMENT: WALL: Y FACIA: PATOJ ROOF ATTACHED TO. Q FAs: V MOBILE HOME I- AW+\L D orHER , LAYOUT COLOR COOES: ORANGE) Eneaw House Wain (PINPO . GREEN) Faun Bow,o (RED) PURPLE) Slob r,0saw WSW (HLAC)Q I8LUE) N.w Root M.s' 14--/g --1 LOna abliriis[ea Mrs Intl Hlpr jHrsSateActualHrs value Labor Cost Invoice Left_ I - BEVELED FACIA: ALL SCREEN SERVICE INC. MOM ALOM&N AUOC &TM Or alODA 234 E 86 SUee Apopka, FlorSda =708 869-79" v L SHAPED: Name — 9P b No Ad&ts.. 3 'el e F s sub6own Name PATIO ROOF O rlri: Res PM PATIO ROOF i . r W1®, 'y/ z Ptgemen . ROOF PrYCH Ur Pwr bd V.- Pw w" I0xP. bu D se.. 10 I 2'--j thank rat vp Aw.:s Name Job# 49"' Address Date Sold Date C71 pleted Salesman Color_ a een Manufacture I _`1'i>rstallafion 1x2 x24 x30 1x2 x24 x30 2x2 x24 x30 2x2 x24, x30 3x2 x24 x30 3x2 x24 x30 2x3s xi 8_x24_x28 2x3s xi 8 .` x24_x28 2x4 Ift 2x6 111 2x4 - -Ift 2x6 Ift 20 Ift 2x8 Ift 20 - Ift 2x8 Ift 2x9 Ift 3x3f Ift 2x9 .; Ift 3x3f Ift 3x3s Ift 4x4s Ift 3x3s - Ift 4x4s If; 3/4' picket channel— Ift 1' picket angle 1' ' Ift 2- Ift 2x2sms x24 x25 Walls 2x3sms x24 x25 Wall Sections 2' post x19 x24 Doors Com. + Header snap plate Inswing Latch channel If,, ' Threshold angle 1' If; 2' If: Key Lock 16' KP WG SM 20" 24' . KPTnm 36' foam f4x8) (12'xl0) aft screen 18x 20x A e 1.4aylk 4-q solin Installt'ts Signature: ti 1 Hrs Day2 Check List wiped down _sheep threashold correct doors are proper _touched up _screen tight 3 trimed neat Drawn B caulked compieat _ftashed_dwnspts straight metal not gushed Measure Problems Encountered: Laid Out q••ik 0.. o = VSriyijt oll C D B 7.3 .•RootslyMisc. 5 > _ Ift He' er -+ lft 6rod Header Y tft flash r caulk 4 C T yi10downspd tl . JAB r ' - `B elbows Insulated: W Px I L _( r*Is-*41x z 4x nels' 4it xx 4x pa nels., FB s s ' tfiiE gui. Ift E fac. Ir WNxl • C'-" RS'jXS X By:____.pans x x Ift RFG Ift RFV SANFORD BUILDING DEPT. THESE PLANS ARE REVIEW® AND ODN ACCEPTED FOR PERMIT. A PERMIT ISSUEDiSMALL CONSTRUED TO BE A LICENSE TO PROCEED INTM THE WORK AND NOT AS AUTHORITY TO VIOLATE. CANCEL. ALTER. OR SET ASIDE ANY Oir TMt PROVISIONS OF THE TECHNICAL CODES. NOR •HAIL ISSUANCE OF A PERMIT PREVENT TH! BUILdNd DEPT FROM THEREAFTER REWIRING A CORIM0 TION OF ERRORS ON THE PLANS. OONSTRUC}IOM OR OTHER VIOLATIONS OF THE CODES. PERMIT #oZp I officF."copy r 4n SCREEN; VINYL, GLASS & MODULAR ROOMS SECTION 3 INTERIOR BEAT TABLE 3.1.3 OR 3S ALUMINUM ROOF SYSTEI PER SECTION H' IOST STRUCTURE OR OURTH WALL FRAME ARRIER BEAM POST u TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM SEE TABLE 3.1.1, 3.1.2, 3.1.4 OR 3.1.5) HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL u TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. N Q Q SEAL PAGE 3-1 17 -r-v -r4-t-- . ( r, SECTION 3 I SCREEN; VINYL, GLASS & MODULAR ROOMS SELECT EDGE BEAM FROM LW` FOR TABLE 3.1.1 AND / OR 3.1.2 MAX. 1 " x 2" H' / UPRIGHT MIN. 3-1/2" SLAB ON GRADE LENGTH OR RAISED FOOTING FOR FOOTINGS SEE DETAILS VARIES PAGE 2-21) TYPICAL GLASS ROOM WITH SOLID ROOF, TYPICAL FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/2' 'P/2' @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS I ( SEE SECTION 7 FOR DETAILS) SEE TABLES) w C9 0: O.H. p c— SOLID ROOF N =) x ix NO MAXIMUM / w ci ELEVATION SLAB OR GRADE) P =PROJECTION FROM BLDG. VARIES VARIES LW = LOAD WIDTH NOTES: +—'P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD. WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 3.1.3 AND GLASS ROOM FORTH WALL BEAMS FROM TABLE 3.1.4 USING P/2 4. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: PAGE SEAL 90 -1201 130 1 140 550 8 1 #10 1 12 1 #12 TYPICAL SCREEN / GLASS ROOM SCALE: 3/16" = V-0" Lawrence E. B,erinett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386)767.6556 3-2 COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. I- r SECTION 3 ALTERNATE CONNECTION DETAIL 1" x 2" WITH 3) #10 x 1-1/2" S.M.S. INTO SCREW BOSS 2) #10 x 1 1/2" S. M. S. INTO SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN - 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH SCREEN, VINYL, GLASS & MODULAR ROOMS BEAM/HEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 1/2" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 3" = 1'-0" ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 1/4" x 2-1/4"CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN: 3-1/2" SLAB 2500 PSI CONC. 6x6-10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE HEADER BEAM 4) #10 x 1/2" S.M.S. EACH SIDE OF POST H-BAR OR GUSSET PLATE 2" x 2"OR 2"x 3" OR 2" S.M.B. POST MIN. (4) #10 x 1/2" S.M.S. @ EACH POST 1" x 2" EXTRUSION 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: 3" = 1'-0" Lawrence E. Benr)ett, P.E. CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (3W) 767-4774 FAX (386) 767-6556 SEAL E COPYRIGHT 2001 P AGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3 I SCREEN, VINYL, GLASS & MODULAR ROOMS EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. TYPICAL CORNER DETAIL SCALE: 3" = 1'-0" IDE WALL HEADER ATTACHED TO 1" x 2" OPEN SACK W/ MIN. (2) #10 x 1-1/2" I.M.S. SIDE WALL GIRT ATTACHED T x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW IOSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" ONCRETE/MASONRY NCHORS @ 6" FROM EACH OST AND 24" O.C. MAX. AND JALLS MIN. 1" FROM EDGE OF 0NCRETE Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 7574W SEAL PAGE COPYRIGHT 2001 3-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Y r SECTION 3 1 • SCREEN, VINYL, GLASS & MODULAR ROOMS ME RIDGE CAP 8 x 1/2" (3) PER PANEL 11 x 1/2" aQ 24" O.C. ' 3 ROOF P .14 w i i JX x x BEAM SUPPORT STUDS N TYPICAL) I RECEIVING CHANNEL 6) #8 x 1/2" S. M. S. TO STUD ' AND (8) #8 x 1/2" S.M.S. TO BEAM 3" ROOF P PN I m iV U) e 60" MAX 2" x 6" S.M.B. HEADER X • • cv ALTERNATIVE BEAM SUPPORT GLASS ROOM FRAMING DETAILS SCALE: 3" = 1'-0" Lawrence.E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA FL 32121 TELEPHONE (386) 767-4774 FAX (386) 76745% SEAL PAGE COPYRIGHT 2001 3-1 6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. S r H U IF KNEE BRACE LENGTH Q Fri w z EXCEEDS TABLE 1.7 USE ? 2 I w CANTILEVERED BEAM w 3:2 w w CONNECTION DETAILS N O FD a= mUzi O HOST STRUCTURE ROOFING 2" STRAP -LOCATE @ EACH POST, ( 2) 1/4" x 2" LAG SCREWS @ 24" O. C. (MAX.) EACH STRAP 2) # 10 x 1/2" SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST SCREEN; VINYL, GLASS & MODULAR ROOMS SOLID] ROOF PANELS (COPOSITE MOEDGE .OR PAN TYPE) FASTEN PANE p 1 OR 3) PERDETAILSINSECTION7AN6" MAXIMUM EDGE BEAM (2 x 3 HOLLOW SHOWN) SIZE PER TABLE 3.1 SECTION 3 4& SCREEN OR SOLID WALL MAY FACE IN OR OUT) POST SELECT PER TABLE 3.2 USE 2 x 3 MINIMUM 1/ 4" BOLT @ 24" O.C. MAX. WITHIN 6" OF EACH POST FASTEN 2 x 2 POST — W/ ( 2) EACH #10 S.M.S. INTO SCREW SPLINES 2" x 2" x 0.062" ANGLE EACH ® EXTRUDED SIDE ( 3) EACH #8 S.M.S. EACH OR SUPER LEG INTO POST AND INTO 4 ow® GUTTER MAX. DISTANCE TO GUTTER ( MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36" WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL _ FASCIA (WITH SOLID ROOF) SCALE: 3" = V-0" , Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE ( 385) 7674774 FAX ( 386) 767.6556 SEAL PAGE COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3-17 r SECTION 3 SCREEN, VINYL, GLASS & MODULAR ROOMS u 1-1/2" x 1-1/2" x 0.080" ANGLE EACH SIDE OF CONNECTING BEAM WITH SCREWS AS SHOWN CARRIER BEAM SEE TABLE 3.1.2) Li j PRIMARY BEAM SEE TABLE 3.1.1) NOTE: EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE MINIMUM #8 S.M.S. x 3/4" LONGCONNECTEDWITH (2) NUMBER REQUIRED EQUAL10x1-1/2" INTERNALLY TO BEAM DEPTH IN INCHES CARRIER BEAM TO BEAM CONNECTION SCALE: 3" = l'-0" NOTE: ANGLE OR RECEIVING CHANNEL EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE CONNECTED WITH 2) #10 x 1-1/2" INTERNALLY MINIMUM #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES TO WOOD WALL WITH MINIMUM (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2 1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD WALL WITH MINIMUM (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 3" = l'-0" Lawrence E. Benhett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (366) 767-4774 FAX (366) 76745M SEAL PAGE COPYRIGHT 2001 3-20 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, VINYL, GLASS & MODULAR ROOMS- I SECTIOfj 3 Table 3.1.1 Allowable Edge Beam Spans - Hollow Extrusions For Screen Rooms or Vinyl Rooms / Open or Partially Enclosed Structures Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 28 0 / sq. ft.' 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') Load Width (ft.) Max. Span 'L' I (bending 'b' or deflection 'd' 1 & 2 Span 3 Span 4 Span CaMax. ever 1 & 2 Spa 3 Span 4 Span everCantilever 5 3'-9" d 4'A" b 4'-3" b 1'-0" d 5 4'-0' d 4'-9" b 4'-7" b 1'-1" d 6 3'-7' d 3'-11" b 3'-10" b 0'-11" d 6 3'-9" d 4'A" b 4'-2" b 1'-0" d 7 3'-4" b 3'-8' b 3'-7" b 0'-11" d 7 3'-7" d 4%0" b 3'-11" b 0'-11' d 8 3'-1" b 3'-5' b 3'A' b 0'-10" d 8 3'A" b 3'-9" b 3'-8' b 0'-11' d 9 2%11" b 3'-3" b 3'-2" b 0%10" d 9 3'-2" b 3'-7" b 3'-5' b 0'-11" d 10 2'-9" b 3'-l" b 1 2%11" b 0'-10" d 10 3'-0" b 3'A" b 3'-3" b 0'-10" d 11 27" b 7-11" b 2'-10" b 0'-9" d 11 2'-10" b 3'-3' b 3'-l" b 0'-10" d 12 2'-6" b 7-10" b 2'-9" b 0'-9" d 12 2'-9" b 3'-l" b 2%11' b 0'-10" d 3" x 2" x 0.045" 2" x 3" x 0.045" Load Width (ft.) Max. Span 'L' / (bendin 'b' or deflection 'd') Load Width (ft.) Max. Span'L' I (bending 'b' or deflection 'd' 1 & 2 Span 3 Span 4 Span ax*Cant lever 1 & 2 Spa 3 Span 4 Span Cantlever 5 4'-2" d 5%1" b 4'-11" b 1'A" d 5 5'-3" d 6'-5" b 6'-3" b' 1'-5" d 6 T-11" d 4'-7" b 4'-5" b 1'-1" d 6 4'-11" d 5'-11" b 5'-8" b VA" d 7 3'-9" d 4'-3" b 4'-2" b 0'-11" d 7 4'-8" d 5'-5" b 5'-3" b 1'-3" d 8 3'-7" d 3'-11" b 3'-10" b 0'-11' d 8 4'-6" d 5%1" b 4'-11' b 1'-2" d 9 TA" b 3'-9" b 3'-8" b 0'-11' d 9 4'-3" b 4%10" b 4%8" b 1%2" d 10 T-2" b 3'-7" b 3'-5- b 0'-11- d 10 4'-1" b 4'-7" b 4'-5" b 1'-1" d 11 3'-1" b 3'-5" b VA" b 0'-10" d 11 3'-11" b 4'-4" b 4%2" b 1'-1" d 12 7-11" b 3%3" b 3'-2" b 0'-10" d 12 3'-9" b 4'-2" b 4'-0" b 1'-1" d 2" x 4" x 0,050" Load Width (ft.) Max. Span 'L' / (bending 'b' or deflection 'd') 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 7'-l" b 7'-11" b 7'-7" b 1'-11' d 6 6'-5" b 7'-2" b 6'-11" b 1'-9" d 7 5'-11" b 6'-8' b 6'-5" b 1'-8" d 8 5'-7' b 6'-3" b 6'-0" b l'-7" d 9 5'-3" b 5'-11" b 5'-8" b 1'-7" d 10 4%11" b 5'-7' b 5'-5" b 1'-6" d 11 4'-9" b 5'-4" b 5%2" b V-6" d 12 4'-7" b 5'-1' b 4'-11" b 1'-5" d For Maximum Spans at wind velocities other than 120 MPH, see conversion tables on the specification page for tables at the beginning of this section and example below. Notes: 1. For high velocity zones, convert to 130 MPH spans. 2. Above spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam spans. Example: To calcualate maximum span 'L' at 140 MPH wind velocity for: 2" x 4" x 0.050" hollow section with Load Width = 65' and 4 span Overhang Condition 1. Find 'L' at 120 MPH: L = 6'-11" 2. Convert 'L' to decimal feet: L = 6'-11' = 6.92' 3. Select the appropriate multiplier from the conversion table found on the specification sheet at the beginning of this section. if the spant is followed by'b' use Bending multiplier. + if the span is followed by 'd' use Deflection multiplier. , 4. Multiply'L' in decimal feet by appropriate multiplier. Vat 140MPH is 6.92'x0.87=5.45'=5'-5" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6556 SEAL PAGE COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 3-25 J r SECTION 3 1 . SCREEN, VINYL, GLASS & MODULAR ROOMS 1/4" x 6" RAWL TAPPER ALUMINUM FRAME SCREEN THROUGH 1" x 2" AND ROW WALL LOCK INTO FIRST COURSE OF BRICKS ROW LOCK BRICK KNEEWALL TYPE S ALTERNATE CONNECTION OF MORTAR REQUIRED FOR SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL BRICK OR OTHER NOW 4" (NOMINAL) PATIO STRUCTURAL KNEE WALL CONCRETE SLAB W/ 6 x 6 - 1" WIDE x 0.063" THICK STRAP ctD, 10 x 10 WELDED WIRE MESH @ EACH POST FROM POST TO OR FIBER MESH CONCRETE FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND - - 1) 1/4" x 1-3/4" TAPCON TO °, (1) #5 0 BARS W/ 3" COVER SLAB OR FOOTING • (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = 1'-0" 6" MIN. (2) #5 BAR CONT. 1) #5 BAR CONT. ° 2'-0" MIN. 3-1/2" (TYP. BEFORE SLOPE ALL SLABS) . II , /• ~=111=1I III-1 I . • • - i IGo Li I IIII- I 11=1 11=1 11=1 I II I-1 10I11=1II=1I i= 11=1TI= 11- ITI III . I I In ITi Ii 8' V-0 TYPE I TYPE 11 TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING NOTES: 0-2"/ 12" 2" / 12" - 1'-10" > 1'-10" 1. THE FOUNDATIONS SHOWN ARE BASED ON A MINIMUM SOIL BEARING PRESSURE OF 1,500 PSF. BEARING CAPACITY OF SOIL SHALL BE VERIFIED, PRIOR TO PLACING THE SLAB, BY FIELD SOIL TEST OR A SOIL TESTING LAB, 2. THE SLAB/FOUNDATION SHALL BE CLEARED OF DEBRIS, ROOTS, AND COMPACTED PRIOR TO PLACEMENT OF CONCRETE. 3.. NO FOOTING REQUIRED EXCEPT WHEN ADDRESSING EROSION UNTIL THE PROJECTION FROM THE HOST STRUCTURE EXCEEDS 16" THEN A TYPE II FOOTING IS REQUIRED. SLABS SHALL BE A MINIMUM OF 3-1/2" (4" NOMINAL) THICK. 4. MONOLITHIC SLABS AND FOOTINGS SHALL BE MINIMUM 2,500 PSI CONCRETE WITH 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH MAY BE USED IN LIEU OF MESH. 5. IF LOCAL BUILDING CODES REQUIRE A MINIMUM FOOTING USE TYPE II FOOTING OR FOOTING SECTIONS REQUIRED BY LOCAL CODE, LOCAL CODE GOVERNS. ORANGE COUNTY FOOTINGS SHALL BE 18" DEEP & 16" WIDE FOR STRUCTURES / BUILDINGS OVER 400 S.F.. 6. IF A CARRIER BEAM OR FORTH WALL FRAME IS REQUIRED USE A TYPE II FOOTING MINIMUM. SLAB -FOOTING DETAILS SCALE: 3/4" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556 SEAL PAGE COPYRIGHT 2001 3-24 NOT TO BE IEPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 0 SCREEN, VINYL, GLASS & MODULAR ROOMS' I SECTION3 Table 3.1.3 A Allowable Edge Beam Spans - Hollow Extrusions For Glass / Enclosed Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an api illed load of 28 # / s . ft.* 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. Span 'L' / (bending W or deflection 'd') Load Width (ft.) Max. Span 'L'/ (bending 'b' or deflection 'd') 1 a 2 Span 3 Span 4 Span Max. Cantilever 1 88 2 Spa 3 Span 4 Span Max. Cantilever 5 3'-9" d 4'-4" b 4'-3" b 1'-0" d 5 4'-0" d 4'-9" b 4'-7" b 1'-1" d 6 3'-7' d T-11" b 3'-10' b 0'-11' d 6 3'-9" d 4'-4" b 4'-2" b 1'-0" d 7 3'-4' b 3'-8" b 3'-7" b 0'-11' d 7 3'-7" b 4'-0' b 3'-10" b 0'-11" d 8 3'-1" b 3'-5" b 3'4" b 0'-10" d 8 3'4" b 3'-9" b 3'-7" b 0'-11" d 9 2'-11" b 3'-3' b 3'-2" b 0'-10" d 9 3'-2" b 3'-6" b 3'-5" b 0'-11" d 10 2'-9' b 3'-1' b 2%11" b 0'-10" d 10 2'-11" b 3'4' b 3'-3" b 0'-10" d 11 2'-8" b 2'-11" b 2'-10" b 0'-9" d 11 2'-10" b 3'-2" b 3'-1' b 0'-10" d 12 2'-6' b 2'-10" b 2'-9" b 0'-9" d 1 12 2'-9" b 3'-1" b 2'-11" b 0'-10" d 3" x 2" x 0.045" 2" x 3" x 0.045" Load Width (ft.) Max. Span 'L'/ (bending 'b' or deflection 'd') Load Width (ft.) Max. Span 'L'/ bending 'b' or deflection 'd') 1 a 2 Span 3 Span 4 Span Max. Cantilever 1 8 2 Spa 3 Span 4 Span Max. Cantilever 5 4'-2" d 5'-1" b 4'-11" b 1'-1" d 5 5'-3" d 6'-5" b 6'-3" b 1'-5" d 6 3'-11" d 4'-7" b 4'-5" b 1'-1" d 6 4'-11" d 5'-11" b 5'-8" b 1'4" d 7 3'-9" d 4'-3" b 4'-2" b 0'-11" d 7 4'-8" d 5'-5" b 5'-3" b 1'-3" d 8 3'-7" d 3'-11" b 3'-10" b 0'-11" d 8 4'-6" d 5'-1" b 4'-11" b 1'-2" d 9 3'-4" b 3'-9" b 3'-8" b 0'-11" d 9 4'-3" b W-10" b 4'-8" b 1'-2" d 10 3'-2" b 3'-7" b 3'-5" b 0'-11' d 10 4'-1" b 4'-7" b 4'-5" b 1'-1" d 11 3'-1" b 3'-5" b 3'4" b 0'-10" d 11 3'-11" b 4'4" b 4'-2" b 1'-1" d 12 2'-11" b 3'-3" b 3'-2" b 0'-10" d 12 3'-9" b 4'-2" b 4'-0" b 1'-1" d 2" x 4" x 0.050" Load Width (ft.) Max. Span 'L'/ (bending 'b' or deflection 'd') 1 a 2 Span 3 Span 4 Span Max. Cantilever 5 7'-1" b 7%11" b 7'-7" b 2'-1" d 6 6'-5" b 7'-2" b 6'-11" b 1'-11' d 7 5'-11" b 6'-8" b 6'-5" b 1'-11" d 8 5'-7" b 6'-3" b 6'-0" b 1'-10" d 9 5'-3" b 5'-11" b 5'-8" b 1'-9" d 10 4'-11" b 5'-7" b 5'-5" b 1'-8" d 11 4'-9" b 5'4" b 5'-2" b 1'-7" d 12 4'-7" b 5'-1" b 4'-11" b 1'-7" d For Maximum Spans at wind velocities other than 120 MPH, see Conversion Table 3B on the specification page for tables at the beginning of this section and example below. Note: Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. Example: To calcualate maximum span 'L' at 140 MPH wind velocity for: 2" x 2" x 0.044" Hollow Extrusion with Load Width = 8' and 3 span condition 1. Find Vat 120 MPH: L = 3'-5" 2. Convert 'L' to decimal feet: L = 3'-5" = 3.42' 3. Select the appropriate multiplier from the conversion table 3B found on the specification sheet at the beginning of this section. if the span is followed by'b' use Bending multiplier. if the span is followed by'd' use Deflection Multiplier. +. 4. Multiply'L' in decimal feet by appropriate multiplier. Vat 140MPH is 3.42'x0.87=2.98'=2'-11" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE ( 366) 767-4774 FAX ( 366) 7674556 SEAL PAGE g) COPYRIGHT 2001 NOT TO eZE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3-27A lv r I SECTION 3 I SCREEN, VINYL, GLASS & MODULAR ROOMS Table 3.1.3 B Allowable Edge Beam Spans - Hollow Extrusions For Screen Rooms Converted to Glass / Enclosed Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 28 d / so. ft.• 1" x 2" x 0.044" to 2" x 2" x Existing 2" x 2" x 0.044" to 2" x 2" x Existing Load Width (ft. Max. Span 'L' / bendin9 'b' or deflection 'd' Load idth (fL Max. Spa 'L'/(bond 'b' or deflectlon 'd' 1 d, 2 Spa 3 Span 4 Span Max' Cantilever 1 b 2 Spa 3 Span 4 Span Max' Cantilever 5 4'-7" d 5'-8" d 5'-7" b 1'-3" d 5 5'-0' d 6'-2" d 6'4" d l'-4" d 6 4'-4" d 5'-3" b 5'-1" b 1'-2' d 6 4'-9" d 5'-10' d 5'-11" d 1'-3" d 7 4'-l" d 4'-11" b 4'-9" b 1'-1" d 7 4'-6" d 5'-7" d 5'-8" d 1'-2" d 8 3'-ll' d 4'-7" b 4'-5" b l'-l" d 8 4'-4" d 5'-4" d 5'-5' d l'-2" d 9 3'-9' d 4'-4" b 4'-2" b l'-0' d 9 4'-2" d 5'-1" d 5'-2" d 1'-1" d 10 3'-7" d 4'-l" b 3'-11" b 0'-11" d 10 3'-11" d 4'-11 • d 4'-11" b l'-l" d 11 3'-6' b 3'-11" b 3'-9" b 0'-11" d 11 3'-10" d 4'-9" d 4'-9" b 1'-0" d 12 3'-4" b 3'-9' b 3'-7" b 0'-11" d 12 3'-9" d 4'-8" d 4'-6" b l'-0" d 2" x 2" x 0.044" w/ Snap Cap Attached Load Width1 Max. Span 'L' / bending 'b' or deflection 'd' 2 Spa 3 Span 4 Span Ca M ever 5'-4" d 6'-7" d 6'-8" d l'-5" d 4'-4" d 5'-4" d 5'-5" d 1'-4" d 4%1" d 5'-0" d 5'-2" d 1'-3" d 3'-11" d 4'-10"d 4'-11" d 1'-3" d 9 3'-9" d 4'-8" d 4'-9" d 1'-2" d 10 3'-7" d 4'-6" d 4'-7" d 1'-2" d 11 3'-6" d 4'-4" d 4'-5" d 1'-l' d 12 3'-5" d 4'-3" d 4'-4" d 1'-1" d For Maximum Spans at wind velocities other than 120 MPH, see Conversion Table 3B on the specification page for tables at the beginning of this section and example below. Note: Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. Example: To calcualate maximum span 'L' at 140 MPH wind velocity for: 1' x 2' x 0.044" to 2" x 2" x Existing with Load Width = 8' and 3 span condition 1. Find 'L' at 120 MPH: L = 4'-7" 2. Convert 'L' to decimal feet: L = 4'-7" = 4.58' 3. Select the appropriate multiplier from the conversion table 3B found on the specification sheet at the beginning of this section. if the span is followed by'b' use Bending multiplier. if the span is followed by'd' use Deflection Multiplier. 4. Multiply'L' in decimal feet by appropriate multiplier. Vat 140 MPH is 4.58' x 0.87 = 3.98' = 3'-11" Lawrence E. Bennett, P.E. CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYfONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 SEAL PAGE COPYRIGHT 2001T3-27BNOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, VINYL, GLASS & MODULAR ROOMS Table 3.1.3 Allowable Edge Beam Spans - Hollow Extrusions For Glass / Enclosed Rooms Aluminum Alloy 6063 T-0 Fnr 3 nar_nnd mind nunt at valnrity of 120 MPH nr an annllad lead of 28 9 1 sa_ ft_' SECTION 3 As Hollow Sections Trlbut= Load Width 'W' = Purlin Spacing 5-0"' 6'-0" 7'-0" 1 8'-0" 9'-0" 1 10'-0" 1 11'-0" 12'-0" Allowable Span 'L' /bending 'b' or deflection 'd' 2" x 2" x 0.044" 4'4" b T-11" b T-8" b 3'-5" b 3'-3" b T-1" b 2'-11" b 2'-10" b 2" x 2" x 0.055" 4'-9" b 4'4" b 4'-0" b T-9" b 37 b T4" b T-3" b 3'-1" b 3" x 2" x 0.045" 5'-1" b 4'-7" b 4'-3" b T-11" b T-9" b T-7" b T-5' b T-3" b 1" x 2" x 0.044" to 2" x 2" x Existing » 5'-9" b 5'-3" b 4'-11" b 4'-7" b 4'-4" b 4'-l" b T-11" b 3'-9" b 2" x 3" x 0.045" 6'-5" b 5'-11" b 5'-5" b 5-1" b 4'-10" b 4'-7" b 4'4" b 4'-2" b 2" x 2" x 0.044" to 2" x 2" x Existing » 6'-8" b 6'-1" b 5'-8" b 6-3" b 4'-11" b 4'-9" b 4'•6" b 4'4" b 2" x 2" x 0.044" with 1" x 2" x 0.040" Snap Cap Attached » T-1" d 6'-7" b 6'-1" b 5'-9" b 5'-5" b 5'-1" b 4'-11" b 4'-8" b 2" x 4" x 0.050" T-11" b 7'-2" b 6'-8" b 1 6'-3" b 5'-11" b 5'-7" b 5'4" b 5'-1" b For Maximum Spans at wind velocities other than 120 MPH, see Conversion Table 3A on the speclncauon page Tor tables at the beginning of this section and example below. See page 3-6 for connection details for 1 x 2 and 2 x 2 to existing 2 x 2. Snap Cap 'snaps' into screw bosses. Therefore, no fasteners are required for connection of Snap Cap to existing 2 x 2. Note: Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. Example: To calcualate maximum span Vat 140 MPH wind velocity for: 2" x 2" x 0.044" Hollow Extrusion with Load Width = 8' 1. Find Vat 120 MPH: L = T-5" 2. Convert 'L' to decimal feet: L = 3'-5" = 3.42' 3. Select the appropriate multiplier from the conversion table 3B found on the specification sheet at the beginning of this section. if the span is followed by W use Bending multiplier. if the span is followed by use Deflection Multiplier. 4. Multiply 'L' in decimal feet by appropriate multiplier. Vat 140 MPH is 3.42' x 0.87 = 2.98' = 2'-11" A• Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 CC) COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SEAL PAGE 3-27 n E?r m A CO CDx = T A •DTT s CO iom m aoC7 D CD o m 7 Taz gp, 0M nN y w Table 3.1.4 Allowable Spans For Forth Wall or Carrier Beams For Glass Rooms / Enclosed Structures Aluminum Alloy 6063 T-6 For 3 second wind gust at elocityof 120 MPH or an applied load of 28 # 1 sq. ft.' Single Self -Mating Beams Tributa Load Width 4'- 0" 6'-0" 8'-0" 10'-0" 12'-0" 116'-0" 18'-0" 1 20'-0" 1 22'-0" 1 24'-0" 26-0" Allowable Span ' L' 1 bending' or deflection 'd' 2" x 4" x 0.044" x 0.100" 9'-11" b 8'-1" b T-11' b 6'-3" b 5'-9" b 5'-3" b 4'-11" b 4'-8' b 4'-5" b 4'-3" b 4'-0' bi T-11" b 2" x 5" x 0.050" x 0.100" 12'-3" b 10'-0" b 8'-8" b 7'-9" b 7'-1' b 6'-7" b 6'-2' b 5'-9' b 5'-6' b 5'-3' b 5'-0" b 4'-10' b 2" x 6" x 0.050" x 0.120" 14'-2' b 11'-7" b 10'-0" b 8%11" b 8%2" b 7%7" b 7'-1' b 6'-8" b 6'4" b 6'-0" b 5'-9" b 5'-7' b 2" x 7" x 0.055" x 0.120" 16'-2" b 13'-3" b 11'-5" b 10'-3" b 9'-4" b 8'-8" b 8'-1" b T-8' b T-3' b 6'-11" b 6'-7' b 614' b 2" x 8" x 0.072" x 0.224" 21'-0' b 17'-2" b 14'-10" b 13'-3" b 12'-2" b 11'-3" b 10'-6" b T-11" b 9'-5" b 8'-11' b 8'-7" b 8'-3" b 2" x 9" x 0.072" x 0.224" 23'-3" b 19'-0" bi 16'-6" bj 14'-9" bi 13'-5" b 12'-5" b 11'-8" b 10'-11" b 10'-5" b 9'-11' b 9'-6" b 9'-2' b 2" x 9" x 0. 082" x 0.306" 25'-2" b 20'-6" bj 17'-9' bi 16-11' bj 14'-6" bj 13'-5' bj 12'-7' bi 11'-10' bi 11'-3' bj 10'-9" b 10%3'b 9' 10' b x 10" x 0.092" x 0.369" 29'-8" b 24'-3" b 21'-0" b18-9"b 17'-2" b 15'.10" b 14'-10"b 14'-0" b 13'-3" b 12'-8- b 12'-b 1"2" 1 Double Self -MatingBeams Tributa Load Width 4'-0" 1 6'-0*' 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 .16'-0" 18'-0" 1 20'-0" 1 22'-0" 1 241" 1 26-0" Allowable Span'L' 1 bending ' b' or.deflection'd' 2" x 8" x 0. 072" x 0.224" 29'-0" d.1 24'-3" bi 20'A V bj 18'-9" bj 17'-2" bi 15'-10" bi 14'-10' 151 13'-11f bi 13'-3" bi 12'-8' bi 12'-l" bi 11'-8" b 2" x 9" x 0. 072" x 0.224" 32'-4" di 26'-11" b 23'-3" b 1 20'-10" bj 19'-0' bi 17'-7" bj 16'-6" bi 15'-6" bi 14'-9" bi 14'-1" bi 13'-5" bi 12'-11" b 2" x 9" x 0. 082" x 0.306" 34'-0" d 29'-O" b 25'-2" bj 22'-6" bi 20'-6" bj 19'-0" bj 17'-9' bi 16%9" bi 15'-11' b 15'-2" bj 14'-6' b 1T-11" b 2" x 10".x 0. 092" x 0.369" 39'-5" di 34'-4" b 29'-8" bi 26'-7" bi 24'-3" bj 22'-5" bj 21'-0- bi 19'-10- b 18'-9" bi 17'-11" bi 17'-2" bl 16'-6' b For Maximum Spans at wind velocities other than 120 MPH, see Conversion Table 3B on the specification page for tables at the beginning of this section and example below. Note: 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 55' 2. Spans are based on 140 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam spans. 5. For high velocity zones, convert to 130 MPH spans. Example: To calcualate maximum span ' L' at 140 MPH wind velocity for: 2" x 2" x 0. 044" Single Self Mating Beam with Load Width = 10' 1. Find 'L' at 120 MPH: L = 6'-3" 2. Convert'L' to decimal feet: L = 6'-3" = 6.25' 3. Select the appropriate multiplier from the conversion table 3B found on the specification sheet at the beginning of this section. if the span is followed by'b' use Bending multiplier. if the span is followed by'd' use Deflection multiplier. 4. Multiply'L' in decimal feet by appropriate multiplier. L' at 140 MPH is 6.25' x 0.91 = 5.69' = 5'-8" M Z W Cn 0 m ZZ Z r G) Y N Cn 3 O v C 5 X O O 3 N r SCREEN,- VINYL, GLASS & MODULAR ROOMS. SECTION 3 Table 3.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans - Hollow Extrusions For Screen Rooms or Vinyl Rooms / Open or Partially Enclosed Structures Aluminum Alloy 6063 T-6 For 3 seennd wind oust at velncity of 120 MPH or an aoolled load of 14 9 / an. ft-• Sections Tributary Load Width 'W' = Purlin Spacing 3'-0"' 1 3'-6" 1 4'-0" 1 4'.6" 1 5'-0" 1 5'-0" 1 6'-0" 1 6'-0" 1 7'-0" 1 7'-0" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" Hollow 7'-7" d 7'-2" d 6'-11" d 6'-6' b 6'-2' b 5'-11" bj 5'-8" b 5'-5' b 5'-3' b 5'-1" b 2" x 2" x 0.055" Hollow 8'-0" d 7'-7' d 7'-4' d 7'-0" d 6'-9" b 6'-5" b 6'-2" b 5'-11" b 5'-0' b 5'-0' b 3" x 2" x 0.045" Hollow 8'4" d 7'-11" d 7'-7" d 7'-41" d 7'-1" d 6'-10' b 6'-6" b 6'-3" b 6'-0" b 5'-10' b 2" x 3" x 0.045" Hollow 10'-5" d 9'-11' d 9'-6" d 9'-2' d 8'-101-d 8'-7' .d 8'4' d 7'-11' b 7'-8' b 7'-5- b 2" x 4" x 0.050" Hollow 14'-3" d 13'-4' b 12'-0' b 11'-9' b 11'-2" 'b 10'-8" . b 10'-2" b 9'-9" 9'-5' b 9'-1' b 2" x 5" x 0.050" S.M.B. 1 19'-1" di 18'-2' dl 17'4' bi 16'4" bj 15'-6" b 14'-9"b 14'-2" bi 13'-7" bj 13'-1" b 127' b 2" x 6" x 0.050" S.M.B. 1 22'-4" dl 21'-3" di 20'-0' bi 18'-10" bj 17'-11" bi 17'-1" bl 16'4" bj 15'-8" bj 15'-2" bi 14'-7' b For Maximum hieghts at wind velocities other than 120 MPH, see Conversion Table 3B on the specification page for tables at the beginning of this section and example below. Note: For high velocity zones, convert to 130 MPH spans. Example: To calcualate maximum height 'H' at 140 MPH wind velocity for: 2" x 2" x 0.044" Hollow Extrusion with Load Width = 4' 1. Find'H' at 120 MPH: H = 6'-11" 2. Convert'H' to decimal feet: H = 6'-11" = 6.92' 3. Select the appropriate multiplier from the conversion table 3A found on the specification sheet at the beginning of this section. if the height is followed by'b' use Bending multiplier. if the height is followed by'd' use Deflection multiplier. 4. Multiply'H' in decimal feet by appropriate multiplier. H' at 140 MPH is 6.11' x 0.92 = 5.62' = 5'-7" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 SEAL PAGE COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3-29 y SECTION 3 SCREEN, VINYL, GLASS & MODULAR ROOMS L Table 3.2.2 Allowable Upright Heights, Chair Rail Spans or Header Spans - Hollow Extrusions For Glass Rooms / Enclosed Structures Aluminum Alloy 6063 T-0 ' For 3 second wind gust at velocity of 120 MPH or an applied load of 32 # / sq. ft.• Sections TributaryLoad Width 'W' = Purlin Spacing 3'-0"' 1 3'-0" 1 4'0" 4%6- 1 5'-0" 5'-6" 1 6'-0" 1 6'-0" 1 7'-0" 7'-6" Allowable Hei ht 'H' / beriding W or deflection 'd' 2" x 2" x 0.044" Hollow 5'-3" b 4'-11" b 4'-7" b 4'-4" b 4'-1" b 3'-11" b 3'-9" b 3'-7" b 3'-5" b 3'-0' b 2" x 2" x 0.055" Hollow 5'-9" b 5'-4" b 4'-11" b 4'-8" b 4'-5" b 4'-3" b 4'-1" b 3'-11" b 3'-9" b 3'-8" b 3" x 2" x 0.045' Hollow 6'-1" b 5'-8" b 5-3" b 4'-11" b 4'-9" b 4'-6" b 4'4- b 4'-2" b 3'-11" b 3'-10" b 1" x 2" x 0.044" to 2" x 2" x Existing " 7'- 5" b 6'-11' b 6'-5' b 6'-1" b 5'-9' b 5'-6" b 5'-3" b 5'-l' b 4'-10" b 4'-8" b 2" x 3" x 0.045" Hollow 7'-9" b 7'-2" b 6'-9" b 6'-4" b 6'-0" b 5'-9" b 5'-6" b 5'-3" b 5'-1" b 4'-11" b 2" x 2" x 0.044" with 1" x 2" x 0.040" Snap Cap attached " 8'- l" b 7'-6" b 6'-11' b 6'-7" b 6'-3" b 5'-11" b 5'-8" b 5'-6" b 5'-3" b 5'-l" b 2" x 2" x 0.044" to 2" x 2" x Existing " 8'- 3" d 7'-10" d 7'-6" d 7'-2" b 6'-9" b 6'-5" b 6'-2" b 5'-11" b 5'-9" b 5'-6" b 2" x 4" x 0.050" Hollow 9'-6" b 8'-10" b 8'-3" b 7'-9" b 7'-5" b 7'-0" b 6'-9" b 6'-6" b 6'-3" b 6'-0" b 2" x 5" x 0.050" S.M.B. 13'-3" b 12'-3" b 11'-6" b 10'-10" b 10'-3" b 9'-9" b 9'4" b 8'-11" b 8'-8" b 2" x 6" x 0.050" S.M.B. 15'-3" b 14'-2" b 13'-3" b 12'-6" b 11'-10" b 11'-, b 10%10" 111 For Maximum hieghts at wind velocities other than 120 MPH, see Conversion Table 3B on the specification page for tables at the beginning of this section and example below. See page 3-6 for connection details for 1 x 2 and 2 x 2 to existing 2 x 2. Snap Cap 'snaps' into screw bosses. Therefore, no fasteners are required for connection of Snap Cap to existing 2 x 2. Note: 1. For high velocity zones convert to 130 MPH spans. See page 3-6 for connection details for 1 x 2 and 2 x 2 to existing 2 x 2. Snap Cap 'snaps' into screw bosses. Therefore, no fasteners are required for connection of Snap Cap to existing 2 x 2. Example: To calcualate maximum height 'H' at 140 MPH wind velocity for: 2" x 2" x 0.044" Hollow Extrusion with Load Width = 4' 1. Find 'H' at 120 MPH: H = 4'-7" 2. Convert'H' to decimal feet: H = 4'-7" = 4.58' 3. Select the appropriate multiplier from the conversion table 3B found on the specification sheet at the beginning of this section. if the height is followed by 'b' use Bending multiplier. if the height is followed by 'd' use Deflection multiplier. 4. Multiply'H' in decimal feel by appropriate multiplier. H' at 140 MPH is 4.58' x 0.86 = 3,94' = 3'-11" SEAL PAGE 3- 30 Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 4368. SOUTH DAYTON& FL 32121 TELEPHONE ( 386) 7674774 FAX ( 386) 767-6556 COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. r O n Table 3.3' Schedule of Post to Beam Size and Number of Thru-Bolts Required m ;aAluminum Alloy 6063 T-6 Thru-bolts Min. z :C m = 1 0 0 o Xv m o m Z Z m Z z r i i f CAI N i m 3 v MM CTheminimumnumberofthruboltsis (2) r Minimum post I beam may be used as minimum knee brace o- o o a . X rM 0 O c = ' C 3 m I. Y ITI N V iJm D mimo 7 n M m N N ! _ _ m wCAI 0 0 W m O w Z w Beam Size Minimum Post Size Alternate Post Size O+y," Minimum Knee Brace* Knee Brace Screws1/4"e 3/8"e 2" x 4" x 0.050" Hollow 3" x 3" x 0.093" 2" x 3" x 0.050" 2 2' x 3" x 0.050' 3 #8 2" x 4" x 0.040" x 0.100' S.M.B. 3" x 3" x 0.093" 2" x 3" x 0.050" 2 2' x 3' x 0.050" 3 #8 2" x 5" x 0.050' x 0.100" S.M.B. 3" x 3' x 0.093" 2' x 3' x 0.050" 2 2" x 3'x 0.050' 3 #8 2' x 6" x 0.050" x 0.120" S.M.B. 3' x 3" x 0.093" 2" x 3" x 0.050" 2 2' x 3" x 0.050' 3 #10 2' x 7" x 0.055' x 0.120' S.M.B. 3" x 3" x 0.093" 2" x 3" x 0.050" 2 2 2" x 3" x 0.050" 3 #10 2"x8'x0.072"x0.224'S.M.B. 3'x3"x0.093' 2"x4'x0.050' 3 2 2'x4'x0.050" 3 #12 2" x 9" x 0.072" x 0.224" S.M.B. 3' x 3' x 0.093" 2" x 5" x 0.050" x 0.100" S.M.B 3 3 2' x 5" x 0.050' x 0.100" S.M.B. 3 #14 2" x 9" x 0.082' x 0.306" S.M.B. 3" x 3" x 0.125" 2" x 6" x 0.050' x 0.120" S.M.B12" 4 3 2" x 6" x 0.050' x 0.120" S.M.B. 4 #14 2' x 10" x 0.092' x 0.369" S.M.B. 3" x 3" x 0.125" x 7" x 0.055" x 0.120' S.M.B 5 4 2" x 7' x 0.055" x 0.120' S.M.B. 6 #14 Double Self Mating Beams 2 2' x 8' x 0.072' x 0.224" S.M.B. 2" x 5" x 0.050" x 0.100" S.M.B. 6 4 2" x 4' x 0.044" x 0.100' S.M.B. 8)#14 2 2" x 9' x 0.072' x 0.224' S.M.B. 2' x 6" x 0.050" x 0.120' S.M.B. 6 4 2' x 6' x 0.050" x 0.120" S.M.B. 8 #14 2 2" x 9' x 0.082' x 0.306' S.M.B. 2" x 7" x 0.055" x 0.120' S.M.B. 8 6 2" x 6" x 0.050" x 0.120" S.M.B. 8 #14 2 2" x 10" x 0.092" x 0.369' S.M.B. 2" x 8" x 0.072" x 0.224" S.M.B. 10 8 2" x 7' x 0.055" x 0.120" S.M.B. 10 #14 T SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (1) PER RAFTER OR TRUSS TAIL 10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. SECTION 7 AN 8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES ROOF PANEL I EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 3" = 1'-0" EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR 8 x 1/2" S.M.S. SPACED OTHER CONSTRUCTION @ 8" O.C. BOTH SIDES FOR MASONRY USE 1/4" x 1-1/4" MASONRY NCHOR OR EQUAL @ 24" O.C. w.= FOR WOOD USE #10 x 1-1/2" Q;w:.. S.M.S. OR WOOD SCREWS @ o 12" O.C. ROOF PANEL ROOF PANEL TO WALL DETAIL SCALE: 3" = V-0" NOTES: - WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 SEAL PAGE cC) COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-3 r SOLID ROOF PANEL PRODUCTS PAN -ROOF ANCHORING DETAILS RIDGE CAP 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER ROOF PANEL TO BEAM DETAIL SCALE: 3" = 1'-0" WHEN FASTENING PANELS OR PANS TO WOOD PLATES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1" CAULK ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: 10 x (t + 1/2") S.M.S. W/ 1-1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) SECTIOhl 7 SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION . PAN OR COMPOSITE ROOF PANEL 8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM FOR PAN ROOFS: 3) EACH #8 x 1/2" LONG S.M.S. PER 12" PANEL ROOF PANEL PER TABLES SECTION 7) SUPPORTING BEAM PER TABLES) ROOF PANEL -TO- BEAM FASTENING, DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTON& FL 32121 TELEPHONE (366) 7674774 FAX (386) 767-6556 SEAL PAGE COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-1 1 SOLID ROOF PANEL PRODUCTS SECTION 7 Table 7.2.5 Allowable Spans for PRO-FAB Composite Panels for Various Loads Metals USA, Building Products Southeast, Inc. Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. 1# Density 3" x 48" x 0.026" Roof Panel with R Value of 11.58 Open and Partially Enclosed Enclosed Buildings Wind Region9 Maximum Allowable Span Wind RegionRe9 Maximum Allowable Span 1& 2 Span 3 Span 4 San Max Cantilever 1& 2 Span 3 San 4 Span Max Cantilever 100 M.P.H. 15'4' 17'-2" 16'-7" 4'-0' 100 M.P.H. 15'-3" 17'-1" 16'-6" 4'-0' 110 M.P.H. 14'-0" 15'-8" 15'-2' 4'-0' 110 M.P.H. 13'-3' 14'-10" 14'-4" 4'-0" 120 M.P.H. 12'-9" 14'-3" 13'-9" 4'-0' 120 M.P.H. 12'-2" 13'-7' 13'-2" 4'-0" 130 M.P.H. 11'-10' 13'-3" 12'-10" 4'-0" 130 M.P.H. 11'-3" 12'-7" 12'-2" 3'-11" 140 M.P.H. 10'-11" 1 12'-3" 11'-10" 4'-0' 140 M.P.H. 10'-11' 12'-2" 1 11'-9' 3'-8' 150 M.P.H. 10'-2' 1 11'4- 10'-11" T-11" 150 M.P.H. 10'-2" 11'4' 1 10'-11' 1 3'-5- 4" x 48" x 0.026" Roof Panel with R Value of 15.44 Open and Partially Enclosed Enclosed Buildings Wind Region Maximum Allowable Span Wind Region Maximum Allowable Span 1 3 2 Span 3 Span 4 Span Max Cantilever 1 3 2 Span 3 Span 4 Span Max Cantilever 100 M.P.H. 16'-10" 18'-10" 18'-2" 4'-0" 100 M.P.H. 16'-9" 18'-9" 18'-1' 4'-0' 110 M.P.H. 15'-5' 17'-2" 16'-7" 4'-0" 110 M.P.H. 14'-6" 16'-3" 15'-8" 4'-0' 120 M.P.H. 13'-11" 164" 15'-1" 4'-0' 120 M.P.H. 13'-4" 14'-11" 14'-5" 4'-0' 130 M.P.H. 13'-0' 147 1 14'-1' 4'-0" 130 M.P.H. 12'-5" 13'-10" 13'-5' 4'-0' 140 M.P.H. 12'-0- 13'-6' 1 13'-0' 1 4'-0- 140 M.P.H. 11'-11" 13'-4" 12'-11' 4'-0" 150 M.P.H. 11'-2" 12'-6' 1 12'-1' 1 4'-0- 150 M.P.H. 11'-2" 12'-6" 17-1" 1 3'-9- 5" x 48" x 0.026" Roof Panel with R Value of 19.30 Open and Partially Enclosed Enclosed Buildings Wind Region Maximum Allowable Span Wind Region Maximum Allowabie Span 1& 2 Span 3 Span 4 Span Max Cantilever 1 3 2 Span 3 Span 4 Span Max Cantilever 100 M.P.H. 18'-11" 21'-3" 20'-6" 4'-0' 100 M.P.H. 18'-11' 21'-l" 20'-5" 4'-0' 110 M.P.H. 1 T-4' 19'-5' 18'-9" 4'-0' 110 M.P.H. 16'-5" 18'4" 1 T-8" 4'-0' 120 M.P.H. 15'-9' 17'-7' 1T-0' 4'-0' 120 M.P.H. 15'-1' 16-10" 16-3" 4'-0' 130 M.P.H. 14'-8" 16'-5" 15'-10" 4'-0" 130 M.P.H. 13'-11" 15'-8" 15'-1" 4'-0" 140 M.P.H. 13'-7" 1 15'-2" 1 14'-8' 1 4'-0" 140 M.P.H. 13'-6" 15'-1" 14'-7" 4'-0- 150 M.P.H. 12'-7" 1 14'-1" 1 13'-7' 1 4'-0" 150 M.P.H. 12'-7" 14'-1- 13'-7- 4'-0" 6" x 48" x 0.026" Roof Panel with R Value of 23.16 Open and Partially Enclosed Enclosed Buildings Wind Region Maximum Allowable Span Wind Region Maximum Allowable Span 1& 2 Span 3 Span 4 San Max Cantilever 1& 2 San 3 San 4 Span Max Cantilever 100 M.P.H. 20'-11" 23'-5' 22'-7' 4'-0" 100 M.P.H. 20'-10- 23'-3" 22'-0' 4'-0' 110 M.P.H. 19'-l' 21'-5" 20'-0" 4'-0" 110 M.P.H. 18'-1' 20'-2" 19'-6' 4'-0" 120 M.P.H. 17'-4" 19'-5" 1V-9" 4'-0' 120 M.P.H. 16'-7' 18'-7' 17'-11" 4'-0" 130 M.P.H. 16'-2" 18'-1" 1T-6' 4'-0" 130 M.P.H. 15'-5" 17'-3" 16'-8' 4'-0' 140 M.P.H. 14'-11 16'-9" 16'-2- 4'-0' 140 M.P.H. 14'-10' 16'-7' 16'-1" 4'-0- 150 M.P.H. 13'-10" 15'-6" 14'-11' 4'-0- 150 M.P.H. 13'-10- 16-6- 14'-11' 4'-0- SOMmETRLS USRTM Lawrence E. Bennett, P.E. Building Products southeast, Inc. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 7815 American way, Groveland, FL 34736 TELEPHONE (386) 7674774 TEL: (352) 787-7766 x202 FAX: (352) 429-2011 FAX (386) 767-6556 TOLL FREE: 1-800-342-9077 ppeterson@metalsusa.com SEAL PAGE COPYRIGHT 2001 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 7-29 r Lawrence E. Bennett Civil Engineer & Development Consultant P.O. Box 214368 South Daytona, F1 32121 386-767-4774 386-767-6556 fax January 01, 2002 TO ALL BUILDING DEPARTMENTS Re: "Aluminum Structures Design Manual" Master File Engineering Plans Examiner, This is to certify that the following contractorisherebyauthorizedtousemycurrent "AluminumStructuresDesignManual" for the year 2002. AAF Mid Florida All Screen Service Thank you for your assis ce. Sincerely, Lawrence E. Bernett, P. . #1664 A.% A& 7