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217 Porchester Dr - BR08-001067 (Pool Enclosure) documentsPermit # : Job Address: Description of Work: Historic District: CITY OF SANFORD,PERMTT APPLICATION RECEIVED Date: - L-0 ` V V A4AR Q 6 1AI'- Zoning: Value of Work: S ) -<- I C1\V Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary. PoleMechanicalResidentialNon -Residential . Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential ' Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: FEMA form required for other than X) Parcel L,. ` 3 - Cosvy (Attach Proof o wn .- I & Legal Description) Owners Name & Addrncc• t Imo!\F i . ('' 1'1 !-1 !\ % . l -, i _ _ t` _ — Contractor Name & Address: Address: Mortgage Lender: Address: ArchitectlEngineer: Phone: Address: Fax - Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separatepermitmustbc.secuted for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, andAIRCONDITIONERS, 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 regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. NOTICE: In addition to the requirements of this pennit; 'there may be additional restrictions applicable to this property that may be found in the public records ofthiscounty, 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. Signature of Owner/Agent Date Signature of Contractor/Agent :) Date , Print Owner/Agent's Namec Signature of Notary -State of Florida AWN HRISTINE HAYWARDDategnatureofNotary-Sta f Flo da: T, M 4a 7MMISSION # DD687435 9 0.F EXPIRES June 20, 2011 Owner/Agent is _ Personally Known to Me or -- (407) 398-cim FloridallotaryServicexom Produced ID Contractor/Agent I is _ Personally Known to Me or Produced [D APPLICATION APPROVED BY: Bldg/Zoning: Utilities: FD: Initia ba#O (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: R a 22 CPWER FAT70R7VRv CylsseBberrTq Lake Ma seminok County wtnter sprengs Date: Lo L7 l hereby sums and appoint: an agent cif; Name ofCOm®ffisvl to be myjawfuj aEtUm-Y-i-n7filart to act for Me to apply for, receipt for, sign for and do all thinnecessarytothisappointmentfor (check only one option.): gs All permits and applications submitted by f6;tz Ppespelgicpermitda licatiOn for worL, lbadated a6: Str=t Addmss) Expiration Bate for This Lim tod plower of Attorney: License Holder N mv State License Number: WY ber V SignatUre of License .Molder; STAFF OF FLORM COUNTY OF The—forego'ing in trurnent Was acknowledged before arse thisbyN-7-, - .day often to me or vrho has, produced wn r4s-®'persoraallu l o s lderstlibcati0r, and %,N%i0 did (dia not) talclath. , cNoL, Seal) Notate Public - State of COO— fission No " `; ANN CHRISTINE HAYWARD My Con, MissionKpIres: :: MY COMMISSION # DD687435 EXPIRES June 20, 2011407) 398-0153 Flori4allota3fZ'/a'y ryServico.com i loll 11 lit Il 111111111111111 Ill 1111111 Ill if III If 111111111 111i VIARYANNIE MORSE, CLERK aF CIRCUIT C-OL191 3E IMINOLECOLNTY Notice of Commencement M 06910 Pgs 0027 - 28; (2pqs) Page I of 2 CLERK', S41 2(X_)80(')5961 RECORDED 01/16/aW8 k Permit Number RECORDING FEES 18.50, N ZRDIED BY T Snith GFUTIED COPY Folio/ Parcel Identification Number -I R-3C5 6a dosio W RYANNF MORE Prepared byR CLERK OCIRCUJT MURT qr7t SEMI 0. TY, ORID A fyDEPTy CLER Return to Is WAR cirl Z, Q>< 3 LA Ci 4.As A,(=T N- V-t CS f&--Le Vu NOTICE OF COMMENCEMENT State of Florida, County of The undersigned hereby y gives noticethat improvement(s) will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the foil ' owing information is provided in this Notice of, Commencement. 1 Description of property (legal description of the property, and street address if available) Sys S 2. Generaldescription of improvement(s) SW k VNA tA, 'SPA Pr\4.r L-_Cjt 3. Owner Information Telephone Number Name - A\,mc—tPAcjE tAp t, LA El—, Address -Z%-1 Interest in Property t k,, LD S:ftt T-6 T 4. Fee SimpleTitleHolderl(if other than owner shown above) Name 1-Y A A,,- Telephone Number Address 5. Contractor - 1( - 1 Name -S E* v el-' G-OLF &C_ Telephone Number 7 AddressqrjZ 5.- Surety ( if- any) %ephone Number Address Name P Amount of bond $ 7. Lender (if any) Name N Telephone Number Address 8. Persons within the State of Florida designated by owner upon whom notices or other documents maybe served as provided by §713.13(1)(a)7., Florida Statutes. Name Telephone Number Address 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13( . 11)(b), Florida Statutes. Name Telephone Number Address C- 0- 4- 4- 0/130/n7 L_ . 4 Notice of Commencement Page 2of2 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified. i WARNING TO OWNER ANY PAYMENTS 'MADE BY THE OWNER AFTER THE EXR.IRATION OF THE NOTICE OF COMMENCEflflENT ARE CONSIDERED IMPROPER PAYMENTS_ UNDER CHAPTER 713, PART_I, SECTION 71313, FLORIDA ST'ATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS I TO YOUR. PROPERTY. 'A NOTICE OF COMMENCEMENT M4iST BE.RECORDED AND POSTED ON THE JOB SITE BEFORE°THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR, AN ATTORNEY BEFORE COMMENCING WORK -OR RECORDING YOUR NOTICE OF CO CEMENT. I Signature of Owne Signatory's Printed Na &Title/Office t or Owner's Authorized Officer/Director/Part. er/Manager§713.13[1J[d]) i The foregoing instrument was acknowledged before me this _ day o 2p ,'by r'" year) `(name of Person) i for as , Pgat of authority, e.g., officer, trustee, attorney in' -fact) (Name of party on behalf'of whom instrument :was executed) s I re of otary Public — State of`Florida (Print; type, or MARIA ALDERMANoiQC !u, N: MY COMMISSION # DD 401168 o PIA S: March 1, 2009 Personally Known OR Produced ID _f,s, sanded7Notary Public undsrwitars Type. of I D Produce d I l (l %S l/ C PL/1 f r Verification pursuant toSection92.525, Florida Statutes: Under penalties of perjury, I declare that have read theforggoing. and t hefacts stat in it are true to the best of my knowledge and belief. s, t } Signatureof Natural Person Sfigning on Line 11 Above y e , Permit #: I Project Name: 08-1067 Screen Enclosure Address: 217 Porchester Dr. Plans Reviewed By: Richard Denman 3/17/2008 407.330.5656 The Permit Ds Subject To The Following Comments THE FOLLOWING ARE STANDARD'COMMENTS: Notice: In addition to the requirements of the Permit, there may be additional restrictions applicable to this property that may 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. 1. Any connections that maybe hidden during the installation shall be inspected prior to covering. 2. Inspections shall not be given unless the Approved Plans and Permit are posted in a prominent location and protected from against the elements until all inspections are complete. 3. All permits require final inspection. Failure to do so may result in charges being filed with the Department of Business And Professional Regulation. 4. Permits shall expire if work has not begun within six months of date of issuance. 5. All current Florida Building Codes are to be complied with. 6. any error or omission in this plan review, shall not be construed to grant approval of any violation of any adopted Codes or Municipal Ordinance's of this Jurisdiction. 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 YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. SECTION 713.135 FLORIDA STATUTES. A/t PS L DI: 'ISE 1. o ibe plat the'recy'", as4AVGP11, accordipi win plat Book 67' of Sominote r VO; 1- Impel 7olle., X of ficld work: 12i2,1).,20(j7 Complefian Mae: )2'2 ""A-700 - ic Anzelrice D. 'A'famful: Tilh" lfnwric-a of ! , I A. I I iifk? 113A M-01IL'O conzp'w:y' C.( F V1, " A 61 E NO. RIAVI(45' okra ARC rAk'6c4(r Ctfo;?q 04opD &LA!,1j&,C f( p) 12-6 -- I uq-'7 r' 35,70, 1() J,1 !.m-00' J.5-2C' 16,00- M-63- Y'% LANS REVIEWED WNW CITY0410SANFna'%ff% cot 4 101" Mif"rf- !-w.'mr;vt OAV 331, PC 157) L— 0- - - - - - - - - - 4W. 610141N' UNK 10 1 . 2' - JU' rE-47-4 7. 7' 15 Tr - A; eVUNVAf,1Y iFR112a ta (a k --- I A ji` 64 PERM SCALF: 118" DAM V I v 1 vs— s rrlS bcr-id18 - E-. Vill,; AT) T57 6,5 PC 5!, ;2 L-01DRO", —sgrmf ALc:' I PFR PLAT' 1"7 nuniber.- .V, Q4510 I c o- axa 4.Y.za b y:.e„5 o- o Xi itnv- fac,eS S" 12" Dk(c I fi 7'::?318 193N -1931.8 -79si$ -193f$ c C-4- P 1-7 poi cl.Qs,eY Lr. Sc.n orc.\ j'C.3a`7'1 r L_ SCREENED ENCLOSURES SECTION 1 PURLIN 2" x 3" MAX. ATTACH GUSSET PLATES TO PURLIN & POSTS 2" x 2" EXTRUSION 1" x 2" OPEN BACK EXTRUSION 1) #10 x 1-1/2" S.M.S. 24" O.C. NOTCH POST a ALL GUSSET PLATES SHALL BE A.MINIMUM OF 5052 H-32 ALLOY OR HAVE A ULTIMATE a YEILD STRENGTH OF 30 KSI. 1/16":RECEIVING CHANNEL OR GUSSET PLATES 4) #10 S.M.S. EACH SIDE COLUMN PER TABLE 1.3 OR 1.4 a 2" x 4" MAXIMUM FOR LARGER UPRIGHT USE DETAIL PAGES' 1-18, 1-107 & 1-108 AND MIN. PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 I.E. 2" x 7" 'UPRIGHT REQUIRES 2" x 4" BEAM) SIDE WALL TO PURLIN DETAIL SCALE: 3" 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, R 32121 Telephone 1k. (386) 767r4774 Fax M (386) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-13 SCREENED ENCLOSURES SECTION 1 UM POSDEACHREDFOMCSEETAB 2"x6" SELF MATING BEAM 1" x 2" OPEN BACK SECTIONS ATTACHED TO2"x2"W/ aI 10 x 1-1/2" S.M.S. @ 24" O.C. —v OR CONTINUOUS SNAP i SECTIONS OR 2" x 3" (4) GROOVE SECTIONSPLINE 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" i ALTERNATE FLAT ROOF S.M.S. SELECT FASTENER SIZE, NUMBER AND PATTERN ATTACH 2" x 2" PURLINS TO SEE TABLE 1:6 & 9.5A OR 9,513) SELF MATING BEAMS W/ (2) 10 x 1-1/2" S.M.S. INTO 2" x 3" HOLLOW OR SNAP SCREW BOSSES o SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, R 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsoulh.net PAGE @ COPYRIGHT2006 1 9NOTTOBEREPRODUCEDINWHOLEORINPARTWITHOUTTHEWRITTENPERMISSIONOFLAWRENCEE. SENNETT, P.E. SCREENED ENCLOSURES SECTION 'I W - PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) H. ALTERNATE CABLE SEE TABLES 1" x 2" (TYP.) 1.3 OR 1.6) GRADE K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE - ALUMINUM BEAM TABLES 1.3, 1.4• & 1.6) L SIZE MEMBERS PER APPROPRIATE TABLES H K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) FRONT WAiLL ALUMINUM CQLUMNS (TYP.) - TABLES 1.3, 1.4 & 1.6 1" x 2" (TYP. RISER WALL WHERE W REQUIRED PURLINS (TYP.) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) CABLE BRACING SIDE WALL FRAMING (SEE TABLES 1.3, 1.4 & 1.6) TYPICAL DOME ROOF - ISOM r C: CON ION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Ern all: lebpe@bellsouth.net COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 I M Lawrence E. Bennett, P.E. P.O. Box 214368. South Daytona, FL 32121 386-767-4774 fax:386-767-6556 January 1, 2008 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering ALUMINUM STRUCTURES DESIGN MANUAL" 2004 Florida Building Code with 2006 Supplements Dear Building Official/Plans Examiner: This is to certify, that the following contractor/company is hereby authorized to use myALUMINUMSTRUCTURESDESIGNMANUAL" during the year 2008. Authorization is on a January to January basis regardless of the edition of the manual. This authorization also applies to contractor master file drawings, "ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. The following contractor/company is hereby added to my 2008 MASTERFILE LIST: William Woodard Coastal Craftsmen Aluminum 15046 Labor Place Hudson, FL 34667 CGC04746.5 ct me at your convenience. L_._,. ..-....,, 1AWRENCE E. P. E. CIVIL STRUCTURAL ENGINEWUNG P. O. BOX 214368 SOUTH DAYTONA, FLORIDA 32121 PHONE # (386) 767-4774 Fax #: (386)-767-6556 E-mail lebpe@beRsouth.net Website @ littp://www.lebpe.com June 2006 To; WHOM ff MAY CONCERN Re: "Aluminum Structures Design Manual" Cla-rifleation of Detail on -Page 2.20 Dear Building OffieWs & Contractors This is to certify that when building a pool enclosure, the vise of eyebolts is accepta''ble in lieu of plate type cable connectors. The eyebolts shall be a mwxnum 1/4" diameter and shall have the eye welded shut. Eyebolts shall be attached tothe aluminum fraine as shown on page 1-41 of flie Aluminum Structures Design Manual or sMl have 3 1- 1/2"' fender washer on each side of the -frame member holding the eyebult. If you have. a questions please fax them to me. ze, Sincerely, SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - x 1-1/2" x 8" FLAT BAR SECTION 1 0 125" PLATE OUT ON 45° ANGLE T OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) RIMETER FRAMING _ MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = V-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH ®^® SIDE OF FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED10x3/4" S.M.S. EACH SIDE FOR CABLES ®®® TYP.) I i—'Mtld. ' EYE BOLT. WELD EYE CLOSED( ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = T-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona. F132121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 En ail: le bpe @ bell south. net @ COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUL THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -e 1 SCREENED ENCLOSURES S.S. CABLE @ 40° TO 60° MAX. ANGLE TO SLAB CABLE CLAMP SEE TABLE) NOTE: SEE PACE 1-50 FOR NUMBER OF CABLES REQUIRED 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125".ANGLE SECTION 'I 2" x 2" x 0.125" ANGLE 2-1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) a ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x MIN. 3-3/4" 0.125" ANGLE 4" NOMINAL SLAB DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CADRE CONNECTION AT SLAB DETAIL m DETAIL 2D SCALE: 3" = T-0" 5-1/2" (6" NOMINAL) SLAB (MIN.) 5d (MIN.) V S 5d (MIN.) SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 6079 FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. 2500 P.S.I. CONCRETE x 6 - 10 x 10 WELDED WIRE MEc - ER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION o DETAIL 2C SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Ft 32121 Telephone #: (386) 767-4774 Fax #: (366) 767-6556 Email: febpe@bellsouth.net @ COPYRIGHT2006 - PAGE q yyNOTTOBEREPRODUCEDINWHOLEORINPARTWITHOUTTHEWRITTENPERMISSIONOFLAWRENCEE. BENNETT, P.E. 1 -53 SECTION 1 SCREENED ENCLOSURES STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING/2 SPACING/2 SPACING/2 + SPACING/2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = 1'-0" 2" S.M.S. OR LAG SCREWS SEE SECTION 9) 2" x 0.050" STRAP @ EAC . CONNECTION AN BEAM SPACING W/ 2) S.M.S. PER STRAP SEE SECTION 9) SELF SUPER OR MATING ® a EXTRUDED BEAM GUTTER SIZE ® ® ANGLE OR RECEIVING VARIES) o CHANNEL (SEE SECTION 9 FOR DETAILS) MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE (SEE TABLE 1.11) SCREW PATTERNS MAY VARY ALTERNATE CUT OFF BEAM & SEE TABLES OR NOTES FOR CAP W/ RECEIVING CHANNEL SIZE AND NUMBER OF ALTERNA EAMEWS) SELF MATING BEAM CONNECTION TO SUPER Odd EXTRUDED GUTT SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax H: (386) 767-6556 Email: I eb pe @ bell south. net PAGE Q COPYRIGHT2006 1 -2t4qq NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT "FHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES SELF -MATING BEAM SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12"O.C. ®Ne---- TAIL CUT OFF BEAM OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW PER OR 3/4" FERRULE WITH 3/8" x 8" SIZES) EACH SIDE TO LAG SCREWS @ EACFI BEAM BEAM TO SUPER GU-tTER UTTER MAX. DISTANCE FROM FASCIA RECEIVING CHANNEL TO HOST STRUCTURE WALL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S.' ' 24" WITHOUT SITE SPECIFIC EACH SIDE OF BEAM ENGINEERING SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 3" = T-0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN SELF -MATING 2" x " x 0.050" STRAP @ BEAM SUPER OR _ EACH BEAM CONNECTION SIZE VARIES) EXTRUDED AND @ 1/2 BEAM SPACING W/ GUTTER 2) #8 x 1/2" S.M.S. PER STRAP ANGLE, INTERIOR OR EXTERIOR RECEIVING - ® MAX. DISTANCE FROM FASCIA CHANNEL (SEE SECTION 9)— TO HOST STRUCTURE WALL E 1.11) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GLITTER SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, Soulh Daylona, FI 32121" 1"elephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@belisoulh.nel PAGE COPYRIGHT2006 1 -26 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNEIT, P.E. cojW z<ry BEAM - SCREEN ROOF g > 0.050" H-CHANNEL w z OR GUSSETS u) v = 110MA ) 10 HOST STRUCTURE ROOFING 2) 2" LAG SCREWS SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER SCREENED ENCLOSURES COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING SEE TABLE 1.6) POST SEE TABLE 1.3) SCREEN MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1,7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS L n SUPER OR _ EXTRUDED MAX. DISTANCE TO GUTTER IHOSTSTRUCTURE WALL SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA = DETAIL 4 SCALE: 3" = V-0" L.awrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebp a @bellsouth. n el PAGE @ COPYRIGHT2006 p1 -32 NOT TO BE REPRODUCED IN WHOLE OR IN. PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. L_.-. . . - SECTION 1 SCREENED ENCLOSURES SCREEN d' VARIES 4"SHOWN I 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY 2" x (D - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 - S.M.S. SEE SCHEDULE NEXT PAGE) a CONCRETE ANCHOR( SEE SCHEDULE PAGE 65) 74. NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION' MIN.) (MIN.) SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES \H1`1 NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 p d I. o a 4 6 6" (MAX.) — d d C ° 6" (MAX.) FRONT !VIEW 2" x 2" x 0.063" PRIMARY ANGL EACH SIDE 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE NEXT PAGE) 5d* MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT D 5d DISTANCE 4d 1/4" 1-1/4" 1" 3/8" 1-7/8" 1-1/2" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE OR ALTERNATE 2" x _ WOOD DECK TYPICAL S.M. OR SNAP SECTION COLUMN 10 x 3/44" S.M.S. EACH SIDE SEE SCHEDULE PAGE 1-65) PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1_ 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DET SCALE: 3" = V-0" 1. FOR SIDE WALLS OF 2" x 4" OR SMALLERONLY"ONE ANGLE IS REQUIRED. 2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE q ` © COPYRIGHT 2000 u e64, NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT- THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION I SCREENED ENCLOSURES ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT 1/8" x 2" x 1-3/4" INTERIOR — I SCREEN U-CLIP OF EITHER 6005 T-5 d' VARIES ALLOY OR BREAK FORMED (4" SHOWN) PRIMARY 2" x 2" x 0.063" ANGLE 5052 H-32 OR 34 ALLOY EACH SIDE 2-3/8" BRICK PAVERS (D ® 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE PAGE 1-65) THIN SET BETWEEN _ 10 0 1" x 2" O.B. BASE PLATE (TYP.) CONCRETE AND PAVERS 5d* MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB CONCRETE ANCHOR ----- BOLT 0 " 5d DISTANCE SEE SCHEDULE PAGE 1-65) 3I8" 1-7/8" 2500 P.S.I. CONCRETE ° GRADE NOTE: DETAIL ILLUSTRATES ° 1-1/4" (MIN.) CONCRETE TYPICAL 2" x 4" S.M.B. ANCHOR EMBEDMENT - COLUMN CONNECTION 2" (MIN.)--- --- MIN.) 5d SIDE VIEW PRIMARY 2" x 2" ANGLE TYPICAL SELF MATING OR SEE SECTION 9) SNAP SECTION CONCRETE ANCHOR THRU PRIMARY ANGLE , 2) #10 x 3/4" S.M.S. EACH SIDE 1- 1" x 2" BASE PLATE (TYP.) r CONCRETE ANCHORS @ 24" O.C. sn 2-3/8" BRICK PAVERS ° 6" (MAX.) MAX. SPACING 24" O.C. - THIN SET BETWEEN FOR BOTH SIDES CONCRETE LAYERS. MIN.) CONCRETE I. CONCRETE FRONT VIEW 1-1/4" ANCHOR-E -DMENT 2" x 4" OR LARGER SELF MATING SECTION Pos T TO DEMPAVER DETAII S SCALE: 3" = 1'-0" NOTE: FOR SIDE (OE 2°_x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, A 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: l ebpe @ bellsoulh. n el PAGE COPYRIGHT2006 1 -62 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT- THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES HEADER ------ \ WIND BRACE CONNECTION DETAIL SCALE: 3" = 1'-0" SECTION 1 DIAGONAL PURLIN NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN -PART WITHOUT THE WRITqTEN PERMISSIONOFLAWRENCEE. BENNETT, P.E. 1 -45 SCREENED ENCLOSURES I SECTION 1 Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length* Extrusion Anchoring Sys 0' - '- 2" x 2" x 0.044" 2" H-Channel With 3 #10 x 1/2" each leg of chan-n-eljo T-0" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x. eacfl le -of-cha el To 6'-0" 2" x 4" x 0.044" x 0.125" 2" H-Channel With 4 #10 x 1/2" each leg of channel rmnee urace iengin snap oe me nonzonial and vertical length L a 45" angle from the center of the connection to the face of the beam or upright. Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever bean[ detail shown on page 140 shall be used for transom wall to host structure attachment when knee brace length exceeds 6'-0". Table 1.8 K-Bracing Fastening Schedule Number of #10 x 3/4" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 1 3 60'-01, 6 7 12 3 3 Use front wall width when determining number of s.m.s. for the side wall K-bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K-bracing. @ COPYRIGHT2006 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: l ebpe@ bell south. n et PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E: 1 1 -95 SECTION I Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam/Upright or Post Upright or Post/Beam Minimum Purlln, Girt Knee Brace Size. Notes Minimum Number of Screws* Beam Stitching Screw at 24" OC8x1/2' 10 x /:" 12 x %" 2 B or H 2" x 2" x 0.044" Partial Lap 2 x 5 SMB 2 x 3 SMB or 2" x 2" x 0.044" Partial La 8 6 4 B or H 2" x 2" x 0.044" Partial Lap R 8 6 10 2 x 7 SMB 2 x 4 SMB-orH 2" x 3"x 0,044" Full Lap 14 12 10 12 2 x 8 SMB 2 x 5 SMB or H 2" x 3" x 0.044" Full Lap 16 14 12 14 2 x 9 SMB 2 x 6 SMB 2" x 3" x 0,045" Full Lap 18 16 14 14** 2'x 9 SMB * 2 x 7 SMB 2" x 4" x 0.050" Full Lap 16 14** 2 x 10 SMB 2. x,8 5MB 2" x 5" x 0.050" Full Lap 20 18 1 16 914- Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness . Edge To Center Center To Center Beam Size Thickness 8 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 0.063" 10 3/8" 314" 2" x 8" x 0.072" x 0.224" 0.125" 12 1/2" 1" 2" x 9" x 0.072" x 0.224" 0.125" 14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 0.190" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 0.250" 0.082" wall thickness; 0,310" flange thickness 1) Stitching. screw at W, O.C. max. Connection Example: 2" x " 77" b x am & 2" x 5" at beam & gusset plate, (14) #8 x 1/2" sms & upright & gusset plate 1/2" sms ea, side of beam & upright. Note:. 1. Connection of 2`' x 6" to 2" x 4" shall use a full lap cut or 1/16" gusset plate. 2. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 3. The number of screws is based on the maximum allowable moment of the beam. 4. The number of deck anchors Is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 5. Hollow splice connections can be made provided the connection is approved by the engineer. 6. If a larger than minimum upright is used the number of screws is the same for each splice with 112 the screws on each side of the cut. 7. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 8. For minimum girt size read upright size as a beam and purlin size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0.050 x 0.120" s.m.b. upright requires a 2". x 3" x 0.045" girt / chair rail.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone ft: (386) 767-4774 Fax #: (386) 767-6556 Emall: lebpe@bellsouth.net PAGE © COPYRIGHT2006 1 -94 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 'I SCREENED ENCLOSURES iI Table 1.1 120 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B" and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Uniform Load = 4 #/SF. a Point Load of 300 #/SF nver (11 linaar ft_ Ic nlcn rnncldarad Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'-0"1 5'-0" 1 6'-0" 1 T-0" 8'-0" 9'-0" Allowable Span_'L' I Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'=5" Ph 4'-5" Pb 4'-5" Pb 4'-5" Pb 1. 4'-5". Pb 2" x 2" x 0.050" 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" T-6" Pb T-6" Pb T-6" Pb 7'-6" Pb T-6" Pb T-6" Pb T-6" Pb 2" x 3" x 0.045" T-7" Pb 7'-7" Pb 7'-7" Pb T-7" Pb 7'-7" Pb T 7" Pb T-7" Pb 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 2" x 5" x 0.062" 20'-5" Ph 20'-5" Pb 20'-5" Pb 20'-4" Ud 19'4" Ud 18'-6" Ud 1T-9" Ud Self. Mating Sections Tributary Load Width 'W' - Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6`-0" 7',0" 1 8'-0" 1 Allowable Span 'L' I Point Load P) or Uniform Load (U), bending (b), deflection (d) 2" 0.100" 11A." Pd IV-8" Pd 11'-8" 11'-8" 8" Pd 1l'-8" Pd 11'-8" Pd 2" "x 0.050" 16'-l" 20'-4" Pd Pd 16'-1" 20'-4" Pd Pd 16'-1"16'-1" 20'-4" Ad 20'- Pd 07 16'-l" d Ud 16-9" 18'-5" Ud Ud 15'-l" 17'-8" Ud Ud2" x 6" x 0.050" x 0.120" 2" x 7" x 0.055" x 0.120" 24'-9" Pd 24'-9" Pd 24'-6" Ud 23'-1" Ud 21'-11" Ud 20'-11" Ud 20'-2" Ud 2" x 8" x 0:072" x 0.224" 34'-2" Pd 32'-9" Ud 30'-5" Ud 28'-7" Ud 27'-2" Ud 26-11" Ud 24'-11" Ud 2" x 9" x 0.072" x 0.224" 39'-3" Pd 36-11" Ud 33'4" Ud 31'-5" Ud 29'-10" Ud 28'-6" Ud 27'-5" Ud 2" x 9" x 0.082" x 0.310" ETY Ud 38'-7" Ud 35'-10" Ud 33' 8" Ud 31'-11" Ud 37-7" Ud 29'-5" Ud 2" x 10" x 0.092" x 0.369" 49'-3" 1 Ud 1 44'-9" Ud 41'-7" 1 Ud 1 39'-1" Ud"1 37'-2" 1 Ud 1 35'-6" 1 Ud 34'-2" Ud Snap Sections Tributary, Load Width'W' = Beam Spacing T-0" 4'-0" 1 5'-0" 6'-0" 7'-0" 18'-0" 9'-0" Allowable Span"L' / Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" _ 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 1 4'-10" Pd 2" x 3" x 0.045" T-6" Pd T-6" Pd T-6" Pd T-6" Pd T-6" Pd T-6" Pd T-6" Pd 2" x 4" x 0.045" 10'-8" Pd 10'-S" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 2" x 6" x 0.062" 22'-2" Pd 22'-2" Pd 22'-2" Pd 2l'-5" Ud 20'-5" Ud 19'-6" Ud 18'-9" AUd2" x 7" x 0.062" 26'-8" Pd 26A" Pd 25'-9" Ud 24'-3" Ud 23'-0" Ud 22'-0" Ud 21'-2" Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0,040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16', Struc thesea slta specificP.n eering. measure rom center of beam and upright connection to fascia or wall connection. 4. Above spans do not include length'.of knee brace. Add horizontal distance from upright to center of brace to beam T. Tables are based on a aximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 6. Spans may be interpolated. 7. To convert spans to "C" and "M exposure categories see exposure multipliers and example on page 1-ii. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 9'-l" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 1 e /y 4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNErT, P.E. SCREENED ENCLOSURES i SECTION 1 Table 1.3 120 Allowable Post l Upright Heights for Primary Screed Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/so. ft. Hollow Sections Tributary, Load Width 'W' = Upright Spacing 3'-0" 4'-0'' 5'-0" 1 8'.0" r 7'-0" 8'-0" 9'-0" Allowable Height "H" / bending (b), deflection (d) 2" x 2" x 0.044" 6'-11" b 1 5'-1 V b 5'-3'' b 4'-9" b 4'-4" b T-11" b T-8" b 2" x 2" x 0.050" 7'-5" d 6'-7" b 5'-10" b T-3" b 4'-10" b T-5" b 4'-2" b 2" x 2" x 0.090" 8'-7" d 7'-9" d 7'4" d 6'-8" b 6'-1" b T-8" b 5'4" b 2" x 3" x 0.045" T-11" d 7'-3" d T-2" d 6-6" d 5'-11"=. T.- b 5'-2" b 2" x 4" x 0.050" 10'-5" b 8'-11" b T-11" b 7'-2" b 6'-7" b 5'-8" b 2" x 5" x 0.062" 16'-0" b 13'-10" b 12'-3" b 11'-2" b 10'4' 8'-11" b Self Mating Sections Tributary Load Wldth'W' = Upright Spacing 3'-0" 4'.0" 1 5'-0" 1 6'-0" 1 T-0" 1 8'-0" Allowable Height "H" I bending(b), deflection (d) 2" x 4" x 0.044 x 0.100" 11'-4" d 10'-4" d 9'-7" d 8'-9" 8'-0" b T-6" b 6'-11" b x 0.050" x 0.100" x 0.050" x 0.120" F2x 14'-0" d 12'-9" d 11'-10" d 10" b 9'-11" 9'-3" b 8'-8" b 16'-5" d_ 14'-11" d< I T-4" b b 11'-2" b 10'-5" b 9.'-10" b x . 20--'-- 18'-9" d 16'-3" b 14'-6" b 13'-2" b 12'-2" b 11'-4" b 10'-8" b 2" x 8" x 0.072" x 0.224" 23'-2" d 21'-1" d 19'-7" d 18'-5" d 17'-6" d 16' 9" d 16'-l" d 2" x 9"x 0.072" x 0.224" 25'-5" d 23'-1" d 21'-6" d 20'-2" d 19'-2" d 1 T-11" b 16'-11" b 2" x 9" x 0.082" x 0.310" 27'-4" d 24'-10" d 23'-0" d 21'-8" d 20'-7" d 19'-8" d 18'-11" d 2" x 10" x 0.092" x 0.369" 31'-9" d 28'-10" d 26'-9" d 25'-2" d 23'-11" d 22'-10" d 21'-11" d Snap Sections Tributary Load Width 'W'= Upright Spacing 5'-0- 6'-0" 7'-0" 1 8'-0" 1 9'-0" Allowable Height "H" I bending (b), deflection (d) 2" x 2" x 0.044" 6'-3" d 5'-8" 1 d 1 5'4" d T-11" Idl 4'-6" b T-2" bj T-10" b 2" x 3" x 0.045" 8'-6" d T-8". d T-2" d 6'-6" b 5'-10" b 64" bj b 2" x 4" x 0.045" 10'-8" d 9'-8" ;; d 8'-6" b T-T- b 6'-10" b 6'-3" b 2" x 6" x 0.062" 1T-T' d 15'-10" d 14'-8" d 73T10" 12'-7" d 11'-11" b 2" x 7" x 0.062" 19'-8" d 17--10" d 16'-7" d 15-7" d IT-10" d 14'-1" b 13'-2" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than0.040". 2. Using scre g eng ove heights do not include length of knee brace. Add vertical distance from upright to center of brace to beam connection to the above spans for total beam spans. Ic engmeenng require or pool enclosures over 30' in mean roof height. 5. Height is to be measured from center,of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" In height are designed to be residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. Into the screw bosses and do not exceed 8'-0" in span. 7. Max. beam size for 2" x 5" is 2" x 7" x 0.055" x 0.120" S. Spans may be interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1-ii. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Ft 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: l ebpe @ belisou th. n et COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNEri. P.E. I m®1 I SEcrm 9 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth in.) Min. Edge Dist. & Anchor Spacing 5d (In.) Allowable Loads Tension Shear ZAMAC NAILIN (Drive Anchors) 1/4" 1-1/2" 1-114" 273# 236# 316# 236# TAPPER Concrete Screws 3116" 1-1/4" 15116" 288# 167# 3W' 15/16" 259# 114" 3/8" 1-1/4" 1-1/4" 427# 1-112" 1-9/16" 544# 511# 402# 1-314" 3-316" 703# 455# POWER BOLT (Expansion Boltj 1/4" 2" 1-1/4" 624# 261# 5116" 3" 1-7/8" 936# 751# 3/8" 3-1/2", 1-9/16" 1,575# 1,425# 1/2" 5" 2-112" 2,332# 2,220# POWER STUD (Wedge -Bolt ®i 1/4" 2-3/4" 1-1/4" 812# 326# 318" L 4-1/4" 1-7/8" 1,358# 921# 1/2" 6" 2-1/2" 2,271# 1,218# 5/8" 7" 2-1/4" 3,288# 2,202# 1Norim. RMf 1/4" 2" 1-1/4" 696# 550# 318" 3-1/2" 1-7/8" 2,150# 1,500 3-1/2" 2-1/2" 1,666# 2,791# Notes: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are In tension. 5. Allowable loads are Increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2" x 6" beam with: spacing = T-0" O.C. allowed span = 20'-5" (Table 1.1) UPLIFT LOAD = 1l2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = _ 1/2(20.42') x 7' x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2,500 p.s.l. concrete. Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 12d 1.25 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsoutli.net PAGE © COPYRIGHT 2006 9-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. FASTENERS SECTION 9 able 0.4 Maximum Allowable Fastener Loads. for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing ecommended By Manufacturers) f-Tapping and Machine Sc-iewsttowable Stren 000 psi; Shear24,000 psi Screw/Bolt ensile Loads on Screws for Nominal Wall Thickness ('t') (Ibs.) Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality, Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3, Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. Lawrence E. Bennett, P.E..FL # 16644. CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone 386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net @ COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9=5 8 0.164" 122 139 153 200 228 255 10 0.190" 141 181 177 -' 231 263 295 12 0.210" 756 178 196 256 291 327 14 0.250" 186 212 232 305 347 389 529 1/4" 0.240" 179 203 223 292 333 374 508 5l16" 0.3125" 232. 265 291 381 433 486 661 318" 0.375" 279 317 349 457 520 584 793 1/2" 0.50" 373. 423 465 609 693 779 1057 Allowable Shear Loads on Screws for Nominal Wail Thickness t') (Ibs.) Screw/Bolt Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" " 8 0.164" 117 133 147 192 218 245 10 0.190'° 136 154 170 222 253 284 12 0.210" 150 171 188 246 280 293 14 0.250" 179 203 223 292 333 " 374- 508 1/4" 0.240" 172 195 214 281 320 358 487 5/16" 0.3125" 223 254 279 366 416 467 634 3/8" 0.375" 268` 305 335 439 ` 499 560 761 1/2" 0.50" 357 406. 447 585 666 747 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness t') lbs. Bolt Double Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 1l4" 0.240'° 343 390 429 561 639 717 974 5/16" 0.3125°' 446.. 508 559 732 832 934 1269 3/8" 0.375" 536 610 670 878 998 1120 1522 1!2" 0.50" 714 812 894 1170 1332 1494 2030 N Multipliers for Other Alloys 6063 T-6 1269 5052 H-25 1522 6005 T-5 - 2030 SffE EXPOSURE EVALUATION FORM QUADRANT II 1500' EXPOSURE I. I I 1500' I 600' t QUADRANT PV I 40' I QUADRANT 90 I 600, _ — 600' -- i EXPOSURE_ I 40' L I EXPOSURE 600, I I 1500' ---- - I I ' QUADRANT Ill I 1500' I EXPOSURE I I ! NOTE ZONES ARE MEASURED FROM STRUCTURE OUTWARD SETT SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS 'B', 'C', OR'D' EXPOSURE. 'C' OR 'D' EXPOSURE tN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE TH A,N 1,500 L EEI IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES 1N-'B', 2 YEARS,BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE WILL BE "B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS THAT ARE 1,500 FT INLAND. FROM THE SHORE LINE AND ARE EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. y SITE IS EXPOSURE: EVALUATED BY:o /Jil1V'%l.- DATE: SIGNATURE: G/GCC LICENSE s 0 b-14 - Design Check Ust or Poo9 Endosures (Page I of 4) 0. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure B'r-1 or'C'fDor'D'O; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; _ MPH Wind Zone for 3 second wind gust; Basic Wind Pressure ; Design pressures are _ PSF for roofs& _ PSF for walls. (see page 1ii for wind loads and design pressures) A 300 PLF point load is also considered for screen roof members. Notes: t Wind velocity zones and exposure category is determined by local code. Design, pressures and conversion multipliers are on page 1•-ii. 00. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Phone: iJ4 Contractor / Authorized Rep* Name (please print) Date: Contractor / Authorized Rep" Signature Job Name & Address Tote: 0f the total of beam span & upright height exceeds 30' or upright height exceeds 96', site specific engineering is required. M. Building Permit Application Package contains the following: Yes o A. Project name & address on plans ........... ... .. ..................I.... B. Site plan or survey with enclosure location .... .. .- . ........................ C. Contractor's / Designer's name, address, phone number, & signature on plans .... D. Site exposure form completed ...... ..................... ..... ....... .. E. Enclosure layout drawing @ 1/8" or 1/10" scale with the following:... . 1. Plan view with host structure, enclosure length, projection from host structure, Un and all dimensions 2. Front and side elevation views with all dimensions & heights .................. Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan & elevation view) & size ........................ Table 1.1 & 1.6) Roof frame member allowable span conversions from 120 MPH wind zone, B" Exposure to MPH wind zone and / or®'C" or®'D" Exposure for load width of Note: Conversion factors do not apply to members subject to point load (P). Look up span in appropriate 120 MPH span table and apply the following formula: Span Required Converted @ 120 MPH Span Height 0. 00 (b or d) x 1.00 (b or d) x 1.00 (b or d) = Wind Zone Multiplier __ Exposure Multiplier see page 1ii) (see page 1ii) 4. Upright location (show'ih plan & elevation view) & size ................. Table 1.3 & 1.6) 5. Chair rail & girt size, length, & spacing ... .. ....... ................ ...... L-69T Table 1.4) S. Eave rail size, length, spacing and stitching of ................................ Table 1.2) Must have attended -Engineer's Continuing 4d ucation Class within the ;past two years. b- 1 IF Desogn Check Ust for Pool Endosu res Page 2 of 4) Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to 0.00 MPH wind zone and / orDC" or®'D" Exposure for load width of 1.00 Look up span in appropriate 120 MPH span table and apply the following formula: i i Span / Height I Required Converted @ 120 MPH Span / Height or _ MPH 0.00 (b or d) x 1.00 (b or d) x 1.0p0 (b or d) _ Wind.Zone 4 l Exposure MultiplierMultiplier "* see page 1 ii) Ye's No 7. Enclosure roof diagonal bracing in plan view r-. 8. Kneeibraces length, location, & size .................................. Table 1.7) 9. Wall cables or K-bracing sizes shown in wall views . , ....... lAf. Highlight details from the Aluminum Structures Design Manual: Yes No A. Beam & purlin tables with size, thickness, spacing, & spans / lengths ............. o Tables 1.1 & 1.2 or.1.9.1 & 1.9-2 r B. Upright & girt tables with size, thickness, spacing, & spans / lengths ........... Tables 1.3 & 1.4) C. Table 1.6 with beam & upright combination .... . ............................. Connection details to be use such as: 1. Beam to upright .................. ......................................... 2. Beam to wall ................................... ........ ............. 3. Beam to beam I 4. Chair rail, purlins,,& knee braces ............................. . ............ 5. Extruded gutter connections ............................................. 6. Angle to deck and / or sole plate ..................................... 7. Anchors go through pavers into concrete ........ . 8. Minimum footing and / or knee wall details ...................................... 9. Cable or K- brace details Section 1.......................................... Wall area calculations for cables: W = wall width, H = wall height, R = rise WI = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1: Flat Roof Front wall @ eaves ft. x ft. = 0.00 ft.2 @ 100% = 0.00 ft,2 W H a Largest side wall: ft. x ft. = 0.00 ft.2 @ 50% = 0.00 ft.2 W H b 0.00 2 Total area / (233 ft.2 / cable for 3/32") = 0 cable pairs TOTAL = .......... ft. or Total area / (445 ft.2 / cable for 1/8") =, 0 _cable pairs Side wall cable calculation: 0.00 ft.2 @ 100% = 0.00 ft.2 b Side wall area / (233 ft.2 / cable for 3/32") = 0 -cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) iti-2 M Des6gn Check host for Pooh Enclosures (Page 3 of 4) R W H W HOST FRONT SIDE WALL WALL Example 2: Gable Roof- Front wall @ eave: ft. x ft. = 0.00 ft.2 @ 100% = 0.00 ft.2 1W H a Front;gable rise: ft. x 1/2(_-fr.) O.00ft:2 @ 100% = 0.00 `ft z R W b Largest side wall. _ft. x = 0.00 ft.2 @ 50% s. 0:00 ft.2 W H e Largest -side gable rise: ft. x ft. = 0.00 ft.2 @ 50% R W d TOTAL = ..... 0.00 ft z f Total area / (233 ft..2 / cable for 3/32") = 0 cable pairs or Total area / (445 ft.2 / cable for 1/8") = 0 cable pairs Side wall cable calculation: 0.00 ft.2 + 0.00 ft.2 = 0.00 ft.2 @ 100% = 0.00 ft.2 c d Side wall area ! (233 ft.2 / cable for 3/32") = 0 cable(s) y or Side wail area ! (445 ft.' / cable for 1/8") = 0 cable(s) R x W R R x (1/2) W r, H HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof Front wall @ eave: ft. x ft. = 0.00 ft.2 @ 100% = 0.00 ft.2 W H a Front gable rise: ft. x ft. = 0.00 ft.2 @ 100% = 0.00 ft.2 R W b Largest side wall: ft. x 0.00 ft.2 @ 50% _ ... . . ... ... . . . 0.00 ft.2 W H c Largest side gable rise: ft. x 1/2 ( ft.) = 0.00 f -2 @ 50% = 0.00 ft.2 R W d TOTAL 0.00 ft.2 Total area / (233 ft.2 / cable for 3/32") = 0 cable pairs or Total area / (445 ft.2 / cable for 1/8") = 0 cable pairs Side wall cable calculation:' "0.00 ft.2 + 0.00 ft.2 = 0.00 ft.2 @ 100% = 0.00 ft.z c d Side wall area / (233 ft.2 / cable for 3/32") = 0 cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) b-3 Desogn Check fast for Pod Endosures (Bags 4 of 4) Example 4: Mansard Roof Front wall @ eave: ft. x ft. = 0.00 ft.2 @ 100% = 0.00 ft.2 W H a Front mansard rise: ft. x '1/2( ft. + ft.) = 0.00 ft.2 @ 100% = 0.00 ft.2 i R W'i W2 b Largest 'side wall: ft. x = D.00 ft 2 @ 50% = 0.00 ft.2 W H c` Largest side mansard rise: . ft. x.1/2(^_ft. + ft.) = 0.00 ft,2 @ 50% _ 0.00 ft.2 R W1 W2 d TOTAL = ............ 0.00 ft.2 Total area/ (233 ft.2 / cable for 3/32") = 0 cable .pairs or Total area / (445 ft.2 / cable for 1/8") _ 0 cable pairs Side wall cable calculation: 0.00 'ft.2 + 0.00 ft.2 = 0.00 ft.2 @ 100% = 0.00 ft.2 i c d Side wall area / (233 ft.' / cable for 3/32") = 0 cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) Example 5: Dome Roof Liv Front dome wall @ eave: 7 0 ft, x ft. = 0.00 ft. @ 100% _ 0.00 2 W H a Front dome `ft. 'I/2 ft.) = 0.0 ft.2 100% = ft y 0.0rise: x @ ft.2 R W/,c b a 0.00 rr Largest side wall: / ft. x = ft.2 @ 50% = ................. I ...... I .. 0.00 ft.2 W I -I c Largest side dome rise: ft. x ft. = 0.00 ft.2 @ 500%= ...................... 0.00 ft.2 R W d TOTAL = ............ ft.2 Total area / (233 ft.2 / cable for 3/32") = 0 cable pairs or 'p- Total area / (445 ft.2 / cable for 1/8") = 0 cable pairs 170 170 Side wall cable calculation: 0.00 ft.2 + 0.00 ft.2 = 0.00 ft.2 @ 100% _ c d Side wail area / (233 ft.2 / cable for 3/32") = 0 cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) Notes: 17-0 0.00 ft.2 L_ b-'I