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HomeMy WebLinkAbout123 Kaywood Dr (4)Architect/Engineer; `) r (. n r 1C Phone: L bl&) 16 I LI I I g Address: G 32-1'2/ Fax: ' I 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 SiRnature of Noses Name of Notary -State of Florida owner of the property of the 7 �� 03 Date Owner/Agent is X Personally Known to Me or _ Produced lD of Florida Lien Law, FS 713. X03 Date Ii r a04 i ci acto;ARent's Name 4fluku -,wl mam -1110 Signature of Notary -State of Florida Da r r I e Contractor/Agent is _ Personally Known to Me or _ Produced lD APPLICATION APPROVED BY: Bld;DMF L -17 -0 3Zoning: (Initial & Date) (Initial & Date) Special Conditions: 3 Utilities: FD: (Initial & Date) (Initial & Date) I F I > s CITY OF SANFORD PERMIT APPLICATION nn Permit Date: vl Job Address: Description of Work:' OGS elf-\ Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # Qf 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 #: (Attach Proof of Ow iership & Legal Description) Owners Name & Address: 1 I`�if 115e5 3 V, G V'04 U Phone: I Contractor Name & Address: C u S CM SC n Cf �e� S �$ 1 \ S \16 (t � � 11Y\ C\� ' C_k_ State License Number: Phone & Fax: yk�1 'o�.�l� - �y L� _ Contact Person: 1 .a r4, Phone: LO -1 - A,1 Bonding Company: Address: ,Mortgage Lender: Address: ., --- » - - \ Architect/Engineer; `) r (. n r 1C Phone: L bl&) 16 I LI I I g Address: G 32-1'2/ Fax: ' I 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 SiRnature of Noses Name of Notary -State of Florida owner of the property of the 7 �� 03 Date Owner/Agent is X Personally Known to Me or _ Produced lD of Florida Lien Law, FS 713. X03 Date Ii r a04 i ci acto;ARent's Name 4fluku -,wl mam -1110 Signature of Notary -State of Florida Da r r I e Contractor/Agent is _ Personally Known to Me or _ Produced lD APPLICATION APPROVED BY: Bld;DMF L -17 -0 3Zoning: (Initial & Date) (Initial & Date) Special Conditions: 3 Utilities: FD: (Initial & Date) (Initial & Date) I F At fvy- I, to Prepared by: 1.,' : ri 1 6r tqda v, n� S Cr e-�i1S . Lt 1?8) 7, sf'Y! bvhon C� Or 6 Fes. 3 Z-8 2 Z NOTICE OF COMMENCEMENT Stale.: FLORIDA County: Sem i no ( e THE UNDERSIGNED herehy gives notice that Improvement will Ire made to certain real -.properly, and in accordance will, Chapter 713, Florida Slalures, the following information is provided in this Notice of Commencement 2. 3. US I� CLERK OF CIRQIIT COURT OK 04901 PG 0626 CLERK'S 0 200311665@ QED 07/09/2003 0313247 PM RECORDINS FEES 6.00 RE[ W0 SY M Noldon jut 0 9 20 WIRW COPY MARYAIYNE MORSE OL•ERK OF CIRCUIT COURT ;BEMINOLE COUNTY. FLOIIPRR e� �7 VMTY CLEM til ✓ . Description or I►ro ►c rt y: (h) nl rh'.%- llinll r,/(I. !117!1 'Il'('(1 r/rhht'.�.c i/ rn'llilr/hlr 1 r Int to Ll Riaul�dod e�laf rib o�ags a�-�8 General description of Improvements: _ 0 l . • P4�. o.. . Owner Information: A. B. C. Win►c and Address: Inleresl in properly: Namc and address of fcc simple michower (if olher Ihao owner): Contractor: (twine !e wlhh•e.vv) Surely: A. Namc and address: B. Amount of bond: Lender: (time wird mlrkes.v) �u5}gym �cre.�; �► S i'y� h of l o l-� G1 �r ► F �. 3 z 8 2- z_ N/A Persons within file Slate of Florida designated by Owner ►ipon whom notices or other documents may be ser7ed as provided by Section 713.13 (1)(a)7, Florida Stalmres: (nine wtr/wr/(h•ess) N/A In addition to himself, Owner designates the following person(s) In receive a copy of the Lienor's Notice at proved in Section 713.13 (1)(h), Florida Statucs: (twine wnr/ wr/rh•es.N) ABOVE NAMES CONTRACTOR 9• Expiration date of Notice of Con►rnencen►ent (life expiration date is 1 year for the date of recording unless a differen date is specified) Signainres r honer �-/�� "kose � Drivers License lf: Ma�0 �01b —'� `-�17 —O Olvrrcr's Name: Owner's Address: n f All informatio�,=S( be printed legibly to comply with recording requirements. I STATE OF FLORIDA COIINTV OF SEMINOLE . The foreg('ng insinrmenl was acicru►lvledgcd before lire This who is personally known to me or who has produced as identification and who (fill (did not) take and oalh. " p` (Signature of person taking acknowledgement) ••WIILIMI�� �j�ry•••• E (Name of officer falling acl ing u►mvledm gcenl - typed or stamped) Ccmrrilakm! DDOISTS12 E*k" JWjWlM (Tile or rank) BwdWftwjgh Florida Nofarlr Ann., loo. 1; . ;, CUSTOM SCREENS & HOME IMPROVEMENTS, INC. 488.1 Distribution Court • Orlando, Florida 32822 'TT Of Q►�f� rd ' ;*fbr , Florida Re: Screen Enclosure/ I a3 A4&od (407) 277-1028 9 FAX (407) 277-1674 TO WHOM IT MAY 'CO�NCERN : -� �,r I, Y Q r� U 1 u yl , give power of attorney to I A G�.i� C.� Y14 for the purpose of obtaining a building permit for t above mentioned project. The foregoing instrument was acknowledg c�,�, ofo,� e e this day of •7,2003 by ��il�Ya- �IV� n .. ., . I CJ SCREENED ENCLOSURES PERMIT #Oso FILE LFOEE TAI BLE 1.3) K -BRACING (OPTIONAL) GIRT (TYP.) 6� SECTION 1 PURLINS (T1'P.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1 A OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES t K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (TYP.) RISER WALL WHERE :QUIRED JRLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) ABLE BRACING RIMETER WALLS FRAMING EE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. CIVIL ENGINEER - CEbE'CPMENT CCNSUL TAN PLANSREVIEWED P 0 BOX 214368. SOUTH CAYT, ONA. FL 32121 TELEPHONE (386) 767-4774 CITYOF SANFORD FAX(386)767-6556 PAGE © COPYRIGHT 2003 1 -3 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. 1'X2'XI/13' ANGLC [1R 1'FLAT BAR Ar.CcPTF'II RLINFURCING nru SLE 5/16 ` " 4------ Cllr SECTION FROM WLLDED \ O 7r LAP nEAM EYEDULT WtT11 — j� W A S1 tER & Nur / > 10` ll1 C11, i110 X 3/4' SII% 1/f3' CABLE p �nc11 r'RLSSf_1) SLFEVC OVER DOUBLE LUMPED C A 13LE. 1/4' SLEEVE ANCHURS uR 1/4 1APCONS pill OF c. SECTION 1 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM a" eEPM 1"x 2" SNAP SECTIONS 2 X i ri ATTACHED TO2"x2"W/ #10 x 1-1/2" S.M.S. @ 24' O.C. _ OR CONTINUOUS SNAP 2" 3" i SECTIONS OR x (4) SPLINE GROOVE SECTION ® ID " X6 _ 1" x 2" OPEN BACK FASTENED ALTERNATE FLAT ROOF TO POST W/ (2) #10 x 1-1/2" S.M.S. SELECT FASTENER SIZE, NUMBER AND PATTERN ATTACH 2" x 2" PURLINS TO (SEE TABLE 1.6 & 9.5A OR 9.5B) SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO 2" x 3" HOLLOW OR SNAP SCREW BOSSES SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX(386)767-6556 PAGE p 1-8 @ COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 0 1L Table 1.6 Beam Size 2"x3' 2" x 4" 2' x 4" 2"x5" 2" x 6" 2" x 6" 2"x7" 2"x8" 2" x 9" 2" x 9- 2" x 10" Screw Size #8 #10 SCREENED ENCLOSURES Minimum Upright Sizes and Number of Screws for 6 #10 Connection of Roof Beams To Wall Uprights or Beam Splicing 12 #14 Minimum Puriln, Glrt Deck Notes Minimum Upright #14 Size & Knee Brace Size" Anchors #NuOmber 2'x3' 2'x2'x0.044' 2 Full Lap 6 46 2•x3• 2"x2"x0.044' 2 Full Lap 8 2" x 4" 2" x 2" x 0.044' 2 Full Lap 8 6 2•x3" 2'x 2'x0.044' 2 Full Lap 8 6 2' x 3" 2" x 2" x 0.044" 4 Full La 10 8 2' x 4' 2" x 2" x 0.044" 4 Partial Lao 10 8 2" x 4" 2" x 2" x 0.044" 4 Partial Lao 14 12 2' x 5' 2' x 3" x 0.044' 6 Partial Lao 16 14 2' x 6' " x 0.045" 6 rtial Lap 18 16 2• x 7• E2"x" x 0.050" EEL rtial Lao 20 18 2" x 8" 2" x 4" x 0.050" 1 rtial Lao 20 18 SECTION 1 crews' Beam Stitching #12 x 'A" Screw @ 24" OX 4 4 #8 4 #10 4 #8 6 #10 6 #10 10 #12 12 #14 14 #14 16 #14 " 16 #14 Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #12 2" x 9" x 0.082' x 0..306" 1/8" = 0.125" #14 or 1/4" 1-1/2" 7/8" 1.3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 5/16" 2" 3/8" 1" Refers to each side of the connection of the beam and upright and each side of splice connection. " 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6' to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. 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. 4. The number of screws is based on the maximum allowable moment of the beam. 5. 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. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. 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. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. Table 1.7 Minimum Size Screen Enclosure Knee Braces And Anchoring Required Aluminum 6063 T-& To, gthFx4" xtrusion Anchoring System 0.044" 2" H -Channel With 31 #10 x 1/2" EACH SIDE 0.045" 2" H -Channel With (3) #10 x 1/2" EACH SIDE annel With 1,4) 3/4" long screws 0.044" x 0.12" (size to bedetermined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds l'-6". Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSUL TANi P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX(386)767-6556 PAGE C COPYRIGHT 2003 1-59 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 1 SCREENED ENCLOSURES 0.05" H -CHANNEL OR GUS Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX(386)767-6556 PAGE pp © COPYRIGHT 2003 1 '2U NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. COMPOSITE 2 x 3 EAVE RAIL BEAM-SCREENZ w POST TO BEAM FASTENING ROOF J¢ < Of (SEE TABLE 1.6) �g> w U) i ®® SCREEN S2 z 0 ® ® (MAY FACE IN OR OUT) _ ® ® REQUIRED KNEE BRACE ® ®� ®® MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ® ® ® ATTACHED NO MORE THAN 6" w ABOVE TOP OF GUTTER �- ENGTH E BRAC U) m a ® w w cn HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) " STRAP LOCATE AND FASTEN 6 ® ® — — PER STRAP LOCATION DETAIL PAGE 1-20 SOFFIT ® SUPER OR 2"x 2" x 0.062" ANGLE EACH EXTRUDED SIDE (3) EACH #8 S.M.S. EACH ® GUTTER LEG INTO POST BEAM CAP (SEE PAGE 1-20) MAX. DISTANCE TO OPTIONAL 3/8" LAG SCREW HOST STRUCTURE AND 3/4" FERRULE WALL 24" WITHOUT f SITE SPECIFIC FASCIA AND SUB -FASCIA ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL FASCIA - DETAIL 6 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX(386)767-6556 PAGE pp © COPYRIGHT 2003 1 '2U NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED V`/If2E MESH OR FIB MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL 2"x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 DED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS SCALE: 3" = l'-0" POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TC CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.0 MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. C:VIL ENGINEER - DEVELOPMENT CONSULTANT P O. BOX 214368. SOUTH DAYTON,., FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1-44 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P E SCREENED ENCLOSURES 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 ELDED WIRE MESH OR FIBER MESH CONCRETE SECTION 1 POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO CONIC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONIC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. SCALE: 3" = 1'-0" HOLLOW POST TO BASE DETAIL 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: upright is calculated as 1/2 the beam span x the beam 1. The uplift load on a pool enclosure spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2"x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF 7' USE: 1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. CIVIL ENGINEER DEVELOPMENT CONSULrANr P.O BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386)767-6556 PAGE © COPYRIGHT 2003 1-45 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E SECTION 1 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 c.,. A- ,..it►. Wnd i nada un to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Self Mating Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0' Allowable Span 'L' / bending 'b' or deflection 'd' Tributary Load Width '1M = Beam Spacing 2" x 4" x 0.044 x 0.100" Hollow Sections 3'-0"1 4'-0" 5'-0" 1 6'-0" 7'-0" T 8'-W b 13'-1" b 12'-3" Allowable Span V/ bending 'b' or deflection 'd' 2" x 5" x 0.050" x 0.100" 24'-9" 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.045" 2" x 4' x 0.050" 9'-10" 10'-9" 13'x' 14' 8' b I 8'-7" b 9'-4' b 11'-7" b 12'-8' b 7-8" ol 6'-11 b 6'-6" b 6'-1" b 8'-4" b T-7' b T-1" b 6'-7- b 10'-4" b 9'-5" b 8'-9' b 11'-4" b 10'x' b 9'-7" b 1 5'-8" b b 6'-3" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0' Allowable Span 'L' / bending 'b' or deflection 'd' 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11' b 17' 4" b 15'-0" b 14'-2" b 13'-1" b 12'-3" b 11' 6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3' b 18'-9" b 17'-6" b 16'-6" b 2" x 7" x 0.055" z 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9- b 21--i" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 47976--b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-4" b 2" x 10" x 0.092" x 0.369" 59'-0" In 51'-7" b 46'-1" b 42'-1" In 1 38'-11" b 36'-5" In I34' 4" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span 'L'/ bending 'b' or deflection 'd' 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b T-8" b T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 2" x 4" x 0.045" 18'-5" In 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 2" x 7" x 0.062" 31'-3" 34'-9" b 27'-1" b 30'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 18'-0" b b 20'-1" b Notes: 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 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specfic engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add 'horizontal distance from upnght to center of brace to beam connection to the above spans for total beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purtin and one purlin for each 14'-0" on each side of the center purtin shall include lateral bracing as shown in detail (48'-0') span with purlins at 6'- 8" o.c. center puriin and (2) purlins each side of center puriin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAG 1-54 I O NOT T 0 BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT P E I SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights For Primary Screen Wall Frame Members Tributary Load Width 'W' = Uprighf Spacing 1 4'-0" 1 5'-0" 1 6'4" 7'4" 8'-0" Allowable Height 'H' / bending 'b' or deflection 'd' Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' 2" x 4" x 0.044 x 0.100" 16-11" b 14'-8" Tributary Load Width W = Upright Spacing 13'-1" Hollow Sections 3'-0" 4'-0" 5%0" 6%0" 7'-0"1 8'-0" 9'-0" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 5" x 0.050" x 0.100" 20'-11" 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.045" 2" x 4" x 0.050" b 8'-4' b 7'-3- b 1 6'-6' 01 5'-11 b 5'-6" b 5' 1" b 9'-1" b 7'-11' b 7'-1" b 1 6-5" b I 5'-11" 01 5'-1 b 11'-3" b 9'-9' b 8 9'-' 9' b 7'-11' b 7'-5" b 6'-11" b 12'-5- b 10'-9' b 7" b 1 8'-9" b 1 8'-1" b 1 7'-7" b 4'-10' b 5'-3" b 6'-6' b T-2" b Self Mating Sections 3--0" Tributary Load Width 'W' = Uprighf Spacing 1 4'-0" 1 5'-0" 1 6'4" 7'4" 8'-0" Allowable Height 'H' / bending 'b' or deflection 'd' 9'-0" 2" x 4" x 0.044 x 0.100" 16-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" In 10'11" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" In 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15-10" b 14'-10" In 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4' b 28'-1" b 25-7" b 23'-9" b 22'-2' b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-0' b 27'-3" b 1 24'-10" b 1 23' 0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" 33'-0' b 29' 6" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10"Eu 36'3" b 32' S" b 29'-7" b 2T 5" b 25' 8" b 24'-2" b 2" x 10" x 0.092"x 0.369" 50'-4" 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b For allowable heights at wine veloaues ouie,for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean rocf 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 can be considered as 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. Heights may be interoolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Tributary Load Width 'W'= Upright Spacing Snap Sections 3'-0" 4%0" 5'-0" 6'-0" 1 7'-0" 1 8'4" 1 T-0" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6-1" b 5'-O" b 2" x 3" x 0.045" 12'-9" In 11'-0" b 9'-10" b 9'-0" b 8'-4" b T-10" b 7' 4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26-5" b 22'-10" b 20'-5" b 18'-8" b 1T-3" b 16-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 1T-1 1" b 16-11" b ._tip- 4 A -- f"- ­Iifir tion nanp For allowable heights at wine veloaues ouie,for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean rocf 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 can be considered as 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. Heights may be interoolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. A SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans For Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL) A. Sections Fastened 1 o beams mul w. nrouyn oca Tributary Load Width 'W' = Puriin Spacing, ��_�� ••••� - ------ Tributary Load Width 'W = Purlin Spacing Tributary Load Width 'IM =Puriin Spacing 6'-8" Hollow Sections 3'-6- 4'-0" 4'-6' S'-0" 5'-0" 8'-5" d 11'-7' d 14'-8" d 8'-1" d T-9" d T-6" d T-3" d T-0" d 11'-1" d 10'-8" d 10'-1" d 9'-11" b 9'-6" b 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 6'-9" d 11'-1" b Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" T-8' d T-4. d T-0' d 6'-9' d 6'-6" b 6'-3" In 5'-11" b 2" x 2" x 0.055" 8'-1' d —779"—d T-5" d 7'-2" d 6'-11" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d 7'-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3' b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2' b 11'14' b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections nrouyn oca Tributary Load Width 'W' = Puriin Spacing, ��_�� ••••� - ------ Tributary Load Width 'W = Purlin Spacing 3' 6" 4'-0" 4'-6" 5'-0" 0-6'' 6'-0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044 2" x 3" x 0.045" 2" x 4" x 0.045" 8'-5" d 11'-7' d 14'-8" d 8'-1" d T-9" d T-6" d T-3" d T-0" d 11'-1" d 10'-8" d 10'-1" d 9'-11" b 9'-6" b 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 6'-9" d 11'-1" b B. Sections rastenea i nrouyn oca ��_�� ••••� - ------ Tributary Load Width 'W = Purlin Spacing Hollow Sections 3'-6" 4'-0" 4'-6" 1 5'-0" 5' 6" 6'-0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.050" 2" x 4" x 0.050" 9'-2" 9'-', 1" �:�" b b 8'-7" o 8'-1 b 1 T-8" b T-1" b 6'-11" 77" b 8'-10" b 8'-1" In T-11" b T-7" 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10' 4" b 6'-7" b b 7'-3" b b 8'-11" b b 9'-10" b Tributary Load Width 'W = Purlin Spacing Snap Sections 3'-0" 4' -0 1 4'-6" 1 5'-0" 5'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" b 10'-2" b 1 9'-7" b 1 9'-1" b 1 8'-8" b 8'-4" In 1 7'-11" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wail connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Puriin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center pudin and one pudin for each 14'-0" on each side of the center puriin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center pudin and (2) purlins each side of center purtin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (388) 767-4774 FA -'((386) 767-6556 PAGE © COPYRIGHT 2003r C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 "r 5 L SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights For Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-0 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' A. Sections As Horizontals Fastenea I u r- .• ..,r.. 'W' I I . „ —.._ ...-- --- ------ Tributary Load Width 'W' Hollow Sections 3'•6' 4'-0' Tributary Load Width 6';3" Hollow Sections 3'-6' 4.0 4' 6" 5'-0" 1 5'-6" 1 6'-0" 'd' 1 6'-8" 6'-10' b 6'-6" b 6'-2" b 5' 11" b 5'-7" b Allowable Heights 'H' /bending 'b' or deflection b T-11" b 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" b 5-6" b 5'-3" —579- b 5'-0" b b 5'-6- b 2" x 2" x 0.055" 7'-3" d 6'-11" d 6'-8" b 6'-4" b 6' 0" 67-7" b b 6'-4- b 5'-11" b 3" x 2" x 0.045" T-9" d T-5" d 7'-1" d 6'-10" d 8'-3' b 7'-10" b 7'-5" b 7'-2" b 2" x 3" x 0.045" 9'�" b 8'-9" b b 9' 0" b 8'-7" b 8'-2" b T-10" b 2" x 4" x 0.050" 10'-3" b Snap Sections Allowable Heights 'H' / bending 'b' or deflexion 'd' x 2 x 0.044" 7'-6" d 7'-2" d 6'-11' dI 6'-8" b 1 6' 6'-1" b B. Sections As Horizontals Fastenea I o rosu I I . „ —.._ ...-- --- ------ Tributary Load Width 'W' Hollow Sections 3'•6' 4'-0' 4' 6" 5'-0" 5'-0" 1 6'-0" 'd' 6';3" Allowable Heights 'H'/ bending 'b' or deflection 2" x 2" x 0.044" T-9" b T-3" b 6'-10' b 6'-6" b 6'-2" b 5' 11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b T-11" b 7'-5" b 7'-1" b 6' 9" b 6'-5" b 6'-1" b 6'8" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 7'-1" b 8'-4" b T-11" b T-7" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 9'-7" b 9'-2" b 8' 9" 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'_1" b Allowable Heights 'H'I bending 'b' or deflection 'd' Snap Sections 9'-2" b 8'-7" b 1 8'-1" b 1 T-8" b T-4" b T-0" b 6' 8" b 2" x 2" x 0.044" tnhlp 1A on the For allowable helgnts at wino ve--- -- specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be Tess than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as 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. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1-5 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRIT7EN PERMISSION OF LAWRENCE E. BENNETT, P E. El SCREENED ENCLOSURES SELF -MATING BEAM (SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. TAIL CUT OFF BEAM (OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW IZES) EACH SIDE TO BEAM TO SUPER GUTTER RECEIVING CHANNEL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM SECTION 1 ® SUPER OR 3/4" FERRULE WITH 3/8"x 8" EXTRUDED LSCREWS @ EACH BEAM f GUTTER MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 3" = 1'-0" I 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 @ EACH BEAM SUPER OR BEAM CONNECTION AND @ 1/2 (SIZE VARIES) EXTRUDED BEAM SPACING W/ (2) #8 x 1/2" ® S.M.S. PER STRAP GUTTER ANGLE, INTERIOR OR MAX. DISTANCE FROM FASCIA EXTERIOR RECEIVING ® TO HOST STRUCTURE WALL CHANNEL (SEE SECTION 9) 24" WITHOUT SITE SPECIFIC ENGINEERING SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. CfVIL ENGWEE.R - DEVELOPMENT CONSULTANT P O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. 1 -21 SCREENED ENCLOSURES SECTION 1 CONNECTOR MAY BE (2) SCREW I i PRIMARY OR MISCELLANEOUS ANGLES, INTERNAL'U' FRAMING BEAM Lu 0 (SIZE PER TABLES) 00-1 CHANNEL OR EXTERNAL'UI CL 8 CHANNEL EACH SIDE OF ® W CONNECTING BEAM W/ ® J Q SCREWS (PER SECTION 9) PRIMARY BEAM ' ® W(SEE TABLE 1.1 OR 1.8) MINIMUM NUMBER S.M.S. @ 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) _ CARRIER BEAM NOTE: (SEE TABLE 1.5) EXTRUSIONS W/ INTERNAL BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = 1'-0" 1" x 2" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM SECTION 9) BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CAVIL ENGINEER - DEVELOPSIENT CONSULTANT P.O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (366) 767-4774 FAX (386) 767-6556 PAGC © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. 1-49 I i PRIMARY OR MISCELLANEOUS FRAMING BEAM Lu 0 (SIZE PER TABLES) 00-1 CL 8 BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CAVIL ENGINEER - DEVELOPSIENT CONSULTANT P.O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (366) 767-4774 FAX (386) 767-6556 PAGC © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. 1-49 Section 1 Design Statement: The structures designed for Section 1 are framing systems with screen roofs & walls and are considered open structures. The design loads used are from Chapter 20 of the 2001 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°; 1 = 0.77. All loads are based on 20 / 20 screen or larger. Wall heights may be increased when using 18 / 14 screen. All pressures shown in the below table are in PSF (#/SF). General Notes and Specifications for Section 1 Tables: Section 1 Design Loads for Structures with Screen Roof & Walls Wind Velocity Exposure 'B' Roofs Walls Note 1 Note 1 Exposure 'C' Roofs Walls Note 1 Note 1 100 M.P.H 10 10 10 13 110 M.P.H 10 11 10 16 120 M.P.H 10 14 10 19 123 M.P.H 10 14.6 10 19.9 130 M.P.H 10 16 10 22 140 M.P.H 10 18 10 26 150 M.P.H 1 10 21 10 30 Note 1: per Table 2002.4 or paragraph 1606.1.2 Note 2: Multipliers for'C' exposure catagory are for wall loads only. Conversion Table 1A Wind Zone Conversions for Screen Wall Frame Members Only From 120 MPH Wind Zone to Others Note: Multipliers are for wall loads only, no conversions are necessary for roof frame members. Conversion Table 1B Conversion Based on Mean Height of Host Structure for Screen Wall Frame Members From Exposure '8' to 'C' Mean Host Deflection Bending Structure Height 'd' 'b' 0 - 15' Exposure'B' Wind Zone MPH Applied Load #1 Sq. Ft. Deflection Bending 'd' 'b' 100 10 1.12 1.18 110 11 1.08 1.13 120 14 1.00 1.00 123 15 0.99 0.98 130 16 0.96 0.94 140 18 0.92 0.88 150 21 0.87 0.82 Note: Multipliers are for wall loads only, no conversions are necessary for roof frame members. Conversion Table 1B Conversion Based on Mean Height of Host Structure for Screen Wall Frame Members From Exposure '8' to 'C' Mean Host Deflection Bending Structure Height 'd' 'b' 0 - 15' 0.91 0.94 15'- 20' 0.88 0.92 20'- 25' 0.86 0.91 25'- 30' 0.85 0.89 'avm wsrw wn mm mu,mmpm Axmm m ra a~c* THM oY m oTwa NMI aR 1 t�iMO �tiM�Itt�R>!I Ir►YEr IM PRCMIV. tiMf1111pCA1�p �� �MI•iE ttrrK�Mii. 1TftlUaW$FjWjMfWTWIWNNWgtWI t%rtsM1VAM04CULMNOT eEPEM LM N OW@Mr? ! 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