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1909 W Sevilla Blvd (vault) PERMIT WORKSHEET Certificate of Occupancy �D MJob Address: Type Work: tv Property Owner: Phone # ri,{ Contractor: Phone # Permit#: _ q Date Issued: 7. l Tree Permit# Foundation Permit# Demolition Permit# BUILDING--I. ELECTRIC # MECHANICAL # PLUMBING # Temp.Power# Footing JEA Release Date Temp. Power Slab Letter Recd. Underslab Tie Beam Temp Pole# Lintel JEA Release Gas Piping Date Water/ Nailing/ Sewer Sheathing Rough/ Framing Rough Rough Top out Insulation JEA Release Date Buildinglectric Mechanical Plumbing Final inal Final Final JEA Release Date Drainage Inspection: Pool Permit# Final Inspections: Steel Elec./Grounding Final Roofing Permit# Inspect: Nailing/Sheathing Final Fire Inspection: Date Paid: Failed Inspections: [�— ► — a 9D9 leU�Ila Z/W, e ._ ; ^TN^ PERMIT NUMBER f p3j-Z. iNSPE'CTIONS : FOOTING UNDER SLAB PLUMBING SLAB FRAMING / 9- COVER-UP INSULATION FINAL BUILDING CERTIFICATE OF OCCUPANCY � � �__ 7 7 7T7-TRTCAL PERMIT # fO 7F-3 lot-IV3 1sPEci'_:�NG ROUGH /D '�� 1/ FINAL ME"HANTCAL PERMIT # PLUMBIN(:� PERMIT \Y l' �4� 1� b MAP SHOWING SURVEY OF !Set// Le-, AA Uhl T OA-)F- AS RECORDED IN PLAT BOOK 4 S PAGES A OF THE CURRENT PUBLIC RECORDS OF OUVA44.- COUNTY,FLORIDA. CERTIFIED TO DAVI o Y. CNEaYc sTEve - SARA/E77- BANK o,c )ArKSO,- v((-,LES 44,4. DANESE T?Tc-E ,/1gS7e.4CT CO R I : II '• � � 1 1 r � } ! : �- A� �d,.k�aL s ;12.3, 1 J` b'. p I pc•• 4: . . G �'� : M'`� ._r�. __-.._. � .... _ �,5._- -_: f� gip•.�,� � _.. F°J - - i t L L4-4 t { tI t i . . . . . . . . . . . . . . . C�Prtjfictttp of C�ccu�tt�tc� (situ of Atlantic +>filoriba Department of +.guilbing Jngcrtion This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard Building Code certifying that at the time of issuance this structure was in compliance with the 1 carious ordinances regulating building construction or use. For the following. Use Classification Single Family Residence _ Bldg.Permit No. 10356 f/a Fire District Atlantic Beach Group w.f rame Type Construction up�rvid H � Cheryl A. Steve 1909 Sevilla Blvd. West Owner of Bg � dress Ad Building Address 1909 e illa Blvd. ccality Atlantic Beach FL 32233 By: DON C. FORD �.r.. Date: Building Officia POST IN A CONSPICUOUS PLACE t . . . . . . . . . . . . . . . . . . . . . . L '9d '8'3 Ag 'HH9 FM 'lb O 'S'l 'U3l 7nd'SA 1V33 S.BOAUM V NLIM 03SSO9113 SS31N0 OIlVA ION 'uoaiag umogs uaaq lou zao Zw NOIl'03S of lr:bane4le41 uolleu!wexa all!)Aq PaOuap!Aa p10Oaa j0 sluawase3 io suolloulsad aq Aew aiagl-9 Aa H1HOl 13S SOHV 'paU6lSiopun agl l0 Aj!I!glsuodsal a4l lou SI woJjalagl wnAINIw 3H1 S133w No3a3H NMOHS A3AHnS 3H1 1VH16u!llnsai�tl!I!ge!I�(ue pue pau!wialap uaaqq lou seg 'sa!5ua6V Ieluauiwano9 10 alelS Aq spuelloM se pawaap aq�(ew le4l lowed loalgns a4l jo uo!liod Aue'palou as!Miaglo ssa!uO G %ZZE epuolj'ap!AuOS,Iaer S -L i Y PaleP OGZ#el!nS"PAIS 40ea9 I,OL9 0021oN Allunwwog ' ,o0o deyy Sio fan)nS pue?leu0iss9/oJd Aiepunog piezeH p0o13.d.1.3 uo UM04S Sem'—auoz u!gl!M say Aliadoid loa(gnS-q -oul `sa3eloossn '8 aali!W 'b Paeyala V61. 10 '0'A'9'N of 10191 (O,Sj) sngl uMogs suo!len013 'E ,(anins a'teQivn09 e s!s!41'Z ln0 SS080 S31ON30 x 1 b�Q UO poseq aie s6u!ieag-1 t aNnOJ 3dld NOW S31ON30 • (092 L Z ON g0r 13S 3dld NOW S31ON30 0 30N33 S31ON30 x-x o - 31VOS 1N3WnNOW 313HONOO S31ON30 S310N Lz v 31VO ON3931 _. UpPa 2�tuoZ pue S661' 9 0 Nnr -a lq2 0 S L i o'7 W rry 3 r i ri�� Oz �' o _ y maw CITY OF it cki">{ DESC11IFTION a JUN 0 6 1995 `r Gulidl!�g and Zoning K1„1., ,11.1111 k11,i1 u: r Block I Section • -__- All fFLt..I'U()N1.I'R131 ;ubdivivion:_ ----- ------------�--i--- bay Street Name set, DESCRIPTION DERIPTION OF' WORK :r Addrens:__L.!oS_�el f_C� -U��/ �� i SC If in a FLOOD HAZARD 1coJ une: --------oren complete pogo 3. nrief Descriptlon:_�f Clanc of Work: (Now/Remodel/Addition) v �� ONING INFORMATION Type of ---� �� - 1-3 Construction• CC 0:1 i ng r Proposed istrict:_MVL✓. Uses__-_- .�. )t g/� a�`� Estimated Value �__�Z0 ��_------- xceptions orMaterials: ariances Granteds___,A�j°A7- _______ _ Solid or _-____ _ _ _ ___ `` ---------- - - -- -- -------------- FilledGround:_ S`I �-----Hoof _Z �✓'.---- OWNER INFORMATION Method of Heating:_ Property Owners- r L C d�A= Ste✓ r. _..-....-__- Phonesholling (D t} �✓/ Z � --_•._--..-- --------------- Addr*ae Z.3 04qj41AvvxPvtf je,!Asil NO. 1,e ?-22,5_---------- Zip: -- CONTRACTOR INFORMATION Contractors_i?o�; 50”, e .4-.;....... Phone:_� Z_3 s3 Mailing ? ^ e �/ Addrepas__ ice- ----------- --- i, v l L r!---------------------- zip: .. - - License Nu1RDer:_--�------------------------------------ Datos I HEREBY CERTIFY THAT I ;A1C READ AHD EXAMIRED THIS APPLICATION AND KNOW TNC ';APE •� AND CORRECT. ALL PROVI9Sam OF THE LAMS AND ORDINANCES GOVCRNING TI1IS TYPE 1.i w .^ ,�,�•1 ) COMPLIED WITH, WHETIIER BPCCIFIED HEREIN OR NOT. THC GRANT OF A PERMIT GOt.'; N IT /. GIVE AUTHORITY TO VIOLATE OR CANCEL TNM: PRUVISIONS OF ANY FEUlRAL. :,TATE Ck L-.:.; �`ty• �• •�. REGULATIONS, ORDINANCr9. OR LAWS IN ANY MANNER. INCLUDIHn T111: GnVFnlljN;1 !1v rr•1•;7n. T;, •. - �,:! PERFORMANCE OF CONSTRUCTION OP T11V PNn)ECr. I UIIUEI/:.TA111) TIIAT T14C I:.:.UA M1:F. 1•V :1,; . v, �4`.,`'.• cONTINOEIIT UPON THE AIOVC INFORMATION VCI11I1 TIME AND CONNECT AND THAT TIM PLAN'; Ah'- DATA HAVE DEEM OR SHALL BC PROVIDED AS REDUIRLD. 01 f i! III ` 4*05 OwnerDate _ ` Contructar aigibe ture Uutc 6� 4� FLOODPLAIN DEVELOPMENT INFORMATION Type of Developments- L --------------- Flood Zone: Required Lowest Floor Elevations If building is located within a flood 'hazard zone, a survey' muL;t be made AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the bate Stood elevation established for that zone. No final inspection will be made and no certificate of occupancy will be issued until the uurvey is on file with the Building; Department. COMMENTS: Applicant Acknowledgements I understand that the isuuance of this permit is contingent upon the above information l,e111(; correct and that the plane and supporting dote have been or uhall be provided as required. I agree to comply with all applicable provisions of Ordinance No. 23-7-11 and all other laws 0.- ordinances affecting the proposed development. Date ____Applicant's Signature_ _ ___ J —e-. -------------------------------------------r-------- Department Use Required Lowest Floor Elevation ----------------- As Built Lowest Floor Elevation Survey Filed with Building Deportment ___________ ----------------------------------- Building Department Repreuentative pestle 3 CITY OF 4ik1a -C 19 e441:4-424vada Office of Building Official REQUEST FOR INSPECTION Date l( :�y— `' Permit No. j Time Received 1909 J ddre - J gcality Owner's — Name ___- _—_._- Contractor - BUILDING CONCRETE ELECTRICAL UMBING MECHANICAL Framing Fj Footing - Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing C Slab Temp Pole ❑ Top Out Heating Insulation ❑ Lintel Final i Sewer ire Place Pre Fab READY FOR INSPECTION e� A.M. Mon. Tues Wed. Thurs. Friday A.M. Inspection Made zj �— 3 __P.M. _Final Inspection I ' V Inspector Certificate of Occupancy i Date __ CITY OF Office of Building Official REQUEST FOR INSPECTION Date /v ` Permit No. Time > /t A.M. Received/ CJ Job e s 9tity Owner's Name Contractor UILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL ❑ Footing Rough Wiring ❑ Rough ❑ Air Cond. & Re Roofing ❑ Slab — Temp Pole ❑ Top Out C Heating Insulation s Lintel Final -C Sewer Fire Place Pre Fab READY INSPECTION Mon. Tues. Thurs. Friday — /� / A.M. Inspection Made (/ / P.M. Inspector Final Inspection Certificate of Occupancy Date CITY OF ti Office of Building Official BEQUEST FOR INSPEC i Permit No. Date — r - ----- Time U A. `. Received O a Job Addres r Owner's e(�--C _ Contractor --- Name MECHANICAL BUILDING CONCRETE ELECTRICAL PLUMBING Rough ❑ Air Cond. & Framing ❑ Footing Rouyh`Wiring g Heating Temp Pole Top Out Re Roofing C Slab Final Sewer f7 Fire Place Insulation ❑ Lintel Pre Fab READ` OR INSPECTION Mon. Wed. Thurs. Friday - r - P. Inspection Made - _ Final Inspection f I Irsp^ctor _._-_-- 0 -- - Certificate of Occupancy 1 Date ------------- t CITY OF 04-e gear! 800 SEMINOLE ROAD -- - __ - ATLANTIC BEACH.FLORID►32233-5"5 TELEPHONE("4)247-5800 FAX(f0/)247-5805 NOTICE TO: (dater Department FROM: Building Department DATE: Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed: Permit Number Address AI)a Sincerely, Building Department e TRANSMITTAL DOCUMBNT FOR JEA DATE: /0 -/O - 9 The following permits have passed "rough" inspection: Permit No. Address =exxxxzxg3bdncs*=apdxmxwofxxbkex4mx d*w. Please update your records accordingly. Thank u, BUILDING CLERK CITY OF ATLANTIC BEACH /vcb i , V �S�U,V°ro Q tem Q Zm im m 47 e ° Q _ U � l CmV0 • �G � °C V� � � Q' Om m � I Q J es� y � � cm O�m o w o � r Mr . and Mrs . David A. Steve 3333 Monument Road, No. 1209 Jacksonville, FL 32225 O- tober 5, 1995 Mr . Don C. Ford City of Atlantic Beacl 800 Seminole Road ° I Atlantic Beach, FL 32 , ) �I � I ii Iz � I RE: Permit #1P' qQ) \� � T�\ i� CN � T NO M K1 -i u d r U � w`'\ ❑ U Dear M, Oct a N This let R, N .y o September O address . U installed 1t - LU 0 N I a z Z Please be adN o �, La Cr one of our L ` > Qca o I receptacles be i �. U '1 o r �¢~ a gni and formal area �' OwlQ 2 S ❑c❑ installation is n "o ¢ ! 1 n i- Code. r w d.II i �'c� II I W � f We request that th ©I SLL U,J installed. USI ` I N y\_yll I N II y Thank you. a I 9 L 1 O O O U U ca y a CLo / p } UZ m c V Oavid A. Steve ()LT 61995 Cheryl A. Steve Building and Zoning C - /C3 CITY OF ATLANTIC BEACH PERMIT�CA9LCULATION SHEET Address / 90 ` �F(//LCFI 06 e-V,D- W Date Heated Square Footage J4 / @ $ per sq ft = Garage/Shed 40q@ S_/ ��d� per sq ft = $ Carport/Porch / q / @ $ �3 per sq ft = $ -�2i l 83 Deck 6 @ $ per sq ft = $ Patio a @ $ per sq ft = $ TOTAL VALUATION: $11V) 6-7 & l 1q, 67 U 4/b0 $ Total Valuation 1st $ /00) do" $ Remaining Value $3 . per thousand or portion thereof TOTAL BUILDING FEE $ SOS C, + 1/2 Filing Fee $ JS2 5 ( 1 ) Fireplaces @ $15 . 00 $ / 310 BUILDING PERMIT FEE $_ 770-5 WATER IMPACT FEE $_ ,St*y70-00 SEWER IMPACT FEE $ 1.1n •d Q WATER METER/TAP $ RS;-.oz CAPITAL IMPROVEMENT $ >,(:00 _ SEWER TAP $ O - Qq0j) RADON (HRS) .0050 $ y& SECTION H PAVING ( ) $ O HYDRAULIC SHARES $ CROSS CONNECTION $ 3S-0a Q/ bt ) SURCHARGE . 0050 S 'S-S6 9S_ OTHER $ GRAND TOTAL DUE $ ADDITIONAL PERMITS OR FEES : Mechanical Plumbing _ Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : CITY OF 0 S-5 763 �0 ?� Office of Building Official 1-7 REQUEST FOR INSPECTION a 9 f Permit No.Time e 1 ; 1 A Time C}'(J G (� Received U Locality Job Addre Owner's Contractor Name -1VI1=�HANIC LUMBIN UIL CONCRETE ELS. - Footing a Rough Wiring C Rough C Heatin rammg Re Roofing Slab Temp Pole Top Out ❑ Fire P ace Insulation Lintel Final G Sewer pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday A.M. P.M. Inspection Made — Final P Inspector —— — - = --"- Certi is e Occ ancy Date a 77 r t PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTION(S) HAVE BEEN MADE AND ARE SATISFACTORY: ��- /� ----------------------- ----------- ------ -------- - ------- ------------------------ ------ ------- =1------------ `�C` ti-------------------- Enclosed are the blue copies of the permits. SINCERELY, ��/NG / ` Z,� BUILDINSPECTION DIVISION cc: FILE r CITY OF �fteaortic �eacl - ��vaida 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 - - TELEPHONE(904)247-5800 FAX(904)247-5805 SUNCOM 852-5800 December 10, 1999 Nancy Amodio 1909 Sevilla Boulevard West Atlantic Beach, FI 32233 Re: 1909 Sevilla Boulevard West Dear Mrs. Amodio: The property known as 1909 Sevilla Boulevard West is considered by the Atlantic Beach Building Official to be in Flood Zone"X"according to the Flood Rate Insurance Rate Map as of April 17, 1989. Sincerely, cry- ` Don C. Ford Building Official DCF/pah LOAN # 0981005210 Book 8092 F9 1026 A.ti"ESE TITTLE & ABSTRACT NOTICE OF COMMENCEMENT 820-2 WILLIAMSBURG PARK BLVD. ACKSONVILLE, FL 32257 STATE OF FLORIDA COUNTY OF DUVAL BEFORE ME, the undersigned authority, personally appeared DAVID A STEVE and CHERYL A STEVE, HUSBAND AND WIFE who being first duly sworn, depose and say that they gave notice as provided in Section 713.13, Florida Statutes, of the commencement of improvement to the following real property: 1. Legal Description of property: THAT CERTAIN PIECE, PARCEL OR TRACT OF LAND SITUATE, LYING AND BEING IN THE COUNTY OF DUVAL AND STATE OF FLORIDA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: LOT 8, SEVILLA GARDENS, UNIT ONE, ACCORDING TO PLAT THEREOF AS RECORDED IN PLAT BOOK 45, PAGES 6 AND 6A, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY; FLORIDA. Pk; 8092 Doc## 9509265126 Filed & Recorded 2. Street Address of property: 05/16/95 1909 SEVILLA BLVD WEST 04:20:37 P.M. ATLANTIC BEACH, FL 32233 HENRY W. COOK CLERK CIRCUIT COURT DUVAL COUNTY, FL 3. The general description of the improvement: SINGLE FAMILY RESIDENCE REC. S 6.00 4. Names and addresses of owners and their interest in the site of this improvement is: DAVID A STEVE and CHERYL A STEVE, HUSBAND AND WIFE, 333 MONUMENT RD#1209, JACKSONVILLE, FL 32225 5. Name and address of fee simple title holder, if other than owner is: N/A 6. Name and address of contractor is: ROBINSON DEVELOPMENT CORP. 11358 HONEYTREE LANE N. , JACKSONVILLE, FL 32225 ~ 7. Name and address of surety on payment bond under Section 713.13, Florida Statutes, is: N/A 8. Name and address of any person making a loan for the construction of the improvements: KEY FLORIDA BANK F.S.B. P. O. BOX 9025, BRADENTON, FL 34206. 9. Copy of Notice to Owner as provided in Section 713.13(1)(b).Florida Statutes, is also to be sent to: KEY FLORIDA BANK, FSB, P. O. BOX 9025, BRADENTON, FL 34206 AND ATTN: ANN PECHANACH DANESE TI'T'LE & ABSTRACT CO. 3820-2 WILLIAMSBURG PK BLVD JACKSONVILLE, FL 32257 10. This N tice,of Commencement shall expire ne year from dare of recordation. i DAVID A STEVE CHER L A EVE I SWORN TO and subscribed before me this 11TH day of MAY, 1995 My Commission Expires`, _^,,, SHARON N. SLOAN 39 T-1 39 2_ STIVM Jafl 1NI S]iV3IONI 1(10/0S HO „bZ R.) N Cn HOlId 2UL - ro 39 b-1 \J HI V- �8 E-1 ldM '9a9 _ I I 01 m - n av ' 3a 3H G7 _ 17 rn � I - I ' 1 I 1 I I I I I V � � � :I I ,� - � 0 o N v zb g - w 1 - IU 0 .Z a � r r H W I hti � 6.9 1 -1 loll I ti Z ---i�o�.{--A--}--- ,I 8 , E v 12 1 --� z W N o cn J Z W W > O {, Wim! 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DCA�iZo rc7 r U)NN N n r-om n rororo O:lk -i o -<moOwo Z00000 Z r -nit 0Ln C�Nz WNIV m � M --40 ro• room m 11 -n no moo n z o w -a n zoo -+ M mH mroOWwO Z z oz IC-1mIlO • WRV.7(zl7 Como -+ - D O C t --Io r Ivo v o oC o.-.ro n in 6 n n m n o -•� V —I Z o 1 o �.�a.mzoar _ N D -•1 Sr oro m H m Z w mmo C m� z n U7 mi Corporate Headquarters ' 1711801 Industry Drive F: M 17Jacksonville, Florida 32218 = Southeastern Metals National Wats (800)874-0335 . : v Technical Support (800) SE SPECS (737-7327) Miami Wats (800)640-4981 TRUSS TIE DOWN STRAP (Sanibel Strap) Design Features: - Provides additional increased resistance to wind uplift to secure rafters and trusses to wall studs,top plates or 19• HDP2X concrete tie beams. - Allow for up to 1 1/4 inch of horizontal movement. Materials: 18 gauge galvanized steel 13/4' Loads: 320- 1880 lbs- . FASTENER ALLOWABLE 181/4• PRODUCT SCHEDULE LOADS PER - SIZE CODE GAUGE HDP2XD HEADER WIND UPLIFT CTN 13(4' FASTENERS IN WOOD 2X I HDP 2X 18 10-10d 1566 25 2X(2) I HDP2XD 1 18 12-10d 1880 25 FASTENERS IN CONCRETE* 2X HDP2X 18 8-NK or DN 1566 25 ZX(2) 1 HDP2XD 18 8-NK or DN 1 1880 1 25 FOOTNOTE: Fasteners are placed on model 7 HDP2X each side of truss,2 in the I top layer and 3 in the bottom layer of the double top plate members. 1 5/8' Fasteners are placed on model#H0P2XD each side of the thus,3 in each layer of the double too plate members. INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. Power actuated hardened nail fastener=DN. HDPT2 Hardened concrete screw type fastener=NK 6 1/4'SINGLE Consult fastener manufacturer for installation information. SEE GENERAL NOTES: 1,2,3,6,'7 CODE COMPLIANCE: S.B.C.C.I. #9166,METRO DADE COUNTY REPORT M91-0830.8 J3/4' Patent Pending TRUSS TIE DOWN STRAP (True Tie) LATERAL ALTERNATE FASTENING SCHEDULE PRODUCT LOADS PER FOR VARIOUS UPLIFT LOADS Al SIZE CODE DESCRIPTION GAUGE Al CTN TOTAL NUMBER OF 4-10d FASTENER FASTENERS - 2X HDPT2 Single True Tie 1 18 450 I 50 SIZE 2 4 6 8 10 12 d 320 640 960 1280 1333 1333 !; 2X(2) HDPTD Double True Tie 18 450 50 f I Cd 387 774 1162 1333 1566 1880 FOOTNOTE: Fasteners are placed on each side of,ne truss into the top 3 bottom layer of the double top plate members in equal quantity. Fasterers snail not be less than 1/4'from the edge of the strapaced not less than 3/8'from (�1 ands :he P .. _doe of the framing member. !' 5 1/2' INSTALLATION: Use all specified fasteners in schedule:o achieve values indicated. SEE GENERAL NOTES: 1,2,3,6,7 HDPTD CODE COMPLIANCE: Engineers sealed approval available upon request. In the submittal process for review DOUBLE 1 3/4' ROLLED STRAPPING Design Features: - Rolled strapping meets a variety of applications and specifications. - Use for wall bracing or cut to length strapping at site. Product code stamped every 6" along strap for easy identification. Materials: 16 gauge galvanized steel Loads: 1040 lbs. DESIGN PRODUCT GAUGE PRODUCT CUTLENGTH END I NAIL LOADS PER C CODE DESCRIPTION LENGTH SCHEDULE CTN y\ � 10046 160% Clear Span-26" 1 13" 2,ed 1 1040 1040 1 1 RS150 16 t t;» X 150' t II Clear Span+22" � 10' c-tCd I 1040 � 1040 1 1 C-A�S— FOOTNOTE: Other lengths and gauges available. F 1 J I INSTALLATION: Use every other nail hole to achieve-=de required minimum on center spacing for specified nails. RS SEE GENERAL NOTES: 8,9 CODE COMPLIANCE: Engineers sealed approval available-pen request. 26 M 06060/SEM Buyline 9244 -` Southeastern Metals Technical Support (800) SE SPECS (737-7327) GIRDER HANGER Design Features: • Rugged support design allows for maximum load values where added strength are primary requirements. Materials: 14 gauge galvanized steel Loads: 1881 -6982 lbs. ; H DIMENSIONS FASTENER ALLOWABLE LOADS - W' PRODUCT PER GHP 13S SIZE CODE GAUGE SCHEDULE NORMAL MAX. WIND CTN W H BS HEADER JOIST DESIGN 1l\, LOAD LOAD UPLIFT \\\Vt 2X6(2) GHP26D 14 31;8 151/4 31/4 i 20.16d 8.16d 2940 1 3675 1881 4 2x8(2) GHP28D 14 31/8 7 3 1/4 1 30 16d 12 16d 4410 5512 2822 4 2X10(2) GHP210D 14 3 1/8 i 9 131/4 i 38.16d 16-16d 5586 I 6982 2950 4 \\, INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,4,5,6 CODE COMPLIANCE: S.B.C.C.I. #9166,METRO DADE COUNTY REPORT#92-0830.3 HEAVY DUTY GIRDER HANGER Design Features: • Rugged support design allows for maximum load values where added strength are primary requirements. • Carriage bolts are 3-1/2"diameter bolts by 5-1/2" long with a �. single shear normal design load of 240 lbs. Materials: 14 gauge galvanized steel H 1 Loads: 1881 - 6510 lbs. yy� DIMENSIONS FASTENER ALLOWABLE LOADS BSy SCHEDULE NAILS ONLY SIZE PRODUCT GAUGE NORMAL PER CODE MAX. WIND CTN W H BS HEADER JOIST DESIGN LOAD UPLIFT LOAD 2X6(2) 1 GHP26HD 14 3 118 5 14 j 31/4 i 30.20d+3 18.16d I 5208 6510 1881 4 I 1/2'bolts e 2X8(2) GHP28HD 14 13 1/8 1 7 31/4, 3 2?bolts 8.16d 5208 6510 1881 4 i 130-30d-20d+ �4 2X10(2) GHP21OHD 14 13 1/8 9 13 V4 1 1/2'bolts 8.16d 5208 6510 1881 4 GHPHD INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1,2,3,4,5,6 CODE COMPLIANCE: S.B.C.C.I. #9166,METRO DADE COUNTY REPORT#92-0830.3 TOE NAILED GIRDER HANGER (HEAVY DUTY TRUSS HANGER) ° Design Features: • For higher loads and longer double girder truss spans. I•• • Wide header flanges for easier nailing using standard 16d nails. ° ;I Materials: 14 gauge galvanized steel H Loads: 1445-7530 lbs. < W i DIMENSIONS FASTENER ALLOWABLE LOADS ss SCHEDULE NAILS ONLY PER SIZE PRODUCT GAUGE CODE J W H BS HEADER JOIST 100% 115% 125% WIND CTN UPLIFT �, A 2 xe-to-12(2)1 THDH-28-2 ( 14 31/8 7 131/4 36-16d 10.16d 6025 6930 7530 1445 4 FOOTNOTE: Uplift Loads have been increased 60°6 for wind. INSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 8, 9 CODE COMPLIANCE: Enaneers sealed approval available upon request. Slanted joist nail offers higher load values. 9 THDH LOUIS J. GABRIEL 9610 BROKEN OAR BLVD. JACKSONVILLE FLORIDA 32257 X2/ 13 / 94 Re:- Wind Loading RecruirementsFor The New Residence Located On Lot G'AY-AelAS ttG?ti1 IL ( �:�• . � To Whom It May Concern:- I have reviewed the architectural drawings of the subject residence and conducted a wind loading structural analysis, that covered uplift analysis, shear walls analysis, anchorage to footings, hold-downs strapping analysis, and concluded that the residence structure will satisfy wind load requirements of section 1205 of the 1991-SBC for wind speeds of 100 mph as long as sheets #3 thru # 5 of the architectural drawings are satisfied. It shall be noted what I have no knowledge of any subsurface soil condition report; thus, all footings are designed as shallow footings bearing on soil that possess a maximum allowable bearing pressure of 2000 psf. If contractor found any differing conditions either through soil report or soil removal, then I shall be notified and possible footings design revisions may have to be implemented prior to commencing work. I have attached a copy of the analysis for the record.Please let me kncw, if I can be of any further help. Sin^e el.y Lcuis J. Gabriel �u�1 p � 1995 Quilling and Zoning "WIND FORCES STRUCTURAL ANALYSIS FOR THE NEW RESIDENCE LOCATED ON LOT #$ S' E V 1 l I-p G p NS At i t_ tj a p,J, , FL• THE ANALYSIS IS STRICTLY DONE TO INSURE COMPLIANCE WITH THE MINIMUM WIND LOADING REQUIREMENTS FOR 100 MPH WIND SPEEDS AS OUTLINED BY SECTION 1205 OF THE 1991—STANDARD BUILDING CODE" PREPARED BY:—LOUIS GABRIEL, P•E- DATE: 1994 Sheet Date of 9 -T�e 5�e�e Sict . _ Fo ��w.�,,,� StructLLv L a ttr;butts: 1na� e. u S �.:.1 1 e S Fto o r _ Frav►mir� Jor gooF � TY� sscs ,� � �raw,r 5> 5 �i �rt9't �t,. vJ 0-l'; See SClne�uQ� 4C� u� arc9l�t�xc ��a�J►��s A 3 � botl-,� PeY%etv'gkLO o c vwLeSs NOtej 0 IA-Q.cV►se rev, rarGey,�ent: — o ar C,oC:t�rl vJ 1 #9 Rod d H g 8 C , (�oo� s��( nai Lw� Pa, r ► = o�c• � � cn� 12. o.C. Ovt 5 t�, pOH ts. 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(X► APT. ( ) comm. ( ) PUBLIC ( } INDUS. ( ) NEW ( ! OLD ( ) REW. ( ) ADDITION ( ) TRAILER ( ) TEMP. ( ) SIGNS ( ) I goo r: SQ. FT. SERVICE: NEW 0() INCREASE ( 1 REPAIR ( ) FEE CONDUCTOR SIZE AMPS 1`+` COPPER ( ) ALUM. SWITCH OR BREAKER 2 CMCJ AMPS PH W2"/' VOLT RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0-30 AMPS. 31.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT&M. V. FIXED 0-100 AMPS. OVER APPLIANCES BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING COMP. MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT O.1 OVER MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS f QC ca S' PSR-3844 10763 DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH ----- PERMIT INFORMATION ------ -------- LOCATION INFORMATION ---- Permit Number : 1076.3 Address : 1909 SEVILLA BLVD WEST Permit Type : MECHANICAL ATLANTIC BEACH , FLORIDA 32233 Mass of Work: NEW - --------- LEGAL DESCRIPTION ----- - Constr . Type : WOOD FRAME '_nt : Block : Section: Proposed Use: SINGLE FAMILY Township: RNG: 0 Dwellinas : 1 Code: 1 Subdivision: Estimated Value : $0 .00 Improv . Cost : $0 . 00 Total Fees : $49 .00 Amount #d- $49.00 Da' 9/13/95 TON ,WNER INFORMATION ---- APPLICATION FEES ----- Na-- r,,-!j ;_''ETTjcn PERMIT $49. 00 Addrr-ss: 1919 SEVILLA BLVD WEST: WATER IMPACT FEE $0 .00 EACH . FLORTr- SEWER IMPACT-. FEE 50 . 00 TRli e Ph AI fi Tg -rllb IRAD1N GAS-H.R. S . ---_-- -_ TOR INFORMATION ---- RADON CAB 5% $0 .00 Name* 1R INIMRS INC.- 'CAPITAL IMPROVE. $0 .00 address : 109 EA -CH BLVD. SER JAx.1 3 " " CROSS CONNECTION $0 . 00 L2.zense : MHAR Type: 0 SEC H IMPACT FEE $0 . 00 CQNST . SURCHARGERs 400 NOTES: NOTICE—ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE MECHANIC'S LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYINGTWICE FORTHE BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. Date: 9/12/95 01 Rcpt: 0082469 ATLANTIC BEACH BUILDING DEPARTMENT DED(S 15734 00100003221000 By: BUILDING,".AND ZONING- INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC UFACH, FLORIDA 32233 APPLICATION ,FOR MECHANICAL PERMIT CALL-IN NUMBER i� IMPORTANT Applicant to complete all items fn sections (, II, III, and IV. LOCATION Street Addn's:: - OF cting Streets; Between AndIntern BUILDING` r Sub•d(viston ^ c II."IDENTIFICATION To be completed by all applicants• L-:: in coglderatton:of.permit given for,doing the work as described in the above statement wa hereby ogre o to perform said work in accordance !4 with the, ottochpd plans end specifications which ere a port hereof end in accordance with the City of Jacksonville ordinances and stondords .z of good practice listed therein, Name of Mechanical (n� Contractors Contractor (Print) AIR'ENGINKERS, INC. Marler 2' �, Nemo Qf Pr operty owns► r1\� Signature of Owner +- Arg, ueoforect or Engineer lt, "GENE3LIL INFORMATION,'".':'.' ; 4 AT T• of sting fuel: ,f' B. S oO .. i IS OTHER CONSTRUCTION BEING DO ON ctric THIS BUILDING OR SITE? ❑ Gas ❑ LP ❑ Natural `. (] Central Utility ❑ Olt a i IF YES, GIVE NUMBER-9F CQNSTRUCTION i. PERMIT ❑ Other.-.-- Specify (V. MICH%NnAL EQUIPMENT TO`IE INSTALLFA ;rwenflal F•WORK � . , : , : , <, Q;od ,(Provsd templets+lilt,"of components on beck of this form) or 0 Commercial Heal'; Q Space.; ❑ ',Recessed G�-Central O Flow Lwl New Building r Condrfioninq ❑ ,Room 0Existing Building �!Duct'1Syshmt Mehr4l, Thickn•u O Rglacomont of existing systom ar ~1 L Now Installation( Y p' Ystom ,ovlousi No s Instal!od) ' _M•:imum capacity ,• c.f.m. C37 R•frig•r+tion O Extonslon or add-on to ox!sIIng systom Q Cooling towers Capacity 9•p.m. O Other - Spoclly ❑ Fin iprinki•rss,Number, Of head-' ❑ Hevator ❑ M•nlift ❑ Es aloto (number) THIS SPACE FOR OFFICE USE ONLY G•soiine pumps_ (nurnber) 0 ,:Tank::•' (number) i Remarks Q' LyG co11 ntelneM (number) C3'',Unfired presiure vou*I ... C3 '.lollen Permit Approved by Dots.— [3.' "Other Specify Permit F9- -7, LisT.ALL EQUIPMENT MR..CONDiTIONING AND REFRIGERATION EQUIPMENT " 'fNuraberUW4 `i.' rIPU 3[odelNumbes HstnutscCuror c"f` jY A Proving ,a•: a tU:ATTDiG FURNACFS.'130ILERSs',FIAEPLACt3S , PSR-3844 10356 2LLM :jda8 TO 96/32i9 :a4pl DEPARTMENT OF BUILDING Ur. 0010''.211 0000 0)(1 '�"`�`"�� CITY OF ATLANTIC BEACH " =-- PERMIT INFORMATION -----7 ---- LOCATION INFORMATION ---- -- P"mit Number : 10356 Address: 1909 SEVILLA BOULEVARD WE,T Permit Type : BUILDING ATLANTIC BEACH , FLORIDA 3,2233 �raliiss of Work : NEW ---------- LEGAL DESCRIPTION ---- -- nst r . Type: WOOD FRAME -' Lot : A Block -, Section: `P oposed Use: SINGLE FAMILY g; Township: RNG: 0�ZZ Dwe'llin�as : 1 Code: 0 Sub -.v,' ,jion: SEVILLA GRDENS #1 � M estimated Value: $114670 Improv . Cost : SO 10. x: Total Fees : $2956 5 Amount Paid: $2956 . 5y2 C -------- OWNER INFORMATION --------- ---- APPLICATION FEES ----- Nami- DRVTr, H . & 7HEPYL -A. -STEVE PERMIT $772 . 50 Address : 3333 MONUMENT ROAD #1209 WATER IMPACT FEE 5470 .00-- JACKSONVIL•LE . FLORIDA 32227, SEWER IMPACT FEE 51250 00 -- Ph+-ne , Qr41642-X453 WATER METER/TAP S85 . 00- RADON GAS-H.R . S . ------- CONTRACTOR INFORMATION ------- RADON CAB 5% 50 . 45 Name : ROBINSON bEVELOPMENT CORP , 'CAPITAL IMPROVE 5325 . 00 Address : 11358 HONEYTREE LANE NORTH SEWER TAP $0 .00 ; .. JACKSONVILLE , FLORIDA 32225 CROSS CONNECTION $35 .00 i7f`i_,:7 ens p : ?'-' 1 '6I Type: 1 SEC H IMPACT FEE $0 . 00 "ONST . $URCHAfGF 58 . 56 SCHARC--EIATL, .BCH NOTES: 00100(y)34190M NOTICE-ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE MECHANIC'S LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYINGTWICE FORTHE BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. K�tK�C�i�tKF $325.00 57 OOW0000 000(K*00 $772.50 14 ATLANTIC BEACH BUILDING DEPA��IUIEII 95 01 Rcpt: 0063778 ' t*r G!2`o�95 Rcpt: 4063r:' ' By: 66634,390r ��0�000 Tr�'t�E'lc�la f � e9# CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBING PERMIT JOB LOCATION : 19 o f SF Vi LA at a W6-s OWNER OF PROPERTY: BUILDING CONTRACTOR: STCy6 Codl-sa -J PLUMBING CONTRACTOR Q a-G P L u.-, 81 N G G o AND ADDRESS: 1399 ac cH acvQ -- TELEPHONE NUMBER: 223- 3585 STATE LICENSE NO: G�=� o12593 r TYPE OF BUILDING: SINGLE TYPE OF WORK: w Car.I S'TQ u c �a HOW MANY OF THE FOLLOWING FIXTURES INSTALLED SINKS SHOWERS LAVATORY WATER HEATERS Z BATH TUBS DISHWASHERS URINALS DISPOSALS Z CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS OTHER LAu-wz:� 'TR4 TOTAL FIXTURE COUNT: /5 x $3 . 50 + $15 .00 = $ 67-So ---------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION 'OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 PSR-3844 10557 DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH PERMIT INFORMATION ---- ---- LOCATION INFORMATION --------- Permit Number: 10557 Address : 1909 SEVILLA BOULEVARD WEST Permit Type: PLUMBING ATLANTIC BEACH , FLORIDA 32233 Class of Work : NEW ------- LEGAL DESCRIPTION --------- Constr . Type: N/A Lot : Block : Section: Proposed Use : SINGLE FAMILY Township : RNG: 0 Dwellings : 1 rode: 0 Subdivision: Estimated Value: $0 .00 Improv . Cost : $0 .00 Total Fees : $57 . 50 Amount 1"aii! 567 . 50 Date F i J : S/ 1/95 umbina fiyt - r new house OWNER INFORMATION - ---- APPLICATION FEES ----- Name : STE,'E ROBINSON PERMIT $67 . 50 Add-rets : 19!'? SEVILI,A BOULEVARD WE` WATER. IMPACT FEE 50 .00 ATLANTIC BEACH , FLnFTrA ? SEWER IMPACT FEE 00 .00 WATER METER/TAP RADON GAS-H .R . S . ----- CONTRACTOR INFORMATION - RADON CAB 5% $0 . 00 Name E & s PLUMBING CAPITAL IMPROVE . $0 .00 Address : 13991 BEACH BLVE SEWER TAP $0.00 JACKSONVILLE . FL. 3222 : CROSS CONNECTION $0 .00 License : CF','022593 Type , SEC H IMPACT FEE SO .00 CONST . SURCHARGE $o.•0^ SCHARGE/ATL .BCH . S0 NOTES: NOTICE—ALL CONCRETE FORMS AND FOOTINGS MUST BE INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL, RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE, AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE MECHANIC'S LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYINGTWICE FORTHE BUILDING IMPROVEMENTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. 000000000 $67.50 14 Date: 8/01/95 01 Rcpt: 0071485 ATLANTIC BEACH BUILDING DEPARTMENT DECKS 29476 03221000 By: LOUIS J. GABRIEL, P.E. 4083 SUNBEAM ROAD #1919 J (,o /2$ / 1995 p eViL1o, GaY�„tiS , R0�-jcnnS(Jh S)�. RE:— I. t #-6 S pleems:k #- )o `3.S6 To WHOM IT MAY CONCERN:— sVe-eL Olt C� t2 ova. , I ,o Ll re , °' 6e- \100V 6 o Vt s O F n L S�eG1 f1 ` ov" goy,14 be M., l(�'a1S G��Yie-L OvKwC►o APPRO,V BDE.ACN S -tM CO/ al,\ C{7Y Qf .tir c r�ir_E { 191995 Obi ost ,na-tivt Qe.to�P _- - ��.p�lild��g and 741�1�\ USE � / OgYL3 CITY OF ATLANTIC BEACH, FLORIDA Approved by APPLICATION FOR ELECTRICAL PERMIT l TO THE CHIEF ELECTRICAL INSPECTOR: DATE: �� 19 /"" IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. — Eftr, 5 C a_' )�.I.,-�A ( ti Or I ELECTRICAL FIRM: MASTERELECTRICIAN SIGNATURE - JOURNEYMAN �1 O 1 N toe t/ Q rpra me- $� r/ 1 q Aq l v '- 60? j'� / lYo ties P 1 7o y S t>v, >✓�9 t3)vA k NAME ADDRESS:-Ll 3 - / e 0/ RFD BOX BLDG.SIZE BETWEEN: RES. ( ) APT. ( ) COMM. ( ) PUBLIC ( ) INDUS. ( ) NEW ( ! OLD ( ) REW. ( ) ADDITION ( ) TRAILER ( ) TEMP. SIGNS ( ) SQ. FT. SERVICE: NEW ( ) INCREASE ( ) REPAIR ( 1 FEE CONDUCTOR SIZEl AMPS 0 COPPER ( ) ALUM. ( `) i �d/Z�U ri SWITCH OR BREAKER AMPS PH 3 W VOLT RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES _ CONCEALED_ OPEN TOTAL 0-30 AMPS. 31.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT &M. V. FIXED 1 0.100 AMPS. OVER APPLIANCES BELL TRANSF. AIR H.P. RATING H.P. RATING CONDITIONING COMP. MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 0-1 OVER MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS '0X-':e 'i--/4'Ot M � 2a CITY OF �l ) 4 E sc 13'aaci-q � C �I L) f 9 U.C� ('eP Office of Building Official ,�p. ./e REQUEST FOR INSPECTION //)) -7 —/3 _9 Permit No. Date U A.M. i Time �: PM. Received . /✓� /' l T06 / Job Add r s Owner's Contractor Name PLUMBING MECHANICAL CONCRETE �R. TRICAL BUILDING ❑ Rough ❑ Air Cond. & ❑ ❑ Footing ❑ TopOut ❑ Heating Framing Slab ❑ Temp Pole ❑ Fire Place Re Roofing ❑ Final Sewer Insulation ❑ Lintel Pre Fab READY FOR INSPECTION Thurs. Tues. Wed. Frida Mon. A'M. f'S P.M. Inspection Made � pection�ncy Inspector_ Certificate of Occupa ❑ Date e DATE:--7- PRE-SERVICE ATE: 7-PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTIONS) HAVE BEEN !BADE AND ARE SATISFACTORY: ------ ------------------------------------------------- ------ -------------------------------------------------- ------ ------------------------------------------------- ------ ------------------------------------------------- Enclosed are the blue copies of the permits. (,7ERELY BUILDING INSPECTION DIVISION cc:FILE 1 y-\al1 f�J; CITY OF ATLANTIC BEACH r > . 800 SEMINOLE ROAD j ATLANTIC BEACH, FLORIDA 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 05-00030689 Date 7/19/05 Property Address . . . . . . 1909 W SEVILLA BLVD Tenant nbr, name . . . . . . SUNROOM Application description . . . RESIDENTIAL ADD/RENOVATE/ALTER Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 19469 Owner Contractor - ------------------------ ----------------------- AMODIO, LEONARD & NANCY LIFETIME ENCLOSURES, INC. 5521 CHRONICLE COURT JACKSONVILLE FL 32256 (904) 731-5580 ------------------------ ---------------------------------------------------- Permit . . . . . . BUILDING PERMIT Additional desc . . •Permit Fee . . . 130 . 00 Plan Check Fee 65 . 00 Issue Date . . . . Valuation . . . . 19469 Fee summary Charged Paid Credited Due --------------- -- ---------- ---------- ---------- ---------- Permit Fee Total 130 . 00 130 . 00 . 00 . 00 Plan Check Total 65 . 00 65 . 00 . 00 . 00 Grand Total 195 . 00 195 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. 011G OFFICIAL Y OF ATLANTIC `�-('H F� J Bl_11! CITY OF ATLANTIC BEACH UN 3 Q 1,005 BUILDING PERMIT APPLICATION (ALTERATIONS/ADDITIONS) BY: v== Date: Job Address: Leodaf� Owner of Property: I II -� 5 c3 ��33 Address: q D 9 �� 1 I t( S t1• S T Telephone: r_�4eq - 8 q Legal Description: Block Number: Lot Number: Zoning District: eL/ 0, `7ZC-0405 Contractor: lL3() D State License Number: Cec, d�g�7 Pub Contractor's Address: 01 ` a 3-a L Telephone: (• ,r Fax: rI3 l• J-7YO Describe proposed use and work to be done: LA Present use of land or building(s): Valuation of proposed construction: What are the dimensions of the added space: 17 (01t feet x C.11I �9feet Will the added area be heated and cooled? New electrical or increase in service? e s Add plumbing fixtures? 0114 T Add fireplace? 1lq Add heating air conditioning? 1�_ Is approval of Homeowner's Association or other private entity required? If yes, please submit with this application. Will th' project involve changes in elevation, site grade or any use of fill material or the removal of any trees:' NO. Applicant certifies that no change in site grade or fill material will be used on this project. ❑ YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building, Permit. �O. Applicant certifies that no trees will be removed for this project. ❑ YES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board, which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-3826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required. written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-3834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Energy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor, and four(4) complete sets of construction plans to the Building Department, which is located at the Atlantic Beach City Hall, 800 Seminole Road, Atlantic Beach, FL 32233 Telephone:(904)247-3826 800 Seminole Road - Atlantic Beach, Florida 32233-5443 Telephone: (904) 247-3800 • Fax: (904)247-5845 • http://www.ci.atiantic-beach.fl.us Page 1 Revised 1/14/03 In addition to construction and engineering detail, plans must contain the following information as appropriate for the type of work being perf,r;ted. Scale of drawings should be sufficient to depict all required information in a clear and legible manner. 1. Current survey showing the property boundary with bearings and distances and the legal description. 2. Location of all structures,temporary and permanent,including setbacks,building height,number of stories and square footage. Identify any existine structures and uses. 3. If required by the Department of Public Works,a pre-construction topographical survey. 4. Any significant environmental features, including any jurisdictional wetlands, CCCL, natural water bodies. 5. Impervious Surface area calculations: include driveways, sidewalks, patios and other Impervious Surfaces. Swimming pools may be excluded from total Impervious Surface. 6. Other information as may be appropriate for individual applications. I hereby certify that all information provided with this application is correct. Signature of owner: Date: /,z I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of the laws and ordinances governing this type of work will be complied with, whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any federal,state or local rules,regulations, ordinances,or laws in any manner,including the governing of construction or the performance of construction of the property. I understand that the issuance of this permit is contingent upon the above information beimje ',al Vctandat the plans and supporting data have been or shall be provided as required. Signarure of ContractorDate: Address and contact to receive all correspondence regarding this application (please print). 41 Name: (Yl `r1 Mailing Address: Sod C,,/n r tooI CJ a' FL Telephone: Fax: 7cj I' Sr E-Mail: C trt'r'1 AS TO OWNER: Sworn to and subscribed before me this 47 day of 2005 State of Florida, County of Duval Notary's Signature: T®nl a Char �CSPA �9 Commission#DD297974 Personally known ''_=Expires:Apr 23, 2008 Produced identification OF BondedThn' Type of identification produced !�S30Coa' '4(5-C Atlantic Bonding Co,tY:C. AS TO CONTRACTOR: Sworn to and subscribed before me this r_?7 day of ,2005 State of Florida, County of Duval Notary's Signature: ,,��,,,, �®nya Cl;xar YP`°<�"; Cor ,,Ion _-H b, known •: ires: Apt'23,2008 -Exp Produced identification .•Q; Bended'fhni L.c. / ' OFfVO.= fin" Adar_ticBonType of identification produced ding 800 Seminole Road • Atlantic Beach, Florida 32233-5445 Telephone: (904) 247-5800 • Fax: (904) 247-5845 • http://www.ci.atlantic-beach.fl.us Page 2 Revised 1/14/03 904 247 5845 Jul 01 05 09: 07a City of Atlantic Beach Bu 904-247-5845 p. l CITY OF ATLANTIC BEACH Cc: BUILDING / ZONING DEPARTMENT Hi in 1 =r 800 Seminole Road S. Doerr Atlantic Beach,Florida 32233 (904)247-5800 ' (904)247-5845 Fax www.coab.us JUN fryry PLAN REVIEW COMMENTS , Permit Application # OS — Property Address: l9 c) �✓o Applicant: 1 Project: � I L- N E This ermit application has been: Approved L2 Reviewed and the following items need attention: ti L t (L Lt 2fJ �►s�.t7 � Please re-submit your application when these items have been completed. Reviewed By:l � Its— Date: Is — Date Contractor Notified: SL1 rCITY OF ATLANTIC BEACH AR : SS' BUILDING / ZONING DEPARTMENTHI i. l . Doerr 800 Seminole Road Atlantic Beach,Florida 32233 (904)247-5800 CITY OF ATLANTIC BEACH (904)247-5845 Fax BUILDING k 76krkiG www.coab.us JUN 3 0 2W5 i PLAN REVIEW COMMENTS Permit Application # e9 - Property Address: L-,L-A Applicant: � � E � )RE5 Project: �`) �R This permit application has been: ❑ Approved Reviewed and the following items need attention: 1 —L �i lL F�'Su�r?sZ �Gv 2f� C- ---------------- Please Please re-submit your application when these items have been completed. Reviewed By: Date: Date Contractor Notified: Jul 01 05 09: 07a City of Atlantic Beach Bu 904-247-5845 p. 2 CITY OF ATL? Bill, u, CITY OF ATLANTIC BEACH JUN! tj BUILDING PERIMIT APPLICATI N (ALTERATION S/ADDITIONS) BY. Date: Job Address: Leprlaj-(14 "-flou f4M()dJ,n A-1 Owner of Property: lqc)q ' 6�LZI- fial- 4e/ 19:fJa6_4'r_ TaaA Address: I q 1) tAje--.s Telephone: _-24tq - 9470*_ Legal Description: Block Number: Lot Number: Zoning District: 5QJt H 0, 40, Contractor: �;Alane. Ent-01D.Surf-S State License Number: (2W, 6294t? I Contractor's Address: 55�L _Ciirwiafe, (�tA14 3 Telephone: 1,31- Lf5_10 Fax: Describe proposed use and work to be done:-7—us 4-a(n 1_�Xrl r6ntn Present use of land or building(s): fJ /A Valuation of proposed construction: �Slq_ 4+(019 What are the dimensions of the added space: —J-11 1(0 11 feet c>11' feet Will the added area be heated and cooled? Op _ New electrical or increase in service? ye- Add plumbing fixtures? Add fireplace? �j 1 114 _ Add heating/air conditioning? Is approval of Homeowner's Association or other private entity required? If yes, please submit with this application. Will - th* project involve changes in elevation, site rude or any use of fill material or the removal of any trees? t� el IF,0. Applicant certifies that no change in site grade or fill material will be used on this project- F-1 YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. �0. Applicant certifies that no trees will be removed for this project. F-1 YES. Removal or Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each mouth. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate Incomplete applications may result in delay in issuance of permit. STEP L Verify zoning designation and proper setbacks ror the proposed construction. if you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (Lf not required, written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach, FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Ener_-v Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor,and four(4) complete sets of construction plans to the Building Department, which is located at the Atlantic Beach City Hall, 800 Seminole Road, Atlantic Beach,FL 32233 Telephone:(()04)247-5826 800 Seminole Road - Atlantic Beach, Florida 32233-5445 Page I Telephone: (904)247-5800 - Fax: (904)247-5845 - http://www.ci.atlantic-beach.fl.us Revisied 1/14/03 SOLID ROOF PANEL PRODUCTS SECTION 7 Table 7.3.6 Allowable Spans for 0.024" PRO-FAB Composite Panels w/ EZ-LOCK for Various Loads Metals USA Building Products L.P. Manufacturers Proprietary Products:Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S.#1 Density 3"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass &Modular Rooms Overhang/ Wind Mono-Sloped Roof &Attached Covers Enclosed Cantilever Region 1&2 3 4 1&2 3 4 1&2 3 4 All span span span span span span span span span Roofs 100 MPH 21'-4" 23'-10" 23'-0" 20'-4" 22'-9" 21'-11" 15-1" 17'-9" 16'-3" 4'-0" 110 MPH 21'-4" 23'-10" 23'-0" 18'-8" 20'-11" 20'-2" 13'-9" 15'-4" 14'-10" 4'-0" 120 MPH 20'-4" 22'-9" 21'-11" 17'-5" 19'-5" 18'-10" 12'-6" 13'-11" 13'-6" 4'-0" 123 MPH 19'-6" 21'-10" 21'-1" 15'-11" 18'-11" 18'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5" 15'-1" 17'-9" 16'-3" ,1'-1" 12' 1" 12'-6" 4'-0" 140 MPH 12'-4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 12'-4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 9'-6" 10'-8" 10'-4" T-11" 4"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass& Modular Rooms Overhang/ Wind Mono-Sloped Roof &Attached Covers Enclosed Cantilever Region 1&2 3 4 1&2 3 4 1&2 3 4 All span span span span span span span span span Roofs 100 MPH 23'-5" 26'-2" 25'-3" 22'-3" 24'-11" 24'- 17'-5" 19'-6" 118'-10" 4'-0" 110 MPH 23'-5" 26'-2" 25'-3" 20'-6" 22'-1 i" 22'-2" 1 15'-1" 1 18'-0" 17'-5" 1 4'-0" 120 MPH 22'-3" 1 2-"-'1" 24,_1„ 19,_1„ 21,-3„ 20'-7" 13'-9„ 15'=." 14,_10„ 4'-0" 123 MPH 21'-5" 123'-11" 23'-2" 18'-6" 20'-9" 20'-0" 13'-5" 14'-'1 14'-6" 4'-0" 130 MPH 19'-9" 22'-1" 21'-4" 17-5" 19'-6" 18'-10" 12'-8" 1472" 13'-8" 4'-0" 140 MPH 13'-6" 15'-1" 14'_7, 13,_5, 15--l" 14,_7„ 11'-3" 13'-3" 1 12'-9" 1 4'-0" 150 MPH 13,-6" 15'-1" 14'-7" ,3'-6" 15-1" 14,_7, 1C'-5" 1 12'-" 1 11'-4 4'-0" 5"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass&Modular Rooms Overhang/ Wind Mono-Sloped Roof &Attached Covers Enclosed Cantilever Region 1&2 3 4 1&2I 3 4 1&2 3 4 All span span span span span span span spanFsp an Roofs 100 MPH 26'-5" 29'-6" 28'-6" 25'-2" 28'-1" 27'-2" 19'-8" 21'- 21'-3" 4'-0" 110 MPH 26-5" 20'-0" 28'-6" 23'-2" 25'-10" 24'-11" 18'-2" 20'-4" 19'-8" 4'-0" 120 MPH 25-2" 28' 27'-2" 21'-6" 24'-1" 23'-3" 15'-6" 18'-8" 18'-0" 4'-0" 123 MPH 2-'-2" 2''-0" 26,-1" 20'-11" 23'-5" 22'-7" 15'-," 18'-"' 1T-6" 4'-0'- 130 '-0"130 MPH 22'-4" 24'-11" 24'-1" 19'-8" 21'-11" 21'-3" 14'-4" 15'-11 15-5" 4'-0" 140 MPH 15-3" 17-0" 16'-5" 15'-3" 1T-0" 16'-5" 13'-4" 14'-11" 14'-5" 4'-0" 150 MPH 1 15'-3" 1 17'-0" 16'-5" 1 15'-3" 1 17'-0" 1 16'-5" 1 12'-5" 1 13'-11" 13'-5" 4'-0" 6"x 48"x 0.024"Roof Panel w/EZ-LOCK Open,Structures Screen Rooms Glass & Modular Rooms Overhang/ Wind Mono-Sloped Roof &Attached Covers Enclosed Cantilever Region 1&2 3 4 1&2 3 4 1&2 3 4 All span span span span span span span span span Roofs 100 MPH 29'-1" 32'-6" 31'-5" 27'-8" 30'-11" 29'-11" 21'-8" 24'-3" 23'-5" 4'-0" 110 MPH 29'-1" 32'-6" 31'-5" 25'-6" 28'-6" 27'-6" 20'-1" 22'-5" 21'-8" 4'-0" 120 MPH 27'-8" 30'-11" 29'-.1" 23'-9" 26'-0" 25'-8" 18'-5" 20'-7" 19'-10" 4'-0" 123 MPH 26'-8" 29'-9" 28'-9" 23'-1" 25'-9" 24'-11" 17'-10" 19'-11" 19'-3" 4'-0" 130 MPH 24'-7" 27'-0" 26'-6" 21'-8" 24'-3" 23'-5" 15'-9" 18'-9" 18'-2" 4'-0" 140 MPH 16'-9" 18'-9" 18'-2" 16'9" 18'-9" 18'-2" 14'-9" 17'-4" 15'-11" 4'-0" 150 MPH 16'-9" 18'-9" 18'-2" 16'-9" 18'-9" 18'-2" 13'-8" 154" 14'-10" 4'-0" Note: Total roof panel width=room width +wall width+overhang EMETRIS USRTM Lawrence E. Bennett, P.E. FL # 16644 Building Products L. P. CIVIL ENGINEER-DEVELOPMENT CONSULTANT 7815 American way, Grovel and, FL 34736 P.O.BOX 214368,SOUTH DAYTONA.FL 32121 TELEPHONE: (386)767-1774 TEL: (352) 787-7766 x202 FAX: (352) 429-2011 FAX: (386)767-6556 TOLL FREE: 1-800-342-9077 bkaufmann@metalsusa.com © PAGE COPYRIGHT 20 04 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRI,EN PERMISSION OF LAWRENCE E.BENNE iT,P , 7-45 07/13/2005 07:49 904 731 5750 4 2475845 N0.734 901 r January 01, 2005 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA,' FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL": for the year 2005. This authorizaition also applies to contractor Master File Drawings, "oNo JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. Jeff Briar Lifetime Enclosures 5521 Chronicle Ct Jacksonville, 'FL 32256 I Should you h 19 any questions please contact me at your convenience Sincerely, APPROVED CITY OF ATLANTIC BEACH BUILDING OFFICE Law ce E. B ! nett, P.E. #16644 JUN 13 2005 --------------------------------------------------------------- ------DESIGN-METHOD: Mt�FRS Ca�►�"«� �� u BASIC WINO SPEED: z o WIND IMPORTANCE FACTOR: 1•o BUILDING CATEGORY: �� L-.z ro WIND EXPOSURE: C= INTERNAL PRESSURE COEFFICIENT: . /V DESIGN WIND PRESSURE IN PSF: Host ROOF: Z7 CC) WALLS: 2 z(-0) zc. ' --'--- --------------------------------------------------------, Slope 3"' Composite Roof Shingled to match! existing roof 264"+/- _j lass ass Maes 1 Glass 52"+/- j' 52"+/- 52"+/- to 6O '�, '1 X XX i LnLn Door N x i �r 1 iii i i� Ij I i iI PPROVED CITY AT BEACH ! I j BUILDING OFFICE N 13 2005 264"+/- `By: East Elevation EDGE BEAM(SEE TABLES 38.1.1,38.1.2 8 38.1.3) HOST STRUCTURE OR H LW'FOR FOURTH WALL FRAME // U RIGHT H• EIGHT(h) 1"x 2" PANS OR PANELS ALUMINUM ROOF SYSTEM VARIES MIN.3-112"SLAB ON GRADE PER SECTION 7 OR RAISED FOOTING TYPICAL GLASS ROOM WITH SOLID ROOF (FOR FOOTINGS SEE DETAILS) CARRIER BEAM POST 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 Pl2 'P/2 @FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS) )OF ENCLOSURE (SEE TABLES) o w Z:) O.H. w U SOLID ROOF w w J HOST STRUCTURE OR FOURTH WALL FRAME NO MAXIMUM / y Q 0 (ELEVATION SLAB OR GRADE) p=PROJECTION FROM BLDG. USE BEAM TO WALL DETAIL VARIES VARIES LW=LOAD WIDTH Q LLI I 'P'VARIES NOTES: 0 (D 0 (n 1.ANCHOR 1'x 2'OPEN BACK EXTRUSION W/1/4'x 2-'/4'CONCRETE FASTENER MAX.OF 2'-0'O.C. 0 Z J AND W/IN 6"EACH SIDE OF UPRIGHT ANCHOR 1"x 2'TO WOOD WALL W/#10 x 2-12'S.M.S.W/ IX W Z 0 Q WASHERS OR#10 x 2-1/2"WASHER HEADED SCREW Z-W O.C.. ANCHOR BEAM AND COLUMN 0 - f- W INTERNALLY OR W/ANCHOR CLIPS AND(2)#8 SCREWS W/WASHERS @ EACH POINT OF Q (n _J 0 0 CONNECTION. -J 0 UJ LLI m 2.SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P2 OR P2+O.H. 0 co o 3.SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 3.1.3 AND GLASS ROOM FOURTH WALL 0 F— Q O Z BEAMS FROM TABLE 38.1.4 USING P2 2 U 0 N 0 P 4.ANCHORS BASED ON 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES USE THE FOLLOWING 06 0 D_ >- (- CONVERSION: 100-123 130 1 140 150 U Lu o b #8 #10 #12 #12 U) OF ENCLOSURE TYPICAL GLASS ROOM �g Z) 0 � 0 SCALE:1/8'=l'-0• Z N 0 J Q ti UJ z N_ n �J LL (1) uz O Q^ W O C 2� a �¢�^ m C.0 w�- 07-08-2004 W W U)Z uj M J O O U- PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF 0W v w LL J HIGHWAY SAFETY&MOTOR VEHICLES DIVISION OF MOTOR 0 z N w VEHICLES RULE 15C-2,THE SPAN TABLES,CONNECTION2 O~ DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE W m DESIGNED TO BE MARRIED TO CONVENTIONALLY co j O CONSTRUCTED HOMES AND/OR MANUFACTURED HOMES AND J U a MOBILE HOMES CONSTRUCTED AFTER 1984. THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2001 EDITION. Sp 4 S EET JOB NAME: ADDRESS: w y I� O DRAWING FOR ONE PERMIT ONLY 2004 OF ,low Extrusions Table 3B1.1-130 Allowable Edge Beam Spans-Hollow Extrusions Glass&Modular Rooms Jgn load of 23#/SF(36#/SF for Max.Cantilever) For 3 second wind gust at 130 MPH velocity;using design load of 32 NSF(50#/SF for Max.Cantilever) Aluminum Alloy 6063 T-6 2 x0.055' 2'x 2'x 0.044" 2'x2"x0.055 bad Max.Span'L'1(bondln 'b'or deflection' Load Max.Span'L'I(bending'b'or deflection'dl Load Max.Spsn'L'I(bendin 'b'or deflection' ith(ft.)1 L 2 Span 3 Span 4 Span Max. Width(fL) P pa Cantilever Width(f L) pa P Max. Cantilever 1 6 2 Span 7 Span 4 SpanMaxi d 2 Span 7 Span 4 Span Cantilever S 4'-5" d 56' d 5'4' h 1'-2' d 5 3'•9' d 4'-3' D 4'-2' b 0'•11' d 5 T-11' dM1* 10b V-T d 6 4'-Z' d 5'-0' b 4'-10' b 1'-1' d 5 3'6' b 7'•11' D T-9' b 0'-11" d 6 T.9' d a-it" d 7 T-11" d 4'$' D 4'6' b 1'-0' d 7 T-3' b 3'-7 b 3'6' b 0'-10' d 7 3'6' D 0'-11' d 1 7-9' d 4'4' b 4'-2' b 0.11- d 8 3'-0' b T-5' D T-3' b 01-10' d a 34' b 0'-10' d 3'$' d 4'-1' b T-11' b Q-11' d 9 7.10' b 3'-2' D T-1 0 0-9tl 9 7-I' b0'-10' d 10 3'6' b T-11' b T-9' b 0.11- d 10 7$" b 3'-0' D Z•11' b (r-9' d 10 7-11' b 0'-10' d 11 3'4' b T-9' b T-7' b 0'-10' d 11 2'-7 b 7.11' b Z-9' b 0'-g' d 11 7-10' b 0'-9' d 12 T-7 b 3'•7' h 3'-5' D 0'-10' d 12 2'6' D 7-9' b Z-8' b (r-9' d 12 2'$' b 01-9' d Y x 0.070' 3'x 2"x 0.045" 3"x 2"x 0.070' bad Max.Span'L'I(bending W or deflectlon'dh Load Max.Spon'L'/(bending'b'or deflection'd') Load Max.Span V/(bending'b'or deflectlon'd) 4h Ifl-)1&2 Span 3 Span 4 Span Max. Width(ft.)1 d 2 Span 3 Span 4 Span Cantilever Width(-)1 d 2 Span 7 Span 4 Span Max Cantllever Cantllwer. 5 64' d 5-7' d 6'$' d 1'4' d 5 4'-3' d 5'-1' b 4'-11' b 1'-1' d 5 4'-9' d 5-10' d F-11' b 1'-3' d 6 4'-11' d T-2' d T-3' d t'-3' d 6 T-11' d 4'$' b 4'6' b 1'-0' d 8 4'6' d 56' d 5'-5' b l'-2' d 7 4'-9' d 5-10' d 5'-11' it 1'J' d 7 T-9' d 4'4' b 4'-2' b 0'-11' d 7 4'-3" d T-2' b 4'-11' b t'-1' d a 4'6' d S-7' d 5*6' b 1'-7 d 8 3'-7' d 4'-1' b 3'•11' b 0'-11' d 8 4'-1' d C-10' b 4'$' b 1'-0' d J 9 4'4' d 54' b S-2' b 1'-1' d 9 T-5' b 7-10' b 3'$' b 0'-11' d 9 T-11" of 4'-7' b 4'-5' b 0'-11" d Q 10 4'-3' d 5'-1' b 4'•11' b 1'-1' d 10 3'-3' b T-7 b 3'6' b 0'-10' d 10 T-9" d 4'4' b 4'•2' b 0'-11' d 11 4'-1' d 4'-10' D 4'$' b 1'-0' d 11 T-t' b T-S' b 3'4' b 0'-10' d 11 T$' d t'-1' b 3'-11' D 0'-11' d Z 12 1 T-11' d 4'$' b 4'6' D I 1'-0' d 12 1 2'•11' b T4" b 3'•2' b VAT d 12 T-6' b 3'-11' D 3'-10' b 0'-11' d Q UJ 14"x 0.050' 2"x 3"x 0.045' 2 x 4"x 0.050 (n 2 0 Load Max.Span'L'I(bendin 'b'or defleetlon'd') Load Max.Span'L'I(bending W or do ction'd') Load Max.Spon'L'I(bending'b'or deflection' 2 Z 0 kith(11.)1&2 Span 3 Span 1 Span Max. Width(fL)1 d 2 Span 1 Span 4 Span Cantilever Width(x)1 i 2 Span 7 Span 4 Span C.Moxa-aver 0 0 U C/)Cantilever 5 T•7' d 8'$' b 8'-5" b 1'•11' d 5 5'•2' b 5'-9' b 5'-7' b 1'4' d 5 6'-7' b T-5' b 7'-7 b 1'-T d = W 0 0 J 6 T -1' b T-11' b T$' D 1'-10' d 6 4'-9' D 5'-3" b 5'-1' b TeX d 6 6'-0' b 6.9' b 6'6' b 1'$' d Z M 7 Ii-7 b T4' b T-1' b 1'-9' d 7 4'4' b 4'•11' b 4'-9" b V.2' d 7 5'-7 b T-3' b 6'-0' b 1'-7' d Q F" Q a 5-7 b 5-11' b S$' b 1'$' d 6 4'-1' b 4'-7 b 4'S' b 1'-2' d 6 5'-3' b 5'-10" b S$' b 1'6' d 4 fn J Q F- -9 5-10' b 6'6' b 5-3' b 1'-7' d 9 T-10' b a'4• D a'-2' D t'-t' d 9 a'-1 t' D 56' b 5'4• b t'-5' d W CO 10 56' b 6'-2' b 5'-11' 6 1'6' d 10 3'$' b 4'-1' D 3'-11' b t'•1' d 10 4'$" b 5'•3" b 5-1' b 1'-S d M � t'7 11 5'-3' D 5-10' b 5'$' D 1'6' d 11 3'6' b 3'-i t' 0 3'-9' b 1'-0' d 11 S'-5' b 4'-11' b 4'-10' b 1'4" d o U Q N 0 12 S-0- b 5.7 b S'-5' O 1'-5' d 12 3'4' b T-g' b 3'-7' b 0'-11' d 12 4'-1' b 4'-9' D d'•7 b t'4' d G Notes: p/J d distance from upright to center of brace to beam 1.Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam Q 0 connection to the above spans for total beam spans. CO O 2 UJ 2. Spans may be interpolated. U) LL L.7 O Z N 2 D lollow Extrusions Table 381.1.140A Allowable Edge Beam Spans-Hollow Extrusions _1 Glass&Modular Rooms Q sign load of 27#/SF(43#/SF for Max.Cantilever) For 3 second wind gust at 140A MPH velocity;using design load of 37#/SF(58#1SF for Max.Cantilever) Aluminum Alloy 6063 T-6 0.055' 2'x 2"x 0.044" 2"x 2"x 0.055" Load Max.Span'L'1(bending V or deflection'd Load Max.Span'L'I(bending'b'or deflection'd') Load Max.Spa I(bending'b'or deflection'dj dth(tt.)1 b 2 Span 3 Span 4 Span Max. Width(R) 1 6 2 Span 3 Span 4 Span Max. Width(ft)1 b 2 Span 3 Span 4 Span Mai W Z _ Cantilever Cantllever Cantilever 5 4'-7 d 5'-1' b 4'-11' D 1'-1' d 5 T-7 b T-11' b 5-10' b 0'•11' d 5 T•9' d 4'4' b 4'-2' b 0'-11' d A j 6 3'•11' d 4'$' D 4'6' b 1'-0' d 6 T-3' b T-8' b 3'6' 0 Q-10' d 6 T-7' b T-11" b 3'-10' b 0'-i 1' d L.L J 7 T-9' d 1 4' ' b -2' b 0'.11' d 7 3'-0' b 3'4' b T-3' b 0'-10' d 7 3'-3- b 3'$' b T-7 D 0'-10' d 4 a' 0'L P_ 8 T-7 d 4'-0' b 3'-11' b 0'-11' d 8 7.10 b 3'-"<' b 3'-0' b 0'-9' d 8 3'•1' b 3'-5' b 3'4' b 0'-10' d Q) („)Z T 9 3'-5' b 3'-9' b 3'$' D 0'-10' d 9 2'$' 6 7-11' D 7-10' 0 0'-9' d l 9 7.11' b T•3' D 3'-2' D 0'A' d O n 10 T-3" b T-7 b 3'6' b 0'-10- d 10 2'6' b T-10' b 2'-g' b 0'-9" d 10 2'-9' b T-1' b 17-11' b 0'-9' d W}n 11 T-1' b 3'-S' b 3'4' b 0'-10' d 11 7-5' b T-3- b l 2'-7 b 0'-8' d 11 2'-- b 7-11' D 7-10' b 0'-9' d (3) (D OL 12 7-11' b 3'-3' D 3'-2' b (r-10' d 12 74' b 7-T b 76' 0 0'6" d 12 2'6' b 7-10' b 1 7$' b 0'-9' d m tD 0 cu- (2"x0.070- 3'x 2"x 0.045" 7'x2"x0.070' .oad Max.Soon'L'i(bending'b'or deflection'd') Load Max.Sparc V I(bending'b'or deflection'd') Load Max.Span'L'I(bending'b'or deflection V) t r j W y Z dth(ft) 1 3 2 Span 3 Span 4 Span Max. Width(k.) 1&2 Span 7 Span 4 Span Max. Width(ft.) 1&2 Span 3 Span 4 Span Mu. lJJ J O O W P Cantilever Cantilever Cantllwer. LL a lC 5 5'-0' d 6'-3' d 54' d 1'-3' d 5 4'-0' dft3b 4'-7 h 1'-0' d 5 4'-6' d 5'-T d 5'6' b 1'-Z' d U W W ur 6 4'-9' d 5'-10' d F-10' b 1%2" d 6 T-9' da'-2' b O-i t' d 6 4'-3' d 5'-2' D 5'-0' D P-1' d C W N W 7 4'6" d 5.7' d 5'•5' b 1'-2' d 7 T-7' dT-11' b 0'-11' d 7 4'-1' d 4'-10' b 4'$' b 1'-0' d ?X~ 8 4'4' d 5.3' b 5'-1' b 1'-P d a 3'4' b3'$' b 0-11' d 8 T-10' d 4'6" b 4'4" b 0'-11' d 5>--. Z m 9 4'-2' d a•-7P b a'-9' b 1'-1' d 9 3'-2' D 3'-5' b 0'-1 C' d 9 3'-9' d 4'-3' D 4'-1' b 0._11. d > W 10 3'-11' d d'$' b 4'6' D 1'-0' d 10 T-0' 0 T-3' b 0'-10' d 10 3'-T b d'-0' b 3'•11' b 0'-11" d 11 T-10' d 4'6' 0 4.4' b 0'.11- d 11 2'-10- b 3'-1' 0 0'•g' d 11 T-5" 0 3'-10' 0 3'6' b 0'-11' d J 12 T-9' d 4'-3' b 4'•7 b 0'•11- d 12 2'-g' 0 2'•11' b 0'-9' tl 12 1-3- b T$' b 3'6' b 7-10' d .4'i 4"x 0.050" 2"x 3"z 0.045" 2"x 4"x 0.050" / Load Max.Span'L'1(bending'b'or deflaction'd') Load Max.Span'L'1(bending'b'or deflwtion'dj Load Max.Span'L'I(bending W or deflection'dl dth(fL) Max. Width(1t) 1 a 2 S an 3 Span 4 Span Max. W1dth(ft.) 1&2 Span 3 Span 4 Span Max. 1 6 2 Span 3 Span 4 Span Cantilever p Cantllever Cantilever 5 T-2' b 8'-0- b T-9' b 1'-10' d 5 4'-10' b 54' D 5'-T b 1'-3' d 5 6'-2" to 6'-10' b 66" b 1'$' d 6 6'-7 D 7'4' b T•1' b 1'-9' d 6 4'-5' L t' b 1'-7 tl 6 5'-7 b 6'-3- b 6'-1' b 1'-7' d 6'-9' b F-7- D 1'$' d 7 4'-1' b 4'6' b 4'-5' b 1'-7 d 7 5'-2' b 5'-10' b 5'-7 b 1'6' d 6'4' b 5'-Z' b 1'-7 d 8 TAT b s-T b 4'-1' b 1'-1' d 8 4'-10' b 5'-5" b 5'-3' b P-5' d 9 5L-_4b l 5'-11' D S-9' b 1'6' d 9 T-7' b 4-0' b 1 T-10' b 1'-1' d 9 4'•7 b 5'-1' b 4-11' b 1'4' d 10 5'-1' b 5'-e' b 5'-0' b 1'-5' d 10 T-5' b 3'•10' b 1 3'$' b P-0- d 1 10 d'4' b s-10' b 4'-d' b qd 11 4'-10' b 5'•5' b 5'•3' b 1'-5' d 11 3'•3' b 31•7" b I 3'6' D 0'-1 t' d 11 S'-2' b I 4'$' b 4'6' b 1'-3' n12 4'-8' b 5-2' D 5'-0 b 1'4' d 12 3'•1' D 3'•6' b E P Notes: / HEET at distance from upright to center of brace to beam 1.Above spans do not include length of knee brace.Add horizcntai distance from upright to center of brace to beam connecicn to the above spans for total beam spans. 2. Spans may be interpolated. 7 10 07-08-2004 CF Lair Rail Spans or Header Spans•Hollow Extrusions Table 38.4 Schedule of Post to Beam Size to Glass I Enclosed Rooms Aluminum Alloy 6063 T-6 In load of 22 NISF Aluminum Alloy 6063 Ta B Thru-8ola .try Load Width W•Purlin Spacing Beam Size Minimum Altamate Lep*yt- Minimum Min 9 Knee 6' S-0 5'-6' 6'-0' 6'a" 7'-0' 3'a- Post Size Post Size 1/4'a 318'a Knee Brace* Brace Se b Height'H•t bending•D'ar deneetlon'd 3'x 4-is 0.050"H40OW 3'x 3'z 0.093• 3'x 3'x 0.050' 2 r x r x 0.050' 3)08 10'D 6'•5' 0 67-2- b 5-11-D 5'a' D 5'•5' D 5--3- D Self Mating Beene r x 4'x 0.047 x 0.100• 3'x 3'x0.093' 3'x 3'x0.050• 2 rx3'z0.050' 108 8' b I T-3' 0 6'-7 t' D 5'0' b-FV-t) 6--2' b 5'-111 D 3'x 5-z 0.050'X 0.100' 7 x 3'x 0.093' r x 3'x 0.050• 2 r x r x 0.050' (3)#8 •1' D T-7- D 50-I a'-J' D r-10'b T-7' D T•J' b T-0' D r x 8'x 0.0 x 0.120' r x 3'it 0.093' r x 3x 0.050' 2 r x r x 0.050• (3)1110 rx7'x0.05rxO.120' 3'x 3'x0.093• 3'x 3'x0.050' 2 2 rxrz 0.050' (3)1110 3'.5'd l 1C-:'d l 9'•9' d l 9'a' d 9'-3' d 9'-0' d_j79-- b r x r x 0.055 M insert 3'x 3'x 0.093' 3'x 3'z 0.050' 2 2 3'z 3'x 0.050' (3)1110 ••3' 3'is d 10-.0'a t 00'd 10-3' d 9'-11'd 9'-8' 0 9•a' a r x 0.07r x 0.22P r x 3'x 0.093' r=4'x 0.050• 3 2 r X-4,x O.OSW (3)1112 2'z7x0.07rx0.224• 3'x3-=0.093' rxS'x0.050-x0.100' 3 3 rx5'xO.0STX0.100' (3)x14 Z*x 7 x 0.063'it 0.306' 3*x3'x 0.125 rx5z0.050'z0.720- 4 3 rs6'z0.050•x0.120• 4)1114 'a'a tt'ti dl 10-d' dl 70-i' a 10'-1' d 9••10•d 9'-r d r:to•=0.093'=0.369• 3'x3':0.725' rxrx 0.OS5=0.120' S 4 r:r=o.O5S:0.120' 6)1114 '41-d 11'0-a 11:c d 10.10•d 10-7•d 170'•3-a 10-1'd OoubM salt Meth Beanie 2 3'x5:0.073':0224' rzS'x0.050'z 0.1 o0- 6 4 r Px0.044'x0.100' (8)1114 W'd 12-Y a l l t'A' b I 11'-0'b 10-9' D 10'•5'D 10-0 0 (2)r x 7 x O.O7r x 0.224- 3'x 5 x 0.050 x 0.120' 6 4 1 r it 6'x 0.050•x 0.120' 8)1114 2)rx7x0.08rx0.306' rX7 ,0.055•x0.12(' 8 6 r=6•x0.050'z0.120' 8)114 2)rx10•xo.09rx0.367 rx8'x0.077x0224' 10 8 rxrx0.055'x0.120- 1011114 a 14'.,C•11 14'.5-a ,3•-t t'a IT-7- 11 13'J'a i 12-:11--di The neninetm n mbw of Mm bola is(2) •MMutn post I beam may be used as minimum knee br•4ce aCe. Chair Rail Spans or Header Spans-Hollow Extrusions :D :d to Glass I Enclosed Rooms Z sign load of 25 9/SF Aluminum Alloy 6063 T-6 < W Wary Load width w=Purlin Spaung 3'.4 5'a 5- "Height HeHeight'H'I bending'b'ar aeilecoon'd' O Z O 6-1' 0 6'-0' D 5'•9• D 5'0' b 5•<• b 5'•3' D U) 610'D B-6' DI 6'-1' D A 0" 5'.11' b S ' 0 5'- ' 0 5'-1' D OQZZOJ m ¢! �LLI 0 E •5' D T-7' DI 6'-7 D o-5' D 6'-r b 5'-11'D 5'-7 b _ 3'-9' 01 s-5' b s•3' O I r-to•DZ G Z UJ CO '-a'a l iC'-t•a T-9' d( 9'-6 a 9'-3• 0 9'-0' a 8'-9• b C Z CD O M O F < O Z � 000vO r al ,oa dl 11•,1 01 9'e' a 9•-S' al 9'-r a T-13'd dd Z FE >" I' U '•t'a 70'-3'dI 10'41 a 7(Y-1' tl 9-10'a 9'-;' 0 9'-11• COQ C d n I--• •J2 W 0 U) IL W •r b l 11' 0 70.0. 0 70-1' b 1 910' D 9'i' D I 9-0' b Q Ur O O T x173'-7:'al ,3'11' al 7<-11'dl tt0' tll 77-al 12-i'a Z 2 side. _1 J :Hair Rail Spans or Header Spans•Hollow Extrusions td to Glass/Enclosed Roams !sign load of 29'.ISF Aluminum Alloy 6067 T6 Z curry Laad'Width W=Purlin Soa" W cing N 3's � b -0 ' I s' ' I s' 6' 6'0" I 3'a' 3'a• ie Hetgnt•Mpending•b'or deftection'd' G;i 7J'D S-d' D 5'-T b 5'-1' b 4'-10' a l a'-a' b S0' b .�--• C d r -d' _D 6'-' b l 6-1' D 5'-9" D 5.7' b I �-t- b l 5'•'c D � 0 11"01 T-o D I 7-< b 6'-10' b 1 6'-7' D 67* b o'.r b �r y p m O 5_m D r- W 30 -0' .79-.- D 19'•11' C 3'•5' 3'-2' T.D 1'D I rd' b o 3'-i' a 9'11- tl 9'•1' d 6'-10• D 8'-6' D W J a N Z"x 1U LL tpyQ a! 10' V 3'-3' C 3'-S a l 3'•Y d 8'•1 t'd d'•9' b U W a w a •10.d l0'0'a l 10'-c' C 19.11• a 1 9'-7' a 9'•5' 0 9'-2' a ?NLLI U x -T b 10-3. 3 10-2, D 9'-9' b 1 9'-5' b 9'-1' bl B'-3' D L3-• Z0p Uj j 0 1 Siae. S- L.1 r SHEET 7,D 10 L-----rr----------------------- Amodio Residence 1909 Sevilla Blvd West Atlantic Beach, FL 32233 904-249-8904 White Frame Glass Enclosure 0 24" Knee Wall: 20/20 Charcoal Screen 00 Scale: 1/4" = 12" Contractor: Lifetime Enclosures, Inc. Jeff Briar CRCO28471 5521 Chronicle Court Jacksonville, FL 32233 78"+/- 904-731-5580 904-731-5750 + Date: r Drawn By: a Ray F -;------------ ' Glass Glass ' Glass it Glass i I j 40"+/- ' j 54"+/- I! 54"+/- I ( ; 72"+/- CL.; +I Q Door I o ` �� !+ f + g �! I i M r GO NI' i Ir 1 i I 2x4x.050(tYP) I ' i i Ll x3x.044(typ) t i 8 ' + - + - 74"+/- South Elevation General Notes and Specifications: 1. The following structures are designed to be married to block and wood frame structures of adequate INTERIOR BEAM(SEE TABLES structural capacity.The contractor/home owner shall verify that the host structure is in good condition 38.1.4) and of sufficient strength to hold the proposed addition. 2. If there is a question about the host structure,the owner(at his own expense)shall hire an architect, engineer,or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16'from the host structure.Freestanding structures shall be limited to the maximum spans and size limits of component parts.Larger than these limits shall have site specific engineering. H 4. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile/manufactured home built prior to 1994 shall use"fourth wall construction"or the contractor I home owner shall provide detailed plans of the mobile I manufactured home and inspection report along with addition plans for site specific review and seal by the engineer.This applies to all screen/glass rooms and/or structures to be attached. S b."Fourth wall construction"means the addition shall be free standing with only the roof flashing of the two units being attached.The most common"fourth wall construction"is a post&beam frame adjacent to the mobile/manufactured home.The same span tables can be used as for the front wall beam.For fourth wall beam use the carrier beam table.The post shall be sized according to this manual and/or as TYPICAL SLOPED SOLID R a minimum be a 2"x 3"x 0.050"with an 18"x 2"x 0.044"knee brace at each end of the beam. SCALE: N.T. c. For mobile/manufactured homes built after 1994,structures may be attached,provided the project ALUMINUM ROOF SYSTEM follows the plan provided in this manual.The contractor/owner shall provide verification that the PER SECTION 7 structural system of the host structure is adequate for the addition to be attached. d. If the mobile/manufactured home manufacturer certifies in writing that the mobile home may be attached to,then a"fourth wall"is NOT required. RIDGE BEAM(SEE TABLES 5. Glass and modular walls between existing walls,floors,and ceilings shall be allowed and spans shall be 3B.1.5) figured the same as other glass and modular walls. 6. When using TEK screws in lieu of S.M.S.,longer screws must be used to compensated for drill head. 7. For high velocity hurricane zones the minimum roof live load/applied load shall be 30 PSF. r 8. The framing of existing screen room walls to receive windows or solid sheathing shall be accomplished with H the details of this chapter 9. Loads,coefficients,spans and heights may be interpolated between values but not extrapolated outside values. til Section 3B Design Statement: The structures designed for Section 3 are solid roofs with screen or solid walls and are considered part of an enclosed or partially enclosed structural system since they are designed to be married to an existing structure. TYPICAL GABLE SOLID R, The design wind loads used for glass rooms are from ASCE 7-98 Section 6.5,Analytical Procedure SCALE: N.T. and are in compliance with the 2004 Florida Building Code.The loads assume a mean roof height of less than 30';roof slope of 20"to 30'(+/-10');1=0.77.All pressures shown in the table below are in PSF(#/SF).Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10'and 16'projection with a 2'overhang.Any greater load width shall be site specific. General Notes and Specifications for Section 3B Tables: Section 3B Design Loads for Screen,Glass,&Modular Rooms Glass Roams over Hang Note 1: Framing systems of glass Enclosed All Roofs Roof wan rooms are considered to be main 100 MPH -201-20 +15/-13 +201-30 frame resistance components. 110 MPH +20/-23 +18/-15 +20!36 Wind(Dads are listed as minus 120 MPH +20/-27 221-18 +20/43 loads for roofs and plus loads for 123 MPH +20/-29 +23/-19 +201 45 walls. To convert above wind 130 MPH -20/-32 +25/-21 -201-50 loads to"C'Exposure loads 140A E B MPH +30/-37 +29/-25 +301-58 multiply by factors listed in Table 150 MPH +30/.43 +341-28 +30/417 3B-C. Conversion Table 3B-A Wind Zone Conversions for Glass&Modular Rooms From 120 MPH Wind Zone to Others Roofs Walls Wind Zone Applied Load Deflection Bending Appiied Load Deflection Bending MPH (#/SF) (d) (b) (#ISF) (d) (b) 100 20 1.11 1.16 15 1.14 1.21 110 23 1.05 1.08 18 1.07 1.11 120 27 1.00 1.00 22 1.00 1.00 123 29 0.98 0.96 23 0.99 0.98 130 32 0.94 0.92 25 0.96 0.94 140 A d B 37 0.90 0.85 29 0.91 0.87 150 43 0.86 0.79 34 0.86 0.80 Conversion Table 313-13 Conversion Table 3B-C Conversion Table 3B-D Wind Zone Conversions for Over Hangs Conversion Based on Mean Height of Host for Glass&Modular Rooms (for All Room Types) Structure for Glass&Modular Rooms from Enclosed to Partially Enclosed From 120 MPH Wind Zone to Others From Exposure'B'to'C' Roof Walls Wind Zone Applied Load Deflection Bending Span Multiplier bendin b) 0.92 0.90 MPH A/SF) (d) (b) M.an Host Load Pans Composite d.11ectlon d 0.90 0.65 100 30 1.13 1.20 Structure Height Multiplier Panel. 110 36 1.06 1.09 0.15' 0.94 1.21 0.91 120 43 "[-,K1.00 15'-20' 1.29 0.92 0.88 123 45 0.98 0.98 20'-25' 1.34 0.91 0.86 130 50 0.95 0.93 25'-30' 1.40 0.89 0.85 140 A&B 58 0.91 0.86 150 67 0.86 0.80 Table 3B.1.1-110 Allowable Edge Beam Spans- Glass&Modular Rooms For 3 second wind gust at 110 MPH velocity;using d1 Aluminum Alloy 6063 T-6 2'.2'x 0.044" 2" Load Max.Span I(banding or deflection V) Width(fL) Max. W -�` 1 d 2 Span 3 Span 4 Span Cantilever v 5 4'-2' d 5'-1• b 4'-10' D 1'•1' d O 6 3'-11- d 464• to 4'-5• b 1.47 d 7 I T-9' d 4••3' D 4'•1' b 0'-11• d in _.� 8 3'•7' d 3'-11• b 3•-10' b 0'-11' d 9 3'4' b T-9' b 3'•8• b 0'-10' d 10 3••2' b 7-7• b 3'•5' b 0'•10• d 11 3'-0' b 3'-5• b 3'•3' b 0-10' d COMPOSITE ROOF OR WALL PANEL 12 z-11' D J••3• b 3-z D m-1a d 3"x 2"x 0.045' 7" SCALE: 2'=1*-0• Load Max.Span'L'1(bending'b'or deflectlon'd*) Width(M.)i d 2 Span 3 Span 4 Span W Cantilever 5 4••9' d 6-10' d 5'-10' b 1'-21 d 6 4'-5• d 5.6' d 5'4' b V-2' d 7 4'3' d 5•1• b 4'•11' b Vol' d 6 4'-0' d 4••9' D 4'-7- b 1'-0• d 9 3'•11' d V-6' b 4'4• b 0-11' d 10 T-9- d 4•-3• D 4'•2• b T-11- d WINDOW&DOOR LOADINGS 11 3'8' d1 4'-, b 3'-11' b T-11' d 12 3'�' b 3'-11' D 3'-9' D 0'•11' d 2-x 3'x0.045" Y Load Max.Span'L'I(banding'b'or do ection'd) <� Width(ft.)1 b 2 Span 3 Span 4 Span cantilever over W 1<+ 5 S-10• d 6'-10' D 6'-7- D 1'-6• d CZ) 6 6-6' d 6-30 b 6'4' D '-5' d 7 5'•Z' to 5-9• to 5'-7' b 1'.4 d h 6 4•-10' D 5'-5' b 5'-2" D•7T-3• d 9 4• • b 5'•1• b 4'-11• b 1'-3• d 1 O ( 10 4'4• b 4•-10' b 4'-8' b 1'-2' 0 4 it 4'.1' D 4'-7* D 4'-5' b *a 12 3'•1 t- b 4'-5• b 4'-3' b 1'•1' d a i Notes: Least Hor zontal 1.Above spans do not include length of knee brans.Add honzor 2.Spa b to above spans for blot beam spans. Dimension --,a2.Spans may he interpolated. NOTES: Table 38.1.1.120 Allowable Edge Beam Spans- 1.FOR PARTIALLY ENCLOSED DESIGN LOADS MULTIPLY PRESSURES LISTED BELOW Glass&Modular Rooms BY 1.31. For 3 second wind gust at 120 MPH velocity;using d 2.FOR•C'EXPOSURE MULTIPLY PRESSURES LISTED BELOW BY LOAD MULTIPLIERS Aluminum Alloy 6063 T-6 LISTED IN TABLE 3B-C. 2"x 2"x 0.044' z Load Max.Span•L'I(bending'b'or do ection'd7 Width(ft.) 1 d 2 Span 3 Span 4 Span Cantilever N 6-3C Enclosed Structures 5 P-11' d 4'-6• b l 4'-6' to 1'.0' d ASCE 7-98 Section 9.5 Method 2-Analytical Procedure Results 6 3'-9• d 4'•3' b 4.1 b 0'-11• d 7 T-6' D 3'-11' D 3'-10' b 0'.11' d Gable 0 to 10' Design Pressure(PSF) a T-3' b J'3' D 3'-7' b 0'•10' d Location Zone Effective Buie Wind Speed V(MPH) 9 3•-1• D J'�- b 3'4' D 0'A d Wind Area 10 2•-11• D 3.3' to T-2' b 0'•10' d SF 90 100 110 120 130 140 150 160 11 7-10• b 3•-2- b 3'-0' D 0-9• d 10 6 AS 7 .18 9 -22 11 -26 12 30 14 •35 16 .40 19 46 12 7 8' D 3'-0' D Z-t t' D 0-9' d 1 20 5 .14 7 •17 8 .21 9 -25 11 .29 13 -34 15 -39 17 .44 3-x 2"x 0.045" 3' 50 5 -14 6 .17 7 -20 9 .24 10 •29 12 -33 14 •38 16 -43 Load Max.Soan'L•/(bendinq'b'or deflection'd') 10 6 -24 7 •30 9 .36 11 43 12 -51 14 -59 16 -68 19 •77 Width(h.) 1 6 2 Span 3 Span 4 SpanMa:. V Roof 2 20 5 -22 7 -27 8 32 9 •39 11 45 13 -53 15 -60 17 -09 Cantilever 50 5 -18 6 -23 7-27 9 -32 10 •38 12 44 14 •51 16 •SIb 5 4'46• tl 5'•6' d 5'-5' b 1'-2' d 10 6 -37 7 45 9 -55 11 b5 12 .77 14 •89 16 •102 19 .11 6 4'3' d 5'-1' b 4'-11' D 1'-1' d 3 20 5 31 7 -38 8 46 9 -54 11 •64 13 .74 15 •85 17 -9 7 3'•11' d 4'•9' b 4'.7' b V-0' d 50 5 -22 6 -27 7 .33 9 39 10 46 12 •53 t4 .61 16 -6 a T-8'T-10 d 4'•5' b 4'-3' b 0'•11' d Gable 10'to 30' 90 100 110 120 130 140 150 160 9 3'-R' d 4'-Z' D d'-0• D 0'•11' d 10 8 -13 10 -16 13 •20 15 -24 18 -28 20 -32 23 •17 27 4 10 3'-0' b 3'.1 t' D 3•-10• b 0!.11* d 1 20 6 -13 10 -16 12 •19 to •23 16 •27 19 -31 22 -35 25 4 11 3'4• 0 J'-9' b 3'-8' 0 0'•10' d 50 7 -12 8 •15 10 -18 12 .22 14 .26 16 •30 18 -34 21 39 12 3'•3' 3'-7' D 3'6• 6 0.10' tl 2' 1'x 0.045" 10 6 -28 10 -35 13 42 15 -50 18 -59 20 -68 23 .78 27 d9 x 2' Load Max.Spa.V/(bending'b'or deflact,on'd') Roof 2 20 8 -26 10 -32 12 38 14 46 16 -54 19 432 22 -71 25 -81 Width(ft) 1 6 2 Span 3 Span d Span Naz. V 50 7 -22 8 -27 10 -33 12 39 14 46 16 •53 18 -01 21 -69 Cantilever 10 8 -28 10 -35 13 42 15 -50 18 -59 20 -68 23 -78 27 -89 5 1 '7' d 6'-3' b 6'-t' b V-S' d 3 20 8 -26 10 32 12 -38 14 46 16 •54 19 l2 22 -71 25 d1 6 5'-2' b 5'-9' D 5'•7• D t'4' d So 7_22 8 -27 10 -33 12 •39 14 46 16 .53 18 -61 21 -69 7 4'-9' D 5'4- D I 5'-2• b 1.3 d h<60' 90 100 110 120 130 140 150 160 a 4'-5- b 4'-11' b 4'-10- b I. d 10 15 -16 18 -19 22 -24 26 -28 30 -33 35 -38 40 44 46 -50 9 r-2' D a'-8' D I 4'a' b 1'-Z' d 4 20 14 -15 17 •19 21 -23 25 -27 29 •32 34 -37 39 42 44 48 '10 b 4'-5' b I 4'4• b 1'-1' c 50 13 -11 16 -12 20 -21 23 •25 27 30 32 .35 ]6 40 41 45 11 3'•10- D 4'-3' b 4'-1' b V.1' d Wall 100 12 -14 15 •17 18 -20 22 -24 26 -28 30 -33 34 -38 39 4J 12 3'-8' to a'-1' b 3'-1 t' b V-1' d 10 15 -19 18 •24 22 -29 26 35 30 41 35 47 40 -54 46 -62 Not.$: 20 14 -18 17 -23 21 -27 25 -32 29 -38 34 44 39 .51 44 -58 1.Above spans do not Include length of knee brace.Add honzo 0 13 -18 16 -211 20 -25 23 -29 27 •34 32 40 36 46 141 -52 1 connection to!he above spans for total beam spans. 100 12 -15 15 -19 18 -23 22 -27 26 -32 30 -37 34 42 39 48 2. Spans may De interpolated. Table 3B.2.1 Allowable Upright Heights,Chair Rail Spans Or Header Spans Table 3B.3.1-120 Allowable Upright Heights, For Glass&Modular Rooms For Screen Rooms Convert Aluminum Alloy 6063 TA For 3 second wind gust at 120 MPH velocity;using det For 3 second wind gust at 110 MPH velocity;using design load of 16 s/SF Trib Tributary load Width,H.�Purlin Spacing Sections T-0' T•6' 4'-0' Sections 3'-0' T-0^ 1 4'-0' 1 4'-6' I 5,-r I S'a' 1 6'4' 1 6'•8' 1 7--0' I Tfi' Allowat Allowable Height'H'I bending'b•or deflection'd• 2'x 2'x 0.044"with 8.4' b 7. -9' b r-3' b 6' 2'x 2'X 0.044- Hollow 6'-10• tl 6'd' d 1 6'-Z' d 1 5'-11'd 5'd' b I S'5'.S* 0 5'-T D 1 5-0' D 1 4'•10'b Snap Cap attached 4'$• D 1•x 2'x 0.044" g. 2'x 2"X 0.055- Hollow I r•32 d 6'-10'a 1 0-7" C I p'4' d l a-1' d 5'-11'd l 5'a' b 5'-6' D J' 0 5'-i' b 2 d B'd' b d'-2' b + 3-X 2"x 0.045- Hollow T• 2'r z z Existing 9' d Ts• d iy d 6'-3' d l 6'd' d 6'4• d 6'-2' d l 5'-1 1' a 5'-3' b S-T 0 2'z 2"z 0 0.044' 3'x 2'x 0.070' Hollow I T-8• d T-T a 7'.11• a T-7• a T-4 a 7'•1• a l a-11-d 1 5-9' 01 1 -T d F-5' If1 T•2•b 174.0 9'a' b 9 2-a 3'X 0.045- Hollow I T-7. a 9•-1• a 6'41 D 1 8•-1• 01 Ta' D 1 7'4• p i 7'.0• 0 6'•9' b 1 6'01' D 6-T D to 2•x 2'x Existing 2'x 4'x 0.050' Hollow 112'-5•d I 1'.g* *I 11'-0• b 10'-4' b 4-10'D 9'-5' D d'-11'D 8'd' b l d'4' D 8'47 D 3-x Y x 0.09Y Sq.Tub; 11'•11'd t T4'd 10--lo-di Ti 2'x 5"x 0.050' S.M.S. t r-r d 1 Bl'd 115-T Q 15'-0'd 14'-3• D ITT-7- b l 13'-0" b 12.6• b 12-1'0 11'48 D S x 3'z 0.09]'to(1) 12.10'd 12-3'a 11'a'0 11 2^a 6"x 0.050' S.M.B. 20--1'tl 14-1'd 18'-J' d iT-5' D 16'd•01 15.3' b 1 15%1•b 14'•6• D 13'-11•D 13•4'Is t•x 3'x 0.4'Open Back 277 r x O.Ou^ Snap Td• d r4' d 0'•11'd 6'A' a 6'01' a 6'-3' tl 6'•1' d 5.11' d 5'-9' D S-T b (Load to 3"Direction)- 2"X 3'x 0.045^ Snap 10'-4'd T-10'a 4.5' d 4.1' a 8'01' D I 8'4' D T-11'D T-a' D Ts• b r•1• b 3'x l'z 0.125•SG Tub• 13'•1'o f t2-5'a tt'-101 a 11 2'x 4'x 0.045' Snap 1 13'-1'd 12-5•ill t 1'-71'a 11'-3-III 10'd• D 10'-T D 9'-9' D 9'4• b a'-11' a 8•d' b 3-x 3-it 0.09Y to(2) IT-a,d 12.1 t'd l 12-a'd 11 For 3 second wind gust at 120 MPH velocity;using design load of 22 s75F t•x 3'x 0.44'Open Back3-x 3"X 0.097'to,(1) 14'-a d 13'd'a I iT-1'd 1; Tributary Load Width W•Punin Spacing 1'x S'x 0.44'Open Beek Sections 3'-0• Tb' 4'-0' 1 4'4• 1 S-0' 1 S-6' r Fo- 1 6•-6' I T-0' 7-4- (Load to 4'Direction)* Allowable Height'H•blending W or deflection'd' 4'x 4"X 0.125'Sq.Tube 1 T-7•d i6'd' 0 15'•1'-a 2's 2•X 0.044- Mollow 1 6-5' d 6'-t' dl 5-9' b 1 5'-5' b I 5'-r 0 4'.11•b 4'01' b 4'd' b 4.4• b 4'-3• D Note: r x r x a.osr Hollow 6'-9' 0 6'-5 a I 6'-2' d 5'-11-a 5'a• D 5'4• D S-2• b 1 4--11. 0 1 4'-9• b 4'-7- b Spans may be interoolat d.- 3-x 2'x 0.045• Hollow 1 r-3' d T-10•dl T--, 0 I 6'4' a I T-1• a T-11'b I Sa• b I S-5' b 1 5'-3' 01 S-1' b Load assumed to oe aep+ied m ne direction normal to re spedfied 3'x 2"x 0.070' Hollow 8'•1' d T-9' (I-177-F-- d T-7' d 6'•10'a 6'd• tl T-5- d 6--1' d 5'-1' d T-11•d 2'1 3•x 0.045' Hollow 18'-11'd 8.4' D T-9' p T4' D 6'•11'D 6•a' D 6'4• b 6'•7• b 5-11'D S-8' b 2•X 4"x 0.050" Hollow 1 11'-6•D 10'a'b 7-11- b 9•-5' b 8'-11-b a'-6 b 8'-1• D T-10- D 7.0• of r-3' b 2'z 5"x 0.050' S.M.B. i6'-7'd 15'-T d t4'•S' D ,T•7-b 12-it'b 72-4-of 11•-9• b 11.4• b 17.17•D 1101-r b Table 38.3.1-130 Allowable Upright Heights, 2'x B':0.050- S.M.B. 118'-10'a 47.10•D 18'a' D 15••9• b 114'-11'b 14.3•b 1Ta• b 13.' D tea•b 12-r b For Screen Rooms Convert, 2"x r x 0.044' snap I 7.Z' d q6'-1 o'it 6'b' a 6•-3• d 6'•11• a 5'•10-b 5'•r b For 3 second wind gust at 130 MPH velocity;using de 2"z 3•x 0.045• Snap 1 4a' d 4.3' di 8••to• D B'4' 0 r-10•0 1 7'a' b 1 7--2• D I T-11- b iia' b 6'•S b Tri Z'x 4"x 0.045' Snap I 12-7•d 1 lea•01 110•-9' b 10'-2' D 4a' D 1 9'-2' D 1 T-9• D I 8'-5• to 3'-r b 7,-10•b Sections 3.4- T-r I 4'-0' Notes: Allow 1.Above spans do not include length of knee brace.Add horizonW distance from upright to center of brace to beam connection to the Z'x 2"x 0.044'with 8•-21 61 T-r b I T-1' 0 above spans for total beam spans. Snap Cap attached 2. Spans may be interpolated. t"x Z'x 0.044' 75• D T-10'b T-T D Table 3B.2.2 Allowable Upright Heights,Chair Rail Spans or Header Spans to r x 2'z Existing 2•x r x 0.0M' 4-2' O X-51ta r-11'III For Glass Modular Rooms to r x 2'x Existing Aluminum Allay 60W Ti 3'It 3•x 0.093•Sq.Tube 11'.1•a 110'- al 17.7•a I 9 For 3 second wind gust at 130 MPH velocity;using design load of 25 XISF 3'x 3-x 0.093'to(1) 11'•11.0 11'4'd 17.10•D I 7C Tributary Load Width W e Punin Spacing 1'x 3'x 0.4'Open Back Sections 3'-0' ]'•6' 4'-0• 1 4'4' I T-0' 1 5*-6" 1 6•-0' I 6••6' 1 r o- ra• (Load to 3'DirecMonl- Allowable Hugh'H'I bonding'b'or defiection'd' 3-a 3-x 0.125'So.Tube 12-2•Q 1.V-7•of iC 2"z 2•x 0.044- Hollow 1 6-1• d 5'-10'a 1 S•7' d 54' a 5-e d 5'-0' d e-10'd 4'A' C I 4'-T 77 ca' d 3"x 3"x 0.093'to(2) 126'd 172-t•al l l'd'0 11 2"x r x 0.055" Hollow I N- a 6'-2' a l 5'-1 t' a 51a' 01 So' d I 5'4• d 1 5--2- d l 5-0- a 1 4!-11-d4'-9' d 1'x 3'z 0.44'Coon Back 3'x 2-X O.04S Hollow 6'•11'd 6'-7' 011 ii 4' 01) 6'-t• d 5'-10'a i 5'a' it 5'01' d 1 51. d 1 S3• d 6-1• d 3's 3'z 0.093'to(1) 13'-5'0 12-9'd I 12-2'a 1. 3-1 2"X 0.070" Hollow I T•9• d 7'-S of r-1• d l 6'-70' d 1 6'-7- d 1 6'4' d o-2• d 1 T-0* al 5-17 d I T-9' d 1•a 3'x 0.44'Open Back 2"x 3'x 0.045- Hollow i T-T d 8'-2' al T-10'01 1 7'-6' d 1 T-3' d I r-0' d I T-10'a I 6'a' a 1 So d T-3• b (Load to 4•Direcbonl• 2'x 4'x 0.050^ Hollow 1 11'-2' d 101.7-01 17-1'd l 4'-9' d 4•S a l 9'-1' 01) 8'-10.0 8'-r a l 01'4• b 8'-0' b 4'z 4•x 0.125-Sq.Tube 76'-1'd 1 15'.6-d 1 14•-1 C'a l 1+ 2'x 5'x 0.050' S.M.B. I 15'-5' 0 14'-r 01 13'-11'a 13-Y d l 12-11'.1 12'-T all 12-T of 11••1 r a t 111••7• a 11.4'd Nota: 2^x 6'It 0.050" S.M.B. I i a•-0•d 17"-l* a 1 16'4di 15'•9•d 1 15'-Z'd 1 14'-9•of 14'4'd 1 13•-11•a 1 '3'-T 0 iT-3-d 'Load assumed to be applied in the Cirecaon ramal to the specifie+ 2^x 2'x 0.044' Snap 1 6-11"d 6'-7- d 1 6'-3' d 6'-0• a I T-10'd 1 S-a- d T-6' d 5'-11• d I 5'-r d S-1' d Spans may be inlorpoiate0. 2'x 3'x 0.045' Snap I 44• d 8'-10'd l 3•-5' 01 1 d'-1' d 1 7'-10'C I T•7• d 1 7-.5• d 7'•� di r-0- d 6'-10•d 2'1 4•x 0.045- Snao I n'-9' d 71'•2•a l t7a' C I 10'3• of y-t 1' dl 9'-T' d 9.4• a 4.1' C 8'•10•d I 8•a• d For 3 second wind gust at 140A MPH velocity;using design load of 29 AISF Table 38.3.1-140A Allowable Upright Heights,'. Tributary Load Width Ws Pv in Spacing For Screen Rooms Convert Sections 3'-0- X-6- I C-0' 4'01- I 5'-0' e'a' 6'-0• 6 01' r-0• T-0' For 3 second wind gust at 140A MPH velocity;using d Allowable Hugnt'H'I bending W or deflection's' Tri 2"a 2'x 0.044- Hollow 1 5'-10' b 5'4' b I 5-0' b 4'-9' b 1 4••6' D 4'•1' b 1 4'•1• of 3'-11' b l J'-10' b T-WW D Sections 3'-0' I ]'-6' a'-0' r x r x 0.055• Hollow 1 6'-2' d 5'•10•b 1 4-6- 0 5'-2' b 4'•71•b 4'a' b 4.01' b 4'4' b I t'-2' b 4'-0' D Alio.st 3^x r x 0.045- Hollow 1 T.7' a T-S a 15-11'a 1 5'-8' 71 -5' b 1 T.2' 01 4'-11' b 1 4'•9' 01 4'•7' b 4'•S' b 2"x Z'z 0.044-..in TZ b 1 T-7* 0 6-2* 0 5• 3'1 2'z 0.070' Hollow I 7'-5' d T-0• 01 6'•3' of 6'd' a i 5 ' al 6'•11• ti l 5'-I 0 5'-r b S'S' b 11 b Snap Cap attached 2"x 3"x 0.045- Hollow, 1 T-101' D 7.3 D 5.9' 01 6'-5' D l S b l S. b l 5'01' D 5'4• D a-Z' 0 4•-11'D 1'x Z'x 0.044- 8'-2' b i-r b I T•1' b I c 2'X4'x 0.050' Hollow IT-0' 0 9'-3• b 1 T-3' D 8-c D I.i'-9' b 7-.5' D 7'-l* b 1 5'-10' 131 6-T b ti4• 0 to 2'x 2'x Existing 2'a 5"X 0.050' S.M.B. 141-6' b 113'•5' D 12.7• D 11'•10'b t t'-3' b 10•-3' D 110'•3' b 4.10' 0 7-6" b 9'-Z' b 2'a 2'1 0.044• 7-8" b 18'•111'ta i 8'-5' b T+ rY6•Y 0.050" S.M.B. 16'•10'b 15.7• D 74'•7•D1 IT-9' 31 IT-O' b 12.5' bI 11'•11-bl 11'•5' bI 17.1t•b 10'-8•b to 2" Z'x Existing 2-a 2'x 0.044- Snap 1 S'•r d 1 6'-3' C 1 5.11' 0 1 5'01' D i 5*= 01 5'-1' b 1 X-1 V b 1 4'01- 01 4•-6' D 4.4• b 3-x 3•x 0.093-Sq.Tube 10•-17 a l 104'01 9'•11' a 9' 2-x 3"x 0.045" Snap I T-10• Ta' 0 1 T-3' D I a'•10'b I 5'a' b 6'-1' b I T-0' D 1 5-'C'b 5'-T b 3'a 1'x 0.(193'to(1) 11-9,d i t:c 0 10'0"a 1O 2"1!'10.045" Snap 10'•10'0 17-01 bl s-S D 8'-10' b a'-5' b 7.11" D T'a' al r-4- b1 T-1• b 6'•10•D 1'al":O.u•Opm Back Notes: (Load to 3'Direction)' 1. Above scans do not induce length of knee brace.ACd horizontal distance from upright to center of brace to beam connection to Ute 3':3-x 0.125'Sq.Tube t 1••11.01 11.4•431 10'-t C'a I 1 above spans for total beam scans. 3'x 3'it 0.093'to(2) 2. Spans may be interpoixtic. 1':3"it 0.44.Oven Back Table 38.3.1-110 Allowable Upright Heights,Chair Rail Spans or Header Spans-Hollow Extrusions 3-a 1 x 0.093'to(1) IT-Z'di 12'0'd 1x'71 al 11 For Screen Rooms Converted to Glass!Enclosed Rooms t-x 3'X 0.44-Open Back (Load to 4'Dlrectlonl' For 3 second wind gust at 110 MPH velocity;using design load of 18 VSF Aluminum Alloy 6063 T-0 d'a 4"x 0.125-So.Tup• IT.I'a! tae-r a 1 1 Tributary Load Width W-Punin Spacing Note: - Sectlons 3'-0- 3•-6' 4'0• 1 5'1- 1 S-a' 6'-0' 6•-6- I T-0• T-0' •Load assumed to be applied in 07e CireC+on no..^ai to the specf,I Allowable Hua_nt'H'l bending'b'or deflectlon'd' Spans may tied to be area. 2-z 2"z 0.044' .in I 8'-7' d I 8'-2' c I 7'-3' d T-S' S T-0' D I T-T b d'-S b I T-2' b 15-i t•b 5•-4' D Snap Can,attached 1'x 2'x 0.044' 3'•10'O( 9'4' Q I T-1 t' a a'.6 D I 3'-l' al 7'd• b I T-4" D I 7'-1' o 18'.0' b 6'-T b to r x 2'a Existing 12'-1'a 11'-5' b I 1016• b to'-;' a, 3'-p' D( 9.-1. D31 * D a'4' a I T-1' b T-9' b to 2'x 2•z Ezistinq 3"z 7^:0.093'Sq.Tube I 12'-9'a l 12-^.'01 11-7- a t 1'-"c' e l 10'•9' d i 10'•5' 1 1 10'-Z-a l 3 a I ;'-a- a 1 4S1 a 3"z 3"x 0.097-to(1) I 13'-9'a 13'-1'C t 2%6 a 12-u"'c I 11 d t 11'•3' a l 101-111,31 101.7• c l :7-4' a 17-r d t^x 3•x 0.44"Open Back (Load to 3'Direction)* 3"X 3•x 0.125"Sq.Tube\ '-1 t-d IT-3'd 112'•8- a 12=r o f 11'•^y' (III 11'-5.dI I%--!-a 10'-10'd l •7ti a 173•a 3'x 3-x 0.093"to(2) �* d IT-10'a l 13.3' C 12'-9'a l 12'4• d 11'.11'dl 11'-7-q 1 P•3' d I' -11'd 17-9'tl i1^x 3^x 0.44'Open Back 3-X 3"z 0.097"to(1) 15'-5'd 14'-7-a 13'-t t•d 13'-5'a I I-1 t'0 1 12'-7- al 12'-3'tl I 11'•11'a I 11'-0' b 1 11•-i'b I'x 3•x 0.44-Open Back (load to t•Direction)' 4^zd'10.125"Sq.Tube 18'-10•d 17•1 ted iT-11 d 16%5 cl 15'-iC'tl 15'-5' ai 1_•111.0 14'-7" al tr-r d 1T•1Td Note: Load assumed to be apoiied in the direction normal to die sped6ed side. Spans may be interpolated. CITY OF ATLANTIC BEACH Cc. J r D. Ford BUILDING / ZONING DEPARTMENT L. Higgins S 800 Seminole Road oerr v Atlantic Beach,Florida 32233 "Emir (904)247-5800 R C `/ L� (904)247-5845 Fax s www.coab.us CITY OF ATLANTIC BEACH ` BUILDING R 7ON NG PLAN REVIEW COMMENTS JUL 14 2005 I Permit Application # rDS_ �d 8c1 BY: f Property Address: (Qt O L—LA Applicant: L--I Project: "J IJ 20or-'� f This permit ap 'cation has been: 'ewed a the f wing' ms ention: U _ a Please re-submit you ppl" ation when these items have been completed. Reviewed By: 7 Date: D 7'/9—OS Date Contractor Notified: RE0EIVE�L .... CITY OF ATLANTIC .r=^H Y :) 005 CITY OF ATLANTIC BEACH JUN 3o X BUILDING PERMIT APPLICATI (ALTERATIONS/ADDITIONS) BY: Date: Job Address: Q �' Owner of Property: I 5 Address: 1q09 4 Py l 1(a- 9 y• � -S'f _ Telephone: JQ ' q Legal Description: Block Number: Lot Number: 0 Zoning District: 5-eat ( I GL. &rO(VIS Contractor: L;1,04jMe_ E�010 u-re-S State License Number: Om�, nggq Contractor's Address: ` �3?a`S� Telephone: Fax: 73(- 570 Describe proposed use and work to be done: Present use of land or building(s): Valuation of proposed construction: ( Q 4(0 q - What are the dimensions of the added space:171 (0 11 feet x 6X' b" feet Will the added area be heated and cooled? New electrical or increase in service? (e- Add plumbing fixtures? Add fireplace? Add heating/air conditioning? _ Is approval of Homeowner's Association or other private entity required? If yes, please submit with this application. Willth' project involve changes in elevation,site grade or any use of fill material or the removal of any trees? 7O. Applicant certifies that no change in site grade or fill material will be used on this project. ❑ YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. <O. Applicant certifies that no trees will be removed for this project. ❑ YES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required (If not required. written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Enemy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor, and four(4)complete sets of construction plans to the Building Department,which is located at the Atlantic Beach City Hall, 800 Seminole Road,Atlantic Beach,FL 32233 Telephone:(904)247-5826 800 Seminole Road •Atlantic Beach, Florida 32233-5445 Telephone: (904)247-5800 • Fax: (904)247-5845 • http://www.ei.atlantic-beach.fl.us Revised 1/14/03 Page 1 In*addition to construction and engineering detail, plans must contain the following information as appropriate for the type of work being performed. Scale of drawings should be sufficient to depict all required information in a clear and legible manner. I. Current survev showing the propertv boundary with bearings and distances and the legal description. 2. Location of all structures,temporary and permanent,including setbacks,building height,number of stories and square footage. Identify any existing structures and uses. 3. If required by the Department of Public Works.a pre-construction topographical survey. 4. Any significant environmental features,including any jurisdictional wetlands,CCCL, natural water bodies. 5. Impervious Surface area calculations: include driveways, sidewalks, patios and other Impervious Surfaces. Swimming pools may be excluded from total Impervious Surface. 6. Other information as may be appropriate for individual applications. I hereby certify that all information provided with this application is correct. Signature of owner: /,ti '_C ' =" Date: I herebv certify that I have read and examined this application and know the same to be true and correct. All provisions of the laws and ordinances governing this tvpe of work will be complied with, whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any federal,state or local rules,regulations,ordinances,or laws in any manner,including the governing of construction or the performance of construction of the property. I understand that the issuance of this permit is contingent upon the above information beanVidt and that the plans and supporting data have been or shall be provided as required. Signature of ContractorDate: Address and contact person to receive all correspondence regarding this application (please print). Name: CA4 m dco�n Mailing Address: ( I G3 `�`��`� Telephone: Fax: 73 I' Sri 6 E-Mail: AS TO OWNER: Sworn to and subscribed before me this 47 day of Ct,Cy, ,2005 State of Florida, County of Duval Notary's Signature: o`<►AYP��'. Ton a Claalr y Commission#DD297974 Personally known Expires:Apr 23,2008 E] Produced identification OF `' Bonded Thru Type of identification produced l��j30.53�5 'Coa• (�(' I'''' Atlantic Bonding Co.Inc. AS TO CONTRACTOR: Sworn to and subscribed before me this r-?7 day of� V ,200S� State of Florida, County of Duval Clau Notary's Signature: S�,p`l PUB�i ;=o. ';� isston#DD2 ZU08 Personally known ExpirBor „ ❑ Produced identification nd Thr ' oiN. Apcgonding� Inc. Type of identification produced i,lt800 Seminole Road • Atlantic Beach, Florida 32233-5445 Telephone: (904)247-5800 • Fax: (904)247-5845 • http://www.ci.atiantic-beach.fl.us Revised 1/1+/03 Page 2 JUN 29,2005 16:09 9042498195 Page 2 t ( ( )\1 ( 'I VH ARCHITECTURAL REVIEW COMMITTEE APPLICATION �;: �• ' _k 1 Iomeowner Namc: i n ��:6 til A c C" ��!r.L �L•-�� v� o . F Property Strict Address: r–) Home "felephorte: Daytime Telephone: Email Address: Description of prolx)sed exterior change, or improvement: (please include: materials.colors, who will perform work, and all other relevant information to evaluate project. for structures/fences, include a copy of survey;for colors and materials,please include samples) �.wAtLGUA = cit fF. eA L.VrT)nl�:�. (c�.�)O(r. t..Jl"?�� .�N i...�( C:•1 - i ...Art14 f.K&Ve'e nl Estimated Mart tate: <�� `-• Estimated Completion Date: Kecelvell: l_ _ k t)R AK(.' USE ONLY.- ' Approvui` � Disapproved Date:: �125 _ t Conditions of Approval. " ,� GZ Signatures of ARC Members: _ ,: ---� — FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 60OC-01 Residential Limited Applications Prescriptive Method C NORTH 1 2 S=9 AddKlons,Rerwvetms ions&Building System Corrplwa with kWzd C d chapter 6 of tue Ron&EneM efidexy Code maybe dernonsbated by the use d tilt Form 6MC-01 tot am d 600 square teat a lei,Via-instalk carpawils d and Brava. to and residerim.Ahmalve melhods are pmWW for addtiors by use of Form 60OB-01 or SMA-01. PROJECT NAME BUILDER: AND ADDRESS: • PERMITTING Cl1MATE OFFICE ZONE: 1 2 [:13 E] OWNER: / PERMR NQJ URISDICTION N0. SMALL ADDRiONS To EXISTING RESIDEi+ICES 1600 Sgrmre feet or less d=dtioned area).Pm=pbw requrements n Tales 6G1,6G2 and 6G3 aptly Orly b fie tbnponerts of addban•not to tut ads"buldng Space heaM cooing and war heating eDipmert Aden y levels must be met mty when niciment's related speditaly b serve the addton or isbang irsteled in mr juu din addion XnSO Y�lan Cmparens separaSngurmtdia>adspacesUrmrm3tiaradspacesmustmealthepescrbedng�rxsrtnsiaSmlevelsRElIOVAl1oNS(ResidenSalbuldngsurdergoin9retavamu tw30%citheassessedvalusdtie binding).Prascr#ve regriremerb in Tables 60-1 and 6C•2 apply only loft cw px*m and equpmot bene rencivated at replaced.MANUFACTURED HOMES AND BUILD .Only s tg4rrsteied mm" O is and features and when co pletenew'system�sinstalled. PI Print CK 1. Renovation, Addition, New System or Manufactured Home 1. 2. Single family detached or Multifamily attached 2• 3. If Multifamily-No.of units covered by this submission 3. 4. Conditioned floor area(sq. ft.) 4• 5. Predominant eave overhang (tt.) 5• 6. Glass area and type' Ingle Pane Double Pane sq. a. Clear glass sq. ft. ft. b. sq. ft. sq• ft b. Tint, film or solar screen 7. Percentage of glass to floor area 7. % 8. Floor type and Insulation: a. Slab-on-grade (R-value) 8a. R= lin. ft. b. Wood, raised (R-value) 8b. R= sq• ft c. Wood, common (R-value) 8c. R= sq• ft. d. Concrete, raised (R-value) 8d. R= sq. ft. e. Concrete, common (R-Val e) 8e. R= sq ft 9. Wall type and insulation: a. Exterior: 1. Masonry (Insulati - ue) 9a-1 R= sq. ft. 2. Wood frame (Insulati n - at 9a-2 R= sq ft b. Adjacent: 1. Masonry (insulation R-v ) 9b-1 R= sq. ft 2. Wood frame (Insutatic -value) 9b-2 R= sq ft c. Marriage Walls of Multi Units' (Yes/No) 9c 10. Ceiling type an s at a. U attic( sui R-value) 10a. R= sq• ft. b. Single em sulation R-value) 10b. R= sq ft 11. C es:cent oom unit, package terminal A.C., gas, existing,none) 11. Type: SEER/EER: 12. Heating s ': (Types:heat pump,elec.stnp,natural gas,L.P.gas, 12• Type: gas h.p.,roo r PTAC,existing,none) HSPF/COP/AFUE: 13. Air Dist ution System': a. B flow damper or single package systems` (Yes/No) 13a• b. cts on marriage watts adequately sealed` (Yes/No) 13b. 14. H water system: 14. Type: pes:elec.,natural gas,other,existing,none) EF: " rtains to manufactured homes with see installed comporents. liance I hereby certify that the tans and specifications covered by the calculation are in w�tthheR nddaaE_ner covered oniscompetindicates � lbuildngMlbe compliance with the Flori Energy Code. inspected for compliance in accordance with Semon 553.908 F.S PREPARED BY: DATE: g he Florida EnergyCode. eur�tnG o�+cuL hereby certify uildin is i om aDATE: OWNER AGENT' DATE: -1- PAGES 3 J C E r G CONTINUED PAGE 28 H-31 V =a 38mx �N U.S. Coast Guard Station m oQ Golf Course r flu sr VE QI o� q CM111NT m f� *01"I&TIMM Mayp rt I Naval Air Station. I 32 �FOW AVE?'_ ' 3 , � :- 22 Fnegon JosephElem 1 ■ 38 Katherin Abbe HanIR, I' Manhattan _�� ` Beach n 33 �a FANT — p^ I _ n ■ Mayparl37 � & I A Elem MAZAMA 5 W r W EZEAgi LLI DRK BLANpR" AIA a Seminole d VALLEY FDRGE CT AT S. o DING-Beach T. p Tv� o o g o 34 f Z 19"MTOGA CT R o a r _ 3.8LINKER HILL CT K �y iSSiN - 4 i r C. Z8 Mayporl zsoo _ �r ST F Junior High elva; 2 z ovE IAlk rina% R-- W O Ov s w ow w tLaLCc, aj PVE Ci P D i a DING 0 P (N NOL2233 (l�4 tANDIN b [�1 IN P 1 2060 z I i ,.. 1 , ' F Golf Course ' a I m 10 D ��, loel a' Marina I z DORO CIR N C0 4 try C'111��M,, L ST 35 .14a 121 RY ��D RD Fl `, S D ES AVE CR I H R SSW �y> qs _ 1500 - P CT o a f RRD �„� a�16 ' JACK NNR s 11T Atlantic AV Beach P ml ZA 36 r�TN � RE AVE T H I r s C q Tl�e N I Foundation -* Allan Aademy I x A iD �'�• Elem �S NALD ST 1 A l T1 WWI'z^` 2.w A 2 4 c P •ST A (ANI N ST r LEfA LJA ST Neptune OR RA E:ST Peqma,i o Y\ST each 0. ^ ,,YCRourP 2a o S R N DAPL COPY"9H1 NatioMl Dinjclwies r n CONTINUED PAGE 49 U r J F ° ALU a 7Z)\ X Lv CD s a tn a a N � 1 1 O� I � OL s l naryoa I � 1 / )K a d C-wwo �L uj W.7 W IA w m 1 1 JQV3f W WO O' 1 O Q Oar O _J l\U 'G N1 MAP SHOWING SURVEY OF SEVI LL A GA,eDE1VS Uti, T (D/JE: AS RECORDED IN PLAT BOOK 4-S PAGES OF THE CURRENT PUBLIC RECORDS OFCOUNTY. FLORIDA. CERTIFIED TO NA AJ A-- O L -r'M,q-ti' y S A G fti Sj o0 4 's i� h�e ! . '' GJ 11 _c � o a 3 5 --_ `IN l,Ll P�� i �%im �. JU�1 0 6 1995 . ' and Z nli 9 Build g I ---------------------------------------------- ----------------r------------------------------------------ i i E-1 i i i i i i Host y -----------------------------------------------------------------------r ---------------- RECEIVED CITY OF ATLANTIC BEACH BUILDING &ZONING JUN 3 0 2005 Slope , BY: 3" Composit Roof ' Shing) d to match existing ro f ii -- -----'---- ---ti u ------'-----=`-- ----------=----- --------------- ---------------- ---`------'---- -'--- 264f'+/- Ca ass Glass 52"+/- 52"+/- 52"+/- 61"+/- o 0 36" a + Door JUN 0 8 2005 264"+/- East Elevation EDGE BEAM(SEE TABLES 38.1.1,38.1.2 8 38.1.3) HOST STRUCTURE OR LW'FOR FOURTH WALL FRAME U RRI HT H' PANS OR PANELS HEIGHT(h) 1"x 2' xc- ALUMINUM ROOF SYSTEM VARIES PER SECTION 7 MIN.3-1/2'SLAB ON GRADE TYPICAL GLASS ROOM WITH SOLID ROOF OR RAISED FOOTING CARRIER BEAM POST TYPICAL FRONT VIEW FRAMING (FOR FOOTINGS SEE DETAILS) (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1"x 2'PLATE TO BOTTOM OF WALL BEAM) 'L`N LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/2' F P/2 Q FASCIA ALLOWED SIZE BEAM AND UPRIGHTS I I (SEE SECTION 7 FOR DETAILS) ROOF ENCLOSURE (SEE TABLES) w c� T.S. O.H. z n SOLID ROOF m HOST STRUCTURE OR NO MAXIMUM w h —� FOURTH WALL FRAME Q (ELEVATION SLAB OR GRADE) D USE BEAM TO WALL DETAIL x— P=PROJECTION FROM BLDG. Z VARIES VARIES LW=LOAD WIDTH Q LU cl) 2i p NOTES: 'P'VARIES 2i Z O O (DU cl) ( 1.ANCHOR 1'x 2'OPEN BACK EXTRUSION W/1/4"x 2-1/4'CONCRETE FASTENER MAX OF 2'-0'O.C. Q �5 Ur Z J AND W/IN 6'EACH SIDE OF UPRIGHT ANCHOR 1'x 2'TO WOOD WALL W/#10 x 2-12'S.M.S.W/ Lu Z Q Q WASHERS OR#10 x 2-1/2'WASHER HEADED SCREW 2'-0'O.C.. ANCHOR BEAM AND COLUMN p — W INTERNALLY OR W/ANCHOR CLIPS AND(2)#8 SCREWS W/WASHERS @ EACH POINT OF Q UJ -j ~ CONNECTION. J W — p p Z) W 2.SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P2 OR P2+O.H. p0 m m 3.SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLE 3.1.3 AND GLASS ROOM FOURTH WALLQ Q 0 Z P BEAMS FROM TABLE 38.1.4 USING P/2 2i U p CV O / 4.ANCHORS BASED ON 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES USE THE FOLLOWING D p: CONVERSION: 1100-1231 130 1 140 150 cn c� < UJ #8 #10 #12 912 W -1 UJ LL MOF ENCLOSURE TYPICAL GLASS ROOM Q o r.s. O z o SCALE:1/8'=1'-0' Z_ N J Q W ^ ~N �J H� O Q r U Z Z O'T C �a^� Q) CO 4mm� m C.0 Q v 07-015-2004ui WO ON ujO a) LL ' T, PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF U W v w HIGHWAY SAFELY 8 MOTOR VEHICLES DIVISION OF MOTOR C Z T,LU VEHICLES RULE 15C-2,THE SPAN TABLES,CONNECTION DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE > W m DESIGNED TO BE MARRIED TO CONVENTIONALLY > p CONSTRUCTED HOMES AND/OR MANUFACTURED HOMES AND ?a MOBILE HOMES CONSTRUCTED AFTER 1984. U THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE FLORIDA BUILDING CODE 2001 EDITION. I S 1 4 JOB NAME: {�1pcalQ 2 S( S EET /� ADDRESS: A—k-t-Awrlc 1?-)CAcu O DRAWING FOR ONE PERMIT ONLY 2004 OF CONVENTIONAL FRAMING OR ALUMINUM FRAME SYSTEM: AS MIN.SHEET ONE SIDE W/ SOLID ROOF "FALUMINUM COIL SOLID ROOF FOR SCREEN ROOM ALTERNATE TOP DETAIL OR BOTH SIDES W/0.024'COIL FOR GLASS ROOM USE STANDARD NAIL OR SCREW PATTERNS FOR ANCHORING WINDOW FRAMING CAN ATTACH DIRECTLY TO HEADER WINDOW FRAMING CAN W/#10 x 3/4'TEK OR S.M.S.@ o ATTACH DIRECTLY TO 6"FROM EACH END AND 12" HEADER(SEE TABLE 6.5) O.C.MAX TOP AND BOTTOM GLASS WINDOW INSTALLED PER MANUFACTURERS SPECIFICATIONS :91 \- PER MANUFAWINDCTURERS LED J TOP OF TRACK AND BOTTOM SPECIFICATIONS OF TRACK ATTACHED W/ Z #14 x 3/4'TEK SCREWS Q Lu @ 6.O.C. fn 2 p 2 Z O ALUMINUM SHEETING OR O 0 U U) T VINYL BOTH SIDES O Eo (D z J � wzOQ • ; .p. . g LIJ c/) _ oo a .. W W 04 e ' 0 m com .a ate , y 0 oz d� Z) E >- p OJ < W lLL SECTION GLASS ROOM WALL WITH STORM GUARD PANEL SECTION LL U 1 SCALE: 2'=V-0' (D Z) 00 z CV TOP STORM PANEL RECEIVING CHANNEL � J ANCHOR(SEE TABLE 6.5) Q 3'SNAP-N-LOCK COMPOSITE PANEL $JL� 0.024"OR 0.030"THICK H-14 SOLID ROOF OR H-25 ALUMINUM ALLOY L J0.024'OR 0.030"THICK H-14 OR H-25 ALUMINUM ALLOY KEYED MODULAR RECEIVINGALTERNATE TOP DETAIL CHANNEL EXTRUSION C2 OALUMINUM BACK WINDOW (D a C,STOP EXTRUSION (nCO O 2WINDOW FRAMING CAN W nWINDOW UNIT lt �O ATTACH DIRECTLY TOLj W,z HEADER(SEE TABLE 6.5) LL- com 0 co a U WvwLL C Zcvw x� GLASS WINDOW INSTALLED Z m PER MANUFACTURERS w SPECIFICATIONS (� J O >a BOTTOM RECEIVING CHANNEL J U STUDDED ANGLE ATTACHED TO PANEL WALL W/#14 x 3/4' Or ° @ S-C;C FRC%l EACH END L ,n AND @ 12'OIC MAX.POSITION EET a d a• ATTACHMENT OF A WINDOW STORM PANEL 2 M GUARD PANEL SECTION TO COMPOSITE PANEL WALL DETAIL 1'-0" SCALE: 2"=l'-0" 07-08-2004OF 10 I I 1 I L-----Tr------`------------------- Amodio Residence 1909 Sevilla Blvd West Atlantic Beach, FL 32233 II 11 904-249-8904 + j e I. II White Frame Glass Enclosure 0 ii 24" Knee Wall: 20/20 Charcoal Screen to 11 Scale: 1/411 = 12" Contractor: Lifetime Enclosures, Inc. Jeff Briar CRCO28471 5521 Chronicle Court Mal Jacksonville, FL 32233 904-731-5580 904-731-5750 + Date: �Iz�103 Drawn By: a Ray - N Glass Glass Glass Glass Glass 40"+/- 54"+/- 54"+/- 72"+/- 36 `� _ Door M r (� ' 2x4x.050( ) 1 x3x.044(typ) 80 / + - 741v+/- South F -South Elevation i 3 I SOLID ROOF PANEL PRODUCTS SECTION 7 [:— Table 7.3.6 Allowable Spans for 0.024" PRO-FAB Composite Panels wl EZ-LOCK for Various Loads Metals USA Building Products L.P. Manufacturers Proprietary Products:Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S.#1 Density 3"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang I Wind Mono-Sloped Roof 8 Attached Covers Enclosed Cantilever Region 18,2 3 4 182 3 4 182 3 4 All span I span span span span span span span span Roofs 100 MPH 21'-4" 23'-10" 23'-0" 20'-4" 22'-9" 21'-11" 15'-1" 17'-9" 16-3" 4'-0" 110 MPH 21'-4" 23'-10" 23'-0" 18'-8" 20'-11" 20'-2' 13'-9" 15'-4" 14'-10" 4'-0" 120 MPH 20'-4" 22'-9" 21'-11" 17'-5" 19'-5" 18'-10' 12'-6" 13'-11" 13'-6" 123 MPH 19'-6" 21'-10" 21'-1" 15'-11" 18'-11" 18'-3' 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5" 15'-1" 17'-9" 16'-3" 11'-1" 12'-11 12'-6" 4'-0" 140 MPH 1 12'-4" 131-9" 13'-3" 12'4" 13'-9" 13'-3" 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 12'-4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 9'-6" 10'-8" 10'4" 4"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang/ Wind Mono-Sloped Roof 8 Attached Covers Enclosed Cantilever Region 182 3 4 182 3 4 182 3 4 All span I span span span span span span span span Roofs 100 MPH 23'-5" 26'-2" 25'-3" 22'-3" 24'-11" 24'-1' 17'-5" 19'-6" 18'-10" 4'-0" 110 MPH 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4'-0" 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'-4" 20'-7' 13'-9" 15'-4" 14'-10" 4'-0" 123 MPH 21'-5" 23'-11" 23'-2" 18'-6" 20'-9" 20'-0' 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" 227-1" 21'-4" 17'-5" 19'-6" 18'-10" 12'-8" 14'-2" 178" 4'-0" 140 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15'-1" 14'-7' 11'-3" 13' 4'-0" 150 MPH 13'-6" 1 15'-1" 1 14'-7" 1 13'-6" 15'-1" 14'-7" 10'-5" 12'-4" 11'-4" 4'-0" 5"x 48"x 0.024"Roof Panel wl EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang/ Wind Mono-Sloped Roof 8 Attached Covers Enclosed Cantilever Region 182 3 4 182 3 4 182 3 4 All span span span span span span span span span Roofs 100 MPH 26'-5" 29'-6" 28'-6" 25'-2" 28'-1" 27'-2" 19'-8" 21'-11" 21'-3" 4'-0" 110 MPH 26'-5" 29'-6" 28'-6" 23'-2" 25-10" 24'-11" 18'-2" 20'-4" 19'-8" 4'-0" 120 MPH 25.2„ 28'_1" 27'-2" 21'_6" 24'-1" 23'-3" 15'-6" 18'-8" 18'-0" 4'-0" 123 MPH 24'-2" 27'-0" 26'-1" 20'-11" 23'-5" 22'-7" 15'-1" 18'-1" 17'-6" 4'-0" 130 MPH 22'-4" 24'-11" 24'-1" 19'-8" 21'-11" 21'-3" 14'-4" 15'-11" 15'-5" 4'-0" 140 MPH 15'-3" 17'-0" 16'-5" 15'-3" 1T-0" 16'-5" 13'-4" 14'-11" 14'-5" 4'-0" 150 MPH 15'-3" 17'-0" 16'-5" 15'-3" 17'-0" 16' 5" 12'-5" 13'-11" 13'-5" 4'-0" 6"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang! Wind Mono-Sloped Roof 8 Attached Covers Enclosed Cantilever Region 182 3 4 182 3 4 182 3 4 All span span span span span span span span span Roofs 7100 MPH 29'-1" 32'-0" 31'-5" 27'-8" 30'-11" 29' 11" 21'-8" 24'-3" 23'-5" 4'-0" 110 MPH 29'-1" 32'-6" 31'-5" 25'6" 28'-6" 27'-6" 20'-1" 22'-5" 21'-8" 4'-0" 120 MPH —f778—" 307-1 1" 29'-11" 23'-9" 26'-6" 25'-8" :8'-5" 20'-7" 19'-10" 4'-0" 123 MPH 26'-8" 29'-9" 28'-9" 23'-1" 25'-9" 24'-11" 17'-10" 19'-11" 1 19'-3" 130 MPH 24'-7" 27'-0" 26'-6" 21'-8" 24'-3" 23'-5" 15'-9" 18'-9" 18'-2" 4'-0" 140 MPH 16'-9" 18'-9" 18'-2" 16'-9" 18'4" 18'-2" 14'-9" 17'-4" 15'-11" 4'-0" 150 MPH 16'-9" 18'-9" 18'2" 16'_9" 187-9" 182- 13'_8„ 15 4" 14'-10" 4'-0" Note: Total roof panel width=room width+wall width+overhang EMETHLS USRTM Lawrence E. Bennett, P.E. FL # 16644 Building Products L.P. CIVIL ENGINEER-DEVELOPMENT CONSULTANT P.O.BOX 214368,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 bkaufmann@metalsusa.com PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E.BENNETT,P.E. 7-45 General Notes and Specifications: 1. The following structures are designed to be married to block and wood frame structures of adequate INTERIOR BEAM(SEE TABLES structural capacity.The contractor/home owner shall verify that the host structure is in good condition 38.1.4) and of sufficient strength to hold the proposed addition. 2. If there is a question about the host structure,the owner(at his own expense)shall hire an architect, engineer,or a certified home inspection company to verify host structure capacity. t� 3. The structures designed using this section shall be limited to a maximum projection of 16'from the host structure.Freestanding structures shall be limited to the maximum spans and size limits of component H . parts.Larger than these limits shall have site specific engineering. 4. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile/manufactured home built prior to 199*shall use'fourth wall construction"or the contractor/home owner shall provide detailed plans of the mobile I manufactured home and inspection report along with addition plans for site specific review and seal by the engineer.This applies to all screen/glass rooms and/or structures to be attached. b. "Fourth wall construction'means the addition shall be free standing with only the roof flashing of the two units being attached.The most common"fourth wall construction'is a post 8 beam frame adjacent to the mobile/manufactured home.The same span tables can be used as for the front wall beam.For TYPICAL SLOPED SOL!r fourth wall beam use the carrier beam table.The post shall be sized according to this manual and/or as a minimum be a 2'x 3'x 0.050'with an 18'x 2'x 0.044'knee brace at each end of the beam. SCALE: t c. For mobile/manufactured homes built after 1994,structures may be attached,provided the project ALUMINUM ROOF SYSTEM follows the plan provided in this manual.The contractor/owner shall provide verification that the PER SECTION 7 structural system of the host structure is adequate for the addition to be attached. d.If the mobile/manufactured home manufacturer certifies in writing that the mcoile home may be attached to,then a'fourth wall'is NOT required. RIDGE BEAM(SEE TABLES 5. Glass and modular walls between existing walls,floors,and ceilings shall be allowed and spares shall be 38.1.5) figured the same as other glass and modular walls. 6. When using TEC screws in lieu of S.M.S.,longer screws must be used to compensated for drill head. 7. For high velocity hurricane zones the minimum roof live load/applied load shall be 30 PSF. H 8. The framing of existing screen room walls to receive windows or solid sheathing shall be accomplished With the details of this chapter 9. Loads,coefficients,spans and heights may be interpolated between values but not extrapolated outside values. FS Section 3B Design Statement: The structures designed for Section 3 are solid roofs with screen or solid walls and are considered part of an enclosed or partially enclosed structural system since they are designed to be married to an existing structure. TYPICAL GABLE SOLA The design wind loads used for glass rooms are from ASCE 7-98 Section 6.5,Analytical Procedure SCALE: and are in compliance with the 2004 Florida Building Code.The loads assume a mean roof height of less than 30':roof slope of 20'to 30'(+l-10');1=0.77.All pressures shown in the table below are in PSF(ft/SF).Negative internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures. Anchors for composite panel roof systems were computed on a load width of 10'and 16'projection with a Z overhang.Any greater load width shall be site specific. General Notes and Specifications for Section 3B Tables:_ Section 313 Design Loads for Screen,Glass,&Modular Rooms Glass Rooms Over Hang Note 1: Framing systems of glass Encloses An Roots rooms are considered to be main Roof Wall frame resistance components. too MPH -201.20 •151-13 •20/-30 Wind loads are listed as minus 110 MPH -20/.23 •181-15 '201-36 loads for roofs and plus loads`a 120 MPH •201-27 •221-18 •201-13 walls. To convert above wind 127 MPH •201-29 -231-19 •201-15 loads to'C'Exposure loads 170 MPH •201-72 •251-2121 •201-50 140A a B MPH •301-37 •291-25 -Ni-t'8-58 multiply by factors listed in Table 150 MPH -30/-t3 I •341•28 -30117 313-C. Conversion Table 38-A Wind Zone Conversions for Glass&Modular Rooms From 120 MPH Wtnd Zone to Others Roofs Walls Wind Zane Applied Loes D*fectton Bending Applied Load Deflection Bending MPH (XISF) I (dl NVSF) (d) b) 100 20 1.11 1.16 15 1.;6 1.21 110 23 1.05 1.08 1 18 1.07 1.11 120 27 1.00 1.00 22 1.00 1.00 123 29 0.96 0.96 23 0.99 0.98 130 32 0.94 0.92 25 0.96 0.94 140 A&B I 37 0.90 0.85 29 0.91 0.87 150 43 0.86 0.79 I 34 0.36 0.60 Conversion Table 3B-B Conversion Table 3B-C Conversion Table 3B-D Wind Zone Conversions for Over Hangs Conversion Based on Mean Height of Host for Glass&Modular Rooms (for All Room Typas) Structure for Glass&Modular Rooms from Enclosed to Partially Enclosed From 120 MPH Wind Zone to Others From Exposure to'C' Roof Walls Wend Zone Applied Loes Deflection Sending Span M,1110ler beodin b) 0.92 0.90 MPH I (AlSFl d) 1b) Mean Host Load Pens Composite defNctbn(dl 0.90 0.85 100 30 1.13 1.20 Structure Height Multiplier Panels 110 I 36 .09 0•15' 1.21 I 0.9d 0.91 120 43 7.00 1 1.00 15'•20 1.29 0.92 0.08 123 45 0.98 0.96 20'-25' 1.34 0 31 0.86 170 { 50 0.95 I 0.93 25'•30' 1 40 0.89 0.85 140 A 6 B 1 58 0.91 1 0.86 150 67 0.86 0.80 SOLID COVER VARIES EDGE BEAM(SEE TABLES I WINDOW HEADER(SEE 3B.1.1,38.1.2,38.1.3) TABLES 3B.2.1,38.2.2) MAXIMUM WIDTH= MINIMUM SHEETING: ONE CONVENTIONAL FRAMING OR EDGE BEAM SPAN SIDE 0.040'ALUMINUM OR 1/2' ALUMINUM FRAME SYSTEM: COX PLYWOOD AS MIN.SHEET ONE SIDE W/ 0.040"ALUMINUM COIL CHAIR RAIL(SEE TABLES VARIES ALTERNATE SHEETING: 0.024" 3B.2.1,3B.22) ALUMINUM BOTH SIDES FOR SCREEN ROOM OR BOTH SIDES W/0.024'COIL ADDITIONAL STUDS MAY BE p FOR GLASS ROOM USE STANDARD NAIL OR ADDED TO ADJUST CHAIR RAIL VARIES TO MAX.SPAN I SCREW PATTERNS FOR �k ANCHORING MINIMUM SLAB(SEE DETAIL) FT TYPICAL ELEVATION GLASS ROOM WALL SCALE:1/4"=1'-0' WINDOW HEADER ANGLE(1)SIDE OR BLIND VARIES SCREW NOTE:FOR SCREEN ROOM TO WINDOW ADDITION ANCHOR ——— GLASS ROOM W/MIN.#10 x 1"S.M.S.@ 6" CONVERSION USE FROM EACH CORNER AND 1"x 2'x 0.044" 16'O.C.MAX. MATED Wl 2"x 2"x I MAXIMUM WIDTH= VARIES EXISTING OR 2'x ALUMINUM EXTRUSION EDGE BEAM SPAN 2'x 0.044"MATED WITH 2"x 2"x CHAIR RAIL I I EXISTING L--------� e ° . KICK PLATE VARIES TYPICAL ELEVATION GLASS ROOM WALL GLASS ROOM V SCALE:1/4"=l'-0" SCALE: #8x 1-1/2'S-M.S.@ 6"FROM #8 x 2-1/2"S.M.S.@ 6"FROM ENDS, ENDS,TOP OR BOTTOM AND TOP OR BOTTOM AND @ 16"O.C.OR @ 16"O.C. PILOT HOLE W/CAP AND(1)#8 x 112" S.M.S.INTERNAL 6'FROM ENDS, TOP OR BOTTOM AND 16"O.C. 2.00" �2.00'� �2.00'� o CONVENTIONAL FRAMING OR 0 0.044' o ALUMINUM FRAME SYSTEM 0.044' 4 AS MIN. 0.044' �]o SHEET ONE SIDE W/0.040' —LSI 0.044" o ALUMINUM COIL FOR SCREEN VV �k ROOM OR BOTH SIDES WI 0.024"COIL FOR GLASS ROOM 1"x 2"x 0.044" 2"x 2"x 0.044" 1"x 2"x 0.044" USE STANDARD NAIL OR OPEN BACK SECTION PATIO SECTION SNAP CAP SECTION SCREW PATTERNS FOR WITH 2-x 2"x 0.044" WITH 2"x 2"x 0.044" WITH 2"x 2"x 0.044" ANCHORING PATIO SECTION PATIO SECTION PATIO SECTION EXTRUSIONS AND FASTENING DETAILS SOLID COVER SCALE:2'=1'-0" _ TOP OF TRACK AND BOTTOM EDGE BEAM OF TRACK ATTACHED W/ (SEE TABLES 3B.1.1,38.1.2) w #14 x 3l4'TEK SCREWS WINDOW HEADER MAXIMUM WIDTH= ¢ @ 6"O.C. (SEE TABLES 38.2.1,2) EDGE BEAM SPAN > d ADD 1'x2",2'x2- OR SNAP CAP AS REO'D. ALUMINUM SHEETING OR CHAIR RAIL(SEE TABLES w y� VINYL BOTH SIDES 3B.2.1,3B.22) a: W m¢ SHEETING MIN.ONE SIDE > <~ 0.040"ALUMINUM OR 1l2"CDX >w u) PLYWOOD Iv ADDITIONAL STUDS MAY BE ADDED TO ADJUST CHAIR — j RAIL TO MAX.SPAN w 1'x 2',ADD 1"x 1"TUBING OR or ° 1"x 2'TO MATCH BUILD OUT IF REO'D MINIMUM SLAB(S ETAIL) TYPICAL SCREEN ROOM CONVERTED TO GLASS ROOM WALL ELEVATION SCALE:1/4'=l'-0" GLASS ROOM WALL WITH Sl FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1'x 2-x 0.044'MATED W12-x Y x EXISTING SCALE OR 2"x 2"x 0.044"MATED WITH 2-x 2"x EXISTING Anchor Specs for the Attachment of Storm Panels to Composite Panel Walls ALTERNATE CONNECTION Exposure"B"or"C" DETAIL 1"x 2'WITH Attachment of Window Header/Studded Angle(Max.Hgt.5.112"Storm Panels) (3)#10 X 1-1/2'S.M.S.INTO Anchor Size&Spacing SCREW BOSS Wind Spd. 26 ga.Steel or 0.030'Aluminum 0.024'Aluminum (MPH (2)#10 x 1 1!2"S.M.S.INTO 120 #10 16from ea.end 8 12.O.C. #101 d'from ea.end 8 12'0.C. 130 #10/6•from ea.end 6 12'0.C. #121 4'from ea.end&8'O.C. SCREW BOSS 140 #10 16'from ea.end&12'O.C. #12/4"from ea.end&8'0.C. ANCHOR 1"x 2'PLATE TO 150 #12/4'from ea.end&8'O.C. #12!4'from ea.end&8.O.C. CONCRETE W/1/4'x 2-112' Attachment of Door Header I Studded Angle(Max.HgL 7'Storm Panels) CONCRETE ANCHORS WITHIN Anchor Size&Spacing 6'OF EACH SIDE OF EACH Wind Spd. 26 ga.Steel or 0.030'Aluminum 0.024'Aluminum POST AND 24'O.C.MAX. (MPH) 120 #10 1 6'from ea.end&12'O.C. #1014'from ea.enol&8'0.C. MIN.3-1/2"SLAB 2500 PSI 130 #1016'from ea.end&12'0.C- #12/4'fmm ea.end&8'O.C. CONC.6 x 6-10 x 10 W.W.M. 140 #121 4'from ea.end&8"O.C. #14/4'from ea.end&8'O.C. OR FIBER MESH 150 #14 1 4'from ea.end&8'O.C. #14/34'from ea.end&6'0.C. VAPOR BARRIER UNDER Notes: For anchoring studded angle to concrete use 1/4'drop in receivers spaced Q 6"from ea. CONCRETE end and 12'O.C.for all wird zones and exposure categories w/a min,anchor to edge of concrete distance of 8d. ALTERNATE HOLMA For anchoring studded angle to wood use 114'lag screws Q the same spacing as for 26 HOLLOW UPRIGF ga.steel panels listed above for the appropriate wind zone. 1.The exposure*B'spacing is for mean roof heights 430'&exposure'C'spacing is for SCALE mean roof heights 420'.For mean roof heights greater than these consult engineer. 2.Space all header&studded angle anchors to fall within the panel riser area. ANCHOR I"x2'CHANNELTO CONCRETE WITH 114'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 E VAPOR BARRIER UNDER CONCRETE ALTERNATE PATIO SE PATIO SECTION SCALE 1'x 2'TOP RAILS FOR SIDE WALLS WITH MAX.3.5'LOAD WIDTH SHALL PAN ROOF,COMPOSITE HAVE A MAXIMUM UPRIGHT PANEL OR HOST STRUCTURAL SPACING AS FOLLOWS FRAMING WIND ZONE MAX.UPRIGHT SPACING ANCHOR RECEIVING CHANNEL (4)#8 x 1/2'S.M.S.EACH SIDE 100 1 7'-O'._ TO CONCRETE W/FASTENER OF POST 110 1 6'-7' (PER TABLE)WITHIN 6"OF 1 x 2 TOP RAIL FOR SIDE 120 6'-3" EACH SIDE OF EACH POST @ WALLS ONLY OR MIN.FRONT 123 6'-1" 24'O.C.MAX. WALL 2 x 2 ATTACHED TO 130 1 5'-8' POST W/1'x 1"x 2'ANGLE 140 5'-1" CLIPS EACH SIDE OF POST 150 4'-11' MIN.3-1/2'SLAB 2500 PSI CONC.6 x 6-10 x 10 W.W.M. OR FIBER MESH INTERNAL OR EXTERNAL ° ! 'L'CLIP OR'U'CHANNEL CHAIR VAPOR BARRIER UNDER 0 RAIL ATTACHED TO POST W/ CONCRETE MIN.(4)#10 S.M.S. ALTERNATE POST TO BA SCALE GIRT OR CHAIR RAIL AND KICK PLATE 2'x 2'x 0.032'MIN. HOLLOW RAIL ANCHOR RECEIVING CHANNEL ANCHOR 1 x 2 PLATE TO 1 x 2 OR 2 x 2 ATTACHED TO TO CONCRETE W/FASTENER CONCRETE WITH 1/4"x 2-1/2' BOTTOM W/1'x 1"x 2"x 1116' (PER TABLE)WITHIN 6.OF CONCRETE ANCHORS WITHIN 0.045"ANGLE CLIPS EACH EACH SIDE OF EACH POST @ 6"OF EACH SIDE OF EACH SIDE AND MIN.(4)#10 x 112' 24'O.C.MAX. POST AT 24'O.C.MAX.OR S.M.S. THROUGH ANGLE AT 24'O.C. 7 MAX. 1'x 2'x 0.032'MIN.OPEN BACK �— EXTRUSIONE MIN.3-112"SLAB 2500 PSI MIN.3-1/2'SLAB 2500 PSI ' . CONC.6 x 6-10 x 10 W.W.M. ' CONC.6 x 6-10 x 10 W.W.M. ° 1-118"MIN.IN CONCRETE OR FIBER MESH ° OR ER MESH VAPOR BARRIER UNDER CONCRETE VAPOR BARRIER UNDER CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE:2'=V-0" ALTERNATE POST TO BA SCALE RIDGE CAP #8 x 112'(3)PER PANEL #8 x 1/2'@ 24"O.C. 3"ROOFP�E1. X X X X c' BEAM SUPPORT STUDS (TYPICAL) RECEIVING CHANNEL (6)#8 x 1/2'S.M.S.TO STUD ' AND(8)#8 x 112'S.M.S. TO BEAM 3'ROOFPPNE�" 'I' X s • 60'MAX ° • 2'x 6'S.M.B.HEADER X • • • ALTERNATIVE BEAM SUPPORT GLASS ROOM FRAMING DETAILS SCALE: 2'=1'-0' COMPOSITE ROOF: CAULK ALL EXPOSED SCREW #10 x(t+3/4')SCREWS W/ HEADS 1-1/4'0 FENDER WASHERS @ SPACING PER TABLE THRU SEALANT UNDER FLASHING PANEL INTO ROOF&RAFTER COMPOSITE PANEL (SPAN PER TABLES) ANGLE CUT TO MATCH EXISTING ROOF dx2 Screw Spacing Table ————————-———— WindScrew Region Spacing 100-110 120-130 140-150 —————————————— WEDGE ROOF CONNECTION DETAIL SCALE: 2"=1'-0' ROOMS MAY HAVE GABLED ROOF BREAK FORM OR EXTRUDED COMPOSITE PANEL ROOF HEADER (SEE TABLES) I SEE DETAIL E OR F SEE DETAIL G,H.I,OR J TYPE 1 SEE APPROPRIATE TABLES FOR FA THERMAL BREAKS ARE REQ DETAIL A: CONNECTION OF V SCALE: SEE DETAIL A _1 COMPOSITE PANEL WALL 1 G (OPTIONAL) a SEE DETAIL B SEE DETAIL C OR D .a ROOMS MAY HAVE WINDOWS TYPE 1 OR SOLID WALLS SEE APPROPRIATE TABLES FOR FA: THERMAL BREAKS ARE REQL DETAIL B: CONNECTION C SCALE: 3"MODULAR ROOM SCALE:N.T.S. (1� • PANEL... . . ... a SEE CONNECTION OF WALL PANELTO ROOF TYPE 1 PANEL DETAIL SEE APPROPRIATE TABLE FOR SIZE,NUMBER I DETAIL C: CONNECTION TO EXIS' AND SPACING OF FASTENERS. J SCALE THERMAL BREAK REQUIRED FOR GLASS ROOMS SEE APPROPRIATE TABLE FOR FASTENER SIZE,NUMBER AND SPACING PANEL. SEE CONNECTION OF SLIDER WINDOW UNIT TO WALL PANEL DETAIL WINDOW FASTENERS PER MANUFACTURER SPECIFICATIONS TYPE 1 THERMAL BREAK REQUIRED FOR GLASS DETAIL D: CONNECTION TO EXISTIN ROOMS SCALE SEE CONNECTION OF WALL PANEL TO SLAB { DETAIL PANEL 1 SEE APPROPRIATE TABLE FOR SIZE,NUMBER ]I AND SPACING OF FASTENERS. THERMAL BREAK REQUIRED FOR GLASS ROOMS DETAIL E:CONNECTION OF SCALE TYPE 1 TYPE 2 \ PANEL 3" MODULAR ROOM WALL SECTION SCALE:1'=r-o- DETAIL F:CONNECTION OF NOTE:STORM PANEL UNITS MAY BE ATTACHED TO ALUMINUM FRAME MEMBERS OR SCALE DIRECTLY TO COMPOSITE PANEL WALL MEMBERS 3120"� COVERED AREA TAB AREA W/1"ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION PROPERTIES: o A=0.564 in' Ix-y=0.8756 in.' a Sx-y=0.703 In' ry-y=1.246 in. o 1=0.050' o 0 05 CORNER POST SCALE:4"=V-0' 0 co ID PROPERTIES: A=0.164 in' Ix-y=0.102 in.' Sx-y=0.129 In' --3.125 ry-y=1.493 in. COMPOSITE ROOF PANEI ©3.00"PANEL ADAPTER AND STANDARD SHI SCALE:4"=V-0" SCALE SPECIFICATIONS FOR APPLYING O.S.B.AND NOTES: 2.936' PROPERTIES: 1. INSTALL PRO-FAB PANELS IN ACCORDANCE' A=0.138 in.' 2• SEAL ALL SEAMS WITH PRO 2000 CHEMREX f Ix-y=0.165 in.' DIRT,GREASE,WATER OR OIL Sx-y=0.110 In' 3. APPLY 12-16 MILS OF CONTACT CEMENT TC 3.00' ry-y=1.092 in. GLUE AND PANELS.ALTERNATE FASTENING: EDGES&16"O.C.FIELD. �7 3.00"INSERT CHANNEL(D.R.C.) 4. INSTALL 15#FELT PAPER IN ACCORDANCE V SCALE:4"=V-0" 1507.38.1. 5. INSTALL SHINGLES IN ACCORDANCE WITH S THROUGH 1507.3.7. COVEREDAREA AB AREA ndu10'm1u dodn�u�nnm' UNIFORM LOAD dndn� 3/8"TO 1/2'ADHESNE BEAD n FOR A 1"WIDE ADHESIVE STRIP UNDER SHINGLE m' u" SUBSEQUENT ROWS I ¢ do+n urorunu dlf'' STARTER ROW A B COMPOSITE PANEL W/ SINGLE SPAN CANTILEVER EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ADHESIVE OR UNIFORM LOAD SCREWS SEALANT BEADS COMPOSITE ROOF PANEL WITH ALTERNATE SHINGLE FINISH DETAIL < SCALE: N.T.S. A B C ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE-. 2 SPAN APPLY ADHESIVE IN A CONTINUOUS BEAD 3/8"TO 1/2"DIAMETER SO THAT THERE IS A 1"WIDE STRIP OF ADHESIVE WHEN THE SHINGLE IS PUT IN PLACE. UNIFC FOR AREAS UP TO 120 M.P.H.WIND ZONE: 1) STARTER ROWS OF SHINGLES SHALL HAVE ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND ONE UNDER THE SHINGLE AT MID TAB AREA. STARTER SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. i 2) SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD A B DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA 4 FOR AREAS ABOVE 120 M.P.H.WIND ZONE: 1) STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE NOTES: SHINGLE T MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW 1) 1=Span Length INSTALLED H THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. ¢=Overhang Length 2) SUBSEQUENT RO S OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO 2) All spans listed in the tables are for equally space, STRIPS OF ADHESIVE AT MID COVERED AREA. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the qw ADHESIVE: CHEM REX-PL PREMIUM 948 URETHANE ADHESIVE OR OSI-RF140 SPAN EXAMPLES FI MINIMUM ROOF SLOPE: 2"IN 12" SCAT 1 • Table 38.1.1.110 Allowable Edge Beam Span Glass&Modular Rooms For 3 second wind gust at 110 MPH velocity;using Aluminum Alloy 6063 T-0 2"x 2"x 0.044" Load Max.Span V1(bending'b'or deflection'd') Width(R)1 3 2 Span 3 Span 4 Span Max. - - - —�` p Cantilever 5 4'-2' d 5'-1' b 4'-10' b 1'-16 d W 6 3'-1 t' d 4'-7' b 4'-5' b V-0' d O 7 3'•9' d 4'-3" b 4'-1" b 0'-11' of 13'.7" d _3'-1 1' b T-10' b 0'-11' d 9 3140 b T-9' b T-8' b 0'•10' d 10 3'•Y D 3'4P b T-5' b 0'-10' d 11 3'-0• b T-5' b T-3' b 0'-10' d COMPOSITE ROOF OR WALL PANEL 12 zD 3'-3• b T-2' b a-1o' d 3"x 2"x 0.045"" SCALE: 2'=1'-0" Load I Max.Span'L'I(t—ding'b'or deflection*d') Width(ft.) F.2 Span 7 Span 4 Span Max. Cantilever 5 4'-9• d 5'-10• d 5'-10• b V-2' d 6 4'-5' d 5'-6' d 5'4' b V.2• d 7 4'-3• d 5'-1' b 4'-11' b V-1' d 8 4'-0' d 4'•9• b 4'•7• b l'-0' d 9 3'-11' d 4'-6' b 4'4' b 0'-11' d 10 3'-9' d 4'-3• b 4'-2" b 0'-11' d WINDOW&DOOR LOADINGS 11 T-8' d 4'-1' b 3'-11 b 0'-t 1' d 12 3'-6' b 3'•11' 0 3'-9' b 0'-11' d 2"x 3"x 0.045" Load Max.Span'L'1 lbending W or deflection'd') Width(fL) Max. < —1&2 Span 3 Span 4 Span Cantilever -�K•e 5 5'-10' d 6'-10• b 6'-7' b 1'-6' d OO 6 5'-6- d 6'-3• b 61-0' b 1'•5' d 7 5'-2' b 5'-9' D 5'-7- D 1'4' d 8 4'•10• b 5'-5' D 5'-2• b 1'-3' d h a 9 4'•7' b 5-1' b 4•-11' D V-3' d 10 4'4' b 4'-10' b 4'-8- b V-2' d 11 4'-1• D 4'-7- b 4'-5• D 1'-Y d 12 3'-11' b 4'-5' b 4'-3• b 1'•1' d a,+/1 ' Notes: Least I 1.Above spans do not include length of knee brace.Add hoi Horizontal ,(/ connection to the above spans for total beam spans. Dimension a -*a 2. Spans may be interpolated. NOTES: Table 3B.1.1.120 Allowable Edge Beam Spar 1.FOR PARTIALLY ENCLOSED DESIGN LOADS MULTIPLY PRESSURES LISTED BELOW Glass&Modular Rooms BY 1.31. For 3 second wind gust at 120 MPH velocity;usir 2.FOR'C'EXPOSURE MULTIPLY PRESSURES LISTED BELOW BY LOAD MULTIPLIERS Aluminum Alloy 6063 T-6 LISTED IN TABLE 3B-C. 2"x 2"x 0.044" LoadMax.Span'L'/(bending'b'or deflection'd' Width(ft.) 1&2 Span 3 Span 4 Span Max. Cantlleve 6.3C Enclosed Structures 5 T-11' d 4'-6• b 1 4'-6• D I 1'-m d ASCE 7-98 Section 9.5 Method 2-Analytical Procedure Results 6 3'-9' d 4'-3' b 4--1' b 0'-Ir d 7 T-6" b 3'-11' b 3'-10' b 01•11' d Gable 0 to 10' Design Pressure(PSF) 8 T-3' b 3'-8• b 3'-7' b —0'-10' d Effective 9 3'-1' b 3'-6' b 3'4 0 ' b '-10• d Location 7.n Wind Ana Basic Wind Speed V(MPH) 10 2'•11• b 3'-3' b 3'-2' D 0'-10' d SF 90 1 100 1 110 1 120 1 130 1 140 1 150 160 11 2'•10' b T-2' b T-TD O-9' d 10 6 -15 7 -18 9 -22 11 -26 12 -30 14 -35 16 40 19 46 •� 7-A- b T-0•. b 7-11" b 17-9' d 1 20 5 -14 1 7 -17 8 -21 1 9 -25 11 -29 13 34 15 -39 17 4d 3"x 2"x O.D45"— -- — - 50 5 -14 6 •17 7 -20 9 •24 10 -29 12 33 14 -38 16 43 Load Max.Span'L'1(benciing'b'or deflection'd" 10 6 -24 7 -30 9 -36 11 43 12 -51 14 -59 16 468 19 -77 Width(ft.) 1&2 Span 3 Span 4 Span Max. Roof 2 20 5 -22 7 -27 8 -32 9 -39 11 -4 13 -53 15 -60 17 E9 Cantlleve 50 5 -18 6 -23 7 -27 9 -32 10 -38 12 44 14 -51 16 -58 5 4'-6' d 5'-6" tl 5'-5" 0 1'-2' d 10 6 -37 7 45 9 -55 11 -65 12 -77 14 -89 16 .02 19 •116 6 4'-3' d 5'-1' D 4'-11' b 1'•1' c 1 20 5 -31 7 -38 8 46 9 -54 11 -64 13 -74 15 -85 17 -97 7 3'-11' d 4'-9' b d'-T b 1'-0' c 50 5 -22 6 •27 7 •33 9 -39 10 46 12 -53 14 -61 16 -69 8 3'-10' d 4'-5' 9 3'-8' d 4'-Y b 4'-0' b 0'-11' Gable 10'to 30' 90 100 110 120 130 140 150 160 10 3'-6' b T-11' b 3'-10' b 0'-11' i 10 6 -13 10 -16 13 -20 15 -24 18 -28 20 -32 23 -37 27 42 11 3'4' D 3'-9' b 3'-8- b 0'•10' c 1 2D 8 -1J 10 -16 12 -19 14 -23 16 -27 19 .31 22 -35 25 40 12 3'-3' h 3'-" b 3'-0 b 0'-10' c 50 1 7 -12 8 -15 10 •18 12 -22 14 -26 16 -30 18 -34 21 -39 2"x 3'x 0.045" 10 8 -28 10 -35 13 42 15 -50 18 -59 20 -68 23 -78 27 -89 Load Max.Spa V/(bending'b'or de6ection'd' Root 2 20 8 -26 10 -32 12 -38 14 46 16 -54 19 462 22 -71 25 -81 Width(ft.) Max. 50 7 -22 8 -27 10 -33 12 -39 14 46 16 -53 18 bt 21 �9 1 8 2 Span 3 Span 4 Span Cantlleve 10 8 -28 10 -35 13 42 15 -50 18 -59 20 -68 23 -78 27 -89 56'-3' b 3 20 6 -26 10 -32 12 -38 14 46 16 -Sd 19 -62 22 -71 25 -81 6 5'-2• b 5'-9' b 5'-7' b 1'4' 50 T-22 8 -27 10 -33 12 -39 14 46 16 -53 18 -01 21 -69 7 d'-9' h 5'4' b 5'-Y h r60' 90 100 110 120 130 140 150 160 8 4'-5' b 6'-11' b 4'-10' D 1'-2" 10 15 -16 18 •19 22 •24 26 -28 30 -33 35 -38 40 44 46 -50 9 4'-2" b 4'-8' h 4'46' b 1'-Y 4 20 14 -15 17 -19 21 •23 25 -27 29 -32 34 -37 39 42 44 48 50 13 •14 16 •18 20 -21 23 -25 27 -30 32 -35 36 40 41 45 Wall 100 12 -14 15 -17 18 -20 22 -24 26 -28 30 -33 34 -38 39 43 12 3'-8' b 4'-1' b 3'•17' b 1'•1' 10 15 -19 18�-2422 26 -35 30 41 35 47 40 -54 46 -62 Notes: 20 14 -18 17 25 -32 29 -38 34 44 39 -51 44 -58 1.Above spans do not include length of knee brace.Add0 1316 i6 23 -29 27 -34 32 40 36 46 41 -52 connection to the above spans for total beam spans. 100 12 -15 15 22 -27 26 32 30 •37 34 42 39 48 2.Spans may be interpolated. ALTERNATE CONNECTION: (2)#10 x 1-1/2"S.M.S. THROUGH SPLINE GROOVES BEAM IHEADER EDGE BEAM SIDE WALL HEADER ATTACHED TO 1'x 2"OPEN ANGLE CLIPS MAY BE 1"x 2'OPEN BACK ATTACHED BACK WI MIN.(2)#10 x 1-112' SUBSTITUTED FOR INTERNAL TO FRONT POST W! S.M.S. SCREW SYSTEMS #10 x 1-1/2"S.M.S.MAX.6" FROM EACH END OF POST AND 24"O.C. MIN.(3)#10 x 1 112'S.M.S. INTO SCREW BOSS a— 1'x 2'EXTRUSION SIDE WALL GIRT ATTACHED TO 1"x 2'OPEN BACK W/MIN.(3) 1-118"MIN.IN CONCRETE #10 x 1-112"S.M.S.IN SCREW BOSSES ® VVV LIGHT TO BASE AND FRONT WALL GIRT BEAM DETAIL J HEADER BEAM z FRONT AND SIDE BOTTOM Q W 2 z 0 (4)#10 x 1/2"S.M.S.EACH SIDE RAILS ATTACHED TO c) Z O OF POST CONCRETE W/1/4"x 2-114' CONCRETE/MASONRY O O U H-BAR OR GUSSET PLATE 1'x 2'OPEN BACK ATTACHED @ O fn Z ANCHORS 6-FROM EACH J TO FRONT POST WI � W Z Z � < 2"x 2'OR 2"x 3"OR 2'S.M.B. #10 x 1-1/2'S.M.S.MAX.6" POST AND 24"O.C.MAX.AND POST WALLS MIN.1'FROM EDGE OF 0 W -J 0 FROM EACH END OF POST MIN.(4)#10 x 1/2"S.M.S.@ AND 24'O.C. 1" CONCRETE W W EACH POST MIN. Q m o m O I Q c Z 1"x 2"EXTRUSION U N O 06 .�. 1-1/8"MIN.IN CONCRETE 0 } ~ c � -12W -ION TO UPRIGHT AND D BEAM DETAIL TYPICAL&ALTERNATE CORNER DETAILC� Z o SCALE: 2"=l'-0" J Q COMPOSITE ROOF PANELS: (4)114'x 4"LAG BOLTS W/ RISER PANELS ATTACHED PER 1-1/4"FENDER WASHERS PER CHAPTER 7 2"x 2"OR 2'x 3"POST 4'-0"PANEL ACROSS THE FRONT AND 24'O.C.ALONG W #8 x 9/16'TEK SCREWS BOTH SIDES J N M SIDES �� y LL 1"x 2-1/8"x 1"U-CHANNEL OR O G RECEIVING CHANNEL N v Z r �O'T HEADER ATTACHED TO POST � w<r 2'x 2"OR 2"x3*HOLLOW W/MIN.(3)#10 x 1-112"S.M.S. a a o CONCRETE ANCHOR IN SCREW BOSSES m O z J H v^ " (PER TABLE) > o 1-118'MIN.IN CONCRETE LLJ Lw.z L O O L p Q U W v wuj u 2"x2",2'X3'OR3"X2' C Z Lu GIRT AND KICK PLATE 2-x 2" HOLLOW(SEE SPAN TABLES) '� ECONNECTION-DETAIL 1 HOLLOW RAIL L- z m 3 W =1'-0" FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH 2"x 2"OR 2"x 3"POST MIN.(3)#10 x 1/T S.M.S.IN SCREW BOSSES #8 x 911 6"TEK SCREWS BOTH SIDES 1'x 2-1/8'x 1"U-CHANNEL OR RECEIVING CHANNEL 1'x 2'OPEN BACK BOTTOM O O RAIL POST ATTACHED TO BOTTOM L CONCRETE ANCHOR W/MIN.(3)#10 x 1-1/2"S.M.S. (PER TABLE) IN SCREW BOSSES HEET 1-1/8"MIN.EMBEDMENT INTO 114'x 2-114"MASONRY CONCRETE ANCHOR @ 6"FROM EACH POST AND 24"O.C.(MAX.) CONNECTION-DETAIL 2 TYPICAL UPRIGHT DETAIL �0 SCALE:2"=l'-0' 07-08-2004 OF J Q D z QW U) 2 o p (DUU cn � 0wzz 0Q g � C) o � w U) 0 W — W m [O ct cM O F Q o Z :�,iUQNU 06 D m >- 1— c�)i � -12w L7 J � � U` Z O J Q F- W Z OQ� UZ'T CSD a°mm m � LLI Z)"� LLI >Ozn W rn Z., J O O LL U WcwLL LLIJ Z N OO Co. 3 Z W J � 12 EAL HEET 4 0 07-08-2004 OF 11" PANEL T 3 DETAIL G: CONNECTION OF FEMALE CHANNEL TO FILL PAN O SCALE: 2"=1'-0" O PANEL. TYPE 2 JER SIZE,NUMBER AND SPACING D FOR ALL GLASS ROOMS DETAIL H: CONNECTION OF MALEAND EFEMA-0E CHANNELS TO PANEL ADAPTER .L PANEL TO ROOF PANEL J Q PANEL Z Q W TYPE 1 TYPE 2 2 Z O OCDU U) a DETAIL I: CORNER CONNECTION WITH MALE CHANNEL p �3 Or Z J • ° SCALE: 2"=1.-0. !Y Lu Z O Q p — W Q U) :D_j CQ �° � [fl v c� TYPE 2 PANEL . 0 < CD z � Upc.Jp ENER SIZE,NUMBER AND SPACING 06 ::) cr_ F RED FOR ALL GLASS ROOMS SLIDER WINDOW Cn 0 W UNIT Cn Ll. F WALL PANEL TO SLAB TYPE 1 TYPE 2 g o DETAIL J: CONNECTION OF SLIDER WINDOW UNIT TO WALL PANEL O C) SCALE: 2'=V-0" SEE APPROPRIATE TABLES FOR Z_ CV C3 FASTENER SIZE,NUMBER&SPACING S� J PROPERTIES: Q • r -3.125' A=0.281 in.' 0.045"-t I_ Ix-y=0.385 in.' o Sx-y=0.239 In' ry_y=1.17 in. 2� LLl TYPE 2 PING STRUCTURE WITH FILL PANEL @3.00" FEMALE CHANNEL 0 z v i. 2'=1'-0SCALE:4'=1'-0" -O 'T 6 2 3 C Lu>- 3.125"� c0 Lu m om ' PROPERTIES: m Cfl OJ '^ A=0.332 in' >0 li 0 -F Ix-y=0.497in. w wtiz o Sx-y=0.309 In. O o _# 1.0 ry-y=1.223 in. U w!w LL TYPE p ?N� 203.00"MALE CHANNEL Z m o iSTRUCTURE WITH MALE CHANNEL 3 SCALE:4"=1'-0" (Q ul j O 3.230'- 0.045' J PROPERTIES: A=0.315 in' Ix•y= 0.443 In.' Sx-y=0.265 In' ry_y=1.187 in. LLE AND FEMALE CHANNELS 03 TOP AND BOTTOM CHANNEL -0 SCALE:4'=V-0" S F 1 ?7 (4� 3.12Q---j PROPERTIES: HEET I A=0.31Bin' Ix-y=0.2613 in! o Sx-y=0.2613 In.' 0 ry-y=.91 in. N 11c- O CHANNEL TO FILL PANELS (@3.00"'H'CHANNEL 1 0 j -1-0" 07-08-2004 OF SEE APPROPRIATE TABLES FOR SCALE-4"=1'-0" FASTENER SIZE,NUMBER&SPACING (3.00'L) o o o D (2.3 3'L) C(1.6 B(1.33"L)7-L) A(0.67-L) r 1 SUBSEQUENT ROWS ALLOWABLE BEAM SPLICE LOCATIONS SCALE: 118'=1'-0" 3/8'TO 112"ADHESIVE BEAD d=HEIGHT OF BEAM FOR A 1'WIDE ADHESIVE SINGLE SPAN BEAM SPLICE BEAM SPLICE SHALL BE STRIP UNDER SHINGLE @ 114 POINT OF BEAM SPAN MINIMUM d-.50' STARTER ROW ALL SPLICES SHALL BE STAGGERED ON EACH (—ci-.50"�d-.50'—T 1'MAX. COMPOSITE PANEL W/ SIDE OF SELF MATING BEAM I EXTRUDED OR BREAK + + + + + + FORMED CAP SEALED IN PLATE TO BE SAME n o J THICKNESS AS BEAM WEB �? d Q PLACE W1 ADHESIVE OR -0 D SCREWS PLATE CAN BE INSIDE OR + + + + + + Z OUTSIDE BEAM OR LAP CUT Q U., 7/16'O.S.B.PANELS 1"MAX. 2 p DENOTES SCREW PATTERN DRIP EDGE NOT NUMBER OF SCREWS HEIGHT 2 x(d-.50")LENGTH Z O OCU cn J WITH ALTERNATE O.S.B. Minimum Distance and spacin of screw$ 0 W Z Z O Q Gusset Plate Thickness GLE FINISH DETAIL acreWSize ds Edge To Center Center To Center p Q tz LLl Beam Size Thickness (In.) 2ds in. 2-1/2ds in. 2•z 7•x 0.055•x 0.120••• 1116'=O.D63' Q J p p N.T.S. #8 0.16 ?8 7/16 HINGLES FOR ROOF SLOPES OF 2:12 TO 4:12 #10 019 318 1/2 2•x e•x 0.072•x 0.224• v6•=0.125' J 11J 5 LU 2•x 9•x 0.072'x 0.224• 118'=0.125' m #12 021 7n6 9/16 p m O co #14 or 1I4' 0.2s 112 518 2•x 9'x 0.092"x 0..306• 118'=0.1 z5' O F— Q O Z IITH MANUFACTURER'S INSTRUCTIONS. 5116• 0.313 5 8 3!4 2 x 10'x 0.092 x 0.369 1/4'=0.25 2 U p N O 18 URETHANE AND CLEAN THE ROOF OF ANY Refers to each side of splice. o6 DI— Use for 2•x 4•and 2"x 6•a4so Nota: W O 2 Lu THE PANELS AND INSTALL 7116'O.S.B.OVER THE 1.All gusset plates shall be a minimum 5052 H-32 Alloy or have a minimum yield of 23 ksi. LL USE i*X 1-114"GALVANIZED DECK SCREWS @ B•O.C. TYPICAL BEAM SPLICE DETAIL g 2 o SCALE: 1'=1'-0" O ITH STANDARD BUILDING CODE SECTION Z 'ANDARD BUILDING CODE SECTION 1507.3.7.1. J Q UNIFORM LOAD LIJ 2 ti 0<I C) UZI ~0'Tq, A B C w¢�o 1 OR SINGLE SPAN CD 0 0-2 m cfl o=,hr- t J r W '0w� UNIFORM LOAD J LC:lu N O v �x U w w J nC Z N Fw- Z 0 i w B C D J �o 3 SPAN MLOAD l,—I 1 D E L AN E lances between supports or anchor points. 6 points and splices shall be staggered. SECTION 3 TABLES 07-08-2004 OF 10 N.T.S. Hollow Extrusions Table 3B1.1.130 Allowable Edge Beam Spans-Hollow Extrusions Glass&Modular Rooms lesign load of 23#!SF(36#!SF for Max.Cantilever) For 3 second wind gust at 130 MPH velocity;using design load of 32#!SF(50##SF for Max.Cantilever) Aluminum Alloy 6063 T-0 'x 2"z 0.055" 2"x 2"x 0.044" 2-x 2"x 0.055" Load Max.Span'L'I(bending'b'or deflection'd') Load Max.Span'L'I(bending'b'or deflection'd')j Load I Max.Spon'L'/(bendin 'b'or deflection'd') yidth(ft) Mu. Width(ft.) 1 8 2 Span 3 Span 4 Span Maz. Width(tt.)1 d 2 Span 3 Span 4 Span Maz. 1 3 2 Span 3 Span 4 Span Cantilever Cantilever Cantilever 5 4'-5' tl 5-6' tl 5'-4' D t'-2' d 5 3'-9' d 4'-3' b 4'-2• b 0'-11' d 5 3'-11• d 4'-8' b 4'-6' 6 4'-Y d 5'-0' b 4'-10- D 1'-1' d 6 3'-6' 6 3'•11' D 3'-9' b 0'-11• d 6 3'-9' 4'-1' b 7 3'-11' d 4'-8' b 4'-6' b 1'-0' d 7 3'-3• D 3'-7' D 3'-6' b 0'-10' d 7 3'-6' b 3' 3'-10' b 0'-11' d 8 3'-9' d 4'-4' D 4'-2' D T-11' Cl 8 3'-0" b 3'-5• 0'•10- 3'-8' b 3'-T b 0'-10' d 9 3'-8' d 4'-1' D T-11• b 0'-11' d 9 2'-10' D 3'-2• D 3'-1' h 0'-9• d 3'-0' b 3'-Z' b 0'-10' d 10 3'-6' b 3'-11• b 3'-9' b 0'-11' d 10 2'-8' b 3'-0' D 2'•11' b 0'-9• d 10 2'•11- b 3'-0' D 3'-Y b 0'-10' d 11 34-4• b 34•90 b 3'-T b 0'-10' d 11 2'-T b 7.71' b 2'-9• b 0'-9' d 11 7-10' h 3'-2' b 3'-0' D 0'-9' d 12 3'-7 b 3'-T b 3'-S b 0'-10' d 12 2'43• h 2'-9' b 2'-B' b C-9' d 12 2'-8• b T-0• D 2'-11" D 0'-9' d x2"x0.070" 3"x2"z 0.045" 3'z2"x0.070" Load Max.Span V 1(bending'b'or deflectlon'd') Load Max.Span'L'f(bending'b'or do ection'd') Load Max.Span'L'I(bending'b'or deflectlon'd') Width(IL) Max. Width(ft.) Max. Width(ft.) Maz 1 3 2 Span 3 Span d Span 1 3 2 Span 3 Span 4 Span Cantilever 1 3 2 Span 3 Span 4 Span Cantilever Cantilever 5 5'-0' d 6'•7' d 6'-8' d 1'-4' d 5 4'-3' d 5'-1' D 4'-11' b 1'-7' d 5 4'-9• d 5'-10' d 5'-11' b 6 4'-11' d 6'-2' d 6'-3' d 1'-3' d 6 T-11' d 4'-8' b 4'-6' b 1'-0• d 6 4'-0' tl 5'-6' tl 5'-5' b 7 4'-9' d 5'-10' d 5'-11- b 1'-3' d 7 T-9' d 4'-4' b 4'-2' b 0'-11• d 7 4'-3" d 5'-2' b 4'-11' b 1'-1' tl 8 4'-6' d 5'-7 d 5'-6' b 1'-2' d 8 3'-T d 4'-1' b T-11' b 0'-11' d e 4'•1' d 4'•10' b 4'•8' b 1'-0' d _J 9 4'-4' d 5'A' b S-2' b 1'-1' d 9 3'-5' D 3'-10' b 34-80 b 0'-11• d 9 T-11' d 4'-7' b 4'-5• b 0'-11' d Q 10 4'•3• d 5'-1' b 4'-11. b 1'-1' d 10 T-3' b T-7' b 3'-6' D 0'-10' d 10 T-9' d 4'd' 11 4'-1" d 4'-10' b 4'-8' D 1'-0' d 11 3'-1• b 3'-5' b 3'-4' b 0'-10• d 11 3'-8' d 4'-1' D 3'-11' b 0'-11• d Q 12 3'•11- d 4'-8' b 4'-6' b 1'-0' d 12 2'-11• D X-4- b T-2' b 0'•10' d 12 1-6' b T-11' b T-10• �(J 2"x d"z 0.050" 1 2"z 3*'.0.045" 2"x 4"z 0.050" Q Load Max.Span V/I(bending'D'or defleclion'd') Load Max.Soen'L'I(bending or deflection'd') Load Max.Span'L'l(bending'b'or tleffection'd' Z O Width(tt.) Max. Width(ft)1 b 2 Span 3 Span 4 Span Maz. Width(ft)1 6 2 Span 3 Span 4 Span Ca 4levar (D U U) 1&2 Span 3 Span 4 Span Cantilever Cantilever 5 7'-7- d 8'-8' b 8'-5' b 1'-71' d 5 5'-2' D $'-9' D 5'-T D 1'-0' tl 5 6'-T D T-5' D T-2' D 1'-9' d CC L� Z O m 6 T-1' h T-17' D r-a• b 1'-10' d 6 4'-9' b 5'-3' b 5'-1' D 1'-3' 0 6 6'-0' b 6'-9' 0 S-6' b 1'�' d _ 7 6'-T h T-4' D T-1' b 1'-9' d 7 4'-4' b 4'-11' b 4'-9' b 1'-Y d 7 5'-T D 6'-3' b 6'-0- b 1'-T d Q Q F- Q g S•Y D 6'•11' b S-8' b 7'-8' d 8 4'-1• b 4'-7• b 4'-5' b 1'-7 tl 8 5'-3' D 5'-10' D 5'-8' b 1'-6' d Q (n J Q 9 5'-10' D 6'-6' b S•3' D 1'-7' d 9 3'-1LU 0' b 4'4' D 4'-2' D 1'-7' d 9 4'-11' D 5'-6' b 5'd' b 1'-5' d Q W m 10 5'-6' D 6'-2' b 5'-11" b V-6- d 10 3'-8' b 4'-1' D 3'-11• b 1'-1' d 10 4'-8' b 5'-3' b 5'-1' b 1'-5' d Q Q m O P7 11 5'-3• h 5'-10' b 5'-8' b 1'-6' d 11 3'-6• b 3'-11' b 3'-9' b 1'-0' tl 11 4'-5' b d'-11• b d'-10' 0 U Q N O 12 S-0' b 5'-T b 5'-5' b i'-5' d 12 3'4' 6 3'-9' b T-7' D 0'-11' d 12 4'-3- b 4'-9- b 4'-T' b 1'-0' d Notes: Q U ynlal distance from upright to center of brace to beam 1. Above spans do not include lergth of knee brace.Add horizontal distance from upright to center of brace to beam connection to Me above spans for total beam spans. U) U) L U) 2. Spans may be interpolated. C G "t O (DZO CN2 D s-Hollow Extrusions Table 381.1-140A Allowable Edge Beam Spans-Hollow Extrusions Q Glass&Modular Rooms )design load of 27#NSF(43#!SF for Max.Cantilever) For 3 second wind gust at 140A MPH velocity;using design load of 37#/SF(58#1SF for Max.Cantilever) Aluminum Alloy 6063 TE 7'x 2"Y 0.055" 2'Y 2"x 0.044•• 2"%2"Y 0.055" Load Max.Span'L'/(bending'b'or deflection'd� Load Max.Span'L'I(bending'b'or dell ion V) Load Max.Span'L'l(bending W or deflectl10 Width(ft) Max. Width(tt.) Max. Width(ft.)1 d 2 Span 3 Span 4 Span Z i&2 Span 3 Span 4 5 an 1 8 2 Span 3 Span !Span Cantilever Cantilever t Span Cantilever I�1 5 4'-Y d 5'-1' b 4'-11' b 1'-7• d 5 3'-T 0'-11• tl 5 3'-9' tl 4'A' b 4'-2• b 0'-11• tl L.L M 6 6 3'-3' b T-8" D 3'-6' b 0'-10• d 6 T-7• b 3'•11' D 3' 7 3'-9' tl 4'�• 0 4'-2' b 0'-11' tl 7 3'-0' b 3's' D 3'-3' D 0'-10' d 73'-7• D 0'•10' d ZO Q r g 3'•T d 4'-0• b 3'-11' b 0'-11' d 8 7-10' b T-2' b T-0' D 0'-g' d 8 3'-1' b 3'-5' D 3'�' b 0'-10' d ti ZO v ro 3'-9' b 3'-8' b OJT d 9 2'-8' b 7-11' b 7-10' D 0'-9' d 9 7-11 D 3'-3' 0 3'-2' b 0'-9' d Q 2>- 3I' D 3'-6' b 0'-10' d 10 7-6' h 2'-10' b 7-9' b 0'-g• d 10 27-9' b T-1' b 2-11' b 0'-9• d � W>- I' ^� 11 3'-1• b 3'-5' b 3'4' b 0'•10' d 11 Y-5' b 7-8' b 2'-7' b 0'-8' d 11 2'-T b 7.11• b 7.10' b 0'A' d O m 12 7-N• b 3'-3' _ 7-7.-. 4 0'-t0' d 12 7-4• b_., 7-7' b 7-6' D 0'-8' d 12 -FT—b 7-10' b 2'-B' D 0'-9• d ('� (D Load Max.Sport V I(bending'b'or deflection'd') Load u J Max.Span'L'1(bending'b'or deflection'd') - Load a Max.Span'L'1(bending'b'or deflectiMaz ) W * p(n p Width(ft) Max. Width(ft.) 1 6 2 Span 7 Span d Span Max. Width(ft.) 1 6 2 Span 3 Span 4 Span Cantilever ty„ 2 1 6 2 Span 3 Span 4 Span Cantilever Cantilever 5 5'-0' d 6'-3' d 6'-4' d 1'•3' d 5 4'-0' d 4'-9' b a•-T b 1'-0" tl 5 4'-6' d 5'-T d 5'-6' b 1'-Y d V W c W LL 5 4'-9• d 6-3- d 6-4- D 1'-Y d 6 3'-9• d 4'-4' b 4'-2' b 0'-11' d 6 4'-3' d 5'-2' D 5'-0' b 1'•1' d Z N 7 3'-T d 4'-0• D 3'-11' b 0'-11' tl 7 4'-1' d 4'-10' b d'-8' b 1'-0' d X 7 4'-6' d 5'•7• d 6-5- b 1'-Y d Z 0 A 4'-0' d 5'•3' D 5'-1' b l'-1' d 8 3 W m 4'-11' D 4'-9' b 1'-1' tl 9 3'-Y D 3'-T D 3'-5' b Q-10' tl 9 3'-9' d 4'-3' b 4-1' b 0-11' d ?0 10 T-11' d 4'-8' b 4'-6- D 1'-0- d 10 3'-0• b 3'-4' 6 3'-3' b 0'-10' d 10 3'-T b 4'-0• b 3'-t 1' D 0'-11' d 0'-11' d 11 2'-101 b T-3- b 3'-1' b 0'-9' d 11 T-5' b T-10' b 3'-8' b 0'-11' d 0'-11' d 12 T-9' b 3'-1' D 2'-11• 0 0'-9- d 2"x J"x 0.045" 2 x 4"x 0.050" Load Max.Span'L'/(bending'b'or deflectlon'd') load Max.Span'L'!(bendin 'b'or deflection'.') Load Max.Span'L'I(bending'b'or deflectiMai Width(ft.) Maz Width(ft.) 1 3 2 Span 3 Span 4 Span CanIllever Width(ft.) 1 6 2 Span 3 Span 4 Span Cantilever 1 6 2 Span 3 Span 4 Span Cantilever 5 T-2' b 8'-0' b T-9- D 1'-10' d 5 4'-10' 0 5'-4' D 5'-Y D 1'-3' d 5 5'-2" b 6'-10' b 6'-8" b 1'-8' d 6 6'-7' b T4' b T-1' D 1'-9' d 6 4'-5' b 4'-11' b 4'-9' b 1'•Y tl 6 5'-T D 6'•3' D F-1• b 1'-7• d 7 6'-1' b 6'-9' b 6'-T b 1'-8' d 7 4'-7• b 4'-6' b 4'-5' b 1'-Y d 7 5'-2' b 5'-10' b 5'-T b 1'-6" d g 5'-8' b 6'-4' b 6'-2' b 1'-T d g 3'-10' ' b 1'-7' d B d'-10' D 5'-5' b 5'-3' b 1'a' d -11' b 5' b t'-6• 0 9 3'-T b 4'-0' 1'-1' d 9 4'-7 D 9 5'-4' b 5' 5'-1' D G'-11• b 1'•4' d 9 . d'-0' D 4'-10' b 4'-8' b 1'�• d ' 3-3' 3 • D 0•11' d 11 •5' d 11 '1' 3-1' 3 3 11' d 4'-2• b --85'' 1, 1 JLr 12 4'-8' b 5-2 1-4• 12 b 6 4' /SHEET Notes: ttal distance from upright to center of brace to beam 1. Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. 7 07-08-2004 OF 10 Table 38.1.2-110 Allowable Edge Beam Spans-Snap Sections Table 38.1.2-140A Allowable Edge Beam Sp Glass&Modular Rooms Glass&Modular Rooms For 3 second wind gust at 110 MPH velocity;using design load of 23#ISF(36#ISF for Max.Cantilever) For 3 second wind gust at 140A MPH velocity; Aluminum Alloy 6063 T-6 Aluminum Alloy 6063 T-b 2"x 2"x 0.044"Sna Extrusion 2"x 3"x 0.045-SnapExtrusion 2"x 2'x 0.044"Sna Extrusion Load Max.Span'L'1(banding'D'or deflection'd') Load Max.Span'L'/(bending'b'or deftection'd') Load Max.Span'L'I(ben ding'b'or deflection Width(ft.) Max. Width(ft) Max. Width(ft.) 1 8,2 Span 7 Span 4 Span Max 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever Centile 5 4'-8' d 5'-10' d 5'-10" b 1'-2' d 5 6'4' d T-8' b T-5' b 1'-7' d 5 4-0- d 4'-9' b 4'-7' b 1'-0' 6 4'-5' d 5'-6" d 5'-4' b 1'-2' d 6 5.11' d 7'-0- b 6-9' b 1'-6' d 6 T-9' d 4'4' b 4'-2' b 0'-11' 7 4'-2' d 5'-1' b 4'-11' b l'-1' d 7 F-8- d 6'-6' D 6'-3' b 1'-5' d 7 3'-T b 4%0" b 3'-10' b 0'-11' 8 4'-0' d 4'-9' b 4'-7' b 1'-0- d 8 T-5' d 6'-1' D 5'-11' b 1'-5' d 8 T-4' b T-9' b 3'-T b 0'-10' 9 3'-10' 0 4'-6' b 4',' b 0'.11' d 9 5'-Y b 5'-9' b 5'-7' D 1'-4' tl 9 3'-2' b 3'E' b 3'-5' b 10 3'-9' d 4'-3' b 4'-1' b 0'.11' d 10 4'•10' b 5'-5' b 5'-3' b 1'-3' d 10 2'-11' b 3'-0' b 3'-3" b 0' 11 3'-T d 4'•1' b 3'-11' b 0'-11" d 11 4'-8' b 5'-2' b S'-0' b l'-3" d 11 2'-10- D T-2' 12 3'-6' b T-11' b 3'•9' b 0'-11' d 12 4'•5' b 4'-17• b 4'-10' b 1'-2' d 12 2'-3- b T-1' b 2'-11' b 0'-9" 2"x 4"x 0.045"SnapExtrusion 2"x 4"x 0.045"Sna Extrusion Load Max.Span'L'I(bending'b'or deflection V) Load Maz,Spa VI(bending'b'or defleMion. Width(ft.) Max. Width ft.) 1&2 Span 3 Span 4 Span M"' 1 3 2 Span 3 Span 4 Span Cantilever Can[Ile� 5 T-11' d 9'-5' b 9'-1' b Y-0' d 5 6'-8' b T•5' b 7'-Y b 1'-9' 6 T-6' d 8'-7' b 8'4' b 1'•11" d 6 5'-1' b 6'-9' b 6'-T D 1'A' 7 T-1' b T-11' b 7'-8' b 1'-10' d 7 5'-T b 6'-3' b 6'-1' D 1'-T 8 -5' 6'-8' b T-5' b T-2' b 1'-9' d 8 5'-3' b 5'-10' b 5'-8' b ' 9 6'-3' b T-0- D 6'-9' b 1'-8' d 9 4'-11' b 5'-6' b 5'-4' b V 1'-5 10 5'-11' b 6'-8' b 6'-5' D 1'-T d 10 4'-8' D 5'-3' b 5'•1' b 1'-5' 11 5'-8' D 6'4' b 6'-2' b 1'-T d 11 4'-6' D 5'-0' b 4'-10' b i'-4' 6'-i' b 5'-70' D 1'-6' d 12 4'-3' Notes: Notes: 1.Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam 1.Above spans do not slength of knee brace. d connection to the above spans for total beam spans. connection to the above spans for total beam spans. 2. Spans may be interpolated. 2. Spans may he Interpolated. Table 38.1.3-110 Allowable Edge Beam Spa Table 38.1.2-120 Allowable Edge Beam Spans.Snap Sections For Screen Rooms Converted to or Typical C Glass&Modular Rooms For 3 second wind gust at 110 MPH velocity;usi For 3 second wind gust at 120 MPH velocity;using design load of 27#ISF(43#ISF for Max.Cantilever) Aluminum Alloy 6063 T-6 Aluminum Alloy 6063 T46 2"x 2-x 0.044•w/Snap Cap Attached 2'z 2"x 0.044"Snap Extrusion 2"x 3"x 0.045"Snap Extrusion load Max.Span'L'I(bending'b'or deflection'd' ad LoMax.Span'L'I(bending'b'or defiection'd') Load Max.Span'L'I(bonding'b'or deflection'dj Width(ft-)1 d 2 Span 3 Spaqb 4 Span Cantllev Width(ft.) Maz. Width(fl) Max. 1 3 2 Span 3 Span 4 Span Cantilever 1 3 2 Span 3 Span 4 Span Cantilever 5 5'-3' d 6'-3' 6'-0' b 1'-4' t 5 4'-5' d 5'-6' d 5-41' b 1'-2' d 5 6'-0' d 7'-1' b 6-10' b 1'-6' d 6 4'-11' d 5'-8' b 5'-6' b 1'•3' [ 14x 4'-2' d 5'-1' b 4'-11' b 1'-1' d 5 5'-8' d 6'-6' b 6'-3' D 1'-5' d 7 q•-g• d 5'-3' b 5'-1- b 1'-2- [ T-11' d 4'-8' b 4'-6' b 1'-0' d 7 5'�' d 6-0' D 5'-10' b 1'-4' d g 4'-5' b 4'-11' b 4'-9' b 1'-2' c T-10' d 4'-5" b 4'-3' b 0%11' d 8 5'1' b 5'-T b 5'-5' b 1'-4" d 9 4'-Z" D 4'$' b 4'46' b 1'-1' c T-8' d 4-2" b 3'-11' b 0'-11' d 9 4'-9' b 5'4' b 5'•1' b 1'-3' d3'-6' b 3'•11' b T-9- b 0'-11' d 10 4'-6' b 5'-0' b 4'•10' b 1'-3' d 10 3-11 b 4- ' ' 1'-i' c 3'-4' b T-9' b T-T o 0'-10' d 11 4'-3' b 4'-9' b 4'-8' b 1-2' db 4'-1' b 1'-0'T-2' b 3'-7' b 3'-5' b 0'-10" d 12 4'•1' b 4'-T b 4'-5' b 1'-2' d 12 3'-T D 4'-0' b 3'-10' b 05'Snap Extrusion 2"x 2'x 0.044'to 2'x 2'x Existing Max.Span'L'/(bending'b'or deflaction'd') Load Max.Span'L'I(bending'b'or deflection'd' d 2 Span 3 Span 4 Span Max' Width(tt.) M�- Cantilever 1 3 2 Span 3 Span 4 Span Cantilev T-7' d 8'-8' b 8'-5' b P-11' d 5 T-5' d 8'-5' b 8'-2' b 1'-11'T-1' b T-11' b T-8' b 1'-10' d 7 6'-T b T-4' b T-1' b l'-9' d 6 6'-11' D T-8' b T-5' b 1'-9' 5'-8- b V-8- d 7 6'�' D T-2' b 6'-11' b 1'�' 9 5'-10' b 6'-6' b 6'-3" b 1'-T d 8 5'-11' b 6'-8' b 6'-5' b 1'-7' 10 5'b' b 6'-2' b 9 F-T b 6'-3' 6 6'-1' b 1'-T 11 5'•3' D 5'-10" b 10 5'J7' b 5'-11' b 5'-9' b 1'4'x' 12 5'-T b 5'-7- b 1 '-5- b 1 1'-5' d 11 5'-1' b 5'48' b 5'-6- b 1'-5' Notes: 12 4'-10' b 5-5" D 5'-3' b 1'-5' 1. Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam Notes: connection to the above soaps for total beam spans. 1. Above spans do not include length of knee brace.Add r '2. Spans may be interpolated. connection to the above spans for total beam spans. Table 3B.1.2-130 Allowable Edge Beam Spans-Snap Sections Table 38.1.3.120 Allowable Edge Beam Spa Glass&Modular Rooms For Screen Rooms Converted to or Typical C For 3 second wind gust at 130 MPH velocity;using design load of 32#iSF(50#ISF for Max.Cantilever) For 3 second wind gust at 120 MPH velocity;us Aluminum Alloy 6063 T-6 Aluminum Alloy 6063 Thi 2-x 2"x 0.044"Snap Extrusion 2"x 3"x_0.045"Snap Extrusion 2"x 2"x 0.044'wl Snap Cap Attached Load Max.Span'L'1(bending'b'or deflection'd) Load Max.Span VI(bending'b'or daflection'd') Load Max.Spa n'L'I(banding W or deflection's Widthft. Max. Width IfL) Max. ( )1&2 Span 7 Span 4 Span Cantllever i b 2 Span 3 Span 4 Span Cantilever Width(ft.) Maz. 1 3 2 Span 7 Span 4 Span Cantilen 5 4'-3' d 5'-1' b 4'-11' b l'-1' d 5 5'$' d 6'-0" b 6'4' b 1'-5' d 6 3'•11' d 4'-8' D 4'-6' 0 1'4Y d 6 5'-4' b 5'-11' b 5'-9' b 1'-4' d 5 4'-11' tl 5'-9' b 5'4i' b 1'-3' 7 3'-9' d 4'-4' b 4'-2' b 0'-1 P d - 4'-11' b 5'-6' b 5'A' b 1'-4' d 6 4'-8' d 5'-3' D 5'-1' b 1'2' 8 3'•T tl 4'-0' b 3'-/1' b 0'-11' d 8 4'-T D 5'-2' b 4'-11' D 1'•3' d 7 b 9 3'-S' b T-10' b 3'$' b 0'-11' d 9 4'-4' b 4'-10' b 4'-8' b 1'-Y tl 9 a'-1' b 4'-6" 0 4'-5' b 1'-1' 10 3'-3' D 3'-T D 3'-6' b 0'-10' d 10 4'.2' b 4'-T b 4'-6' D 1'-2 d 3 T-10' b 4'-3' b d'-2' b 1'4)' 11 Y-1' b T-5' b 3'-4' b 0'•10' d 11 T.11' D 4'-5' b 4'-3' b 1'-1' d 10 3'-8' b 4'-1' b 3'-11' b9011' 12 Y-11' b 3'-3' b T-2' b 0'-10' d 12 T-9' b 4'-3' b 4'-1" b 1'-1- tl 11 3'-5- bx 4"x 0.045"Sna Extrusion 12 -4- b T-8' b T-7- b Load Max.Span'L'I(bending'b'or deflection'dj Width(ft.) Max. 2"x 2'x 0.044•to 2'x 2'x Existing /6 2 Span 3 Span 4 Span Cantilever Load Max.Span'L'I(bending'b'or deflection' T-11' b T-9' b 1'-10' d Width(ft.)1 5 2 Span 7 Span 4 Span Max. T-3" Cantlle 7 6'-0• b 6'-9• b 6-6' 0 1-6- d 8 5743' b 6'-4" b 6-1' b 1'-7- d 6 6-4' b 7'-1' b 6'-10' b 9 5'4' b 5'-11' b 5-9' b 1'-6' d 7 5'-11' b 6'•T b 6-4' b 1'-7' 10 5'-1' b 5'-8' b 5'-5' b 1'-5' d d 5'46' b 6'-2' b 5-1V b 1'4i' 11 4'-10" b 5- b 5'-2' b l'-5' d 9 5'-2' D 5'-10' b 5'-T b 7'-6' 12 4'-7' b 5'-2' b 4'-11- b 1'-4' d 10 4'-11' b 5'-6' b 5'4' D 1'-5' Notes: 11 4'-8' b 5'-3' b 5'-1' b VX 1.Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Notes: I-Above spans do not include length of knee brace.Add connection to the above spans for total beam spans. Table 3B.1.4-110 Allowable Spans For Fourth Wall or Miscellaneous Framing Beams for Glass&Modular Rooms Table 3B.1.4.140A Allowable Spans I For 3 second wind gust at 110 MPH velocity;using design load of 23#ISF For 3 second wind Aluminum Alloy 6063 T-6 Aluminum Alloy 6063 Tributary Load Width Ingle Self-Mating Beams 4'-0" 1 6'-0" 1 8'-0' 1 10'-0" 1 12'-0" 1 14'-0' 1 16'-0" 1 18'1" 20'-0' 22'1" 24'-0" 26-0' Single Self-Mating Beam 4'-0" 6'-0" Allowable Spar I bending'b'or deflection'd' 2'x 4"x 0.044'x 0.100" 9'-1' d T-11' djT.3* 6'-5' b 5'-11'b 5'-S" b 5'-1' b 4'-10' D 4'-7' h 4'4' b 4'-2' b 4'-0' b 2"x4"x0.044"z0.100- T-9' d 6'-7" b 2"x 5'x 0.050^x 0.100^ 11'4' d 9'-10" d T-11' b T4' b 6'-9- b 6'4' b 5'-71' b 5'-8' p 5'-5' b S-2" b 4'-11'b 2"x 5"x 0.050"x 0.100" 9'-8' tl 8'-2' b 2"x 6"x 0.050'x 0.120" 13'-3'd 11'•7- db 9'-3" b 8'-5' b T•10' b T4' b 6'-1 7- b 6'-6" b 6'-3- b 5'•11- h 5'-9- b 2"x 6"x 0.050"x 0.120' 11'-3" d 9'-5" D 2"z 7"x 0.055"x 0.120" 15'•1- tl 13'-2' db 10'-5- b 9'-0" b 8'-10' b 8'-3' b 7'-9' 07bT-0' b 6'-9" D 6'-5' b 2"x 7"x 0.055"x 0.120" 12'-10'0 10'-7'b 2'z 7"x 0.055-wl Insert 18'-2' d 15'-11'dd 13'-5' d 17-7- d 11'-8' D 10'-11'b 10'-4. 6 9'-9" b 9'4" b 8'•11' b 8'7' b 2"x 7'x 0.055-wl insert 15'-6' d 13'-7'd 2"x 8"x 0.072-x 0.224" 18'-8' d 16'4' dd 13'-5' b 12'-3'b 11'4' b 10'-8- b 10'-0' b 9'-6' D 7-1' b 8'-8' b 8.4' b 2"x 8"x 0.072"x 0.224- 15'-11'd 13'-0"b 2"x 9"x 0.072-x 0.224" 20'-8"d 1 T-11'dd 14'-7' b 13'4-b 12'4' b 11 F-64 b 10'-10"b 10'4' b 9'-10' b 9-5" b 9'-0' b 2'x 9"x 0.072"x 0.224" 1T-8" d14'-10'D 2"x 9'x 0.082-x 0.306' 27'•3-d 18'-6' dd 75'-8' d 14'-7" b 13'-6' D 12'-8' D 11'-11-b 11'4' b 10'-9- b 10'4' b 9'•11'b 2"x 9'x 0.082"x 0.306- 18'•1' d 15'•10'd 2'x 10-x 0.092'x 0.369' 25'-6-d 22'4'd 20'•3-d 78'•10'd 1T-T b 16'-3' 6 15'-2" b 14'4- b 13'-T b 12'-71"D 1Z'-5' b 11'-11'b 2"x 10'x 0.092'x 0.369- 21'-9'd 19'-0'd ' Tributary Load Width Double Self-Mating 4'-0' 6'-0' 8'-0" 10'-0" 12'-0" 14'-0" Beams 16'-0' 18'-0" 20'-0' 22'-0' 24'-0" 26-0' Double Seri Beams Allowable Span'L'I bending'b'or deflection'd' 2"x 8"x 0.072"x 0.224" 23'-6" d 20'b'd 18'-8"d 17'4- d 16'4' d 15'-6' d 14'_10'd 14'-2' b 13'-5' D 12'-10'D 12'-3' b 11'-9'b 2"x 8'z 0.072"x 0.224" 2"x 9'x 0.072'x 0.224" 25'-10-d 22'-0" d 20'-6'd 19'-0' d IT-1 1'd 16'-11'd 16'-3-d 15'4' b 14'-7- b 13'-11"b 13'4' b 17-9'b 2'x 9'x 0.072"x 0.224' 2"x 9'x 0.082^x 0.306" 2T-5- d 23'-11'd 21'-9' d 20'-3"d 17-0'of 18'-1"d 17'-3' tl 1 16'-7' d 15'-1 P b 15'-3- D 14'-T- b 1 14'-0' b 2'x 9'x 0.082"x 0.306- 23'-5' 2'x 10"x 0.092"z 0.369' 32'-2' d 28'-1'd 25'E-d 23'-8' d 22'4'd 21'-2' d 20'-3- tl 19'-6- d 18'-10'd I 18'-3' Cl 17'-T to I 16'-10"b 2-x 10"x 0.092-x 0.369' Note: Note: 1. It is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 1. It is recommended that the engineer be consulted 2. Spans are based on 110 M.P.H.wind load plus dead load for framing. 2. Spans are based on 140A M.P.H.wind load plus 3. Span is measured from center of connection to fascia or wall connection. 3. Span is measured from center of connection to fa 4.Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above spans for total 4. Above spans do not include length of knee brace. beam spans. beam spans. 5. Spans may be interpolated. 5. Spans may be interpolated. Table 313.1.4-120 Allowable Spans For Fourth Wall or Miscellaneous Framing Beams for Glass&Modular Rooms Table 3B.1.5-110 Allowable Spans fc For 3 second wind gust at 120 MPH velocity;using design load of 27#!SF For Glass&Modul, Aluminum Alloy 6063 T-6 For 3 second wind g Tributary Load Width Single Self-Mating Beam 4'4" 6'-0' 8'-0- 10'-0" 12'-0" 14'-0" 16'-0" 18'-0- 20'-0" 22'-0- 24'-0' 26-0' Self Mating Sections Allowable Span'L'I bending*b'or deflection'd' 2'z 4'z 0.044"x 0.100" 8'-8' d121--2- d 6'-8' b 5'-11' b 5'-5' b 5'-0' b 4'-9' b 4'-5" b 4'-3' b 4'-0' b 3'-10' b 3'8' b 2"x 4"x 0.04.4 x 0.100' 10'-3' b 9'4' b 2"z 5"x 0.050-x 0.100- 10'$' dd 8'-3- b T4' b 6'-9' b 6'-3" b 6-10- b 5'-6" b 5'-3' 0 4'-11' b 4'-9' b 4'-7' b 2"x 5"x 0.050'x 0.100' 12'-8" b 11'-6- b 2'x 6"x 0.050^x 0.120^ 12'-6' d 0 9-6' b 8'-6" D T-9' b T-3" b 6'-9' b 6'4' b 6'-0' D 5'-9' b 5'-0' b 5'-3' b 2"z 6"x 0.050'x 0.120' 14'-7' b 13'4' b 2'z 7'x 0.055'x 0.120" 14'-3' d6 10'-9' D 9'-7- b 8'-9- b T-1- b T-7' b T-2" b 6'-9' b 6'-6' b 6'-7 D 5'-11" b 2"x 7"x 0.055'x 0.120' 16'-5' b 15'-0' b 2'x T x 0.055"wt insert 1T-3' dd 13'-8' c 12'-8' d 11'$'b 10'-10'b 10'-1' b 9'-6" b 9'-0' b 8'-T b 8'-3" b T-11' D 2"x T x 0.055'wl insert 21'-11' D 19'-11' b 2"x 8"x 0.072'x 0.224" 171-80 dd 13'-10'b 12'•5- b 11'4- b 10'-0" b 9'-10'b 9'-3" b 8'-9' b 8'4' D 8'-0' b T-8" b 2"x 8"x 0.072'x 0.224' 21'-3' D 19'-5- b 2"x 9'x 0.072"x 0.224- 19'-5' d 'd 15'-0" b 13'-5' b 12'-3" b 11'4- b 10'-8- b 10'-0' b 9'-6' b 9'-1' ti8'-8" b 8'4' b 2-x 9"x 0.072"x 0.224" 23-1' b 21'-0' b 1 2'z 9'x 0.082-z 0.306' 20'-1" d d 15'-11'd 14'-9" b 13'-0' b 72'-6- b 11'-8' b 71'-0' b 10'-5' b 9'•11'b 9'-6' h 9'-2' b 2"x 9'x 0.082^x 0.310' 25'4- D 23'-1' b 2"x 10"x 0.092'x 0.369' 24'-2" d d 19'-2" d 17'-9' b 16'-2" b 14'-11"b 14'-0" b 13'-3" bi 12'-7- b 11'•11-b t t'-5' b i t'-0' b 2"x 10"x 0.092"x 0.369^ 30'-5' b 27'-9" b Tributary Load Width Square Tubes Double Self-Mating 4'-0" 1 6'-0' 87" 101 12'-0" 1 14'-0" 1 16'-0' 1 18'-0' 1 20'-0" 1 22'-0" 1 24'0" 1 26-0' Beams Allowable Span'L'I bending'b'or deflection'd' 2"x d'x 0.046 x 0.100' 10'-6" d -9'-7- b 2"x 8'x 0.072"x 0224" 22'-3' d 19'-6' d 1T-0' d 16'-5' tl 15'-5' d 14'-8' d 13'-10'b 13'-1' b 17-5- b 11'-10'b 11'4' D 10'-11'b 2"x 5"z 0.050-x 0.100' 11'-5" ri10'-9' d 2"x 9"x 0.072"x 0224" 24'-5"d 21'4- d 19'-5' d 18'-0' tl 16'-11'd 16'-1' D 15'-0" b 14'-Y b 13'-S b 12'-10"h 12'-3' b 11'-10'b Notes: 20'-8' d 1 g'-2- d 18'-0- d 1 T-2- d 16'-5' d 15'-7' b 14'-9" D 14--1- b 13'-0' b 17-11'b 1. Glass Rooms The addition of aluminum frame wii 2"x 10"x 0.092"x 0.369" 30'-6'dl 26'-8"dl 24'-2' d 27-5'd 2'.'-2"d 1 20'-1" di 19'-2'of 1 18'-6' d 17-9- b I 16'-11'b 16'-Y b i S-T b requirements to the above upright sizes increases thi 2.Tables assume extrusion oriented with longer exb Note: 1. II is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 3. Spans may be interpolated. 2. Spans are based on 120 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 distance from upright to center of brace to beam connection to the above spans for total Table 3B.1.5-120 Allowable Spans fl beam spans. For Glass&Modul S. Spans may be interpolated. For 3 second wind c Self Mating Sections Table 3B.1.4-130 Allowable Spans For Fourth Wall or Miscellaneous Framing Beams for Glass&Modular Rooms For 3 second wind gust at 130 MPH velocity;using design load of 32#!SF 2"x 4'x 0.044 x 0.100- 9'-5' b e'-7' b Aluminum Alloy 6063 T-0 2"x 5"x 0.050"x 0.100' Tributary Load Width 2"x 6'x 0.050'x 0.120' 13'-6' b 12'4- 5 Ingle Self-Mating Beam 4'-0' 16'1' fil 10'-0' 1 12'-0" 1 14'-0" 1 16'-0' 1 18'-0" 1 20'-0" 1 22'-0- 2d'-0' 26-0" 2^x 7-x 0.055'x 0.120" 15'-2' b 13'-10' b Allowable Span'L'f bending'b'or deflection'd' 2"x 7"x 0.055"wl Insert 20'-2" b 18'-5' D 2"x 4"x 0.044"x 0.100" Ili d T-1' D 6'-1' b 5'-6' b 4'•11'bj 4'-8' b 4'4' b 4'-1' D 3'-10' b 3'-8' b 3'-6' b T-5' b 2"x 8"x 0.072-x 0224- 19'-7" b 17'-11' b 2"x 5"x 0.050-x 0.100- 10'-1' d 8'-9" b 7'-7" D 6'-9' 6 6'-2' bi 5-9' b 5'4- bj 5'-1" b 4'-9' b 4'-7' b 4'4' b 4'-2' b 2"x 9"x 0.072-x 0.224- 21'-3' b 19'-5' b 2"x 6"x 0.050"x 0.120- 11'-10"d 10'•1' b 8'-9" b T-10' D 7'-2" b 6'-7- b 6'-Y b 5'-10' b 5'-6' In 5'-3' b 5'-1' b 4'-10' b 2"x 9"x 0.082-x 0.310- 23'4' b 21'4' b 2"x 7-x 0.055"x 0.120' 13'-6' d 11'-5' b 9'-10' b 8'•10- b 8'-1' b T-5' D 6'-11' bi 5'-7' b 6'-3' b 5'-11" h 5'-8' b 5'-6' D 2-x 10'x 0.092"x 0.369' 28'-1' b 25'-7' b 2"x 7"x 0.055"wi insert 16'4' of 14'-3' of 12'•11'd 11'-9' 0 10'-9'b 9'-11' b 9'-3' bi 8'-9' b 8'4' b T-1 V b T-7" b T-3' to 2"x 8'x 0.072"x 0.224- 16'-9' d 14'-7' d 17-9' b 11'-S b 10'-5" b 9'-8" b 9'-0- bi 8'-6' b 8'-1' b T-8' b T4' b T-1 b Self Mating Sections 5'-0" 2"x 9"x 0.072"z 0.224' 18'4- d 15'-11'b 13'•10-b 174' D 1 t'-3' b 107-5' b 9'-9' b 9'-3' b 8'-9' b 8'4' b T-11" b T•8" b 2"x 9"x 0.082"x 0.306:+219'-0'd 16'-7" d 15'-1' d 13'-T b 12'-5'b 11'-6' b 10'-9' b 10'-1' b 9'-7- b 9'-2" 6 8'-9- b 8'-5" b 2"x 4"x 0.044 x 0.100" 9'-8' b 8'-10' b 2"x 10'x 0.092^x 0.3692'-10'd 19'-11'd 18'-2-d 16'4- b I'4'-11'b 13'-9' 6 12'.11'6 12'-2' b 1 P-o" b 10'-11'6 C'-6' 6 10'-1' 6 2"x 5'x 0.050"x 1.100" 10'-10' d 10'-1' o Notes: Tributary Load Width 1.Glass Rooms.The addition of aluminum frame w Double Self-Mating -0 4'-0" 6' " "8'-0 10'4- '-0 12 " 14'14'-0" 1 -0 16' ' -0 18' ' 20'-0" 22'-0' 24'-0" 26-0' - Beams requirements to the above upright sizes increases tr Allowable Span'L'(bending'b'or deflection'd' 2.Tables assume extrusion oriented with!onger ext 2"x 8"x 0.072"x 0.224' 21'-1' d 18'-5" ol 16'-9' d 1 16-6' d 1 14'-7' d 1 13'-7' b 1 12'-9' b 12'-0' b 11'-5" In 1 10'-10'b 1 10'-5' D 9'•11'b 3. Spans may be interpolated. 2"x x 9'xx 00..107822"xx 00.24' 23'-1' c2C'-2' 1- 14-9, ;3'-1C J 1 13'-1 b 12' '•' d1 �1'd306" 24'•7"d 2 - ' d -2- d b 11'--1'v1''b 9" 25 'd ' D 14'4' b -2' 'd21'-3' 19-112'x 10"x 0.092-x 0.3 27-10 8 ' ' ' ' S Note: 1. Nle: recommended that the en r be consu,ted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 130 M.P.H.wind load pals 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 prate.Add horizontal distance from upright to canter of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Table 38.2.1 Allowable Upright Heights,Chair Rail Spans or Header Spans Table 38.3.1-120 Allowable Upright Heights,C For Glass 8 Modular Rooms For Screen Rooms Converter Aluminum Alloy 6063 T-6 For 3 second wind gust at 120 MPH velocity;using desii For 3 second wind gust at 110 MPH velocity;using design load of 18#/SF Tribu Tributary Load Width =Purtin Spacing Sections 3'-0" 3'-6" 4'-0" 4' Allowabl Sections T-O" 3'-6" 1 4'-0" 1 4'i" 1 5'-0' !i 5' ' 6'-0^ 1 6'-6' 1 7'-0' 1 7'•6" 2"x 2"x 0.044'with 8'4" b T-9' D T-3' D 6-1 Allowable Height'H'I bending'b'or deflection'd' Snap Cap attached 2"x 2"x 0.044" Hollow 6'-10' d 6'E" d 6-2" d 1 5'-11' d 5'-0' b 5'-5' b 5'-2' D 5'-0' 6 4'-10' D 4'$' b 1"x 2"x 0.044' 9'-2' tl 8'-8' b 8'-2" b T- 2"z 2"x 0.055" Hollow T-3' d 6'-10' a 6'•T d 6'4' d 6'-1' tl 5'-11'd 5'-8' b 5'-6' D 5'-3' b 5'-1' b to 2"x 2"x Existing 3"x 2"x 0.045" Hollow T-9' d T-4' d T-0' d 6'-9' d d 6'-2' d 5'•11• d 5'-9' b 5'•T b 2"x 2"x 0.044" 11'-2' b 10'4' b 9'-8' b 9'- 3'x 2"z 0.070" Hollow 8'-8' d 8'-3' d T-11' d T-T d T4' d T-1' d 6'-17^ d 6'-9' d 6'-T d 6'-5' d to 2'x 2'x Existing 2-x 3'x 0.045- Hollow 9'•7' d 9'-1' d 8'-7' b 8'-1' b T-8' b 7'4' b T-0' b 6'-9' b 6'-6' b 6'-3' b 3"x 3"x 0.093"Sq.Tube 11'-17'd 1 V-4' d 10'-10'd 1G 2"x 4"x 0.050- Hollow 12'-5"d 11'-9' D 11'-0' b 10'-4- b 9'-10" b 9'-5" b 8'-11' b 8'-8' b 8'-4- b 8'-0' b 3"x 3"z 0.093"to(1) 12'-10"d 12'•3-d 11'-8'd 11' 2"x S"x 0.050" S.M.B. 1T-2' tl 16'4'a 15'-7• d 15'-0- d 14'-3' b 13'-7' b 13'-0- b 12'-6' b 12'-1' b 11'-8' b 1"x 3"x 0.44^Open Back 2"x 6"x 0.050" S.M.B. 20'-1' d 19'-1" d 18'-3' d 17'-5' b 16'-6' b 15'-9' 6 15'-1' b 14'-6' b 13'-11"b IT-V b (Load to 3"Direction)' 2"x 2"x 0.044" Snap 7'-8" d T4' a 6.11' d 6'-9' d 6'-6' d 6'-3' d 6'-1' d 5'-11' d 5'-9' b 5'-7' b 3"x 3"x 0.125"Sq.Tube 13'-1'd 12'-5' d 11--10-dl 11' 2"x 3"x 0.045" Snap 10'-4' d 9'-10' d 9'-5' d 9'•1' d 8'-8' b 8'-4' b T-11'b T-6' b T<' D 7'-1' b 3"x 3"x 0.093-to(2) 13'-8'd 12'-11'd17-5'd 11'• 2"x 4"x 0.045" Snap 13'-1" d 12'-5' tl 11'-11"d 11'-3' b 10'-8' b 10'-2' b 9'-9" b 9'4- D 8'-11'b 8'-8' b 1'x 3"x 0.44^Open Back For 3 second wind gust at 120 MPH velocity;using design load of 22#NSF 3"x 3"x 0.093'to(1) 14'-5'd 13'-8'tl 13'-1'tl 12' Tributary Load Width W=Purlin Spacing 1'x 3"x 0.44'Open Back Sections 3'-0" T-6- 4'-0" 4'-0' 5'-0' 5'-0' 6'-0" 6'-6" 7- 7'-0" (Load to 4'Direction)- Allowable Height'H'/bending'b'or deflection'd' 4"z 4"x 0.125"Sq.Tube 17'-7' d 16'-9'd 2"x 2"x 0.044' Hollow 6-5' d 6'-1" a 5'-9^ b 5'-5' D 5'-2' b 4'-11'b 4'-B' b 4'-0' D d'4' 01 4'-3' b Note: 2"x 2"x 0.055' Hollow 6'-9" d 6'-5' d 6'-2" d 5-11' d 5'-8' b 5'4' b 5'-2' D 4'-11' b 4'-9^ b 4'-7" b Spans may be interpolated.' 3"x 2"x 0.045" Hollow T-3' d 6'-10' d 6'-T d 6'4' tl 6'-1' d 5'-11"b 5'-8' b 5'-5,--b 5'-3' D 5'-1' b Load assumed to be applied in the direction normal to the specified Si 3"x 2-x 0.070" Hollow 8'-1" d T-9" d 7'•5' d T•1' d 6'-10'd 6'-8' d T-5" d 6'-3' d 6'•1' d 5'-11' d 2"x 3"x 0.045" Hollow 8'-11" d 8'4^ b 7'-9' b 7'4' b 6'-11' b 6'-8' b 6'4' b 6'-1' b 5'-11' b 578" b 2"x 4"x 0.050" Hollow 11'-6" b 10'-8' b 9'-11' b 9'-5' b 8'-11- b T-6- b 8--1" b T-10" b 7'-6' b 7--3' b 2"x 5"x 0.050" S.M.B. 16'-7'd 151•3' d 14'-5' b 13'-T b 12'-11'b 12'4• b 11'-9' b 11'4" b 10'-11'b 10'-7' b Table 38.3.1.130 Allowable Upright Heights,C 2'x 6"x 0.050" S.M.B. 18'-10'd 1T-10•b 16'-8' b 15'-9' b 14'-11'b 14'-3" b 13'-8' b 13'-1' b 12'-8' b 12'-2' b For Screen Rooms Converte< 2"x 2'x 0.04x" Snap 7'-2' d 6'•10'd "0'-6' d 6'-3' d 6'-1' d 5'-10'b 5'-T b 5'-5' b 5'-2' b 5'-0' b For 3 second wind gust at 130 MPH velocity;using dealt 2"x 3"x 0.045' Snap 9-81 d 9'-3' d 8--10' b 8'4' D T-10' b T-6' b T-2' b 6'-11^ b 6'-8' b 6'-5' b Tribut 2"x 4-x 0.045" Snap 12'-3"d 11'-6• b 1G'-9- b 10'-2' b 9'-8' D 9'-2" b 8'-9' b 8'-5' D 8'-2' b T•10' b Sections T-0" 1 T-6- j 470' 4'a AI lowable Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the 2"x 2"x 0.044"with 8'-2' b T-7' b T-1" D F-8 above spans for total beam spare. Snap Cap attached 2. Spans may be interpolated. 1"x 2"x 0.044' 8'-5^ b T•10'b 7'-3' b 6'-7( Table 38.2.2 Allowable Upright Hei Heights,Chair Rail Spans or Header Spans to 2'x 2':Existing 9 P P 2"z 2'x 0.044' T-2' D 8'-5' D 7'•11'b 7'-5 For Glass 8 Modular Rooms to 2-x 2-x Existing Aluminum Alloy 6063 T-6 3"x 3"x 0.093"Sq.Tube 11'-1' d 10'-0" d 10'-1' a 9'-8 For 3 second wind gust at 130 MPH velocity;using design load of 25 tl/SF 3'x 3'x 0.093"to(1) 11'-11"d 11'4' d 10'-10'd 10'-: Tributary Load Width W-Purlin Spacing 1"x 3"x 0.44'Open Back Sections 3'-0" 1 T-6' 1 4'-0" 1 4'-6^ 1 5'-0' 1 5'-6" 1 6'-0' 1 6'-6- 7'-0" 7'f" (Load to 3•Direction)' 3"x 3"x 0.125'Sq.Tube 12'-2' d 11'-7'd 11'-1'd 10'- Allowable Height'H'/bending'b'or deflection'd' 3"x 3"x 0.09"to(2) 12'-8'd 12'-1' tl 11'-6'tl 11'- 2"x 2"x 0.044" Hollow 6'-1' d 5'•10' d 5-7' d 5'4' d S'-2' d 5-0' d 4'-10' d 4'-9' d 4'-7' d 4'-6' d 2"x 2"x 0.055" Hollow 81-6" d 6'-2" d 5'-11' d 5'-8' d 5'-6" d 5'4' d 5'-2' d 5'-0' d 4'-11' d 4'•9' d 1"x 3"x 0.44" Back 3'x 2"x 0.045" Hollow F-11"d 6'-7" d 6'4' d 6'-1' d 5'-10'd 5'-8' d 5-6" d 5'4" d 5'-3' d 5'-7' d 3'x T x 0.097•tto o((11) 13'-5'tl 12'-9"d 12'-2'tl 11'- 3-x 2"x 0.070" Hollow T-9' d T-5' d T-1" d 6'-10' d 6'-7' d 6'4' d 6'-2' d 6'-0" d 5'-10' d 5'-9" d 1'x 3'x 0.44"Open Back 2"x 3"x 0.045" Hollow 8'-7' d 8'•2" d T-10" d T-0' d T-3' d T-0" d 6'-10'd 6'-8" a 6'-6' d 6'-3' b (Load to 4"Direction!* 2"x 4"x 0.050" Hollow 11'-2' d 10'-7' d 10'-1' d 9'-9' d 9'-5' d 9'-1' d 8'-10"d 8'-7- d 8'4' b 8'-O b 4"x P x 0.125'Sq.Tube 16'4'd 15£'d 14'-10'd 14'- 2"x 5'x 0.050" S.M.B. 15'-5" d 14'-7" d 13'-11•d 13'-5" d 12'-11-d 12'-7'd 12'-3' d 11'-11'd 11'-7' d 11'4^ d Note: 2"x 6"x 0.050" S.M.B. 18'41' d 1 T-1' tl 16'4' d 15'-9' d 15'-2' d 14'4' d 13'-11'a 13'-7' d 13'-3" d 'Load assumed to be applied in the direction normal to the specified 2"x 2'x 0.044" Snap 6'-11'd 6'-7- d 6'-3' tl 6'-0" d 5'-10' d 5'-8' d 5'E' d 5'4' tl 5'-2' d 5'-1' d Spans may be interpolated. 2"x 3"x 0.045" Snap 9'4" d 8'-10' d 8'-5' d 8--1' d T-10' d T-7' d T-5' d 7'-2' tl T-0- d I 6'-10"d 2"x 4"x 0.045" Snap 11'-9' d 11'-2' a 10'-8' d 1 G'-3' d 9'-11^ d 9'-7' dl_9'4" d 9'-1- d 1 8'-10'd I 8'-8' d For 3 second wind gust at 140A MPH velocity;using design load of 29#VSF Table 3B.3.1.140A Allowable Upright Heights,C Tributary Load Width W=Purim Spacing For Screen Rooms Converte Sections T-0" T-6' 1 4'-0" 1 4'-6" 5'-0' 1 5'L" 6'-0' 1 6'-6" 7'-0" 7'-0" For 3 second wind gust at 140A MPH velocity;using de: Allowable Hei ht 'H'I bending'b or deflection'd' Tribu' 2"x 2"x 0.044" Hollow F-10' b 5'4' b 5'-0' b 1 4'-9' D 4'-6' b 4'-3- b 4'•1' D 1 3'-11' bb3b 3'-8' b Sections T-0" 3'-6' 4'-0" 4' 2"x 2"x 0.055" Hollow 6'-2' d 5'-10' b 5'-6' b 5'-2' b 4'-11' b 4'-8' b 4'-0' D 4'4' b 4'-0- b Allowabl 3"x 2"x 0.045' Hollow 6'-7- d 6'-3' d 5'-11' d 5'-8' b 5'-S" b 5'-2' b 4'-11' b 4'-9' b 4'-5' b 2"x 2'x 0.044"with T-2' b 6'-7' b 6'-2' b 5'-1 3"x 2"x 0.070' Hollow T-5' d T-0' d 6'-9" d 6'-6' d 6'-3' d 6Mb7'-1 '•10• b 5'-7" b 5'-" b Snap Cap attached 2"x 3"x 0.045' Hollow 7'-10' b T-3' b 6'-9' b 6'•5' b 6'-1' b 5 '-0' b 5'4' b 4'-11' b 1"x 2'x 0.044' 8'-2' b T-T" b T-1' b 642"x 4"x 0.050" Hollow 10'-0' b 9'-3' b 8'-8' b 8'-2- b T-9' b T '-1' b 6--10' b 6'4" b to 2"x 2'x Existing 2-x 5'x 0.050" S.M.B. 14'-6" b 13'-5' b 12'-7' b 11'-10"b 11'-3' b 100'-3' b 9'-10" b 9'•2' b 2"x 2'x 0.044- 9'-8' b 8'-11'b 8'-5' b T-1 2"x 6'x 0.050" S.M.B. 16'-10"b 15'-7' D 14'-7' b 13'-9" 5 13'-0' b 12 '-11'b 11'-5' b 10'-8" b to 2"z 2'x Existing 2"x 2"x 0.044" Snap T-T d 6'-3' o 5'-11' tl 5'-8' 0 5'4' b 5 '-11' b 4'-8' b d'-6 b 4'4' b 3"x 3"x 0.093-Sq.Tube 10'-11'd 10'4'd 9'-11' d 9'4 2"x 3"x 0.045" Snap 8'-10" d 8'-2' b T-8' b T-3" 0 6'-10" D 6 '-3" b 6'-0' b 5'-10' D 5'-T D 3"x 3"x O.Og3'to(1) 11'-9'd 11'-2" d 10'-8' d 10'- 2'x 4"x O.OdS' Snap tC'-10'b 10'-0' b 9'-5' b B'-10' b 8'-5" b T '-8' b T4' b 7'-1' b 6'-10' b 1"x 3'x 0.46'Open Back Notes: (Load to 3'Direction)' 1. Above spans do not inc:ude length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the 3"x 3"x 0.125-Sq.Tube 11'-7 1'd 11'4-d 10'-10'd 1 O'� above spans for total beam spans. 3"x 3"x 0.093'to(2) 12'-S'tl 11'-10'd 11'4' d 10'• 2. Spans may be interpolated. 1-x 3'x 0.44'Open Back Table 38.3.1.110 Allowable Upright Heights,Chair Rail Spans or Header Spans-Hollow Extrusions 3"x 3"x 0.093'to(1) 13'-2'd For Screen Rooms Converted to Glass I Enclosed Rooms (L x 3'x 0.44"Open Back (Load to 4'Dir-tion)' For 3 second wind gust at 110 MPH velocity;using design load of 18 WSF Aluminum Alloy 6063 T-6 4-x 4'x 0.125'Sq.Tube 1 16'-1'd Tributary Load Width'W'=Purlin Spacing Note: Sections T-0" 1 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-6 7'-0" 7'-0" 'Load assumed to be applied in the direction normal to the specified Allowable Height'H'I bending'b'or deflection'd' Spans may be interpolated. 2"x 2"x 0.044-with 8'-7' d 8'-2' d T•9' a T-5' b T-0' b 6'-8" D 6'-5' b 1 6'-2' b 5'-11' b 5'•9' b Snap Cap attached 1'x 2"x 0.044" 9'-10'd 9'4' d 8'•11-d 8'-6' b 8'-7' b T-8" b T4" b T-1" b 6'-10' b 6'-7' b to 2"x 2'x Existing 2"x 2"x 0.044• 12'-1' d 11'-5' b 10'-8' b 10'-1' b 9'-6' b 9'-1" b 8'-8' b 8'4" b 8'-1' D T-9' b to 2"x 2"x Existing 3"x 3"x 0.093"Sq.Tube 12'-9" d 12'-2' d 11'-7- d 11'-2'd 10'-9' d 10'-5' d 10'-2' of 9'.11'd 9'-8' d 9-5' d 3"x 3"x 0.093"to(1) 13'-9" d 13'-1' a 12'-6' d 12'-0' d 11'-T d 11'-3' d 10'-11'd 10'-7-a 10'4- d 10'•2' d 1"x 3"x 0.44"Open Back (Load to 3'Direction)' 3"x 3'x 0.125"Sq.Tuber, 13'-11'd 13'-3' d 12'-8' d 12'-2' d 11'-9' d 11'-5"d 11'-1" d 10'-10'd 10'-6'd 10'-3' d 3"x 3"x 0.093"to(2) 14'-7"d 13'-10'd 13'-3' d 12'-9" d 12'4' d 11'-11'd 11'-7' d 11'.3"d 10'•11'd 10'-9' d 1"x 3'x 0.44"Open Back 3"x 3"x 0.093"to(1) 1 S'-5'd 14'-T' d 13'-1 P d 13'-5' d 12'-11'd 12'-7" d 12'-3" d 11'•11'd 11'-6• b 11'-1' b 1"x 3'x 0.44'Open Back (Load to 4'Direction)' 4"x 4"x 0.125"Sq.Tube 18'-10-d 17'-11'd 17'-1' d 16-5- d 15'-10"d 15'-5" d I 14'-11'd 14'-7- d 74d Note: 'Load assumed to be applied in the direction normal to the specified side. Spans may be int erpoiated. Snap Sections Table 38.1.3-130 Allowable Edge Beam Spans-Hollow Extrusions For Screen Rooms Converted to or Typical Construction of Glass I Enclosed Rooms design load of 37#ISF(58#ISF for Max.Cantilever) For 3 second wind gust at 130 MPH velocity;using design load of 32#ISF(50#ISF for Max.Cantilever) Aluminum Alloy 6063 T46 x 3"x 0.045'Sna Extrusion 2^z T"z 0.044"wi Snap Cap Attached 1'x 2"x 0.044"to 2"x 2"x Existing Load Max.Span'L'I(bending V or deflection'd') MLoad Max.Span'L'1(bending'b'or deflectlon'd') Load Max.Span'L'I(bending' idth(ft) b'or deflectlAtos=d' 1 6 2 Span 3 Span 4 Span Cantaz.ilever Width(tt.) 1 S 2 Spen 3 Span 4 Span Max. Width(11.) 1 8 2 Span 3 Span 4 Span Cantilever Cantilever 5 5'-5' d 6'-6' b 6'-4' b 1'-5' d 6 5'•1' d 5'-11' b 5'•g' b 1'•4" d 5 4'-8' d 5'•3' b 5'-1' b 1'-2' d 5 5'-5' 7 4'•10' d 5'-6' D S'�' D 1'•3" d A 4'-4' b 4'-10' b 4'-8' b 1'-2' d 5 4' B d'-T b 5'-Y D d'-17' b 1'•2' d 7 -10' b 4'-8' D 1'-2' d B 3'-9" b 4'-2' b 4'-0' b 1'-0' d B 10 4'•Y b 4'•T b 4'-6' b 1'-1' d 9 3'-6' b T-11' b T-10' b 0'-11' d 9 4'-0' b 4'-6' b 4'4' b i'-2' d 11 3'-11" b 4'•5" b 4'-3' b 1'-1' d 10 3'-4" b T-9' D 3'-7' b 0'-11" d 10 3'•10' b 4'-3" b 4'-1' b t'-1' d 12 3'-9' b 4'-3' b 4'-1' b 1'-0" d 11 T-2' b T-T' b T-5' b 0'-11' d 11 3'-8' D 4'-1' b 3'•11' b 1'-1' d 12 T-0" b 3'-5' b T-3' b 0'-11' d 12 3'-6' b 3'-11' In 3'-9' b 1'•0" d 2"x 2"x 0.044'to 2"x 2"x Existing Load Max.Span'L'1(bending'b'or deflection'd') Width(ft.) Max. 1 6 2 Span 3 Span 4 Span Cantilever 5 6'-5' b T-2' b 6'-11' b 1'-8" d 6 5'-10' b 6'-6' b 6'-0' b 1'-7 d 7 5'-5" b 6'-0" b 6-10' b 1'-6' d 8 5'-1' b 5'-8' b 5'-6' b 1'-S d Q g 4'-9' b 5'A' bI 5'-2" b 1'-5' d D 104'-6' b Z LJJ Intal distance from upright to center of brace to beam 11 4'-0' b 4'-10' b 4'-8' b 1'-4" d Q 0 12 4'-2' D 4'-T D 4'-0' b i'-3' d 2 z Notes: Ur (� i.Above spans do not Include length of knee brace. Add horizontal distance from upright to canter of brace to beam O -Hollow Extrusions connection to the above spans for total beam spans. 0 w (, Z O J Itruction of Glass I Enclosed Rooms Z design load of 23#ISF(36#ISF for Max.Cantilever) m Table 3B.1.3-140A Allowable Edge Beam Spans-Hollow Extrusions Q F¢ I"x 2"x 0.o W to 2"x 2-x Existing For Screen Rooms Converted to or Typical Construction of Glass I Enclosed Rooms J LLJ � LU m Load Max.Span'L'I(bending'b'or deflection'd') For 3 second wind gust at 140A MPH velocity;using design load of 37#NSF(58#ISF for Max.Cantilever) CO O C*7 Width(ft) Max. Aluminum Alloy 6063 T-6 0 U QD O 0 1 6 2 Span 3 Span 4 Span Cantilever 2'z 2"x 0.044"wl Snap Cap Attached 1'z 2"x 0.044' l0 2"x 2"z Existing 5 647 d T-1' D 6'-11' b 1'-6' db 6'-3" b 1'-5' d Load Max.Span'L'1(banding b'or defledion'd') Load Maz.Span'L'I(bending'b'or defledion'd� D c,_ } I"' -0' d 6'-6' width(fl.) Mex. Width(tt.) 6 5' 1 8 2 Span pan 4 3 SSpan Max. IY Q U 7 5'X d 6'-0' D 5'-10' b 1'•4' d 1 3 2 Span 3 Span 4 Span Cantilever Cantilever U) 1— O Z, 11.1 5'-8' b 1'-0' d 5 4'-5' D 4'-11" b 4'-9' b 1'-Y d 5 5'-0' b 5'-T CQ LL U) 9 4'-9' D 5'-4" b 5'-2" b 1'-3' d 6 T-11' b 4'-6- b 4'-4' b 1'-1' d 6 4'-T b 5'-1' b 4'-11' b 1'-3' d O 10 4'-6' b 5'-0" b 4'-10" b 1'-3" d 7 3'-8' b 4'-2' b 3'-11' b 11 4'-4' b 4'-10' b 4'-8' b 1'-2" d g 3'-6" b 3'-10' b 3'-9' D 0'-11' 4'-3' b 1-1' d Z b i'-0' d 12 4'-1' b 4'-7" b 4'-5' D 1'-2' d 9 T-3" b Ti' b 3'-6' b 0'-11' d 9 3'-9' h 4'-Y b 4A 3'-10' b 1'-1' d 10 T-1' b 3'-6' b 3'4" b T-11' d 10 T-7' b T-11' b J 11 7-11" b T-4m b T-2' b 0'-10' d 11 T-5" b T-9' b 3'21' ' b -0" d 12 T-10' b 3'-2' b 3'-t' b 0'.10' d 12 3'-3" D 3'•7' b 3'-6' o 0'-11" d Q 2"x2'x 0.044"to 2'x 2'x Existing Load Max.Span'L'I(bending'b'or deflectlon'd� Width(ft.) Max. 1 3 2 Span 3 Span 4 Span Cantilever UJ 5 5'-11' b 6'-8' b 6'-5' b 1'-7' d 6 5'-5' b 6'-1' b 5'-10" b 1'-6' d I 7 5'-0' b 5'-T' b 5'-5' b 1'-5' d g 4'8" b 5'.3' b 5-1' b 1'-5' d 4'-5' D 4'-11' b 4'-g" b 1'-4" d10 4'•2' b 4'-8' b 4'-7" b r¢ontal distance from upright to center of brace to beam 11 W_0- b 4'4i' b A— b 1'-3' tl � � a O m� 12 3'-10' b 4'-3' b a'-Y b 1'-2' d m CD O S- Nates: r W 7 m 1s-Hollow Extrusions w wo V)zz Instruction of Glass 1 Enclosed Rooms 1.Above spans do not include length of knee brace. Add no distance from upright to canter of brace to beam >Owm connection to the above spans for total beam spans. m 0 j� 1g design load of 27#NSF(43 ft/SF for Max.Cantilever) U LL W m LL Q W LL LU 1"x 2"x 0.044'to 2"x 2"x Existing C: Z XO h- X Load Max.Span VI(bending'b'or deflection'd) L Z O Width(ft) Max. 3 W 1 3 2 Span 3 Span 4 Span Cantilever + >d 5 541' d 6-7' b 6.4' b 1'-5' d 6 54" d 5-11' b 6-10" b 1'-4' d 7 4'-11" b 5'-7' b 6-4m b 1'4' d g 4'.8" b 5'-2' b F-O' b 1'•3' d 9 4'-5' b 4'-11" b 4'-9' b 1'-Y d 10 4'-2' b 4'-8' b 4'4i" D 1'-2' d 11 T-it' b 4'-5' b 4'-3" b 1'-1" If 12 T-10' b 4'-3' b 4'-t" b 1'-1' d FA' rl S HE T 7B , 07-08-2004 OF 10 mal distance from upright to center of brace to beam ourth Wall or Miscellaneous Framing Beams for Glass&Modular Rooms at 140A MPH velocity;using design load of 37#!SF Tributary Load Width 10'0" 12'-0^ td'-0" 16'-0" 18'-0" 20'4' 22'-0" 24'-0" 26-0" Allowable Span'L'I bending'b'or deflection'd' b 5--1' b 4'-8' b 4'-4' D d'-0' b 3'ii b 3'•7' b 3'-5' b T-3' b T-Y b bl 6'-0' b 6-9- b 5'�' b d'-11' b 4'-8' b 4'-5" D 4'-3' b 4'-i" b 3'-11' b b T-3" b 6'$' b 6'-2- D 5'-9" b 5'-5' b 5'-2- b 4'-11'b 4'$' b 4'-6' b b 8'-Y $ D 7' ' b 6'•11' b 6'$' b 6'-1' b 5'-10'b 5'$' b 5'-4' b 5'-1' b b 10'-11'h 5-11'D 9'-3' b 8'-8• b 8'-2- b T-9' b TA' b T-1' b 6'-9' b 'b 10'-7' D 9'$' b 8'-11' b T-5' b T-11' b T$" D T•Y D 6'-10' b 6'-T D In 11'-6• b 10'$'b 9'-9' b 9'-11 D 8'-7- b 8'-1' b T-9' b T-S- b T•2' b 'D 12'-7- b 11'-6^b 10'-8" b 9'-11' b 9'-S' b 8'-11' b 8'$' b 8'-2- b 7'-10" b 'b 15'-7 b 13'-10'b 12'-10'b 11-11-b t 1'�' D 10'-9' b 10'-3"b Tribute load Width 12'-0" 14'-0' 16'-0' I 1a'-0" 20'-0' 22'-0' 24'-0" 26-0- Allowable Span'L'I beriding'b'or deflection'tr M14'-9' 13'-8"$' b 12'$' b 11'-10'D 11'-2' b 10'-T b 10'-1"b 9'$" b 9'4' b10'b 13'-9' D 12'-10-b 12'-1' h 11'$"b 10'-11'b 10'$" b 10'-1' b'-3'd 15'-1" b 14'-1 b 13'-4' b 12'-T b 12'-0'b 11'-6• b 11'-1- b'-0"d 18'-1'd 16'-11'S 15'-11'b 15'-Y b 14'•5'b 13'-10'b 13'-4' b J any miscellaneous framing Deam that spans more than 40' d load for framing. Z I or wall cormection. Q A horizontal distance from upright to center of brace to beam connection to the above spans for total 111 � 2 Q O cD Ridge Beams with Self Mating Beams or Square Tubes Table 38.1.5-130 Allowable Spans for Ridge Beams with Self Mating Beams Cr_ W Z O Rooms For Glass&Modular Rooms load of 32#ISF m For 3 second wind gust at 130 MPH velocity;using design Q Q Q Q I¢ st at 110 MPH velocity;using design load of 23 MSF - Tributary Load Width'W'a Purlin Spacing J � I1J m Tributary Load Width W=Purlin Spacing 10 1t 12 m O ' -0' 10'-0" 11'-0" 12'-0" Self Mating Sections 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span'L'I bending'b'or deflection'd' Q Z Ilowable Span'L'I bending'D'or deflection'd' O F- o 8'$" D B'-1' b T-T b T-3' b 6'-11' b 6'•T D 2"x 4"x 0.044 x 0.100- 86' b T-11' b T-4' D 6'-10" h 6'-5' b 6'-1" b 5'-10' h 5'•T b 10'-8' b 9' 9' 8'$" b B'-Y D 2'z 5'x 0.050-x 0.100' 10'-9' b 9'-9- b 9'-1" b 8'$" b T-11' b T-7" b T-3' b 6'-11' b („) N O 12'd" D 11'-T b 10'-11' b 10'x' b 9'-10' b 9'-5' D 2"x 6'x 0.050"x 0.120' 1Z•5' b 1 V-4 b 10'-6" b 9'-10' b 9'•3' b 8'-9' b 8'-0' D T-11' b 0 H b 11'-8- D 11'•1' b 10'-7' b 2"x 7"x 0.055"x 0.120' 13'-11' b 12'-9' b 11'-9' b 71'-0" b 10'-5' O Q w 16.6' b 1T-0' b 16'-4' b 15'-6- D 14'-9' b 14'-2" h 2'x T x 0.055'wl inseR 18'-T h lb-11- b 15'-8' b 14'-8' b 13'-10' 11'-11' b U) LL 1T-1 t' b 16'-10' b 15'-10' b 15'-0' b 14'-0' b 13'-9' b 2"x a"x 0.072-x 0.224' /B'-0' D 16'-5' b 15'-3' b 14'-3' b 13'-5' b 12'-9' D 1T-Y b 11'-8' b �{ O 19'-6' D 16'-3- b 17'.2"10 D 16'x' b 15'-6' b 14'-10' b 2"x 9'x 0.072-x 0.224' 19'$' to 1T-1 D' b 16'-6' b 15'-5' D 14'-T D 13'-10' D 13'•Y D 12-T b 71'-5' b 19'-11' b 18'-10' b 1T-11' b 17'-1" b 16'-0' b 2"x90 zz0092 Xx 0.369' 25=9' D 23'$" b 29'9' b 120'5• 6 119-3 b 18-3' b 17=5' D 16'-8" D Z ON 25'-8' D 24'-0" D 22'$" b 211-6• b 20'-6- b 19'$' D Tributary Load Width'W'=Purlin Spacing Tributary Load Width'W'-Purlin Spacing 8'-0" 9'-0' 12'-0" Self Mating Sections 5'-0' 6'-0" 7'-0' 8'0" -0 9' ' -0 -0 10' ' 11' " 12'-0" 7'-0^ ben J Jlowable SDan'L'!bending'b'or deflection'd' Allowable Span'L'I bending'b'or deflection'd' Q 'id T-t 0' D T-5" b 7'-1" 0 6'-9' h 2'x 4"x 0.044 x 0.100" 8'-11' D B'-2' b T$' b T-0' b 6'$" D 6'�' D 6'-0' b 5'-9' b 10'-Y b 9'$- D 8'-11' b 8'$" b 8'-1' b T-9' D 2-x 5"x 0.050 z 0.100- 9'-3' b B'-T b B'-0' b T-T b T-2" b 6'-10' 0 6'-T b Notes: lows with glass panes that are designed to 110 M.P.H.wind load 1.Glass Rooms:The addition of aluminum frame windows wdh glass panes that are designed to 130 M.P.H.wind to l framing is not required. sUengh so that additional framing is not required. requirements to the above upright sizes increases the strength so that additionalZ 2. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. on dimension parallel to applied load. nn w 3. Spans may be interpolated. �y j J LL 'Ridge Beams with Self Mating Beams Table 3B.1.5.140A Allowable Spans for Ridge Beams with Self Mating Beams OZq rRooms For Glass&Modular Rooms F Istat 120 MPH velocity;using design load of 27#!SF For 3 second wind gust at 140A MPH velocity;using design load of 37#!SF C UJ Zr^ 4 Tributary Load Width'WM-Purlin Spacing rrQ�� (D a O m Tributary Load Width'W-=Purtin Spacing W CO O~ 7'-0' 8'-0" 9'-0' Self Mating Sections 5'-0' 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" Allowable Span'L'1 bending b'or deflection'd' 11mable Span'L'1 bending'b'or deftection'd' 7.11• b T-5' b T-0' b 6'$' b 6'-4' D T-1' b 2'x 4"x 0.044 x 0.100^ 8'-1" b T-4" D 6'•10' D 6'-0' 6 5'-11' 5'-2' b W J CQ ON ZO 8'-8' b B'-3' b 7'-10' D T45" b 2"z 5"x 0.050'z 0.100- 9'-11' D 9'-1' b 8'-5' 6 7'-10' 6'-5' b QD d 11'-5' b 10'$' h 10'•1' b 9'$' b 9'-1" b 8'$" b 2"x 6"x 0.050'x 0.120" 11'$' b 10'-6' b 9'-9" b 9'-1' b 8'-T b 8'-Y b T-9' b T-5' b U W`J 2'x T x 0.055'z 0.120" 17-11' b 11'-10' b 10-11 b 10'-3' 8'�' b Z N W 12'-10' b 17-0 b 11'-4' b 10'-9' D 10'-3' b 9'-10' b X~ 17-1' D 15'•11' D 15'-1- b 14'-3' D 13'-7" b 13'-0' b 2"x 8"x 0.072'x 0.224rt 1fi-9' b 15'-4' b 14'-Y b 13'-3' D 17 Z'-6" D 11710• b 11'-0' b 110'-0' b Z Cc O 14'-7• b 13'-10" b 13'•3- D 12'-8' b 1T-11' b 16'-10' D 1 S'-10' b 15'-0" b 14'-4' b 13'-9' b 2'x 9"x 0.072'x 0.224- 18'-2' b 16'-7" b 15'lI' b 14'x' b 134-6' D 17-10' b 12'-3' b 11'-9' b J 19'•9' D 18'-5' b 1T-5' D 16'-6' b 15'-9' b 15'-1' b 2-X9'x 0.082"x 0.310' 19'-11' b 18'-2' b 16'-10" b 15'-9' b 14'-10' b 14'-1" b 13'-5' b 17-10' b J d 20'-11" b 19•10' b 18'-11' b 18'-1' D 2"x 10"x 0.092'x 0.369' 23'-11' b 21'-11' D 2 Tri D boa t' i 17-10' b IF-11' b t6'-Z D 15' Tributary Load Width W=Purlin Spacing Tributary Load Width'W'=Purfin Spacing10'-0" 11-0 12-0' 11'-0" 1T-0' Self Mating Sections 5'-0' 6'-0" 91-01 Alloowawa ble SpanV'L'/banding'b'or deflection'd' !alebSpaT$'LI bendingbor deflect"i'ond 2'x 4"x 0.044 z 0.100' 8'-3' D T-7" 6 6T-T5' D 6'-2' D 5-10 8.2- 1-36' TI-1 ' 9'4" 8'-9' 8'-3 7'-6- 5 7'-2- b 2"x 5"z 0.050' 0.100" 9-5 b 8-8 Notes: 'wrs with glass panes that are designed to 120 M.P.H.wind load 1. Glass Rooms:The addition of aluminum frame windows with glass panes that are designed to 140A M.P.H.wind load ;pength so that additional framing is not required. requirements to the above upright sizes increases the strength so that additional framing is not required. ion dimension parallel to applied load. 2.Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. 3. Spans may be interpolated. SHEET 7C 07-08-2004LO 10 it Rail Spans or Header Spans-Hollow Extrusions Table 3BA Schedule of Post to Beam Size D Glass I Enclosed Rooms Aluminum Alloy 6063 T•6 If Thr 1-bolts load Of 22#!SF Aluminum Alloy 6063 T-6 Minimum Min.#Knee r Load Width'W'-Purlin Spacing Beam Slze Minimum Alternate @LSD+y,- 5'-0" 5'-b' 6'-0' 6'6" 7'-0' T-6" Post Size Post Size 114"a 316"e Knee Brace Brace Screws eight'H'1 bending'b'or defledion'd' 2x4'x0.050'Hollow 3'x 3'x 0.093' 2'x 3'x 0.050' 2 Yx3'x0.050' (3)#8 b 6'-5' b 6'-2' b 5'•11'D 5'-8' b 5-5' b 5'-3' b Self Mating Beams 2*x 3'x 0.050' (3)#8 2*x4'x 0.040'x0.100' 3'x3'x0.093' O2W2 .050' 2 - D T-3' b 6'.11'b 6'•8' b 6'-5' b 6'-2' b 5'-11' b 2'x 5'x 0.050'x 0.100' 3'z 3'x 0.093' .050' 2 2'x 3'x 0.050' 3)#6 Yx6'z0.050'x0.120' 3'x 3'x0.093' .050' 2 - 2'x3'x0.050' (3)#10 b 8'-7' b 8'-3' D T-10"b T-7' b T-3' b T-0" b 2•x 7'x 0.055'x 0.120' 3'x 3 xx 0.093' 0.050' 2 2 2'x Y x 0.050' (3)#10'x7'x0.055'wl insert 3'x 3'x 0.093' 0.050' 2 2 2'x 3'x0.050' (3)#10d 10'-t'd 9'-9' d 9'-0' d 9'-3- d 9'-0' tl 8'-9' b y x B'x 0.072 x 0.224' 3'x 3'x 0.093' 0.050' 3 2 Y x 4'x 0.050' (3)#12d 10'•10'0 10'-6' d 10'-2'd 9'-11'd 9'-8' d 9'-6' d 2'x 9'x 0.072x 0.224' x3'x0.093' 0'x 0.100" 3 3 2'x 5'x 0.050'x 0.100' (3)#14 Yx9'x0.082'x0.306' 3'x3z0.1.^5 2x6x0.050'x0.120' 4 3 2'x 6'x 0.050'x 0.120' 4)#14 2'x10'x0.092'x0.369' 3'x 3'x0.125' 2'xTx0.055'x0.120' S 4 2'x7-x0.055'x0.120' 6)#14 d 11'-0' d 10'-8' d 1 0'-4'd 10'-1'tl 1 9'•10•d 9'-7' d Double So"Matin Beams d 11'-6' d 11'•2' d 10'•10'd 10'•T d t 0'-3 -1 'tl 10 ' tl (2)2'x 8'x 0.072'x 0.224• 2"x 5•x 0.050'x 0.100' 6 4 d 12'-2' d 11'-9' b 11'-3' b 10'-9' b 10'-5'b 10'-0'b (2)Y x 9'x 0.072•x 0.224' 2'x 6'x 0.050'x 0.120' - 6 4 Y z 6'x 0.050'x 0.120' 8)#14 (2)2'x 9'x 0.082'x 0.306' 2'x T x 0.055'x 0.120' 8 6 2'z6'z0.050'x0.120' 8)#14 2 2•x 10•x 0.092*x 0.369' Yx8x0.072*x0.224' - 10 8 2'x Tx 0.055'x 0.120• (10 #14 d 14'-10'd 1d'5'tl 13'-11'tl 7'd 13'-3'd 12'-11'd The minimum number of them bolts is(2) Minimum post I beam may be used as minimum knee brace Q air Rail Spans or Header Spans-Hollow Extrusions Z to Glass I Enclosed Rooms Q W n load Of 25#!SF Aluminum Alloy 6063 T-6 (n 2 0 iry Load Width'W'=Pur in Spacing 2 Z O s'-o 1 5'•6' 6'-0" 6'-6" 1 T-0" 7'-6' O (D (� 'Height'H'I bending'b'or deflection'dO (n Ur Z LL b 6'-4' b 6'-0' b 5'-9' D 1 5'-6' D 1 5-4' b 5'•2* b 0� LU Z O r b 6'-6' b 6'-3' b 5'-11' b 5'-9' D 5'b' b 5'4' b m b T-1' D 6'-9' D 6'-S b 6'-2 b F-11'b 5'-9' b L Z w in 0 m o CI) 8'-9' b 8'-5' b 8'-1' b T-10' b 0 U D O 'd 10'-1'd 9'-9' d 9'-6' d 9'•3' d 9'-0' d 8'-9' b04 0 °6 � 0QU -j LLJ 'd 70'3--d 9'-11'd 9'-8' d 9'-5' d 9'•2' d 8'-11' d O 'd 10'-8'd 104'is 10'-1'd 9'-10'd 9'-T d 9'4' d (n (/) Ll_ C/) 'b i 1'-0' D 107-6'b 10'-1' b 9'-0' D 9'-0' b 9'-0' b U : O Z N A 13'-10'd 13'-4' d 12'-11'tl J de. Q air Rail Spans or Header Spans-Hollow Extrusions F to Glass 1 Enclosed Rooms W in load of 29#/SF Aluminum Alloy 6063 T-6 Z N r^� N ry Load Width'W'=Purlin Spacing LL J 6--0' 1 6'-6" 7'- 7'b" in O J LL kight'H'I bending'b'or deflection'd' O Q 'b 6-6' D 1 5'-3' b 1 5'-1' b 4'-10'b 4'-8' D 4'-6' b O'T 10 b 6'-4' b 6'-1' b 5'-9' b 5'•7' b 5'-4' b 5'-2' b C LU Q w MQ) (D Q. b T-6' b T-2' b 6'-10-b 6'-T b 6'-4" b 6'•2* b W (D O S ra^ J)-'-' LU tl 9'-2' tl 8'-11- d 8'-6' b 8'-2' b T-11'b T•8' b m 7 'd 9'-11'tl 9'-T d 9'4' d 9'-1' d 8'•10'b 8'-6' b W J O O O v LL ' m= aLL U Wei d 10'-1' d 9'-9' d 9'-5' tl 9'-2' d 8'-11'd 0'-9' D C 2 w LLI Fd- 10'-6' d 10'-2"d 9'-11'd 9'-T d 9'-5' d 9'-2' d X L Z m 'b 10'-8' b 10'-2' b 9'-9' D 9'-5' b 9'-1' b 8'-9' b W � j O J _ d 13'-6' d 13'-1'd 17-9' d 12'-5' d 12'-1' d 11'-10'b S XL1 0 4 SHEET 7,D 07-08-2004 OF 10 Table 3B.5.1 Allowable Spans for Industry Standard Composite Roof Panels for Various Loads 3B.B Anchor Schedule for Composite Panel Room C for 3"Modular Rooms Connection Description 80-100 MPH Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam Receiving channel to roof #10 x(T•1/2')SMS z r x 48"x 0.024"Panels 3'x 48'x 0.030'Panels panel at front wall or at the 1 @ 6'from each side Enclosed Overhang I Enclosed Overhang I receiving channel. of the panel and Wind Cantilever Wind Cantilever 0.024"or 0.030'metal 1 @ 12'O.C. Region 182 3 4 All Region 182 3 4 All 1/4'x 1-1/2'lag span span span Roofs span span span Rooh Receiving channel to 1 @ 6'from each end of 2 100 MPH 111-8' 13'-8' 13'-3' 4'-0' 100 MPH 14'-6' 16'-2" 15'-8' 4'-0' wood deck at front wall. receiving channel and re 110 MPH 101-6' 17-6' 11'-5' 4'-0' 110 MPH 13'-3' 14'-9' 14'-3' 4'-0' a2 pine framing 1 @ 24'O.C. 120 MPH 9'-8' 11-10' 10'-60 4'-1' 120 MPH 11'-5' 13'-5' 13'-0' 4'-0' 1/4'x 1-1/2'Tapson i 123 MPH 9'-6' 10'-7' 10'-3' 1 T-11' 123 MPH 11'-2' 13'•1' 12'-8' 4'-0' Reiceving channel to 1 @ 6'from each end of 1€ 130 MPH 9-0' 10'-1' 9'-9' 3'-3' 130 MPH 10'-8' 17-5' 11'-6' 4'-0' concrete deck at front wall. receiving channel and M 140 MPH 8'4' 9'4' 9'-0" 2'-11' 140 MPH 9'-11' 11'-1' 10'-8• 4'-1' 2,500 psi concrete 1 @ 32'O.C. 150 MPH T-5' 6'-6' 8'4' 2'-10' 150 MPH 9'-2" 10'•3' 9'-11' 3'4' Receiving channel to uprights, #8 x 3/4'SMS Note:Total root panel width=room width•wall width+overhang. headers and other wall 1 @ 6'from each end 1 connections of component and 0.024'mete[ 1 @ 36'O.C. Table 3B.5.2 Allowable Spans for Industry Standard Composite Wall Panels 0.030"metal 1 @ 48'O C. for Various Loads for 3"Modular Rooms 4'x 1.ea lay Receiving channel to existing 1 @ 6'from each end 1 Aluminum Alloy 3105 H-14 or H-25 1.0 EPS Core Density Foam wood beam,host structure,deck of component and Aluminum Alloy 3105 H•14 or H-25 Statewide Product Approves aFL1049 or infill connections to wood 1 @ 30'O.C. Upright Height for Various Load Conditions Receiving channel to existing 1/4'x 1.3/4'Tapson 1 Wind Condition 100 110 120 130 140 A d 8 150 concrete beam,masonry wall, 1 @ 6'from each end 1 (MPH) slab,foundation,host structure, of component and Applied Load 15#Isq.Ft.118 A/Sq.Ft.122 also.FL 125#/Sq.Ft.129#/Sq.Ft.13.4 INSq.FL or infill connected to concrete. 1 @ 48'O.C. 3'x 48"x 0.024'Panels Foam Core E.P.S.#1 Density 1 @ 6'from each end Per Linear 14'-2' 1 12'-11' 1 11'-8' 1 10'•11' 1 10'-2' 1 9'-5' Roof Panel to top of wail of component Foot of Wall3'x 48'x 0.030"Panels Foam Core E.P.S.a1 Density d 1 @ 17 O.C. 16'-9' 1 15'-3' 1 13'-10' 1 12'-11' 1 12'-F-7r77TT7T7, a.To wood #10 x't'+1-11l' Engineering properties of panel are in lineal feet of wall. b.To 0.05'aluminum 010 x'C+112' Notes: 1. The anchor schedule above is for mean roof height of 420',enc Table 38.5.3 Allowable Wall I Upright Heights for Components front wall projection from host structure of 16',with maximum overt+ of Complete Standard Room restriction on room length.For structures exceeding this criteria cor 3'Panel System for Enclosed Rooms 2.Anchors through receiving channel into roof panels,wood,or co Upright Height for Various Load Conditions at the required spacing. 3.Wood deck materials are assumed to be#2 pressure treated pir Wind Condition 100 A d H 150 MPH 110 120 130 140 anchors by 0.75.Reduce sparing of anchors for'C'exposure by 0 Applied Load 15#I Sq-FL 18#I Sq.Ft.22 a/Sq.FL 25 a 1 Sq.FL 29 a 1 Sq.Ft.34#/Sq.FL d. Concrete is assumed lo be 2,500 psi @ 7 days minimum.Fora Load Width H-Channel Extrusion as an Upright 6063 T-6 Alloy engineer.Reduce anchor spacing for*7 exposure by 0.83. 12- 13'-11' 17-9' 11'-6' 10'-9' 10'-0' 9'-3' S. Tapcon or equal masonry anchor may be used,allowable rating 24' 9'•10' 8'-11' 8'-2' T-8' T-1' 6'-T 1-1/2'embedment at minimum 5d spacing from concrete edge to c fender washer. 48' 6'•11' 64' 5'-9' 6-5' 5'-0' 4'-8' 72" 6-8- 5'-2' 4'-6' 4'-5' 4'-1' T-9' Load Width 13m x 3"x 0.050"Extruded Comer Post 6063 T-6 Alloy 12" 20'-10' 19'-0' iT-Z' 16'-1' td'-11' 24' 14'-9' 13'-5' 17-2' 11'-5' 10'T 9'-9' 48' 10'-5' 9'-6- 8'-7- 8'-1' T-6- 6'-Il- 72'd 8'-6- T-9' 7--0- 6'-7' 6'-1' 5-8- Load Width 2'x 3'x 0.050"Mated Extrusion 6063 T-6 Alloy 12" 19'-7' 1 T-1 t' 16'-2' 15'-2' 14'-1" 13'-0' 24" 10' 12'-8' 11'-5' 10'-9' 9'-11' T-3' 48" 9'-to' 8'-11' 8'-1' 7'-7- T-1- 6'-6' 72" 8'2' 7'4' 6'-7' 6'-2' 5-9 Load Width 2"x 3"x 0.050"Mated Extrusion with Male Adaptor(1)Side 6063 T-6 Alloy 12' 22'-7' 20'-8' 18'-8' 1T-6' 16'-3' 151-0' 24" 15'-11- 14'-T 13'-2' 17-5' 11'-6' 10'-T 48" 11'4' 10'4' 9'4' 8'-9' 8'-2' 7'-6' 72' g'-3' 8'-5- 7'-7' 7'-2' 6'-6' 6'-2* Load Width 2"x 3"x 0.050"Mated Extrusion with Male Adaptor(2)Side 6063 T-6 Alloy 12' 25'-3' 23'-1' 20-10' 24' 1T-10' 16'4' 14'-9' 13'-10' 12'-10' 11' 48' 1 12'-8' 11'-6' 10'-5' 9'-9' 9'-1- 8'-5' 72" 10'4' 9'-5' 1 8'-6' 7'-11- T-5' 6'-10- Note: Room projection may not exceed 16'from host structure. Example: For 2'x 3'x 0.050'Mated Extrusions;Load Width=Upright Spacing,use Load Width to enter table; For upright spacing of Load Width=48'enter table on left @ 48'and read span under appropriate r load.For corner post use 112 upright spacing. Thus;For 100 M.P.N.Wind Load or Live Load of 15#/Sq.Ft.and Load Width=48"; Allowable Upright Height fora 2'x 3'x 0.050'Mated Extrusion: 9'•10' REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM TRUSS/RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST @ EACH TRUSS/RAFTER THE FLOOR,WALL,AND ROOF SYSTEM ARE THAT OF MOBILE THE FLOOR,WALL,AND ROOF !MANUFACTURED HOME SYSTEM ARE THAT OF MOBILE /MANUFACTURED HOME 0 0 THE FLOOR,WALL,AND ROOF NAIL STRAP WI 16d COMMON SYSTEM ARE THAT OF MOBILE ' @TRUSS RAFTER AND I MANUFACTURED HOME PERIMETER JOIST // SCREW COIL STRAP TO SHEATHING W/#8 x 1'DECK INSTALL NEW 48"OR 60" SCREWS @ 16"O.C. AUGER ANCHOR PER RULE VERTICALLY 15C @ EACH NEW PIER. REPLACE VINYL SIDING INSTALL 1/2'CARRIAGE BOLT RIBBON THRU PERIMETER JOIST AND STRAP TO NEW AUGER SCALE: ANCHOR Minimum Ribbon Footing , Wind x x Post Zone Sq.FL @41 100-123 120 -29 1'-1' Al PROVIDE NEW 4",WOR 130-140A -30 -37 1'-4" AE 8"x 16"CMU PIER AND SOLID 1408-150 •30 -43 r-9- CBo4 FOUNDATION BLOCK @ 5-0- Maximum 1e projection from host structr MAX.O.C.ALONG •For stud walls use 12"x 8'L-Botts @ 48 ATTACHMENT WALL footing.Stud anchors shall be at the sole on to the studs anchors and straps shall TYPICAL WALL SECTION FOR ATTACHMENT TO MOBILE 1 MANUFACTURED HOME SCALE: 1/4"=1'-0" REMOVE VINYL SIDING AND REMOVE VINYL SIDING AND SOFFIT ON THE WALL AND SOFFIT ON THE WALL AND INSTALL SIMPSON CS-16 COIL INSTALL SIMPSON CS-16 COIL STRAP OR EQUAL FROM STRAP OR EQUAL FROM TRUSS/RAFTER TO BOTTOM TRUSS/RAFTER TO BOTTOM OF DOUBLE TOP PLATE JOIST OF DOUBLE TOP PLATE JOIST @ EACH TRUSS/RAFTER @ EACH TRUSS/RAFTER THE FLOOR,WALL,AND ROOF THE FLOOR,WALL,AND ROOF SYSTEM ARE THAT OF MOBILE THE FLOOR,WALL,AND ROOF /MANUFACTURED HOME SYSTEM ARE THAT OF MOBILE SYSTEM ARE THAT OF MOBILE !MANUFACTURED HOME I MANUFACTURED HOME NAIL STRAP W/16d COMMON @ TRUSS RAFTER AND PERIMETER JOIST SCREW COIL STRAP TO SHEATHING W/#8 x 1'DECK SCREWS @ 16"O.C. NAIL STRAP W!16d COMMON THE FLOOR,WALL,AND ROOF VERTICALLY @ TRUSS RAFTER AND SYSTEM ARE THAT OF MOBILE REPLACE VINYL SIDING PERIMETER JOIST /MANUFACTURED HOME SCREW COIL STRAP TO SHEATHING WI#8 x 1"DECK INSTALL NEW 48'OR 60" SCREWS @ 16"O.C. AUGER ANCHOR PER RULE VERTICALLY 15C @ EACH NEW PIER. 8"L'BOLT @ 32'O.C. REPLACE VINYL SIDING INSTALL 1/2'CARRIAGE BOLT THRU PERIMETER JOIST AND STRAP TO NEW AUGER ANCHOR TYPE III FOOTING OR 16'x 24" ALTERNATE: a RIBBON FOOTING W/(2)#50 -7� 4"x 4"P.T.P.POST WI BARS,2,500 PSI CONCRETE SIMPSON 4"x 4'POST BUCKET INSTALLED PER MANUFACTURERS SPECIFICATION & BOTTOM ALTERNATE WALL SEC' ALTERNATE WALL SECTION FOR ATTACHMENT TO MOBILE/MANI MOBILE/MANUFACTURED HOME SCALE SCALE: 114"=1'-0" NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION — w R001 HEADER j (SEE 5 PANS OR COMPOSITE PANELS ® BEAMS MAY BE ANGLED FOR PER SECTION 7 GABLED FRAMES ® BEAM AND POST SIZES POST TO BEAM SIZE AND (SEE TABLE 3B.4) #OF BOLTS THRU-BOLT HEADER Ink POST NOTCHED TO SUIT (SEE TABLE 3B.4) THROUGH POST AND ANCHOR I W/(2)#10 x 314"S.M.S.@ 6' FROM EACH END AND @ 24' O/C MAX. SIDE NOTCH POST TO CAF 2'x_'S.M.B. KNEE BRACE SCALE: (2)REQUIRED - i N E ROOF j (SEE SE 1-314'x 1-314"x 0.063' - --- x 'POST RECEIVING CHANNEL THRU BOLTED TO POST W/THRU BOLTS FOR SIDE BEAM i O (SEE TABLE 3B.3 FOR NUMBER OF BOLTS) QQ I BEAM AND POST SIZES (SEE TABLE 3B.4) ALTERNATE 4TH WALL BEAM CONNECTION DETAIL POST NOTCHED TO SUIT SCALE: N.T.S. CENTER NOTCH POST TO G SCALE. 1-1/2'x 1-1/2'x 0.080'ANGLE H SIDE OF CONNECTING [SOLIDI ROOF PANELS(COMPOSITE OR PAN TYPE EACH WITH SCREWS AS FASTEN PANELS TO EDGE BEAM SHOWN (PER DETAILS IN SECTION 7 AN I OR 3) i 6 8 6"MAXIMUM PRIMARY FRAMING BEAM 9 =U (SEE TABLES 38.1.4) 9 Lu M- J w w U Z B =w- IF KNEE BRACE LENGTH > E w EDGE BEAM TABLES(SEE MINIMUM#8 S.M.S.x 3/4' 6 Ul uj EXCEEDS TABLE 1.7 USE w=f w TABLES 38.1.1,2,3) �-Z_ LONG NUMBER REQUIRED CANTILEVERED BEAM N C Fn O EQUAL TO BEAM DEPTH IN EE CONNECTION DETAILS _ w INCHES SCREEN OR SOLID WALL _ POST SELECT PER TABLE 38.4 (MAY FACE IN OR OUT) I USE 2 x 3 MINIMUM HOST STRUCTURE ROOFING CARRIER BEAM TO BES 2-STRAP-LOCATE @ EACH SCALE: POST,(2)1/4'x 2'LAG SCREWS @ 24'0.C.(MAX.) EACH STRAP ANGLE OR RECEIVING (2)410 x 112'SCREWS CHANNEL EXTRUSIONS WITH INTERNAL SCREW BOSSES USE ANGLE EACH SIDE FOR MAY BE CONNECTED WITH 2 x 2 TO POST CONNECTION (2)#10 x 1-112'INTERNALLY WITH HOLLOW POST 1/4'BOLT @ 24'O.C.MAX. MINIMUM#8 S.M.S.x 314' w WITHIN 6'OF EACH POST9 LONG NUMBER REQUIRED m EQUAL TO BEAM DEPTH IN ~a F FASTEN 2 x 2 POST INCHES w Wl(2)EACH#10 S.M.S.INTO ® a SCREW SPLINES 2'x 2'x 0.062'ANGLE EACH I 9 EXTRUDED SIDE(3)EACH#8 SM.S.EACH OR SUPER LEG INTO POST INTO ® GUTTER MAX.DISTANCE TO GUTTER(MN.) HOST STRUCTURE WALL INTERIOR BEAM(SEE TABLES FASCIA AND SUB-FASCIA 36"WITHOUT SITE 38.1.4) SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER/RISER (OR TRANSOM)WALL @ FASCIA(WITH SOLID ROOF) BEAM TO WALL C SCALE: 2'=V-0' SCALE 1/4"x 6'RAWL TAPPER CONCRETE CAP BLOCK OR THROUGH 1"x 2 AND ROW BLOCK(OPTIONAL) LOCK INTO FIRST COURSE OF ANCHOR ALUMINUM FRAME BRICKS TO WALL OR SLAB WITH (1)#40 BAR CONTINUOUS 1/4"x 2-1/4"MASONRY (1)#40 BAR AT CORNERS AND ALTERNATE CONNECTION OF ANCHOR WITHIN 6'OF POST 10'-0'O.C.FILL CELLS AND SCREENED ENCLOSURE FOR AND 24'O.C.MAXIMUM — " KNOCK OUT BLOCK TOP BRICK OR OTHER NON- COURSE WITH 3000 PSI PEA STRUCTURAL KNEE WALL ROCK CONC.DECK 1'WIDE x 0.063'THICK STRAPI—, RIBBON OR MONOLITHIC v @ EACH POST FROM POST TO 6 x 6-10 x 10 WELDED WIRE FOOTING(IF MONOLITHIC MESH(SEE NOTES FOOTING W/(2)#10 x 3/4" SLAB IS USED SEE NOTES OF o CONCERNING FIBER MESH) S.M.S.STRAP TO POSTANDDETAILS THIS PAGE) m (1)1/4'x 1-3/4'TAPCON TO_ (2)#40 BARS MIN.2-1/2"OFF SLAB OR FOOTING 8"x 8'x 16'BLOCK WALL GROUND (MAX.32") BRICK KNEE WALL AND FOUNI KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS SCALE: 1, SCALE: 1/4"=V-0" ALUMINUM ATTACHMENT (1 2'-0"MIN. 3-1/2'(TYP. 'h' W N x' CONCRETE FILLED BLOCK BEFORE SLOPE ALL SLABS) 32' 12' 2 10'-0'I STEM WALL 8"x 8'x 16'C.M.U. 36" 12" 2 8'-0" (1)#40 BAR CONTINUOUS —— 48' 4'-0' u)l (1)#50 VERT.BAR AT �� / l WIN, x CORNERS AND j LU x'O.C.MAX.FILL CELLS W/ TYPE I t 3000 PSI PEA ROCK FLAT SLOPE/NO FOOTING MCDERAT CONCRETE 0-2'/12' 2"j 0o B'x 12'CONCRETE FOOTING Notes: cc 1. The foundations shown are based on a minimum so I WITH(N) N BAR CONT. shall be verified, nor to placing the slab,b field so co� ,i��yy�� LOCATE ON UNDISTURBED p p g y NATURAL SOIL 2. The slab/foundation shall be cleared of debris,root ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS 3. No footing other than 3-1/2'(4"nominal)slab is reqs Notes: from the host structure of the carport or patio cover required. All slabs shall be 3-1t2'(4*nominal)thick. 1. 3-1/2"concrete slab with 6 x 6-10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ®Mesh, 4. Monolithic slabs and footings shall be minimum 2,5( InForce-e3l(Formerly Fibermesh MD)per maufacturer's specification may be used in lieu of wire mesh. crack control fiber mesh: Fibermesh m Mesh,InForc Visqueen vapor barrier under slabs having structures above compacted dean fill over(scarified)natural soil specification may be used in lieu of wire mesh. 90%density. 5. If local building codes require a minimum footing us 2. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings code. Local code governs. shall be a minimum of 12"x 16'with(2)#5 0 continuous bars for structures/buildings over 400 sq.R. (See additional detail for structures located in Orang RAISED PATIO FOOTING 6. If a carrier beam or fourth wall frame is required use KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS SLAB-FOOT SCALE: 1/4'=V-0' SCALE: Iponents 0-130 MPH 140.150 MPH ((7-112")SMS #10x(r*112')SMS 6'from each 1 @ 6'from each he panel and of the panel and a-O.C. 1 @ 6.O.C. x 1-12'lag _ 318'x 1-12'lag from each end of 2 @ 6'from each end of ing channel and receiving channel and @ 24'O.C. 2 @ 24'0.C. h 1-12'Tapcon 3/8'x 1-12'Topcon from each and of 2 @ 6'from each end of ing channel and recewi g channel and 24'O.C. 2 24'O.C. 0 x 314'SMS #14 x 314-SMS 1'from each end 1 @ 3'from each and omponent and of corrh onent and 24'O.C. 1 24'O.C. 32'O.C. 1 @ 32'O.C. r x 1-11Z lag 318'x 1-12'lag 1'from each end 1 @ 3'from each end omponent and of component and 18'O.C. 1 a 21'O.C. Ix 1-12'Tapcon are-x 1-12'Tapson 1'from each end 1 @ 3'from each end omponent and of component and 24'O.C. 1 24'O.C. D 9 4'from each 1 @ 3-from each Z I of component end of component Q 1 @ 6'O.C. 3 1 6-O.C. L1.1 0 x'r•1-12' #10 x'r*1-12' z C 10x'rt 12' 1 #10 x'r-12' O (D U CI) LLI d structure,exposure'S',I=1.0,maximum O (n Z Z -j of 2',and 10'wall height.There is no LV Z J the engineer. Q Q ite/masonry shall be staggered side to side Q (n J_ Q �-- LLJ or spruce,pine or fir decrease sparing of J :D L1J Co D � Ci] oc•3 ete strength other than 2,500 psi consult the Q Z 2 0CN0 t ultimate)must meet or exceed 411#fm 06 Z) Qr Q V !r of anchor.Roof anchors shall require 1.114' U) -i W U) fn LL U) O Z N D J Q F- W QN ~N J _ LL Q� Uz- C WOAr��, C Z A 0 co a S m M (D 0XR) Lu D W 'OWM wwz -- .j om=;� m U LL wee" �C C4 LU 6W O 3Wm Co j0 J 7 EAP r EET 7 07-08-2004 OF 10 INTERIOR BEAM(SEE TABLE 38.1.4) STUD WALL OR POST KNEE BRACE(SEE TABLE KLBEAM SPAN I 3B.4) USE W/2 —J FOR BEAM SIZE) • POST SIZE(SEE TABLE 3B.4) a / //�// SEE INTERIOR BEAM TABLES AFTER COMPUTING ' • LOAD WIDTH' /�//�//�, /, 'LOAC WIDTH IS 112 THE DISTANCE BETWEEN J SUPPORTS ON EITHER SIDE OF THE BEAM OR Q 'x SUPPORT BEING CONSIDERED Z DOTING TYPICAL SECTION "FOURTH"WALL FOR ADDITIONS Q w ADJACENT TO A MOBILE/MANUFACTURED HOME 2 0 iz =r-0• 2 Z O SCALE: 118'=V-0' 0 0 0 Un J_ Extrusion Sizing Table: 0' LU Z 0 Q ch—orj ' Z ).C. ors U=0.125' 2* Si.* Nu.Boom SW Kn•a Bran Q ~ LLI 44 "O.C. 2' 7x4" 7x7x 0.36' 44 LLI 8'O.C. -J U.I � � iDS22'O.C. T ' 7 x 4' Y x Y.x 0.C50" Q j 00 O m 3" " 7x6'S.M.B. 2'x3'z0.050' O � Q O Z ).C.and 2'square washers to attach sole plate to Y ' 7 x 6"S.M.B. 0 N O late only and coil strap shall lap over the top plate 3'x ' Y x 9"S.M.B. 3'x 3'x 0.093' 0 per manufacturers specifications. U 0 lLl 0 Z N J Q W F- THE FLOOR,WALL,AND ROOF J SYSTEM ARE THAT OF MOBILE +�• O I MANUFACTURED HOME 'T UZv CDD Z g CID O O= 7 j 0 i m W Lu(n J Om0X LL x U w�UJ THE FLOOR,WALL,AND ROOF Z`"UJ SYSTEM ARE THAT OF MOBILE 0 /MANUFACTURED HOME j W m O KNEE WALL W/2 x 4 P.T.P. –J BOTTOM PLATE,STUDS& DOUBLE TOP PLATE NAIL PER TABLE 2306.1 FLORIDA BUILDING CODE EACH STUD SHALL HAVE A SIMPSON SP-1 OR EQUAL SHEATH W1 112'P.T.PLYWOOD NAILED WI#8 COMMON 6'O.C. EDGES AND 12'O.C.FIELD OR STRUCTURAL GRADE E:AL THERMAL PLY FASTENED PER THE MANUFACTURERS E SPECIFICATIONS STRAP SIMPSON COIL STRAP OVER SHEATHING Q 1 FOR ATTACHMENT TO lV'1 ;TURED HOME 1 0 07-08-2004 OF =V-0' 2"x 9'x 0.072"x 0.224"BEAM SHOWN ————— WHEN FASTENING 2"x 2" 1a THROUGH GUSSET PLATE 'ANEL USE#10 x 2'(3)EACH MIN. ;TION 7) —— MENDING PLATE � \ XX®X® \\ 3111 1-3/4"STRAP MADE FROM ® X® X X X® \ o ® XX XX XX \ ANCHOR PER DETAIL FOR PAN REQUIRED GUSSET PLATE \ X X X ® \ OR COMPOSITE PANEL MATERIAL \ XX X XX X XX X X ® \ FOR NUMBER OF BOLTS AND (3EE TABLE FOR LENGTH AND ® X X X X X X X \ SIZE OF POST(SEE TABLE #OF SCREWS REQUIRED) XCD X X X XX X XX® \\ 3B.4) ® ®XXXXXXXXXXX® \ ® X XX XX X® 1"x 2'MAY BE ATTACHED FOR X SCREEN USING(1) ® ® ®XX XXX®X #10 x 1-1/2" @ 6"FROM TOP v ® X AND BOTTOM AND 24"O.C. �a t IER BEAM CONNECTION 9 f� =11.01 X ————— ALL GUSSET PLATES SHALL ® \�� Q BE A MINIMUM OF 5052 H-32 \ v �l NEL ALLOY OR HAVE A MINIMUM ® n �a' Z ON 7) YIELD STRENGTH OF 23 ksi ——— db=DEPTH OF BEAM \\ ® ® 2 Z 0 ds=DIAMETER OF SCREW ti O CD U fn ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL 2d. 2i � � (D Z Jd. \ STRAP TABLE 0� W Z OQ FOR NUMBER OF BOLTS AND 2'x 6'x 0.050"x 0.120" \ CREwS S RAP !L' p -._ I J SIZE OF POST(SEE TABLE UPRIGHT SHOWN \ SIZE #4 pig LEN3GTH Q (n J C) . 38.4) 2'x ir 4 #12 3- 1/4• JJZ ? m m 2'x 9' d #14 3-1/4' Q 2'x10• 6 #14 1 4.112' OHQOZ 1"x 2"MAY BE ATTACHED FOR NOTE: ALL SCREWS 3 4 LONG 2 0C) N 1. Fill outer positions first until required number of screws is achieved. SCREEN USING(1) 06 : >- F— #10 x 1-1/2' @ 6'FROM TOP 2. See table for screw sizes and number. AND BOTTOM AND 24'O.C. 3. Gusset plates are required on all beams 2'X T and larger. U) W 4. Screw pattern layout w/spacing between screws greater than minimum is allowed so that equal spacing is LL Uj RIER BEAM CONNECTION acheived. g o 5.Lap cut w/gusset plate may be used.(see section 1 for detail) U GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION Z o EXTRUSIONS W/INTERNAL SCREW BOSSES MAY BE SCALE: 2'=1'-0" CONNECTED W/(2)#10 x 1-1/2" J INTERNALLY Q F- 9 LU ¢N ^ ~N Y c ()Z- , 0' uj Z} W n INTERIOR BEAM(SEE TABLES m CD O r° 38.1.4) W LU m W J Lu Z—x U- m0 CONNECTION DETAIL U Cr w i -0C ZNw 1 BEAM TO WALL CONNECTION: 2 p~ (2)2"x 2"x 0.060" > W m EXTERNALLY MOUNTED >� j 0 ANGLES ATTACHED T(2 WOOD FRAME WALL W/MIN.(2)3/8'x 2"LAG SCREWS PER SIDE OR TO CONCRETE W/(2)1/4'x 2-1/4"ANCHORS OR MASONRY e WALL ADD(1)ANCHOR PER eSIDE FOR EACH INCH OF BEAM e DEPTH LARGER THAN 3" e ALTERNATE CONNECTION: e (1)1-3/4'x 1-3/4"x 1-3/4"x 1/8' INTERNAL U-CHANNEL L�EAL ATTACHED TO WOOD FRAME WALL W/MIN.(3)3/8'x 2"LAG HE SCREWS OR TO CONCRETE 7 OR MASONRY WALL W/(3)1/4- x 3)1/4'x 2-1/4"ANCHORS OR ADD(1) ANCHOR PER SIDE FOR EACH ` INCH OF BEAM DEPTH LARGER THAN 3' IECTION DETAIL �0 1'0" 07-08-2004 OF ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4-(NOMINAL)PATIO CONCRETE SLAB W/6 x 6- 10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) (1)#5 0 BARS W13-COVER (TYPICAL) )ATION FOR SCREEN WALLS 2-=11-0. 4'MIN. (2)#5 BAR CONT. )#5 BAR CONT. —w e � . ~ J Q fOD 12' Q TYPE it TYPE III W 2 :SLOPE FOOTING STEEP SLOPE FOOTING z 0 0 Z O 12"-1'-10' >1'-10' OC7U cn lbearing pressure of 1,500 psf. Bearing capacity of soil J O (q (D Z — � W Z O Q itest or a soil testing lab. H 5,and compacted prior to placement of concrete. J U)0 Q tired except when addressing erosion until the projection W � W m exceeds 20'-0". Then a minimum of a Type II footing is Q Z) M o 0 6z 0 psi concrete with 6 x 6-10 x 10 welded wire mesh or 2 U N O a"e3TM(Formerly Fibermesh MD)per maufacturees «f : >- f- Of o ype II footing or footing section required by local fn in LL U) aCounty,FL) �a Type II footing minimum. Z N ING DETAILS 112'=1'-0' Q W Q N ^ ~N �J LL 1- 0QLu � ZO Z 0 m (0 02Lu n� f J~ (D >0 W n LU W�Z J O m 0 X 2 Q U Lu LU ZN 0 W J Ll 4 HEET 10 07-08-2004 OF 10