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HomeMy WebLinkAbout115 Bent Oak Ct (2)RECEIVED MARS 0 2011 BY: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Documented Construction Value: $ Application No: Job Address: / / r O Historic District: Yes N' Parcel ID: Description of Work: s <J-v1 ro o --I T Zoning: Plan Review Contact Person: Title: 04 Phone: 1/ 0 ! ?e4 7 96 v` 6 Fax: `/ 0 v, Property Owner Information Name Cy H . %-y° Phone: 7 Street: 115 O --A Resident of property? City, State Zip: Contractor Information Name J Phone: Y67 393 ?,5 6 Street: i d "'° Fax: 0 7 3c9L-2- Y0 3 % City, State Zip: o State License No.: a1 C o,5-36o7 Arrchitect//Engineer Information Name: C-e__ Phone: Street: City, St, Zip: Bonding Company: Address: Fax•' t s E-mail: Mortgage Lender: Address: t r %PERMIT INFORMATION Ys e > 6b, I, l0 9,6)a - 311dU9 s100 . 1 001pioa A s1oN Building Permits ,isMzet'ax3noiz?imrna0(M k = pi,ofa to s14f2 - s,1du9 Gazaa no ne,»!mmo '',,' 4` `•' r x3noi. rmo0YP,1 • Square FootaConstruction Type( No. of Dwelling Units: Flood Zone: X CS 2e- Electrical New Service No. of AMPS: Mechanical ( Duct layout required for new systems) Plumbing New Construction - No. of Fixtures: Fire Sprinkler/Alarm 13 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a, permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. r OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR -PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN ' FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may, be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of weer/Agent Date Signature of Contractor/Agent Date Print Owner/A is Name S' ature No lori Y Date BRYAN DORION Notary Public - State of Florida' My Commission Expires Mar 27, 201} IS 11___. . Owner/Ag J2r` Pt3miso yy Yd%1e r Produced ID e l I of ` olaryAssn' APPROVALS: ZONING: a' 31 I UTILITIES: COMMENTS: Print Contractor/Agent's Name 0 0 on a Date COP" BRYAN DORION o? Notary Public • State of FloridaMYCommissionExpiresMar27.2011Commission # DD 656310 Bonded rou9hNal' tContra o Me or Produced ID Type of ID WASTE WATER: BUILDING: Rev 11.08 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: ,, 1 rCL Lf` Firm: P," er- Address: Zq 38 S-6 ne.wo,1 I P(o& City: Sp h— State: Zip Code: 37-71 3 Phone: q0 7- 383.91 ssE Fax: yo7.322.3039 Email: Property Address: 1 oo k C Property Owner: Cy o, to y i or - Parcel identification Number: 11 -2o • 3o • !n S • Q= .03 3 Q Phone Number: Lfo7. 311 • TG-04 Email: The reason for the flood plain determination is: Xw structure Existing Structure (pre-2007 FIRM adoption) 12/ Expansion/Addition Existing Structbre r( post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12"above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) Y•'' of •.:r41 , ,;3',!•' OFFICIAL. USE ON Y`+ J !+t ; r.i ktTf ,x i,,''- Flood Zone: C_ Base Flood Elevation: NX Datum: FIRM Panel Number: l20 7-9 4- 00 rI o Map Date: C( •2Q • 0 7 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway FD4he parcel is not in the: loodplain floodway The structure is in the: floodplain floodway 02 The structure is not in the: E2,Koodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: 9p 11- I12g k.,tat-f- scram.. e,,cfaS eq S e.Iosur Reviewed Date: 3 •30 -1 TAEngr-Files\Elevation Certificate\Flood Zone Determination Request Form.doc PR.AGER BUILDERS, INC. 2938 Stonewall Place • Sanford, FL 32773 Telephone: (407) 324-9960 Fax: (407) 322-3039 State Certified: #CBC053007 if www.pragerbuilders.co 07 3a/ - - ev , 3 NAME " 7/ " Xis " HOME # CELL# DATE .3 — -5 ADDRESS // " " c'L CITY C-Llt el ZIP OF773 DIRECTIONS: REFERRED BY: />{- Tr `4- `% SCREEN: FLAT: 1/ GABLE: TIE IN: E 6 • s ROOF SIZE: / U DOORS: KICKPLATE: t_ f°/ GUTTERS: /v+ C 1 / 1 e6 el ( N5 WINDOW TYPE: 4 . ""r JCO O''/GJ bl, W - V rJV GtJ X /AFRAMECOLOR: PORCH OVERHANG: f HOUSE O.H.: SOFFIT? TIE IN HEIGHT: 8 % FAN BEAMS: y 24,.e-</ I SLAB SIZE: DEMO: atar o y t_ r `4 PC, f - r O d !t7 C,/ ELECTRICAL u Sys L UL /24-74P pa p p a o j C= I/ _ 4 YV VN Y Yo 11CS11gerbuflde s 1oV®111i11 0' U U.[- MATERIAL AND WORKMANSHIP GUARANTEED FOR 2 YEARS. NOTE: 1) HAIRLINE CRACKING OF NEW CONCRETE SLABS IS A Contractor expressly reserves all contractors, mechanics and material COMMON OCCURRENCE. man' s lien which may be asserted under any provisions of the law to 2) SPRINKLER HEADS MUST BE RELOCATED BY CUSTOMER secure payment of the contract price and may assert and fix the same as a 3) DRAINAGE AT BASE OF ROOM IS RESPONSIBILITY OF lien upon the real property on which installation is made. HOMEOWNER. Purchaser agrees to supplyelectrical power at job site. / 4) FLOOR MAY REQUIRE LEVELING FOR TILE INSTALLATION. 1 5) OWNER IS RESPONSIBLE FOR ANY REINSPECTION FEES DUE 77J , 6 TO INACCESSIBILITY OR MISSING PERMIT. 6) IF HOMEOWNER'S ASSOCIATION APPROVAL IS NECESSARY, IT IS CUSTOMER'S RESPONSIBILCTY TO OBTAIN PRIOR TO WORK d' e 6r''a' L" - / GCA cCao START'. yraY C NOTES: i •y r / Z// s+ GyT- orJ // ,` cG/. ?tee 71 I/ We have read the forgoing proposed contract and accept the same on the terms and conditions printed on the reverse side and as stated above. Purchaser. ! ! Date •T/Z rl 1 1 J 1 i Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL. DAVID JOHNSON. CFA, ABA 19 95 91 a+ 21 22 93 t+ 33 PROPERTY 66 23 35 37 70 8D APPRAISER 33 T. SEMIINOLECOUNTYFL 32 t,;e )+ b• 1 1101 E. FIRSTS SANFORD. FL 32771-146B 6 61 27 31 dt 37 I 407-66 577508 fit d9 43 VALUE SUMMARY VALUES 2011 2010 Working Certified GENERAL Value Method Cost/Market Cost/Market Parcel - -30-505-000 - 0 Number of Buildings 1 1 wrier: TAYLOR CYNTHIA L Depreciated Bldg Value 64,341 70,622 Mailing A Depreciated EXFT Value 590 635 City,State,ZipCode: SANFORD FL 32773 Land Value (Market) 15,000 18,000 Property Address: 115 BENT OAK CT SANFORD 32773 Land Value Ag 0 0 Subdivision Name: HIDDEN LAKE PH 3 UNIT 1 Just/Market Value 79,931 89,257 Tax District: S1-SANFORD PortablityAdj 0 0 Exemptions: 00-HOMESTEAD (1994) Save Our Homes Adj 0 5,651 Dor: 01-SINGLE FAMILY Amendment 1 Adj 0 0 Assessed Value (SOH) 79,931 83,606 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 79,931 50,000 29,931 Amendment 1 adjustment is not applicable to school assessment) Schools 79,931 25,000 54,931 City Sanford 79,931 50,000 29,931 SJWM(Saint Johns Water Management) 79,931 50,000 29,931 County Bonds 79,931 50,0001 29,931 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES 2010 VALUE SUMMARY Deed Date Book Page Amount Vadimp Qualified Tax Amount (without SOH): 984 WARRANTY DEED 12/1990 02260 1908 $69,000 Improved Yes 2010 Tax Bill Amount: 870 WARRANTY DEED 05/1984 01547 1483 $45,900 Improved No Save Our Homes (SOH) Savings: 114 WARRANTY DEED 09/1983 01491 1051 $51,900 Improved No 2010 Certified Taxable Value and Taxes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTSFindComparableSaleswithinthisSubdivision LEGAL DESCRIPTION LAND PLATS: Pick... Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 0 0 1.000 15,000.00 $15,000 LEG LOT 33 HIDDEN LAKE PH 3 UNIT 1 PB 27 PGS 44 TO 47 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est Cost New Building 1 SINGLE FAMILY 1983 6 1,262 1,790 1,262 CONC BLOCK $64,341 Sketch 72,702 Appendage / Sgft OPEN PORCH FINISHED / 15 Appendage / Sgft GARAGE FINISHED / 513 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM SCREEN PORCH W/CONC FL 1994 160 590 $1,360 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recent!y purchased a homesteaded propeily your next ear's property tax will be based on Just/Market value. http://www.scpafl.orWweb/re-web.seminole-count3title?parcel=l1203050500000330&c... 3/25/2011 77 THIS INST UMENT PREP. ARED BY: Name: 14-C3'IL Address: 1ST 7% State o orida Permit Number MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 07552 Rg 17691 (Ipg) CLERK'S # 2011036485 REWROED 04/07/2011 08:4025 AM RECORDING FEES 10.00 RECORDED BY T Van Nuys NOTICE OF COMMENCEMENT Parcel ID Number (PID) f/ n 501 o15- 0000 03- The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal descri tion of the prop rty and street address if available) GENERAL DESCRIPTION OF IMPROVEMENT L en o .,-:71 OWNER INFORMATION ' Name and address: C n `,9 ( G i41 -- Fee Simple Title Holder name and address (if other than owner) CONTRACTOR Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name and address: In addition to himself, Owner Designates a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date is specified. of WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE OF FLORIDA UNTY OF SEMINOLE L fa -- OWNERS SIGNATURE OW ERS NA NOTE: Per Florida Statute 713.13(1) (g), owner must sign...... and no one else may be permitted to sign in his or her stead." The foregoing instrument was acknowledged before me this day of / "1 , 20/// by is personally known tolne,f( OR who has produced identification type of identification produced di `' ice• / '-' t' /O ./ Name of person nn,4king statement VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES c.Ctit iritu i,tlrr UNDER PENALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND THAT THE FAC-'S(STAFnQ IWRSE ARE TRUE TO THE BEST OF MY KNOWLEDGE AND BELIEF. CLERK OF CIRCUIT COURT SEMIN LE C lY, RIDdiL SIGNATURE 6F NATURAL PERSON SIGNING ABOVE nFctrTv r`r FR S01V PCB BRYAN DORION Notary Public • State of Florida c My Com IS M}, 1X ires Mar 27, 2011 N'+r c•°c Corn, I 16N)IDD 656310 iFOF F• Bonded Through National Notary Assn, mn l APR 0 7 2011 Im z G g LANOS^ HAVE NOT BEEN ABSTRACTED BY THIS SURVEYOR FOR DEEDS AND RESTRICTIONS OF RECORD, BEARINGS -REFERENCED TO: ,PEpO,P.O ,oL4 T' THIS 1"S TO CERTIFY THAT I HAVE CONSULTED THE F.I.R.M. COM PANEL NO 5 DATED 9- i7 go AND FOUND THAT DESCRIBED PROPERTY IS LOCATED IN C " v Sari Donn I 1z % 3 4. 2 c • - ,ee c v c- QU N Y OF SANFORD • BUILDING PLAN REVIEW IM NPII"!G tD DEVELOPMENT SERVICES aavEo h TE 2._ s37o5Z 4 77-7 ip'QRA .cI. 75. 3 Z c1T/ E`SMT SATE L /TE O`/.SN AQo(/6 La,Po u Poo Z4' 0/9 . a z-°-' h o NU 7? N 265. 5 d J 7.S zo , i N Pcl! N 4.7 h N Bft/T o I p W Q o N g,o D,q,Ar, L'Du.PT V N e7 pan.! N C,-tiTyr.4 /. 7--s-IZe9 4 PLAT OF SURVEY — CERTIFIED TO: '<119 /0 PF T/TG._. S 41A17- 7z45T MD,QTG.4GE, //t C • LEGAL DESCRIPTION: ZQ 7- 33 , &-c/ Lq.-E' I As Recorded in Plat Book 27 , Page'(s) 44- 4 7 Of The Public Records of County, Florida. For: T,4VeO,Q I HEREBY CERTIFY THIS BOUNDARY AND SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS Ot AA PPING Scale: / "' : Z F ASSSOCISOCI ATES ,INC FLA. ADMINISTRATIVE CODE Date: / Z-3 -90 RULE 21HH-6. LAND SURVEYORS 171 Cypress Wcy, Suite 100 Job No: 9D-rj33 Casselberry, Fl., 32707 Drawn By. %. .NMM W rA PLS 4243 Data Descri tlon B PH: ( 4.07) 260-8500 Ne Vs Sealed) REVISIONS l9.1 72 Door- Tv/©,-`o, mew. e• d 3 2.7 73 Z AL4 f i-ass r na o A-10is 4. Solar Heat Gain Coefficient (SHGC): The ratio of the solar heat gain entering the space through the glazing product to the incident solar radiation. Solar heat gain includes directly transmitted solar heat and absorbed solar radiation that is then re -radiated, conducted or convected into the space. Solarium: A sunroom featuring a high percentage of glazed surfaces used as walls and roof systems. Structural Test Pressure: The pressure differential applied to a fenestration product to determine structural load capacity. Structural Test Pressure is generally determined to be 150% of the Design Pressure. Sunroom: A one-story structure added to an existing dwelling with an open or glazed area in excess of 40% of the gross area of the structure's exterior walls and roof. For the purposes of this standard, and in accordance with Section 1.1.4, the term sunroom, as used herein, shall include conservatories, sunspaces, solariums; and porch and patio covers or enclosures. Sunspace: A sunroom. Thermal Isolation: A separation of conditioned spaces between a sunroom and a dwelling unit consisting of existing or new wall(s), door(s) and/or window(s). Thermal Transmittance: The measurement of thermal heat flow allowed by a fenestration product. Thermal transmittance is expressed as a "U" Factor. Translucent: A material that permits the passage of light. Transparent: A material that permits the passage of light with minimal distortion or scattering, so that the bodies lying on the opposite side from the viewer may be clearly seen. U" Factor: A measure of the heat transfer properties of a fenestration product under specific environmental conditions. V, Factor is defined as the heat transmission in a unit time through a unit area of a test specimen and its boundary air films, induced by a unit temperature difference between the environments on each side. U Factor is also known as "U" Value or Heat Transmission Coefficient Unconditioned: . Interior or exterior space with no temperature control system. Ventilation: The circulation of air 14rough natural or mechanical forces. Water Penetration,Resistance: A measurement of the resistance of a fenestration product to the- passage of water. S.€k USE AND OCCUPANCY 3.1 Room Types 3.1.1 Scope: The following categories are used to specify differing criteria for sumwms based on their intended use. Performance standards vary by sunroom category with stated minimum features. The room definitions are intended to provide required features for that classification of sunroom. Additional or optional features may be added to enhance the performance of the sunroom product. 3.1.2 Sunroom Category Definitions: 3.1.2.1 Category I: A roof or a covering of an outdoor space. The openings shall be permitted to be enclosed with insect screening or 0.5 min (20 mil) maximum thickness plastic film. The space is defined as non - habitable and unconditioned. 3.1.2.2 Category II: A roof or a covering of an outdoor space with enclosed walls. The openings are permitted to be enclosed with translucent or transparent plastic or glass. The space is defined as non -habitable and unconditioned. 3.1.2.3 Category III: A roof or a covering of an outdoor space with enclosed walls. The openings are permitted to be enclosed with translucent or transparent plastic or glass. The sunroom complies with additional requirements for forced entry resistance, air leakage resistance and water penetration resistance. The space is defined as non -habitable and unconditioned. 3.1.2.4 Category IV: A roof or a covering of an outdoor space with enclosed walls. The sunroom is designed to be heated and/or cooled by a separate temperature control or system and is thermally isolated from the primary structure. The sunroom complies with additional requirements for forced entry resistance, water penetration resistance, air leakage resistance, and thermal performance. The space is defined. as habitable and conditioned. 3.1.2.5 Category V: A roof or a covering of an outdoor space with enclosed walls. The sunroom is designed to be heated and/or cooled and is open to the main structure. The sunroom complies with additional requirements for forced entry resistance, water penetration resistance, air leakage resistance, and thermal performance. The space is defines as habitable and conditioned. AAMA/NPEA/NSA 2100-02 Page 3 CG6-,f- 6 da Building Code Online http://floridabuilding.org(pr/pr_app dtl.aspx?parwn=wGEVXQWtDq... 4 . - . • _ , ' _' € «` Ili.:.-. AUL„ BM Home Log Li I User Registration ; Hot Topics SubmitSurcharge Stats & Fads `• Pubrcations FBC Staff ; `BCLS Site Map ; Links Search Product Approval USER: Public User b ; s Product Approval Menu > Product or Aoplicatbn Search > Aoob Lion it > AppHca ion Detal FL # FL7013-112 4 Application Type Revision K.-• t`- -; Code version 2007 Application Status Approved I Comments Archived r Product Manufacturer Custom Window Systems, Inc. Address/ Phone/Email 1900 SW 44th Avenue Ocala, FL 34474 352) 368-6922 Ext 207 mlafevre@cws. cc Authorized Signature Michael La Fevre mlafevre@cws. cc Technical Representative Michael LaFevre ## Address/ Phone/Email 1900 SW 44th Avenue Ocala, FL 34474 352) 368-6922 Ext 207 MLaFevre@cws. cc Quality Assurance Representative Ralph Emminger ## Address/ Phone/Email i9o0 SW 44th Avenue Custom Window Systems, Inc. Ocala, FL 34474 352) 368-6922 Ext 208 Ralph@cws. cc Category Subcategory Horlontal Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer r Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 12/31/2010 Validated By Steven M. Urich, PE r. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL7013 R2 COI 511012 (Eval Rep HS-7000).odf Standard AAMA/ 101/I.S.2/A440-05 ANSI/ AAMA/WDMA 101/IS2-97 Year 2005 1997 2 9/8/2009 2:58 PM Florida Building Code Online Page 1 of 2 BCIS Home Log In j User Registration i Hot Topics I Submit Surcharge } Stats & Facts i Publications FBC Staff SOS Site Map Unks Search ' e Product Approval USER: Public User Product Approval Menu > product or Application Search > AppL t_ior Ust > Application Detail FL # FL161-R3yiA;,c Application Type Code Version Revision 2007 Application Status Approved Comments s---^-n Archived Ij Product Manufacturer Custom Window Systems Inc. Address/Phone/Email 1900 SW 44th Avenue Ocala, FL 34474 352)368-6922 Ext207 mlafevre@cws.cc Authorized Signature Michael LaFevre mlafevre@cws.cc Technical Representative Michael La Fevre ## Address/Phone/Email 1900 SW 44th Avenue Ocala, FL 34474 352)368-6922 Ext207 MLaFevre@cws.cc Quality Assurance Representative Ralph Emminger ## Address/Phone/Email 1900 SW 44th Avenue Custom Window Systems, Inc. Ocala, FL 34474 352)368-6922 Ext208 Ralph@cws.cc Category EenorSubcategory =Assemblis Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer CZ Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who Roberto Lomas developed the Evaluation Report Florida License PE-62514 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 12/31/2010 Validated By Steven M. Urich, PE r Validation Checklist - Hardcopy Received Certificate of Independence FLi61 R3 COI 511038_,(Eval RepGuardian Door) pdf Referenced Standard and Year (of Standard) Standard Year ANSI/AAMA/WDMA 101/IS2-97 1997 Equivalence of Product Standards http://www.Roridabuilding.org/l)r/i)r app dtl.asnx?naram=wGEVXOwtDawf4naAXh1 Q... 12/1 R/2009 ALUMINUM SCREEN ENCLOSURE MEMBEF OR STEEL TUBE,118" MINIMUM THICKNESS BY OTHERS INSTALLATION ANG1401 810 SMS. CAULK BETWEEN DOOR FLANGE AND SCREEN ENCLOSURE, EXTERIOR INTERIOR MAX SHIM PACING) INTERIOR DOORFRAME SILL INSTALLATION ANCHOR, EXTERIOR 3H8" DIA. CONCRETE SCREW ANCHOR. CAUL( OR SET SILL IN CONCRETE OR MASONRY, PERIMETER CAULK . v . BY OTHERS. , L ' o•o. CONCRETE OR MASONRY o v v• v v v v" BY OTHERS, MIN. EMBEDMENT) INSTALLATION, DETAIL TOMn L4. ALUMINUMSCREEN (MAXMOSHIHIIMENCLOSUREMEMBER OR STEEL TUBE.1/8' DOORFRAME MINIMUM OTHERS THICKNESS JAMB INTERIOR INSTALLATION ANCHOR, 10 DIA. SMS ANCHOR. CAULK BETWEEN EXTERIOR HINGE SIDE DETAIL SCRE ENNCCE.OSURE ALUMINUM/STEEL TUBE BY OTHERS, PERIMETER CAULK BY OTHERS. ll4• EXTERIOR FINISH MAX. SHIM BY OTHERS. SPACING) DOORFRAME JAMB ALUMINUM SCREEN ENCLOSURE MEMBER OR STEEL TUBE.1/8• MINIMUM THICKNESS BY OTHERS STRIKE PLATE SCREW 0 X 1 1/2" FH SMS ANCHOR, LOCKING SIDE DETAIL BY OTHERS. g ALUMINUM/STEEL TUBE rcoa N n680 wM tI018Bp 1 : lf.'ro,_, I'+^,, .y Y • V'.' , PRODUMM IN OR MDmweo" SYSTEM. INC..15 d c ,p, • p ' Tow aro • 6 ry 'unn be p ti?Lre`e4 tt a.r• d i. t iED VENDOR COLUMN TO PARTS LISt 03/13/Dfi WP•IMW gycf:. 144TH AVE. FLORIDA 34474 TALLATION DETAIL • ALUMINUM TUBE ADE ' S/13/200D tD00R IAN NTS ' CWS•17E B 70F7 11 FF-4 NOS' ANCHOR LAYOUT -!FLANGE) 1. INSTALL ONE ANCHOR AT EACH INSTALLATION LOCATION. 2, SHIM AS RELIT AT INSTALLATION ANCHOR USING LOAD BEARING SHIMS. MAIL ALLOWABLE SHIM STACK TO BE 1/4. USE SHIMS WHERE SPACE GREATER THAN 1/18' IS PRESENT. 3. LOAD BEARING SHIMS SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. WOOD SHIMS ARE NOT ALLOWED. 4. 3116' DIA. ELCO TAPCON MASONRY ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1 1/4' INTO MASONRY THRU FRAME OR THRU 1 BY WOOD BUCK INTO MASONRY, A MINIMUM EDGE DISTANCE OF 91/2' SHALL BE ACHIEVED. S. 010 WOOD SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1 3/6' INTO 2 BY WOOD BUCK. 0, B10 PHILIPS PAN TEK ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. PENETRATION OF THREE THREADS BEYOND ANCHOR PLATE allRFACE IN TUBE FRAME INSTALLATION. 7. SEAL CORNERS WITH SMALL JOINT SEAM SEALANT. S. ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. ADDED VENDOR COLUMN TO PARTS LIST 03/130 9. INSTALLATION ANCHORS SHALL BE IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL 1A/ NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. ,. • , y!, ,. 10. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN'ARE BASED ON SUBSTRATE MATERIAL WITH THE FOLLOWING PROPERTIES: i ot! 0* aFW 44TH AVE. A. WOOD • MINIMUM SPECIFIC GRAVITY OF 0-0.42 v''' QRIDA 34474oa18. CONCRETE •MINIMUM COMPRESSIVE STRENGTH OF 3,200 P31. ,y+ ,;• Yy B lned• • • • .. C. MASONRY • STRENGTH CONFORMANCE TO ASTM C•90, GRADE N, TYPE 1 (OR GREATER)• niix=" e° . •.1 • ... `• £ 101/2" MAX O.C. TYP) 6' MAX. (TYP) 4 1 j-- 4" SEE NOTE 2 ( TYP) 101/2" MAX O.C. TI_ SEE NOTE 2 6" MAX. (TYP) 4" 4+ 1I q" I 6' MAX. (TYP) j}-- INSTALLATION 10 1/2" MAX O.C. 1100 1/ `MAX O.C. ANCHOR (TYP) TYP) X_ INSTALLATION ANCHOR (TYP) O X X O X INSTALLATION DETAIL) THRU FLANGE AND FRAME NOTES: 1. AT EACH LOCATION INSTALL ONE #8 TEK ANCHOR THRU FLANGE LEG, AND ONE #10 TEK ANCHOR THRU FRAME (THRU CLIP AT SILL) 2. SHIM AS REO'D AT EACH SET OF INSTALLATION ANCHORS USING LOAD BEARING SHIMS. MAX. ALLOWABLE SHIM STACK TO BE 1181. USE SHIMS WHERE SPACE GREATER THAN 1/16" IS PRESENT. 3. LOAD BEARING SHIMS SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. WOOD SHIMS ARE NOT ALLOWED. 4. #8 PAN HEAD TEK SCREW ANCHORS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE A MIN. EMBEDMENT OF 1/2" INTO 2 BY 3 T BIND FOR ALL INSTALLATIONS{FOR THRU FRAME ONLY DETAIL, FOLLOW ANCHOR PATTERN OF #8 TEK SCREW EVERY 4" OF FRAME 5. SEAL CORNERS WITH SMALL JOINT SEAM SEALANT. ytP 10RElN,G,i 4 p : F ... Qn-- 6. ALL INSTALLATION ANCHORS MUST BE MADE OF A CORROSION RESISTANT MATERIAL OR COATING. DISSIMILAR MATERIALS MUST G No 58201 :71 : 1900 SW 44TH AVE. BE PROTECTED TO PREVENT REACTIONS. OCALA, FLORIDA 34474 7. SEALING AND FLASHING STRATEGIES FOR OVERALL WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS. r r = ITLE' ANCHOR SCHEDULE & NOTES -PORCH ENCLOSURE PROPRIETARY AND CONFIDENTIAL 13 STATE OF .40Z i'<`••'O P:'Z` SERIES: RAWN BY: ATE: 7000 ADE 9/24/2009 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF CUSTOM ANY REPRODUCTION IN PART OR AS A OUT THEW14OLPROHI le .40 R10.•'` DEL: CA O. O.: HORIZONTAL SLIDE NTS CWS•516 TWITWRITTENPERMISSIONOMWWOOISS O A„ EV. LETTER: 2 8 CAULK BEHIND FLANGE BYINSTALLER WINDOW HEAD WINDOW SILL CAULK BEHIND BYINSTALLER INSTALLATION ANCHOR, 8 PAN HEAD TEK SCREW, SEE SHT 2 FOR LOCATIONS) III -SCREEN MEMBERS II BY OTHERS JI i SPACE SHIM PERIMETER CAULK BYINSTALLER INSTALLATION ANCHOR, 10 PAN HEAD TEK SCREW, SEE SHT 2 FOR LOCATIONS) VERTICAL SECTION TER CAULK FALLER CAULK BEHIND FLANGE BYINSTALLER 1/8" MAX SHIM SPACE INSTALLATION ANCHOR, 10 PAN HEAD TEK SCREW, SEE SHT 2 FOR LOCATIONS) INSTALLA71ON ANCHOR, 1/8' MAX SHIM #10 PAN HEAD TEK SCREW, SPACE PERIMETER CAULK ( SEE SHT 2 FOR LOCATIONS) BYOTHERS 1/8' MAX SHIM PERIMETER CAULK SPACE BYINSTALLER WINDOW FRAME WINDOW FRAME JAMB JAMB SCREEN MEMBERS BY OTHERS INSTALLATION ANCHOR, CAULK BEHIND FLANGE 8 PAN HEAD TEK SCREW, BYINSTALLER SEE BHT 2 FOR LOCATIONS) INSTALLATION ANCHOR, HORIZONTAL SECTION # 8 PAN HEAD TEK SCREW, SEE SHT 2 FOR LOCATIONS) NOTE: PORCH ENCLOSURE MEMBERS SHALL BE 6083-T5 ALUMINUM MINIMUM WITH MINIMUM WALL THICKNESS OF 0.045". STRUCTURAL INTEGRITY OF PORCH ENCLOSURE TO RECEIVE APPLIED LOADS FROM WINDOWS SHALL BE VERIFIED BY OTHERS. x I (/f/al PROPRIETARY AND CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF CUSTOM WINDOW SYSTEMS, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF CUSTOM WINDOW SYSTEMS, INC. IS PROHIBITED. T :INSTALLATION DETAIL PPLIES TO XO AND XOX NITS D. Y ALUMINUM STRUCTURES DESIGN MANUAL STATEMENT I hereby certify that the engineering contained in the following pages has been prepared in compliance with ASCE 7-05 and the writers interpretation of The 2007 Florida Building Code with 2009 Supplements, Chapter 20 Aluminum, Chapter 23 Wood and Part IA of The Aluminum Association of Washington, D.C. Aluminum Design Manual Part IA and AAASM35. Appropriate multipliers and conversion tables shall be used for codes other than the Florida Building Code. Structures sized with this manual are designed to withstand wind velocity loads, walk-on or live loads, and/or loads as listed in the appropriate span tables. All wind loads used in this manual are considered to be minimum bads. Higher loads and wind zones may be substituted. Pursuant to the requirements F.S. 489.113, Subsection 9, the following requirements are hereby listed: 1. This master file manual has been peer reviewed by Brian Sliding, P.E. #34927 and a copy of his letter of review and statement no financial interest is available upon request. A copy of Brian Stirlings' letter is posted on my web site, www.lebpe.com. 2. Any user of this manual, for the purpose of acquiring permits, must be a licensed Architect, Engineer, or Contractor (General, Building, Residential, or Aluminum Specialty) and are required to attend my continuing education class on the use of the manual prior to becoming a authorized user and bi-annually thereafter. 3. Structures designed using this manual shall not exceed the limits set forth in the general notes contained here in. Structures exceeding these limits shall require site specific engineering. INDEX This packet should contain all of the following pages: SHEET 1: Aluminum Structures Design Manual Statement, Index, Legend, and Inspection guide for Screen Enclosures. SHEET 2: Glass and Modular Rooms Design Checklist, General Notes•& Specifications, and Design Statement. SHEET 3: Site Exposure Form and solid roof enclousure isometrics. SHEET 4: Glass room elevations and wall section details. SHEET 5: Attachment of a window detail, post to base connection details, upright details, and comer details. SHEET 6: Purlin to beam, glass room framing and composite panel wall to wood deck details. SHEET 7: Fourth wall connection details, carrier beam connection details and gussett plate connection details. SHEET 8: Knee wall and looter details. SHEET 9: Wall sections and connection details. SHEET 10: Beam to gutter connection details. SHEET 11: Span condition explanation, beam and splice information, and building classification table. SHEET 12A-110: Tables showing 110 mph roof and wall member spans. SHEET 12A-120: Tables showing 120 mph roof and wall member spans. SHEET 12A-130: Tables showing 130 mph roof and wall member spans. SHEET 12A-140: Tables showing 140 mph roof and wall member spans. SHEET 1213: Post to beam table, roof tables, and anchor information. SHEET 13A: Solid roof panel products - General Notes & Specifications, Design Statement, design load tables, and gutter to roof details. SHEET 13B: Roof connection details. SHEET 13C: Roof connection details, valley connection elevation, plan & section views, pan & compostite panels to wood frame details, super & extruded gutter to pan roof details. SHEET 13D: Roof to panel details, gutter to beam detail, pan fascia & gutter end cap water relief detail, beam connection to fascia details, pan roof achoring details. SHEET 13E: Panel roof to ridge beam @ post details, typical insulated panel section, composite roof panel with shingle finish details. SHEET 13F: Tables showing allowable spans and applied loads for riser panels. SHEET 13G: Manufacturer specific design panel. SHEET 13H: Manufacturer specific design panel. SHEET 14: Die shapes & properites. SHEET 15: Fasteners - General notes & specifications, Design statement, and allowable loads tables. LEGEND This engineering is a portion of the Aluminum Structures Design Manual ("ASDM") developed and owned by Bennett Engineering Group, Inc. ("Bennett"). Contractor acknowledges and agrees that the following conditions are a mandatory prerequisite to Contractor's purchase of these materials. 1. Contractor represents and warrants the Contractor 1.1. Is a contractor licensed in the state of Florida to build the structures encompassed In the ASDM; 1.2. Has attended the ASDM training course within two years prior to the date of the purchase; 1.3. Has signed a Masterfile License Agreement and obtained a valid approval card from Bennett evidencing the license grantedinsuchagreement ill not alter, amend, or obscure any notice on the ASDM; 1.5. Will only use the ASDM in accord with the provisions of Florida Status section 489.113(9)(b) and the notes limiting the appropriate use of the plans and the calculations in the ASDM; 1.6. Understands that the ASDM is protected by the federal Copyright Act and that further distribution of the ASDM to any third party (other than a local building department as part of any Contractors own work) would constitute infringement of Bennett Engineering Group's copyright and 1.7. Contractor is soley responsible for its construction of any and all structures using the ASDM. 2. DISCLAIMER OF WARRANTIES. Contractor acknowledges and agrees that the ASDM is provided "as is" and "as available." Bennett hereby expressly disclaims all warranties of merchantability, fitness for a particular purpose, and non-Infrfngement. In particular, Bennett its officers, employees, agents, representatives, and successors, do not represent or warrant that (a) use of the ASDM will meet Contractor's requirements (b) that the ASDM is free from error, 3. LIMITATION OF LIABILITY. Contractor agrees that Bennett's entire liability, if any, for any claim(s) for damages relating to Contractors use of the ASDM, which are made against Bennett, whether based in contract, negligence, or otherwise, shall be limited INSPECTION GUIDE FOR CARPORTS AND SCREEN GLASS & VINYL ROOMS 1. Check the building permit for the following: Yes No a. Permit card & address . b. Approved drawings and addendums as required . . . . . c. Plot plan or survey . d. Notice of commencement 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for. Yes No a. Structure's length, projection, plan & height as shown on the plans. . . . b. Beam sizes, span, spacing &stitching screws ('d required). c. Puriin sizes, span &spacing. d. Upright sizes, height, spacing & stitching screws if required) 9 Pa n9 rxJ ( eq ) . e. Chair rail sizes, length & spacing , f. Knee braces are property installed (if required) . . . . . . . . . . . . . _ _ g. Roof panel sizes, length & thickness . . . . . . . . 3. Check load bearing uprights / walls to deck for. Yes No a. Angle bracket size & thickness . b. Correct number, size & spacing of fasteners to upright . . . . . . c. Correct number, size & spacing of fasteners of angle to deck and sole plate . d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete . . . . . 4. Check the load bearing beam to upright for. Yes —No l0 -i d*N d m(" d r` 0 rn u C= In 6 NU ClZ = j LL o J o N o rt I_ L. 0 0 1 0)iL. ry j,t a T x • C C 1 3 10 10 W roIIII c ^ LL III • u r 3y Jo .Yc r a/ NE1 H _iW z to the amount paid by Contractor for the ASDM. In no event will Bennett be liable for an consequential, exemplary, y eq pl ry, incidental, indirect, a. Receiver bracket, angle or receiving channel size & thickness . . g ng _ _ J O or special damages, arising from or in any way related to, Contractors use of the ASDM, even if Bennett has been advised of the b. Number, size & spacing of anchors of beam to receiver or receiver to host structure Wpossibilityofsuchdamages. c. Header attachment to host structure or beam . . . . . . . . . Z 4. INDEMNIFICATION. Contractor agrees to indemnify, defend, and hold Bennett harmless, from and against any action brought against d• Roof panel attachment to receiver or host structure o Bennett, by any third party (including but not limited to any customer or subcontractor of Contractor), with respect to any claim, e. If angle brackets are used for framing connections, check number, size & thickness W N demand, cause of action, debt, or liability, including reasonable attomeys' fees, to the the extent that such action is based upon, or in Contractors of fasteners . . . . . . . . . . . . . . . . . . . . . .. . . . . Z Z LU Fanywayrelatedto, use of the ASDM. f. Post to beam attachments to slab . 5. 0 0 CONTRACTOR Check roof panel system for. Yes No a. Receiver bracket, angle or receiving see &thickness z w X Z Z wNAMEchannel . b. Size, & W Znumberspacingofanchorsofbeamtoreceiver . . Header g W e. Q. CONTRACTOR LICENSE NUMBER: r c. attachment to host structure or beam . d. Roof attachment to w y Q OWpanelreceiverorbeam . . . . . . . . . . . . . . . . . . . Notes: LL LV J U y ooitQW 0 COURSE # 0002299 ATTENDANCE DATE: 2/ 'U 9 U) Z WUID0o CONTRACTOR SIGNATURE: µ///d/l.c/ o ZZ Z tz7 SUPPLIER: 44-,04 zj z Z,W ERMT r- i a wLu m Z W 0 O BUILDING DEPARTMENT W LLJ CONTRACTOR INFORMATION AND COURSE #0002299 ATTENDANCE DATE HAS BEEN OLL Q oN VERIFIED: (INITIAL) W o_ OC7 0 OFFICcoe- J cN+r L) LL W u. W LV x co wrn d W O ti j r T n°. mzQ' a) j M n a m c PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OF y N co Z HIGHWAY SAFETY & MOTOR VEHICLES DIVISION OF MOTOR W as o ` VEHICLES RULE 15C-2, THE SPAN TABLES, CONNECTION N m U mDETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE O U ° coDESIGNEDTOBEMARRIEDTOCONVENTIONALLY CONSTRUCTED HOMES AND / OR MANUFACTURED HOMES AND 3 m MOBILE HOMES CONSTRUCTED AFTER 1984. J Im— THE DESIGNS AND SPANS SHOWN ON THESE DRAWINGS ARE BASED ON THE LOAD REQUIREMENTS FOR THE 2007 FLORIDA BUILDING CODE WITH 2O09 SUPPLEMENTS. s JOB NAME: - ADDRESS: DRAWING FOR ONE PERMIT ONLY 08-12-2010 1 OF 1510 N bESIGN CHECK LIST FOR GLASS & MODULAR ROOMS I. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with The 2007 Florida Building Code with 2009 Supplements, Chapter/10, ASM35 and The 2005 Aluminum Design Manua) Part I -A & II -A and ASCE 7-05; Exposure'B'_ or'C' or'D'_ Importance Factor 1.00; 12 PH oraMPH for 3 second wind gust velocity load; Enclosed structures; Basic Design Pressur w. Design Pressures are found on page 38-15. a. "B" exposure = SF for Roofs & 4PSF for Walls b. "C" exposure = _PSF for Roofs & _PSF for Walls c. "D" exposure = _PSF for Roofs & _PSF for Walls Negative I.P.C. 0.18 for Enclosed structures. II. Host Structure Adequacy Statement: I have inspected and verify that the host structure is In good repair and attachments made to the structure will be solid ha teatIota"%0I/ Phone: V 7PZ-0- Contractor I Authorized Re Name (please print) Dater / Contractor / Authorized Rep* Signature Job N 8 Address Note: Projection of room from host structure shall not exceed 16'. Ill. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . . . . . . . . . . . . . . . . . . . . . . . - B. Site plan or survey with enclosure location . . . - C. Contractor's / Designer's name, address, phone number, & signature on plans . . 1.2D. Site exposure form completed . . . . . . . . . . . . . . . . . .. . . . . . . - - E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: 1. Plan view with host structure area of attachment, enclosure length, and . - projection from host structure 2. Front and side elevation views with all dimensions & heights . . . . . . . . . J 3. Beam span, spacing, & size . . . . . . . . . . . - Select beam from appropriate 3B.1 series tables) 4. Upright height, spacing, & size . . . . . . . . . . . . . . . . . . . . . . . - Select uprights from appropriate 3B.2 series tables) Check Table 313.3 for minimum upright size) 5. Chair rail or girts size, length, & spacing . . . . . . . . . . . . . . .. { 2 - Select chair rails from appropriate 3B.2 series tables) 6. Knee braces length, location, & size . . . . . . . . . . . . . .. . . . . . . Check Table 313.3 for knee brace size) IV. Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & puffin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate . Section 3B tables used:T"a -J-10 Beam allowable span conversions from 120 MPH wind zone 'B' Ex ure to MPH wind zone and/or "C" or "D" Exposure for load width Look up span on 120 MPH table and apply the following formula: SPAN REQUIRED F- REQUIRED SPAN NEEDED IN TABLE bord)= -y) EXPOSURE MULTIPLIER see this page 3) B. Upright tables w/ sizes, thickness, spacing, & heights . Yes No Tables 3B.2.1, 3B.2.2, or 3B.2.3) - Upright or wall member allowable height / span conversions from 120 MPH wind zone, "B" Exposure toZLQMPH wind zone and/or "C" or "D" Exposure for lcadwidth/ ,V Look up span 1 0 MPH table and apply the following formula: SPAN REQUIRED REQUIRED SPAN NEEDED IN TABLE b or d) _ EXPOSURE MULTIPLIER see this page 3) C. Table 313.3 with beam & upright combination if applicable D. Connection details to be used such as: • • • • • • • • • . . . (/ - 1. Beam to upright . . . . . . . . . . . . . . . . . . . . . . ... . . . . . _ 2. Beam to wall . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . l L 3. Beam to beam . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . 4. Chair rail, puffins, & knee braces to beams & uprights • • • • • • • • • • . . S. Extruded gutter connection . . . . . . . . . . . . . . . . .. . . . . . . _K 6. U-clip, angles and/or sole plate to deck . . . . . . . . . . . . . . . . . . E. Raised slabs and / or foundation detail type & size . . . . . . .. . . . . . . - Must have attended Engineer's Continuing Education Class within the past two years. Appropriate multiplier from page 1. GENERAL NOTES AND SPECIFICATIONS 1. Certain of the following structures are designed to be married to Site Built block, wood frame, or DCA approved Modular structures of adequate structural capacity. The contractor / home owner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his expense) shall hire an architect or engineer to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum projection of 16, using a 4" existing slab and ZY-0" with a type II footing, from the host structure. 4. Freestanding structures shall be limited to the maximum spans and size limits of component parts or a max. of 16' projection unless a type II footing is added to load bearing walls. -Larger than these limits shall have site specific engineering. 5. The proposed structure must be at least the length or width of the proposed stricture whichever is smaller away from any other structure tp be considered Freestanding. 6. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile / manufactured home shall use "fourth wall construction". This applies to all utility sheds, carports, and / or other structures to be attached. b. Fourth wall construction means the addition shall be self-supporting with only the roof flashing of the two units being attached. Fourth wall construction is considered an attached structure. 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. All fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame @ each end when attaching to a slab. If post is set in concrete isolated footing, no knee brace is required. c. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a'fourth wain is NOT required. 7. Section 7 contains span tables and the attachment details for pans and composite panels. 8. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. a. Consult Fastener section for allowable fastener loads. The minimum edge distance and center to center of fasteners shall also be maintained in addition to fasteners specified in tables. 9. Glass and modular walls between existing walls, floors, and ceilings shall be considered in -fills and shall be allowed and spans shall be selected from the same as other glass and modular walls. 10. For high velocity hurricane zones the minimum roof live load / applied load shall be 30 PSF. 11. Loads, coefficients, spans and heights may be interpolated between values but not extrapolated outside values. 12. Definiflons,standards, and specifications can be viewed online at www.lebpe.com 13. All aluminum exWsions shall meet the strength requirements of ASTM B221 after powder coating. 14. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6063-T6 after heat treatment and paint process. 15. Framing components and room additions using this section of the manual comply w/ requirements of AAMA / NPEA / NSA 2100-02 for category IV & V sunrooms, habitable and conditioned. 16. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shad be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 17. All fasteners or aluminum parts shall be corrosion resistant, such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 18. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 19. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This is not limited to base anchoring systems but includes all connection types. 20. Screen, Acrylic and Vinyl Room engineering is for rooms with solid wall areas of less than 40%, pursuant to FBC 1202.1. Vinyl windows are are not considered solid as panels should be removed in a high wind event. For rooms where the glazed and composite panel/solid wall area exceeds 40%, glass room engineering shall be used. SECTION 3B DESIGN STATEMENT The structures designed for Section 313 are solid roofs with glass or solid walls and are considered part of an enclosed structural system since they are designed to be married to an existing structure. The design wind loads used for glass rooms are from ASCE 7-05 Section 6.5, Analytical Procedure and are icompliance with The 2007 Florida Building Code with 2009 Supplements. The bads assume a mean roof height of less than 30 ; roof slope of 20' to 30" (+/-10`);1=1.00. All pressures shown in the table below are in PSF (#/SF). Negative internal pressure coefficient is 0.18 for enclosed structures. Anchors for composite panel roof systems were computed on a bad width of 1V and 16' projection with a 2' overhang. Any greater load Width shall be site specific. All framing components are considered to be 6063-T6 alloy. Note: Framing systems of glass rooms are considered to be main frame resistance components. The roof design bads are the larger of the combined bads per the 2007 Florida Building Code with 2D09 Supplements and I-) wind bads. Wait design bads are tin larger of the wall bads. To convert above wind bads to "C" or 'D' Exposure loads mulOply by factors listed inTable3B-C. Section 313 Design Loads for Roofs & Walls (PSF) Enclosed Modular, Glass and Screen Converted to Glass Rooms Fxoasura"R" Basic Wind Pressure Wind Pressure Live Load Design Loads Over Hang All RoofsRoofsWalls 100 MPH 13.0 3.3119.0 20.0 26.6 14.9 46.8 110 MPH 14.0 3.5 / 26.8 20.0 26.8 18.1 47.1 120 MPH 17.0 4.2 / 27.4 20.0 27A 21.5 48.3 123 MPH 18.0 4A/28.9 20.0 28.9 2206 50.8 130 MPH 1 2O.0 1 4.9 / 32.2 20.0 32.2 25.2 56.6 140.1 MPH 23.0 5.7/37.3 20.0 37.3 29.3 65.7 140.2 MPH 23.0 5.7 / 37.3 30.0 37.3 29.3 65.7 150 MPH Rain Load - 5 26.0 1 PSF 6.5 / 42.8 30.0 1 42.8 33.6 1 75.4 Table 3B-A Wind Zone Conversion Factors for Glass / Enclosed Rooms From 120 MPH Wind Zone to Others_ Fxnn"u.. "R' Roofs Walls Wind Zone MPH Applied Loac M/S Deflection d Banding Applied Loa S Deflector d Bending b 100 26.6 1.01 1.01 14.9 1.13 1.20 110 26.8 To 1.01 18.1 1.06 1.09 120 27.4 1.00 1.00 21.5 im 1.00 123 28.9 0.98 0.97 22.6 0.98 0.98 130 32.2 0.95 0.92 25.2 0.95 0.92 140.1 37.3 0.90 0.1 29.3 0.90 0.86 140-2 37.3 0.90 0.86 29.3 i 0.90 0.86 150 47-3 0.86 0.80 33.6 0.86 0.80 Table 313-13 Wind Zone Conversion Factors for Over Hangs / All Room Types Wind Zone MPH Applied Load c#ISl7 Deflection it) Banding b) 10D 46.8 1.01 1.02 lie 47.1 1.01 1.01 120 48.3 Too Too 123 50.8 0.98 0.98 13D 56.6 0.95 0.92 140-1 65.7 0.90 0.86 1402 65.7 0.90 0.86M75.4 1 0.86 1 0.80 n Factors aura oo-a. Load Conversiotors Based on Mean Roof Height from Exposure "B" to "C" & "D" Mean Roof Height* Load Conversion Factor Span Multiplier Load Conversion Factor Span Multiplier Bending DeflectionBendingDeflection 0-15' 1.21 0.91 0.94 1.47 0.83 0.88 15' - 20' T29 0.88 0.92 1.54 0.81 0.87 20' - 25' T34 0.86 0.91 1.60 0.79 0.86 25' - 30' 1.40 0.85 0.89 1.66 0.78 0.85 Values are from ASCE 7-OS " " uura ur anaosura K Wa. MOLL Wm O COz W wwz 0ZW OLL rn C) o d. N a rn d, Nv I LL^'oo C= (Avmrn u r /D 4J b `.: v v iUMarLLIn J L. CD N 00 (aO LLJ a- >, x -i E ro w c ImIII • rd ^ LL 4- I U r\ J rd QM m v 10 JWi- Q to E U Q d wo 0 ca N Z :R W F tg0OZ w Z W J a a U) WH ZLWfn U0 Z o U) J W n C) o z N U S Z U m Ur in o J U) Q W LL o N k (D 1 0w MLLtliIL- LL W O K o r- C F3LL t- C Zi c) r0 1) Zio a m 8 a LLI m oz J to O m U o: w• SEAL 91 SHEET tr-J rn 2 L 08-12-2010 OF 0 0 04 Ol ILMO 20 z Lu Wwz Zz tw Z zw 15 0 SITE EXPOSURE EVALUATION FORM I QUADRANTI i 6W EXPOSURE I I QUADRANT IV EXPOSURE 1W I I QUADRANTII I I ton EXPOSURE I I I I i QUADRANT III soo• EXPOSURES_ I I L--- --- --- ----- — •--•--.J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKES THE SITE THAT EXPOSURE. EXPOSURE C: Open terrain with scattered obstructions, including surface undulaltions or other irregularities, having heights generally less than 30 feet extending more than 1,500 feet from the building site in any quadrant. 1. Any building located within Exposure B-type terrain where the building is within 100 feet horizontally In any direction of open areas of Exposure C-type terrain that extends more than 600 feet and width greater than 150 It. 2. No short term changes in'b', 2 years before site evaluation and build out within 3 years, site will be 'b'. 3. Flat, open country, grasslands, ponds and ocean or shorelines in any quadrant for greater than 1,500feet. 4. Open terrain for more than 1,500 feet in any quadrant. SITE IS EXPOSURE: W EVALUATED BY: I % DATE: SIGNATURE: LICENSE #: -Yp1 b 117 INTERIOR BEAN TABLE 3.1.3 OR 3.1.61 SOLID ROOF SCALE: N.T.S. ALUMINUM R0DP-, PER SOLID ROOF PANEL SECTION) RIDGE BEAM PER TABLES 30.1.5) HOST STRUCTURE OR \ FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM SOLID ROOF PANEL SECTION CARRIER BEAM POST HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. tD-1 M CD f\ Oa. N N 0 0 CL V) mrnu i--r ro ' vU vbiXx C/D a1 LL m vt J oNo rt X H l C III) C ^ LL UCoJb r NN -Jd Q M 0O J rW J O Q F- Z J ui o C U) j N C W F 700zfn O m ui LL Z LIJ a f00ILU) g rn W o 0 U) F . O ohs W U o Cd Q_' U Fes- CO OLL z fn fn Il o gU' W to Z H c o J °- Q 0 N It r Z LL W M V- W LL Uj d W m u_ 0 a)co a) j r c m N ( p It rn M UjOt U O m caL C. mH i W O KGil 1 w SEAL USHEET z JQ z w W W 3 z rnzZW15 m 08-12-2010 OF EDGE BtV<SEETABLES 38.1.1, 3B.1.2 8.1.3) LW' FOR MAX. H• UPRIGHT HEIGHT (h) 1" x T MIN. 3-1/2" SLAB ON G VARIES OR RAISED FOOTING TYPICAL GLASS ROOM WITH SOLID ROOF TYPICAL FRONT VIEW FRAMING HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2' PLATE TO BOTTOM OF WALL BEAM) 14 LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION P/T p/2 @ FASCIA ALLOWED SI BEAM AND UPRIGHTS SEE TABLES) w CDz P U SOLID ROOF x NO MAXIMUM // w ELEVATI0 SLAB OR GRADE) P = PROJECTION FROM BL' VAPIFC VARIPA LW = LOAD WIDTH NOTES: P. VARIES 1. ANCHOR 1" 2.OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2-0" O.0 AND W/ IN 6" CH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR 0 x 2-1/2" WASHER HEADED SCREW 7 0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR / ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL M FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 P/2+ O.H. 3. SELECT SCREEN ROOM FO WALL BEAM FROM TABLE 3B.1.3 AND GLASS ROO OURTH WALL BEAMS FROM TABLE 3B.1.4 US] P/2 4. ANCHORS BASED ON 120 MPH WIN LOCITY. FOR HIGHER WIND Z USE THE FOLLOWING CONVERSION: inn qil in I yen an SOLID COVER EDGE BEAM (SEE TABLES 36.1.1, 3B.1.2, 3B.1.3) CHAIR RAIL (SEE TABLES 313.2.1, 3B.2.2) ADDITIONAL STUDS MAY BE ADDED TO ADJUST CHAIR RAIL TO MAX. SPAN MINIMUM SLAB (SEE DETAIL) TYPICAL GLASS ROOM SCALE: 1/8" = V-0" VAR] WINDOI TABLES MINIMUI SIDE 01 CDX PU ALTERN ALUMIN MAXIMUM WIDTH = EDGE BEAM SPAN VARIES VARI TYPICAL ELEVATION GLASS ROOM WALL SCALE: 1/4" = 1'-0" WINDOW HEADER ANGLE (1) SIDE OR BLIND SCREW WINDOW ADDITION ANCHOR W/ MIN. #10 x 1" S.M.S. @ 6" FROM EACH CORNER AND: 16.O.C. MAX ALUMINUM EXTRUSION CHAIR RAIL KICK PLATE S HEADER(SEE 3B.2.1, 3B.2.2) I SHEETING: ONE 10" ALUMINUM OR 1/2" WOOD 4TE SHEETING: 0.024" JM BOTH SIDES S ES VARIES ES TYPICAL ELEVATION GLASS ROOM WALL SCALE: 1/4" = 1'-0" NOTE: FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1"x 2" x 0.044" MATED W/ 2" x 2" x 8 x 2-1/2" S.M.S. @ 6" FROM 8 x 1-1/2" S.M.S. @ 6" FROM ENDS, TOP OR BOTTOM AND ENDS, TOP OR BOTTOM AND @ 16- D.C. OR PILOT HOLE W/ @ 16" O.C. CAP AND (1) #8 x 1/2" S.M.S. INTERNAL 6" FROM ENDS, TOP OR BOTTOM AND 16" O.C. j 2.00" I 2.00" 2.00" I 0.044" I - F 1" 0.044" I + 2.00" 0.044" 0( 0.044" t 1.00" 2.00" 1" x 2" x 0.044" 2" x 2" x 0.044" 1" x 2" x 0.044" OPEN BACK SECTION PATIO SECTION SNAP CAP SECTION WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044" WITH 2" x 2" x 0.044" PATIO SECTION PATIO SECTION PATIO SECTION EXTRUSIONS AND FASTENING DETAILS SOLID COVER SCALE: 2" = V-D" EDGE BEAM SEE TABLES 3B.1.1, 3B.1.2) WINDOW HEADER SEE TABLES 3B.2.1, 2) ADD 1"x2",TxT OR SNAP CAP AS REQ'D. CHAIR RAIL (SEE TABLES 3B.2.1, 3B.2.2) SHEETING MIN. ONE SIDE 0.040" ALUMINUM OR 1/2" CDX PLYWOOD ADDITIONAL STUDS MAY BE ADDED TO ADJUST CHAIR RAIL TO MAX. SPAN 1" x 2", ADD 1" x 1* TUBING OR 1" x 2" TO MATCH BUILD OUT IF REQ'D MINIMUM SLAB (SEE DETAIL) VARIES VARIES VAR SEE T VARIES MAXIMUM WIDTH= EDGE BEAM SPAN IES ABLE) TYPICAL SCREEN ROOM CONVERTED TO GLASS ROOM WALL ELEVATION SCALE: 1/2" = V-W FOR SCREEN ROOM TO GLASS ROOM CONVERSION USE 1"x 2" x 0.044" MATED W/ 2" x 2" x EXISTING OR 2" x 2" x 0.044" MATED WITH Tx 2" x EXISTING CONVENTIONAL FRAMING OR ALUMINUM FRAME SYSTEM: AS MIN. SHEET ONE SIDE W/ 0.040" ALUMINUM COIL FOR SCREEN ROOM OR BOTH SIDES W/ 0.024" COIL FOR GLASS ROOM USE STANDARD NAIL OR SCREW PATTERNS FOR ANCHORING a e GLASS ROOM WALL SECTION SCALE: 2" = V-0" WINDOW FRAMING CAN ATTACH DIRECTLY TO HEADER W/ #10 x 3/4" TEK OR S.M.S. @ 6" FROM EACH END AND 12" O.C. MAX TOP AND BOTTOM GLASS WINDOW INSTALLED PER MANUFACTURERS SPECIFICATIONS CONVENTIONAL FRAMING OR ALUMINUM FRAME SYSTEM AS MIN. SHEET ONE SIDE W/ 0.040" ALUMINUM COIL FOR SCREEN ROOM OR BOTH SIDES W/ 0.024" COIL FOR GLASS ROOM USE STANDARD NAIL OR SCREW PATTERNS FOR ANCHORING TOP OF TRACK AND BOTTOM OF TRACK ATTACHED W/ 14 x 3/4" TEK SCREWS @ 6" O.C. ALUMINUM SHEETING OR VINYL BOTH SIDES SOLID ROOF ALTERNATE TOP DETAIL WINDOW FRAMING CAN ATTACH DIRECTLY TO HEADER (SEE TABLE 6.5) GLASS WINDOW INSTALLED PER MANUFACTURERS SPECIFICATIONS 4 m ..e ... . . 4. 4: GLASS ROOM WALL WITH STORM GUARD PANEL SECTION SCALE: 2" = 1'-0" CONVENTIONAL FRAMING OR ALUMINUM FRAME SYSTEM: AS MIN. SHEET ONE SIDE W/ 0.040" ALUMINUM COIL FOR SCREEN ROOM OR BOTH SIDES W/ 0.024" COIL FOR GLASS ROOM USE STANDARD NAIL OR SCREW PATTERNS FOR ANCHORING TOP OF TRACK AND BOTTOM OF TRACK ATTACHED W/ 14 x 3/4" TEK SCREWS @ 6" O.C. I SOLID ROOF ALTERNATE TOP DETAIL WINDOW FRAMING CAN r ATTACH DIRECTLY TO HEADER (SEE TABLE 6.5) GLASS WINDOW INSTALLEDL+ PER MANUFACTURERS SPECIFICATIONS ALUMINUM SHEETING OR VINYL BOTH SIDES i d •. .•vr•.4 m. GLASS ROOM WALL WITH STORM GUARD PANEL SECTION SCALE: 2" = V-W m r-IoN m allN J -j^ 1 LLNO O N I H J L N W 1%lL. Q N I O) W 0-x ` c mill rLLLFmIII •r ro l 3 u 'o ro 0,11 F am m Lv Jown1- J o Q E W Z o Q N U Z Z F 0 O = 0 J n W Q a y Q W W --1 0 m o C0 M NLu V G U of U F 07 LU z U) U) U) o S fir m Z a0 O U. Q r0 N c tto r Ij WLL- W O g' x IL W - u- O ra v m c°v CD Z, m a c Lll -axa J m C U O m N d F- w USHEET yl•v v SEAL Ur z C7 Z co 4 w o z ww 15 m 08-12-2010 OF 0 TOP STORM PANEL RECEIVING CHANNEL ANCHOR (SEE TABLE 6.5) 3' SNAP-N-LOCK COMPOSITE PANEL 0.024" OR 0.030" THICK H-14 OR H-25 ALUMINUM ALLOY 0.024" OR 0.030" THICK H-14 OR H-25 ALUMINUM ALLOY KEYED MODULAR RECEIVING CHANNEL EXTRUSION ALUMINUM BACK WINDOW STOP EXTRUSION WINDOW UNIT BOTTOM RECEIVING CHANNEL STUDDED ANGLE ATTACHED TO PANEL WALL W/ #14 x 314" @ 6- O/C FROM EACH END AND @ 12- O/C MAX. POSITION ATTACHMENT OF A WINDOW STORM PANEL TO COMPOSITE PANEL WALL DETAIL SCALE: T = T-0" Anchor Specs for the Attachment of Storm Panels to Composite Panel Walls Exposure "B", "C" or "D" Attachment of Window Header Studded Angle (Max. HgL 5.112" Storm Panels) Wind Spd• MPH 26 ga. Steel or 0.030" Aluminum 0.024" Aluminum 120 10/ 6" from ea. end & 1T O.C. 210 / 4' from ea. and & iT O.C. 130 10/ 6' from ea. end & ITO.C. 12 / 4" from ea. end & 8' O.C. 140 1110 / 6' from ea. end & 1T O.C. 12 / 4' from ea. end & 8" O.C. ISO 12 / 4" from ea. end & 8" O.C. 12 / 4' from ea. and & 8' O.C. Attachment of Door Header / Studded Angle (Max. HgL 7" Storm Panels) e— h--Rise R -Rna Hon Wind Spd. MPH 26 ga. Steel or 0.030" Aluminum 0.024" Aluminum 120 1 #10/6" from ea. end & ITO.C. 10 / 4" horn ea. end & 8' O.C. 130 10 / 6' from ea. and & 1T O.C. 1214" from ea. and & 8. O.C. ITO 12/ 4'from ea. end &TO.C. 14/4'from ea. end &8"O.C. ISO 14/ 4" from ea. end & 8' O.C. 14I 34' from ea. and & 6' O.C. Notes: For anchoring studded angle to concrete use 1/4" drop in receivers spaced @ 6" from ea. end and 1T O.C. for a0 wind zones and exposure categories w/ a min. anchor to edge of concrete distance of 6d. For anchoring studded angle to wood use 1/4" lag screws @ the same spacing as for 26 ga. steel panels listed above for Ote appropriate wed zone. 1. The exposure'B" spacing Is for mean roof heights 0.30' & exposure'C" spacing is for mean roof heights 0.20•. For mean roof heights greater than these consult engineer. 2. Space all header & studded angle anchors to fall within the panel riser area. PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING 4) # 8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1• x 1"x 2" ANGLE CLIPS EACH SIDE OF POST GIRT OR CHAIR RAIL AND KICK PLATE 2• x 2" x 0.032" MIN. HOLLOW RAIL 1' x 2" TOP RAILS FOR SIDE WALLS WITH MAX. 3.5' LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 T- 0" 110 6'-' 120 6'- 3" 123 6'- 1' 130 s- 8" 140-1&2 s-1• 150 4'-11' INTERNAL OR EXTERNAL L' CLIP OR' U' CHANNEL CHAIR RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR i x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED TO CONCRETE WITH 1/ 4' x 2-112" BOTTOM W/ 1' x 1"x 2" x 1116" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH 0.045" ANGLE CLIPS EACH SIDE AND MIN. ( 4) 910 x 1/2' POST AT 24" O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24' O.C. d/ MAX.' 1" x 2" x 0.032• MIN. OPEN BACK EXTRUSION MIN. 3- 1/ 2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. n .' 1-1l8" MIN. IN CONCRETE OR FIBER MESH VAPOR BARRIER UNDER CONCRETE FOR POST TO WOOD DECK (MIN. 2' NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/ 8- EMBEDMENT) BEAM DETAIL DETAIL 1' x T WITH BEAM / HEADER 3) #10 x 1-1/T S.M.S. INTO SCREW BOSS 2) # 10 x 1 1/2" S. M. S. INTO SCREW BOSS ANGL LIPS MAY BE SUBSTI TED FOR INTERNAL ANCHOR 1" x 2" PLATE TO SCREW S STEMS CONCRETE W/ 1/ 4" x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH MIN. (3) #10 1 1/2- S.M.S. POST AND 24' O.C. MAX.' INTO SCR BOSS M. 3-112" SLAB 2500 PSI ZO 1" x 2" EXTR SION 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH 1-1/8' MIN. CONCRETE V OR BARRIER UNDER CONCRETERNATE HOLLOW UPRIGHT TO BASE D 2" = V-0" HEADER BEAM ANCHOR 1" x 2" CHANNEL TO CONCRETE WITH 4) # 10 x 1/2" S.M.S. EA SIDE 1/4' x 2-1/4"CONCRETE OF POST ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" H-BAR OR GUSSET PLA O.C. MAX OR THROUGH 2"x2"ORTx3"OR2*S. .B. ANGLE AT 24" O.C. MAX.' POST MIN. (4) #10 x 10S.M.S. @ MIN. 3-1/2" SLAB 2500 PSI EACH POST CONC. 6x6-10x10 W. W.M. OR FIBER MESH 1" x T EXTRUSION VAPOR BARRIER UNDER CONCRETE " ° 1-1/8" MIN. IN CONCRETE ALTERNATE PATIO SECTION TO UPRIGHT AND PATIO SECTION TO BEAM DETAIL SCALE: T = l -(r FOR POST TO WOOD DECK (MIN. T NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8- EMBEDMENT) ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF — EACH SIDE OF EACH POST @ 24' O.C. MAX.' MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2"x2"OR2" x3" POST 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2- 1/ 8" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETEANCHOR PER TABLE) 1- 1/ 8' MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 2" = 1'-(Y ANCHOR RECEIVING CHANNEL TO CONCRETE W/ FASTENER PER TABLE) WITHIN 6" OF — EACH SIDE OF EACH POST @ 24" O.C. MAX.' MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE 2"x2"ORTx3" POST 8 x 9/16" TEK SCREWS BOTH SIDES 1" x 2= 1/ 8' x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETE ANCHOR PER TABLE) 1-1/ 8" MIN. EMBEDMENT INTO CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 2 SCALE: 2' = 1'4r FOR POST TO WOOD DECK (MIN. 2- NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1-3/8- EMBEDMENT) EDGE BEAM 1" x 2" OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/ 2* S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. FRONT WALL GIRT 1" x 2' OPEN BACK ATTACHED TO FRONT POST W/ 10 x 1-1/ 2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24' O.C. ALTERNATE CONNECTION: 2) #10 x 1- 1/2* S.M.S. THROUGH SPLINE GROOVES SIDE WALNh1DEx1T`OPEN ATTACHE BACKW/0 x1- 1/2" S.M.S. 1DE WALL GIRTATTi x 2" OPEN BACK W/ 10 x 1-1/ 2" S.M.S. IN OSSES FRONT AND SIDE BOTT RAILS ATTACHED TO CONCRETE W) 1/4" x 2- 4' CONCRETE/MASONR ANCHORS _@ 6- FRO EACH POST AND 24" O. C. AND WALLS MIN. 1" FR EDGE 0 1' t_jf CONCRETE' 100 MIN. i J Q Z CQ G U) Z 2 0 p ( n LU i 0 H N W 0 fe Q m Ch E O CeU W N U) U Z_ J Q V 0 It: z U- rL z W Z 2 X. 12 3 LL cc o. On O a Y c I m §ia m L o J m . O Umz N a 3 w m CDF J Z z zw SEAL Vj- ciSHEET TYPICAL & ALTERNATE CORNER DETAIL U G SCALE: 2" = V-0" w J FOR POST TO OD DECK (MIN. T NOMINAL LUMBER) USE SE DETAILS W/ WOOD FASTENERS (1-3/8" MENT) 08-12-2010 OF z O E o uiw a o 0 N ' rn 0 0 w 00U 0z0J 7m 0O LLNN 0 O t9 z W PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'U CLIP OR'U' CHANNEL W/ MIN. 4) #10 S.M.S. VVVV PURLIN, GIRT, OR CHAIR RAIL SCREW BOSSES SNAP OR SELF MATING BEAMS ONLY SNAP OR SELF MATING BEAM I ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 2" = V-0" FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR O BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE O2 OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x l-W4" x 4' STRAP AND (4) #10 x 314" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6' LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 314"S.M.S. RIDGE CAP 8 x 1/2" (3) PER PANEL 8 x 1/2" @ 24" O.C. RECEIVING CHANNEL 6) #8 x 1/2" S. M. S. TO STUD AND (8) #8 x 1/2" S.M.S. TO BEAM jr RoofppNE ' Im x2 60' MAX 2" x 6" S.M.B. HEADER x ® ® r ALTERNATIVE BEAM SUPPORT GLASS ROOM FRAMING DETAILS SCALE: 2" = T-0" E. P. S. WALL I 314" PLYWOOD DECK 5/4'x6'OR2x6 1/4" LAP 10r-4 o NV F O O Cz (A mrnu C/J 4-J ro`X v C/D :3 of LL to 0 40, V' O 1-1/2" x 3" x 0.060' RECEIVING N a) LJJ d _ x `'( E CHANNEL o w 2: 10 x 1/2" S.M.S. @ 6" O.C. MIN. uj I III 3 ^ - e BOTH SIDES rt ^ LL 3 U°^°Jm N N 0.0 LAG SCREW (SEE TABLE 4.2) m m v PARAMETER DOUBLE00 w STRINGER P ALTERNATE WOOD DECKS AND FASTENER LENGTHS 3/4' P.T.P. Plywood 2-1/2" 5/4" P.T.P. orTeks Deck 3-3/4" 2" P.T.P. 4' COMPOSITE PANEL WALL TO WOOD DECK SCALE: 3" = 1'-0" Q z E M Z o o Q N ncl) 9 0 z us 0 co W ui w QF- i a c Q W W - I o mV) m o0M 029 c U n W z to cl) U o Jl 0 Z_ m c O LL Q c N co U) CD 9 z N h LL W LLi X na W 12LL 0 a. C ~ C, ca c rq N m t W as J # U > nleUN dJ 0W 08-12-2010 1 OF a jfu`]C IL 201 0 Co 0 SEAL z Lu EET mw2 C) z 6 W r- zwm5 0 INTERIOR BEAM (SEE TABLE 313.1.4) BEAM SPAN USE W/2 FOR BEAM SIZE) SEE INTERIOR BEAM TABLES AFTER COMPUTING LOAD WIDTH' LOAD WIDTH IS 1/2 THE DISTANCE BETWEEN SUPPORTS ON EITHER SIDE OF THE BEAM OR SUPPORT BEING CONSIDERED KNEE BRACE (SEE TABLE 313.4) 16 TO 24" MAX. MEASURED VERTICALLY & HORIZONTALLY POST SIZE (SEE TABLE 3B.4) TYPICAL SECTION "FOURTH" WALL FOR ADDITIONS ADJACENT TO A MOBILE/MANUFACTURED HOME SCALE: 1/8" = 1'-W NOTE: FLASHING AS NECESSARY TO PREVENT WATER INTRUSION HEADER PANS OR COMPOSITE PANELS PER SECTION 7 POST TO BEAM SIZE AND OF BOLTS SEE TABLE 313.4) 2' x " S.M.B. ALTERNATE 4TH WALL BEAM CONNECTION SCALE: N.T.S. HEADER OST AND ANCHOR 3/4- S.M.S. @ 6" END AND @ 24- E D SOLID) ROOF PANELS (COMPOSITE OR PAN TYPE) FASTEN PER PANELS To EDGE BEAM U mwv_0 J = U Z K F=)mww N= 9 Z 0ixwgofz wO SCREEN OR SOLID WALL MAY FACE IN OR OUT) HOST STRUCTURE ROOFING 2" STRAP - LOCATE @ EACH POST, (2) 1/4' x 2" LAG SCREWS @ 24- 0. C. (MAX) EACH STRAP 2) #10 x 1IT SCREWS USE ANGLE EACH SIDE FOR 2 x 2 TO POST CONNECTION WITH HOLLOW POST 1/4" BOLT @ 24" O.C. MAX WITHIN 6" OF EACH POST FASTEN 2 x 2 POST W/ (2) EACH #10 S.M.S. INTO SCREW SPLINES 2' x 2" x 0.062' ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH EG 6' 2" x 9" x 0.072' x 0.224" BEAM SHOWN Ia' MENDING PLATE WHEN FASTENING 2"x 2' THROUGH GUSSET PLATE ®® \\ USE #10 x 2' (3) EACH MIN. X X X ® \ 1-3/4' STRAP MADE FROM ®® X ®X XX X X \\ a REQUIRED GUSSET PLATE \ X X k X X X X® \ \ MATERIAL \ X X X X X X ®\ SEE TABLE FOR LENGTH AND ® X X X \ OF SCREWS REQUIRED) X X X X X X X X \ X XX>,- >< k \ XX XX XXX® (D \ X XX XX XX X® POST SELECT PER TABLE 36.4 USE 2 x 3 MINIMUM rya, ® XXGO X ® v ® V 6) I x0 0 ALL GUSSET PLATES SHALL J \ BE A MINIMUM OF 5052 H-02 \ ® ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi J db = DEPTH OF BEAM \ 0 ds = DIAMETER OF SCREW \ \ ® 2ds 2Yds \ STRAP TABLE EXTRUDED OR SUPER L INTO POST AND INTO ® GUTTER MAX. DISTANCE TO GUTTER (MIN.) HOST STRUCTURE WALL FASCIA AND SUB -FASCIA 36'WITHOUT SITE SPECIFIC ENGINEERING EXTRUDED OR SUPER GUTTER / RISER OR TRANSOM) WALL Al FASCIA (WITH SOLID ROOF) SCALE: 2" = 1'-0" EDGE BEAM TABLES (SEE TABLES 3B. 1.1, 2,3) BEAMS MAY BE ANGLED FOR GABLED FRAMES BEAM AND POST SIZES SEE TABLE 3B.4) NOTCHED TO SUIT SIDE NOTCH rn w ROOFPANEL SEE SECTION 7) SCALE: 2" = 1'-0' PANEL ANCHOR PER DETAIL OR COMPOSITE PANE FOR NUMBER OF BOL SIZE OF POST (SEE T/ 313.4) 1"x 2" MAY BE ATTACI SCREEN USING ( 1) 10 x 1-1/2" @ 6" FROI AND BOTTOM AND 24; PAN FOR 1- 3/ 4'x1.3/4"x0.063" RECEIVING CHANNEL THRU ANCHOR PER DETAIL FOR PAN BOLTED TO POST W/THRU I ® OR COMPOSITE PANEL BOLTS FOR SIDE BEAM SEE TABLE 313.3 FOR NUMBER FOR NUMBER OF BOLTS AND OF BOLTS) I ® SIZE OF POST (SEE TABLE 3B.4) BEAM AND POST SIZES SEE TABLE 3B.4) x MAY ATTACHED FOR S SCREEN USING (1) 10 x 1-1/2" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24' O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 2' = 1'-0" 2" x 6" x 0.050" x 0.120" \ UPRIGHT SHOWN \ NOTE: 1. Fill outer positions first until required number of screws is achieved. • ALL SCREWS 3/4 LONG 2. See table for screw sizes and number. 3. Gusset plates are required on all beams 2" X 7' and larger. 4. Screw pattern layout w/ spacing between screws greater than minimum is allowed so that equal spacing is acheived. 5. Lap cut w/ gusset plate may be used. (see section 1 for detail) GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION SCALE: 2' = 1'-0" EXTRUSIONS W/ INTERNAL 1-1/ 2' x 1-1/2" x 0.080' ANGLE SCREW BOSSES MAY BE EACH SIDE OF CONNECTING CONNECTED W/ (2) #10 x 1-11T BEAM WITH SCREWS AS I INTERNALLY SHOWN PRIMARY FRAMING BEAM SEE TABLES 3B.1.4) MINIMUM #8 S.M.S. x 314' LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES SIZE sc IsIZE st LENGTH x 4 # 12 2 4 x a t to x 4 # 14 114 2 x t 14 1 4-1/2- INTERIOR BEAM ( SEE TABLES 3B.1. 4) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 2" = 1'-0" ANGLE OR RECEIVING CHANNEL EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE CONNECTED WITH 2) #10 x 1-1/2" INTERNALLY MINIMUM #8 S.M.S. x 314' LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN Imr•ucS O W "' \ ALTERNATE CONNECTION: o ® (1) 1-3/4' x 1-3/4" x 13/4• x 1/8' INTERNAL U- CHANNEL ATTACHED TO WOOD F WALL W/ MIN. (3) 3/8" x 2" G INTERIOR BEAM ( SEE TABLES SCREWS OR TO CONCR OR MASONRY WALL W/ 1/4" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060' EXTERNALLY MOUNTED ANGLES ATTACHED TO 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 WALL ADD ( 1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' 3B.1. 4) x 2- 1/4' ANCHORS OR AD (1) Lij ANCHOR PER SIDE FOR EA m INCH OF BEAM DEPTH O LARGER THAN 3" U) BEAM TO WALL CONNECTION DETAIL 9 SCALE: T = V-0" 08-12-2010 OF 15 H M o M Ol N J r` F- _I LL N O O V1 ' V' 61 u v UJ i _rt XX Ln U NLL wt L.N00N O 1--• L Q N i at L-U 0_ X `i o m w c LL'd mill rrt - U JY r w^ 0.0 r N O am O3 N v Co J w r, nI.- QE Z o a N U) Z2 0 O z LU V5O J W Q a li HaNQ W M W --I 0 rn p' Z) m o 0 MUO c U W 0 N U) U 0 g 0m Z_ c O J LL' N O 0 n2 LLW LL 2 mEW 11 W w J rd v g C U N O n W I. C co r N m SEAL SHEET IL Z) OKm0z zw w z0z ww zz w toLN ) STUD WALL OR POST RIBBON FOOTING SCALE: 1/2" = 1'-U" Minimum Ribbon Footing Wind Zone r Sq. FL x Post Anchor 48'O.C. Stud' Anchors 100-123 20 -29 1'A" ABU 44 SP1@16.O.C. 130-140A 30 -37 1W ABU 44 SPH4@48. O.C. 140B -150 30 - 43 1'-9' CBQ44SDS2 SPH4 @ 32' O.C. Maximum 16' projection from host structure. For stud walls use IW x 8" L-Bolls @ 48" O.C. and T square washers to attach sob plate to fooling. Stud anchors shall be at the sole plate only and cal strap shall lap over the top plate on to the studs anchors and straps shall be per manufacturers specifications. ANCHOR ALUMINUM FRAME TO WALL OR SLAB WITH 1/4" x 2-1/4" MASONRY ANCHOR WITHIN 5" OF POST AND 24" O.C. MAXIMUM RIBBON OR MONOLITHIC FOOTING (IF MONOLITHIC SLAB IS USED SEE NOTES OF DETAILS THIS PAGE) CONCRETE CAP BLOCK OR BLOCK (OPTIONAL) 1) #40 BAR CONTINUOUS 1) #40 BAR AT CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCKOUT BLOCK TOP COURSE WITH 2,500 PSI PEA ROCK CONC. DECK 6 x 6 -10 x 10 WELDED WIRE MESH (SEE NOTES CONCERNING FIBER MESH) 12 (2) #40 BARS MIN. 2-1/2- OFF 8• x 8" x 16" BLOCK WALL GROUND MAX. 37) KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS W 1M N x" 32" 12" 2 10'-W 36" 12" 2 8'-0" 48' 18' 1 3 1 4'-0• if V. SE SCALE: 1/4" = V-0" 1/4" x 6" RAWL TAPPER THROUGH 1' x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL KNEE WALL 1" WIDE x 0.063' THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND 1) 1/4" x 1-0/4" TAPCON TO SLAB OR FOOTING ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES / BUILDINGS OVER 400 SQUARE FEET ONLY WALL BLOCK KNEE WALL MAY BE ROW LOCK ADDED TO FOOTING (PER 2500 P.S.I. CONCRETE BRICK KNEEWALL TYPE S SPECIFICATIONS THIS PAGE) 6 x 6 -10 x 10 WELDED WIRE MORTAR REQUIRED FOR MESH (SEE NOTES LOAD BEARING BRICK WALL ALUMINUM UPRIGHT CONCERNING FIBER MESH) 4- (NOMINAL) PATIO CONNECTION DETAILS CONCRETE SLAB W/ 6 x 6 - SEE PAGES 2 & 3) 2) #50 BARS CONT. W/ 3- 10 x 10 WELDED WIRE MESH COVER LAP 25" MIN. SEE NOTES CONCERNING FIBER MESH) 5d 1) #5 0 BARS W/ 3- COVER MIN. TOTAL 3-1/2" TYPICAL) I /z i . e, s /\\/\\\\ MIN. BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2" = 1'-0• 1 FOR • BEFORE S 6PE FALL SLABS) 7 j5 0 TYPE 1 TYPE II TYPE III FLAT SLOPE / NO FOOTING ODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2"/ 12" / 2" / 12"- V-10" > 1'-10" 1. The founda lEat1STEown are based on a minimum soil bearing pressure of 1,500 psi. Bearing capacity of soil shall be verified; priorto-placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be Geared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-1/2' (4' nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 16'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 3,000 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Fibermash ® Mesh, InForceT° e370 (Formerly Fibermash MD) per manufacturer's specification may be used in lieu of wire mesh. All slabs shall be allowed to cure 7 days before installing anchors. 5. If local building codes require a minimum footing use Type 11 footing or footing section required by local code. Local code governs. See additional detail for structures located in Orange County, FL) 6. Screen and glass rooms exceeding 16'-0' projection from the host structure up to a maximum 20'-01 projection require a type 11 footing at the fourth wall frame and carrier beams. Structures exceeding 20'-0" shall have site specific engineering. SLAB -FOOTING DETAILS SCALE: 3/4" = T-0' ALUMINUM ATTACHMENT CONCRETE FILLED BLOCK STEM WALL 8" x 8" x 16" C.M.U. NEW SLAB 12" 4 I I EXISTING SLAB 1) #40 BAR CONTINUOUS 1) #50 VERT. BAR AT 30 RE -BAR DRILLED AND CORNERS AND EPDXY SET A MIN. 4" INTO Y O.C. MAX. FILL CELLS W/ MIN. (1) #30 BAR I- EXISTING SLAB AND A MIN. 4' 2500 PSI PEA ROCK CONTINUOUS 8' INTO NEW SLAB 6" FROM CONCRETE EACH END AND 48' O.C. 8' x 12'CONCRETE FOOTING WITH (N) #5 BAR CONT. DOWEL DETAIL FOR EXTENDING EXISTING 4" SLAB LOCATE ON UNDISTURBED SCALE 3/4" =1'4r NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR @ ALL CORNERS Notes: 3-1/7 concrete slab with 6 x 6 -10 x 10 welded wire mesh or crack control filler mesh: Fbermash a Mesh, InForce- e3"' (Formerly Rbernesh MD) per maufacturer's specification may be used In lieu of wire mesh. Visqueen vapor barrier under slabs having structures above compacted dean fill over (scarified) natural soil 90% density. Local code footing requirements shall be used in of the minimum footings shown. Orange County footings shall be a minimum of 12" x 16" with (2) #50 continuous bars for structures / buildings over 400 sq. R. RAISED PATIO FOOTING KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS SCALE: 1/4' = V-17 6 MIL.VISQUEEN VAPOR BARRIER IF AREA TO BE 12' MIN. ENCLOSED BELOW GRADE 16"MIN. TERMITE TREATMENT OVER UNDISTURBED OR COMPACTED SOIL OF UNIFORM 95% RELATIVE DENSITY 1500 PSF BEARING MINIMUM FOOTING DETAIL FOR STRUCTURES IN ORANGE COUNTY. FLORIDA Notes: SCALE: 1/2" = T-W 1. All connections to slabs or footings shown in this section may be used with the above footing. 2. Knee wall details may also be used with this footing. 3. All applicable notes to knee wall details or connection details to be substituted shall be complied with. 4. Crack Control Fiber Mesh: Fibernesh 0 Mesh, InForceTM e3- (Formerly Fibermesh MD) per maufactureh's specification may be used in lieu of wire mesh. EXISTING FOOTING B• NEW SLAB W/ FOOTING r 2) # 5 BARS "DOWELED INTO EXISTING FOOTING W/ EPDXY 8" EMBEDMENT, 25• MIN. LAP TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING SCALE: 1/Y = T-17 z I O a E o wZ o a N z2 0 O z W J W. I0. N Q W n W -- I o ern, m o Q M O Z W C U CO W z Cl) U) o Ur m 0 tr OJ a a N It U) to 019 J lY % W r W r, m " D W ti O Lucc r v K C o- Y OCUCcn0 a)O $ n W y N t W ra o Co a) z:! m U O C U c t7 0 z c W m w 03 F Jz 0 w 1 01 W SEAL z oSHEET z 0 QJW U)W zU) Z K W 15 m 08- 12-2010 OF O ROOMS MAY HAVE GABLED ROOF BREAK FORM OR EXTRUDED HEADER SEE DETAIL E OR F SEE DETAIL G, H. I, OR J 3" MODULAR ROOM SCALE: N.T.S. COMPOSITE PANEL ROOF SEE TABLES) SEE DETAIL COMPOSITE PANEL WALL OPTIONAL) SEE DETAIL B SEE DETAIL C OR D ROOMS MAY HAVE WINDC OR SOLID WALLS ALTERNATE (SEE FASTENING SCHEDULE BELOW AND SECTION 7 DETAILS) SEE CONNECTION OF WALL PANEL TO ROOF PANEL DETAIL SEE APPROPRIATE TABLE FOR SIZE, NUMBER AND SPACING OF FASTENERS. THERMAL BREAK REQUIRED FOR GLASS ROOMS SEE APPROPRIATE TABLE FOR FASTENER SIZE, NUMBER AND SPACING SEE CONNECTION OF SLIDER WINDOW UNIT TO WALL PANEL DETAIL WINDOW FASTENERS PER MANUFACTURER SPECIFICATIONS THERMAL BREAK' IF REQUIRED FOR GLASS ROOMS SEE CONNECTION OF WALL PANEL TO SLAB DETAIL SEE APPROPRIATE TABLE FOR SIZE, NUMBER AND SPACING OF FASTENERS. THERMAL BREAK' IF REQUIRED FOR GLASS ROOMS TYPE 1 TYPE 2 FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("r + 3/4") AT 8" O.C. FOR UP TO A 130 MPH WIND SPEED "D' EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED D' EXPOSURE. FOR FASTENING TO WOOD USE TRUFAST SO x ('t' + 1-1/2' AT 8' O.C. FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE 3" MODULAR ROOM WALL SECTION SCALE: 1" = V-0' NOTE: STORM PANEL UNITS MAY BE ATTACHED TO ALUMINUM FRAME MEMBERS OR DIRECTLY TO COMPOSITE PANEL WALL MEMBERS (SEE STORM GUARD PANEL SECTION DETAILS) THERMAL BREAKS ARE REQUIRED IN AREAS W/ A GROUND SNOW LOAD OF 5#/SF OR GREATER BELOW AND SECTION 7 DETAILS) TYPE 1 TYPE 2 FOR FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT W O.C. FOR UP TO A 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED "D" EXPOSURE. FOR FASTENING TO WOOD USE TRUFAST SD x ('t' + 1-1/2" AT 8" O.C. FOR UP TO A 130 MPH WIND SPEED "D' EXPOSURE; 6' O.C. ABOVE 130 MPH AND UP TO A 150 MPH WIND SPEED "D" EXPOSURE SEE APPROPRIATE TABLES FOR FASTENER SIZE, NUMBER AND SPACING THERMAL BREAKS ARE REQUIRED IN AREAS W/ A GROUND SNOW LOAD OF 5#/SF OR GREATER DETAIL A: CONNECTION OF WALL PANEL TO ROOF PANEL SCALE: 2' =1'-W , d d.' TYPE 1 TYPE 2 SEE APPROPRIATE TABL FOR FASTENER SIZE, NUMBER AND SPACING THERMAL BREAKS ARE REQUIRED AREAS W/ A GROUND SNOW LOAD OF 5#/SF OR GREATER DETAIL B:_CO2ECTION OF WALL PANEL TO SLAB SCALE: 2" = 1'-0" n PANEL'.':::. e. TYPE 1 TYPE 2 DETAIL C: CONNECTION TO EXISTING STRUCTURE WITH FILL PANEL SCALE: 2' =1'-0" Q v PANEL'..... ... c e ,• TYPE 1 TYPE 2 DETAIL D: CONNECTION TO EXISTING STRUCTURE WITH MALE CHANNEL SCALE: 2"=1'-0" Lp Vo AANEL.: :.:.::..'.::'.:: DETAIL E: CONNECTION OF MALE AND FEMALE CHANNELS SCALE: 2" =1'-0" L DETAIL F: CONNECTION OF'H' CHANNEL TO FILL PANELS SCALE: T =1'-0' SEE APPROPRIATE TABLES FOR FASTENER SIZE, NUMBER & SPACING l" DETAIL G: CONNECTION OF FEMALE CHANNEL TO FILL PANEL SCALE: 2" =1'-0" - 1. 1 PANEL ::.:. ..::::. DETAIL H: CONNECTION OF MALE AND FEMALE CHANNELS TO PANEL ADAPTER p SCALE: 2" =1'-0" tCl—y) ICIZ—J 5 E E . ..... ( TYPE 1 TYPE 2 DETAIL I: CORNER CONNECTION WITH MALE CHANNEL SCALE: 2" =1'-0" P 3 PAtd.EL .• SLIDER WINDOW UNIT TYPE 1 TYPE 2 DETAIL J: CONNECTION OF SLIDER WINDOW UNIT TO WALL PANEL SCALE: 2" =1'-0" SEE APPROPRIATE TABLES FOR FASTENER SIZE, NUMBER & SPACING 3.125' 0.045' k 103.00" FEMALE CHANNEL SCALE: 4' =1'-0" 3.125' k 0 02 3.00" MALE CHANNEL SCALE: 4" =1'-0" 3.230' 0.045' 30TOP AND BOTTOM CHANNEL SCALE: 4' = T-0" 3.120' 0 Iv 0 4Q3.00"H' CHANNEL SCALE: 4" =1'-0" PROPERTIES: A = 0.281 in? Ix - y = 0.385 in.' Sx - y = 0.238 In.' ry-y=1.17In. PROPERTIES: A = 0.332 in? Ix - y = 0.497 in.' Sx - y = 0.309 In' ry - y = 1.223 In. PROPERTIES: A = 0.315 in? Ix - y = 0.443 in.' Sx - y = 0.265 In? ry - y = 1.187 in. PROPERTIES: A = 0.318 In.' O Ix-y=0.2613in.. O Sx - y = 0.26131n? ry-y=.91In. ru 0wrn 08-12-2010 U M C> ON 11. m m N I u- B F- ev O 0 C= tn mrnu U C/7 > u- m vl 0Ncz mV N 1 N L1J Q X c w m IIII .r rt ^ LL 0 IUco _ J ro ai am m v co J rl w FJ Q O E Z w o Q C U Lo N 0 O F V50— I W Q m w I cl) gW 0CL W Q' : D In 0 M o O U 06 U o o UH 07 LU U) U z cl) o 5 Z 0 0 z O J Q U. I- 0N 0 0 a O 7 1 ZOC9 SEAL z z SHEET z 0 z9 w r_ z zw5 OF M o Nr LL N eI (3.00• L) WINDOW & DOOR LOADINGS -M u all D (2.33" L) a " 1 OYES: U i° m 1. FOR PARTIALLY '- T ALLY ENCLOSED DESIGN LOADS v 1 m. U wE . ..........;x .. MULTIPLY PRESSURES LISTED BELOW BY 1.31. J o o •rt 2. FOR "C" AND 'D" EXPOSURES MULTIPLY 0 t- C,ep 41A (0.67" L) PRESSURES LISTED BELOW BY LOAD ~ L' r4 ", E LI LJ o. u - X h MULTIPLIERS LISTED IN TABLE 3B-C. C > rp •• a COMPOSITE ROOF OR WALL PANEL a r " a = .10 • LEAST HORIZONTAL DIMENTION IIII LLSCALE: 2" =1' 0"-1 OR III r i r6 6, a rd a=0.4•h uoo J toNOTE: CLEAN PANELS AND SEAMS W/ XYLENE (XYLOL) PRIOR TO ASSEMBLY WHICH EVER IS SMALLER r ,^_, o a ALLOWABLE BEAM SPLICE LOCATIONS Horizontalayr BUT NOT LESS THAN EITHER4%OF LEAST S ~ SCALE: 1/8" =1'-0' Dimension a a HORIZONTAL DIMENSION OR 3-0' co N rn r-1 JcoW 1. P UNIFORM LOAD F - AAMMM MENESEEME SINGLE SPAN CANTILEVER UNIFORM LOAD l 1-4 A B C 9 RPAW UNIFORM LOAD SINGLE SPAN BEAM SPLICE d - HEIGHT OF BEAM aQ 1/4 POINT OF BEAM SPAN BEAM SPLICE SHALL BE ALL SPLICES SHALL BE MINIMUM d -.50" STAGGERED ON EACH SIDE OF SELF MATING Z BEAM PLATE TO BE SAME n + + + + + + A B THICKNESS AS BEAM WEB d 1 OR SINGLE SPAN PLATE CAN BE INSIDE OR n OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN 1" MAX UNIFORM LOAD NOT NUMBER OF SCREWS l l L A B C D 3 SPAN UNIFORM LOAD l Z 1 l A B C D E 4 SPAN NOTES: 1) Z = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. 5) Span condition = number of supports (posts) less one. Example: If the number of supports (posts) Is 5 then the span condition Is "4 span'. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. HEIGHT 2 x (d - .50") LENGTH Minimum Istanes and Screw Size ds in.) Edgeto Center 2de In. Center to Center 2.112ds n. Beam Size Thickness in, 0 0.16 318 716 2'x Tx 0.0 'x 0.1 0•" 1/16=0.06 1 0.19 318 1/2 2'X8'XO.M-X .224' 1/8= .125 1 21 625 16 1 2 x9•x .0 2"x0. 4 1/8=0.125 M#14 or 1/4' 1 5/8 x 9' x 0.082" x 0.306' 1/8 - 0.125 5/16' 0.31 SIB 3/4 2' x 10' x 0.092' x .36 114 = 0.25 rerers le earn swe 01 spas use for 2' x 4' and 2' x 6' also Note: 1. Al gusset plates shall be minimum 5052 H32 Alloy or have a minknum yield of 30 ksi. TYPICAL BEAM SPLICE DETAIL SCALE: 1" = T-W 6-3C Enclosed Structures ASCE 7-05 Section 6.5 Method 2 -Analytical Procedure Results Gable 0 to 7" Design Pressure PS Location Zone Wind Area S Basic Wind Speed V (MPH) 90 1 100E7-20 120 130 140 150 160 10 6 -15 7 -18 1 205 14 7 A7 9 -25 11 -29 13 -34 15 -39 17 -44 50 5 -14 6 -17 9 -24 10 -29 12 •33 14 -38 16 43 10 6 -24 7 30 11 -43 112 St 14 -59 16 .68 19 -77 Roof 2 20 5 -22 7 -27 1 8 -32 9 -39 11 -45 13 .53 15 -60 17 -69 So 5 -18 6 -23 7 -27 9 •32 10 38 12 -44 14 .51 16 -58 10 6 -37 7 45 9 -55 11 -65 12 -77 14 -89 16 -102 19 -116 3Lso20 5 31 7 -38 8 46 9 S4 11 -64 13 •74 15 -85 17 -97 5 •22 6 -27 7 -33 9 .39 10 -46 12 -53 14 31 16 -69 Gable 7' to 27• 90 100 110 12D 130 140 1 150 160 10 8 -13 10 -16 13 -20 15 .24 18 -28 20 32 23 •37 27 42 1 1 TD 8 -13 10 -16 12 -19 14 -23 16 -27 19 31 22 -35 25 40 So 7 -12 8 AS 10 -18 12 -22 14 .26 16 •30 18 34 21 -39 Roof 2 10 8 -28 10 -35 13 -42 15 •50 18 59 20 -68 23 -78 27 -89 20 8 -26 10 32 12 38 14 46 16 -54 19 -62 22 -71 25 -81 50 7 -22 8 -27 10 33 12 -39 14 46 16 -53 18 -61 21 .69 3 10 8 -28 10 -35 13 42 15 -60 18 -59 20 -68 23 -78 27 -89 20 1 8 -26 10 32 12 38 14 46 116 54 19 -62 22 -71 25 31 50 7 -22 8 -27 10 33 12 39 114 46 16 43 18 .61 21 -69 h <60' 90 100 1 110 120 1 130 140 ISO 160 4 10 15-16 18 -19 22 -24 26 .28 30 33 35 -38 40 44 46 SO 20 14 -15 17 -19 21 -23 25 -27 29 32 34 37 39 42 4448 5o 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 10 15 -19 18 -24 22 .29 26 35 30 -41 35 47 40 -54 46 32 5 20 14 AS 17 -23 21 .27 25 32 29 38 34 -44 39 51 44 -58 13 AS 16 -20 20 .25 23 .29 27 34 32 40 36 46 41 -52 100 12 AS 15 -19 18 .23 22 -27 28 32 30 37 34 42 39 48 9z wa KOLL wm OF- 0z W wwz 7zw Q Z E Z W o N G (n Z F 0 O Z E I W Q J Q W W -t o W D c0 0 Q M v 0 2 O o 00 Wco2 0 0 g QZo O J Q a 0 N O Z N A J LL W 2 ai d6 W cZ m D: W m tL 0 J a r - N C.) ca re n LU -aa L iow a 3 Mo a w Q q 4'r L wSHEET 0Z Z 0 11co 15 w 08-12-2010 m OF UO Table 3B.1.1-110 Ilow a EDBeamans - Hollow Extrusions lass & Mo AI For 3 second wind gust a 110 MP eloci ; usin desk n load of 26.8 INSF (47.1 #ISF for Max. Cantilever) 2- x 2 x 0.044 2- x 2" x 0.055" Load Width (fL) Max. Spa n'L'/(bending Wor do ectlg Load Width (ft) Max. Span 'L'/ bendin Wordeflection'd 1 & 2 Span 3 Span 4 Span Cantilever 1 8 2 Span 3 Span 4 Span Cantilever 5 3'-11' d 4'-8' b 4'-6' b 0'-11' d 5 4'-2' d T-1' b 4'-11' b 1'4r d 6 3'-9' d 4.9' b 4'-I' b 0.11' d 6 Y-11' d 4'$" b 4'-6' b 0'-11' d 7 3' -0' b 3'-11' b 3'-10' b 0'-10' d 7 3'-9" d 4' -0' b 4'-2' b 0'-11' d 8 3'-4' b T-8' b T-T b 0'-10' d 8 T7' d 4'-0" b T-11' b 0'-11' d 9 T-1" b 3'-6' b 3'4' b V-10' d 9 Y-5' b T-10' b T-8• b 0'-10' d 10 7-11' b 3'4' b T2' b O'-9' d 10 3'-3' b 3'-T b T-6" b 0'-10- d 11 7- 10' b S-Y b 3'-1' b 0'-9' d 11 3'-1' b b 3'4' b 0'-10' d 12 2'- W b Y-0- b 7-11- b 0.9- d 12 1 7-11" b Y4- b i 3'-7b 0'-91 d 3" x 2 x .045 x 2" x 0.070" Load Width (R) Max. Span'L'/ bending b' or deflection'dl Load Width (ft) Max.Span' L'/ ending Wor deflection' 1 & 2 Span 3 Span 4 Span Can leMaxver 1 & 2 Span 3 Span 4 Span Cantilever 5 4'-0' d 5'-5' b 5-2' b 1'-1' d 5 5'-W d 6'-3- d 6!-4- d 1'-3" d 6 4'3' d 4'-1 P' b 4%9' b 1*4r d 6 4'-9' d 5-10' d S-11' b 1'-2- d 7 4%0' d 4'-T b 4%5' b 0'-1 I' d 7 4'-6' d 5'-T d 5'-5' b 1'-1' d 8 T-10' b 4'3' b VA" b 0'-11- d 8 4'4' d S-3" b 6-1' b 1'-1' d 9 T-T b 4'-0- b Y-10- b 0'-11- d 9 4%2' d 4'-11" b 41%10" b 1'-0' d 10 T-5" b 3'-10" b T-8' b 0'-10- d I 10 4'-0' d 4'-9' b 4'-7' b 0.11" d 11 3'3' b 7-8" b 3-6* b 0'-10- d 3'-11" d 4*-6*11 4'b 4'4' b 0'-11' d 1' b 3'-6' b 3'_4 b 0'-10' d 12 3'-9' d4-4*'' b 4-2*b 0' -11' d x 3 x .04 x 4" x 0.050" Width (fL) Max.Span L'/ bendin b' or deflection d Load Width (11.) Max. Spa n' L'/ bendin ' b' or deflection'cr 1 & 2 Span Spa 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Ca ax. 5'-7' d e4-2 b 6--1' b 1'4' d 5 5-10" b T$' b T-S b 1'-9' d 5'-2- b b S- T b 1'3" d 6 6-3' b 6'-11' b 6'-9" b 1'-T d 7 4'-9' b 5` 4' b S-Y b 1'-3' d 7 5-9' b 6'-6' b 6'3' b 1'-7' d 8 4'-6' b 4'- 11' b 4'-10' b 1'-2* d 8 5-5" b 6'-1' b 5-10' b 1'S d 9 W-2' b 4'- W b 4'-7' b 1' 1' d 9 5'-1" b 5'-8' b 5-6' b 1'-S d 10 T-11' b b 4'4' b 1'-1- d I 4'-10" b 5'S b 5'-3' b V-Y d it TAW b 4'-3' b 4'-1' b 1'-1" d 11 4'-7- b 5'-2- b 4'-11" b 1'4- d 12 3'-8' b 4'- 1" b T-11" b 1'-0' d 12 4'-5- b 4%11" b 4'-9- b 1'4" d Notes: 1. Abova spans do not Include length of knee trace. 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. Table 3B.1.2-110 Allowable Edge Beam Spans -Snap Sections & Hollow Extrusions Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity; using design load of 26.8 #ISF (47.1 #NSF for Max. Cantilever) 2" x 2" x 0. 044" Snap son 2" x 3 x 0.045" Snap slon Load Width (fL) Max. Spa n' L'/ bendin Wordeflectlon'd Load Width (ft.) Max. Spa n' L'/ bendl Wordeileetlon'd 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 1 4 Span Cantilever 5 4'-6" d S- Y b 4'-11" b 1'-1- d 5 6'4' d 6'-9' b SW b 1'-6' d 6 4'-Y d 4'- 9' b 4'4- b 1'-0' d 6 5'-6' b 6'-Y b 5'-11" b V-5* d 7 T-11' b 4' 4' b 4'J' b 0'-11' d 7 S-1' b 5-9' b 5'-6' b 1'4' d 8 T-W b 4'- 1" b T-11" b 0'-11' d 8 4'-9" b 64" b 5'-2' b T3' d 9 T-Y b 3'- 10' b T-9' b 0'-11' d 9 4'-6" b 5' -W b 4'-10' b 1'3' d 10 3'3' b T- 8- b x-8' b Fur d 10 4'3' b 4'-T b 4'-7-b 1'-Y d 11 3'-7' b T- 6' b T4" b 0'-10' d 11 4'-1" b 4'-T b 4'-5" b 1'-2" d 12 2'-11' b 7- b 3'3' b 0'-10' d 12 3'-11' b 4'4' b 4-3*'' b 1'-1' d 2" x 4" x 0. 045" Snap Extrusion 3- x 3" x 0.093" S uare Extrusion Load Width (IL) Max. Spa n' L'/ ndingb' ordeflectlon'dRe Max. S n'L' 1 bending'b' or deflection'd 1 & 2 Span 3 Span 4 Span CantileverWidth 1 & 2 Span 3 Span 4 Span Can ilever 5 T-T b T- 10' b T-T b 1'-10" dT-5' d 9'-T d 9'4' d 1'-1 D' d 6 SS b T-Y b 5-11' b 1'-9' d5-11' d 8'$ d T-7' b 1%9' d 7 5-11' b 6'- 8" b 6-5' b 1'-8' d6'-8" d 8'-Y d T-11' b 1'-8' d 8 5'-T b 6'- Y b 5-11' b T-T d6'4' d T-8' b T-5' b 1'-T d 9 5'3- b SAW b 5'-8' b 1'-6' d6-4- d T-3" b 7'-0' b 1'-6- d 10 4'-11' b 5- T b 54' b 1'-6" d 10 S-11' d 6`41' b 6%8" b 1'S d 11 4'-9' b S3' b 5'-i' b 1'-5" d 11 5'-8' d Fr-b 6-4- b 1'-5- d 12 4'-6' b 5'- 7' b 4'-11' b T-5" d 12 1 6-7- d 1 6'3- b 6'-7' b 1 1'4- d 3" x 3" x 0. 125" Square Extrusion Load width (fL) Max. Spa V I (bending ' b' or def ection'dy 1 & 2 Span 3 Span 4 Span Cantilever 5 8'-1' d 10'- 0' d 10'3' d T-11' d 6 T-W d 9'- Y d 9'-7' d 1'-10' d 7 T3' d fr4lo d 5-1' b 1'-9' d 8 6'-11' d 8'- 7' d lr-6* b 1'-8' d 9 6'-W d 8' 3' d 8'4r b 1'-8' d 10 6'-5' d T- 10' b T-7' b 1'-T d 11 d 7' b T3' b 1%6' d 12 S-1" d T- 2' b 6'_11' b V-6' d 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, above spans for total beam spans. 2. Spans may be Interpolated. Table 3B.1.3-110 Allowable Edge Beam Spans -Hollow Extrusions For Screen Rooms Converted to Glass / Enclosed Rooms or Typical Glass Room Framing Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity; using design bad of 26.8 #/SF (47.1 XSF for Max. Ca 2" x 2' x 0. 044" wl Snap Cap Attached I 1" x 2" x 0.044" to 2" x 2' x Existing Load Width (fL) Max. Span' I: I(bending b' or deflection'dj Load width (fti Max. Span 'I: I(banding' b' or defloction'd 1& 2 Span 3 Span P 4 S P anMax. Cantilever 1& 2 S anp 3 Span p 4Span P Max. Cantilever 5 4'-11' d S- T b 5'-5' b 1'-0' d 5 5'-9' d S-T b 6'-4- b 1'-5' d 6 4'-7' b 5'- Y b 4'-11" b 1'-2' d 6 54' d S-0' b 5.10' b T-4' d 7 4'-3' b 4' 4r b 4'-T b 1'-1' d 7 4'-11' b S-T b S-5' b 1'-T d 8 T-11' b 4'- 5' b 4'4' b 1'-1' d a 4'-6' b SJ' b T-W b 1'-2' d 9 T-9- b 4' 2' b 4--/' b 1.4r d 9 4'S b 4'-11' b 4'-9' b l'-Y d 10 3'-T b 3'- 11'- b I 1 b 0'-11' d 10 4'-Y b 4'-8' b 4'-0' 6 1'-l' d 11 3'-5' b 3'_ T b 3'-8' b 0'-11" d 11 3'-i i' b 4'-5" b 4'4' b 1'-1" d 12 T-3' b T- W b T-6' b 0'-11' d 12 Y-10" b 4'-3- b 4'-l' b 1'-1' d 2" x 2" x 0. 044" to 2" x 2' x Existing Load Width (R) Max. Span' L' / ( bending 'b' or deflection'dj 1 & 2 Span 3 Span 4 Span Maz Cantilever, 5 5-11' b T- 10' b T-T b 1'-9' d 6 6'-5" b 7*- 2' b 5-11' b 1'-T d 7 5'-11' b 6'- 7- b 6'-5" b 1'-T d 8 5'-6' b 6'- 2' b 5-11' b 1'S d 9 1 5•-2- b 5'-10' b S-V b 1'S d 10 4'-11' b 1 6-6' b 64' b 1'4' d 11 4'-9' b 5' 3' b S-1" b 1'4' d 12 4'S b 1 5'-1' b I 4'-10' b I 1'3' d Notes: 1. Above spans do not kiclude 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. Table 35.1.4-110 Allowable Spans For Fourth Wall or Miscellaneous Framing Beams for Glass & Modular Rooms For 3 second wind gust at 110 MPH velocity; using design load of 26.8 #NSF Aluminum Alloy 6063 T-6 Single Self -Mating Beams Tribute Load Width 4'- 0" 6'-0" W- 0' 10'-0' 12'-0' INO-0 16'-V 1 18'-0' 1 20'-0' 1 22'-0' 1 2W.0- 1 26.0" Allowable Span bending'b' or def ection'd' 2" x 4' x 0. 044" x 0.1 DO' 8'4" b 6.9- b 5'-10' b 5'3- bi 4'-10' b 4'S b 4'-2- b 3'-11' b 3'-9" b T-T b T-5' b T3" b 2" x 5" x 0.050" x 0.1 DO" 10'-2" b a'4' b T-Y b 6'-5 b15-Al- S-5- b S-1' b 4'-10- b 4'-T b 4'4- b 4%2- b T-11- b 2" x 6" x 0.050• x 0.120" 11-5' b 9'-4" b 8'-l' b T3' b 6•-1" b S-8' b 54' b 5-1' b 4'-10' b 4'-w b 4'-6" b 2"xTx0.055•x0.120" 1Y4' b IVA* b 8'-9' b T-10' b 6'-T b 5-Y b 5'-10' b S-0" b S3' b S-0' b 4'-10' b 2" x 8" x 0.072" x 0.224" 1T-9' d 1S-0' b 1Y-11' b I V-T b 9'-to" b 9-2' b 8'-6' b IL'-3' b T-10' b T-6' b T-2' b 2' x 9" x 0.072" x 0.224" 19'3' b 15-9' b 13'-8- b 12'-Y b 10'4' b T-87 b T-1" b 0'-T b 8'3' b T-10" b T-7' b2" x 9" x 0.082" x0.306" 20'-Y d 1T-T d 15'-11' b 14'3' b 1Y-0' b IV-Y b Vr-T b IVA" b T-T b 9'-Y b 8'-10" b 2^ x 10" x 0.092" x 0.369" 24-3" d 21'-Y d 19'3' d 1T4' b 14'-T b 13'-8' b 1 Y-11' b 12'-3' b I V-W b 11%2' b I V-9' b Double Self -Mating Beams Tributa Load Width 4'-0' S- 0- 8'-0" 10'-0' 12--0" 14'1- 16%0- 1 18'-0' 1 20'-0' 1 22'-0' 1 24'-0' 1 26-0- Allowable Span bending b' or def action Id' 2' x 8" x 0.072' x 0.224" 274' d I V-6' d 1T-9' d 15-5' b 15'-0' bi 13'-11' bi 17-11" bi 173" bi 11'-7* b I VA* bi 10'-7- b I V-2' b 2" x 9" x 0.072" x 0.224" 24'-6' d 21'S' d IT-W b 1T3- b 15-9' bi 14'-7- bi IT-8" bi 12'-10- bi 17-2! bi 11-4r bi 11' Y bi 10--8' b 2" x 9• x 0.082" x 0.306" 26'-7' d 1 27-9" d 1 20'-8- ell 19'3' di 18'-1' di 1T-0' bi 15-11- bi 15'-0" bi 14'J' bi IT-7- bi 13'-0- bj 17-6- b 2' x 10" x 0.092" x 0.369" 30'-7' ell 25-8' di 24'3" ell 22-6' dl 21'-Y el W-T di 19'3' di 1813" bi 1T4' bi 16'-6' bi 15-10' bi 1 S-Y b Now: 1. It Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based on 110 M.P.H. wind bad plus dead bad for framing. 3. Span Is measured from canter 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 beam spars. 5. Spans may be Interpolated. Table 3B.1.5-110 Allowable Spans for Ridge Beams with Self Mating Beams or Square Tubes For Glass & Modular Rooms For 3 second wind gust at 110 MPH velocity; using design load of 26.8INSF Self Mating Sections Tribute Load Width 9M a Purlin Spacln 5'-0' 6'-0' T-0' 8'-0" 9'-0- 10'-0'1 11,-0" 1 17-0- Allowable S an'L' / bondl 'b' or deflection'd' 2" x 4" x 0.044 x 0.100" a'4' b T-7" b T-0' b 1 6'-7" b 5-2" b 5-10' b 5'-7- b 54' b 2' x 5" x 0.050" x 0.100" 10'-2- b 9'4' b 8'-T b 8'-1- b T-T b T-Y b 6'-10- b 5-7- b 2" x 6" x 0.050• x 0.120- 11'-5- b 10'S' b 9'-B' b 9'-0' b 6'-6' b W-1' b T-6' b T4' b Y xT x 0.055• x 0.120" 12'4- b 11'3" b 10'S b 9'-9' b 9.2- b 8'-9' b 8'4- b T-11- b Y x 8" x 0.07r x 0.224" 18'4' b 15-9- b 15'-W b 14W b IT4r b 17-11" b 17-Y b 11'-10' b 2" x 9' x 0.072" x 0.224" 19'-3- b 1T-T b 16'4- b 15'-W b 14'4' b 13'-8- b 12-11" b 17-Y b 2" x 9" x 0.082" x 0.310" 27.6' b 20'-T b 1 T-(r b 1T-10' b 16'-9' b 15-11" b 15'-2" b 14'-6' b 2" x I V x 0. 092" x 0.369" 2T4' b 24'-11' b 23.1' b 21'-8" b 20'-5- b 19'4- b 15-5" b 1T-8- 1; Square Tubes Tributary Load Width Wm Pur d in Span 5'-0" 6'-D-T-0' 8'-0' 9'-0' 10'-0' 11'-0" 12'-0" Allowable Spar; V / bends 'b' or deflection'(' 3' x 3' x 0.093" Square T-l' b 6'-6' b 6'-0' b 5'-T b 5'4' b b jW b 4'-T b 3" x 3" x 0.125" Square 10'-Y b 9'-W b 8'-7' b 8--l' b T-T b T-Y b F4 5-10' b 5-T bNotes: 1. Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 110 M.P.H. wind bad requirements to the above upright sizes increases the strength so that additional frarnklg Is not required. 2. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. e Table 3B.2.1-110 Allowable Upright Heights, Chair Rail Spans or Header Spans For Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 110 MPH velocity: using design Iona of I I ItAr Sections Tributary Load Width'W' - Purlkn Spacing T-0" 1 T-6' 1 4'-0' 1 4%6' 1 S-0' 1 5--6' 1 6--o' 1 6'-6" 1 T-0' 1 T-6" Allowable Haight W / bending Wor deflection' d' 2" x 2" x 0.044" Hollow 6'-4' b 5.11' b S-6' bi 5-2* b 4'-11' b 4'-8' bi 4'-6" b 4'-0' b 4'-2' bi 4'-0" b 2" x 2" x 0.055" Hollow T-3' d 6'-1D' d 6'-6' b 6'-1' b 5'-9' b 5-V b S-3' b 5'-1" b 4'-11' b 4'-9" b 3" x 2" x 0.045^ Hollow T-9' d T4' b 6'-10" b 6'-S" b 6'-1- b 5-10' b 5'-7-b 5'-4" b S-2" b 4'-11" b 3" x 2" x 0.070" Hollow 8'-8' d 8'-0' d T-11' d T-T d r-T b 6-11' b 6*-8" b 6'-5' b 5-2" b 5'-11' b 2" x 3" x 0.045" Hollow T-ID` b T-3' b 5-10" b 6'-5' b 6'-7' b SAW b S-T b 6-0' b 5-2' b 4'-11' b 2" x 4" x 0.050^ Hollow 9'-7" b 8'4' b T-10' b T-5' b T-0' b 6*-8' b 6*-5' b 5-Y b S-11' b S-9' b 2" x S x 0.062" Hollow 11'-8- b 10 1010' b 10'-l' b 9'-6- b T-1- b 8'-7- b 8'-Y b T-11' b T-T b T-5' b 2" x 4" x 0.046" S.M.B. 13'-2- b 17-2- b 1lrS- b 10'-9' b 10'-Y b 9'-9' b 9'4' b 8'-11- b 8'-T b 8-4- b 2" x 5' x 0.050' S.M.H. 15-8- b 1W-_W b 13'-7- b 12'-10' b 17-2" b 11'-T b 11'-1' b 10'-8' b 10'-3' b 9-11' b 2" x 6" x 0.050" S.M.B. 1T-1' b 15'-10- bj 14'-10- b 1T-11" 6 13'-3' b 17-8' b 17-I- b 11--7" b 11'-2- b 10'-10' b 2^ x 2" x 0.044' Snap7'-8' d T-2' b 6'-9' b 6'4' b 6'-0' b 5'-9' b 5.6' b 5'-3' b 5'-1' b 4'-11' b 2" x 3" x 0.045' Sna 8'-10' b 8I- b T-a' b T-Y b 6'-10- b 6'-6' b S-3- b 5-11- b 5'-9- b S-T b 2" x 4" x 0.045' Snap I 9'-6" bi 8'-10' bi 8'3' bj T-9" bi T4" bi T-0' bj 6'-9" bi 6'-5' bl 5-3" b 6'-0' b 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 above spans for total beam spans. 2. Spans may be Interpolated. Table 3B.3.1-110 Allowabl pright Heights 8 Chair Rafl Spans -Hollow Extrusions For Scre eons Converted to or Typical Construction of Glass I E losed Rooms Aluminum Alloy For Tri oad Width 2! C_ udln S cin Sections Sections 3'-0' 3'-6' 4'0" 4'-6' S'-0' 4 6'-0' 6'-0' AllowableKuarnt if banding b' or deflection d' 2" x 2" x 0.044' with T-8' d T3' d 6'-11' d 6'4r d 54" b 5-1" b 5•-10' b 5-T b 5'4- b 5'-Y b Snap Cap attached 1 1" x 2" x 0.044' 8'4" d T-11' d T-T d T3" d T-0' d 5-9' d 6'-T b 6'4- b 6'-l' b 5-10- b to Exlstl 2' x 2' 2' x 2" X 0.044' 10'-3' d 9'-9' d 94' d&-I f" d tt'-6" b 8'-7' b T-9' b T-5' b T-T b 6'-11' b to F]dsti 2• x 2" 2" x 3" x 0.045' 12'3" d 11'-W d 1 T-1' b 10'S b 9'-11' b T-6- b 9'-l' b 8'-9' b 8'-5' b 8'-1' b 40 Fxlsti 2• x 2" X. x 0. u 10'-10" d 10'3" d 9'-10' d 5' d 9'4' d&-1 D' d 8'-7- d 54' d B'-2- d T-11' d x 17'-7' d I V- 0' d 10'-7' d 10-r d 9'-9' d 9'-6' d 9'3' d 8'-11' d Fs"d 8'-T d to (1) 1"x 3" x 0.44" Open Back Load to 3" Dlractlon • 3' x 3' x 0.093' 174' d 17'-0' d 11'-2* d 10'-9' d 1D'-5" d 10'-1' d 9'-9" d 9'-6' d 9*-3* d 9'-1' d to (2) 1"x 3• x OA4' Open Back Load to 6" Dlractlon 3' x 3" x 0.093" 17-11- d 774' d 11710- d 11'4" d 10'-11' d 10'-T d 10'4' d 10'-1' d 9-10" el 9'-T d to (1)1"x 3" x 0AC Open Back jLoad to 3• Direction • 3' x T x 0.125" S. Tube IT-10' d 11'-2" ell 10'-9- d 10'4' d T-11' d 9'-8" d 9'-0" d T-1' d 8'-11' d I B'-W d 3" x 3" x 0.125' Sq. Tube 17-0' d 11'-10" d 1111-4" d 10'-1d 10'" d 1' 10'-Y d 9'-11' d9'-6' d 9'-S d 9d 7 x to(1)1- 3• x 0.44" OpenBackLoadto 4" Direction 3" x 3" x 0.12I Sq. Tuba IT-l' d 17S' d 11'-17' d 11'S d 11'-7" d 10'S d 10'-5' d 10•-1' d 9'-11' d 9'-8' d to (2)1' x 3" x 0.44' Open Back oad to 5' Direction 3" x 3" x 0.125" Sq. Tuba 3'-10" d 13'-1' d 17S d 17-1" d 11'-8' d 11'3" d 10'-11" d 10'-0' d 10'-5" d 1 Zdto 1)1" x 3' x 0.44" OpenBackoadto3" Directio4" x 4" x 0. 125" S .Tube u" 15'-T d 4'-10' d 14'- Y d 13'-7" d 13'-Y d 17-9" d 277 d 7'-1- d 11'-9' d 1 Load assumed to be applied In the direction normal to Ow specified side. Spans may be Interpolated. 0 Z c WW a m O LL Wm O t7 Z WWW Z7 Z WK OLLrv1ri timm NVJ U- V- E F N OO t= LI) mO1 . U 4.J N m V rt rn O U > LL r O J ON O O L. cp17 N1 4) Lt d - x to L" C ('tp • r 1 CIII 1 u^ Jrtr wN F- am rlJ 00 W n P Z I O Q EoZoN Z Z Q U O aro z n WW W a m d yG' D o 5 0 W fv V ul M Q 7 G a "' U LL F" C0 2 ZU) Cl) ( L oo 3 Ur m Z c O J LL a N Ln J c,j LL ri LU c- n m z m iZ W O LL m a) a)o of co CG o ii Si r LLI a xJ o 10 SHEET12A-11C 15 0a-12-2010 OF a O W_ 0 OZKWw Z 0ZW LZ w mo, I Table 3B.1.1-120 Allowable Edge Beam Spans - Hollow Extrusions ll Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 120 MPH velocity; using design load of 27.4 #ISF (48.3 #ISF for Max. Cantilever) 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (fL) Max. Span'L' bendln b' or deflection d Load Width (IL)1 Max. Spa n'L' 1 bendln b' or deflectlon'd 1 & 2 Span 3 Span 4 Span MCantl ever 2 Span 3 Span 4 Span Max. Cantilever 5 T-11' d 4'-7- b 4'-6" b o'-11" d 5 4'-2' d S-I" b 4'-11• b 1'-0' d 6 T-r d 4'-3" b 4'-1' b 0'-11' d 6 Y-11' d 4'-T b 4'S' b 0'-11' d 7 T-6' b T-11" b T-9' b 0'-10' d 7 T-9• d 4'-3' b 4'-1' b 0'-11" d 8 T3' b T-8" b 3'-6' b 0'-10' d 8 T-7' d T-11" b T-10' b 0'-10' d 9 3'-1' b T-5' b Y4• b 0'-10' d 9 T4- b T-9- b Y-8' b 0'-10' d 10 7-11" b 3'3' b T-2' b 0'-9' d 10 T-7 b T-7• b 3'-5" b 0'-10' d 11 7.9' b 3'-1' b T-0' b 0'-9- d 11 3'-1' b T' 5' b 3'3' b 0'-T d 12 Y-0' b 7-11' b 7-11' b 0'-9' d 12 2'-11' b 3'3' b 3'-2' b 0'-9' d 3 x 2 x .045 3 x 2 z 0.070 Load Width (R) Max. Spa n'L' bendlng b' or deflection d Load Width (it-)1 Max. Span endlng b' or deflection'd 1 & 2 Span 3 Span 4 Span ax. Cantilever 2 Span 3 Span 4 Span Cants _ 5 4'-5' d S4' b S-7 b 1'-1' d 5 54r d 6'-Y d 6'4' d 1'3' d 6 4.2' d 4'-10' b 4'-W b T-0- d 6 4'$' d 5-10' d 5'-10' b T-2- d 7 T-11' d V-V b 4'4' b 0'-11" d 7 4'-T d 6-6' d 5'-5" b 1'-1' d 8 T-T b 4'-7 b 4'-1" b 0'-11' d a 4'3' d 53' b 6-0' b 1'-t' d 9 3'-r b T-11' b SAO* b 0'-11' d 9 4'-1' d 4'-11' b 4'-T b 1'-0' d 10 T4" b Y-9' b Y-r b 0'-10' d 10 3'-11' d 4'-6' b 4'-6' b 0'-11' d 11 3'-7 b 3'-T b 3' 6' b 0'-10' d 11 3'-10' d 4'-5' b 4'4' b V-11' d 12 3'-1' b 3'.5' b 3'4' b 0'-10' d 12 3'-9' d 4'3' b 4'-1' b 0'-11' d x 3 x 0.045 2 x 4" x 0.050 Load Width (ft.) Max. Spa n'L' I bending V or dofl action 'd Load Width (R) Max. Span'I! I(bending b' or deflectlon'd 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Ca llever 5 SS' d 6-3' b S-0' b 1'4' d 5 6'-g' b T-7' b T4' b 1'-9" d 6 5-1" b S$' b S-6' b 1'3' d 6 6'-2' b 6'-11" b 6'-6' b 1*4r d 7 4'-9' b 5'-3' b S-1' b 1-3' d 7 S-T b 6'-5' b 6-7 b 1'-7' d 8 4'-5' b 4'-11" b 4'-9' b 1'-2' d 6 64" b 5-11' b 5-9' b 1'-6' d 9 4'-2* b 4'-87 b 4'-6' b T-1" d 9 5'-1' b S-8" b S-5" b 1'S' d 10 3' -1 t' b b 4'-3" b 1'-1' d 10 4'-1 b 5'4' b 5'-2' b 1'-5' d 11 3'-9' b 4'-2' b 4'-t' b d 11 4'-T b F1-: b 4'-11- b T4- d 12 3--T b I 4'-0' b 1 T-11- b 1'-0- d 12 4'4- b 4'-11- b 4'-9- b 1'4- d 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 above spans for total beam spans. 2. Spans maybe Interpolated. Table 3B.1.2-120 Allowable Edge Beam Spans -Snap Sections & Hollow Extrusions Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 120 MPH velocity; using design load of 27.4 XSF (48.3 #ISF for Max. Cantilever) 2 x•2 x 0.044" Snap Extrusion 2' x 3" x 0.045" Snap Extrusion Load Width (ft.) Max. Span'L' I bonding W or deflection'd Load Width (fL) Max. Spa I: /(bending b' or deflectlon'd 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Cantilever 5 4'-5" d 5'-1' b CA 1" b 1'-1' d 5 5'-11" d 6'-8' b 6'S' b V-V d 6 4'-2' b 4'-8' b 4'-6' b 1'-0" d 6 5'-5' b CA" b 5'-11' b 1'-5' d 7 T-10' b 4'-4' b 4'-7 b 0'-11" d 7 5-1' b 5-W b SS- b 1'4" d 8 Tr b 4'-0' b T-11" b 0'-11' d 8 4'-9' b 5.3' b S-1' b 1'-3" d 9 T'5- b TAW b 3'-6' b Y-11- d 9 4'S b 4'-11" b 4'-10" b 1'-2' d 10 T3- b T-7- b Y-6- b 0'-10• d 10 4'3" b 4'-9' b 4'-T b T-2' d 11 Tb 3'-5' b 1 T4- b 0'-10' d 11 4'-0' b 4'-6' b 4'4' b 1'-2' d 12 7- 11b 1 3'-4 b 1 3'-2' b 0'-10" d 12 3'-10' b 4'4' b 4'-7 b T-1' d x 4 xSnap son x "x .D9 Square Extrusion Max. Span'L' bendln V or deflectlon'dj Load Width (R) Max. Span'L' bending W or deflection'dj 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span May- Ca t lever 6'- 11' b T- 9' b T-6" b 1'-10" d 5 T4" d 9'-1' d 9'3' d 1'-10' d R S4' b T-l" b 6'-10' b 1'-9" d 6 6'-11' d 8'-7' d 8'-6' b 1'4r d S-10' b S- r b S4" b T-8- d 7 S-r d 8'-2' b T-10' b 1'-r d SS b 6-r b 5-11" b 1'-T d 8 S4" d T-T b T4' b 1'-T d S-2' b S- 9' b 5-T b V-T d 9 S-1' d T-2' b 6'-11- b 1'-6" d 4'-11' b S- 6' b 64' b 1'-6' d 10 5-10' d 6'-10- b 5-7' b 1'-S d 11 4'-0' b 53' b S-1' b 1'S' d 11 S-8' d 6- b 6-1- b 1'S d 12 4'S b 5-0' b 4' -10' b12 56' d 53' b 6'-0' b 1'4" d 3" x 3" x 0.125" Square Extrusion Load width (ft.) Max. Span' L' / bendlng W or deflection'd 1 & 2 Span 3 Span 4 Span Cants ever 5 8'-1' d 9'-11' d 10'-2' d 1'-11' d 6 T-T d 9'4' d 9'-6' d 1'-10' d 7 T-2- d Ir-11" d 6'-11- b 1-4r d 8 VA d 8'- 6' d 8'S b 1'4r d 9 6'-T d 8'-7 d T-11' b V.7" d 10 6'S d I b T-6- b 1'-7' d 11 6'-7 d TS' b T-2' b 1'-6- d 12 0 6'' d T-1- b 5-10' b 1'-6- d Notes: I. 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 maybe interpolated. Table 3B.1.3- 120 Allowable Edge Beam Spans - Hollow Extrusions For Screen Rooms Converted to Glass I Enclosed Rooms or Typical Glass Room Framing Aluminum Alloy SD63 T- 6 For 3 second wind gust at 120 MPH velocity; using design load of 27.4 #ISF (48.3 #/SF for Max. Cantilever) 2" x 2" x 0.044' wl Snap Cap Attached 1"x 2" x 0.044" to 2" x 2' x Exlstlng Load Width (R) Max. Span ' L'/ (bending V or deflection V) Load Width (fL) Max. Span' L' / (banding W or deflection'dj 1 & 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantilever 5 4'-11' d 5'-7- b 5'4' b 1'-W d 5 V4r d 6*-6" b 6'-4' b 1'-5' d 6 4'-T b 5'-1" b 4'-11• b 1'-2' d 6 5'4' b 5'-11' b S-9' b 1'4' d 7 4'-T b 4'-6' b 4'-T b 1'-1' d 7 4'-11' b 5!-T b S4' b 1'3" d 8 11- b 4' S' b 4'-3- b 1'-0" d 8 4'4- b S-7 b 4'-11' b 1'-2' d 9 3'-r b 4'-2' b 4'-0" b 0'-11" d 9 4'4' b 4'-10' b 4'-8' b 1'-Y d 10 Y-6' b T-117 b T-10" b 0'-11' d 10 4'-1' b 4'-7' b 4'-5' b 1'-1' d 11 T4- b 7- 9- b T-T b 0'-11' d 11 T-11' b 4'-5" b 1 4'-3- b I 1'-1" d 12 T-7 D I 3--T b T-6- b 0'-11- d 12 T-9' b j 4'-3' b 1 4'-1' b I T-0- d 2" x 2" x 0.044" to 2' x 2" x Existing Load Width (R) Max. Span' L'/(bending W ordeflection'dj 1 & 2 Span 3 Span 4 Span Cantil Max. 5 T-11' b T-9' b T-6" b T-9' d 6 64' b T- l' b 6'-t0' b 1'-7" d 7 10' b 6'- S b SW b 1'-6' d 8 5.6- b 6'-1" b 5.11' b 1' -0' d 9 6-2' b S-r b 5-7' b TS' d 10 4'-11' b S-0' b S3' b 1'4" d 11 4'-0' b S-7 b 5--0' b 1'4- d 12 4'S b 4'-11' b 4'-10" b 1'3- d Notes: 1. Above spans do not Include length of knee trace. Add horizontal distance from upright to center of brace to beam confection to the above spans for total beam spans. 2. Spans may be interpolated Table 3B.1.4- 120 Allowable Spans For Fourth Wall or Miscellaneous Framing Beams for Glass & Modular Rooms For 3 second wind gust at 120 MPH velocity; using design load of 27.4 #ISF Aluminum Alloy 6063 T- 0 Single Self -Mating Beams Tr(buta Load Width 4'-0' 6' -0' 8'-0" 10•.0- 1Y-0" 14'-0' 16'-0" 18'-0' I 20'-0' I 2Y-0- 24.0- 26-0' Allowable Span V / bending W or deftection'd' 2" x 4" x 0.044" x 0.100' 8'3- b 1 S-8- b 5'-10' b 5'-7 bi 4'-T b 4'S b 4'-l" b 3--10' b T-8- b T-6- b T4- b 3'3' b 2" x 5' x 0.050" x 0.100" 10'-1' bi 8'3' b T-7 b 6'4" b S-10' b 5-5- b s4r b 4'-9' b 4'-6- b 4'4- b 4'4" b 2'41- b T" x 6' x 0.050" x 0.120' IV: b 9'-7 T-11' b T-2' b S-6' b 6'' b S-r b 5*-4'b 5'' b S-1' b 4'-10' b 4'-T b 4'-5' b 2" x T x 0.055 x 0.120" 1Y-3' b 9'-11' b 8'-8' b T-9' b T-1' b 6'-6' b 5-1' b 5-9' b 5-0' b S-7b 4'-11' b 4'-9' b 2" x 8' x 0.072" x 0.224' 1 T-T d 14'-1 D' b 1740' b 11'-6' b 10'-0' b 9'-9' b T-1' b r b 6'-7 b T-9" b T-5' b T-7 b 2" x 9' x 0.0" x 0.224' IVA' b IS. b 13'-6' b 1 Y-1" b I V W b 10'-7b 9'-6' b 8' -11' b V-61 b 6'-2" b T-9- b T-6' b Y x 9' .5.. 2x 0.3D6- 20%0" d I 1T-6' d 15'-9- b 14'-l" b 17-10" b 11'-11' b 11'-r b vw b 9'-11- b 9'-6' b 9'-1' b 8'-9" b 2" x 10' x 0.092" x 0.369" 24'-1" dl 21'-0' d 19'-1" d 1T-1' b 15-7' 6 14'-6' b IT-6" bi 17-9" b 1Y-1' b 11'-6' b 11'-1' b 10'-7" b Double Self -Mating Beams Tribute Load Width 4'- 0' S-0" 8'-0" 10--0' 12.0- 141- 16--0" 1 18'-0' 1 20'-0' 1 22'-0' 1 24'-0" 1 26-0" Allowable Span L' / bending W or dellection'd' 2" x 8' x 0.0727 x 0.224" 22'-7 d 19'4' d 1T-T d 1 16'3' bl 14'-10' bi 13'-9' bl 17-1g- bi 17-1- bl 11'-0• b 10'-11' bj 10'-6' b 10'-1' b 2" x 9" x 0.072" x 0.224" 244' d 21'3' di 19'-1- bl 1T-1- bi 15-T bi 14'-5- bj IT-6- bi 17-9- bj 17-1- bi 11'-6- bj 11'-0' bj 10'-r b 2"x 9" x 0.082" x 0.306" 2S-11" dl 2Y-7" dj 20'-T dj 17-1' di 1T-11' di 16'-10' bj 15-9' bj 14'-10- bi 14'-1' bl IY-5- bj 12'-10- bj 174- b 2" x 10' x 0.092" x 0.369" 30'4' d 2S-0' dl 24--1' dl 22'-4- dl 2v-0' dl 19'-11- dl 15-1- di 16'-0' bl 1T-1' bi 16'4- bi 15'-T bl 15'-0• b Note: 1. It is recommended that the engineer be consulted on any miscellaneous Iraming beam that spans more than 40' 2. Spans are based on 120 M.P.H. wind bad plus dead bad for framing. 3. Span Is measured from center of connection to fascia or wail 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 beam spans. 5. Spans maybe Interpolated. Table 3B.1.5- 120 Allowable Spans for Ridge Beams with Self Mating Beams or Square Tubes For Glass & Modular Rooms For 3 second wind gust at 120 MPH velocity; using design load of 27.4 #/SF Self Mating Sections Tributary Load Width W - Purlln Spacing 5*-0" V-0" I T-0" 8'-0' 1 9'-0' 1 10'-0' 1 11'-0' 1 12-0" AllowableS an'L'/bandin ' b'or deflaction'B 2" x 4' x 0.044 x 0.100" 8'-3" b T-6' b 6'-11' b SS" b 6'-1' b 5'-10' b I SS b 54' b 2" x 5' x 0.050'0.100" 10'-1' b 9-7 b 6'-6' b T-11' b TS' b T-7 b 5-10' b 6-6' b x 2- x 6" x 0.050' x 0.120" 11'3' b I W-T b g'S' b 5-11' b 8'S b T-11- b T-T b T3" b 2" x 7" x 0.055 x 0.120" 1Y3' b 11'-2* b 10'4' b 9'-8' b 9'-1" b 8'S b 8'3- b T-11' b 2" x 8" x 0.072" x 0.224" 18'-7 b 16'-7' b 15-4' b 144" b 13'-7' b 17-10' b 1Y3' b 11'41" b 2" x 9" x 0.072" x 0.224" 19'-1' b 1T-5' b 16'-l' b 15'-1' b 14' T b IT-F b 17-10' b 174' b Y' x 9' x 0.08r x 0.310" 2Y-T b 20'4' b 15-10' b 1T-7" b 1 S-T b 15-T b 15.0' b 14'S b Y' x 10" x 0.092" x 0.369" 2T-1- b 24'-r b 27-10' b 1 21'S b 2(Y-7 b 19'-2' b 18'3' b I 1T-0' b Square TubesTribute Load Width 2%fl rIIn S acin S-0" 6'-0" T-0" B'-0" 9'-0' 10'.0 1", 12'-0" Allowable Span 'L'/bendln b'or defleetbn'd' ' 3' x 3' x 0.093' Square T-0" b SS" b5-11" b S-T b 53' 6 4'-11' b 4'-9' b 4'-T b 3' x 3' x 0.125" Square IVA" b 9'-7 b T b T-11- b I TS' b I T-1- b I S-9" b i 6*-6' b Notes: 1. Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 120 M.P.H. wind load requirements to the above upright sizes Increases the strength so that additional framing Is not required. 2. Tables assume extrusion oriented with longer extrusion dimension paraW to applied load. 3. Spann may be Interpolated. Table 3B.2.1- 120' Allowable Upright Heights, Chair Rail Spans or Header Spans For Glass & Modular Rooms Aluminum Alloy SD63 T- 6 For 3 second wind gust at 120 MPH velocity; using design load of 21.5 #ISF Sections Tribute Load Width ' W'= Purlln Spacin 3'-0" 3'-6" 4'-0" 4'-6" S-0' S'.6" 6'-0' 6'-6" T-0" 7 F F Allowable Hei ht 'H' I ending Wor deflection d' 2" x Y' x 0.044" Hollow 5'-10' b S-S bVV-3' 4'-9' b 4'- 6- b 4'4- b 4' 2' b y-11" b T-10' b T-8- b 2" x 2" x 0.055" Hollow 6'-10' d 64' b 5-r b 5'4' b 5'-1" b 4%10- b 4'-8' b 4.6- b 4.4- b 3" x 2" x 0.045" Hallow T-0' b S-W b 5'-11' b S-r b S4' b 5'-1' b 4'-11' b 4'-9- b 4W' b 3' x 2" x 0.070" Hollow 8'-2' d T-9' d T-1' b S-8- b 6'-S b S-1- b 5-10' b 5'-0' b 5-6' b 2" x 3" x 0.045" Hollow T3" b S-W b 5-11' b 5'-T b 5'4' b S-1' b 4'-11' b 4'-9' b 4'-T b 2" x 4" x 0.050" Hollow 8.4' b T-W b S-0' bS-5' b9' 2b 5-10-b5'-8•b 5'-S b 53' b2" x 5" x 0.062' Halow 10'-9' b 9-11' b 8'-' b 8'4' b T-11' b T-7' b T3' b T-0' b S-9' b 2" x 4' x 0.046" S.M.B. 17-1' b 11'-Y b 9'-10- b 9'-C b 8'-11' b 8'-6' b 0'-2' b T-11- b T-r b 2" x 5' x 0.050" S.M.B. 14'4' b 13'4' b 11'-9' b I V-7 b 10'-7- b 4(r-7 b 9'-9' b 9'-5- b 9'-1- b 2"x 6"x 0.050" S.M.B. 15'-8' b 14'-6' bi IT-7' bi 17-10' b 1Y-2- bi 11'7b 11'-1- b 10'-8' b 10'-3- b 9'-11- b 2" x 2" x 0. 044' Snap T-1- b 6--7- b 5'-7 b 5'-10- ti S-6- b 53' b 5'-0' b 4'-10" bi 4'-B' b 4'-6- b 2" x 3" x 0. 045" Snap 8'-1' bi T-6' bi 5-11" b 1 5-7' b 1 53' b 1 5'-11" b S-9' b 5'-6' b S-3' b 5-1' b 2" x 4" x 0. 015" Snap 8'-9' b&-1' b I T-T bl T-1' bi 6-9' bi 6'-5' bi S-2' bl 5'-11' bi 5-9' b 5.6' b 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 above sports for total beam spans. 2. Spans maybe Interpolated. Table 3B.3.1-120 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For Screen Rooms Converted to or Typical Construction of Glass / Enclosed Rooms Aluminum Alloy 6063 T-6 For3secondw1ndnletat19n MPH velt,c! Tri Wary Load Width '1M a Purlln m V Spacing Sections T- 0' 1 X- 6' 1 4'-0" 4'-6' 1 5'-0" 1 51-6" 6'-0" 6'-6" 7'-0' T-6" Allowable Hel ht'H'/bendln b'ordefleetlon'd' 2" x 2' x 0. 044" with T-3' d 6'-10' d 6'-6" b 6'-2' b 5'-10' b S-T b 5'-4- b 6-1" b 4'-11" b 4'-g' b Snap Cap attached 1 1" x 2" x 0. 044' T-10' d TS' d T-7 d 6'-10' d 6'-7' b 6'-3' b 6'-0' b S-9' b 5-T b SS' b to Existing 2" x Y' 2" x 2" x 0. 044' T-8' d 9'-2' d 8'-9' b 8'3' b T-10' b TS- b T-1- b 6'-10- b 6'-7-b 6'4' b to Exlstl 2" x T 2" x 3" x 0. 045" 11'-T d 1g'-11' b 1 g'-Y b FT b T-1- b 8'-8' b 8'-4" b T-11' b T-8' b TS' b to Fx'I 2" x 2" 3" x 3" x 0. 093" S. Tube 10'-2" d 9'-0' d 9'3- d 8'-11' d 8'-T d 8'4' d 6'-1' d T-11' d T-8' d T.6' d 3' x 3" x 0. 093" 10'-11' d 10'S- d 9-11' d 9'-r d 93' d 8'-11' d 8'-W d 8'-6' d 8'3' d 8'-1" d to (1)1' x 3' x OAC Open Back 1 Load to 3" Direction 3" x 3" x 0. 093" 11'-8' d 11'-1" d I V-7' d 10'-2' d 9'-10' d 9'S' d 9'3" d&-I V d 8'-9' d 8'-r d to (2)1"x 3' x 0.44" Open Back Load to 5" Direction)* 3" x 3" x 0. 093' 173' d I V-8" d 11'-2' d 10'-9' d 10'4' d 10'-0' d 9'-9- d 9'-6" d 9'-3" d 9'-0" d to (1)1"x 3" x 0.44" Open Back Load to 3" Direction 3" x 3" x 0. 125" S. Tube 11'-2' d 1(r-T d 10'-i' d 9'-9' d T5- d W-l' d 6'-10' di 8'-7- d 8'-5- d 8'-2" d 77 3" x 0.125" Sq. Tube 11'-9' d 11'-2- d 10'-T d 10'4' d 9'-11' d T-8' d 9'4' d 9'-1' d 8'-11' d 8'-8' d to (1) 1"x 3" x OAC Open Back Load to 4" Direction 3" x 3" x 0.125" Sq. Tube 174' d 11'-9" d 11'3' d 0'-10' d 10'-5' d 10'-1" d 9'-10' d 9-7' d 9'4' d 9'-1' d to (2)1-x 3" x 0.44- Open Back Load to 5" Direction)' 3" x 3" x 0.125" Sq. Tube 13'-0' d 174' d 11'-10' d 11'S' d 1 111,8, 10'-V d 10'- 1' d 9'-10' d 9'-r d to (1)1"x 3" x 0.44" Open Back Load to 3" Direction 4" x 4' x 0.125" . Tube 14'-9' d 13'-11' d IT4' d 2'-10- d d 11-4- d 11'-1' Nots. Load assumed to be applied In the direction normal to the specified side. Spann may be Interpolated. 1- W W a tY O LL W inO F- ZZ KItt WZ Z W KOLLQ Z E MZ0 o iQ Z a Z2Q U_' O a pj IX Z W Lu WofW 0 Ofa aWJ W 0 W U W o O U) = U) CL CO Z In g S C7 NZ all o It O Q o N Nt coZ O n J C") LL ( L " 2 m iE W O x 2 ro LL d O O) Z, m mlLa o ft J m U > qb C c 42 La 3 m m F- v,5SHEETsocWU) 12A-12C oa- 12- 20 o OF 15 0 Z R W W Z 0Z W kZZ W mo r, Table 3B.1.1-130 Allowable Edge Beam Spans -Hollow Extrusions Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 130 MPH velocity; using design load of 32.2 #ISF (56.6 t#SF for Max Cantileverl x x .044` 2" x 2" x 0.055" Load Width (fl') Max Span V I (banding W or defl action 'd Load Width (fLI Max Span'U l (bendin W or deflection'd 1 & 2 Span 3 Span 4 Span Canaever 1 & 2 Spa 3 Span 4 Span Cantil ' er 5 T-9' d 4'-3' b 4'-1' b U-11' d 5 3'-11' d 4*4r b 4'-6" b 1'-0` d 6 7-6' b T-11' b T-9' b O'-10' d 6 T-9' d 4-3' b 4%1' b 0'-11' d 7 3'-3' b 3'-7' b T.6" b U-10' d 7 T-T b T-11' b T-10' b 0'-11' d 8 Y-O' b 3'-4' b T-3" b O'-9' d 8 Y-3' b T-8' b' 3'-7' b O'-10' d 9 Y-10' b 3'-2' b Y-1' b 0'-9' d 9 T-1' b T-6* b T4' b 0'-10' d 10 Z4' b 3'-0' b 7-11' b 0'-9' d 10 7-11' b 3'-3' b 3'-2' b 0'-10' d 11 7-7" b 7-10' b 7-9' b O'-8- d 11 Y-10' b 3'-2' b T-W b O'-9' d 12 YS' b 7.9' b Y-8' b 0'-0' d 12 7-0' b 3'-0' b Y-11' b 0'-9' d x -x 0.045" 3"x x0.0 0" Load Width (fl") Max Spa I (bendt b' or do action'd Load Width(ft) Max Span'L' I (bendin b' or deflection'dj 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Ca Ulever 5 4'-3' d 4'-11' b 4'-9' b 1'4r d 5 4'-9' d 5-10" d 5-11' b 1'-2' d 6 T-11' d 4'S' b 4'4' b O'-11' d 6 4'-6" d S-6' d 5'4" b 1'-1" d 7 T-9' b 4'-Y b 4'-0" b U-11' d 7 4'3' d T-Y b 4%11' b V-O' d a Y-6" b T-11' b T-T b 0'-11" d 8 4'-1' d 4'-10' b 4'-W b U-11' d 9 T3' b T-8' b T-6' b 0'-10' d 9 3'-11- d 4'-0' b 4%5' b 0'-11' d 10 T-1' b T-6' b TAb 0'-10' d 10 3'-9' d 4'4" b 4-2'b 0'-11' d 11 7-11' b T-4 b 3'-2' b 0'-1 D- d 11 3'-8' d 4'-l' b 3'-11- b 0'-11- d 12 2'-10' b 3'-Y b 3'-1' b o'-9- d 12 1 3'-6b T-11' b 3'-10' b 0'-10` d x x. 04 x4x.0 Load Width ( IL) Max Spa n'L' I (band! b' or deflection d) Load Width (it-) Max. S an'U I (bending'b' or 'dj 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Cantilever 5 5'- 2' b 6-9' b S-T b 1'3" d 5 6'-3' b 6'-11' b 6'-9' b 1'-8' d 6 4% 8" b 5'-3" b S-1' b 1'-2" d 6 6-W b 6'4' b 6'-2' b 1'-T d 7 4' 4' b 4'-10' b 4'-0' b 1'-2' d 7 5'-3' b 5-11' b 5'-W b V-6' d a 4'- 1' b 4'-T b 4'S' b 1'-1' d a 4'-11' b SS' b 5'4' b 1'S" d 9 T- 10" b 4'-3' b 4'-2* b 1'-1' d 9 4'-8' b S-Y b 5`4r b 1'4' d 10 3'- 6' b 4'-1' b S-11' b 1'-0' d 10 4'-5' b 4%11" b 4'-9' b 1'4' d 11 3'- 6 b T-11" b T-9- b 0'-11' d 11 4'-2' b 4'-8' 6 4'-T b 1'3' d 12 T4- b T-9" b 3'-T b 0'-11" d 12 4'-0' b 4'-6' b 4'4' b I IVr d 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 above spans for total beam spans. 2. Spans may be Interpolated. Table 3B. 1.2-130 Allowable Edge Beam Spans - Snap Sections & Hollow Extrusions Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 130 MPH velocity: using design load of 32.2 #ISF (56.6 #1SF for Max Cantilever) 2" x 2 x 0.044' Snap Extrusion 2 x 3 x 0.045" Snap Extrusion Load Width ( fl•) Max Span' L'I(bending b'or deflectlon'd Load n) MaxS an' L'I bend! Wordeflection'd 1 & 2 Span 3 Span 4 Span Cantllever 1 & 2 Spa 3 Span 4 Span Canti ever 5 ,. 4'- 2' d 4'-9' b 4'-7* b V-O' d 5 V-6' b 6'-2- b 5'-11' b 1'-5' d 6 '. T- 10' b 4'4' b 4'-2' b 0'-11' d 6 5`-0' b S4r b SS" b 1'4' d 7 T- T b T-IP b T-10' b 0'-11" d 7 4'-8' b S-3" b 5-0' b1'-3' d a T4' b T-9" b T-T b 0'-11' d 8 4'4" b 4'-10' b 4'-9' b 1'-7 d 9 T- Y b 3'-6' b T-Y b 0--10` d 9 4'-1' b 4'-7- b 4'S' b 1'-Y d 10 7- 11' b 3'-4' b 3'3' b 0'-10' d 10 3'-11' b 4'4' b 4'3" b 1'-1" d 11 2'- 10" b T-7 b 3'-1' b 0'-10' d 11 T-9' b I N-Y b 4'-0' b VA" d 12 7- 9' b 3'-0' b Y-11' b O'-9' d 12 T-T b 3'-11' b T-10' b 1'-0' d x 4 x na s on 3 x "x .D9Square s Load Width ( IL) Max. Span I (bending b' or deflection'd Load Width (M) Max Span' I:I (bending'b' or dellectlon'd' 1 & 2 Span 3 Span 4 Span Max. Cantilever 1 & 2 Spa 3 Span 4 Span Max' Cantilever 5 SS' b T-Y b 5-11' b 1'-9' d 5 6'-11' d 6'-7- d 8'-7- b 1'-9- d 6 5- 10' b 6'•6" b 54' b 1*4r d 6 6'-7- d 8'-1" b T-10' b 1'-7* d 7 5'- 5" b 5-1' b 5-10' b 1'-7- d 7 6'-3" d T-T b T-0' b1'S' d 8 S- 1' b 5'-8' b S-6' b 1'-W d 8 5'-11- d T4r b 6%9" b V-6! d 9 4'- 9' b 64" b 5-Y b 1'-5' d 9 5-9' d 5-T b 6'S' b 1'-S d 10 4'- W b S-1- b 4'-11' b V-5- d 10 6-6' d 6'-T b 6--1' b 1'4- d 11 4' 4' b 4'-1 D' b 4'-0' b 1'4' d 11 54' b 5-11' b 5-9' b 1'4' d 12 4'- Y b 4'-T b 4'-T b 1'4' d 12 S-2' b 5-g' b 546' b 1'-3' d 3" x 3" x 0.125" Square Extrusion Load Width ( R) Max. Span' L' I bendt W or deflectlon'd 1 & 2 Spa 3 Span 4 Span Cantilever 5 T- T d 9'S' d 9'-7* d 1'-10' d 6 T- Y d 8'-10' d 8'-11" b 1'-9' d 7 6-- 10` d S'S' d 8'3- b T-8- d 8 SS' d T-T b T-9" b 1'-7' d 9 6' 3' d T-T b 74' b 1'-6" d 10 VA" d T-Y b 8'-11' b 1'-6' d 11 SAO' d 5-10' b 6!-7'b 1'S' d 12 SS' d 6'-T b 6'4' b 1'-S" d 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 above spans for total beam spans. 2. Spans may be interpolated. Table 3B. 1.3-130 Allowable Edge Beam Spans - Hollow Extrusions For Screen Rooms Converted to Glass / Enclosed Rooms or Typical Glass Room Framing Aluminum Alloy 6063 T-6 For 3 second wind gust at 130 MPH velocity; using design load of 32.21#SF (56.61#SF for Max Cantilever) 2" x 2" x 0.044" wl Snap Cap Attached 1" x 2" x 0.044" to 2" x 2" x Existing x. Spa n'L' 1(banding W or deflactton'dj Load WWI (R) Max. Span' L' I (banding'b' or deflection'd') 2 Span 3 Span 4 Span Max' Cantilever 1 & 2 Span 3 Span 4 Span Max. Cantllever Tb 5'-Y b 4'-11' b 1'-2- d 5 5'-4" d 6'-0" b 5-10' b 1'4' d 2" b 4'-8' b 4'-6- b 1'-1' d 6 4'-11' b S-6" b S-4' b 1'-3' d 97- 10' b 4'4' b 4'-Y b 1'-0' d 7 4'-T b 5-1- b 4'-11" b 1'-Y d T b 4'-1" b T-11' b 0'-11' d 6 4'-T b 4'-9' b 4'-T b 1'-Y d 5' b 3'-10" b T-W b 0'-11' d 9 4'-0" b 4'-6' b 4'4' b 1'-1' d 3' b T-T- b T-6' b 0'-11' d 10 Y-10' b 4'-3' b 4'-1' b 1'-1- d 1" b Y-S b 3'4' b 0'-11' d 11 3'-a' b 4'-1" b TA V b 1'-o' d 11' b T4' b T-Y b 0'-10' d 12 Y-6- b 1 T-11- b T-T b 0'-11- d 2" x 2" x 0.044" to 2" x 2' x Existing Load Width ( ft.) Max. Span ' L'I(bending'b' ordafleetton'dj 1 & 2 Span 3 Span 4 Span Mom' Cantllever 5 6' 4' b T-Y b 5-11' b 1'-7' d 6 5- 10' b V-6- b 6'3" b 1'-6- d 7 S- S* b 6'-0' b 5'-19' b 1'-S d a S- W b 4r b S-5" b 1'S" d 9 4'- 9' b S4' b S-Y b 1'4' d 10 4'- T b S-0- b4'-10' b 1'3' d 11 4' 4' b 4'-10' b 4'-8' b 1.3" d 12 4'- 1- b 4--T b 4'S- b 1'3' d 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 above spans for total beam spans. 2. Spans may be interpolated. 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 bad of 322 #ISF Aluminum Alloy 6063 T-6 Single Self - Mating Beams Tributary Load Width 4'-0" 6'-0" 8'-0' 1D--0' 12'-0" 10.1 16'-0' 1 18'-0' 1 20`-V 22'-0' 24'-V 1 26-0" Allowable Span' Ul bending b' or deflection'd' 2" x 4" x 0.044" x 0.1 Or T-T bi S-Y b 6-4' b 4'-1 o" b I e-V b 4'-1' b T-9' b T-T b T-Y b T3" b 3'-1' bi 2'-11' b 2" x S' x 0.050" x 0.100" 9'4' bi T-7- b 6'-T b S-11- b 5'4- b 4'-11- b 4'-8" b 4'S' b 4'-2' b T-1 t' b T-10' b. T-8" b 2" x 6" x 0.050" x 0.120" 10'S' b 8'1' b T4' b 5-T b 6'-W b 5'-T b 5-Y b 4'-11' b 4'-6' b 4%Y b 4'3-•' b 4--1' b 2" x 7" x 0.055" x 0.120' xi 11' 3' b 9'-2" b T-11" b T-1" b 6'S" b 6 b S-8" b 54' b 5.0' b 4'-10' b 4'-T b 4'-5' b 2" x 8" x 0.072*0.224" 16'-8' d 13'-8' b I V-10' b 10'-7- b 9'3' b 8'-11" b 8'-S b T-11' b T-6' b T-Y b 6'-10' b 6'-T b 2" x 9" x 0.072" x 0.224" 1T-T b W-4' b 17-5" b IT-1" b 10`-Y b V-5* b 8'-10" b 8'-Y b T-10' b TS' b T-Y b 5-11' b 2" x 9" x O.OBF x 0.306" 18'-11' d 1 S-T d 14'-6- b 17-11- b 11--10- b 10--11- b 1o'J' b 9'-8' b 9'-2' b 8'-9" b 8'S' b 8'-l" b 0.092" x 0.369" 27-10' d 19'-11' d IT-W b 15-9" b 14'S' b IT-4' b12'' 6' b 11'-9" b 11'-2' b 10'-8" b 10'-2* b TV b Double Self - Mating Beams Tributary Load Width V-0' 1 6'-0" 1 8'-0' 1 10'-0" 1 12'-0" 1 IW-V 1 16'-0' 1 Ifr-V 1 20--0" 1 22'.V I 24'-0" 26-0' Allowable Span' U l banding W ordeflection'd' 2" x 8" x 0.072" x 0.224" 21'-0' d 18'4' d 15-8' d 14-11' b 13'-8' b 17-W 6 11'-10' b 11'-Y b 10'-T b 10`-1' b 9'-8' b 9'4- b 2" x 9" x 0.072" x 0.224" 23'-1' d 20'-2' d 1T-7- b 1S-9' b 14'4- b 13'4- b 12'S' b 11'-T b I VA' b 10'-T b 10'-Y b 9'-9" b 2" x 9" x 0.082" x 0.306' 24'-6' d 21'S' d 19'-0- d 18'-1' di 15-9- bj 10-6- bi 14'S' bi IT-8' bi 17-11- bi 175" bj 11'-10- bj 11'S' b 2" x 10' x 0.092' x 0.369' 28'-9' d 25'-1' d 22'-10' d 21'-Y di 19'-11' di 18'-10- bi 1T-8' bi 16'-W bi 15-9' bj 15'-1' bj 14'-S bi IT-10" b Note: 1. N Is recommended that the engineer be consulted on any miscellaneous framing beam that spans more than 40' 2. Spans are based an 130 M.P.H. wind bad 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 beam spans. 5. Spans may be Interpolated. Table 3B. 1.5-130 Allowable Spans for Ridge Beams with Self Mating Beams or Square Tubes For Glass & Modular Rooms For 3 second wind gust at 130 MPH velocity; using design load of 322 NISF Self Mating Sections Tributary Load Width'W' a Purlin Spacing S`-V I W-V I T-0' I W-V I T-0' I 10'-0' 1 11'-0' 1 IT Allowable Span V I bendtn 'b' or deflection'd' 2" x 4" x 0.044 x 0.1 Or T-T 6 1 6'-11" b V-5' b S-11' b S-T b 54- b S-l" b 4'A I' b 2" x 5' x 0.050' x 0.100' 9'4' b 8'-0' b T-10" b 7-4' b 6.11' b S-T b W-T b V.0" b 2" x 6' x 0.050" x 0.120" 10'S' b 9'S" b 8--9' b 8'3' b 79- b T-4- b T-0' b6'-9' b 2" x T' x 0.055" x 0.120' 11'3" b 10'3' b 9'-T b 8'-11- b S'S- b T-11- b T-T b 7-3- b 2" x 8" x 0.072" x 0.224" 1e-9' b 15-4' b 14'-Y b IY3' b 17.6' b 11'-10" b 11'4' b 10'-10' b 2"x9" x0.072"x 0224" 1T-T b IVA" b ICAO' b IY-11' b 13'-1' b 17-5ft b IV-10' b 11'4' b 2" x 9" x 0.082' x 0.310" 20'-T b 16'-9' b 1T4' b 1&3' b 15-4- b W-6" b 13'-Vr b I T-W b 2" x IV x 0.092" x 0.369" 24'-11' b 27-9' b 21'-1' b 19'-9' b 18'-T b 1T-8" b 15-10' b 16'-l' b Square Tubes Tributa Load Width 'W' a Purlin S acing 5'-0" 6--0' 9'-0' 10'-0' Allowable Span I bandln 'b' or deflection'cr ' 3" x 3' x 0.093" Square 5S' b 5-11" b 5'S' b S-2' b 4'-10' b 4'.7' b 4'-5' b 4'-2" b 3" x 3" x 0.125" Square 9'3' b 1 8'-6- b I T-10- bi T4- bl 6'-11' bj 6--T bi 1 5-3- b I S-11- b 1 Notes: 1. Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 130 M.P.H. wind bad requirements to the above upright sizes Increases tie strength so that additional framing Is not required. 2. Tables assume extrusion oriented with longer extrusion dimension parallel to applied bad. 3. Spans may be Interpolated. Table 3B. 2.1-130 Allowable Upright Heights, Chair Rail Spans or Header Spans For Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind gust at 130 MPH velocity: usina design land of 25.2 #ISF Sections Tributary Load Width'W' - Pullin Spacing 3'-0` 3'-6" 4'-0" 4'-6" 1 S-0' 1 S'-6' 1 6'-0' 1 6'-6" 1 T-0' T-6- Allowable Height W l bending b' or deflection 'd' 2" x 2" x 0.044" Hollow 5'-5' b 4--11- b 4'-8- bi 4.5- b 4'-2" b 7-11" b T-10' b Y-8- bi T-T b 7-5- b 2" x 2" x 0.055' Hollow 5-4- b 5'-10' b 5'-6- bi 6-2" b 4'-11- b 4%.W b 4'-6' b 4'-4- b 4'-2- b 4'-0' b 3" x 2" x 0.045" Hollow 6'3' b 6'-2- b 5-10' b 5'-6' b S-Y b 4'-11" b 4'-g- b 4'4. b 4%T b 4'-3- b 3" x Y x 0.070' Hollow T-9- d T-4' d&-I I' b 5S' b 7-2- b 5'-11- b 5748' b 5.5- b S-3- b 5--1' b 2- x 3" x 0.045" Hollow 5-0" b5-2' b S-9- b SS' b S-Y b 4'-11- b b 4%6' b 74' b 4'-0' b 2" x 4- x 0.050" Holbw Fro b T-1- b 6'-8" b 5J' b 5-11- b 3-8' b S-5- b S-Y b S-0' b 4'-10' b 2' x 5" x 0.062" Hollow 9'-I' b 9'-Y b 8'-7' b 8'-1' b T-8' b 7 4' b 6'-11' b 6'-9' b 6'-6' b S-3' b 2' x 4' x 0.046' S.M.B. 11'-2- b 10'-4- b 9'-8' b 9-1" b V-8' b 8'-W b T-11' b T 7' bT4' b T-1' b 2 x 5 x 0.05V S.M. . 13 b 12'-4" b 11' b 1 -10' b 10'3 b llr b 9'-5 b 4' b 8' ' b fr-5 b 2' x 6" x 0.050' S.M.B. 14'-6' b IT-5' b 12'-7- b 11--10' b IV-3' b 10'-8' b 10'-Y b 9'Qr b 9'-6' b 9'-Y b 2" x 2" x 0.044" Snap 6'-7- bi 6--1' b 5'-8' b 5'4' b&-1' b 4'-10' b 4'-6' b 4'-6' b 4'4' b 4'-2' b 2` x 3' x 0.045" Snap T-6' b 5-11' b 5.6' b 5-1- b S-9' b 5'-W b 5J' b S-1' 6 4'-11- bi 4'-9' b 2" x 4" x 0.045" Sna T-1' bi T-6- bi 6'-11' b S-T b 6J' b 5'-11' b 5'-8' b 5-6' b S-0' b64' b 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 above spans for total beam spans. 2. Spans may be interpolated. Table 3B. 3.1-130 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For Screen Rooms Converted to or Typical Construction of Glass! Enclosed Rooms Aluminum Alloy 6063 T-6 For3e nnA winA nne ln uou.."r""rw"...r""w"-""•_-. _. ne .. u... Tributary Load Width W'=PurIlnS aein Sections 3'- 0" 3'-6' 4'-0' 4'-6" V-O*S' SU6'-0" 6'1" T-0" IT-0" Allowable Height ' H' l bendin b' or deflection'd' 2" x 2" x 0.044" with 6'-10' d 6'-5' b 6'4r b 5'-8' b 5'-5- b 5'-2- b 4'-1 P b 4'-9' b 4'-7- b 4'-5- b Snap Cap attached 1 1" x 2" x 0.044" T-5' d T-l' d 6'-T d 6'S' b I- b 5'-10' b 5'-7- b 5'4- b S-Y b 4'-11- b to Exists 2" x Y 2' x 2" x 0.044" 9'-Y d 8'-7' b VA" b T-T b T-Y b 5-10- b 6-7' b 6-4- b 6--l' b 5--11- b to Existing 2" x 2" 2" x 3" x 0.045' 0'-10' b 10`-1' b 9'-5' b 8'.11' b 8'S' b 8'-0' b T-8' b TS' b T-1' b 6'-11" b to Exists 2" x 2" 1 3' x 3" x 0.093" S. Tube 9'-0' d 9`-2'd 8'.9' d 8'-S d 8'-Y d T-11" d T-8- d T-6- d TJ' d T-Y d 3" x 3" x 0.093" 10'S' d 9'-10' d 9%5" d 9'-l' d 8'A' d 8'-6' d 8'-W d 8'-0' d T-1g' d 7'-8" d to (1) 1" x 3' x OA4' Open Back 1 Load to3" Direction 3" x 3" x 0.093' 11'-0' d 10'-6" d 10`-0' d g'S" d 9'4' d 9'-0' d 8'-9' d V-6' d 8'4' d 8'-2' d to (2) 1' x 3' x OA4" Open Back Load to 5' Direction . 3" x 3" x 0.093' 11'-8' d I V-1" d W-T d 10'-7 d 9'-1D- d 9'S' d 9'-3' d 8'-11- d 8'-8" b 8'-5" b to (1) 1' x 3" x OA4" Open Back Load to 3" Direction . 3' x 3" x 0.125"Sq. Tuba 1 O'-T d 110'-0' d 9'-7' d 9'3' d 8'-11- d 8'-8- d d 8'-2- d T-11- d T-9- d 3" x 3" x 0.125' Sq. Tube I V-Y d 10'-7' d 10'-2' d 9'-9- d 9'S- d T-Y d 8'-10' d 8'-8- d 8'-5- d 8'-3- d to (1) 1' x 3' x 0.44" Open Back Load to 4" Direction)- 3" x 3" x OA25' Sq. Tube 11'-9- d 11'-Y d 10'-8` d 10'3' d 9'-11" d 9'-7- d 9-4- d 9--l' d 8'-10' d 8'-8- d to (2) 1' x 3' x 0.44' Open Back Load to 5" Direction 3' x 3" x 0.125" Sq. Tulle 174' d 11'-9' d 11'3' d 10'-9' d 10'-5" d 10'-l' d 9'-10- d 9'-7' d 9'4- d 9'-1- d to (1) 1" x 3' x OA4" Open Back Load to 3" Direction 4" x 4" x 0.125" Sq. Tube IT-11- d 13'3- d 1Y-8- d 17-2- d I I79" d 11'S' d 11;1' d 10'-9' d 10'-6' d 10'-3' d Load assumed to be applied In the direction normal to fhe specified side. Spans may be interpolated. 0 Z WW n. KO U. Wm OO Z XW WZ9Z WccO. LLM N J Lam^ LL r` E tZ In ammu C/D 4--t m U t,1. 3 = ; m - J o rat o M r_ 00 t---" L. 10 ry 1 N wa x' t0 c^ LL4- r rU id ^ NJ b _ J .O M co W iW F- J OW Z o N CO U r Z E Q F 0 O n- Z V5 Cl) W W W W w In a. W J W a no W cU 2 c O LL t7U) = Z Lo t) (L 0 aJ M Urcam) e0 Z `- c K O aLL NO r r- n qk ( D L- w M t 1 I ( 9 &M X iL W O LL J r av c U COO r a) JQ a UJ -a 9a oo J aD C > 0 m d m r H KfG!.! Ot70 Z W oSHEET ul J O Q Z LLl W W 12A-130 9 Z W 15 08-12- 2010OF0 Tablo 3B.1.1-140 Allowable Edge Beam Spans -Hollow Extrusions Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind qust at 140.1&2 MPH velocity: usinq deslon load of 37.3 #ISF (65.7 #ISF for Max. Cantileverl 2" x 2 x 0.044 2" x 2" x 0.055" Load Width (it-) Max. Span'L' banding b• or do actlon'd Load Width (ft) Max. Span'U I (banding W or deflaatlon'd 1 & 2 Span 3 Span 4 Span Cant ever 1 & 2 Span 3 Span 4 Span Cantilever 5 S-7" b S-11" b TAG" b 0'-10- d 5 T-9' d 4'-4' b 4'-2" b r-11' d 6 3.3- b 3•-T b 3'-6- b g'-10' d 6 Y-6' b 3'-11' b 3'-10" b a-10' d 7 7-11" b 3'4' b T-3' b 0'-9' d 7 3' -W b 3'-8- b 3'S' b 0'-10" d 8 7-10" b T-2" b 3'-0" b 0'-T d 8 3'-l" b T-5' b T-4" b 0'-T d 9 Z4r b 7-11- D 7-10• b 0'-9' d 9 7-11' b T-3" b 3'-1' b U-9" d 10 7S' b 7-10" b 74' -b 9-8' d 10 7-9' b T-1' b 7-1T b 0'-9' d 11 7-5' b 7-8' b 2'-T b 0'-8' d 11 7-T b 7-11' b 7-10- b 0'-9- d 12 2'3' b 7-T b 2--6- b 0'-W d 12 2N b 7-9" b 7-8• b 0'-8" d x x .04 3 x x 1.0 0 Load Width (ft.) Max. Span L'/(bending b' or deflection'dj Load Width (ft.) Max. Span'U I(bandin b• or defloction'd') 1 & 2 Span 3 Span 4 Span CanDlx. 1 & 2 Span 3 Span 4 Span C. Maxnfi. er 5 4'4r d 4'4* b 4'-5' b 0'-11' d 5 4'S' d S-T d 5'S" b VA" d 6 T-9' b C-2- b 4'-0- b 0'-1 T d 6 4'-3" d 5'-2" b 4'-11" b 1'-1' d 7 Y-Y b VAG' b 3'-9' b r-11' d 7 4'-0' d 4'-T b 4'-T b 0'-11" d 6 T-W b T-T b T6' b U-10' d 6 3'-10' d 4'S' b 4'-4" b V-11" d 9 3'-0" b T-W b 3'-3' b 0'-10' d 9 T-9' d 4'-3" b 4'-1' b 0'-11' d 10 7-11" b T3' b 3'-1" b Ot-9" d 10 T' 6 T-1 I' b T-10' b 0'-11' d 11 7. b 1 3'-l' b 7-11' b 0'-9- d 11 3'-5' b T-10' b 3'-8- b 0'-1D' d 12 1 7-8" b 1 7-11- b 7-10' b 0'-9' d 12 T3- b 3'-W b T-W b 0'-10" d 2" x 3" x 0.045" Y x 4" x 0.050" Load width ( ft.) Max. Span 1' I bendin b' or deflection'dj Load IL) Max. Spa n'I:I(bonding 'b' or deflection'd 1 & 2 Span 3 Span 4 Span CantileverWidth 1 & 2 Span 3 Span 4 Span Carta Max. 5 4'-9' b 5-4- b S-Y b 1'-3' d 5 5'-I(r b SW b 6'3" b 1'-7" d 6 4'-0' b 4'-11" b 4'-T b 1'-7 d 6 S-4' b 5.11' b 6-9" b 1'S' d 7 4'-1' b 4'-6- b 4'-4" b 171" d 7 4'-11- b S-6- b 5--4" b 1'-5- d 8 3'-9' b 4'3" b 4'-1' b 1'.1' d 8 4'-T b S-l" b 4'-11" b 1'4" d 9 3'-T b T-11" b TAW b V-T d 9 4'4" b 4'-10' b 4'-8' b 1'4" d 10 3'S' b 7-9' b T-8' b YAV d 10 4'-1' b 4-7-b 4'.5' b 1*-3* d 11 3-3; b 3'-T b 3'-6' b 0'-11• d 11 3'-11' b 4'4' b 4'-3- b 12 3'-1- b 3'-5' b 3'4' b 0'-11- d 12 3'-9' b I 4'-Y b 4'-1" b 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 above spans for total beam spans. 2. Spans may be Interpolated. Table 3B.1.2440 Allowable Edge Beam Spans -Snap Sections & Hollow Extrusions Glass & Modular Rooms Aluminum Alloy 6063 T-6 Tor 3 second wind gust at 1404&2 MPH veloelty: using desgn load of 372 #NSF (65.7 #ISF for Max. Cantiieverl 2 x 2" x 0.044" Snap Extrusion 2" x 3 x 5 na slop Load Width ( It) Max. Span L'f bendin Wor d affection djLoad Width (It.) IL Max. Span'L•/(bendin Wor denection'd' 1 & 2 Span 3 Span 4 Span Co Max. 1 & 2 Spa 3 Span 4 Span Cantl ver 5 T- 11" b 4'S b 4'-T b 17-11' d 5 S-1' b 6-9' b 5'S' b 1'4' d 6 3'- T b T-11" b T-10' b 0'-11- d 6 4'-8' b 63' b S-1' b 1'3' d 7 T4' b T-W b 3'-T b 0'-11' d 7 4'4' b 4'-10' b 4'-W b T-T d 8 3'- 1' b T-W b T4- b V-10' d a 4-1' b 4'-W b 4'4" b 1'-2' d 9 7- 11' b T-3' b 3'-Y b 0'-10" d 9 T-10' b 4'-3' b 4'-l" b 1'-1- d 10 7- T b T-1" b 7-11' b 0'-9' d 10 T-T b 4'-1' b T-11' b 1'-1- d 11 7- 6" b 7-11' b 7-10' b 0'-9' d 11 3'S' b 3'-10' b 3%9" b 1'4' d 12 7S' b 7-10' h 7-9' b 0'-9" d 12 3'.4 b 1-1 b T-T b 0'-11' d x 4" x .045Snap Extrusion 3" x 3 x 0.1 uare slon Load Width ( it) Max. Span' L' / (bendin b' or deflection'd Load Width (ft) Max. S n 1' I (bendin 'b' or defleclion'd' 1 & 2 Spa 3 Span 4 Span Cantilever 1 & 2 Spa 3 Span 4 Span Cantl ver 5 5'-11' b 6'-8' b 6' Y b 1'-8' d 5 V-8' d 8'3' d 7'4I' b 1'-8' d 6 SS b S-1' b 5-10' b 1'-T d 6 53" d T-W b T-3- b V-6- d 7 5'-T b S-T b SLY b 1'S' d 7 5`4 V d 6'A b 6'-9' b 1'-5' d 8 4!-W b 53" b S-1' b 1'S' d a S-6" d 6'S" b 6'4' b 1'-S d 9 4%5" b r-11' b 4'-9' b 1'4' d 9 5'S' d 6'-2' b 5'-11' b T-4V d 10 4'-Y b 4'$ b 4'-T b 1'4- d 10 S-3' b 5-10" b 5-8' b 7'4' d 11 4'-0' b 4'S' b 4'4' b 1'-3' d 11 4'-1 T b S-T b 64' b 1'3' d 12 3'-10' b 4'4' b 4'-Y b 1'3- d 12 b 54' b S-Y b 1'-3' d 3' x 3" x 0.125" Square Extrusion Load Width (ILI Max. Span 'L' 1 bendin Wor deflection 1 & 2 Span 3 Span 4 Span Ca Max. ntilever 5 73" d8'- 11' d 9'-1' b 1'-9' d 6 6'-10" d 8'-5- d 8'4- b 1'-W d 7 SS d T- 11" b T-8" bjl'-rd8 6-Y d TSbT-Y b9 5-11' d T-0' b T-9' b10 S-9" d 6'-W b 6'S' b11 S-T d 6'-0' b 6-Y b12 S-S d S-T b 5-10- b 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 above spans for total beam spans. - 2. Spans may be Interpolated. Table 3B.1.3- 140 Allowable Edge Beam Spans - Hollow Extrusions For Screen Rooms Converted to Glass / Enclosed Rooms or Typical Glass Room Framing Aluminum Alloy 6063 T- 6 For 3 second wind gust at 140.1&2 MPH velocity; using design load of 37.3 #ISF (65.7 #ISF for Max. Centileverl 2" x 2' x 0.044' wl Snap Cap Attached i"x Yx 0.D44'to 2"x2"x Existing Load Width (fL) Max. Span' L'/(banding ' b' or deflection'dj Load Width 1R) Max. Span ' L'/(banding ' b' or deflaetlon'dj 1 & 2 Span 3 Span 4 Span Cantim var 1 & 2 Span3 Span 4 Span Ca U ver 5 4'-T b 4'-T b 4'-7- b 1'-1- d 5 S-T b 5'S' b 1'-3- d 6 T-11" b 4'-4' b 4'-Y b 1'4" d 6 S-7" b 4'-11' b 1'-2" d 7 T-T b 4'-W b T-11" b 0'-1 I' d 7 4'-9- b 4'-T b 1'-1' d 8 T4" b T- 9' b 3'-8" b 0'-11' d 8' F11 4'-5' b 4J' b 1'-7' d 9 3•-Y b T-T b 3'-S' b Y-11' d 9 4'-Y b 4'-T b 1'-0" d b 3-4' b 3-3' b 0'-10' d 1 D T-11' b T-10' b 0'-11' d 11 7-10" b T-3' b 3'-1" b 0'-1g• d11 T-9- b 3'48: b 0'-11' d 12 1 P'-g" b T-1- b 2'-11- b O'-10" d 12 T-3" b 3'-7- b 3'S" b 0'-11" d 2"x2"x0.044' to Yx Yx Existing Load Width (IL) Max. Span' L' I ( bending'b' or deflecllon'dl 1& 2 Span 3 Span 4 Span Max' Cantilever 5 541' b 6'- T b S-S' b 1'-T d 6 5'-5' b 6'-1' b 5-10" b 1'-5' d 7 5-0- b 5'-T b S`-S` b V-5- d 8 4'-8" b 5'3' b 5'-1' b 1'4' d 9 4'-5' b 4'-11- b 4A" b 1'3' d 10 4'-2" b 4'-8' b 4'-6" b 7'-3" d 11 T-11' b 4'S' b 4'4- b 1'-2" d 12 7-10" b 4'3" b 4'-2- b I 1'-Y d 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 above spans for total beam spans. 2. Spans may be interpolated. Table 3B.1.4- 140 Allowable Spans For Fourth Wall or Miscellaneous Framing Beams for Glass & Modular Rooms For 3 second wind gust at 140-1&2 MPH velocity; using design load of 37.3 #/SF Aluminum Alloy 6063 T- 6 Single cams ting Beams Tribetery Load Width 4'- 0" S-0" 8'-0' 10'-0' 12'-0" 14'-0' 16'-0" 1 18'-0" 1 2D'4- 22'-0" 24--0" 26-0" Allowable Span I! I bending W or deflection'd' 2" x 4- x 0.044" x 0.100- T-0' bi 6-9" b 4'-11' b 4'S' b 4'-l' b 3'-9' b T-6- b T4- b 3'-2- b 7-11- b 7-10' b 7-9- b 2" x 5" x 0.050" x 0.70D" 8'-7' b T-0- b 6'-l' b SS' b 4'-11' b 4'-T b 4'4- b 4--1' b T-10' b 3'-8- b T-6--b 3'4- b Y x 6- x 0.050" x 0.120- 9'-7- b T-10- b 6'-10" b 6'-1" b 5'-7- b S-Y b 4'-10" b 4'-6• b 4'4- b 4'-1' b T-11- b T.9' b 2" x 7-x 0.055" x 0.120" 10'S' b 8'-6" b T4" b 6'-T b 5-0" b S-T b 5-2' b 4'-11' b 4'-8' b 4'S' b 4'3' b 4'-1' b 2" x 8' x 0.072" x 0.224" 15'S' b 17-8' b 10'-11' b T-10" b 6'-11" b 8'-3• b T-9- b T4- b 5-11" b 6'-T b 6'4- b 6--1' b 2" x 9" x 0.072" x 0.224" 16'-3- b IT-3- b 117S' b 10'3' b 9'-5' b 8'-8' b 8'-2* b T-W b T-3' b&-11' b 6'-8- b 6'-S b 2" x 9" x 0.082" x 0.306' 18'-1" d 15'S- b 13'S' b 1Vr b 10'-11• b 10'-2" b 9'S' b 8'-11" b 6'-6' b a'-1' b T-T b T Y b 2" x 10' x 0.D92" x 0.369" 21'-9' d 76'-10' b 16'4' b 14'-7- b IT-4* b 174" b 1 T-6* b Vr-1 D" b 194' b 9-10- b 9'S' b 9--1' b Double Self -Mating Beams Tributary Load Width 4-- 0' S-0" 8'-0" 10.0' 1r-0" 14'-0" IF0- 1 18'-0' 1 20'-0" 1 22'-0' 1 24'-0" 1 26-0' Allowable Span'L' 1 bending V or deflection'd' 2" x 8' x 0.072" x 0.224" 2V0" d 1TS' di 15S' b 13'-10' b 17-W b 11'A" b 10'-11- b 10'4- b 9'-10- b 9'4' b 8'-11' b 8'-T b 2" x 9' x 0. 072" x 0.224" 21-11- d 18'-9' b 16'-3' b 14'S b 13'3' b 17J' b 11'-0' 6 10'-10- b 10'J' b 9'-10- b 9'-S b 9'-0- b 2' x 9' x 0. 08Y x 0.306" 23'4" di 20'S' di 18'S" di 16'-11' bi 1 SS" bi 14'4- bi IT-5- bl 12'-W bi 17-0' b 11'-5- bi 10'-11- bi 117-6" b 2" x 10' x 0. 092' x 0.369' 2T4- di 23--11' di 21'-9' di 20'-21 d 16'-10" b 1TS' bi 16.4- bi 15'S" bi 14'-7- b l T-11- 6 13'4' bi 17-10- b Note: 1. It Is recommended that Ute engineer be consulted on any miscellaneous framing beam that spans more then 4(Y 2. Spans are based on 140A & B M.P.H. wind load plus dead load for framing. 3. Span Is measured from center of connection to fascia or wail connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 5. Spans may be Interpolated. Table 38.1.5-140 Allowable Spans for Ridge Beams with Self Mating Beams or Square Tubes For Glass & Modular Rooms For 3 second wind gust at 1404&2 MPH velocity, using design load of 37.3 #/SF Self Mating Sections Tribute Load Width W - Purtln S acing S-0' 6'-0' T- 0" 8'-0' 9•-0• 10•-0" AilowableS n'121 Ing Wor deflection d' 2' x 4" x 0. 044 x 0.1 DO" T-0' b SS" b 5-11- b I S-T b 5'-0' b 4'-11- b 4'-9- b 4'-T b 2' x S" x 0. 050" x 0.100- 9'-8- b 7-11• b T4- b T-10- b 6'S b VA" bM6-b S-T b 2" x 6" x 0. 050" x 0.120' 9'-W b 8'-10" b 8'-2" b r4r b T-Y b 6'-10" b 6'J' b 2• x 7" x 0. 055" x 0.120' 10'S' b 9'-T b 8'-10' b 6'J" b T-10' b TS' b S-9- b 2" x 8" x O. OTY x 0.224" 15-T b 143" b IT-2' b 12W b 11'-T b I I'-w b 10'-1' b 2• x 9" x 0. 072" x 0.224" 1S4" b 14'-11' b 13'-10' b 17-11' b 17-Y b I V-T bV10*-rb2' x 9" x 0.082" x 0.310" 19'-1" b 1T-5" b 16'-Y b 15-1' b 14'3- b IT-6- b2"x I D" x 0.092" x 0.369" 23'-2' b 21'-Y b 19'-T b 18'4' b 1T-0' b 16'S' b Tubes Tdbula Load Wldti ?%Purtln S aclnSquare 5'-0' S-0' T-0' 8•-0" 9'-0" 10'-0" 11'-0" fleetion'd'3"x3'0. 093'S uare b SS' b S-1' b 4'-9' 6 4'-8' b 4'-3' 4'-7' b3" x 3' x D.125' S uare 8'-T b T-10' b T-Y b 6'-10' b 5S b 6.1- b 5'-10' b Notes: 1. Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 140.1&2M.P.H. wind load requirements to the above upright sizes Increases the strength so that additional framing is not required. 2. Tablas assume extrusion oriented with longer extrusion dimension paraffel to applied bad. 3. Spam may be Interpolated. Table 3B.2.1-140 Allowable Upright Heights, Chair Rail Spans or Header Spans For Glass & Modular Rooms Aluminum Alloy 6063 T-6 For 3 second wind ausl at 140A & B MPH velocity: usino dasinn lead f 74_a rr/9P Sections Tribute Load Wldth'W'= Pudln Spacln T-0" T-6" 4. 0" 4'-6" S-0" 5'•6' 6'-0" 6'•6' 7'•0" Allowable Height 'W / bendingb or deflection'd' 2" x 2" x 0. 044" Hollow 5-4" b 4'48' bi 4'4" b 4--1' bi T-11- b T-W b 3'-6- bi T-5- b 3'-3- b T-Y b 2' x 2" x 0. 055" Hollow S-10" b 5'S" b S-7' b 4'-9" b 1 4.7" b 4'-4' b 4'-2- b 3'-11" b 3'-10" b T-9- b 3' x 2" x 0. 045" Hollow 6-2' b 5'-9" b S-S' b S-l' bi 4'-10' b 4'•T b 4'S' b 4'-3- b 4--l' b 3'-11' b 3" x 2" x 0. 070" Hollow T-5" d 6'-10' b 5-S b 6'-0' b 5--9" b V-6- b 5J' b S6" b 4'-10' b 4.4r b 2" x 3" x 0. 045" Hollow 9-2• b 5-9" b 54" b S-1- b 4.9" b 4'-7-b 4'-4" b 4'-Y b 4'-1' b 3'-11' b 2" x 4" x 0. 050- Hollow T-1' b 6'-T b 6-2- b 5-10- b S-6- b 5'-3- b 3CF b 7-10- b 4'7b 4'S' b 2' x 5" x 0.06Y Hollow g'-Y b 8'-W b T-11' b TS' b T-1' b 6'•9' b S-W b 6'-3" b T-0' b 5'-10' b 2" x 4' x 0.046 S.M.B. 10'4- b 9--7- b 8'-11- b 8'S' b 8'-W b T4r b T-4' b T-0' b 6-9' b 6'S- b 2' x 5' x 0.050" . S.M.B. 174' b 11'-5' b 10'-W b IVA" b 9'S" b 9'-1' b 8'4r b 8'-4' b S-l" b T-T b 2" x 6' x 0.050" S. Be 13'S' b 17-5" b 11'-0' b 10'-11' b 10'W b FI ' b 9'-6' b 9'-Y b 6'-10- b 8 -6' b 2' x 2' x 0.044" Snap 6'-1' b S-8" b 6-3' b 4'-71' b 4'-9- b 4%6' b 4'-4' b 4'-Y b T-11' b 3'-10' b 2" x 3' x 0.045' Snap 5-11' b 5-5' b 5-11' D S-8• b 5'-4' b 1 5-4 D 4'-11' b 4'-8- b 4'-6- b 4'-5- b 2" x 4- x 0.045" Sna TS' b 6'-17' b 6'S' b S-1' b 5'-9' b S-6' b 5J' b 5'-1' b 4'-11' b 4'-9' b Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spare for total bean spans. 2. Spans may be Interpolated. Table 3B.3.1-140 Allowable Upright Heights & Chair Rail Spans - Hollow Extrusions For Screen Rooms Converted to or Typical Construction of Glass / Enclosed Rooms Aluminum Alloy 6063 T-0 For 3 second wind oustnt 14r1 MPH -o i area Tribute Load Wldth'1M - Partin S cln Sections 3'-0" 3'6' 4'- 0" 4'S" 5'-0' V-6' 6'-0" 1 61-6" 1 T-0" 7*-6" Allowable Hei ht 'H• I bendin w or cietiectlon w 2" x 2" x 0.044" with 6'-5" b 5'-11' b S-T b 5'3' b 4'4 V b 4'-9' b 4'-7' b 4'-5" b 4'-3- b 4'-1' b Snap Cap attached 1 1" x 2" x 0.044" T-7" d 6'-9' d 6*4' b 5'-11' b 5'-8" b 5'S' b 5'-2• b 4%11" b 4'-9• b 4'-7' b to Existin 2" x 2" 2" x 2' x 0.044" 8'-W b T-11' b TS' b T-l' b 6'-W b 6'4- D 5 -1' b 5'-10' b 5'-8' b S-5' b to Existing 2" x 2' 2" x 3" x 0.045 10'-1' b 9'4" b 8'-9" b 8'3' b T-10' b TS' b 77 b 6'-10- b S-T b 6'S' b to Existi2" x 2" 3" x 3" x 0.D93" S. Tube 9'-2- d 8'-9- d 6'4" d 6'-0" d T-9- d 7- d 74' d T-1- d 6'-11" d T-9- d 3' x 3" x O.D93" 9'- 11' d 9'-5' d 6'-11' d 8'-8' d 8'4' d 8'-1' d T-10' d T-Wd T-S d T-3" d to (1)1"x 3" x 0. 44" Open Back Load to 3" Direction 3' x 3" x 0.093" 7g' S' d 9%11" d 9-6' d 9-Y d 8'-1 D' d 8'-T d 8'-4' d 8--1' d T-11" d 7-9- d to (2)1' x 3' x 0. 44" Open Back Load to 5' Direction ' 3" x 3" x 0.093" I VA" d 70'-W d Ur-l" d 9'-8' d 9'4' d 9'-1' d 8'-W b 8'4' b&-1' b T-9' b to (1)1' x 3" x 0. 44' Open Back Load to 3" Direction 3' x 3" x 0.125' S. Tube r-1' d 9'S' d 9'-2- d 8'-9- d 8'S' d 6'-2- d T-11' d T-9- d TT- d 3" x 3' x 0.125" Sq. Tube 10'-8' d 10'-l' d 9'4r d T-W d 8'-11' d 6'-8' d 9'-5 d 8'3' d Fir d Mir tl to (1) 1' x 3" x 0. 44" Open Back Load to 4" Direction' 3' x 3" x 0.125" Sq. Tube 11'-2" d 10'-T d 10'-Y d 9'-9" d 9'-5- d 9--1' d 6'-1g' d 8'-7- d 8'-5" d 8'-3" d to (2)1" x 3" x 0."' Open Back Load to 5' Direction 3" x 3' x 0.125' Sq. Tubs 11'-9" d 17'-Y d 10'-8• d 10'3' d 9'-11' d"9r-7r9'4' d 9'-1' d 8'-10' b 8'S• b to (1)1" x 3' x 0. 44' Open BackLoad to 3" Direction xD.125" S . TubeN13'3" d 17-T d 17- 1" d 11'-7" d 11'-2' dg'-6' ors. Load assumed to be applied In the direction normal to the specified side. Spam may be Interpolated. 7 FZ C J D a O U3 Q Lu o O Z N Z2 U Q zfnO w W m w J t7 W LLJ as 0 W 0 Co o0 F- U W LL 06 = CL Im C9 W G CV m z C Z Q p O JQ LLN Nf 0 O n io JtY M chiLL W U. 1 ( W 2 LL 0 J O Q a) a C 0) m ^ U.j N N L ri oc 0- p SHEET JL`u 12A-14( U) 08-12- 2010 OF 15 a 0 O fY O O Z WWWZ0 ZW zZWto RE Table 3BA Schedule of Post to Beam Size Thru-Bobs @ L-D+K" 1/4'0 3f8'® Beam Size Minimum Post Size Minimum Knee Brace• Min. # Knee Breee Screws Beam Stitching Screw 24" O.C. 2" x 4" Hollow 3• x 3' 2 Y x 3• 3 #8 8 Self Mating Beams 2"x4' 3"x3• 2 2"x3' 3)48 8 2"x5' 3"x30 2 2'x3• 3 #8 a 2"x6' 3•x3• 2 2•x3' 3)#10 10 2"x7' 3"x3" 2 2 2x3' 3 #10 10 2"x8• 3•x3• 3 2 Yx4' 3 #12 12 2"x9"L 3'x3" 3 3 2"x5• 3)#14 14 2"x9"H 4•x4" 4 3 rx6' 4 #14 14 2'x10" 4•x4• 5 4 rxr 6 #14 14 Double Sett Mating Beams 2 2•x8" 41x4' 6 4 1 2x4' 8 #14 14 2 Yx9' 4•x4' 1 6 4 2"x6• 8)#14 14 2 2'X9' 4"x4' 1 B 6 Yx6" 8 #14 14 2 2"x10" 4"x4' 10 a rxr 10 #14 14 The minimum number of thin bolts Is (2) Minimum post / beam may be used as minimum knee trace Note: Minimum stitching screw sparing Is 24' o.c. except for 2• x 9• and 2" x 10• which is 16" o,a Knee Brace Min. Length Max. Length 2' x 2' x 0.044• 1'<• 7-0" 2• x 2' x 0.055• 1•-4" Z-O. 2• x 2' x 0.093• 1'-4• 7-0' Y x 3• x 0.050' 1'S' 75' rx4 x0.0N. Table 3B.5.1 Allowable Spans for Industry Standard Composite Roof Panels for Various Loads for 3" Modular Rooms Aluminum Alloy 3105 H44 or H•251.0 EPS Core Density Foam 3" x 48" x 0.024" Panels . 3" x 48" x 0.030" Panels wind Region MPH Enclosed Overhang Cantilever All Roots Wind Region MPHhspan/ Enclosed Overhang Cantilever All Roofs 1&2 span /load• 3 span/load• 4 span/load• 2 load• 3 span/load• 4 span/load• 100 10'-0" 27.0 11'-2" 27.0 10'-10' 27.0 4'-0• 45.0 100 27.0 15'-l' 23.0 17-9• 27.0 4'-0" 45.0 110 9'-2 36.0 10'-2• 32.0 9'-10" 32.0 41 55.0 110 32.0 111- 32.0 11'-8" 32.0 4'-0' 55.0 120 B'-4' 439'-4' 43.0 9'-0• 43.0 3'-5' 65.0 120 39.0 11'-1' 39.0 10`4r 39.0 4'-0• 65.0 123 B'-2' 45.4 9'-1' 45A 8'-9' 45.4 3'-4" 68.6 123 45A 10'-9" 40.8 10'-5• 40.8 4'-0• 68.6 130 T-8' 51.0 8•-r 51.0 FT 51.0 3'-1' 77.0 13D 51.0 10'-2" 45.0 9'-10' 45.0 4'-0• 77.0 140-1&2 T-r 59.0 T-11" 59.0 T5'S9.0 7-11' 89.0 140.1&259.0 w-5' Sg.O 9'-1' 59.0 3'S' 69.0 ISO 6'-8' 168.0 T-5- 68.0 T-2' 68.0 2'-9• 102.0 150 T-10' 68.0 8'-9• 68.0 8'-6' 68.0 3'-3' 102.0 Note: Total roof panel width - room width +wall width + overhang. Table 3B.5.2 Allowable Spans for Industry Standard Composite Wall Panels for Various Loads for 3" Modular Rooms Aluminum Alloy 3105 H-14 or H-251.0 EPS Core Density Foam Aluminum Alloy 3105 H-14 or H-25 Statewide Product Approval #FL1049 Upright Height for Various Load Conditions Wind Condition MPH 100 1 110 1 120 1 130 140.1&2 ISO Applied Load 14.9 PSF 18.1 PSF 21S PSF 252 PSF 29.3 PSF 33.6 PSF Per Linear Foot of Wall' 3' x 48" x 0.024" Panels Foam Core E.P.S. #1 Density 14'-2• 1 12'-10' 1 11•40• 1 10'-11' I 10•-1• 9--5" 3" x 48" x 0.030" Panels Foam Core E.P.S. #1 Density 16'-9" 1 15'-3' 1 13•-11' 1 17-11' I 11--11- 11'-2" Engineering properties of panel are In 8neal feet of wail. Table 3B.5.3 Allowable Wall / Upright Heights for Components of Complete Standard Room 3" Panel System for Enclosed Rooms Upright Height for Various Load Conditions Wind Condition MPH 100 1 110 1 120 1 130 140-182 150 Applied Load 14.9 # I PSF 18.1 # /PSF 21.5 # I PSF 252 PSF 29.3 PSF 1 33.6 PSF Load Width HChannel Extrusion wl D.R.C. Both Sides as an Upright 6063 T-6 Alloy 12" 25'-9' 23'-4• 21'1" 19'-10' 18"t' 1T-r 24" 181-Y 16'-6' 15'-Y 14'-O 1 Z-11 • 17-2" 48' 12'-11' 1 11'-fr 1 10'.9• 9'-11' g'-2• 8'-7• 72• 117-6• 9•-6• 1 8--g• V-r T-6• T-0" Load Width 3" x 3" x 0.050" Extruded Comer Post 6063 T-6 Alloy 12" 21'-1' 19'-21 1T-7" It 3' 15'-1' 14•-1• 24" W-11' 13'-6• 12.5 11'S' 10'-8' 48" 10'-r 9'-r 8'-9• B'-1 • T-6' T-0" 72" 8'-r T-10• I T-Y 6'-r V-Y 5'-9- Load Width 2" x 3" x 0.050" Mated Extrusion 6063 T-6 Alloy 12' 23'-W 21'4' 19'-7• 18'-1' 1 16'-9• 151-8' 24' 16'-8' 15'-1• 1T-10• 12'-10' 1 11'-10• 11'-1• 10--8• 9'-10" 9'-1• W-F I T-10• 72" 9-7- 8'-9• T-11• TS• 6'-1 D" I 6'S• Load Width 2' x 3' x 0.050" Mated Extrusion with Male Adaptor 1 Side 6063 T-6 Alloy 12" 23'-9• 21'-6• 19•-9" 111-3' 16'-11• 1 15-10• 24 16'-9' 15-3• IT-11' 17-11' 11•-11• 11'-Y 48" 11'-10- 10'-9' 1 9-10• 9--1' 1 8'-5' 1 T-11• 72" 9'-8" 1 8'-9' 1 6'-1" T5" 6'-11' 1 6--5- Load Width 2' x 3" x 0.050' Mated Extrusion with Male Adaptor (2) Side 6063 T-0 Alloy 12" 23'-10• 1 21'-7' 1 19-10• 18'-4' 1V-11" 15•-10' 24" 16'-10• 16-3' 1 14.0• 17-11• IT-11" 11--2• 48" 11'-11• 10'-10• 1 9-11• 9-2• 8'-6• 7'-11' 72" 9'-9- 8'-10• 1 8'-1• T-6• 6'-11- 6'S• 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 @ 4W and read span under appropriate load. For comer post use 12 upright spacing. Thus; For 100 M.P.H. Wind Load or Live Load of 15 Sq. FL and Load Wdth - 48% Allowable Upright Height for a r x 3' x 0.050" Mated Extrusion: 11%9" Table 3B.5.4 Allowable Stud Heights for Glass Room Walls Framed With Hollow Aluminum Extrusions 6063 T-6 Aluminum Alloy (Fb=15,000 psi) Maximum Allowable Height'H' / DeOection'd' or Bendin 'b' Wind Zone (MPH) 100 110 120 123 130 140.1&2 ISO Applied Load 14.9 #/SF 18.1 #/SF 21.5 #ISF 22.6 #/SF 252 ##SF 29.3 #ISF 33.6 #1SF Load Width 2' x 2" x 0.044" Hollow Extrusion 16" 9.5" b 1 8'-7' b T-10" b r4r b T-3' b 6'-9' ti 6'-3' b 24' T-8• b 6'-11' b 6' - b 6'J• b 5'-11• b 5'-6• b 5'-1' b Load Width 2" x 2" x 0.055" Hollow Extrusion 16" 10'-8• d 9'-11' d 9'•2' b 8'-11• b 8'-6• b T-11' b T-4• b 24" 9•-0' b 8'-2' b T-6 b r-4 b 6'-11• b V-5• b 6'-0' b Load Width 2" x 3" x 0.045' Patio Extrusion 16" 11'-8• b 10'-r b 1 9; b 1 9'S• b 1 8'-11' b 1 8'4" b T-9'- 4b 24" 9-6" b B'-r b T-11• b T-9• b 7-4• b 6'-9" b 6'• b Load Width 2" x 4" x 0.050" Patio Extrusion 16" 13'-5" b 17-2• b 11'-2" b 10'-10' b I 10'-4' b I 9'-r b 8•-11• b 24" 10•-11•b 1 9'-11' b 1 9--l' b 1 8'-10• b 1 8'-5" b 1 7--9• b I T-3• b Note: 1. The above listed allowable heights are measured from the bottom of by plate to top of bottom plate. 2. Spans may be interpolated. 3. Structural grade thermalply shall be fastened to aluminum studs with #8 X 1• wafer headed screws using the fastener patterns described with the details of this sectlon.4. For fastening to aluminum use trufast HD X (•t' + 3/ 4') @ B• O.C. for up to 130 MPH wind speed. •D" Exposure: V O.C. for above 130 MPH wind speed up to 150 MPH. Exposure'D'. 3B. 8 Anchor Schedule for Composite Panel Room Components Connection Description 80 -100 MPH 110 -130 MPH 140 -150 MPH Receiving channel to roof 10 x (r+12') SMS 10 x (f'+12") SMS 10 x (r+12•) SMS panel at front wall or at the 1 @ 6• from each side 1 @ 6' from each 1 @ 6• from each receiving channel. of the panel and of the panel and of the panel and 0. 024" or 0.030• metal 1 @ 12- O.C. 1 @ 8. O.C. 1 @ 6. O.C. 1/ 4' x 1-1/2• lag 1/4' x 1-12" lag 3/8' x 1-12" lag Receiving channel to 1 @ 6" from each and of 2 @ 6• from each end of 2 @ 6• from each end of wood dock at front wall. receiving channel and receiving channel and receiving channel and 2 pine or p.t . framing 1 @ 24. O.C. 2 @ 24. O.C. 2 @ 24" O.C. fir- ' 1/4• x 1-1lr Tapcon x - 2" Tapcon 3/8• x 1-12" Tepcon Ing nmillo lrecaHbg @ 6' from each and lreceiving@ 6* from each and con reU deck et front wall. channel and channel soda receiving channel soda 2, 500 psi concrete 1 @ 32' O.C. 1 @ 24. O.C. 2 @ 24- O.C. Receiving channel to uprights, 8 x 3/4' SMS 10 x 3/4" SMS 14 x 3/4" SMS headers and otherwall 1 @ 6' from each en 1 @ 4• from each end 1 @ 3• from each end connections of component and of component and of component and 0. 024" metal I @ 36. O.C. 1 @ 24. O.C. F 1 @ 24. O.C. 1 @ 48" O.C. mm G.C. 190 32" O.C. Receiving channel to existing 1/4" x 1-12• lag 1/4' x 1-12" lag 3/8" x 1-12• lag wood beam, host structure, deck 1 @ 6• from each end 1 @ 4' from each and 1 @ 3• from each and or InnII coon I s to wood of component and of component and of component and 1 @ 30' O.C. 1 @ 18' O.C. 1 @ 21' O.C. ecelving channel to existing 1/4" x 1-0/4' Tapcon x - apron 3/8' x 1-12• Tapcon concrete beam, masonry wail, 1 @ S' from each end 1 @ 4' from each end 1 @ 3• from each and lab, foundation, host structure, of component and of component and of component and r Infill connected to concrete. 1 48' O.C. 1 @ 24- O.C. 1 @ 24- O.C. 1 @ 6' fmm eactn and 1 @ 3• from each Roof Panel to top of wall of component end of component end of component 1 @ 12' O.C. 1 a a" O.C. 1 @ 6. O.C. o. Towood 10x•r+1-12' 10x'r+1-12• 10x•C+1-12' b. To 0.05"aluminum 10x•r+t/2• 10x•C+12' 10 x't•+12' Notes: 1. The anchor schedule above Is for mean roof height of 0.20', enclosed structure, exposure '8•,1.1.0, maximum front wall projection from host structure of 16', with maximum overhang of 7, and 10' wall height There Is no restriction on room length. For structures exceeding this criteria consult the engineer. 2. Anchors through receiving channel Into roof parlals, wood, or concrete / masonry shall be staggered side to side at the required spacing. 3. Wood deck materiels are assumed to be #2 pressure treated pine. For spruce, pine or fir decrease spacing of anchors by 0.75. Reduce spacing of anchors for'C exposure by 0.83. 4. Concrete Is assumed to be 2,500 psi @ 7 days minimum. For concrete strength other than 2.500 psi consul: the engineer. Reduce anchor spacing for'C' exposure by 0.83. 5. Tepcon or equal masonry anchor may be used, allowable rating (not ultimate) must meet or exceed 411# for 1- 12• embedment at minimum Sd spacing from concrete edge to center of anchor. Roof anchors shall require 1-114" fanderwasher. Table 4.2 Schedule of Allowable Loads / Maximum Roof Area for Anchors into wood for ENCLOSED buildings Allowable Load / Maximum load area (Sq. FL) @ 120 M.P.H. wind load Diameter Anchor x Embedment Number of Anchors 1 2 3 4 1/ 4"x1" 264#/II-SF 528#r22SF 792#/33-SF 1056#/44-SF 1/ 4'x 1-1/2" 396#/17SF 792#/33SF 1188##50-SF 15a4#/66-SF 1/ 4"x 2412" 660#/28-SF 1320#/55SF 1980#/83SF 264DW110-SF 5116" x 1' 312#/13-SF 624#26SF 936#/39SF 1248##/52SF 5/ 16" x 1-12• 468#20SF 936#/39SF 1404#/59SF 1872#178SF 5/ 16" x 2.1/2' 780#/33SF 1560#/6SSF 2540#/98•SF 3120#/130SF 318" x 1" 356#/15SF 712#130SF 1066#l45SF 1424#/59-SF 3/ 8"x1-12" 534#/22SF 1068#/45SF 1602#/67SF 2136#/89-SF 318" x 2-12' 890#/37SF 178OW74SF I 2670#/11bSF 1 3560#/148SF 1. Anchor must embed a minimum of 2' into the primary host WIND LOAD CONVERSION TABLE: For Wind Zones/Regions other than 120 MPH (Tables Shown), multiply allowable loads and roof areas by the conversion factor. WIND REGION Applied Load CONVERSION FACTOR 100 26.6 1.01 110 26.8 1.01 120 27.4 1.00 123 28.9 0.97 130 322 0.92 140- 1 37.3 0.86 140- 2 37.3 0.86 1Se 42.8 0.80 Allowable Load Coverslon Factors for Edge Distances Less Than 9d Edge Distance Allowable Load MutUpllers Tension I Shear 12d 1.10 127 11d 1.07 1.18 led 1.D3 1.09 9d 1.00 1.00 8d 0.98 0.90 7d 0.95 0.81 6d 0.91 0.72 Sd 0.88 0.63 Note: 1. The minimum distance from the edge of concrete to the center of the concrete anchor and the spacing between anchors shall not be less than 9d where d Is the anchor diameter. 2. Concrete strews are limited to r embedment by manufacturers. 3. Values fisted are allowed bads with a safety factor of 4 applied. 4. Products equal to cowl may be substituted. 5. Anchors receiving bads perpendicular to the diameter are In tension. Anchors receiving loads parallel to the diameter are shear loads. Example: Determine the number of concrete anchors required by dividing the uplift load by the anchor allowed bad. Fora 2" x 6' beam with: spacing = T-0. O.C.; allowed span = 25'-9' (rable 1.1) UPLIFT LOAD=12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS - [12(25.75l x T x 7# / Sq. FL] / ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = S30.875# / 300# = 2.102 Therefore, use 2 anchors, one (1) on each side of upright Table Is based on Rawl Products' allowable loads for 2.500 p.s.l. concrete. C9 zLU W Q. IX OLLm O Z ZEE W WZO ZWcc OLLto1- 1 en 1-1 I o NN J' r n F- J LLrv00 t= V) -m xn U Cl- j v n U ro X UD = 41 ni ut r= O LO00N F- L. U N I ar LCLI d - x C ro W C III - C ^ LL I u 00 J rt r a i ^ FO- -'Z 1- N QM m v 00 Lu rbWnF.. z Z W o Q n N 0 O Z ZujF) O fn LU 0 2 W 0 < LU a W C, Z U N o otS U fq O W yinz 0 j Ur Z m p O a JQ o 0 NIt O 2 r- LL W LL 2a) 3E W G X Wu aj O $ a C C U10 10xno N h N L L11 b o J m C U O m dU D 0 W 0 0: Z SwUSHEET z J 2 z 12 B Z WZ W15 m 08- 12-2010 OF O GENERAL NOTES AND SPECIFICATIONS: 1. Certain of the following structures are designed to be married to Site Built block, wood frame or DCA approved modular structures of adquate structural capacity. The contractor / homeowner shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the contractor / home owner has a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 3. When using TEK screws in lieu of S.M.S. longer screws must be used to compensate for drill head. 4. For high velocity hurricane zones the minimum live load shall be 30 PSF. 5. The shapes and capacities of pans and composite panels are from "Industry Standard" shapes, except for manufacturers proprietary shapes. Unless the manufacturer of the product is known, use the "Industry Standard" Tables for allowable spans 6. When converting a screen room to a glass room or a carport to a garage, the roof must be checked and reinforced for the enclosed building requirements. 7. Composite panels can be loaded as walk on or uniform loads and have, when tested, performed well in either test. The composite panel tables are based on bending properties determined at a deflection limit of U180. 8. Roll formed roof panels (pans) are designed for uniform loads and can not be walked on unless plywood is laid across the ribs. Pans have been tested and perform better in wind uplift bads than dead load + live loads. Spans for pans are based on deflection of L/80 for high wind zone criteria 9. Interior walls & ceilings of composite panels may have 1/2" sheet rock added by securing the sheet rock w/ 1' fine thread sheet rock screws at 16" O.C. each we 10.Spans may be interpolated between values but not extrapolated outside values. 11.Design Check List and Inspection Guides for Solid Roof Panel Systems are included in inspection guides for sections 2, 3A & B. 4 & 5. Use section 2 inspection guide for solid roof in Section 1. 12. All fascia gutter end caps shall have water relief ports. 13.AII exposed screw heads through roof panels into the roof substructure shall be caulked w/ silicon sealent Panel area around screws and washers shall be cleaned with xylene (xykA) or other solvent based cleaner prior to applying caulking. 14.AII aluminum extrusions shall meet the strength requirements ofASTM B221 after powder coaling 15.Disimilar metals: Aluminum metals that will come in contact with ferrous metal surfaces or concrete masonry products or pressure treated wood shall be coated w/ protective paint or bituminous materials that are placed between the materials listed above. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 16.Fasteners or aluminum parts shall be corrosive resistance materials such as non magnetic stainless steel grade 304 or 316; Ceramic coated double zinc coated or powder coated steel fasteners only fasteners that are warrantied as corrosive resistant shall be used; Unprotected steel fasteners shall not be used. ROOF PANELS DESIGN STATEMENT: The roof systems are main force resisting systems and components and cladding in conformance with the 2007 Florida Building Code w/ 2009 Supplements. Such systems must be designed using Toads for components and cladding. Section 7 uses ASCE 7-05 Section 6.5, Analytical Procedure for Components and Cladding Loads. The procedure assumes mean roof height less than 30; roof slope 0 to 20% 1 = 0.87 for 100 MPH and 0.77 for 110 MPH or higher wind bads for Attached Carports and Screen Rooms and I = 1.00 for Glass and Modular Enclosed Rooms. Negative internal pressures are 0.00 for open structures, 0.18 for enclosed structures. All pressures shown are in PSF. 1. Freestanding structures with mono -sloped roofs have a minimum live bad of 10 PSF. The design wind loads are those for an open structure and are reduced by the ASCE 7-05 open mono -sloped factor of 0.75. 2. Attached covers such as carports, patio covers, gabled carports and screen rooms have a minimum live load of 10 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones. The design wind loads used are for open and enclosed structures. 3. Glass room roof design loads use a minimum live load of 20 PSF for 100 to 140-1 MPH wind zones and 30 PSF for 140-2 to 150 MPH wind zones and wind loads are from ASCE 7-05 for glass and modular rooms. 4. For live loads use a minimum live load of 20 PSF or 30 PSF for 140B and 150 MPH zones. Wind loads are from ASCE 7-05 Section 6.5. Analytical Procedure for glass and modular rooms. 5. For partially enclosed structures calculate spans by multiplying Glass and Modular room spans for roll formed roof panels by 0.93 and composite panels by 0.89. Design Loads for Roof Panels (PSF) Conversion Table 7A Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B'to' " I rzxoosure"B"to"D" Mean Roof Helght' Load Conversion Factor Span Muldplier Load Conversion Factor Span Multiplier Bending Deflection Bending Deflection 0 -15' 1.21 0.91 0.94 1.47 0.83 0.68 15' - 20' 1.29 0.88 0.92 1.54 0.81 0.87 20' • 25' 1.34 0.86 0.91 1.60 0.79 0.86 25'-30' 1.40 0.85 0.89 1 1.66 0.78 0.85 Use larger mean roof height of host structure or enclosure Values are from ASCE 7-05 INDUSTRY STANDARD ROOF PANELS w ro 1 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2" = 1'-W Io 12.00" 11, 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 2" = T-W W[T 1 > 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 2' = V-0" ALUMINUM SKIN TABLES E.P.S. CORE J` 41- ................:....... w SIDE CONNECTIONS VARY a o •-;;; ;- : (DO NOT AFFECT SPANS) I-- 48.00' Open Structures Mono Sloped 1- 0.87 for 90 to 100 MPH 1=0.77for100to15DMPH KCpI - 0.0D Zone 2 bads reduced by 25% Screen Rooms Attached Covers I.0.87 for 90 to 100 MPH 1=0.77for100to150MPH KCpI - 0.00 Zone 2 Glass & Modular Enclosed Rooms Roof Overs I=1.00 KCpl = 0.18 Zone 2 Overhang / Cantilever All Rooms 1-1.00 KCpi = 0.18 Zone 3 Basic wind Pressure Effective Area Bask Wlnd Pressure Effective so 20 Area 10 Bask Wind Pressure Effective Area Basic Wind Pressure Effective Area 50 20 10 50 20 10 50 20 10 DO MPH 13 13 16 25 17 20 23 1 26 1 17 23 27-1 30 17 - ' 27 38 45 110 MPH 14 14 17 20 16 21 25 28 18 27 32 36 18 33 46 55 120 MPH 17 17 22 23 22 25 30 33 22 32 39 43 22 39 54 65 123 MPH 18 17 21 24 23 26 32 35 23 34 41 45 23 41 57 69 130 MPH 20 20 23 27 26 29 35 39 26 38 45 51 26 46 64 77 1404 MPH 1 23 23 27 31 30 34 40 46 30 44 63 59 30 53 74 89 140.2 MPH 23' 23 27 31 30 34 40 46 30 44 53 59 30 54 74 89 150 MPH 26' 26 32 36 34 39 48 52 34 51 60 68 34 61 85 102 Mlniraxn live bad of 30 PSF controls In high wind velocity zones. To convert from the Exposure "B" loads above to Exposure "C" or "D" see Table 7B on this page. Anchors for composite panel roof systems were computed on a load width of 1U and a maximum of 2U projection with a 2' overhang. Any greater load width shall be site specific. COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 2" = V-0" PRIMARY CONNECTION: 3) # ' SCREWS PER PAN WITH 1' MINIMUM EMBEDMENT INTO FASCIA THROUGH PAN BOXED END EXISTING TRUSS OR RAFTER 10 x 1-112" S.M.S. (2) PER RAFTER OR TRUSS TAIL 10 x 3/4" S.M.S. @ 12" O.C. EXISTING FASCIA FOR MASONRY USE 1/4' x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24" O.C. FOR WOOD USE 910 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION PAN ROOF ANCHORING DETAILS ROOF PANEL TO FASCIA DETAIL SCALE: 2" = T-W ROOF PANEL TO WALL DETAIL SCALE: T = V-C" SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2" S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS 1-112" x 1/8" x 11-11T PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 SEALANT HEADER (SEE NOTE BELOW) ROOF PANEL x 1/2' S.M.S. (3) PER PAN BOTTOM) AND (1) @ RISER TOP) CAULK ALL EXPOSED SCREW HEADS ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH # ' x 10 LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 112' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH # ' x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH x 1' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIZER SCREW. # ' x 9/16" TEK SCREWS ARE ALLOWED AS A SUBSTITUTE FOR # ' x 1/2" S.M.S. SELECT THE APPROPRIATE SCREW SIZE PER WIND ZONE FROM TABLE BELOW. 100 -1231 1302 140 150 8 #10 #12 #12 EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6' x T x 6" 0.024" MIN. BREAK FORMED FLASHING PAN ROOF PANEL w z POST AND BEAM (PER TABLES) ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION PAN ROOF PANELS SCALE: 2" =1'-0" INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. 0z W a o_ 0LL Wm O 0Z R WWZ_ 0ZW Of0LL C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1' SCREWS @ 6" O.C. STAGGERED t1g TOP AND BOTTOM (SEE DETAIL ABOVE) m wW D. PLACE PAN ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM v! SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. 08-12-2010 o D_ r't rn N J t 1 LL ry O O C= to omrn u C/2 4-J roveU Ln ar u- ON C:) firL. ro0UN1 01 W d XriaE m to w c t, LLJIIIt, LL va U co J QM 00 JeOW t. P Z Z Q E D fn Q CI Z W cp Q 0 N Ur 0aP z y0fnw L LU W ozs Z _LUj 0 Q fn Z 0- InCL51- 0' N Z W' o J Z 2Q_, o co Z LL U F- W W O, z co fn O W' o g_ U)JIUr LU Z m ro 3 o U. g Q O of U) o Nto Z LL to M LU 6 x d w 2 LL O C rh Co rn c LLI co U >, m of c ice= 1m 0 0 AUG 201 in a 0 OSEAL Z ul SHEET z 13A 0 Lu OF 5 Z W 8 x 1/2" S.M.S. SPANI STING TRUSS OR RAFTER @ 8" O.C. BOTH SIDE ALL EXPOSED SCREW 0 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL Z .. 10 X 314" S.M.S. OR WOOD DREW SPACED @ IT O.C. ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOSTS RE SCALE: 2" = 1' 0" XAFERHEADED WOOD FRAME, MASONR 12' O.C. OTHER CONSTRUCTION FOR MASONRY USE 2) 1/4' x 1-1/4" MASONRY ANCHOR OR EQUAL @ 17 O.C. •••':. :•:: FOR WOOD USE: : w'::::•: 14 x 1-1/2" S.M.S. OR WOOD n : SCREWS @ 17 O.C. :::: ::::`•:.::.:::.::::: FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2" = V-0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PANS DEPTH T. THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 140 1 150 8 1 #10 #12 1 #12 REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED j @ PAN RIB MIN. (3) PER PAN EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE 10 x 1-1/2" S.M.S. OR WOOD LL J _ SCREW (2) PER RAFTER OR 00 z a TRUSS TAIL a w 1-1/2" x 1/8' x 11-10 PLATE OF HOST STRUCTURE 6063 T-5, 3003 H-14 OR 5052 H-32 HEADER NEW 2X_FASCIA REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL SCALE: 7 = V-0" EXISTING TRUSS OR RAFTER 10 x 1-1/2" S.M.S. OR WOOD SCREW (2) PER RAFTER OR TRUSS TAIL HOST STRUCTURE REMOVE RAFTER TAIL TO HERE REMOVE ROOF TO HERE 8 x 1/2" S.M.S. SPACED @ 8- O.C. BOTH SIDES FLASH UNDER SHINGLE COMPOSITE ROOF PAN HEADER NEW 2 x _ FASCIA REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL SCALE: 7 = T-0" EXISTING TRUSS OR RAFTER 2) #10 x 1-1/2" S.M.S. OR WOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: I 10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6' 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL' w Z SCREW #10 x ('P+ 112")Wl 1-1/4" FENDER WASHER FOR FASTENING TO ALUMINUM USE TRUFAST POST AND BEAM PERHDx ("t" + 3/4") AT 8' O.C. FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE: 6" O.C. ABOVE TABLES) 130 MPH AND UP TO A 150 MPH WIND SPEED D" EXPOSURE. ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 2" = 1'-0' INSTALLATION INSTRUCTIONS: A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) z BREAK FORMED METAL SAME N THICKNESS AS PAN (MIN.) EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIAAND RISER OF PAN AS SHOWN 8 x 3/4' SCREWS @ 16' O.C. 8 x 1/7 SCREWS @ EACH RIB ROOF PANEL io 1-1/2" x 1/8" x 11-1/T PLATE OF 6063 T-5, 3003 H-14 OR 5052 H-32 8 x l/T S.M.S. @ 8" O.C. HEADER (SEE NOTE BELOW) EXISTING HOST STRUCTURE: FOR MASONRY USE WOOD FRAME, MASONRY OR 1/4" x 1-1/4" MASONRY OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24- O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 17 O.C. 8 x 1/2" ALL PURPOSE SCREW @ IT O.C. BREAKFORM FLASHING 6' 10' 3" COMPOSITE ROOF PANEL / SEE SPAN STRIP SEALANT BETWEEN FASCIA AND HEADER 1/2" SHEET ROCK FASTEN TO PANEL W/ 1' FINE THREAD SHEET ROCK SCREWS @ 16'7=DRIP ATION BETWEEN O.C. EACH WAYND PANEL IS FASTENING SCREW SHOULD4" THE FLASHING BE A MIN. OF 1" BACK FROM SYSTEM SHOWN IS REQUIRED THE EDGE OF FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS SCALE: 7 = 1'-0" NOTES: 1. FLASHING TO BE INSTALLED A MIN. 6" UNDER THE FIRST ROW OF SHINGLES. 2. STANDARD COIL FOR FLASHING IS 16' .019 MIL COIL 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE INSTALLED. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS MORE THAN 1" THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS DROP. 7. WHEN USING FLASHING THE SMALLEST SIZE HEADERAVAILABLE SHOULD BE USED. 17 03 MIL ROLLFORM OR 8" BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2' SEPARATION MINIMUM. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION HOST STRUCTURE TRUSS OR RAFTER BREAK FORMED METAL SAME z THICKNESS AS PAN (MIN.) N EXTEND UNDER DRIP EDGE 1" MIN. ANCHOR TO FASCIA AND RISER OF PAN AS SHOWN 1" FASCIA (MIN.) 10 x 1-1/2" S.M.S. @ IT O.C. 0.040' ANGLE W/ #8 x 11T S.M.S. @ 4' O.C. COMPOSITE ROOF PANEL HEADER (SEE NOTE BELOW) 8 x (d+1/2') S.M.S. @ 8' O.0 FOR MASONRY USE 1/4' x 1-1/4" MASONRY ANCHOR OR EQUAL @ 24' O.C.FOR WOOD USE 10 x 1-1/2" S.M.S. OR WOfdl` SCREWS @ 12" O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 7 = 1'-0" ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SCALE: T =1'-0' S.M.S. W/ 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/ (3) EACH BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/7 SCREW EACH. THE #8 x (d+1/2") LONG CORROSION RESISTANT S.M.S. PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. Oz wwa mO 0 wm O t, z w wwz 0 zw 0 mw IL00 uo rn 0wco 08-12-2010 J 0 w Zfn o Q( n . - I N G( 7 0 LU z 55 0 E LLJO a N Q U y Q' Z o Z 1-0 U 2E 00 od W (m7 F- Z z C/) a o U` O m Z 0 o m U. Q N U) co 4t z LL W uW w 6 x I0_ W iO C 0. m ul yro o a m U > m f6 H wolo 00 SEAL r, z w zSHEET 0 13B z 5 w OF O CAULK ALL EXPOSED SCREW HEADS SEALANT UNDER FLASHING 3" COMPOSITE OR PAN ROOF SPAN PER TABLES) 8 x 1/2" WASHER HEADED CORROSIVE RESISTANT SCREWS @ 8" O.C. ALUMINUM FLASHING LUMBER BLOCKING TO FIT PLYWOOD / OSB BRIDGE FILLER EXISTING TRUSSES OR w I M RAFTERS B HOSTSTRUCTURE lit n u dd n IL II O II F- II IIn. FASCIA OF HOST STRUCTURE Tx _ RIDGE OR ROOF BEAM SEE TABLES) SCREEN OR GLASS ROOM WALL (SEE TABLES) PROVIDE SUPPORTS AS REQUIRED W / VARIES k ROOF MEMBER, RIDGE BEAM, FRONT WALL, AND SIDE WALL TOP RAIL SPANS ARE FOUND IN THE APPLICABLE TABLES UNDER THE LOAD WIDTH FOR EACH INDIVIDUAL JOBCOMPOSITEROOF: # 8 x "t" +1/2" LAG SCREWS W! SCREEN OR SOLID WALL ROOM VALLEY CONNECTION 1-1/4"0 FENDER WASHERS @ PLAN VIEW 8" O.C. THRU PANEL INTO 2 x 2 SCALE: 1/8" = V-17 T X 2" x 0.044" HOLLOW EXT. 5/16"0 x 4" LONG (MIN.) LAG SCREW FOR 1-1/T EMBEDMENT (MIN.) INTO RAFTER OR TRUSS TAIL CONVENTIONAL RAFTER OR FOR FASTENING COMPOSITE PANEL TO TRUSS TAIL ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C..FOR UP TO 130 MPH WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE 130 MPH AND UP TO A150 MPH WIND SPEED "D" EXPOSURE WEDGE ROOF CONNECTION DETAIL SCALE: 2" = 1'-0" COMPOSITE PANEL 1" x T OR 1"x 3" FASTENED TO PANEL W/ (2) 1/4" x 3' LAG SCREWS W/ WASHERS FOR 140 & 150 MPH USE 2) 3/8" x 3" LAG SCREWS W/ WASHERS BEAM (SEE TABLES) REMOVE EXISTING SHINGLES UNDER NEW ROOF 12 Q 6 30# FELT UNDERLAYMENT W/ 220# SHINGLES OVER COMPOSITE PANELS CUT PANEL TO FIT FLAT 0.024" FLASHING UNDER AGAINST EXISTING ROOF EXISTING AND NEW SHINGLES FASTENERS PER TABLE 313-8 MIN. 1-112" PENETRATION 2 x 4 RIDGE RAKE RUNNER TRIM TO FIT ROOF MIN. 1" @ INSIDE FACE EXISTING RAFTER OR FASTEN W/ (2) #8 x 3" DECK SCREWS THROUGH DECK TRUSS ROOF INTO EXISTING TRUSSES OR RAFTERS A - A - SECTION VIEW SCALE: 1/2" = 1'-0" RIDGE BEAM Tx 6" FOLLOWS ROOF SLOPE ATTACH TO ROOF W/ RECEIVING CHANNEL AND 8) #10 x 1" DECK SCREWS AND (8) #10 x 3/4" S.M.S. RIDGE BEAM Tx6" EXISTING 1/2"0117/16" POST SIZE PER TABLES SHEATHING SCREEN OR SOLID WALL ROOM VALLEY CONNECTION FRONT WALL ELEVATION VIEW SCALE: 1/4" = 1'-0" B - B - ELEVATION VIEW SCALE: 1/2' =1'-0" B - B - PLAN VIEW SCALE: 1/2" =1'-0" POST SIZE PER TABLES INSTALL W/ EXTRUDED OR BREAK FORMED 0.050' ALUMINUM U-CLIP W/ (4)1/4" x 1-1/2- LAG SCREWS AND (2) 1/4" x 4' THROUGH BOLTS TYPICAL) TRUSSES OR RAFTERS 2) 1/4" x 4' LAG SCREWS AND WASHERS EACH SIDE RISER PANEL ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 16'-0" OR LESS PAN TO WOOD FRAME DETAIL FOR FASTENING TO WDOD SCALE: T = V-0" USE TRUFAST SD x (r + 1-1/2") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6' O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE'D' ALL LUMBER #2 GRADE OR BETTER OPTIONAL) DOUBLE PLATE FOR NON -SPLICED PLATE WALLS 18'-0" OR LESS 3) #8 WASHER HEADED SCREWS W/ 1' EMBEDMENT o CAULK ALL EXPOSED SCREW a mHEADSANDWASHERS Nv J LL F , O 0uCC: In v m rn U "M In UNTREATED OR PRESSURE J -0 0 o TREATED W/ VAPOR BARRIER rorOLN2+ l7 I Ol W d _x'1 M c IIII LL' 3 III r ' rdJro co J Yu 3 Qm ca v i JOWnJ.- COMPOSITE PANEL UNTREATED OR PRESSURE TREATED W/ VAPOR BARRIER COMPOSITE PANEL TO WOOD FRAME DETAIL SCALE: T - V-V PLACE SUPER OR EXTRUDED GUTTER BEHIND DRIP EDGE EXISTING TRUSS OR RAFTER 10 x T S.M.S. @ 12" O.C. EXISTING FASCIA SEALANT 3" PAN ROOF PANEL MIN. SLOPE 1/4" : T) 3) #8 x 314" S.M.S. PER PAN W/ 3/4' ALUMINUM PAN WASHER CAULK EXPOSED SCREW HEADS SEALANT 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL AND 1/4" x 5" LAG SCREW MID WAY BETWEEN RAFTER TAILS SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 1 SCALE: Y = 1'-W EXISTING FASCIA PLACE SUPER OR EXTRUDED EXISTING TRUSS OR RAFTER GUTTER BEHIND DRIP EDGE SEALANT 10 x 2" S.M.S. @ 12" O.C. 1/TO SCH. 40 PVC FERRULE 1 # SEALANT 3/4- PER PAN RIB CAULK EXPOSED SCREW aONLYI— HEADS w POST SIZE PER TABLES INSTALL W/ EXTRUDED OR 1/4" x 8" LAG SCREW (1) PER EXTRUDED OR 3' PAN ROOF PANEL MIN. SLOPE 1/4" : 11 BREAK FORMED 0.050" TRUSS / RAFTER TAIL AND SUPER GUTTER ALUMINUM U-CLIP W/ (4)1/4" x 1/4-x 5" LAG SCREW MID WAY 3" HEADER EXTRUSION 1-1/2' LAG SCREWS AND (2) BETWEEN RAFTER TAILS FASTEN TO PANEL W/ PANEL U) 114" x 4' THROUGH BOLTS 8 x 1/2' S.M.S. EACH O TYPICAL) SUPER OR EXTRUDED GUTTER EXISTING ROOF TO PAN ROOF PANEL DETAIL 2 n SCALE: 2" = 1'4r 08-12-2010 Q Z Q InJ Z t¢— 9 O W0 W X ZO CC u w o Z O 0 w Z co /n CL Z O 2 Q D J Q Nt 0 U) to 2 ^ J ?2 m V- W — W ( m x7 W LL O D aq aa)) z' m Qc tnp _ a UJ h x p L m c OID N a 0 Fm MbSL7 20 SHEET 13C zO c ui w a o N ' OF 15 IL0OKt, z tr wwz 0zw zwm rE BREAK FORMED OR EXTRUDED HEADER PLACE SUPER GUTTER T SEALANT BEHIND DRIP EDGE 10 x 4" S.M.S. W/ 1-1/2"0 FENDER WASHER @ 12" O.C. CAULK SCREW HEADS & EXISTING TRUSS OR RAFTER WASHERS SEALANT CAULK EXPOSED SCREW 10 x 2" S.M.S. @ 24' O.C. HEADS 3" COMPOSITE ROOF PANEL 1/4" x 8" LAG SCREW (1) PER MIN. SLOPE 1/4' : V) TRUSS / RAFTER TAIL 1/2' 0 SCH. 40 PVC FERRULE EXISTING FASCIA EXTRUDED OR SUPER GUTTER EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 1 SCALE: 2" =1'-0" OPTION 1: 2" x _ x 0.050" STRAP @ EACH COMPOSITE SEAM AND 1/2 CAULK EXPOSED SCREW WAY BETWEEN EACH SIDE W/ HEADS 3) #10 x 2" INTO FASCIA AND PLACE SUPER OR EXTRUDED 3) #10 x 3/4' INTO GUTTER GUTTER BEHIND DRIP EDGE OPTION 2: 1/4" x 8" LAG SCREW (1) PER TRUSS / RAFTER TAIL IN 1!2"0 SCH. 40 PVC FERRULE SEALANT 10 x 2" S.M.S. @ 24" O.C. 3" COMPOSITE ROOF PANEL MIN. SLOPE 114":1') EXISTING TRUSS OR RAFTER J FASCIA EXTRUDED OR SUPER GUTTER 3" HEADER EXTRUSION FASTEN TO PANEL W/ 8 x 1/2" S.M.S. EACH SIDE EXISTING@ 12" O.C. AND FASTEN TO SEALANT GUTTER W/ LAG BOLT AS SHOWN EXISTING ROOF TO COMPOSITE ROOF PANEL DETAIL 2 SCALE: 2" = 1'-0" GUTTER BRACE @ 2'-0" O/C CAULK SLOPE COMPOSITE ROOF SUPER OR HEADER EXTRUDED CAULK GUTTER SOFFIT 2" x 9" BEAM 1 2) # 10 x 1/2" S.M.S. @ 16" OIC 2" 0 HOLE EACH END FOR FROM GUTTER TO BEAM WATER RELIEF. SUPER OR EXTRUDED GUTTER TO 2" x 9" BEAM DETAIL SCALE: 2' = V-W ALTERNATE 3/4"0 HOLE GUTTER PAN ROOF Z 3/ 8" x 3-112" LOUVER VENTS FASCIA COVERS PAN & SEAM OR 3/4'0 WATER RELIEF OF PAN & ROOF HOLES REQUIRED FOR 2-1/2" 3" RISER PANS GUTTERS FOR 2-1/2" AND LARGER PANS SHALL HAVE A 314"0 HOLE OR A 3/8" x 4" LOWER @ 12" FROM EACH END AND 48' O.C. BELOW THE PAN RISE BREAK TO PREVENT WATER BUILD- UP ON THE ROOF. THIS WATER RELIEF SYSTEM IS RECOMMENDED FOR PANS SMALLER THAN 2-1/2" ALSO PAN FASCIA & GUTTER END CAP WATER RELIEF DETAIL SCALE: 2" = 1'-0" FLASHING 0.024' OR 26 GA GALV. 2" x 2" x 0.06' x BEAM DEPTH + 4" ATTACH ANGLE "A" TO FASCIA W/ 23/8" LAG SCREWS @ EACH ANGLE MIN. 2' x 3" x 0.050" S.M.B. (4) 10 S.M.S. @ EACH ANGLE EACH SIDE A = WIDTH REQ. FOR GUTTER B = OVERHANG DIMENSION BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-114" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH.OF BEAM DEPTH LARGER THAN 3' ALTERNATE) ( 1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL W/ MIN. (3) 3/ 8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3' CANTILEVERED BEAM CONNECTION TO FASCIA DETAIL SCALE: 2" =1'-0" tf T'09 I_ RECEIVING CHANNEL OVER BEAM ANGLE PROVIDE 0.060' SPACER @ RECEIVING CHANNEL ANCHOR POINTS (2) 910 x 2-1/2" S.M.S. @ RAFTER TAILS OR @ 2" O.C. MAX. W/ 2" x 6" SUB FASCIA 2" x 6' S.M.B. W/ (4) #10 S.M. S. @ EACH ANGLE EACH SIDE NOTCH ANGLE OPTIONAL MUST REMAIN FOR ANGLE STRENGTH CANTILEVERED BEAM CONNECTION AT FASCIA (END VIEW) SCALE: 2" = 1'-0" PAN ROOF ANCHORING DETAILS RInrF rAP 8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS & WASHERS 8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER ALTERNATE CONNECTION: 8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER SEALANT PAN HEADER ( BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION 0 z ww PANOR COMPOSITE ROOF a PANEL w O LL8x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM w ROOF PANEL TO BEAM DETAIL m WHEN FASTENING TO SCALE: 2'=1'-0" ALUMINUM USE TRUFAST HD x w t" + 3/ 4') AT 8" O.C. FOR UP TO 130 MPH WIND SPEED a 7.7 FOR PAN ROOFS: w EXPOSURE' D'; 6' O.C. FOR 3) EACH #8 x 112 LONG S.M.S. z ABOVE 130 MPH AND UP TO PER 12' PANEL W/ 3/4" 150 MPH WIND SPEED ALUMINUM PAN WASHER z w EXPOSURE"D" CAULK ALL EXPOSED SCREW HEADS & WASHERS ROOF PANEL FOR COMPOSITE ROOFS: PER ROOF PANELT 10 x ( t+ 1/2") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS @ 12" O C (LENGTH - PER TABLES) PANEL THICKNESS+ 1' @ ROOF BEARING ELEMENT SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 2' = 1'-0" J Q z O EZ w o nJ N Z H 00 Uj 0 zw WW Z 13 O w tr H U Jw a y IR Z 0 ZOf U L) J W ZQ U 1— 0- z o LL Z O a o Oa J Qo N N Nr O n J c-, LL wri" ic LLI i0 m x IL w L O v m a — Z) § c m p LV coNCOLmA n C u S) LX/ ES) O0: C7 t9 w SEAL SHEET w z 7 z co o 13D L z z15 w m 08-12-2010 1 OF O 0.024" x 12" ALUMINUM BRK MTL RIDGE CAP VARIABLE HEIGHT RIDGE BEAM EXTRUSION ROOF PANEL 1/8" x 3" x 3" POST OR SIMILAR 10 x 4" S.M.S. W/ 1/4 x 1-1/2" S.S. NEOPRENE WASHER @ 8" O.C. 69yal/QqII 8 x 9/16" TEK SCREW @ 8" O.C. CAULK ALL EXPOSED SCREW HEADS AND WASHERS 3) 1/4"0 THRU-BOLTS (TYP.) 8 x 9/16" TEK SCREW @ 6" O.C. BOTH SIDES PANEL ROOF TO RIDGE BEAM (a) POST DETAIL SCALE: 2" = V-0" 0.024" X 12" ALUMINUM BRK MTL RIDGE CAP FASTENING OF COMPOSITE PANEL' VARIABLE HEIGHT RIDGE SEALANT BEAM EXTRUSION 8 x 9/16" TEK SCREW @ 8" O.C. ROOF PANEL CAULK ALL EXPOSED SCREW HEADS AND WASHERS 2" x _SELF MATING BEAM 1/B" WELDED PLATE SADDLE W/ (2) 1/4" THRU-BOLTS 5 REBAR IMBEDDED IN TOP OF CONCRETE COLUMN (BY OTHERS) WHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 314") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" PANEL ROOF TO RIDGE BEAM (a) CONCRETE POST DETAIL SCALE: 2" = V-0" 0.024" ALUMINUM COVER PAN OR CONTINUOUS ALUMINUM SHEET 8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS @ 24" O.C. ALTERNATE #8 x 1/2" S.M.S. W/ 1/2" 0 WASHER. x W TYPICAL INSULATED PANEL SCALE: 2" = T-0" NOTES: 1. INSTALL RIGID FOAM INSULATION INTO ALUMINUM ROOF PAN. 2. COVER INSULATION WITH 0.024" PROTECTOR PANEL WITH OVERLAPPING SEAMS. 3. INSULATION PANEL SHALL BE CLOSED WITH ALUMINUM END CAP TO SECURE PLACEMENT AND TO DISCOURAGE THE NESTING OF WILDLIFE AND OR INSECTS. 4. PROTECTOR PANEL WILL BE SECURED BY #8 x 5/8" CORROSION RESISTIVE WASHER HEADED SCREWS. 5. SCREW PATTERN WILL BE 12" ON ALL PERIMETERS AND 24" O.C. FIELD ON EACH PANEL. 6. ALUMINUM END CAP WILL BE ATTACHED WITH (3) #8 x 1/2" CORROSION RESISTIVE WASHER HEADED SCREWS. NOTE: FOR PANEL SPANS W/ 0.024" ALUMINUM PROTECTIVE COVER MULTIPLY SPANS IN SECTION 5 OR 7 BY 1.28 FOR H-28 METAL & 1.20 FOR H-14 OR H-25 METAL COVERED AREA TAB AREA 3/8" TO 1/2" ADHESIVE BEAD FOR A 1" WIDE ADHESIVE STRIP UNDER SHINGLE MIN ROOF SLOPE 2-1/2: 12 SUBSEQUENT ROWS STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS SEALANT BEADS ATTACH SHINGLES TO COMPOSITE ROOF PANELS WITH INDUSTRIAL ADHESIVE% 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. CLEAN ALL JOINTS AND ROOF PANAL SURFACES WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 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. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED WITH THE TABS FACING IN THE DOWNWARD DIRECTION OF THE ROOF SLOPE WITH ONE STRIP OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA FOR AREAS ABOVE 120 M.P.H. WIND ZONE: 1. STARTER ROWS OF SHINGLES SHALL HAVE TWO STRIPS OF ADHESIVE UNDER THE SHINGLE AT MID COVERED AREA AND TWO STRIPS AT MID TAB AREA SHINGLE ROW INSTALLED WITH THE TABS FACING IN THE UPWARD DIRECTION OF THE ROOF SLOPE. 2. SUBSEQUENT ROWS OF SHINGLES INSTALLED PER PREVIOUS SPECIFICATION WITH TWO STRIPS OF ADHESIVE AT MID COVERED AREA ADHESIVE: BASF DEGASEAL* 2000 COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE N.T.S. COVERED AREA TAB AREA W/ 1" ROOFING NAILS INSTALLED PER MANUFACTURERS SPECIFICATION FOR NUMBER AND LOCATION MIN. ROOF SLOPE 2-1/2 : 12 0 O O 0 0 0 SUBSEQUENT ROWS 0 318" TO 1/2" ADHESIVE BEAD FOR A 1"WIDE ADHESIVE STRIP UNDER SHINGLE STARTER ROW COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR #8 WAFER HEADED SCREWS 7/16" O.S.B. PANELS SPECIFICATIONS FOR APPLYING O.S.B. AND SHINGLES FOR ROOF SLOPES OF 2:12 AND GREATER 1. INSTALL PRO-FAB PANELS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 2. CLEAN ALL JOINTS AND PANEL SERFACE WITH XYLENE (XYLOL) OR OTHER SOLVENT BASED CLEANER. 3. SEAL ALL SEAMS WITH BASF DEGASEAL - 2000 AND CLEAN THE ROOF TO REMOVE ANY DIRT, GREASE, WATER OR OIL. 4. APPLY 3/8"0 BEAD OF BASF DEGASEAL- 2000 TO PANELS @ 16' O.C. AND AT ALL EDGES AND INSTALL 7/16" O.S.B. OVER THE GLUE AND PANELS. ALLOW AT LEAST 30 MINUTES CURE TIME BEFORE INSTALLING SHINGLES. 5. INSTALL 15# FELT PAPER IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.38. 6. INSTALL SHINGLES IN ACCORDANCE WITH THE 2007 FLORIDA BUILDING CODE W/ 2009 SUPPLEMENTS, 1507.3. 7. ALTERNATE OSB FASTENING SYSTEM: #8 WAFER HEADED SCREWS OR STEEL STUD SHEET ROCK SCREWS @ 8' O.C. EDGES AND 16" O.C. FIELD UP TO AND INCLUDING 130 MPH WIND ZONE AND AT 6" O.C. EDGES 12" O.C. FIELD FOR 140-1 AND UP TO 150 MPH WIND ZONES. COMPOSITE ROOF PANEL WITH O.S.B. AND STANDARD SHINGLE FINISH DETAIL SCALE N.T.S. SUBSEQUENTROWS COMPOSITE PANEL W/ EXTRUDED OR BREAK FORMED CAP SEALED IN PLACE W/ ADHESIVE OR SCREWS ALTERNATE PROFAB COMPOSITE ROOF PANEL WITH SHINGLE FINISH DETAIL SCALE: N.T.S. REFER TO INSTALLATION INSTRUCTIONS FOR FLORIDA PRODUCT APPROVAL FL# 8101 c!) z ww a KOLL m O z Z E wwz 5 zw tD-1 en -1 n0aN d m' q. " N J LLNn E t/1 `^ (3)UU C= v m CJ.13 4J ro v vbiUXX 3m LL m t^ O No000N F— L UN i v CW d -xH6 C m w c IIIIIII LLaI r u J ron J Y r c-o r ai N H Rm m Nv 00 J0Ownj,_ J Q Z Q J Z Fa- 00 0 W ZO WgW 0 z V O W_ 0s W U) Z N U) QD- Z O J Q coco J M LL W LL a 2ELL O 1 0IL N t W q c m o md `o n 3 m Im- zO o u w a o N 2 to 2 n 0 w00U z z 0 J m c OJLL NN O O U) w 0 SHEET U J w 13E 08-12-20 0 OF 15 Table 7.1.1 Allowable Spans and Design / Applied Loads• (#ISF) for Industry Standard Riser Panels for Various Loads 1-1M' x 12' x 0.024- 2 a 5 Rb Riser Panels Alumlaum Affo 3105H-14or H-25 open ealres screen WindMono-Slo Ped Roof a Attached Caysrs lass M u ooms Enclosed erhang CanUNverZoe• 1 san0oad' elect' 4 s Moad• s Wood' rYioad' s Moad• 1 s Moad' spa Nbad- 4 c Moad• All Roofs1 4'-10' 6-11 25 1 - 4'-9' 2 ir 4 30 5- 30 1-1 4 110 Ur 6 20 6- 4-8- 851 ZB 4 36 S-3'06- 5' 316 S5 1 S- 64 4'-5 335'• 33 4' 411 1 d-11 24 1 4 4- 44 4'1 6 d' S-1 2 5-11 27 a'-Y V11266, S-3 39 1 514.8 1 1 4 31 5- 31 11 4-1146 315- 31 6 1 11 4-11 48 594' 81 43'- 4A• 3' 4.3S 10 Wind Mono4iloped structuresopen Roof Scmn Roorns Attached Covers Glass Enclosed Overhang CantileverZone IL2 s anAoad•164r* ad• a Nioad• s annoad' s oad• 4 spa Moor 11162 s Mead' a s ad' 4 oad' AN Roofs 1 6 2 B'6 25 5'-1' 28 6.4' 26 6S' 26 4'-10" 30 30 6'-Y 1'-11' 4 110 11 204-11 2 6- 6 26 4- S 36 5'-e' 1-157 2239' 23 4' 10- 33 5-11' 4.4 4 0 4 4 64'6' 9' S'-1 6'.3 J' 45 5'4' 1-0 69130 S4224' 2 W-6 39 6 39 5- 39 4'-1 0 1 1 1-0'1 1 5'-0 3131 1' ' 31 4'J' 48 48 4 48 4-1' 1 0 1 11B9 140. 4J' S'.3' 48 34 fl 3-1194-10' S9 4-189 36 9 36 4'-1' 15Z I 5'-0' 2' to 12D 6B 4.r 68 4%8• 68 1'.6' 102 Wind Open structures Mono- Sboad Roof Attached Covers G12w & Modular Rocins Enclosed cantilever ZAns MPH)aNlaad' 1& 2 sPariltone s Moad'. spannotur spa s s d• s nAmd' Ae Roofs100 T-1' 25 S' S' 1 S•i t' 2 S' 20 26 5'P3WO7*- 30 r 30 7411 r8-11' 7 20 8'4' 1 14 8 r 20 4' 4 66 2129' 23 1' 6' 33 6'-1 33 6- ' 33 1. 43 64' 0.rS 24 4 21 S' 66' 4•• 1 6.3 01 6- 4' 3 3 S' 39 39 4'- 540. 5.11' 31 6--11- 1 31 4'-11• 46 lr-l' 40 4'-9'-11 31 31 4-11 4 6.1 B' d6 4- 59 5 59 1-101 S- JB 4 - 52 S-1 . 5 11 52 4488 6 08 1 102 ear-: r rs rwa Pare near ^ rown wwm waa wpm . wernang. -uesgn a appwa ivaa oaseo do as altemve arm ot tra palel Table 7.1.2 Allowable Spans and Design / Applied Loads* (#ISF) for 111dustry Standard Riser F-.lets for Various Loads f1 E Q., a.it l')3i m.1.1 mf1Qi Ei7 s r•c oc,>• iPt E1Siii 7 ii E] ii EiYii E:l Cji F:7 E3tIIii m E]iii LF] i15iY L•jiiF: i 6 iIf7 7dI'JiF3][fC iif7l m 7®Or i m.•]iE Ei7iiE Ei f:3'ifi 1 7ii r IE t{^..• E3Q'iDE35L'i0111t0:"i7 EE3iiE1111331Ei#[#Fim itr7EiL3ivE 3im[l>lltEll El iLi iEi 0 iC 0 iiF E3 FitfEii E 0E iI flZilIm iI.'>• f i1i®iC Q 3iimiHfiOtic F3l[J iE'•l b 51bTt7 Ciit fiC7i SI7 il'=']Fliiiflt['iF7 FQltS•iiiQ 7L1CS b'lia3G 1 1IrT.,]• FsiaiF 3fii7 31 F#] rrf?iElEai F 7 11 lr3ii lti i flFii[F7fIEii LF] >i0 S] IIIFiLFii 0 E'J`Ji Ei! t'rf3i t ii fAme ti9i Eu'Ili FFi f ii f i 3i i FT'7CiSlf i E3I ti€ii i Fs] Ciiil I fiC3i l'r E ii l Ffl fad F Ft>r Q: 31 ii FZ! L1 Ei1 LILii F31 Ei t.'C l f l:3i 4' 1 ii®fa Fi aii'Si Fi! Wit E Fii C s'] i by riii E3l G 3i FiSC'iF:l fA:ii m irL iim i m C•€i m CssCii E]] r IF7 iE.' i iL7 F3 ti•Ti®E3ffii® fASj t i O L'L 7r]•:•i1t•..7• F3fiiICYi now: Total riot Panel slum =room width +wall wloth+wemang. 'Design ar applied load Rased on tta effective area of the panty. Table 7.1.3 Allowable Spans and Design /Appiled Loads' (#ISF) for Industry Standard Riser Panels for Various Loads Wind M OpenStructures Roofsc-mn Roams AAttached Coves ovGias.& Mdular EnclosedRoomsorns a Cantilever Zone MPH 1& 2 a aNbad• 3 annosd• 4 a aMoad• anad' 1lbs rN-d' s Moad• so.I R_d' s Moad• 4 Mead• AN Roofs1 17- 18 1 -1* 113 1 7 1 iD 23 1 13' 23 Fl3' 3 9'-1 3p 17• 2 17.10' 2 4-0" 4 110 11'•11• 1 15'-10 14 16-1 1a- 1OS' 2 1 -1 1 2 9'J 38 1VA 77.1 1 tt'• 20 17-1 2 1 -1 1 9'1' 33 17-1 30 1 -4 B 43 11-1' 39 11'-4' 39 3'- 4 11 -11' 32 1 - B' 4 10'-11• 41 11- 41 1311• 3 10' 4 42 16- 8'•6' . 46 7 -0' 40 i '-0 W 4 10'-10• 4 J 2 17-10' 6 48 11' 40 11'-3' 40 10' 9 9'-8' S9 9-1 59 9' S'68 1 Wind open Mono- Slooed structures Roof a Screan Roorns Attached Cows i Glass & Modular ooma I Enclosed CanWaver Zone M 1 annmr3 a ad' 4 s ad' 1 arvioad- 3 s . Mead' 4 Moad' 1 spa 3 sardload• 4 spannoacr Ae Roofs100 is-21 18 1 S 1 1 13 11- 23 14.4 15 J• 20 1..... IT. 13'-1 4 45 110 1 •11 1 t -1 t 1 . 25 1- 1 2V 201 10'4 1 -1 1 • 1 15-11' 17 164 17 10'• ' 1 '-1' 309'S 4311 11' 21 15'6 1 1 -0 1 1 S ' 1 -11 i 45 1- 11S 23 15'-1 39 1 S 356-11' 111.5 140. 1 1 - 1 2 1 - 2 1 -1 2 9'- 71-11 11 5111.51 1 '-11 13'- 1 -1 2 9'• 4 11-11 8' 1 •1 10'- 5 2 1 I 1 - 3 f0 52 114 46 B'-1 68 1 •5 1 - 3'4 1 Wind n ucU.,W Roof r Roorns b Attached Coven iaas 6 uorm Enclosed vafn . 9 Cantilever Zone MPH1 a an0wd' s nnoad'. 4 s aNfcad' 13 ad- aMoae s ad• 1& 2Ail s aad• nllo saNkme a an0ead' Roof. 100- 11 16 13 14 49'-11- 3 1 2(rg* 113 1T.6-1 23. t{ 1 .1 1 271 16 3 11 3 4' 4 14 4- 14 T- t ' _ 1 1 - 1 17-1' 15'-1 2, 1 2 4 4 1 0 15-1• 17 1 18' 1 1 -0 1 t7S' 30 16_ 25 1 -7 2 114' 39 14' 3 13J' 32 4' 6 123 13'• 11• 21 iS4 i 1 '6 1 17-2 ' 32 15'-11' 26 764 26 11' 41 13=10' 41 14'-1' 41 4 6 1 13' 6" 23 1 6' 16-0" 20 11'-9 3 15' 29 1OW - Z 140-1 17-1 2 16-iD 23 1 -2 23 tt' 40 13'-71 40 14.7 40 7 -1 45 13'4 4 t3'S' 4 4 89 140. 17. 10' 2 1 -1 2 1 -2 23 11'-0' 40 13'-11' 40 74'-2' 40 9'-71 17-e' 1 -11' 4 B9 2w 14- r 32 I 1 -2" 126 1 1"- 1261 10' 48 1 '.3 8 IT-6- 48 9'- 88 I 1 60 175 60 4 f0 m ..•„ .,re. w,v, -,wan w,um wse wwm vwma,g. -wslgn ot appxea rtaa oasao on me aiiamre area w ins pane Table 7. 1.4 Allowable Spans and Design / Applied Loads* (#ISF) for Industry St::f,dard Riser Panels for Various Loads r e v-. n me• a ... a ell. _•--- Wind Open Structures Mono-Slopedven Roof AttachednCoass8 Modular ooaw Enclesad erharg Cantilevar ZoneMPH a Nload- s anAoad• 1 a s Mfica P 4 s aMosd• 11L2 a MoaC a nnme 4 span/load' AliRoofs 1007 1 l 1 1- 1 -1 2 4 13'6 20 10'-0 1 6' 17.11 23 4 4 10 1 • 1 1 1 -11 14 1 14 1 6 1 1-11 = 1 J T-155 1 11 20 1 -11 20 1 38 9 11• ll T- 11.1 21 1 1 21 2 4 11 41 11 41 3'6 69 130 10' A' 23 13'4' 23 1 - 23 1 3 1'- V444 8'4 4 10'6' 45 1 -11 4 S16 1 10' 2 17 2 1 -11' 2 40 11-1 64 4 10'6' 4 1 -11 4 3'•3 89 1 1 2 176' 2 17-11 Z 6- 1'-1 11' 9' 104 3 3'7 89 4• 38 17-0' 21 .1 J2 B' 48 70'- 1 94 60 6' 3'-1• 102 Q'.7fGEii® FSI:®Fi Qil[F]iEi'3 Qt7 ii:•3i©' E7 iiFk7 Ef7 3i].'i 1• Q Si tlEi iF)111F.ii m lilil Ii L i if/F F Q'i'iT t l F 7 Q'l S l d' F 5 1. r';r y Ql i+f'Q;rQia>>a'ymQ•,s i r.'ir: 7 Yfj1 t7 i Fi 7 f CI•>ti F 7 f ifs6i l fEYFri 0i Fi'] iL i f 3Cii bs1 jai 0 i ftl iFi9 iL: 3 E 7Q i©Qr 7f>t Sim SiEJ l5fi tlil©f fl:iei0 im I E] Q7SQi1 LSSi E 7 f i1Csl L:7 E i i b:f 3tt f Yilt 0 1 i bl•7 Q:i l ti''iifiLi7mQ7fi F.7iC"Q7 Y iL'Fl i€ji F]E i' G•''7IC'16®+.®a'''ifm nave: r vw raw Pare w m - room mom+lvaa twain +ovwmng. -Design or apglea bad Wood on ine a1lecu" arm of the panel Table 7. 1.5 Allowable Spans and Design / Applied Loads* (#/SF) for Industry Standard Cleated Panels for Various Loads T, 1-': r slre,i'e•L`ii•]T•3 r•m;i r r ri lll lilr smE-,e Fr i•]i e m-cn ael''. T fOMQIE i©ECS L 7ti li Ii t[:7Ei iiFilfldiEilfL'ii•CFiFitt[l ilr'L' 9tllla3iip311 iE3lC>a1 1.tiI EL OlI Q 7F]diPflEit Ei•.•7 t E C[ IMMEAMU11iEil MlO1 M, MUM f JE FEf>lflCiFr'7iiE IE T•m wind Open Structures Moms Raof 6 Screen a Attached Covers Glass & Modular Enclosed 0verhaagCa+nXevar Zone MP 1 s aMoad' s annoad• 4 ar nme1s d' s aMoad' 4 a 1 s Moad' s ardload' s n4noad' A• Roofs 100 6• 18 13 11'•11 1 8'-0' 10'-0' 10'- 23 6 2 9'6 2 9'6 27 11 6.7 1 14 11 14 1 6' 4' 38 8'-11' 32 9'-Y 32 7-11- 55 1 8S 20 1 - 1 26 33 r 36 9'4• 30 6 43 8' 39 8 • 39 6 2121 3 3 0' 32 7 32 6'S' B'3 41 8'S 41 7 4 11 23 ID6' 23 0 39 S6 3 8'-1 35 6 1 i 1' 4 S•1 4 7S 77 29'- 66 46 8' 40 W-4 40 6' 1 11 4 B'-1 4 9- 27 66 48 e'- 4 8'4• 40 6-1' 7 8 • 7 89 9'-1• 3 64• Io• 8- 4s s•1 69 r 68 FW 66 7S 102 Wind pen struictures Man, oSl ad Roof Screen Rooms a Attached Cows Glass & Moduwr Enclosed Overhang CaMilaverZone MPHl1 spennoad' a aMoae1 dad• nnoad' s annoad• 4 s Nload• 1 a Moad• spanaaad, 4 s d' UI Roofs 100 11'- 1" 116 1 lW4r 1131IV-W 113 9'S' 123 1Z•1' 2 1 4' 11 2 11'6' 2 11' 110 10•-11 17 13' 14 13'A' 14 5 11•4r 17 8' 32 10'-1 11'•1'-' 3'55 1 9'•1 20 1 1 1711' 17 6 ll -1 9 9'-1 39 1 4 39123 9'6' 112'S 1 176'- 1 6 32 10'-11 41 6 41 10 41 69 1 0 2- 1 174 8'.3 35 1 45 9'-3 45 S 45 1 27 11 8 2 A 40 32t: 459.3 45 6 4 11 89 59 6-1 5 7-11• 8968 S BO 110now: iota root panel wi001=mom wim wen wiaal+avemang. •Dazgn crappied bad basedw the affective aeaor Vis penal Open tructure$ ms Glass a M m ng SI Roof a closed Enclosed CanOkvar Zone1&2 4 1 4 1 4 All MP s Mead• a onlbad• s aMoad' s aMoad' spa a Nload• s nil a an1load' s aMoad' Roofs 1 1 A• 13 19'-1 13 19'- 15--10 20 15.3 20j14'• 2 14.3• 4' 4 70 1 -0' 14 19'.3' 14 18'-' 15'S 21 14'•11 1 •,^ 32 1 -2 3 4'-0- 120 1 •' 1 1 16-1 0 14'-30 13'6' 30176• 1 •1T 3 4'1 15'- 8- 11' 1 1 2 13-1 32 13'4' 32 11-1 - 41- 1 6 4 4 9 1 - 144 3 78'-0 20 15'6 W 13- 171 6 - 4 10t11t 13'4' 214-11' 14' 11•2 10 1D•1 w 1 4 70' I 413'-4• 27 14•-1r 27 14W6 11••2' 40. 1a•1o• 40 9'-9• 59 9's 59 T-V 89 1 3 14 3 1 4 1 -1 10 68 T- 102 Q3:7 ii® 7ib7F i]Qi E:7-iE7<fi ilEi7 3i'iE?]@• ii l if,.] iI7iF3fiifLf F.i- 3i i13i0iFiS F. i IFa iiF3lilitiifiBID 7F3lfF®Eil iEfi I?ItfE t illliifi`•"1iI<i'7 Q'Q'. 7iGC5iFil riF'i][ F3C'i1 E®Fs•7 t i i ilQi iF[l. KQl lr•'iTt l'.".IQ]• i)i t 0' r•1•li'.'f)! 7 11111"I:AI.'a 12-31i t7 f Ef € Ti QiY3im iii F i['ii f 1i 0 i Qli6I C:] L•'] F•ffr1 L•'•] E3Fr fI now: ,war root paler wpm =room wpm r was vndm +ovemarg. -Design or appaeo loan basea on Um am mve area M me panel 08-12-201( I o Z w 0 DJ o tk U) 0 N Z zoo m Z W O J fnWuiWD- _3 D- m G QQ Lu0. z w go N• C ED 0 Z Q U N, Q aCL 0 w U) U Z U)) W J W 5W W CU, QGCLW Z CD 0 m> Q O K i O U. to O 0 N. Co a Z . N-• n Z LJL to - W LL OW 2 miE LL1 0 LUO W a m o c q Q Q QCLn 1 1Wm0 LLi rn N m L a. 1 di r lD 1 V O m Q' m c vd 1 j 0 W J Q Z N I1 ai r W t z SEAL w w z SHEET zW13F zLU Z W OF 15m O 12" x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 2 = 1'-0" Table 7.3.1 Allowable Spans and Design / Applied Loads* (#/SF) for Metals USA Building Products L.P. Riser Panels Manufacturers Proprietary Products: Alu:ninum•Allo; 3105 H44, H-25 Florida Product Approval #FL1779 wind Zone MP n Structures M oStopud Roof Screen Rooms Attached Covers Glass & Modular Rooms Enclosed _ Overhang Cantilever All Roofs 1&2 s anlload• 3 s n/bad• 4 s ann 182 span/load' 3 s an/load• 4 s anibad• 1P..1 s an/lowr 3 c anlload• 4 spanlload• 100 1Z-3' 16 16' 13 16'- 13 10'-10' 23 13'-4' 2 1T-87 10'J' 110 17-1' 1 15'-11' 14 16'3' 14 10'$' 25 12'-11' 2 13'-3' 25 9'-4' 38 11'-11' 55 125 11'$' IY-11' 20 15 r 17 9'- 33 1r-3- 30 1Z'$' 30 8'-9' 43 11--2- 11'S' 39 T 6 1 11'-1 21 1 -9 21 14-0 Ti- 5 35 17-0" 3 1 .3' 32 8- 45 11'-lY 41 11.3 41 3'-6' fill13010' 13'4 23 13 - 9'-1' 39 11- 5 11-10' N33 8'- 51 10' 10'-11' 4 3'S' 7 1 -1 10' 2 1 $' 12'-11 8'- 48 11-1' 40 t1'-4' 11 59 9• 5 10'•4' S3 3'J 89 1 10'-3 2 17$' 12'-11' 2 6'- 46 11-1 114' T-11 59 B'-9' S9 10'4' S3 3'3' 891436173212$' 32 8'J' S2 10'- 46 10'10" 1 6 fill 94' 68 9'.6- fill 3*-1*1 Wind Zone MP Open Structures Mono-SlopodRoot Screen Rooms Attached Covers Enclosed Overhang Cantilever All Roofs 1&2 a annoad' 3 s anlload' 4 a annoad• 1&2 s an/bad• 3Isnnoad• 4 span/load' 1&2 s an/loacr 3Isannoad• 4 a anlload• 100 1T-r 16 1 - 1 T-11' 1 11'$' 23 15'-1' 20 15'-5' 20 11'-1' 2 13' 2 13'•11' 4'-0' 45 11 0 73' -0' 1 1 J' 14 1 - 14 114' 25 14'-0' 2 15'-2' 21 10'-5' 32 1T-11' 32 13--2--0324'• 5 120 12'- 70 1 -1' 1 18'S' 1 10'$' 3.: 13'-Z- 30 IT-f • 30 9. 43 1Z-1' 39 4- 39 123 12'-0' 11 1 '-10' 1 16'-2' 1 10'$' 3 17-71- 32 13'-3- 32 9-4- 4 11'-11- 41 16r 41 4'-0' fill 130 117-r 23 15'-3- - 1 '- - 20 9'-9- 39 IZ-6' 3 12'-9' 35 11' 1 1'•6- 4 11'A- 4 1407 11'-1' 2 13'$' 2 13--11- 2 9'-3- 46 11--11 40 12'-3- 40 8'-W 59 W-11' 11=r W 89 740-2 11'-1• 2 13•r• 2 13'-1r 2 9'-3' 46 11•-11 40 1r-3 40 8'-W 53 10'-11- 1r-r 53 3' s11'-8- 46 2- 66 1 -6' 60 Iv-W 4' 102 Note: Total rod panel width = room width +wall width + overhang.. 'Design or applied bad based on the affective area of the panel Table 7.3.2 Allowable Spans and Design / Applied Loads' (#/SF) for Metals USA Building Products L.P. Rhino Steel Riser Panel Manufacturees Proprietary Sections: Grade'D' Galvalume Steel Florida Product Approval #FL4718 Wind Open MonoSb Structures Roof Screen Rooms Attached Covers Glass & Mod ufar Dome Enclosed arhangCantilever zone MP 1 a anfload' s annoad• 4 an/load' taz s an/load• I s nnoad• 4 annoad• 1 s annead• 3 span/load' a anlload• Ali Roofs 100 1 A' 73 7'-17' 13 224' 113 15'J' 20 1 18'-70' 20 19'-3' 20 7T-77'23 18'411S'2 4 5511S' 14 t 14 21-11 1 14- 25 i -6 21 18-11 21 1 -11 16' 1 1 1 6 17 134 30 1T 25 17'-16 2539U13'. l(r 1' 32 16'S 4 • 55 1 15'-It 1 19' 1 1 13'-1 3 1 -W 2 1 - 2641 15'-10 34 1 34 4'-0' fill 130 154 20' 18-11' 2 19'S 17$ 35 1 $' 29 16'- 1 29 11'$' 5 15' 38 1St1' 38 4'-0• 77 140.1 IT- 0' 27. 18'-1' 23 18'$' 23 12'-1 40 15'-9' 34 16'-1 34 11'-0' 1 '- ba I IT-1 1- 63 140.2 73'-10' 27 W-1- 18'$'23 tr-1' 40 1 '-9" 34 16'-1 341 11'-0' 53 13'- 53 13--11' 53 4'-0' 89 150 - 13'-7' 32 T4' " 28 1T-9' 6 71'- 46 15-1' j, 15'- ' 391 10'- 60 IT-1' 160 1 13'4' 60 4'-0' 102 Note: Total rod panel width a room ware +wall width + overhang. -Design or applied load based on me anecave area at me panes 12.00• 1.00• a (4) #10 x 9116' S. M. S. W/ 3/4" WASHER EACH PAN EACH POINT 3.00' 3.0w OF CONNECTION MATERIAL: 0.028 OR 0.034' 3105 H-28 ALUMINUM ALLOY 12.00" x 2.50"'W' PANEL SCALE: 2'- V-0" Table 7.3.3 Allowable Spans and Design / Applied Loads* (#/SF) for Metals USA Building Products L.P. W Panels Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14, H-25 Wind Zone pen Structures MonoS ed Roof Screen Rooms Attached Covers ass S u Dome Enclosed overhang Allover MPH) 1 s an/load• a an/load' 4 s anlioad• 1 spannoad' 3 s annoad' 4 s ann3od• 1 s annoad' s annoad• 4 s onlload• I All Roofs 6 15'$' 3 15'-11" 13 10'-' 2-1r-10' 17 15'4' 14 15'$' 14 9'-9' 28 12--6- 25 17-9' 25 8-11' 36 11'•6' 32 11-9 32 3'$' 55 10' 20 13'S 20 13'$' 9'-3 33 11'A 30 11'-11' 30 B-5' 43 10'-9' 39 6 21 13'-2 21 13'-6' 21 9'-1' 35 11'- 32 11'-10' 32 8'-3 5 10'- ' 41 10-10' 41 3'-5' fillID- 9' 4 23 17-10 23 13'-1- 23 9' 39 11'•2- 35 11'S' 35 T-11' 51 10'J- 45 10'-6' 4,1 3'•3' 77 5- 31 1r-r 27 1r-5' 27 8'$' 46 10'A' 4015Z 10'-11- 40 T- 59 9'S' S9 9'-7- 59 3'-1' fill 5- 31 12'-2 2 1Z-5- 2 8'-3 46 10'$' 40 10'-1.•' 40 59 91-5' S9 S- 9 3'-1' fill 1' 38 1'-7' 32 11'-10' 32 11' 52 V-9- 1 -a' 46 7' 68 ti'- 1' 60 9'- fill r-11' 02 x 12" x 0.040' W Panels Wind Zone MonoSlo penfracturesScreendRoofDome Attached Covens Glass & Modular Rooms Enclosed Overhang ndtsver 1& 2 s annoad' 3 s aMoad' 4 s ann d• 1 s n/bad' 3 s annoad' 4 s annoad' 1 sp2n1bacr s anrtad• 4 s on/toad• Ali Roofs 100 13'-5 16 13 18'- 13 11'-1 1 13'-3 1 14 1 T-10- 14 11$' 25 15'-1' 21 15'S' 21 10'- 32 13'- ' 32 1 'S 3 4'-0' 55 1 0 17 4 20 1 16'$ 1 10'-10' 30 13'-5 13'$ 30 9'- ' 1 $' 3 1 'i 4'-0' 65 123 17- 21 1 16'•5' 1 10'$ 32 13'-2- 32 13'-5 32 9' 4 1r-1' 41 1r4' 41 4.0' fill 1 0 11'-1 2 113'-11' 20 15'•9' 7 YJ 101- 35 12--9' 35 12'-11- 3 9'-1 51 11 $' 4 11'-11' 45 140. 1 11'-3' 2 27 15'-1' 9'-5' 46 12'• 40 1r-5' 0 S.9 Iry 140- 2 11'-3' 27 27 15.1• 23 9'S' 48 522- 40 IZ-5' 40 V-8 59 11-1 53 11''1 0 10'$' 32 32 13'-5' 32 5'-0' 2 note: 1. Roof max. span Is from host structure to front wall beam or from support to support for multiple spans. z Z co O jC O N ZU' Oa z W LUZ1d CLaLL N Q of N U 0 w J O O U) . z I toto < & I mz J Cl Q E: I CW LL a G o N 1 to tD ton a V' J m LL W LL O w + LL aWtr waO a rot m Z o 0 C U v Q X n mtial =: co q p W ae, IJJroM wmmO C V O m m o m O O zE a mO LU wJ f" z z a o w K ry LL c wM aO roa m z w SEAL w v SHEET uj zJ Z wS2 13G z 15 W m08- 12-2010 OF 0 1-1/4" DRYWALL GLUED SIDE SCREW nW O v 0.024* OR 0.03D' THICK H-14 1.0 #DENSITYORH-25 ALUMINUM E.P.S. FOAM TYPICAL) Notes. ALLOY 1) Total mol panel width = room width + wag vAdth +overhang. 2) Spansmay be interpolated between values but not extrapolated outside vatdes. METALS USA BUILDING PRODUCTS L.P. PRO-FAB 7/16" O.S.B. & 0.024" ALUMINUM COMPOSITE PANEL SCALE: 2' - 1*-W m _m E2vlY QUO W 4c 0.024' OR 0.030" THICK H-14 1.0 # DENSITY OR H-25 E.P.S. FOAM ALUMINUM ALLOY (TYPICAL) Notes: 1) Total mo(panelwidth = raw width + wall width +overhang. 2) Spans may be Interpolated between values but not extrapolated outside values. 3) The Mweview roof panel system B designed to span from support to support mated to a fW 48' PRO• FAB panel between Ilumavlaw peneh or between (2) 24' sr4d panels. Reference Table 7.3.5 or 7.3.6 for allowed spans of the 19umavlew panel system. METALS USA BUILDING PRODUCTS L.P. PRO- FAB COMPOSITE PANEL W/ EZ-LOK SCALE: 2' = V-O' THERMALLY BROKEN ALUMINUM EXTRUSION Table 7.3.4 Metals USA Building Products L.P. Roof Panels Allowable Spans and Design /Applied Loads* (#ISF) 0. 024" PRO-FAB 7/16" O.S.B. & 0.024" Aluminum Composite Panels w/ EZ-LOCK Wind Open Mono p Structures Sloped Roof Screen Rooms Attar - had Coven Glass 8 Modular Rooms Enclosed Overhang, Cantilever Zone MPH 1& 2 s an/load• 3 span lbad' 4 s nnawr 1& 2 s Moad' 3 s annoad• 4 s onlioad' 1& 2 s annoad' 3 s annoad• 4 s 81ad' Ali Roofs 100 23.8 1 26'$' 13 25- 13 1W-11 20 1'-r 20 S 20 2 '-0' 23 23' 23 23-0 23 4'-0 4 110 23'-0- 14 25'-9 14 24-10 14 18-5• 1 20'$ 21 7 -11- 21 2 -0' 2 2 2 T-0' z a-0• 5s 1 0 20'-1 1 3 1 2 17 1W-11- 25 18'-11' 5 1 3' 25 37 32 32' 32 3 r 32 4-0' 65 1 20'3' 1 27 1 2t -11 1 16'-6- 26 18.6 26 1 -10- 26 33.10- 34 1 34 33'-10' 34 4%W 69 1 0 19'- 20 1'Sr 20 20 15 $' 29 1 - 29 16'-11 29 r u4' 38 38' 38 140. 1 1 -10' 23 9'-11' 23 19.3 23_ 134' r40 13. 4' 40 16 - 34 15 8 34 44 44' 44 44-0 44 4-0' 89 140. 1 -10 23 79'-17 23 19 3 16'J 3d 15'$ 34 44 44-0 44 44-0 4-0' 89 150 16--w 26 ta'-0 26 18'-1' 28 17S' 46 15'-2' 39 13'-6 46 1-0' S1 51 -0' S1 51'-0 51 4'-0' 102 Note: 1. Total roof panel width - mom width +wall vAdlh +overhang. 'Design or applied load based on tie anective area of the panel. 2. 2004 Aluminum Structures Design Manual Allowable Stress Method was used for all tables. 3. Roof ma)L span Is from lost structure to frail wall beam or from support to support for rmrttiple spans. Table 7.3.5 1 Metals USA Building Products AM CORE 24" PRO-FAB Composite P7 L408" x ePropdetary cl: cters PropdetaryProducts. minum Allay 31 024' Root Panel w/ Q-LOCIduct Approval # FL 2291 Wind 1 o eelaf ocnZone 1 - 3 4 1& FTAI CI( IW ILLUMAVIEW ROOF PANEL 3" x 24" -TWIN WALL FULL LENGTH SYSTEM FLORIDA PRODUCT APPROVAL #FL10013 SCALE: 2' = 1'-U' Table 7. 3.6 Metals USA Building Products L.P. Roof Panels Allowable Spans and Design I Applied Loads* (#ISF) 0.030" PRO-FAB Composite Panels w/ EZ-LOCK for Various Loads Manufacturers' Proprietary Products: Statewide Product Approval # FL2291 Manufacturers' Proprietary Products: Aluminum Mioy 3105 H-14 or H-25 Foam Core E.P.S. t1 Density 3' x 48' x 0.030" Roof Panel w/ EZ-LOCK Wind Open Structures Mono -Sloped Raof Screen Rooms Attached Covers I Glass & Modular Rooms Enclosed* erhang Zone MPH 1& 2 Sam Moad• 3 a n/ load' 4 s an/ load• 1&2 a annoad• 3 span/ load' 4 s Moad' 1&2 s annoad' 3 Mond' 4 - a n/ load' CaM#evar 100 2' 1 24'-9' 113 3.11- 13 17-$' 20 19'-9' 20 1 -1 2 16'-W 18'-5' 23 1T-10' 3 4'-0' 4 110 21'$' 14 24'-1 14 3'.3- 14 1 3' 21 19'-3 21 18.8' 121 15 '.y 1 -0' 27 161 2 120 19' S' 1 21'-9'91.0 21'-0' 11 10' 1 -8' 25 1 -1' 2 12'$'39 1 - 32 15-1 3 4'12 18'- 11 1 21'-r20'$' 17 T-3 2t3 16-8' 26 12 S' 41 15-2 34 13'-4 41 4 1 1 - 11 20 0' 19'4' 1 '4 35 155 29 15'-1 29 11' 45 1 '-2' 45 1 - r140.1&215$ 23 18'$1&.(r 23 12$ 40 15- 13'S 40 10'•10' 53 17- 53 11 53 4-0 84 so 15'$' 26 ITS' 16'-11• 26 11'$' 46 13'-0- 46 1 -' 46 9'- 11'S' 60 11'-0' 160 13'11"'W? 4" x 48" x 0.030" Roof Panel w/ EZ-LOCK Wind n Structures Mon loped Roof Screen Rooms Attached oven as Modular ooms c oseC' emang Zone MPH 1& 2 s Moad• 3 s aMoad• 4 s aMoad' 1&2 s aMoad' 3 s aNload' 4 s aMoad• 1&2 s armO c' 3 a nnoad' 4 s anad• lo Cantnwer1 23- 1 ' 13 28'$' 1 5' 1 19'-7' 1'-4' N 20'- 20 1 -9' 23 19-1 1 - 3 4-0 45 110 23'- 2 14 25-11 14 25-1 14 18'- 21 2'. 20'-1 1 16'S' 121 18'-4 1 -9 43- 4'-0 55 120_ 20'- 11' 1 5' 1 17 1T-0' 25 19'-1' 2 18'-5 25 15-1' 3 1&AW 16' 4 65 123 S' 1 2T-1 1 1' 17 16'$' 26 18'4- 26 1 T-1 Y 26 1 '4- 41 16'S' 15'-10' 34 4 69 130 19'-4' 20 21'-T 20 0'-10' 0 1 -10' 29 1 -8' 29 1 -1' 29 1Y$' 45 15'S' 38 13'-9 - 4 4'-0' 140.1&21T- 11' 23 20'-1' 123 79'S' 23 13'S' 40 16'4• 34 IV-9- 34 11'$' 13'-7' W. 1 -0- 4'-0' 89 150 16'-70- 26 18'-10' 26 18'-W 8 1Y- 46 1 '-3• 39 1 '-T 46 10'-11. 60 1Y4- 60 71-11- 80 4' 7 5"x48 x0. 0Hoot Panel w -L CK Wind Open Structures Mono -Sloped 0o Screen Rooms Attached Coven I nclosed' emang Zone 18.2 Spann acr 3 s Moad• 4 Spa 2d* i& 2 s aMoad' 3 a an/ load• 4 span/load' 1& 2 s aMoad' 3 spanfload• 4 spanfloacr Cantilever LM! j',! L 100 13 37- 5' 1 31'•3' 13 23'-1• 20 25'-10' 2 d'-11' 20 V. 4'-1' 23 4' 2 4'40' 45 11030'S' 14 22'- 21 251 21 24'- ' 21 19'-11' 2v 27-3'12721'S' 2 4'40' 55 120 T$' 1 20'$' 25 23'-1' 25 2 -4' 2 18'-0' 32 20'- ' 32 19'-T 123 k24; 26'- 9- 1 20'-2- 26 26 7'-10• 26 1 A' 34 19'-11' 34 19'J' 34 4' 6 1 W262 254 20 19'-Y 29 21S' 29 20' 29 16$'38 78-9' 38 1 -1 3 4'140.1 23'- 7' 23 1 $' 34 19'-10 34 19'-r 34 15'- 44 7 S 44 16-10' 44 4'-0 89 150 2Y-1' 6 16'- ' 39 18'-6 39 1T-11' 39 13'4 60 6-2' 1 1 1 4' 102 6" x 48" x 0.030' oo Panai w {ZCK Wind n fractures MontlSiopad Roof Screen Rooms Attachad Covers lass Modular Rooms nelosed• arhang Zone MPH 18. 2 Spann * 3 s annoad• 4 s oMoad' 1& 2 span/ load' 3 s :Moad• 4 s an/ load• 1&2 s arA d• 3 s anfload' 4 s anfload• Cantilever 100 2'- 1 V 13 36'- 0' 13 35- 7 W_r S' 20 8'S 20 4'S' 23 2 S 23 26' 3 4-0 45 110 31-11 14 9 14 34'• 14 25'$' 21 28'$ 21 2 $ 21 27• 2 253' 2 24S 2 4-0 55 120 11' 1 37.4 17 313 1 23'S' 25 26'-3 25 25-5' 7`; 2d 20'-9' 32 23'-3' 32 S 2 4'-0 6 1 3 28'- 2' 1 321' ' 1 30' - 1 11' 26 25'$' 26 24'-10' 20'-W 27- 21'-10' 130 25-7' 20 29'-9' 20 28'A' 20 21'-10' 29 24'S' 29 23'-T 29 19'-1- 38 21'4' 38 20'-T 38 140-1&2 2W-9- 2 2T$' 26.9 23 2' 34 2Y$' 34 21'-9' 34 1 ' 44 19'-llr 44 19'-2 44 U144477 150 23-3' 26 26'-0' 26 5'•2' 26 18'-10- 3921'-0' 39 20'-0' 39 16'S' 51 No'.: 1. ToW roof panel width =room width + wall width + overhang. 'Design or applied load based on the anectNe area of the panel. Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) w/ EZ-LOCK for Various Loads Table 7.3.7 sal # FL2291 S or H- 25 Foam Con E.P.S. #1 Density Wind n W auras Mon I eel Root Screen Rooms Attar d Covero lass Modular ooms losed" erhang Zone MPH 1& 2 a annowr 3 s annoad• 4 s annoad' 22 spannoacrl 3 4a annoad' r anfload' 1&2 span 3 span/ land' 4 son/ load• Cantilever 100 1 1 4- 13 16'S 18'S' 1 -10 20 15'S 1 16, 4' 4 110 20'-1 14 14 21'A' 14 76'-r 21 18 21 1 S' 21 1 -1 32 15'-1:' 27 154' 2 4' 55 1 18'- 1 204 1 1 3 13'$ 30 1 $ 15-11 2 11-10' 39 17- 39 17-9' 9 4' 65 123 1T-9' 19'-10 1 W- 1 13-r 32 16'• 26 1 '- 26. 11- a1 17-1r a1 1 5 a1 4'-0' s 130 16'-' 20 18--9' 201 1W-1- 20 17S' 35 1 4' 1'$' 35 11'-0' 4 174' 4 11. 45 4-0' 140.1 1'- 23 1 5' 23 16'-lW 2 11-8 40 3'•1'. 1 $ 40 9'- 59 11 -4' 3 10'-11' S3 3'-11' 69 150 1 '-r 32 16'4' 28 1 '-1 26 70'-11' 46 17-r 48 11'-9" 46 8'-11' 60 10'-B' fill 10'-4' 60 3'-8' 102 Wind Zone MPH an truct res MonoS R^of 4 s Moad' Screen Rooms Attached oven Iass 8 Modular Roams nc osed" Overhang, Cantilever 1&2 sannones annoad- 1&2 s annoad' 3 s aMoad' anfload' 1&2 s annoad' a art/load' 4 a Moad• 1 34 1 26-1 13 ZS' 13 1V-8 10 20 2 20 1 5 2 19-5' 2 18'•9' 23 4 45 110 14 25' S'_ 14 24'$' 14 18'-2- 21 20'4' 21 1 - 21 16'-1 1T-11 27 1 7 4' -_ 55 120 1 11' 1 r 7 1 4' 9 1 'S 32 1641 32 4-0' 65 1 2Y4• 1 1'- 1 6'4- 28 18 W 28 1 - . 28 13--1- 41 16' 13 '-W 34 4'-0' 69 130 18'-11' 20 i'-i' 20'S" 20 1 $' 1 4' 29 16'-9' 29 1Z-5- 45 15'-2 38 13'- 140.1&2 1 - 23 1" 23 18'-11' 23 1- 40 1 '-11- 34 1 'S 34 11'-5' 17-10' S3 17S' 4'-0' 89 1 16'$' 2 18'$' . 25 1 -10' 28 1 /74- 46 13'-9' 13'3' 48 10'$' 60 17 60 11'$' fill 4'-0" 102 6" x 48' x 0.024" Roof Panel wl EZ-LOCK wind GpenStructures M no-StopedRoof Screen Rooms Attached Covers Glass & Modular RoomsEnclosed- Overhang Zone MPH U2 a annoad• 3 a anlload' 4 span/load' 18. 2 s nnoad' 3 Spann acr 4 s anf[ ad* s annoad• 4 s annoad' Cantilever 1 5'- 9 13 8'S' 13 T-10 1 3 1 4'-11 1 24-1 1 21'S 2 W-8 4 45 110 14 2 - 11' 4 0' 14 1'$ 18 43 18 2 'S 18 19'- 1 -155 120 1 54' 1 24-5' 1 19'- 2 1'-11' 21'-2' 22 117-W45 18'-r 32 1 3 4'-(r 6123 0' 1 4'$' 1 23'-1 1 19'1- 23• 214' 20_ 1 '-W.: 1 -1' 34 4'-0' 69 130 20'-10' 20 23'3' 20 2Y$' 20 18'-0' 26 2a r 28 17-51 26 16'-W 38 16'-1' 38 4'-0'140-1 19' 4' 23 1'$'- 3 20'-11' 3 16'-9" 18'•9' 30 18'-2' 30 15'$' 44 13'$' 4'-0' 89150 18.2- 2820'4' 26 19'$' 26 15'-9' 34• 1T- 34 1 -0' 34 IT-3" 60 17-10' 60 4'-0- 102 Note: 1. Total roof panel width -room width +wag width + overhang. 'Design or applied bad based on the affective area of the panel. Maximum Panel Spans - Dead and Live Load and/or Snow Load (Lbs. / Sq. FL) Composite Panel with Splines, Enclosed Buildings Metals USA Building Products L.P. Wind Speed -100 M.P.H. Wind Speed -110 M.P.H. Panel Thickness Deflection None a annoad' 1 R s ar*/ ad' 211. span/load• 3ft. sp: n, load• 41t. spannoad' Nona spannuad' 1 ft. Spann ao cr 2 ftsr naMoad• 3% spaNload' 4ft span/ load' 41/ r 1. 1180 1T-11' 27 14'-1" 27 15'-1' 123 16'-1' 123 1T-1' 123 1T3' 1321 14--1- 32 14'4' 32 15'4- 27 16'4- 27 1.1240 12'- 1' 27 12'-10' 27 17-1' 27 14'-1' 27 15-9' 123 1Y-9- 32 17-10- 32 13'-l' 32 14'4' 32 15'-1- 27. U360 11'4' 27 11'-r 27 11'S' 27 175- 27 IT-5s- 27 10'S' 32 10'-7- 32 10'40- 32 lz5- 32 IT-5- 32 61W U180 19'S' 23 19%6' 23 19-9' 23 20'-9' 23 21'-0' 23 18' - 27 18'-6' 27 18'-9' 27 19'A' 27 20'-9' 27 1_1240 1T$' 23 1T-9' 23 18'-0' 23 194'- 23 20'-W 123 16'A' 77 16'-10- 27 1T-1- 27 18'-1- 27 19'4- 27 1_1360 15'S' 23 15'S' 23 15'-0' 23 16'-T 23 1T-9' 123 14'$' 32 14'-9• 32 W-11' 32 15-11' 27 16'-11. 27 8114" U180 23'$' 231 23'-9' 23 23'-11' 23 244r 23 24'-0' 23 2YS' 27 2Y$' 27 1 2Z-9' 271 23'A' 27 24'-0' 27 U240 21'$- 23 21'- 7' 23 21'-10' 23 27-10' 25 23-.,' 23 20'S' 27 9.7$' 27 1 20-T 271 21'-9' 27 2Y-9' 27 U360 18'-9' 23 18'- 10' 23 19'-1' 23 20'-7' 23 21'-1' 23 1T-10' 27 1T-11' 27 i6'-r 27 1g'-2' 27 20'-r 27 101/4' U180 24'-0- 23 24'-0' 123 24'-0- 23 24'4' 23 24'-W 231 24'-0- 27 24'-0- 27 24'-0' 27 1 24'-0' i7 24'-0- 27 U240 24'-0- 23 24'- 0' 123 2C4f- 23 24'-0' 23 24-0' 23 27-1U' 27 22'-11- 27 27-7 27 24'-0' 27 24'-0- 27 U36o 21'-0' 23 21% 1' 123 21'4' 23 ZY4' 23 23'4' 23 W-11' 27 1 19'-11' 127 1 20'3' 27 21'3' 1271 2Z-r 1271 Wind Speed -120 M.P. H. Wind Speed -140A M.P.H. and 140B M.P.H. Panel Thickness hicknes Deflection None spaMaad• 1it. 2 span/ load. R. span/load' 3% span load• 4% spaMoad' None spanitoad' 1 it spanlload' 2 fL spannoad' 3f . spanlload' 4fL spaMoad• 41/ r U180 13' 3- 38 175- 39 17-9- 39 13'-9' 139 15-T 32 IT-10- 45 11'-11' 45 1Y-2- 45 13'-2- 45 14'-2- 45 1.1240 IZ-0- 39 11'4- 39 11'-T 39 12'-T 39 13'-T 39 10'A" 45 101-10' 45 11'-1- 45 1Y-1- 45 1T-1- 45 L/360 10'S' 43 9'-7' 43 9'-Ur 43 11'-r 39 1Z-2' 39 8'-1V 51 9'-1' 51 9'4' 51 10'$' 45 11'48- 45 6112" U180 id'4- 32 1TS' 32 1T-9' 3e 18'-T 32 19'-9' 32' 16'S' 38 155' 38 1&-9' 38 1TA' 38 8'-r 1.8 M40 15-10- 3215- 11' 32' 16'-r 32 1T-r 32 18'-2' 32 14'-2* 45 15-0' 38 15'3' 38 1T-W 38 1T3' 38 1_1360 13'-10' 39 17-0- 39 1Y-r 39 15'-2- 32 16'-2- 32 12'4' 45 17-5 45 IZ4r 45 13.4r 451 15-5- 38 81/4' U180 19'-10' 32 21'-r 32 S21'' 32 27$' 32 23'$' 32 20' -0' 38 20'-i' 38 20'4' 38 21'4' 38 2Y4' 38 Lft40 18'-0' 32 1 19' 4" 321 19-7- 132 20'-7' 32 21'-7- 32 16'-r 38 18'-3' 38 lir4r 38 17.fr 38 20'-T 38 U360 1 15'-9' 132 16'- 11' 32 1T-2' 32 18'-r 32 19'.2' 32 15'-11' 38 15'-11' 38 16'3' 38 1T3' 38 18'3' 38 101f4" U180 27-2' 32 23'- 10' 32 14'-0' 32 24'-0' 32 24'-0' 32 2Y5' 38 27.6' 38 27-9' 38 ZT-9" 38 24'-0' 38 1240 20' -2' 32 21'$' 32 21'- 11' 32 Z'Y-11• 32 23'-11' 0 20'4' 38 20'-S 38 20'$' 38 21'$' 38 ZZ-W 38 L/360 1 1T-7- 1321 18'- 11' 32 1 19'-r 132 20'-2- 32 21'-Z- 132 1 17--9' 138 1T-10' 38 18'-1- 138 19'-1' 38 1 20-1' 13B Notes: t. Spans are derived from test date for O.S.B. composite panels with spline of #2 spruce, pile or M1r. Use U180 for Roof and Wag Span Tables and U360 for Floor Span Tables. 2. Top sWa for naor panels should be overlayed with a minimum of 7/16' Onished 800rbg perpendicular to the panels. 3. Dead and live load values provided for shingle roofs only. For tge roots consult engineer. 4. Splines shall be full length of panel and shall not be spliced. 5. Maxknum length of panel shall not exceed 24'-W. J Q FU- U z Q 0 fn O cc z2 a a O J LU 0: Z ii D' TL L) fn N r Z J LU Q SEAL SHEET 13H K n. z 0: O W U 7 a. O7 Wm OOZ o 0 a0 O 0 U 0 z K WWz0 zW Lu Wzz wm08- 12- 20101OF15 ; 1 0 GENERAL NOTES AND SPECIFICATIONS: The%flowing extrusions are considered to be "Industry Standard'shapes.- A = 0.243 in? 00 WT = 0.278 p.l.f. Ix = 0.136In' 0.044 o uuuSF Sx=0.137in' 6063 - T6 1" x 2" x 0.044" OPEN BACK SECTION A = 1.438 in.' 3.00;1- WT = 1.648 p.l.f. o Ix = 1.984 In! 0.12 ' o Sx = 1.323 in? 6063 - T6 3" x 3" x 0.125" PATIO SECTION 1.00 A = 0.287 in? ' A = 1.938 in? 0.044 g WT = 0.329 p.l.f. Ix = 0.368 in.' Sx = 0.247 in? r 4.00 ( 0.125 + I $ WT = 2.221 p.i.f. Ix = 4.854 in.4 cli m_j-'k 6063 - T6 L-J Sx = 2.427 in? 6063 - T6 1" x 3" x 0.044" OPEN BACK SECTION A = 0.424 in.' J2.00r WT = 0.486 p.l.f. 0.044--+§; Ix = 0.232 in' Sx = 0.234 in? 6063 - T6 2" x 2" x 0.044" PATIO SECTION A = 0.496 in? WT = 0.568 p.l.f. Ix = 0.276 In' 0.05 + g Sx = 0.279 W 1 6063 - T6 2" x 2" x 0.055" PATIO SECTION 3.00" ,fie A = 0.451 (n? I WT = 0.620 p.l.f. 0.045 _ + o 36 ix = 0.336 in. F Sx = 0.3in.' 6063 - T6 3" x•'2" x 0.045" PATIO SECTION A = 0.451 in? WT = 0.620 p.l.f. o 0. 640 in.' 0. 045tCIx 0045' + Sx = 0.427 in? 6063 - T6 2" x 3" x 0.045" PATIO SECTION A = 0.685 in? WT = 0.785 p.l.f. Ix = 1.393 In. 0. 050 Sx = 0.697 in? 6063 - T6 2" x 4" x 0.050" PATIO SECTION 42_( IX A = 0.954 in? WT = 1.093 p.l.f. Ix = 2.987 in' 0. 062' g Sx = 1.195 in? 6063 - T6 2" x 5" x 0.062" PATIO SECTION A = 1.081 in? 40014- WT = 1.239 p.l.f.0. 045' I + I oo Ix = 1.523 in.' 5 Sx =1.015 in? 6063 - T6 3" x 3" x 0.093" PATIO SECTION 4" x 4" x 0.125" PATIO SECTION - 2. 00r A = 0.482 in.' WT = . 552 p.l.f. 0.5 2 0. 050.. o ix = 6 Sx = 0.40610 6063 - T6 2" x 3" x 6.050" TILT SECTION 2. 00; A = 0.582 in? WT = 0.667 p.l.f. Ix = 1.228 in.' 0. 050" g Sx = 0.614 in' 6063 - T6 2" x 4" x*0.050" TILT SECTION 12. 00.f- 0. 045 M A = 0.613 in? WT = 0.702 p.l.f. Ix = 0.773 in. Sx = 0.515 in? 6063 - T6 2" x 3" x 0.045" SPECIAL SECTION A = 0.56210 f3. 00 I WT = 1.122 p.l.f. Ix = 0. i 0. 045 I o Sx = 0.92 In.' n? 6063 - T6 3" x 3" x 0.045" FLUTED SECTION J2. 0(rf- A=0.772In? WT = 0.885p.1.f. Ix = 1.940 in.' 0.046' $ Sx = 0.959 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 4" x 0.046" x 0.100" SELF MATING BEAM J2. 00'.r A = 0.964 in? WT = 1.105 p.l.f. 0. 05" + $ Ix = 3.691 in.' n Sx = 1.468 in? 6063- T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 5" x 0.050" x 0.120' SELF MATING BEAM J2. 00'.- A = 1.095 in? WT = 1.255 p.i.f. 0. 0 + o Ix=5.919in4 o Sx = 1.965 in' 6063 - T6 2" x 6" x 0.050" x 0.120" SELF MATING BEAM A = 1.259 in? WT = 1.443 p.l.f. 0. 06 + g Ix = 8.746 in. 4c' oliSx = 2.490'm.' 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 7" x 0.055" x 0.120" SELF MATING BEAM A = 2.250 in.' WT = 2.578 p.l.f. 0. 06" o Ix = 15.427 in. N Sx = 4.408 in? 0 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 7" x 0.055" x 0.120" SELF MATING BEAM W/ INSERT f' 00T_ N A = 1.853 in' . o WT = 2.123 p.l.f. 072 $ Ix = 16.638In.' m Sx = 4A57 in? Lil 6063 - T6 STITCH W/ (1) 98 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 8" x 0.072" x 0.224" SELF MATING BEAM N A = 1.990 in? c WT = 2.280 p.l.f. o Ix = 21.981 in. 0. 07 Sx = 4.885 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 9" x 0.072" x 0.224" SELF MATING BEAM 100T to ci A = 2 355 in? o WT = 2.698 p.l.f. 00. 08T Ix = 26.481 In.' Sx = 5.885 in? 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 9" x 0.082" x 0.306" SELF MATING BEAM A = 3.032 in? err-' WT = 3.474 p.l.f. ci Ix = 42.583 in. o Sx = 8.504 in? 6063 - T6 0. 09 c STITCH W/ (1) 8 S.M.S. @ 24' O. C. TOP AND BOTTOM x 0.092" x 0.369" SELF MATING BEAM A = 0.666 in? 1) # 8 x 1-1/2" .100 WT = 0.763 p.l.f. S. M.S. @ 6" UPRIGHT: FROM ENDS, TOP )•044 + g Ix = 0.694 in. Sx = 0.466 in? OR BOTTOM AND 1044. BEAM: @ 16" O.C. II__ o ly = OA06 in' Sy = 0.410 in? I'1.00"o 6063 - T6 1" x 2" x 0.044" OPEN BACK SECTION WITH 2" x 2" x 0.044" PATIO SECTION 1) # 8 x 2-1/2' S. M.S. @ 6" FROM ENDS, TOP A = 0.847 in? OR BOTTOM AND -12.0(rf- WT = 0.97.1 plf. @ 16" O.C. OR UPRIGHT: PILOT HOLE W/ 0.044 -9-4Ix = 1.295 In' Sx = 0.654 in? CAP AND (1) #8 x BEAM: 1/ 2" S.M.S. INTERNAL 6" ly = 0.540 in' Sy = 0.545 in? FROM ENDS, TOP 6063 -T6 OR BOTTOM AND @ 16" O.C. 2" x 2" x 0.044" PATIO SECTION WITH 2" x 2" x 0.044" PATIO SECTION A=. 0.592 in? 2' " ", I WT = 0.678 p.l.f. 044• f UPRIGHT: 044' + g Ix = 0.457 in' Sx = 0.355 In? ly = 0.369 In.' Sy = 0.369 in? 6063 - T6 1" x 2" x 0.044" SNAP CAP SECTION WITH 2" x 2" x 0.044" PATIO SECTION 2) # 8 x 2-1/2" S.M.S. Q 6' tK 3,00• -I -KIFROMENDS, TOP OR BOTTOM AND @ 16" O.C. OR PILOT HOLE W/ CAP A= 1.367 in? 0 WT = 1.566 p.l.f. AND (1) #8 x t/2" S.M.S. INTERNAL S' Ix = 2.655 In' FROMENDS, TOP OR BOTTOM g AND @ 16.O.C. v Si = 1.328 in? LOAD APPLIED NORMAL TO THE 6063 - T6 4" DIRECTION 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION CORNER POST 2) # 8 x 2-1/27 S.M.S. @ 6" rn FROM ENDS, TOP OR BOTTOM AND 00" 4 A = 1.367 In' 16" O.C. OR PILOT HOLE W/ CAP P WT = 1.566 p.l.f. AND (1) #8 x 1R' S.M.S. INTERNAL 6' FROM ENDS. TOP OR BOTTOM Ix = 1.892 In.' AND a 16.O.C. Sx = 1.261 in' ALOADAPPLIEDNORMALTOTHEI6063_T6 J, 4.00- W DIRECTION1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION WALL POST 2)#8x2- 1/2"S.M.S.@6' FROM ENDS. TOP OR BOTTOM AND M ' 7 7f1. Do- c f -I 16- O.C. OR PILOT HOLE W/ CAP A = 1.654 in? AND (1) # 8 x 1/2' S.M.S. INTERNAL 6' WT = 1.895 p.l.f. FROM ENDS. TOP OR BOTTOM c Ix = 2.260 in.' AND a 16" O.C. M Sx = 1. 507 in. LOAD APPLIED NORMAL TO THE 5 00 -4 6063 - T6 3" DIRECTION 2) 1" x 3" x 0.044" OPEN BACK SECTION WITH 3" x 3" x 0.093" PATIO SECTION WALL POST 4. I A = 3.706 in? WT = 4. 246 p.l.f. Cl! Ix = 33. 276 In CDSx=8. 314in? 0.07 0 6063 - T6 STITCH W/ ( 1) #8 S.M. S. @ 24" O.C. LL TOPANDBOTTOMIOFEACHBEAM2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS 4.00' A = 3. 980 in? WT = 4. 560 p.l.f. N Ix= 43.9631n' Cl! Sx = 9. 770 in' 6063 - T6 0.07 + o STITCH W/ ( 1) #8 S.M. S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS 4.00" A = 4. 710 in? WT = 5. 397 p.l.f. m o Ix = 52.963 in ci Sx = 11. 770 in.' 0.08272 + g 0' STITCH W/ (1) #8 LUS.M. S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 9" x 0.082" x 0.306" SELF MATING BEAMS 4.000" A = 6. 063 in.' WT = 6. 947 p.l.f. 9 Ix = 85.165 in' 0 Sx = 17. 007 in? 0 + + c 6063 - T6 uiSTITCH W/ ( 1) # 8 S.M. S. @ 24" O.C.TOP AND BOTTOM OF EACH BEAM 2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS 7i • 4. 00 A = 4.429 in? WT = 5. 075 p.l.f. N Ix = 48.889 in' c Sx = 9.754 In? 0.07 + $ 6063 - T6 m STITCH W/ ( 1) #8 S.M.S @ 24" O.C.TOP AND BOTTOM OF EACH BEAM o+ 2) 2" x 8" x 0.072" x 0.224" SELF MATING BEAMS W/ 2" x 4" x 0.038" V. 4. 00" -f A = 4. 702 in' WT = 5. 388 p.l.f. Ix = 62. 947 in.' 0 o Sx = 11.425 in, 6063 -T6 STITCH W/ ( 1) #8 S.M. S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 2) 2" x 9" x 0.072" x 0.224" SELF MATING BEAMS W/ 2" x 4" x 0.038" 4.000 A = 6. 249 in? t`rnp WT = 7.160 p.l.f. Cl c Ix = 101.446 in' Sx = 16. 901 In? 0 6063 - T6 0.09 c STITCH W/ ( 1) #8 S.M. S. @ 24" O.C. TOP AND BOTTOM OF EACH BEAM 1F 2) 2" x 10" x 0.092" x 0.369" SELF MATING BEAMS W/ 2" x 4" x 0.038" 2.00"" A = 0.569 in? WT = 0. 652 p.l.f. 0.045' + g Ix = 0.332 WSx = 0.332in? 6063 - T6 2" x 2" x 0.045" SNAP EXTRUSION 2.00r A = 0.591 in? WT = 0. 677 p.l.f. 0.045_ 04 + $ bt.(= 0.812 in.' H Sx = 0. 545 in? 6063 - T6 2" x 3" x 0.045" SNAP EXTRUSION A=0.682In- WT = 0.781 p.l.f. 0.045 Ix = 1.631 in f Sx = 0. 8161n? 6063 - T6 2" x 4" x 0.045" SNAP EXTRUSION 2.00"" A = 1.323 in.' WT = 1.516 p.l.f. 0.062" Ix = 7.027In' ro Sx = 2. 342 in? 6063 - T6 2" x 6" x 0.062" SNAP EXTRUSION 2.00"" A = 1.447 In? WT = 1.658 p.l.f. Ix = 10.151 in. 0.062" r- Sx = 2. 9W in? 6063 - T6 2" x 7" x 0.062" SNAP EXTRUSION II SectlonY W H 11 t2 A Ix Sx Rx Ry in, I in. in. I in. I Inq in. in., in.. I in.t in. I In. Guttw Edge 5 4 r6lft 1 008 1 1.18 391 405 OSSM1340 18 I t.95 H24 N59 6063 T- 55HtsOM0.065 0 99 Z45 4.43 0.73t99 5 I 1.1 214 Q4 149 170 R EXTRUDED GUTTER T 1 = I_ W, t K W o_ O LLw mO 0z of ww zt, zw of0o N N vImo- JLLNOO C= In amrnu C'lD 4J v v v'di U 0LN 00 to i m w CL - X E rt 0 w E III •r rt t DoJ(d r N 00 w o w 1FJ Q Z Q 0 O Er) Of WCl) W' LU 0 0 U3af Z Q U : E w Q CO) U ZC o 2 m J Q CID 1 cm, LL UJ LL W m x a W LL O m rn ii N L W - a o O m C V O m Im- / SEAL SHEET W 14 rn 08-12-2010 OF z O E wwd o FN F w I 0z 201 zz w w z zzW r_ luI w 15 0 a is GENERAL NOTES AND SPECIFICATIONS: 1. The Fastener tables were developed from data for anchors that are considered to be "Industry Standard" anchors.'The allowable loads are based on data from catalogs from POWERS FASTENING, INC. (RAWL PRODUCTS), other anchor suppliers, and design criteria and reports from the American Forest and Paper Products and the American Plywood Association 2. Unless otherwise noted, the following minimum properties of materials were used in calculating allowed loadings: A. Aluminum; 1. Sheet, 3105 H-14 or H-25 alloy 2. Extrusions, 6D63 T-6 alloy B. Concrete, Fe = 2,500 psi @ 28 days C. Steel, Grade D Fb / c = 33.0 psi D. Wood; 1. Framing Lumber #2 S.P.F. minimum 2. Sheathing, 104 ply CDX or 7/16" OSB 3. 120 MPH wind load was used for all allowable area calculations. 4. For high velocity hurricane zones the minimum live load / applied load shall be 30 PSF. 5. Spans may be interpolated between values but not extrapolated outside values 6. Aluminum metals that will come in contact with ferrous metal surfaces or concrete /masonry products or pressure treated wood shall be coated w/ two coats of aluminum metal -and -masonry paint or a coat of heavy -bodied bituminous paint, or the wood or other absorbing material shall be painted with two coats of aluminum house paint and the joints sealed with a good quality caulking compound. The protective materials shall be as listed in section 2003.8.4.3 through 2003.8.4.6 of the Florida Building Code or Corobound Cold Galvanizing Primer and Finisher. 7. All fasteners or aluminum parts shall be corrosion resistant such as non magnetic stainless steel grade 304 or 316; Ceramic coated, double zinc coated or powder coated steel fasteners. Only fasteners that are warrantied as corrosion resistant shall be used; Unprotected steel fasteners shall not be used. 8. Any structure within 1500 feet of a salt water area; (bay or ocean) shall have fasteners made of non-magnetic stainless steel 304 or 316 series. 410 series has not been approved for use with aluminum by the Aluminum Associaton and should not be used. 9. Any project covering a pool with a salt water chlorination disinfection system shall use the above recommended fasteners. This Is not limited to base anchoring systems but includes all connection types. SECTION 9 DESIGN STATEMENT: The anchor systems in the Fastener section are designed for a 130 MPH wind load. Multipliers for other wind zones have been provided. Allowable bads include a 133% wind load increase as provided for in The 2007 Florida Building Code with 2009 Supplements. The use of this multiplier is only allowed once and I have selected anchoring systems which include strapping, nails and other fasteners. Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6005 T-5 Alloy Aluminum Framing As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,00(1 psi', Shear 24,DOO psi rable 9.1 Allowable Loads for Concrete Anchors Screw Size,' d =diameter Embedment Depth in.) MIn. Edge DIsL 8 Anehor Spacing 5d (in.) Allowable Loads I Tension I Shear ZAMAC NAILIN (Drive Anchors) 114" 1-112" 1-1/4" 273# 236# 2" 236# TAPPER Concrete Screws 3116" 1-1/4" 15/16• 288# 167# 1-314" 15116' 371# 259# 114" 1-114" 1-114" 427# 200# 1-W 1-1/4" 544# 216# 3/B' 1-1n" 1-9116" 511# 402# 1.3/4" 3.1/8' 703# 455# POWER BOLT Expansion Soft 114' 2" 1-1/a" 624# 261# 8'1 936# 1 751# 31B" 3-1n' 1-9/16" 1.5754 1,425# 5" 2-1n' 2,332# 2,220# POWER STUD (Wed e-Bolt®) 1/4• 2J/4' 1-1/4' 1 812# 1 326# 318" 4-11V 1-718" 1,358# 921# 1/2" 6" 2.1n" 2,271# 1,21s# 518• 7' 2-1/4" 3,288# 2,202# wee a non 1/a• 2-112" 2-1/4• 878# 385# 318• 3-1n' 3-114• 1,705# 916# 1n' 4" 3- l 1,774# 1,095# Notes: 1. Concrete screws are limited to Y embedment by manufacturers. 2 Values listed are allowed l08 s with a safety factor of 4 applied. 3. Products equal to yawl may be substituted. 4. Anchors receiving bads perpendicular to the diameter are in tension. 5. Allowable bads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shag be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. Manufacturers recommended reductions for edge distance of Sd have been applied. Example: Determine the number of concrete andwrs required for a pool enclosure by dividing the uplift bad by the anchor allowed load. For a Y x B" beam with: spacing = T-0" O.C. allowed span - 20'S• (Table 1.1) UPLIFT LOAD = 112SEAM SPAN) x BFAM 1,UPRIGHT SPACING NUMBER OF ANCHORS- 1n(20.42)x Tx 10# /Sq. FL ALLOWED LOAD ON ANC14OR NUMBER OF ANCHORS = 714.70# =1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl products' allowable loads for 2,500 p.s.l. concrete. Screw/ Bolt I Allowable Tensile Loads on Screws for Nominal Wall Thickness ('tJ (Ibs.) 8 1 0.1B4" 1 122 139 153 200 228 255 - 10 1 0.190' 1 141 161 177 231 263 295 12 0.210' 156 178 196 556 291 327 14 0.2S0' 186 212 232 95- 347 389 529 V4" 0.240" 179 203 03- 292 333 374 508 5116" 0.3125" 232 265 291 387 433 486 661 3IS- 0.375' 279 317 349 457 520 584 793 1/ 2- 0.60" 373 423 465 9 9 693 779 1057 Allowable, Shear Loads on Screws for Nominal Wall Thickness (T (Ibs.) Screw/ Bole I Single Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 1 0.092" 0.125" 8 OAW 117 133 147 192 218 245 10 0.190" 1 136 154 170 222 253 284 12 0210" 150 171 188 246 280 293 14 0250" 179 203 223 292 333 374 Still 1/ 4- 0240• 172 195 214 881 320 358 487 5/ 16- 0.3125" 223 254 279 3 66 416 467 634 318" 0.375" 268 305 335 Z9 499 560 761 1n" 0.50' 357 406 447 1 585 1 666 7a7 1 1015 Allowable Shear Loads on Screws for Nominal Wall Thickness ('tl (Ibs.) Bolt I Double Shear Siu Nd 1 0.044" 1 0.050" 1 0.055" I 0.072" I 082" 0.092" 0.125" 114" 0240' 343 390 429 561 639 717 974 5/ 16" 5.3125. 446 508 559 1 732 1 832 934 1269 31V 0.375-1 536 610 1 670 1 878 1 998 1120 1522 1n" 0.0" 1 714 812 1 894 1 1170 1 1332 1494 2030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wag thickness of connection. Use tables to select rivet substitution for screws of anchor spectficallons in drawings. 3. Minimum thickness of frame members Is 0.036' akxninum and 26 ga. steel. MuLWpllers for Other Alloys 6063 T-6 1269 5052 H-25 1522 6005 T-5 1 2030 Allowable Load Coverslon Multipliers for Edge Distances More Than 5d Edge Distance Multipliers Tension I Shear Sd 1.00 1.00 lid 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 121 12d 1.25 Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures @ 27.42 #/SF Fastener diam. min. edge distance min. ctr. to ctr. No. of Fasteners / Roof Area S 1 / Area 21 Area I 3 / Area 14 /Area 1/ 4' 112' 1 5/8• 1.454-53 2,908-106 4,362-159 5,819-212 5116" 31B" 7/8" 1,894 - 69 3,788 -138 5,682 - 207 7,576 - 276 3/ 8" 3/4' 1" 2,272 - 82 4.544 -16fi 6,816 9,088 - 331 1n• 1' 1-1/4• 3,030-110 6.060-221 9.090-33z 12,120-442 Table 9.513 Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections Enclosed Structures 0 35.53 AISF Fastener diam. min. edge distance min. ctr. toctr. No. of Fasteners / Roof Area S 1/ Area 2/Area I 3/Area 4/Area 114" 1/2• 518" 1,454-41 2,908-82 4,362-125 5,819-164 5116' 318' 7f8• 1.894 - 53 3.788 -107 5,682 -160 7,576 - 213 Ws314' 1" 29272 - 64 4.544 -128 8,816 _ 192 9.088 - 25B 1/ 2" 1' 1-1/4• 3.030.85 6.060 -171 9,090 - 256 12,120 - 341 Notes for Tables 9.5 A, B: I. Tables 9.5 A & B are based on 3 second wind gusts at 120 MPH; Exposure 'B"; I = 1.0. 2. Minimum sparing is 2-112d O.C. for screws & bogs and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bogs. and rivets. Allowable Load Conversions for Edge Distances More Than 5d Edge Distance Allowable MultiLoad IlarsTension Shear 12d 125 11d 121 10d 1.18 20D Bit 1.14 1.80 8d 1.11 1.60 7d 1.08 1.40 lid 1.04 120 Sd 1.00 1.00 Table 9.2 Wood & Concrete Fasteners f Open or Enclosed Buildings Loads a d Areas for Screws 1 Tension Only MaximumAllowable -L Ana for 12D MPH wind Zone (27.42 # / SF) For Wind Regions other than 120 MPH. Ife r,...., t- r _ ... o:..__ CONNECTING TO: WOOD for OPEN or ENCLOSED Su" s Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 1 4 1" 260 - IO SF 528# - 19 SF 792#. 29 SF 10SU 39SF 1/ 4"a 1-112" 396#-14 SF 792#- 29 SF 178&V 43 SF 1584#- 58 SF 2- 1/2"fi60#-24 SF 1320#-48 SF 19WN-72SF 2640#-96SF 5/ 16"a 1" 312#-11 SF 624#- 33 SF 936#-34 SF 1248#-46 SF 1- 1n" 468#-175F 936#-34 SF 1404#-51 SF 1872#-68SF 2- 1n' 780#-28 SF 1560#-57SF 2340#-85 SF 3120#-114 SF 1' 356#-13 SF 712#-26 SF I 1W -39SF 1424#-52 SF 3/ 8"a 1-1n" 534#-195F lul t-39SF 1602#-58 SF 2136#-78 SF 2. 1n" 890# - 32 SF 1780# - 65 SF I 267009- 97 SF 3560# -130 SF ONNECTINGTO: CONCRETE in. 2,500 s for PARTIALLY ENCLOSED Buildin s Fastener Diameter Length of Embed Number of Fasteners 1 2 3 1 7fi TYPE OF FASTENER ulck Set Concrete Screw Rawl Zamac Nallin or E uivalent 1/ 4 o 1- 273#-10SF 546#-20 SF 819#•30 SF OSF 2" 316#-12 SF 632#-23 SF 948#-355 1264#-46S TYPE OF FASTENER Concrete Screw (Rawl Tapper or Equivalent) 3/ 16"a 1-1/4" 288#-11 SF 5769-21 SF 864#-32SF 1152#-42 SF 1. 314' 371#-14 SF 742#-27 SF 1113#-41 SF 1484#-54 SF 1/ 4"a 1.1/4" 365#- 33 SF 730#-27 SF 1095A' SF 1460#-53 SF 1- 0/4• 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-lira SF 318• 0 1-1n' 511#-19 SF 1022#-37SF 1533#-S6SF 2044#-75 SF 1514" 703#-26 SF 1406#-57SF 2109#-77SF 2812#-103 SF TYPE OF FASTENER Expansion is Rawl Power Bolt or Equivalent 3/ 8"e 2-1n" 150#-77 SF 3150#-115SF 42DO#-153 SF 3- 1/2" 1;071# 115 SF 4725#- 172 SF 63DO#- 230 SF 1n" o 3" 1 102 SF 4197# -153 SF 5596# - 204 SF 2- 1705F 6996#-255 SF 9328#-340 SF I. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than 5d where d is the anchor diameter. 2. Allowable roof areas are based on bads for Glass / Enclosed Rooms (MWFRS); I - 1.00. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support WIND LOAD CONVERSION TABLE: For Wind ZoneslReglons other than 120 MPH Tables Shown), mul6Ply allowable loads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 26.6 110 4.8 120 27.4 123 28.9 00t97 130322140- 1 37.3 140- 2 37.3 150 1 42.8 O.ao 112 4 ply Metal to Plywood I SIB" 4 ply 3/4" 4 pl Shear lbs. Pull Out lbs. Shear lbs. Pull Our(ibs.) lbs.lbs. ar Pull Out Screw 0 ua 93 48 113 59 134 71 10 100 55 120 69 141 1 78 12 118 71 131 78 143 9a 14 132 70 145 88 1 157 105 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter TensionqV445 nsion Ibs. Shear 118" 129210 3255/32' 1873403116' 262720Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections 120 mph " C" Exposure Vary Screw Size w/ Wind Zone Use Next Larger Size for "C" ExposuresMax Size of Beam Upright - Attachment Type Size Description Maximum Screw To Wall 0 Anchor Size To Upright Bea 0 2" x 4" x OX44" Angle 1- x I x 0.045- 16- 10 2" x4'x 0.044• Angle 1'x 1'x 1/16, o.063 3116- 12 2" x 5" x 0.072" U-channel 1-tn' x 1-1/Y x 1-1n" x 0.125' 1n' 14 2" x 6' x 0.07Y U-channel 1' x 2-1/8" x 1' x 0.050' 5/16' 5116 r' x8"x0.072" Angle 1'x1,x 1/8'(0.125') 3116" 12 2" x 10" x 0.072' Angle 1-1n-x 1-1/2- 1/16'(0.06Y) 1/4 12 2' xrxO.072" Angle 1-1n'x 1-1n"3116'(0.1 as-) 1/4' t4 2" x 10' x 0.072' Angie 1-1n• x 1AW 11W(O.062r*) 1/4' 14 2" x 7' x 0.072• Angle 1-W4' x 1-3W x 1/8"(0.125') 1/4' 14 2" x 10" x 0,072" Uchannel 1_-W x 1-3/4' x 1J/4' x 1/8' 31g• 14 2" x 10'x0.072' Angle Yx Yx0.o93' 318' 318" 2' x 10"x0.072" Angle Yx7x1/8'(0.1257 5/16' S116' 2" x 1I V x o.072" Angle 2' x Y x 3/16(0.3137 1/r 1n' 1. # of screws to beam, wag, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam / upright found In table I.S. Z For post shaGvnents use wag attachment type = to wag of member thickness to determine angle or u channel and use next higher thickness for angle or u dumnel than the upright wag thickness. 3. Inside connections members shag be used whenever possible _ I. e. Use in Rau of angles where possible. 4. The thicker of the two members u channel angle should be place on the Inside of the connection If possible. Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attributable Roof Area for 120 MPH Wind Zone (35.53 #/ SF) For wind Regions other than 12o MPH I tan r..,.". CONNECTING TO: WOOD for PARTIALLY ENCLOSED Bulldl s Fastener Diameter Length of Embedment 1 Number of Fasteners 1 2 264#- 7 SF 528#-15SF1/4'o Fl 1- 1/2' 396#-11SF 792#-22 SF 2. 1/2" 66o# - 19 SF 1320# - 37 SF 1980# - 56 SF 2640# - 74 SF 5116' e 1" 312#-9 SF 624#- 88 SF 936#-26 SF 1248#-35 SF 1- 112" 46U-13 SF 936#-26 SF 1404#-40 SF 1872#-53 SF 2. 1/2 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF 1" 356#-10SF 712#-20SF 1068#-30SF 1424#-40 SF 1- tn" 534#-15 SF 106E#-3p 8F 1602#-45SF it36#tip SF 2- 1/2' 890# - 25 IF 17W - So SF 2670# - 75 SF 3560# -100 SF ONNECTING TO: CONCRETE [Min. 2,500 psq for PARTIALLY ENCLOSED Bulldin s Fastener Diameter Length of Embedment Number of Fasteners 1 2 3 4 PE OF FASTENER Qulck Set- concrete Screw Rawl Zamae Nailln or Equivalent 1/ 4"0 1-tn' 233#-8 SF Y 270#-10SF PE OF FASTENER = Concrete Screw Rawl Tapper 466#- 17 SF 699#-25 SF 932#-34 SF 540#- 20 SF or Equivalent 810#- 30 SF 1080#-39SF 3/ 16"e 1-1n" 246#-7SF 11 492#-14SF 738#-21 SF 9B4#-28 SF 1/ 4"o 3/ 8"0 PE OF FASTENER 1 W" 1- 1n" 317#- 9SF 365#- 10SF 634#- 18 SF 730#- 21 SF 951#- 27 SF 1095#- 31 SF 126M- 36 SF 1460#• 41 SF 1J/ 4" 1- 1n' 465#- 13 SF 437#- 12 SF 930#- 26 SF 1 874#- 25 SF 1395#- 39SF 1311#- 37SF 1860#- 52 SF 1748#. 49 SF 1. 3/4" Ex nsion 601#- 17 SF Bolts Rawl Power 1202#- 34SF Bolt or Equivalent 1803#- 51SF 2404#•68 SF 3f8' a 2.1n' 1205#-34SF 2410#-68 SF_ 3615#-102 SF 4820#-136S 1n" e 3- 112• 3' 1303#- 37SF 1806#- 51 SF 26W#- 73SF 3612#- 102 SF 3909#- 110SF 6418#- 152 SF 52129- 1475 7224#- 203 SF 5" 1993# - 56 SF 3986# -112 SF 5979# -168 SF 7972# - 224 SF 1. The minimum distance from the edge of the concrete to the concrete anchor and spacing between anchors shall not be less than Sd where d Is the anchor diameter. 2. Allowable bads have been Increased by 1.33 for wind loading. 3. Allowable roof areas are based on loads for Glass / Partially Enclosed Rooms (MWFRS) I - 1.0D WIND LOAD CONVERSION TABLE: For Wind Zones/Reglons other than 120 MPH Tables Shown), multiply allowable bads and roof areas by the conversion factor. WIND REGION APPLIED LOAD CONVERSION FACTOR 100 25 1.22 110 30 1.11 120 35 1.03 123 37 1.o0 1 42 0.94 140- 182 48 0.88 ISO 56 0.81 Table 9.9 Minimum Anchor Size for Extrusions Extrusions F Wall Wall Metal U ht Connection Concrete Wood 2' x 10" 1/4" 14 1/4' 1/4' 2" x 9' 1/4" 14 1/4' 1/4' 2" x 8" 1/4• 12 1/4' 12 2" x 7-3116" 10 3/16- 10 T' x 6" or less 3116' 8 3/16- 8 Wall, beam and upright minimum anchor sizes shall be used for super guitar connections. U, Z_ Table9. 10 Alternative Anchor Selection Factors for Anchor/Screw Sizes Anchor Size 8 to Metal to Metal 16• 318• 8 1.00 80 0.27 021 10 O.BO 0.33 026 0. 58 72 M0.71.00 0. 48 0.36 14 0.46 OS7 OS9 0.46 5116" 027 0.33 1.00 0.793/8"021 026 0.79 1.00 W a 0: OLLW O Alternative Anchor Selection Factors for Anchor / ScrewSiz co Concrete and Wood Anchors concrete arrows: 2' maximum embedmant) Anchor Size 3116" 1W 3/g• 3/ 16" 1.00 0.83 0.50 1/ 4' 0.83 1.00 0.59 318' 0.50 0.59 1.00 as Z• Dyne Boils (1S/8" and ' W 2-1/4•cmbedmentraspectivsly) tU Anchor Z Se. 3f16' 1n• C 3/ 16' 1.00 0.46 W 1/ 2" ,.OAS 1.00 K OLLMuMPly the number of #8 screws x size of ancho&,mw desired and round up to the next even member ofscrews. Example: / If ( 10) #a screws are required; the member of #1 o screws desired is: 0.8 x 10 - (8) #10 O T-i m r.l Oa. N CL all NJ u- ^ F- LL rii 0 0 C to -am I U C' D 4-u v 4 UXinQom = d tQi ni m C= O-No0041 F.. L. 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