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PROJECTION <br />TRIB WIDTH TRIB WIDTH · TRIBUTARY WIDTH - <br />- OVERHANG L <br />EXISTING <br />STRUCTURE <br />PROJECTION <br />- TRIB WIDTH TRIBUTARY WIDTH <br />Genera#Notes - <br />1. Structural design per 2006 International Building Code basic load combinations described in <br />Section 1605.3.2 and no Increases are permitted for reslsting wind or seismic forces. Patio <br />Covers as defined In IBC Appendix I shall be used only for recreational, outdoor living purposes <br />and not as carports, garages, storage rooms or habitable rooms. Commercial Covers may be <br />used for these purposes. Carports must have at least two opens sides and have floor surfaces <br />made of approved noncombustlble material or asphalt. <br />2. Fasteners are to be galvanized or stainless steel. <br />3. Concrete shall have a compresslve strength, fc, of 2500 psi at 28 days. Minimum slab thickness <br />Is 3.5". No post shall be placed within 2'-60 of a crack and no anchor within 5" of an edge or <br />expansion joint. Posts attached on slab will conform to Details LA35, MU100 or MU102. <br />Minimum footing depth Is the local frost depth. <br />4. Each application shall show a complete plot plan of the property and buildings. Circle the post <br />spacing, span, etc., In the tables that fit that particular job. <br />5. Each Installation shall bear an Identifying decal giving the name and address of mfgr., live or <br />snow load, horiz. and uplift wind loads and approval number. <br />6. Light gauge steel shall be per ASTM A653 unless otherwise specified. Grade will be specifled <br />under Individual details. Thickness Is bare steel. Negative thickness tolerance Is -5%. <br />7. Alternate alum. alloys may be substituted for those specified provided they are registered with the <br />Alum. Assoc. for equal or greater guaranteed minimum properties (Ftu, Fty, Fcy and E) <br />Thickness Indicated Is bare metal and negative tolerance Is -5%. 3004 H24 may be subsltuted <br />for 3004 H34. <br />8. Lag screws shall be placed in holes prebored 70% dlam. For concrete block construction, place <br />masonry anchors as per the installation Instructions. <br />9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under <br />sidewalk. <br />10. Single span attached patio covers may not be enclosed unless additional engineering is <br />provided or by approval of the local building authority. <br />GENERAL NOTES Page 1 of 1 <br />MU <br />05 <br />11. A foundation and solids investigation is not necessary unless required by 1802.2.1 through 1802.2.6 of the 2006 IBC. <br />Soil is assumed to be Class 5 of Table 1804.2 of the 2006 IBC. Bearing 1500 psfvert., 100 ps#ft. horiz and doubled as <br />per 1804.3.1. These design values do not apply to mud, organic silts, organic days, peat or unprepared fills and may <br />require further soil investigation. A minimum soil bearing pressure of 1000 psf is adequate for all structures except for <br />some units In a 40 psT or 60 psf ground snow load or with footlngs deeper than 60". <br />12, The roof panels shall have a minimum slope 0.25" per foot . <br />13. All steel shall be galvanlzed ASTM A-653 G90, A123 G45 or A153 8-3, painted ASTM A755 or use an approved <br />coating complying with 2203.2. Paint inside of all embedded posts from the bottom to 12" above grade. Where <br />aluminum is In contact with disslmilar metals (other than stainless, aluminized or galvanized steel) or absorbent building <br />materials, likely to be continuously or Intermlttently wet, the fayIng surfaces shall be painted or otherwise sperated In <br />accordance with the Aluminum Design Manual Part I-A Section 6.6.1. <br />14. Wind velocity and Ground Snow/Live load are Identified In all of the relevant tables. Roof loads have been determined <br />In accordance with ASCE7-05 Section 7.3. <br />Ground Snow Load Applied Roof Load <br />10 psf 10 psf LIVE OR GROUND SNOW <br />20 psf 20 psf LIVE OR GROUND SNOW <br />25 psf 21 psf DESIGN ROOF SNOW LOAD <br />30 psf 25.2 psf DESIGN ROOF SNOW LOAD <br />40 psf 33.6 ps¥DESIGN ROOF SNOW LOAD <br />60 psf 50.4 psf DESIGN ROOF SNOW LOAD <br />SEISMIC LOADING <br />MAXIMUM Ss = 150% SHOWN IN 2006 IBC FIGURE 1613.5(1) <br />Sl NOT APPLICABLE TO THESE STRUCTURES <br />SITE CLASS = D <br />BASIC SEISMIC FORCE RESISTNG SYSTEM <br />POSTS EMBEDDED INTO FOOTINGS = INVERTED PENDULUM >> R=2.0 <br />POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R = 1.25 <br />ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE <br />These roofs are not subject to maintalnance workers and have not been evaluated for a 300 Ibf concentrated load. <br />Maximum mean roof height of extlng structure for attached units is 30'. <br />15. The width of single span attached structures must be at least 75% of the projection. <br />16. Multiple span units are allowed. <br />17. All structures must comply with one of the following: <br />a. All structures with a roof snow load of 30 psf or less may be built In Seismic Design Category (SDC) <br />A-F up to the maximum Ss noted In General Note #14. <br />b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 <br />do not require additional seismic analysis. <br />c. Structures not complying with (a) or (b) require additional engineering seismic analysis. <br />18. All alumlnlm and steel solid panels are class B fire rated as indicated In the exception in IBC Section 1505.3 <br />19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR-1730, ESR-1976, ESR-2196 <br />or equivalent. <br />20. Header splice shall not be located nearer to the end than the first interior post. <br />21. Bolts shall conform to ASTM A-307. <br />22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2. <br />23. All multispan tables assume equal spans within 20%. All specifications must be based on the longest span. <br />24. When a single span attached unit is attached to a wooden deck, the maximum dead load + live/snow load from the <br />patio cover is 750 lbs and the post spacing shall not exceed that specified for attaching to a concrete slab. The <br />maximum wind speed is 110 mph Exposure C. The maximum roof height above grade Is 12'. The structural adequacy <br />of thse deck to safely sustain these additional loads will require approval by the local building authority or additional <br />engineering. See Detail Ml. Construction outside ogf these parameters may require additional engineering. <br />25. This entire engineering package will not be required for most building permits. Submission for a building permit must <br />include: <br />a. GENERAL NOTES (MUSAGN01.DWG) <br />b. STRUCTURAL CONFIGURATIONS (LAT01 or MUSA01) <br />c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID COVERS) OR <br />BOTH (FOR COMBINATION STRUCTURES) <br />d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. <br />e. ALL APPROPRIATE DETAILS <br />f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. <br />26. Sheet M5 provides information to determine the load that will be resisted by the existing structure. <br />5/30/2010 ICC ESR 1953 <br />Revisions <br />L <br />el <br />I--1 0 <br />ID <br />0 N <br />0/.O 61 00 125= <br />1- --1 OL @5§1 022§ <br />- ZODE <br />June 28,2010 <br />Carl Putnam, P.E. <br />3441 IVYLINK PLACE <br />LYNCHBURG, VA 24503 <br />CARLPUTNAM@COMCAST.NET <br />*n & <br />CMP <br />Ch,ok & <br />CMP <br />0- <br />n=LISAGNOt.DWG <br />SOd/po. 0 <br />lili.111 lai Ing <br />/< A-1 d.#39 ' 1, *Sl