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<br />12. The roof panels shall have a slope between 0.25" and 1" per foot.13. All steel shall be galvanized ASTM A-653 G90, A123 G45 or Al 53 8-3. painted ASTM A755 or use an approved /-1----7Revisions coating complying with IBC section 2203.2. Paint inside of all embedded posts from the bottom to 12" above grade.
<br />Where aluminum is in contact with dissimilar metals (other than stainless, aluminized or galvanized steel) or abserbentbuilding materials, likdly to be continuously er intermittently wet, the faying surfaces shall be painted or other,viseseperated in accordance with the Aluminum Design Manual Section M.7. 4
<br />14. VVind velocity and Ground Snow/Live load are identified in all of the relevant tables. Roof snow loads have been :;y·...99* 4
<br />9·r·-
<br />determined in accordance with ASCE7-10 Section 7.3. Ct=1.2, I = 1.0„ Ce=1.0 (All exposures except B and C when · ·E·
<br />located tight among conifers) ,W
<br />4· 69
<br />Ground Snow LoadApplied Roof Load -W: .IN 1
<br />1'0 psf 10 psf LIVE OR GROUND SNOW
<br />20 psf 20 psf LIVE OR GROUND SNO\./V 44:':A .*· I.-24
<br />25 psf 21 psf DESIGN ROOF SNOW LOAD ..ti .. 1-t k..·LP·«
<br />30 psf 25.2 psf DESIGN ROOF SNOW LOAD .0 11 1.1.4 1 i 17'fED; 6.d:'02.,5
<br />40 psf 33.6 psf DESIGN ROOF SNOW LOAD
<br />60 psf 50.4 psf DESIGN ROOF SNOW LOAD
<br />TRIB WIDTH
<br />1
<br />1 EXISTING
<br />STRUCTURE
<br />TRIBUTARY 7
<br />PROJECTION
<br />TRIB WIDTH - TRIBUTARY WIDTH +
<br />OV'ERHANG ·· 1
<br />PROJECTION ,
<br />- TRIB WIDTH - TRIBUTARY WIDTH -
<br />-S
<br />WIDTH
<br />DIAGRAM
<br />General Notes
<br />1.:Structural design per the 2012 International Building Code basic load combinations described iii
<br />Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum
<br />design in accordance with the 2010 edition of the Aluminum Associations's specifications and
<br />Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix I shall be used only for
<br />recreational, outdoor living purposes and not as carports, garages, storage rooms or habitable
<br />rooms. Commercial Covers may be used for these purposes. Carports must have at least two
<br />opens sides and have floor surfaces made of approved noncombustible material or asphalt.
<br />2. At least one horizontal dimension (projection or width) of cover shall be; less than 30'.
<br />3. Concrete mix: Fc = 2500,3000 or 3500 psi at 28 days in negligible, moderate and severe
<br />conditions; as shown in Figure 1904.2 of the 2012 IBC. Patio structures may be attached to
<br />concrete slab without footings when the post load is 750 Ibf or less and the frost depth is Zero.
<br />Concrete shall be set back a minimum of 4" from edge or expansion joint of a slab. Posts
<br />attached on slab will conform to Details LA35, MU 100 or MU102.
<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, design wind Speed and exposure and ICC ESR number:
<br />6. Light gauge steel shall be'per ASTM A653 unless otherwise specified. Grade will be specified
<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 referenced in the
<br />2010 ADM with equal or greater guaranteed minimum properties (Ftu, Fty, Fcy and E)
<br />Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004
<br />H24 may be subsituted for 3004 834.
<br />8. Lag screws shall be placed in holes prebored 70% diam. For concrete block construction, place
<br />masonry anchors as per the installation instnictions.
<br />9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under
<br />sidewalk.
<br />10. Structures may notbe:enclosed. unless additional engineering is provided or by approval of the
<br />10cal building authority.
<br />11. A geotechnical investigation is not necessary unless required by 1803.2 of the 2012 IBC. Soil is
<br />assumed to be Class 5 of Table 1806.2 of the 2012 IBC. Bearing 1500 psf vert., 100 psf/fl. hot-iz
<br />and doubled as per 1806.3.4. These design values do not apply to mud, organic silts, organic
<br />clays, peat or unprepared fills and may require further soil investigation. The bui!ding official may
<br />assign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000
<br />psf bearing soil w/0 additional engineering. Minimum footing depth is the local frost depth.
<br />I©C ESR 1953 (2012 IBC) 2/24/2014
<br />WIND SPEEDS IN THE 2012 IBC ARE "ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS
<br />REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "ULTIMATE DESIGN WIND SPEEDS" FOR
<br />RISK CATEGORY 11. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING,
<br />STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING A
<br />HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS
<br />PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT.
<br />NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND
<br />SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN Wl NUMEROUS CLOSELY SPACEDOBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND
<br />DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT.
<br />ExpOSURE C: SHALL APPLYWHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE
<br />AND OTHER) DO'NOT.
<br />SEISMIC LOADING:
<br />MAXIMUM Ss= 150% SHOWN IN 2012 IBC FIGURE 1613.3.1(1)
<br />Ss >150% ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3
<br />Sl NOT APPLICABLE TO THESE STRUCTURES;
<br />SITE CLASS = D
<br />BASIC SEISMIC FORCE RESISTNG SYSTEM
<br />POSTS EMBEDDED INTO FOOTINGS = ORDINARY STEEL MOMENT FRAME >> R=1.25
<br />POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R = 1.25
<br />ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE
<br />These roofs are not subject to maintainance workers and have not been evaluated for a 300 Ibf concentrated load.
<br />Maximum mean roof height of existing structure for attached units is 301
<br />15. The width of single span attached solid cover structures must be at least 100% of the projection.
<br />16. Multiple span units are allowed.
<br />17. Al! structures must comply with one of the following:a. - All structures with a roof snow load of 30 psf of less may be built in Seismic Design Category (SDC)
<br />A-D up to the maximum Ss noted in General Note #14.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.c. Structures not complying with (a) or (b) require additional engineering seismic analysis.18. All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception #2.
<br />19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR-1976., ESR-2196 or
<br />5,I, #10= R'equivalent and use head diameters equal to #8=13 #12=* and #144"or steel washers with: sifnilar
<br />diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard B:18.6.1 and AF&PANDS-05 11.1.4. Al[ lag screws must comply with ANSI/ASME B18.2.1 and AF&PA NDS 11.1.3. All washers are ASTM.F844 wl Dimensions complying with ASME 818.22.1 Type A. Steel nuts to be ASTM A563. The minimum washerdiameter for bdlted connections is 111. All fastehers will have a minimum edge distanc of 2x the fastener diameter.
<br />20. Header splice shall not be located nearer to the end of the; structure than the first interior post.21. Wood used ih connections shall be protected from weather'as per IBC Section 1403.2 and/or 1503, wh;ichever is more
<br />stringerit,22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2.23. All multispan tablespasgsaugop1®ual spans whin 20%. All specifications must be based on the longest actual span.
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<br />FEB 24 2014
<br />Carl Putnapt, PIE.
<br />3441 IVYLINK PLACE
<br />LYNCHBURG, VA 24503
<br />CARLPUTNAM@COMCAST.NET
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