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PR❑JECTI❑N 12. The roof panels shall have a slope between 0.25" and 1" per foot.
<br /> TRIB WIDTH'1(.. 13. All steel shall be galvanized ASTM A-653 G90,A123 G45 or A153 B-3, painted ASTM A755 or use an approved
<br /> X*-- 1 TRIB WIDTH ----1 TRIBUTARY WIDTH -� coating complying with IBC section 2203.2. Paint inside of all embedded posts from the bottom to 12" above grade. Revisions
<br /> ,� Where aluminum is in contact with dissimilar metals (other than stainless, aluminized or galvanized steel)or absorbent
<br /> l; building materials, likely to be continuously or intermittently wet, the faying surfaces shall be painted or otherwise
<br /> lt
<br /> • , OVERHANG --- seperated in accordance with the Aluminum Design Manual Section M.7. L
<br /> i 14. Wind velocity and Ground Snow/Live load are identified in all of the relevant tables. Roof snow loads have been
<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 7.14‘r
<br /> ,)ti. 1 located tight among conifers)
<br /> ,s; EXISTING Ground Snow LoadApplied Roof Load
<br /> r� �;STRUCTURE 10 psf 10 psf LIVE OR GROUND SNOW
<br /> 1,`,:r",,'0 20 psf 20 psf LIVE OR GROUND SNOW
<br /> V' METALS
<br /> PR❑JECTI❑N 30 psf 25.2 psf DESIGN ROOF SNOW LOAD
<br /> TRIB WIDTH TRIBUTARY WIDTH -- 40 psf 33.6 psf DESIGN ROOF SNOW LOAD FEB 02 2016
<br /> TRIBUTARY --1 60 psf 50.4 psf DESIGN ROOF SNOW LOAD
<br /> WIDTH
<br /> DIAGRAM WIND SPEEDS IN THE 2012 IBC ARE "ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS yx�i
<br /> r` ' }
<br /> REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "ULTIMATE DESIGN WIND SPEEDS" FOR i�
<br /> RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING ,`,.- N-.A ���',�' N=
<br /> STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING A / a" ;.. ''- L
<br /> a
<br /> HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS i ; o 0
<br /> PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. 'or a w a.
<br /> General Notes �C! 39660 .:-/.4z f r.---'.o
<br /> NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND s' ` kX` c, ► a z}8
<br /> :.
<br /> SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED !o'�i.�t. Z
<br /> 1. Structural design per the 2012 International Building Code basic load combinations described in OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND � ' \' �'w
<br /> Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. ' S�ONA( fN o�n
<br /> design in accordance with the 2010 edition of the Aluminum Associations's specifications and `'> %`.► E N.SP C�F J o w M
<br /> Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix I shall be used only for EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNB-•- h. ICE S `\� o o
<br /> recreational, outdoor living purposes and not as carports, garages, storage rooms or habitable AND OTHER) DO NOT. 0 ESSfQ •
<br /> rooms. Commercial Covers may be used for these purposes. Carports must have at least two SEISMIC LOADING: oQ� P ., P-11214
<br /> r---1
<br /> opens sides and have floor surfaces made of approved noncombustible material or asphalt. MAXIMUM Ss = 150% SHOWN IN 2012 IBC FIGURE 1613.3.1(1) .0 0- \ 'T
<br /> 2.At least one horizontal dimension (projection or width)of cover shall be less than 30'. Ss >150%ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 Ctc, `�• ,�F SOP
<br /> 3. Concrete mix: Fc =2500, 3000 or 3500 psi at 28 days in negligible, moderate and severe Si NOT APPLICABLE TO THESE STRUCTURES J �8 �'4L F vAP
<br /> conditions as shown in Figure 1904.2 of the 2012 IBC. Patio structures may be attached to SITE CLASS = D ,t ..6-33- 015 .�
<br /> concrete slab without footings when the post load is 750 lbf or less and the frost depth is zero. BASIC SEISMIC FORCE RESISTNG SYSTEM ( s► CIV �P c�RE� 'ROFFs
<br /> Concrete shall be set back a minimum of 4"from edge or expansion joint of a slab. Posts POSTS EMBEDDED INTO FOOTINGS = ORDINARY STEEL MOMENT FRAME >>--R= .-a'� C" lNF �,
<br /> �OFCAt1Fa �co N F p
<br /> attached on slab will conform to Details LA35, MU100 or MU102. POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R= 1.25 c�; 9
<br /> 4. Each application shall show a complete plot plan of the property and buildings. Circle the post ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE FEB 24 2014 ' 72"80PE 1.r
<br /> spacing, span, etc., in the tables that fit that particular job. These roofs are not subject to maintainance workers and have not been evaluated for a 300 lbf concentrated load.
<br /> 5. Each installation shall bear an identifying decal giving the name and address of mfgr., live or Maximum mean roof height of existing structure for attached units is 30'.
<br /> snow load, design wind speed and exposure and ICC ESR number. 15. The width of single span attached solid cover structures must be at least 100% of the projection. OREGON
<br /> 6. Light gauge steel shall be per ASTM A653 unless otherwise specified. Grade will be specified 16. Multiple span units are allowed. rb
<br /> �,ej. 31 20�
<br /> under individual details. Thickness is bare steel. Negative thickness tolerance is -5%. 17. All structures must comply with one of the following: 'AL PUTAP�
<br /> 7.Alternate alum. alloys may be substituted for those specified provided they are referenced in the a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC)
<br /> 2010 ADM with equal or greater guaranteed minimum properties(Ftu, Fty, Fcy and E). A-D up to the maximum Ss noted in General Note#14.
<br /> Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004EXPIRES: DEC 31, 2016
<br /> b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1
<br /> H24 may be subsituted for 3004 H34. do not require additional seismic analysis.
<br /> 8. Lag screws shall be placed in holes prebored 70% diem. For concrete block construction, place c. Structures not complying with (a) or(b) require additional engineering seismic analysis. Cart Pu thorn, P.E.
<br /> masonry anchors as per the installation instructions. 3441 IVYLINK PLACE
<br /> 18. All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception #2. LYNCHBURG, VA 24503
<br /> 9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under 19.All screws are self drilling (SDS)or sheet metal (SMS) and in conformance with ICC ESR-1976, ESR-2196 or CARLPUTNAM2COMCAST,NET
<br /> sidewalk. equivalent and use head diameters equal to #8=16", #10=i", #12=ii" and #14=2" or steel washers with similar
<br /> 10. Structures may not be enclosed unless additional engineering is provided or by approval of the diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard B18.6.1 and AF&PA
<br /> local building authority. NDS-05 11.1.4. All lag screws must comply with ANSI/ASME B18.2.1 and AF&PA NDS 11.1.3. All washers are ASTM Drown ey CMP11. A geotechnical investigation is not necessary unless required by 1803.2 of the 2012 IBC. Soil is F844 w/Dimensions complying with ASME B18.22.1 Type A. Steel nuts to be ASTM A563. The minimum washer check By
<br /> assumed to be Class 5 of Table 1806.2 of the 2012 IBC. Bearing 1500 psf vert., 100 psf/ft. horiz CMP
<br /> and doubled as per 1806.3.4. These design values do not apply to mud, organic silts, organic diameter for bolted connections is 1". All fasteners will have a minimum edge distanc of 2x the fastener diameter.
<br /> clays, peat or unprepared fills and mayrequire further soil investigation. The buildingofficial may 20. Header splice shall not be located nearer to the end of the structure than the first interior post. Dote
<br /> Y q 9 Wood used : r�1 c �m n 7 cno ti:
<br /> 21. In connections shall be protected �ro�i�'rYeather as per I J i Section IYVJ.L ane,/VI IJVJ, whichever i3 more F om.
<br /> assign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000 MUSAGNOI,DWG
<br /> stringent.
<br /> psf bearing soil w/o additional engineering. Minimum footing depth is the local frost depth. saw Pow s
<br /> 22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2. I ,°
<br /> ICC ESR 1953(2012 IBC)2/24/2014 23. All multispan tables9eup ?1 ual spans within 20%. All specifications must be based on the longest actual span. I I i
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