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1* 35* 11:ii":it.,tii-ri=917 'i'*-Ill·;...'I..»M-/6.-./ /1.I...7...9nf=· .i.'./.4 I. -4· PROJECTION # TRIB WIDTH·In ' TRIB WIDTH -- TRIBUTARY WIDTH - OVERHANG - EXISTING STRUCTURE 1· PROJECTION 6---- TRIB WIDTH -- TRIBUTARY WIDTH -TRIBUTARY 1 WIDTH i DIAGRAM General Notes i. Structural design per the 2009 International Building Code basic load combinations described inSection 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminumdesign in accordance with the 2005 edition ofthe Aluminum Associations's spdcifications andChapter 20 of the ]BC. Patio Covers as defined in IBC Appendix I shall be used only forrecreational. outdoor living purposes and not as carports, garages, storage rooms or habitat)lerooms. Commercial Covers may be used for these purposes. Carports must have at least twoopens sides and have floor surfaces made of approved noncombustible material or asphalt2. At.least one holizontal dimension (proJection or width)· of cover shall be less than 30%3. Concrete mix: Fc = 2500,3000 or 3500 psi at 28 days in negligible, moderate and severeconditions as shown in Figure 1904.3 of the 2009.]BC. Patio structures may be attached toconcrete slab without footings when #ie post load is 750 Ibf or less and Ule frost depth is zero.Concrete shall be set back a minimum of 4" from edge or expansion Joint of a slab. Posts attached on slab will conform to Details LA35, MU100 or MU102.1. Each application shall show a complete plot plan of the property and buildings. Circle the post spadng, span, etc., in the tables that fit that particular job.i. Each installation shall bear an identifying decal giving the name and address of mfgr., live or snow load, design wind speed and exposure and ICC ESR number.8. Ught gauge steet shall be per ASTM A653 unless otherwise specified. Grade will be specifiedunder individual details. Thickness is bare steel. Negative thickness tolerance is -5%.'. Alternate alum. alloys may be substituted for those specified·provided they are referenced in THEADM 1-05 WITH equal or greater guaranteed minimum properties (Ftu, Fty, Fcy and E).Thickness indicated is bare metal and negative tolerance must comply with ANSI 1-135.2. 3004 H24 may be subsituted for 3004 H34.t. Lag screws shallbe placed in holes prebored 70% diam. For concrete block construction, place masonry anchors as per the installauon instructions.. Drainage which otherwise would go over a public sidewalk shall be coNected and diverted under sidewalk.0. Structures may not be endosed unless additional engineering is provided or by approval of the local building authority.11. A geotechnical invesugation is not necessary unless required by 1803.2 of the 2009 IBC·. Soil isassumed to be Class 5 of Table 1806.2 of the·2809: EC·- Bearing 1500 psT vert., 100 psf/R. horizand doubled as per 1806.3.4. These design values do not appi* famed. organic silts, organicdays, peat or unprepared fills and may require further soil invesligation. The building orcial mayassign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000Psf bearing soil v./0 addillonal engineering. Minimum footing depth is the local frost depth. ICC ESR 1953 (2009 [BC) 12/5/2011 0 Z E 7 e 9 1 4/ 12. The roof panefs shaH have a slope between 0.25' and 1' per foot13. All steel shal! be galvanized ASTM A-653 (390, A123 (345 or Al 53 8-3. painted ASTM A755 or use an approvedcoating complying with [BC section 2203.2. Paint inside of ali embedded posts from the bottom to 12' above grade.Where aluminum is in contact with dissimilar metals (other than stainless, aluminized orgalvanized steel) or absorbentbuilding materials, likely to be continuously or intermittentfy wet the faying surfaces shall be painted or othe;Wiseseperated in accordance with the Aluminum Design Manual Part AA Secdon 6.7.1.14. Wind velocity and Ground Snow/Live load are identifed in ali of the relevant tables. Roof snow loads have beendetermined in accordance with ASCE7-05 Section 7.3. Ct=1.2, i = 1.0, Ce=1.0 (All exposures except B and C when located light among conifers)Ground Snow Load . App}ied Roof Load 10 psf 10 psf LIVE OR GROUND SNOW 20 psf 20 W LIVE OR GROUND SNOW 25 psf 21 psf DESIGN ROOF SNOW LOAD 30 psf 252 pet DESIGN ROOF SNOW LOAD 40 psf 33.6 psf DESIGN ROOF SNOW LOAD 60 psf 50.4 psf DESIGN ROOF SNOW LOAD WIND SPEEDS IN THE 2009 IBC ARE "3 SECOND GUST WIND SPEED.° ALL STRUCTURES DESCRIBED IN THISREPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST WIND SPEEDS:FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTINGSTRUCTURE IS 30'. KztWAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE(ISOLATED HILLS, RIDGES, ESCARPMENTS) Will REQUIRE HIGHER WIND LOADS AS PER ASCE7-05SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN ANDSUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN Wi NUMEROUS CLOSELY SPACEDOBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELUNG OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS AND OTHER) DO NOT. SEISMIC LOADING:MAX]MUM Ss = 150% SHOWN IN 2009 IBC FIGURE 1613.5(1) Sl NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEMPOSTS EMBEDDED INTO FOOHNGS = ORDINARY STEEL MOMENT FRAME POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R = 1.25 ANALYSIS PROCEDURE =EQUIVALENT LATERAL FORCE PROCEDUREThese roofs are not subject to maintainance workers and have not been evaluated for a 300 IbiMaximum mean roof height of existing stmcture for attached units is 30'.15. The width of single span attached solid cover shlctures must be at least 100% of the projection. 16. Multiple span units are allowed.17. All structures must comply with one of the following:a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design A-D up to the maximum Ss noted in General Note #14.b. Structures With flat roof design snow loads over 30 psfcomplying with IBC Section 00 w.-i =xcepuorun do not require additional seismic analysis.c. Structures not complying with (a) or (b) require additional engineering sessmic analysis.18. All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception #2.19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR-1976, ESR-2196 orequivalent and use head diametefs equal to #8=4", #10= t,#12=46" and #14=* orsteel washers with similardiameters. Ail bolts are ASTM A307. All wood screws must comply with ANS]/ASME Standard B18.6.1 and AF&PANDS-05 11.1.4. All tag screws must comply with ANSI/ASME 818.2.1 and Al:&PA NDS 11.1.3. All washers are AS™F844 w/ Dimensions complying with ASME 81822.1 Type A. Steel nuts to be ASTM A563. The minimum washerdiameter for bolted connections is 1% AU fasteners wiil have a minimum edge distanc of 2x the fastener diameter.20. Header splice shaH not be located nearer to the end of the structure than the first interior post21. Wood used in connections shali be protected from weather as per IBC Section 14032 andfor 1503, whichever is more stringent.22. Sliding snow is beyond the scope of this report- Drifting snow is covered under Detail M223. Al! muispan tab!es assume equal spans within 20%. Al! specifications must be based on the lonzost actual span. Page 1 of 101 0 q[ 1 i r 4ET 1-l/WIT 946-9000 i.f= Revisions Cal 0 3 I-00 3 f 1--Mmaz 9 = SM==Mi- 4 C16.0 N 3 1-J iD r Cart Putnam,· P.E. 3441 IVYLINK PLACE LYNCHBURG. VA 24503 CARLPUTNAM@COMCAST.t <-' CMP Cherie Gy CMP Date 'll,SAGNol.DWG Scale ,...ZZ' 24 XE I /1 1 6839 1DEC 5 2011 concentrated load. 5 1%4.N J 10 Category (SDC) .)22273)/:Wtmm/,;,3//%:B MEGram