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<br /> � RROJECTION 12.The roof panels shall have a slope between 0.25"and 1"per foot
<br /> ' ',�r. ' 13.All steei shail be gaivanized ASTM A-653 G90,A123 G45 or A153 B-3, painted ASTM A755 or use an approved
<br /> TRIB WIDTH TRIB WIDTH --�-� TRIBUTARY WIDTH coating complying with IBC section 2203.2. Paint inside of all embedded posts from the bottom to 12"above grade. R8""'o"3
<br /> Where aluminum is in contact with dissimilar metals(other than stainless,aluminized or galvanized steel)or absorbent
<br /> building materials,likely to be continuously or intermittently wet,the faying surfaces shall be painted or otherwise
<br /> �VERHANG --' seperated in accordance with the Aluminum Design Manual Section M.7. _
<br /> 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
<br /> _ located ' ���a� if.ers) ,
<br /> - .
<br /> �.������ x�.���4t� , ;.�����•;, � � �
<br /> EXISTING ' : ��rou, ,�St�o��LoadApplied Roo�-Load ---� �' . _ - = � `
<br /> STRUCTURE 10 psf 10 psf LIVE OR GROUND SNOW F� - :
<br /> 20 sf 20 psf J�LIVE OR GROUND SNO AD
<br /> METALS
<br /> PROJECTION 34 ps _ �6`� s� _.QE`a`IC�`N'R�O�`�SN"o�'�`QqD �`
<br /> 2�s 21 s DE
<br /> F SNOW LO
<br /> � ��� .__:.P .��u.:,.�..._ , ,_ r,.. . .,_ _ . _�, � . . --
<br /> _:,
<br /> : . , 40 psfi 33:fi psf ._... DESIGN ROOF SNOW LOAD 4 ,.
<br /> TRIBUTARY TRIB WIDTH --� TRIBUTARY WIDTH 60 psf 50.4 psf DESIGN ROOF SNOW LOAD - ����Q�20��
<br /> . ���_�_ -
<br /> WIDTH
<br /> DIAGRAM WIND SPEEDS IN THE 2012 IBC ARE"ULTIMA7E DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED INTHIS '
<br /> �. P U 7.+y.9, �-
<br /> REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM"ULTIMATEDESIGN WIND SPEEDS"FOR 1�
<br /> RISK CATEGORY IL FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING I ,� °�.w�A�s��'1G; �_
<br /> STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING A - �. � °.-°. ��
<br /> - HIGHER Kzf VALUE(ISOLATED HILLS, RIDGES, ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS � ' o 0
<br /> , PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. : ,,, a w v
<br /> �Ga �.3966t1.�, •�� ��,^�
<br /> G e n e r a l N o t e s N OTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFA CE ROUGHNES S CATE G ORY B(U RB A N A N d�� ' .��� '�i c,�'��� A¢Z o
<br /> S U B U R B A N A R E A S,W O O D E D A R E A S,O R O T H E R T E R R A I N W/N U M E R O U S C L O S E L Y S P A C E D - •� '�� A�' ' �w _.�
<br /> 1.Structural design per the 2012 Intemational Building Code basic load combinations described in �v►-Y M:
<br /> OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER)PREVAILS IN THE UPWIND � At w o�o
<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. ` ' � � ��' : F��ij °����' '
<br /> design in accordance with the 2010 edition of the Aluminum Associations s specifications and " F F o��,
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<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 ICE .:'., �" ` �_`�
<br /> recrea tiona i,ou t doo r livin g purpos es an d no t as carpo rts,garages,s torage rooms or ha bi t a b le AND OTHER)DO NOT. pF�SStp
<br /> rooms. Commercial Covers may be used for_these purposes. Carports must have at least two SEISMIC LOADING: oQ� P ; P-�1214
<br /> opens sides and have floor surfaces made of approved noncombustible material or asphalt. MAXIMUM Ss=150%SHOWN IN 20121BC FIGURE 1613.3.1(1) " ° ,=yt`'pP �.�c�; � �O
<br /> 2.At least one horizontal dimension(projection or width)of cover shall be less than 30'. Ss>150°/a ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 � n "' " �OP ' '
<br /> 3. Concrete mix: Fc=2500, 3000 or 3500 psi at 28 days in negligible, moderate and severe -' 8 � �'q p�
<br /> S1 NOT APPLICABLE TO THESE STRUCTURES '� R� p N
<br /> conditions as shown in Figure 1904.2 of the 2012 IBC. Patio structures may be attached to SITE CLASS=D * •�- f� * '-
<br /> concrete slab without footings when the post load is 750 Ibf or less and the frost depth is zera BASIC SEISMIC FORCE RESISTNG SYSTEM - s � `v'` �, �E ROfF
<br /> Concrete shaii be set back a minimum of 4 from edge or expansion joint of a slab. Posts POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME> _ . q� V o`��� 5�� INE ssj
<br /> aFCAttF ♦ �N F,9 p
<br /> attached on slab will conform to Details LA35, MU100 or MU102, ' y
<br /> POSTS SURFACE MOUNTED=GENERIC SYSTEM»R= 1.25 ° k,
<br /> 4. Each application shall show a complete plot plan of the property and buildings. Circle the post �' 72 80PE r
<br /> - ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE - FEB 24 2014
<br /> spacing,span,etc.,in the tables that fit that particularjob. These roofs are not subject to maintainance workers and have not been evaluated for a 300 Ibf concentrated toad:
<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 sin le s an attached solid cover structures must be at least 100%of the ro'ection. ` - ; OREGON
<br /> 6. Li ht au e steel shall be er ASTM A653 unless otherwise s ecified. Grade wil(be s ecified: • 9 p p � � _. "G. , o`� �
<br /> 9 9 9 P P . _ o P 16. Multiple span units are allowed. _ C �y 31 Zo � '
<br /> - under individual details.:Thickness.is bare steeL Negative fhickness tolerance is 5/o. 17.All structures must comply with one of the following: - ' ' ` '9A TNp'
<br /> 7.Alternate alum.alloys may be substituted far those specified provided they are referenced in the � PU
<br /> a. All structures with a roof snow load of 3�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 Generai Note#14. � '
<br /> Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004 EXPIRES:DEC 31,2016 ,
<br /> - , b. Structures with flat roof design snowloads 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 shal!be placed in holes prebored 70°/a diam. For concrete block construction, place c. Structures not com I in with a or b re uire additional en ineerin seismic anal s1s. � Cart Putnar�, P.E. _ .
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<br /> mason anchors as er the installation instructions.
<br /> ry p 18.All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception#2. �YNCHEUR�, VA 24503
<br /> 9. Drainage which othen�vise would go over a publiasidewalk shall be collected and diverted under 19.All screws are self dri(lin SDS or sheet mefal SMS and in conformance with 1CC ESR-1976 ESR=2196 or- " -- = =cA��PUTNAMecoMCAST.NEr
<br /> sidewalk. 9� } t ) , ' `
<br /> 10. Structures may not be enclosed unless additional engineering is provided or by approval of the equivalent and use head diameters equal to#8=�", #10=�",#12=�"and#14=�"or steel washers with similar
<br /> local building authority. diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard B18.6.1 and AF&PA
<br /> NDS-D5 11.1.4. All lag screws must comply with ANSUASME B18.2.1 and AF&PA NDS 11.1.3. All washers are ASTM °rawn� CMP
<br /> 11.A geotechnical investigation is not necessary Lnless required by 1803.2 of the 2012 IBC. Soil is F844 w/Dimensions complying with ASME B18.22.1 Type A. Steef nuts to be ASTM A563. The minimum washer c��
<br /> assumed to be Class 5 of Table 1806.2 of the 2012 IBC. Bearing 1500 psf vert., 100 psf/ft.horiz diameter for bolted connections is 1". All fiasteners will have a minimum edge distanc of 2x the fastener diameter. cMP
<br /> and doubted as per 1806.3.4. These design values do not apply to mud, organic silts,organic o,�.
<br /> clays, peat or unprepared fifls and may require further soil investigation. The building o�cial may 20. Header splice shall not be located nearer to the end of the structure than the first interior post.
<br /> assign a load bearing capacity. Units in a snaw load area of 25 psf or less may be built on 1000 2�•Wood used in connections shall be protsctsd from vveather as p�r!SC�ection 1403.2 andlar 1503, �nrhi�hA�ier is more F1'"'°`�USAGNOl,nw�
<br /> psf bearing soil w/o additional engineering. Minimum footing depth is the local frost depth. stringent. �M P�;
<br /> 22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2.
<br /> icc ESR�s5s{20�2 iBc)ti2ai2o�a 23. All multispan tables�geu,�����ual spans within 20%. All specifications must b�based on the longest actual span.
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