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Plans (2) METALS USA PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING: NORTHWEST = ffiETRLs ° sir 5 / °!& ►/k . PAGES DRAWING SECTION DESCRIPTION sommimo - °" ., 1 PROFESSIONAL ENGINEERING STAMPS imommom �� , I MUSAGNOI.DWG GENERAL NOTES BUILDING PRODUCTS OCT 201 - LATTICE COVER COMPONENTS AND CONNECTION DETAILS CITY O MAR 1 PAGE LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03.DWG LAT04.DWG LAT05.DWG 2 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN 90 MPH WIND AREAS 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN HIGH MPH WIND AREAS SOLID COVER COMPONENTS AND CONNECTION DETAILS N 9 PAGES MUSAOI.DWG STRUCTURAL CONFIGURATIONS S _ MUSA03.DWG COMPONENTS/CONNECTION DETAILS MUSA04.DWG COMPONENTS/CONNECTION DETAILS MUSA05.DWG COMPONENTS/CONNECTION DETAILS MUSA06.DWG COMPONENTS/CONNECTION DETAILS MUSA07.DWG COMPONENTS/CONNECTION DETAILS MUSA08.DWG COMPONENTS/CONNECTION DETAILS MUSA09.DWG COMPONENTS/CONNECTION DETAILS N ' P 0FE s, MUSA10.DWG COMPONENTS/CONNECTION DETAILS pw sk,�'� f NGiN FR s>'� CARPORT AND COMMERCIAL STRUCTURES ..� �_ fir. �'ox 7258,PE PANEL SPANS FOR PATIO, 6 PAGES SOLID COVERS 4.0i „ ii 10 PAGES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS :oma �zCsre�e 1, ,.E ,,, mss ��,`�� �Y �(���� 10 PAGES 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAS �_ fONAL J itztref‘APAir 31,2014 1 PAGE M1.DWG 7.0 MISC DETAILS EXP 1 PAGE M2 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES JUN 19 2013 1 PAGE M3 7.0 CONCRETE FOOTING OPTIONS 1 PAGE M4 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 1 PAGE M5 7.0 FORCES ON EXISTING STRUCTURES 1 PAGE M6 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS January14, 2011 PROFESSIONAL ENGINEERING STAMPS PAGE PUTj4 /11,„0 PR �S 11. rfi: °I--. 4p 'I , 110" JUN 19 2013 EXPIRE • DEC 2014 Page 1 of 57 1/14/2011 MUSA STANDARD PLAN:NORTHWEST C11.A foundation and solids investigation is not necessary unless required by 1803.1 of the 2009 IBC. Soil is assumed to be � PROJECTION - Class 5 of Table 1806.2 of the 2009 IBC. Bearing 1500 psf vert., 100 psf/ft. horiz and doubled as per 1806.3.4. These / Revisions 1 design values do not apply to mud, organic silts, organic clays, peat or unprepared fills and may require further soil investigation.A minimum soil bearing pressure of 1000 psf is adequate for all structures except for some units in a 40 psf ,; TRIB WIDTH I----- TRIB WIDTH TRIBUTARY WIDTH or 60 psf ground snow load or with footings deeper than 60". J ' 12.Single skin roll form roof panels shall have a minimum slope of 0.25"per foot, aluminum sandwich panels shall have a rminimum slope of 0.75"per foot {r( -- OVERHANG �--- 13.All steel shall be galvanized ASTM A-653 G90,A123 G45 or A153 B-3, painted ASTM A755 or use an approved f,,t coating complying with 2203.2 of the 2009 IBC. Paint inside of all embedded posts from the bottom to 12"above grade. ti}':r, Where aluminum is in contact with dissimilar metals(other than stainless, aluminized or galvanized steel)or absorbent 6t>ti; ;',1 building materials, likely to be continuously or intermittently wet,the faying surfaces shall be painted or otherwise CO ,i , �.1 sperated in accordance with the Aluminum Design Manual Part I-A Section 6.6.1. V �' ,3,-..'.. 1 ; EXISTING 14.Wind velocity and Ground Snow/Live load are identified in all of the relevant tables. Roof loads have been determined in Cie=, STRUCTURE accordance with ASCE7-05 Section 7.3. j ,( Ground Snow Load Applied Roof Load © ti rN-o 20 psf 20 psf LIVE OR GROUND SNOW 0 25 psf 21 psf DESIGN ROOF SNOW LOAD4 r` 30 psf 25.2 psf DESIGN ROOF SNOW LOAD = X O PROJECTION p I"� '-- o ® 40 psf 33.6 psf DESIGN ROOF SNOW LOAD U z 8 TRIB WIDTH TRIBUTARY WIDTH p 42 psf DESIGN ROOF SNOW LOAD m O o I 50 sf 50.4psf DESIGN ROOF SNOW LOAD + °� ���, � � Q � � 60 psf /A moo. L.�� o ch SEISMIC LOADING Z MAXIMUM Ss= 150%SHOWN IN 2009 IBC FIGURE 1613.5(1) �, 0 N 2 S1 NOT APPLICABLE TO THESE STRUCTURES `4-r a SITE CLASS= D �-P1�0 Z A r �� /. 11111 BASIC SEISMIC FORCE RESISTNG SYSTEM INVERTED PENDULUM » R 0 k POSTS EMBEDDED INTO FOOTING POSTS SURFACE MOUNTED=GENERIC SYSTEM >> R= 1.25 CO ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE ` J IIIThese roofs are not subject to maintainance workers and have not been evaluated for a 30 lbf oncentrated load. Maximum mean roof height of exting structure for attached units is 30'. JUN 19 2013 15.The width of single span attached structures must be at least 75%of the projection. General Notes 16. Multiple span units are allowed. ��. 0 PROF,,�s 17.All structures must comply with one of the following: ''N 1. Structural design per 2009 International Building Code basic load combinations described in a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC)A-F O►NE,q /O Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces . Patioup to the maximum Ss noted in General Note#14. �� \� 58�,'E 1 1 Pr Covers as defined in IBC Appendix I shall be used only for recreational,outdoor living purposes b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception#1 k and not as carports, garages, storage rooms or habitable rooms. Commercial Covers may bedo not require additional seismic analysis. - used for these purposes. Carports must have at least two opens sides and have floor surfaces c. Structures not complying with (a)or(b) require additional engineering seismic analysis. O•Eo• � made of approved noncombustible material or asphalt. 18.All aluminim and steel solid panels are class A fire rated as indicated in the exception in IBC Section 1505.2 vG 2. Fasteners are to be galvanized or stainless steel. 19.All screws are self drilling(SDS)or sheet metal (SMS)and in conformance with ICC ESR-1730, ESR-1976, ESR-2196 CSR /�� 3. Concrete shall have a compressive strength, fc, of 2500 psi at 28 days. Minimum slab thickness or equivalent. �aW is 3.5". No post shall be placed within 2'-6"of a crack and no anchor within 5"of an edge or 20. Header splice shall not be located nearer to the end than the first interior post. expansion joint. Posts attached on slab will conform to Details LA35, MU100 or MU102. 21. Bolts shall conform to ASTM A-307. EXP RES: DEC 2014 Minimum footing depth is the local frost depth: 22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2. 4. Each application shall show a complete plot plan of the property and buildings. Circle the post 23. All multispan tables assume equal spans within 20%. All specifications must be based on the longest span. spacing, span, etc., in the tables that fit that particular job. 24. When a single span attached unit is attached to a wooden deck, the maximum dead load +live/snow load from the 5. Each installation shall bear an identifying decal giving the name and address of mfgr., live or snow patio cover is 750 lbs and the post spacing shall not exceed that specified for attaching to a concrete slab. The e load, horiz. and uplift wind loads and approval number. Cart Putnam, P.E. maximum wind speed is 110 mph Exposure C. The maximum roof height above grade is 12'. The structural adequacy 3441 IVYLINK PLACE 6. Light gauge steel shall be per ASTM A653 unless otherwise specified. Grade will be specified of thse deck to safely sustain these additional loads will require approval by the local building authority or additional LYNCHBURG, VA 24503 if under individual details. Thickness is bare steel. Negative thickness tolerance is-5%. g parametersmay requireCARLPUTNAM@CGMCAST,NET engineering. See Detail Ml. Construction outside ogf additional engineering. 7.Alternate alum.alloys may be substituted for those specified provided they are registered with the 25.This entire engineering package will not be required for most building permits. Submission for a building permit must Alum. Assoc.for equal or greater guaranteed minimum properties(Ftu, Fty, Fcy and E). include: By Thickness indicated is bare metal and negative tolerance is-5%. 3004 H24 may be subsituted for a. GENERAL NOTES (MUSAGN01.DWG) [Tawr ' CMP 3004 H34. b. STRUCTURAL CONFIGURATIONS(LAT01 or MUSA01) k8. Lag screws shall be placed in holes pre70% diam. For concrete block construction, place c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID COVERS)ORmasonry anchors as per the installationtion in instrtr uctions. BOTH (FOR COMBINATION STRUCTURES) oti9. Drdinage which otherwise would go over a public sidewalk shall be collected and diverted under d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. ""°MUSAGNoi,DWG sidewalk. e.ALL APPROPRIATE DETAILS 10. Single span attached patio covers may not be enclosed unless additional engineering is provided f.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. L.:ale Page A byora royal of the local authorit . / pp building Y 26. Sheet M5 provides information to determine the load that will be resisted by the existing structure. J 1/14/2011 MUSA STANDARD PLAN:NORTHWEST Page 2 of 57 ROLL FORMED OR LAMINATED 1 �� � ROLL FORMED ❑R LAMINATED �r Revisions � I\ SANDWICH PANEL FASCIA, ALUMINUM � A��i SANDWICH PANEL �� I BEAM ❑R OTHERS �� STRUCTURAL HEADER A �' � �� J \ \, �� I BEAM ❑R OTHER �� - ��� �\ STRUCTURAL HEADER � .>� --� MULTISPAN , V� �� �� FREESTANDING UNIT CO � / 3.5" CONCRETE SLAB .•` :, REQUIRED FOR .• r� %''� :•' • '� � CONSTRAINED F❑❑TINGS ;' • \ Aa 0 o •••••:‹ : '•.:..'...r ..- :•.!...-:':..".-. 400,:7,-.4 - V:., POST O 7 aZ 7,--FREESTANDING SINGLE SPAN COVER %� v CIRCULAR FOOTING 0 N = €11 DETAIL MU108 •.• ::;: POST f:', .. • Illi 111 n d .:` � •� — CUBIC FOOTING _ / DETAIL MU108 U . d d ALL HEADERS MAY ALL PANELS • . .` WIDTH MUST BE AT LEAST OVERHANG 25% OF MAY OVERHANG ���EO Pi F4',. 75% OF PROJECTION FOR A POST SPACING 25% OF THEIR ��'• N F SINGLE SPAN ATTACHED LEDGER BOARD CLEARSPAN ~—CUBIC FOOTING �; 9 � STRUCTURES WIDTH �'•:% .':�: DETAIL MU108 7 5g�PE .. I �� �y PUTN. �� �� G av WASE 0.25' PER 12' w tiv 41, � MINIMUM SLOPE V. �� f , OR ON �� (7:114 Y 31 v�.Vi � V �' ice, � ' , � � ,_ i �� A\ MULTIPLE SPAN �� C Pt.) HEADERS ARE ALLOWED ��� �,, -.- , ,2 - : , -_„ � F�srag0 �� EXPIR••:DEC 31,2014 )11 �I JU 9 2013 \� PATIO COVERS ARE ��� �� ������ LIMITED TO 12' HEIGHT �� �A, � c..,......,......„..,„ .. ,.., .., „, .,, � �V COMMERCIAL COVERS �;: �� A �' AND CARPORTS ARE PROJECTION ��� LIMITED T❑ 18' HEIGHT Carl Putnam, P.E. • 3441 IVYLINK PLACE r ;� [LYNCHB:G, VA 24503 . ...............„...„/„.....„....../.. .........***** .........„,........N...; C • ; CARLPUTNAM@CDMCAST.NET d • LMU108 �'�• `,./y:, ..' ' . • Drawn By • CheckByATTACHED SINGLE SPAN COVER ` CMP MAY BE MULTISPAN - Date SINGLE SPAN •e. FREESTANDING UNIT ,': \\_. 3.5" CONCRETE Rename MUSA01.DVG SURFACE MOUNT OR ".` . SLAB REQUIRED Scale Page I EMBEDDED ATTACHMENT ' ' ~ ~ FOR C❑NSTRAINED J1 1/14/2011 MUSA STANDARD PLAN:NORTHWEST FOOTINGS J Page 17 of 57 • 6Revisions Seal with permanently flexible SEE TABLE & waterproof sealant CONCRETE OR �' 7.5 FOR 2"x6" Ledger Board J MASONRY ANCHOR IF FASTENER1/4' LAG SCREW .-4I SPACING (optional if LAG SCREWS #10 WOOD SCREW �., 0 STUD, CONCRETE w/ 1"0 WASHERS are used ." 0 OR MASONRY to attach hanging rail) Existing wood framing SEE TABLE �� WALL / 2" thick, 24" O.C. STRUCTURAL d 2' x 4' Stud— D,F. Larch, ■ CO 4.19 ❑R 4.20 PANEL / lliiiiii "C" "J"OR"G" u►en►►umn►uunnnumum��: O' TYPE ALUM HANGERS 1 ch' Lag Screw U T[ / MIN WALL"t" / 6063 T6 t=0.060" pletelyseat3004H34t=0.040" 3.5' MIN perManently (FRONT SIDE)THREE 5/16"X5 i flexible & water- LAG SCREWS � � -�� n !�� proof sealant 0 F_ ti ,_.__ ", G I 11 luuuuum►n►nununu►►un►__. OR (BACK SIDE)TWO SI M P S 0 N ri CC 00 #10 SCREW �i 1/4 LAG STRONG TIE A34 CONNECTORS W/ . 0 Z rn STRUCTURAL 1 �, SCREW --I 3.25' thin 1 MIN `�'�� THREE #10 SCREWS INTO m p co PANEL _, -F 1 r Synthetic Stucco or RAFTER AND FASCIA '��' w ¢ I- rnSHEATHIN other non-structural coveringolio (1" max. thick) " �,,,'' LIANA z (4 D Continuous 2 � , � I� MU TABLE 7,7 SPECIFIES THE ALLOWABLE fascia board /,r/�� �1 [) N I `- los LEDGER AND WALL ATTACHMENT DISTANCE T❑ FIRST ROW ❑F POSTS � J Mu STUCCO ATTACHMENT DETAIL ATTACH WALL HANGER �. / j �� f 106 WITH LEDGER BOARD PER DETAIL MU105 1� \� w 1,25" 111 mu 111 CO 107 wi imk, . A ‘. / ALUM W/ t = 0.120" OR STEEL POST WITH 12" EMBED 2.5" MIN FOR FOOTINGS UP TO d=39" OR 18" EMBED FOR ill FOOTINGS UP TO d=48" 7�,'ROF. 3111 II 'L' OVERHANG �,��� VA' 6)O• ._ '1. cc i E �:,,�.,-.,:in �,�% 12" OR 18" POST �P' .. d 9" • 11ONE 3/8" Live/Snow Load RAFTER MAX1DISTANCE TO FIRST ROW OF POSTS"L" x9„ _ said corer wind SIZE EAVE OVERHANG ikk,,,. (u„ ) 8 12" 18 T 24 3r STEEL RODS (REBAR ..:. ....4.• y•; ;a .: ;.• 20 pal 2x4 144T t0'at 8•0" 3'-T 1'.10- 106 •ta• 106 MPH Exp 13 _._2x4 _._..14.0' _ 10%C 14'-0" 11'-11 ... __.10- • • OR THREADED) OR 2x8 14'-0' 14'.0 14'•a" 14.f 14'0• BOLTS CENTERED 25pa►M 2x4 15.4 11=4 ss 9'43" . 1=71_ I d ON POST - 705 MPHExpC 2x6 154 153 15'4 130' 9;" "ES:DEC 31,2014 2x8 15=4" 15'-4" 18-4 15.4" 15-4" 3/8' BOLTS DETAIL MU87 OR MU80 30p -.-. - --2x4 1r_10" 8-3 5-' Z-9" ate" JUN 19 2013 SEE TABLE 7.3 4" 170 MPH Exp C_ 2x8 12.-10" - ir-1o" 1r-1o" ias 7-10" 2x8 1Z-10' 1r-10" 1z-10" "10'-.7 1T-3- MU FREESTANDING OR ATTACHED POURED COLUMN J _ 2x4 _g-T s-T 7s 0'-0" 0.0' 108 110 MPH Exp C 2x8 g-T g-T g-T T-3" •- F❑❑TING FOR NUMBER I -_.. -_. 2x8 - - 9'-�. 8�T 5•T gT Carl PutnarI, P. E• EMBEDDED PORTION OF ALUM POSTS so pat 2x4 G-6' a-0" a-5 a-o" a LYN1 BURG, PLACE MUST BE WRAPPED WITH PLASTIC TAPE II'--'1' 110 MPH 80 pot C 2x8 6'S 6'-0 s- a'7 7.-._ LYNCHBURG, VA 24503 2x8 er-6" g{" 8-6" 6 ." 8-6 CARLPUTNAMKOMCAST.NET ONE BOLT DIAM. CM N) iI1IIIL _ STAINLESS STEEL `r 1._;:..:.:. : ` 11 3/s"0 W/ 2" EMBEDMENT ' ''�''�, '• ' .-:`i`° HILT! KWIK BOLT TZ • ‘j0!�F. 'o. By (ICC ESR 1917) \ 10?i;w4 CMP CI MAXFOOTING SIZE ` 8, -. CMP ;� d = 34" j Dote 7,-;:.-:-.',.:..,,..'"' I SIN A.4 -1 ; 7 } CI 101Q Rename MUSA08.DWG Seale e• / 109 SINGLE SPAN ATTACHED FOOTING �`�s ,� \` NTS 1/14/2011 MUSA STANDARD PLAN:NORTHWEST . Page 23 of 57 ;:4\ I �� Revisions 1� ANGFR� 0.052' ® (ALUM. 6063 T-6) 9 7rj• 1.625' 1 J H0.33' T �- I 0.050' �- ( 0.060 1 3.062' ` 0.055 0.062 0.452' I 0.062' 3.062' 3.74' REF 2.5' 3.562' 3.74' REF @ 14.100 DETAIL MU42 IS ALLOWED UNDER THESE LOAD CONDITIONS 4.24, \ 4,060 0.062' LIVE WIND PANEL SPAN � � �� 20 PSF 110 MPH EXP C ALL L_ �_ 30 PSF 110 MPH EXP B ALL ti ® EXP C ALL 30 PSF 100 MPH 0.050 O 30 PSF 110 MPH EXP C 13.5' CI 4" HANGERS 40 PSF 110 MPH EXP C 12' e0 3" "J" RAIL 3" AND 2.5" "G" HANGER ti 6063T6 ALUM 60 PSF 110 MPH EXP C 9' El) Cea 0 = X o 3-1/2" "J RAIL �.� EC 1-- o RAIL PROFILES ALUM. ALLOY 6063-T6 0. m Z SEE TABLE 7.5 FOR Q O th TYPE AND SPACING U) 0.055-L. ❑F FASTENERS �J Z ,od. M 0.75' d, � � . ' ....... NLF0050 0.062 I Lig ' rr r T 3.562' 0,062 2.062' • 3 HANGERS G panel height moil m 6063T6 ALUM -11.062• f--1 1 --j 1.062 4,000---� L 1 4/.0 PRO r_ FFv GINE 3.000 3.000 0.040 - � 0.625'j N „ o 1.50' ' �� 72580' ---0.120' e "C" HANGER GO 3-1/2" "G" RAIL e 2" "J" RAIL 0.062 ' --o.a�s• � � /�, PUT�r, ��ORE•����� ® > z �/I e ���� Dov WAsk , 1 rr " " 4"x4" POST 0.062"x3"x3" � ,, ' 0,075 x3 x3 POST MAGNUM POST ' DEC 6063T6 ALUM 6063T6 ALUM XPIR : l. zo 6063T6 ALUM ,p,39660,0 GtSTER� �, S%ONALE�G JUN 19 2013 V Carl Putnam, P. E. 3441 IVYLINK PLACE i 12' 1 �1 LYNCHBURG, VA 24503 T 1' MIN SCREW PATTERNS CARLPUTNAM@COMCAST.NET 0 0 0 o FOR ALL FASCIA e -y° MIN ku SPLICES. ALL FASCIA SPLICES MUST BE WITHIN i' a,,n �, 1 12' OF A POST CMP 1' MIN— _ ! Ch.ak.By CMP 0 0 0 0 L _. [heck Filename MUSA04.DWG Scale NTS I Page i Page 19 of 57 1/14/2011 MUSA STANDARD PLAN:NORTHWEST 9 II alit 6 Revisions t 5.860 0,125 U 0,170 0.1101r 0 0.400 0.085 + o 49 160;6X15.8166' 061T6ALUM U TiTTLI 1 1 gm = D r,=- CD 0.110 10.000 0,140 0 F" ��■�, rs— =0 2.500 c � I, � (9 �' O v C= amo (0 ifli.. —0.110 l.,.... 0 Q F; cr) —3.000---� J-- I x0.600 �� M �--- 4.000--I --� 0.090 ( p Z 0 D 1– • ..La 4'x1 I BEAM 7'x4' I BEAM 'JSP IV 6061 T6 ALUM � �— N ... 6061 T6 ALUM 6,040 �' J U 0.760 _ 10 IL J� I� ` m 1" MIN 2' MIN 1' MIN-- I- 0.875 e 3/8' BOLTS <8 PLCS) 3/8' BOLTS—® Ro s � i 1 ®\PLACEMENT FOR 7' AND 9 560 y f 0,165 Gp'� � ti 'fir dill;INE t9/® ' IBEAMS 1.398r_ r� (? O Q O C n 6.750 , c89f �3/8' BOLTS <8 PLCS) ® �� • '® PLACEMENT FOR 4' I ® ® .. ( rt,BEAMS I 0.380 ,i�r" J3.750 1 p �, .,iq� 1 MIN - n 24" FOR 4" I BEAM0.070' 'I ° ir , i ( rs�ss ONA��4' 44'01- P�TNP 30' FOR 7' I BEAMS - --I 1.835 I-- H 2.150 , 4" I SPLICE 7" C SPLICE r EXPIRES:DEC 31,2014 54" FOR 10' I BEAMS ® 606 3T5 ® 6063T5 ® 10" C SPLIC, 6061T6 JUN 19 2013 FULL STRENGTH SPLICES Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET J [Drawn ByCMP heek By CMP Dote Rename MUSA05.DWG stole NTS I Page / 1/14/2011 MUSA STANDARD PLAN:NORTHWEST Page 20 of 57 ��^ II5.683 j �� Revisions ;\ { 5.683 'J -- 0.105' (12 GA) I ,�-� 0.070' (14 GA) + 0 O O 0 s i MUIN LA04E ENCLOSED 0 0 0 2.3750 0 O J n \ 0.024' 7,75' —� I 8.000 --0,042' 6,500 0.032' j ## 0,040' O I 4 0.090' 1.. 0.125---- 0DIn -; 1 .' C O a -�- 1- STANDARD BRACKET �— U J 0.875' FOR CLOVERLEAF POSTSII 3 000 1.975 6063 T6 ALUMINUM HEAVY DUTY BRACKET I-- --I ti 09 —3.000-- 2"X6 1/2' HEADER 2.500--I- ® FOR CLOVERLEAF POSTS O 0.042'x3"X8' HEADER/RAFTER 3004 H34 e STEEL C BEAM ASTM Fy = 36 KSI a 3004 H34 A653 GRADE 50 ASTM A123 G75CeZ 0 F- ti 5.683 i I I 1 ...... . 6C O 5,5' Ca In ALUM BRACKET .-2,4• i, ;r01 0O (na'cv ,®. FOR 3' SQUARE a limmiiimii�J D MPOSTS 6063-16 N 0.090--- l.g• �"Pd �'� I"0.094—-- .oI1 1 ff 1 �E�O D CO STANDARD BRACKET 1 / FOR 3' MAG POSTS --2.703 0 (DETAIL LA18) 3,344---1 JUN 19 201 • ai--0.090 ^ �-2.308-"I f--2.375--I 6063T6 ALUM - _IL, ----0.090 ALL BRACKET - DIMENSIONS �__ • _ -0.125 .t O e ® 'U' BRACKET EXCEPT THICKNESS Ls-) - � �EF9 `r/O F❑R 3' SQUARE P❑STS ARE APPROXIMATE 00 0 0,188" 6063 T6 ALUMINUM • 'U' BRACKET 5.875CO �' ' ® FOR CLOVERLEAF POSTS ':"'PE 6063 T6 ALUMINUM �r_ 028' r'7 R0.1400 ' .- •N r 0 0.032' ALUM a vG o '.040' ALUM S cJ 0.125' ALUM 'H' CqR ��� el 0.043' STEEL ALUMINUM HEAVY DUTY BRACKET Iv BRACKET 6063-T6 FOR 3' AND 4' POSTS - DEe 3' CLOVERLEAF POST 6063T6 A-653 GRADE 40 STEEL 3004 H34 ALUMINUM 1 WIDTH--{ Carl Putnam, P. E. 0.024'X3'X3' 3441 IVYLINK PLACE 1 1-3.000-1 --- -- i SQUARE POST LYNCHBURG, VA 24503 1 __ CARLPUTNAMKOMCAST,NET h---3'171 7 H3.000---I t--� HGT ' ort-- ( I # 14 S.M.S. 24' �1 0.062 0.055) ❑/C TYPICAL. 1 By 1 CMP C LA ALUM LOCKSEAM TUBE Illir-- II• ch By3 0.024'X2'X6.5'�� �J 18 t ® 0.024'X3'X3' 3004H34 L �1CMP r0.032'X3'X3' 3004H34 ALUM SIDEPLATE . (--3' or 4' 0.062'x6063' MAGNUM P❑ST _1 ' 0.040'X3'X3' 3004H34606376 ALUM FLUTED 0.018'X2'X2' 3105H14 - u� game 3' or 4'ASTM A500 GRADE A STEEL POSTS 49 SQUARE POSTS 0.018'X1.5'X1.5' 3105H14 3' POST WITH LAT02.DWG ALUMINUM POST soma NTS Payo + SEE GEN NOTE #13 FOR CORROSI❑N 6061 T6 ALUM 6063-T6 t= 0.120' 0.018 X3 X2 3105H14 SIDEPLATES PROTECTION 1/14/2011 MUSA STANDARD PLAN:NORTHWEST Page 4 of 57 ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED EXISTING ROOF Ci Revisions GENERAL NOTE #2 PATIO COVERS ONLY, SEE roof' snow load 3' x 3' METAL POST 3"X3" POST POST CONNECTOR ASII h POST CONNECTOR AS TWO-3/8REQUIRED" BY x 4'PLANS EMBEDMENT REQUIRED BY PLANS LAG SCREW w/ 1.25'0 ONE ON TWO 3/8' A-307 BOLTS O EACH SIDE OF COLUMN. WITH STANDARD WASHERS M2 0 (5' EMBEDMENT REQ'DUNDER BOTH HEAD AND NUT. PATIO COVER F, ,_ FOR 110 MPH EXP C) OO ONE ON EACH SIDE OF POST V 111.11111111.111 _/ STRUCTURES COMPLYING WITH THIS DETAIL = ~ �- IIIIIIIII -- 1" MIN I DO NOT REQUIRE ADDITIONAL DRIFTING 0 4 DOUGLAS FIR LUMBER - SNOW CONSIDERATIONS �, 0 o aco FLOOR JOIST OR DOUGLAS FIR UTILITY mia rt 6 p HEADER GRADE OR BTR GROUND SNOW MAXIMUM �w L1. Z o STRUCTURE POST LOAD (PSF) "h" (IN) 03 0 M1 ATTACHED 20 17 1'�om 0 Q a ATTACHED STRUCTURE POST TO DECKING 25 18 W z 03 0 M TO DECK FLOOR JOIST 30 40 25 CIJ 50 30 111111 SIDE MOUNT BRACKET 60 33 SEE GENERAL NOTE #13 FOR 111111 r: C❑RR❑SI❑N PROTECTI❑N `-1-- I 3/16" ASTM A36 STEEL SEE GEN NOTE #13 FOR EXISTING EAVE • CORROSION PROTECTION O WOOD FRAMING yr BRACKET IS 125' WIDEPUT 'ROD PROC,, 19� 72580'E / 2X8 LEDGER BOARD (SPF)ALUM 1ox1.5' screws TRUCTURAL A ;•-PANEL HANGER 3/16" ASTM A36ANEL 39660 w v. . (7.- -6,,s,or,„,,,,,,,„T❑P M❑UNT ��IirtOx3.5" scREw� STEEL BRACKET L'Ap '08Tes"-„, yIIIIIIIII =I 1��� i'' oR,0G 1" SPACING CREWS„ 31,2x W00 *_ BETWEEN SCREWS PU SEE TABLE 7.5 LEDGER BOARDII EXPIRES:DEC 31,2014 FOR FASTENER TYPE AND SPACING TOP MOUNT BRACKET MAX "L" FOR TOP OR SIDE MOUNT j JUN 19 2013 Live Wind Speed TRUSS/RAFTER 0/C SPACING THESE DETAILS ARE APPLICABLE Load _ and Exposure SOLID COVER LATTICE COVER TO SOLID OR LATTICE COVERS Carl Putnam, P. E. (psfl (mph) 16" OIC 24"OIG 16" OIC 24"o/c 3441 IVYLINK PLACE ALTERNATIVE EAVE ATTACHMENTCARLPUTNAM C❑MCAS NET VA 24503 20 105 MPHExpC 10' 6' 10' � s' EAVE OVERHANG AND 'L" MUST ALSO 110 mph Exp C 9' 6' 10' I s' COMPLY WITH DETAIL MU107 OR LA32 1 Drawn Sy CMP CMP heck By NOT ALLOWED IN SNOW LOAD AREASDate MAX WIND LOAD IS 110 MPH EXP C Filename KIM SealeNTS Page / / l/ 1/14/2011 MUSA STANDARD PLAN:NORTHWEST Page 52 of 57 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURES Table7.3:Required Number of Fasteners for Shearing Loads Table 7.4:Required Number of Fasteners for Tension Loads Aluminum Material Gage(in) Steel Gage(in) Aluminum Gage(in) 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.043 0.043 0.036 0.062 O.ONI60 0.090l0 v 0.1001 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter Arlowacle Width A B C D E F G H I J K • for Attached Two Footer Design #14 3/8"B 3!8"B #14 #14 3/8"B #14 3/8"B #14 3/8"B 3/8"B #14 3/8"B 3/8"B #14 Design Footer 3 Connections shall be arranged so that the center of resistance of the connection shall , Trib Post Structures on Slab Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size coincide with the resultant line of action of the load. Width(ft) Live or Ground Snow Load d(in) (lbs) 185 424 566 295 308 708 345 1384 532 1596 554 157 865 1298 8 292 (lbs) 0 d12) TABLE 7.6:WALL ATTACHMENTS FOR LATTICE COVERS 12 100 1 1 1 1 1 1 1 1 1 1 1 20 psf 1 1 1 1 1 127 13 GRND Wind #of 4 15-1 " 13 127 1 1 1 1 1 1 1 1 1 1 14 159 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 159 14 SNOW Speed Screws* ALUMINUM RAFTER SPACING36" 4.55 13'-6" 1 2 1 1 1 195 15 LOAD and per 12" I 16" 24" I 30" 5.5 12'-4" 15 2137 2 1 1 1 1 1 1 1 1 1 (PSF) Exposure Rafter MAXIMUM ALUMINUM RAFTER SPAN 16 237 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 237 16 20 130 MPH 2 19' 14' 10' 8' 6' 612'-3" 1 1 2 1 1 1 284 17 6.5 11'-5�' 17 284 2 1 1 12 12 1 1 1 1 1 1 3 1 1 2 338 18 LIVE Exp C 3 21' 21' 14' 11' 10' 79-8" 18 338 2 1 1 2 2 1 1 1 1 1 2 397 19 4 21' 22' 18' 15' 13' 19 397 3 1 1 2 2 1 2 1 1 1 1 3 1 25 2 15' 14' 9' 7' 6' 7 g N/A 1 3 1 1 2 463 20 8 20 463 3 2 1 2 2 1 2 1 12 1 4 1 1 2 536 21 3 15' 14' 11' 9' 8' 21 536 3 2 1 2 2 1 2 1 2 1 1 4 15' 14' 11' 9' 8' 8.5 N/A2 4 1 1 3 616 22 N/A 22 6160 4 2 2 3 3 1 2 1 2 1 5 1 1 3 704 23 30 2 13' 11' 8' 6' 5' 23 704 4 2 2 3 3 1 3 1 2 1 2 3 13' 13' 10' 8' 7' 9 N/A 2 5 1 1 3 750 Slab 90B Table 7.1 Slab 90B 750 5 2 2 3 3 2 3 1 2 1 1 1 3 722 24 4 13' 13' 10' 8' 7' 24 800 5 2 2 3 3 2 3 1 2 1 2 5 2 11' 9' 6' 5' 4' 1 2 Slab 90C 886 5 3 2 4 3 2 3 1 2 6 2 1 4 886 Slab 90C 40 6 2 1 4 904 25 3 11' 10' 8' 6' 6' MAX 25 904 5 3 2 4 3 2 3 1 2 1 2 7 2 1 4 1017 26 4 10' 8' 6' 6' 3 1 3 8 2 1 4 1139 27 POST POST DESCRIPTIONS POST 26 1017 6 3 2 4 4 2 3 1 2 1 2 60 2 11' 6' 4' 3' 3' TYPE DETAIL HGHT 27 1139 7 3 3 4 4 2 4 1 28 11 1 5 1270 3 9' 8' 6' 5' 4' 3 9 2 a Twin 0.032"x1.5"x1.5"Scroll MU100,MU90 8 28 1270 7 3 3 5 5 2 4 1 3 1 3 9 2 2 5 1270 29 *Screws are#10 screws w/1.5"embedment into G=0.5 solid wood(Douglas Fir) b Twin 0.062"x1.5"x1.5"Scroll MU100,MU91 9 29 1411 8 4 3 5 5 2 5 2 3 1 b 0.024"x3"x3"Alum Post wl Sideplates MU98 12 30 1563 9 4 3 6 6 3 5 2 3 1 3 n/a 2 2 6 1563 30 4 n/a 2 2 6 1724 31 TABLE 7.7 STUCCO ATTACHMENT TO WALL c Alum 0.032"x3"x3"Lockseam MU89 12 312 1724 n/a 5 4 6 6 3 5 2 4 2 4 n/a 3 2 7 1896 32 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS 32 1896 n/a 5 4 7 7 3 6 2 4 2 16"o/c 24" o/c . e Alum 0.075"x3"x3"Magnum MU89 12 4 n/a 3 2 8 2080 33 f Alum 0.075"x3"x3^Square MU95 12 33 2080 n/a 5 4 8 7 3 7 2 4 2 5 n/a 3 2 8 2275 34 Ground Snow Max Wind Condition 110 mph Exposure C 34 2275 n/a 6 5 8 8 4 7 2 5 2 Load(psf) 1 2 Lags 2 LagsE3 LagsC f Alum 0.043"x3"x3"Square MU89 12 5 n/a 3 2 9 2481 35 g Steel 0.043"x3"x3"Lockseam MU89 12 35 2481 n/a 6 5 9 9 4 8 2 5 2 36 20 11 4 3 n/a 270 h Alum 0.125"x4"x4"Square MU50 12 36 2700 n/a 7 5 n/a 9 4 8 2 6 2 6 n/a 4 5 n/a 0 22' 18' 22 3 n/a 2700 37 25 11' 22' 14' 22' i Steel 3/16"x3^x3^Square MU93 15 37 2931 n/a 7 6 n/a n/a 5 9 3 6 2 j Steel 3/16"x4"x4"Square MU93 18 38 3175 n/a 8 6 n/a n/a 5 n/a 3 6 2 6 n/a 4 3 n/a 3175 38 30 10' 21' 14' 21' n/a 3475 38 40 9' 18' 14 18 7 n/a 4 3 39 3433 n/a 9 7 n/a n/a 5 n/a 3 7 3 60 6' 12' 8' 12 k Steel 5/16"x4"x4"Square MU93 18' 7 n/a 5 3 n/a 3704 40 Table 7.2 403704 n/a 7 n/a n/a 6 n/a 3 7 3 411 3988 n/a n/a 8 n/a n/a 6 n/a 3 8 3 8 n/a 5 4 n/a 3988 41 Lag=1/4"Lag Screw with 2.25"penetration into G=0.5 wood(Douglas Fir) 8 n/a 5 4 n/a 4288 42 � 42 4288 n/a n/a 8 n/a n/a 7 n/a 4 9 3 9 n/a 6 4 n/a 4601 43 s 43 4601 n/a n/a 9 n/a n/a 7 n/a 4 9 3 44 4930 n/a n/a 9 n/a n/a 7 n/a 4 n/a 4 9 n/a 6 4 n/a 4930 44 1_ 45 5273 n/a n/a n/a n/a n/a 8 n/a 4 n/a 4 n/a n/a 7 5 n/a 5273 45 46 5633 n/a n/a n/a n/a n/a 8 n/a 5 n/a 4 n/a n/a 7 5 n/a 5633 46 BUILDING PRODUCTS 47 6008 n/a n/a n/a n/a n/a 9 n/a 5 n/a 4 n/a n/a 7 5 n/a 6008 47 48 6400 n/a n/a n/a n/a n/a n/a n/a 5 n/a 5 n/a n/a 8 5 n/a 6400 48 /1111 49 6808 n/a n/a n/a n/a n/a n/a n/a 5 n/a 5 n/a n/a 8 6 n/a 6808 49 2Houston,TX 440 Albright 77017 N QED RD cs, / 50 7234 n/a n/a n/a n/a n/a n/a n/a_ 6 n/a 5 n/a n/a 9 6 n/a 7234 50 (713)946-9000 G W SSI OAGINEFR s/0, Fastener1SMTer#14 sheet TABLE 7.5:WALL ATTACHMENTS FOR SOLID COVER STRUCTURES ��`4 l'' F 725':OPE 3/4 SMS 3/8"Diameter eet metaloltor SDS screw, 1/2"minimum length ANC 1 ANC 2 ANC 3 ANC 4 i, 3/8"B= Bolt 0/C CLEAR- 0/C #OF 1/4" y See General Notes for specifics on fasteners LIVE/ 0/CCarl Putnam, P.E. WIND SPEEC SNOW SPACING SPACING SPAN SPACING LAG SCREWS 7�/ (MPH)AND LOAD CONCRETE MASONRY (FT) FOR#14 x 2" PER STUD @16" 3441 Ivylink Place • ~01, 4 39660 •''EGO 1 wall to the on this chart is the distance from the ( SMS SCREWS OIC SPACING Lynchburg,VA 24503 D,t FG7STER� ' 31 �, il wall to the first row of columns. EXPOSURE (PSF) ANCHORS ANCHORS 2 (434)384-2514 �SSIONAL' c�R ! jNP 20" 12' 2 U 2 Approved concrete anchor such as Stainless Steel Hilti Kwik Bolt TZ 110 C 20 20" 3 3 Carl�utnam �i eomcast. - (ICC ESR 1917)or equivalent LIVE 17' 20" 20" 10' 2 2 EXPIRES: DEC 31,2014 3 Approved Masonry Anchor such as Hilti Kwik Bolt 3 2510' 3 3 (ICC ESR 1385)3/8"x 2.5"embed or equivalent 30 20" 20" 10' 2 2 JUN 19 2013 4 1/4"Lag screws must have 2 1/4"of penetration into studs. 15' 3 3 M2 These lag screws must have an 1/8"lead hole. 16„ 14' 4 3 5 10 and 20 psf are live loads,25-60 psf are snow loads. 40 16" 3 6 120 and 130 mph wind ratings assume 20 psf live load and 60 16" 16" 11' 4 zero snow loac 1/14/2011 MUSA STANDARD PLAN:NORTHWEST Page 53 of 57 Allowable Spans for 3" and 4" Lexan Skylight System z w L = W <n I EllM W N J N Q NOTES: 2 H d O LEIGI Applied Allowable Span 1. APPLIED LOADS SHALL INCLUDE ALL LOAD COMBINATIONS REQUIRED BY THE --j 0 N Load GOVERNING CODE. W Z s 3"System 4"System J J Q (P Y Y 2. ALLOWABLE SPANS ARE BASED ON TESTING COMPLETED BY TERRAPIN TESTING. N -J co 10 17'-7" 18'-0" 3. ALLOWABLE CANTILEVER FOR ALL CONFIGURATIONS IS 4'-0". QZQ W OJ Z 20 14'-4" 18'-0" X 4. FOR SYSTEMS WITH A CANTILEVER, THE MAXIMUM ALLOWABLE SPAN FOR W U' J P Downward 25 13'4" 17'-9" DOWNWARD LOADS SHALL BE REDUCED BY 15 PERCENT. J Q W '3 29 12'-5" 16'-6" p 5. APPLIED LOADS SHOWN IN THE TABLE ARE ASSUMED TO BE UNIFORM IN 0, N 30 12'-3" 16'-3"— NATURE. m 0 33 11'-8" N/A M 6. ENDS OF JOIST MEMBERS SHALL BE SUPPORTED AGAINST ROTATION WITH A c 10 17'-9" 18'-0" CHANNEL MEMBER AND SCREWS TOP AND BOTTOM. 0 y 20 12'-2" 1T-O° 7. ATTACHMENT TO EXISTING STRUCTURES IS NOT INCLUDED WITHIN THE SCOPE p25 10'-10" 15'-1" OF THIS DRAWING. U ] V C m' Upward 29 10'-0" 14'-0" 8. SUPPORTING MEMBERS ARE NOT INCLUDED WITHIN THE SCOPE OF THIS F- m ~ Z 0 30 N/A N/A DRAWING AND SHALL BE ENGINEERED BY A PROFESSIONAL ENGINEER LICENSED 33 N/A N/A IN THE LOCAL JURISDICTION. 0 a m } m w 5-: o Z w 0 3 O -J w ET 3 I 0 a<0 0 In r z4 NO c C 1i zr � 0 I m v N — • A% ��C z N N d A. gn N N 2 ...,__ `.'J ""• LSF-�<It' �'� ~ n z j N 1 i N7 ii�I " 0` ii XAN �� - U ;. J FZ • Z W A f I L F I. I N 4�E0 ROf';� t' o o may 1 As N " jf Lcoc 16 `` F W F Z I o 4 Z Z(J ON '"t:'- I— Q LI 0 a OR ON .+• ,i �S>t�rL.luNt J: 151 3" SKY IOtiT JOIST SNAP C.LOSJ�i aZ ?-,5 �s 'Cc��C �� S1Q- / 4 v I EXP/RATfON D/:TE: 31 '1; i - ��—J VOID IF NOT E WET SIGNED WITH BLUE INK WET SIGNED DOCUMENT HAS � (BLACK INK IN GA) EMBOSSED CORPORATE SEAL U I I I I I I I I I I I EXTRUDED FASCIA SEE TABLE 4.20 Revisions TWO %' BOLT OR 8 #14 SMS w/ 1.25' STEEL WASHER FOR SLAB MOUNT AND d=25' FOOTINGS. USE 3 BOLTS OR 12 #14 SMS FOR FOOTINGS UP TO d=30' ROOF PAN - _ - ■■ TWO 3/8' BOLTS 00� 'I W/ 1.5' STEEL WASHER I ' __. 4' ❑R 7' I BEAMS �` EIGHT #8 SMS _ N 0.032'X1.5'X1.5' OR ONE 3/8' BOLTS O O 0.060'X1.5'X1.5' FOR d=31' FOOTING ALUM TWIN POST TWO 3/8' B❑LTS CeaID }- ti FOR d=39' FOOTING = H 00 6' OR 9' - -- 0" rnEZ9) ins �"�m (� Q rn - cn ■u Lana ZO M DETAIL MU81 r _ N— i' HILTI HIT-HY 150 MAX MU tl STEEL POST OR N (ICC ESR 262 100 �'= - t=0.120' 6063T6 W/ 2.25 EMBEDMENT I,� HEAVY DUTY BRACKET ALUMINUM POST 1111111 J EIGHT #8 SMS 4 FASCIA OR 4' I BEAM L ����_AMMIUAl0625 ALUM OR STEEL MU ALUM. ALLOY 6061 T-6 i illi i m 4. 101 I-BEAM WITH BRACKET PUTAr, , / `— / :2'. 5' POST CONNECTIONS AN SCROLL POST DETAIL ��w ,'f, to �FFs YP. SINGLE SPAN ATTACHED UNITS ONLY 40\ F ������ rz % ' R 02 3/8' BOLTS W/ le SEE TABLE 4.20 sir :.SPE v(- 1.5' STEEL WASHER 4' 39660 OR EIGHT #14 SMS $'4,,,FCISTER� ONE %' BOLT FOR FOOTINGS UP TO rs ALV, 1 3' POST Illk R d=24' AND 90 MPH EXP B SLAB ATTACH �■' "' Uf �'EGONTWO fib' BOLTS FOR 90 MPH EXP C SLAB 7 ! F❑UR 3/8'B❑LT 11200FOOTINGS UP TO d=28' ! � 3 BOTTOM CONNECTION TO POST REQUIRES 9� pU NP EIGHT #8 SMS OR SDS THE SAME SCREWS FOR d=28' ALUMINUM BRACKET DETAIL �� EXPIRES:DEC 31,2014 - TOP OR BOTTOM , MU82 OR 'U' BRACKET MU84 POST CONNECTI❑N �\ - 3' MIN �MU � ���' JUN 19 2013 102 - il ....— Ilit F' 1 Limmi JI) Carl Putnam, P.E. J 3441 IVYLINK PLACE ' HILTI HIT-HY 150 MAX (ICC ESR 2262) W/ 2.25' EMBEDMENT \ LYNCHBURG, VA 24503 TWO ANCHORS FOR FOOTINGS UP TO d = 28' AND ALL SLAB ATTACHMENT CUT PORTI❑N OF CARLPUTNAM@C❑MCAST.NET BOTTOM FLANGE J CONNECTION OF 3' POSTS TO FASCIA OR 4' I AT POST Ely 1 BEAM AND SLAB/FO❑TING /brawnCMP SINGLE SPAN ATTACHED UNITS ONLY Chick ay STEEL POST DETAIL MU93 CMP I-BEAM CONNECTION ALUM POST DETAIL MU50 pate OR MU96 Fibnume MUSA07.DWG �Seab NTS Page # J/ Page 22 of 57 1/14/2011 MUSA STANDARD PLAN:NORTHWEST I SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA 6"Extruded Fascia MU31 4"x3"I Beam MU56 Samson Beam MU99 6"Extruded FasciacMU31 4"x3"I Beam MU56 Samson Beam MU99 TABLE 6.6 AttachedscFreestanding oi tMU56 Freestanding oi Attached Freestanding oi TABLE 6.6 Attached Freestanding oi Attached Freestanding of Attached Freestanding oi Structure Multispan Units Structure Multispan Units Structure Multispan Units Structure Multispan Units Structure Multispan Units Structure Multispan Units MAX GROUND TRIG POST POST MAX MAX' POST LENGTH' PMAX MAX OST MIN FOOTER 8' 1010 LENGTH' POSTMAX MAX POST MIN FOOTER 8' 10'LENGTH' GROUND TRIB POST POST MAX WIDTH SPACIN REQ'D POST MIN FOOTER 8AXi O10 LENGTH' POST MIN FOOTER 8' 10100 LENGTH MAXT MIN FOOTER 8AXi O10 LENGTH12' y SNOW WIDTHFON AB FOR POST MIN FOOTER LOAD (FT) ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER LOAD (FT) ONLAB FORLAB SPACIN POST SIZE CONSTRAINED i O OTEF SPACING POST) SIdZE CONSTRAINED FOOTER SP(�,G POST sIdZE CONSTRAINED INBEDFOOTER (PSF) (FT) SLAB (FT) TYPE "d" "d" I "d" I "d" (FT) TYPE "d" "d" I "d" I "d" I (FT) TYPE "d" (in I I "d" I (PSF) (FT) (in) (in) I (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) 100 MPH EXPOSURE C 100 MPH EXPOSURE C 20 3 11'-10" B 12'-1" b 25 28 30 32 9'-1' b 22 27 28 30 12'-10" b 25 28 30 31 30 3.5 6-9" B 9'-2' c 24 27 28 30 8'-9" c 23 26 28 30 9'0" a 24 26 28 29 4 LIVE 8-11" B 11'-8" b 25 28 30 31 8'-6" b 23 26 28 30 12'-3" c 26 27 29 31 LOAD 4 8' " B 10'-8" c 26 28 29 31 6-6" b 24 26 28 29 11'-8" c 27 27 29 30 4 5-11" B 8'-6" e 24 26 28 29 8'-0" e 24 26 28 29 9'-1" a 25 26 27 29 ONLY 4.5 7'-11" B 10'-1" c 26 27 29 30 8'-3" b 25 26 28 29 10'-11" e 27 27 29 30 4.5 6-3" B 7'-11" e 24 26 28 29 6-3" a 25 26 28 29 8'-6" e 25 25 27 29 5 4'-8" B 6" a 25 26 27 29 8'-(Y T-6" ' e 25 26 28 29 8'-0" e 25 25 27 28 5 7'-1^ B 9'-6' c 27 27 29 30 8'-0" b 25 26 28 29 10'-4" a 28 28 28 30 5.5 4'-8' B 7'-" e 25 25 27 28 8'-0" e 26 26 27 29 7'-7" e 26 26 26 28 5.5 6'-5" B 9'-1' e 27 27 28 30 7'-10" c 26 26 27 29 7-10" a 28 28 28 29 6 3 11' 8 6'-9" e 25 25 27 28 7'-6" a 26 26 27 29 7'-2" a 26 26 26 28 6 5'-- B 8'-4" e 28 28 28 30 T-6" a 27 27 27 29 9 e 28 28 28 29 6.5 3'-7' B 6'-5" a 26 26 26 28 T-1" e 27 27 27 28 6-10" e 26 26 26 27 76. 5'-5"" B 8'-0' e 28 28 28 29 T-5" e 27 27 27 29 8'--1111' a 29 29 29 29 7 3-4" B 6,-2„ e 26 26 26 28 6'-9" e 27 27 27 28 6'-7" e 27 27 27 27 7.,5 B 7 7'B -8" a 28 28 28 29 T-5" e 28 28 28 29 8'-7" a 29 29 29 29 7.5 3'-1" B 5,_11" e 26 26 26 27 6-5" e 27 27 27 28 6-3" e 27 27 27 27 4'-9" -8" e 29 29 29 29 7'-3" e 28 28 28 29 8'-3" a 29 29 29 29 8 4'_5" B 7'-2" e 29 29 29 29 7'-0" a 29 29 29 29 T-11" e 30 30 30 30 8 2'-11" B 5'-8" e 26 26 26 27 6-1" e 27 27 27 28 6'-1" e 27 27 27 27 8.5 4'-2" B 7'-2" a 29 29 29 29 7-0" e 29 29 29 29 T-88" e 30 30 30 30 8.5 2'-9" 8 5'-5" a 27 27 27 27 5'-10" a 27 27 27 27 5'-10" e 27 27 27 27 I 9 2'-7" B 5'3" e 27 27 27 27 5'-7" a 27 27 27 27 5'-7" e 27 27 27 27 9 T-11" B 6'-11" a 29 29 29 29 6-11" e 29 29 29 29 7'-5" e 30 30 30 30 9.5 2'-5" B 5-1" a 27 27 27 27 5'-4" e 27 27 27 27 5'-5•' e 28 28 28 28 9.5 3'-9" B 6'-8" e 30 30 30 30 6'-10" e 30 30 30 30 T-2" e 30 30 30 30 110 MPH EXPOSURE B 10 3'-6" B 6-6" e 30 30 30 30 6'-9" a 30 30 30 30 6-11" e 30 30 30 30 11 c 23 26 28 29 3-12 B 6'-2".1 a 301 301 301 301 6'-4" e 31 31 31 31 6'-7" a 31 31 31 31 30 3.5 T 4" B 9'-6" c 23 26 28 29 9'-11" c 22 26 27 29 10-2" a 23 25 27 28 12 Z-8" B 6-"" e 31 31 31 31 6-4"- a 312 312 312 31 6-1" a 312 312 312 3124 6,5, B 8'-10" c 23 25 27 29 8'-9" c 23 25 27 29 9'-5" a 24 25 27 28 13 2'-8" B 5'-6" a 31 31 31 31 5'-11" e 32 32 32 32 5'-11" a 32 32 32 32 110 MPH EXPOSURE B 4.5 5'-8" B 8'-3" a 24 25 27 28 8'-6" e 24 25 27 28 8'-10" a 24 25 26 28 5'_1•• B 7'-9" a 24 25 26 28 8'-3" a 24 25 27 28 8'-4" a 24 24 26 27 20 3 11'-10" B 12'-6" b 24 28 29 31 9'-5" b 21 26 28 29 13'-3" b 24 27 29 30 5 5.5 4'-8" B 7'-4" e 24 25 26 28 8'-0" e 25 25 27 28 7'-10" e 25 25 26 27 LIVE 3.5 10'-2" B 11'-9" c 24 27 29 30 9'-1" b 22 26 27 29 12'-7" c 25 27 28 30 , 4-8' B T-4" a 24 24 26 27 T-0"" a 25 25 26 28 7-16" a 25 25 25 27 LOAD 4 8'-11" B 10'-11" c 25 27 28 30 8'-9" b 23 25 27 29 11'-8" c 25 26 28 29 66.5 3'-1" B 7-8" a 25 25 26 27 7-1" a 26 26 26 28 T-6" a 25 25 25 27 ONLY 4.5 T-11" B 10'-3" c 25 26 28 29 8'-6" b 24 25 27 28 10'-11" a 26 26 27 29 7 3-8, B 6-4" a 25 25 25 27 7-0" a 26 26 26 27 6-10" a 26 26 26 26 5 6-5" B 9'-2" c 26 26 28 29 8'-1" c 24 25 27 28 9-10" a 26 26 27 29 7.5 3'-5" B 6'-1" e 25 25 25 27 6-8" a 26 26 26 27 6'-6" a 26 26 26 26 R 5.5 6-5" B 8'-2" e 26 26 27 29 8--1' c 25 25 27 28 7-"" a 27 27 27 28 ' 8 3'-2" B 5'-10' a 25 25 25 26 6'-5" a 26 26 26 27 6'-3" a 26 26 26 26 �` 6 6-5 5'-11" B 8'-4 e 26 26 27 28 T-9" c 26 26 27 28 9-1" e 27 27 27 28 8.5 3'-0" B 5'-8" e 26 26 26 26 6'-1" e 26 26 26 27 6'-1" e 26 26 26 26 6. a 7 5'S" B 8'-0" e 27 27 27 28 7-8" a 26 26 26 28 8'-11" e 27 27 27 28 9 2'_10" B 5'-6" e 26 26 26 26 5'-10" e 26 26 26 26 5'-10" e 26 26 26 26 7 5'-1" B 8'-0" a 27 27 27 28 T-8" a 27 27 27 28 8'-7" a 28 28 28 28 9.5 7-8" B 6-3" a 26 26 26 26 6-7" e 27 27 27 27 6-8" e 27 27 27 27 7.5 4'-9" B 7-8" a 27 27 27 28 T-6"- e 27 27 27 28 8'-3" e 28 28 28 28 110 MPH EXPOSURE C � � � 8 4'_5•• B T-5" e 27 27 27 28 7-5" a 27 27 27 28 7'-11" a 28 28 28 28 29 31 8.5 4'-2" B T-2" e 28 28 28 28 T-3" a 28 28 28 28 T-8" e 28 28 28 28 30 3.5 5'-11" B 8'T' e 25 28 29 31 8'-5" a 24 27 29 31 10.- a 25 27 29 301 9 3'-11" B 6-11" a 28 28 28 28 7'-2" a 28 28 28 28 7-5" a 29 29 29 29 4 5,-2„ B T-11" a 25 27 29 30 8'-1" a 25 27 29 31 8'-6" a 26 27 28 30 10 3'-6" B 6-8" a 28 28 28 28 7'-1" a 29 29 29 29 7-2" e 29 29 29 29 4.5 4'-7" B 7-5" e 26 27 29 30 7'-10" e 26 27 29 30 7'-11" a 26 26 28 30 10 3'-6" B 6-6" a 28 28 28 28 7'-9" a 29 29 29 29 6-11" e 29 29 29 29 5 4-1" B 7-0" e 26 26 28 30 7-8" e 27 27 29 30 7'-6•' a 26 26 28 29 11 3'-2" B 6-2" a 29 29 29 29 6'-9" e 30 30 30 30 6'-7" a 29 29 29 29 5.5 3'-9" B 6'-7, a 26 26 28 29 7-4" a 27 27 28 30 7'-1" e 27 27 27 29 12 2'-11" B 5'-10' e 29 29 29 29 6-4" a 30 30 30 30 6-3" a 30 30 30 30 6 3'-5" B 6-3" e 27 27 28 29 6-11" e 27 27 28 30 6'-9" e 27 27 27 29 13 2'-8" B 5'F>" e 29 29 29 29 5'-11" e 30 30 30 30 5'-11" a 30 30 30 30 6.5 3'-2" B 6-0" e 27 27 27 29 6-6" a 28 28 28 29 6'-5" a 27 27 27 28 110 MPH EXPOSURE C 7 2'-11" B 5'-9" e 27 27 27 29 6'-2" a 28 28 28 29 6'-1" a 28 28 28 28 20 3 11'-10" B 10-5" b 26 29 31 33 8'-8" a 23 28 29 31 11'-5" b 26 29 310 32 7.5 2'-9" B 5'6" a 27 27 27 28 5'-10" a 28 28 28 29 5'-10" a 28 28 28 28 LIVE 4 10'-2" B 9'-9"" b 26 29 310 32 8'-5" b 24 27 29 31 11-11' b 27 28 30 32 LOA ONLY 4 7-11" B 9'-2" b 27 28 30 32 b 25 27 29 31 31 7-10" b 26 27 29 30 10'-4" c 28 28 30 31 8.5 2'-5" B 5'-1" a 28 28 28 28 5'-4" a 28 28 28 28 5'-5" a 28 28 28 28 ONLY 4.5 T-11" B 9'-2" c 27 28 9 2'-3" B 4'-11" e 28 28 28 28 5'-1" a 28 28 28 28 5'-3" a 29 29 29 29 5 T_p' B 8'-8" c 28 28 29 31 7-8" b 27 27 29 30 9'-10" e 29 29 29 31 � r �� 5.5 6'-5" B 8'-3" c 28 28 29 31 7'-6' �c 27 27 29 30 9'44" a 29 29 29 31 110 MPH EXPOSURE C L 6 5-11" B T-11' c 29 29 29 30 T-4" c 28 28 28 30 9'-0" e 30 - 30 30 30 40 3 6-4" B 3.5 5 5 B 6'10 a 24 27 29 31 8'S'• a 24 27 29 31 ,8'-1 6.5 5'-5" B 7-7" e 29 29 29 30 7'-2" c 29 29 29 30 8'-7" e "30 ' 30 30 30 7 5'-1" B 7-4" e 29 29 29 30 7'-0" e 29 29 29 30 8'-4" a 31 31 31 31 4 4'-9" B 7-6" a 25 27 29 30 8'-1" a 25 27 29 31 7.5 4'-9" B T-1" a 30 30 30 30 6-11" a 30 30 30 30 8'-0" e 31 31 31 31 31 31 31 31 ,5 3-2" B 8 " e 25 26 28 29 7-10 e 26 27 28 30 BUILDING PRODUCTS 8 4-5" B 6'-1 " a 30 30 30 30 6'-1"" e 30 30 30 30 7-7" e e 26 (`� ,� %st1 98. 4'-2" B 6-7" a 30 30 30 301 6'-8" a 30 30 30 30 7-7" a 32 32 32 32 6 3'2" B 5.11„ e 26 26 27 29 6-5" a 27 27 28 29 \� Q �,E" s/O 9 3'-11" B 6'-5" a 31 31 31 31 6'-7" e 31 31 31 31 7-4" a 32 32 32 32 9.5 3'-9" B 6'-3" e 31 31 31 31 6'-5" e 31 31 31 31 7-2" e 32 32 32 32 33 33 33 6.5 7 2'-8" B 5'-0" e 27 27 27 28 5'-9" a 27 27 27 29 I Qv r 80•E 2�r ill 10 3'-6" B 6'-1" a 31 31 31 31 6'-2" e 32 32 32 32 6'-11" a 33 7.5 2'-6" B 5'2" a 27 27 27 28 5'-5" e 27 27 27 28 11 3'-2" B 5'-9" a 32 32 32 32 6'-2" e 32 32 32 32 a 33 33 33 33 8 2'-4" B 4'-11" e 27 27 27 28 5'-2" a 27 27 27 28 -�rip, 12 2'-11" B 5'-6" e 32 32 32 32 6-0" e 33 33 33 33 e 33 33 33 33 8 5 2 2" B 4 9 e 27 27 27 28 4'-11" e 28 28 28 28 13 2'-8" B 5'-4" e 32 32 32 32 5'-10" a 33 33 33 33 5'-11" e 34 34 34 34• 9 2,-1" B 4'-7' e 27 27 27 27 4'-8" a 28 28 28 28 PUTly O Qv WAST v7 C, ,, w r_ V(14 V coo q'5L�� P r , EXPIRES:DEC 31,2014 40 16(14,44: 660;; .rN� �� 1 • 6_ 39660 JUN 19 2013 1/14/2011 MUSA STANDARD PLAN:NORTHWEST Page 46 of 57