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Plans (2) OFFICE COPY ti�� 14� �Y RECEIVED ti 1 } NOV 0 s 2020 �'cry r h��r, CITY OF i;GARD CI-- BUILD?NG DIVISION Os Goo 2S I 1 r ) 6_ - I CITY OF TIGARD REVIEWED FOR ODE COMPLIANCE Approved: [✓j 0{� ,1-. �u',rr OTC: [ J 1 L %I<'X + VALIDITY OF PERMIT Permit #: rns I Zc>Za - 003 1.(4? THE ISSUANCE OF PERMIT Address: \`�9 p sw eA l BASED ON CONSTRUCTION _ p� c- DOCUMENTS AND OTHER Suite #: -7V DATA SHALL NOT PREVENT By: PA- Date: Mil-) D 019 THE CODE OFFICIAL FROM �\. REQUIRING THE CORRECTION OF ERRORS. ORSC 105.4 6w? CITY OF TIGARD LIABILITY Approver+ b Planning The City of Tigard and its Date: ._ nglo lJ employees shall not be Initials: _/�I I Approved plat,:# responsible for discrepancies shall be on job site. which may appear herein. ;May Awning & Patio Co. """T10 5220 NE Columbia Blvd 7I ctO S.,1 rc lr owe.-, 0-I- Portland, OR 97218 Wood structural members that aro 503-282-0140 1-800-214-0140 exposed to the weather to be www.mayawning.com _ Pressure Treated or decay resistant per317.1.3 0 5 jo 3-DC-00 Ya 1 Z�� 74777C�3 iI , 'L1,, c0, 5'! W ��,� I • 't ti��nl .,A-i 1 tS' rc ici -,o., x ea-1- Le.-q-V-) r c:-1',o L.S \kr-- j" ;- �Mayf Awning & Patio Co. _ RECEIVED r �PnnTl®5220 NE Columbia Blvd c u+2 5-7 ys.3,� 1 ►fin , ,, 1pr..1; 0 Cc:, :-, ; �h,, -,--)..5 . Portland, OR 97218 .D 23 5r-,c,,.' 1 c-c. 1 2!9 yvvri P g 5 KiS,,ry -- DEC I 6 Z A 503-282-0140 1-800-214-0140 �y� - ,�2 i Esg CITY OF TIGARD www.mayawning.com —_ tCi�3� BUILDING DIVISION C .cam r,4_ Yc ltia... .SG:=S y .r+..x'.,-1,TE z. 17 ,..yam. . C 3oZ co ` ' ,t, 'S pue,r c. Y'sTt.la G•Ar to n,,,� M aSf`1- ) E5 •-2- 9 w J u„-r CE. wa.P€' rt / vui1,4, fl' r?4"ekh el .77,61e- 4 xi'0- _ - -- - in ___„...„__t_ „.......,_ : NN. ^Ta +r bf �/ .... C , v �-A. faY'k V .•tt .! t�ggrK f�. <wr, w:,,rr�v"p.,..�. .1--3�avr\ 4, Q ---t rq r`75 /PC /55 f l C R-- \ I A` _� • 'L' �.:-:4I,E 1 1` .I ^� r il "? ` � \ ;P COO l EXPIRES: 6/30/21 0.>;--nr.....ott. ,,( �_._. -_-ii _ .. 1 I (.�r��z [-ems<. III_ VALA �. �� n t\ i, 1• any Per P ID? ., I N 'J'�\ yi 3Li *T r s - i .}.c;(.-Y dr. 1- i? wf.2 4 k 3.. 4,14', ow-c 5 r t' { f Via' i' 4?;,,, , ` ' ''t ,f - - :,C,%,1 �-fc 7t J o f i �;� ,4c1�1�iC-ti. vs• { ��/ `.:e;4NE L_ f * n 'T , ^�'�! 1. /. I I EXPIRES: 6/30/21 C� ..I lip ., ,..\ • , r-'- 1 . ..kk 5 ).., - - y `Cl , ;— — —i ! .�slxar i { i II j.........j........1::,.........., 1 3 Y 3 nANh{' ?NON arc,yn 1C' ee Splash }Diode. — IPA"5220 NE Columbia 8tvd Portland, OR 97216 Z " 503-282-0140 1-800-214-U140 www.mayawning.cam Y�CL7; ��,L.,1„1;5 F i FNt- 1-. 1W -,:N; - \J ^.mot - , :; +`,,----- - > --- 1 4 3x 3 ?c-40.zcic'" 4a c.c.. -z> %clecS " - ---1—' 3 x 3 R ItA—'-...,,..., _%y x 1 �' o`' i I i . c1 �cc, 1 i � {r� 1 '� IA""`� ADD 4x6 BLOCICIN ; l�„� 14 ? AT ROOF MOUNT 11. --'..-..INN T G - ott ....„......._ : 'V.- .16:-) 'Jim. �c� fir (mac' 6 -te--p-!x t" zks iC-7 --..\\........_ v e� :� !;`;Fi4t'E ' S `_ `� �_ 1 f ! , I / y \ � �1 / 7-' ;- . ,,s /\ �1•-CAtb � / EXPIRES: 6/30/21 A May Awning &Patio Co. A, "00 5220 NE Columbia Blvd Portland, OR 97218 503-282-0140 1-800-214-0140 www.mayawning.com n np FOUR SEASONS BUILDING PRODUCTS PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2018 IBC) PAGES DRAWING SECTION DESCRIPTION 1 MUSAGN01.DWG GENERAL NOTES AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NOTES AND PROFESSIONAL ENGINEERING STAMPS LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03.D WG LAT04.D WG LAT05.D WG 4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 48 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS SOLID COVER COMPONENTS AND CONNECTION DETAILS 11 PAGES MUSA01a.DWG STRUCTURAL CONFIGURATIONS MUSA01b.DWG STRUCTURAL CONFIGURATIONS MUSA02.DWG COMPONENTS/CONNECTION DETAILS 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 MUSA10.DWG COMPONENTS/CONNECTION DETAILS 11 PAGES 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES 90 PAGES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS 2 PAGES Miscla, Misclb 7.0 MISC DETAILS 1 PAGE Misc2 7.0 FAN BEAM DETAILS 1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 2 PAGES Misc4 7.0 CONCRETE FOOTING OPTIONS 2 PAGES Misc5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOT►NGS 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES 1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS October 25, 2019 1 PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS _ PROJECTION 12. The roof panels shall have a slope between 0.25"and 1" per foot. �� r-TRIB WIDTH 13. All steel shall be galvanized ASTM A-653 G90, A123 G45 or A153 B-3, painted ASTM A755 or use an approved N\ \ =r I TRIB WIDTH TRIBUTARY WIDTH - coating complying with IBC section 2203.2. Paint inside of all embedded posts from the bottom to 12"above grade. Revisions _ I n- Where aluminum is in contact with dissimilar metals (other than stainless, aluminized or galvanized steel)or absorbent building materials, likely to be continuously or intermittently wet, the faying surfaces shall be painted or otherwise 11 • =_= OVERHANG 1 seperated in accordance with the Aluminum Design Manual Section M.7. l J 14. Wind velocity and Ground Snow/Live load are identified in all of the relevant tables. Roof snow loads have been ==== determined in accordance with ASCE7-16 Section 7.3. Ct=1.2, I = 1.0, Ce=1.0 (All exposures except B and C when ____ I I located tight among conifers) EXISTING Ground Snow LoadApplied Roof Load =: STRUCTURE 1015 psf psf 1015 psf psf LIVE OR GROUND SNOW DESIGN ROOF SNOW LOAD 20 psf 20 psf LIVE OR GROUND SNOW PROJECTION 25 psf 21 psf DESIGN ROOF SNOW LOAD ( -1 m 30 psf 25.2 psf DESIGN ROOF SNOW LOAD 1- TRIB WIDTH TRIBUTARY WIDTH 35.7 TRIBUTARY -�1 psf 30.0 psf DESIGN ROOF SNOW LOAD 0 r WIDTH 42 psf 35.3 psf DESIGN ROOF SNOW LOAD W Qo = DIAGRAM 50 psf 42.0 psf DESIGN ROOF SNOW LOAD ( re a 60 psf 50.4 psf DESIGN ROOF SNOW LOAD o zcz WIND SPEEDS IN THE 2018 IBC ARE "ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS --y, A o__, REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "ULTIMATE DESIGN WIND SPEEDS" FOR ,.1 0 X N. RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING 0 °Q(') STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING A z z z o General Notes HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS 1-1.- oo w ,cI PER ASCE7-16 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. a i-x CO 1. Structural design per the 2018 International Building Code basic load combinations described in � vr`'i j o In Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND in mm design in accordance with the 2015 edition of the Aluminum Associations's specifications and SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED o 0 0 Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix I shall be used only for OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER)PREVAILS IN THE UPWIND u_to z., recreational, outdoor living purposes and not as carports, garages, storage rooms or habitable DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. rooms. Commercial Covers may be used for these purposes. Carports must have at least two opens sides and have floor surfaces made of approved noncombustible material or asphalt. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE 1/4. .1 2. At least one horizontal dimension (projection or width)of cover shall be less than 30'. AND OTHER) DO NOT. 3. Concrete will meet the durability requirements of ACI-318-14 and have a minimum compressive SEISMIC LOADING: strength (fc)of 2500 psi. Patio structures may be attached to concrete slab without footings MAXIMUM Ss = 150% SHOWN IN 2018 IBC FIGURE 1613.3.1(1) when the post load is 750 lbf or less and the frost depth is zero. Concrete shall be set back a Ss >150% UP TO 214% ARE NOT REQUIRED AS PER ASCE7-16 12.8.1.3 minimum of 4"from edge or expansion joint of a slab. Posts attached on slab will conform to S1 NOT APPLICABLE TO THESE STRUCTURES Details LA35, MU100 or MU102. SITE CLASS= D 4. Each application shall show a complete plot plan of the property and buildings. Circle the post BASIC SEISMIC FORCE RESISTNG SYSTEM spacing, span, etc., in the tables that fit that particular job. POSTS EMBEDDED INTO FOOTINGS = ORDINARY STEEL MOMENT FRAME >> R=1.25 5. Each installation shall bear an identifying decal giving the name and address of mfgr., live or POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R= 1.25 snow load, design wind speed and exposure and ICC ESR number. ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE 6. Light gauge steel shall be per ASTM A653 unless otherwise specified. Grade will be specified These roofs are not subject to maintainance workers and have not been evaluated for a 300 Ibf concentrated load. under individual details. Thickness is bare steel. Negative thickness tolerance is-5%. Maximum mean roof height of existing structure for attached units is 30'. 7. Alternate alum. alloys may be substituted for those specified provided they are referenced in the 15. See width limitations for attached structures shown in note on Sheet MUSA01 a. 2015 ADM with equal or greater guaranteed minimum properties (Ftu, Fty, Fey and E). 16. Multiple span units are allowed. Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004 17.All structures must comply with one of the following: H24 may be subsituted for 3004 H34. a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC) - 8. Lag screws shall be placed in holes prebored 70%diam. For concrete block construction, place A-D up to the maximum Ss noted in General Note#14. Carr Putnam, PLACEE, masonryanchors asper the installation instructions. 3441 IVYLINK b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception#1 LYNCHBURG, VA 24503 9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under do not require additional seismic analysis. CARLPUTNAM2COMCAST.NET - sidewalk. c. Structures not complying with (a) or(b) must have constrained or non-constrained footings and are 10. Structures may not be enclosed unless additional engineering is provided or by approval of the limited by the Ss shown in Sections 2.0 or 5.0. local building authority. 18. All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception #2. Aluminum Drawn By CMP 11. A geotechnical investigation is not necessary unless required by 1803.2 of the 2018 IBC. Soil is and steel are noncombustible materials as per 2018 IBC Chapter 20 and the Alum Assoc. 2015 Aluminum Design Check By assumed to be Class 5 of Table 1806.2 of the 2018 IBC. Bearing 1500 psf vert., 100 psf/ft. horiz Manual (AA ADM1-2015) Part III Section 7. CMP and doubled as per 1806.3.4. These design values do not apply to mud, organic silts, organic Date clays, peat or unprepared fills and may require further soil investigation. The building official may assign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000 Riena MUSAGNOLDWG psf bearing soil w/o additional engineering. Minimum footing depth is the local frost depth. Seal. Page i ` /// ` ICC ESR 1953(2018 IBC) 10/25/2019 Page 1 of 182 \ I ' • iHtitls , �,�usu►Irrer,,, • ,•`fi• b'•,.�'�TG�° �e��R�,rrrrar� 19. All screws are self drilling (SDS)or sheet metal (SMS)and in conformance with ICC ESRs 1271, 1408, 1976.2196, �`�`�O�EssTO��.,''., `�� C ,• `1,.. .. • s /°°4 " .`p� ql y GA 1r i S 3006, 3215, 3223, 3294, 3332, 3528, 3558, or equivalent and use head diameters equal to#8=18",#10=r, #12=2"and $ �y '. / :* pUTNA ` �' ' tf #14= "or steel washers with similar diameters. All bolts are ASTM A307. All wood screws must comply with CARL G- z_ _ rM �UTN e rn 1 _ 24657 rl Pu rr _ • ANSI/ASME Standard B18.6.1 and AWC NDS-18 12.1.5. All lag screws must comply with ANSI/ASME B18.2.1 and • : 183'a Jr; _ ,411 • �. < 32562 , AWC NDS-18 12.1.4. All washers are ASTM F844 w/Dimensions complyingwith ASME B18.22.1 Type A. Steel nuts ;*'••ei E4 asoressu, eNc1 to be ASTM A563. The minimum washer diameter for bolted connections is1". All fasteners will have a minimum " . ` "14 ' j w 76:'.iCE S '1�• % N .` t edge distanc of 2x the fastener diameter. /''' , f O '•' �� S��NA , it �,�.Cy 1yy E1ti� �`'�` 20. Header splice shall not be located nearer to the end of the structure than the first interior post. i +ll1�,, , 21. Wood used in connections shall be protected from weather as per IBC Section 1403.2 and/or 1503, whichever is more ' \ S 4 , y ,w �•••p, Bey P I stringent. • OF 4 0 49 22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2. t •,. •Aq•' o� w� M cy� "` G t •C A(j - Aft! TTOFE-SIO• L •23. All multispan tables assume equal spans within 20%■. All specifications must be based on the longest actual span. r b3 >`• TNAM 1 . ENG R = 24. When a single span attached unit is attached to a wooden deck,the maximum dead load +live/snow load from the * . o o, CIVIL 4 N. 50 patio cover is 750 lbs and the post spacing shall not exceed that specified for attaching to a concrete slab. The z • 'l(r,:;/,. /li No' ' a 3' 1 ( maximum connection uplift load is 1162 lbs for 115 mph wind speed Exposure C. Connections are for maximum patio ; fl�-,r Syr •,►F`/STEPS\�%. :' gnu k roof heights of 12'above grade. The existing deck structure must be adequate to sustain these additional loads. The ' '` �. 'ZONAL' t ',, O ••• :.I♦ structural adequacy of the deck to safely sustain these additional loads will require aproval by the loacal building 32,'('' 44 '1 i "'' ` authority or additional engineering. See Detail M1. Construction outside of these parameters may require additional 'Olv;k:, / __---• -., 1' engineerin 25.This entire gengineering package will not be required for most building permits. Submission for a building permit must / r.rti OF M!.S0G, 7�f� 'J } 0 include. �r C l 'P°, , F.•, .... , 1 a. GENERAL NOTES (MUSAGNO1.DWG and MUSAGN01b.DWG) G ) AM 1/ �/r yP ',; ▪ **1p b. STRUCTURAL CONFIGURATIONS(LAT01 or MUSA01) *: = c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID COVERS)OR • ;. NA UMBE; 4/ I y . ;:.•CA BOTH (FOR COMBINATION STRUCTURES) ', 0 200 , Iggp Wes; ( M1�` f )4 a d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. + �? ; 0 :`▪ k,�"r e. ALL APPROPRIATE DETAILS 1 • '�S cif / <<OEa f. OTHER DOCUMENTATION REQUIRE BY LOCAL BUILDING AUTHORITY. •( �^ '*'' " • • L� 26. Sheet M6 pr vides information to deter e he load that will be resisted by the exi- • structure. pES510 6tiS :INorALIxt:ciC'_-; ♦"' 1 ,. g Y •d OA H 4At's ISA;ortQUO PU ' ,.♦♦` �i,�,pt,� u, ' •w \ �• F �j ` , '4,`?••• .I. �0OYr- o`,, w $702G , ;Vat Or gtv0 P� 1'`jh�"�LO' 'lti. �" 6 •r� i ' .i : y'P41' �'tmU RL • 1Ewyn ,fiep. . 7,' ,� ' , _ t� / �1 4' EA il �cNu.586090b•220� PUTS* AR �' C 68 A 5\. l 7030 � /! �' # t QuTn�nn CBS L1fr'E� L p0? i i ,, S C''41 .'4. 4 1/4\• Qdr �`' ; ,0.' •� Nt. 1 'fined t,yi ES * s Pli tfrit ►275 aC I . .q •{>it 4� F I- iZpN ‘I Z, ;�9 iNg�• �r i c 0� '� • .. �� P Vst P �, QI ��' `� f�yj�so,, D PR Si lii �F '�. /.r \ i , \ __ ,,.s.,� vim♦[ ,�.'y'. , :;} L •-+.y • •. `+.• .•• ' a1 T ' ' illl - • • �i ..)( \; � r. , 1^• t� ,i�. , ii. .fCtiS'FS AAA er If y :::T1/' `. S, W .. •D= s t .R' 15 ,.�� 11411LhEXPI ,..,: '..'''' • 441 i llr� ti % 0.11 (yNW �' Y :.„.2,..is-'4.1. p�� —ems. ';r�,� ( ti.G N ' JI •`' �p ` - '`�� .�tY� 11111it '1�7 �Q,Ar� �" Jam'• 'r � � _ —�. •.jI t ♦ LtC Vf 2?l E 1 �1 1Thfnd;i 19- /� \\\ \ M ' y t I ��,' l:� ` + = I `'4 °5` 23 t - s. �• (e /( / 1, 1 ENOIr� / • i '� : a• / * ,NG'Nr` f \ = 4�: `` Ao � 4SS` «u. "� • t 1.r1.rffb HMS OCT 2 6 2o99 ExP1s1r c .. ; 2020 ICC ESR 1• (20 : IBC) 10/25/ .19 Page 2 of 182 MUSAGNO1b.DWG IROLL FORMED OR LAMINATED SANDWICH PANEL �� ROLL FORMED OR LAMINATED Revisions FASCIA, ALUMINUM SANDWICH PANEL ! I BEAM OR OTHER STRUCTURAL HEADER l J I BEAM OR OTHER � STRUCTURAL HEADER , �, �� MULTISPAN ,� .� �� FREESTANDING UNIT Ii •• MIN 3.5' CONCRETE • . SLAB REQUIRED FOR F � �' C❑NSTRAINED FOOTINGS ' \ �� > �} �, POST �. Ll_ ` Ao J V 06 FREESTANDING SINGLE SPAN COVER CIRCULAR F❑❑TING _ j z¢} Mu DETAIL MU108 ❑R M5 < G� L� _. o w z T Ola ¢I—]CM I— POST wwo.o Ce d •. . 'w_i CUBIC FOOTING \ .�` ry L • DETAIL MU108 ❑R MS v " ' ''. 0 o I�Inx., V y--.*...-- ALL HEADERS MAY ' ''/ ALL PANELS ' OVERHANG 25% ❑F MAY OVERHANG WIDTH LEDGER BOARD POST SPACING 25% ❑F THEIR SEE NOTES / CLEARSPAN '..` !..-` .' '"_CUBIC FOOTING . : • DETAIL MU108 0 2s' PER 12' \/ OR M5 i MINIMUM SLOPE i I i . ' MULTIPLE SPAN HEADERS ARE ALLOWED PATI❑ COVERS ARE LIMITED T❑ 12' HEIGHT PROJECTI❑N \ COMMERCIAL COVERS � ' AND CARPORTS ARE LIMITED TO 15' HEIGHT OP r . .,,.,...,,,,,,,,,,,,,,..-'''''''' 'N'N''\,,,,,,,,N,,.) , Carl Putnam, P.E. :1 NOTES FOR ATTACHED STRUCTURES 1 " 3441 IVYLINK PLACE L SEE SCHEDULES FOR POST = . LYNCHBURG. VA 24503 d CARLPUTNAMBCOMCAST.NET '' ' :, •: ' SPACING • •.. • --CUBIC FO❑TING • • ,�...:. ..... 2, MIN WIDTH IS 100% ❑F L •f:. '1...,.. <... ,0.,' .�. "• DETAIL MU108 ,. t •. :r: ': PROJECTION FOR WIND SPEEDS UP U OR MS • TO 115 MPH EXP C. WIND SPEEDS d d x . '., Drawn By ATTACHED SINGLE SPAN COVER '_: '` «;:,'.: UP TO 150 MPH EXP C MUST BE •'' ''. • '' " cMP MAY BE MULTISPAN 3. THERE LEAST IS NOOMIN MINIMUM F Check ey CMP , • - USING CONSTRAINED OR SINGLE SPAN Date " " ` NONCONSTRAINED FOOTINGS AND FREESTANDING UNIT SURFACE MOUNT OR DETAILS MU108 OR M5, MIN 3.5' CONCRETE Filename MUSAOIn.DWG EMBEDDED ATTACHMENT ; ;' , ' ' .� - •< SLAB REQUIRED scale Page / ICC ESR 1953(20181BC) 10/25/2019 Page 60 of 182 `;' :_ j FOOTINGS l� FOR CONSTRAINED ` J \/ r 3,511 PANELS AND FASCIA ALL WOOD ATTACHMENT DETAILS MUST CONFORM TO GENERAL NOTE #21 FOR WEATHER PROTECTION �� 6 Revisions ROOF COVERING IS A MAX OF 3 PSF. HEAVIER ROOF COVERING SHALL REQUIRE ADDITIONAL ENGINEERING ANALYSIS #8 x 1/2' SMS @ 3' U/C • 12' 2x DF WOOD FASCIA SEE TABLE FOR Existing 2x wood framing T and/or 2x4 wood NUMBER OF 414 min, 24" D.C. � rafters requiring 4 SCREWS ( I - 3.5' or more screws MAY ,/11 D.F. Larch. ® NOT use this /l� alternative attachment ,,' 20 GA 33 STEELTM A653 BRACKETGRADE '/` SIMPSON STRONG TIE • /� 3,5"X12' AMBASSADOR PLUS PANEL CONTINUOUS 2' /11Ri u OR SIMILA" ////� FASCIA BOARD Continuous 2 X 3004H34 ALUMINUM � //��': r� ASTM A-653 GRADE 40 STEEL 25' fascia board //// < 0 .ice • �' L U SEE TABLES 4.20a-b o'.i �� a} 0.078 ATTACH WALL HANGER — PER DETAIL MU105 IitSEE GENERAL N❑TE #21a JJL� FIVE #8 WOOD SCREWS INTO Cr A 5'5 1-5.0 [_ "l00L06256 RAFTER AND 2X FASCIA D J f" 11 2X DF WOOD ONE PER RAFTER =f ra,0621_ a.o6z FA CIA I 3.� �3.~i i-3.9--{ n x EAVE 11... VWZ e s,s• AND s' �. L + OVERHANG 1 0WUD EXTRUDED GUTTER SAMSON GUTTER FASCIA POST , v'>ry 0in FASCIA 6063T6 ALUM 6063T6 ALUM Live/Snow Load RAFTER MAC(�b!STANCE TO FIRST ROW OF POSTS"L" #of#14 ALTERNATIVE ��P4� V \ Dp J(`7 " Salid( �rWind (zaIoc) 6 12'EAVEO$ERHANG 30"" 24" Screws ATTACHMENT oinI`0 3,0 PANELS AND FASCIA 10 2x4 21'-0" 26-5" 11-6" 6'-0" 2'-10" TO EXISTING SEE DETAIL MUO5 115MPIIEXPB 2x6 21'-0" 21-0" 21-0" 21'-0" 16'-3" 2 STRUCTURE C❑N N E C T ALL 2x6 21'-0" 21'-0" 21-0" 21'_0" 21'-0" 12' 10 2x4 21'-0" 26-3" 11'-5" 8'-0" 2'-9" -r PANELS T❑ 115 MPH EXP C 2x6 21'-0" 21'-0" 21'-0" 21'-0" 16'-2" 2 1 0.325 3' HEADERS A S PER 2x8 21-0" 21'-8" 21'-09-11" 5-6" 21-0"-5" �1 II,,..,, 10 2x4 21'-0" iT-8" 9'-11" 5'-0" 2'-5" _L I TABLES 4 2 0 a-KJ 130 MPH EXP C 2x6 21-0" 21'-0" 21-0" 20'-1" 14'-1" 3 2x8 21'-0" 21'-0" 21'-0" 21-0" 21-0" 0.162-� ❑R 4,21 a-l0 20 2x4 16'-0" 10-2" -9" 3'-2" 1'-5" 110® MPH EXP C 2x6 16-0" 16-0" 16'-0" 11'-7" 8'-1" 3 12' ❑LYMPIC FLAT PANEL 2x8 16'-0" 16-0" 16'-0" 16-0" 16'-0" 3004H34 ALUMINUM 20 2x4 16'-0" 16-2" 5'-9" 3'-2" 1-5" 115 MPH EXP C 2x6 16'-0" 16-0" 16-0" 11-7" 8'-1" 3 ASTM A-653 GRADE 40 STEEL 2x8 16'-0" 16.-0" 16'-0" 16-0" 16'-0" 20 2x4 16'-0" 16-2" 5'-9" 3'-2" 1'-5" 130 MPH EXP C 2x6 16-0" 16-0" 16-0" 11'-7" 8'-1" 3 2x8 16-0" 16-0" 16'0" 16-0" 16-0" 25 2x4 16'-0" 11'-2" 6'-3" 3'-6" 1-6" 110 MPH EXP C 2x6 16'0" 16-0" 16'-0" 12'-8" 8'-10" 3 SEE TABLE 4.20a-b#8X ' SMS @ 3' O/C ,2x8 " 16-6' 16'-0" 16'-0" 16-0"0" 25 2x4 `16'-0" 11'-2" 6'-3" 3'8" 1-6" '\ 130 MPH EXP C 2x6 116'-0" 16'-0" 16'-0" 12'-8" 8'-1D" 3 r �. 2x6 16'-0" 16'-0" 16'-0" 1 '-9" 16'-0" Carl Putnam, P E. 3' ` 30 0.050 2x4�S1T6 9.2 5-1 2'-8" 1'0" 3441 IVYLINK PLACE " 130 MPH FXP C 2x6 15'-0" 15-0" 15'-0" 10'-5" T-2" 4 LYNCHBURG, VA 24503 2x8 15'0" 15-0" is'0" 15'-0" 14'9" CARLPUTNAM@COMCAST,NET l 8' l 0.050 35.7 2x4 15'-0" T-7" 4-0" 1-11" D'-8" el 130 MPH EXP C 2x6 15'-0" 15-0" 12'-8" 8'-5" 5'-7" 4 2x8 15-0" 15'-0" 15'0" 15'-0" 12'-0" (Brown By 8000 PANEL ® 42 2x4 14'-0" 6'-3" 3'-2" 1'-4" 0'-0" CMP 3004H34 ALUMINUM 130 MPH EXP C 2x6 14-0" 14'-0" 10'-6" e'-10" 4'-5' 4 °wick, CMP ASTM A-653 GRADE 40 STEEL 2x8 14'-0" 14-0" 14-0" 13'-8" 9'-10" ® I--3.25---I 2.5 oats 5' RF GUTTER FASCIA 50 2x4 12'-0" 5'-r' 2'-5" 0'-10" 0'0 6.5" RF FASCIA 130 MPH EXPO 2x6 13-0" 13-0" 6-7" 5'-5" 3'-3" 4 Flename 3004H34 ALUMINUM 3004H34 ALUMINUM 2x8 13'-0" 13-0" 13-0" 11'-I" T-10" Musn02.nwG 60 2x4 9'-11" 4•-1" 1-9" 0'-4" 0'-0" �Seaie NT$ Page 130 MPH EXP C 2x6 12.-0" 11-9" 8'-11" 4-2" 2'-4" 4 ICC ESR 1953(2018 IBC) 10/25/2019 Page 62 rf 1g118 12'-0" 12'-0" 12'-0" 8'-11" 6'-I" / 2.5"and 2' PANELS AND FASCIA \ SEE DETAIL MUO5 T 2.5'x6' FLAT PANEL 2,5' ® 3004H34 ALUMINUM \. i 1 I 6' (f; (Z l V' 0 - 24' 12CO _ / <EDETM7 C❑NNECT ALL.s• PANELS T❑ 1 2.5 x24 TRI S PANEL f Q ® 2.5'x23004H 4 ALUTRI S U HEADERS AS PER 2,5'X12' TWIN V PANEL m ASTM A653 GRADE 4 TELL TABLES 4,2 Q-to 304H34 ALUM ASTM Ao 653 GRADE I41 UM STEEL C Lo zl_1 ROOF PANEL OR 4,21Q-b D Q�n SEE TABLE 4.20a-b ROOF PANEL C w SEE TABLE 4,20a-b N o JIE Z¢r o o Ir z 1- 6 V)W I QF- (") i rn `4>R1c) o (7 Oo0 p 1--250-1 SEE DETAIL MUO5 b.42 �LI3 I II I 6' RF FASCIA ---2• 3,3 . J 3004H34 ALUMINUM 4,5' EXTRUDED ASCIA 6' 6061 T6 2'x6' FLAT PANEL q 3004H34 ALUM _I--2.38'-1 #8 SMS e3' O/C - o.oT—'1 1.88' ® SEE TA: E I 2 I 4,20a 0.075 PANEL HEIGHT EXTRUDED WALL HANGER 0.075 6063T6 ALUMINUM — 1.88' 4 6,1 5.1 I r 0.0T- 0.2T� ROOFING WASHER INTO HEADER 4 XL®VEE PANEL f_® II #14 SMS W/ PLASTIC " " r ,e , 3004H34 ALUMINUM I 3.8 I �3,7 = I BASTM A-653 GRADE 40 STEEL •• 5' MAGNUM GUTTER 6' MAGNUM GU TER 6" SMOOTH GUTTER 0s75• 3' 6063T6 ALI IM 6063T6 ALU 6063T6 ALUM Carl Putnam, P.E. -. �: `�._ 3441 IVYLINK PLACE •0.060 1.5 PCF FOAM \ #8 SMS e3' o/C CARLPUTNAM COMCAST.NET 3', 3.5', 4' or 6' \e ✓ 24 WESTERN PANELS ] OPTIONAL FAN ALUM BEAM 606376 0,024' or 0,032' AND FASCIA 1 (Brawn 0r FULL LENGTH OF PANEL 3105H14 ALUMINUM 3' CMP ALUMINUM SANDWICH PANEL AS PER ICC ESR 2229 `"°`" By CMP USE ❑F FOAM CORE SANDWICH PANELS WILL REQUIRE THE USE Cote OF A REGISTERED DESIGN PR❑FESSI❑NAL TO COMPLY WITH 3"X24" PANEL EXISTING ICC ESR 3004H34 ALUMINUM Fu..MUSA03,D14 ASTM A-653 GRADE 40 STEEL Bede NTS Pagel \ ICC ESR 1953(2018 IBC) 10/25/2019 Page 63 of 182 / 5,683 / / 0.059' (16 GA) Revisions 0.070' (14 GA) 0.105' (12 GA) O 0 0 2.3750 8.000 ——0.042' 6.500 0.024' 7.875 1 0.032' M040' MUST BE ENCLOSED + i-. IN MU76 OR o 0 Zr ' LATERALLY BRACE 0.090 — '+✓ STANDARD BRACKET !l I'- 1.975 0,773 FOR CLOVERLEAF POSTS 11 MU88 -�3.000--- N 2'X6 1/2' HEADER 2.500 •:-3 T6 ALUMINUM I; II_ < 0 0,042'x3 8' HEADER/RAFTER ® 3004 H34 A STEEL C BEAM ASTM DETAIL MU89 MUSS E OR - --_ ! ' ' U 3004 34 �/ '653 GRADE 50 —d TWO #14 SDS PER � • -� a i•--- -- G_ SIDE FOR d=34' (4 INTO HEADER, LD ES 4 INTO POST) a --I 1.500I- I 5.683 --I �I is SIDE FORTHREE #14d=39'SDSPER M 1 qo in ALUM BRACKET ®® _, ,w v 0,060 p cnu FOR 3' SQUARE ([;.T�) p�q F POSTS 6063T6 0 - Z (/)Zyo 0.090 ..(1 0cz 8.250 43 BRACKETS FOR 1.5' SQ TWIN POSTS 0090-- a W Y m v(i F- ) 6063 T6 ALUMINUM a OGc,Oct� ro o ooci f- 2.308—I f-2.375—I ALL BRACKET I---3.344--•1 DIMENSIONS - -00902~ n —�0.090 EXCEPT THICKNESS N ARE APPROXIMATE ` - In _ -0.125 C LJ la 'U' BRACKET 'U' BRACKET ago — —0 188' FOR 3' SQUARE POSTS FOR CLOVERLEAF POSTS ® .� + 5.875 -'63 T6 ALUMINUM 063 T6 ALUMINUM r— .028' 1--5.875' or 6.875'—a o R0,1400 0.032' ALUM 0,032 ' + 0.062 ALUM HEAVY DUTY BRACKET (6063T6) 0.125' ALUM 'H' o 1.040' ALUM I t o o FOR 3' AND 4' SQUARE POSTS BRACKET 6063-T6 M - 0.043' STEEL U in t } 3' LOCKSEAM POST .5' SQ TWIN POST Q1.5' SQ TWIN POST IVA-653 GRADE 40 STEEL 93004 H34 ALUMINUM Ntr:163T6 ALUMINUM ,04 H34 ALUMINUM 0.024'X3'X3' Cart Putnam, P. E. SQUARE POST 3441 IVYLINK PLACE 3• I-—3.000—I #14 SMS 2 24' —�, CARLPLYNCHUTNAM2COMCASTNET 3/16' or URG, VA 24503 �_� 0/C TYPICAL i/4' r 0,055 ,f SEE MUI12 J Orarrn By 3, t t L__,J�I CMP —3', 4' OR 5'— \ r 0.024'X2'X6.5' Date By L. J_ �i t ALUM SIDEPLATE CMP ', 4' OR 5' ASTM A500AZ% Date -'ADE A STEEL POSTS •LUMINUM POST - SQUARE POSTS ®t=x 0.024',M 3004 H34 ,'€,3' POST WITH Filename MUSA06,DWG S E GEN NOTE #13 FOR - 6061 T6 ALUM 6063-T6 t= 0.120' DEPLATES CORRSOSION PROTECTION �$caie NTS Page ICC ESR 1953(2018 IBC) 10/25/2019 Page 66 of 182 -19 / b SEE TABLE 4,20a— \ I OR 4,21a—b RF OR EXTRUDED FASCIA Revisions � I., EIGHT #14 SMS OR TWO d' BOLTS W/ 1' ut m ` J • -0,105 WASHERS in MAX WIND LOAD IS 105 MPH EXPOSURE B m ROOF PAN r m + /�' a EIGHT #14 SMS/SDS FOR d=30' V' / TEN #14 SMS/SDS FOR d=33' 0.070 TWELVE #14 SMS/SDS FOR d=35' Z TWO 3/8' BOLTS ,II II 1.5' + MAX HEIGHT 8' + W/ 1' STEEL WASHER 3,22 II MAXIMUM FOOTING Cr) 3.062 EIGHT #8 SMS I BEAM SIZE FOR THIS DETAIL IS d=36' N 0,032'Xl, 'X1.5' OR I- 0,060'X1,5' .5' (5)ALUM TWIN '1ST L-+-+ `- la rrt `e3 3' ALUM (t=0.040' MIN) — 1.5" 6' OR 9' v ! OR STEEL POST / J SAMSON BEAM ;-�-- o (ALUM. 6063 T6) z 4 SDS FOR d=29' �-� q 1 LHI Inl 6 SDS FOR d=34' �,�,J -I \ -e=_ 8 SDS FOR d=36' D f N ii�l Itiioi DA -' DETAIL MU81 _pn• •11� -o d' OR h'0 GALVANIZED OR MU I II j ' Z¢>-o STAINLESS STEEL ANCHOR <ICC 100 :low. ^s41i STEEL POST OR t ' o Ce Z v ESR 1917) W/ 2' EMBED AND 1' i t=0.120' 6063T6 a< c'I WASHER OR EQUIVALENT 1 DETAIL MU87 ALUMINUM POST N j o to ce PERSIX #I3 SMS BRACKET _ i� M. AIL `—•0625' \ ® D o mJ co FASCIA OR 4' I BEAM J \`+ Mu ALUM, ALLOY 6061 T-6 0 0 0 101 I-BEAM WITH BRACKET L_tfl_ :2' 5' v. POST CONNECTIONS AND SCROLL POST DETAIL --_ SINGLE SPAN ATTACHED UNITS ONLY s - " MAXIMUM FOOTING SIZE IS d=25' 'l I' SEE TABLE FOR NUMBER OF i' BOLTS OR SEE TABLE 4,20a—b OR 4,21a b (#14 SELF DRILLING SCREWS (SOS)) SEE3`TABLE `�, "' "' FOUR ' STEEL BOLTS POST _ ALUMINUM BRACKET DETAIL FOR 10' IS BEAMS SEE TABLE FORI': FOUR ' STEEL BOLTS SI lif NUMBER OF MU2 OR 'U' BRACKET MU84#14 SCREWS \, 77: FOR ALL OTHER I BEAMS ' GALVANIZED OR STAINLESS STEEL - ...., MU HILN KWIK BOLT TZ (ICC ESR 1917) 102 W/ 2' MIN EMBED III SEE TABLE FOR SIZE ll 2' MIN Footing Number 3"x3" Concrete Maximum Wind Condition Number of Bolts(Screws) 110;uw d(in) Of#14SMS Post Anchors for"On Slab"Attachment Bracket to Header r, 26 8 0.024"Alum 3/8" 110 mph Exp B 2(6) lke �Jj /Carl Putnam, P.E. 29 8 0.032"Alum 3/8" 105 mph Exp C /130 mph Exp B 3(10) ' 3441 IVYLINK PLACE LYNCHBURG, VA 24503 30 12 0.024"Alum 1/2" 115 mph Exp C 3(10) CUT PORTION OF CARLPUTNAM@COMCAST,NET - 33 12 0.032"Alum 1/2" 130 mph Exp C 4(14) BOTTOM FLANGE 33 8 0.041"Steel 1/2" 150 mph Exp C AT POST Dram By CONNECTION OF 3' POSTS TO FASCIA OR 4' I BEAM AND SLAB/FOOTING CMP SINGLE SPAN ATTACHED UNITS ONLY I Check By STEEL POST DETAIL MU93 CMP I BEAM CONNECTION ALUM POST DETAIL MU50 Date OR MU96 Filename MUSA07,DWG Scale NTS Page / ICC ESR 1953(2018 IBC) 10/25/2019 Page 67 of 182 _-\-- :\\ r 7i_ Revisions SEE GENERAL NOTE #21 CONCRETE OR I�' FirSeal with permanently flexible MASONRY ANCHOR I,' /1 FOR FASTENER SEE TABLE 7,5 & waterproof sealant • J 1/4' LAG SCREW SPACING CONTINUOUS 2'x6' DF LEDGER BOARD OR PROVIDE SIMPSON STRONG TIE MSTA36 STUD, C❑NCRETE (ICC ESR 2105> AT SPLICE LOCATION COVER #10 SCREW '�1I'gU OR MASONRY V/ 0.019' ALUM Z l WALL SEE ATTACH COVER 4 20aTbBLE STRUCTURAL �I,�� " " E%I TING FRAME1 WA® / i�I'�' AS PER MU105 ��/✓�PANEL Jr� C , J OR 'G' 4„•/ j 4, , TYPEALUMHANGERSM00id°101/11011010°DlD1O01�• 1/4" Lag ScrewSEE PAGE MUSA02 rnII MINWALL 't" PER TABLE 7,7 ' 6063 T6 t=_0,060` 3.5' MIN , Completely seat F❑R DETAIL MU107 LLI �r�' 3004 H34 t 0,040 with permanently r PI�,I� , flexible . wnter- t1 ! E_ Rip.- Eir11 R 1/4 LAG h. proof sealant a.J #14 SCREW ..ri ,1,..... $GREW W/ nawDiuumnunmu"uu;iu: zSEE TABLE 7• 'I �'� / i 2,25" EMBED --I 2.25' min ii �11� 1 MIN a 0 N STRUCTURAL p PANEL �_.__ .-�W sf 111 Syn etic Stucco or CD z N I. SHEATHIN othe non-structural covering 1, J °�v) (1' max. thick) � z a r o z TABLE 7.7 SPECIFIES THE ALLOWA; E 1'W I DISTANCE TO FIRST ROW OF POSTS � j 00 ce o5 LEDGER AND WALL ATTACHMENT STUCCO ATTACHMENT D • L 2 jo�m WITH LEDGER BOARD 000,D l�in=.,J MIN 3.5" CONCRETE SLAB FOR C❑NSTRAINED F❑❑TINGS ALUM W/ t=0,120' OR STEEL POST SEE SHEET M8 WITH 12' EMBED FOR F❑OTINGS UP TO d=39` OR 18" EMBED FOR F❑OTINGS UP TO d=48', 11611111 4„ DETAIL MU87 a MU89 (STEEL) or U93 DR MU82 i - , iii. • AP n yii `ii`/ 12 OR 18 ] THREE #14 SDS d 9„ 11 1 PER SIDE ' • ` (1) P').(9' STEEL ROD (REBAR ONE BOLT DIAM, CM N) ,.a; . a OR THREADED) OR STEEL BOLT • 11 � 14114 CENTERED ON POST i iiii 0 STAINLESS STEEL OR a : iGALVANIZED HILTI Ci KWIK BOLT (ICC ESR - . . _ d a . 1917) W/ 2' EMBEDMENT MAX FO❑TING SIZE IS • \ d=33' r \v, MU d Carl Putnam, P. E.3441 IVYLINK PLACE 108 FREESTANDING OR ATTACHED POURED LYNCHBURG, VA 24503 FOOTING @ SINGLE SPAN ATTACHE ! F❑❑TING CARLPUTNAMECOMCAST•NET J Drawn By CMP Cheek By CMP Dote Filename MUSA08,DWG 5wle NTS Pe" \ ICC ESR 1953(2018 IBC) 10/25/2019 Page 68 of 182 ' i FIBERGLASS Revisions .114.4\\ DOUBLE ALUMINUM 3"X8" OR ALUMINUM OR 2"X6.5" HEADER ALUMINUM ❑R DEC❑RATIVE STEEL OR ALUMINUM POST STEEL PEST�I I POST COVER NON STRUCTURAL FIBERGLASS FIBERGLASS OR 1,5"X1,5" METAL L ❑R ALUMINUM POST ALUMINUM PEST COLLAR i I ANGLE BRACKET STRUCTURAL PANEL SLAB OR (TYP) F❑❑TING miiIIIIIIIIII 3/8"X3/4" BOLT 0 _' • i 1 _ ATTACH AS PER a. .. . .� s CONCRETE FIBERGLASS POST SLAB < > -- v) DETAIL MU113 OR FOOTING ATTACHMENT a: ,: ANCHOR _L jr LI-DOUBLE ALUM FIBERGLASS AA ; _ _ 1_ A CO 3"X8" OR ❑R ALUMINUMlib 2"X6,5" HDR . as POST COLLAR ( . . Qo �3"X3" STEEL / i FIBERGLASS OR ALUMINUM \ D --II OR ALUM POST POS1''HEADERATTACHMENT \ '(4� Ns, STRUCTURAL � �- L NZ o oclz7-OW I FIBERGLASS OR ww � ALUMINUM POST ' a `�' ce 0 NOTES: o o o ' 1. FIBERGLASS/ALUMINUM DECORATIVE POST COVER IS NON-LOAD BEARING i 2. ATTACHMENT IS TO HOLD VERSUS MINOR LATERAL FORCES`,\ 3. USE MULTIPLE BRACKETS AS NEEDED. ® SINGLE OR DOUBLE HEADERS #14 SMS OR SDS W/ C-CHANNELW/(3) # 14 SEE TABLE 420a-b OR 4.21a-b SEALING WASHER 5.M S, TO EACH SIDE. SEE ICC ESR 2229 1/8"0 ALUMINUM L LOCKSEAM DETAIL MU89 AND/OR DETAIL MU34 #8 S�M,S. POP RIVETS # STEEL ALUM DETAIL MU96 FOR SPACING @ 6" ❑,C. @12" ❑/C 0,120'X4'X4' ALUM DETAIL MU50 Alli Niollii • - —FOAMCORE PANEL4....._ SINGLE ALUMINUM 3X3 AND 4X4 REQUIRE (6) #14'S Carl Putnam, P, E. FOAM CORE POST S- E AS HEADERS OR STRONGER 3441 IVYLINK PLACE HEADER BEAM PANEL LYNCHBURG, VA 24503 HEADER 2"x 6 1/2" BEAM CARLPUTNAM@COMCASLNET (NON-STRUCTURAL) J II ATTACHMENT R❑LLF❑RMED ^ CMP FASCIA (NON- Cheek By STRUCTURAL) Date CMP e Fibnom MUSA10,dwg Scale NTS Po9e ` ICC ESR 1953(2018 IBC) 10/25/2019 Page 70 of 182 \` J Foam Core Sandwich Panels (Dotal MU34)without Fan Beams Spans for the 2015 IBC Patio Cover Applications Only 3" Panel 3.5" Panel 4"Panel 6" Panel Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph)and Exposure Ground Panel Skin Wind Speed (mph)and Exposure Ground Panel Skin Wind Speed(mph)and Exposure ' Snow Load Thickness B115 C115 C130 C140 C150 Snow Load Thickness B115 C115 C130 C140 C150 Snow Load Thickness B115 C115 C130 C140 C150 Snow Load Thickness B115 C115 C130 C140 C150 (psf) (in) Allowable Spans (ft) (psf) (in) Allowable Spans(ft) (psf) (in) Allowable Spans(ft) (psi) (in) Allowable Spans (ft) Live 10 0.024 15.5' 14' 12.5' 12' 11' Live 10 0.024 17.5' 15.5' 14' 13' 12.5' Live 10 0.024 19' 16.5' 15' 14.5' 13.5' Live 10 0.024 2 22' 20' 18.5' 17' 0.032 17.5' 15.5' 14' 13' 12.5' 0.032 19.5' 17' 15.5' 15' 14' 0.032 21' 18.5' 17' 16' 15' 0.032 22' 22' 22' 21' 20' Snow 10 O. 4 14' 13' 12' 11.5' 11' Snow 1 0.024 15.5' 14.5' 13.5' 13' 12.5' Snow 10 0.024 17' 15.5' 14.5' 14' 13.5' Snow 10 0.024 22' 4.5' 19' 18' 17' 0.03 15.5' 14.5' 13.5' 13' 12.5' 0.032 17.5' 16' 15' 14.5' 14' 0.032 18.5' 17.5' 16' 15.5' 15' 0.032 22' 2 21.5' 20.5' 20' 20 0.024 2' 11.5' 11' 10.5' 10' 20 . 4 13.5' 13' 12' 12' 11.5' 20 0.024 14.5' 14' 13' 12.5' 12.5' 20 0.024 18' 17.5' 16.5' 16' 15' 0.032 13. ' 12.5' 12' 11.5' 11' 0.032 15' 14.5' 13.5' 13' 12.5' 0.032 16' 15.5' 14.5' 14' 13.5' 0.032 21' 20' 9' 18.5' 18' 25 0.024 12' 5' 11' 10.5' 10' 25 0.024 ' 12.5' 12' 11.5' 11.5' 25 0.024 14' 13.5' 13'_ 12.5' 12' ' 25 0.024 18' 17.5' 18. ' 15.5' 15' 0.032 13' 12. 12' 11.5' 11' 0.032 14.5 14' 13.5' 13' 12.5' TO' 15' 14.5' 14' 13.5',, 0.032 21' 20' 19' 18.5' 18' 30 0.024 11' 11' 1 ' 10' 9.5' 30 0.024 12.5' 1 ' 11.5' 11.5' 11' 30 0.024 13' 13' 12.5' 12' 2'-- 30 0.024 16' 16' 15.5' .' 14.5' 0.032 12' 12' 11.5 11' 11' 0.032 13.5' 13.5' 13' 12.5' 12' 0.032 14.5' 14.5' 14' 13.5' 13' 0.032 19' 19' 18.5' 18 17' 40 0.024 9.5' 9.5' 9.5' 9Y5! 9' 40 0.024 11' 11' 1 10.5' 10.5' 40 0.024 11.5' 11.5' 11.5' 11.5' 11' 40 0.024 14' 14' 14' 14' 13.5' 0.032 10.5' 10.5' 10.5' 10.5' 10' 0.032 12' 12' 12' 11.5' 11.5' 0.032 12.5' 12.5' 12.5' 12.5' 12' 0.032 16.5' 16.5' 16.5' 16.5' 16' 60 0.024 7.5' 7.5' 7.5' 7.5' 7' 60 0.024 9' 9' 9' 9' 8.5' 60 0.024 9.5' 9.5' 9.5' 9.5' 9.5' 60 0.024 11.5' 11.5' 11.5' 11.5' 11.5' 0.032 8.5' 8.5' 8.5' 8.5' 8.5' 0.032 9.5' 9.5' 9.5' 9.5' 9.5' 0.032 10.5' 10.5' 10.5' 10.5' 10.5' 0.032 13.5' 13.5' 13.5' 13.5' 13.5' Table 4.40 Table 4.41 Table 4.42 Table 4.43 Commercial Cover or Carport Applications 3" Panel 3.5" Panel 4"Panel 6" Panel Ground Panel Skin Wind Speed (mph)and Exposure Ground Panel Skin Wind Speed (mph)and Exposure Ground Panel Skin Wind Speed(mph)and Exposure Ground Panel Skin Wind Speed (mph)and Exposure Snow Load Thickness B115 C115 C130 C140 C150 Snow Load Thickness B115 C115 C130 C140 C150 Snow Load Thickness B115 C115 C130 C140 C150 Snow Load Thickness B115 C115 C130 C140 C150 (psf) (in) Allowable Spans(ft) (psf) (in) Allowable Spans(ft) (psf) (in) Allowable Spans(ft) (psf) (ir1)\. Allowable Spans(ft) Live 20 0.024 ' 11' 11' 10.5' 10' 9.5' Live 20 0.024 12' 12' 12' 11' 10.5' Live 20 0.024 13' 13' 13' 12' 11.5' Live 20 0.024 16.5' 16.5' 16' 15' 14' 0.032\ 12' 12' 12' 11' 10.5' 32 13.5' 13.5' 13.5' 12.5' 12' 0.032 1 ' 14.5' 14' 13.5' 12.5' 0.032 ' 5' 19.5' 19' 17.5' 16.5' 20 0.032 9.5' 9' 9' 8.5' 20 0.0 11.5' 11' 10.5' 10' 9.5' 20 0.024 12' ' 11.5' 11' 10.5' 10' I 20 0.024 15. 14.5' 'ITS 13' 12.5' 0.032 11' 5' 10' 9.5' 9.5' 0.032 .5' 12' 11.5' 11' 10.5' 0.032 13.5' ' 12' 12' 11.5' 0.032 17.5' 7' 16' 15.5' 14.5' 25 0.024 9.5' 9.5' 9' 8.5' 8.5' 25 0.024 11 10.5' 10' 10' 9.5' 25 0.024 12' IllEk, 11' 10.5' 10' 25 0.024 15' 1, 13.5' 13' 12.5' 0.032 10.5' 10.5' 1 9.5' 9.5' 0.032 12' ' 11.5' 11' 10.5' 0.032 13' ' 11.5' 11.5' 0.032 17' 17' 16' 15' 14.5' 30 0.024 9' 9' 8,5' .5' 8' 30 ' 0.024 10.5' 10.5' 10' 9.5' 9' 30 0.024 11' 11' 10. 10' 9.5' 30 0.024 14' 13.5'. 1\2.5' 12' 12' 0.032 10' 10' 9.5' 9.5' 9' 0.032 11' 11' 11' 10.5' 10' 0.032 12' 12' 11.5' 11' 11' 0.032 15.5' 15.5' 15' 14.5' 14' 40 0.024 7.5' 7.5' 7.5' ' 7.5' 7.5' 40 0.024 9' 9' 9' 9' 8.5' 40 0.024 9.5' 9.5' 9.5' 9.5' 9' 40 0.024 12' 12' 11.5' 11.5' 11' ' 0.032 8.5' 8.5' 8.5' 8.5' 8.5' 0.032 9.5' 9.5' 9.5' 9.5' 9.5' 0.032 10.5' 10.5' 10.5' 10.5' 10' 0.032 13.5' 13.5' 13.5' 13.5' IX, 60 0.024 6' 6' 6' 6' 6' 60 0.024 7' 7' 7' 7' 7' 60 0.024 7.5' 7.5' 7.5' 7.5' 7,5' 60 0.024 9.5'4 9.5' 9.5' 9.5' 9.5' 0.032 6.5' 6.5' 6.5' 6.5' 6.5' 0.032 • 7.5' 7.5' 7.5' 7.5' 7.5' 0.032 8' 8' 8' 8' 8' 0.032 11; 11' 11' 11' Tab a 4.4 Table 4.45 ape a fifirl0717 i s e Four Seasons Building Products Required Fastening of Foam *R� PGPN 5005 Veteran's Memorial Hwy Car! Putnam, P. E. Core Panels to Headers a of 1"..9 r y�' t,45) 'f! Holbrook, NY 11741 3441 Ivylink Place Trib Wind Speed(mph)and Exposure e- r. �.. �a0 (631)563-4000 Lynchburg, VA 24503 Width B115 I C115I C130I C1401 C130 I C140 y � '' " ' '="�2 z _i, m carlputnam@comcast.net (ft) OIC Spacing of#14 SM screws 411 i 'LPurNann m ". i a 3 12" 12" 12" 10" 12" 10" ',� 3',ho w Notes 4 12" 11" 9" 8" 9" 8" °A, •cisls.�ti��s�W • 1. These tables are for use with the ICC ESR 1953 Detail MU34 5 12" 9" 7" ' 6" 7" 6" , ' '°Np" '' tts re OF 1'N 2. Thesepanels DO NOT have an embedded fan beam. 6 11" 8" 6" 5" 6" 5" x EO PR r �IONA( :6 'St �i;mom- ., �m 3. Panels are as specified in ICC ESR 2229. 7 9" 6" 5" 4" 5" 4" �ti5 �N3lN' .rid q{C- 4 fit` 4. These panel spans are for unenclosed patio cover, carports or commercial covers. 8 8"-. 6" 4" 4" 4" 4" a 72580' %j` 5. Attach to header and wall hanger as per Table 4.39. 9 L 7"> 5" 4" 3" 4" 3" "-112 4 1 6. Wind speeds noted are"Ultimate Design Wind Speeds". 10 5" 4" 3" 4" 3" Kir....„ O y) 7.These tables comply with the 2012,2015 IBC and 2016 CBC. 11 6" 4" 3" 3" 3" 3" GREGO ST P�,14 12 5" 4" 3„ 3" 3" 3" Table 4.39 �e GCY31 ‘ + RL OF tO PUTN 13 5" 3" 3" 2" 3" 2" RAL PUT 14 5" 3" 3" 2" 3" 2" FEB 21 2019 15 4" 3" 2" 2" 2" 2" EXPIRES: 'Et 31 2020 • SECTION 5.0 POST SPACING, POST TYPE AND FOOTING SIZE FOR SOLID COVERS Ground Snow Load: 25 psf Live Load: 20 psf Roof Design Load 26 psf Wind Speed: 105 MPH EXPOSURE C or 120 MPH EXPOSURE B Seismic Ss= 150% Seismic Design Category D Freestanding Structures cubic footing"d" cubic footing"d" cubic footing"d" cubic footing"d" cubic footing"d" cubic footing"d" cubic footing"d" cubic footing"d" cubic footing"d" cubic footing"d" cubic footing'd" Table 5.50 Constrained Constrained Constrained Constrained Constrained Constrained Constrained Constrained Constrained Constrained Constrained Crib Min Uplift Footing(In) trib Min Uplift Footing lin) Crib Min Uplift Footing(in) Crib Min Uplift Footing(in) trio Min Uplift Footing(in) trib Min Uplift Footing(In) trlb Min Uplift Footing(in) trib Mill Uplift Footing(In) Crib Min Uplift Footing(in) trih Min Uplift Footing(Inl Crib Min Uplift Footing(in) " Post Footing Max Post Length Post Footing Max Post Length Post Footing Max Post Length Post Footing Max Post length Post Footing Men Post Length Post Footing Max Post Length Post Footing Max Post Length Post Footing Max Post Length Post Footing Max Post length Post Footing Mar Post length Post Footing Max Post Length Header Retail 3' Type lint 8' 12' 15' 35' Type lin) 8' 12' 15' 4' Type tin) 8' 12' 15' 4.5' Type (In) 8' 12' 15' 5' TYPO lin) 8' 12' 15' 5.5' Tore lin) 8' 12' 15' 6' Tore tin) 8' 12' 15' 65' Type (In) 8' 12' 15' 7' Tvoe (inn 8' 12' 15' 7.5' Type lin) 8' 12' 15' 8' Type lin) 8' 12' 15' On Slab On Slab 11'-4" C 9•-8" C 8'-6" C 7'6" C 6'9" C 5'-2" C 5•-8'• C 5'-2" A 4'-10" C 4'-6" C 4'-3" C 0.042"x3"x8" MU76 9'-2" A 18 26 28 30 8'-3" B 19 25 28 29 7'-7" B 19 24 27 29 7'1" B 19 24 26 28 6'-7" B 20 23 26 28 6'-2" C 20 23 26 27 5'-9" C 20 23 25 27 5'6" C 20 22 25 26 5'-2" C 20 23 25 26 4'-11" C 20 23 25 27 4'-8" C 21 23 26 27 Double 3"xS" MU113 13'-9" C 21 28 31 33 12'-6" C 22 28 31 32 11'-7" 0 22 27 30 32 10'-10" D 22 27 30 31 10'-3" D 23 26 29 31 9'-8" D 23 26 29 30 9'-2" D 23 26 28 30 8'-9" D 23 25 28 30 8'4" 0 24 25 28 29 8'O" D 24 25 27 29 7'-8" D 24 24 27 29 - Double 2"x6.5" MU113 12'-2" C 20 26 29 31 11'-i" C 21 26 28 30 10'-4" C 21 25 28 29 9'A" C 22 25 27 29 9'-2" D 22 24 27 29 8'-9" D 22 24 27 28 8'-3" D 22 24 26 28 7'-11" 0 23 23 26 27 7'-7" D 23 23 26 27 7'-3" D 23 23 25 27 7'-0" D 23 23 26 27 16 G Steel C MU78 16'-3" 0 22 30 33 35 14'4" D 23 29 32 34 13'-1" 0 23 28 31 33 12'-1" D 23 27 30 32 10'-11" 0 23 27 30 31 9'-11" D 23 26 29 31 9'-0" D 23 25 28 30 8'-4" D 23 25 28 29 7'-9" D 23 24 27 29 7'-3" D 23 24 27 28 6'-10" D 23 24 26 28 14G Steel MU78 19'-4" 0 24 31 34 36 17-2" D 24 30 33 35 15"-9" 0 24 29 32 34 14'-7" 0 25 29 32 34 13'-7" D 25 28 31 33 12'-8" D 25 28 31 33 11'-10' D 25 27 30 32 11'-2" D 26 27 30 31 10'6" D 26 26 29 31 9'-10" D 26 26 29 31 9'-3" D 26 26 28 30 12 G Steel 6 MU78 26'-1" 0 26 33 37 39 24'-5" E 27 33 36 38 22'-7" E 27 32 36 38 21'-1" E 28 32 35 37 19'-9" E 28 31 34 36 18'-8" E 29 31 34 36 17'-6' F 29 30 33 35 16'-8" G 29 30 33 35 15'-11" G 29 29 33 34 15'-3" G 30 29 32 34 14'-7" G 30 29 32 34 Double 16 G Steel C MU114 27'-1" 0 26 34 37 39 25'A" E 27 33 37 39 24'3" E 28 33 36 38 23'-9" G 29 32 36 38 22'-11" G 30 32 36 38 27-0" H 30 32 35 37 20'-10' H 31 31 35 37 20'-0" H 31 31 34 36 19'-3" Fl 31 31 34 36 18'-6" H 32 31 34 36 17-11" I 32 30 34 35 Double l4G Steel MU114 28'-11" E 27 34 38 40 27-6" E 28 34 37 40 26'4" F 29 33 37 39 25'4" G 30 33 37 39 24',5" H 30 33 36 38 23'-8" H 31 32 36 38 23'-0" H 32 32 36 38 22'-5" I 32 32 35 38 21'-10" I 33 32 35 37 21-2" I 33 32 35 37 20'6" I 33 31 35 37 Double 12 G Steel C MU114 32'-11" E 28 35 39 41 31'-3" G 29 35 39 41 .29'-11" H 30 34 38 40 28'-9" H 31 34 38 40 27'-9" H 32 34 37 40 26'-11" I 32 34 37 39 26'-2" I 33 33 37 39 25'6" I 34 33 37 39 24'-10" 1 34 33 36 39 24'-3" 1 35 33 36 38 23'-9" 1 35 33 36 38 Steel Lockseam MU89 9'4" A 19 20 22 23 8'-4" B 19 19 22 23 7-9" B 19 20 22 23 7'-2" B 20 20 22 24 6'-9" C 20 21 23 24 6'4' C 20 21 24 25 5'-11" C 20 22 24 25 5'-8" C 2D 22 25 26 5'4" C 21 23 25 26 5'-2" C 21 23 25 27 4'-11" C 21 23 26 27 0.120"o303 Alum MU96 9'-7" B 19 20 22 24 9'-1" B 19 20 22 23 8'-9" C 20 20 22 23 8'-5" C 21 20 22 24 8'-1" C 21 21 23 24 7'-10" C 21 21 24 25 7'-8" 0 22 22 24 25 7'-5" D 22 22 25 26 7'-3" 0 23 23 25 26 7'-1" D 23 23 25 27 6'-11" D 23 23 26 27 0.120"x4x4 Alum MUSO 12'-11" C 21 23 26 27 12'4" C 21 23 25 27 11'-9" 0 22 23 25 27 11'4" D 23 23 25 26 10'-11" D 23 22 25 26 10'-7" D 24 22 25 26 10'-3" 0 24 22 24 26 10'-0" D 25 22 25 26 9'-9" D 25 23 25 26 9'-7" D 25 23 25 27 9'4' 0 26 23 26 27 DBL Steel Lockseam MU120 12'-11" C 21 22 24 25 17-3" C 21 21 24 25 11'-9" 0 22 21 23 25 11'-4" D 23 21 23 25 10'41" D 23 21 23 24 10'-7" D 24 21 24 25 10'-3" 0 24 22 24 25 10'-0" D 25 22 25 26 9'-8" D 25 23 25 26 9'-4" D 25 23 25 27 9'-0" D 25 23 26 27 0810-120'x3x3 Alum MU120 12'-1" C 20 21 24 25 11'6" C 21 21 23 25 11'-0" C 22 21 23 24 10'-7" 0 22 21 23 24 10,3" D 23 21 23 24 9'-11" 0 23 21 24 25 9'-7" 0 24 22 24 25 9'-4" D 24 22 25 26 9'-2' D 24 23 25 26 8'-11" D 25 23 25 27 8,9" 0 25 23 26 27 DBL0.120"x444 Alum MU120 16'-4" D 22 25 27 29 15'6" D 23 24 27 29 14'40" D 24 24 27 28 14'-3" 0 24 24 26 28 13'-9" D 25 24 26 28 13'4" D 26 23 26 28 13,0" 0 26 23 26 27 12'-8" D 27 23 26 27 12'4" E 27 23 26 27 12'-1" E 27 23 25 27 11,9" E 28 23 26 27 Samson Beam MU99 12'-11" C 21 26 28 30 12'-4" C 21 25 28 30 11'-7" D 22 25 28 29 10'-10" 0 22 24 27 29 10'-2" D 23 24 27 28 9'-8" D 23 24 26 28 9'-1" 0 23 23 26 27 8'-8" D 23 23 26 27 8'-3" D 24 23 25 27 7'-11" 0 24 23 25 27 7'-7" 0 24 23 26 27 4"43"I beam MU56 11'-8" C 20 23 25 27 11'-1" C 21 22 25 26 10'-7" C 21 22 25 26 10'-2" D 22 22 24 26 9'-10" D 22 22 24 26 9'6" D 23 22 24 25 8'-10" D 23 22 24 25 8'-4" D 23 22 25 26 7'-11" D 23 23 25 26 7'6" 0 23 23 25 27 7-2" D 24 23 26 27 5"x3"1beam MU57 14'-2" C 21 25 28 30 13'-5" D 22 25 28 29 12'40" D 23 25 27 29 12,4" 0 23 24 27 29 11'-11" D 24 24 27 28 11'-7" 0 24 24 27 28 10'-9" D 25 24 26 28 10,2" D 25 23 26 27 9'-8" 0 25 23 25 27 9'-2" D 25 23 25 27 8'A" 0 25 23 26 27 7"x4"1 beam MUSS 20'-5" D 24 30 34 35 19'-5" D 25 30 33 35 18'-7" D 26 30 33 35 17'-11" 0 26 29 32 34 17'-3" E 27 29 32 34 16'-9" E 28 29 32 34 16'-3" E 28 29 32 33 15'-10" E 29 28 31 33 15'-5" G 29 28 31 33 15'-1" G 30 28 31 33 14'-7" G 30 28 31 33 7"g5.86'I beam MU63 21'-7" D 25 31 34 36 20'-6" D 25 30 34 35 19'-7" D 26 30 33 35 18'-10" E 27 30 33 35 17'-6" E 27 29 32 34 16'4" E 27 29 32 34 15'-2" E 28 28 31 33 14'-3" E 28 28 31 32 13'6" E 28 27 30 32 12'-9" E 28 27 30 31 12-2" E 28 26 29 31 10"x5.86"I beam MU62 33'-0" E 28 37 41 44 31'-4" G 29 37 41 43 30'-0" H 30 36 40 43 28'-10" H 31 36 40 42 27'-11" H 32 36 40 42 27'-0" I 32 36 39 42 26'-3" I 33 35 39 41 25'-7" I 34 35 39 41 24'-11" 1 34 35 39 41 24'-5" J 35 35 38 41 23'40" 1 35 34 38 40 7"x5.5"1 beam MU59 21'-2" D 24 22 25 26 20'-1" D 25 22 24 26 19'-3" D 26 22 24 26 18'-6" E 27 22 24 25 17'-10" E 27 21 24 25 17'4" E 28 21 24 25 16"10" E 28 22 24 25 16,5" G 29 22 25 26 16"O" G 29 23 25 26 15'-7" G 30 23 25 27 14'-11" H 30 23 26 27 7"x5.5"I beam fully braced MU59 21'-2" D 24 23 26 27 20'-1" D 25 23 25 27 19'3" D 26 23 25 26 18'-6" E 27 22 25 26 17'-10" E 27 22 25 26 17'4" E 28 22 24 26 16'-10" E 28 22 24 26 16'-5" G 29 22 25 26 16'-0" G 29 23 25 26 15,7" G 30 23 25 27 14'41" H 30 23 26 27 10"x5.5"!beam MUGO 30'-0" E 27 26 29 31 28'-10" E 28 26 29 30 (7'-10" G 29 26 28 30 26'-10" H 30 25 28 30 25'-11" H 31 25 28 30 25'-2" H 32 25 28 29 24'-5" I 32 25 27 29 23'-10" I 33 25 27 29 23'3" I 33 24 27 29 22'-8" I 34 25 27 29 22'-3" 1 34 25 28 29 10"x55"I beam fully braced MU60 30'-9" E 28 27 30 32 29'-2" E 29 27 30 31 27'-11" G 29 26 29 31 26'-10" H 30 26 29 31 25'-11" H 31 26 29 30 25'-2" H 32 26 29 30 24'-5" I 32 26 28 30 23'40" I 33 25 28 30 23'-3" I 33 25 28 30 22'-8" I 34 25 28 29 22'-3" 1 34 25 28 29 5"RF Fascia MU16 7'4" A 17 19 22 23 6'-6" A 17 19 21 22 5'41" A 18 20 22 23 5'6" A 18 20 22 24 5'-1" A 18 21 23 24 4'-9" A 18 21 24 25 4'-5" A 18 22 24 25 4'-2" A 18 22 25 26 3'-11" A 19 23 25 26 3'-9" A 19 23 25 27 3'-7" A 19 23 26 27 6.5"RF Fascia MU15 8'-0" A 18 20 23 24 7'-0" A 18 20 22 23 6'-5" A 18 20 22 23 5'-11" A 18 20 22 24 5'-5" A 38 21 23 24 5'-1" A 19 21 24 25 4'-8" A 19 22 24 25 4'-5" B 19 22 25 26 4'-2" B 19 23 25 26 3'-11" B 19 23 25 27 3'-9" 8 19 23 26 27 Samson Fascia MU20 11'-7" C 20 23 26 27 10-7' C 20 23 25 26 9'-10" C 21 22 24 26 9'-1" C 21 22 24 25 8'-6" C 21 21 24 25 8'-0" C 22 21 24 25 7'-6" C 22 22 24 25 7-2" D 22 22 25 26 6'-10" D 22 23 25 26 6'6' D 22 23 25 27 6'-3" D 23 23 26 27 5"and 5.5"Ext Fascia MUO7 8'-9" A 18 22 24 26 7'-9" A 18 21 24 25 7'4" A 19 21 23 24 6'-7" B 19 20 23 24 6'-1" B 19 21 23 24 5'-8" 8 19 21 24 25 5'-3" B 19 22 24 25 5'-0" B 20 22 25 26 4'-9" B 20 23 25 26 4'-6" C 20 23 25 27 4'-3" C 20 23 26 27 I 4.5"Ex Alum Fascia MU32 7'-8" A 17 22 24 26 6'-10" A 18 21 23 25 6'-3" A 18 21 23 24 5'-9" A 18 20 22 24 5'4" A 18 21 23 24 5'-0" A 18 21 24 25 4'-8" A 19 22 24 25 4'4" A 19 22 25 26 4'-2" B 19 23 25 26 3'-11" B 19 23 25 27 3'-9" B 19 23 26 27 6"RF Fascia MU29 4'40" A 15 20 22 23 4'-2" A 15 19 21 22 3'-9" A 15 20 22 23 3'4" A 15 20 22 24 3'-1" A 15 21 23 24 2'-10" A 15 21 24 25 2'-7" A 15 22 24 25 2'-5" A 15 22 25 26 2'-3" A 15 23 25 26 2'-1" A 15 23 25 27 2'-0" A 15 23 26 27 5'Magnum Gutter MU36 9'-5" A 19 24 27 28 8,2" A 19 23 26 27 7'-4" B 19 23 25 26 6'-8" B 19 22 24 26 6'-I" B 19 21 24 25 5'-7" B 19 21 24 25 5'-1" B 19 22 24 25 4'-9" B 19 22 25 26 4'6" 8 19 23 25 26 4'-2" B 19 23 25 27 3'41" B 19 23 26 27 6"Magnum Gutter MU37 13'-7" C 21 27 30 32 l2"11" C 22 27 29 31 12'-0" D 22 26 29 31 11'-3" D 23 26 28 30 10'-7" D 23 25 28 30 10'-0" D 23 25 28 29 9'-6" D 24 25 27 29 9'-0" D 24 24 27 28 8'-8" 0 24 24 27 28 8'4' D 24 24 26 28 8'-0" D 24 24 26 28 6"Smooth Gutter MU38 11'-0" B 20 26 29 31 10'-2" C 20 26 28 30 9'-7' C 21 25 28 30 9'-2" C 21 25 28 29 8'-9" C 22 25 27 29 8,3" D 22 24 27 28 7-10" D 22 24 27 28 7'-6" D 22 24 26 28 7'-2" D 23 23 26 27 6'-11" D 23 23 26 27 6'-8" D 23 23 26 27 Table 5.50 Gib Min Uplift Footing(in) Gib Min Uplift Footing(in) trib Min Uplift Footing lin) tab Min Uplift Footing(in) Gib Min Uplift Footing On) trib Min Uplift Footing(in) Gib Min Uplift Footing(in) Crib Min Uplift Footing(in) nib Min Uplift Footing(in) trib Min Uplift Footing lin) Post Footing Max Post Length Post Footing Max Post Length Post Footing Max Post length Post Footing Max Post Length Post Fading Max Post length Pont Fooling Max Pon Length Post Footing Max Post Length Post Footing Max Post Length Post Footing Max Post Length Post Foodng Max Pont Length Four Seasons Building Products Header Detail 8.5' Type (In) 8' 12' 15' 9' Type (in) 8" 12' 15' 1a Type (in) 8' 12' 15' It' Type (In) 8' 12' 15' 12' Type (In) 8' 12' 15' 13' Type (In) 8' 12' 15' 14' Type (In) 8' 12' 15' 15' Type (In) 8' 12' 15' 16' Type (in) 8' 12' 15' 17' Type (in) 8' 12' 15' 6006 Veteran's Memorial Hwy On Slab On Slab 4'-0" C 3'-9" C 3'4" C 3'-1" C 2'-10" C 2'-7" C 2'-5" C 2'-3" C 2'-1" C 2-0" C Holbrook,NY 11741 0.042"x3"x8" MU76 4'6" C 21 24 26 28 4'-3" C 21 24 27 28 3'-11" C 21 25 27 29 3'-8" C 21 25 28 30 3,5" C 21 26 29 30 3'-2" C 21 26 29 31 3'-0" C 21 27 30 32 2'-9" C 21 27 30 32 2'-8" C 21 28 31 33 2-6" C 21 28 31 33 (631)5634000 Double3'k8" MU113 74" 0 24 24 27 28 7'-1" 0 24 24 27 28 6'-7" 0 25 25 27 29 6'-2" 0 25 25 28 30 5'-10" D 25 26 29 30 5'6" D 25 26 29 31 5'-2' 0 26 27 30 32 4'-11" D 26 27 30 32 4'-8" D 26 28 31 33 4'6" 0 26 28 31 33 Doublet"x6.5" MU113 6'-9" 0 24 24 26 28 6'6" 0 24 24 27 28 6'-1" D 24 25 27 29 5'A" D 24 25 28 30 5'-5" D 25 26 29 30 5'-2" D 25 26 29 31 4'-11" D 25 27 30 32 4'-8" D 25 27 30 32 4'6' 0 25 28 31 33 4'4' D 26 28 31 33 16 G Steel C MU78 6'-5" D 23 24 26 28 6'-1" 0 23 24 27 28 5'3" D 23 25 27 29 4'-11" 0 23 25 28 30 4'-6" D 23 26 29 30 4'-2" D 23 26 29 31 3'-11" D 23 27 30 32 3'-7" D 23 27 30 32 3'-5" D 23 28 31 33 3'-2" D 23 28 31 33 Carl Putnam,P.E. 14 G Steel C MU78 8'-8" D 26 25 28 30 8'-2" 0 26 25 27 29 7'-5" D 26 25 27 29 6'-2" D 26 25 28 30 6'-2" D 26 26 29 30 5'-8" D 26 26 29 31 5'-3" 0 26 27 30 32 4'-11" D 26 27 30 32 (-7" D 26 28 31 33 4'4" D 26 28 31 33 3441 ivylink Place 12 G Steel C MU78 13'-11" H 30 28 31 33 13'-5" H 30 28 31 33 12'6" H 31 28 31 32 11,9" H 31 27 30 32 11,1" H 31 27 30 31 10'-5" H 31 26 29 31 9'-31" H 32 27 30 32 9'-5" H 32 27 30 32 9,0" I 32 28 31 33 8'-7" I 32 28 31 33 Lynchburg,VA 24503 Double 16 G Steel C MU114 17-2" I 32 30 33 35 16'-8" I 32 30 33 35 15'-8" I 33 29 32 34 14'-10" I 33 29 32 34 14'-1" I 34 28 32 33 13'-5" J 34 28 31 33 12'-10' 1 35 28 31 33 12'-3" 1 35 27 30 32 11'-9" 1 35 28 31 33 114" 1 35 28 31 33 (434)384.2514 DOubie 14 G Steel C MU114 19'A" 1 34 31 34 36 19'-2" 1 34 31 34 36 18'-2" J 35 30 34 36 17'-3" 1 35 30 33 35 16'-5" 1 36 30 33 35 15'-9" 1 36 29 32 34 15'4" 1 36 29 32 34 14'6" J 37 29 32 34 14'-0" 1 37 28 32 33 13'-7" 1 38 28 31 33 carlputnamSSScomcastnel Double 12G Steel C MU114 23'4" J 36 32 36 38 22'-10" J 36 32 36 38 22'-1" 1 37 32 35 37 21'-5" 1 38 32 35 37 20-8" 1 38 31 35 37 19'-10" 1 39 31 34 36 19'-1" K 39 31 34 36 18'-5" K 40 30 34 36 17'-10" K 40 30 33 35 174" K 41 30 33 35 Steel Lorkseam MU69 4-8° C 21 24 26 28 4-6" C 21 24 27 28 4'-2" C 21 25 27 29 3'-11" C 21 25 28 30 3'-8" C 22 26 29 30 3'-6" C 22 26 29 31 3'-3" D 22 27 30 32 3'-1" D 22 27 30 32 3'-0" D 22 28 31 33 2'-10" 0 22 28 31 33 0.120"x3x3 Alum MU96 6'-20" D 24 24 26 28 6'-8" D 24 24 27 28 6'6" D 25 25 27 29 6'-3" 0 25 25 28 30 6'-1" D 26 26 29 30 5'-11" D 26 26 29 31 5'-9" 0 26 27 30 32 5'-7" E 27 27 30 32 5'6' E 27 28 31 33 5'4" E 28 28 31 33 0.120"x4x4 Alum MU50 9'-2" D 26 24 26 28 9'-0" D 26 24 27 28 8'-8" E 27 25 27 29 8'4" E 28 25 28 30 7'-11" E 28 26 29 30 7'-7" E 28 26 29 31 7'-3" E 29 27 30 32 7'4" F 29 27 30 32 6'A" G 29 28 31 33 6'6" G 29 28 31 33 OBL Steel Lockseam MU120 8'-9" D 26 24 26 28 8'-6" D 26 24 27 28 8'-1" D 26 25 27 29 7'-8" E 27 25 28 30 7'4" E 27 26 29 30 7-1" E 28 26 29 31 6'-10" E 28 27 30 32 6'-7" E 28 27 30 32 6'4" E 29 28 31 33 6'-2" F 29 28 31 33 DBL0.120"x3x3 Alum MU120 8'-7" D 26 24 26 28 8'-5" D 26 24 27 28 8'-1" D 26 25 27 29 7'-10" E 27 25 28 30 7'-8" E 28 26 29 30 7'-5" E 28 26 29 31 7'-3" E 29 27 30 32 7'4" G 29 27 30 32 6'-11" G 29 28 31 33 6'-10" G 30 28 31 33 0610.120"x4x4 Alum MU120 11'-7" E 28 24 26 28 11'4" E 29 24 27 28 10'-11" G 29 25 27 29 10'-7" G 30 25 28 30 10'4" H 30 26 29 30 10'-0" H 31 26 29 31 9'A" H 32 27 30 32 9'-7" I 32 27 30 32 94" I 32 28 31 33 9,2" I 33 28 31 33 Samson Beam MUSS 7'-3" 0 24 24 26 28 7'-0" 0 24 24 27 28 6'6' D 25 25 27 29 6'-1" D 25 25 28 30 5'-9" D 25 26 29 30 5'-5" D 25 26 29 31 5'-2" D 25 27 30 32 4'-11" D 26 27 30 32 4'-8" D 26 28 31 33 4'-5" 0 26 28 31 33 4"03"1 beam MU56 6'-9" D 24 24 26 28 6'-6" D 24 24 27 28 6'-0" D 24 25 27 29 5'6" D 24 25 28 30 5'-2" 0 24 26 29 30 4'-10" D 24 26 29 31 4'6" D 24 27 30 32 4'-3" D 24 27 30 32 4'-0" 0 25 28 31 33 3'40" 0 25 28 31 33 5"n3"l beam MU57 8'4" D 25 24 26 28 8'-0" D 25 24 27 28 74" D 26 25 27 29 6'-10" 0 26 25 28 30 6'4" D 26 26 29 30 5'-11" D 26 26 29 31 5'-7" D 26 27 30 32 5'-3" 0 26 27 30 32 5'-0" D 26 28 31 33 4'-9" D 26 28 31 33 " 7"x4"1 beam MUSS 13'-10" G 30 27 30 32 13'4' H 30 27 30 32 125" H 31 27 30 31 11,6" H 31 26 29 31 10'-10" H 31 26 29 30 10'-2" H 31 26 29 31 9'-8" H 31 27 30 32 9'-1" H 32 27 30 32 8'-8" H 32 28 31 33 8'-3" H 32 28 31 33 7"45.86"I beam MU63 11'-6" E 28 26 29 31. Jy,Of--t 28 26 24--3Q 10'4" E 28 25 28 30 9'-3" E 29 25 28 30 8'-7" F 29 26 29 30 8'4" F 29 26 29 31 7'-6" F 29 27 30 32 7'-0" F 29 27 30 32 6'-7" G 29 28 31 33 6'-3" G 29 28 31 33 �' .10"xs86"I beam MU62 23'-1" 1 36 34 38 22'-2" 1 36 34 37 4 ' '-7" 1 36 33 37 39 19'-2" 1 36 33 36 38 18'-0" 1 37 32 36 38 16'-10" 1 37 32 35 37 15'-11" 1 37 31 34 36 15'-1" 1 37 31 34 36 14'4' J 37 30 34 35 13'-8" 1 38 30 33 35 7"x5.5"I beam MU59 14'-3" H 30 24 26 2 3,8" H 28 12'4" H 31 25 27 29 11,10" H 31 25 28 30 1114" H 31 26 29 30 10'-5" H 31 26 29 31 9,10" H 32 27 30 32 9,3" H 32 27 30 32 8'-10" H 32 28 31 33 8'-5" I 32 28 31 33 - 7"x5.5"I beam fully braced MU59 14'-3" H 30 24 26 28 13'-8" H 30 24 27 28 12'-8" H 31 25 27 29 11'-10" H 31 25 28 30 11'-1" H 31 26 29 30 10,5" H 31 26 29 31 9'-10" H 32 27 30 32 9'-3" H 32 27 30 32 8'-10" H 32 28 31 33 8'-5" I 32 28 31 33 10'S5.5"!beam MU60 21'-9" 1 35 25 28 30 20'-11" 1 35 25 28 30 19'6' 1 35 26 28 30 18'-2" 1 36 26 29 30 17'-1" J 36 26 29 30 16'4" 1 36 26 29 31 15'-2" 1 37 27 30 32 14'-5" 1 37 27 30 32 13'-9" 1 37 28 31 33 13'-1" 1 37 28 31 33 10"x55"1 beam fully braced MU60 21'-9" 1 35 25 28 30)0'41" 1 35 25 28 30 19'6" J 35 26 28 30 18'-2" 1 36 26 29 30 17-1" 1 36 26 29 30 16'-1" 1 36 26 29 31 15'-2" 1 37 27 30 32 14'-5" 1 37 27 30 32 13'-9" 1 37 28 31 33 13'-1" 1 37 28 31 33 5"RF Fascia MU16 3'4" 8 19 24 26 28 3'-2" B 19 24 27 28 2'-11" B 19 25 27 29 2'8" B 19 25 28 30 2'-6" B 19 26 29 30 2'4" B 19 26 29 31 2'-2" B 19 27 30 32 2-1" B 19 27 30 32 1'-11" 8 19 28 31 33 1'-10" B 19 28 31 33 6.5"RF Fascia MU15 3'-6" B 19 24 26 28 3'-4" B 19 24 27 28 3'-1" 8 19 25 27 29 2'-10" 8 19 25 28 30 2'-7" B 19 26 29 30 2'-5" 8 19 26 29 31 2-3" 8 19 27 30 32 2'-1" 8 19 27 30 32 2'-0" B 20 28 31 33 1'-11" B 20 28 31 33 Samson Fascia MU20 5'-11" D 23 24 26 28 5'-8" D 23 24 27 28 5'3" D 23 25 27 29 4'-11" D 23 25 28 30 4'-7" D 23 26 29 30 4'4" D 23 26 29 31 4'-1" D 24 27 30 32 3'-10" D 24 27 30 32 3'-8" D 24 28 31 33 3'6" D 24 28 31 33 5"and 5.5"Ext Fascia MUO7 4'-0" C 20 24 26 28 3'40" C 20 24 27 28 3'-7" C 20 25 27 29 3'3" C 20 25 28 30 3'-0" C 20 26 29 30_2'-10" C 20 26 29 31 2'-8" C 20 27 30 32 2'6" C 21 27 30 32 2'-4" C 21 28 31 33 2'-3" C 21 28 31 33 4.5"Ex Alum Fascia MU32 3'6' 8 19 24 26 28 3'4" B 19 24 27 28 3'4" B 19 25 27 29 2'-10" B 19 25 28 30 2'-8" B 19 26 29 30 2-5" B 19 26 29 31 2'4" B 20 27 30 32 2'-2" B 20 27 30 32 2'-0" B 20 28 31 33 1'-11" B 20 28 31 33 6"RF Fascia MU29 1'-10" A 15 24 26 28 1'-9" A 15 24 27 28 1'-7' A 15 25 27 29 1'6' A 15 25 28 30 1'-4" A 15 26 29 30 1'-2" A 15 26 29 31 1'-1" A 15 27 30 32 1'-1" A 15 27 30 32 1'-0" A 16 28 31 33 0-11" A 16 28 31 33 5"Magnum Gutter MU36 3'-8" B 19 24 26 28 3'-6" B 19 24 27 28 3'-2' B 19 25 27 29 2'-11" B 19 25 28 30 2'-8" 8 19 26 29 30 2-5" B 19 26 29 31 2'-3" B 19 27 30 32 2'4" B 19 27 30 32 2'-0" B 19 28 31 33 1'-10" B 20 28 31 33 6"Magnum Gutter MU37 7'-8" D 25 24 26 28 7'-5" 0 25 24 27 28 6'-11" 0 25 25 27 29 6'6" D 25 25 28 30 6'-2" D 26 26 29 30 5'-10" D 26 26 29 31 5'-7" 0 26 27 30 32 54" D 26 27 30 32 5'-1" D 27 28 31 33 4'-10" E 27 28 31 33 6"Smooth Gutter MU38 6-5" 0 23 24 26 28 6-2" D 23 24 27 28 5'-10" D 24 25 27 29 5'6" D 24 25 28 30 5'-2" 0 24 26 29 30 4'-31" 0 24 26 29 31 4'-8" D 25 27 30 32 4'-5" D 25 27 30 32 4'-3" D 25 28 31 33 4'-1" D 25 28 31 33 ICC ESR 1953(2018 IBC) 10/25/2019 Page 131 of 182 Four Seasons Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professional ASSUMES FULL LATERAL BRACING • Max Allowable Max Allowable Structural Element I(in^4)bottom Moment(top in Moment(bottom Max I(in^4)top in in compression in compression Allowable Ftu or Fu Fty or Fy Fcy n compression compression Obf'ft) (Ibf"ft) Shear(Ibf) Material E(ksi) (ksi) (ksi) (ksi) a Rafters _, 0.024"x2"x6.5"Aluminum Rafter LA05 2.176 same 295 276 169 3004H34 10100 32 25 22 a n 2" c 0.032'xx6.5"Aluminum Rafter LA05 2.929 same 560 500 406 3004H34 10100 32 25 22 e�r0.040"x2"x6.5"Aluminum Rafter LA05 3.693 same 863 796 800 3004H34 10100 32 25 22 ^' 0.042"x3"x8"Aluminum Rafter LA04 7.907 same 1177 1051 747 3004H34 10100 32 25 22 0 m 0.024"x3"x3"Aluminum Rafter LA21 0.445 same 132 126 380 3004H34 10100 32 25 22 W 0.040"x3"x3"Aluminum Rafter LA21 0.754 same 394 348 1539 3004H34 10100 32 25 22 Aluminum Panels 0 0.020"x3.5"x12"W Panel MUO5 0.574 same 317 330 457 3004H34 10100 32 25 22 ca 0.024"x3.5"x12"W Panel MUDS 0.689 same 407 424 548 3004H34 10100 32 25 22 r3 0.0325i3.5"x12"W Panel MUO5 0.918 same 569 628 731 3004H34 10100 32 25 22 ci 0.040"x3.5"x12"W Panel MUDS 1.148 same 740 848 914 3004H34 10100 32 25 22 0.020"x3"x8"Flat Panel MU12 0.572 same 184 123 409 3004H34 10100 32 25 22 0.025"x3"x8"Flat Panel MU12 0.716 same 338 189 511 3004H34 10100 32 25 22 0.032"x3"x8"Flat Panel MU12 0.916 same 505 262 654 3004H34 10100 32 25 22 0.020"x3"x12"W Panel MU13 0.432 same 192 238 761 0.025"x3"x12"W Panel MU13 0.539 same 293 372 952 3004H34 10100 32 25 22 0.028"x3"x12"W Panel MU13 0.604 same 355 440 1066 3004H34 10100 32 25 22 0.032"x3"x12"W Panel MU13 0.691 same 431 536 1218 3004H34 10100 32 25 22 0.040"x3"x12"W Panel MU13 0.863 same 568 743 1523 3004H34 10100 32 25 22 0.020"x3"x12'Flat Panel MU11 0.663 same 187 150 409 3004H34 10100 32 25 22 0.025"x3"x12"Flat Panel MU11 0.829 same 344 198 511 3004H34 10100 32 25 22 0.032"x3"x17'Flat Panel MU11 1.061 same 513 271 654 3004H34 10100 32 25 22 0.036"x3"x12'Flat Panel Mull 1.194 same 614 316 736 3004H34 10100 32 25 22 0.020"x2.5"x6"Flat Panel MU2: 0.304 same 186 139 800 3004H34 10100 32 25 22 0.0245x2.5"x6"Flat Panel MU22 0.365 same 254 190 960 3004H34 10100 32 25 22 0.032"x2.55x6"Flat Panel MU2< 0.486 same 398 306 1280 3004H34 10100 32 25 22 0.040"x2.5"x6"Flat Panel MU21 0.608 same 544 438 1600 3004H34 10100 32 25 22 0.0205(2.5"x12'Panel MU2E 0.316 same 300 275 556 3004H34 10100 32 25 22 0.0275(2.5"x12'Panel MU2E 0.426 same 454 409 1298 3004H34 10100 32 25 22 0.040"x2.5"x12"Panel MU2E 0.631 same 705 686 2768 3004H34 10100 32 25 22 0.0209(2.55(24"Panel MU21 0.504 same 372 340 508 3004H34 10100 32 25 22 0.025"x2.5"x24"Panel MU2( 0.63 same 548 448 993 3004H34 10100 32 25 22 0.0325(2.55(24"Panel MU21 0.806 same 755 615 2082 3004H34 10100 32 25 22 0.020'x2"x6"Flat Panel MU33 0.154 same 131 226 545 3004H34 10100 32 25 22 0.024"x25(6"Flat Panel MU3: 0.185 same 171 271 655 3004H34 10100 32 25 22 0.0325(2"x6"Flat Panel MU3: 0.246 same 237 361 873 3004H34 10100 32 25 22 0.0405 2'x6"Flat Panel MU3: 0.308 same 302 451 1091 3004H34 10100 32 25 22 0.020"x4"x12"Vee Panel MU3f 0.826 same 272 106 880 3004H34 10100 32 25 22 0.024"x4"x12"Vee Panel MU3f 1.032 same 491 167 1099 3004H34 10100 32 25 22 0.0325x4"x12"Vee Panel MU3f 1.321 same 782 277 1407 3004H34 10100 32 25 22 0.040"x4"x12"Vee Panel MU3'. 1.652 same 1123 437 1759 3004H34 10100 32 25 22 0.020"x3"x24"Panel MU3E 0.761 same 308 250 458 3004H34 10100 32 25 22 y 0.025"x35(24"Panel MUSE 0.952 same 485 394 894 3004H34 10100 32 25 22 m 0.032"x3"x24"Panel MU3E 1.218 same 798 648 1874 3004H34 10100 32 25 22 m 0.040"x35(24"Panel MU3E 1.523 same 1196 971 3661 3004H34 10100 32 25 22 o Steel Panels 0.018"x3.5"x12"W Panel MUOS 0.504 0.323 490 320 253 ASTM A653 Grade 40 29000 55 40 co 0.024"x3.5"x12"W Panel MUO5 0.686 0.478 666 465 603 ASTM A653 Grade 40 29000 55 40 0.018"x3"x8"Flat Panel MU 12 0.433 0.262 438 290 333 ASTM A653 Grade 40 29000 55 40 0.024"x3"x8"Flat Panel MU 12 0.625 0.384 652 440 792 ASTM A653 Grade 40 29000 55 40 0.018"x3"x12"Flat Panel MU11 0.497 0.263 383 243 266 ASTM A653 Grade 40 29000 55 40 0.024"x3"x12'Flat Panel MU11 0.721 0.3836 681 374 792 ASTM A653 Grade 40 29000 55 40 0.0185x2.5"x12'Panel MU2E 0.2691 0.2337 383 365 620 ASTM A653 Grade 40 29000 55 40 0.024"x2.5"x12'Panel MU2( 0.3734 0.3539 541 574 1476 ASTM A653 Grade 40 29000 55 40 0.0155(2.5"x24"Panel MU21 0.329 0.336 491 502 476 ASTM A653 Grade 40 29000 55 40 0.018"x2.55(24"Panel MU21 0.407 0.417 615 630 825 ASTM A653 Grade 40 29000 55 40 0.018"x4"x12'Vee Panel MU3f. 0.6802 0.5654 675 479 218 ASTM A653 Grade 40 29000 55 40 0.024"x4"x12'Vee Panel MU3f. 0.9416 0.799 913 690 518 ASTM A653 Grade 40 29000 55 40 0.018"x35(24"Panel MU3E 0.6268 0.584 765 706 634 ASTM A653 Grade 40 29000 55 40 Aluminum Headers 0.0425(3"x8"Aluminum Header MU7E 7.907 same 1177 1051 747 3004H34 10100 32 25 22 Double 0.042"x3"x8"Aluminum Header MU11; 15.814 same 2354 2102 1494 3004H34 10100 32 25 22 Double 0.0405(2"x6.5"Aluminum Header MU11: 7.386 same 1726 1592 1600 3004H34 10100 32 25 22 Samson Beam MU99 4.68 same 2170 2254 5223 6063T6 10100 30 25 25 0.1205x3"x3"Square Heade 1.91 same 1792 1792 5794 6063T6 10100 30 25 25 0.120"x4"x4"Square Heade 4.68 same 3029 3029 7894 6063T6 10100 30 25 25 Double 0.120"x3"x3"Square Header MU 12 3.82 same 3584 3584 11588 6063T6 10100 30 25 25 Double 0.120"x4"x4"Square Header MU121 9.36 same 6058 6058 15788 6063T6 10100 30 25 25 4"x3"I beam MU56 3.433 same 3317 3317 3366 6063T6 10100 30 25 25 55(3"I beam MU57 6.1 same 4624 4624 3785 6061T6 10100 38 35 35 7'x4"I beam MU58 18.35 same 10390 9927 7131 6061T6 10100 38 35 35 T'x5.86"I beam MU63 21.525 same 11125 10729 4257 6061T6 10100 38 35 35 T'x5.5"I beam MU59 20.33 same 10527 10527 7259 6061T6 10100 38 35 35 10"x5.5"I beam MU60 66.7 same 24816 24816 11308 6061T6 10100 38 35 35 10"x5.86"I beam MU62 77.1 same 27477 29190 11142 606176 10100 38 35 35 Aluminum Fascia 4.5"Extruded Fascia MU32 1.65 same 797 950 1966 5"RF Fascia MU16 1.899 same 754 853 985 3004H34 10100 32 25 22 6.5"RFFascia MU15 3.32 same 1018 1116 1750 3004H34 10100 32 25 22 6"Extruded Fascia MU31 4.198 same 1653 1982 2509 6063T6 10100 30 25 25 5"Extruded Fascia MUO7 2.23 same 1030 1195 2136 6063T6 10100 30 25 25 5.5"Extruded Fascia MUO7 2.809 same 1030 1195 2136 6063T6 10100 30 25 25 6"RF Fascia MU29 2.231 same 646 793 1061 3004H34 10100 32 25 22 Samson Gutter Fascia MUOE 3.91 same 1336 1791 6284 6063T6 10100 30 25 25 5"Magnum Gutter MU36 3.49 same 1893 1791 6508 606376 10100 30 25 25 6"Magnum Gutter MU37 5.43 same 2251 2321 7820 6063T6 10100 30 25 25 6"Smooth Gutter MU38 5.15 same 1633 2102 5440 6063T6 10100 30 25 25 Steel Headers 12 Gauge Steel C Beam LA06/MU7E 13.582 same 8606 8606 11504 ASTM A653 Grade 50 29000 65 50 14 Gauge Steel C Beam LA06/MU7E 9.249 same 5861 5861 3962 ASTM A653 Grade 50 29000 65 50 16 Gauge Steel C Beam LA06/MU7E 7.632 same 4836 4836 2355 ASTM A653 Grade 50 29000 65 50 Double 12 Gauge Steel C Beam LA26/MU11' 27.164 same 17212 17212 23008 ASTM A653 Grade 49 29000 65 50 Double 14 Gauge Steel C Beam LA26/MU11( 18.498 same 11722 11722 7924 ASTM A653 Grade 50 29000 65 50 Double 16 Gauge Steel C Beam LA26/MU111 15.264 same 9672 9672 4710 ASTM A653 Grade 50 29000 65 50 *'0.043"x3"x3"Lockseam Header MUBI 0.8099 same 1078 1078 7363 ASTM A653 Grade 40 29000 55 40 Double 0.043"x3"x3"Header MUl21 1.6198 same 2156 2156 14726 ASTM A653 Grade 40 29000 55 40 Misc7-2018 . . I ri H ER MAN nENGE=G i 3131 NE SAR'1'1/7-' ,.:,W.;1-..:', O'SR2''':-.:, INC 1-,14ticm ii.C.)3 230-887 lillimii) 1-11-11111)111-1-1111.7111--1 Sh-r7YANE\- f.- AMERICAN PATIO COVERS SPAN CHART: NA HEAVY DOUBLE I-BEAM 6061-T6 ALUM WITH ACRYLITE 16/32 OR 16/64 PANELS • Double I-Beam: S. in3 I, in3 Rib, t = 0.10 in 8.563 27.218 Ht = 6.681 in w = 4.0 in Flng, t = 0.162 in 4 123 17.925 Total 12.69 in3 45.14 in4 S = 3.4264 in3 Mrnax = 14986 (Ibs-ft) 1 = 11.3566 in' _ ROOF ROOF SNOW TRIBUTARY LOAD LENGTH HEAVY DBL I-BEAM SPAN (PSF) (ft) (ft) 25 8 23.6 ---> 9 22.2 10 21.1 11 20.1 12 19.2 13 18.5 14 17.8 15 17.2 Values are based on the 2018 IBC r',' Pqr;rt %'''' +=-- - 4,<'• 'K., I' le . - - 1:4 ,.. A.,'.. .1.0 EXPIRES .4111111 ce ES I EVALUATION SERVICE ICC-ES Evaluation Report ESR-2229 Reissued May 2020 This report is subject to renewal May 2021. www.icc-es.org I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00-THERMAL AND MOISTURE 3 inches(51 to 76 mm). PROTECTION 3.2 Material: Section: 07 40 00-Roofing and Siding Panels 3.2.1 Laminated Foam Roof Panels: REPORT HOLDER: 3.2.1.1 Panel Core: The core material is either a 1.0 pcf FOUR SEASONS BUILDING PRODUCTS, LLC (16.02 kg/m3) nominal density, Type I or 1.5 pcf (24.0 kg/m )nominal density,Type II,expanded polystyrene EVALUATION SUBJECT: (EPS)foam plastic board complying with ASTM C578. The board is supplied by the manufacturer identified in the LAMINATED FOAM ROOF AND NPW-I WALL PANELS approved quality documentation. The foam plastic has a flame-spread index of 25 or less and a maximum 1.0 EVALUATION SCOPE smoke- developed index of 450 when tested in accordance with ASTM E84. Compliance with the following codes: 3.2.1.2 Panel Facings: The aluminum facing material of ■ 2018,2015, 2012 and 2009 International Building Code® the panels with 1.5 pcf EPS board is 3105-H14 aluminum (IBC) with a nominal thickness of either 0.024 inch (0.61 mm)or ■ 2018, 2015, 2012 and 2009 International Residential 0.032 inch (0.81 mm), having a minimum base-metal Code®(IRC) thickness of 0.022 or 0.028 inch (0.56 or 0.71 mm), respectively.The minimum tensile and yield strengths of the Properties evaluated: panel facings are 25 ksi (172 MPa) and 21.5 ksi • Structural (148 MPa), respectively. • Roof classification The aluminum facing material of the panels with 1.0 pcf EPS board is 3105-H254 aluminum with a nominal 2.0 USES thickness of 0.024 inch(0.61 mm), having a minimum base- The Four Seasons Building Products, LLC, laminated metal thickness of 0.022 inch (0.56 mm). The minimum foam roof panels are used as structural roof panels of tensile and yield strengths of the panel facings are 23.5 ksi patio covers complying with Appendix I of the IBC and (162 MPa)and 19.5 ksi(134 MPa), respectively. Appendix H of the IRC.The NPW-I wall panels are nonload- 3.2.1.3 Panel Adhesive: The aluminum facings are bearing panels used as the full-height wall and kneewall factory-laminated to the panel core with an adhesive, panels of patio enclosures regulated by Appendix I of the described in the approved quality documentation that is a IBC and Appendix H of the IRC. Type II, Class 2, adhesive complying with the ICC-ES 3.0 DESCRIPTION Acceptance Criteria for Sandwich Panel Adhesives(AC05). 3.1 General: 3.2.1.4 Fasteners: Fasteners used to attach the panels to underlying supports must be 1/4-inch-diameter (6.4 mm) 3.1.1 Laminated Foam Roof Panels: The Four nominal screw size, cadmium plated, steel tapping screws Seasons Building Products, LLC, laminated foam roof installed with a 1-inch-outside-diameter (25.4 mm), panels are factory-laminated sandwich panels consisting cadmium plated steel washer and a neoprene insert. of aluminum facing on both sides of a foam plastic core.The Maximum fastener spacing must be limited to 12 inches panels have nominal thicknesses of 3, 3.5, 4 and (304.8 mm). Length of fastener must be at least 1 inch 6 inches (76, 89, 101 or 152 mm), are 48 inches wide (25.4 mm) longer than the roof panel thickness. The (1219 mm), and have a maximum length of 30 feet(9.1 m). fastener's allowable pull-through capacity is 70 lbs based on As an option, the panels may include an internal aluminum connection test data and a safety factor of 3.0. channel beam, factory-installed parallel to the length of 3.2.1.5 Channel Beams: The channel beam is a the panel and centered on the panel width.The panels have 1-by-3-inch (25.4 mm by 76 mm) extruded aluminum a tongue-and-groove configuration at the sides. rectangular tube of alloy and temper 6063-T6 with a nominal 3.1.2 NPW-I Wall Panels: The NPW-I wall panels are wall thickness of 0.060 inch (1.52 mm). The channel beam factory-laminated panels consisting of an exterior facing of is factory-installed in the panels by creating a slot to insert tempered, prefinished, hardboard; a foam plastic core; the channel beam by removing from the core a piece of foam and an interior facing of lauan plywood. The panels have plastic measuring 1.5 inches deep by 3 inches wide(38 by square-cut edges and a nominal overall thickness of 2 to 76 mm). The slot is located 1/2 inch (12.7 mm) from the ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC'Evaluation Service,LLC,express or implied,as MI 4114 to any finding or other matter in this report,or as to any product covered by the report Inn Copyright C 2020 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 5 ESR-2229 I Most Widely Accepted and Trusted Page 2 of 5 interior face of the panel. The channel beam is inserted into bearing width, to provide support for panels subjected to the slot and a piece of (12.7 mm) EPS foam is gravity loads,and upward and downward wind loads.As an placed in the gap between the skin and the beam. alternative to restraining the panels subjected to wind uplift 3.2.2 NPW-I Wall Panels: loads, the panels must be fastened using fasteners described in Section 3.2.1.4 and the fastener connection 3.2.2.1 Exterior Face: The exterior facing is Ve-inch-thick design must comply with requirements in Section 4.1.1 of (3.2 mm), tempered, prefinished hardboard panels this report.The installation details must be submitted to the described in the quality documentation. code official for approval. 3.2.2.2 Interior Face: The interior facing is prefinished 4.2.2 Roof Classification: The laminated foam roof 1/e-to 1/4-inch-thick(3.2 to 6.4 mm)lauan plywood complying panels have a Class B roof classification in accordance with with ANSI/HP-1983. Lauan plywood panels are labeled by ASTM E108.The maximum roof slope must not exceed 1:12 the Hardwood Plywood and Veneer Association (HPVA) (8.3 percent). For recognition under the IRC as a (TL-224). nonclassified roof covering the maximum roof slope 3.2.2.3 Core: The panel core is 2- or 3-inch-thick (51 or limitation is not applicable. 76 mm)RMAX TSX 8500,which is a polyisocyanurate foam 4.2.3 NPW-I Wall Panels:The NPW-I wall panels must be plastic board recognized in evaluation report "-SR-1864. installed vertically between vertical mullions or posts spaced 3.2.2.4 Adhesive: The facings are bonded to the foam a maximum of 48 inches(1210 mm)on center that provide pplastic core with an adhesive described in the approved to thels with a minimum 2-inch wide(panel1 mm bearing support be to the panels for wind loads. All edges must be quality documentation and complying with AC05, as a protected from the weather with aluminum extrusions or Type II, Class 2,adhesive. metal flashing. 4.0 DESIGN AND INSTALLATION 5.0 CONDITIONS OF USE 4.1 Design: The Four Seasons Building Products, LLC, laminated foam 4.1.1 Laminated Foam Roof Panels:For use in allowable roof panels and NPW-I wall panels described in this stress design,the allowable uniform gravity, downward and report comply with, or are suitable alternatives to what is upward wind loads for the panels used as roof panels are specified in, those codes listed in Section 1.0 of this report, as set forth in Table 1 for panels with 1.5 pcf EPS core, and subject to the following conditions: Table 2 for panels with 1.0 pcf EPS core. The tabulated 5.1 Panel fabrication, identification and installation must loads are the allowable total transverse loads for the roof comply with this report and the manufacturer's panels,which require that the connections between panels published installation instructions. In the event of and supports comply with Section 4.2.1 of this evaluation conflicts between this report and the manufacturers report, and must be greater than the applied loads published instructions,this report governs. determined in accordance with the code, including the load 5.2 The panels are limited to use in patio covers regulated combinations in IBC Section 1605.As permitted by Section under Appendix I of the IBC and Appendix H of the 4.2.1 of this evaluation report, panel to support connections IRC. may use fasteners described in Section 3.2.1.4,provided an engineering design by a registered design professional is 5.3 Design loads must not exceed the allowable loads set submitted to code official for approval, and the engineering forth in this evaluation report. design must consider all applicable limit states, such as pull- 5.4 As permitted by Section 4.2.1 of this evaluation report, over strength as described in Section 3.2.1.4, and screw panel to support connections may use fasteners strength and screw pull-out strength, which are outside the described in Section 3.2.1.4, provided an engineering scope of this evaluation report. Use of the panels to resist design by a registered design professional is submitted any other load conditions (such as axial compression or to code official for approval, and the engineering tension forces due to horizontal wind loads or use as a roof design must consider all applicable limit states, such diaphragm to resist seismic or horizontal-wind loads) is as pull-over strength as described in Section 3.2.1.4, outside the scope of this report. and screw strength and screw pull-out strength,which 4.1.2 NPW-I Wall Panels: The panels have an allowable are outside the scope of this evaluation report. positive and negative transverse(wind)load of 25 psf(1197 5.5 Panel connections to the supporting structure must be Pa)for panels installed with a 48-inch(1219 mm)horizontal designed in accordance with the applicable code and span between supporting patio enclosure mullions or posts. this evaluation report, and must be submitted to the Use of the panels to resist any other load conditions (such code official for approval. Panel connection details as axial compression or tension forces due to gravity and must be prepared by a registered design professional wind loads, or use as a shear wall to resist seismic or where required by the jurisdiction in which the structure horizontal-wind loads)is outside the scope of this report. is to be constructed. 4.2 Installation: 5.6 The remaining portions of the structure must be 4.2.1 Laminated Foam Roof Panels:The panels must be designed and constructed in accordance with the installed as the roof of the patio cover with the panel length applicable code. continuous in the direction of the roof slope, without 5.7 Calculations and drawings demonstrating compliance transverse joints. The roof panel longitudinal seam must be with this evaluation report and the applicable code located a minimum of 23 inches (584 mm) from the inside must be submitted to the code official for approval.The face of the wall parallel to the panel length.A thermal barrier calculations and drawings must be prepared by a as specified by the code is not required to be installed in the registered design professional where required by the interior of the patio cover structure. The panels must be statutes of the jurisdiction in which the project is to be installed with a roof slope as indicated in Tables 1 and 2. constructed. Supports at each end of the panel span must provide the 5.8 The wall and roof panels are manufactured at panels with a minimum 1-inch-wide (25.4 mm) continuous Buena Park, California, with inspections by ICC-ES. ESR-2229 I Most Widely Accepted and Trusted Page 5 of 5 Table 1 Notes: ("Roof Panels are limited for use with a patio enclosure as defined in Appendix Chapter I of the International Building Code®(IBC)and Appendix Chapter H of the International Residential Codee(IRC). (2)The Applied Pressure for Design(column headings)shown in the table is an"equivalent" uniform load.Consideration shall be given to load combinations presented in the Code and site specific conditions such as drifting and sliding snow.After determination of the applied pressure, the allowable panel span is determined for each load type using the greatest calculated pressure for all load combinations which include the specific load type.This process is repeated for each of the four(4)load types. The minimum allowable span calculated for each of the 4 load types shall be the"Allowable Span"used for the proposed application. t31Unless otherwise noted,the maximum eave projection of the roof system is 24 inches. 141Panel Spans are based on a maximum temperature differential between the two panel skins of 10 degrees in Fahrenheit. (5)Panel to support connections must conform to Sections 4.1.1 and 4.2.1 of this evaluation report. t61Minimum panel slopes are based on panel deflection only. Increased slopes will be required where panel accessories, such as mullions or flashing,can increase ponding caused by irregularities in the water flow path. mThe spans are based on single span,simply supported installations. (B)Consideration has been given to the addition of one (1) ceiling fan per 4'-wide panel with a maximum fan weight of 50 pounds.Therefore,the allowable loads provided above are in addition to the weight of the ceiling fan. tslThe tabulated panel spans are also applicable when panels are subject to maintenance live load of 300 pounds,which must not be combined with the uniform live load, as prescribed in IBC Section 1607.4 and Table 1607.1. TABLE 2—ALLOWABLE SPANS FOR ROOF PANELS WITH 1.0 PCF EPS COREt1ll2N30)t5N7Nsl 0.024"SKIN—3"THICK,1.0 PCF EPS CORE-0.024"SKIN-WITHOUT FAN BEAM PANEL DESCRIPTION Applied Pressure for Design(psf) Nominal Nominal Loading Minimum Panel Coro Facer Optional Slope(Per Foot Thickness Thickness Channel type 10 16 20 26 30 35 40 45 50 55 of Projection)tsl (inches) (inches) Beare) bee 16'-5" 12'-5" 3B"/foot Wind 1T-5" 14'-7" 12'-10" 11'-6" 10'-6" 9.-9" 8'-9" 7-9" 6'-11" 6'-4" n/a (Upward) 3 0.024 No Wind 16.-5" 14'-0" 12'-5" 11.-2" 10'-3" 91-6" 8'-5" T-6" 6'-9" 6'-2" n/a (Downward) Snow 11-10" 10'-8" 9'-9" 9'-0" 8'-5" T-6" 6'-9" 6'-2" 1/2"/foot Far SI: 1 inch=25.4 mm,1 foot=305 mm,1 psf=47.9 Pa. Refer to Table 1 for Notes. , 1 RECEIVED DEC 161010 CITY OF TIGARD BUILDING DIVISION Prr it:M11 # i a AIL 5816 SW Gillcrest ct Portland, OR 97221 Ph: 503.896.77 12 kvioaV ._ I Submittal Documents Structural Calculations Project PATIO COVER ANCHORAGE Location 11290 SW FAIRHAVEN CT, TIGARD OR 97223 Pip PROres �cS> okG I Nee s%y9 4 5 624P l 0 RRy 14•1 e EXPIRES: 6/30/21 2 biL - .tTiT TI1i Tit 581 6 SW Gdlcrest ct • Portland, OR 9722 I Ph: 503.896.77 12 CALCULATIONS 3 IcittariniMil Project: Sheet# S816 SW Giu.CREiT CT. Location: -------- PORTLAND.OR 97221 Job# Tu. S03.896.7912 Client: Date: By: P t2-p T GEC l 1.3 AR-*nA'"'f O r,. - D COVt=-- 11L Lt)CA-5-10--•1 1 \7 9 0 SW k4-t t2 NA. c_ CAf 1:=1. © g- 7 27--3 vi rub lap wPN , FOP i3 12/9/2020 ATC Hazards by Location ATCHazards by Location 4 Search Information I rt..e- " �/� Q The Dares `Y , d Address: 11290 SW Fairhaven StTigard, OR 97223 Coordinates: 45.42128779999999, -122.7933036 orest Umatilla Elevation: 268 ft National Forest Timestamp: 2020-12-10T01:38:48.008Z c P R I` r'V°i T F;.,< :My Hazard Type: Seismic IV Reference ASCE7-16 Go ,gIC Map data©2020 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 0.85 MCER ground motion(period=0.2s) Si 0.394 MCER ground motion (period=1.os) SMS 1.02 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.68 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F, *null Site amplification factor at 1.0s CRS 0.885 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.388 MCER peak ground acceleration FPGA 1.212 Site amplification factor at PGA PGAM 0.47 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=45.42128779999999&Ing=-122.7933036&address=11290 SW Fairhaven StTigard%2C OR 97223 1/2 12/9/2020 ATC Hazards by Location ' TL 16 Long-period transition period(s) 5 SsRT 0.85 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.961 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.394 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.455 Factored uniform-hazard spectral acceleration(2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=45.42128779999999&Ing=-122.7933036&address=11290 SW Fairhaven StTigard%2C OR 97223 2/2 6 "ASCE705W.xls"Program Version 1.2 WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings Using Method 2: Analytical Procedure (Section 27 for Buildings of Any Height Job Name: Subject: 11 Job Number: Originator: Checker: Input Data: �ri�i=I�Ii� Wind Direction = Normal (Normal or Parallel to building ridge) Wind Speed,V= 100 mph (Wind Map, Figure 26.5-1A-C) 1 I B Bldg. Classification= II (Table 1.4-1 Risk Cat.) Wind_ 11 Exposure Category= B (Sect.26.7) Ridge Height, hr= 10.00 ft. (hr>=he) Eave Height, he= 100.00 ft. (he<= hr) hr MUST BE>=he ! � Building Width= 16.00 ft. (Normal to Building Ridge) L Building Length = 24.00 ft. (Parallel to Building Ridge) Roof Type= Monoslope (Gable or Monoslope) Plan Topo. Factor, Kzt= 1.00 (Sect. 26.8&Table 26.8-1) `S. Direct. Factor, Kd= 0.85 (Table 26.6-1) 04 •4W4 Enclosed?(YIN) Y (Sect.6.2&Figure 6-5) 4 Hurricane Region? N M Damping Ratio, 13 = 0.050 (Suggested Range =0.010-0.070) hr MI II Period Coef., Ct= 0.0350 (Suggested Range=0.020-0.035) 1 M he (Assume:T=Ct*h^(3/4) ,and f= 1/T) • Resulting Parameters and Coefficients: L Roof Angle, 0= -79.92 deg. I Elevation Mean Roof Ht., h= 100.00 ft. (h =he,for roof angle<=10 deg.) L= 16 ft. Windward Wall Cp= 0.80 (Fig.27.4-1) B=24 ft. Leeward Wall Cp= -0.50 (Fig.27.4-1) Side Walls Cp= -0.70 (Fig.27-4.1) Roof Cp(zone#1)= -1.15 -0.18 (Fig.27-4.1) (zone#1 for 0 to h/2) Roof Cp(zone#2) = N.A. N.A. (Fig.27-4.1) (zone#2 for h/2 to h) Roof Cp(zone#3) = N.A. N.A. (Fig.27-4.1) (zone#3 for h to 2*h) Roof Cp(zone#4) = N.A. N.A. (Fig.27-4.1) (zone#4 for>2*h) +GCpi Coef. = 0.18 (Table 26.11-(positive internal pressure) -GCpi Coef. = -0.18 (Table 26.11-(negative internal pressure) If z<= 15 then: Kz=2.01*(15/zg)^(2/a) , If z> 15 then: Kz=2.01*(z/zg)^(2/a) (Table 27.3-1) a= 7.00 zg= 1200 (Table 26.9-1) Kh= 0.99 (Kh = Kz evaluated at z=h) Velocity Pressure: qz=0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh= 21_50 psf qh=0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z= h) Ratio h/L= 6.250 freq.,f=I 0.904 hz. (f< 1, Flexible structure) Gust Factor, G= 0.882 (Sect.26.9) Design Net External Wind Pressures(Sect. 27.4): p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where: qi=qh(Eq.27.4-1) p=qh*G*Cp-qi*(+/-GCpi) for leeward wall,sidewalls, and roof (psf), where:qi=qh(Eq. 27.4-1) 1 of 12/15/2020 11:00 PM 7 "ASCE705W.xls•' Program Version 1.2 Normal to Ridge Wind Load Tabulation for MWFRS-Buildings of Any Height Surface z Kz qz Cp p= Net Desic n Press. (psf) (ft.) (psf) (wl+GCpi) (w/-GCpi) Windward Wall 0 0.57 12.51 0.80 4.96 12.70 • For z= hr: 10,00 0.57 12.51 0.80 4.96 12.70 For z = he: 100.00 0.99 21.50 0.80 11.31 19.05 For z=h: 100.00 0.99 21 50 0.80 11.31 19.05 Leeward Wall All - -0.50 -13.36 5.61 Side Walls Ali - -0.70 -17.15 -9.41 Roof(zone#1)cond. 1 - - - -1.15 -25.62 -17.88 Roof(zone#1)cond.2 - -0.18 -7.29 0.46 Notes: 1. (+)and(-)signs signify wind pressures acting toward&away from respective surfaces. 2. Per Code Section 27.1.5,the minimum wind load for MWFRS shall not be less than 16 psf. 4. Roof zone#1 is applied for horizontal distance of 0 to h/2 from windward edge. 2 of 4 12/15/2020 11:00 PM 8 egolintimu Project: Sheet# 5816 SW GILLCREST CT. Location: PORTiAND.OR 97221 Job# • TEL.503.896.7711 Date: By: 436 6 C 12:7 0 P, C� P l FT """NP' r X l Z.�i o ()s _ C, ( ) i-kD @ :) Qos ) .tt_ 354 x yes 4 121 Gel -t- 34, 9-3- (a ( 3 (a99 1 Li PL T 0L 9 Project: Sheet# • 5816 SW GILLCREST CT. Location: PORTIAND.OR 97221 Job# TEL 503.!!K%.7737 ChPAI: __ -.____ Date: By: P l..l Fr- tk 5z-tL CJ ,Co8 \,s / l a ,4s x osz - 1M q ‘a14 x - 41. 7 21 (4,1•J ci-Ld fw )5f... 'IL Gv g ►re_ CA-1.01.) C 4`' 43 C_ (7 Co 1 nr�c IJ A 74 T�� C v►a U. rear 1 $ 't 10 $816 SW GLLLCREST Cr. Location: —. PORTLAND.OR 97221 JOb# TEL:303.896.7712 Cheat: Date: By: CA1 Cush , 1an► S = 20 2_ 4` R �-� /`- % U " '1- 2 914 - C, lbs 41 14 )(- " L A.3%. w Z t ° % NA)(-iiR►z l r—.►1YrJ�kz-�'�t-e (z 7-52,$`*` Z,x 4-13`k/ 11 <WI Project: Sheet# 5816 SW GILLCREET C[. Location: • PORTLAND OA 4722( TEL 503.896.7712 Client: Job# Date: By: 7 AV Get C�n v�-i'—t w.1 S S '`- P"tt-12. 2-4 (7.-L) -21) -7' 9 Z IN,_ UE.• �S S irr ( (L ✓ 1 SZ � �� -3R-- ( J) = 15 00 /gru �_� 12 ' . stkriumi Project: Sheet# • 5816 SW GILLCMS'C[. Location: fr PORTLAND.OP.97221 • TEL $03.996.7712 Client Job# Date: By: (/AA-- C u4P P 13 C. p r- 1 X S PCB _ 2-4 -7 = 7Z4- Ps 00a � g - X 4-1 4. 4k lava Ps ; = 4 o 3 2 11 t� -L 92-7 S L loam {s: L(/, lo IN1 C� I�- 13 sor 11.111WIIEINII • • a • 58 16 SW Gillcrest ct Portland, OK 9722 I Ph: 503.896.77 12 REFERENCE 14 • t ef g -l._� cL.�il.AI '� MkR a t f' .4 -.1 e 41- +1 ti (.• •} -e,'” -1 . g ' +F.•1 a y. CC-ES EvEakzaTtfort Repo ESR 222 Reissued May 2020 This report is subject to renewal May 2021. Virtraci.ICC-es.orq I (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 07 00 00-THERMAL AND MOISTURE 3 inches(51 to 76 mm). PROTECTION 3.2 Material: Section:07 40 00-Roofing and Siding Panels 3.2.1 Laminated Foam Roof Panels: REPORT HOLDER: 3.2.1.1 Panel Core: The core material is either a 1.0 pcf FOUR SEASONS BUILDING PRODUCTS, LLC (16.02 kg/m3) nominal density, Type I or 1.5 pcf (24.0 kg/m3)nominal density,Type II,expanded polystyrene EVALUATION SUBJECT: (EPS) foam plastic board complying with ASTM C578. The board is supplied by the manufacturer identified in the LAMINATED FOAM ROOF AND NPW-I WALL PANELS approved quality documentation. The foam plastic has a flame-spread index of 25 or less and a maximum smoke- 1.0 EVALUATION SCOPE developed index of 450 when tested in accordance with ASTM E84. Compliance with the following codes: 3.2.1.2 Panel Facings: The aluminum facing material of ■ 2018, 2015, 2012 and 2009 International Building Codes the panels with 1.5 pcf EPS board is 3105-H14 aluminum (IBC) with a nominal thickness of either 0.024 inch (0.61 mm) or ■ 2018, 2015, 2012 and 2009 International Residential 0.032 inch (0.81 mm), having a minimum base-metal Code®(IRC) thickness of 0.022 or 0.028 inch (0.56 or 0.71 mm), respectively.The minimum tensile and yield strengths of the Properties evaluated: panel facings are 25 ksi (172 MPa) and 21.5 ksi • Structural (148 MPa), respectively. • Roof classification The aluminum facing material of the panels with 1.0 pcf EPS board is 3105-H254 aluminum with a nominal 2.0 USES thickness of 0.024 inch(0.61 mm), having a minimum base- The Four Seasons Building Products, LLC, laminated metal thickness of 0.022 inch (0.56 mm). The minimum foam roof panels are used as structural roof panels of tensile and yield strengths of the panel facings are 23.5 ksi patio covers complying with Appendix I of the IBC and (162 MPa)and 19.5 ksi(134 MPa), respectively. Appendix H of the IRC. The NPW-I wall panels are nonload- 3.2.1.3 Panel Adhesive: The aluminum facings are bearing panels used as the full-height wall and kneewall factory-laminated to the panel core with an adhesive, panels of patio enclosures regulated by Appendix I of the described in the approved quality documentation that is a IBC and Appendix H of the IRC. Type II, Class 2, adhesive complying with the ICC-ES 3.0 DESCRIPTION Acceptance Criteria for Sandwich Panel Adhesives(AC05). 3.1 General: 3.2.1.4 Fasteners: Fasteners used to attach the panels to underlying supports must be 1/4-inch-diameter (6.4 mm) 3.1.1 Laminated Foam Roof Panels: The Four nominal screw size, cadmium plated, steel tapping screws Seasons Building Products, LLC, laminated foam roof installed with a 1-inch-outside-diameter (25.4 mm), panels are factory-laminated sandwich panels consisting cadmium plated steel washer and a neoprene insert. of aluminum facing on both sides of a foam plastic core.The Maximum fastener spacing must be limited to 12 inches panels have nominal thicknesses of 3, 3.5, 4 and (304.8 mm). Length of fastener must be at least 1 inch 6 inches (76, 89, 101 or 152 mm), are 48 inches wide (25.4 mm) longer than the roof panel thickness. The (1219 mm), and have a maximum length of 30 feet(9.1 m). fastener's allowable pull-through capacity is 70 lbs based on As an option,the panels may include an internal aluminum connection test data and a safety factor of 3.0. channel beam, factory-installed parallel to the length of the panel and centered on the panel width.The panels have 3.2.1.5 Channel Beams. The channel beam is a a tongue-and-groove configuration at the sides. 1-by-3-inch (25.4 mm by 76 mm) extruded aluminum rectangular tube of alloy and temper 6063-T6 with a nominal 3.1.2 NPW-I Wall Panels: The NPW-I wall panels are wall thickness of 0.060 inch (1.52 mm). The channel beam factory-laminated panels consisting of an exterior facing of is factory-installed in the panels by creating a slot to insert tempered, prefinished, hardboard; a foam plastic core; the channel beam by removing from the core a piece of foam and an interior facing of lauan plywood. The panels have plastic measuring 1.5 inches deep by 3 inches wide(38 by square-cut edges and a nominal overall thickness of 2 to 76 mm). The slot is located 1/2 inch (12.7 mm) from the ICC-ES Evaluation Reports are not ro he construed as representing aesthetics or any other attributes notspecfcally addressed,nor ore they to be construed EST /" os on endorsement of the subject of die rep on or a recommendation for its use There is no warranty by ICC Eva/nanon Service,LLC,express or implied as Ba �' (_ to any finding or other matter in this report,or as to any product covered by the report. C.nc.2 Copyright02020 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 6 ESR-2229 I Most Widely Accepted and Trusted Page 2 of 5 interior face of the panel. The channel beam is inserted into bearing width, to provide support for panels subjected to the slot and a piece of 1h-inch-thick(12.7 mm) EPS foam is gravity loads,and upward and downward wind loads.As an placed in the gap between the skin and the beam. alternative to restraining the panels subjected to wind uplift 3.2.2 NPW-I Wall Panels: loads, the panels must be fastened using fasteners described in Section 3.2.1.4 and the fastener connection 3.2.2.1 Exterior Face: The exterior facing is 1/e-inch-thick design must comply with requirements in Section 4.1.1 of (3.2 mm), tempered, prefinished hardboard panels this report. The installation details must be submitted to the described in the quality documentation. code official for approval. 3.2.2.2 Interior Face: The interior facing is prefinished 4.2.2 Roof Classification: The laminated foam roof 1/8.to 1/4-inch-thick(3.2 to 6.4 mm)lauan plywood complying panels have a Class B roof classification in accordance with with ANSI/HP-1983. Lauan plywood panels are labeled by ASTM E10B.The maximum roof slope must not exceed 1:12 the Hardwood Plywood and Veneer Association (HPVA) (8.3 percent). For recognition under the IRC as a • (TL-224). nonclassified roof covering the maximum roof slope . • 3.2.2.3 Core: The panel core is 2- or 3-inch-thick (51 or limitation is not applicable. ; 76 mm)RMAX TSX 8500,which is a polyisocyanurate foam 4.2.3 NPW-1 Wall Panels: The NPW-I wall panels must be plastic board recognized in evaluation report ESR-1864. installed vertically between vertical mullions or posts spaced a maximum of 48 inches(1210 mm)on center that provide 3.2.2.4 Adhesive: The facings are bonded to the foam panels with a minimum 2-inch wide(51 mm)bearing support plastic core with an adhesive described in the approved to the panels for wind loads. All panel edges must be quality documentation and complying with AC05, as a protected from the weather with aluminum extrusions or Type II, Class 2, adhesive. metal flashing. 4.0 DESIGN AND INSTALLATION 5.0 CONDITIONS OF USE 4.1 Design: The Four Seasons Building Products, LLC, laminated foam 4.1.1 Laminated Foam Roof Panels:For use in allowable roof panels and NPW-I wall panels described in this stress design,the allowable uniform gravity, downward and report comply with, or are suitable alternatives to what is upward wind loads for the panels used as roof panels are specified in,those codes listed in Section 1.0 of this report, as set forth in Table 1 for panels with 1.5 pcf EPS core, and subject to the following conditions: Table 2 for panels with 1.0 pcf EPS core. The tabulated 5.1 Panel fabrication, identification and installation must loads are the allowable total transverse loads for the roof comply with this report and the manufacturer's panels,which require that the connections between panels published installation instructions. In the event of and supports comply with Section 4.2.1 of this evaluation conflicts between this report and the manufacturer's report, and must be greater than the applied loads published instructions,this report governs. determined in accordance with the code, including the load 5.2 The panels are limited to use in patio covers regulated combinations in IBC Section 1605.As permitted by Section under Appendix I of the IBC and Appendix H of the 4.2.1 of this evaluation report, panel to support connections IRC. may use fasteners described in Section 3.2.1.4,provided an engineering design by a registered design professional is 5.3 Design loads must not exceed the allowable loads set submitted to code official for approval, and the engineering forth in this evaluation report. design must consider all applicable limit states, such as pull- 5.4 As permitted by Section 4.2.1 of this evaluation report, over strength as described in Section 3.2.1.4, and screw panel to support connections may use fasteners strength and screw pull-out strength, which are outside the described in Section 3.2.1.4, provided an engineering scope of this evaluation report. Use of the panels to resist design by a registered design professional is submitted any other load conditions (such as axial compression or to code official for approval, and the engineering tension forces due to horizontal wind loads or use as a roof design must consider all applicable limit states, such diaphragm to resist seismic or horizontal-wind loads) is as pull-over strength as described in Section 3.2.1.4, outside the scope of this report. and screw strength and screw pull-out strength,which 4.1.2 NPW-I Wall Panels: The panels have an allowable are outside the scope of this evaluation report. positive and negative transverse(wind)load of 25 psf(1197 5.5 Panel connections to the supporting structure must be Pa)for panels installed with a 48-inch (1219 mm)horizontal designed in accordance with the applicable code and span between supporting patio enclosure mullions or posts. this evaluation report, and must be submitted to the Use of the panels to resist any other load conditions (such code official for approval. Panel connection details as axial compression or tension forces due to gravity and must be prepared by a registered design professional wind loads, or use as a shear wall to resist seismic or where required by the jurisdiction in which the structure horizontal-wind loads)is outside the scope of this report. is to be constructed. 4.2 Installation: 5.6 The remaining portions of the structure must be 4.2.1 Laminated Foam Roof Panels:The panels must be designed and constructed in accordance with the installed as the roof of the patio cover with the panel length applicable code. continuous in the direction of the roof slope, without 5.7 Calculations and drawings demonstrating compliance transverse joints. The roof panel longitudinal seam must be with this evaluation report and the applicable code located a minimum of 23 inches (584 mm) from the inside must be submitted to the code official for approval.The . face of the wall parallel to the panel length.A thermal barrier calculations and drawings must be prepared by a as specified by the code is not required to be installed in the registered design professional where required by the interior of the patio cover structure. The panels must be statutes of the jurisdiction in which the project is to be installed with a roof slope as indicated in Tables 1 and 2. constructed. Supports at each end of the panel span must provide the 5.8 The wall and roof panels are manufactured at panels with a minimum 1-inch-wide (25.4 mm) continuous Buena Park, California, with inspections by ICC-ES. g6 • ESR-2229 I Most Widely Accepted and Trusted Page63 of 5 Roof panels are also manufactured in Groveland, component description for Insulated Foam Roof Florida,with inspections by ICC-ES. Panels (such as 1.0 pcf EPS—0.024 inch facer), and 6.0 EVIDENCE SUBMITTED the evaluation report number(ESR-2229). Data in accordance with the ICC-ES Acceptance Criteria for 7.2 The report holder's contact information is the following: • Sandwich Panels (AC04), dated June 2019. FOUR SEASONS BUILDING PRODUCTS, LLC Data in accordance with the ICC-ES Acceptance Criteria 5005 VETERANS MEMORIAL HIGHWAY for Foam Plastic Insulation (AC12), dated June 2015 HOLBROOK,NEW YORK 11741 (editorially revised October 2017) (800)457-9959 7.0 IDENTIFICATION ' w,fourseasonsbuildingproducts.com 7.1 A label must be affixed to each panel, bearing the company name (Four Seasons Building Products, LLC), address (Buena Park, California or Groveland, Florida), product name/type (Insulated Foam Roof Panel or NPW-I Wall panel, as applicable), product ESR-2229 I Most Widely Accepted and Trusted Page 4 of 5 TABLE 1—ALLOWABLE SPANS FOR ROOF PANELS WITH 1.5 PCF EPS CORE11x2x3x4xsxnl>+) PANEL DESCRIPTION APPLIED PRESSURE FOR DESIGN Nominal Nominal Optional Min.Panel Load T Thlcolmess Thickness Channel Yoe 10 psf SS psf 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf SS psi Slope(per ft of Beam projectlon)t°) [Inches) [inches) Live 16'-8" - 13'-1" 3/8"/foot Wind(Upward) 1T-9" 15'-2" 13'•6" 12.4" 11'-6" 10'-9" 10-2" 9'-8" 8'-11" 8'-1" n/a 3 0.024 No Wind(Downward) 16'-8" 14'-6" 13'-1" 1T-0" 11'-2" 10'-6" 10'-0" 9'-6° 8'-7" 7-10" n/a Snow 12'4" 11'•7" 10-10" 10-2" 9'-8" 0-2" 8'.7 7'40" 1/2"/foot Live 16'-8" 13•-1" 3/8"/loot Wind(Upward) 17-6" 14'-11" 13'-3" 12'-1" 10'-7' 9'•0' 7'-11" 7-0' 6'-3" 5'-8" n/a 3 0.029 Yes Wind(Downward) 16'-8" 14'-6" 13.-1" 12'-0" 11'-2" 10.5" 9'-10" 0.2" 8'"3" 7'-6" n/a ii Snow 17-6" 11'-6" 10-6" 9'-9" 9'-2" 0-8' 8'-2" T-6" 1/2"/foot ` Live IB-5" 14•6" 3/8'/foot " Wind(Upward) 19'-8" 16'-10" 15'-0" 13'-9" 12'-30" 12'-0" 11'-5" 1040' 104" 9'-8" n/a , 3.5 0.024 No Wind[Downward) 18'-5' 16'4" 14'-6" 13'-5" 17-6" 11'-9" 11'-2" 10'4" 10-3" 9'-4" a Snow 14'-0" 12'-11" 12'-1' 11'-5" 10'-9" 10'-2' 0-8' 9'-2" 1/2'/foot Live 18•2" 14'4" 3/8"l foot Wind(Upward) 19'-6" 16'-8" 14'4l" 13'-4" 12'-2" 11'-2' 9'-9" 8'-8" 7'-9" 7'-1" n/a 3.5 0.024 Yes Wind(Downward) 18'•2" 15'41" 14'4" 13'-2" 12'-4" 11'-7" 11'-0" 10'-6" 10-0" 9'4" n/a Snow 13'-10" 12'-6" 11'-5" 30'•7" 9'-31" 9'-5' 8'-11` 8'4" 1/2"/foot Live 19'-10' 15'-8" 3/8"/foot Wind(Upward) 27-4' 1P-2" 16'-3" 14'-10" 13'-9" 12'-11" 12'-3" 11"-7" 11'-1" 10'-8" n/a 4 0.024 No Wind[Downward) 19'40" 17-4" 15'-8" 14'•5" 10-5" 12'-8" 17-O' 11'-5" 30'•11" 30-5" n/a Snow 15'-1" 13'-8" 12'-7' 11'-8" 10'4.1" 104" 9'A" 9'4" 1/2"/foot Live 19'-7- 15'-5" 3/8"/foot 4 0.024 Yes Wind[Upward) 21'4" 17-6" 15'-1' 13'-5" 12'-3" 11'-3" 10'-6' 9'-11" 8'41" 8'-1" n/a Wind(Downward) 19'-7" 17-1" 15'-5" 14'-2" 13'-0" 12'-1" 11'4" 10'4' 10-2" 9'-8" n/a Snow 14'4" 12'-8" 11'-7" 30'-9" 10'-1" 9-6' 9'-1" 8'-8" 1/2"/foot Live 23'-0" 20-4" 1/4"/foot Wind(Upward) 200' 23'-0" 21'-7" 19'-2" 17'-6' 16'-2" 15'-1" 14'-2" 13'-5" 12'-10° n/a 6 0.024 Na 23'-0" 23•.0° 20'-4" 18'4" 16'-10° 15'-7" - 14'4" 13'-10" 13'-2" 12'-6° n/a Wind(Downward) Snow 18'-3" 16'-5" 15'-0" 14'-0" 13'-1" 124" 11'-9" 11'-3" 3/8"/foot Live 23'47 18'-9" 1/4"/foot Wind(Upward) - 23'-0" 20.3" 17'-5" 10-6" 14'-1" 13'-0" 12'-2" 11'-5' 10-ID' 10-4" n/a 6 0.024 Yes Wind(Downward) 23'-0' 21'4" 18'-9' 16'40" 15'-6" 14'-4" 13'-6" 12'-9" 12'-1' 11'-6" n/a snow 16'-9" IS'-1" 13'-10" 12'-10" 12'4" 11'-5" 10-10" 10'3- 3/8"/foot Live 16'-3" 14.-4" 3/8"/foot Wind(Upward) 19'4" 16'-9" 14'-11" 13'41" 12'-8' 11'-10" 11'-2" 10'-8" 10-2" 9'-9° n/a 3 0.032 No Wind(Downward) I0-3" 15'4.1" 14'-4" 10-3" 12'-4" 1r-7" 11'4" 10-0 10-0- 9'-7" n/a Snow 13'-9" 12'-8" 11'-30" 11'-2" 30'-7" ID'-L" 9'-B" 9'"3" 1/2"/foot Live 18'-1" 14'-2" 3/8"/foot Wind(Upward) 19'-6" 16'-T 14.-9' 13'-6" 12'-6" 11'-1" 11'-0' 10-5" 9'-6" 8'-7" n/a 3 0.032 Yes Wind(Downward) 1P-1" 10-3" 14.-2" 13'-0" 12'4" 11'4" 10-9" 10'-2" 9'-9" 9'4" n/a Snow 13'-6" 17-6" 11'-7" 10-11" 10'-4° 9'•10" 9'-5" 0-0" 1/2"/foot Live 20-6" 16'-2" 3/8"/foot Wind(Upward) 22'-1" 18'-10" 10-10" 15'4" 14'3" 13'4' 12'-8" 12'-0" 11'-6" 17fi' n/a 3.5 0.03E No Wind(Downward) 20-6" 17'-10" 16'-2" _ 14'40" 13'-10' 13'-0" 12'-4" 11-9' 11'-3' 10'-30" n/2 Snow 15'-6" 14'-3" 13'-4" 12'-7" 11'41" 114" 10-11" 10'-5- 1/2"/foot Live 20'-3" 15'41" 3/8"/foot Wind(Upward) 22'-0" 18'-8" 16'-e" 1S'-2" 14'-1" 13'-2" 12'-5" 11'-9" 10'-10" 9'4.0" n/a 3.5 0.032 Yes Wind(Downward) 20-3" 17-8' 104.1" 14'4 73'-7" 12'-9" 12'3" 11'-6" 11'-0" 10-6' n/a Snow 1 ' " 14'-0" -'-1" 124" 11'-8" 11'-1" 10'-8' 19-2" 1/2"/foot Live 21'-10" T-3" 3/8"/foot Wind(Upward) 23'-0" 20'-2" 18'-0' 16'-5" 15'-3 14'-3" 13'-6" 12'-10' 12'-3' 11'-9" n/a 4 0.03E No Wind[Downward) 21.-10" 19'-3" 17'-3" 10-10" 14'•9 13'-11" 13'-2' 12'-7" 12-0" 13'-6" n/a Snow 6'-7" 15'-3" 14' 13'-5" 32'-9' 12'-2" 11'-8" 11'-2" 1/2"/foot Live 21'-7" 1•'-11' 3/S"/foot Wind(Upward) 23'-0" 20'-0" 17'-1r 16'4" 14'-7" 13'-6" 12'-7" 11'-10' 11'-3' 10-9" n/a 4 0.03E Yes Wind(Downward) 27-7" 18'-10" 16'-11' 10.7" 14'-6" 13'-8" 12'-11" 12'-3" 11.-9" 11'-3" n/a Snow 16'-3" 15'-0' 13'-10" 12'-30" 12-0' 13'-4" 10-10' 10'4' sir/foot Live 23'-0" 22'-8" 3/8"/foot Wind(Upward) 23'-0" 23'-0" 23'-0° 21'-9" 20'-1" 18'-10" 17-10" 16'-10" 10•11" 15'-2" n/a 6 003E No Wind(Downward) 23'-0" 23'-0' 27-B" 20'-10" 19'.5" 18'-3" 17'-4" 16'4" 15-6' 14'40" n/a Snow 21'-6" 194" 17-9" 16'-6" 15'-6" 14'-T 13'-11" 13'-3" 1/2"/foot Use 23'-0:' 22'-1' 1/4"/foot Wind(Upward) 23'-0" 23'-0" 20%8" 18'-S" 16'-9" 15'-5" 14'-5" 13'-7" 12'-10" 12'-3" n/a 6 0.03E Yet Wind(Downward) 23'-0" 23'-0" 22'-1" 19'-11" 18'-3" 17'-0" 15'-11" 10-0" 144- 13'-8" n/a - Snow 19'-9" 0.•9" 10-4" 15'-2" 14'-3" 13'-5" 17.9" 12'-3" 3/8"/foot • For SI:1 inch=25.4 mm,1 foot=305 mm,1 psf=47.9 Pa. r (Table 1 Notes continued on next page) LI. , ESR-2229 I Most Widely Accepted and Trusted PAPS i,F 5 ' • Table 1 Notes: 0)Roof Panels are limited for use with a patio enclosure as defined in Appendix Chapter I of the Intemational Building Codee(IBC)and Appendix Chapter H of the International Residential Codee(IRC). (2)The Applied Pressure for Design(column headings)shown in the table is an"equivalent"uniform load.Consideration shall be given to toad combinations presented in the Code and site specific conditions such as drifting and sliding snow.After determination of the applied pressure, ' the allowable panel span is determined for each load type using the greatest calculated pressure for all load combinations which include the ' specific load type.This process is repeated for each of the four(4)load types. The minimum allowable span calculated for each of the 4 load types shall be the"Allowable Span"used for the proposed application. (')Unless otherwise noted,the maximum eave projection of the roof system is 24 inches. (4)Panel Spans are based on a maximum temperature differential between the two panel skins of 10 degrees in Fahrenheit. (5)Panel to support connections must conform to Sections 4.1.1 and 4.2.1 of this evaluation report. (6)Minimum panel slopes are based on panel deflection only. Increased slopes will be required where panel accessories,such as mullions or flashing,can increase ponding caused by irregularities in the water flow path. mThe spans are based on single span,simply supported installations, t8Consideration has been given to the addition of one (1) ceiling fan per 4'-wide panel with a maximum fan weight of 50 pounds.Therefore,the allowable loads provided above are in addition to the weight of the ceiling fan. (')The tabulated panel spans are also applicable when panels are subject to maintenance live load of 300 pounds,which must not be combined with the uniform live load,as prescribed in IBC Section 1607.4 and Table 1607.1. TABLE 2—ALLOWABLE SPANS FOR ROOF PANELS WITH 1.0 PCF EPS COREns2113x4)tmntl) 0.024"SKIN-3"THICK,1.0 PCF EPS CORE-0.024"SKIN-WITHOUT FAN BEAM PANEL DESCRIPTION Applied Pressure for Design(psi) Nominal Nominal Optional Loading . Minimum Panel Core Facer Channel TypeSlope(Per Foot finches) Thickness Beamm 10 15 20 25 30 35 40 46 60 55 of Pro)ectionr Thickfinches) /inches) Live 16'-5" 12'-5" 3l8"/foot Wind 1T-5" 14'-7" 12.-10" 11'S" 10-6" 9'-9' 8'-9" T-9" 6'-11" Na 3 0.024 No (Upward) Wind 16'-5` 14'-0' 12'5" 11'-2' 10'-3' 9'-(Davmwam) 6" 0-5" T5" 6'-9" 6'-2" Na Snow 11'-10" 10-8" 0.9" 9'-0' 8'5" T5" 6'-9" 6'-2" 1/2"/foot For SI:1 inch=25.4 mm,1 foot=305 mm,1 psf=47.9 Pa. Refer to Table 1 for Notes.