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1490 LINKSIDE DR - PERMIT RESO18-0028r Sy�,yf City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road ,) "v' Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 MAY 2 1 )" G --7,1119:- E-mail: building-dept@coab.us Date routed: ) Il 0 I l City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1 q o LAI Ls i d-L tfil Deyartment review required Yes No Applicant: \ 0 1,-,aLl.asa(Q.‘ , Pinning &Zoning reg. • inistrator Project: SC-4 LOM (DD N'1 1,0CbIn' t te ! �(` (,,Public tiii Ut71_ Public Safety Fire Services Review fee $ Dept Signature ).Can Other Agency Review or Permit Required Review or Receipt Date , �� g y of Permit Verified By • Florida Dept. of Environmental Protection _ vje Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ['Approved. Denied. of applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: 7/ Date: Zj t TREE ADMIN. Second Review: Approved as revised. ❑Denied. Not applicable PU:d, WORKS Comments: UBLIC UTILITIESS .5—Z3—► 8 PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. nDenied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 SL:Lvrj 1 City of Atlantic Beach APPLICATION NUMBER r)? Building Department (To be assigned by the Building Department.) ''.A. •s 800 Seminole Road 4)1 — vD' t- isr)1 Atlantic Beach, Florida 32233-5445 11 I �? Phone(904)247-5826 • Fax(904)247-5845 Date routed: 0 Js; E-mail: building-dept@coab.us City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ¼..{�0 L- n Ls . d. od De artment review required Yes No t , P(anning&Zonin Applicant: D � Ll�J QL ree-Ad.tnJnistrator Project: Sui(-Qt`LA DL> vo tCot`v t t-e Public Utilities 1) Public Safety Fire Services Review fee $ Dept Signature -.--Th Review or Receipt (*CL Other Agency Review or Permit Required of Permit Verified By Florida Dept.of Environmental Protection vJe Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONINGDate: 23—18' Reviewed by:� TREE ADMIN. Second Review: Approved as revised. ❑Denied. Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 „ ,:5„.„,,,„,, City of Atlantic Beach APPLICATION NUMBER S . ` ': Building Department (To be assigned by the Building Department.) j' c' 800 Seminole Road ��U, r 1 �4`'� " s� Atlantic Beach, Florida 32233-5445 VO Phone(904)247-5826 • Fax(904)247 5$ Y 2 1 201-� Date routed: I l 0•I rt 0;��r- E-mail: building-dept@coab.us City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I L- V t D LA ) L 1 IN • De•artment review required Yes No Applicant: 1k i)( D br CADSale -+'-r , I ` anning'&Zoning _- Tree-Administrator Project: SCoQ� tDDM C'ostt-p .iv iPublic U ties� • Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date . ` ?�CL g y q of Permit Verified By Florida Dept.of Environmental Protection VJ” Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: glApproved. ['Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by Date: ,r�fic, TREE ADMIN. Second Review: ['Approved as revised. ❑Denied. Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ['Denied. ['Not applicable Comments: Reviewed by: Date: IRevised 05/19/2017 • ----, -1 I f_ '1 S R l {1 • W17D ooS N R : : g (P :i I. N fi u) R a 12'-0• R- 0 d v 4. al ,Z c Wimm > -+ y, wn° e ° r. (n "S A W N g n Ny g LJ N N t i _ HMI i :iI1JIIUE! ifjIJ o3 u; qQ O Z Z 3 I g g No'Q- �p u0 id'D pf <vmm }$ O ggg. O g~p° 2 3 $N l u —K a g N skip.: t: " II N C^ O 1 V;�0 o IQ: [3 A, O 0R.'$6 4.kArk t�i '°331.11 -4., �aS 1 Iv Y�. s 515 w e E 4, hi d 2 N 0 • 1m V° O/W m 3tjj d P m n s -11%.,.: 1 1 •_,3 (5) \\ IT Jii: .\L-N. 82ms,-,:-_,,,,F 1413 1 0 ! PLAN VIEW Revisions: Wiley dm E.Dryden.PE V-7 1490 Lakeside Drive 21oeo°m"Way -- Atlantic Beach,FL 32233 904-05-6=2 32 303 loo1 Sp*Its Hoch Duple CID L-_- --__–_-- Dab:mne Own: " Prole.No.. await CEO '"i;-- ---.--____ a.a..... 3 m a: N 4 a F g 4 I1 I a; 4_ / Nl .-g u., N 2x4 5MB1 Q 2 s '4 w 41 gz 1 2x4 5MB —1 rn I 2x4 sMa 8 z41 x rn 6 6 N Cl Q g v 8 a Q 8 t K 2x4 5MB xbW 3 = A $N rn 0 5_ v r. §fAi a— k'''' . ... E+3 mm f— ,u5O rn 1:; — N t m 1 0 ELEVATIONS ' Revisions: — Wiley GaE.Dryden.PE (n �� _- 1490 Lakeside Drive elle way Te ms TeMahaahessee,Honda 32303 .�',� Atlantic Beach,FL 32233 004-955-6302 N 8.1.:1,41 DOTED e.w*c® 1011.11111 o :3Oreme Orem 1 wrz - ----- L Ropet No.: Grtllu:CEO w� .-. --- — .r a..s..n • X 3 . z • NM! NM-I T 0 N0 eilO 4' =II „„ ... il"1 1 1cnm ci / O' G1 8 w i 11 0 g % ? 4. c A w O —� p D O Z m; 4011P w g. A U) CO C i w n 05 og g ,.., NJ I m x •j D N o\o x, e £ ch DDg 4 g IRO CO.o 5. Ii _ teat w W AN. r H Er) m rn .. , . „, lir 0 00 73 •.`. j 712 vol NZ I I : Go M N( Gll m v 4 m iii• t / 1 2"MN- AWD !! / qti Mill I ' wpmwi 011IIII 1 O Ob O w w1 N gy® tIi ! i -;i I i n D0 -I2 i , Q • Z Q� ,0 D D\ Y 0• Z'2; • • •• 0 ccZ 3 •� N �; • -iroRI v ry, // \•: G 1§ F.:-..... °� c� 03m I. EP II —ri w -7:<) , OO4 i ! `i • Is in o > Zz0 4 It �e w N N^1-1 D 1 Z .N FUg- II j o D --------- — 9 STRUCTURAL DETAILS Revisions: Wiley Clare E.Dryden,PE • , 1490 Lakeside Drive 2108 Dene Way r. T•NaAasse.e.Fkr`da 32303 xw AS NOTED D•.+•rcDm Atlantic Beach,FL 32233 904-955-6302 W DEW]RaM Drew1eRWD s. F viq.et Na.: CrreY.Ee ODD .> M OwaY.n P .. . .. (.4 a.AO�W o0Ny74 04 x • \�_co 1u]$tOp VI i � �'3 rn^ 3v`<'.3 6{� 5 Dc p n 3 0� 4 I 10 f S 2=w 3 ov m 3 o n 0 a co n0 o w w lits 0 1 , .! ., ihr.. › :# T 7 C 1 'g 1 if 4> ii o ---1 a 1 d ; 1 r's4- -t. s i 4 + +- + E hNN Nr m:lrn(J,3 4- 4-4-+ 1 0 ,'c1a ha C^ �"" ANoo•g sAIw -4 a 1 v m D r ?5. csus b O C� ,---<,f, m _ on:�� _ U � 0 fa Z � ° 14cn D T 1Ao qDQp N m "' TNA - i Kd o mo I AoZ ;ycAcoaA GO 1:o0/^� r A A W W S p.\ tk I ii yp $ att ■ as 1, ....., I N Eli 17 1 1 Ilk W. 1f y� 51 I 3E 01 I V' r ._ _ p god m 3 5its, 'i6 Z §§-x41• It v y�;; m O0.. • : 8 ^ 1 O a 4.1 S• gl r gni 1 rn m A 2 -.0 i 2 n, m 3 d o 0 0 STRUCTURAL DETAILS Revisions: Wiley crovc E.Dryden,PE (n 1490 Lakeside Drive 2108 aWay r. Tallahassee,Florida 32303 411. 11 Saab:AS NOTED w.yn CEO t Atlantic Beach,FL 32233 904-955-8302 : WD L Protect No: Checked:CEO D ea we swpw I i If I I 1 { t i r. I 1 \ t I !.II �i� -1111 ill _ 111 J !E Ir! . Owl ! 111111 .. " ss6 % Ptd .,.,..V .. S vdllL A Imo; °' :: sssraP ca 00 00 z-0 m 0 --i / Om lo !i: vi!, Rep 1 __.. If, / / ;t az iii .... 11 7.1 y tt Pti P§ ` i 8 1 r-- z I a !' oc--� 9, /1 m ; ; fl ii xi ' m 73 li U th D n . s Imo, t —I Q i sr,, "sI 1 Oz N- I i3 . o i STRUCTURAL DETAILS Revisions: Wiley Cleve E.Dryden,PE 1490 Lakeside Drive 2109 Delta Way Atlantic Beach,FL 32233 904955-&?02Fioride 32303 C...*CID 4 - o.r L Cli t 1".'1:71 ori iwo rropaMa rer as� Wiley Design Calculations Shed Eave ht(R'Mansard Return(ft) Material Specifications Shed 8 0 0 Aluminium Extrusion 6005-T5 Composite Screen 6 Materials based on E- Composite Scr psi Ftu- 30ksi (ATM Part IA Table 3.3-1) Code: 2017 FBC ASCE7-10 Fty 25ksi WS from Chapter 16(Cat 1) Atlantic Beach,FL Wind Speed(ult)Ultimate/LRFD Design Pressures RF ASD Mesh Design Load 130 MPH Exposure Factor 0.6 0.88 Location Design Pressures C Separate Analysis for all Primary Structural Members Windward Wall 24 psf 300 LBS Concentrated LiveLoad Leeward Wall 19.5 psf 20x20 (No combinations) Roof 6.75 psf 200 lbs pt.load on purlins Veritcal Solid 20.2 psf Using 18x14x.013 mesh on Rot Allowable Spans SMB Sections(Stitching at 24"to 2x8) (2x9&2x10 @l2"Stitching) SMB Sections Bending Stress(ksi) Vertical Uplift Or 0 Size 3 5 7 9 11 13 15 1•b (Allow) 2x4 0.29 0.80 1.57 2.60 3.88 5.42 7.22 9.300 2x5 0.19 0.53 1.04 1.72 2.57 3.59 4.78 10.100 2x6 0.1.5 0.41 0.81 1.34 2.00 2.79 3.71 9.100 2x7 0.12 0.33 0.65 1.07 1.60 2.24 2.98 9.400 2x8 0.07 0.18 0.3,5 0.59 0.87 1.22 1.63 16.300 2x9 0.05 0.13 0.26 0.42 0.63 0.89 1.18 20.180 2x10 0.03 0.09 0.19 0.31 0.46 0.64 0.85 20.660 Point Load(300 lbs Live I.oad) @ Center of Beam Size 3 .5 7 9 11 13 15 -rt(Allow) 2x4 2.70 4.50 6.30 8.10 9.90 11.70 13.50 9.300 2x5 1.79 2.98 4.17 5.36 6.56 7.7,5 8.94 10.100 2x6 1.39 2.31 3.24 4.17 5.09 6.02 6.94 9.100 2x7 1.11 1.86 2.60 1.82 4.08 4.82 .5.57 9.400 2x8 0.61 1.01 1.42 1.82 2.23 2.63 3.04 16.300 2x9 0.44 0.73 1.03 1.32 1.62 1.91 2.20 20.180 2x10 0.32 0.53 0.74 0.96 1.17 1.38 1.60 20.660 Fb- l'cy/ny Fey- 30 Jul Analysis Based on 600.5-T5 Aluminum Material ny- 1.65 Size 2x6 2x7 2x8 Determine Allowable Bending Stress Allowable bending Stress 8.910 9.100 16.300 Fb- 18.18 ksi S<S1 Allowable Shear Stress- 3.2f 5.42 7.57 Fb- 12.5 ksi S1<S<S2 .3 Specific Calculations 4 ASD Loads Beam Bending Load Width(ft.) Span(ft.) LoadOb/ft) 4 M(K-in.) Total(�i) Ib(ksi) fs(k4) Member 6 6.67 iendung(W) 24.30 1.62 2.02. 2.62 0.10 S2X4 6 6.67 l.ivcload(lbs) 300 6.00 6.00 6.0/ ° 1.28 S2X4 6 28.00 lending(W) 21.38 5.1.5 2 .to 5 if ;r 0.24 S2X8 Page 1 Design Cal ulations s,' ).,J ,�0.;i0N ALE;.•�� Wiley Design Calculations 6 28.00I.iveload(Ibs) 300 25.20 25.20 1.15 3.42 S2X8 6 28.00 sending(W) 24.30 28.58 29.58 12.19 a 0.37 S2X7 6 28.00 I iveload(Ibs) 300 2.5.20 25.20 10.39 2.27 S2X7 Mansard Preferred Stiching for 2x9SMB is 12 niches. Beam Support Allowable A Actual A Size(SMB) Point(wind) 1.00 hi 0.16 In S2X4 Wind Load Fixed End Dead Load 1.00 Lb/ft. 0.01 hi weight of material- 1 lbs/ft. Beam Support Allowable A Actual A Size(SMB 2x7 smb Point(1.L) 5.60 In 4.15 Iii Uniform (Wind Load) 5.17 In lBearn/Post S2X4 21[4 SMB Total Vertical Pressure L-shaped Stricture L(ft) W(ft) Ah(sf) Load(psf) Pv(Ibs) 20 12.00 240 4.05 972.0 Vesical Reactions(lbs)-Front Wall 0 135.1 Vertical Reactions(lbs)-Interior Beams L(ft) Pv Pd1 V-Reaction 6.67 6.75 0.7 135.0675 Vertical Reaction abs)Corner Column 135.07 Non-Flow Thru Loads Horizontal Reaction Summary Host 175.59 First Two Host Beam Connections (Couple) Front 0.00 Force In at each Return Wall Horizontal Pressure Ht.(ft) W(ft) L(ft) Man(ft) Ain Awn Avn 8 12.00 20 0 160.00 0.00 160.00 Total Horizontal Non-Flow Thru Load abs) Supports 2080 15.40 lbs/support 135.0675 Horizontal Forces at Middle of Front Wall h Fhl 0.00 8 0.00 Fh2 0.00 8 0.00 Fh3 936.00 3.25 3042.00 Ft(lbs) 936.00 380.25 Hf(bs) 555.75 Summary of Host(H)and Front(F)Horizontal Non-Flow Thru Loads abs) H1 IH2 H3-H10 H11 I H12 175.591 0.001 380.2,51 0 175.59 Fl IF2 1F3-F10 1 Fit F12 Page 2 Design Calculations Wiley Design Calculations 0.00 1111.50 5.55.75 1111.5 0.00 Flow Thru Horizontal Load Vertical Projected Area Awf Aif Avf 96.00 0.00 96.00 Phf 1872.0 lbs Total Flow Thru Load Composite Roof Load on Front Wall Hr-host 936.00 lbs (6.5 x 17psf x 32)/6 pst- 589.33 lb/pst Moment 0.00 lb-ft V Reation 0.00 lbs Vertical Reaction Summary-Flow Tluu(Ibs) Location Windward Leeward Middle 0.00 0.00 lbs Pull Out Force on Existing Structure at Each Connection Point Post Connection to Concrete Uplift Load Width Load(psf) Load limit(ft) Total(Lbs) 4.1/4" SF F-up 6 6.75 6 243.0 3200.0 13 F-01' 6 24.00 4 576 4000 7 Vertical Wind 630.00 lbs /connection 5040 Total Vertical Force Shear 300 lbs 2700 Live Load Front Post Support Design-Axial Compression+Bending Type Height(1t.) 111t) Hi Total Size 2x4 SMB 8 0 8 2x5 2x6 2x7 2x8 Area- 1.23 sq.in. fb(ksi) 5.49 4.27 3.42 1.87 Column Stress fa(ksi) 0.04 0.04 0.03 0.02 Design Loads k Span(ft.) Total Def.(in) 0.36 0.23 0.16 0.08 P-Max 0.14 6.67 81.0 lbs 54% 42% 36% 11% Max.Moment 8.3 hi-Kips Det.Allow 1.20 1.20 1.20 1.20 ft-lbs 4% 3% 2% 1% Max.P 40.52 lbs Allowable k- 1 Fc(allow)- 14 Fb(ksi) 10.10 10.10 9.40 16.300 r- 2.99 2x7 Fa(ksi) 1.151 1.538 1.517 2.200 1- 96 fc(act)- 0.052 Fc(K) 1.056 1.571 1.864 4.064 kl/r- 32.1 .58% 45% 39% 12% Page 3 Design Calculations Wiley Design Calculations Carry Beam 0.0 SMB Vertical Load 32 lb(ksi) Span 20 ft Max Mo. 46.08 in-kips 0 ksi 19.00 Load Width 4.000 ft 0 Horizontal Bm Spading Hv Beam MUn-K) fby(ksi) 24 6.670 0 0.00 0.00 Allowable Fh- 0.000 lbs Beam 2x7 2x8 2x9 2x10 Allowable Fb(ksi) 9.400 15.013 20.180 20.660 Mh- 0.000 in-kps Stress fb(ksi7 19.00 10.38 7.53 5.45 LL def(ul) 1.01 0.52 0.31 0.20 Wind-Vert def(in) 1.14 0.58 0.35 0.23 Vertical Stress 202% 69% 37% 26% fby - - - - Fby 4.72 11.10 16.45 16.45 Horizontal Str 0% 0% 0% 0% Combined Total Stress 202% 69% 87% 26% Check Buckling Fey- 35 ksi ny- 1.65 S Bc Dc Cc Fc- 15.152 ksi Allowable S<S1 6.877 8.7 0.031 185 Fc- 3.85 ksi fc- 0.00 ksi ok SI- 64.35047852 S2- 13369.14063 Posts provide adequate resistance to the applied load conditions. Girt Member Design(Chairrail) Horizontal WindLoad M-w1x(3L^2-4x^2)/24+w2(3L^2-4a2^)/24 wl Cin-lbs) w2(in-lbs) L(in) al Cin) a2(in) sl (in) s2(in) p(psf) M(Ink) 1.56 1.875 72 15 18 30 36 15 2.07 300Lb Liveload Largest P L M(ark) Largest Shear 200 72 3.6 0.3 REQUIRED Size Fb(ksi) Sx(in^8) Sx Wind Sx-LL I4(In^4) Def-W(i DEF-LL 2x2 16 I 0.245 0.129 I 0.23 J 0.419 8.1E+09 0.260 0.3.;l Page 4 Design Calculations Wiley Design Calculations 2x3 17.2 0.416 0.120 0.21 0.590 1.1E+10 0.185 0.391 2x4 16.3 0.649 0.127 0.22 1.274 2.5E+10 0.086 0.181 1)eflection Check Allowable lig- 0.900 In. 41990400 23.26 0.03 978125625.00 50388480 22.50 0.06 1136890080 ############ Purlin Check Horizontal WindLoad M-w 1 x(3L^2-4a^2)/24+w2(3L^2-4a2^)/24 wl (in-lbs) w2(in-lbs) L(in) al (in) a2 Cin) sl (in) s2(in) p(psf) M(In-k) 0.50 0.50 72 18 18 36 36 4 - 0.59 300Lb Livcload Concentrated Load I .ngest P L M (in-k) Largest Shear 200 72 3.6 0.3 REQUIRED Size Ft) (ksi) Sx (in'3) Sz Wind Sx-II. 114 (In^4) Def=W(i DEF-LI 2x2 16 0.245 0.037 0.23 0.419 8.11-+09 0.075 0.551 2x3 17.2 0.416 0.035 0.21 0.59 1.1E+10 0.053 0.391 2x4 16.3 0.649 0.036 0.22 1.274 2.5E+10 0.025 0.181 13436928 22.50 0.06 303170688.00 13436928 22.50 0.06 303170688 606341376.00 Deflection Check Allowable L/80- 0.900 In. Foundation Load Design Criteria as per FBC 1605.3 ASD Design Method Turn dowii section Load Area I Area D+L Lbs/ft Footing Area Loadpbs/11) Page 5 Design Calculations Wiley Design Calculations Vertical Load 1250 10.7 13375 33.5 399 Stress on Turndown Section Wind Load 1250.00 6.75 8438 33.50 2,52 Stress added by Wind Max Stress 651 PSF Horizontal-Load Wi ndload PSF Hor-Wmd F HL W Load Area WL(Ibs.) Hor Supports 43.5 8 6 48 2088 Footing Stress Depth Width(ft) Length(ft) Stress(psl) Allowable(psf) 0.5 12.00 20 1.7 2000 Check Uplift Weight abs) Length(ft) Width Depth Footing 1450.00 20 1 0.5 Slab 11088.00 20 12.00 0.33 Patio Slab Structure 2000 Total 14538.00 Lengthat) Width Uplift(psf) Composite Uplift 972.00 20 12.00 4.05 0 0 0 0.6D+W- 1623.24 OK SF- 8.96 17 0 Check Laterial 4900/4- 0 Support Shear Shear 900/anchor Uplift 800/anchor 1/4"with 2 1/2"embed(3"edge clearance) Tension 900 lbs/anchor same Slidnig W Ht. Load(PSF) F s Connections Resistance 28.42 14 28 11140.64 33600 Resisting Lbs DL Concrete 11088.0 SF- 1.7 3.0 Stiuct 4500 Host 3500 Total 19088.0 Overturning F-ot(psf) Ht.(ft) Area(sf) Mo(ft-lbs) 28.0 20 570.4 159712 Resisting Mo(ft-lbs) SF Slab 110,880.00 1 Connection 252,000.00 2 Use 1/8"Diameter SS Cable Rated Streught- 2100 lbs RACKING LOADS Cable Needs Page 6 Design Calculations Wiley Design Calculations Corner Cable Loads Parallel Host H Width(ft.) %indward(ps Leeward(psf) Dist. Obs) 8 12.00 24 19.5 0.25 626.40 Corner Cable Load parallel to host 626.40 0 cables required SF- 1.6 ALLOWABLE 1/8"CABLE 1400 LBS OK 1-required Sidewall Support Post Check WindLoad ( Horizontal) Wmdload(Vertical) H- 8 ft. Ld Width- 3.00 ft. Ld Width 6 ft. Span- 6 ft. Mmax.- 0.46 Ft.-Kips Pmax.- 45.0 lbs 5.53 In-Kips Size \Ilowable Fb(ksi lb (ksi) Fa(ksl) fa(ksi) Bending Comp Total 2x4 9.400 5.53 0.58 0.058 59% 10% 69% 2x5 10.100 3.66 1.06 0.049 36% .5% 41% 2x6 9.100 2.84 1.57 0.044 31% 3% 34% 2x7 9.400 2.28 1.86 0.037 24% 2% 26% 2x8 16.300 1.25 3.78 0.024 8% 1% 8% 2x8 smb Support Column for Carry Beam 0 Mmax. (in-k) P(Is) 12.2 55 lbs From Carry Beam (300 lb LLQ 300 lbs From Sidewall Support Point Load Reaction Over Column from SW) 420 Total Size \Ilowable Fb(Its( lb(ksi) Fa(ksi) fa(ksi) Fb factor Fa factor IR 2x4 9.300 12.20 0.58 0.537 131% 93% 224% 2x5 10.100 8.08 1.06 0.458 80% 43% 123% 2x6 9.100 6.28 1.57 0.411 69% 26% 95% 2x7 9.400 5.03 1.86 0.342 54% 18% 72% 2x8 16.300 2.75 3.78 0.227 17% 6% 23% 2x9 20.180 1.99 5.42 0.178 10% 3% 13% 2x10 20.660 1.44 7.57 0.139 7% 2% 9% 3x3 Post 16.6 9.22 7.03 0.29 56% 4% 60% Alternate Design(Fixed Moment at Beam to Column Support) Not consider for this site Beam Design LL- 300 WindLoad MI- 3.75 0.91 Center of Beam Mmax- 4.50 1.62 At Fixed Point Section at Centerline of Beam Page 7 Design Calculations Wiley Design Calculations Szc fb 2x7SMB 0.38 2x8 SMB 0.21 Composite Support Beam Alternate 1 - Continuous Simple Span -Only Corner Supports 1. Uniform Load From Composite LL 30 psf 2003.7.3 dDL 5 psf NR Uplift 17 psf 2002.4 Vertical Load Beam Loads Point Loads Load Width Beam Length Reaction 1 3.75 5 20.25 183 2 6.25 6.625 20.25 242.55 3 7 7 12.2 153.72 4 7 24 Uniform Load 180 plf R1= 2501 lbs R2= 0 Defl.=11.5 inches Mmoment 0 ft.-lbs 181.2 In-kips Alternate 2 Place a support midspan-Simple Span 0 R1= 1246 lbs R2= 1339 lbs Def= 0.763 in Mmax= 3827 ft-lbs Page 8 Design Calculations Wiley Design Calculations Compression Force on Horizontal Beam Comp 460.8 lbs 12% Bend 4% Total 16% Shoulder Reaction- 0 lbs Bending M(k-in) 0 Ft-Lbs 0.00 Leeward 0 1.00 Full Mansard Only Subtotal 1.00 SMB Properties for Design Major Axis b d tw tf A lx Sx rx Iy Sy ry S2X4 2 4 0.046 0.100 0.782 2.000 1.000 1.600 0.470 0.471 0.775 S2X5 2 5 0.050 0.116 0.917 3.644 1.510 1.993 0.592 0.592 0.800 S2X6 2 6 0.050 0.120 1.022 5.660 1.944 2.354 0.685 0.685 0.819 S2X7 2 7 0.055 0.120 1.229 8.472 2.425 2.626 0.849 0.850 0.831 S2X8 2 8 0.072 0.224 1.847 16.557 4.441 2.994 1.215 1.22 0.8109 S2X9 2 9 0.082 0.306 2.357 27.16 6.123 3.395 1.524 1.53 0.804 S2X10 2 10 0.092 0.374 3.013 42.282 8.462 3.746 1.926 1.93 0.8 6005T5 Results Member Fc Fa Fbx Mx Fby My S2X4 0.742 0.58 8.74 8.74 5.38 2.53 S2X5 1.151 1.06 9.20 13.90 6.08 3.60 S2X6 1.538 1.57 8.96 17.42 5.03 3.45 S2X7 1.517 1.86 9.19 22.29 4.72 4.01 S2X8 2.200 3.78 16.30 72.39 11.10 13.49 S2X9 2.300 5.42 20.18 120.97 16.45 25.10 S2X10 2.512 7.57 20.66 165.41 20.71 39.88 Page 9 Design Calculations I