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HomeMy WebLinkAbout7 COTTONWOOD - CALCSPHASE II ENGINEERING, INC. G50 E. PARKRIDGE AVE., SUITE 110 I CORONA, CA 92(579 951) 754-0978 ! 2' kI. Max. STANDARD NO. 734 2 STRUCTURAL CALCULATIONS FOR High x 1 7' Square free5tanclin9 Tile Roof Patio Cover w/ Masonry Plla5ter5 DESIGN PER CALIFORNIA BUILDING CODE, 2007 FOUNDATION PRESSURE = 1500p5f (1 /S Increa5e fEDITfON LUMBER = DF-L #2 or a5 noted or SelSmlc) SEISMIC FACTOR = O.4924 PASSIVE PRESSURE = 200pcf MASONRY f'm = 1,500p51 CONCRETE f'c = 2, 500p51 REINFORCING fy = 40,OOOp51 (Grade 40 or a5 noted) Phase II Engineering, Inc. Subject: 17' Square Free Standing Tile Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters Dead load: Tile := 10.3•psf TnG := 4.375psf Rafters = 1.56 psf DL := Rafters + Tile + TnG DL = 16.2 psf At := 17.17 At = 289 4 Live Load: := 1.2 — 0.001•At R1 = 0.911 R LL := 20•psf•R1'R2 LL = 18.22psf 4: 12 Pitch Min, Page: 1 Date: 1 /24/2008 Rafters: b = 3.5in d 5.5in Grade := 2 trib_width =— 36•in L '= 7•ft ntirt Cd := 1.25 Cr := 1.0 A = 19.25 in2 S = 17.646 in3 I = 48.526 in4 E = 1600000 psi - w := trib—width•(DL + LL) w = 103.4plf w w•L R :_ — 2 R = 361.81b umax := R vmax = 361.8lb w L2 Mmax •= 8 Mmax = 633.1 ft•lb 3 Vmax f� '— 2 ' A fv = 28 psi < Cd•Fv = 225 psi Mmax fb :— S fb = 431 psi < Cd•Cr•CF•Fb = 1463psi where CF = 1.3 Fb = 900psi 5•w•L4 = 384•E•I 0 = 0.072in < = 0.35 in 240 5•trib width•LL•L4 — 384•E•I 0 = 0.038in < = 0.233 in Use 4xG DF-L #2 Rafters 360 - - - _ @ 3G" O.G. max. W/ Simpson 'A35' each Side to Headers. Phase II Engineering, Inc. Subject: 17' Square Free Standing Tile Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters Header: k:= 5.5in t i tl = 8.5•ft 6.= 14•ft A = 50.875 in S = 78.432 in mow:= trib_width•(DL + LL) + wbeam R '= w—L 2 R = 2136.6lb vmax = R vmax = 2136.6lb w L2 Mmax:= Mmax = 7478.1 ft-lb 3 vmax f� '= 2 ' A fv = 63 psi < Mmax _ fb ' S fb = 1144 psi < Q 5 w•L4 384•E•1 _ 5-trib width-LL•L4 384•E•I A = 0.455 in < A = 0.231 in < 9.25in SOW= 1 ":= 1.0 1(411:= 1.0 I = 362.749 in E = 1600000 psi w = 305.2plf wbeam = 12.365 plf w Fv = 170 psi Page: 2 Date: 1 /24/2008 Cd•Cr-CF•Fb = 1350psi where CF = I Fb = 1350psi L — = 0.7 in 240 L 360 = 0.467in Use Gx 10 DF-L # I Beam w/ Simpson 'ECCGB' Column Cap _ to 8x8 Post. Phase II E ' ngineering, Inc. Subject: 17' Square Free Standing Tile Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters Hip Beam: b ;= 3.5in d,:= 7.25in trib w := 4.95•ft — 9.9•ft A = 25.375 in S = 30.661 in I = 111.148 in DP-L #2: := p � 900 si &= 1$0psi = 1600000psi ,�:= trib—w•(DL + LL) + wbeam w = 176.7p1f := 4921b R = 492 Ib Vmax R Vmax = 492 lb = 1290R-lb Mmax = 1290 lb•ft Amax 0.1246in Amax = 0.1246 in r= 2 ,qk:= 1.0 E = 1600000 psi 'beam 35pcf•b•d Page; 3 Date: 1 /24/2008 W f :— 1.5 Vmax v — A fV = 29.084 psi < Fv = 180 psi Mmax fb S fb = 505psi < Cd•CF•Fb = 1170psi where CF = 1.3 Fb = 900psi .01304•w•L4 A := A = 0.215 in < L E•I 240 = 0.495 in _ .01304•trib_widtlt•LL•L4 -- ALL • E•I ALL = 0.188in < 360 = 0.33 in -Use_4 x 8 DF-L #2 Hip . Beam ,:= 3511b R2 = 351 lb Phase II Engineering, Inc. Subject: # Square Free Standing Tile Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters 5teel Plate Connection for flip Beam Dia •= 5in Bolt Diam t page: 4 Date: 1 /24/2008 • e er Feperp:= 3150psi (VY Dia. Lag 5crew5) im:= 3.5in Main member Fepar:= 5600psi MY Dia. Lag Screws) is := .1875in 51de Member (7 Ga5teel Plate) Fes := 58000psi (for A3G Steel side plate) 0 := 45deg Loading Angle Fyb := 45000psi bending yield strength of lag Screws R2•Slope Hip := Y Hip = 784.86 Ib Axial Load from flip Beam Dowel Bearing 5trength at 45 degree Angle to Grain ND5 1 1 .3.3 F Feur•Feperp e0 �= FeO = 4032 psi Fepa.•sin(0)2 + Feperp•cos(0)2 Fem FeO Fem 1 Re := _ Re = 0.07 Fes R m t:= 6 s 0 KO := 1 + KO = 1.125 360deg Rd := 3.24 lc3 :_ —1 +Re) 2•Fyb (2 + Re)•Dia2 FR + e 2 k3 = 12.965 Fem 1S2 Yeild Limit Equations (51rlgle Shear Connection) Mode 111, (ND5 equation 1 1 .3-5): k3•Dia•IS•Fem Z5 (2 + Zg = 65$ lb Mode IV (ND5 equation I 1 .3-G): Dial 2•Fem•Fyb Z6 :_ Rd 4 3•(1 + Re) Z6 = 739 lb Z ;= min(Z5,4) Z = 658 lb CD := 0.9 CM := 1.0 Ct ;= 1.0 Z := Z•(CD•CM•Ct-Cg•CA) Z' = 592 lb Mn B it — Hip Rt = 18.667 Cg := 1.0 I Z—No—Botts = 1.326 Use 7Ga Simpson 'f1L351-C' w/ (2) V2" x 5" Lags to (leader. CO := LO .. 9 Phase II Engineering, Inc. Subject: 17' Square Free Standing Tile Page: 5 Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters Date: 1/24/2008 Steel Plate Connection to Nip Beam Feperp:= 3150psi (%2" Dia• Bolt) Dia := .sin Bolt Diameter Fepa.:= 5600psi (%2" Dia. Bolt) im := 3.5in Main member Fes := 58000psi (for ASTM A3G steel Side plate) is := 0.1875in Side Member (7 GaSteel Plate) Fyb := 45000psi bending yield strength of bolt Hip = 784.86 lb Axial Load from Nip Beam Coefficients of Yeild Equations Fem := Feperp Fem Re := Fes Re = 0.054 I Rt := i Rt = 18.667 s O KO := 1 + 360deg KO = 1,125 Re� 2•Fyb•'2 + R•Dia2 k3:= —1 + +k3 FR e 3 =12.34 Fem Is2 Yeild Limit Ecluation5 (NDS Table 1 1 .3. 1 A) Mode Im (NDS equation 1 1 .3-1): Rd := 4•ICO Dia• la,• Fem Z1 �= R Zl = 1225 lb d Mode IS (NDS equation 1 1 .3-2): Rd ;= 4-KO Dia•Is•Fes Z2 Rd Z2 = 1208 lb Mode III$ (NDS equation 1 1 .3-5): Rd:= 3.2I{e k3 • Dia• is' Fem Zg (2 + Re)•Rd ZS = 493 lb Z := min(Zl , Z2, Z5) _ Z = 493 lb Z':= Z.(CD'CM'Ct'C9'CA) Z' = 443 lb Hip Z' No Bolts =1.77 Dye 7 Ga Simpson "NL35PC' w/ (2) %2" Bolts throucjh Nip Beams to Phase II Engineering, Inc. DATE: 1/24/2008 WIN660 East Parkridge Ave., Suite 110 15-Corona, CA 92879 JOB NAME: Standard C. (951) 734-0978 •- . email: info@phase2eng.com JOB NUMBER: 734 I Seismic: ASCE CBC. Occupancy Category = II table 1604.5 I (Importance Factor) = 1.0 Table 11.5-1 Ss = 1.551 max map S, = 0.549 min z 0.75 map Soil Profile Type = Site Class D E, — 1.0 I',, = 1.5 Svs = (2/3) X I,„ X S, = 1.034 SI„ = (2/3) X 1 X S, = 0.549 Seismic design category = D Seismic -force-resisting system = 12 R = 1.5 Design Base Shear = SDS X I / R or. SI), X I / R = 0.6893333 or 0.37 0.69 Governs Seismic = Design Base Shear / 1.4 = 0.492381 Page 6 Table 11.4-1 Table 1613.5.3(1); Table 11.4-2 Table 1613.5.3(2);: Table 11.6-1 or 11.6-2 Phase II Engineering, Inc. Subject: ITSquare Free Standing Tile Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters Page: 7 Date: 1 /24/2008 Post Design: 7.5in:= 7.5in Grade = No. 2 A = 56.25 in2 S = 70.313` in I = 263,672 in4 Allowable Stresses 1 := S.Oft Ke := 2.10 Buckling Length Coefficient (NDS 05 Appendix G, Table G 1) Ie E•(1 — 1.645•COVE)•(1.03) le := Ke• 1 le = 10.5 ft = 16.8 COVE := 0.25 Emin 1.66 Lateral Stability of Columns (NDS 05 Appendix H) c := 0.8 KeE := 0.3 Fe = 625 psi E = 1300000 psi FcE 0.822•Emin = 2 FcE - 1383.1 psi (Ld t2 / 1 + FcE 1 +(IF cE FcE F' F • F° _ c Fe C c 2 c — —' — F'c = 551.76 psi Fc = 625 psi Allowable Compressive Stress 2•c c Actual 5tre55e5 Fb = 750psi Allowable Bending Stress; trib Area = 72.25 ft2 P := Fs•(DL•trib_Area) P = 577.5lb M := P-1 M = 2888ft•lb Maximum Moment of Post fb s fb = 492.8psi Actual Bending Stress trib—Area•(DL + LL) + wbm•L fc A fc = 47psi Actual Compressive Stress fe 2 fb J+ = 0.687 < 1.0 Column = "OK" Flc f Fb 1 — —E Use Sx8 DF-L No. 2 PoSt Phase II Engineering, Inc. Detail No. 734 w/ Pilasters Moment Connection for Post: V P P = 577.538 lb &= 5.0•ft M := P•H M = 2887.692 lb•ft &.:= 7.5•in Subject: 17' Square Free Standing Tile Patio Cover w/ Pilasters M Pstrap — Pstrap = 4620.308 lb e Use 51mp5on 'HPA28' 5trap5 all 4 5ide5 w/ (24)- 16d Nails to 8x8 P05t5: fallow = 4545 Ib Page: 8 Date: 1 /24/2008 Phase II Engineering, Inc. Detail No. 734 w/ Pilasters Subject: 17' Square Free Standing Tile Page: 9 Patio Cover w/ Pilasters Date: 1 /24/2008 Column Analysis: I G" Square x 3'-0" high Masonry Pilaster bk:= 15.625in t := 15.625in Grade = Normal Weight g Pam:= trib_Area•(DL + LL) h ;= 3.Oft Ae = 244.141 in S = 635.783 in 1= 2929.687112 in PDL :_ trib—Area•DL cover := 2.125in 2 Pilaster := 7cmu. (24in)•h Pilaster = 1500 lb lyl;= Fs'(PDL +Pilaster) V = 1316.11 lb At.- Fs•I PDL•8ft + Pilaster• h M = 5728.165 Ib•ft \ 2) h' := 1•h h' = 3 ft MCCtiVe Column Height (k = I ) Fsc := 40000psi• 0.40 Fse = 16000 psi fm := 1500psi No Special Inspection (Use Half) f 0.33 • m Fb = 247.5 psi i• := 5 in #5 Bars 8 rbar12 2 Abar _ I 2 J Abar = 0.307 in 2 No_bars := 4 (4)-#5 Bars Ast:= Abar'No_bars Ast = 1.227in2 Ast Pg .= Ae 0.005 < pg = 0.005 < 0.04 Steel Requirement OK As Abar'2 Number of Bara on one face h 3 1 — (42't) R = 1 Esc := 29000000psi Em := 750•fm Em = 1125000psi n := Esc n = 25.778 Em d := t — cover — bay av, d = 13.18$ in A s 2l P = b;d p = 0.003 k:= 2•p•n + (P•nl — p•n k= 0.323 j := 1 — k 3 = � 0.892 M 2 " b d2 . j •k fb 175766 psi < = ,pFb = 247.5 psi Bin A 3 2 12in 16 s M fs = As+d 9518 i < 034 s = .psF 16 fsc = 000psi Eo := 2•7c•bar V n '= d E o+ u = 28.475 psi < U := 100psi V .= b•j•d fv = 7.157psi < Fv = 38.73psi _ s•V Av • F d sc' AV = 0.05 in < Asv = 0.166 in e II Engineering, Inc. Subject: 17' Square Free Standing Tile Pag l No. 734 w/ Pilasters Patio Cover w/ Pilasters Date: 1/24/ P fa Ae fa = 10.196 psi P , Pe R Pe = 2489.756 lb r := 3.34in . C" J = 10.778 2 ` J Fa := 0.25•fm• I 1 — I h 140•rj 1 Fa = 372.777 psi 12 Pa := (0.25•fm•Ac + 0.65•As•Fsc)' l — I h' J Pa = 97353.611 lb 140•r// Ff + = 0.738 < 1.0 Use I G" 5quare x 3'-0" High a b C.M.U. Pilaster w/ (4)-#5 bars Vertical * #3 Ties @ 8" Fbr := 0.26•(fm) Fbr = 390 psi O.C. � (3)-#3 Ties in top 5" of Pilaster. Phase II Engineering, Inc. Subject: 17' Square Free Standing Tile Page: 11 Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters Date: 1/24/2008 � � = 125pcf •(24in)2.36in Pilaster = 1500 lb PDL = 1172.95 lb Mot:= Fs - Pilaster, 2.5ft+ Fs•PDL•9ft Q:= Pilaster+ trib_Area•(DL+ LL) + 150pcf•(3.583R)2.12in Mot = 7044.275 lb•ft Q = 5915.029 lb total weight on footing trib_Area•LL = 1316.395 1 Check Soil Bearing Pressure: depth := 12•in B := 3.58311 µ := 0.25 coefficient of friction for soil Wfooting B2 depth. 150pcf Wfooting = 1925.683 lb weight of footing B = 7.166 in Mot 6 ,�= — e = 14.291 in eccentricity Q FOUNDATION SOIL PRESSURE DISTRIBUTION: when e > D/G e = M/Q e > P>/G Cl max. 1 UUINv/-\I 1UN r'KCS,-)UKC U15l KI5UTION Hallow 1500psf. 43 Cd Ballow = 2000psf Allowable Soil Bearing Pressure gmin = 0 4•Q gmax := 3 B•(B — 2e) gmax = 1832.4902 psf Ballow OK USE 43" Square x 1211 Deep Footings w/ (4)-#4 Bars Each Way, @ Bottom, 3" Or. Phase II Engineering, Inc. Subject: 17' Square Free Standing Tile Page: 12 Detail No. 734 w/ Pilasters Patio Cover w/ Pilasters Date: 1/24/2008 'seismic Fs•(DL• 17ft) ,�,;= 17ft &:= 17ft w = 135.9 plf R seismic' L R := R = 1155.077 lb 2 V := R V Vroof b Vroof = 67.946 plf sallow 2001b Nail:= 1411b Spacing := 36in Cd := 1.25 2-Nail Vallow Spacing-Cd vallow = 75.2pif 'seismic = 135.891 plf R = 1 155.1# Use 5/8" CDX w/ 8d @ G,G, 12 o.c. (unblocked) vroof = 67.946 plf Use 2xG T*G w/ (2)- I Gd Common Nails @ 3G" o.c. to Each Rafter. OK without Plywood Vallow = 75.2 plf