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0012-248 (SOTB) Structual Calcs4� ~ structural em design & consulting ASSOCIATES INC. 7a -405 C�-rS9*0MY COVER SHEET October 26, 2000 GCI FN: 2000-367.00 Project Type: SFD-TH Project: Canterbury Court / Tournament Turn -In Garages Architect: Knitter & Associates CIN OF LA QUI Contact: Greg Nutt BUILDING & SAFETY Developer: Century Crowell Communities APPROVE Dev Contact: Marty Butler FOR CONSTRUCT CANTERBURY COURT POOL BUILDINO DATE l 5 so BY Description: Structural calculations and structural drawing for two single family plans with turn -in garages. Location: La Quinta, California Contract With: Developer Services CALCS & DRAWINGS Client J.N.: Book In Date: 5-30-2000 Ref. FN: 2000354 Soils Engineer: LAST REV. 10-10-2000 2000-367.02 Soils Report No.: Report Date: Soil Bearing: Foundation Type: 3831 Birch Street Newport Beach California Voice (949) 756-1525 Fax (949) 756-0208 VTA DEPT. JN .e Sal - structural design & consulting ASSOCIATES INC. LL/1.25+D.L. '1 Trusses by others CRITERIA: 1997 U.B.C. TIMBER: West Coast Douglas Fir SPECIFICATIONS ROOF 2x Studs: PITCH 5:12 Construction Live Load 16.0 DF No. 2 Pitch Adj. 2.0 DF No. 1 Roofing Mat'I 10.0 DF SS Sheathing 2.0 2x; 4x Rafter, Ceiling Roof Rafters 3.0 Beams & Headers Ceiling Joist 0.0 Fb= 875 psi Drywall 2.0 Fb=1000 psi Insulation, 1.0 Fb=1450 psi Misc. 0.0 DF No. 1 Total D.L.= 20.0 DF SS L.L.= 12.8 Total Load= 32.8 LL/1.25+D.L. '1 Trusses by others CRITERIA: 1997 U.B.C. TIMBER: West Coast Douglas Fir (WCDF) 2x Studs: Construction Fb=1000 psi DF No. 2 Fb= 875 psi DF No. 1 Fb=1000 psi DF SS Fb=1450 psi 2x; 4x Rafter, Ceiling & Floor Joists, Beams & Headers DF No. 2 Fb= 875 psi DF No. 1 Fb=1000 psi DF SS Fb=1450 psi 6x or larger Beams & Headers DF No. 1 Fb=1350 psi DF SS Fb=1600 psi Glue Laminated Beams Type 24F Fb-2400 psi 1-1/2" ply Parallam PSL Fb=2800 psi REVISIONS SHEET NUMBER A FILE NUMBER L] DATE aQ�p�ESS'p l F �! �4 GEO �GE A , 2Z ``. 4 V�IS,11 CIV L r OF C EXP. DATE 3-31'03 CC, 2 g 2000 George A. Gouvis II, RCE 29211 CONCRETE: (Strength @ 28 days) Foundations fc=2000 psi Columns fc=3000 psi Struct. Slabs fc=3000 psi REINFORCING STEEL Intermediate Grade 40; Grade -60 STRUCTURALSTEEL Beams Fy=36 ksi, ASTM A-36 Columns Fy=36 ksi, ASTM A-36 Pipe Fy=35 ksi, Grade B types E or S, ASTM A-501 MASONRY Hollow Concrete Units (CMU) Type S Mortar Grade N fm=1350 psi Grade N fm=1500 psi (solid grouted) SOILS REPORT BY: 91A0PEN Gny-�1NUcp11v4-. ALLOWABLE BEARING: SB= ISOO PS F ACTIVE PRESSURE (EFP): PASSIVE PRESSURE: COEFF. FRICTION: Q:\G C IASSOC\Engdocs\ 1999-3042ndpage.dot 2 July 30, 1999 -- .,. ... ._. .. ,,,,.�._ �,_.. ___... w a. .�.. �-.,. ..... ........... .. -..._-�.a.=�-"•'*'�.... "'"."°.ra. t'..Tim'2a4`'�,''.'i. `,-`•o�i��.�^S� structural Page:` 3 F.N.: design & Date: 07/30/99 G' consulting ASSOCIATES INC. Project: Tournament Collections. Pool Bldg Beam # 1 HDR at Pool Equipment 4 x 6 D.F. #2 Areq'd = Sreq'd = Ireq'd = 6 x 6 D.F. #1 Areq'd = S'reqd = Ireq'd = 8 x 8 D.F. #1 Areq'd = Sreq'd = Ireq'd = 10 x 10 D.F. #1 Areq'd = Sreq'd = Ireq'd = Beam # 2 Beam at entry 4 x 8 D.F. #2 7.06 9.22 12.88 7.89 7.37 13.69 7.31 7.37 13.69 6.74 7.37 13.69 Areq'd = 12.15 Sreq'd = 21.50 Ireq'd = 40.97 6 x 6 D.F. #1 Areq'd = 14.21 Sreq'd = 17.20 Ireq'd = 43.53 8 x 8 D.F. #1 Areq'd = 13.49 Sreq'd = 17.20 Ireq'd = 43.53 10 x 10 D.F. #1 Areq'd = 12.77 Sreq'd = 17.20 Ireq'd = 43.53 2RII1 0;-6, ca.....♦ w 41...-....a n__-'_ .._.. Load Type=1 L= 5.50 L/360=0.18 UNIFORM LOADS Roof 32.80 x 5.00 = 164.00 Wall 10.00 x 2.00 = 20.00 Total W1 Beam DL 184.00 plf 11.00 plf R1 = 536.25 Brg.A. req'd = 0.86 R2 = 536.25 Brg.A. req'd = 0.86 Load Type=1 L= 7.50 L/360=0.25 UNIFORM LOADS Roof 32.80 x 7.00 = 229.60 Total W1 229.60 plf Beam DL 15.00 plf R1 = 917.25 Brg.A. req'd = 1.47 R2 = 917.25 Brg.A. req'd = 1.47 structural Page: 4 F.N.. GC' design & Date: 07/30/99 consulting ASSOCIATES INC. Project: Tournament Collections. Pool Bldg Allowable Stresses 2x 4x<14 4x>=14 6x+ GLB Parallam Grade D.F. #2 D.F. #2 D.F. #1 D.F. #1 GLB Parallam FV 95.00 95.00 95.00 85.00 145.00 290.00 Fb 785.00 960.00 1000.00 1200.00 2200.00 2900.00 Fbrep 900.00 1100.00 1150.00 0.00 0.00 0.00 E (x1 0 6) 1.60 1.70 1.70 1.60 1.60 1.80 3831 Birch CtraPt REVISIONS SHEET NUMBER AFILE NUMBER ASSOCIATES INC. O DATE COMPUTATION SHEET Structural Engineering & Consulting (60,2,2 [TE TA 12 3/, T = Cf (kk,) = 0,020((0)1/4 � 0,112 SC-7SMLc SONeCC, 1'j, DISlAKKE • 10 kM NV o - Cv N 9,64-.V00 9 P"4 Ot- SffC�ttL wA-cu- �'v a w o, �� �(I w _ a,�4 2- w BUT NGGD Nof Cx CCC -D . V 0,143 W I��-Iz (�►�-)��'�� Z1,4- F7 i? REVISIONS SHEET NUMBER 60 AFILE NUMBER ASSOCIATES INC. DATE COMPUTATION SHEET Structural Engineering & Consulting to _ �._� C 2- 61A, A 65 STRIP - iwY �O 2) vr -V= (4/. V;= Faec,- PA,/ SGC. C/) (%2• �j� 19S� 7/ l ��l .:a�2c� oN � �v1�1-a•C � . , CQ,���-�l6 37kc--SS //Y 1--loksr 1�rfLtA&ttlfy 11?CrUvbA1v(Y T7--c7olt I Ar', 05 lip 71.1 2. ?5 f -.7 zggpir REVISIONS SHEET NUMBER— OR Z�s FILE NUMBER ASSOCIATES INC. DATE a/+lq COMPUTATION SHEET Structural Engineering & Consulting f2 ZF 5WC 3 2,5 306 r V:z 0tI45 w 0, (+3 ((3ob5) _ /8 bO Fvo- %,qcM kifttf . ;;Owt C(-f0e.0!;. 6-�7w WO v qq 238 Loo 385 , MOW: 66 235 t6. 5- .7i6 5 2 72 5 15- P0-. 5-9" is .. WO v 100 24.7 qq 238 385 , 66 235 t6. 5- 100 24.7 tj qq 238 66 235 t6. 5- 2-3A (0/s. tj F c �R�t�:--'„�v:hz:�;: ,.mow-.�:��.�..�''•r .`a+_^=:r.?oj"a�?:`5� ,!: - --_ _ jV'��+a}�le.�..'..c'L.✓:� - _ _ - - :v.1�. _ __ _ - eY. ',i�OC+FQ:_C`T._ __—....-..�._ vw�.. -•.i� �.y� - __ _+..ru¢eaui.+�iw.:�:=...�r'�".P"w.�:- v':: �= �_'.�_1M1Xa�.�?F. �`a].A'W�7uT�-'^'A�� - � �-� 1 REVISIONS ASSOCIATES INC. Z�s SHEET NUMBER FILE NUMBER COMPUTATION SHEET Structural Engineering & Consulting 7z� P SNS Si(r- NS Sf/cr•�t s1eU�61, -AtNPH 72��x r� S 'L�X Jb S,�f, 4 X16 2x(I. � 1 b2 rod @ 6 voce . Goad �w Nm� 4f,1- x �//2 , 2-2• z. . 3(f,6y 64 1�It -f p/1f 3¢G 01r beC�)6o2 Sp�rcE s��� A�LiKwr� l3y`�A�MIDSp/t�. ��GX 0,03/3 t/9 )S�2 IV, 61191 0T00( f L 0S0(3 f 0.4/1 0,05-1I (4tokr- (coSCyc. 70 4 ,,'16*1G �S /G � DI+YPFhe �G nit C 11flR� �.ONC�11�(DINfl'1. �IA'1TCT�Ury L 71-'f 2 f x 9X /6 IY(114 o 7 216X2.8 Shear Wall Stiffness Rigid Pro Mat Mate Length Height Total Holdow Unif HD Uplift Bend D Shear Nail Total Stiffness ity_I ject erial rial Shear n orm Deflecti eflection Deflecti Slip Deflecti 1 1 1 1 6.50 10.0 822.0 PHD2 212.0 0.013 856.5 0.008 0.051 0.032 0.104 9.64 2 1 2 2 5.5'` 10.0 73o PHD2 160. 0.018 /D15. O.O/ 0,053 0.035 0.1/6 (013 3 0 1 1 4.50 10.0 150.0 PHD2 238.0 0.000 -28.0 0.003 0.013 0.030 0.046 21.58 4 0 1 1 13.00 10.0 434.0 PHD2 238.0 0.000 -725.3 0.001 0.013 0.030 0.044 22.53 5. 0 1 1 3.50 10.0 169.0 PHD2 275.0 0.005 181.5 0.006 0.019 0.030 0.060 16.59 6 0 3 3 8.50 10.0 412.0 PHD2 238.0 0.000 -202.7 0.002 0.018 0.023 0.043 23.31 7 0 1 1 0.00 0.0 0.0 0.0 0.000 0.0 0.000 0.000 0.000 0.000 0.00 7-30-1999 Page 1 of I a Lateral Force Analysis 345pl.x|s 12/13/1999 Pagel idecript Lateral Force date 9 pool building 19 Analysis (One Story _h OAD GENERATION 11997 Uniform Building Code Wind Loads PresCoeff Wind ExposureL C I= Max Ht. 20 ft. Applied Wind Force Ce= Mwj-19419 1.13 1.4 16.4 Dead Loads Roof psf Walls psf Ave. 1 Plate Height= ft. Transverse Direction Wind Strip Forces One Story Wind Strips 207.6 .01 12/13/1999 Pagel REVISIONS SHEET NUMBER A FILE NUMBER ff-- - 0 ASSOCIATES INC. DATE COMPUTATION SHEET Structural Engineering & Consulting -?-- - �.._ _;_.--. ;__...�� _..... �'vv �sr►_rr�. 0 � R /� l D (t y iii � � uG. A7I0/V • ice > Y- 124, 2; c?I.2 C'ONS rp 5/ 6x IL . _ °`g ex = i., 6 f o. V,5 - g, 5-7 ��; . 22•S3 3��.E 0 0 23.3r 0 �' ►2 = s�,d - X94; C'ONS rp 5/ 6x IL . _ °`g ex = i., 6 f o. V,5 - g, 5-7 REVISIONS SHEET NUMBER - RLE NUMBER ASSOCIATES INC. ins DATE DETAILS Structural Engineering & Consulting M 6 I C6. 0t . . Loo 4tsikill urfoly. WAII-1 K, i R 2 I; 7 -ex -- 61 � Rd Rd'-- I Tv .1 F&- I101k I t- 556. vit-q - W. -:710*iZoO.,-10 55-7 6,5 aw th"57 woas r i V Neu, hr -y -t. ori u�Will kN*W p;+18 , Iff - �v 7-0 J. 'elf �y ore. T V` �Qr ) Fv R o wA Li, ------ � P- of WtJ Pfa?ALLC--� 10 jOkU. (V XP,, ) >, P q F iA-t t, X D 1. S IAA,(L- Peom -lHr ca-Alfea -oF RI-!ZiDiry 27 ,rvjL ,"14 1211311969 planPage 31601DT --_---_- .XIu Uplift jAnal Design GCI FN: C-31 Plan No. Date.ffl"T Plate Htjj��.'V Shear El ement Data Shear Case Seismic Wind Ll L2 L3 L H 141E; IR ROOM NO Uniform DL Concentrated DL's Reduction Factors ON 200.0 Ml` Seismic Wind Factored Resisting Moments (ft. -lbs.) OTIVI OTM Mr CW Mr CW Mr CCW Mr CCW ft.-Ibs ft.-Ibs Seismic Wind Seismic Wind 'Uplift Reactions Lbs. (up=+) fc= 2,000 Ru left Ru left Ru right Ru right f s JIM Grade 40 Seismic Wind Seismic Wind k= 0.33 1947.3 2846.2 1232.8 2283.0 j= 0.89 DL(plo= 350 Uses effective HD Moment arm =L-0.5 Grade Beam Section Fig W (in.), Fig H (in.) depth (in) M bal. Pour d ft. -kips y 1_ Md ft -k As M des. As Ft. End Cond Sq Inches Interior SqInches Shear Element Data Shear Case Seismic Wind Ll L2 L3 L H mw Uniform DL Concentrated DL's Reduction Factors Diaph TA Dia+Wall P1 Dist.to P1 P2 Dist.to P2 Seismic= _] 200.0 06 EYE B 5.1 Seismic Wind Factored Resisting Moments (ft.-Ibs.) OTIVI OTM Mr CW Mr CW Mr CCW Mr CCW ft. -lbs ft. -lbs Seismic Wind Seismic Wind Uplift Reactions Lbs. I (up=+) f c= 2,000 Seismic Wind Seismic Wind k= 0.33 2279.8 3620.7 2279.8 3620.7 0.89 DL(plf)=� 350 Grade Beam Section Fig W (in.) Fig H (in.) depth (in) M bal. y Md ft -k As �s 8/4/99 Plan Page 31601 OT.xls 2 1¢ GCI Associates, Inc. Uplift Analsysis & Grade Beam Design GCI FN:1+60;1;0 Plan No. Date: Plate Ht.: , . ;i00 ft.; DL Diaph.: �r2d+ psf: DL Wall: 'i0.© psf Shear Element Data Shear Case Seismic , Wind L1 L2 L3 L H Wall # # #/ft. #/ft. ft: ft. ft. ft. ft. U1 k nin ti Uniform DL Concentrated DL's ReductionFactors Diaph TA: Dia+Wall P1. Dist.to P1 P2 Dist.to P2 Se!i" ft. #/ft. 260.0 lbs X1 (ft.) r lbs. X2 (ft.) OAU W Seismic Wind -Factored Resisting. Moments (ft. -lbs.) OTM OTM Mr CW Mr CW Mr CCW Mr CCW ft. -lbs ft. -lbs Seismic Wind Seismic Wind 24,325.0 ' 19,075.0 42,017.6 33,119.8 42,017.6 33,119.8 Uplift Reactions Lbs. (up=+) fc= 2,000 Ru left Ru left Ru right Ru right fs= Or00, Grade 40 Seismic Wind Seismic . Wind k= 0.33 -931.2 -739.2 -931.2 -739.2 j= 0.89 DL(plf)= 410 SIMPSON No HD No HD No HD No HD Ru= 132.55 10TM des= 24,325.0 Grade Beam Section Ftg W (in.) Ftg H (in.) Pour 1 depth (in) d M bal. ft. -kips Y Md ft -k As M des. As Ft. End Cond Sq Inches Interior Sq Inches 2 8.5 12.7 21.8 2.0 0.12 1.3 0.08 Plate Ht.: 'U?0 ft.; DL Diaph.:20EU psf: DL Wall: O;U ;j psf Shear Element Data Shear Case Seismic Wind L1 L2 L3 L H Wall # # #/ft. #/ft. ft. ft. ft. ft. ft. �6�: an- .� �2.�, fii5�0 r-5` � • 8 U - � 5d. . � 8}_, `fir. � 0 � U :0. ' •� Uniform DL Concentrated DL's Reduction Factors Diaph TA Dia+Wall P1 Dist.to P1 P2 Dist.to P2 Seismic= r 0:85 ft. #/ft. lbs X1 (ft.) lbs. X2 (ft.) Wind = , 0 7 0-11,81601260.0 Seismic Wind Factored Resisting Moments (ft. -lbs.) OTM OTM Mr CW Mr CW Mr CCW Mr CCW ft.-Ibs ft.-Ibs Seismic Wind Seismic Wind 12,600.0 15,360.0 18,674.5 14,719.9 18,674.5 14,719.9 Uplift Reactions Lbs. (up=+) fc= 2,000 Ru left Ru left Ru right Ru right fs= �1, 0?0U0 Grade 40 Seismic Wind Seismic Wind k= 0.33 -486.0 51.2 -486.0 51.2 j= 0.89 DL(plo= 410 SIMPSON PHD2 PHD2 PHD2 PHD2 Ru --I 132.55 OTMdes=l 15,360.0 Grade Beam Section GCI Associates, Inc. -`-__-,.______ _.._...__..-.,.....,.t .�..�..._ .._....,...�...,,..r..nxc.„M,.,..:XY::'a.�-`a,.-:�;..'4� "�'_'v":v;i”' aa�,::c:""`����•ao` .. :: -, _ � =-+•sem •�. 8/4/99 Plan Page 31601 OT.xls Ftg W (in.) Ftg H (in.) I depth (in) M bal. Y Md ft -k As M des. As Pour 1 - d ft. -kips Ft. End Cond Sq Inches Interior Sq Inches �'�1�'�: • � ' 12 ;�� ` 8.5 12.7 17.3 3.1 0.18 1.9 0.11 GCI Associates, Inc. �5 REVISIONS SHEET NUMBER— ml FILE NUMBER ASSOCIATES INC. DATE COMPUTATION SHEET Structural Engineering & Consulting -..- . D0514n1 fur gm". Co wfTroN _ Y114 IR -113 -CDRD- po t wr Lon> = Cif t�� 2 x 3 2 8 = S z e-, 0. -r0 w If - 5-Y 9x? -?-8/ 11" 2 RA 1509, 9 x 7 • 6 %10 -{- 1156 f 603 -s -175-5.15 w 6$b '-- - -- '-'.��:.�...r��.....�.....:�....�-..�-..x�..+:.-x.-.....-.. w•,..!��a.r..�a::.:=c:.y�:"�`k.:�v,��\»>:is::cw.��z2.�'CE�S`F'i��su".d. -...-.. .."...":...-.,�;v:::".�'�:: REVISIONS SHEET NUMBER !� QFILE NUMBER ASSOCIATES INC. DATE ray ---- FOUNDATION DESIGN Structural Enpinasrft & ConsufflM Soil Bearing, Sb= /.5190 • psf Confirm prior to construction ✓ Confirmed by soils report UNIFORM LOADS (W): UNIFORM LOADS (W): a t [=' 7C--'WAy WAI'L'S - _ at Roof (32.8 .psf) ( S )_ -260-4. Roof ( psf) ( )_ Wall ( /s psf) ( /o )= iso Wall ( psf) ( )_ Floor( psf)( )= Floor( psf)( )_ Misc.( psf)( )= Misc.( psf)( )_ Dead Load of Footing = /SO Dead Load of Footing - EW = 562. y- EW = MINIMUM WIDTH REQUIRED;b MINIMUM WIDTH REQUIRED;b b=w/Sb=( 567- )/(/Say )_ 4,375_ b=w/Sb=( )/( )= UNIFORM LOADS (W) : hn rn ;? t,. &Q)7-fN< at Roof ( psf)( )_ Wall ( psf)( )_ Floor( psf)( )_ Misc.( psf)( )_ Dead Load of Footing = EW - MINIMUM WIDTH REQUIRED;b b=w/Sb=( M0 )_ Use " wide x " deep continuous footings Use " wide x " deep continuous footings MAXIMUM POINT LOAD TO CONTINUOUS FOOTINGS; Pm IPM Pm = L (bSb -w) Ar 4y4. pOs> S"[J,0209YS Pml = /755 /IAF1F,c \ - Use ( ) - T b ( ) - /l B0 450 � �-----,F GRADE BEAM BEHAVIOR: As= 19,4- M=As(1.48)(�_)_ ;•2,A L=2 (2M/ (bSb-w)) _ 6, Pgb =L (bSb-w)= 6 9T % yh/ _. t n r f% .. t�tt.L rv�»JN 1, !t �?D�n'e�f>�- Foil ?h/S tnr{Drtil