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AR (06-4240) (Structural Calculations)• ' .. rp � _ ..r .. - � ... r � i•'4� a'- �. a ,-,k.,.`•7 TMll � .x' 7 -`.firs n, �:".aa+? ,j•' J • } .'' '^.,, ` a. S,a�t�+• Knapp & Associates, Inc.' 408 South Stoddard Ave.,, San Bernardino CA. 92401 •Phone:(90.9)889-0115Fax:'.(9,9'9)8819-0455IE-inall:knappae@ aol.com . 4� Page l of'4 F 'SUBMITTING REVISED - CALCULATIONS " 'For A residence Remodel for:, � • Mr..•And Mrs: Thomas DiMare ` - _: 49-961,A venida Montero . a . La Qinta, CA 92253 . 'PL 2384' 30577 ,C T ~ 1 •'R . E(P. 03131/06: • ' 4 i• r civ t.. �6/@�Fp@� rl, , KNAPP &ASSOCIATES, INC. p q q 408 SOUTH STODDARD AVE DIMARE RESIDENCE Grade Beam Design @ LINE Data: Lsw:= 6 -ft 13:= 24•in Larm := 1.5oft fy := 60 ksi h:= 18 -in fc := 2500 -psi d := h — 4 -in tslab = 6 -in Try 345 to Overturning p and bottom As := ,93•in2 g Moment: Mo := 2.012•kip•9• ft Mu := 1.4 -Mo Mo = 18.108 kip • ft Resisiting Dead Load: Mu = 25.351 kip•8 L :_ Ls,,+ 2Larm , L = 9ft Wall: wall:= 20•psf.g.ft.Lsw Slab: wall = 10801b slab := t Grade Beam: B slab,( + Oft) •L• 145•pcf slab = 13051b gr beam := h•B• 145•Pcf•L P:= wall +slab + gr beam gr beam = 39151b P = 63001b Pu := 0.9P Pu = 5670 lb Resisting Moment: Mr:=0.9•p.L • Mr=25.S15kip•$ » M 2 0 18.108kip•ft OK Soil bearing pressure:M e '= o e= 2.874 ft Lre 6• e L P L = 9ft e L q '= req = 17.246 ft o =--e 2 eo = 1.626 ft outside Midthird qmax •= 2 P gmax = 1291.74 sf < 3•B•eo p allowable bearing OK pressure 1333psf Factored Earth Pressure: Mu 3 eu := Pu eu = 4.471 ft euo :_ — eu 2•PU. qu_max 3•B•euo qu max = 65423.077psf (qu Max) q°_p:= qu_max — . (Larm/ 1 3. euo qui _ —1.067 x 106psf qui • Larm2 2 ]. Mu Larm 2 + �qu_max — 9u_p) • rB Mu =—1551.282kip•ft Vu := 9u _ + qu max 2 . (Larm)•B Vu = —1.502 x 1o61b t'-�-�c v �► T KNAPP & ASSOCIATES, INC. DIMARE RESIDENCE 408 SOUTH STODDARD AVE. Reinforcing Steel: . Asmin .0018•B•h Asmin = 0.778 int << As = 0.93 int As fy , a:= a= 0.93 in fc• B Mn := 0.9•As•fy. d— 21 Mn = 56.644kip•ft >> Mu =—1551.282kip•ft J Vc := 0.85.2• B • d•T�S—ci f 12 Vc = 28.56 kip >> Vu = —1502.214 kip in Provide 12" wide x 18" deep x 9'-0" grade beam w% 345 top and bottom • DIMARE RESIDENCE Steel Column Design: TS 8x6xl/2" Steel Column P := 3300 -lb L:= 9 -ft I:= 103 -in S := 25.8•in3 M:= P•L M = 29.7kip•ft M '- _ S•1.33 fb = 10.39ksi 3 PL A:= 0=0.46 in 3•E•I Dallow := L-.005 Dallow = 0.54 in Anchorage: Lp := 11 -in Tension := M Tension = 16.2kip 2. Lp Shear := 4 Shear = 0.83 kip Use 1" diameter A307 fully thr'd steel rod with 30" min. embedment. Base plate: width := 14 -in dist := 1.5 -in Tension -2 -dist 3 sx .= sx = 1.8 in 36•ksi•0.75 [6 's •sx th := width th = 0.88 in Base plate: Use 1'' thk. base plate r%A lL T • Knapp & Associates, Inc. 408 South Stoddard Ave., San Bernardino Ca. 92401 Phone: (909) 889-0115 Fax: (909) 889-0455 E-mail: knappae@aol.com ORIGINAL CALCULATIONS For A Residence Remodel for: Mr. Tom DiMare 49-963 Avenida Montero La Quinta, CA 92253 OFESS{p 305 EXP. 03/31/06 ; /a S'T cfv l\a OF C � Date: 4 . May 20, 2005 Prepared. By: HW Udp -:� p 408--S.OUTH.STODDARDAVEN.UEDate, SAN 'B ERNARDINO CA 924:0.1 4 -ail KNAPPAE AOL.COM h Em e TEL (9,09) 889-01'1 S t. / Of •. .. ::;:, : Fax (909)889-0455 L.L. - 6 ,L D.4, = 2a r)el9 11 /Pf & A,Soda, . S C.. by: 4 8 �D'T-H. STODDARDAVENUE Date: V 'B�NARD!ND; GA 9240:1 ai ---- D L ...... h E m i KNA�AE�AO.L C.Ot� . i - TEL..(9D9) 889 X1'1 a S t. 3. Of Fax- (909)-889-0455 • 0 ' '. • • 2 O /kssoaates c.. p ,,. 408.SO.UTH. STODDARD,'AVEN.UI= SA J"BERNARDINO; CA 9249.1 .R E-mail KNAPPAE@AOL.C.OM TEL_.(99.9) 889-01'15 ` Fax., (909).889-0455 Dy. Sht, S Of S - 7 A. .. 6m5 6wY RISA -2D (R) Version 3.03 Job Page Date DIMARE RESIDENCE REMODEL Units Option US Standard RISC Code Checks 9th Edition ASD Shear Deformation: No P -Delta Effects No Redesign No Edge Forces No A.S.I.F. 1.333 -------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation. Temp: - (ft) -------- (ft) -- (in,K/in) ---- (in,K/in) --- (r,K-ft/r) ----- (F) - 1 0.00 0.00 R R R 0.00 2 42.00 0.00 R R R 0.00 3 0.00 10.00 0.00 •. 4 42.00 10.00 0.00 ---------_--------------------------- Material Elastic Poisson's Thermal Weight Yield. Stress Label Modulus Ratio Coefficient Density (Fy) ------------(Ksi)------------- --------- (F). -------- (K/f t3)------(Ksi)---- STEEL 29000.00 0.30000 0.65000 0.490 36.000 ----------------------------------------------------------------------------- Section Database Matl. Area Moment of As Label Shape Set Inertia Coef -------------------------------------- (in -2) --------- (in"4)'----=------------ COL. TU8XGX8 STEEL 12.40 103.000 1.'20 BM TU12XGX8 STEEL' 16.40 287.000 1.20 ------------ I J I Releases J End Offsets No Node Node Section x y z Ix y z Sec Sway I J Length ----------------------=-------------------------------(in)----(in)------(ft) 1_ 1 - 3 COL 10 00 2 2 - 4 COL 10.00 3 3 - 4 BM 42.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 1 1 - 3 RISA -2D (R) Version 3.03 Job Page Date DIMARE RESIDENCE REMODEL I J Unbraced Lengths' K Factors Bending Coefs No Node. Node Lb -in Lb -out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)------------------------- 2 2 - 4 3 3 - 4 2.00 2.00 2.00 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 D+L+S 1 1 Nodal Loads, BLC 1: D+L+S ------ Node .Number Global X Global Y Moment ----7-------------------(K)------------------(K)------------------(K-ft)---- 3 2.573 0.000 0.000 • Member DistributedLoads,BLC1__D+L+S ------------------------------------ - - Memb I J Start End Start End No Node Node Dir , Magnitude Magnitude Location. Location ------------------------- (K/.ft,F)----- (K/ft,F)--------- (ft) --------- (ft)---- 3 3 - 4 Y -0.200 -0.200 0.000 42.000 ----------------------------------------------------------------------------- Load"Combination Self Wt BLC BLC BLC BLC BLC W E No. Description ---------------------------------------------------------------------------- Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 D+L+S Y -1 1 1 Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity. 3 None X only 32.20 ft/sec*.*2 Load Combination is 1 D+L+S Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global Y Rotation --------=------------ (in)" ----------"-------(in) ---------------- (rad)-----.---- 1 -0.00000 -0.00000 0.00000 2 0.00000 -0.00000 -0.00000 3 0.1.0231 -0.00178 -0.00405 0 RISA -2D (R) Version 3.03 Job Page • Date DIMARE RESIDENCE REMODEL Node Global.X Global YRotation ---------------------(in) ------------------ .(in) ----------- -----(rad)--------- 4 0.09648 -0.00194 0.00281 Load Combination isD+L+S ,l Reactions ------------------------------------------- Node Global X Global'Y Moment ----------------------(K) --------- --------- (K) ---------------- (K -ft) --------- 1. 2.92264 5.54908 -6.20524 2 -5.49564 6.03864 21.65435 Totals -2.57300 11.58772 15.44911 Load Combination is 1 D+L+S Member End Forces ------------------------------------------ Nodes ___-_____= I -End _____ J -End -- No, I J Axial Shear Moment Axial Shear Moment --------------- (K) -------- (K) ------ (K -ft) ------- (K) -------- (K) ------ (K -ft) -- 1 1- 3 5.55 -2.92 -6.21 -5.13 2.92 -23.02 2 2- 4 6.04 5.50 21.65 -5.62 '3- -5.50 33.30 3 4 5.50 5.13 23.02 -5.50 5.62 -33.30 Load Combination is'1 D+L+S AISC Code Checks --------- ------------------------------------------- NodesMember Quarter Points _Nodes No I J Maximum 0 1/4 1/2 3/4 ----------------------- L Shear 1 1- 3 0.4743 0.1463 0.0458 0.1886 0.3315 0.4743 0.0254 2 2- 4 0.6781 0.4515 0.1816 0.1401 0.4091 0.6781 0.0477 3 3- 4 0.3675 0.2589 0.1923 0.3140 0.1380 0.3675 0.0325 0 RISA -2D (R) Version 3.03 Job Page_ Date • DIMARE RESIDENCE REMODEL 12._ 2 , gQ Cam a N< _Y . Units Option US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P -Delta Effects No Redesign. No Edge Forces No A.S.I.F. 1.333 -- --------------------------- Node Boundary Conditions No X=Coord Y-Coord X-dof Y-dof Rotation Temp. ----------- (ft) ---=---- (ft) ----- (in,K/in) ---- (in,K/in) --- (r,K-ft/r) ----- (F)- 1 0.00 0.00 R R R 0.00 2 42.00 0.00 R R R 0.00 3 0.00 10.00 0.00 4 42.00 10.00 0.00 ---------------------------- Material. Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) -------------- (Ksi)----------------- Y ----------------------- (F) STEEL 29000.00 0.30000. 0.65000 0.490 36.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef -------------------------------------- (in^2)--------- (in^4)------------- COL TU8XGX8 STEEL 12.40 103.000 1.20 BM TU12XGXB STEEL 16.40 287.000. 1.20 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ----------------------------------------------- -------- (in) ---- (in) ------(ft) 1 1 - 3 COL 10.00 2 2 - 4 COL 10.00 3 3 - 4 BM 42.00 I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb ` ----------- ---------- (ft) ----- (ft): -----(ft) ------------------------------- ---0 1 1 - 3 i RISA=2D (R) Version 3.03 Job Page ld Date DIMARE RESIDENCE REMODEL I J Unbraced Lengths K Factors ..Bending Coef s No Node Node Lb -in Lb -out . Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)----------------- 2 2 - ------ 4 3 3 - 4 2.00 2.00 2.00' BLC Basic Load Case Load Totals No. Description Nodal Point Dist. -------------------------- -- 1 D+L+S 1 1 , Nodal Loads, BLC 1: D+L+S ---------- Node Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K-ft)---- 3 7.200 0.000 0.000 Member DistributedLoads,BLC_- 1_D+L+S - - Memb I J Start End Start End No Node Node Dir, Magnitude Magnitude Location Location ------------------------- (K/.ft,F)----- (K/ft,F)--------- (ft) --------- (ft) ---- 3 3 - 4 Y -0:200 -0.200 0.000 42.000 ---------------------------------------------------------------------------- Load Combination Self Wt BLC BLC -BLC BLC BLC I W E No. Description ---------------------------------------------------------------------------- Dir Fac Fac Fac, Fac Fac Fac DYNA S V 1 D+L+S Y -1 1 1 Dynamic Analysis Data Number of modes (frequencies) 3 Basic Load Case for masses None BLC mass direction of action X only Acceleration of Gravity 32.2.0 ft/sec**2 Load Combination is 1 D+L+S Nodal Displacements Node Global X Global Y Rotation ---------------------(in)-----------------(in)-=--------------(rad)--------- 1 -0.00000 -0.00000 -0.00000 2 0.00000, -0.00000 -0.00000 3 0.28226 -0.00163 -0.00518 RISA -2D (R) Version 3.03 Job Page Date DIMARE RESIDENCE REMODEL GaAW , oNL --------- - --------------------------------- ----- Node Global X ---------- Global Y ------- Rotation (ln)------------ (in)---------- 4 -- ---- - (rad)--------- 0.27400 -0.00209 0.00170 Load Combination is 1.: D+L+S Reactions Node Global X Global Y ------------------ iMoment 0.59809 __ (K -ft)--------- 2 -7.79809 5.10889 7.76476 - Totals 6.47884 35.46631 7..20000 11.58772 43.23,108 Load Combination is l D+L+S Member End Forces ----------------------------------- Nodes I -End ---------- J -End No I J Axial Shear _--Moment -------_____ Axial Shear --- (K) -------- (K) --- (K -ft) ------- K Moment 1- 1- 3 5.11 -0.60 ( )-------- (K) ------ {K -ft) -- 7.76 0.60 2 2- 4 6.48 7.80 35.47 -4..69 -13.75 3 3- 4 7.80 4.'69 -6.06 -7.80 42.51 13.75 -7.80 6.06 -42.51 Load Combination is l D+L+S AISC Code Checks --.------------------------------------ Nodes----------------------------------- Member Quarter Points No I J Maximum p _1/4_ 1�2 ___ 3�4 L ----------- __Shear_ 1 1- 3 0.2904 0.1750 0.2038 .0.2327 0.2616 0.2904 0.0052 2 2- 4 0.8608 0.7244 0,.3416 * 0.0970 ' 0.4789 0.8608 0.0677 3 3- 4 0.4714 0.1676 0.2481 0.3210 0.0962 0.4714 0.0351 KNAPP & ASSOCIATES INC. 403 SOUTH _STODDARD AVE. SAN BERNARDINO, CA 92401 TEL:. (909) 889-0115 FAX: (909) 889-0455 Date: 65120105 - DESIGN OF EMBEDDED POLE FOOTINGS DESIGN DATA Allow Passive 100.0 psf Max Passive 0.0 psf Load Ouration'Factor 1.330 Point Load 3300.0 N Load Height 10.00 ft Dist. Load 0.0 plf Start Height 0.00 ft End Height 0.00 ft Pole Type : Rectangular Width/Diameter 48.0 in Surface Restraint ? Restrained SUMMARY Moments @ Surface... 1 — Point Load 33000.0 ft-# Uniform Load 0.0 ft ... Total Moment 33000.0 ft-# Total Lateral Load 3300.0 N - NON -RESTRAINED RESULTS - Min. Req'd Embedment A0 +0 +4.36h IA)".5)12 A= 2.34P/(S 1 b) Press @.113 Embed Actual Allowable — RESTRAINED RESULTS - Min. Req'd Embedment (4.25"P"hIS3"b)".5 5.72 ft Pressure @ Bottom Actual 760.5 psf Allowable 760.5 psf Surface Restraint Force 9795.9 N • Page: V4.46 (c)1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 T a4 _ Vy: a Y • . Kn .. app & Asso.ciates, Inc.. 40.8 South Stoddard Ave: San Bernardino Ca: 92401 Phone: (909) 889-0115'Fax: (909) 889=0455 E-mail: knappae@aol.com.. ORIGINAL'... CALCULATIONS For A Residence Remodel for: Mr.J6M DiMare 49-963. Avenida Montero . La Quinta, CA:92253 OCT 24,2007: OV�oFE S/p� w W cc N . C 30577. ' Exp". 3/31 /08 + s vic. QF C.nuF.� . C Date: October 1% 2007 r �. CITY OF LA C�UINTA BUILDING & SAFETY DEFT: Prepared By: " .. . :APPROVED HW FOR CONSTRUCTION DA BY '....jKnapp& Associat6s Inc.. 48 SOUTH, STODDARD AVEIV.UE SAN BERNARDINO; CA 924.01 a E-mail KNAPPAE@AOL.C.OM TPI mnoi > -niit; By. Date; ...... Sht. / Of ,1N' _ .� -✓VHA; 5ct lf:E. ��' Kft sl & 408 SOUTH. STODOARD AVENUE _ . _.__ . 13itF�...:.. Date; SAiJ BERNARDINO; CA 9240:1 E mai KNAPPAE@AO.L.C.OM . ��'c S �' ht. - TEL..(90.9).889-01'15 -- ,�.�� Of i • Fax' (909),889-0455 <r1 5M%'®6 L LICA 1790 • � s ��� ��� = s°elf �G . CPG Gs 7-0 9 Iq 5-hor� "0 1441; . � a r - ��3 G / 7, G - V N1 "0 '0 0 N E muill, ............ ...... . .. .......... . ................ - Hil ... . .......... 3 f A' 10.5 Hi -a_m .:`=n... . I.E!::- 0 N3, Label. Shape -Design List T Material- - Design Rules A rih2l" 190 270) [i... I 0 180 in4 3 1 HRIIA I TU6X6X8 - - Tube Beam I A572Grade5O Company -N Knapp &Associates, 10.4 -1 50.5, 50'.5 Oct -22, 2007 Nsigner BDM Job. Number': Braced Frame along grid Line 1, IINT.U.I.- -XV-411-11"t 11AbAM- Checked BY: R` 5 7 2G NP 6 tH. " "i , - IV m. --- - ­ZE mi! i P I EE: 6 i'F. I E-111 L ...... .. .. Member Primary Data Joint Coordihate* s. and Temperatures' Label joi6t J J6 e., Joint. Rotate Section/Shao Label. X Y, Ifti "Terrin rFI V N1 "0 '0 0 N E muill, ............ ...... . .. .......... . ................ - Hil ... . .......... 3 N3 10.5 Hi -a_m .:`=n... . I.E!::- 0 w Joint Boundary Conditions.. • o ' J int Label /in Y Win r Rotationfk-dradl., N1• Reaction 'Reaction. �"',TUN PH eac:,..Reaction HN . .. . .... . H iHH PH . . .... . ....... 10; ii -i: ;-siT:v:;RFiI,i;- , .1 HEE i t iW i ....PkMREON wizzzi.=:WURM 3 N3 B N1,11N.-I.: lmk HE . ...... ... y ­ 'j E El A. Nw. . .. ......... .. .. .. . ..... .......... NA IVI be Member Distributed. Loads (BLC 2.: Dead Load), Member Label Direction', Start MagnituderkAd -End Magnitude[k/ft.d... - Start Location ft Nl' 'End CocationMM 1 M3 Y 1.05 -.05- 0. 0. Lateral) Joint Loads and Enforced Displacements (BLC J 'Jant Label, 7 L,b,M Direction Magnituderk k -ft iri, rad. k *SA 2/ft 1 N3 L.'2.632 t X Load Combinations Description Solve PD- SR... BLC Factor BLC Faci6r.'QLQ, Factor Factor. Fac or BLC Factor BLC Factor 131-C. Factor F 1 QL-+ EL' Yes DL -1 EL 1' 2.2 Member ASD Steel Code Checks (By Combination) LC , Member- Shaoe UC Max Loc ft Shear LIC Locffti "Farksil FtfksiI Fb[ksil Cb Cm' -Ean "1 M1 I -TU6X6X6 1 10. 5. .001': :1 Hot Rolled Steel Section Sets - 1.909 .542 `3 M3 N3, Label. Shape -Design List T Material- - Design Rules A rih2l" 190 270) [i... I 0 180 in4 3 1 HRIIA I TU6X6X8 - - Tube Beam I A572Grade5O Typical 10.4 -1 50.5, 50'.5 in: !u.EH - IINT.U.I.- -XV-411-11"t .. R` 5 7 2G NP 6 tH. " "i , - IV m. --- - ­ZE mi! i P I EE: 6 i'F. I E-111 L ...... .. .. Member Primary Data Label joi6t J J6 e., Joint. Rotate Section/Shao Design List T Material Desion Rules I M1 N1, . N3 HR1A. Tu'b(j I' .Beam JA572Grade... Typical I ... . ............ E i N 40 T M -2. N4 H 06gub13, B& A57� _.M . IT a" NA IVI be Member Distributed. Loads (BLC 2.: Dead Load), Member Label Direction', Start MagnituderkAd -End Magnitude[k/ft.d... - Start Location ft Nl' 'End CocationMM 1 M3 Y 1.05 -.05- 0. 0. Lateral) Joint Loads and Enforced Displacements (BLC J 'Jant Label, 7 L,b,M Direction Magnituderk k -ft iri, rad. k *SA 2/ft 1 N3 L.'2.632 t X Load Combinations Description Solve PD- SR... BLC Factor BLC Faci6r.'QLQ, Factor Factor. Fac or BLC Factor BLC Factor 131-C. Factor F 1 QL-+ EL' Yes DL -1 EL 1' 2.2 Member ASD Steel Code Checks (By Combination) LC , Member- Shaoe UC Max Loc ft Shear LIC Locffti "Farksil FtfksiI Fb[ksil Cb Cm' -Ean "1 M1 I -TU6X6X6 1 10. 5. .001': :1 23.1,93' '30-,, 33 1.909 .542 `3 M3 N3, N4 HR2 -Tube 1 Beam JA572Grade... -'j 75 3 Im M3 NA IVI be Member Distributed. Loads (BLC 2.: Dead Load), Member Label Direction', Start MagnituderkAd -End Magnitude[k/ft.d... - Start Location ft Nl' 'End CocationMM 1 M3 Y 1.05 -.05- 0. 0. Lateral) Joint Loads and Enforced Displacements (BLC J 'Jant Label, 7 L,b,M Direction Magnituderk k -ft iri, rad. k *SA 2/ft 1 N3 L.'2.632 t X Load Combinations Description Solve PD- SR... BLC Factor BLC Faci6r.'QLQ, Factor Factor. Fac or BLC Factor BLC Factor 131-C. Factor F 1 QL-+ EL' Yes DL -1 EL 1' 2.2 Member ASD Steel Code Checks (By Combination) LC , Member- Shaoe UC Max Loc ft Shear LIC Locffti "Farksil FtfksiI Fb[ksil Cb Cm' -Ean "1 M1 I -TU6X6X6 1 10. 5. .001': :1 23.1,93' '30-,, 33 1.909 .542 H2-1 -1.1 .1 n 079"!, u -6X82 6X .5 -3 -'j 75 3 1j M3 +TU12X6X4 ',,-.034 'd: .3 S -.004 3 5�, 28.65 30- 33 -2.3 .85 _H1 1 -2 =.065 ........ Company Knapp &Associates Oct 22,2007 Designer BDM 11:19 AM • Job Number Braced Frame along Grid Line I Checked By: E 0 Joint Reactions v ri.i v ri.i RAS n. ai Joint Deflections (By Combination) I r 1n;M I -k-I Ni r; -i V r. -I LC Member Label Sec N1 -5.744 -17.284 0 -2; 1 2- 04,T'17:459 0; 3 1 I Totals: -5.79 .175 -.325 .064 1 NIS X. Joint Deflections (By Combination) I r 1n;M I -k-I Ni r; -i V r. -I Member Section Forces LC Member Label Sec N1N 0 0 -4.4ge-4 MI 1 1 -.325 . . ........ . . ' 3 1 N3 .048 0-1.918e-4 - -.325 .064 1 NIS 047 4F. d-, i;:; Member Section Forces Member Section Stresses LC Member Label Sec Axiall Shear (kI Moment -ft Axialrksil MI 1 1 -.325 .064 .085 -2. . . 1 I -.031 3 3 -.325 .064 1 -.249 : 4 r 1 f _c 4'16 5 5 -.325 1 .064 I -.583 C 14 P 2' ` .047 .011 7 2 17.459 .047 -.123 4' ]r 4. 'M ff 9 4 17.459 I .047 -.369 .416 -.416 ii V `4 11 1 M3 1 5.727 -.325 I -.583 A 2; T27 2 7 .. ...... .. 13 3 5.727 -.413 I .063 -.088 4 1� E. 72 -7+:.�.-�l..-�:�,!,i,!+*�.!! -4 5 41, 15 5 5.727 -.5 .862 n, 2`21::72.894 085, 17 2 -17.884 .026-.156 . ....... .. . .,17.884-;', 19 4 -17.884. 1 -.299 1 7`� Y884: '.0 3 . 7T Member Section Stresses RISA -2D Version 6.0 [Z:\2 0 0 7\URRUTIA\Dimare 2005\Calcs\Braced Frame.r2d] Page 2 4) 0 LC Member Label Sec Axialrksil Shearfksil To Bendingrksil Bot Bendincirksil 1 I 1 M1 1 I -.031 .011 -.06.06 -j q� . ... ... . .:::059.....:.._: 3 3 -.031 .011 .178 -.178 4' 5 -.031 .011 .416 -.416 MT g.: r :i 7 A 77P 2 1.679 .008 .088 -.088 8,* '09NF 175' ,!,1 5. 9 4 1.679 263 .263 ..008 .0G8::'::Z c oo 35:1 11 1 M3 1 .667 -.054 .261 -.261 66-1: 062" 'Ll- .25: 13 3 1 .667 -.069 -.028 .028 15 1 5 1 .667 1 -.083 -.386 1 .386 RISA -2D Version 6.0 [Z:\2 0 0 7\URRUTIA\Dimare 2005\Calcs\Braced Frame.r2d] Page 2 4) 0 16ig . :.1 ......r , M4'.: ,...`.:.: ..-. .,:: ,1<', ....:: .1::72. ..,;_:: 004 .:Ri 17 " .2 =1.72 ":004 1:11.. ,>' -.111 ..3. - : :.': :1.62. .::... 19'' ' _:;'. .. „ . 4 .; „- -1:.72:; _. 04 :'21:3„' :0 • . -:213 20 - ,,; __: _, _., .: _. • L, _:= 5 1,.:72 ,:...004_..::: 264. �. 7' 2. -:002 ,, : -.014 < ' '. I... NC TI.m h3_ 0'2 IVC. 9' :' > 4 , 7.005 `-• 039 NC '.10.. ,..::. a ._.._ ,; 3 ......:: .*_ . .'r 5 _.. "...007' 047.E 11 1 M3.. ... : 1 _ :048 .: 0 �M. NC 2 x:'048_,,._.,:,.r,� ::,~,,.,:002nxb,_ NC ,,._.:.. 13. 4 3 Y047. I -:004 `, - ' . NC . F F.zin:047. , v::005 :...;_::. :.: _. x..7653:.67.9„ 15 . 5 \ '047 '. ., L� :� -:'007. K' .. 5652:987 .: Company Knapp & Associates} h i 0&'22,.2007 :. .. Designera,= . BDMY ,� 1'1:19 AM F Job'Number . i FBraced'Frame, along Grid` 6e" 1 i "' ` Checked B' t i i MemberSection -Stresses (Continued) _ • + .- , * • LC Member Label i Sec ' t Axiairksif Sfiearfksfl ton Bendi ngrksil. Bot Ben din ksl 16ig . :.1 ......r , M4'.: ,...`.:.: ..-. .,:: ,1<', ....:: .1::72. ..,;_:: 004 .:Ri 17 " .2 =1.72 ":004 1:11.. ,>' -.111 ..3. - : :.': :1.62. .::... 19'' ' _:;'. .. „ . 4 .; „- -1:.72:; _. 04 :'21:3„' :0 • . -:213 20 - ,,; __: _, _., .: _. • L, _:= 5 1,.:72 ,:...004_..::: 264. �. •Member SectionDeflecfions ' r LC Member Label ' Seci x in '• T �tv Finln 'U -Ratio 1 1 M1 1 :0•t 0` I NC R ----- : x 2 •...... 0 014M. 3 3 0 -.028 NC Ml, Irl"il ii M 4 x 0� r � r. 5 S •0 I I -.048 NC .� c i u. z O.i t 7' 2. -:002 ,, : -.014 < ' '. I... NC TI.m h3_ 0'2 IVC. 9' :' > 4 , 7.005 `-• 039 NC '.10.. ,..::. a ._.._ ,; 3 ......:: .*_ . .'r 5 _.. "...007' 047.E 11 1 M3.. ... : 1 _ :048 .: 0 �M. NC 2 x:'048_,,._.,:,.r,� ::,~,,.,:002nxb,_ NC ,,._.:.. 13. 4 3 Y047. I -:004 `, - ' . NC . F F.zin:047. , v::005 :...;_::. :.: _. x..7653:.67.9„ 15 . 5 \ '047 '. ., L� :� -:'007. K' .. 5652:987 .: Hi -161' ...• E _ .:.M4_ ., _ 1 F. ..:z. 4 0 0 ” �YRr Hill. �.I; .NC 17 i _2, .002n =014^ NC i. 8 ..:IH :. r._.r_' �._..:.; ':.>::.._ , .::. ..:,. _' e . r .. ,M_3. ,.k.:' . 004.:: rt`.r._. 027x. ,� -,� t . N.C. .. . 19 4 :. I 006: : -:038 NC ii c n-15 ...._. 008 , . .0 .. .. •t •.. ,. •r .. � ,. s•!'. _•',i:� .. � �� " � +�. tin • � x .. �' •7. 1�, � may+ t "�.. - .• . �. ' ,. RISA -2D Ver'sion 6.0 [Z`.\2 0.0 7\URRUTIA\Dimare 2005\Calcs\Braced Frame.r2d] - ` ,Page 3>- RISA -2D (R) Version 3.03 Job Page iQ Date DIMARE RESIDENCE - REMODEL Units'Option c US Standard AISC Code Checks 9th Edition -ASD Shear Deformation:.No P -Delta Effects No Redesign No Edge Forces No A.S.I.F. 1.333 Node Boundary.Conditions, .No X-Coord Y-Coord X-dof. Y-dof Rotation Temp.) ----------- (ft) --------- (ft) -'---- (in, K/in) ---- (in, K/in) --- (r, K-ft%r) ----= (F) - 1 0.00 0.00 R R R 0.00 2 42.00>. 0.00 R R R 0:00 3 0.00 10.00 0.00. 4 42.00 10.00 0.00 Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density. (Fy) --------=------(Ksi)-----.--------:---------(F)--------'(K/f.t3)------(Ksi)---- STEEL . 290.00.00 0.30000. 0.65000 0.490' 36.000 Section Database. Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------- (in-2).=--•------(in^4)-,--------- COL TU8X6X8 STEEL 12.40 .103.000 1.20 BM TU12X6X8 STEEL 16.40'„ 287,000 1.20 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z' Sec Sway I J Length ------------------------------------------------------- (in) ---- (in)- ----- (ft) 1 1 - 3 COL 10.0.0 2 2 . - 4 . COL -10 .'00 .'. . 3 3 - 4 BM _ 42.00 I J Unbraced Lengths K Factors. Bending Coefs No Node Node Lb -in -out- Lc Out Cm- Cb .Lb .In --1----1-_-- -------- (ft) --"---(ft) ----- (ft)- ---- ------------------------------ RISA -2D (R) Version 3.03 Job. Page Date DIMARE RESIDENCE REMODEL ---------------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs.. No Node Node Lb -in Lb=out Lc: In•. 'Out Cm Cb --------------------(ft)-----(ft)-=---(ft)-------------- 2 2.- 4. 3. 3_- 4 2.00 2.00 2.00 BLC Basic Load Case Load Totals No. Description Nodal Point Dist. 1 D+L+S 1 1 Nodal Loads, BLC 1: D+L+S Node Number Global X Global Y Moment ------------------------- (K) ------------------ (K) ------ ---------- .--=,-(K-ft)---- 3 2.573 0.00.0 0.000 MemberDistributed.Loads,BLC1D+L+S - -_- --_--_-_-` -------------------------------------------- M mb. I �J Start End -----------------_ Start End No 'Node. Node Dir Magnitude Magnitude Location Location -------------------------- (K/ft,F)----- (K/ft,F.)--------- (ft) --------- (ft) ---- 3 3 - 4-.Y -0.200 -0.200 0.000 42.000 ---------------------------------------------------------------------------- Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac .Fac Fac Fac Fac-' Fac DYNA S V 1.D+L+S Y -1 1 1 Dynamic Analysis.Data Number of.modes (frequencies). 3 Basic Load Case for masses None BLC mass .direction of'action X only Acceleration of Gravity 32.20 ft/sec**2 Load Combination is 1 D+L+S Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global Y Rotation -------------------- -(in) ----------------- (in)- ----------------- (.rad)--------- 1 -0.00000 -0.00000 0.00000 2 0.00000 -0.00000 -.0.00000 3 0.10231 -0..00178 -0.00405 0 RISA -2D (R) Version 3.03 Job Page i2 Daae ' DIMARE RESIDENCE REMODEL --------------------------------------- e ' Node:: Global X Global Y Rotation --------------------- (in). ------------------(in) ------ ---------- (rad) --------- 4 0.09648 -0:00194 0.00281• Load Combination is l D+L+S Reactions -------------------------------=---- . Node: Global'X Global"Y Moment ----------------------- (K) ------------- -----(K)------.-- ------- (K -ft)--------- 11 2.92264 5.54908. -6.20524 2 -5.49564 6.03864 21.65435 Totals -2.57300. 11.;58772 15.44911: Load Combination is 1 D+L+S Member End Forces Nodes _______=_= I -End =___:_=____. _________= -- - - - - - - - -- J-End No I J Axial Shear Moment Axial Shear Moment --------------- ('K) --------- (K)=-----(K=ft)-------(K)-------- (K) ------ (K -ft) -- 1 1- 3 5..55 -2.92 -6:21 -5.13 2:92 -23.02 2 2- '4 6..04 5.50 21:65 -5.62 -5.50 33.30 3 3- 4 5.50 5.13 23.02 -5.50 5.62 -33.30 Load Combination is'1•: D+L+S RISC Code Checks --------------------------------- Nodes -------------------------------------------- Member Quarter. Points No. I J Maximum •0 %1/4 1/2 3/4 L Shear 1 1- 3 0.4743 0_.1463 0.0458 '0.1886 0.3315- 0.4743 0.0254 2 2- 4 0.6781 0.4515 0.1816 0.1401 0.4091 0.6781 0.0477 3 3- 4 0.3675 0.2589 0.1923 0.3140 0.1380 0.3675 0.0325 0 RISA -2D (R) Version 3.03 Job Page l - Date - DIMARE RESIDENCE REMODEL 12 _-:2. 6 Nz Units.Option US Standard AISC.CodeyChecks 9th Edition ASD Shear Deformation: No P -Delta Effects* No Redesign No .Edge .Forces , No -A.S.I.F. 1.333 ' Node Boundary.Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. ------- ---,- (ft) -------- (ft) =- -- (in,K/in) ---- (in,K/in) _=- (r,K-ft/r) ----- (F) - 1 0.00 0.00 R - R R 0.00 2 42.00 _ 01.00 R R R 0:00 3 0..00 10.00 0..00 4. 42.00 10.00. 0.00' Material Elastic Poisson's _Thermal Weight.. Yield Stress Label Modulus Ratio Coefficient Density (Fy) Y --------- ---(Ksi)------------------------- (F) -------- (K/ft3).---=-(Ksi)'---- STEEL 29000.00 0.30000 0.65000 0.490 36..000 Section Database Matl. Area Moment of As. y/y Label Shape Set Inertia Coef --------------------------------------- (in"2)--=------ (in^4)--- .-'-- _---- COL TU8X6X8 STEEL 12.40 103.000 1.20 BM TU12X6X8 STEEL 16.,40 287.000 1.20 -------------------------------------------------------- ----------------------- I J I Releases J End Offsets. -No Node Node Section x y z x.y z. Sec Sway I J Length ------------------=-----------------------------------(in)----(in)------(ft) 1 1 - 3 COL } 10.00 2 2 - 4 COL 10.00' 3 3 - 4 BM 42.00 I J. -Unbraced Lengths K Factors ..Bending Coefs No Node Node Lb -in Lb -out Lc 'In out -Cm Cb --------------- ----- (ft) ----- (ft) ----- (ft)-- ----------------------- ---------- 1 1 - 3 RISA -2D (R) Version 3.03 Job Page Date .DIMARE RESIDENCE REMODEL _Y2 = �, 8 �R CdN�/ QNLY ---------------------------------------------------------------------------- I J. Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in . Lb -out Lc- In'' Out Cm Cb =--=----------------(ft)-----(ft)-----(ft)------------------------- 2 2 - 4 3 3 - 4 2.00 2.00 2.00 BLC Basic Load Case Load Totals No. Description.. Nodal Point Dist. 1 D+L+S 1 1 Nodal Loads, BLC 1: D+L+S Node Number Global X Global Y Moment ------ ------------------ (K) ------------------ (K), ------------------ (K -ft)--- 3 7.200 0.000 0.000 Member. Loads',BLC 1: D+L+S -Distributed --------------------------=------------------------------ Memb I J, Start End Start. ----------- End No Node Node Dir Magnitude Magnitude Location Location ---- -----------.- --------- (K/ft, F) ----- (K/ft, F).-=------- (ft) ---------- (ft).---- ft) ---- 3 3 3 - 4. Y -0.200 -0.200 0.000 42.000 Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description :Dir Fac Fac Fac''Fac • Fac Fac DYNA S V. 1 D+L+S Y -1 1 1 Dynamic Analysis Data Number of modes (frequencies) 3 Basic Load Case formasses None BLC mass direction of action X only Acceleration of -Gravity 32.20 ft/sec**2 Load Combination is 1.: D+L+S Nodal Displacements Node Global X Global Y Rotation ---------------------- (in) ----------------- (in) ------------------ (rad)--------- • 1 -000000 2 0.00000 .-0.00000 =0.00000 -0.00000 -0.00000 3 0..28226 -0..00163 -0.00518 RISA -2D (R).Version.3.03• Job Page Date DIMARE RESIDENCE REMODEL Node. Global X --.-------.---=.- -------------------------------- Global Y -Rotation (in) -----------------"(in) --------=_- -- (rad-)--"------- 4� 0.27400 -0.00209 0.00170 Load Combination is 1 D+L+S • -Reactions Node Global X -------------------------- Global Y 1 ----------------- 1. --,--(K)-=------------=---(K)------------- --Moment' 0.59809'----= 2 -7.79809 5.10889 7.76476 Totals -7.200.00 6.47884 11.587.72 35.46631 43.23108 Load Combination is 1 D+L+S Member End Forces, ---------------------------------=-------------- _____ I-End --- - ------------- No I J Arial Shear (K) -----------(K)--------(K)-----=(K-ft)------- Moment Axial J -End - Shear Moment 1_ �3 ( )=------- (K) 1- 5.11 -0.60 -------- ----- (K -ft) --. . 2 2- 4 6.48 7.80 7.76 -4.69 35.47 0..60' '-13.75 3 3- 4 7.80 4.69 -6.06 137.5 .-7.80 77.80 42.51 . .. 6.06 -42.51 .Load Combination is 1 D+L+S AISC Code Checks ----------------------- ----- Nodes No I J Maximum Member Quarter Points - - - - - - - - - - - - -- - - -,� •0 ----------"--=-•---------------- 1/4, 1/2 3 �4 " - - L Shear 1 1-3 0:2904 0.1750 2 2- 4 0".8608 0.7244 0.2038 .0.2327^ 0.261.6 0'.29.04 00052 3 3- -4 0.4714 0.-16 76 0.3416 0.0970 0.4789 0.2481 0.32-10. 0.8608 0.0677 0.0962 0.4714 0.0351 KNAPP & ASSOCIATES INC. 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909)889=0115 FAX: (909) 889-0455. Date:05120105 Pager DESIGN OF EMBEDDED POLE FOOTINGS DESIGN DATA • 1 Allow Passive 100.0 psf Max Passive 0.0 psf Load Duration Factor 1.330 Point Load 3300.0 // Load Height 10.00 ft Dist. Load 0.0,plf Start Height 0.00 ft End Height 0.00 ft Pole Type : Rectangular Width/Diameter 48.0 in Surface Restraint ? Restrained SUMMARY Moments @ Surface... 1 — Point Load. 33000.0 ft -N Uniform Load 0.0 ft-li ... Total Moment 33000.0 ft-li Total Lateral Load 3300.0 # - NON -RESTRAINED RESULTS - Min. Req'd Embedment A0 +0 +4.36h IA)".5112 A = 2.34P1(S 1 b) Press @ 113 Embed Actual Allowable — RESTRAINED RESULTS — Min. Req'd Embedment (4.25;P'hIS3"b)".5 5.72 ft Pressure @ Bottom Actual. 760.5 psf Allowable 760.5 psf. Surface Restraint Force 9795.9 # r V4.46 (c) 1983-95 ENERCALC Knapp Architectural Engineers; Inc, Kw0601567 • r f Kna & Associates. Inc. Knapp *& Residence By:, BDM 408: SOUTH STODDARD.AVENUE , SAN BERNARDINO CA 92401 Remodel Date: 10/22/07 E-mail KOPPAE@AOL.COM (909) 889 0115 La QUlnta, Ca Proj # Fax (909).889-0455 Urrutia Architects Sheet:. 17 Unequally Loaded Grade Beam along Gridline 1 Load. Case 1 i Overturning Moment V = - 2628 # Vu = 3679 # Bearing Pressure = 1000,psf Wall -L = 3.50 ft. Short Term Increase. = 1.33 h= 10.50 ft. Allow. Bearing Cap. _ 1333 psf ' fc'= 3,000 psi Grade Beam Properties fy = 60,000 psi 3.50 ft. V Width= 18.00 in. - Ec = 3,122 ksi '. Depth= 48.00 in. Es = 29,000 ksi Length = 12.00 ft. x wall x wall = . 8:00 ft. I <-----------=---------------- 10.50. • ' Resisting Uplift Roof = 20.0 psf ' Trib. W = 2.00 ft. = 40 plf ` Wall = . 15.0 psf Trib. W'= 10.50 ft. = 158 plf Grade.Beam Footing = 150 pcf = 900 plf 12:00 ft. <-------------------------------------------- — - > Check bending of Grade Beam due to Uplift 11038 # 11038 # Uplift u = Vu ' h / Wall L = 11038 # WCL �. Mu = 41,170 #ft. (pos.) WEB Mu = 0-# ft. (neg.) d' eff. = 3.00 in. d eff. = 45.00 in. QS01L . Top Rebar = 6 Bottom Rebar = 6 Number of Rebar = 3 Number of Rebar = 3 As' _ 1.33 in.^2 As = 1.33 in. "2 - p' = 0.00153 p = 0.00153 p - p' = 0.0000 pl= 0.85 0.8501(fc/fy)(d'/d)(87,000/(87,000-fy))= 0.0078 Compression Steel does not Yield T = As*fy = 79,522 # Cc = 0.85*f c*(31 *c" b = 39,015 c Cs = As' * fs' = 1.8*87,000*(c-2)/c = 156,600 (c -2)/c . 0= 39,015 C^2 + 77,078 c - ' 313,200 T=Cs+Cc c=' 1.80 a=(31'c= 1.53 in. f = 87,000 (c -2)/c = -9;613 psi- siCs Cs= -17,303 # Cc = 70,266 # Check Et = ((d - c) /c)*0.003 = 0.0720 > 0.005 0.90 Check Bending Mn = (Cd(d-a/2)+Cs(d-d')) _' 178,608 # ft. Okay f Txnfr KnaPP & Associates Inc. � Dimare Residence By: BDM t 408'SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401. Remodel Date: 10/22/07 1 E-mail KNAPPAE@AOL.COM TEL (909) 889 0115 La Quinta, Ca Prof # Fax (909).889-0455 Urrutia Architects Sheet: 18 Check Soil Bearing Reaction @ near end = 7,8304 (Un -factored) ` Reaction @ far end = 3,660 # (Un -factored) Assume 1/3 length of Grade Beam to resist down load L/3= 4.00 ft. Allowable resistance = 8,000 # Okay. Use 18" Wide x 48" Deep x 12'-0" Long Grade Beam w/ 3 - #6 rebar Top &.Bottom.& #3 Ties @ 10" O.C. • • 3r Kna & Associates Inc. app -� Dimare Residence By: BDM 408 SOUTH STODDARD AVENUE SAN BERNARDINO. CA 9240] Remodel Date- 10/22/07 E rimad KNAPPAE@AOL.COM s zs TEL (909) 889-0115 La QUlnta, Ca Proj # amt Fax r9o9):889-0455 Urrutia Architects Sheet: 19 Unequally Loaded Grade Beam along Gridline 1 Load Case 2 Overturning Moment V = 2628 # Vu = 3679 # Bearing Pressure = 1000 psf Wall L = 3.50 ft. Short Term Increase = 1.33 h = 10.50 ft. Allow. Bearing Cap. _ 1333psf fc = 3,000 psi Grade Beam Properties fy =. 60,000 psi 3.50 ft. V Width= 18.00 in. Ec = 3,122 ksi Depth= 48.00 in. Es = 29,000 ksi Length = 12.00 ft. x wall x wall = 8.00 ft. I<------------------------ 10.50 Resisting Uplift Roof = 20.0 psf Trib. W = 2.00 -ft. = 40 plf Wall = 15.0 psi Trib:.W = 10.50 ft. = 158 plf Grade Beam Footing = 150 pcf = 900 plf 12.00 ft. <--------=-------=-----------------------> Check bending of Grade Beam due to Uplift 11038 # 11038 # Uplift u = Vu.* h /.Wall L = 11038 # WDL W Mu = 4,470 # ft. _(pos.) WGB Mu = 10,270 # ft. (neg.) d' eff. = 3.00 in. d eff. = 45.00 in. QSoiL Top Rebar = 6 Bottom Rebar = 6 Number of Rebar = 3 Number of Rebar = 3 As' = 1.33 in.A2 As = 1.33 in.A2 P' = 0.00153 p = 0.00153 p - p' = 0.0000 Rl= 0.85 0.8501(fc/fy)(d'/d)(87,000/(87,000-fy))= 0.0078 Compression Steel does not Yield T = As*fy = 79,522 # Cc = 0.851c*(31*c*b = 39,015 c Cs = As' * fs' = 1.8*87,000*(c-2)/c.= 156,600 (c -2)/c 0 = 39,015 c12 + 77,078 c - 313,200 T = Cs + Cc c= 1.80 a = 01*c = 1.53 in. f = 87,000 (c -2)/c = -9;613 psi Cs = -17,303 # Cc = 70,266 # Check Et = ((d = c) /c)*0.003 = 0:0720 > 0.005 _ 0.90 Check Bending Mn = (Cc(d-a/2)+Cs(d-d')) _ 178,608 # ft. Okay I x Knapp & Associates Inc. PP Residence By: BDM Dimare 3 x 408:SOUTH.STODDARD AVENUE , k SAN BERNARDINO, CA 92401 ' Remodel Dater 10/22/07 E mail KNAPPAE@AOL:COM' s TEL. (909) 889.0115 La QUlnta, Ca PrOJ # �r Fax (909)189-0455 UrrUtlaArchitects Sheet: 20., Check Soil Bearing Reaction @ near end.= 31230 # (Un -factored) . Reaction @ far end = 8,260. # (Un -factored) Assume 1/3 length of Grade Beam to resist. down: load , L / 3 = 4.00 ft. Allowable resistance = 8,000 # exceeds by less than 5%, Okay , Use 18" Wide x 48" Deep x 12'-0" Long Grade Beam w/ 3 - #6 rebar Top & Bottom & #3 Ties @ 10" D.C.