Loading...
HomeMy WebLinkAbout26 SHORELINE - CALCSAujaghian/Awadalla Consulting Engineers, Inc. Structural 2711 East Coast Highway, Suite 203, Corona del Mar, CA 92625 Fax: (949) 675.26113 BRADBURY RESIDENCE JOB# 200(}(,, 26 SHORELINE DRIVE, PELICAN POINT, NEWPORT BEACH, CA SITE RETAINING WALLS PREPARED FOR: CHARLES L. HOWELL ARCHITE NOTICE: Q�®FES5'�QN CALCULATION TO BE VALID MUST BEAR �(�q \� p,UJU,gCy�F,y� A COMPANY SIGNATURE IN RED INK A REPRODUCED SIGNATURE IS NOT VALID N®. DESIGN CRITERIA `off 570 Design Based Upon U.S.C. 1997 Edition CIVIL . Allowable Stresses: 'f� 9T�QCIVIL CA0F40 A. Timber: Glu-Lams----------- Douglas Fir Larch: ______________________Fb = 2400 psi 1) 2) 3) Joists4X Beams 6X Beams 6X Beams Df. . # 1------- --Fb Df.# 1 #--------------- Select Structural ------ Fb = 1000 1600 psi psi psi B. Concrete: Slabs------------- _ _ Foundations -RETAINING WALLS ,CAISSONS --T --F�c = 2500 psi C. Masonry: _____F�c 2500 psi Inspection___________________ No Inspection - - - - --F'm= 1500 psi p ____ ______________F'm= 750 psi D. Reinforcing Steel: Slabs & Footings--- _ Wall - Typical _____________�_--_____________Fy= 60,000 psi Welded Bars________________ ---------------Fy= 60,000 psi _________________Fy= 40,000 psi E. Structural Steel: Pi 3 Tubes ____`ASTM A53 Grade B Miscellaneous -----------_ ---ASTM A500,Fy=16 ksi F. Soil: _______________ASTM A36 ,Fy=36 ksi SOIL PER PREPARED BY: P.A. 6 ASSOCIATES QS=1600 PSF J AUJAGHIAN/AWADALLA CONSULTING, ENG. 2711 E. COAST HWY., SUITE 203 CORONA DEL MAR, CA. 92626 TEL: 949-675-4103 FAX: 949-675.2613 Rev. 410300 Canti l e User K_W_0601592, Vor b.1.3, 22•Jun•1999, WIn32 Title: HAGUE RESIDENCE~ .lob # 9928 Dsgnr: D,A. Date: 9:04AM, 2 0CT 01 Description : Scope: SITE RETAINIG WALLS vexed Retaining Wall Design Description 14'-0" RET. WALL @ SUMP PUMP Criteria Retained Height - 14,00ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in ;roil Density = 110.00 pcf Wind on Stem - 0.0 psf Design, Summary Total Bearing Load = 7,229 Ibs ...resultant ecc. = 21.29 in Data Allow Soil Bearing = 2,800.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 45.0 Toe Active Pressure - 45.0 Passive Pressure - 300.0 Water height over heel = 0.0 ft FootingIlSoil Friction - 0,350 Soil height to Ignore for passive pressure = 0.00 in Stem Construction Top Stem_ Stem OK Design height ft = 9.66 Wall Material Above "Ht" = Masonry Thi k - Soil Pressure @ Toe - 1,946 psf OK c ness Rebar Size - = 8.00 # 5 Soil Pressure @ Heel - 0 psf OK Rebar Spacing - 16.00 Allowable 2,800 Sol] Pressure Less Than Allowable psf Rebar Placed at = Edge ACI Factored @Toe = 2,207 psf Design Datafb/FB � fa/Fa = 0 580 ACI Factored @Heel = 0 psf Footing Shear @Toe = 26.4 psi OK Total Force @Section Ibs = 423.8 Footing Shear @Heel = psi OK Moment .... Actual ft•# = 613.1 Allowable - 93.1 9 3.1 psi Moment..... Allowable ft-#= 1,058.0 Wall Stability Ratios Shear..... Actual psi = 7.6 Overturning = 1.62 OK Shear„•.. Allowable psi = 19.4 Sliding = 0.73 UNSTABLEI Bar Develop ABOVE Ht. in = 30.00 Sliding Cales Slab Resists All Sliding 1 Bar Lap/Hook BELOW Ht, in = 30.00 Lateral Sliding Force _ 5,416.9 Ibs Wall Weight psf = 78.0 Footin Design Results Toe Heel Factored Pressure = 2,207 0 ps Mu': Upward - 33,028 0 ft Mu' : Downward = 9,020 3,317 ft Mu: Design = 24,008 3,317 ft Actual 1-Way Shear = 26.37 23.08 psi Allow 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Rebar Depth 'd' f # # # in = 5.25 Masonry Data --_..____.._.._....._. . - - fm psi= 1,500 Fs psi = 24,000 Solid Grouting - Yes Special Inspection = No Modular Ratio'n' - 25.78 Short Term Factor - 1.000 Equiv, Solid Thick, in = 7.60 Masonry Block Type = Medlum Weight Concrete Data _.___.._......._ __..._.._. .......__-- fc psi = Fy psi = Page 1 Footing Strengths & Dimenam sions rc = 3,000 psi Fy = 61,000 psi Min, As % = 0.0012 Toe Width = 6.50 ft Heel Width - 2.00 Total Footing Width = - - -$:50 Footing Thickness = 20.00 in Key Width - 12.00 in Key Depth 12.00 In Key Distance from Toe = 5.76 ft Cover @ Top = 3.00 in @ Btm•= 3.00 in 2nd 3rd 4th Stem OK Stem OK Stem OK 7.00 4.33 0.00 Masonry Concrete Concrete 12.00 12.00 12.00 # 5 # 5 # 8 8.00 8.00 8.00 Edge Edge Edge 0.786 0.645 0.837 1,102.5 3,576.7 7,487.4 2,572.5 11,528.9 34,984.4 3,274.4 17,875.7 41,778.8 11.6 33.1 69.3 19.4 93.1 93.1 3000 1.77 21.36 FESS/ 124.0 9 00 No 25.78 1.000 11.62 Mi 3,000.0 3,000.0 60,000.0 60,000.0 0 Other Acceptable Sizes & Spacings Toe: #4ra 5.75 in, #5@ 8.75 in, #6@ 12.25 in, #7@ 16.75 in, #8@ 22.00 In, #9@ 28. Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on AUr1AGHIAN/AWADALLA CONSULTING, ENG. Title: HAGUR RESIDENCE Job # 9928 2711 E, COAST HWY., SUITE 203 Dsgnr: D,A. Date: 9:04AM, 2 0CT 01 CORONA DEL MAR, CA. 92626 Description : TEL: 949-676-4103 scope: SITE RETAINIG WALLS FAX: 949.676.2613 User: v. KW 0 01b92, Ver 5.1.3, 22•Jun•1999, win32 00 Page 2 (c) 1983.99 ENERCALC Cantilevered Retaining Wall Design c:\ec\haaue.ecw:Calculation: Description 14'-0" RET. WALL @ SUMP PUMP Summary of Overturnin & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft # Heel Active Pressure = 6,522.6 6.22 28,839.7 Soil Over Heel = 1,540.0 8.00 12,320.0 Toe Active Pressure = -105.6 0.72 -76.3 Surcharge Over Toe - Adjacent Footing Load - Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 5,416.9 O.T.M. = 28.763.4 Resisting/Overturning Ratio = 1.62 Vertical Loads used for Soil Pressure = 7,228.9 Ibs Vertical component of active pressure used for soil pressure Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 357.6 3.25 1.161.9 Surcharge Over Toe _ Stem Weights) - 1,683,4 6.97 11,727.1 Earth @ Stem Transitions = 159.1 7.33 1,167.0 Footing Weight = 2,126.0 4.25 9,031.2 Key Weight = 150.0 6.25 937.5 Vert. Component = 1,213.9 8.50 10,318.3 Total = 7,228.9 Ibs R.M.= 46,662.9 �Auiugcti Oil a No. 570 8. Mds w/ dk5 0 16.1n )/r •� „Y ! CN11. �� � l ,' Ir '�, Yam• "J �� \ \ CA 00 �` '�! .. _ '�!`N1... 'fit _• �4 r • , .. �_...._. .. ..... _. .'0 • , A - t°�, f +<v Ly 4•VlhlW:, ... «.--.,wv�•....r+�-r ..... w....w..•. .uk�.... � ..a,:w.• d f f X a �, � � � + � � I l�, r. 71 7i ry+� .. .. o:,•.�• T �[�1.. .y '^..Y. �. / ... 4a. .V`i j.;oii'�Swr�f�1'fi'iff{:. ,S,Ta ,5+� f } �,. .. �� �. ll.'w lie(; t' ..� ,L �'�_ ••�i k 112" BLOCK 1 12" CONC. FOOT'G BEYON 12" CONC, 4+5 05 ® 16"O.C. VERT. REINF. l " BLOCK WALL 0 16" O.C. 5 @ 16" Q.C. VERT, REINF. 5 0 8"Q.C. VERT REINF. 2#5 ® 16"O.C. 5'_6" HORIZ, REINF, 8 CAD 8" O.C. ° VERT. REINF. 2#5 @ 12" O.C. HORIZ. REINF, •• d '—O"X8'-0" OPENING — NO SPLICE ® HORIZ. REINF. AT OPENING'S A 6 C R 2#9 TOP & BOT, W/ @ 8" O.C. 97 - -j L 8@8'0.C. VERT, RIINF, L. 5 ® 8" .C. VERT. REIN F. 6'—O" SEE (ARCH. a F#50 18 O.C. EX li f1 i� 26" 0 8" Q.C. 8'-'0"+ SECTION ® SUMP PUMP SCALE' 1"=1'-0" .'IN 2#5 CONT. 5 @ 8"0.C. E.S. OR. & VERT, REINF. 2" CONC. WALL 5 ® 8" O.C. TOP & BOT. :Es ui