Loading...
HomeMy WebLinkAboutRS001060 - CALCSStructural Aujaghian/Awadalla Consulting Engineers, Inc. Tel: (949) 675-4103 .2711 East Coast Highway. Suite 203, Corona del Mar, CA 92625 Fax: (949) 675-2613 HAGUE RESIDENCE GUEST HOUSE 18 SHORELINE DRIVE, PELICAN POINT NEWPORT COAST PREPARED FOR: CHARLES L. HOWELL, ARCHITECT NOTICE: CALCULATION TO BE VALID MUST BEAR A COMPANY SIGNATURE IN RED INK A REPRODUCED SIGNATURE IS NOT VALID DESIGN CRITERIA Design Based Upon U.B.C. 1997 Edition Allowable Stresses: A. Timber: Glu-Lams Douglas Fir Larch: 1) Joists4X Beams Df. # 1 Fb = 1000 psi 2) Beams 6X Df.# 1 # Fb = 1350 psi 3) Beams 6X Select Structural Fb = 1600 psi JOB# 9928 Fb = 2400 psi B. Concrete: Slabs F'c = 2500 psi Foundations -RETAINING WALLS ,CAISSONS F'c = 2500 psi C. Masonry: Inspection F'm= 1500 psi No Inspection F'm= 750 psi D. Reinforcing Steel: Slabs & Footings Wall - Typical Welded Bars Fy= 60,000 psi Fy= 60,000 psi Fy= 40,000 psi E. Structural Steel: Pipes ASTM A53 Grade B Tubes ASTM A500,Fy=46 ksi Miscellaneous ASTM A36 ,Fy=36 ksi F. Soil: SOIL REPORT PER: P.A. & ASSOCIATES, INC. PPROJECT NO. 99107-101, MAY 17, 1999 AUJAGHIAN/AWADALLA CONSULTING, ENG. 2711 E. COAST HVVY., SUITE 203 CORONA DEL MAR, CA. 92625 TEL: 949-675-4103 FAX: 949-675-2613 Title : HAGUE RESIDENCE Dsgnr: D.A. Description : Scope: Job # 9928 Date: 10:44AM, 6 SEP 01 SITE RETAINIG WALLS Rev. 510300 User: KW.0601592, Ver 5.1.3, 22•Jun.1999, Win32 (c) 1983.99 ENERCALC Cantilevered Retaining Wall Design Page 1 c:\ec\hague ecw:Calculations Description 10.-0" RET. WALL W/2:1 SLOPE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 10.00 ft 0.50 ft 0.00 : 1 6.00 in 110.00 pcf 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel = 5,789 Ibs = 5.59 in 1,157 psf OK = 497 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,492 psf ACI Factored @ Heel = 640 psf Footing Shear @ Toe = 34.4 psi OK Footing Shear @ Heel = 23.9 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning Sliding = 1.04 Ratio < 1.5! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,489.7 Ibs Soil Data 1 Allow Sal Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 58.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Aoaal Dead Load Axial Live Load = 500.0 Ibs 500.0 Ibs Stem Construction 2.13 OK Footing Design Results 1 Toe Heel Factored Pressure = 1,492 640 psf Mu' : Upward = 16,114 0 ft-# Mu' : Downward = 3,806 1,845 ft-# Mu: Design = 12,308 1,845 ft-# Actual 1-Way Shear = 34.38 23.93 psi Allay 1-Way Shear = 93.11 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height Wall Material Above "Ht'° Thickness Rebar Size Rebar Spacing Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Reber Depth 'd` in = Masonry Data ft= fm Fs Solid Grouting Special Inspection Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy Top Stem Stem OK 4.00 Masonry 12.00 # 5 16.00 Edge Footing Strengths & Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Fy = 61,000 psi 0.0012 5.00 ft 2.00 7.00 13.00 in 12.00 in Key Depth = 26.00 in Key Distance from e - 5.00 ft Cover @Top = 3.:ES rr '3.00 in ( Stem OK Z,,y 0.00 Concrete . t 12.00 # 5 8.00 Edge Exp. 3-31- Clvfl. 0.904 1,044.0 2,088.0 2,563.0 10.6 19.4 30.00 21.36 124.0 9.00 0.919 4,917.7 16,431.3 17, 875.7 45.5 93.1 21.36 8.77 145.0 9.00 psi= 1,500 psi = 24,000 Yes = No = 25.78 = 1.000 in= 11.62 Medium Weight psi = psi = 3,000.0 60,000.0 Other Acce table Sizes & Spacings Toe: #4a�a 6.50 in, #5@ 10.00 in, #6@ 14.25 in, #7@ 19.50 in, #8@ 25.50 in, #9@ 32 Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on AUJAGHIAN/AWADALLA CONSULTING, ENG. 2711 E. COAST HWY., SUITE 203 CORONA DEL MAR, CA. 92625 TEL: 949-675-4103 FAX: 949-675-2613 Title : HAGUE RESIDENCE Dsgnr: D.A. Description : Job # 9928 Date: 10:44AM, 6 SEP 01 Scope : SITE RETAINIG WALLS '77 Rev. 510300 User: KW-0601592, Ver 5.1.3, 22-Jun•1999, Win32 (c) 1983.99 ENERCALC Cantilevered Retaining Wall Design Description 10'-0" RET. WALL W/2:1 SLOPE Page 2 c \ec\haRue.ecw:Calculations Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad OVERTURNING Force Distance Moment Ibs ft ft-# 3,562.4 3.69 _ -72.7 0.53 Total = 3,489.7 Resisting/Overturning Ratio 13,161.0 -38.4 O.T.M. = 13,122.6 = 2.13 Vertical Loads used for Sal Pressure = 5,788.8 Ibs Vertical component of active pressure used for sal pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component = 1,100.0 = 500.0 = 275.0 1,386.0 1,137.5 = 325. Total = cg No. 7.4 C038570 * Exp. 3-31- J'� CIV11. \4TFO.,�L1F� 6.50 7,150.0 5.50 2,750.0 2.50 687.5 5.50 7,623.0 3.50 3,981.2 5.50 1,787.5 3,957.1 27,936.3 PROJECT FOR LOCATION sue/ //Vv 7 427.7. rASS/✓- = 3t'o)()•5 AUJAGH IAN/AWADALLA CONSULTING ENGINEERS, INC. 2711 E. COAST HWY, SUITE 203 CORONA DEL MAR. CA. 92625 TEL• 949-675-4103 (1,1'o1.4 + ,SSA) I5^1Z 21/311 O �II . •L.)= 3 ( 3 A5 ✓lE IN2 .__ G 5 `1 l5?tix4- 6Zgo-4 SHEET NO. JOB NO. DATE ENGINEER 0 IQ ,4,- -c S . 5 ( c_, . �� • K' 1 • fU� f r . r;vm},007P :0.2:il-.Trit'7M! y '11.( ?t"e1.°g+lM14.su ':t*Pe ;OYrAVVA,;,4nr,,5 41y11r1T ; `Yr*" 4"-' " rt Al i 1010,1110 • 1 i t,il Y. ri�4''t•4�y 5), C,(I;o)+1 ()• x1s-61 =24sf l Sliding Restraint Al Pp= 937.5# • 2762.3psf 7424.# Adj Ftg Load = 280D Ecc.= O.in from AUJAGHIAN/AWADALLA CONSULTING, ENG. 2711 E. COAST HWY., SUITE 203 CORONA DEL MAR, CA. 92625 TEL: 949-675-4103 FAX: 949-675-2613 Title : HAGUE RESIDENCE Dsgnr: D.A. Description : Scope: Job # 9928 Date: 9:12AM, 6 SEP 01 SITE RETAINIG WALLS 1 Rev. 510300 User: KW-0601592, Ver 5.1.3, 22Jun.1999, WIn32 (c) 1983.99 ENERCALC Cantilevered Retaining Wall Design Description 14'-0" RET. WALL W/ADJACENT FTG. SURCHARGE Criteria 1 Retained Height Wall height above sal Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 14.00 ft 0.00 ft = 0.00 : 1 = 6.00 in 110.00 pcf 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning _Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in Design Summary Total Bearing Load resultant ecc. 9,612 Ibs = 26.16 in Soil Pressure @ Toe = 2,762 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding = 3,232 psf 0 psf 30.3 psi OK 23.8 psi OK 93.1 psi Soil Data Allow Soil Bearing = 2,800.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 58.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in 1 Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft = 0.00 ft = 0.00 ft Stem Construction 1.54 OK 0.56 UNSTABLE! Sliding Cafes Slab Resists All Sliding ! Lateral Sliding Force = 7,458.5 Ibs Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Tce Reinforcing Heel Reinforcing Key Reinforcing Toe 3,232 41,463 8,946 = 32,517 = 30.33 = 93.11 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 0 ft-# 5,902 ft-# 5,902 ft-# 23.85 psi 93.11 psi Rebar Depth 'd° Masonry Data Design height Wall Material Above "Ht" Thickness Reber Size Reber Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Ibs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = in = Top Stern Page 1 c:\ec\hague ecw:Calculations Footing,SproAggis4 Dimensions fc 31:Mtp .fy;= 61,000psi Min. As % " • AC' %': 0.0012 Toe Width No. " 6.00 ft Heel .Width C038570 = 1 3.00 Totaffooting Width Foot\ng,Thickr '3'- 24.00in Key Width CIVIL N. 0.00 in Key Depth '~ ,.. -r Key Distance from Toe 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 0.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 2nd 2,800.0 Ibs = 7.00 ft 0.00 in = 6.50 ft Line Load _ -1.5 ft Stem OK Stem OK ft= 6.00 0.00 = Concrete Concrete = 12.00 18.00 = # 5 # 9 8.00 8.00 = Edge Edge 0.521 0.526 3,454.2 10,014.3 9,319.4 48,051.7 17,875.7 91,293.8 32.0 55.6 93.1 93.1 21.36 48.06 21.36 9.00 145.0 217.5 9.00 15.00 fm psi = Fs psi= Solid Grouting = Special Inspection = Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc Fy psi = 3,000.0 psi = 60,000.0 3,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@a 5.25 in, #5@ 8.00 in, #6@ 11.50 in, #7@ 15.50 in, #8@ 20.25 in, #9@ 25. Heel: Not req'd, Mu < S * Fr Key: No key defined AUJAGHIAN/AWADALLA CONSULTING, ENG. 2711 E. COAST HWY., SUITE 203 CORONA DEL MAR, CA. 92625 TEL: 949-675-4103 FAX: 949-675-2613 LRk., 510300 User: KW.0601592, Ver 5.1.3, 22•Jun.1999, Win32 (c) 1983.99 ENERCALC Description Title : HAGUE RESIDENCE Dsgnr: D.A. Description : Job # 9928 Date: 9:12AM, 6 SEP 01 Scope : SITE FjETAINIG WALLS Cantilevered Retaining Wall Design 14'-0" RET. WALL W/ADJACENT FTG. SURCHARGE L Summary of Overturning & Resisting Forces & Moments Page 2 c:\ec\hague ecw:Calculations 1 Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad Total Force Ibs OVERTURNING Distance ft Moment ft-# 7,424.0 -181.3 5.33 39,594.7 0.83 215.7 9.99 Resisting/Overturning Ratio 7,458.5 -151.0 2,155.4 O.T.M. = 41,599.1 1.54 Vertical Loads used for Soil Pressure = 9,611.8 Ibs Vertical component of active pressure used for soil pressure .....RESISTING Force Distance lbs ft Moment ft-# Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component 2,310.0 188.8 330.0 2,465.0 440.0 2,700.0 8.25 19,057.5 8.25 0.00 3.00 6.63 7.25 4.50 1,557.3 990.0 16,348.8 3,190.0 12,149.9 1,178.1 9.00 10,602.8 Total = 9,611.8 Ibs R.M.= 63,896.3 Ak Aujaghian/Awadalla Consulting Engineers, Inc. I Structural Tel: (949) 675-4103 2711 East Coast Highway. Suite 203, Corona del Mar, CA 92625 Fax: (949) 675-2613 I) SOLID GROUT ALL BLOCK CELLS 2) ALL REINFORCING LAPS SHALL BE FORTY BAR DIAMETER 3) CONSTRUCTION SHALL COMPLY WITH THE UNIFORM BUILDING CODE OR LOCAL CODE. NOTE' 4° DIAM. PERFORATED PIPE SLOPED TO DAYLIGHT SEE CIVIL ENG. PLAN & SOILS REPORT FOR BACKFILL. #5@16' ❑.C, SECTION 10'-0" MAX. RET. WALL 12' BL❑CK WALL #5 @ 16' ❑,C. VERT. #5 @ 16' ❑.C, VERT. REINF, REINF, C# 5 @ 24' ❑.C, H❑R. REINF. DRILL 1/2'0X5' H❑LE FILL W/SIMP. EP❑XXY 'SET' & INSERT #4 D❑WELS 3'-0' @ 24' ❑,C. ALL INSTALLATI❑N PER MANUF, SPECS. SPECIAL INSPECTI❑N REQ'D 36' LAP 2#5 @ 24' ❑,C, H❑R. REINF, 12' C❑NC. WALL 2 #5 D❑WELS @ 16' ❑.C, 6'-0' 2#5 BARS @ 16' ❑.C. VERT, REINF. #4 D❑WELS 4'-0' L❑NG @ 24' 0,C.241 --- 4' • .3' CLR TYP (E) RET. WALL — SCALE: 1" =1 '-0" Akin Aujaghian/Awadalla Consulting Engineers, Inc. Structural Tel: (949) 675-4103 2711 East Coast Highway. Suite 203, Corona del Mar, CA 92625 Fax: (949) 675-2613 HAGUE RESIDENCE GUEST HOUSE 18 SHORELINE DRIVE, PELICAN POINT NEWPORT COAST PREPARED FOR: CHARLES L. HOWELL, ARCHITECT NOTICE: CALCULATION TO BE VALID MUST BEAR A COMPANY SIGNATURE IN RED INK A REPRODUCED SIGNATURE IS NOT VALID DESIGN CRITERIA Design Based Upon U.B.C. 1997 Edition Allowable Stresses: A. Timber: Glu-Lams Douglas Fir Larch: 1) Joists4X Beams Df. # 1 2) Beams 6X Df.# 1 # 3) Beams 6X Select Structural JOB# 9928 Fb = 2400 psi Fb = 1000 psi Fb = 1350 psi Fb = 1600 psi B. Concrete: Slabs F'c = 2500 psi Foundations -RETAINING WALLS ,CAISSONS F'c = 2500 psi C. Masonry: Inspection No Inspection D. Reinforcing Steel: Slabs & Footings Fy= 60,000 psi Wall - Typical Fy= 60,000 psi Welded Bars Fy= 40,000 psi E. Structural Steel: Pipes Tubes Miscellaneous F. Soil: F'm= 1500 psi F'm= 750 psi ASTM A53 Grade B ASTM A500,Fy=46 ksi ASTM A36 ,Fy=36 ksi SOIL REPORT PER: P.A. & ASSOCIATES, INC. PPROJECT NO. 99107-101, MAY 17, 1999 rHOJECT 1444 U /1 5 4vFs- FOR LOCATION n5v n-7 C-0/4-s 1- ITEM : TL / 4,T w7 44 167 //vs MISC di- AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 27111 East Coast Highway, Suite 2.113 Corona del Mar, CA 92625 Tel: (714) 6"rS4103 .b 5 3, 0 Is l es 4o.0 SHEET NO. ENGINEER UM 06, F HO(;)coa 42 1 EXP.1` `�� PROJECT FOR TM 10inie. IA -- LOCATION Eft/ P0R:i ITEM : Poor AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 P East Coast Highway, Suite 2A3 Corona del Mar, CA 92625 Tel: (714)67$41o3 SHEET NO. 2- JOB NO. 992 DATE ENGINEER L 14,E ,26, 2cA 53, 3"2-) vv (./1„0 rz,,) =. /14; I -..-- 3'2- Co -41-// 11-3 Wi = 7 ( 12Q t 20) 2 30 {- 23 0 _ 4G 0 41// w2 _ 1 I ,S ('Za -4-2o) = 1l k jl — S° '// DL 20( $ �F 149i'o,C, t(•5 ao = #77 12j p'"/ w�_ PROJECT FOR (M )-{ov(;' LOCATJON Nex/ Pott:r ITEM : l/EL-r ..vs✓<l / J != (v -) L= 11. 5 w � 2 +() t-( P2" 12 (o +z)-1o1 = AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 P East Coast Highway, Suite 203 Corona del Mar, CA 92625 Tel: (714)67.r41o3 so 4/ S5+ s - 11 4fif W 3 = . (7-o-4- Z o),-,off Si 4 / R=-1.4 I L_ Lg ( so +,1.,(;) ° 4"h YVy = 1�('to eIA oJ}= too t100 16-5 12_ &7e ism L._� 1A-2G (20+20) 2$v+(760 = 5 °.4// _ w _ (-4-2(3) _ l20 -4/ C'u-tw); i 7 qvt 61 _ 1Z4 4/ SHEET NO. JOB No 3 992 � DATE ENGINEER tl 0,1 20 w// 3,04401 PROJECT �Id Gv its5 . 67uST140., (� FOR M I-t oto' S LOCATION emu/ NWT' ITEM : vi1 r ., S<1 u I K tra (-1.0±,7,0) _ L!4! (Pto+�� 60 vt/2— L (20+so) .10-; l% 4 a_s (rk, ) 1 o`�1 AUJAGHIANIAWADALLA Consulting Engineers, Inc. 271 @ East Coast Highway, Suite 2.0.3 Corona del Mar, CA 92625 Tel: (714) 6 $4103 ‘3oo elk itn+12c10 _2G o SHEET NO. JOB NO. 9q2 DATE ENGINEER /q9 w. i�b�#� PROJECT Ltd Gum ne 5 . 6lvkcu- FOR M t-1 o ini� LOCATION N c/ Pa:T. c_,D,E-c-r ITEM : AUJACHIAN/AWADALLA Consulting Engineers, Inc. 271 Q East Coast Highway, Suite 203 Corona del Mar, CA 92625 Tel: (714) 4,7541o3 _=- (1-t- rr,) (4-0 = 220 4(/) Lo 4 NUS P\ f4t 2?YC1'°t ) s l� 4 4 T5 -7 3/ fit' LOCATION fit/ PoR1 CR, sT ITEM : v ►�-� :✓‹l A) 7-6 v 5 so AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 2711' East Coast Highway, Suite2D3 Corona del Mar, CA 92625 Tel: (714) (c T 4103 (�i) o/r 1-77 44- ° X ) ° 2" Xt 27s30 .G41" 24/196144. 45 L 24,05c x12i s 10.5tN3 11- '-o X I fl_Z. L l7 = lly+(,5)(-2.0 ra_?c = 3fi'o1 @. S ,tea = 21--AY/ tC2 w),—!o-1 25�. V/ ��-2c' r L1_ w q (i-o-t--bo 101 _ //'5 5 � I f SHEET NO. JOB No. 992g DATE ENGINEER Pak3s--s$4 W 'L o / 0‘ieC,cR croft PROJECT FOR TM kotii LOCATION Welk/ Po k:i C„A-� - ITEM : !/ErgT egg CA) AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 F East Coast Highway, Suite 2.03 Corona del Mar, CA 92625 Tel: (714) 6 $41o3 o w (.101 #/ 't -330 6,604 vw : l ('z1/, j 3soo .ad/4/ 1$-2 tiv t4(to SHEET NO. JOB NO. 912 g DATE ENGINEER I 5 1 Za I w=�1 Axtofl Cox tabs PROJECT TlM koW ]_ LOCATION 1%14/Pbitrt C-oA-C1 ITEM : AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 P East Coast Highway, Suite 2 3 Corona del Mar, CA 92625 Tel: (71.4)Col. 4103 SHEET NO.. JOB NO: DATE ENGINEER (ft + 5 201- 2 c3, ._. `D. .=•-o 4 / 1 Iti=24O4/f i(?4+c,0),, <oo+ (sv = 2l0 - 1( = 1° ( ace-+ ) _ tb? -t ( _ 160 ),4 L-91 ra,v Co)( (obr Woodworks SIZER SOFTWARE FOR WOOD DESIGN File Name: RJ1 WoodWorks SIZER 1.0i 3 Jun,1999 14:03 COMPANY AUJAGHIAN/AWADALLA CONSULT'G ENGINEER! 2711 E. COAST HWY. STE 203 1 Phone: 949-675-4103 Fax: PROJECT HAGUE RESIDENCE GUEST HOUSE 18 SHORELINE, PELICAN POINT CHART,FS HOWELL ARCHITECT 9928 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHECK NDS-1991 RoofJoist Custom Lumber -soft Top= Full 14.50 [ft] Bottom= @Supports repetitive factor: applied where applicable. INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load 1 Distribute I Type 1 1 1 Full UDL 2 Full UDL Magnitude Start End 1 I Location 1 Pattern Start End I Load Dead 26.67 No Live 26.67 No Self -weight of members has NOT been included. *********************:************:************************************* DESIGN SECTION: D.Fir-L, No.1, 2x8 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (fo-rce=kips, length=in) Reaction B.Length 14.5 ft A 0.39 0.39 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria 1 Analysis Value I Design Value 1 Analysis/Design 1 I 1 1 I Shear fv @d = 49 Fv' = 95 fv/Fvt = 0.51 Bending(+) fb = 1280 Fb' = 1380 fb/Fb' = 0.93 Live Defl'n 0.33 = L/531 0.72 = L/240 0.45 Total Defl'n 0.82 = L/212 0.97 = L/180 0.85 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V@d= 0.35 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1-0 Woodworks SIZER SOFTWARE FOR WOOD DESIGN File Name: RJ2 WoodWorks SIZER 1.0i 3 Jun,1999 14:05 COMPANY } PROJECT AUJAGHIAN/AWADALLA CONSULTTG ENGINEER( HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 ( 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 ( CHARLES HOWELL ARCHITECT Fax: } 9928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: RoofJoist database: Custom material: Lumber -soft lateral support: Top= Full Bottom= @Supports total length: 11.50 [ft] repetitive factor: applied where applicable. INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute 1 Type I Magnitude 1 Location I Pattern I I I Start End I Start End I Load I I I I I 1 Full UDL Dead 26.67 No 2 Full UDL Live 26_67 No Self -weight of members has NOT been included: *******************:**************************************************** DESIGN SECTION: D.Fir-L, No.2, 2x8 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips,..length=in) Reaction B.Length 11.5 ft 0.31 0.31 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Analysis Value Design Value 1 Analysis/Design Shear fv @d = 38 Fv' = 95 fv/Fv' = 0.40 Bending(+) fb = 805 FbT = 1207 fb/Fb' = 0.67 Live Defl'n 0.14 = <L/999 0.58 = L/240 0.24 Total Def1'n 0.34 = L/400 0.77 = L/180 0.45 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V@d= 0.27 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally suprrted according to the provisions of NDS Clause 4.4.1.. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB1 WoodWorks SIZER 1.0i 3 Jun,1999 14:07 COMPANY f PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 [ 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: f 9928 DESIGN DATA: code: type: database: DESIGN CHECK NDS-1991 RoofJoist Custom material: Lumber -soft lateral support: Top= Full total length: 16.50 Eft] INPUT LOADS: Bottom= @Supports (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute I Type 1 Triangular 2 Triangular Dead Live Magnitude } Start End I 0.00 163.00 0.00 163.00 Location Start End I Pattern Load 0.00 16.50 No 0.00 16.50 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, Na_2r 4x12 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (fo-rce=kips, length=in) Reaction B.Length 16.5 ft A 0.90 1.79 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Analysis Value Shear fv @d = Bending(+) fb = Live Defl'n 0.20 = Total Defl'n 0.51 = 57 921 L/967 L/387 Design Value f Analysis/Design Fv' = Fb' = 0.82 = 1.10 = 95 962 L/240 L/180 fv/Fv' = fb/Fb' = 0.60 0.96 0.25 0.46 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.50 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN P3 File Name: RB2 WoodWorks SIZER 1_0i 3 Jun,1999 14:40 COMPANY f PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER! HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 f 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: 19928 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHECK NDS-1991 Beam Custom Glulam Reverse Top= Full 17.00 [ft] Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute 1 Part'l UDL 2 Part'l UDL 3 Trapezoida 4 Trapezoida 5 Point 6 Point Type Dead Live Dead Live Dead Live Magnitude Start End 230.00 230.00 230.00 230.00- 230.00 115.00 230.00 115.00 2.69 2.69 Location I Pattern Start End I Load 0.00 4.00 No 0.00 4.00 No 4.00 17.00 No 4.00 17.00 No 0.00 No 0.00 No Self -weight of members has NOT been included: ******************:***************************************************** DESIGN SECTION: VG West.DF, 24F-V8, 5.125x15 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 4.0 13.0 ft A A 11.65 3.5 0.05 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Shear Bending(-) Live Defl'n Total Defl'n 1 Analysis Value Design Value I Analysis/Design fv @d = 130 Fv' = 190 fb = 1573 Fb' = 2333 0.14 = L/341 0.27 = L/180 0.35 = L/136 0.53 = L/90 (a cantilever span governs deflection) fv/Fv' = fb/Fb' = 0.68 0.67 0.53 0.66 Bending(-): Crit.LC#= 2 CD= 1.00 CL= 0.97 CV= 1.00(KL=1) Shear : Crit.LC#= 2 CD= 1.00 V@d= 6.64 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB3 WoodWorks SIZER 1.01 3 Jun,1999 14:44 COMPANY f PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 1 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: f 9928 DESIGN DATA: code: type: database: material: lateral support: total length: INPUT LOADS: DESIGN CHECK NDS-1991 RoofJoist Custom Lumber -soft Top= Full 11.50 [ft] Bottom= @Supports (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute 1 Full UDL 2 Full UDL 3 Trapezoida 4 Trapezoida Type Dead Live Live Dead Magnitude I Start End I 40.00 40.00 85.00 85.00 28.50 28.50 Location I Pattern Start End I Load No No 0.00 11.50 No 0.00 11.50 No Self -weight of members has NOT been included. ***************************************:******************************** DESIGN SECTION: D.Fir-L, No.2, 4x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 11.5 ft A A 1.22 1.00 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value Design Value I Analysis/Design I I I Shear fv @d = 48 fv/Fv' = 0.50 Bending(+) fb = 772 fb/Fb' = 0.74 Live Defl'n 0.10 = <L/999 0.18 Total Defl'n 0.26 = L/535 0.34 Fv' = 95 Fb' = 1050 0.58 = L/240 0.77 = L/180 Bending(+): Crit Shear : Crit Deflection: Crit Total Deflection .LC#= 2 CD= 1.00 CL= 1.00 .LC#= 2 CD= 1.00 V@d= 1.03 .LC#= 2 = 1.50 (Defln dead.) +_ DPf1n Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall, be laterally supported according to WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB4 WoodWorks SIZER 1_0i 3 Jun,1999 14:50 COMPANY AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI 2711 E. COAST HWY. STE 203 Phone: 949-675-4103 Fax: PROJECT HAGUE RESIDENCE GUEST HOUSE 18 SHORELINE, PELICAN POINT CHARLES HOWELL ARCHITECT 9928 DESIGN DATA: code: type: database: material: lateral support: total length: INPUT LOADS: DESIGN CHECK NDS-1991 Beam Custom Timber -soft Top= Full 18.00 [ft] Bottom= @Supports (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute 1 Full UDL 2 Full UDL 3 Triangular 4 Triangular Type Dead Live Dead Live Magnitude I Start End 40.00 40.00 0.00 100.00 0.00 100.00 Location 1 Pattern Start End I Load 0.00 18.00 0.00 18.00 No No No No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No. 1, 6x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS Reaction B.Length 18.0 ft A 1.32 1.92 1.0 1.0 SECTION vs. DESIGN CODE (force=kips, length=in) (stress=psi, deflection=in) Criteria I Analysis Value 1 Design Value 1 Analysis/Design Shear fv @d = 49 Fv' = 85 fv/Fv' = Bending(+) fb = 1063 Fb' = 1350 fb/Fb' = Live Def1'n 0.34 = L/638 0.60 = L/360 Total Defl'n 0.85 = L/255 1.20 = L/180 0.58 0.79 0.56 0.70 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.70 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB5 WoodWorks SIZER 1.01 3 Jun,1999 14:51 COMPANY f PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 ( 18 SIHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: 19928 DESIGN CH CK DESIGN DATA: code: NDS-1991 type: RoofJoist database: Custom material: Lumber -soft lateral support: Top= Full total length: 6.00 [ftl repetitive factor: applied where applicable. Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude t Location I Pattern I I I Start End I Start End I Load I I I I I 1 Full UDL Dead 280.00 No 2 Full UDL Live 280.00 • No Self -weight of members has NOT been included. *****************;*******************:********************************** DESIGN SECTION: D.Fir-L, No.1, 4x10 @ 0 pif ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 6.0 ft I A 1.68 1.68 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value Design Value I Analysis/Design I I Shear fv @d = 58 Fv' = 95 fv/Fv' = 0.61 Bending(+) fb = 606 Fb' = 1380 fb/Fb' = 0.44 Live Defl'n 0.02 = <L/999 0.30 = L/240 0.07 Total Def1'n 0.05 = <L/999 0.40 = L/180 0.13 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.25 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln-.Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB6 WoodWorks SIZER 1_01 3 Jun,1999 15:29 COMPANY AUJAGHIAN/AWADALLA CONSULT'G ENGINEER! 2711 E. COAST HWY. STE 203 Phone: 949-675-4103 Fax: PROJECT HAGUE RESIDENCE GUEST HOUSE 18 SHORELINE, PELICAN POINT CHARLES HOWELL ARCHITECT 9928 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHECK NDS-1991 Beam Custom Timber -soft Top= Full 18.00 [ft] Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute 1 Full UDL 2 Full UDL 3 Triangular 4 Triangular Type Dead Live Dead Live Magnitude I Start End 60.00 60.00 0.00 0.00 92.00 92.00 Location I Pattern Start End I Load No No 0.00 18.00 No 0.00 18.00 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No. 1, 6x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kipb, length=in) Reaction B.Length 18.0 ft A A 1.63 2.18 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value Design Value 1 Analysis/Design 1 Shear fv @d = 56 Fv' = 85 fv/Fv' = Bending(+) fb = 1249 Fb' = 1350 fb/Fb' = Live Defl'n 0.40 = L/542 0.60 = L/360 Total Defl'n 1.00 = L/216 1.20 = L/180 0.66 0.93 0.66 0.83 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.95 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members- shall be laterally supported according to WoodWorks SIZER SOFTWARE FOR WOOD DESIGN is File Name: RB7 WoodWorks SIZER 1:0i 3 Jun,1999 15:32 COMPANY I PROJECT AUJAGHIAN/AWADALLA CONSULTTG ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 1 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: 1 9928 DESIGN DATA: code: type: database: material: lateral support: total length: INPUT LOADS: DESIGN CHECK NDS-1991 RoofJoist Custom Lumber -soft Top= Full 14.50 [ftj Bottom= @Supports (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute I Type 1 Full UDL 2 Full UDL I I Dead Live Magnitude Start End 1 Location I Pattern Start End I Load 90.00 No 90.00- No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No.1, 4x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 14.5 ft A A 1.30 1.30 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Analysis Value Design Value 1 Analysis/Design Shear fv @d = 54 Fv' = 95 fv/Fv' _ Bending(+) fb = 1137 Fb',= 1200 fb/Fb' = Live Defl'n 0.23 = L/762 G.72 = L/240 Total Defl'n 0.57 = L/305 0.97 = L/180 0.57 0.95 0.31 0.59 Bending(+): Crit.LC#= 2 CD=. 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.17 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB8 WoodWorks SIZER 1_0i 3 Jun,1999 15:35 COMPANY [ PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 118 SHORELINE, PELICAN POINT Phone: 949-675-4103 1 CHARLES HOWELL ARCHITECT Fax: 19928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: RoofJoist database: Custom material: Lumber -soft lateral support: Top= Full total length: 16.00 [ft] Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=p1f, location=ft) Load 1 Distribute 1 Type 1 Magnitude 1 Location I Pattern 1 1 I Start End I Start End I Load 1 1 I I I 1 Full UDL Dead 30.00 No 2 Full UDL Live 30.00 No 3 Triangular Dead 0.00 78.00 0.00 16.00 No 4 Triangular Live 0.00 78.00 0.00 16.00 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No.1, 4x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 16.0 ft I 0.90 1.31 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria 1 Analysis Value I Design Value I Analysis/Design I 1 1 I Shear fv @d = 53 Fv' = 95 fv/Fv' = 0.56 Bending(+) fb = 1068 Fb' = 1200 fb/Fb' = 0.89 Live Defl'n 0.26 = L/740 0.80 = L/240 0.32 Total Defl'n 0.65 = L/296 1.07 = L/180 0.61 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.15 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to Woodworks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB9 WoodWorks SIZER 1.0i 3 Jun,1999 15:45 COMPANY I PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER' HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 G 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: 1 9928 DESIGN DATA: code: type: database: material: lateral support: total length: INPUT LOADS: DESIGN CHECK NDS-1991 RoofJoist Custom Lumber -soft Top= Full 14.00 [ftj Bottom= @Supports (force=kips, pressure=psf, udl=p1f, location=ft) Load Distribute 1 Type 1 1 1 Triangular 2 Triangular Dead Live Magnitude Start End I 0.00 134.50 0.00 134.50 Location Start End I Pattern Load 0.00 14.00 No 0..00 14.00 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No.1, 4x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kip-s, length=in) Reaction B.Length 14.0 ft A 0.63 1.26 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria 1 Analysis Value Design Value 1 Analysis/Design Shear fv @d = 49 Fv' = 95 fv/Fv' = Bending(+) fb = 809 Fb' = 1200 fb/Fb' = Live Def1'n 0.15 = <L/999 0.70 = L/240 Total Defl'n 0.37 = L/453 0.93 = L/180 0.52 0.67 0.21 0.40 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.06 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS- Clause 4.4-1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB10 WoodWorks SIZER 1_Qi 3 Jun,1999 17:16 COMPANY r PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 f 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: 19928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber -soft lateral support: Top= Full total length: 15.00 [ftj Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type 1 Magnitude I Location I Pattern 1 1 1 Start End 1 Start End I Load I I I I I 1 Point Dead 0.65 1.00 No 2 Point Live 0.65 1.00 No 3 Point Dead 1.28 5.50 No 4 Point Live 1.28 5.50 No Self -weight of members has NOT been included. *********************************************:************************** DESIGN SECTION: D.Fir-L, No. 1, 8x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 15.0 ft 2.84 1.03 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value ► Design Value 1 Analysis/Design I I 1 1 I Shear fv @d = 60 Fv' = 8.5 fv/Fv' = 0.70 Bending(+) fb = 1040 Fb' = 1200 fb/Fb' = 0.87 Live Defl'n 0.18 = L/985 0_50 = L/360 0.37 Total Def1'n 0.46 = L/394 1.00 = L/180 0.46 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 2.84 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to WoodWorks SIZER SOFTWARE FOR WOOD DESIGN 2v File Name: RBI' WoodWorks•SIEER 1.0i 3 Jun,1999 17:18 COMPANY 1 AUJAGHIAN/AWADALLA CONSULT°G ENGINEERI 2711 E. COAST HWY. STE 203 [ Phone: 949-675-4103 I Fax: 1 PROJECT HAGUE RESIDENCE GUEST HOUSE 18 SHORELINE, PELICAN POINT CHARLES HOWELL ARCHITECT 9928 • DESIGN DATA: code: type: database: material: lateral support: total length: INPUT LOADS: DESIGN CHECK NDS-1991 Beam Custom Timber -soft Top= Full 4.00 [ftj Bottom= @Supports (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute 1 Type 1 Point 2 Point Dead Live Magnitude Start End 1 [ 1.42 1.42 Location 1 Pattern Start End 1 Load 1.50 No 1.50 No Self -weight of members has NOT been included. *******************************************:**************************** DESIGN SECTION: D.Fir-L, No. 1, 6x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS Reaction B.Length 4.0 ft 1.78 1.07 1.0 1.0 SECTION vs. DESIGN CODE (force=kips, length=in) (stress=psi, deflection=in) Criteria Analysis Value Design Value 1 Analysis/Design Shear fv @d = 51 Fv' = 85 fv/Fv' = Bending(+) fb = 386 Fb' = 1350 fb/Fb' = Live Defl'n 0.00 = <L/999 0.13 = L/360 Total Defl'n 0.01 = <L/999 0.27 = L/180 0.60 0.29 0.04 0.04 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.78 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be- laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN 23 File Name: RB12 WoodWorks SI7FR 1.Qi 3 Jun,1999 17:20 COMPANY [ PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER( HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 f 1$ SHORELINE, PELICAN POINT Phone: 949-675-4103 1 CHARLES HOWELL ARCHITECT Fax: 19928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: RoofJoist database: Custom material: Lumber -soft lateral support: Top= Full total length: 11.00 [ft] 'Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type 1 Magnitude 1 Location 1 Pattern I 1 1 Start End I Start End I Load 1 1 I 1 I 1 Full UDL Dead 110.00 No 2 Full UDL Live 110.00 No Self -weight of members has NOT been included. DESIGN SECTION: D.Fir-L, No.1, 4x10 @ O plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 11.0 ft I A 1.21 1.21 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Analysis Value Design Value I Analysis/Design 1 Shear fv @d = 48 Fvt = 95 fv/Fv' = 0.51 Bending(+) fb = 800 Fb' = 1200 fb/Fb' = 0.67 Live Defl'n 0.09 = <L/999 0.55 = L/240 0.17 Total Defl'n 0.23 = L/571 0.73 = L/180 0.31 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.04 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dea d) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall.be.laterally supported according to the provisions of NDS Clause 4.4.1_ WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB13 WoodWorks SIZER 1.Oi 4 Jun,1999 17:05 COMPANY AUJAGHIAN/AWADALLA CONSULT 2711 E. COAST HWY. STE 203 Phone: 949-675-4103 Fax: PROJECT 'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 1 18 SHORELINE-, PELICAN POINT I CHARTS HOWELL ARCHITECT 1 9928 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHECK NDS-1991 RoofJoist Custom Lumber -soft Top= Full 10.00 [ft] Bottom= @Supports INPUT LOADS: . (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute 1 Type 1 1 1 Point 2 Point Dead Live Magnitude Start End 1 1 0.50 0.50 Location 1 Pattern Start End 1 Load 3.00 No 3.00 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No.1, 4x10 @ O.plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 10.0 ft A A 1 0.70 .0.30 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria 1 Analysis Value Shear fv @d = 33. Bending(+) fb = 506 Live Defl'n 0.04 = <L/999 Total Defl'n 0.09 = <L/999 Design Value Fv' = 95 Fb' = 1200 0.50 = L/240- 0.67 = L/180 Analysis/Design fv/Fv1 = fb/Fb' = 0.34 0.42 0.07 0.14 Bending(+): Crit. Shear : Crit. Deflection: Crit. Total Deflection LC#= 2 CD= 1.00 CL= 1.00 LC#= 2 CD= 1.00 V@d= 0.70 LC#= 2 = 1.50(Deflndeadr + Defln Live. DESIGN NOTES: 1. Please verify that the defaultdeflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4..4.1. Woodworks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB14 WoodWorks SIEER 1.0i 4 Jun,1999 17:08 COMPANY F PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER' HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 F 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: 1 9928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber -soft lateral support: Top= Full total length: 19.00 [ftj Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute 1 Type 1 Magnitude 1 Location 1 Pattern 1 I I Start End 1 Start End I Load 1 I I F 1 1 Triangular Dead 0.00 164.00 0.00 19.00 No 2 Triangular Live 0.04 164.04 0.00 19.00 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No.. 1,. 6x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING T,FNGTHS (farce=kips, length=in) Reaction B.Length 19.0 ft 1.04 2.08 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria 1 Analysis Value Design Value Analysis/Design Shear fv @d = 52 Fv' = 85 fv/Fv' = 0.62 Bending(+) fb = 1096 Fb' = 1350 fb/Fb' = 0.81 Live Defl'n 0.38 = L/596 0.63 = L/360 0.60 Total Defl'n 0.96 = L/238 1.27 = L/180 0.75 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.83 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ° AUJAGHIAN/AWADALLA CONSULTING 2711 E. COAST HWY. SUITE 201 CORONA DEL MAR, CA92625 5:46PM, 4JUN 99 Title : hagur residence Job# :9928 Dsgnr. D.A. Description.... BENT STEEL BEAM rzg-1� FastFrame 2-D Frame Analysis V50.8- Date: 6-4-99 Page 1 Nodes... Node Label Node Coordinates X Y ft ft X Restraint Y Restraint Z Restraint Node Temp deg F 1 2 3 4 0.000 8.000 13.000 26.000 3.000 3.000 4.500 0.000 Fixed Fixed Fixed Fixed 0 0 1 0 Member... Member Label Property Label Endpoint Nodes 1 Node J Node Rilember Length ft I End Releases X Y Z J End Releases X Y Z 1 2 3 TS7x7x3/8 TS7x7x3/8 TS7x7x3/8 1 2 3 2 3 4 8.000 5.220 13. /b/ Member Stress Check Data... Member Label Unbraced Lengths Lu : Z ft Lu : XY Slenderness Factors K : Z K : XY AISC Bending & Stability Factors Cm Cb 1 2 3 8.000 5.220 13_1b/ 8.000 5.220 13.rb/ 1.00 1.00 1.00 1.00 1.00 1.00 Internal Internal Internal Internal Internal Internal Member Label Youngs ksi Density kcf Thermal in/100d Yield ksi Default Steel 1.00 29,000.00 0.003 0.490 0.000000 0.000650 1.00 36.00 Section Sections... Prop Label Group Tag TS7x7x3/8 Material Area Depth Width Tf Tw lxx lyy Steel 9.580 in2 7.000 in 7.000 in 0.375 in 0.375i 63.70 in4 Node Loads.... Node Label Concentrated Loads and Moments X Y Moment #1 Load Case Factors #2 #3 #4 #5 2 2 3 3 -0.732k - 730k -2.330k -2.330k 1.000 1.000 1.000 1.000 Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y # 1 Load Combination Factors # 2 # 3 # 4 # 5 dl +11 1.000 1.000 1.000 ode DisplacemenReactions Node Label Load Combination Node Displaceme Y in 1 2 3 4 dl +II dl +Il dl +11 dl +II Member End Forces... 0 0 0.02032 0.31934 0 -0.79822 -0.86613 0 Z Radians -0.01007 -0.00481 0.00280 0 Node Reactions X Y k k Z kft O 2.27090 O 0 O 0 O 3.85110 0 0 0 -27.85255 Member Label 1 2 Load Combination Node " I " End Forces Axial Shear k k 0 023244 Moment ft-k 2.27090 0 0.77479-18.16722 Node " J " End Forces Axial Shear Moment k k ft-k 0 -0.23244 227090 -0.77479 18.16722 7271173 .,., .,...e,... I • AUJAGHIAN/AWADALLA CONSULTING 2711 E. COAST HWY. SUITE 201 CORONA DEL MAR, CA92625 Title : hagur residence Job # : 9928 Dsgnr. D.A. Date: 6-4-99 Description.... BENT STEEL BEAM f ? _ G. 5:46PM, 4JUN99 FastFrarne 2-D Frame Analysis V 5.0.8 - Page 2 Steel Stress Checks... Member Label Load Combination Overall Maximum .� Left End 114 Span pa 1/2 S pan 3/4 Span Right End Shear 1 dl +II 0.467 0.000 0_143 0.22E 0.338 0.46 0.030 2 di +11 0.573 0.469 0.494 0.519 0.541 0.57 0.010 3 dl +11 0_723 0.578 0267 0.05E 0.367 0.72 0.048 Member Overall Envelope Summary Member Section Axial Shear Moment Deflection Maximum Label k k ft-k in Stress Ratio l I Six/Xdlt3 2.271 2 I TS7x7x3/8 0.232 0.775 3 1 TS7x7x3/8 1.260 3639 —> Deflection values listed are the maximum of a sampling of 31 points across the member 18.167 22212 27.853 0.807 0.106 0.923 0.467 O.5/3 0.723 WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB18 WoodWorks SIZER 1.4i Woodworks SIZER File Name: RB17 WoodWorks. SIZER 1.04 6 Jun,1999 13:58 SOFTWARE FOR WOOD DESIGN 6 Jun,1999 13:56 COMPANY AUJAGHIAN/AWADALLA CONSULT 2711 E. COAST HWY. STE 203 Phone: 949-675-4103 Fax: PROJECT 'G ENGINEER! HAGUE RESIDENCE GUEST HOUSE 118 SHORELINE, PELICAN POINT I CHARLES HOWELL ARCHITECT 19928 DESIGN DATA: code: type: database: material: lateral support: total length: INPUT LOADS: DESIGN CHECK NDS-1991 Beam Custom Glulam Simple Top= Full 17.00 [ftj Bottom @Supports (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute 1 Type I 1 1 Point 2 Point Live Dead Magnitude Start End I 2.83 2.83 Self -weight of members has NOT been included. Location 1 Pattern Start End 1 Load 8.50 No 8.50 No **************************************-********************************** DESIGN SECTION: VG West.DF, 24F-V4, 5_125.x13.5 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS Reaction B.Length 17.0 ft 2.83 2.83 1.0 1.0 SECTION vs. DESIGN CODE (force=kips, length=in) (stress=psi, deflection=in) Criteria Shear Bending(+) Live Defl'n Total Defl'n Analysis Value -1 Design Value ( Analysis/Design fv @d = 61 fb = 1855 0.26 = L/770 0.66 = L/308 Fv' = 190 Fb' = 2400 0.57 = L/360 1.13 = L/180 fv/Fv1 = fb/Fb' = 0.32 0.77 0.47 0.58 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 CV= 1.00(KL=1) Shear : Crit.LC#= 2 CD= 1.00 V@d= 2.83 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defin Live. 2S' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB19 WoodWorks SIZER 1._0i 6 Jun,1999 14:01 COMPANY 1 PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER[ HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 r 18. SHORELINE, PELICAN POINT Phone: 949-675-4103 1 CHARLES HOWELL ARCHITECT Fax: 1 9928 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHECK NDS-1991 RoofJoist Custom Lumber -soft Top= Full 13.00 [ftj repetitive factor: applied INPUT LOADS: Bottom= @Supports where applicable. (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute 1 Type 1 1 1 Triangular 2 Triangular Live Dead Magnitude Start End 1 0.00 127.50 0.00 127.50 Location 1 Pattern Start End 1 Load 1 0.00 13.00 No 0.00 13.00 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No.2, 4x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS- (force=kips, length=in) Reaction B.Length 13.0 ft A 0.55 1.11 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv @d = 42 fb = 661 0.11 = <L/999 0.28 = L/562 Design Value } Analysis/Design 1 Fv' = 95 Fb' = 1207 0.6-5 = L/240 0.87 = L/180 fv/Fv' = fb/Fb' = 0.45 0.55 0.17 0.32 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V@d= 0.92 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defla Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall he laterally supported according to the provisions of NDS Clause 4.4.1. File Name: RB21 Woodworks SIZER SOFTWARE FOR WOOD DESIGN 3j WoodWork-s SIZER 1.01 6 Jun,1999 14:32 COMPANY I PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER[ HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 E 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: ) 9928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: RoofJoist database: Custom material: Lumber -soft lateral support: Top= Full Bottom= @Supports total length: 10.00 [ft] repetitive factor: applied where -applicable. INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type 1 Magnitude I Location I Pattern I I ( Start End 1' Start End I Load I I 1 f I 1 Triangular Live 0.00 99.00 0.00 10.00 No 2 Triangular Dead 0.00 99.0Q 0.00 10.00 No Self -weight of members has NOT been included-. ************************************************************************ DESIGN SECTION: D.Fir-L, No.2, 4x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTWS (force=kips, length=in) 1 10.0 ft I ( A A I ( Reaction I B.Length I 0.33 0.66 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value (-Analysis/Design I I I I I Shear fv @d = 24 Fv' = 95 fv/Fv' = 0.25 Bending(+) fb = 304 Fb' = 1207 fb/Fb' = 0.25 Live Defl'n 0.03 = <L/999 0.50 = L/240 0.06 Total Defl'n 0.08 = <L/999 0.67 = L/180 0.11 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.00 V@d= 0.51 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflectionlimits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RE22 WoodWorks SIEER 1.0-i 6 Jun,1999 14:34 COMPANY I PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER( HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 F 18 SHORE -LINE, PELICAN POINT Phone: 949-675-4103 I CHARLES HOWELL ARCHITECT Fax: C 9928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber -soft lateral support: Top= Full total length: 15.00 [ftr Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute 1 Type I Magnitude - I Location I Pattern 1 1 I Start End I Start End I Load I I I F 1 1 Full UDL Live 130.00 No 2 Full UDL Dead 130-.G0 No Self -weight of members has NOT been included. **************:********:***************:******************************** DESIGN SECTION: D.Fir-L, No. 1, 6x10 @ .0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) Reaction B.Length 15.0 ft I 1.95 1.95 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Analysis Value Design Value I Analysis/Design Shear fv @d = 50 Fv' = 85 fv/Fv' = 0.59 Bending(+) fb = 1061 Fb' = 1350 fb/Fb' = 0.79 Live Defl'n 0.24 = L/764 0-_50.= L/3.60 0.47 Total Defl'n 0.59 = L/305 1.00 = L/180 0.59 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.74 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln d ad) + De€ln Llve. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN 3 3 File Name: RB23 WoodWorks S.I.Z.ER L_QL 6 Jun,1999 14:43 COMPANY AUJAGHIAN/AWADALLA CONSULT'G ENGINEER 2711 E. COAST HWY. STE 203 Phone: 949-675-4103 Fax: PROJECT I HAGUE RESIDENCE GUEST HOUSE r 18 SHORELINE, PELICAN POINT I CHARLES HOWELL ARCHITECT r 9928 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHECK NDS-1991 Beam Custom Timber -soft Top= Full 14.00 [ft' Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load 1 Distribute I Type 1 1 1 1 Full UDL 2 Full UDL 3 Point 4 Point Constr. Constr. Constr. Constr. Magnitude Start End 1 140.00 140.40 0.66 0.66 Location I Pattern Start End I Load 7.00 7.00 No No No No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No. 1, 8x1G @ Q plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (fo-rce=kips, length=in) Reaction B.Length 14.0 ft A A 2.62 2.62 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria Analysis Value I-Des-ign value 1 Analysis/Design I 1 I Shear fv @d = 50 Fv' = 10-6 fv/Fv' = Bending(+) fb = 1221 Fb' = 1500 fb/Fb' = Live Defl'n 0.43 = L/386. 0_47 = L/360 Total Defl'n 0.43 = L/386 0.93 = L/180 0.48 0.81 0.93 0.47 Bending(+): Crit.LC#= 2 CD= 1.25 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.25 .V@d= 2.40 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead} + -Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members- shall be laterally silppo-rted according to WoodWorks SIZER File Name: RB24 WoodWorks- SIZER 1.0-i SOFTWARE FOR WOOD DESIGN 6 Jun,1999 14:45 COMPANY AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI 2711 E. COAST HWY. STE 203 Phone: 949-675-4103 Fax: PROJECT HAGUE RESIDENCE GUEST HOUSE 18 SHORELINE, PELICAN POINT CHARLES HOWELL ARCHITECT 9928 DESIGN DATA: code: type: database: material: lateral support: total length: INPUT LOADS: DESI( N UHEU14 NDS-1991 Beam Custom Timber -soft Top= Full 20.00 [ftj Bottom= @Supports (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute I Type 1 Triangular 2 Triangular Dead Live r I Magn-itttde I Start End I 0.00 0. 0-0 198.00 198.00 Location I Pattern Start End I Load 0.00 20.00 No 0.00 20.00 No Self -weight of members has NOT bccn included. **************;********************************************************* DESIGN SECTION: D.Fir-L, No. 1, 6x12 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS- (farce=kips, length=in) Reaction B.Length 20.0 ft A 1.32 2.64 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value Design Value 1 Analysis/Design 1 I I Shear fv @d = 54 Fv' = 85 fv/Fv' = Bending(+) fb = 1001 Fb' = 1350 fb/Fb' = Live Defl'n 0.32 = L/751 0.67 = L/360 Total Defl'n 0.80 = L/300 1.33 = L/180 0.64 0.74 0.48 0.60 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00- V@d= 2.28 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln•dcad). + Def1n.Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members- shall be late -rally supported according to the provisions of NDS Clause 4.4.1. 3.4 File Name: RB25 WoodWorks SIZER SOFTWARE FOR WOOD DESIGN 3 5 WoodWorks SIZER 1.01 20 Jun,1999 15:24 COMPANY t PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 1 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 1 CHART,FS HOWELL ARCHITECT Fax: 1- 9928 DESIGN CTWCK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber -soft lateral support: Top= Full total length: 10.ao [ftj Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude 1- Location I Pattern I I 1 Start End 1 Start End 1 Load t I 1 Full UDL Dead 120.00 No 2 Full UDL Live 120,00 No Self -weight of members has NOT been irrc-luded. ************************************************************************ DESIGN SECTION: D.Fir-L, No. 1, 6x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS- (fo-rec-kips, length=in) Reaction B.Length 10.0 ft 1 1.20 1.20 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria 1 Analysis Value I Design Value I Analysis/Design I 1 1 I Shear fv @d = 29 Fv' = 85 fv/Fv' = 0.34 Bending(+) fb = 435 Fb' = 1350 fb/Fb' = 0.32 Live Defl'n 0.04 = <L/999 0.33 = L/3&O 0.13 Total Defl'n 0.11 = <L/999 0.67 = L/180 0.16 Bending(+): Crit.LC#= 2 CD= 1.00 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.00 V@d= 1.01 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln dead) + Defln_Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall he laterally supported according to the provisions of NDS Clause- 4.4.1. WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB26 WoodWo-rks- SIZER 1.0-i 20 Jun,1999 15:27 COMPANY 1 PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEER HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 E 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 1 CHARLES HOWELL ARCHITECT Fax: [ 9928 DESIGN DATA: code: type: database: material: lateral support: total length: DESIGN CHEF NDS-1991 Beam Custom Timber -soft Top= Full 11.00 [ftj Bottom= @Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load Distribute 1 Type 1 1 1 Full UDL 2 Full UDL Dead Live Magnitude Start End 1 1 160.00 210 _00 Location 1 Pattern Start End I Load 1 No No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No. 1, 6x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS t_fo.rce=kips, length=in) Reaction B.Length 11.0 ft A 2.03 2.03 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria 1 Analysis Value Shear fv @d = 50 Bending(+) fb = 812 Live Defl'n 0.11 = <L/999 Total Defl'n 0.24 = L/559 Design Value- I- Analysis/Design 1 Fv t = 85 Fb' = 1350 0-.37 = L/360 0.73 = L/180 fv/Fv' = fb/Fb' = 0.59 0.60 0.30 0.32 Bending(+): Crit Shear : Crit Deflection: Crit Total Deflection .LC#= 2 CD= 1.00 CL= 1.00 .LC#= 2 CD= 1.00 V@d= 1.74 .LC#= 2 = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be- laterally supported according to the provisions of NDS Clav�e 4.4..1_ WoodWorks SIZER SOFTWARE FOR WOOD DESIGN File Name: RB27 WoodWorks•SIZER 1.04 20 Jun,1999 15:28 COMPANY r PROJECT AUJAGHIAN/AWADALLA CONSULT'G ENGINEERI HAGUE RESIDENCE GUEST HOUSE 2711 E. COAST HWY. STE 203 I- 18 SHORELINE, PELICAN POINT Phone: 949-675-4103 I CHART,FS HOWELL ARCHITECT Fax: r 9928 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber -soft lateral support: Top= Full total length: 9.00 [ftr Bottom= @-Supports INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute j Type I Magnitude f Location I Pattern I I I Start End I Start End I Load I I I [ I 1 Point Constr. 2.03 4.50 No Self -weight of members has NOT been included. ************************************************************************ DESIGN SECTION: D.Fir-L, No. 1, 6x10 @ 0 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS- (€o.:rce=kips-,.length=in) Reaction B.Length 9.0 ft I A A 1.02 1.02 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria ( Analysis Value Design Value [Analysis/Design Shear fv @d = 29 Fv' = 106 fv/Fv' = 0.27 Bending(+) fb = 664 Fb' = 1687 fb/Fb' = 0.39 Live Defl'n 0.08 = <L/999 0.30 = L/360 0.28 Total Defl'n 0.08 = <L/999 0.60 = L/180 0.14 Bending(+): Crit.LC#= 2 CD= 1.25 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.25 V@d= 1.02 Deflection: Crit.LC#= 2 Total Deflection = 1. 50 (Defln r3d) + _DPfl�a Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be late -rally supported according to the provisions of NDS Clause 4.4.1- AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 I East Coast Highway, Suite 2D3 Corona del Mar, CA 92625 Tel: (714) 6754103 f /, 33 (2g f 4-0) s 3Z + ;3. 33 = 6 5,3 = 94,n l <te (ote *# I L= 21 { _ 1(7 I- 4 (..)) + (24-F-Co0 w, 'ely (z444 ba� = 2(04oA e �► 11 = 5 5 Ct(041 (74-F(oo) = 43444i/ �4-4 t1 D1,-=. 6, D zI (1, 05 X SHEET NO. �! JOB NO. �x 12 ENGINEER A 1 11 TJ I Pi%5o @!CD"a.0 AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 I East Coast Highway, Suite 2.03 Corona del Mar, CA 92625 Tel: (714) 6154103 AUJAGHIAN/AWADALLA Consulting Engineers, Inc. - 271 @ East Coast Highway, Suite 2Q3 Corona del Mar, CA 92625 Tel: (714) 4-L54103 L t t � A -a- (A1.-C:1 -0,5)(20 --k- /--0)-t-too .---- 26o+- 100 ,- .0c) W-1Z- = z c 24-t- 4 0) -- 34 i._ 14.0 Vint--:--- Z4 4- ►ilt.c_ _ 24.0 4eh 41/ c. C?4-1- 4o) :2Zq- c-kec-t= w / ca►vczw-' Z4‘6,3 11\-172r 35 1 (I/L, 6 vi) 0 SHEET NO. JOB NO. b 992 DATE ENGINEER 4 W ; '30a--// AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 P East Coast Highway, Suite 23 Corona del Mar, CA 92625 Tel: (714)6754103 z — 4 4- 4 q- n = 1.0'# // (, = (-- , qi.o-t-uoTkis .. +t o r1 `ice 1 4// g1ZCoCo IY t = it (000 PROJECT �G U YtEs 5 , GwEsltau FOR Ti M }-1 oLn/� LOCAT ON W/ Pot-r Ce1A-1- ITEM to+ 7-0 AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 2711 East Coast Highway, Suite 213 Corona del Mar, CA 92625 Tel: (714)6T541o3 64 411 200 r ;57-4-1 4 2t�Gt Coo o1 _ 3o ci S4 L= ti21 -_ 4240 G er (2( 24 + ,°) GA-LS 20 -F20} ",A., to o 1/4 a.1,0614 1360,/5qt4/+< 24°i2 -1.1 (0 IV JOB NO. SHEET NO. 41, 9q2� DATE ENGINEER )of 4r1S11' 41,(eff lq(0# AUJAGHIAN/AWADALLb Consulting Engineers, Inc. 271 @ East Coast Highway, Suite 2.03 Corona del Mar, CA 92625 Tel: (714) 4154103 SHEET NO. JOB NO. DATE ENGINEER ) ) . 33 Gib = 4+100), 4-(+214I 14f31724 oa P —tom 24,4o 4 4/' t'uipz= 24 + G.ol * t,00 _ t` 4 - tb . 01 - 1 r- 4/4514` 1Ai 411 I Wes- 453'�l 04, PROJECT.. TtM 1-(ow L.. LOCATION AEI( /Pe'rLT CoA-Clr ITEM . 24. 2�F 1 f 4 1Il'5° 4, c 132i0441 'c"a .: 1q 2 1�142- + 44S 1116o146/ AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 2711 East Coast Highway, Suite 2Q3 Corona del Mar, CA 92625 Tel: (714) 6154103 = 4h 5°13 4141' �v = 5t7 4O4 21I,1/414 1344 5 4-o 350- SHEET NO. JOB NO. DATE ENGINEER Ices ig wFt, (24 + Oo) Ac Ih'y A- '634 f g'lr l"9`X (1,124n�- 20; 5 4- e-1,0 3 3o<.4 @ 1 33 PROJECT - A-611e Kg, TMkow__ LOCATION ITEM : AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 2711 East Coast Highway, Suite 2. Corona del Mar, CA 92625 Tel: (714) 6S4103 (04 4 ()(o+to\i4'ts 1)( .4.--Lo)+too ="". f4= 5/7-754` t — for 960 4+1 tAi; A6 (-4. + 40) I (24 + 4 a) -1 ° �= \Z * SHEET NO. JOB NO. 15 DATE ENGINEER 110 - \oati =;= L12 110Z4-44/ SIG 441. 1 ti -i- 524.3 �lqq =212�i a lfso1l,� 1144-4 12418 F ��► q32 Il / `'fit,= 186'4 4 31 2 ( � 366�(rjo'/if 1 ukrA604.4-ii TiM kow J LOCATION 22JFb n 1 CoAS7' ITEM : L,i w c,o1 racy AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 2711 East Coast Highway, Suite 2.03 Corona del Mar, CA 92625 Tel: (714) ColS4103 (:t)( ;.S)4O) + 252 -f- 3 0 �24u 5 Z k N`f L=2p 1.3(2444&") 11{4o)/ks= ,,k5 tvw 41- (10+1,0) „z_2_cco Rt- '9 �2=�33I # 7,4 o == 1401 Th- vol 1 b w= 05.3 ` ,// (-Do c4)- 341v icy � 1 lAt (44' -t- 3 j i?.1 _ 3 01-04 Fz= IO, 2�.z SHEET NO. ztro JOB NO. DATE ENGINEER �3g5� s,z44 ii„s, wizt )( 21. fir' hLj 'E34-t 0 to 21 5 gxiCp�� e RROJECT F LOCATt M TION iaPb n2r c ITEM : AT (i Flu A L V 3 Goy. v €1 244 AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 F East Coast Highway, Suite 203 Corona del Mar, CA 92625 Tel: (714) 6-r 4103 (-z'o+) — Z'Spsr (ia - I t? (;1+ - 3-s-rn�� J\/ _ •?24 (25+34f44) = 24.1Z ( 5)(-)(l4.;12_ ) X 33 + 3 4XiOt 44i(iA•� II/ o,3.P'S - (3 `00-0)4.12i) 2��c33 3‘k 2 4-4 4-� !a ..5 (44Y/0,5 2(' 411;) 1-5 3 3 -l- 3 0 2 -f- 4 d d O S. - S To it, ` r V 0/9 f 44) (25)( tot)( !2-Gs z f. 'fSxIti-h44 tO (44)(to)( k-C,S PcF SHEET NO. JOB NO. g1ZT DATE ENGINEER ,lg4y 12 4 ,PROJECT F.R .. Tim LOCATION AC( /pa x -r coA.-S1 ITEM : L-.A--r"el i_ -A Vs „J c AUJAG HIAN/AWADALLA Consulting Engineers, Inc. 27i f East Coast Highway, Suite 203 Corona del Mar, CA 92625 Tel: (714) i5 4103 65)(1)(1"%,) _55 l 41 2d541t f Lillie- 4 Oa47e L\ : 21 2C� � Zl 6'1"7-7(1-1 ") 6479/ —6/7//5 -=:4454/, (WSr - tzz ▪ 3 el 3▪ ,33 3;4/ 641 */f SHEET NO. JOB NO. DATE ENGINEER b 6 L IQ / TKO Itt 454.(,t>oS-7- e ,o-- WALi Q r� p6S-r ft L MYT 3� TtM Notiv L- LOCATION 1po n -T Co A'S ITEM : Vs quo 0w A v5- TA-A/VcV AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 i' East Coast Highway, Suite 241,3 Corona del Mar, CA 92625 Tel: (714) 6 $4103 (X) 41(6,D et4 (10.37 cf, q 55 (k)(6/X Wt'5) ifs5 / / gv55/e3f�! ¥ di/ ZC> 31r 4-/, T' C tiT-7=747475— Bo+ C124-01-01= 155 44 Z z I�� SHEET NO. JOS NO. DATE ENGINEER 1412.� bvg A S-ru 05 uJ1 it S f +8 o TT'? W ALA__ E S -t'v e'S Ms7 or— 5( PROJECT F.R TM ow J L LOCATION AERiPbPt_ 1" CoAc-r ITEM : Ali L -1_1 NS I AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 P East Coast Highway, Suite 2113 Corona del Mar,.CA 92625 Tel: (714) 6 4103 M=(1, +i,) ( ) 22S 145(1,60 \ _` 135 4 V J (11VI)L,Incv) (kE2 3 i 1135 ftlik/ 113 6144a.. 0(a), W)o-itY ti vioco />ve .L\ �25 ` ) = 3 arc') 341(.6io) 347o2 eleg)C 1.9) cc5 3 0n2/,ki !° - +/ l 300SA = 27, Ai/ L I ktL' 3 ki-41 .8,/v(,) 11 3r + 2664f act `1 SHEET NO. JOB NO. 1 T DATE ENGINEER Pit's coxi*(54, LINE ' .' sTu os w/ Ms7-g o f %e-- iv/1/4L, 4-xt, Poste 103,5A0-- PROJECT Tt M k o vial_ LOCATION As-14/pa n -r Co ArC ITEM : tv AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 27111 East Coast Highway, Suite 203 Corona del Mar, CA 92625 Tel: (714) 6"T 4103 (4)(o) g4o - S 40 ( 8, coo) 122 (0 4 .,{_ 6,q qrk L'irlX lo)Li5)- at q-77±3 11+ 1z1.6,f 4 a I $I. 4/ /1 J i- /-7 i2c3 71l 4 / '‘-.- 79.34 vs Te 1a 2;1) (4o - {3 (2) (13)(0X 5.5) if-C4C 466 70,y t-1 z(7& ir1 9'7° Z� s 36ep 4 l f 1-24 37X° kv) .74 ttz -*V pq) /05-o Vs 4.,&o) VLA' 01)010'5) WA. 4417nS 4 597J/ I 4 11 7 .*/ 37.4 41- SHEET NO. JOB NO. 53 DATE ENGINEER �lqq flutt- loKlo Po S % e' 1 b_ G 4 1E8 b? Tyr tcs3 L L 4xca tPo s E n_` A ems-' I F %t sC� P,L-t, E 5, 4x4, ,aosr p 7'� iwALL PROJECT FO'R iow� L LOCATIONTiter ITEM : AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 271 F East Coast Highway, Suite 203 Corona del Mar,.CA 92625 Tel: (714) 6'T$41o3 ME -(+-tt5Xt1) 136 44-I v5 = k-77(,( 5,00) ---- )/0°-+ (3)0.(3)(vc.5) = W50*,-1.,50A5L Z� 4q .L ov - L C( A/1,6.f. ;)(3r2). 66,3 = (,69(840) .7/ (t1)0 vx 4 76bg 451-7 43/4 5i/ 4- 67, `og Ig'4- 4 )r 434- / / SHEET NO. JOB No. w4 9 DATE ENGINEER f�lq� JD .A - L)ug- 4.� f 1 (Te- wAQ xC.2Pc'sT6or TO -le- 'ATA-1')----‘ PROJECT Tim o w4(i_ 1TEM LOCATION ltc�pb n t CoASi . AUJAGHIAN/AWADALLA Consulting Engineers, Inc. 27111 East Coast Highway, Suite 243 Corona del Mar, CA 92625 Tel:: (714) 6 7 4103 A �EA Vs FdR _36�(4 ) s93t� = s,c0)----1111C q)(lo )X 11.5) s2 510 " _17155- 60,344 59ir3-f-3mil/_ '777c/ Liug- ")(4-s) Z Vs = 130.cv) f-225(2q2),<Zs) = 134g qi 15s 60v- V,u (Li)( (1)( 1o -5) 6i- V.15 -Tx Sol Oh 30 35 5 ctti c - �z() 3 `d -� '155 qPG/ `r; 9 �{� 3�— �l�o {fix �--�j1 � �2�°� 4 1 VS =(32 f 40l z ) = 1 Zo z- 1Z0(1-60) - c c 1 lei) -=t3t)( koocc-,5) (9V/31(3#// 6 (61v/6 SHEET NO. JOB NO. �rJ cletT DATE ENGINEER l�lgq L! uA .T�r1k7A Lt&JE 7 K Poch or- rrtc v -AlL AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Rev. 510300 User. KW-0601592, Ver 5.1.3, 22•Jun•1999, Win32 (c) 1983.99 ENERCALC Description Title: HAGUE RESIDENCE Job # 9928 Dsgnr: DA. Date: 9:32AM, 5 AUG 99 Description : GARAGE RETAINING WALL Scope: 5 Cantilevered Retaining Wall Design RERAiNING WALL @ GARAGE Criteria Retained Height Wall height above soil Slope Behind Wall Height of Sal over Toe Soil Density Wind on Stem = 10.50ft = 0.50ft 0.00 :1 = 6.00 in 110.00 pcf 0.0 psf Axial Load Applied to Stem Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable = Soil Pressure Less Th ACi Factored @ Toe = ACI Factored @ Heel Footing Shear © Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overtuming = Sliding = 5,258 Ibs 9.70 in • 1,799 psf OK 113 psf OK 2000 psf an Allowable Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingflSal Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Axial Dead Load Axial Live Load 480.0 lbs 180.0 lbs Stem Construction 1 2,147 psf 135 psf 28.0 psi OK 23.9 psi OK 93.1 psi 1.90 OK 1.11 Ratio < 1.5! Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,666.7 Ibs less 100% Passive Force = - 1,5042 Ibs less 100% Friction Force = - 1,523.5 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 :1 Stability = 1,055.7 lbs NG Footing Design Results 1 Toe Factored Pressure = 2,147 Mu' : Upward = 10,536 Mu' : Downward = 1,972 Mu: Design = 8,564 Actual 1-Way Shear = 28.02 Allow 1-Way Shear = 93.11 Toe Reinforcing = None Spec'd Heel Reinforcing = NoneSpecd Key Reinforcing = None Spec'd Heel 135 psf 0ft-# 2,077 ft-# 2,077 ft# 23.87 psi 93.11 psi Design height Wall Material Above "Flt" Thickness Reber Size Rebar Spacing Rebar Placed at Design Data Top Stem Page 1 c:\ec\hague. ecw:Calculations Footing Strengths & Dimensions fc = 3,000 psi Min. As % Tce Width Heel Width. Total Footing Width Footing Thickness Key Width Key Depth Fy = 60,000 psi 0.0012 3.50ft 2.00 5.50 14.00 in = 12.00 in • 18.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in © Btm.= 3.00 in Axial Load Eccentricity = 0.0 in 2nd 3rd ft= Stem OK 6.67 Masonry 8.00 # 5 16.00 Edge Stem OK 4.00 Masonry 12.00 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 5 8.00 Edge fb/FB + fa/Fa = 0.420 Total Force © Section ibs = 293.4 Moment...Actual ft-#= 374.5 Moment....Allowable ft-#= 1,058.0 Shear ...Actual psi = 5_2 Shear....Allowable psi= 19.4 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 30.00 Wall Weight psf = 78.0 Reber Depth `d' in = 5.25 Masonry Data fm Fs Solid Grouting Special lnspection = Modular Ratio Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data psi= psi= 0.785 845.0 1,830.8 2,563.0 8.6 19.4 30.00 21.36 124.0 9.00 0.644 3,740.0 13,118.3 20,360.5 30.6 93.1 21.36 9.59 145.0 10.19 fc Fy psi= 1,500 psi= 24,000 = Yes No 25.78 = 1.000 in = 7.60 Medium Weight 1,500 24,000 Yes No 25.78 1.000 11.62 3,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4© 10.00 in, #5@ 1525 in, #6@ 21.75 in, #7@ 29.50 in, #8@ 38.75 in, #9© 4 Heel: Not req'd, Mu < S * Fr Key. Not req'd, Mu < S * Fr ei IAQHf N/awADALLA CONSULTING ENG'S Title : HAGUE RESIDENCE Job # 9928 rw.v+ru• A A I I!l cr 8.00005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Conc w/ #5 @ 8.in o/c 6" #0@0.in @Toe 0,0440:4. p hoe Oi4e0eee 0eioe-4�F eeeee e4�ee 'S• ♦eeeO Designer select #0@alinhoriz. reinf. @ HeelSee Appendix A 1'-0" Ow 7k�i,�^.'r,`:?Y;vS'v,�i'"tirlfi;,•s��'¢rK'i�r.ijdf i. 4'-6" 2 3/4" 4'-4" 2'-8" 1 3/4" 3'-6" 4 2'-O" 4 5'-6" 4'-0" 3" V 1'-2" A 1'-6" 10'-6" 11'-0" AUJAGHIAN/AWADALLA CONSULTING ENG`S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. D.A. Date: 2:30PM, 24AUG 99 Description : GARAGE RETAINING WALL Scope: Rev 510300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Page 2 c:\ec\hague.ecw:Calcu lations Description 8'-6" MAX RET. WALL Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Sal SeismicLoad OVERTURNING..... Force Distance Moment Ibs ft ft-# 2,101.3 3.42 -61.3 0.58 7,179.3 -35.7 Total = 2,040.0 O.T.M. = 7,143.5 Resisting/Overturning Ratio = 2.21 Vertical Loads used for Sal Pressure = 4,184.6 Ibs Vertical component of active pressure used for sal pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weights) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component 990.0 5.00 0.00 4,950.0 192.5 1.75 336.9 1,022.6 3.94 4,029.7 152.9 4.33 662.6 1,031.2 275 2,835.9 275.0 0.50 137.5 520.4 5.50 2,862.0 Total = 4,184.6 Ibs R.M. 15,814.6 61 8.00005in Mas w/ #4 @ 16.in o/c Solid Grout, 12.0005in Mas w/ #6 @ 16.in o/c Solid Grout, 12.0005in Conc w/ #6 @ 16.in o/c 6" #0@0.in @Toe Designer select #0 iiRoriz. reinf. @ Heefee Appendix A 5'-6" 1'-10" AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DELMAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 10:52AM, 5AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User: KW-0601592, Ver 5.1.3. 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description Cantilevered Retaining Wall Design RERAINING WALL © GARAGE W/FOUNTAIN SURCHARGE Criteria Retained Height Wall height above soil Slope Behind Waif Height of Soil over Toe Soil Density Wind on Stem 10.50ft 0.50ft = 0.00:1 = 6.00 in 110.00 pcf 0.0 psf Surcharge Loads Nommiaoll Surcharge Over Heel = 450.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Design Summary Total Bearing Load ...resultant ecc. 6,154 1bs = 21.78in. Sal Pressure @ Toe = 2,434 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,056 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning 1.43 Ratio < 1.5! Sliding 0.71 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 4,575.8 lbs Soil Data Allow Soil Beating = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft Footingpoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem k Lateral Load ...Height to Top ...Height to Bottom 0.0#Ift 0.00 ft 0.00 ft Stem Construction 1 48.7 psi OK 29.9 psi OK = 93.1 psi Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 3,056 25,609 4,025 = 21,584 = 48.70 = 93.11 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 0 ft-# 2,392 ft-# 2,392 ft# 29.94 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Reber Size Rebar Spacing Reber Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment....Aflowable Shear....Actual Shear.....Allowable Bar Develop ABOVE Ht. Bar Lap/Hook BELOW Ht in = Wall Weight psf= Rebar Depth 'd` in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor psi= psi = Page 1 c \ec\hague.ecw:Cafculations Footing Strengths & Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi 0.0012 5.00 ft 2.00 7.00 14.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity Top Stem 2nd 480.0 Ibs 180.0 Ibs 0.0 in ft= Stem OK 6.00 Masonry 1200 # 5 16.00 Edge Stem OK 0.00 Concrete 12.00 # 7 8.00 Edge Ibs = ft-#= ft-# = psi = psi= in = 0.946 1,141.4 2,264.3 2,563.0 11.6 19.4 30.00 21.36 124.0 9.00 0.810 6,660.9 28,453.1 35,143.9 58.0 93.1 37.38 10.64 145.0 9.56 1,500 24,000 Yes No 25.78 1.000 Equiv. Solid Thick in= 11.62 Masonry Block Type = Medium Weight Concrete Data fc Fy psi = psi= 3,000.0 60,000.0 Other Acce table Sizes & Spacings Toe: #4 5.25 in, #5@ 8.00 in, #6@ 1125 in, #7@ 1525 in, #8@ 20.00 in, #9© 25. Heel: Not neq'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title: HAGUE RESIDENCE Job # 9928 Dsgnr: DA. Date: 10:52AM, 5 AUG 99 Description: GARAGE RETAINING WALL Scope: Rev. 510300 User: KW-0601592, Ver 5.1.3, 22-Jun.1999, Win32 (c) 1983.99 ENERCALC Cantilevered Retaining Wall Design Description RERAINING WALL @ GARAGE W/FOUNTAIN SURCHARGE Page 2 \ec\ha Que.ecw:Calculations Summary of Overturning & Resisting Forces 8, Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad Total OVERTURNING Force Distance Moment Ibs ft ft-# 4,631.3 4.69 21,722.8 Sal Over Heel -55.6 0.56 -30.9 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ = Surcharge Over Toe .RESISTING Force Distance Moment Ibs ft ft-# 1 4,575_8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 21,691.9 = 1.43 6,154.1 lbs Vertical component of active pressure used for sal pressure Stem Weight(s) _ Earth © Stem Transitions = Footing Weight _ Key Weight Vert. Component Total = 1,155.0 6.50 450.0 480.0 275.0 1,490.0 6.50 5.50 2.50 5.50 1,225.0 3.50 225.0 0.50 674.1 7.00 5,974.1 Ibs R.M = 7,507.5 2,925.0 2,640.0 687.5 8,195.0 4,287.5 112.5 4,719.0 31,073.9 12.0005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Conc w/ #7 @ 8.in o/c Sliding Restraint #0@0.in @Toe Designer select #M4Sriz. reinf. @ Hegte Appendix A 6'-0" 5'-O" 2'-0" 7'-0" AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. D.A. Date: 9:13AM, 5 AUG 99 Description : GARAGE RETAINING WALL Scope: 65 Rev. 510300 User: KW-0601592, Ver 5.1.3, 22•Jun-1999, Wiri32 (c) 1983-99 ENERCALC Description Cantilevered Retaining Wall Design RERAINING WALL @ BASKETBALL COURT Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 22.00 ft 0.50ft 0.00 : 1 = 6.00 in • 110.00 pcf 0.0psf Axial Load Applied to Stem Design Summary Total Bearing Load ...resultant ecc. • 18,148 Ibs = 3825 in Soil Pressure @ Toe = 2,514 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe Footing Shear @ Heel Allowable = Wall Stability Ratios Overturning = Sliding = Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 16,522.8 Ibs 2,722 psf 0psf 53.3 psi OK 33.8 psi OK 93.1 psi ;Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 58.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft Footing] Soil Friction = 0.300 Soil height to ignore for pa s e pressure = 0.00 in Axial Dead Load Axial Live Load 580.0 lbs 540.0 Ibs Top Stem 2nd 3rd Stem Construction 1 1.60 OK 0.50 UNSTABLE! Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe • 2,722 = 160,985 • 41,997 = 118,988 = 53.28 = 93.11 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 0 ft-# 6,410 ft-# 6,410 ft-# 33.80 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Reber Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment...Actual Moment.....Al loveable Shear....Actual Shear.... Altouvable Bar Develop ABOVE Ht. Bar Lap/Hook BELOW Ht. in= Wall Weight psf = Rebar Depth 'd' in = Masonry Data Page 1 c:\ec\hague.ecw:Calculations Footing Strengths & Dimensions Pc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm 3.00 in Axial Load Eccentricity = 0-0 in 4th ft= Stem OK 18.00 Masonry 8.00 # 5 16.00 Edge Stem OK 12.00 Concrete 1200 # 5 8.00 Edge Stem OK 6.00 Concrete 18.00 # 9 8.00 Edge Stem OK 0.00 Concrete 24.00 # 8 4.00 Edge Ibs = ft-#= ft-i#= psi= psi= in = 0.696 464.0 618.7 1,058.0 8.3 19.4 30.00 21.36 78.0 525 0.807 4,930.0 16,433.3 20,360.5 40.3 93.1 13.14 21.36 145.0 10.19 0.714 12,620.8 67,310.9 94,246.9 68.1 93.1 22.14 41.62 217.5 15.44 Fy = 60,000 psi 0.0012 13.00 ft 3.00 16.00 24.00 in 24.00 in 24.00 in 0.831 23,848.9 174,980.1 210,656.4 92.4 107.5 23.26 12.53 290.0 21.50 fm psi 1,500 Fs psi = 24,000 Solid Grouting = Yes Special lnspection = No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc Fy psi = psi = 3,000.0 3,000.0 60,000.0 60,000.0 4,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #1@ 1.75 in, #5© 275 in, #6@ 4.00 in, #7@ 525 in, #8@ 7.00 in, #9@ 8.75 i Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 9:13AM, 5 AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User: KW-0601592, Ver5,1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description Cantilevered Retaining Wall Design RERAINING WALL @ BASKETBALL COURT Page 2 c:\ec\hague.ecw:Calculations _Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load .....OVERTURNING..... Force Distance Moment Ibs ft ft-# Load @ Stem Above Sal = SeismicLoad = Total 16,704.0 8.00 -181.3 0.83 16,5228 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 133,632.0 -151.0 = 133,481.0 = 1.60 18,148_3 Ibs Vertical component of active prescure used for soil pressure .....RESISTING Force Distance Moment Ibs ft ft-# Sal Over Heel Sloped Sal Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe - Stem Weights) Earth @ Stem Transitions Footing Weight Key Weight Vert Component 2,420.0 15.50 37,510.0 580.0 14.00 8,120.0 715.0 6.50 4,647.5 4,266.0 13.77 58,728.8 1,576.7 14.49 22,846.4 4,800.0 8.00 38,399.8 600.0 1.00 600.0 2,650-7 16.00 42,411.4 Total = 17,608.3 lbs R.M. 213,263.7 Cri 6" Sliding Restraint 8.00005in Mas w/ #5 @ 16.in o/c' ed r$ Solid Grout, 12.0005in Conc w/ #5 @ 8.in o/c 18.0005000000000029in Conc w/ #9 @ 8.in o/c 24.000499999999997in Conc w/ #8 @ 4.in o/c #0@0.in @Toe Designer select t0h4fiz. reinf. @@g Appendix A 4-1 3/4" 2 1/2" -.4-2 1 /2" 3" 6'-0" • • • 22'-0 2'-6" 6'-0" 6'-0" • • V AUJAGHIAN/AWADALLA CONSULTING ENG`S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. D.A. Date: 7:17PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: %$ Rev- 510300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Page 1 caec1 hague. ecw:Calculation s Description RERAINING WALL @ HALL & GARAGE Criteria Retained Height Wall height above sal Slope Behind Wall Height of Sal over Toe Soil Density Wind on Stern 14.00ft 12.00 ft 0.00: 1 = 6.00 in = 110.00 pcf 0.0 psf _Axial Load Applied to S em 1 Design Summary 1 Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable = Soil Pressure Less Th = 10,1991bs = 15.69 in AC1 Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 2,121 psf OK 146 psf OK 2,400 psf an Allowable 2,549 psf 175 psf 46.4 psi OK 17.9 psi OK 107.5 psi !Soil Data Allow Sal Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure Passive Pressure Water height over heel FootingJISoil Friction Soil height to ignore for passive pressure Axial Dead Load A>aal the Load 58.0 300.0 0.0 ft 0.300 = 0.00 in _ - 440.0 lbs 480.0 lbs Stem Construction 1.80 OK 0.76 UNSTABLE! Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 6,851.3 Ibs less 100% Passive Force = - 2,400.0 Ibs less 100% Friction Force = - 2,915.6 Ibs Added Force Req'd = 1,651.7 Ibs NG ....for 1.5 : 1 Stability = 5,135_3 Ibs NG Footing Design Results Toe Heel Factored Pressure = 2,549 175 psf Mu' : Upward = 47,372 0 ft-# Mu' : Downward = 9,604 1,249 ft# Mu: Design = 37,768 1,249 ft# Actual 1-Way Shear = 46.37 17.90 psi Allow 1-Way Shear = 107.52 107.52 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Speed Key Reinforcing = None Speed Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 1 Top Stem Footing Strengths & Dimensions fc = 4,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi 0.0012 7.00 ft 2.00 9.00 18.00 in Key Width = 24.00 in Key Depth = 24.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm: 3.00 in Axial Load Eccentricity = 0.0 in 2nd 3rd ft= Stem OK 14.00 Masonry 12.00 # 5 16.00 Center Stem OK 6.00 Concrete 12_00 # 6 16.00 Edge Stem OK 0.00 Concrete 18.00 # 9 8.00 Edge fb/FB + fa/Fa = Total Force @ Section Ibs = Moment....Actual ft-#= Moment...Allowable ft-#= Shear....Actual psi= Shear ....Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Reber Depth 'd' in= Masonry Data fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special lnspection = No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 11.62 Masonry Black Type = Medium Weight Concrete Data 0.142 0.0 0.0 1,229.9 0.0 19.4 30.00 21.36 124.0 5.75 0.609 3,155.2 8,413.9 13,811.2 27.3 93.1 12_00 2220 145.0 9.63 0.466 9,650.5 45,091.0 96,735.9 52.1 107.5 41.62 14.94 217.5 15.44 fc Fy psi= 3,000.0 4,000.0 psi = 60,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 425 in, #5@ 6.25 in, #6@ 9.00 in, #7@ 12.25 in, #8@ 16.00 in, #9© 20.2 Heel: Not req'd, Mu < S * Fr Key Not req'd, Mu < S * Fr AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. D.A. Date: 7:17PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User- KW-0601592, Ver5.1-3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Page 2 c:\ec\hague.ecw:Calculations Description RERAINING WALL @ HALL & GARAGE Summary of Overturning & Resisting Forces & Moments 1 Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad OVERTURNING..... Force Distance Moment lbs ft ft-# = 6,967.3 5.17 35,997.5 Soil Over Heel = -116.0 0.67 -77.3 Sloped Soil Over Heel = = Surcharge Over Heel = = Adjacent Footing Load = = Axial Dead Load on Stem = = Sal Over Toe = = Surcharge Over Toe .....RESISTING..... Force Distance Moment Ibs ft ft# Total = 6,851.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 35,920.1 = 1.80 10,198.6 Ibs Vertical component of active pressure used for soil pressure Stem Weight(s) _ Earth i Stem Transitions = Footing Weight = Key Weight Vert Component 770.0 8.75 6,737.5 440.0 7.75 3,410.0 385.0 3.50 1,347.5 3,953.0 7.58 29,973.8 440.0 8.25 3,630.0 2,025.0 4.50 9,112.4 600.0 1.00 600.0 1,105.6 9.00 9,950.5 Total = 9,718.6 Ibs R.M.= 64,761.7 Sliding Restraint 12.0005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Conc w/ #6 @ 16.in o/c 18.0005000000000029in Conc w/ #9 @ 8.in o/c #0@0.in @Toe Designer select #0@0.iig11 horiz. reinf. @ Heel See Appendix A -0"� 7'-II0" 7'-0" 9'-0" 1 - 0 " 12'-0r2 2E'-0" AUJAGHIAN[AWADALLA CONSULTING ENG`S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Lk Rev 510300 User. KW-0601592, Ver 5.1.3, 22Jun-1999, Win32 (c) 1983-99 ENERCALC Description Title : HAGUE RESIDENCE Job # 9928 ` Dsgnr: D.A. Date: 10:25AM, 23 AUG 99 Description : GARAGE RETAINING WALL Scope: Cantilevered Retaining Wall Design RET_ @ BASKETBALL W/ADIACENT WALL LOAD Criteria Retained Height Wail height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 14.00ft 1200 ft 0.00 :1 6.00 in 110.00 pcf 0.0psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 440.0 lbs 480.0 lbs 0.0 in Design Summary 1 Total Bearing Load ...resultant ecc. 10,260 lbs 17.26 in Sal Pressure @ Toe 2,233 psf OK Soil Pressure @ Heel 47 psf OK Alowable = 2400 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,691 psf ACi Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wail Stability Ratios Oveituming = 1.74 OK Sliding = 0.75 UNSTABLE! Sliding Caics Slab Resists All Sliding ! Lateral Sliding Force = 7,040.8 lbs Soil Data Allow Soil Bearing = 2,400.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 58.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem II Lateral Load ...Height to Top ...Height to Bottom = 0.0 #/ t = O.00ft = 0.00 ft Stem Construction 1 57 psf 48.3 psi OK 17.9 psi OK 107.5 psi Footing Design Results 1 Toe Heel Factored Pressure = 2,691 57 psf Mu' : Upward = 49,191 0 ft-# Mu' : Downward = 9,604 1,249 ft-# Mu: Design = 39,587 1,249 ft-# Actual 1-Way Shear = 48.30 17.90 psi Allow 1-Way Shear = 107.52 107.52 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height Wall Material Above "Hl' Thickness Reber Size Reber Spacing Page 1 c:\ec\hague.ecw:Calculations Footing Strengths & Dimensions fc = 4,000 psi Min_ As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Fy = 60,000 psi 0.0012 7.00 ft 2.00 9.00 18.00 in 24.00 in Key Depth = 24.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Top Stem 2nd 3rd Z500.0 lbs 250 ft 0.00 in 6.00 ft Line Load -2.0 ft 1 ft= Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment.....Allowable Shear Actual ShearAllowable lbs = ft-#= ft#= psi= psi= Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht in = Wall Weight psf = Reber Depth 'd' in = Masonry Data Stem OK 14.00 Masonry 12.00 # 5 16.00 Center Stem OK 6.00 Concrete 1200 # 6 16.00 Edge Stem OK 0.00 Concrete 18.00 # 9 8.00 Edge 0.142 0.0 0.0 1,229.9 0.0 19.4 30.00 21.36 124.0 5.75 0.653 3,399.1 9,014.3 13,8112 29.4 93.1 12.00 2220 145.0 9.63 0.491 9,970.1 47,488.9 96,735.9 53.8 107.5 41.62 14.94 217.5 15.44 fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 11.62 Masonry Block Type = Medium Weight Concrete Data fc Fy psi= psi = 3,000.0 4,000.0 60,000.0 60,000.0 Other Acce table Sizes & Spacings Toe: #4@ 4.00 in, #5@ 6.00 in, #6@ 8.50 in, #7@ 11.50 in, #8@ 15.25 in, #9(a 19.2 Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. DA. Date: 10:25AM, 23 AUG 99 Description : GARAGE RETAINING WALL Scope: -7/ Rev. 510300 User. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Page 2 a\ec\hague.ecw:Calculations Description RET. @ BASKETBALL W/ADIACENT WALL LOAD Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad .....OVERTURNING Force Distance Moment Ibs ft ft-# 6,967.3 5.17 -116.0 0.67 189.6 8.89 35,997.5 -77.3 1,685.9 Total = 7,040.8 O.T.M. = 37,606.0 Resisting/Overtuming Ratio = 1.74 Vertical Loads used for Sal Pressure = 10,260.3 Ibs Vertical component of active pressure used for soil pressure Force Ibs RESISTING Distance Moment ft ft-# Sol Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert Component 770.0 8.75 6,737.5 61.7 8.75 540.1 440.0 7.75 3,410.0 385.0 3.50 1,347.5 = 3,953.0 7.58 29,973.8 = 440.0 825 3,630.0 = Z025.0 4.50 9,112.4 = 600.0 1.00 600.0 = 1,105.6 9.00 9,950.5 Total = 9,780.3 lbs R.M = 65,301.8 Sliding Restraint 12.0005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Conc w/ #6 @ 16.in o/c 18.0005000000000029in Conc w/ #9 @ 8.in o/c #0@0.in @Toe Designer select #0@0.i411 horiz. reinf. @ Heel See Appendix A 9'-0" ► I_0„ AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. DA. Date: 11:44AM, 5 AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User: KW0601592, Ver 5.1.3, 22Jun•1999, Win32 (c) 1983-99 ENERCALC Restrained Retaining Wall Design Description T-6" MAX. TUNNEL HT. Criteria 1 Retained Height Wall height above soil = Total Wall Height Top Support Height = Slope Behind Wall Height of Sal over Tce Sal Density Wind on Stem 7.50 ft O.00ft Design Summary Total Bearing Load ...resultant ecc. 7.50ft 7.50 ft 0.00 : 1 6.00 in 110.00 pcf 0.0 psf 1,960 Ibs 11.03 in Sal Pressure @ Toe = 1,573 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pres-siire Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 2,202 psf 0 psf 17.0 psi OK 6.7 psi OK 93.1 psi = 607.5 Ibs 3,280.5 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,280.5 Ibs Footing Design Results Toe = 2,202 Mu' : Upward = 3,226 Mu' : Downward = 574 Mu: Design = Z,652 Actual 1-Way Shear = 17.02 Allow 1-Way Shear = 93.11 Factored Pressure eel Soil Data 1 Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingjjSoil Friction Soil height to ignore for passive pressure 1 = 2,000.0 psf Method = 108.0 = 108.0 = 300.0 0.0 ft = 0.300 = 0.00 in Page 1 c:\ec\hague.ecw:Calculations Footing Strengths & Dimensions 1 fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Fy = 60,000 psi = 0.0014 2-00 ft • 1.50 3.50 12.00 in 0.00 in 0.00 in _ Masonry Stem Construction 1 0 psf 0 ft-# 171 ft-# 171 ft-# 6.69 psi 93.11 psi Thickness = 12.00 in Wall Weight = 124.0 pcf Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fm Fs = 1,500 psi 24,000 psi @ Top Support Stem OK 7.50ft _ # 5 16.00 in Edge 9.00 in Short Term Factor = Equiv. Solid Thick. = n Ratio (Es/Em) = No Special Inspection Mmax Between Top & Base Ratio > 1.0 4.16 ft # 5 16.00 in Edge 9.00 in 1.000 11.620 in 25.778 @ Base of Wait Shear NG! 0.00 ft # 5 8.00 in Edge 9.00 in fb/FB + fa/Fa Moment...Actual Moment...Allowable Shear Force @ this height Shear ...Actual Shear....Allowable = 0.000 0.0 ft-# • 2,563.0 ft-# • 0.0 lbs = 0.00 psi 19.36 psi Rebar Lap Required = 25.00 in Rebar embedment into footing = Other Acceptable Sizes & Spacings: Toe NoneSpecd -or- Heel: None Spec'd -or- Key No key defined -or- 1.229 0.927 1,358.3ft-# 3,035.4ft-# 2,563.0 ft-# 3,274.4 ft-# 2,416.5 Ibs 25.43 psi 19.36 psi 25.00 in 6-00 in #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.E Not req'd, Mu < S Fr No key defined AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 11:44AM, 5 AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983.99 ENERCALC Restrained Retaining Wall Design Description 7-6" MAX. TUNNEL HT. -7s Page 2 c:\ecThague.ecw:Calculations Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Calcs »> Sliding Forces are restrained by the adjacent slab Moment © Top of Footing Applied faun Stem =-3,035.4 ft-# Surcharge Over Heel = lib ft ft-# Anal Dead Load on Stem = Ibs ft ft-# Sal Over Toe = 110.0lbs 1.00 ft 110.0 ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 930.0 Ibs 250 ft 2,325.0 ft-# Sal Over Heel = 412.5 Ibs 325 ft 1,340.6 ft-# Footing Weight = 507.5Ibs 1.75 ft 888.1 ft-# Total Vertical Force = 1,960.0 Ibs Base Moment = 1,628.3 ft-# Soil Pressure Resulting Moment = 1,801.It-# 1 AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 11:51AM, 5AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999 Win32 (c) 1983-99 ENERCALC Restrained Retaining Wall Design Description 7`-6" MAX. TUNNEL HT. W/8" POURED IN PLACE CONC. Page 2 c:\ec\haRue.ecw:Calculations Summary of Forces on Footing: Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Calcs »> Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem = -3,035.4 ft-# Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-it Soil Over Toe = 110.0 Ibs 1.00 ft 110.0 ft-# Surcharge Over Toe = ibs ft ft-# Stem Weight = 725.0 lbs 233 ft 1,691.7 ft-# Soil Over Heel = 687.5lbs 3.08 ft 2,119.8 ft-# Footing Weight = 507.51bs 1.75 ft 888.1 ft-# Total Vertical Force = 2,030.01bs Base Moment = 1,774.2 ft-# Soil Pressure Resulting Moment= 1,778.2-# 1 12 noo5. mAgnnry w/ 45 @ 1" Lateral Restrknt 607.5 # • 12.0005" Ml§efity 12.0005" Masonry w/ #5 @ 16." w/ #5 @ 6" Sliding Restraint lu atm66amg 2' -0" 3-6" 7-6" l'-0" 7, _6" 8 MOn5" f nnrreta w/ #5 R 16 " Lateral Restr&nt 607.5 # 8.00005" Chet w/ #5 @ 16." 8.00005" Concret Sliding Restraint 2'-O" 1'-6" PIP 3'-6" 7'-6" 7T-6" 1T-O" AUJAGHIANIAWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 LRLev. 510300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999. Win32 (c) 1983-99 ENERCALC Description Title : HAGUE RESIDENCE Job # 9928 Dsgnr. DA. Date: 2:34PM, 5 AUG 99 Description : GARAGE RETAINING WALL Scope: Restrained Retaining Wall Design 8" BLOCK WALL © LOCKER & HALL (`j‘lo f,'rA(I Criteria 1 Ruined Height Wall height above soil = 10.50 ft Total Wall Height = 11.00ft Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 0.50 ft 10.50 ft 0.00 :1 = 6.00 in 110.00 pcf 25.0 psf Surcharge Loads 1 Surcharge Over Heel = 0.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Lire Load = Axial Load Eccentricity = 190.0 lbs 320.01bs 0.0 in Soil Data 1 Allow Sal Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure Water height over heel FootingljSoil Friction Soil height to ignore for pPssive pressure = 0.00 in 40.0 = 40.0 = 300.0 0.0 ft = 0.300 Uniform Lateral Load Applied to Stem Design Summary 1 Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom • 1,731 lbs • 2.33 in 1,369 psf OK • 362 psf OK = 2,000 psf Than Allowable 1,993 psf 527 psf 0.0 psi OK 1.9 psi OK 93.1 psi = 111.4 Ibs = 191.1 Ibs Sliding Cates Slab Resists Alf Sliding ! Lateral Sliding Force = 191.1 Ibs Footing Design Results Toe Factored Pressure = 1,993 Mu' : Upward = 410 Mu' : Downward Mu: Design Actual 1-Way Shear = Allow 1-Way Shear = tel Lateral Load ...Height to Top ...Height to Bottom 0.0#/ft = 0.00 ft 0_00 ft Page 1 c: \ ec\ h a gu e. ecw: Ca l cu l ati o n s Footing Strengths & Dimensions 1 fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover @ Top = 3.00 in @ Fy = 60,000 psi 0.0014 0.67 ft 1.33 2.00 12.00 in 0.00 in 0.00 in 0.00 ft Btm = 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type BaseAbove/Below Soil at Back of Wall 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft Masonry Stem Construction 527 psf 0ft-# 64 63 ft-# 346 63 ft-# 0.00 1.87 psi 93.11 93.11 psi Thickness = 8.00 in Wall Weight = 78.0 pcf Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted Design height Reber Size Reber Spacing Rebar Placed at Rebar Depth 'd' Design Data fm Fs 1,500 psi 24,000 psi @ top Support Short Term Factor = Equiv. Solid Thick = n Ratio (Es/Ern) = No Special Inspection 1.000 7.600 in 25./fB Mmax Between Top & Base @ Base of Wall Stem OK 10.50 ft # 5 16.00 in Center 3.81 in Stem OK 6.54 ft # 5 16.00 in Center 3.81 in Stem OK 0.00 ft # 5 16.00 in Center 3.81 in fb/FB + fa/Fa Monent.._Actual Moment...Allowable Shear Force @ this height Shear .._Actual Shear....AIk,wable Reber Lap Required = Rebar embedment into footing 0.005 3.1 ft-# 619.4 ft-# 0.0 Ibs 0.00 psi 19.36 psi 25.00 in Other Acceptable Sizes & Spacings Toe: None Spec'd -or- Heel: None Spec'd -or- Key No key defined -or- 0.311 192.4 ft-# 619.4 ft-# 25.00 in Not req'd, Mu < S * Fr Not req'd, Mu < S * Fr No key defined 0.549 340.0ft-# 619.4 ft-# 151.1 Ibs 3.78psi 19.36 psi 6.00 in AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. D.A. Date: 2:34PM, 5 AUG 99 Description GARAGE RETAINING WALL Scope: Ts Rev. 510300 User: KW-0501592 Ver5.1.3, 22-Jun-I999, Win32 (c) 1983-99 ENERCALC Restrained Retaining Wall Design Description 8" BLOCK WALL @ LOCKER & HALL Page 2 c:\ec\ ha 2 u e. ecw: Ca I cu I ati o ns Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Calcs »> Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem = -340.0 ft-# Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 510.0 lbs 1.00 ft 511.7 ft-# Sal Over Toe = 36.9 Its 0.34 ft 12.3 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 858.0 lbs 1.00 ft 860.9 ft-# Soli Over Heel = 36.5 lbs 1.67 ft 60.9 ft-# Footing Weight = 290.0 Ibs 1.00 ft 290.0 ft-# Total Vertical Force = 1,731.3 lbs Base Moment = 1,395.8 ft-# Soil Pressure Resulting Moment = 335.11t-# 1 AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. DA. Date: 11:19AM, 5 AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983.99 ENERCALC Masonry Column Design Description MASONRY COUMN @ EXTERIOR [General Information Column Height Width Depth Column Area Rebar Size Bar Count Each Face ...rebar area Rebar Depth Page 1 c:\ec\hague.ecw:Calculatiorts 10.500 ft fm 20.000 in Fs 16.000 in Em = fm * 320.00 in2 5 4 1.240 in2 16.000 in 1,500.00 psi 24,000.00 psi 750.0 Calculations are designed to 1997 UBC Requirements Seismic Factor Seismic Zone Wall Density Load Duration Factor No Special Inspection 0.3000 4 125.000 pcf 1.330 Applied Loads Vertical Load Dead Load Live Load eccentricity Load Type 21.50 k 21.50 k 0.000 in Floof Lateral Load ..distance to bottom ..distance to top Load Type Wind Load 150.00 Nit 0.000 ft 10.500 ft Seismic 0.00 psf Design Values Allowable Steel Tension 24,000.00 psi Fa: [25*fm*Aseff*(.5 w/o sp. insp.)* (.5 if thk < 12") + .65 * as * Fsc] * [1-(h7140r)^2] 296.12 psi Fb:Masonry: 0.33*fm*(.5 w/o sp. insp) 2000 247.50 psi Max Allow Moment w/o Axial Load Max Allow Axial Load w/o Moment 13,130.17 ft-# 94.76 k np k E 0.11519 0.37841 2/14 n 1,125,000 psi in 0.87386 6.04811 25.778 [oad Combinations & Stress Details Summary Top of Wall Dead + Live Load Btwn Base & Top of Wall Dead + Live+ Wind Deal + Live + Seismic Summary Moment Axial ft-# Ibs 0.0 43,000.0 0.0 44,458.3 3,215.6 44,458.3 2,566.5 Bending Stresses Steel Masonry psi psi 0.0 0.00 Axial Stress Psi 134.38 0.0 0.00 138.93 60.61 138.93 Maximum of fb/Fb + fa/Fa -or- fs / Fs 0.4538 0.4692 0.2449 Column Design OK 10.5ft high column, Width= 20.000in, Depth= 16.000in Using 4 - #5 bars at'd' = 16.00in Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio 0.00 psi 0.00 psi 138.93 psi 0.4692 < 1.3300 (allowable) Summary of Loads & Moments Vertical Loads... Total DL @ Top Mid -Height DL + LL Combined Moments... Top DL + LL Mid: DL + LL + Wind Mid: DL + LL + Seismic 21.50 k 22.96 k 0.00 ft-# 0.00 ft-# 3,215.62 ft-# 21.50 k 21.50 k Lateral Loads... Wind + Lateral Seismic + Lateral 0.00 #fft 233.33 #fft Girder + Uniform Live Loads Wall Weight mid -height DL Moments mid -height LL Moments mid -height AUJAGHIAMAWADALLA CONSULTING ENG.'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title: HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 12:33PM, 4 AUG 99 Description GARAGE RETAINING WALL Scope Rev: 510300 User: RW-0601592, Ver 5.13, 22-Em-I999, Wm32 (c) 1983-99 ENERCALC Masonry Flush Wall Pilaster/Column Page 1 c:\ec\ti.,7.&F.ecvi Description FLUSH PILASTER@ GARAGE General Information Calculations are designed to 1997 UBC Requirements Waif Height Block Type Bell -illy Plate -Width Column Width Thickness Rebar Size Rebar Spacing Rebar Location Seismic Factor Seismic Zone 10.500 ft 8 in 5 8.000 in Edge Column Width used 0.300 Load Duration Factor 4 Wall Wt Multiplier Medium Wt 8.000 in 0.000 in Aplate (_S3*Atot) 39D18 in 1.000 1.000 fm 1,500.0 psi Fs 20,000.0 psi Em = fm * 750.0 No Special Inspection Solid Grouted E 1125,000.0 psi 25.778n Applied Loads • - • .. Uniform Loads Girder Load Dead Load 0_00 #/ft Dead Load Live Load 0.00 #Ift Live Load ...eccentricity 0.000 in ...eccentricity ...load Type Roof. ...load Type Wind Load 0.00 psf . • .. • . • • • . • • • ... • • 6,000.00 lbs 6,000.00 Ibs 0.000 in Roof Design Values Allow Brg. Stress 285.00 psi Reber Area 1.512 in2 Allow Axial Stress Reduction Factor Mow Masonry Bending Max. Allow Moment w/o Axial Load Max. Axial Load w/o Moment 105.75 psi 0.83 123.75 psi 2,141.46- ft-# 31,357.53 lbs Reber Depth Wall Weight lIP Radius of Gyration Moment of Inertia 5.250 in 78.000 psf 0.1903 0.4553 0.8482 2/kj 5.1788 2.205 in 443.320 in4 Load Combinations & Stress Details • - • Top of Wall DL+ LL Btwn. Base & Top of Wall DL + LL + Wind (too- DL + LL + Seismic 1,048.54 Required Bearing Area 42t1- in2- ummarit Moment ft-# 0.00 Axial lbs 12,000.0 Steel 0.00 Bending & Axial Stresses psi Maximum of fb/Fb + fa/Fa -Or- fs / Fs . Masonry 0.00 7,331.5 0.00 7,331.5 1,868.77 Req'd if fy Length Axial Stress 40.47 0.00 24.72 60.59 24.72 7.02 in 0.383 0.234 0.723 Pilaster Design OK 10.50ft high, 8.00in thick w/ #5 8.00in o.c. at edge, No Special Inspection, Solid Grouted Governing Load Combination is.... Dead+ Live + Seismic Between Top & Bottom Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio 60:59-psi 1,88817-psi 24.72 psi 0.7234< 1.0000 (allowable) Summary of Loads & Moments Girder + Uniform Dead Loads 6,000.00 Ibs TOW Mid-Ht 6,000.00 lbs. 1 ,331-.47 lbs 0.00 ft-# ft-# Girder DL Moments Girder LL Moments Wind Moment Mid-Ht Seismic Moment Mid-Ht 0.0 0.0 ft-# 0.0 0.0 ft-# 0.00 ft-# 1,048.54 ft-# 3 AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Lev. 510300 ser. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 c)1983.99 ENERCALC Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date:1239PM, 4AUG99 Description : GARAGE RETAINING WALL Scope: 1" Masonry Flush Wall Pilaster/Column Description FLUSH PILASTRER @ GARAGE Page 1 c:\ec\haaue.ecw General Information Calculations are designed to 1997 UBC Requirements Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Seismic Factor Seismic Zone 10.500 ft 12 in 5 8.000 in Edge 0.300 Block Type Bearing Plate Width Column Width Column Width used Load Duration Factor 4 Wall Wt Multiplier Medium Wt 6.000 in 0.000 in Aplate < (.33*Atot) 70.222 in 1.000 1.000 fm 1,500.0 psi Fs 20,000.0 psi Em = fm * 750.0 No Special Inspection Solid Grouted E 1125,000.0 psi n 25.778 Applied Loads Uniform Loads Dead Load Live Load ...eccentricity ...load Type Wind Load 0.00 #/ft 0.00 #/ft 0.000 in Roof 0.00 psf Girder Load • Dead Load Live Load ...eccentricity ...load Type 13,000.00 Ibs 13,000.00 lbs 0.000 in Floor Design Values Allow Brg. Stress Allow Axial Stress Reduction Factor Allow Masonry Bending Max Allow Moment w/o Axial Load Max Axial Load w/o Moment 195.00 psi 214.26 psi 0.93 247.50 psi 19,161.17 ft-# 174,828.33 lbs Rebar Area Rebar Depth Wall Weight np Radius of Gyration Moment of Inertia 2.721 in2 9.000 in 124.000 psf 0.1110 k 0.3731 0.8756 2/kj 6.1225 3.357 in 1571.010 in4 LLoad Combinations & Stress Details Top of Wall DL + LL Btwn. Base & Top of Wall DL + LL + Wind DL + LL + Seismic Required Bearing Area Summary Moment ft-# 0.00 0.00 3,000.02 133.33 in2 Bending & Axial Stresses Axial lbs Steel Masonry Axial Stress 26,000.0 0.00 29,809.6 29,809.6 0.00 1,678.75 Req'd Bearing Length Psi 0.00 31.86 0.00 38.75 36.53 36.53 29 77 in Maximum of fb/Fb + fa/Fa -or- fs/Fs . 0.149 0.171 0.327 Pilaster Design OK 10.50ft high, 12.00in thickw/#5 c 8.0Oin o.c. at edge, No Special inspection, Solid Grouted Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio 38.75 psi 1,678.75 psi 36.53 psi 0.3271 < 1.0000 (allowable) LSummary of Loads & Moments Girder + Uniform Dead Loads Girder + Uniform Live Loads Wall Weight @ mid -height DL Moments @ mid -height LL Moments @ mid -height 13,000.00 lbs 13,000.00 Ibs 3,809.56 Ibs 0.00 ft-# 0.00 ft-# Girder DL Moments Girder LL Moments Wind Moment @ Mid-Ht Seismic Moment @ Mid-Ht @ TOW 0.0 0.0 @ Mid-Ht 0.0 ft-# 0.0 ft-# 0.00 ft-# 3,000.02 ft-# AUJAGHIAN!AWADALLA CONSULTING ENG`S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 ,gS Dsgnr: DA. Date: 1:18PM, 4 AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User. KW-0601592, Ver 5.1.3, 22 Jun S999, Wfn32 (c) 1983.99 ENERCALC Description PF-1 @ GARAGE [eneral Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension Square Footing Design Page 1 a\ec\haaue.ecw:Calcu lations 8_000 k 8.000 k 0.000 k 4 0.000 psf 145_00 pcf 1.000 0.00 in Calculations are designed to ACI 318-95 and 1997 UBC Requirements II Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 3.000 ft 12.00 in 3 5 3.250 3,000.0 psi 60,000.0 psi 2,000.00 psf Depth & Width Increases Increases Based on Depth Ftg. Base Depth below Surface Increase per foot of depth when footing is below 1.000 ft 150.000 psf 1.000 ft Increases Based on Width Increase per foot of width when footing is wider than 100.000 psf 2.000 ft _Reinforcing Rebar Requirement Actual Rebar "d" depth used 2o0/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary ' 8.438 in 0.0033 0.0009 in2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.142 in2 0.425 in2 0.0014 3.00ft square x 12.0in thick with 3- #5 bars Max Static Soil Pressure 1,922.78 psf Allow Static Soil Pressure 2,100.00 psf Max Short Term Sal Pressure Allow Short Term Soil Pressure Mu : Actual 1,033.89 psf Z100.00 psf 3.33 k-ft Mn * Phi : Capacity 11.35 k-ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections... 3 # 4's 2 # 5's 1 #Ts 1 #8's Footing OK 23.28 psi 93.11 psi 88.37 psi 186.23 psi 1 #6's 1 # 9's 1 # 10's AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: DA. Date: 1:17PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: CS6 Rev. 510300 User. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description PF-2 @ GARAGE Square Footing Design Page 1 a\ec\hauue, ecw:Calcu lations f General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 3.750 ft 12.00 in 3 5 3250 3,000.0 psi 60,000.0 psi Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 13.000 k 13.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 0.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Sal Bearing 2,000.00 psf _Depth & Width Increases Increases Based on Depth Ftg. Base Depth below Surface Increase per foot of depth when footing is below 1.000 ft 150.000 psf 1.000 ft Increases Based on Width Increase per foot of width when footing is wider than 100.000 psf 2000 ft Reinforcing Reber Requirement Actual Reber "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary ' 8.438 in 0.0033 0_0014 in2 0.0019 % As to USE per foot of Width Total As Req'd Min Allow %Reinf 0.192 in2 0.721 in2 0.0014 3.75ft square x 12.0in thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 3- #5 bars 1,993.89 psf 2,175.00 psf 1,069.44 psf 2,175.00 psf 5.39 k-ft 9.14 k-ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections... 4 #4's 3 # 5's 2 # Ts 1 # 8's Footing OK 35.52 psi 93.11 psi 146.22 psi 18623 psi 2 # 6's 1 # 9's 1 # 10's • AUJAGHIANJAWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 1:15PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User. KW 0601592, Ver 5.1.3, 22-Jun-1999, Wks32 (c)1983.94 ENERCALC Square Footing Design Page 1 c:\ec\ harru e.ecw: Ca Icu lation s Description PF-3 @ GARAGE LGeneral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 15.000 k 15.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 0.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Sal Bearing 4.000 ft 12.25 in 4 5 3250 3,000.0 psi 60,000.0 psi 2,000.00 psf Depth & Width Increases Increases Based on Depth Ftg. Base Depth below Surface Increase per foot of depth when footing is below 1.000 ft 150.000 psf 1.000 ft Increases Based on Width increase per foot of width when footing is wider than 100.000 psf 2.000 ft Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 8.688 in 0.0033 0.0016 in2 0.0021 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.216 in2 0.863 in2 0.0014 4.00ft square x 12.3in thick with 4- #5 bars Max Static Sal Pressure Allow Static Soil Pressure Max Short Tenn Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 2,023.02 psf 2,200.00 psf 1,085.52 psf 2,200.00 psf 6.23 k-ft 11.69 k-ft Vu : Actual One -Way Vn*Phi : Allow One -Way Footing OK 38.11 psi 93.11 psi Vu : Actual Two -Way 159.61 psi Vn*Phi : Allow Two -Way 18623 psi Alternate Rebar Selections... 5 #4s 3 #5's 2 #6s 2 # Ts 2 # 8's 1 # 9's 1 # 10's ,AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY, SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 1:10PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: Rev 510300 User. KW-0601592, Ver 5.1.3, 22Jun-1999, Win32 (c) 1953-99 ENERCALC Square Footing Design Page 1 c:\ec\haaue:ecw:Calcu lotions Description PF-4 @ GARAGE [enerai Information Dead Load Like Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 18.000 k 18.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 0.00 in Calculations are designed to ACI 318-95 and 1997 UBC Requirements Footing Dimension Thickness # of Bars Bar Size Rebar Cover f'c Fy Allowable Soil Bearing 4250 ft 16.00 in 4 5 3.250 3,000.0 psi 60,000.0 psi Z000.00 psf Depth & Width Increases Increases Based on Depth Ftg_ Base Depth below Surface Increase per foot of depth when footing is below 1.000 ft 150.000 psf 1.000 ft Increases Based on Width Increase per foot of width when footing is wider than 100.000 psf 2000 ft [Reinforcing Rebar Requirement Actual Reber "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 12438 in 0.0033 0.0009 in2 0.0014 % As to USE per foot of Width Total As Regd Min Allow % Reinf 0209 in2 0.888 in2 0.0014 4.25ft square x 16.0in thick with 4- #5 bars Max Static Sal Pressure 2,186.41 psf Allow Static Sal Pressure 2,225.00 psf Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 1,189.87 psf 2,225-00 psf 7.59 k-ft 15.95 k ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Altemate Rebar Selections... 5 # 4's 3 # 5's 2 #Ts 2 #8's Footing OK 24.51 psi 93.11 psi 9225 psi 186.23 psi 3 #6's 1 #9's 1 #10's AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr: D.A. Date: 1:07PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Square Footing Design Page 1 c: \ ec\ ha e u e. ecw: Ca I cu I ati o n s Description PF-5 @ GARAGE General Information Calculations are designed to ACI318-95 and 1997 UBC Requirements II Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 20.000 k 24.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.330 0.00 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 4.750 ft 16.00 in 5 5 3.250 3,000.0 psi 60,000.0 psi 2,000.00 psf _Depth & Width Increases Increases Based on Depth Ftg. Base Depth below Surface Increase per foot of depth when footing is below 1.000 ft 150.000 psf 1.000 ft Increases Based on Width Increase per foot of width when footing is wider than 100.000 psf 2000 ft Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 1 12438 in 0.0033 0.0011 in2 0.0015 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.226 in2 1.071 in2 0.0014 4.75ft square x 16.0in thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 5- #5 bars 2143.47 psf 2275.00 psf 1,079 76 psf 3,025.75 psf 926 k-ft 17.79 k-ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Reber Selections... 6 # 4's 4 # 5's 2 #7's 2 #8's Footing OK 29.78 psi 93.11 psi 115.29 psi 18623 psi 3 # 6's 2 # 9's 1 # 10's AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. DA. Date: 1:01 PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 19E3-99 ENERCALC Square Footing Design Page 1 c:\ec\haaue.ecw:Catcu lations Description PF-6 @ GARAGE General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 25.000 k 25.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 0.00 in Footing Dimension Thickness # of Bars Bar Size Reber Cover fc Fy Allowable Soil Bearing 5.000 ft 1625 in 6 5 3.250 3,000.0 psi 60,000_0 psi Z000.00 psf Depth & Width Increases Increases Based on Depth Ftg. Base Depth below Surface Increase per foot of depth when footing is below 1.000 ft 150.000 psf 1.000 ft Increases Based on Width Increase per foot of width when footing is wider than 100.000 psf 2.000 ft Reinforcing Rebar Requirement Actual Reber "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary , 12.688 in 0.0033 0.0012 in2 0.0016 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0249 in2 1246 in2 0.0014 5.O0ft square x 16.3in thick with 6- #5 bars Max Static Soil Pressure Z196-35 psf Allow Static Soil Pressure 2,300.00 psf Max Short Term Sol Pressure Allow Short Tom Soil Pressure 1,196.35 psf 2,300_00 psf Mu : Actual 10.55 k-ft Mn * Phi : Capacity 20.63 k-ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Reber Selections... 7 #4's 5 #5's 3 # Ts 2 # 8's Footing OK 31.98 psi 93.11 psi 125.18 psi 18623 psi 3 #6's 2 #9's 1 #10's • AUJAGHIAN/AWADALLA CONSULTING ENG'S 2711 E. COAST HWY. SUITE 203 CORONA DEL MAR, CA 92625 Title : HAGUE RESIDENCE Job # 9928 Dsgnr. D.A. Date: 12:55PM, 4AUG 99 Description : GARAGE RETAINING WALL Scope: Rev. 510300 User: KW-0601592, Ver 5.1,3, 22-Jun-1999, wM32 (c)1983.99 ENERCALC Description PF-7 @ GARAGE Square Footing Design Page 1 c:\ec\haeue.ecw:Calculations General Information Calculations are designed to AGI 318-95 and 1997 UBC Requirements Footing Dimension Thickness # of Bars Bar Size Reber Cover Pc Fy Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension 30.000 k 38.000 k 0.000 k 4 0.000 psf 145.00 pcf 1.000 . 0.00 in 5.750 ft 16.00 in 8 6 3250 3,000.0 psi 60,000_0 psi Allowable Soil Bearing 2,000.00 psf Depth & Width Increases Increases Based on Depth Ftg. Base Depth below Surface Increase per foot of depth when footing is below 1.000 ft 150_000 psf 1.000 ft increases Based on Width Increase per foot of width when footing is wider than 100.000 psf 2000 ft Reinforcing Reber Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary i 12.375 in 0.0033 0.0018 in2 0.0024 % As to USE per foot of Width Total As Req'd Min Allow % Reinf 0.352 in2 2026 in2 0.0014 5.75ft square x 16.Oin thick with 8- #6 bars Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 2,250.04 psf 2,375.00 psf 1,100.71 psf 2,375.00 psf 14.44 k-ft 32.43 k-ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections... 11 # 4's 7 # 5's 4 # Ts 3 # 8's Footing OK 43.39 psi 93.11 psi 182.56 psi 186.23 psi 5 #6's 3 # 9's 2 # 10's T I 1 11 'I I 6' NIN, uilul II I I I I IIIIII /1u�/'►� 1) 1*4 CONT. T L 3 OF BLOCK BACKFILL SHALL BE NON -EXPANSIVE SOIL SEE SOILS REPORT SPECIFICATION H1 (MAX,) SOLID GROUT ALL BLOCK CELLS 2) ALL REINFORCING LAPS SHALL BE FORTY BAR DIAMETER 0' BLOCK VALL 3) CONSTRUCTION SHALL COMPLY WITH THE UNIFORM BUILDING CODE Ad X BARS VERT. REINF. OR LOCAL CODE. #4 2 16' ❑,C, HOR, REINF. TOT HT S/ /& / 2Y 5 BARS V/ 413TIES r 16' O.C. 2-3/4 I,y *5 Q 32' O,C. 12 BLOCK H2 CMIN) 4'DI ➢IAM. PERFORATED PIPE SLOPED TO DAYLIGHT SEE � Z BARS VERTICAL. REINF, CIVIL ENG. PLAN I. SOILS REPORT FOR BACKFILL. f II*5 BARS Q 24' 0.C, HORIZ, REINF, Z BARS '.! 12' CONCRETE VALL ,_., '> •+••• - •. Illllullll 111 I I.I ill 11 11 IIIIII(11111112,IIIIIIIIIIII111'I 11[I I... I.,.I 111 III I .. I . II III i ,.11 III I II .l ..,1... II III I H3 12' MIN, III I CI ' ! • 2#4 CON} T, Y BARS 3' CLEAR-t 1' #4 2 16' O.C. A T TO R TOTAL HT. HI (FT) H2(FT) H3 (FT) A BCD X-BARS Z-BARS Y-BARS HEEL COMMENT �'i �� �'I G� of -- mom.2! 12,121 12 #100 - 3-#1 (p it 2;) 41. 4i it e}!-d 1 /! b!I — 34 W 124 kV 15eidf 44- ,$//ek•(1 1 colt SECTION RETAINING WALL SCALE: 1" =1 '-0" To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Title : HAGUE RESIDENCE Dsgnr: D.A. Description: Scope: Job#9928 Date: 11:44AM, 18 NOV 99 SITE RETAINIG WALLS �?7 Rev. 510300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983.99 ENERCALC Description Cantilevered Retaining Wall Design 4'-0" RET. WALL W/2:1 SLOPE Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 4.00ft 0.50 ft 2.00 :1 • 0.50 in 110.00 pcf 0.0 psf Design Summary Total Bearing Load ...resultant ecc. 1,231 1bs 5.82 in Soil Pressure @ Toe = 1,281 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = Z000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,230 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios 7.5 psi OK 92 psi OK = 93.1 psi 'Soil Data Allay Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 0.0 Passive Pressure = 0.0 Water height over heel = 0.0 ft FootingjjSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Stem Construction Overturning = 1.59 OK Sliding = 0.48 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 774.1 Ibs Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward - Mu: Design Toe 1,230 931 217 714 Actual 1-Way Shear = 7.52 Allow 1-Way Shear = 93.11 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Heel 0 psf 0 ft# 323 ft- # 323 ft-# 9.19 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Reber Spacing Rebar Placed at Design Data Top Stem Page 1 c:\ ec\ hagu e. ecw: Ca I cu l atio ns Footing Strengths & Dimensions f'c = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy Key Width = Key Depth = Key Distance from Toe = Cover @ Top = 3.00 in = 60,000 psi 0.0012 1.25 ft 1.00 2.25 12.00 in 12.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in Stem OK ft = 0.00 Masonry 8.00 = # 4 = 16.00 = Edge fb/FB + fa/Fa 0.683 Total Force @ Section 464.0 Moment..Actual 618.7 Moment...Allowable 905.4 Shear Actual 8.1 ShearAllowable 19.4 Bar Develop ABOVE Ht 24.00 Bar Lap/Hook BELOW Ht 6.00 Wall Weight 78.0 Rebar Depth 'd' 5.25 Masonry Data f m psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data Pc Fy Ibs = ft-#_ psi = psi= in = in = in = psi = psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key. Slab Resists Sliding - No Force on To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page, Title: HAGUE RESIDENCE Dsgnr. DA. Description : Scope: Job # 9928 Date: 11:44AM, 18 NOV 99 SITE RETAINIG WALLS Rev. 510300 User: KW-0601592. Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Description 4'-0" RET. WALL W12:1 SLOPE Page 2 c:\ec\haeue.ecw:Calcutations 9�- Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil SeismicLoad .....OVERTURNING Force Distance Moment lbs ft ft-# 774.1 1.72 1,3332 0.35 Total = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 774.1 O.T.M. = 1,333.2 = 1.59 1,230.8 lbs Vertical component of active pressure used for sal pressure RESISTING Force Distance Moment lbs ft ft-# Sol Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stern Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Total = 146.7 2.08 3.1 2.14 0.00 5.7 0.63 351.0 1.58 337.5 1.13 0.50 386.8 2.25 1,230.8 lbs R.M.= 305.6 6.5 3.6 555.8 379.7 870.3 2,121.4 •.v.._. uw .+uc a=ctncwtn= Sliding Restraint 8.00005in Mas w/ #4 @ 16.in o/c Solid Grout, #0@0.in @Toe Designer select #0@O.in all horiz. reinf. @ Heel See Appendix A 1'-3" 1'-0" S 9'v To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Title: HAGUE RESIDENCE Dsgnr: D.A. Description : Scope: Job # 9928 Date: 11:47AM, 18 NOV 99 SITE RETAINIG WALLS Rev. 510300 User. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Page 1 c:\ec\hague.ecw:Calculations Description 6'-0" RET. WALL W/2:1 SLOPE Criteria Retained Height = 6.00ft Wail height above soil = 0.50 ft Slope Behind Wail = 2.00 :1 Height of Sal over Toe = 0.50 in Sail Density = 110.00 pcf Wind on Stem = 0.0psf Design Summary 1 Total Bearing Load ...resultant ecc. Sail Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe 2,340 lbs 7.86 in 1,608 psf OK 0 psf OK = 2,000 psf Than Allowable = 1,377 psf ACI Factored © Heet = 0 psf Footing Shear @ Tce = 12.8 psi OK Footing Shear @ Heel = 18.3 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = Sliding = Sliding Calcs Slab Resists All Sliding 1 Lateral Sliding Force = 1,524.3 Ibs Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footingl!Soil Friction Sal height to ignore for passive pressure = 2,000.0 psf Method = 58.0 0.0 0.0 0.oft = 0.300 = 0.00 in Stem Construction 1 1.62 OK 0.46 UNSTABLE! _ Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward - Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 1,377 2123 433 = 1,690 = 12.81 = 93.11 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 0 ft-# 970 ft-# 970 ft-# 18.35 psi 93.11 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing = Reber Placed at Design Data fb/FB + fa/Fa = 0.514 Total Force@ Section lbs= 464.0 Moment..Actual ft-#= 618.7 Moment._Allowable ft#= 1,204.2 Shear.....Actual psi= 8.1 Shear....Ailawable psi = 25.8 Bar Develop ABOVE Ht. in = 24.00 Bar Lap/Hook BELOW Ht in = 24.00 Wall Weight psf = 78.0 Reber Depth 'd' in = 5.25 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick in = 7.60 Masonry Block Type = Medium Weight Concrete Data Footing Strengths & Dimensions 1 fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy Key Width = Key Depth = Key Distance from Toe = Cover @ Top = 3.00 in Top Stem 2nd = 60,000 psi 0.0012 1.75 ft 1.50 3.25 12.00 in 12.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in ft= Stem OK 2.00 Masonry 8.00 # 4 16.00 Edge Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.815 1,044.0 2,088.0 2,563.0 10.6 19.4 30.00 6.00 124.0 9.00 fc Fy psi= psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on 1,500 24,000 Yes No 25.78 1.000 11.62 To specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Title: HAGUE RESIDENCE Dsgnr: D.A. Description : Job # 9928 Date: 11:47AM, 18 NOV 99 Scope : SITE RETAINIG WALLS 17 Rev. 510300 User. KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Description 6'-0" RET. WALL W/2:1 SLOPE Page 2 c:\ec\hague.ecw:Calculations Summary of Overturning & Resisting Forces & Moments item OVERTURNING Force Distance Ibs ft Moment ft-# Heel Active Pressure = 1,524.3 242 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 0.35 3,683.8 Total = 1,524.3 O.T.M. = 3,683.8 ResistinglOvertuming Ratio = 1.62 Vertical Loads used for Sal Pressure = 2,339.7 Ibs Vertical component of active pressure used for sal pressure RESISTING Force Distance Moment Ibs ft ft# Sod Over Heel = Sloped Sal Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Sod Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Veit Component Total = 330.0 3.00 6.9 3.08 0.00 8.0 0.88 599.0 215 146.7 2.58 487.5 1.63 0.50 761.6 325 2,339_7 ibs R.M.= 990.0 21.2 7.0 1,289.3 378.9 792.2 2,475.3 5,953.9 8.00005in Mas w/ #4 @ 16.1n o/c Solid Grout, 12.0005in Mas w/ #5 @ 16.in o/c Sliding Restraint Solid Grout, #0@0.in @Toe Designer select #0M1l1horiz. reinf. @ Hee2ee Appendix A 1'-9" 1'-6" 3'-3" to specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Title: HAGUE RESIDENCE Dsgnr: DA. Description : Scope: q% Job # 9928 Date: 11:50AM, 18 NOV 99 SiTE RETAINIG WALLS Rev. 510300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983.99 ENERCALC Description Cantilevered Retaining Wall Design 8'-0" RET. WALL W/2:1 SLOPE Criteria 1 Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 2.00: 1 Height of Soil over Toe = 0.50 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Design Summary Total Bearing Load ...resultant ecc. = 3,490 Ibs = 9.80in Soil Pressure @ Toe = 1,623 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACi Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = 1.64 OK Sliding = 0.41 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,526.2 lbs Soil Data Allay Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 58.0 Toe Active Pressure = 0.0 Passive Pressure = 0.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Stem Construction Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design 1,355 psf o psf 15.0 psi OK 25.3 psi OK 93.1 psi Toe Heel 1,355 0 psf 4,680 0 ft-# = 1,053 1,259 ft# 3,627 1,259 ft# Actual 1-Way Shear = 14.98 25.31 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 Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft= Page 1 c:\ec\haeue.ecw:Calcu lations Footing Strengths & Dimensions Top Stem Stem OK 4.00 Masonry 8.00 # 4 16.00 Edge fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Fy = 61,000psi 0.0012 3.00 ft 1.50 4.50 = 13.00 in 12.00 in = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm: 3.00 in 2nd 3rd Stem OK Stem OK 2.00 0.00 Masonry Concrete 12.00 12.00 # 4 # 5 16.00 8.00 Edge Edge fb/FB + fa/Fa = 0.683 Total Force @ Section lbs = 464.0 Moment...Actual ft- #= 618.7 Moment -...Allowable ft-#= 905.4 Shear.....Actual psi = 8.1 Shear..._.Allowable psi= 19.4 Bar Develop ABOVE Ht in = 24.00 Bar Lap/Hook BELOW Ht. in = 24.00 Wall Weight psf= 78.0 Rebar Depth 'd' in = 5.25 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting Yes Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data 0.965 1,044.0 2,088.0 2,164.1 10.4 19.4 24.00 17.09 124.0 9.00 0.413 3,155.2 8,413.9 20,360.5 25.8 93.1 21.36 9.59 145.0 10.19 fc Fy psi = psi= 1,500 24,000 Yes No 25.78 1.000 11.62 3,000.0 60,000.0 Other Acce table Sizes & Spacings Toe: #4 t 17.75 in, #5@ 2725 in, #S@ 38.75 in, #7@ 4825 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key. Slab Resists Sliding - No Force on /d0 to specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page,. Title : HAGUE RESIDENCE Dsgnr. D.A. Description : Job # 9928 Date: 11:50AM, 18 NOV 99 Scope : SITE RETAINIG WALLS Rev. 510300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description Cantilevered Retaining Wall Design 8'-0" RET. WALL W/2:1 SLOPE Page 2 c:\ec\hague.ecw:Calculations _ Summary of Overturning & Resisting Forces & Moments item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil SeismicLoad Total .....OVERTURNING..... Force Distance Moment Ibs ft ft-# 2,526.2 3.11 0.38 7,859.4 2,5262 O.T.M. = 7,859.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.64 3,489.8 Ibs Vertical component of active pressure used for sal pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Sal Over Toe Surcharge Over Toe Stem Weights) Earth @ Stem Transitions Footing Weight Key Weight = Vert Component 440.0 4.25 1,670.0 6.9 4.33 29.8 0.00 13.8 1.50 20.6 889.0 3.43 3,053.0 146.7 3.83 5622 731.2 2.25 1,645.3 0.50 1,262.3 4.50 5,680.2 Total = 3,489.8 lbs R.M.= 12, 861.1 / 0/ 8.00005in Mas w/ #4 @ 16.in o/c Solid Grout, 12.0005in Mas w/ #4 @ 16.1n o/c Solid Grout, 12.0005in Conc w/ #5 @ 8.in o/c A Sliding Restraint #0@0.in @Toe Designer select reinf. @ HeeYee Appendix A 8'_On to specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information Will be printed on each page. Title: HAGUE RESIDENCE Dsgnr: D.A. Description Scope : 107 Job # 9928 Date: 11:51AM, 18 NOV99 SITE RETAINIG WALLS Rev 610300 User: KW-0601592, Ver 5.1.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description Cantilevered Retaining Wall Design 10'-0" RET. WALL W/2:1 SLOPE Retained Height = 10.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 0.50 in Soil Density = 110.00 pcf Wind on Stem = 0.0psf Design Summary 1 Total Bearing Load ...resultant ecc. 4,660 Ibs 13.53 in Soil Pressure @ Toe = 1,915 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACi Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overtuming = 1.54 OK Sliding = 0.38 UNSTABLE Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 3,724.9ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure = Passive Pressure Water height over heel = 58.0 0.0 0.0 0.0 ft FootingjlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Stem Construction 1,537 psf = 0psf 22.4 psi OK = 35.6 psi OK = 93.1 psi Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward - - Mu: Design Toe Heel 1,537 0 psf 8,925 0 ft-# 1,871 1,806 ft-# = 7,054 1,806 ft-# Actual 1-Way Shear = 22.41 35.59 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 Design height Wall Material Above "Ht" Thickness Reber Size Rebar Spacing Rebar Placed at Design Data 1 Page 1 c:\ec\hague.ecw:Calculations Footing Strengths & Dimensions Top Stem Stem OK ft= 6.50 Masonry = 8.00 = # 4 = 16.00 Edge fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width = Footing Thickness = 13.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 2nd 3rd Stem OK Stem OK 4.00 0.00 Masonry Concrete 12.00 12.00 # 5 # 5 16.00 8.00 Edge Edge Fy = 61,000 psi 0.0012 4.00 ft 1.50 5.50 fb/FB + fa/Fa Total Force @ Section Ibs = Moment..Actual Moment....Allowable Shear....Actual Shear....Allowable Bar Develop ABOVE Ht Bar Lap/Hook BELOW Wall Weight Rebar Depth 'd' Masonry Data ft-#= ft-#= psi = psi= in = Ht. in = psf= in = 0.458 355.3 414.5 905.4 6.2 19.4 24.00 24.00 78.0 5.25 0.815 1,044.0 2,088.0 2,563.0 10.6 19.4 30.00 21.36 124.0 9.00 0.807 4,930.0 16,433.3 20,360.5 40.3 93.1 21.36 9.59 145.0 10.19 fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection No Modular Ration' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc Fy psi= psi = 1,500 24,000 Yes No 25.78 1.000 11.62 3,000.0 60,000.0 Other Acce table Sizes & Spacings Toe: #4 d)11.00 in, #5© 17.00 in, #6@ 24.25 in, #7@ 33.00 in, #8@ 43.25 in, #9@ 4 Heel: Not req'd, Mu < S *Fr Key Slab Resists Sliding - No Force on to specify your title block on these five lines, use the SETTINGS selection on the main menu and enter your title block information will be printed on each page. Title: HAGUE RESIDENCE Dsgnr: D.A. Description : Scope: Job # 9928 Date: 11:51 AM, 18 NOV 99 SITE RETAINIG WALLS Rev. 510300 User: KW-0601592, Ver5.1.3, 22-Jun-1999, Win32 _ (c) 1983-99 ENERCALC Cantilevered Retaining Wall Design Description 10'-0" RET. WALL W/2:1 SLOPE Page 2 c:\ec\hague.ecw:Calculations to Summary of Overturning & Resisting Forces & Moments Item .....OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 3,724.9 3.78 14,071.8 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = Resisting/Overturning Ratio 0.38 3,724.9 O.T.M. = 14,071.8 = 1.54 Vertical Loads used for Sal Pressure = 4,660.5 Ibs Vertical component of active pressure used for soil pressure .....RESISTING..... Force Distance Ibs ft Moment ft4 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe Stern Weight(s) Earth © Stern Transitions _ Footing Weight = Key Weight Vert. Component Total = 550.0 5.25 2,887.5 6.9 5.33 36.7 0.00 18.3 2.00 36.7 1,202.0 4.46 5,357.0 128.3 4.83 620.3 893.7 275 2457.8 0.50 1,8612 5.50 10,236.6 4,660.5 Ibs R.M.= 21,632.5 /0 8.00005in Mas w/ #4 @ 16.in o/c Solid Grout, 12.0005in Mas w/ #5 @ 16.in o/c Solid Grout, 12.0005in Conc w/ #5 @ 8.in o/c 1/2" Sliding Restraint #0@0.in @Toe Designer select #O��lioriz, reinf. @ HeeSee Appendix A 4'-0" 1'-6" 5'-6" 3" T 1 OP' Ak Aujaghian/Awadalla Consulting Engineers, Inc. 2711 East Coast Highway, Suite 203, Corona del Mar, CA 92625 Ter (949) 675-4103 Fax (949) 675-2613 SHEAR WALLS SCHEDULE SYMB. SHEAR WALL TYPE AND MATERIAL LOAD FOUNDATION ANCHORAGE SILL NAILING SHEAR TRANSFER 3 7/8" STUCCO WOVEN OR LATH W/16 GAUGE STAPLES 0 6' O.C. 0 TOP & BOTTOM PLATES, EDGE OF SHEAR WALL AND RELD 180 PLF 1/2' 0 56" 0.C. 16d 0 8" O.C. 3-16d O7/8' STUCCO OVER PAPER BACKED LATH W/16 GAUGE STAPLES ® 3' 0.C. 0 TOP & BOTTOM PLATES, EDGE OF SHEAR WALL 6' 0.C. ICBO RPORT NO. 1923, FEB. 1973 325 PLF 5/8" 0 32' 0,C. 16d ® 4" O.C. 3-16d 5 1/2' PLYWOOD STRUCT. II OR STD. SHTG. W/8d NAILS ® 6' 0.C. 0 EDGES & 12' 0.C. F.N. 310 PLF * 620 PLF 5/8' 0 32" 0.C. 5/8' 0 16" 0.C. 16d 0 6" 0.C. 20d ® 2-1/2°O.C. 3-16d 3-16d 6 �/ 1/2° PLYWOOD STRUCT. II OR STD. SHTG. W/8d NAILS 0 4' O.C. CP EDGES & 12' 0.C. F.N. 460 PLF X 920 PLF 5/8' 0 24" 0.C. 5/8' 0 16" 0.C. 16d 0 4" 0.C. 20d 0 2" 0.C. 3-16d A-35 0 8" 0.C. 77 1/2' PLYWOOD STRUCT. II OR STD. SHTG. W/8d NAILS 0 2-1/2' 0.C. EDGES & 12° 0.C. F.N. 600 PLF x 1200 PLF 5/8' 0 16" 0.C. 3/4" 0 16" 0.C. 16d 0 2.5'0.C. 2-20d 0 3° 0.C. A-35 ® 12' 0.C. A-35 0 6' 0.C. O8 1/2° PLYWOOD SIRUCT. II OR STD. SHTG. W/8d NAILS 0 2' 0.C. EDGES & 12' 0.C. F.N. 770 PLF x 1540 PLF 5/8' 0 16" 0.C. 3/4' 0 16' 0.C. 16d ® 2" 0.C. 2-20d 0 2' 0.C. A-35 ® 8" O.C. A-35 ® 4' 0.C. NOTES! 1) ALL EDGES OF SHEAR WALLS NO. 6, 7, 8 AND SHEAR WALL WITH PLYWOOD ON BOTH SIDES SHALL BE 3 IN. NOMINAL <3X SILL PLATES, TOP PLATES AND STUDS AT 48' ❑.C, AND NAILS SHALL BE STAGGERED. 2) x DESIGNATES SILL BOLTING OR NAILING WHERE SHEAR WALL SHEATING IS TO BE APPLIED TO BOTH SIDES, 3) MINIMUM NAIL PENETRATION ON PLYWOOD SHEAR WALL IS 1-5/8' , 4) ALL ANCHOR BOLTS MIN. 5/B'0, W/2'X2'X3/16' PLATE WASHERS ONLY