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Home My WebLink About2858_Bentley WyEVERGREEN LANDSCAPING COMPANY Project Ng 91-02-0109A-1 1 August 25, 1997 Page 2 Active Pressure (Level Backfill) ..... 30 psf/ft Passive Pressure ........................ 200 psf/ft . Bearing Capacity . 2,500 psf, maximum Friction Coefficient . 0.40 4. The outside bottom edge of the wall footing should be set back horizontally from the slope face at least seven feet. 5. The wall`backfill should be benched info the existing fill slope with discrete horizon- tal benches at least four feet wide and at least two feet high. 6. The homeowner should be informed that future grading to alter the slopes should not be performed without review by a geotechnical consultant familiar with rough grading 'of the tract. In addition, the homeowner should be informed of the importance of slope landscaping, maintenance and erosion control and should be provided with guidelines that were appended to the referenced rough grad- ing report (Appendix C, Ref. 2) and the standard recommendations (Ref. 4). We trust that this letter/report is adequate for your current needs. If you have any questions or require further, assistance, please call. Verytruly yours, HARRINGTON GEOTECHNICAL ENGWEER NG, INC. Prepared By: „ y P. D Reviewed By: 5 ( 19 266 o r 4Pnnis, E. . Don P. Harrington, Sr., P.E. Chief Geotechnical `Engines ®rEC'® ` President OF CAS®® _ RPD/ DPH:Id Attachment Distribution: Addressee (2) D:\ MyFlles\Diamond Bar\91-02-0109a-11 Retaining Wall Plan Revlewmlod EVERGREEN LANDSCAPING COMPANY HGEI Project NO 91-02-0109a-11 August 25,. 1997 PAZ AND -ASSOCIATES STATE LICENSE NO. 661851 LEONEL PAZ . AWHR MURAL PLANS, sTRUCTI/RLL ENGINEERING, CON31RUCflON, RWODEUNa ADDIDONM 3448 LEE STREET TEL: (213) 269-5156 LOS ANGELES, CA 90023 FAX.' (213) 269-3423 PROJECT 2858 BENTLEY WAY OWNER MR. LEE PONTSHONG ADDRESS 2858 BENTLEY WAY DIAMOND BAR. CALIFORNIA t DESIGNED EV DATE 9-22-97 JOB No. 174q SHEET—LDF 0— RETAINING WALL DESIGN Uniform Building Code and Masonry -Design Manual, 1994 NO CONTINUOUS INSPECTION REQUIRED) WALL Concrete Block, Type N ASTM C-90 Ultimate Compressive Strength, tm= 1500 psi Solid Grout With Type S, f=2000 psi n= 25.78 Allowable Compressive Flexural Stress, fm= 250 psi Allowable Shear (Compressive) Stress, Vm= 25 psi CONCRETE FOOTING Allowable Compressive Strength, fc = 2000 psi nzw 11 Unit Weight= 150 pcf Allowable Compressive Stress, fc = 900 psi Allowable Shear Stress, Vc = 54 psi STEEL ASTM A615 Grade 40. Weld Stress= 40 Ksi Allowable Ultimate Stress, fs = 20,000 psi PROF ESSlO I o\ NRYNIF F,yc2 SOIL Soil Type CERTIFIED COMPACTED FILL o.1 443 Allowable Foundation Pressure: 2500 psf Exp. 6 30-01 Lateral Bearing: 200 Pcf F Per Foot qtF / UnitWeight100puFo`P Coefficient of Friction: 0.40 REFERENCES GEOTECHNICAL REVIEW OF RETAINING WALL PLAN PREPARED BY HARRINGTON GEOTECHNICAL ENGINEERING ON AUGUST 25, 1997 HGEI PROJECT No. 91-02-0109A-11 CD13 C4 H w cn L LU) L h 0 OC R r C co { J CDIBej W W r Z aF 10 I PAZ AND ASSOCIATES Title: 2858 BENTLEY WAY ARCHITECTURAL AND ENGINEERING Descr: RETAINING WALL DESIGN 3448 LEE STREET WALL I Page 3 of tG LOS ANGELES, CA 90023 Job 17497 By:EV Date:. 9/20/97 213) 269-5156 FAX: (213) 269-3423 RetainPro 3.1(c)1993 File:RETAINPR.RPF r RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA ADDED VERTICAL LOADS -------- Allowable Bearing 2,500 psf Axial DL on Stem = 0 plf Active Lateral EFP 30.0 psf Axial LL on Stem = 0 plf Slope Active 0.0 psf Ecc Left of Stem CL = 0.00 in Active Press Limit N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral 200 pcf Using Surcharge to resist Soil Density 100.0 pcf overturning @ Heel No Soil Ht over Toe 6.0 in @ Toe No ADDED LATERAL LOADS ------- ADJACENT FOOTING Lateral Load Acting Vertical load = 0 plf On Stem Above Soil 0.00 psf Ecc. (Toe side +) = 0.00 in Footing Width (perp) - 0.00 ft Add'1 Lateral Load 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft height to stop 0.00 ft Ftg. Base Above/Below Soil height to start 0.00 ft At Wall Face [+/-] = 0.00 ft Footing Type Line WALL & FOOTING DATA ------------------------- Retained Height 8.00 ft Toe Width = 1.00 ft Wall Ht. above soil 0.50 ft Heel Width = 3.17 ft Total Wall Height 8.50 ft Key Depth 12.00 in Total Width = 4.17 ft Key Width 12.00 in Thickness. = 12.00 in Key Dist. to Toe 3.170 ft SUMMARY -------------------------------- Pressure @ Toe 1,644 psf Factors of Safety: Pressure @ Heel 47 psf Overturning = 2.39 :1 Allowable Press. 2,500 psf Sliding = 1.72 :1 Eccentricity 7.88 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1-Way Shear @ Toe = 16.2 psi Note: "Pv: Used for Soil Pres. 1-Way Shear @ Heel = 13.6 psi SLIDING CHECK ------------------------------ Ftg/Soil Friction 0.400 Tot Lateral Force*1.5= 1,771.9 Soil @ Toe Not Used 0.00 in Passive Pressure = 625.0 Factor of Safety 1.72 Friction = 1,410.0 Add'1 Force Req'd = 0.0 FOOTING DESIGN ------------------------------ Using ACI Factors) --- Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 2,185 62 psf Fy = 40,000 psi Mu - Upward = 1,541 1,385 ft-# Upward soil pres. used on heel Mu - Downward = 219 3,895 ft-#-------- Rebar Choices Mu - Design = 1,323 2,509 ft-# Toe(bot) Heel(top) One -Way Shear: 4 @Not Reqd in 11.70 in vu = 16.18 13.62 psi #5 @Not Reqd in 18.13 in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in 25.73 in Rebar CL To Edge = 3.00 2.00 in #7 @Not Reqd in 35.09 in Depth to steel = 8.50 9.50 in #8 @Not Reqd in 46.20 in Ru = Mu/bdA2 = 0.0 30.9 9 @Not Reqd in 48.00 in Min. Rebar Ratio = 0.0018 10 @Not Reqd in 48.00 in PAZ AND ASSOCIATES Title: 2858 BENTLEY WAY ARCHITECTURAL AND ENGINEERING Descr: RETAINING WALL DESIGN 3448 LEE STREET WALL I Page of l LOS ANGELES, CA 90023 Job #: 17497 By:EV Date: 9/20/97 213) 269-5156 FAX: (213) 269-3423 RetainPro 3.1(c)1993 File:RETAINPR.RPF STEM DESIGN ---------------------------------- Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left - Stem Construction Data Highest use columns from left to right) DESIGN HT. ABOVE FTG. 2.67 0.00 ft WALL TYPE ABOVE HT. Masonry Masonry Thickness (nominal) 8.00 12.00 in Rebar Size 4 5 Rebar Spacing 16.00 8.00 in Rebar Placed at Edge Edge DESIGNDATA.............. fb/Fb + fa/Fa 0.836 0.782 Lateral Load @ Design Ht 426 956 MOMENT..... Actual 757 2,559 ft-# Allowable 905 3,274 ft-# SHEAR...... Actual 7.45 10.06 psi Allowable 19.36 19.36 psi Embedment Length Req'd 17.45 6.00 Wall Weight 78.0 124.0 psf Rebar Placed at Depth 'd'= 5.25 9.00 in MASONRYDATA ............. f'm 1,500 1,500 psi Fs 20,000 20,000 psi Grouting Full Full Special Inspection No No n : Es / Em 25.78 25.78 Short Term Increase 1.00 1.00 CONCRETEDATA............ f'c psi Fy psi SUMMARY OF FORCES & MOMENTS ---------------------- I- Overturning Moments Resisting Moments Origin of Force: ft ft-# # ft ft-# Heel Active Press. = 1,215 3.00 3,645 Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = 1,736 3.09 5,356 34 0.50 17 50 0.50 25 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 786 1.40 1,103 178 1.83 326 0 0.00 0 625 2.09 1,304 150 3.67 550 0 0.00 0 Active Press. --------- --------- TOTALS = 1,181 3,628 Totals used for Soil Pressure, Pv Included = 3,525 8,664 3,525 8,664 19 00 CD vw S 0P-1 as s 9;9 a a LU CA Lai L'i 0 lw s° L)W:t Do i ej ti p S OF 10 PAZ AND ASSOCIATES Title: 2858 BENTLEY WAY ARCHITECTURAL AND ENGINEERING Descr: RETAINING WALL DESIGN 3448 LEE STREET WALL II Page 6 of 10 LOS ANGELES, CA 90023 Job #: 17497 By:EV Date: 9/20/97 213) 269-5156 FAX: (213) 269-3423 RetainPro 3.1(c)1993 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA ------------- ADDED VERTICAL LOADS Allowable Bearing = 2,500 psf Axial DL on Stem = 0 plf Active Lateral EFP = 30.0 psf Axial LL on Stem = 0 plf Slope Active = 0.0 psf Ecc Left of Stem CL = 0.00 in Active Press Limit = N/A psf Surcharge over Toe = 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel = 0.0 psf Passive Lateral = 200 pcf Using Surcharge to resist Soil Density = 100.0 pcf overturning @ Heel No Soil Ht over Toe = 6.0 in @ Toe No ADDED LATERAL LOADS ADJACENT FOOTING ---------- Lateral Load Acting Vertical load = 0 plf On Stem Above Soil - 0.00 psf Ecc. (Toe side +) = 0.00 in Footing Width (perp) = 0.00 ft Add'1 Lateral Load = 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft height to stop = 0.00 ft Ftg. Base Above/Below'Soil height to start = 0.00 ft At Wall Face [+/-) = 0.00 ft Footing Type Line WALL & FOOTING DATA Retained Height 6.00 ft Toe Width 0.25 ft Wall Ht. above soil 0.50 ft Heel Width 3.42 ft Total Wall Height 6.50 ft Key Depth 0.00 in Total Width 3.67 ft Key Width 0.00 in Thickness 12.00 in Key Dist. to Toe 0.000 ft SUMMARY -------------------------------- Pressure @ Toe 1,471 psf Factors of Safety: Pressure @ Heel 27 psf Overturning = 3.01 :1 Allowable Press. 2,500 psf Sliding = 1.89 :1 Eccentricity 7.08 in Allowable Shear = 76.03 psi Resultant Within Middle Third 1-Way Shear @ Toe = 4.0 psi Note: "Pv: Used for Soil Pres. 1-Way Shear @ Heel = 8.1 psi SLIDING CHECK ------------------------------ Ftg/Soil Friction 0.400 Tot Lateral Force*1.5= 1,051.9 Soil @ Toe Not Used 0.00 in Passive Pressure = 225.0 Factor of Safety 1.89 Friction = 1,098.9 Add'1 Force Req'd = 0.0 FOOTING DESIGN ------------------------------ Using ACI Factors) --- Toe--- --Heel-- f'c = 2,000 psi ACI 9.1 Pressure = 1,959 35 psf Fy = 40,000 psi Mu - Upward = 234 0 ft-# Upward soil pres. used on heel Mu - Downward = 35 0 ft-#-------- Rebar Choices -------- Mu - Design = 199 1,835 ft-# Toe(bot) Heel(top) One -Way Shear: Mu=Stem! 4 @Not Reqd in Not Reqd in vu = 3.95 8.07 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 2.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.50 9.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bdA2 = 0.0 0.0 9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0018 10 @Not Reqd in Not Reqd in PAZ AND ASSOCIATES Title: 2858 BENTLEY WAY ARCHITECTURAL AND ENGINEERING Descr: RETAINING WALL DESIGN 3448 LEE STREET WALL II Page 7 of 10 LOS ANGELES, CA 90023 Job #: 17497 By:EV Date: 9/20/97 213) 269-5156 FAX: (213) 269-3423 RetainPro 3.1(c)1993 File:RETAINPR.RPF STEM DESIGN Values shown for concrete stems have been factored) Pg 2 of 2 I- Descending Stem Sections, Highest @ Left Stem Construction Data Highest use columns from left to right) DESIGN HT. ABOVE FTG. 2.00 0.00 ft WALL TYPE ABOVE HT. Masonry Masonry Thickness (nominal) 8.00 12.00 in Rebar Size 4 4 Rebar Spacing 32.00 16.00 in Rebar Placed at Edge Edge DESIGNDATA.............. fb/Fb + fa/Fa 0.526 0.520 Lateral Load @ Design Ht 240 536 MOMENT..... Actual 320 1,079 ft-# Allowable 608 2,074 ft-# SHEAR...... Actual 4.08 5.36 psi Allowable 19.36' 19.36 psi Embedment Length Req'd 15.00 6.00 Wall Weight 78.0 124.0 psf Rebar Placed at Depth 'd'= 5.25 9.00 in MASONRYDATA............. f'm 1,500 1,500 psi Fs 20,000 20,000 psi Grouting Full Full Special Inspection No No n : Es / Em 25.78 25.78 Short Term Increase 1.00 1.00 CONCRETEDATA............ f' c psi Fy Psi SUMMARY OF FORCES & MOMENTS ---------------------- I- Overturning Moments Resisting Moments Origin of Force: ft ft-# # ft ft-# Heel Active Press. = 735 2.33 1,715 Soil over Heel = Toe Active Press. _ Soil over Toe - Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = 34 0.50 -17 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 Active Press. --------- TOTALS = 701 Totals used for Soil Pressure, 1,698 Pv Included = 1,452 2.46 3,572 13 0.13 2 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 599 0.65 391 133 1.08 144 550 1.84 1,010 0 0.00 0 0 0.00 0 2,747 5,119 2,747 5,119 A4 0`W W as OF' (O PAZ AND ASSOCIATES Title: 2858 BENTLEY WAY ARCHITECTURAL AND ENGINEERING Descr: RETAINING WALL DESIGN 3448 LEE STREET WALL III Page 41 of to LOS ANGELES, CA 90023 Job 17497 By:EV Date: 9/20/97 213) 269-5156 FAX: (213) 269-3423 RetainPro 3.1(c)1993 File:RETAINPR.RPF CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 SOIL DATA ADDED VERTICAL LOADS -------- Allowable Bearing 2,500 psf Axial DL on Stem 0 plf Active Lateral EFP 30.0 psf Axial LL on Stem 0 plf Slope Active 0.0 psf Ecc Left of Stem CL 0.00 in Active Press Limit = N/A psf Surcharge over Toe 0.0 psf Bkfill Slope(0=level)= 0.0:1 Surcharge over Heel 0.0 psf Passive Lateral 200 pcf Using Surcharge to resist Soil Density 100.0 pcf overturning @ Heel No Soil Ht over Toe 6.0 in @ Toe No ADDED LATERAL LOADS ------- ADJACENT FOOTING ---------- Lateral Load Acting Vertical load 0 plf On Stem Above Soil 0.00 psf Ecc. (Toe side +) 0.00 in Footing Width (perp) 0.00 ft Add'1 Lateral Load 0.0 plf Face Top Stem to Ftg. CL= 0.00 ft height to stop 0.00 ft Ftg. Base Above/Below Soil height to start 0.00 ft At Wall Face [+/-] 0.00 ft Footing Type Line WALL & FOOTING DATA ------------------------- Retained Height 4.00 ft Toe Width 0.25 ft Wall Ht. above soil 0.50 ft Heel Width 2.25 ft Total Wall Height 4.50 ft Key Depth 0.00 in Total Width 2.50 ft Key Width 0.00 in Thickness 12.00 in Key Dist. to Toe 0.000 ft SUMMARY -------------------------------- Pressure @ Toe 1,092 psf Factors of Safety: Pressure @ Heel 5 psf Overturning 2.89 :1 Allowable Press. 2,500 psf Sliding 2.27 :1 Eccentricity 4.95 in Allowable Shear 76.03 psi Resultant Within Middle Third 1-Way Shear @ Toe 2.9 psi Note: "Pv: Used for Soil Pres. 1-Way Shear @ Heel 3.9 psi SLIDING CHECK ------------------------------ Ftg/Soil Friction 0.400 Tot Lateral Force*1.5= 511.9 Soil @ Toe Not Used 0.00 in Passive Pressure 225.0 Factor of Safety 2.27 Friction 548.7 Add'1 Force Req'd 0.0 FOOTING DESIGN ------------------------------ Using ACI Factors) --- Toe--- --Heel-- f'c 2,000 psi ACI 9.1 Pressure = 1,529 8 psf Fy 40,000 psi Mu - Upward = 125 0 ft-# Upward soil pres. used on heel Mu - Downward = 24 0 ft-#-------- Rebar Choices Mu - Design = 101 543 ft-# Toe(bot) Heel(top) One -Way Shear: Mu=Stem! 4 @Not Reqd in Not Reqd in vu = 2.87 3.90 psi #5 @Not Reqd in Not Reqd in vn=2(f'c)1/2*.85= 76.03 76.03 psi #6 @Not Reqd in Not Reqd in Rebar CL To Edge = 3.00 2.00 in #7 @Not Reqd in Not Reqd in Depth to steel = 8.50 9.50 in #8 @Not Reqd in Not Reqd in Ru = Mu/bd^2 = 0.0 0.0 9 @Not Reqd in Not Reqd in Min. Rebar Ratio = 0.0018 10 @Not Reqd in Not Reqd in PAZ AND ASSOCIATES Title: 2858 BENTLEY WAY ARCHITECTURAL AND ENGINEERING Descr: RETAINING WALL DESIGN 3448 LEE STREET WALL III Page (p of Ib LOS ANGELES, CA 90023 Job #: 17497 By:EV Date: 9/20/97 213) 269-5156 FAX: (213) 269-3423 RetainPro 3.1(c)1993 File:RETAINPR.RPF STEM DESIGN ---------- , shown for concrete stems have been factored) Pg 2 of 2 Descending Stem Sections, Highest @ Left -) Stem Construction Data Highest (use columns from left to right) DESIGN HT. ABOVE FTG. 0.00 ft WALL TYPE ABOVE HT. Masonry Thickness (nominal) 8.00 in Rebar Size 4 Rebar Spacing 32.00 in Rebar Placed at Edge DESIGNDATA.............. fb/Fb + fa/Fa 0.525 Lateral Load @ Design Ht 236 MOMENT..... Actual 319 ft-# Allowable 608 ft-# SHEAR...... Actual 4.02 psi Allowable 19.36 psi Embedment Length Req'd 6.00 Wall Weight 78.0 psf Rebar Placed at Depth 'd'= 5.25 in MASONRYDATA............. f'm 1,500 psi Fs 20,000 psi Grouting Full Special Inspection No n : Es / Em 25.78 Short Term Increase 1.00 CONCRETEDATA............ f'c psi Fy psi SUMMARY OF FORCES & MOMENTS ---------------------- I- Overturning Moments Resisting Moments Origin of Force: ft ft-# # ft ft-# Heel Active Press. = 375 1.67 625 Soil over Heel = Toe Active Press. _ Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. _ Earth Behind Stem = Added Lateral Load = Footing Weight = Key Weight = Vert. Componant of = 34 0.50 -17 0 0.00 0 0 0.00 0 0 0 0.00 0 0 0.00 0 Active Press. --------- TOTALS = 341 Totals used for Soil Pressure, 608 Pv Included = 633 1.71 1,082 13 0.13 2 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 0 351 0.58 205 0 0.00 0 375 1.25 469 0 0.00 0 0 0.00 0 1,372 1,757 1,372 1,757