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BWFE2019-0111 Revision 1AP, 11 f 1IN4 I ta�PERMIT CALIFORNIA #BWFE2019- PLAN LOCATION: Project Address: 5q700 MADAGASAR WAY Project Description: APN #: CHANGES TO WALL DETAIL - SITE SPECIFIC ENGINEERING Applicant Name:LENNAR HOMES OF CALIF Address:980 MONTECITO DR City, ST, Zip:CORONA CA 92879 Telephone:9518173663 Email: Project Valuation $ Contractor Name:SAME AS APPLICANT New Construction: Address: Conditioned Space SF City, St, Zip Garage SF Telephone: Patio/Porch SF Email: Fire Sprinklers SF State Lic:728102 City Bus Lic: Architect/Engineer Name: Construction Occupancy: Address: Grading: City, St, Zip Telephone: Bedrooms: Stories: # Units: Email: State Lic: City Bus Lic: Property Owner's Name:SAME AS APPLICANT New Commercial / Tenant Improvements: Address: Total Building SF City, ST, Zip Construction Type: Occupancy: Telephone: Email: 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 LEGEND PROPERTY LINE — — — — — PUBLIC UTILITY EASEMENT ---�• RIGHT-OF-WAY (R/W) -- +— WATER MAIN — —S — SEWER MAIN FIRE HYDRANT WATER METER 5 SEWER LATERAL VI i !' OF Imo% OUi1V BUILDING DIVISION 1gt _ REVIEWED FOR CODE COMPLIANCE S8.1 Length 138' bATE - EY V 1 FG 4 TF 466.8) 138ft 474-67 ') 468.00 tO \ �0 AA LOT 154 ,yp1 PLAN 1 XA Z FF 469.47 PE 468.8 77 7Q 474,57 lrt `I f TW 1,74.67 TF 468. TN l TF 22.96' 23 ft MADAGASCAR WAY �QR-(� THE TITLE REP BUILDING CEONS ANDNOT/NARETO NOTE: PLOT ORDIMEENSIO SSEASEMEMAY ONTS,AOW CU NDOTHERiNFORMATTIIONOF ECORD.DRYUTIOLTESARE NOORT ARCHITECTURAL POP -OUTS SHOWN ON THIS PLAN. MSA CONSULTING, INC. LENNAR / GRIFFIN RANCH MARCH 2O19 >PLANNING>CIVIL ENGINEge,CA9 LAND SURVEYING TRACT NO. 32879 76032 Bob Hope Drive, Rancho Mirage, C4 927/0 LOT AREA 760320.9B11 msaconsultinginccom (0 LENNAR 980 MONTECITO DRIVE CORONA, CA 92879 roci� ni�_�cca WALL PLAN - LOT 154 14,495 SF 54-700 Madagascar Way SCALE 1'=30' LA QUINTA. RIVERSIDE COUNTY, CALIFORNIA oil\ 1kAfjAC ASr_A /1 (tj.4Y GITy AEw1 .W OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATES boll L01---BY CITY MAX WALL MIN FTG 1 HEIGHT SPACING 6" CMU WIDTH Oj O.C. 4'..8' O.C. 2 EQ EQ J 3 KEYNOTES 1. POST TENSION ROD. REFER TO SCHEDULE FOR SPACING 2. HORIZONTAL JOINT REINFORCING PER GSN. PLACE IN FIRST TWO JOINTS BELOW PLATE WASHER AND 2'-0" O.C. THEREAFTER UNTIL THE TOP OF FOOTING IS REACHED 3. (2) 4 CONT REINF ((1) MIN AT PT OD) 4. TOP OF LEVEL NATURAL GRADE OR COMPACTED SUBGRADE 5. 3" MORTAR COVER AROUND COUPLER AND POST TENSIONED ROD AT FIRST COURSE 6. #4 HORIZ BAR AT 48" O.C. 7. EXISTING CMU RETAINING WALL BY OTHERS NOTES A. REFER TO GSN AND TYPICAL DETAILS FOR ADDITIONAL REQUIREMENTS AND ITEMS SHOWN BUT NOT NOTED B. WALL SHALL NOT BE USED AS A FLOOD WALL OR OTHERWISE SURCHARGED, UNO C. PLACE FIRST BLOCK INTO WET CONC TO RECESS 1/2" MIN, 3/4" MAX D. SPECIAL INSPECTION AS REQUIRED BY JURISDICTION TYP PROTO II 6" CMU FENCE WALL W/ CONT SPREAD FOOTING NO SCALE PROJECT: PROTO II STANDARD PLANS E WIND EXPOSURE C AT 110 MPH LA QUINTA, CA TITLE: TYPICAL DETAILS C REV 0 DESCRIPTION DATE A �G PROTO-IITM WALL SYSTEMS DATE: 05-29-18 R I M R O C C K E E N N G I N E E R I N G 3612 CALIFORNIA AVE ATTN: MARIO SALAZAR PROJ No :STD 9080 W. CHEYENNE AVE STE 120 LAVEGAS, NV 89129 LONG BEACH, CA 90807 PH# (562) 477-8529 www.proto2.com msalazar protoii.com SHEET: CSi, vv - PH: 702-838-5311 U S PATENTED 5,794,921, & 6,431,797, a 7,188,453, 8 6,632,048, 7,454,870, 8 7,461,487 PROTO-II WALL SYSTEMS MAY ONLY BE INSTALLED BY APPROVED AND CERTIFIED INSTALLERS RIM ROCKENGIN EERING 9080 W. Cheyenne Ave., Ste 120 Las Vegas, NV 89129 Ph: (702) 838-5311 Fx: (702) 838-5339 www. Rim RockEngineeringcom STRUCTURAL CALCULATIONS PROJECT: LOCATION: JURISDICTION: PROJECT NO: CLIENT: DATE: 2016 CBC Proto-II Standard Plans 110 MPH La Quinta, CA Std Plan Proto-II August 22, 2019 SHEET INDEX BASIS FOR DESIGN 1 CALCULATIONS _ 2 Ty OF LA 7FOR i� BUILDING DI REVIEWED CODE COMPLIANCE DATL�gy� Sift, Spec: nlcc par+ 113 n"n A Eyt5 ►y THESE CALCULATIONS ARE THE SOLE PROPERTY OF RIM ROCK ENGINEERING AND MAY NOT BE REPRODUCED IN WHOLE OR PART WITHOUT WRITTEN PERMISSION CALCULATIONS ARE VALID ONLY FOR THE ABOVE NAMED PROJECT AND LOCATION AND ARE NOT VALID UNLESS ENGINEERS ORIGINAL WET SIGNED SEAL IS AFFIXED r �ti 1 +� C W E- Z� Fri cr-, No. C6961 6 --�u OF CALF 8/22/2019 c try 6.00' Proto II Fence Soil Parameters Passive Pressure at Trench Fig (pcf): 125 Bearing Pressure (psf): 1500 Soil Weight (pcf): 120 Material Parameters Full Stresses: N Special Inspection: N Concrete fc (psi): 2500 Masonry f m (psi): 2000 Fy PT Rod/Reinf (ksi): 60 Rod Tension (Ib): 4400 Max Rod Tension (Ib): 5412 Rod As (in2): 015033 Tested Wall Moment Capacity (lb-ft): 2940 Em (ksi): 1800 Es (ksi): 29000 Concrete Weight (pcf): 150 Wall C M.0 width Height (ft) (in) Spacing Fence: 6 5 625 72 in o c CYII., RIM R❑ C K E N G IN E E R I N G Wall & Footing Geometry Embedment (in): 12 Passive depth to ignore (in): 0 Footing Configuration: Centered Min Fig Cover at Trench Ftg (in): 4 Wind Load Parameters Use Tested Wall Capacity Y Exposure: C Wind Speed (mph): 110 Dir. Factor (Kd): 0.85 Topo Factor (Kzt): 10 Gust Factor (G): 0.85 Ext Press. Coeff. (Cf : 14 Vel Exp Coeff (Kz): 085 Wind Pressure (psf): 266 Add'[ Loading Conditions Vertical Wall line load (plf): 0 Horiz Load, unfactored (pll): 0 W Dist above ftg to Horiz line load (ft): 0 Flood Depth (in): 0 Flood fluid weight (pcf): 0 Flood location: Toe Seismic toad Parameters Short Period Acc'I (Ss): 2.068 1 sec Period Acdl (S1): 1,004 Site Class: D Response Coeff (R): 3 Importance Factor: 1 Design Spect'I Response (Sds): 1,379 Design Spect'I Response (Shc): 1.004 Seismic Design Category: D Seismic Response Coeff (Cs): 0.46 Seismic Weight (psf): 32 Seismic Pressure (psf): 14.71 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE Loading Allowable Max V (Ib) M (lb-ft) M (lb-ft) Spacing (ft) Wind: 160 479 2940 6.14 ok DATE By Seismic: 88 265 2940 11.11 ok Stability - Spread Ft Fig W (ft): 2,58 Overturning Bearing Ftg T (in): 10 Mot (k-ft) Mr (k-ft) F.S q max (psf) q allow (psl) q min (psf) Toe (in): 1.00 Wind 0.36 054 1 51 477 < 2000 ok 0 # Cont Bars: (3) #4 Seismic 0.24 054 2.28 89 < 2000 ok 92 8 Y N Footing Rei Bar # Spacing Clr As a d (in) Mu (k-ft) Mn (k-ft) Vu (k) Vc (k) Trans Bot: # 4 @ 0 in o.c 2 000 < 055 Trans Top: # 4 @ 48 in o.c 3 005 012 675 048 < 1 51 ok 025 < 689 Trench: # 4 @ 0 in o c. 4 Project: 2016 CBC Proto-11 Standard Plans Project No.: Std Plan Location: 110 MPH Sheet No.: 52 6.67' Proto II Fence Soil Parameters Passive Pressure at Trench Fig (pct): 125 Bearing Pressure (psf): 1500 Soil Weight (pcf): 120 Material Parameters Full Stresses: N Special Inspection: N Concrete fc (psi): 2500 Masonryfm (psi): 2000 Fy PT Rod/Reinf (ksi): 60 Rod Tension (Ib): 4400 Max Rod Tension (lb): 5412 Rod As (in2): 0-15033 Tested Wall Moment Capacity (lb-ft): 2940 Ern (ksi): 1800 Es (ksi): 29000 Concrete Weight (pcf): 150 Wall CMU RIM R❑ CKL N v ii. Wall & Footin¢ Geomet Embedment (in): 12 Passive depth to ignore (in): 0 Footing Configuration: Centered Min Ftg Cover at Trench Ftg (in): 4 Wind Load Parameters C.M.U. width Use Tested Wall Height (ft) (in) Spacing Capacity Fence: 667 5.625 56 in o c. Y Loading V (lb) M (lb-ft) Wind: 177 592 Seismic: 98 327 Stability - Spread Ft Exposure: C Wind Speed (mph): 110 Dir. Factor (Kd): 0,85 Topo Factor (Kzt): 1.0 Gust Factor (G): 0.85 Ext Press. Coeff. (Cf): 1-4 Vel Exp Coeff. (Kz): 0,85 Wind Pressure (pso: 26.6 Allowable Max M (lb-ft) Spacing (ft) 2940 4,97 ok 2940 8.99 ok Add'l Loading Conditions _ Vertical Wall line load (plf): 0 Horiz Load, unfactored (pll): 0 W Dist above ftg to Horiz line load (ft): 0 Flood Depth (in): 0 Flood fluid weight (pcf): 0 Flood location: Toe Seismic Load Parameters Short Period Acdl (Ss): 2.068 1 sec Period Acc'I (St): 1.004 Site Class: D Response Coeff (R): 3 Importance Factor: 1 Design Spect'I Response (Sds): 1.379 Design Spect'I Response (Shc): 1.004 Seismic Design Category: D Seismic Response Coeff (Cs): 0.46 Seismic Weight (psf): 32 Seismic Pressure (psf): 14.71 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE DATE_By Ftg W (ft): 2.92 Overturning Bearing Ftg T (in): 10 Mot (k-ft) Mr (k-ft) F S. q max (psf) q allow (psf) q min (psf) Toe (in): 1.00 Wind 0.43 068 1 58 381 < 2000 ok 0 # Cont Bars: #DIV/01 Seismic 029 068 239 80 < 2000 ok 99 8 Y N Bar# Spacing Clr As Trans Bot: # 4 @ 0 in o.c. 2 Trans Top: # 4 @ 48 in o,c. 3 Trench: # 4 @ 0 in o.c. 4 a d (in) Mu (k-ft) Mn (k-ft) Vu (k) Vc (k) 0.00 < 1.39 0.59 < 0,93 Project 2016 CBC Proto-H Standard Plans Project No.: Std Plan Location: 110 MPH Sheet No.: 52 peion PAGE 1 OF 53 SPECIFIC SITE REVIEW MEMORANDUM #2 PROJECT "Griffin Ranch" OFT.1 J.N. 6119-2317 LOCATION Griffin Ranch Community CLIENT J.N. n/a La Quinta, CA CODE C15C 2016 (design) CLIENT Lennar Homes -Inland Division SITE n(a CONTACT Shelly Jordan, Project Manager CELL (951) 258-8688 SUBJECT Structural Investigation of Existing Site walls EMAIL g.11e114jpro8n0lcnnar.cam DATE May 2, 2019 PRINCIPAL Ilia 5arad, P,E., 5.E., 5.E.C.5. EMAIL ilias@optlon-1.com PROJECT ENG. Enrique Ore, P.E. EMAIL : enriqueo0optie ri-1.com INTRODUCTION As requested, we have completed our structural investigation of existing site CMU walls as referenced above. This office was asked to observe existing site walls for a5-built conditions. Site investigation was conducted to verify construction of PROTO II wall as permitted by the city of La Quinta on 3/22/2017. This investigation comprises of a limited visual observation of the CMU site wall around the Recreation Retention area, and the review of the Field Verification Report by Southwest Inspections & Testing, Inc. dated March 27, 2019. This Specific Site Review Memorandum summarizes our findings. Additionally, the following letter is based upon this ofPice's previous experience with projects of a similar type and accepted standard engineering practice under the jurisdiction of the California Building Code (C8C), 2016 Edition. PROJECT LOCATION and DESCRIPTION The site CMU walls are part of the Griffin Ranch Community and are located around the Recreation Retention area. Site walls are built by 8" CMU blocks for a retaining section of the wall and in some cases 6" CMU blocks topped with iron fencing above, DESCRIPTION OF INVESTIGATION The investigation included the following activities: • Project site visit by an Option One Consulting Engineers representative. The goal of this observation was to verify as -built conditions for site CMU walls. This investigation relied solely on visual observation of the as -built CMU walls and is subject to all the limitations associates with such method. • Review of Field Verification Report by Southwest Inspection & Testing, Inc. dated March 27, 2019, as submitted by the client. This report Is limited to homesites 149, 151, 152 and 154. BUILDING DIVISION REVIEWED FOR COMPLIANCE aATE H113l1 r S' �'c SPeC � O Par+ a,� 3 cotdlY 2317MEM02_51rz walls xlsx Option One Tel 714.556.1916 Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Fax 714.556.1952 P i o n s. ne SPECIFIC SITE REVIEW MEMORANDUM 02 PAGE 2 of 53 May 2, 2019 OBSERVATIONS and FINDINGS The following is a cursory summary of the observed findings for site GMU walls. For a more detailed representation of the as -built structural system, refer to the original construction documents. 517E CMU WALL5 at HOME5n5149 151152 154: As -built conditions for Homesites 149,151, 152, and 154 consist of 8" CMU retaining wall with an exposed height ranging from 32" to 45". As -Built site C.M.U. walls do not match PROTO II Standard Plans. However, the following can be inferred based on initial site observation, and information described in the Field Verification Report by Southwest Inspection & Testing, Inc. Lot 149 - Site Wall 1. C.M.U. wall thickness ........................... 2. C.M.U. wall height from top of ft'g... 4 ....... 3. G.M.U. wall vertical reinforcement.........,. 4. C.M.U. wall horizontal reinforcement........ 5. Foundation Width ....................... I ...... . 6. Foundation depth .............................. 7. Foundation reinforcement .................... • See retaining wall calculations #1 Lot 151 - 5ite Wall 1. C.M.U. wall thickness ........................... 2. C.M.U. wall height from top of ft'g........... 3. C.M.U. wall vertical reinforcement........... 4. C.M.U. wall horizontal reinforcement........ 5. Foundation Width .............................. 6. Foundation depth .............................. 7. Foundation reinforcement ...............:..... • See retaining wall calculations #2 Lot 152 - Site Wall 1. C.M.U. wall thickness ........................... 2. C,M.U. wall height from top of ft'g........... 3. G.M.U. wall vertical reinforcement........,.. 4. C.M.U. wall horizontal reinforcement......... 5. Foundation Width .............................. 6. Foundation depth ............................. 7. Foundation reinforcement ..................... • See retaining wall calculations #3 Lot 154 - 5ite Wall 1. C.M.U. wall thickness ........................... 2. C.M.U. wall height from top of ft'g........... 3. C.M.U. wall vertical reinforcement........... 4. C.M.U. wall horizontal reinforcement........ 5. Foundation Width .............................. 6. Foundation depth. I ............................ 7. Foundation reinforcement ....... I ............ . • See retalning wall calculations #4 n Southwest Insp. & Testing Report #190074 Remark 8" Sufficient 48" Sufficient #4 at 52" ac. Sufficient #4- at 24" o.c. Sufficient 29" Sufficient 13.5" Sufficient #4 at 12" o.c. each way Sufficient Southwest Insp. & Testing Report #190074 Remark 8" Sufficient 39" Sufficient #4 at 24' to 48" o.c. Sufficient #4 at 24" o.c. Sufficient 24" Sufficient 13.5" 5uffcient #4 at 5" to 6" o.c. each wa Sufficient Southwest Insp. & Testing Report #190074 Remark 8" Sufficient 38" Sufficient #4 at 32" O.C. Sufficient #4 at 16" o.c. Sufficient 39, 5ufficient W, Sufficient #4 at 12" o.c. each way Sufficient Southwest Insp. & Testing Report #190074 Remark 8" Sufficient 44" Sufficient #4 at 32" o.c. Sufficient #4 at 24 o.c. Sufficient 34' Sufficient 13.5" Sufficient #4 at 12" o c. each way Sufficient Fig. Existing Conditions Fig Existing Conditions Fig. Existing Conditions Fig. Existing Conditions 2317MEMo2 Site-11 16. Option One Tel 714.556.1916 Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Fax 714.556.1952 ption ne SPECIFIC SITE REVIEW MEMORANDUM #2 PAGE 3 of 53 May 2, 2019 51TE CMU WALLS at HOME51TE5149.151. 152,154 WITH ADDED 5URCHARGE LOAD: A surcharge load equivalent to a 6" G.M.U. fence wall similar to those found on Homesites 139-147, 148, and Well lot, was applied near the top of these walls for conditions as described in the figures 1, 2 and 3 (see below), with the following results: Fig. 1 Homesite 139-147 Conditions Fig. 2 Homesite 148 Conditions Fig. 3 Well Lot Conditions Lot 149 - Site Wall 1. Added fence wall load ........................... 2. G.M.U. wall thickness ........................... 3. C.M.U. wall height from top of ft'g............ 4. C.M.U. wall vertical reinforcement ............ 5. G.M.U. wall horizontal reinforcement........, 6. Foundation Width ......................... I..... 7. Foundation depth ............................... 8. Foundation reinforcement ..................... • 5ee retaining wall calculations #1-Fig. 1, 2 & Lot 151 - Site Wall 1. Added fence wall load ........................... 2. G.M.U. wall thickness ........................... 3. C.M.U. wall height from top of ft'g......... ... 4. C.M.U. wall vertical reinforcement............ 5. G.M.U. wall horizontal reinforcement........, 6. Foundation Width ............................... 7. Foundation depth ............................... 8. Foundation reinforcement ..................... Southwest In5p. & Testing Report #190074 Remark Yes' Fig, 1, 2 & 3 8" 5uffcient 48" Sufficient #4 at 32" o.c. Sufficient #4 at 24' o.c. Sufficient 29" Sufficient 13.5" Sufficient #4 at 12" o.c. each way 5ufficient Southwest Insp. & Testing Report #190074 Remark Yes" Fig. 1, 2 & 3 8" Sufficient 39" Sufficient #4 at 24" to 48" o.c. Sufficient #4 at 24" o.c. Sufficient 24' Sufficient 13.5" Sufficient #4 at 5" to G" o_c. each w 5uffcient • 5ee retaining wall calculations #2-Fig. 1, 2 & 3 Lot 152 - Site Wall 1. Added fence wall load ........................... 2. C.M.U. wall thickness ........................... 3. C.M.U. wall height from top of ft'g............ 4. C.M.U. wall vertical reinforcement............ 5. G.M.U. wall horizontal reinforcement......... 6. Foundation Width ............................... 7, Foundation depth ............................... 8. Foundation reinforcement ..................... Southwest Inep. & Testing Report #190074 Remark Yes" Fig. 1, 2 & 3 81' Sufficient 38" 5ufficient #4 at 52" o.c. 5uf iicient #4 at 15" o.c. Sufficient 35" Sufficient 14" Sufficient #4 at 12" o.c, each way Sufficient • 5ee retaining wall calculations #3-Fig.1, 2 & 3 Lot 154 - 5ite, Wall 1. Added fence wall load .......................... 2. C.M.U. wall thickness ........................... 3. C.M.U. wall height from top of ft'g............ 4. C.M.U. wall vertical reinforcement............ 5. G.M.U. wall horizontal reinforcement.......:: 6. Foundation Width ............................... 7. Foundation depth ............................... 8. Foundation reinforcement ..................... Southwest Inep. & Testing Report #190074 Remark Yes* Fig. 1. 2 & 3 8" Sufficient 44' Sufficient #4 at 32" o.c. Sufficient #4 at 24 o.c. Sufficient 34' 5ufficient 13.5" Sufficient #4 at 12" o.c. each way Sufficient • 5ee retaining wall calculations #4-Fig. 1, 2 & * Not a part of Southwest Insp. & Testing Report #190074 2317MEM02_51c walla xlex Option One Tel 714.556.1916 Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Fax 714.556.1952 ption ne SPECIFIC SITE REVIEW MEMORANDUM #2 PAGE 4 OF 53 May 2, 2019 NOTES and LIMITATIONS Our analysis and calculations for existing cantilever retaining walls are based on the following: • Project site visit by an Option One Consulting Engineers representative, The goal of this observation was to verify as -built conditions, and overall assessment of the site CMU walls. This investigation relied solely on visual observation of the as -built GMU walls, as well as a review of available documentations. This investigation Is subject to all the limitations associated with such method. • Review of Field Verification Report #190074 by Southwest Inspection & Testing, Inc. dated March 27, 2019, as submitted by the client. This report is limited to homesites 149,151,152 and 154. • Site information provided by the developer. Our service has been performed within the prescribed limits in a manner consistent with that level of skill and care ordinarily exercised by other professional consultants under similar circumstances. The Information presented in this letter is considered valid as of this date. As new and/or amended information becomes available, we reserve the right to revise and resubmit as necessary. This letter only provides an additional technical support service for Client to further evaluate any remedial actions necessary for review with EOR. This letter represents our opinion In solving the a5-built field condition and/or achieve the builder's request. If you should have any questions and need additional clarification on items listed above, please do not hesitate to contact our office at (714) 556-1916. pVL4FESS1 5� �,`�4 Submitted by: �, p 11 OPTION ONE CONSULTING ENGINEERS I�14. rn This document must bearan original' WET' signature and seal for all submittal purposes. °C NO. S 3855 * Exp, 3/31/2020 Enrique Ore, P.E. Ilia 5arad, P.E., 5.E., 5.E.C,13, LP�9%rpRUCT BRA �tiP Project Engineer Principal OF CA1.1{'dEi Distribution: Shelly Jordan May 2, 2019 STAMP OF ENGINEER -OF -RECORD Attachments: Vicinity Map & Partial Site Plan 2317MEM02 5ic walls 1. Option One Tel 714.556.1916 Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Fax 714.556.1952 f SPECIFIC SITE REVIEW MEMORANDUM #2 May 2, 2019 VICINITY MAP ption ne PAGE 5 OF 53 � ,, � i i'�y .r .�� •.rsr •.�- � f, Sit:, _. l •" ..1 y") - r • + `' •�:Ttb ,S�'1Z7 Cam" 77 -[ J 7f 1 • jj r �� -� s:�r • i :�'fY<[:Z� � irrK {�•if:�:f'yalr -�:—` �•�• - 4. o. ' ;� ' '• ' .- ._-- ,r; ,ram; - � i • a r� •, ' '.c+"Li..• ,.mot-.�T �• �-�« R .r��+4a� -`. •. ..��:.�r —��-•!�.?y••�-- �yd f r-T l I� Vicinity Map with Recreation Retention area (images by Google Maps) 2317MEM02_5ic wall, b. Option One Tel 714.556.1916 Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Fax 714,556.1952 ption ne SPECIFIC SITE REVIEW MEMORANDUM #2 May 2, 2019 SITE PLAN. PAGE 6 OF 53 138 �. a 139- f4Q 141 142 143 144 RECREATION RETENTION LOT •AU• 154 153 152 1 o .7 _ - - (/j Ems' ftli CO it +�R 163 164 ; 151 1 J 158 t I,. it i 150 145 _ 159 .� , 162 165 5 `a r� _ i t I 149 146 _.;. �• l It _ _ ' t' I � 166 148 147 ; Combo Wall ' I Retaining Wall only - _ - - , - — Homesites around Recreation Retention area (Image provide by Shelly Jordan) 2317MEM02 5iu-11-1- Option One Tel 714.566.1916 Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Fax 714.556.1952 Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx Project Name/Number : griffin ranch Title Griffin Ranch Lot 149 Dsgnr: eo Description... As per field obs. 01/29/2019 & tech test Page: 1 Date: 23 APR 2019 RetainPro (F) 1987-2018, Build 11.18A2.04 License: KW-D6067268 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria ] Soil Data Retained Height = 3.25 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.75 ft Equivalent Fluid Pressure Method Active Heel Pressure - 0.4 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 2.50 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem i Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 15 18 OK Sliding = 2022.OK Total Bearing Load = 1,102 Ibs ...resultant ecc. = 1.16 in Soil Pressure @ Toe = 346 psf OK Soil Pressure @ Heel = 565 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 467 psf ACI Factored @ Heel = 762 psf Footing Shear @ Toe = 1.6 psi OK Footing Shear @ Heel = 5.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 23.9 Ibs less 100% Passive Force = - 57.5 Ibs less 100% Friction Force = - 424.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 27.0 #/ft ...Height to Top = 4.00 ft ...Height to Bottom = 3.25 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction Design Height Above Ftg ft= Wall Material Above "Fit" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs= Moment.... Actual Service Level ft-# Strength Level ft- # = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear. ...Allowable psi = Anet(Masonry) in2= Rebar Depth 'd' in = Masonry Data --- - - - Bottom Adjacent Footing Load Adjacent Footing Load - 0.0 Ibs Footing Width - 0.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Masonry ASD 8.00 # 4 32.00 Center 0.187 22.4 75.7 432.2 0.9 45.0 23.77 3.75 fm psi = 1.500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf= 55.0 Load Factors Short Term Factor = 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 4.90 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi= Seismic, E 1.000 Fy psi= f rr izt t4.�t- .l` �� r I N Project Name/Number : griffin ranch p Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 2 2765 Bristol Street, Sulte 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... As per field obs. 01/29/2019 & tech test This Wall in File: \\option 3\e ng in 1 \2300's\231 7-g riffin ranch\griffin ranch.rpx RetainPro (c) 1987-2018, Build 11.18.12.04 License : Kw-06067288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths Toe Width = 0.67 ft Heel Width = 1.75 Total Footing Width = 2.42 Footing Thickness = 12 00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % - 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results I Toe Heel Factored Pressure = 467 762 psf Mu': Upward = 111 0 ft-# Mu': Downward = 71 497 ft-# Mu: Design = 40 497 ft-# Actual 1-Way Shear = 1.61 5.85 psi Allow 1-Way Shear - 40.00 40.00psi Toe Reinforcing = # 4 @ 15.99 in Heel Reinforcing = # 4 @ 17.99 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.63 1n2 Min footing T&S reinf Area per foot 0.26 in2 /It If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING...., Force Distance Moment Force Distance Moment Item Ibs ft ft_# Ibs ft ft-# Heel Active Pressure = 3.6 1.42 5.1 Soil Over Heel = 422.5 1.88 793.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 20.3 4.63 93.7 Axial Dead Load on Stem = 40.0 1.00 40.1 Load @ Stem Above Soil = * Axial Live Load on Stem = 40.0 1.00 40.1 = Soil Over Toe = 16.8 034 5.6 Surcharge Over Toe = Total 23.9 O.T.M. 98.8 Stem Weight(s) = 220.0 1.00 220.7 Earth @ Stem Transitions = _ = Footing Weight = 363.0 1.21 439.2 Resisting/Overturning Ratio = 15.18 Key Weight = 2.50 Vertical Loads used for Soil Pressure = 1,102.3 Ibs Vert. Component = 2.42 Total = 1,062.3 Ibs R.M.= 1,499.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.000 in The abQve calculation is not vpfid if the heel wil bearing ressure exceeds chat of the t because the wall would then tend to rotate into the retained soil_ Project Name/Number : griffin ranch C� Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 3 J 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... As per field obs. 01/29/2019 & tech test This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987.2018, Build 11.13.12.04 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER 8" ;• / 44@ 32" 4._0- Q,16.in (!,D Toe L; Heel Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 Project Name/Number; griffin ranch Title Griffin Ranch Lot 149 Dsgnr: eo Description.... As per field obs. 01/29/2019 & tech test Page: 4 Date: 23 APR 2019 This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1957-2018, Build 11.18.12.04 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1530-13 License To: OPTION ONE CONSULTING ENGINEER DL=O LL=40# Ecc=O" 27 00pst i, J E rvic e-Level )� Pp= 07-51 #z n rn r. r Lr, 24# 19 0 Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 Project Name/Number : griffin ranch Title Griffin Ranch Lot 151 Dsgnr: eo Description.... As per field obs. 01/29/2019 & tech test Page: 1 I 1 Date: 23 APR 2019 This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria Retained Height = 3.17 ft Wall height above soil = 0.75 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 5.50 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0,0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 13.02 OK Sliding 27.49 OK Total Bearing Load - 899 Ibs ...resultant ecc. = 0.91 in Soil Pressure @ Toe = 347 psf OK Soil Pressure @ Heel = 551 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 465 psf ACI Factored @ Heel = 737 psf Footing Shear @ Toe = 1.1 psi OK Footing Shear @ Heel = 3.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 19.3 Ibs less 100% Passive Force = - 188.4 Ibs less 100% Friction Force = - 343.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Footingl]Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 27.0 #/ft ...Height to Top = 3.75 ft ...Height to Bottom = 3.17 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction Design Height Above Ftg it = Wall Material Above "Ht" - Design Method - Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-#= Moment..... Allowable - Shear ..... Actual Service Level psi = Strength Level psi = Shea r.....Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Adjacent Footing Load Adjacent Footing Load = 00 Ibs Footing Width = 0.50 ft Eccentricity - 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 8.00 # 4 48.00 Center 0.204 17.7 56.3 292.1 1.1 44.9 15.85 3.75 fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf = 490 Load Factors Short Term Factor = 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 4.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi = Seismic, E 1.000 Fy psi = A�. --I+-2 Project Name/Number : griffin ranch 12 Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 2 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... As per field obs. 01/29/2019 & tech test This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 ft Tog Heel Heel Width = 1.33 Factored Pressure = 465 737 psf Total Footing Width - 2.00 Mu': Upward = 111 0 ft_# Footing Thickness - 13.50 in Mu': Downward = 90 218 ft-# Mu: Design = 21 218 ft-# Key Width = 12.00 in Actual 1-Way Shear = 1.07 3.17 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.58 in2 Min footing T&S reinf Area per foot 0.29 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.23 in #4@ 16.46 in #5@ 12.76 in #5@ 25.51 in #6@ 18.11 in #6@ 36.21 in Summary of Overturning & Resisting Forces & Moments ,.,.,OVERTURNING..... ...RESISTING.... . Force Distance M Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 3.7 1.43 5.3 Soil Over Heel = 252.3 1.67 421.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 15.7 4.59 71 8 Axial Dead Load on Stem = 40.0 1.00 401 Load @ Stem Above Soil = *Axial Live Load on Stem = 40.0 1.00 40.1 = Soil Over Toe = 36.9 0.34 12.3 Surcharge Over Toe = Total 19.3 O.T.M. 77.1 Stem Weight(s) = 192.1 1.00 192.7 Earth @ Stem Transitions = _ = Footing Weight = 337.5 1.00 337.5 Resisting/Overturning Ratio = 13.02 Key Weight = 2.50 Vertical Loads used for Soil Pressure = 898.8 Ibs Vert. Component = 2.00 Total = 858.8 Ibs R.M.= 1,003.7 *Axial live load NOT included in total displayed, or used for overturning Desistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. I Tilt - Horizontal Deflection at Top of Wall due. to seftl_ement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the he eI soil be a nng pressure exceeds that of the toe. because II wo u Id t hen tend to rotate into the retained soil. 4�_ Project Name/Number : griffin ranch 13 Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 3 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... As per field obs. 01/29/2019 & tech test This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 License To: OPTION ONE CONSULTING ENGINEER #1@16.in Q Toe fil,g18.. @ Heel �2 3 -11" Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 4 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... As per field obs. 01129/2019 $ tech test This Wall in File: 1loption3lengin112300's12317-griffin rancMgriff in ranch.rpx etafnPW tej 1s87-2018. Bui d 11.18.12.04 License : KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER DL=O.LL=40# Ecc=O' 27.00psf (Service -Level) Pp= 100.37#Z= U5 Q Q co m ri- ir.. fri err Project Name/Number : griffin ranch 15 Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 1 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... Site Obs. & Testing by Southwest, inc. This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetaInPro (c) 1987-2019, Build 11.19.03.05 License: Kw-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria i Retained Height = 3.08 It Wall height above soil = 0.08 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 1.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem II Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 30.48 OK Sliding = 27.05 OK Total Bearing Load = 1,204 Ibs ...resultant ecc. = 2.87 in Soil Pressure @ Toe = 210 psf OK Soil Pressure @ Heel = 618 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 284 psf ACI Factored @ Heel = 836 psf Footing Shear @ Toe = 1.2 psi OK Footing Shear @ Heel = 5.3 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 19.8 Ibs less 100% Passive Force = 70.3 Ibs less 100% Friction Force = - 465.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 1200.in Lateral Load Applied to Stem Lateral Load = 27.0 #/ft ...Height to Top = 3.17 ft ...Height to Bottom = 2.17 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa - Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-# = Moment..... Allowable - Shear ..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width - 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist - 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - 0.0 ft Poisson's Ratio = 0 300 Stem OK 0.00 Masonry ASD 8.00 # 4 32.00 Center 0.114 18.1 45.2 432.2 0.8 44.7 23.77 375 fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. W II W ' ht f- 55 0 Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,AC1 1.200 1.600 1.600 1.000 1.000 a eig ps - Short Term Factor = 1.000 Equiv. Solid Thick. in = 4.90 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data '-- fc PSI = Fy psi = Project Name/Number : griffin ranch I r Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 2 y� 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... Site Obs. & Testing by Southwest, inc. This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx rceraenrro tc? ianr-eu-m, t uirn r.�7.vs.ue License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 316-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths Footing Design Results Toe Width = 1.08 ft Tog Heel Heel Width = 1.83 Factored Pressure = 284 836 psf Total Footing Width = 2.91 Mu': Upward = 205 0 ft-# Footing Thickness = 14.00 in Mu': Downward = 169 569 ft-# Mu: Design = 36 569 ft-# Key Width - 12.00 in Actual 1-Way Shear = 1.20 5.28 psi Key Depth - 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe - 2 00 ft Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)`Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.88 in2 Min footing T&S reinf Area per foot 0.30 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34 92 in Summary of Overturning & Resisting Forces & Moments .. .....OVERTURNING........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 3.6 1.42 5A Soil Over HL (ab. water tbl) 430.0 2.33 1,001.1 HL Act Pres (be water tbl) 3.2 Soil Over HL (bel. water tbl) 2.33 1.001.1 Hydrostatic Force Watre Table 2.33 Buoyant Force = 1.46 Sloped Soil Over Heel = Sloped Soil Over Heel = 3.6 1.42 5.1 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.41 56.5 Adjacent Footing Load = *Axial Live Load on Stem = 40.0 1.41 56.5 Added Lateral Load = 16.2 3.84 62.2 Soil Over Toe = 10.8 0.54 5.8 Load @ Stem Above Soil = Surcharge Over Toe = _ Stem Weight(s) = 173.8 1.41 245.6 Earth @ Stem Transitions = Footing Weight = 509.3 1.46 741.0 Total = 19.8 O.T.M. = 70.4 Key Weight = 2.50 Resisting/Overturning Ratio = 30.48 Vert. Component = 2.91 Vertical Loads used for Soil Pressure = 1,203.8 Ibs Total = 1,163.8 Ibs R.M.= 2,106.6 * Axi,=1 live load NOT included in total displayed, or used for overturning riL3istance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.041 in The above calculation is not valid if the heel soil bearing pressure exceeds th_aE_of the IQe because_�fL�wall wo � en tend to rotate rn he�etain�d sail. Project Name/Number : griffin ranch 17 Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 3 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... Site Obs. & Testing by Southwest, inc. This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1937-2019, Build 11.19.03.08 Lic:enso : KW06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To : OPTION ONE CONSULTING ENGINEER 1" @ Toe 4@18- @ Heel .L 3" Project Name/Number : griffin ranch I Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 4 25 2755 Bristol Street, Suite 100 Dsgnr: eo Date. 23 APR 2019 Costa Mesa, CA 92626 Description.... Site Obs. & Testing by Southwest, inc. This Wall in File: \\option3Wngin1\2300's\2317-griffin ranch\griffin ranch.rpx metamrru ju) iaai-au-iv, ounu n.1a.us.u0 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1530-13 License To : OPTION ONE CONSULTING ENGINEER DL=u ,LL=:.' O# , I 2?.00psf f Stre ngth-Level;® Pp= 70.31# 20# C Q Q ® Wdrostatic Force r `"• Lateral earth pressure due to the soil BELO''A. watertahle CDti 0 "�l I Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 This Wall in File: 7-griffin rancMgriffn ranch.rpx Project Name/Number : griffin ranch Title Griffin Ranch Lot 154 Dsgnr: eo Description... W/Site Obs. & Testing by Southwest, Inc. Page 1 11 Date: 23 APR 2019 Lfcease : KW-a5Q57288 �u v� Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria Retained Height = 3.50 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Height of Soil over Toe = 2.50 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads _ Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load = 27.0 #/ft Surcharge Over Toe = 0.0 ...Height to Top = ...Height to Bottom = 3.67 ft 2.67 ft Used for Sliding & Overturning - Load Type = Wind (1M Axial Load Applied to Stem (Strength Level) Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 40.0 Ibs (Strength Level) Axial Load Eccentricity = 0.0 in Footing Width = 0.00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Design Summary Stem Construction Bottom Wall Stability Ratios Design Height Above Ftg ft= Stem OK 0.00 Overturning = 29.50 OK Wall Material Above "Ht" = Masonry Sliding 31.49 OK Design Method = ASD Thickness = 8.00 Total Bearing Load = 1,409 Ibs Rebar Size = # 4 resultant ecc. = 1.79 in Rebar Spacing = 32.00 Soil Pressure @Toe = 340 psf OK Rebar Placed at Design Data = Center Soil Pressure @ Heel = 653 psf OK fb/FB + fa/Fa - 0.136 Allowable = 1.500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 462 psf ce Level Ibs = 18.7 ACI Factored @ Heel = 888 psf Strength Level Ibs = Footing Shear @Toe = 1.3 psi OK Moment.... Actual Footing Shear @ Heel = 7.7 psi OK Service Level ft�F = 54.2 Allowable = 75.0 psi Strength Level ft-#= Sliding Calcs Moment.....Allowable = 432.2 Lateral Sliding Force = 20.5 Ibs Shear.... Actual less 100% Passive Force = - 97.2 Ibs Service Level psi = 0.8 less 100% Friction Force = - 547.7 Ibs Strength Level psi = Added Force Req'd = 0.0 Ibs OK Shear..... Allowable psi = 44.9 ....for 1.5 Stability = 0.0 Ibs OK Anet (Masonry) in2 = 23.77 Rebar Depth 'd' in = 3.75 Masonry Data - - fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf = 55.0 Load Factors Short Term Factor = 1.000 Building Code CBC 2016,AC1 Equiv. Solid Thick. in = 4.90 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 t'c psi = Seismic, E 1 000 Fy psi = Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 154 Page: 2 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/Site Obs. & Testing by Southwest, Inc. This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2019, Build 11.19.03.08 License: KW06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 ft Tog Heel Heel Width = 2.17 Factored Pressure - 462 888 psf Total Footing Width = 2.84 Mu': Upward = ill 0 ft-# Footing Thickness = 13.50 in Mu': Downward - 78 975 ft-# Mu: Design - 33 975 ft-# Key Width = 12.00 in Actual 1-Way Shear = 1.31 7.70 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00pcf Key Reinforcing = None Spedd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd: Mu < phi*5'lambda'sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.83 in2 Min footing T&S reinf Area per foot 0.29 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.23 in #4@ 16.46 in #5@ 12.76 in #5@ 25.51 in #6@ 18.11 in #6@ 36.21 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.........RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 4.3 1.54 6.6 Soil Over HL (ab. water tbl) 631.4 2.09 1,318.6 HL Act Pres (be water tbl) 4.1 Soil Over HL (bel. water tbl) 2.09 1,318.6 Hydrostatic Force Watre Table 2.09 Buoyant Force = 1.42 Sloped Soil Over Heel = Sloped Soil Over Heel = 4.3 1.54 6.6 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.00 40.1 Adjacent Footing Load = ' Axial Live Load on Stem = 40.0 1.00 40.1 Added Lateral Load = 16.2 4.30 69.6 Soil Over Toe = 16.8 0.34 5.6 Load @ Stem Above Soil = Surcharge Over Toe = = Stem Weight(s) = 201.9 1.00 202.5 Earth @ Stem Transitions = Footing Weight = 479.3 1.42 680.5 Total = 20.5 O.T.M. = 80.3 Key Weight = 2.50 Resisting/Overturning Ratio = 29.50 Vert. Component = 2.84 Vertical Loads used for Soil Pressure = 1,409.3 Ibs Total = 1,369.3 Ibs R.M.= 2,287.5 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.021 in The above calculation is not valid if the heel soil bearing pressure exceeds, that of,thg toe, because the wall would then tend to rotate into the retained_seil. Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 154 Page: 3 2755 Bristol Street, Suite 100 Dsgnr: eo Date. 23 APR 2019 Costa Mesa, CA 92626 Description.... W/Site Obs. & Testing by Southwest, Inc. This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetalnPro tcl 1987-2019, Build 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall Cade: CSC 2016,ACI 318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER 3" 8" vv/ R4@ 32„ #=1@16_in @ Toe :94@1S" cy Heel 44 3" 3 - "u" Project Name/Number : griffin ranch /� n Option One Consulating Engineers Title Griffin Ranch Lot 154 Page: 4 G G 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/Site Obs. & Testing by Southwest, Inc. This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx License: KW-0605i Cantilevered Retaining Wall Code_ C8C 2016,ACI 318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER DL=O ,LL=40 , Ec, 27 00ps` CStrength-Leveli Pp= 97.22#Z= 20# a a Hydrostatic Force Ln x to El Lateral earth pressure due to the soil 6ELOt': watertaole M _ Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 1 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WfWALL LOAD & FENCE This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx sense To. OPTION ONE Criteria Retained Height = 3.25 ft Wall height above soil = 0.75 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 2.50 in Water height over heel = 0.0 ft E RCantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 54.0 #/ft Used To Resist Sliding & Overturning Height to Top = 4.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 3.00 ft Used for Sliding & Overturning -i Load Type = Wind (W) Axial Load Applied to Stem (Strength Level) Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 9.64 OK Sliding = 12.43 OK Total Bearing Load = 1,180 Ibs ..resultant ecc. = 0.88 in Soil Pressure @ Toe = 398 psf OK Soil Pressure @ Heel = 577 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 539 psf ACI Factored @ Heel = 780 psf Footing Shear @ Toe = 2.0 psi OK Footing Shear @ Heel = 5.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 41.3 Ibs less 100% Passive Force = - 57.5 Ibs less 100% Friction Force = - 455.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK (Strength Level) F-Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data tb/FB + fa/Fa - Total Force @ Section Service Level Ibs = Strength Level Ibs= Moment.... Actual Service Level ft-#= Strength Level ft-# = Moment..... Allowable - Shear ..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Bottom Code: CBC 2016,AC1318-14,AC1 530-13 Adjacent Footing Load Adjacent Footing Load - 200.0 Ibs Footing Width = 0 50 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.25 ft Footing Type Line Load Base AboveBelow Soil = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Masonry ASD 8.00 # 4 32.00 Center 0.313 39.8 130.1 432.2 1.7 45.0 23.77 3.75 fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. W II W ' h - Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,AC1 1.200 1.600 1.600 1.000 1.000 a ei9 t psf- 55.0 _ Short Term Factor = 1.000 Equiv. Solid Thick. in = 4.90 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data - fc psi = Fy psi = Project Name/Number : griffin ranch q " Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 2 t G-" 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WIWALL LOAD & FENCE This Wall in File: \\option 3\e ng in 1 \2300's\231 7-griffi n ranch\griffin ranch.rpx RetainFro tcj 1987-2019, Build 11.19.03.08 License: KW-06057280 Cantilevered Retaining Wall License To: OPTION ONE CONSULTING ENGINEER Code: CBC 2016,AC1318-14,ACI 530-12 'Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = _ 1.75 _ Factored Pressure = 539 780 psf Total Footing Width = 2.42 Mu': Upward = 126 0 ft_# Footing Thickness = 12.00 in Mu': Downward = 71 497 ft-# Mu: Design = 55 497 ft-# Key Width = 12.00 in Actual 1-Way Shear = 1.97 5.85 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = # 4 @ 15.99 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(Pc)*Sm Key: No key defined Min footing T&S reinf Area 0.63 in2 Min footing T&S reinfArea per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft_# HL Act Pres (ab water tbl) 3.6 1.42 5.1 Soil Over HL (ab. water tbl) 422.5 1.88 793.6 HL Act Pres (be water tbl) 3.2 Soil Over HL (bel. water tbl) 1.88 793.6 Hydrostatic Force Watre Table 1.88 Buoyant Force = 1.21 Sloped Soil Over Heel = Sloped Soil Over Heel = 3.6 1.42 5.1 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = 77.5 1.88 145.6 Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.00 40.1 Adjacent Footing Load = 5.3 3.73 19.7 *Axial Live Load on Stem = 40.0 1.00 40.1 Added Lateral Load = 32.4 4.50 145.8 Soil Over Toe = 16.8 0.34 5.6 Load @ Stem Above Soil = Surcharge Over Toe = = Stem Weight(s) = 220.0 1.00 220.7 Earth @ Stem Transitions = Footing Weight = 363.0 1.21 439.2 Total = 41.3 O.T.M. = 173.8 Key Weight = 2.50 Resisting/Overturning Ratio = 9.64 Vert. Component = 2.42 Vertical Loads used for Soil Pressure = 1,179.8 Ibs Total = 1,139.8 Ibs R.M.= 1,685.0 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Tap of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.031 in The above calculation Is not valid if the heel soil bearing aressure exceeds that of the toe: because the wall would then tend to rotate into the retained soil. ALr Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 3 2766 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD & FENCE This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx RetalnPra (c)1987-2019, Bulld 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER 3" 8" ,,v.+ #4 @ 32„ #4@16 in Toe (b Heel 4 -0„ Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 4 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD & FENCE This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx GtainPro (c) 1987-2019, Build 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-12 License To: OPTION ONE CONSULTING ENGINEER DL=O ,LL=40:.. EC =. COW (Strength -Level; 11 Pp= 5-7.51# Idj Ftg Load =2009 Ecc.=O from CL H'vdrostatic Force c) cn i_ x cam ] Lateral eartli pressure due to the soil BELO.,% ,xatertable r- cri �n s Project Name/Number : griffin ranch �� Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 1 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD 6.5 FT This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\grif%n ranch.rpx RetainPro (e) 1987-2019. Build 11.19.03.08 - License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria Soil Data Retained Height = 3.25 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.ft Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Slope Behind Wall = 0.0000 Height of Soil over Toe = 2.50 in = Water height over heel = 0.0 It Passive Pressure = 250.0 psf/ft Surcharge Loads Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.88 OK Sliding = 5.06 OK Total Bearing Load = 1,277 Ibs ...resultant ecc. = 1.39 in Soil Pressure @ Toe = 680 psf OK Soil Pressure @ Heel = 376 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 922 psf ACI Factored @ Heel = 509 psf Footing Shear @ Toe = 3.6 psi OK Footing Shear @ Heel = 5.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 109.1 Ibs less 100% Passive Force = - 57.5 Ibs less 100% Friction Force = - 494.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 156.0 #/ft ...Height to Top = 4.00 ft ..Height to Bottom = 3.00 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction J _ Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size - Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-#= Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Bottom q LAdjacent Footing Load Adjacent Footing Load 450.0 Ibs Footing Width - 0.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.25 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Masonry ASD 8.00 # 4 32.00 Center 0.850 107.6 362.4 432.2 4.5 45.0 23.77 3.75 fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf = 55.0 Load Factors - Short Term Factor = 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 4.90 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data` - Wind, W 1.000 fc psl= Seismic, E 1.000 Fy psl = Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 2 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WIWALL LOAD 6.5 FT This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch. rpx RetasnPro tcj 1987-2019, Build 11.19.03.08 License: KW-0605728B Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To : OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths L Footing Design Results Toe Width = 0.67 ft Tog Heel Heel Width = 1.75 Factored Pressure = 922 509 psf Total Footing Width = 2.42 Mu' : Upward = 198 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 71 497 ft-# Mu: Design = 128 497 ft-# Key Width = 1 Key Depth = in in Actual 1-Way Shear = 3.60 5.85 psi 20.00 .00 Key Distance from Toe = .00 ft Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd: Mu < phi*5'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.63 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....CVERTURNING..... ....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 3.6 1.42 5.1 Soil Over HL (ab. water tbl) 422.5 1.88 793.6 HL Act Pres (be water tbl) 3.2 Soil Over HL (bel. water tbl) 1.88 793.6 Hydrostatic Force Watre Table 1.88 Buoyant Force = 1.21 Sloped Soil Over Heel = Sloped Soil Over Heel = 3.6 1.42 5.1 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = 174.4 1.88 327.6 Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.00 40.1 Adjacent Footing Load = 11.9 3.73 44.4 "Axial Live Load on Stem = 40.0 1.00 40.1 Added Lateral Load = 93.6 4.50 421.2 Soil Over Toe = 16.8 0.34 5.6 Load @ Stem Above Soil = Surcharge Over Toe = - Stem Weight(s) = 220.0 1.00 220.7 Earth @ Stem Transitions = Total = 109.1 O.T.M. = Footing Weight = 363.0 473.9 1.21 439.2 Key Weight = 2.50 Res isting/Overturning Ratio = 3.88 Vert. Component = 2.42 Vertical Loads used for Soil Pressure = 1,276.7 Ibs Total = 1,236.7 Ibs R.M.= 1,867.1 "Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.031 in The_abpve calculation Is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Project Name/Number : griffin ranch l I Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 3 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WMALL LOAD 6.5 FT This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2019, Build 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1530-13 License To: OPTION ONE CONSULTING ENGINEER 3' #4@16_in @ Toe t4 w18.. @ Heel 4'-0" Project Name/Number : griffin ranch 30 Option One Consulating Engineers Title Griffin Ranch Lot 149 Page: 4 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WMALL LOAD 6.5 FT This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx rtnravIrry lul Ivor-cvio, ovuu a l.-w.va.vo License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER DL=O .LL=40 t . Ecc=O 156. 00p sf (Strength -Level; Pp= 5:7.51: r— �dj Ftg Load =450; Ecc.=O from CL i 109t Q a Hydrostatic Force -M CV �i r r., ❑ Lateral earth pressure due to tl7e soil BELL':,, vvatert3ble Project Name/Number : griffin ranch 31 Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 1 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WMALL LOAD & FENCE This Wall in File: lloption3lengin112300'sX2317-griffin rancMgriffin ranch.rpx RetainPro (c) 19B7.2019, Build 11.19,03.08 License : KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria Soil Data Retained Height = 3.17 It Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.75 ft Equivalent Fluid Pressure Method Active Heel Pressure - 0.4 psf/ft = Slope Behind Wall 0.00 Height of Soil over Toe = 5.50 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft N Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary r Wall Stability Ratios Overturning = 6.28 OK Sliding - 13.32 OK Total Bearing Load = 947 Ibs ...resultant ecc. = 0.06 in Soil Pressure @ Toe = 466 psf OK Soil Pressure @ Heel = 481 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 625 psf ACI Factored @ Heel = 644 psf Footing Shear @ Toe = 1.6 psi OK Footing Shear @ Heel = 3.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 41.4 Ibs less 100% Passive Force = - 188.4 Ibs less 100% Friction Force = - 362.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 120 00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 54.0 #/ft ...Height to Top = 3.92 ft ...Height to Bottom = 2.92 It Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction I_ Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa - Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment ....Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Adjacent Footing Load Adjacent Footing Load - 200.0 ibs Footing Width - 0.50 ft Eccentricity - 0.00 in Wall to Ftg CL Dist - 0.25 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 8.00 # 4 48.00 Center 0.4as 39.7 126.9 292.1 2.5 44.9 15.65 3.75 fm psi = 1.500 Fs psi = 20,000 Solid Grouting - No Vertical component of active lateral soil pressure IS Modular Ratio 'n' - 21.48 considered in the calculation of soil bearing pressures. Load Factors - -- Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Wya II Wei g ps Short Term Factor - 1.000 Equiv. Solid Thick. in = 4.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data - - - - f c psi = Fy psi = Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 2 h 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WfWALL LOAD & FENCE This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx Retain Pro (c) 1987-2019, BuiId 11.19A3.0B License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 625 644 psf Total Footing Width = 2.00 Mu': Upward = 141 0 ft-# Footing Thickness - 13.50 in Mu': Downward = 90 218 ft-# Mu: Design = 51 218 ft-# Key Width = Key Depth = 1 .00 in in Actual 1-Way Shear = 1.64 3.17 psi Key Distance from Toe - 20.00 2.00 ft Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spedd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda`sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.58 in2 Min footing T&S reinf Area per foot 0.29 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.23 in #4@ 16.46 in #5@ 12.76 in #5@ 25.51 in #6@ 18.11 in #6@ 36.21 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.....MRESISTING..... Force Distance oment Force Distance Moment Item Ibs ft ft_# Ibs ft ft_# HL Act Pres (ab water tbl) 3.7 1.43 5.3 Soil Over HL (ab. water tbl) 252.3 1.67 421.0 HL Act Pres (be water tbl) 3.3 Soil Over HL (bel. water tbl) 1.67 421.0 Hydrostatic Force Watre Table 1.67 Buoyant Force = 1.00 Sloped Soil Over Heel = Sloped Soil Over Heel = 3.7 1.43 5.3 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = 48.2 1.67 80.3 Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.00 40.1 Adjacent Footing Load = 5.3 3.78 20.0 "Axial Live Load on Stem = 40.0 1.00 40.1 Added Lateral Load = 32.4 4.55 147.3 Soil Over Toe = 36.9 0.34 12.3 Load @ Stem Above Soil = Surcharge Over Toe = = Stem Weight(s) = 192.1 1.00 192.7 Earth @ Stem Transitions = Total = 41.4 O.T.M. = Footing Weight = 337.5 175.8 1.00 337.5 Key Weight = 2.50 Resisting/Overturning Ratio = 6.28 Vert. Component = 2.00 Vertical Loads used for Soil Pressure = 946.9 Ibs Total = 906.9 Ibs R.M.= 1,124.1 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculatron. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. L Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.041 in The ab ovecaicuIatic n is not valid it th e hee I so iI be arin r sure exceeds that -of th to because the wall would then tend to rotate into the retained soil. Project Name/Number : griffin ranch Z 7J Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 3 `J 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD & FENCE This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2019, Build 11.19.03.08 License : KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER 8,. ,n? 04@ 48., 6'1 in Cs, L; Toe @ Heel 2- i Project Name/Number : griffin ranch �� Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 4 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WIWALL LOAD & FENCE This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx RetainPra Ici 1987-2019, Build 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall Cade: CBC 2016,ACI 318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER DL=O .LL=40# . Ecc 54. 00 psf hwEl Pp= 188.37#,= Adj Ftg Load =200-- Ecc =0" from CL 41# Hydrostatic Force c to ti-.1 CC. Lateral earth Pressure due to the sail BELOV..' 2ter table r -a Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 1 39 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD 6.5 FT This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx ReteinPre (C) 1937-2019, guild 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria Soil Data - Retained Height = 3.17 ft Allow Soil Bearing = 1,500.0 psf r, Wall height above soil = 0.75 ft Equivalent Fluid Pressure Method h Active Heel Pressure - 0.4 psf/ft = Slope Behind Wall 0.00 Height of Soil over Toe = 5.50 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft H Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning _Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.13 OK Sliding - 6.71 OK Total Bearing Load = 1,007 Ibs ...resultant ecc. - 1.91 in Soil Pressure @ Toe = 744 psf OK Soil Pressure @ Heel = 263 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,001 psf ACI Factored @ Heel = 353 psf Footing Shear @ Toe = 2.9 psi OK Footing Shear @ Heel = 3.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 85.8 Ibs less 100% Passive Force = - 188.4 Ibs less 100% Friction Force = - 386.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 156.0 #/ft ...Height to Top = 3.92 ft ...Height to Bottom = 3.17 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 45J,0 It s Footing Width = 0.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.25 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction Bottom Design Height Above Ftg ft = Stem OK 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 48.00 Rebar Placed at - Center Design Data fb/FB + fa/Fa - 0.978 Total Force @ Section Service Level Ibs = 84.1 Strength Level Ibs = Moment.... Actual Service Level ft-= 282.5 Strength Level ft-#= Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Moment..... Allowable 292.1 Shear..... Actual Service Level Strength Level Shear.. ..Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 5.3 psi = psi = 44.9 in2 = 15.85 in = 3.75 psf = 1,500 psi = 20,000 No 21.48 psf = 49.0 = 1.000 in = 4.60 = Medium Weight = ASD psi = psi= r I F Project Name/Number : griffin ranch 2 Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 2 �7(� 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD 6.5 FT This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2019, Build 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall License To: OPTION ONE CONSULTING ENGINEER Code: CBC 2016,AC1318-14,AC1 530-13 Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = _ 1.33 Factored Pressure = 1,001 353 psf Total Footing Width = 2.00 Mu': Upward = 208 0 ft-# Footing Thickness = 13.50 in Mu': Downward = 90 218 ft-# Mu: Design = 118 218 ft-# Key Width = 12.00 in Actual 1-Way Shear = 2.92 3.17 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2 00 ft Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5'lambda'sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.58 in2 Min footing T&S reinf Area per foot 0.29 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.23 in #4@ 16.46 in #5@ 12.76 in #5@ 25.51 in #6@ 18.11 in #6@ 36.21 in L Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.........RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 3.7 1.43 5.3 Soil Over HL (ab. water tbl) 252.3 1.67 421.0 HL Act Pres (be water tbl) 3.3 Soil Over HL (bel. water tbl) 1.67 421.0 Hydrostatic Force Watre Table 1.67 Buoyant Force = 1.00 Sloped Soil Over Heel = Sloped Soil Over Heel = 3.7 1.43 5.3 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = 108.3 1.67 180.8 Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.00 40.1 Adjacent Footing Load = 11.9 3.78 44.9 ' Axial Live Load on Stem = 40.0 1.00 40.1 Added Lateral Load = 70.2 4.67 327.8 Soil Over Toe = 36.9 0.34 12.3 Load @ Stem Above Soil = Surcharge Over Toe = = Stem Weight(s) = 192.1 1.00 192.7 Earth @ Stem Transitions = Footing Weight = 337.5 1.00 337.5 Total = 85.8 O.T.M. = 381.3 Key Weight = 2.50 Resisting/Overturning Ratio = 3.13 Vert. Component = 2.00 Vertical Loads used for Soil Pressure = 1,007.1 Ibs Total = 967.1 Ibs R.M.= 1,224.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. L Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.041 in e above calculation is not valid If the heel soil bearin❑ pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : griffin ranch �� Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 3 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WIWALL LOAD 6.5 FT This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx F7eta1nPro tcj 1987-2019, B u M I I.19.03.08 Llcense: l{W46057288 Cantilevered Retaining WBII Code: CBC 2016,ACI 318-14,ACI 530-12 License To: OPTION ONE CONSULTING ENGINEER G" o",,v 10_48.. #4 c@' }rt 1G.in L To e #4o18" @ Heal 4 Project Name/Number : griffin ranch 0 Option One Consulating Engineers Title Griffin Ranch Lot 151 Page: 4 130 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.— W1WALL LOAD 6.5 FT This Wall in File: \\option 3\engin 1 \2300's\231 7-g riffin ranch\griffin rancli.rpx Reta In Pro (c) 1987.2019. Build 11,19,03.08 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1530-13 License To: OPTION ONE CONSULTING ENGINEER DL=0 LL=40--, 16 0opsf (St rength-Le,el19M Pp. 188 37' Adj Ftg Load =450-- Ecc =0" from CL Ecc=O" a6r Hydrostatic Farce Lateral earth pressure due to the soil BELOIA[ v;ater table r-- cv Project Name/Number : griffin ranch �� Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 1 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD & FENCE This Wall in File: \loption3\enginl\2300's12317-griffin ranchlgriffin ranch.rpx RetainPro (c) 1987-2019, Build 11.19.03.09 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Retained Height = 3.08 ft Wall height above soil = 0.08 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 1.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem II Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning - 14.91 OK Sliding = 13.70 OK Total Bearing Load = 1,278 Ibs ...resultant ecc. 2.54 in Soil Pressure @ Toe = 247 psf OK Soil Pressure @ Heel = 631 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 335 psf ACI Factored @ Heel = 856 psf Footing Shear @ Toe = 1.5 psi OK Footing Shear @ Heel = 5.3 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 41.3 Ibs less 100% Passive Force = - 70.3 Ibs less 100% Friction Force = - 495.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction - 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 54.0 #/ft Height to Top = 3.17 ft Height to Bottom = 2.17 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-# = Moment..... Allowable - Shear ..... Actual Service Level psi = Strength Level psi = Shear. ...Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Bottom [Adjacent Footing Load Adjacent Footing Load - 200.0 Ibs Footing Width = 0.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.25 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall 0 0 ft Poisson's Ratio - 0.300 Stem OK 0.00 Masonry ASD 8.00 # 4 32.00 Center 0.245 39.6 102.0 432.2 1.7 44.7 23.77 3.75 I'm psi = 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf = 55.0 Load Factors Short Term Factor = 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 4.90 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi= Seismic, E 1.000 Fy psi = I I Q AJ, L a!'f' A. - Project Name/Number : griffin ranch 40 Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 2 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD & FENCE This Wall in File: \\option 3\eng in 1 \2300's\231 7-g riffi n ranch\griffin ranch.rpx RetainPro (c) 1987.2019, 8ufld 11.19.03.08 License: KW-0805728E Cantilevered Retaining Wall License To: OPTION ONE CONSULTING ENGINEER Code: CBC 2016,AC1318-14,AC1 530-13 Footing Dimensions & Strengths Footing Design Results Toe Width = 1.08 ft Toe Heel Heel Width = 1.83 _ Factored Pressure = 335 856 psf Total Footing Width = 2.91 Mu': Upward = 233 0 ft-# Footing Thickness = 14.00 in Mu': Downward = 169 569 ft-# Mu: Design = 64 569 ft-# Key Width = 12.00 in Actual 1-Way Shear = 1.54 5.28 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 in #6@ 17.46 in 0.88 in2 0.30 in2 ift If two layers of horizontal bars: #4@ 15.87 in #5@ 24.60 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# ibs ft ft-# HL Act Pres (ab water tbl) 3.6 1.42 5.1 Soil Over HL (ab. water tbl) 430.0 2.33 1,001.1 HL Act Pres (be water tbl) 3.2 Soil Over HL (bel. water tbl) 2.33 1,001.1 Hydrostatic Force Watre Table 2.33 Buoyant Force = 1.46 Sloped Soil Over Heel = Sloped Soil Over Heel = 3.6 1.42 5.1 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = 74.6 2.33 173.6 Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.41 56.5 Adjacent Footing Load = 5.3 3.73 19.7 *Axial Live Load on Stem = 40.0 1.41 56.5 Added Lateral Load = 32.4 3.84 124.3 Soil Over Toe = 10,8 0.54 5.8 Load @ Stem Above Soil = Surcharge Over Toe = _ Stem Weight(s) = 173.8 1.41 245.6 Earth @ Stem Transitions = Footing Weight = 509.3 1.46 741.0 Total = 41.3 O.T.M. = 152.3 Key Weight = 2.50 Resisting/Overturning Ratio = 14.91 Vert. Component = 2.91 Vertical Loads used for Soil Pressure = 1,278.4 Ibs Total = 1,238.4 Ibs R.M.= 2,280.2 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.041 in The above calculation is not valid if the heel soil bearingpressure exceeds that of the ice, because the wall would then tend to rotate into the retained soil, Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 3 41 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD & FENCE This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (G) 1987.2019, Build 11. 9M.08 License: KW-06057288 Cantilevered Retaining Wall Cade: CI3C 2016,AC1318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER @ Toe Heel 3" 3 -2-' Project Name/Number : griffin ranch �� Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 4 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WMALL LOAD & FENCE This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin neiamrro tc) iaui-[uia, tsuna 11.1a.us.uo License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1530-13 License To: OPTION ONE CONSULTING ENGINEER D L=0 .LL=409 54.00psf (Stre n gth- Lave I ;® Pp= 70.31# Adj Ftg Load =200# Err_,=0'fr,,m CL 41= w a ■ Hydrostatic Force �n r-- N M Lateral Earth pressure due to the soil BEL0,JV water table - Lk)- - f i Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch-rpx Project Name/Number : griffin ranch Title Griffin Ranch Lot 152 Dsgnr: eo Description.... WIWALL LOAD 6.5 FT Page: 1 Date: 23 APR 2019 License �K,WZe0's iai I - - - - ' '''--..._- Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria I Soil Data Retained Height = 3.08 ft Allow Soil Bearing = 1,500.0 psfpw Wall height above soil = 0.08 ft Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft y' Slope Behind Wall = 0.00 Height of Soil over Toe = 1.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 5.97 OK Sliding = 5.53 OK Total Bearing Load = 1,372 Ibs ...resultant ecc. - 0.81 in Soil Pressure @ Toe = 405 psf OK Soil Pressure @ Heel = 537 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 551 psf ACI Factored @ Heel = 730 psf Footing Shear @ Toe = 2.7 psi OK Footing Shear @ Heel = 5.3 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 109.1 Ibs less 100% Passive Force = - 70.3 Ibs less 100% Friction Force = - 532.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 156.0 #/ft ...Height to Top = 3.17 ft ...Height to Bottom = 2.17 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Reber Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-# = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' In = Masonry Data Bottom Adjacent Footing Load Adjacent Footing Load = 450.0 Ibs Footing Width = 0.50 ft Eccentricity = 0.00 in Wall to Ftg CL Dist - 0.25 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio - 0.300 Stem OK 0.00 Masonry ASD 8.00 # 4 32.00 Center 0.662 107.4 282.3 4322 4.5 44.7 23.77 3.75 fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' - 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf = 55.0 Load Factors Short Term Factor - 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 4.90 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi = Seismic, E 1.000 Fy psi = Project Name/Number : griffin ranch d Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 2 -1 q- 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD 6.5 FT This Wall in File: \\option3\engin1\2300's\2317-griffin ranch\griffin ranch.fpx RetainPro (c) 1987-2019, Build 11.19.03.08 License: Kw.06057280 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To.- OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths Footing Design Results Toe Width = 1.08 ft Toe Heel Heel Width = 1.83 Factored Pressure - 551 730 psf Total Footing Width = 2.91 Mu': Upward = 334 0 ft-# Footing Thickness = 14.00 in Mu': Downward = 169 569 ft-# Mu: Design = 165 569 ft-# Key Width = 1in Actual 1-Way Shear = 2.69 5.28 psi Key Depth = .00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 20.00 .00 ft Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spedd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd: Mu < phi`5`lambda*sgrt(fc)'Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.88 in2 Min footing T&S reinf Area per foot 0.30 in2 rft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in j Summary, of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 3.6 1.42 5.1 Soil Over HL (ab. water IN) 430.0 2.33 1,001.1 HL Act Pres (be water tbl) 3.2 Soil Over HL (bel. water IN) 2.33 1,001,1 Hydrostatic Force Watre Table 2.33 Buoyant Force = 1.46 Sloped Soil Over Heel = Sloped Soil Over Heel = 3.6 1.42 5.1 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = 167.8 2.33 390.7 Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.41 56.5 Adjacent Footing Load = 11.9 3.73 44.3 *Axial Live Load on Stem = 40.0 1.41 56.5 Added Lateral Load = 93.6 3.84 359.1 Soil Over Toe = 10.8 0.54 5.8 Load @ Stem Above Soil = Surcharge Over Toe = = Stem Weight(s) = 173.8 1.41 245.6 Earth @ Stem Transitions = Total = 109.1 O.T.M. = Footing Weight = 509.3 411.7 1.46 741.0 Key Weight = 2.50 Resisting/Overturning Ratio = 5.97 Vert. Component = 2.91 Vertical Loads used for Soil Pressure = 1,371.6 Ibs Total = 1,331.6 Ibs R.M.= 2.497.3 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. L Tilt Horiza_ntal_Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.041 in The above calculation is not valid if the heel soil be rin resVie exceeds t�iat of the too. because the wall would then tend to rotate into the retained soil. r Project Name/Number : griffin ranch 'I Option One Consulating Engineers Title Griffin Ranch Lot 152 Page: 3 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD 6.5 FT This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx etainPro (c) 1987.2019, Build 11.19.03.08 License: KW-09057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER I" @ Toe #4@18" @ Heel 3" 3 2" Project Name/Number : griffin ranch j Option One Consulating Engineers Title Griffin Ranch Lot 152 Page : 4 lU 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD 6.5 FT License : KW-06057288Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER DL=O .LL=4O# (:Strength -Level Pp= 70.31# .dj Ftg Load =450�; Ecr_.=0" from CL 109# w H%drostatic Force v c� o Lateral earth pressure due to the soil BELO'.rtrwater taole -r �n I Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 154 Page: 1 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... WfWALL LOAD & FENCE This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.Fpx Retd nNO (C) 1987-2019, 5 u i (d 11.19.03.0$ Llcens e.KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1530-13 License To: OPTION ONE CONSULTING ENGINEER Criteria Retained Height = 3.50 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 2.50 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning - 15.42 OK Sliding = 17.58 OK Total Bearing Load = 1,409 Ibs ...resultant ecc. = 1.20 in Soil Pressure @ Toe = 392 psf OK Soil Pressure @ Heel = 601 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 533 psf ACI Factored @ Heel = 817 psf Footing Shear @ Toe - 1.6 psi OK Footing Shear @ Heel = 7.7 psi OK Allowable - 75.0 psi Sliding Calcs Lateral Sliding Force = 36.7 Ibs less 100% Passive Force = 97.2 Ibs less 100% Friction Force = 547.7 Ibs Added Force Req'd - 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK j Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 54.0 #/ft ...Height to Top = 3.67 ft ...Height to Bottom = 2.67 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction _ Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness - Rebar Size = Rebar Spacing = Rebar Placed at - Design Data fb/FB + fa/Fa - Total Force @ Section Service Level Ibs= Strength Level Ibs= Moment.... Actual Service Level ft-# Strength Level ft-# _ Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1 600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Moment ..... Allowable Shear..... Actual Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data - fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Bottom Stem OK 0.00 Masonry ASD 8.00 # 4 32.00 Center 0.255 34.9 105.6 432.2 Adjacent Footing Load Adjacent Footing Load = 200.0 Ibs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.25 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 psi= 1.5 psi = psi = 44.9 M2 = 23.77 in = 3.75 psi = 1,500 psi = 20,000 = No = 21.48 psf = 55.0 = 1.000 in = 4.90 = Medium Weight = ASD psi = psi = Project Name/Number : griffin ranch /�j Option One Consulating Engineers Title Griffin Ranch Lot 154 Page : 2 -`-` 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD & FENCE This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx Retain Pro (c) 19B7-2018, 8Wd 11.19M.08 License : KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1530-13 License To: OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths L Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 2.17 Factored Pressure = 533 817 psf Total Footing Width = 2.84 Mu': Upward = 125 0 ft-# Footing Thickness = 13.50 in Mu': Downward = 78 975 ft-# Mu: Design = 46 975 ft-# Key Width = 12.00 in Actual 1-Way Shear = 1.57 7.70 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 17.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinfArea 0.83 in2 Min footing T&S reinf Area per foot 0.29 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.23 in #4@ 16.46 in #5@ 12.76 in #5@ 25.51 in #6@ 18.11 in #6@ 36.21 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.........RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 4.3 1.54 6.6 Soil Over HL (ab, water tbl) 631.4 2.09 1,318.6 HL Act Pres (be water tbl) 4.1 Soil Over HL (bel. water tbl) 2.09 1,318.6 Hydrostatic Force Watre Table 2.09 Buoyant Force = 1.42 Sloped Soil Over Heel = Sloped Soil Over Heel = 4.3 1.54 6.6 Surcharge Over Heel = Surcharge over Heel = Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem = 40.0 1.00 40.1 Adjacent Footing Load = * Axial Live Load on Stem = 40.0 1.00 40.1 Added Lateral Load = 32.4 430 139.2 Soil Over Toe = 16.8 0.34 5.6 Load @ Stem Above Soil = Surcharge Over Toe = = Stem Weight(s) = 201.9 1.00 202.5 Earth @ Stem Transitions= Total = 36.7 O.T.M. Footing Weight = 479.3 = 149.8 1.42 680.5 Key Weight = 2.50 Resisting/Overturning Ratio = 15.42 Vert. Component = 2.84 Vertical Loads used for Soil Pressure = 1,409.3 Ibs Total = 1,369.3 Ibs R.M.= 2,287.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.041 in The above calculation is not valid if the h_ael Soil hear no ore�sure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. ---A- 1 4 Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 Project Name/Number : griffin ranch Title Griffin Ranch Lot 154 Dsgnr: eo Description.... WfWALL LOAD & FENCE Page: 3 4 r Date: 23 APR 2019 This Wall in File: lloption3lengin1\2300's\2317-griffin ranc.Mgriffin ranch.rpx RetainPro (0) 1987.201U. Buiid 11.19.03.08 License:KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1530-13 License To. OPTION ONE CONSULTING ENGINEER 3" 8,. yr;. #4C 32" #4@16 in @ Toe (Z Heel 3" 3 -°u' I 1 I Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 Project Name/Number : griffin ranch Title Griffin Ranch Lot 154 Dsgnr: eo Description.... WMALL LOAD & FENCE Page: 4 Date: 23 APR 2019 This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx Retain Pro cj 198 7-2 0 19, B u i d 11.1S.03.08 License. KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER GAL=i i .LL=40# , Ec1 54.00psf (Stre n gth-Le vie I.,® Pp= 97.22:TZ= .Adj Ftg Load =200ir Ecc.=O `from CL 37# N ■ yd Hi..rostatic Force cop Lateral earth pressure due to the sail BELOiA., water table 1 n Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 Project Name/Number : griffin ranch Title Griffin Ranch Lot 154 Dsgnr: eo Description.,.. W/WALL LOAD 6.5 FT Page: 1 �0 Date: 23 APR 2019 This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin raFLCli.rpx RetalnPro tc 1987-2019, Build 11.19.03.08 License: KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1 530-13 License To : OPTION ONE CONSULTING ENGINEER Criteria Retained Height = 3.50 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 2.50 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem 1 Axial Dead Load 0.0 Ibs Axial Live Load = 40.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning - 5.50 OK Sliding = 6.59 OK Total Bearing Load = 1,409 Ibs ...resultant ecc. - 1.04 in Soil Pressure @ Toe = 587 psf OK Soil Pressure @ Heel = 405 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 799 psf ACI Factored @ Heel = 551 psf Footing Shear @ Toe = 2.6 psi OK Footing Shear @ Heel = 7.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 97.9 Ibs less 100% Passive Force = - 97.2 Ibs less 100% Friction Force = - 547.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 0.4 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 156.0 #/ft ...Height to Top = 3.67 ft ...Height to Bottom = 2.67 ft Load Type = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Adjacent Footing Load Adjacent Footing Load = 450.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.25 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction Bottom - Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Design Method - ASD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 32.00 Rebar Placed at - Center Design Data fb/FB + fa/Fa - 0.704 Total Force @ Section Service Level Ibs = 96.1 Strength Level Ibs = Moment.... Actual Service Level ft-#= 299.6 Strength Level ft-# = Moment..... Allowable - 432.2 Shear..... Actual Service Level psi = 4.0 Strength Level psi = Shear..... Allowable psi = 44.9 Anet (Masonry) in2 = 23.77 Rebar Depth 'd' in = 3.75 Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf = 55.0 Load Factors Short Term Factor = 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick_ in = 4.90 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi = Seismic, E 1.000 Fy psi = Project Name/Number : griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 154 Page: 2 2755 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... W/WALL LOAD 6.5 FT This Wall in File: \\option3lengin1\2300's\2317-griffin ranch\griffin ranch.rpx RetainPro (c) 1987-2019, Build 11.19.03.08 License : Kw-06057288 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1 530-13 License To: OPTION ONE CONSULTING ENGINEER Footing Dimensions & Strengths Toe Width = 0.67 ft Heel Width = 2.17 Total Footing Width _ = 2.84 Footing Thickness = 13.50 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure - 799 551 psf Mu': Upward = 175 0 ft-# Mu': Downward = 78 975 ft-# Mu: Design = 97 975 ft-# Actual 1-Way Shear = 2.56 7.70 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = # 4 @ 15.99 in Heel Reinforcing = # 4 @ 17.99 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi`5'lambda'sgrt(fc)`Sm Heel: Not req'd: Mu < phi"5"lambda"sgrt(fc)`Sm Key: No key defined Min footing T&S reinf Area 0.83 in2 Min footing T&S reinf Area per foot 0.29 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.23 in #4@ 16.46 in #5@ 12.76 in #5@ 25.51 in #6@ 18.11 in #6@ 36.21 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 4.3 1.54 6.6 HL Act Pres (be water tbl) 4.1 Hydrostatic Force Buoyant Force = 1.42 Sloped Soil Over Heel = 4.3 1.54 6.6 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 93.6 4.30 402.0 Load @ Stem Above Soil = Total = 97.9 O.T.M. = 412.7 Resisting/Overturning Ratio = 5.60 Vertical Loads used for Soil Pressure = 1,409.3 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) 631.4 2.09 1,318.6 Soil Over HL (bel. water tbl) 2.09 1,318.6 Watre Table 2.09 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 40.0 1.00 40.1 Axial Live Load on Stem = 40.0 1.00 40.1 Soil Over Toe = 16.8 0.34 5.6 Surcharge Over Toe = Stem Weight(s) = 201.9 1 00 202.5 Earth @ Stem Transitions = Footing Weight = 479.3 1.42 680.5 Key Weight = 2.50 Vert. Component = 2.84 Total = 1,369.3 Ibs R.M.= 2,287.5 'Axial live load NOT included in total displayea, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.021 in The above calculation is not valid if the heel soil bearing ressure exceeds that of the toe because the wall would then tend to rotate Into the retained_sai[_ Option One Consulating Engineers 2755 Bristol Street, Suite 100 Costa Mesa, CA 92626 Project Name/Number : griffin ranch Title Griffin Ranch Lot 154 Dsgnr: eo Description.... W/WALL LOAD 6.5 FT Page: 3 �� Date: 23 APR 2019 This Wall in File: \\option3\enginl\2300's\2317-griffin ranch\griffin ranch.rpx Retain ro ej 1987-2619, Build 11.19.03.08 License : KW-06057288 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,AC1530-13 License To. OPTION ONE CONSULTING ENGINEER 3" — #. 3 718 in C Toe r=3 C 18" C Heel 3„ -tl i .... fh q -, - - W- - 3 4' Project Name/Number: griffin ranch Option One Consulating Engineers Title Griffin Ranch Lot 154 Page • 4 2765 Bristol Street, Suite 100 Dsgnr: eo Date: 23 APR 2019 Costa Mesa, CA 92626 Description.... T� WlWALL LOAD 6.5 FT This Wall in File: \\option3\engin 1 \2300's\2317-griffin ranch\griffin ranch.rpx etainPro (c) 1967.2019, Build 11.19.03.08 License : KW-06057288 Cantilevered Retaining Wall Cade: CBC 2016,ACi 318-14,ACI 530-13 License To: OPTION ONE CONSULTING ENGINEER GL=II .LL=-run . ECr—^ I' .65'.OcIpsf Strength-Le•:el;® Pp= 97.22,r,:f= Adj Ftg Load =450# Ecc.=O"from CL i 98r- u a Wdr0statir_ Force r� Lateral earth pressure due to the sail BELOW!. watertable it =r :option �fne PAGE 1 OF 2 5PECIFIC 51TE REVIEW MEMORANDUM #3 PROJECT "GrlfFln Ranch" OFT.1 J.N. 0119.2317 LOCATION Griffin Ranch Community CLIENT J.N. n/a La Quanta, CA CODE C13C 2016 (design) CLIENT Lennar Homes -Inland Division SITE nla CONTACT Shelly Jordan, Project Manager CELL (951) 258-8688 SUDJECT Structural Review of Existing Site Walls for Lots 150 and 153 EMAIL ehelly rdan41annar.com DATE September 9, 2019 PRINCIPAL Illa Sarad, P.E., S.E., 5.E.C.13. EMAIL Iliao@option-1.com PROJECTENG. Enrique Ore, P.E. EMAIL enriotueogo ion-1.com INTRODUCTION Lennar Homes has requested Option One Consulting Engineers to express their professional opinion regarding structural adequacy of as-bullt site walls for lots 150 and 153. PROJECT LOCATION and DESCRIPTION The site CMU walls are part of the Griffin Ranch Community and are located around the Recreation n W Fr OQ_0041 tentlon area. Site walls are built by 6" CMU blocks for the retaining sectlon of the wall and In some D G ses 6" CMU blocks for fence with Iron fencing above. 6$� 6`l,1Dr 110� lit ONCLUSION Data collected from site walls adjacent to lots 149 and 154, was deemed "sufficient" by calculations for their corresponding site conditions. Therefore, it is the opinion of Option One Consulting Engineers that if all design assumptions for site walls at lots 149 and 154 (per "specific site review memorandum #2, dated May 2, 2019) are presumed to be, applicable for lots 150 and 153. then, we would conclude these site walls to be. "sufficient" as well for aforementioned lots. NOTES and LIMITATIONS Our opinion for existing site walls at lots 150, and 156, is based on the following: • 13y observations and overall assessment of the site CMU walls specific to lots 149, and 154, as listed on "SPECIFIC SITE REVIEW MEMORANDUMS #1 and #2" by Option One Consulting Engineers, dated January 29, 2019 and May 2, 2019 respectively. • Site information were provided by the developer. Our service has been performed within the prescribed limits in a manner consistent with that level of skill and care ordinarily exercised by other professional consultants under similar circumstances. The Information presented in this letter is considered valid as of this date. As new and/or amended Information becomes available, we reserve the right to revise and resubmit as necessary. SC This letter only provides an additional technical support service for Client to further evaluate any of JPt�_1-PfG remedial actions necessary for review with EOR. This letter represents our opinion In solving the as -built � field condition and/or achieve the builder's request. ►� I1fIP.�"L �10J V If you should have any questions and need additional clarification on items listed above, please do not Pulri- 3 3 hesitate to contact our office at (714) 556-1916. 4 �pFf 55I0 Submitted by: OPTION ONE CONSULTING ENGINEERS This document must bear an original "WET' Signature and seal for all submittal purposes. y Enrique Ore, P.E. Project Engineer Distribution: Shelly Jordan Principal o; NO. S 3855 bj� �e* Exp. 3/31/2020 E., 0.E., 51 E.C.13. ��9T� RUCT �cC September9, 2019 STAMP OF ENGINEER -OF -RECORD 23176EM03 5iuwnllexl- Option One Consulting Engineers Tel 714.556.1916 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Cy 11 Fax 714.556.1952 �ption -:'ne SPECIFIC SITE REVIEW MEMORANDUM #3 September 9. 2019 SITE PLAN. PAGE 2 OF 2 137• Ey,,4-jjiT roll PROPOSED LOI UNE. 40JU5IVL415 SA CbNsumw, 1Nr- r- 'Y' -bW 139 140 1 141 142 1 143 144 L 55 RECREATION RETENTION 'AU' LOT 154 1 2 153 5 157 0 w 151 163 164 158 150 145 159 162 165 k I 149 146 5 160 I166 j 148 1 147 -A: Homesites around Recreation Retention area (image provide by Shelly Jordan) 2317MEW03�_51ra Option One Tel 714.556.1916 Consulting Engineers 2755 Bristol Street, Suite 100. Costa Mesa, Ca. 92626 Fax 714.556.1952