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Home My WebLink AboutCASTAWAYS_MARINA_PLOT_PLAN_CRIBWALL_BULKHEAD EIR 138ll�llll llll111 llnl lllllll loll llllll llll111llll *NEW FILE* CASTAWAYS MARINA_PLOT_ PLAN_CRIBWALL_BULKHEAD 11 10 TABLE OF CONTENTS APPENDIX C 1. "Castaways Marina - Final Plot Plan - Cribwall Design - Bulkhead Design" prepared by Cash and Associates Engineers, May, 1993 2. "Final Biological Mitigation Plan for the Loss of Mudflat and Shallow Subtidal Habitat - Castaways' Marina - Environmental Im- pact Report - Shellmaker Island Restoration Project, Upper New- port Bay, Newport Beach, California" prepared by Rick Ware Coas- tal Resources Management, October 29, 1992 3. "Report of Soil Characterization Study Shellmaker Island Newport Beach, California" prepared by Leighton and Associates, Inc., Project No. 40920439-01, July 20, 1992 i CASTAWAYS MARINA ' FINAL PLOT PLAN, CRIBWALL DESIGN & BULKHEAD DESIGN le 11 E CASTAWAYS MARINA K 'FINAL PLOT PLAN ■ CRIBWALL DESIGN ri BULKHEAD DESIGN FOR: GEOTECHNICAL.REVIEW . BY: CONVERSE. CONSULTANTS a CASH &ASSOCIATES SHEERS rn4) -895-2072 li= ington Brach. CA ��/GHT A�OGIT To S�GT/OBI/ O5 -- C, �iBvY-9LL � ,G//Gy�ST Po/iYr. 2d'- 24- 20 - - lON' -X TrP Ao 0 w` - c - G'llP/B14//9LL / /,/ni/l Fyn 130 ' -rQ fNC/iHSE,CJ //Y C/�GJ.S.�/�D �O�•f'—I SEGT/O/✓O 7'YP, <,9/�SSOiJ/ S'cyLE 3 / i /--�Aii= AL�oyYA.BtE SLOPE P.�R �PEcoi�J - �' /nEN.OAT/oiY OF So/LS E/YG/NEESP L Retaining Walls Company 1531 Grand Avenue • San Marcos, CA 92069 • 619471-2500 MIKE O'BRIEN 1531 Grand Avenue San Marcos, CA 92069 (619) 471-2500/(800) 367-9255 DESIGN TABLE TOTLL MAXIMUM nEIGF;, (FEET" WAIL iuNCNaFGE TYPE a IWT NI NZ Np I n4 MS r Id I d Id I I I c-al Id r f 3 5 C•42 Ir I r r U 2d 1f d W 22 If If y 24 If 13 23' If Iz 3 p43 Q 2d le 12 5 3d IC 12 Y + 3d If 12 d t n' 12 Ir 3r II' Iz Itl 3 E.4a N 3d 1f IT Id 5 4d If 12 Id T 42 le 12 Id 9' 41 1 r Iz "r IO' _ 44 Ir IZ Itl 4 Z C_43 '4d" Ir t2 Id d d Id d Id I I I C-41 :rx•,. 12 C•42 r'2d 13 7 22 13 d . 24 13 Ir 1d r. N • 13 Id 5 C-43 „2d 3d • t3 Id T se 13 Id d 3 13 Id 7 2 13 Id r 4' C-44 'x3f-" 13 Id 7 d rT:12P 13' Id 7 7 5 C•43 4{• 13 IC 7' Y 7 d C-41 • Id:I rd�.'Id teeat C•42 =2d'2 ,24-2r"� C-43 r y2 ';• 3d•, II I f d d 6 d 3 3 C-44 3x �13 II d 6 d d 3' 3' t-93 3..3r If d d Ir Y :• Id' if d d d d ^rdli. C-41 dv 2 V 14 d C-42 Lu J 22 15 7 i is! 91 W Id it 3 C-43 1d s N °'47x� 15 Id Y :giO�C± 15 1d d -. 3d?• 15 id Ir a .X%4 I 15 1 Id Itl td 3 3• t•en �:y2': 15 Id Id T �wA�% 15 Id 1d d I Id I Ir WALL TYPES NOTE: SEE PAGE 2 FOR DESIGN ASSUMPTIONS Retaining Walls Company CRIB RETAINING WALL ,4X�f�X DESIGN TABLES CORPORATE OFFICES 1531 GRAND AVENUE SAN MARCOS, CA 92069 619.471-2500 DRAWING NO. 1 OF 6 11/15/87 ROT.37N DESIGN NOTES: I) A CRIBWALL ACTS AND MUST BE DESIGNED AS A GRAVITY -TYPE RETAINING WALL. A) SLIDING RESISTANCE IS GENERATED BY INTERNAL SOIL FRICTION (0) COEFFICIENT OF SLIDING ALONG BASE • TAN 0 B) AVERAGE DENSITY OF CRIBWALL IN PLACE IS TAKEN TO BE 125 POUNDS PER CUBIC FOOT (BASED ON 120 AND 150 FOR SOIL AND CONCRETE, RESPECTIVELY). C) A VERTICAL LOAD EQUAL TO 1/3 THE HORIZONTAL LOAD IS APPLIED AT THE REAR OF THE WALL (ALONG ANALYSIS PLANE), 2)EFFECTIVE DEPTH OF WALL IS FROM FRONT OF FRONT STRETCHER TO SURCHARGE BACK OF BACK STRETCHER. 3) TO ATTAIN NECESSARY BASE WIDTH FOR WALL STABILITY, HEADERS CAN BE INTERLOCK -STACKED TO CREATE A MULTI -UNIT BASE. (SEE TYPICAL MULTIPLE-OEPTH WALL CROSS-SECTION, SHEET 4 OF 6). 4) DRAINAGE BEHIND WALLS SHALL BE AS SPECIFIED BY SOILS ENGINEER. MANUFACTURER RECOMMENDS AS A MINIMUM THE FOLLOWING: 4' PERFORATED PVC PIPE ENCASED IN 3 CUBIC FEET/FOOT OF 3/4- CRUSHED ROCK WRAPPED IN FILTER FABRIC. 5) AS SEEN BY EXAMINATION OF THE DESIGN TABLE, EACH WALL TYPE (C-41, C-42, ETC) IS BUILT A MINIMUM OF 2 COURSES. FOR EXAMPLE, A 12-COURSE WALL COULD HAVE 12 COURSES OF C-4I,OR 10 COURSES OF C-41 AND ' OF C-42, BUT I� It COURSES OF C-41 AND I OF C-42. 6) THE DESIGN TABLE INCLUDES DATA FOR SURCHARGE LOADING CONDITIONS. ASSUMPTIONS SPECIFIC TO EACH OF THESE ARE AS FOLLOW: A) 2' PLUS TRAFFIC EQUIVALENT FLUID PRESSURE • 30 PCE 2' PLUS TRAFFIC. 4' LEVEL SURCHARGE. 11,300 TAN 0•.58 B) 2:1 SLOPE EQUIVALENT FLUID PRESSURE • 43 PCF. (BASED ON RANKINE'S FORMULA, 0 • 300) 0- 30* TAN 0•.58 `C) I EQUIVALENT SLOPE EEQUIVALENT FLUID PRESSURE • 55 PCF. (BASED ON RANKINE'S FORMULA, 0-33041') 0+34- TAN 0 • 67 /0) 2' LEVEL EQUIVALENT FLUID PRESSURE • 30 PCF. 0.30• TAN 0-.58 E ALL DESIGN DATA ARE BASED ON i4:1 WALL SLOPE. 9-- 7) ASSUMPTIONS NOTED IN 6) ABOVE ARE GENERAL, AS ARE DATA IN THE DESIGN TABLE. IN MOST CASES, IT IS APPROPRIATE TO RELY ON A SOIL 2'LEv6L INVESTIGATION FOR SPECIFIC ALLOWABLE FOUNDATION PRESSURES AND LATERAL LOADING, AS WELL AS OTHER SOIL PARAMETERS REQUIRED FOR DESIGN. 81 OVERALL STABILITY OF SLOPE WITH WALL IN PLACE MUST BE ANALYZED. NOT OFFER THIS SERVICE. THIS IS (RETAINING WALLS, CO„ DOES TYPICALLY A RESPONSIBILITY OF THE SOILS ENGINEER). +D 1' 9) IF GROUND SLOPES AWAY FROM TOE OF WALL, A REDUCTION IN jt ALLOWABLE FOUNDATION PRESSURE OR A MINIMUM HORIZONTAL SETBACK 1i FROM FACE OF BANK MUST BE CONSIDERED. i 10) DESIGN TABLE PROVIDES DESIGN DATA FOR WALLS UP TO 46 FEET HIGH. IF HIGHER WALLS ARE NEEDED, CUSTOM DESIGN IS REQUIRED. IW y-- III ALL WALLS AND DESIGNS ON THESE STANDARD PLANS ARE SHOWN AT '/,,:I WALL SLOPE (BATTER). IF STEEPER SLOPES ARE NEEDED, CUSTOM DESIGN IS REQUIRED. Retaining Walls Company CORPORATE OFFICES 1531 GRAND AVENUE SAN MARCOS, CA 92069 CRIB RETAINING WALL 619-471-2500 DESIGN NOTES p� iy DRAWING NO. 2 OF 6 17/15/87 RWC•876 STRETCHERS F- -------- - - - - - _ FRONT _ STRETCHER BACK --'----_------- STRETCHER !-1 0 Ili aI Mq - - END VIEWS TOP VIEWS HEADERS IS'-01 _ I I 01 ^-I ly u UnI (5'MEAOEfl) G F nn R�FI �• -iK E j � { 3-0' 1 I A ml I 11 Ulf aA.Onl 3' READER 1 il RAo zy T aTn K C FALSE READER II, END VIEWS SIDE VIEWS NOTES: L STRENGTH OF MATERIALS A. COMPRESSIVE STRENGTH OF CONCRETE ('A • 3250 PSI B. YIELD STRENGTH OF STEEL {T . 40.000 PSI 2 MANUFACTURE A. CRISLOCK UNITS APE NORMALLY MANUFACTURED BY THE METHOD. & MANUFACTURING SITE I. RETAINING WALLS COMPANY 1025 GRAND AVE. SAN MARCOS. CA. C. 'WET -POUR' MOLDS ARE ALSO AVAILABLE FOR ON -SITE MANUFACTURE WHERE NEEDED. 3. ACTUAL MEMBER SIZES MAY CHANGE. CONTACT R.W.0 FOR CURRENT MEMBER DMEHSIONS. DIMENSIONS FALSE READER S R. HEADER 3R. HEADER Ala fi MEAGER STRETCHER BACK STRETCHER A 4• -°y[ 9.-0. S•- 9, B T' 6.5' T' 7.5, A. 4' C I 10' a 5' I 11 9' I A. 6' I. E I I' .x3' IPi I •5' 1 '2 '' F- 6 3' N I A. 4' 4' 4' - I I I.75' zi 1 2- 1- - K I �i I 1 yi I I• - - PE -BAR AS61 - -4 *4 I �4 �4 *4 UNIT WEIGHTS l 30LBS. I 135 LBS. 95 LBS. I 135 LBS. 1 125 LB&I 95 LBS, Retaining Walls Company CORPORATE OFFICES 1531 GRAND AVENUE SAN MARCOS, CA 92069 CRIB RETAINING WALL 619.471-2500 Cd6iodc MATERIAL DRAWING NO. 3 OF 6 11/15/87 RWC-376 FRONT SYRCTCNERS PLANTING AREAS RYPI ITYPI- .meat BACK STRETCHERS , DSEO AS CLOSERS RTP1 ALTERNATINC- JOINTS (TYPI PLAN VIEW BASE COURSE ITYPICAL MULTIPLE DEPTH WALL) ELEVATION .TYPICAL) An[tl rlvlvv And t•AMtA /L.ua d3• r NOTE ui f• t•uii 1ra1 .,.A..[nt ..I Yw.. �[ CONSTRUCTION NOTES: 11 USE OF FALSE MERGERS Al FALSE HEAOEIIS ARE HOT ALLOWED AT ENDS OF WALLS OR U TOP COURSE OF WALLS. 01 FALSE HEADERS ARE NOT USED IN INTERIOR OF MULTIPLE-OEPTH WALLS. 2) UNSUPPORTED SENT AT ERGS OF WALLS NOT TO EXCEED ♦ FEET. SI SPECIAL NOTE SHALL BE TAKEN OF ALTERNATING- XAT CONSTRUCTION. AS SHOWN IN TYPICAL CR033-3ECTIONS. BASE COURSE PLAN VIEW. AND ELEVATION. fu.MYAt .wolf[ A.tY ..tY_In lir_n T�_ ' iyny�LV �ACTLlL ,Mr f[•IIVI.ITnI YM F'. I'll wan .ttm� 1 1 I 1 a F HEIGHT A I + .Aµ I N •.Pwtt n.r �� I _L IW w /AM � PAVItF I � •µl a . 1 r^tr oiirx MIl 1 FFFFCiIv[ pEPTN CROSS SECTION CROSS SECTION (TYPICAL SINGLE DEPTH WALL. (TYPICAL MULTIPLE DEPTH WALL) Retaining Walls Company CRIB RETAINING WALL ERECTION CORPORATE OFFICES 1531 GRAND AVENUE SAN MARCOS, CA 92069 619.471-2500 DRAWING NO. 4 OF 6 RWC•875 ..N..iYL :r qiP �a�.• rKq DRAINAGE BEHIND WALLS SHALL BE AS SPECIFIED BY SOILS ENGINEER. MANUFACTURER RECOMMENDS AS A MINIMUM THE FOLLOWING: 4" PERFORATED PVC PIPE ENCASED IN 3 CUBIC FEET/FOOT OF 3/4" CRUSHED ROCK WRAPPED IN FILTER FABRIC. DETAIL I- DRAINAGE BEHIND WALL Nm : II a [XCtYN1�Yra"t1Nl O'"YY� ,YY if a[ Y]•[ TYY I' MM1laa • Lpa v vfv.ca q oµ Xael e• o[�n aau,o- n•n ai iYYleiivi uiXsi v RII n Y,Im Io vlw[ YnY ow+iN Nrw rt [YLu m m[ �caO•.uwY[i i e Iliouiie'iv I.ro•`•w uni rio..• wu v[[ YI YNL. no N onvuo q noxcT MXII •1 qIM M[a 01 YI[ • O .LL i[OIMo ar Ign[KMfa1NXN IW XIYwI •' d,.l{Tgl tLR LNJTgf 01 P)L"ML[ IpXTL TC ai fMY• q IMVfN IY•)� I.T[ TYT q YLt• WX-Xrta a•t i NN•11[C •"IR [Nl[[ipY 01Iq O YNa Al q f4TYRa 1•fi [XO O/ YLLLaq )6 19i[ DETAIL 3- CURB a GUTTER Retaining Walls Company CRIB RETAINING WALL DETAIL DETAIL 2 -BROW DITCH CORPORATE OFFICES 1531 GRAND AVENUE SAN MARCOS, CA 92069 619-471-2500 DRAWING NO. 5 OF 6 11/15/87 RWC-876 DETAIL 4- SIDEWALK ,mores. „n.• • i-a w n rmr vpwnru ?a umau. 5 OfG �pllts I DETAIL.6- GUARD RAIL HOTEY n [..0 uaa rt•[[ o• onu n.•ane avnun. Nlf[t. DETAIL 5-CHAIN LINK FENCE NOTE' AS -BUILT WALL SAFETY, SUCH AS INSTALLATION OF FENCING OR GUARDRAILS IN AREAS -ACCESSIBLE TO PEDESTRIAN OR VEHICLE TRAFFIC, IS THE RESPONSIBILITY OF THE OWNER. ' Retaining Walls Company CORPORATE OFFICES 1531 GRAND AVENUE pSAN MARCOS, CA 92069 _M CRIB RETAINING WALL 619-471-2500 oi6ioek DETAIL DRAWING NO. 6 OF 6 11/15/87 RWC-876 CLIENT 1iticz: eazDF PA-rr/ PROJECT r_A".T wA\15 f-l/�1NP, gULIL�'�E7°c'T^i CALCULATIONS FOR CASH & ASSOCIATES ENGINEERS .L 11 JOB NO. 0 -9 Z ' o?j SHEET OF MADE BY RE DAT' CHECKED BY DATE__ _*to V 1 CASH & ASSOCIATES ENGINEERS l�I \I PROJECT. CALCULATIONS JOB NO. 0+9Z.03 SHEET OF MADE BY gE DATE3 2 R: CHECKED BY DATE_ • PROJECT APPROACH 1. Review Soils Reports. Geotechnical Exploration by Converse Consultants Co. Report # 90-32155-01 Dated July 19, 1990 Addendum #1 Dated August 23, 1990 Addendum #2 Dated January 11, 1993 2. Determine Lateral Earth Pressures based on soils data from report for sand, clay and bedrock. 3. Review "Subsurface Profiles" for soils report. 4. Determine minimum depth of embedment for sheet pile using the "Free Earth Method" (Equilibrium of Lateral Forces and Moments), based on the following assumptions: a. Top of Wall at +11.0 (MLLW) on South and West Walls. Top of Wall at +15.0 or +11.0 (MLLW) at North Wall. b. Surcharge Load = 200 psf Vertical. • C. Anchor location at +10 (MLLW) at South and West Walls. Anchor location at +3.0 (MLLW) at North Wall. d. Active and Passive pressures are based on the soil layering as shown in the subsurface profiles. e. Water elevation behind wall at +3.0 (MLLW) and in front of wall at +0.0 (MLLW). f. Dredge elevation at -8.0 (MLLW). g. Factor of Safety against toe failure = 1.5 (Used to determine minimum embedment of sheet pile). h. Factor of Safety for the design of the tie rod and sheet pile = 1.0 5. in the locations where the embedment of the sheet piles in to the bedrock was more than 10 feet the sheet pile was designed as a simple beam where the support at the top was resisted by the anchor rod and the bottom reaction was resisted by the bedrock. 6. Depth for the anchor piles was determined using a short pile analysis by E. Czerniak. The load on the pile was from the static loading condition. 7. To determine the moment and forces on the pile, the seismic loading condition was used and a program called LPILE. 8. Reinforcing for the pile was determined using a program by PCA called PCA COL. CASH & ASSOCIATES ENGINEERS 10 40 CLIENT 'i1J6 :Ze4%NE 4VMPPcN`f JOB NO. 2*93103 PROJECT 6AAr AWA," lkeleUAAL 13Ul.IKH-5-h9 SHEET OF CALCULATIONS FOR MADE BY 3E DATE 24 4 D, CHECKED BY DATE_ TABLE OF CONTENTS Description Section Soils Data, Subsurface Profiles 1.0 Anchored Sheet Pile Depth & Design 2.0 Boring B-1 2.2 - 2.8 Boring B-2 2.9 - 2.14 Boring B-3 2.15 - 2.20 Boring B-4 2.21 - 2.27 Boring B-5 2.28 - 2.33 Boring B-6 2.34 - 2.40 Boring B-8 2.41 - 2.47 Summary 2.48 - 2.49 Anchor Pile Depth 3.0 Boring B-1 3.1 - 3.6 Boring B-2 3.7 - 3.18 Boring B-3 3.19 - 3.29 Boring B-4 3.30 - 3.35 Boring B-5 3.36 - 3.44 Boring B-6 3.45 - 3.63 Boring B-8 3.64 - 3.70 Summary 3.71 Anchor Pile Design 3.72 - 3.74 CA CASH & ASSOCIATES ENGINEERS CLIENT Tf JiNS CoMPA-IJ`i JOB NO. �4`13'03 PROJECT �+ TiL(%%�Ih 9ALI UA SHEET OF, CALCULATIONS FOR RUl-K��t"17 — MADE BY 6E DATEIIII,c CHECKED BY DATE_ The steel sheet piles may be designed using the allowable parameters presented in Table 1. TABLE 1 SOIL PARAMETERS FOR BULKHEAD DESIGN Sand Clay Bedrock Angle of Internal Friction (degrees) 30 18 35 Total Unit Weight (pcf) 120 • 120 105 Submerged Unit Weight (pcf) 5T 57 42 and driven batter piles are, pof resented ted in Table 2: deadman anchors, TABLE 2 ALLOWABLE BULKHEAD ANCHOR CAPACITY (LBS.) Drilled Grouted Anchors* 750 DL Deadman Anchors 200 A Driven Batter Piles** 80X + 5%z_— NOTES: o. owmwwa~w a«p L. Lwvm M&Mdw mywW e. M d,W" an, 0"9 A. M.. N d..dm.n Pw b MRMwI 4a e1 x - Lwgm a pd. b"W m. ds d.W« •�. FWL pawdM.d 20 10d roMf Nd Because of the liquefaction potential of loose sands 5 to 10 feet below the existing grade in the western and northwestern portions of the site, we recowmend the use of deadman anchors in these areas. FEF: GEai><GNNiGkt EKFL.oP-h'Ror4 61 eo1NE^25E : oOg5u4Tykx'-i • Jmor47)UK 3f J - pPrT E 9 Av1QegDUM Dkst-^o JUL-t 19, 199t� AvGu"r 23� I990 �lo-lvrc�y tl J ,I`l°� 3 'JUV-"- V-6%E 1'0� — 14.,>4D PSF CASH & ASSOCIATES ENGINEEERS JOB NO. 2492.03 CLIENT: The Irvine Company SHT NO. I"L PROJECT:Castaways Marina Bulkhead BY: BRE DATE: 12/15/92 LATERAL EARTH PRESSURES Description: Sand SOILS SOIL CHARACTERISTICS REPORT ASSUMED -------------------- ------ ------- Dry Unit Weight of Soil - W(d) - 100 0 pcf Saturated Unit Weight of Soil - W'(s)= 120 0 pcf Submerged Unit Weight of Soil - W(s) = 57 0 pcf Angle of Internal Friction (Phi) = 30 0 deg Cohesion (c) = 0 -- psf Water (Sea Water=l, Fresh Water=0) = 1 Soil Slope Behind Wall (H:V) (d) = 0 :1 (0 = Level) Soil Slope In Front of Wall (H:V) (d)= 0 :1 (0 = Level) Note: (+) = Ascending Slope, (-) = Descending Slope LATERAL SOIL COEFFICIENT ------------------------ Ka = Coefficient of Active Pressure = 0.333 Kp = Coefficient of Passive Pressure = 3.000 LATERAL EARTH PRESSURES ----------------------- Active Press: Dry Soil = 33 pcf Saturated Soil = 40 pcf Submerged Soil = 19 pcf Passive Press: Dry Soil = 300 pcf Saturated Soil = 360 pcf Submerged Soil = 171 pcf FORMULAS Ka = [Cos(Phi)/(1+Sgrt(Sin(Phi)*(Sin(Phi)-Cos(Phi)*Tan(d))))]A2) Kp = [Cos(Phi)/(1-Sgrt(Sin(Phi)*(Sin(Phi)-Cos(Phi)*Tan(d))))1"2) -----Active Side------- -----Passive Side------ +d for Ascending Slope +d for Ascending Slope -d for Descending Slope -d for Descending Slope Active Press: Dry Soil = Ka * W(d) Saturated Soil = Ka * WI(s) Submerged Soil = Ka * W(s) Cohesion = 2*c*Tan(45-phi/2)= 0 psf Passive Press: Dry Soil = Kp * W(d) Saturated Soil = Kp * WI(s) Submerged Soil = Kp * W(s) Cohesion = 2*c*Tan(45+phi/2)= 0 psf W(s)(Assumed) = W(d)-(100-v)/100)*Water Sea Water = 64.0 pcf W'(s)(Assumed)=(W(d)+v/100) * Water Fresh Water = 62.5 pcf Percent voids, v = 100-.593*W(d) • CASH & ASSOCIATES ENGINEEERS JOB NO. 2492.03 CLIENT: The Irvine Company SHT NO. I'-i PROJECT:Castaways Marina Bulkhead BY: BRE DATE: 12/15/92 0 • LATERAL EARTH PRESSURES Description: Clay SOILS SOIL CHARACTERISTICS REPORT ASSUMED -------------------- ------ ------- Dry Unit Weight of Soil - W4d) = 100 0 pcf Saturated Unit Weight of Soil - W'(s)= 120 0 pcf Submerged Unit Weight of Soil - W(s) = 57 0 pcf Angle of Internal Friction (Phi) = 18 0 deg Cohesion (c) = 0 -- psf Water (Sea Water=l, Fresh Water=0) = 1 Soil Slope Behind Wall (H:V) (d) = 0 :1 (0 = Level) Soil Slope In Front of Wall (H:V) (d)= 0 •1 (0 = Level) Note: (+) = Ascending Slope, (-) = Descending Slope LATERAL SOIL COEFFICIENT ------------------------ Ka = Coefficient of Active Pressure = •0.528 Kp = Coefficient of Passive Pressure = 1.894 LATERAL EARTH PRESSURES ----------------------- Active Press: Dry Soil Saturated Soil Submerged Soil Passive Press: Dry Soil Saturated Soil Submerged Soil 53 pcf = 63 pcf = 30 pcf 189 pcf = 227 pcf 108 pcf FORMULAS Ka = [Cos(Phi)/(1+Sgrt(Sin(Phi)*(Sin(Phi)-Cos(Phi)*Tan(d))))]"2) Kp = [Cos(Phi)/(1-Sgrt(Sin(Phi)*(Sin(Phi)-Cos(Phi)*Tan(d))))]"2) -----Active Side------- -----Passive Side------ +d for Ascending Slope +d for Ascending Slope -d for Descending Slope -d for Descending Slope Active Press: Dry Soil = Ka * W(d) Saturated Soil = Ka * WI(s) Submerged Soil = Ka * W(s) Cohesion = 2*c*Tan(45-phi/2)= 0 psf Passive Press: Dry Soil = Kp * W(d) Saturated Soil = Kp * WI(s) Submerged Soil = Kp * W(s) Cohesion = 2*c*Tan(45+phi/2)= 0 psf W(s)(Assumed) = W(d)-(100-v)/100)*Water Sea Water = 64.0 pcf W'(s)(Assumed)=(W(d)+v/100) * Water Fresh Water = 62.5 pcf Percent voids, v = 100-.593*W(d) CASH & ASSOCIATES ENGINEEERS JOB NO. 2492.03 CLIENT: The Irvine Company SHT NO. I,4� PROJECT:Castaways Marina Bulkhead BY: BRE DATE: 12/15/92 LATERAL EARTH PRESSURES Description: Bedrock SOILS SOIL CHARACTERISTICS REPORT ASSUMED -------------------- ------ ------- Dry Unit Weight of Soil - W(d) = 100 0 pcf Saturated Unit Weight of Soil - W'(s)= 105 0 pcf Submerged Unit Weight of Soil - W(s) = 42• 0 pcf Angle of Internal Friction (Phi) = 35 0 deg Cohesion (c) = 0 -- psf Water (Sea Water=l, Fresh Water=0) = 1 Soil Slope Behind Wall (H:V) (d) = 0 :1 (0 = Level) Soil Slope In Front of Wall (H:V) (d)= 0 :1 (0 = Level) Note: (+) = Ascending Slope, (-) = Descending Slope LATERAL SOIL COEFFICIENT ------------------------ Ka = Coefficient of Active Pressure = 0.271 • Kp = Coefficient of Passive Pressure = 3.690 LATERAL EARTH PRESSURES ----------------------- Active Press: Dry Soil = 27 pcf Saturated Soil = 28 pcf Submerged Soil = 11 pcf Passive Press: Dry Soil = _ 369 pcf Saturated Soil = 387 pcf Submerged Soil = 155 pcf FORMULAS Ka = [Cos(Phi)/(1+Sgrt(Sin(Phi)*(Sin(Phi)-Cos(Phi)*Tan(d))))]"2) Kp = [Cos(Phi)/(1-Sgrt(Sin(Phi)*(Sin(Phi)-Cos(Phi)*Tan(d))))]"2) -----Active Side------- -----Passive Side------ +d for Ascending Slope +d for Ascending Slope -d for Descending Slope -d for Descending Slope Active Press: Dry Soil = Ka * W(d) Saturated Soil = Ka * WI(s) Submerged Soil = Ka * W(s) Cohesion = 2*c*Tan(45-phi/2)= 0 psf Passive Press: Dry Soil = Kp * W(d) Saturated Soil = Kp * WI(s) Submerged Soil = Kp * W(s) Cohesion = 2*c*Tan(45+phi/2)= 0 psf W(s)(Assumed) = W(d)-(100-v)/100)*Water Sea Water = 64.0 pcf W'(s)(Assumed)=(W(d)+v/100) * Water Fresh Water = 62.5 pcf Percent voids, v = 100-.593*W(d) 9 dL POINT 1+ W 23 W u. A 01(si) 08(86) 04 C84i 30 i4'0lC ;10 o Dredge rl Fill. or Alluvium - LJQUEFi ZOPE -9 C1,r i Bedrock Capistrano Formation 60 100 160 200 250 300 DISTANCE ALONG PROFILE, FEET SUBSURFACE PROFILE A -A' Castaways Marina Newport Beach, California For: Cash & Associates Engineers Converse Consultants Orange County EGEI-1[l -44 F-SLEVOULVI) (59.0) E-v6PTH SSG = 5A"P ( SILTY 4L, Y 64. a LLAYEK 6A6.4c7 = 4I.Wv Project No. 90-32155-01 Figure No. 1 0 AT East 30 North 0 358 AT East 30 North 360 ' POINT 03 (g3) 02 (gi.) 061 (BI) FEET �+,b b 10 10 _}.10 ° Dredge Fill P ^_ +1,5 Z fi,9` :%, •. C q) _ nI H uvium 1 � -11 • • -11 117) LIQUEFIABLE ZONES - N �1 -3 -Bedrock (4,0 = Capistrano Formation V ID d = `EL�E1J 17 JU oc -44 4-5LEV(HLLW) 41LTY 61>• Lea c LLAYE•t �jA:.1r% _ ih ❑ 4 \X W Y 4ANt7 0 60 100 160 200 260 300 360 DISTANCE ALONG PROFILE, FEET SUBSURFACE PROFILE B-B` Castaways Marina Project No. Newport Beach, California 90-32155-01 For: Cash & Associates Engineers Figure No. Converse Consultants Orange County 2 0 60 100 160 200 260 300 360 DISTANCE ALONG PROFILE, FEET SUBSURFACE PROFILE B-B` Castaways Marina Project No. Newport Beach, California 90-32155-01 For: Cash & Associates Engineers Figure No. Converse Consultants Orange County 2 A Dredge Fill (possibly some bride abutment fill in the '. s +2 U •4 y . 1 —4• LIQUEFIABLE ZONES _II ' (23.9`t ...... : • . '1. L•l s]'-.'3f ,�,!h......r.. _ -24 LIQUEFIABLE ONLY 46.5 ( 6-W ON DREDGED SIDE (42.o') Bedrock Capistrano Formation v = v - o = _44 -44 FEIEVCNuw) _ IL m 556 4A" P'( 51 STY UAY ' _= e�i n eLA'(e` 1$Awvl Sh c SWT'( 5AN'D DISTANCE ALONG PROFILE, FEET C111VZ11DFAr17 Dont:TI F' r—re • 0 H7 I ' H1 H2 H3 ICE! H5 H6 EXCAVATION LINE W13� D 1 Pea� W14I D2 I Pz7 Pza I —•- W75� I D3 P3o I P29 I W16-,, 1 D 4 P32 I P31 I W17� D5 I P33 P34 1 W18� 1 D6 P3 11 P35 I W19 (SURCHARGE) T P1 �I�W2 �1 P3 —1 W3 P4 I P5 W4 P6I I �P7 I W5 P I I p9 W6 Pro I Pi 1 I W7 P12 P13 I W11 W8 P25 P14 .P15 I W9 P1a P17 W10 1 Ps9 W11 Pzo i P21 W12 22 I P23 LIR • CA CASH &ASSOCIATES ENGINEERS CLIENT rnE T:x ki vJE :�o'MPAai-i JOB NO. 7�� • a3 PROJECT Cns>-rxL�n-�`. i�l ��" ?U LK H'-nh!p _ SHEET 2�2 OF CALCULATIONS FOR MADE BY E DATEIL-L3-9: g;nel w&. (//''11'' NOt'lik \\ 1 CHECKED BY DATE_ do P5f OPt'lOrt.I T.o,w@ -I-11•oj AN�ttcQe+3.a opn o" #2 T.O.W, @ +Is . o; AKc w,ucE +3. 0 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Job No 2492.03 By: BRE 2��1 Soil Layers Above Excavation (Behind Wail): • Layer 1: 8.00 it (Hi) W1 = 40.0 pof Surcharge: 200 psf Vertical Load Layer 2: 2.00 it (1-12) W2 = 83.0 pcf H7 = 8 it (Distance to Anchor) Layer 3: 1.00 it (1-13) W3 = 75.0 pot F.S. = 1.50 For Equilibrium Layer 4: 8.00 it (H4) W4 = 11.0 pcf T.O.W. Elev 11.00 (MLLW) Layers: 1.00 it (1-15) W5 = 11.0 pcf Surcharge = W • WI ! Density Layer 6: 0.00 it (1-16) W6 = 0.0 pcf Density = 100 pcf • Soil Layers Below Excavation (Behind Wall): Max Depth Active Pressure Layer 7: 20.00 it (D7) W7 = 11.0 pcf Layer 8: 0.00 it (D2) W8 = 0.0 pcf Layer 9: 0.00 it (D3) W9 - 0.0 pcf Layer 10: 0.00 it (D3) W10 - 0.0 pcf Layer 11: 0.00 it (D3) Wit - 0.0 pcf Layer 12: 0.00 it (D3) W12 - 0.0 pcf Depth of Excavation: 20 it Load Value Arm Moment 1 1280 31.26 40009 P2 640 27.59 17658 P3 166 27.26 4525 P4 486 26.09 12680 P5 38 25.92 972 P6 4488 21.59 96896 P7 352 20.26 7130 P8 649 17.09 11091 P9 6 16.92 93 P10 of 0.00 0 Pit 0 0.00 0 P12 10949 8.30 90825 P13 1514 5.53 8371 P14 0 0.00 0 P15 0 0.00 0 P18 0 0.00 0 P17 0 0.00 0 Pie 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 26.59 42544 P25 1327 8.30 11009 P26 -14220 5.53 -78637 P27 0 0.00 0 P28 0 0.00 0 P29 01 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 - 0 P35 0 0.00 0 P36. 0 0.00 0 Anchor -9274 28.59 -265150 Sum -0 Depth for Equilibrium FS = 1.50 Max D1 20.001 16.59 D2 0.00 0.00 03 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total De th 16.59 Total Ht of Wall 36.59 ApproxTi Elev, -25.59 it 1t It it it it it it (MLLW) Passive Pressure Passive Pressure x FS W13 = 155.0 pcf W13 = 103.3 pcf W14 = 0.0 pof W14 = 0.0 pot W15 = 0.0 pcf W15 = 0:0 pcf W16 - 0.0 pcf W16 = 0.0 pcf W17 = 0.0 pcf W17 = 0.0 pcf W18= 0.0 pcf W18= 0.0 pef Wig = 80 pcf (Surcharge) Load I Value Arm Moment Pi 12601 26.51 33929 P2 6401 22.84 14618 P3 1661 22.51 3736 P4 4861 21.34 10371 P5 381 21.17 794 P6 4488 16.84 75578 P7 352 15.51 5458 P8 649 12.34 8009 P9 6 12.17 67 Pio 0 0.00 0 Pit 0 0.00 0 P12 7614 5.92 46261 P13 771 3.95 3043 P14 0 0.00 0 P15 0 0.00 0 P16 01 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 21.84 34944 P25 947 5.92 6607 P26 -10864 3.95 -42878 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -8372 23.84 -199594 15 Sum -0 -of Depth for Moment & Tie Rod FS = 1.00 Max D1 20.001 11.84 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 11.84 Total Ht of Wail 31.84 it It it It it it it It CASH & ASSOCIATES ENGINEERS 2' 4- Client: The Irvine Company Job No 2492.03 Project: Castaways Marina Bulkhead -Boring B-1 (North Wall) By: BRE STATIC LOADING - Option Date: 01 26 93 #1 TOW +11.0 • Cant. Moment = 5,973 ft-Ibs Moment = 29,068 ft-Ibs <_= Govems 18.18 ft Dist from TOW = Anchor Force = 8,372 pif CASH S ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Soil Layers Above Excavation (Behind Wall): Layer 1: 12.00 It (H1) W1 = 40.0 pcf Surcharge: 200 psf Vertical Load Layer 2: 2.00 it (H2) W2 = 83.0 pcf H7 = 12 It (Distance to Anchor) Layer 3: 1.00 it (113) W3 = 75.0 pcf F.S. = 1.50 For Equilibrium Layer 4: 8.00 It (114) W4 = 11.0 pcf T.O.W. Elev 15.00 (MLLW) Layer 5: 1.00 It (1-15) W5 = 11.0 pcf Surcharge = W " W1 / Density Layer 6: 0.00 It (1-16) W6 = 0.0 pcf Density = 100 pcf • Soil Layers Below Excavation (Behind Wall): Max Depth Active Pressure Layer 7: 20.00 it (Dt) W7- 11.0 pcf Layer 8: 0.00 It (D2) W8 = 0.0 pcf Layer 9: 0.00 It (D3) W9 = 0.0 pcf Layer 10: 0.00 it (133) W10 - 0.0 pcf Layer 11: 0.00 it (D3) W11 = 0.0 pcf Layer 12: 0.00 It (03) W12 - 0.0 pcf Depth of Excavation: 24 it Load Value Arm Moment P1 2880 35.02 100858 P2 960 30.02 28819 P3 166 29.69 4928 P4 646 28.52 18424 P5 38 28.35 1063 P6 5768 24.02 138547 P7 352 22.69 7986 P8 809 19.52 15792 P9 6 19.35 106 P10 0 0.00 0 Pit 0 0.00 0 P12 15596 9.51 148322 P13 1990 6.34 12615 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1920 31.02 59558 P25 1522 9.51 14470 P26 -18691 6.34 -118501 P27 0 0.00 0 P28 01 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -13961 31.02 -433062 Sum o -14 Depth for Equilibrium FS = 1.50 Max D1 20.001 19.02 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 19.02 Total Ht of Well 43.02 ApproxTl Elev -28.02 It it it It it ft It ft (MLLW) Passive Pressure Passive Pressure x FS W13 = 155.0 pcf W13 = 103.3 pcf W14= 0.0 pcf W14= 0.0 pcf W15 = 0.0 pcf W15 = 0.0 pot W16= 0.0 pot W16= 0.0 pcf W17= 0.0 pcf Wiz= 0.0pcf W18 = 0.0 pcf W18 = 0.0 pcf W19 = 80 pcf (Surcharge) Load Value I Arm Moment Pt 2880 29.36 84557 P2 960 24.36 23386 P3 166 24.03 3988 P4 646 22.86 14768 P5 38 22.69 851 P6 5768 18.36 105900 P7 352 17.03 5993 PB 809 13.86 11213 P9 1 6 13.69 75 P10 0 0.00 0 Pit 01 0.00 0 P12 109551 6.68 73181 P13 9821 4.45 4372 P14 0 0.00 0 P15 0 0.00 0 P16 0 U0 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 01 0.00 0 P24 19201 25.36 48691 P25 10691 6.68 7140 P26 -13833 4.45 -61603 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -12717 25.36 -322497 Sum -0 15 Depth for Moment 6 Tie Rod FS = 1.00 Max D1 20.001 13.36 D2 0.00 C.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 13.36 Total Ht of Well 37.36 It it ft it ft ft It ft 915 • 0 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead 21(o ob No 2492.03 By: BRE n.re• n1 roaioa JIHIIV LVANIIYIB � V IIUII YI'L IVII .✓ T las.v Loac I Valuelmax ARM Moment Anchor -12717 12.00 12.00 11.08 -140902 S.C. 1846 61.36 23.08 11.54 21307 Pi 2880 12.00 12.00 15.08 43430 P2 960 10.08 9677 P3 166 _ 2.00 2.00 9.75 1618 P4 646 8.58 5543 PS 38 1.00 1.00 8.41 316 P6 5768 4.08 23533 P7 352 8.00 8.00 2.75 967 P8 65 0.04 3 P9 0 1.00 0.08 0.03 0 P10 0 0.00 0 Pit 0 6.60 0.00 0.00 0 P12 0 0.00 0 P13 0 ' 0.00 0 P26 0 18.36 0.00 0.00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 01 0.00 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 0 0.001 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: 4 23.08 -34508 Cant, Mome Moment Dist from TC Anchor Forc CLIENT T1tE T'4ZJtt lE L�vraPA-N'l JOB NO. ,491, 03 ■■ v//� PROJECT (fK%7n?MAJ �''{ 't N� gU(__V N'�'7kY> SHEET 2' •'7 OF • ~■■ CALCULATIONS FOR /11 \ MADE BY PC- DATEIZL3'S0 Fjo2twe, 0-1 CHECKED BY DATE_ CASH &ASSOCIATES ENGINEERS � Qsf 411 i u 40 T W1+44F - •63 >t ) 01 740 00 b eazr To? u." �o N3o S�fo (ab�n) 13a5 e?9 C999' Ftl ,19re4 15-m (1039 2°t45 Rw �o I- I I — Tpp -7, a2k 1: T = 9 ,131 K FIO 'Z,'10`iK 11,9(01K M swri" t M= 44. )ssk t `19,4F4F maR Tow 0- t5 ( T= 11 - ?Vr- T= lsmv6 - R,o� 4,*oY- 1z,= 9,3,D3k IVt= zz")65 Kt WX 4$.g57 i<, bvo- W1, (. PSF Wp,. -11.3 P� F 5-wne, l-z:,A'D I N 4 opnoN *I T o.w @ +q.o j AN�t� � {3 oP'novA *z T -.o,w, c +19,o; f 1 U I� PI CLIENT � (41tV.i1 �`,-ril°11DD-NY JOB NO. �*qZ' O 5PROJECT (^,A, Tr rWM'S I" JeaiwAk SHEET 2. 0 OF CALCULATIONS FOR MADE BY VC DATE tZ ZS 9; CHECKED BY DATE_ CASH &ASSOCIATES )roeatNG g�l ENGINEERS 1_II TI \• +9 (1 qo © " +1 N ( 40) r +5 51 — ¢ 4-3 $ t s (4N'1)331 51+fo4=121 ® iv �+I 519 9 EII+W4-15,636 T -5 1 _9 AIBGLET?oP I2^� -it 155 11 (� Quo 93o Sot 91ci) "IS 834iIIM-21 5L?-) 20 Zq4/ 9q -29 -31 row a +11 -row .33 T = (o • 915 K ( _ j'a to "541 K -r= 12 9441c -35 Rio _ 2.11o" o 11.954K 1210 4, sn I"LD = S• rbl S �` _ IA, = 21.9L3r' H =45.14pk 1/1 = 2511ta�' tA= 51I4S WP = 103.3 psf Wf, 99.?i Psi IuP= 1(o� 3psti (tip= �3 3 p5F �Elyil�lG �l�I1-tG �.ez,r-+•�v ( �. •row e +t s 2 (I:s)i 2 � CUp• ��, �S=t•5 jell �A CLIENT 1/ E T-04IIaE ifg• PP -I--( JOBNO. 24'22' 03 PROJECT H,InZ,hlA P;111.�SHEET -2•5 OF v-, CALCULATIONS FOR p MADE BY—&-(-:-- DATE I R3 f70`KI ti1.G R7-2 ( W�6-T) CHECKED'BY DATE_ CASH & ASSOCIATES ENGINEERS l• go ow k3 _V z 19k(.4=83 � O M 19 � Kee'LET -me l2 "s J -19.9 Q 01 19 N d t<` -24 r i Jo8•y ° 1117 -3A- ley l l J 51'N`il � I,v�I,.IG CASH 6 ASSOCIATES ENGINEERS 2. 1 O Client: The Irvine Company Job No 2492.03 Project: Castaways Marina Bulkhead - Boring B-2 (West Wall) By: BRE Soil Layers Above Excavation (Behind Wall): Layer 1: 8.00 it (H1) Wt - 40.0 pcf Surcharge: 200 psf Vertical Load Layer 2: 3.00 It (1-12) W2 - 83.0 pcf H7 = 1 it (Distance to Anchor) Layer 3: 8.00 it (1-13) W3 = 19.0 pcf F.S. = 1.50 For Equilibrium Layer 4: 1.00 it (1-14) W4 = 19.0 pcf T.O.W. Elev 11.00 (MLLW) Layers: 0.00 it (H5) W5 = 0.0 pcf Surcharge = W • WI / Density Layer 6: 0.00 It (1-16) W6 = 0.0 pcf Density = 100 pcf • Soli Layers Below Excavation (Behind Wall): Max Depth Active Pressure Layer 7: 9.50 it (DI) W7 = 30.0 pcf Layer 8: 5.50 It (D2) W8 = 19.0 pcf Layers: 3.50 It (03) W9 = 30.0 pat Layer 10: 6.50 It (03) W10 = 19.0 pcf Layer 11: 10.00 It (D$) Wit = 11.0 pcf Layer 12: 0.00 it (D3) W12 = 0.0 pcf Depth of Excavation: 20 It Load Value Arm Moment P1 1280 42.15 53954 P2 960 37.99 36466 P3 374 37.49 14001 P4 4652 32.49 147872 PS 608 31.15 18940 P6 721 27.99 20177 P7 1,0 27.82 264 P8 0 0.00 0 P9 0 0.00 0 P10 01 0.001 0 Pit 0 0.00 0 P12 7030 22.74 159827 Pis 1354 21.15 28634 P14 5638 15.24 85887 P15 287 14.32 4115 P16 3953 10.74 42438 P17 184 10.15 1865 P18 8024 5.74 46019 P19 401 4.65 1867 P20 3375 1.24 4193 P21 34 0.83 28 P22 0 0.00 0 P23 0 0.00 0 P24 1600 37.49 59976 P25 2199 13.74 30217 P26 -3249 21.15 -68722 P27 -3762 15.24 -57314 P28 -1724 14.32 -24688 P29 -4589 10.74 -49268 P30 -437 10.15 -4435 PW -10144 5.74 -58178 P32 -2408 4.65 -11202 P33 -5720 1.24 -7107 P34 -319 0.83 -264 P35 0 0.00 0 P36 0 0.00 0 Anchor -10231 46.49 -475574 Depth for Equilibrium FS - 1.50 Max Di 9.501 9.50 D2 5.501 5.50 D3 3.501 3.50 D4 6.50 6.50 D5 10.00 2.49 D6 0.00 OAO Total De th 27.49 Total Ht of Wall 47.49 ApproxTi Elev -36.48 -z it it It it it ft it it (MLLW) Passive Pressure Passive Pressure x FS W1S = 108.0 pcf W13 = 72.0 pcf W14 = 171.0 pcf W14 - 114.0 pcf W15 - 107.0 pcf W15 = 71.3 pcf W16- 171.0 pcf W16= 114.0 pcf W17 = 155.0 pcf W17 = 103.3 pot W18 = 0.0 pcf W18 = 0.0 pot W19 = 80 pcf (Surcharge) Load I Value I Arm Moment P1 12801 34.16 43726 P2 960 29.99 28794 P3 374 29.49 11016 P4 4552 24.49 111497 P5 608 23.16 14082 P6 721 19.99 14416 P7 10 19.83 188 P8 0 0100 0 P9 0 0.00 0 P70 0 0.00 0 Pit 01 0.01) 0 P12 7030 14.74 103650 P13 1354 13.16 17816 P14 5638 7.24 40838 P15 287 6.33 1818 12116 3953 2.74 10848 P17 184 2.16 397 1318 1227 0.50 610 P19 9 0.33 3 P20 0 0.00 0 P21 01 0.00 0 P22 01 0.00 0 P23 01 0.00 0 P24 1600 29.49 47190 P25 1560 9.76 15201 P26 -4874 13.16 -64139 P27 -5643 7.24 -40878 P28 -2586 6.33 -16365 P29 -6883 2.74 -18886 P30 -655 2.16 -1416 P31 -2327 0.50 -1156 P32 -84 0.33 -28 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -8293 38.491 19238 sum -16 Depth for Moment & Tie Rod FS - 1.00 Max D1 9.501 9.50 02 6.50 5.50 D3 3.50 3.50 D4 6.50 0.99 D5 10.00 0.00 D6 0.00 0.00 Total De th 19.49 Total Ht of Wall 39.49 it it it it it it it it 0 • CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead - Load Value I Xmax I X I ARM I Moment Anchor -8293 1.00 1.00 16.73 -138745 S.C. 1418 59.49 17.73 8.87 12574 P1 1280 8.00 8.00 12.40 15868 P2 960 - 8.23 7901 P3 374 3A0 3.00 7.73 2887 P4 3829 3.37 12886 P5 430 8.00 6.73 2.24 965 P6 0 0.00 0 P7 01 1.00 0.00 0.00 0 P8 0 0.00 0 P9 0 OAO 0.00 om 0 P10 0 0.00 0 P11 0 0.00 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 9.50 0.00 0.00 0 P14 0 0.00 0 P15 0 0,00 0 P27 0 0.00 0 P28 01 5.50 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 •• •••• 0.00 0 P30 0 3.50 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 0 0.99 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: -2 17.73 -85664 Cant. Moment = 47 ft-Ibs Moment = 85,664 ft-Ibs <== Governs Dist from TOW = 17.73 It Anchor Force = 8,293 plf 2.11 Job No 2492.03 By: BRE • E CASH & ASSOCIATES ENGINEERS 411 0 - 41 0 CLIENT 7118 1-AE C,0 µPM4`I JOB NO. 2'4'q2I o PROTECT TYi A-Yl, 1`l SHEET z" I L OF CALCULATIONS FOR ttZZ MADE BY Ft' DATE 1t_L5 tt22 'VO'RI I.iG_. i- 2 i W E'ST � CHECKED BY DATE_ � T o CASH & ASSOCIATES ENGINEERS Z • 1?i Client: The Irvine Company Job No 2492.03 Project: Castaways Marina Bulkhead -Boring B-2 (West WaID - By: BRE Soil Layers Above Excavation (Behind Wall): Layer 1: 8.00 It (Ht) W7 - 40.0 pot Surcharge: 0 psf Vertical Load Layer 2: 1.00 It (H2) W2 = 83.0 pcf H7 = 1 It (Distance to Anchor) Layer 3: 2.00 It (113) W3 = 121.0 pet F.S. = 1.20 For Equilibrium Layer 4: 3.00 It (1-14) W4 = 57.0 pet T.O.W. Elev 11.00 (MLLW) Layer 6: 6.00 It (1-15) WS - 19.0 pot Surcharge = W * W1 /Density Layer 6: 0.00 It (1-16) W6 = 0.0 pot Density - 100 pcf 9 • Soil Layers Below Excavation (Behind Well): Max Depth Active Pressure Layer 7: 9.50 it (DI) W7 - 30.0 pcf Layer 8: 5.50 It (D2) W8 = 57.0 pcf Layer 9: 3.50 It (133) W9 = 30.0 pot Layer 10: 6.50 It (D3) W10 - 19.0 pcf Layer 11: 15.00 ft (D3) Wit - 11.0 pcf Layer 12: 0.00 It (133) W 12 - 0.0 pot Depth of Excavation: 20 It Load I Value Arm Moment P1 1280 49.38 63211 P2 320 46.22 14789 P3 42 46.05 1911 P4 806 44.72 36042 P5 242 44.38 10741 P6 1935 42.22 81690 P7 257 41.72 10700 PB 4896 37.72 184662 P9 342 36.72 12557 P10 0 0.00 0 P11 0 0.00 0 P12 8835 29.97 264758 P13 1354 28.38 38424 P14 6683 22.47 160136 P15 862 21.55 18579 P16 5350 17.97 96119 P17 184 17.38 3194 P18 10618 12.97 137660 P19 401 11.88 4770 P20 17073 4.86 82948 P21 519 3.24 1682 P22 0 0.00 0 P23 0 0.00 0 P24 0 0.00 0 P25 0 0.00 0 P26 -4061 28.38 -115273 P27 -47031 22.47 -105651 P28 0 0.00 0 P29 -2993 17.97 -53766 P30 -551 17.38 -9583 P31 -7605 12.97 -98614 P32 -3010 11.88 -35774 P33 -20369 4.86 -98964 P34 -6098 3.24 -19751 P35 0 0.00 0 P36 0 0.00 0 Anchor =126071 53.72 -677212 sum Depth for Equilibrium FS = 1.20 Max DI 9.501 9.50 D2 5.501 5.50 D3 3.50 3.50 D4 6.50 6.50 D5 15.00 9.72 D6 0.00 0.00 Total De th 34.72 Total Ht of Wall 54.72 ApproxTl Elev -43.71 It It It It R It It It (MLLW) Passive Pressure Passive Pressure x FS W13 - 108.0 pcf W13 - 90.0 pcf W14 = 0.0 pcf W14 - 0.0 pet W15 = 108.0 pcf W15 - 90.0 pcf W16= 171.0pcf W16= 142.5pcf W17 - 155.0 pef W17 = 129.2 pcf W78= 0.0Pcf W16= 0.0 pcf W19 - 0 pcf (Surcharge) Load Value Arm Moment P7 1280 44.93 57514 P2 3201 41.77 13365 P3 421 41.60 1726 P4 8061 40.27 32454 P5 2421 39.93 9664 P6 19351 37.77 73077 P7 2571 37.27 9559 P8 48961 33.27 162870 P9 342 32.27 11035 P10 0 0.00 0 P11 0 0.00 0 P12 8835 25.52 225434 P13 1354 23.93 32399 P14 6683 18.02 120392 P15 862 17.10 14742 P16 5350 13.52 72307 P17 184 12.93 2376 P18 9801 8.77 85916 P19 342 7.77 2656 P20 1007E 2.88 29049 P21 183 1.92 351 P22 0 0.00 0 P23 0 0.00 0 P24 0 0.00 0 P25 0 0.00 0 P26 -4874 23.93 -116636 P27 -6643 18.02 -101664 P28 0 0.00 0 P29 -3591 13.52 -48536 P30 -662 12.93 -8555 P31 -8424 8.77 -73M P32 -3078 7.77 -23904 P33 -14011 2.88 -40395 P34 -2577 1.92 -4952 P35 0 0.00 0 P36 0 0.00 0 Anchor -109291 49.27 -538419 sum -19 Depth for Moment & Tie Rod FS = 1.00 Max Di 9.501 9.50 D2 5.50 5.50 D3 3.50 3.50 D4 6.50 6.00 D5 15.00 5.77 D6 0.00 0.00 Total De th 30.27 Total Ht of Wall 50.27 It It If It It It It It 0 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead - Load value Xmax I X ARM Moment Anchor - 0929 1.00 1.00 19.86 -217046 S.C. 0 70.27 20.86 10.43 0 Pi 1280 8.00 8.00 15.53 19874 P2 320 12.36 3955 P3 42 1.00 1.00 12.19 606 P4 806 10.86 8753 PS 242 2.00 2.00 10.63 2547 P6 1935 8.36 16177 P7 2571 3.00 3.00 7.86 2016 P8 4896 3.86 18899 P9 342 6.00 6.00 2.86 978 P10 0 0.86 0 P11 0 0.00 0.00 0.86 0 P12 800 0.43 344 P13 11 0.43 5 P26 -4 9,50 0.86 0.29 -1 P14 0 0.00 0 PIS 0 0.00 0 P27 0 0.00 0 P28 0 5.50 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 3.50 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 1 0 6.00 0.00 0.00 0 P20 0 0.00 0 P21 0 ' 0.00 0 P33 0 0.00 0 P34 0 5.77 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: -3 20.86-143341 Cant. Moment = 1 ft-Ibs Moment = 143,341 ft-Ibs <_= Governs Dist from TOW = 20.86 ft Anchor Force = 10,929 pit Job No 2,1 q- :CRA] CLIENT 2E T'E41tae COK)9621( JOB NO. 0'"s, PROJECT e�ST?<WAX5 I' A_W_I tiAA BUL-Y-k?_7 SHEET 2• 1 S OF CALCULATIONS FOR \ MADE BY BE DATE IL•22r�t• F7o21til Ca P -�7 �W E1iT) CHECKED BY DATE_ CASH & ASSOCIATES ENGINEERS .43 - A6 -47 - 4° .0 - CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Soil Layers Above Excavation (Behind Wall): Layer 1: 8.00 it (H1) W7 - 40.0 pd Surcharge: 200 psf Vertical Load Layer 2: 3.00 It (1-12) W2 - 83.0 pd H7 = 1 It (Distance to Anchor) Layers: 8.00 It (1-13) W3 = 19.0 pd F.S. = 1.50 For Equilibrium Layer 4: 1.00 it (1-14) W4 = 19.0 pd T.O.W. Elev 11.00 (MLLW) Layers: 0.00 ft (Hs) W5 = 0.0 pef Surcharge - W " W1 / Density ' Layer 6: 0.00 It (1-16) W6 - 0.0 pcf Density = 100 pcf • 11 Soil Layers Below Excavation (Behind Well): Max Depth Active Pressure Layer 7: 12.00 It (Di) W7 = 19.0 pd Layers: 10.00 ft (132) W8 - 30.0 pcf Layer 9: 10.00 ft (D3) W9 - 11.0 pd Layer 10: 0.00 It (133) W10 - 0.0 pcf Layer 11: 0.00 it (133) Wit = 0.0 pcf Layer 12: 0.00 it (D3) W12 = 0.0 pcf Depth of Excavation: 20 ft Load Value Arm Moment P1 1260 36.17 46293 P2 960 32.00 30720 P3 374 31.50 11765 P4 4552 26.50 120628 P5 608 25.17 15301 P6 721 22.00 15862 P7 10 21.83 207 P8 0 0.00 0 P9 0 0.00 0 P10 01 0.00 0 Pit 0 0.00 0 P12 8880 15.50 137640 P13 1368 13.50 18468 P14 9196 4.75 43681 P15 1354 3.17 4287 P16 0 0.00 0 P17 A 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 31.50 50400 P25 1720 10.75 18490 P26 -8208 13.50 -110808 P27 -12996 4.75 -61731 P28 -3249 3.17 -10289 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.001 0 Anchor -8169 40.50 -330834 Sum Depth for Equilibrium FS = 1.50 Max D1 12.001 12.00 D2 10.00 9.50 D3 10.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total De th 21.50 Total Ht of Wall 41.50 ApproxTi Elev, it It It It it It It ft (M LLW) 51 Passive Pressure Passive Pressure x FS W13- 171.0pef W13- 114.0pcf W14 - 108.0 pcf W14 - 72.0 pcf W15- 155.0pcf WIS- 103.3pcf W16= 0.0pef W16- 0.0 pcf W17- 0.0 pcf W17= 0.0 pcf W18= 0.0 Pei W18= 0.0pef Wig = 80 pd (Surcharge) Load Value I Arm Moment Pi 12801 28.65 36668 P2 960 24.48 23501 P3 374 23.98 8957 P4 4552 18.98 86397 P5 608 17.65 10729 P6 721 14.48 10440 P7 10 14.31 136 P8 0 0.00 0 P9 0 0.00 0 P10 0 0.00 0 P71 01 0.00 0 P72 8880 7.98 70862 P13 1368 5.98 8181 P14 1917 0.99 1897 P15 59 0.66 39 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 E00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 23.98 38368 P25 1118 6.99 . 7818 P26 -12312 5.98 -73626 P27 -4063 0.99 -.4022 P28 -212 0.66 -140 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 01 0.00 0 P36 0 0.00 0 Anchor -8859 32.98 -226216 Sum -0 -12 Depth for Moment & Tie Rod FS = 1.00 Max D1 12.001 12.00 D2 10.00 1.98 D3 10.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total De th 13.98 Total Ht of Well 33.98 It It It It ft It it It 2.\(P • ,0 CASH & ASSOCIATES ENGINEERS Client: The Irvine Co Project: Castaways Marina mpany Bulkhead Load Value I Xmax I X I ARM I Moment Anchor -6859 1,001 1.00114 -101790 S.C. 1267 53.98 16.84 7.92 10036 P1 1280 8.00 8.00 10.51 13449 P2 960 6.34 6086 P3 374 3.00 3.00 5.84 2181 P4 2764 2.42 6665 P5 223 8.00 4.84 1.61 359 P6 0 0.00 0 P7 01 1.00 0.00 0.00 0 P8 0 0.00 0 P9 0 0.o0 0.00 0.00 0 P10 0 0.00 0 Pi 1 0 0.60 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 12.00 0.00 0.00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 01 1.98 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 01 0.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: -2 15.84 -63014 Cant. Moment = Moment = E Dist from TOW = Anchor Force = Job Nc By: 2,1-1 CLIENT 1 C E -T-9-4 q-LE JOB NO. 1AC11, J3 • CAA E. PROJECT CfAIT kwAn- SHEET 2` 1� OF CALCULATIONS FOR MADE BY �C DATE I ? a l5pe-111P7 Co -'JI.(OE 7i\ �CHECKED BY DATE_ CASH & ASSOCIATES ENGINEERS T1� �T 4 1 40 r 19.w4.83 _ — +3 �2 = n IZI N O 51 m :1z 19 � NElalEi TDP 12 —12 J i 57 5 IY -1 3 c8 D I il—i —7.1 19 —xo r S too 3o 0 - v —31 " l55 11 CASH & ASSOCIATES ENGINEERS Z` t9 Client: The Irvine Company Job No 2492.03 Project: Castaways Marina Bulkhead - Boring B-3 (West Wall ^ By: _ BRE Soil Layers Above Excavation (Behind Wall): Layer 1: 8.00 it (Hi) WI = 40.0 pcf Layer 2: 1.00 ft (1-12) W2 = 83.0 pcf Layer 3: 2.00 It (1-13) W3 = 121.0 pcf Layer 4: 3.00 it (1-14) W4 = 57.0 pcf Layer 5: 6.00 It (1-15) W5 = 19.0 pcf Layer 6: 0.00 it (H6) W6 = 0.0 pcf Soil Layers Below Excavation (Behind Well): Max Depth Active Pressure Layer 7: 3.00 it (DI) W7 = 19.0 pcf Layer 8: 6.00 It (D2) W8 = 57.0 pcf Layers: 3.00 It (D3) W9 = 19.0 pcf Layer 10: 10.00 it (D3) WIG = 30.0 pcf Layer 11: 15.00 it (133) Will - 11.0 pcf Layer 12: 0.00 it (D3) W12 = 0.0 pcf Depth of Excavation: 20 It a • Load Value I Arm Moment P1 1280 48.26 61777 P2 320 45.10 14431 P3 42 44.93 1865 P4 806 43.60 35139 PS 242 43.26 10470 P6 1935 41.10 79523 P7 257 40.60 10413 PS 4896 36.60 179179 P9 342 35.60 12174 P10 0 0.00 0 Pit 0 0.00 0 P12 2790 32.10 89551 P13 86 31.60 2702 P14 5922 27.60 163429 P15 1026 26.60 27289 P16 3987 23.10 92088 P17 86 22.60 1932 P18 138601 16.60 230034 P19 1500 14.93 22396 P20 19553 6.80 113375 P21 740 3.87 2859 P22 0 0.00 0 P23 0 0.00 0 P24 0 0.00 0 P25 0 0.00 0 P26 -641 31.80 -20262 P27 -2565 27.60 -70786 P28 0 0.00 0 P29 -1283 23.10 -29622 P30 -641 22.60 -14490 P31 -8550 16.60 -141904 P32 -4500 14.93 -67187 P33 -20353 5.80 -118015 P34 -8686 3.87 -33577 0 0.00 0 r35 8 0 0.00 ji 0 Anchor 1 -12449152.601 Sum Depth for Equilibrium FS = 1.20 Max Di 3.001 3.00 D2 6.001 6.00 D3 3.00 3.00 D4 10.00 10.00 D5 15.00 11.60 D6 0.00 0.00 Total De th 33.60 Total Ht of Wall 53.60 Approx Tip Elev -42.59 it it it it It it it ft (MLLW) eu Surcharge: 0 psf Vertical Load H7 = fit (Distance to Anchor) F.S. = 1.20 For Equilibrium T.O.W. Elev, 11.00 (MLLW) Surcharge = W' W1 / Density Density = 100 pcf Passive Pressure Passive Pressure x FS W13 = 171.0 pcf W13 = 142:5 pcf W14= 0.0pcf W14= 0.0pef W15= 171.O pcf W15- 142.5 pcf W16 = 108:0 pcf W 16 = 90.0 pcf W17 = 155.0 pcf W17 - 129.2 pcf W18 = 0.0 pcf W18 = 0.0 pcf W19 = 0 pof (Surcharge) Load Value Arm Moment P1 1280 43.82 56085 P2 320 40.65 13008 P3 42 40.48 1680 P4 806 39.15 31555 P5 242 38.82 9394 P6 1935 36.65 70918 P7 257 36.15 9272 PS 4895 32.15 157406 P9 342 31.15 10653 P10 1 0 0.00 0 Pit 0 0.00 0 P12 2790 27.65 77144 P13 86 27.15 2321 P14 5922 23.15 137094 P15 1026 22.15 22726 P16 3987 18.65 74358 P17 86 18.15 1552 P18 13860 12.15 168399 P19 1500 10.481 15725 P20 12055 3.58 43096 P21 281 2.38 670 P22 0 0.00 0 P23 0 0.00 0 P24 0 0.00 0 P25 0 0.00 0 P26 -770 27AS -20892 P27 -3078 23.15 -71256 P28 0 0.00 0 P29 -1539 18.65 -28702 P30 -770 18.15 -13966 P31 -10260 12.15 -124659 P32 -5400 10.48 -56610 P33 -15058 3.58 -53832 P34 -3962 2.38 -9443 P35 1 0 0.00 0 P88 0 0.00 0 Anchor 1 -10875 48.151 -523640 Sum -u of Depth for Moment & Tie Rod FS - 1.00 Max Di 3.001 3.00 D2 6.00 8.00 D3 3.00 3.00 D4 10.00 10.00 D5 15.00 7.15 D6 0.00 0.00 Total De th 29.15 Total Ht of Wall 49.15 it it it it it It it it • CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Load Value I Xmax I X I ARM Moment Anchor -10875 1.00 1.00 19.81 -215437 S.C. 0 69.15 20.81 10.41 0 P1 1280 8.00, 8.00 15.48 19810 P2 320 12.31 3939 P3 42 1.00 1.00 12.14 504 P4 806 10.81 8713 P5 242 2.00 2.00 10.48 2535 P6 1935 8.31 16080 P7 257 3.00 3.00 7.81 2003 P8 4896 3.81 18654 P9 342 6.00 6.00 2.81 961 P10 0 0.81 0 P11 0 0.00 0.00 0.81 0 P12 753 0.41 305 P13 6 0.41 3 P26 -6 3.00 0.81 0.27 -2 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 0 6.00 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 01 3.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 . 0.00 0 P32 0 10.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 01 7.15 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: -3 20.81-142238 Cant. Moment = 7 ft-lbs Moment = 142,238 ft-lbs <_= Governs Dist from TOW = 20.81 it Anchor Force = 10,875 plf 2. z.t, Job No 2492.03 By: BRE CLIENT I.,ir yV-U1KE Co M/`PAi4-( JOB NO. /w f I PROJECT CA-rA-M/,, " A"K'111 P, SHEET ? 2 OF 0 CALCULATIONS FOR. 'P3ouy-�� MADE BY �E DATE 1 Zv 4% P CHECKED BY DATE_ CASH &ASSOCIATES„, ENGINEERS -13 -41 '0 P-2'T�G LoA-c>i►.tG D'PTlDti4 '� 2� TaD�W� CJ {-lS�a j (�1.tGl'I'DlE—� 'I-3, O CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead i No 2492.03 2, 2-Z By: BRE Soli Layers Above Excavation (Behind Wall): Layer 1: 8.00 It (Ht) WI = 40.0 pcf Surcharge: 200 pal Vertical Load Layer 2: 3.00 It (1-12) W2 = 83.0 pcf 1-17 - 8 It (Distance to Anchor) Layer 3: 3.50 It (H3) W3 = 19.0 pcf F.S. - 1.50 For Equilibrium Layer 4: 4.50 It (H4) W4 - 30.0 pcf T.O.W. Elev 11.00 (MLLW) Layer 5: 1.001t (1-15) W5 - 30.0 pcf Surcharge - W * WI 1 Density Layer 6: 0.00 ft (1-16) W6 = 0.0 pcf Density = 100 pot :D 0 Sol] Layers Below Excavation (Behind Wall): Max Depth Active Pressure Layer 7: 20.00 It (D1) W7= 11.0 pat layer 8: 0.00 It (D2) W8 = 0.0 pcf Layer 9: 0.00 ft (D3) W9 = 0.0 pcf Layer 10: 0.00 ft (D3) W10 - 0.0 pcf Layer 11: 0.00 ft (D3) W11 = 0.0 pcf Layer 12: 0.00 it (D3) W12 = 0.0 pcf Depth of Excavation: 20 It Load Value Arm Moment 1 1280 33.58 42978 P2 960 29.41 28234 PS 374 28.91 10798 P4 1992 26.16 52098 P5 116 25.58 2976 P6 2860 22.16 63372 P7 304 21.41 6503 PS 771 19.41 14955 P9 15 19.24 289 P10 01 0.00 0 Pit 01 0.00 0 P12 15137 9.46 143125 P13 1967 6.30 12397 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 01 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 28.91 46256 P25 1513 9.46 14304 P26 -18475 6.30 -116457 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -10412 30.91 -321834 Sum -0 -7 Depth for Equilibrium FS = 1.50 Max Di 20.001 18.91 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 DS 0.00 0.00 D6 0.00 0.00 Total De-th 18.91 Total Ht of Wall 38.91 ApproxTi Elev -27.91 ft It It it It ft ft It (M LLW) Passive Pressure Passive Pressure x FS W13 = 155.0 pcf W13 = 103.3 pcf W14= 0.0 pot W14- 0.0 pot W15= 0.0 pof Wi5= 0.O pcf W16= 0.0 pcf W16= 0.0 pot W17 = 0.0 pcf W17 - 0.0 pcf W18 = 0.0 pef W18 = 0.0 pcf W19 = 80 pcf (Surcharge) Load I Value I Arm Moment Pi 1280 28.03 35874 P2 960 23.86 22906 P3 374 23.36 8725 P4 1992 20.61 41045 P5 116 20.03 2331 P6 2860 16.61 47500 P7 304 15.86 - 4817 P8 771 13.86 10679 P9 15 13.69 205 P10 01 0.00 0 Pit 01 0.00 0 P12 106951 6.68 71440 P13 9821 4.45 4372 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 23.36 37376 P25 1069 6.68 7140 P26 -13833 4.45 -61603 P27 0 0.001 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 01 0.00 0 Anchor -9183 25.36 -232871 um -0 -e3 Depth for Moment & Tie Rod FS_ = 1.00 Max D1 20.001 13.36 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total -Depth 13.36 Total Ht of Wall 33.36 It It ft ft It ft ft It • • CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Load Value Xmax X ARM Moment Anchor -9183 8.00 8.00 10.74 -9862 S.C. 1499 53.36 18.74 9.37 14048 Pi 1280 8.00 8.00 13.41 17161 P2 960 - 9.24 8870 P3 374 3.00 3.00 8.74 3264 P4 1992 5.99 11929 PS 116 3.50 3.50 5.41 629 P6 2695 2.12 5712 P7 2701 4.50 4.24'1 1.41 381 P8 0 0.00 0 P9 0 1.00 0.00 0.00 0 P10 0 0.00 0 P11 0 0.06 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 13.36 0.00 0.00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 01 0.00 0.001 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 " 0.00 0 P31 0 0.00 0 P32 01 0.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.661 0.00 0.00 0 Shear: 2 18.74 -36627 Cant. Moment = 5,973 ft-Ibs Moment = 36,627 it-Ibs <== Govems Dist from TOW = 18.74 ft Anchor Force = 9,183 pff 2. Z'� Job No 2492.03 By: BRE CASH h ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Soil Layers Above Excavation (Behind Wall): Layer 1: • 12.00 It (HI) WI - 40.0 pcf Layer 2: 8.00 It (1-12) W2 = 83.0 pcf Layer 3: 3.50 It (1-13) W3 = 19.0 pcf Layer 4: 4.501t (1-14) W4 - 30.0 pcf Layer 5: 1.00 It (115) W5 - 30.0 pcf Layer 6: 0.00 ft (1-16) W6 = 0.0 pef Soil Layers Below Excavation (Behind Well): Max Depth Active Pressure Layer 7: 25.00 It (ot) W7 = 11.0 pal' Layer S: 0.00 It (132) W8 = 0.0 pcf Layer 9: 0.00 It (D3) W9 = 0.0 pcf Layer 10: 0.00 It (D3) W10 - 0.0 pcf Layer 11: 0.00 It (D3) W11 - 0.0 pcf Layer 12: 0.00 It (D3) W12 = 0.0 pcf Depth of Excavation: 24 ft • Load Value Arm Moment P1 2880 37.38 107654 P2 1440 31.88 45907 P3 374 31.38 11720 P4 2552 28.63 73049 P5 116 28.05 3264 P6 3580 24.63 88169 P7 304 23.88 7254 P8 931 21.88 20359 P9 15 21.71 326 P10 01 0.00 0 Pit 0 0.00 0 P12 20535 10.69 219524 P13 2514 7.13 17917 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 Pt9 0 0.00 0 P20 01 0.00 0 P21 01 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1920 33.38 64090 P25 1710 10.69 18284 P26 -23617 7.13 -168311 P27 0 0.00 0 P28 0 0.00 0 P29, 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -15253 33.38 -509154 Sum Depth for Equilibrium FS Max Di 1 25.00 21.38 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 DS 0.00 0.00 D6 0.00 0.00 Total Depth 21.38 Total Ht of Wall 45.38 A rox TI Elev -30.38 By: Surcharge: 200 psf Vertical Load H7 = 12 ft (Distance to Anchor) F.S. = 1.50 For Equilibrium T.O.W. Elev 15.00 (MLLW) Surcharge = W • WI (Density Density - 100 pcf Passive Pressure Passive Pressure x FS W13 = 155.0 pcf W13 - 103.3 pcf W14= 0.0 pcf W14= 0.0 pcf WIG= 0.0pef W15= 0.0Pcf W16 - 0.0 pcf W16 = 0.0 pcf W17= 0.0Pcf Wiz= 0.0 pcf W18= 0.0 pcf Wi8= 0.0 pcf W19 = 80 pcf (Surcharge) Load I Value I Arml Moment Pi 2880 30.91 89006 P2 1440 25.41 36583 P3 374 24.91 9302 P4 2552 22.16 56528 PS 116 21.57 2510 2.24- 11 n \J E CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Load 'Value Xmax X ARM Moment Anchor - 3624 12.00 12.00 11.53 -157080 S.C. 1882 62.91 23.53 11.77 22146 Pi 2880 12.00 12,00 15.53 44726 P2 1440 10.03 14443 P3 374 3.06 3.00 9.53 3559 P4 2552 6.78 17299 P5 116 3.50 3.50 6.20 721 P6 3580 2.78 9952 P7 304 4.60 4.50 2.03 617 P8 493 _ 0.27 131 P9 4 1.00 0.53 0.18 1 P10 0 0.00 0 P11 0 0.00 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 14.91 0.00 0.00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 01 0.00 0,001 0.00 0 P16 0 0.00 0 P17 0 ' 0.00 0 P29 0 0.00 0 P30 0 0.06 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0.00 0.00 0 P20 0 . 0.00 0 P21 0 0.00 0 P33 0 . _ 0.00 0 P34 0 6.06 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 '0.001 0.00 0.00 0 Shear: 1 23.53 -43454 Cant. Moment = 17,280 ft-Ibs Moment = 43,484 ft-Ibs <_= Governs Dist from TOW = 23.53 ft Anchor Force = 13,624 pif 2.25 Job No 2492.03 By: BRE PI ( 7-a-41-4E coJ-IgN4. ( _ JOB NO. 2�Z. o3PROJECT AhWT�AI �-, f lM I 11J Ac SHEET 2'Z'OF CALCULATIONS FOR �� 11 � MADE BY I�E DATEI2� 5 CHECKED BY DATE_ CASH &ASSOCIATES,�1 era 5-4- ENGINEERS En f'W ' � r 65(,o) QO nLOW b LO frR Iq s ICa Slb M Y 3b � 30 881 Gam) CrTOiletolost- = r S 0 d Isso 'iql 1151 20 IOZ13 (", cr _ O �9 -Zq 3l0CD ilbl 12�1 hip 3.441 K M e 2b,`155K1 vif--to;"a<^F T I O , (� s1>'6 Qu 11 � b'b4�c ►.�: 53.�32''1 WIP- 06.1 1G5F -npw d A- I S'. o ,/T-- 12,40co K T: Fl14,R1o" o = 4,`115 K Iyo = &, 7'7(e4 M= 28,M- e6,193K, Wf- W--?, 4Ps1= GU,p� �1"1knc LoA-c,>it iA ofnoi-4 1 r,o,w. e +-11,0; A-NcrtoR G +3,o of-no1.4 2� r.o,w, @ +4Is,0; A-f-Le"4-0 +-3,0 0 CLIENT - tkE 11e141 LIG A i'ow1�m. _. JOB NO. V-9 Z , o 3 PROJECT 6AsTkktvkr5 Mih2.11.1A 9uwe- i-57_-O SHEET OF • ECRA. CALCULATIONS FOR MADE BY 06 DATE.�h 'IE5Z>e l7J G CHECKED BY DATE_ CASH & ASSOCIATES ENGINEERS -�W -2'7 -29 -31 - 33 -35 - 37 ,,, /I. '\ D 40 (4ao)-20 >� CIO •w (49I)3� 57}64-f21 Q _ M p 'loo $(oo 19 r -� N _q 932 2 • 11 v 2,o to34 I005 ( f s5)- O M -19 155D \042 (12o2)11 n � II R:o 2 %0'7S 6?23,6 M D o .9 _y9 31co Its?_ (m.19) 'IUw � +II•o flow E �1�� T- �.�Ii.sK T 10,3�2� T = t1,44� T= 14, la Qio= 4•Z3coK I?7a' 10,444K eto= �,$'Is1. �Zo� 1.G,5 �P= 121, o P51� 10?= 7$, 3 piF . I I.EGEUQ �'row� �towe+is tup- P- F 9 V_ WAD. �1,44—FsF- �15J-t1 c. I.oPrn I ryG CLIENT 7te7 Com fAh1y JOB NO. 2-49 2-' 03 PROJECT Gk-512rW LY5 H 41 17UL-L- t•I"�'" SHEET 2-2'6 OF CALCULATIONS FOR MADE BY LE DATE IZ_22.Y PO'KtNG 13-5 �,50un+) CHECKED BY DATE_ CASH & ASSOCIATES ENGINEERS r„ T 40 - r 19+l04= 83 � U 19 l9 NCtai ECf Tee IZu D 19 2 • h ti lV a {oe -•y � Jt -39,5 nt-y 19 "a 5 I55"� II m CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Soil Layers Above Excavation (Behind Well): • Layer i s 8.00 it (Hi) W1 - 40.0 pcf Surcharge: 200 psi Vertical Load Layer 2: 3.00 It (1-12) W2 - 83.0 pcf H7 = 1 ft (Distance to Anchor) layer 3: 8.00 ft (1-13) W3 = 19.0 pcf F.S. = 1.50 For Equilibrium Layer 4: 1.00 it (1-14) W4 = 19.0.pcf T.O.W. Elev 11.00 (MLLW) Layer 5: 0.00 it (1-15) WS = 0.0 pcf Surcharge - W ' W1 / Density Layer 6: 0.00 It (He) W6 = 0.0 pcf Density = 100 pcf Soil Layers Below Excavation (Behind Wall): Max Depth Active Pressure Layer 7: 25.00 It (DI) W7 - 19.0 pcf Layer 8: 4.50 it (D2) W8 = 30.0 pcf Layer 9: 5.50 ft (D3) W9 = 19.0 pcf Layer 10: 10.00ft (D3) W10 = t i.0 pcf Layer 11: 0.00 It (D3) Wit = 0.0 pcf Layer 12: 0.00 it (D3) W12 = 0.0 pot Depth of Excavation: 20 it Load Value I Aim Moment 1 1280 34.16 43726 P2 960 29.99 28794 P3 374 29.49 11016 P4 4552 24.49 111497 PS 608 23.16 14082 P6 721 19.99 14416 P7 10 19.8 1as PS 0 0.00 0 P9 0 0.00 0 P10 of 0.00 0 Pill 0 0.00 0 P12 14426 9.75 140606 P13 3610 6.50 23459 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 ol 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 29.49 47190 P25 1560 9.75 15201 P26 -21661 6.50 -140753 P27 0 0.00 0 P28 0 0.001 0 P29 0 0.001 0 Pao 0 0.00 0 P81 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -8038 38.49 -309427 sum -b Depth for Equilibrium FS = 1.50 Max Di 25.001 19.49 D2 4.501 0.00 D3 5.501 0.00 D4 10.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total De th t9.49 Total Ht of Wall $9.49 Approx Tip Elev -28.49 it ft it It it ft It ft (MLLW) Passive Pressure Passive Pressure x FS W13- 171.0 pcf W13= 114.0 pcf W14 - 108.0 pcf W14 = 72.0 pcf Wi5= 171.0 pcf W15= 114.0 pcf W16 = 155.0 pcf W16 = 103.3 pcf W17= 0.0 pcf W17= 0.0 pcf Wt8 = 0.0 pcf W18 = 0.0 pcf W19 = 80 pcf (Surcharge) Load Value Arm Moment P1 1280 28.54 36527 P2 960 24.37 23395 P3 374 23.87 8915 P4 4552 18.87 85896 P5 608 17.54 10662 P6 721 14.37 10361 P7 10 14.20 135 138 0 0.00 0 P9 0 0.00 0 P10 0 0.00 0 Pit 0 0.00 0 P12 102641 6.94 71179 P13 18281 4.62 8450 P14 0 0.00 0 P15 0 0.00 0 PIS 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 ol 0.00 0 P24 1600 23.87 38192 P25 1110 6.94 7695 P26 -16448 4.62 -76046 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 ol 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 '0 0.00 0 Anchor -687 57 32.8 538 -222 Sum -0 -t9 Depth for Moment & Tie Rod FS = 1.00 Max D1 25.001 13.87 D2 4.50 0.00 D3 5.50 0.00 D4 10.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 13.87 Total Ht of Weil 33.87 Z. 2`1 • C� CASH $ ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Load I Valuel Xmax I X I ARM--T Moment Anchor -6857 1.00 1.00 14.84 - 01754 S.C. 1267 63.87 15.84 7.92 10036 P1 1280 8.00 8.00 10.51 13449 P2 960 6.34 6086 P3 374 3.00 3.00 5.84 2181 P4 2764 2.42 6665 PS 223 8.00 4.84 1.61 359 P6 0 0.00 0 P7 01 1.00 0.001 0.00 0 P8 0 ; 0.00 0 P9 0 0.00 0.00 0.00 0 P10 0 . 0.00 0 P11 0 0.00 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 18.87 0.00 0.00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 Of 0.00 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 01 0.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 •_•. •,•.• 0.00 0 P34 0 0.00 0.00 0.00 0 P22 0 ' 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: 0 15.64 -62978 Cant. Moment Moment Dist from TOW Anchor Force i No By: 2.30 -Ili' If-y I tJ t � J'- eA-r-N JOB NO. cl Z' 03 CLIENT PROJECT L-1�-DAIV" HA-44 ua' SHEET Z• 3 � OF . CALCULATIONS FOR MADE BY !fC DATEL'221 /CA �x hAe c � � S �S6 ul-R CHECKED BY DATE_ CASH & ASSOCIATES ENGINEERS -+n 1. +u T aq i S 19+644e,= 83 - }3 + — }2 S-I444'- 121 a 1 p _1 �D -4 " S Wl = 1D - -8 _ q Q VJse".ST TDP all t 9 • ' Ir - I) zl ND N w ez O 19 N -23 S _44 ow0 -15 2� - -z9 l°( 0 -dr 3o N — _39 _41 I'll —y I9 cn —43 -44 —q.s• l55 —'y ►t — 4j � - Aq v SE151-ttG I,o%v I114 r5= t, 2 CASH 3 ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Soil Layers Above Excavation (Behind Wall): . Layer 1: 8.00 it (Ht) WI = 40.0 pcf Surcharge: 0 psf Vertical Load Layer 2: 1.00 it (H2) W2 = 83.0 pcf H7 = 1 it (Distance to Anchor) Layer 3: 2.00 it (1-13) W3 = 121.0 pcf F.S. = 1.20 For Equilibrium Layer 4: 4.00 It (H4) W4 = 57.0 pcf T.O.W. Elev 11.00 (MLLW) Layer 5: 5.00 It (He) W5 = 19.0 pcf Surcharge = W • W1 / Density Layer 6: 0.00 It (He) We - 0.0 pcf Density - 100 pcf 4P • Soil Layers Below Excavation (Behind Wall): Max Depth Active Pressure Layer 7: 10.00ft pi) W7= 19.0 pcf Layer 8: 5.00 It (D2) W8 = 19.0 pot Layer 9: 10.00 it (03) We - 19.0 pcf Layer 10: 4.50 it (D3) W10 = 30.0 pcf Layer 11: 5.50 it (D3) Wit = 19.0 pcf Layer 12: 15.00 it (D3) W12 = 11.0 pcf Depth of Excavation: 20 ft Load Value I Arm Moment P1 1280 36.85 47170 P2 320 33.69 10779 P3 42 33.52 1391 P4 806 32.19 25941 PS 242 31.85 7708 P6 2580 29.19 75297 P7 456 28.52 13004 P8 4365 24.69 107750 P9 238 23.85 5665 P10 01 0.00 0 Pit 01 0.00 0 P12 98801 17.19 166351 PIS 950 15.52 14742 P14 5790 9.69 56076 P15 238 8.85 2102 pie 9003 3.59 32343 P17 490 2.40 1175 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 01 0.00 0 P23 01 0.00 0 P24 01 0.00 0 P25 0 0.00 0 P26 -7125 15.52 -110568 P27 -7125 9.69 -69006 P28 0 0.00 0 P29 -10239 3.59 -36782 P30 -3 778 2.40 -8809 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -8312 41.19 -342325 Sum Depth for Equilibrium FS = 1.20 Max Ot 10.00 10.00 D2 5.001 5.00 D3 10.001 7.19 D4 4.50 0.00 D5 5.50 0.00 D6 15.00 0.00 Total De th 22.19 Total Ht of Well 42.19 Approx Tip Elev -31.18 it It it it it it it It (MLLW) Passive Pressure Passive Pressure x FS W13 = 171.0 pcf W13 - 142.5 pcf W14 - 0.0 pot W14 - 0.0 pcf W15= 171.0pef W15= 142.5pcf W16 = 108.0 pcf W16 = 90.o pcf W17 = 171.0 pcf W17 = 142.5 pcf W18 - 155.0 pcf W18 - 129.2 pcf W19 = 0 pof (Surcharge) Load Value Arm Moment P1 1280 33.10 42371 P2 320 29.94 9580 P3 42 29.77 1235 P4 806 28.44 22919 P5 242 28.10 6801 P6 2580 25.44 65625 P7 456 24.77 11295 PB 4365 20.94 91386 P9 238 20.10 4774 P10 01 0.00 0 Pit 0 0.00 0 F12 9680 13.44 130060 P13 950 11.77 11181 P14 5790 5.94 34369 P15 238 5.10 1212 pie 4305 1.72 7397 P17 112 1.15 128 Pie 0 0.00 0 P19 0 0.00 0 P20 01 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 0 0.00 0 P25 0 0.00 0 P26 -8550 11.77 -100628 P27 -8550 5.94 -50753 P28 0 0.00 0 P29 -5876 1.72 -10094 P30 -1009 1.15 -1156 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -7418 37.44 -277700 Sum Depth for Moment 3 Tie Rod FS - 1.00 Max D1 10.001 10.00 D2 5.00 5.00 D3 10.00 3.44 D4 4.50 0.00 DS 5.50 0.00 D6 15.00 0.00 Total Depth 18.44 Total Ht of Wall 38.44 it It it it it it it It i • CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Load Value Xmax X ARM Moment Anchor -7418 1.00 1.00 15.89 -117872 S.C. 0 58.44 16.89 8.45 0 P1 1280 8.00 8.00 11.56 14793 P2 320, 8.39 2685 P3 42 1.00 1.00 8.22 341 P4 806 6.89 5553 P5 242 2.00 200 6.56 1587 P6 2580 3.89 10036 P7 4561 4.00 4.001 3.22 1470 P8 1650 „ 0.95 1559 P9 34 5.00 1.89 0.63 21 P10 0 0.00 0 P11 0 0.00 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 16.00 "0.00 0,00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 •' 0.00 0 P28 11 0 5.00 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 3.44 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 01 0.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0,00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: -9 16.89 -79826 Cant. Moment = 7 ft-Ibs Moment = 79,826 ft-Ibs <_= Governs Dist from TOW = 16.89 ft Anchor Force = 7,418 pif 2- 33 Job No 2492.03 By: BRE CLIENT S Nrc GO/-tP/�T{�i JOB NO. 74"17"' 23 • PROJECT GIC+ic�PcYS Yl'iIt'12i ry kl- 7UUGH'�'7t� SHEET LI OF CALCULATIONS FOR \ MADE BY g t DATE I "L" goe-, I-,& ;3� //- c0 ��02'1'!•i ) CHECKED BY DATE_ CASH & ASSOCIATES ENGINEERS 10 CASH 3 ASSOCIATES ENGINEERS Client: The Irvine Company Job Nc 2492.03 Project: Castaways Marina Bulkhead -Boring 13-6 (North Wall - By: _ BRE Soil Layers Above Excavation (Behind Wall): Layer 1: 7.0011 (H1) W1 - 63.0 pcf Layer 2: 1.00 It (112) W2 = 40.0 pcf Layer 3: 3.00It (1-13) W3 = 83.0 pcf Layer 4: 2.00tt (1-14) W4 = 19.0 pcf Layers: 6.00 It (H5) WS = 11.0 pcf Layers: 1.00 It (is) W6 = 11.0 pcf Soil Layers Below Excavation (Behind Wail): Max Depth Active Pressure Layer7: 25.00tt (D1) W7- 11.0pef Layer 8: 0.00 It (132) Ws - 0.0 pot Layer 9: 0.00 It (D3) W9 = 0.0 pcf Layer 10: 0.00 It (D3) WIG = 0.0 Pei Layer 11: 0.00 It (D3) W11 = 0.0 pcf Layer 12: 0.00 it (D3) W12 = 0.0 pcf Depth of Excavation: 20 It a Load Value Arm Moment P1 15441 35.89 55401 P2 4411 33.06 14579 P3 20 32.89 ess P4 1443 31.06 44820 PS 374 30.56 11414 P6 1460 28.56 41698 P7 a8 28.23 1073 P8 4608 24.56 113172 P9 198 23.56 4665 P10 834 21.06 17564 P11 6 20.89 115 P12 17373 10.28 178596 P13 2325 6.85 15933 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.001 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 2520 30.56 77011 P25 2591 10.28 26631 P26 -21840 6.85 -149678 P27 0 0.00 0 P28 0 0.00 0 P29 01 0.001 0 P30 01 0.001 0 P31 Ol 0.601 0 P32 01 0.001 0 P33 0 0.00 0 P34 01 0.00 0 P35 0 0.00 0 P36 0 N. 0 Anchor -13933 32.56 -453656 sum -0 Depth for Eouilibrium FS = 1.50 Max DI 25.001 20.56 D2 0.001 0.00 DS 0.001 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total 5-a-th 20.56 Total Ht of Wall 40.56 Approx Tip Elev -29.56 -p (MLLW) Surcharge: 200 psf Vertical Load H7 - 8 It (Distance to Anchor) F.S. = 1.50 For Equilibrium T.O.W. Elev 11.00 (MLLW) Surcharge = W • W1 J Density Density = 100 pcf Passive Pressure Passive Pressure x FS W13 - 155.0 pcf W13 = 103.3 pcf W14 = 0.0 pcf W14 = 0.0 pcf W15 = 0.0 pcf W75 - 0.0 pcf W16 = 0.0 pcf W16 = 0.0 pcf W17 = 0.0 pcf W17 = 0.0 pof W18 = 0.0 pcf W18 - 0.0 pcf W19 = 126 pof (Surcharge) Load Value I Arm Moment P7 1544 29.83 46048 P2 441 27.00 11907 P3 20 26.83 537 P4 1443 25.00 36075 P5 374 24.50 9151 P6 1460 22.50 32850 P7 38 22.17 842 P8 4608 18.50 85248 P9 198 17.50 3465 P10 834 15.00 12510 P11 6 14.83 82 P12 12253 7.25 88831 P13 1156 4.83 5589 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 01 0.00 0 P21 Ol 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 2520 24.50 61740 P26 1827 7.25 13246 P26 -16294 4.83 -78756 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 01 0.00 0 Anchor _-124261 26.50 -329289 Sum is Depth for Moment & Tie Rod FS = 1.00 Max D1 25.001 14.50 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 O.OD D5 0.00 0.00 D6 0.00 0.00 Total Depth 14.50 Total Ht of Wall 34.50 It It It It It It it It 0 1* 0 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Load Value Xmax X ARM Moment nc or -12426 8.00 8.00 10.90 -135443 S.C. 2381 54.50 18.90 9.45 22504 Pi 1544 7.00 7.00 14.23 21969 P2 441 11.40 5027 P3 20 1.00 1.00 11.23 226 P4 1443 9.40 13564 P5 374 3.60 3.00 8.90 3324 P6 1460 6,90 10074 P7 38 2.00 2.00 6.57 250 P8 4531 2.95 13367 P9 191 6.00 6.90 1.97 377 P10 0 0.00 0 P11 0 1.00 0.00 0.00 0 P12 0 -TOO- 0 P13 0 0.00 0 P26 0 14.50 0.00 0.00 0 P14 0 0.00 0 P15 0- 0.00 0 P27 0 0.00 0 P28 0 0.00 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 01. 0.00 0 P30 01 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: -3 18.90 -44763 Cant. Moment = 9,404 ft-ibs Moment = 44,763 ft-ibs <== Governs Dist from TOW = 18.90 ft Anchor Force = 12,426 pif 2.3 (o Job No 24f By: 8 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Merino Bulkhead By: 2492.03 '7-. Soil Layers Above Excavation (Behind Wail): Layer 1; 11.00it (111) WI - 63.0 pcf Surcharge: 200 psf Vertical Load Layer 2: 1.00 it (112) W2 = 40.0 pcf H7 - 12 ft (Distance to Anchor) Layer 3: 3.00 ft (H3) W3 - 83.0 pcf F.S. = 1.50 For Equilibrium Layer 4: 2.00 it (H4) W4 = 19.0 pcf T.O.W. Elev 15.00 (MLLW) Layer 5: 6.00 it (He) W5 = 11.0 pcf Surcharge - W' WI / Density Layer 6: 1.00 it (He) W6 = 11.0 pcf Density - 100 pcf rI � J 0 Soil Layers Below Excavation (Behind Well): Max Depth Active Pressure Layer7: 25.00n (DI) W7= 11.0 pef Layer 8: 0.00 it (132) WB = 0.0 pcf Layer 9: 0.00 ft (D3) W9 = 0.0 pcf Layer 10: 0.00 ft (D3) W10 = 0.0 pcf Layer 11: 0.00 it (D3) W11 = 0.0 pcf Layer 12: 0.00 It (D3) W12 = 0.0 pcf Depth of Excavation: 24 it Load Value Arm Moment P1 3812 41.13 156773 P2 6931 36.97 25617 P3 201 36.80 736 P4 21991 34.97 76888 P5 3741 34.47 12873 PB 1964 32.47 63761 P7 38 32.13 1221 p8 6120 28.47 174206 P9, 198 27.47 5438 P10 1086 24.97 27112 Pit 6 24.80 136 P12 26838 12.23 328297 P13 3292 8.16 26846 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 01 0.00 0 P21 01 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 3024 36.47 it0270 P25 3083 12.23 37708 P26 -30924 8.16 -252188 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 01 0.00 0 P32 01 0.00 0 P33 0 0.00 0 P34 01 0.00 0 P35 01 0.00 0 P36 0 0.00 0 Anchor -21821 36.47 -795694 -1 Depth for Equilibrium FS - 1.50 Max Di 25.001 24.47 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 24.47 Total Ht of Wall 48.47 A rox Ti Elev -33.46 it it it it it it It n (MLLW) Passive Pressure Passive Pressure x FS Wi3 = 165.0 pef W13 = 103.3 pef W14 = 0.0 pcf W14 - 0.0 pcf W15 = 0.0 pcf W75 = 0.0 pcf W16 - 0.0 pcf WIG = 0.0 pef W17 = 0.0 pcf W17 = 0.0 pcf W18 = 0.0 pcf W18 - 0.0 pcf W19 = 126 pcf (Surcharge) Load Value Arm Moment P706121 33.61 128092 P2 1 6931 29.441 20402 P3 20 29.271 585 P4 2199 27.441 60341 P5 374 26.94 10062 P6 1964 24.94 48982 P7 38 24.61 935 P8 6120 20.94 i28153 p9 198 19.94 3948 P10 0086 17.44 18940 Pit 6 17.27 86 P12 18583 8.47 157400 P13- 1678 5.65 8912 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 p17 0 0.00 0 P18 0 0.00 0 P79 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 3024 28.94 87515 P25 2134 8.47 18079 P26 -22240 5.65 -125580 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -19589 28.94 -566898 Sum -ao Depth for Moment & Tie Rod FS = 1.00 Max D1 25.00 16.94 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total De th 16.94 Total Ht of Wall 40.94 it It it it it it it ft 0 0 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead - Load Value Xmax X ARM I Moment nc or - 9589 2.00 .00 12.05 -2 6044 S.C. 3030 64.94 24.06 12.03 36439 Pi 3812 11.00 11.00 16.72 63716 P2 693 12.55 8697 P3 20 1.00 1.00 12.38 248 P4 2199 10.55 23199 P5 374 3.00 3..00 10.05 3754 P6 1964 8.05 15810 P7 38 2.00 2.00 7.72 293 P8 6120 , 4.05 24786 P9 198 6.00 6.00 3.05 604 P10 1086 0.55 597 P11 6 1.00 1.00 0.38 2 P12 55 0.03 1 P13 0 0.03 0 P26 -01 16.94 0.06 0.02 -0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 0 0.00 ' ' 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 ' 0.00 0 P32 0 0.00 0.00 0.00 0 P20 0 0.00 0 1321 0 - 0.00 0 P33 0 0.00 0 P34 0 0.00 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 i 0.00 0 P36 0 0.00 0.00 0.00 0 Shear: 5 24.05 -57901 E Job No By: CAA CLIENT S 'cJOBNO. Z4F17.0'3 PROJECT �� YS YgM2i µA- VUI.KN-E7t-D SHEET Z'��OF CALCULATIONS FOR // 11'' \ MADE BY g e DATE Iz-zaf9 I�jpl J.I(a �- (O NOZTH' ) CHECKED BY DATE_ CASH & ASSOCIATES ENGINEERS I2� psF +II - �q } +5 i3 - +i -1 D -3 -5 -9 -II -1l tu -19 -$1 0 �3 (Slq)yo"I 44 by 0 0o5)85�o a N .2 (I1�) 8q4 It � 9"11(122 ) AE4LET TD P 121, R,u �3o Im (1z 9 ) 11 oTot.l3ZL M -It3 1`f ISol 6 �2u 1944' ILto I'a)M _ ' O M J DTI OV4 i', o, w , e f•1l e kx cvtvve G +3, o ofnoV4 4b2" r O,LJ,.a +IS,o) /cucHvl2 e +3, -rock T( 10, 812" Qlo' S,399� k SDW CP +I S "r= 13,3S3K T'r),2"II K T-2o,19SK V�i 5�.53a-c' M = 30.DOI r''` Wi = I.r, n(' Gc>p > l04-, 6 Per- Wp, ZZ3, I psF YsF (F5-I,of) CLIENT - PROJECT :IA] CALCULATIONS CASH & ASSOCIATES ENGINEERS • 0 JOB NO. _ L `Z• fl 3 SHEET Z' OF MADE BY !E DATE z-ti-5: CHECKED BY DATE_ 3 ((093) 441 y7 `- +$ 4 - +3 (t5o)49lb © _ y7tG�l'IZJ h Ito, Ito, -3 - II II _ 13 �5 �10 93o Io42 1294 � - I! .-10 t�tr 1o75(t3z II � -1q -`ll Qy. Iq� III(o �13L7 -25 II -27 -.28 -219 - 31 241, —e + 11 T = T = m nri co K 910' 5, (o15" R'2o= '7.346V. Hz gc)oS\"' PAZ 91.o151 wI CF5=1,1'2� 1- 15.14e" T-= \8.218K DD hi9' WPC 29G.opea WP= 04.E pi �15 Fit L I,o/co 1 I.tGI Lz AEt9 �iaw +1S DJuf- Av-oWPn3Ct Tow��11 h{kfc 2 x (0300 09` w�Fs=l.o r� • CASH & ASSOCIATES ENGINEERS +11 -29 - 31 n LJ CLIENT ltt T-`11 ITC GOI-t fA-V'4Y JOB NO. Z` 05 PROJECT CA-4T,?tWA-Y MA/ 7j µA ?ULKH� SHEET �. 41 OF CALCULATIONS FOR MADE BY fl= DATE AI c CL^ aF hT%nL Lo%yIw4 own ola - I T, o, w, Ca + 11, o 1 A -,a etto,C d;P c:)f-n c Nk T. D, w. (-o + is'. o , lroLcrtio,e o CHECKED BY DATE_ n CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead No 2492.03 Soil Layers Above Excavation (Behind Wall): Layer 1: • 8.00 it (HI) WI = 40.0 pcf Surcharge: 200 psf Vertical Load Layer 2: 2.50 it (H2) W2 = 83.0 pcf H7 = 8 it (Distance to Anchor) Layer 3: 0.50 It (1-13) W3 = 94.0 pcf F.S. - 1.50 For Equilibrium Layer 4: 8.00 it (1-14) W4 = 30.0 pef T.O.W. Elev I i.00 (MLLW) Layer 5: 1.00 it (1-15) WS - 30.0 pcf Surcharge = W " Wl / Density Layers: 0.00 it (1-16) W6 - 0.0 poll Density = 100 pcf • • Soil Layers Below Excavation (Behind Wail): Max Depth Active Pressure Layer7: 25.00it (Dt) W7- 11.0pcf Layer 8: 0.00 ft (132) W8 = 0.0 pef Layer 9: 0.00 ft (D3) W9 - 0.0 pcf Layer 10: 0.00 it (D3) W10 - 0.0 pcf Layer 11: 0.00 it (03) Wit - 0.0 pcf Layer 12: 0.00 it (D3) W12 = 0.0 pcf Depth of Excavation: 20 ft Load Value Arm Moment P1 1280 34.34 43959 P2 800 30.43 24341 P3 259 30.01 7784 P4 264 28.93 7629 P5 12 28.84 339 P6 4696 24.68 113411 P7 960 23.34 22409 P8 815 20.18 16433 P9 15 20.01 300 P10 01 0.00 0 Pit 01 0.00 0 P12 16616 9.84 163472 P13 2129 6.56 139 55 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1600 29.68 47482 P25 1574 9.84 15486 P26 -20002 6.56 -131190 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -10918 31.68 -345827 Bum -o Depth for Equilibrium FS = 1.50 Max D1 25.001 19.68 D2 0.001 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 19.68 Total Ht of Well 39.68 ApproxTi Elev, -28.67 it it it it it it It it (MLLW) Passive Pressure Passive Pressure x FS W13 = 155.0 pcf W13 a 103.3 pot W14 = 0.0 pcf W14 - 0.0 pcf W15= 0.0 pcf W15= 0.0 pcf W16 = 0.0 pcf W16 = 0.0 pcf Wiz= 0.0 pot W17= 0.0 pcf W18 = 0.0 pcf W18 = 0.0 pcf W19 = 80 pcf (Surcharge) Load Value I Arm Moment Pt 12801 28.55 36540 P2 8001 24.63 19704 P3 2591 24.21 6280 P4 264 23.13 6101 P5 12 23.05 271 P6 4596 18.88 86772 P7 960 17.55 16845 P8 815 14.38 11713 P9 15 14.21 213 P10 0 0.00 0 Pit 0 0.00 0 P12 11722 6.94 81348 P13 10601 4.63 4902 P14 01 0.00 0 P75 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1 16001 23.88 38208 P25 JJ101 6.94 7706 P26 -14931 4.63 -69079 P27 0 0.00 0 P28 0 0.001 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor 1 -95611 25.88 -247447 sum n Depth for Moment 6 Tie Rod FS = 1.00 Max DI 25.00 13.88 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 13 888 Total Ht of Wall 33.88 it It it It it it it it CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Load Value Xmax X ARM Moment Anchor -9561 8.00 8.00 10.85 -103740 S.C. 1508 53.88 18.85 9.43 14213 P1 1280 8.00 8.00 13.52 17301 P2 800 ' . 9.60 7680 P3 259 2.50 2.50 9.18 2382 P4 264 8.10 2136 P5 12 0.50 0.50 8.02 94 P6 4510 3.93 17701 P7 9241 8.00 7.851 2.62 2419 P8 0 0.00 0 P9 0 1.00 0.00 0.00 0 P10 0 0.00 0 P11 0 0.00 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 13.88 0.00 0.00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 0 0.00 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 0 0.001 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 0 0.00 ' 0.00 0.00 0 MR Shear: -4 18.85 -39814 Cant. Moment = 6,973 ft-Ibs Moment = 39,814 ft-Ibs <_= Governs Distfrom TOW = 18.85 it Anchor Force = 9,561 pff 2, 43 i No 2492.03 By: BRE CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead Layers Above Excavation (Behind Wali): isSoil Layer 1: 12.00 it (H1) WI - 40.0 pcf Surcharge: 200 psf Vertical Load Layer 2: 2.50 It (1-12) W2 = 83.0 pcf H7 = 12 ft (Distance to Anchor) Layer 3: 0.50 it (H3) W3 = 94.0 pcf F.S. = 1.50 For Equilibrium Layer 4: 8.00 ft (14) W4 = 30.0 pcf T.O.W. Elev, 15.00 (MLLW) Layer 5: 1.00 If (1-15) W5 = 30.0 pcf Surcharge = W' WI / Density Layer 6: 0.00 it (1-16) W6 = 0.0 pcf Density = 100 pcf • • Soil Layers Below Excavation (Behind Wall): Max Depth Active Pressure Layer 7: 25.00it (D1) W7 = 11.0 pcf Layer 8: 0.00 It (D2) W8 = 0.0 pcf Layer 9: 0.00 ft (D3) W9 = 0.0 pef Layer 10: 0.00 tt (D3) W10 = 0.0 pcf Layer 11: 0.00 it (D3) Wit = 0.0 pcf Layer 12: 0.00 It (D3) W12 = 0.0 pot Depth of Excavation: 24 ft Load Value I Arm Moment P1 28801 38.15 109872 P2 1200 32.90 394 00 P3 259 • 32.48 8425 P4 344 31.40 10794 P5 12 31.32 368 PB 5876 27.15 159533 P7 9a0 25.82 24784 P8 975 22.65 22072 P9 15 22.48 337 P10 0 0.00 0 Pit 01 0.00 0 P12 22250 11.08 246415 P13 2698 7.38 1 9923 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P78 0 0.00 0 P19 0 0.00 0 P20 0 0.00 0 P21 01 0.00 0 P22 01 0.00 0 P23 0 0.00 0 P24 1920 34.15 65568 P25 1772 11.08 19625 P26 -25349 7.38 -187159 P27 0 0.001 0 P28 0 0.001 0 P29 0 0.001 0 P30 0 0.001 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -16812 34.15 -539968 um -0 Depth for Equilibrium FS - 1.50 Max DI 25.001 22.15 D2 0.001 0.00 D3 0.001 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 22.15 Total Ht of Wall 46.15 ApproxTi Elev -31.15 ft It tt it it it It It (MLLW) 71 No 2492.03 2` Passive Pressure Passive Pressure x FS W13 = 155.0 pcf W13 = 103.3 pcf W14 = 0.0 pcf W14 = 0.0 pcf W15= 0.0 pot W15= 0.0 pcf W16= 0.0 pcf W16= 0.0 pcf W17= 0.0 pct W17= 0.0 pcf W18 = 0.0 pcf W18 = 0.0 pcf W19 = 80 pcf (Surcharge) Load Value Arm Moment Pt 1 28801 31.42 90490 P2 12001 26.17 31404 P3 2591 25.75 6680 P4 3441 24.67 8480 P5 12l 24.59 289 P6 58761 20.42 119988 P7 960 19.09 16323 P8 975 15.92 15514 P9 15 16.75 236 P10 0 0.00 0 Pit 0 0.00 0 P12 15489 7.71 119423 P13 1308 5.14 6722 P14 0 0.00 0 P15 0 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P18 0 0.00 0 P19 01 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P24 1920 27.42 52646 P25 1234 7.71 9511 P26 -18428 5.14 -94718 P27 0 0.00 0 P28 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0 P33 0 0.00 0 P34 0 0.00 0 P35 0 0.00 0 P36 0 0.00 0 Anchor -14043 27.42 -385072 um -83 Depth for Moment 3 Tie Rod FS = 1.00 Max D1 25.00 15.42 D2 0.00 0.00 D3 0.00 0.00 D4 0.00 0.00 D5 0.00 0.00 D6 0.00 0.00 Total Depth 15.42 Total Ht of Wall 39.42 It It It It it it it It • 11 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Project: Castaways Marina Bulkhead - Load Value Xmax X ARM Moment Anchor -14043 12.00 12.00 11.63 -163325 S.C. 1890 63.42 23.63 11.82 22335 Pi 2880 12.00 12.00 15.63 45014 P2 1200 . 10.38 12456 P3 259 2.50 2.50 9.96 2584 P4 344 8.88 3053 PS 12 0.50 0.50 8.80 103 P6 5876 4.63 27206 P7 9601 8.00 8.00 3.30 3165 P8 614 0.32 193 P9 6 1.00 0.63 0.21 1 P10 0 0.00 0 Pi i 0 0.00 0.00 0.00 0 P12 0 0.00 0 P13 0 0.00 0 P26 0 15.42' 0.00 0.00 0 P14 0 0.00 0 P15 0 0.00 0 P27 0 0.00 0 P28 0 0.00 0.00 0.00 0 P16 0 0.00 0 P17 0 0.00 0 P29 0 0.00 0 P30 0 0.00 0.00 0.00 0 P18 0 0.00 0 P19 0 0.00 0 P31 0 0.00 0 P32 0 0.00 0.00 0.00 0 P20 0 0.00 0 P21 0 0.00 0 P33 0 0.00 0 P34 01 0.00 0.00 0.00 0 P22 0 0.00 0 P23 0 0.00 0 P35 0 0.00 0 P36 0 6.00 0.00 0.00 0 Shear. -2 23.63 -47215 Cant. Moment = 17,280 ft-Ibs Moment = 47,216 ft-Ibs <_= Governs Dist from TOW = 23.63 it Anchor Force = 14,043 plf Z, 4r i No 2492.03 By: BRE PI CLIENT !Li K PROJECT CA CALCULATIONS CASH & ASSOCIATES ENGINEERS .. AIr1 JOB -NO. lAft2. 09 SHEET 2'4('o OF MADE BY 13{= DATE I-- 4 CHECKED BY DATE_ &.;) ffr I, e- p (51-0) 4cao -r n rs1- 19i-64= 83 F = ( 0t5) 655 Q 3� fl0 J V 925 (IoSS) 1�EGL6'P TDr all o o'tF _ J -loon (IISe - o 11 � J-1`1 155 t55O l03'1 (11'IS) m 0 I(v?., rA M W n F'ao 2o4.Co ICF74• CI231 �^ r- �29 3100 114I (1?oT) hTA-ne I.OA-yl w4 O�no� I T,o,w, (?+tl,ol A,scttve Cam' +3, o c;>f-nw4 T.o,w. C' +IS•0 ; lAiacOrO4 CD +3, a Tat e e + I l T. g, 4-x. I k c ,o' a}',WS K- ZMA3` We- 120,1 Vsr TawCa+(7 12, en K T= 11-14-1 12w= ID,�o62 �p= 6,4c-a` f ya, 1.91DK 30.1w, 1K = Wp= gopsF lop= W4, 5r4F CFS- I AI,) 0 10 CA CASH & ASSOCIATES ENGINEERS ;5 +1 CLIENT I114.J 1 i4 -E l-0K ry A-N JOB NO. Z423 , O 3 PROJECT 6m7 WK<y 14 A-4f KA RLA.IK SHEET 2-'41 OF CALCULATIONS FOR MADE BY ±gDATEJ2_Zl-": T= S, l52" +."Io'Ik 3o • 1-t G T= to.togsiF ea". 1. (.SS toe �TDW $1� CHECKED BY DATE_ T= ll,vh2� �iu = `, 344 N� _,35,svkKl • _J • WA CASH & ASSOCIATES ENGINEERS CLIENT -G+E� J �� 1 1J'E' I '� I'"( `PATI•pp PROJECT � LtJ ��S M CI N�'' OULKN�"�FO CALCULATIONS JOB NO. Z4`12 • a 3 SHEET 2" 4 8 OF MADE BY BE DATE J2_23fl CHECKED BY DATE_ .9 '6 PENEi 1TION INMEDI M iM AND (IMPACT COARSE GRAINED SOILS a E?AMPX I �A 1• c 5 a 1 I o I A WCW6E IN P C. GRAIAT 50145 J I 1 '25 6 7 6 10 ' p H K K 20 30 M OD O 70 60 KID. 1'A 2OD VALUE OF • HW)4 IN[ g ]PER RUNNING FOOT OF WALL •�— AP %EX" LE. RIETIGTION IN VERY CDMW41 SAND ICMAXPOO.00D-30.000, A H=SSFT, D•I5FL P PSI TR'f 2P S2.I )4. 1IN�.S•S6.D 2 TRYOOP51•SSYINW.S. SB3 (63H5)4 a 124 sLx H . Mom• • Sl5 P•. Spjpg ` 4 N• •' I. PA ap)PORM ��-•066. MpE5,GN'645,000IMLD/FT MMAX.: JS �-MS-• NM •16.601) PSI I pp OD 16.642SPOOP31 TRY A SMALLER SECTION. ' LOAD DIAGRAM MOMENT OIAGRAIA .. .. ♦9 LEGEND , MMAX • MAXIMUM POSITIVE MOMENT IN SHEETING ODMPUYED BY METHODS OF FIGURE 16. MDESIGN • MAXIMUM POSITIVE. MOMENT FOR DESIGN OF SHEETING. �FLEXIBILRT NUMBER•• INi014"• E•SHEETING i P El I• .. .. MODULUS UFELA3nCTYPSI SHEETING MOMENT OF INUaLA.IK1 PERRUNNING OF WALL NOTES �• MpESIGN IS OBTAINED MY SUCCESSIVE TRIALS FOOT OF SHEETING SIZE UNTIL MAX. BENDING • STRESS IN SHEETING EOUALSALLOWABLE SENDING STRESS. 2. NO REDUCTION IN MMAX 15 PERMIMOFOR PENETRATION IN FINE GRAINED SOILS OR LOOSE OR VERY LOOSE COARSE GRAINED SOILS. ' 3. FLEXIBILITY NUMBER 15 COMPUTED ON THE BASIS OF LUBRICATED INTERLOCKS. Reduction in Bendil 214-1 • LL4' v v v a v a v r Q'M .mm m•tM Nmm r W Woo N- NN- m0 N IN- nnN Nr QCmm N N m &1 nN VM- pp qtq ON 0388 422 N RMM0 II�� NNn yNv� mN ((Npp ppN IO nvm nI� mN p 88 p p 8$$ p p p 8CR 8m 888 888 88 888 888 888 8$8' r am ro rG .- ��t�ppo hG NG nKm 0a 0r 'On m m M m N N M NOO N NNm N Cr O m V' Grepp'i M mI. rN r 't NN rr �< ONrmm N N N 'm r NOm r N r mm r ONOw9m r N r rN r r N I-N r r N Oi �f r N p � E in o i(f p NN m n mN hNN �a NM 8 n m0 m m $ h 8 m n o v m 8 mr[[ 8$ me 8 p x 4v eQi Gi Iom mm mm�i �i sip mums ��im I m�i l$ 9i`i g a2 88 nm88 n8 28 888 n88 8n 888 'M 888 n88'� c or dvING rmrr o r8o"� r�:.�=r� Grmrm rnm rryr8r8 o0r6Crdrogg ILLy nNG�N n aOrMrM B mm $amc f'fQL' e� en Wmm WW�II II��III��I Wmm Wmm WW LLLL LL.(mAN uWW LLNN ILWW ¢ �� O � mm ILmN LLIL 4. IL LLmm LLmm NtO tO I ' uu .pllA.:IM� Iq V N V' Qf0 tN� any tN�tN� fGC mQ� ntmV m W If�O Rag p^� my ci VP WVN NQ [a[�� (OV rfrppO So tt7�yiyi� 4so INOr 42m mM IOI.��NrNO RN N�tO pW Qt0 th0b� 2 r r N p,M O�mi V « II �$ 0 U Nh nl0 OM�(mV YNIA t� mlm�(Np N�� ^ INm 111000Q Nn V N mm IArN Nm (p NOIm pp�ym .0 dry "oim n� I�Imr ada Np� mo m mo W f0 mdd (q fp Cva air mIn aysci of Nm of Go vw' 08S AO N E�8s go. °mom 9 'Go 88 S88 $: 88 m8S m8S $S 388 a88 nnBS rr Gdo r Noi o� r mdd rrr Nrr dd oo Nr GG r NOC Nr r oioG c�yH h Ell m _a O'4�5��' *88 11 rd 88 m� 888 ml mm 88 88 888 of of ai US mom 88 888 mom 88S mom 888 6d of 888 mmoi ��' c' - N =I ow hmSS o 8s S88 W- So 188 888 888 e88 �880N J 'mm I I I Nmm 1 1 1 N� m Nv Nmm mrr mm mi !M NW,m Srr cd as mmm Nrr mrr r88 mm =��3 m 1 oouEIG71°: 88 61_88 vn s rm88 888 888 nr88 888 _= gig NN 4mm v9 �m 99i a9i 09 mC4 sNN 4mm mm8 �N tgi tl IIv II aM 3 W�� I `per I I pp N .: 1 1 aa N N Oo N ry r l l r l l p s N U9 .= I I 8 r 1 I 9 r I I p 8 r I �Mm N r o M smm m r r vn N ul� N N mMM m r mmM N r �� m N mMM N r .nj,MM N r ,$Mm m r E� 0] Np Us. 88 88 $$8 s88 88 sss 88$ $8$ 88s as Q .88 NNIp r hYjN r YjNN r NNN r p, YNI . N p pYp 8 W .o ooE o,tE of oE Agg ooE A A onE A Agg q of A qm NnE A A N ooE 'A ooE ooE Mt g A N�1 q Agg N A N �mml m Nm NNNIn mmq m NfAN y N(/!N g- Ni%!� W N -Ih 41N� W Nfn m $$ ES { 25 $ 5 �m ma fit it $$ oo E EEiS SS i5 I11m mW II II s c KzI zz mm zzz z z C? V px NIT M M v< 7III N N m mmm m m m mmm m m m mmm m m m mmm m m 3lmm mmm mm mm mmm mmm mm ,• • CASH & ASSOCIATES ENGINEERS CLIENT: PROJECT: JOB NO: SHT. NO. BY: LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Soil Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (Hid) Mo = Moment per Foot of Pile Diameter (MVd) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 40.0 feet 139,530 lbs 0.00 feet = 0 ft-Ibs 4.00 feet 155 psf/ft 3.0 1.70 1.00 = 139,5301bs 0 ft-Ibs <_= Moment Below Surface Governs 34,883 Ibs 0 ft-Ibs = 42.31 feet 56.41 feet Short Pile Analysis NOT Valid -5 < Revise L Until This is ± 0 Soil (H) (M) (H) (M) x Press Shear Shear Vs Vu Moment Moment Ms I Mu Elev ft. x1L psf Ibs Ibs Ibs Ibs lb-ft lb-ft lb-ft lb-ft 3.00 0.0 0.00 0 139530 0 139530 237201 0 0 0 0 1.12 1.9 0.03 -557 138176 0 138176 234899 261,508 0 261,508 444,563 -0.76 3.8 0.07 -1062 134280 0 134280 228275 518,040 0 518,040 880,669 -2.64 5.6 0.10 -1515 128089 0 128089 217751 765,050 0 765,050 1,300,585 -4.52 7.5 0.13 -1917 119851 0 119551 203747 998,456 0 998,456 1,697,375 -6.40 9A OA7 -2267 109815 0 109815 186686 1,214,643 0 1.214,643 2,064,893 -8.28 11.3 0.20 -2564 98229 0 98229 166990 1,410,463 0 1,410,463 2,397,787 -10.16 13.2 0.23 -2810 85341 0 85341 145079 1,583,234 0 1,583,234 2.691,498 -12.04 15.0 0.27 -3005 71398 0 71398 121377 1,730,740 0 1,730,740 2,942,258 -13.92 16.9 0.30 -3147 56649 0 56649 96304 1,851,233 0 1,851,233 3,147.096 -15.80 18.8 0.33 -3238 41342 0 41342 70282 1,943,429 0 1.943.429 3,303,829 -17.68 20.7 0.37 -3277 25725 0 25725 43733 2.006,513 0 2,006,513 3.411,072 -19.56 22.6 OAO -3264 10046 0 10046 17078 2,040,134 0 2,040,134 3,468,228 -21.44 24.4 OAS -3199 -5447 0 -5447 -9260 2,044,410 0 2,044.410 3,475,496 -23.32 26.3 0.47 -3082 -20506 0 -20506 -34860 2,019,922 0 2,019,922 3,433,868 -25.20 28.2 0.50 -2914 -34882 0 -34882 -59300 1,967,722 0 1,967.722 3,345,127 -27.09 30.1 0.53 -2694 -48329 0 -48329 -82159 1,889,324 0 1,889,324 3.211,851 -28.97 32.0 0.57 -2422 -60597 0 -60597 -103016 1,786,711 0 1,786,711 8,037,408 -30.85 33.8 0.60 -2098 -71439 0 -71439 -121447 1,662,331 0 1662,331 2,825.963 -32.73 35.7 0.63 -1723 -80607 0 -60607 -137032 1,519,101 0 1:516,101 2,582,471 -34.61 37.6 0.67 -1295 -87552 0 -87852 -149349 1,360,400 0 1,360.400 2,312,680 -36.49 39.5 0.70 -816 -92927 0 -92927 -157976 1,190,078 0 1,190,078 2,023,133 -38.37 41.4 0.73 -285 -95583 0 -95583 -162491 1,012,449 0 1,012,449 1,721,163 -40.25 43.2 0.77 298 -95573 0 -95573 -162474 832.293 0 832,293 1,414,895 -42.13 45.1 0.80 933 -92648 0 -92648 -157501 654,858 0 654,858 1,113,258 -44.01 47.0 0.83 1619 -86560 0 -86560 -147152 485,857 0 485,857 825,957 -45.89 48.9 0.87 2357 -77062 0 -77062 -131005 331,471 0 331,471 563,501 -47.77 50.8 0.90 3147 -63905 0 -63905 -108638 198,346 0 198,346 337,189 -49.65 52.6 0.93 3989 -46841 0 -46841 -79629 93,596 0 93,596 159,112 -51.53 54.5 0.97 4883 -25622 0 -25622 -43557 24,798 0 24,798 42.157 -53AI 56.41 1.001 5828 -of 0 - - 0 -0 .. -- --- ^ ^ 0 0 n 0 n nw•A w.n 0 a A7= AOR Maximum: 5,826 139,b3u V laa,aa� Reference: Resistance to Overturing of Single, Short Piles by E. Czernial, A.M. ASCE March 1957 • CA CASH & ASSOCIATES ENGINEERS LnvER flzo) E �vAyt'� o5u8� 0 CLIENT 741-- I�JINE C�M{�hrtY JOB NO. 241 Z, 03 PROJECT GAS,-rcwA^r tJAP-tf4A- PJULICHar SHEET 3.2. OF CALCULATIONS FOR MADE BY ! E DATE ZfS 23 ?ootidG B- I -MLJ C@ +15�0 CHECKED BY DATE_ ##=Eakd••Y••+••�(•%E--K•'P#-Y•#{•Y•##•'+�i•#a +E#i�•#a!••?5".•#•X•#####•f �'f �Y•#?E+F#L�•};F•k••Y•##•Y••H••�E•%� PROGRAM LFILE 3.0 CC:) '-".OPYRIGHT ENSOFT. INC:.. 1999 + ALL RIGHTS RESERVED ----------------------------------------------- # # # Preoared for � # Cash And Associates Engineers 5772 Polsa Ave.. Suite 100 # # Huntington Peach. CA 92649 # # License No. 481-122491 # # # # Program -to be used only by Licensee # # Duolication permitted only for backup cony # # # L PROGRAM LFILE Version 3.0 CC:) COPYRIGHT 1986, 19S7, 1989 ENSOFT. INC. ALL RIGHTS RESERVED The Irvine,.ompany — Castaways Marina — 81 QS"D) TOW +15 UNITS--ENGLISH UNITS I N P U T I N F O R M A T I O N THE LOADING IS STATIC: PILE GEOMETRY AND PROPERTIES PILE LENGTH 2 POINTS X IN .00 684.00 SOILS INFORMATION • ----------------- DIAMETER IN 48.000 48.000 = 684.00 IN MOMENT OF AREA INERTIA IN##.# IN##2 .261D+06 .iSID+04 .261D+06 ISID+04 X AT THE GROUND SURFACE _ .00 IN MODULUS OF ELASTICITY LPS/IN##2 .312D+07 .312D+07 Pace 1 3.4 3 LAYER(S) OF SOIL . LAYER I THE SOIL IS A SAND X AT THE TOP OF THE LAYER _ .00 IN X AT THE BOTTOM OF THE LAYER 96.00 IN MODULUS OF SUBGRADE REACTION = .173D+02 LBS/IN**3 LAYER L THE SOIL IS A SAND X AT THE TOP OF THE LAYER = 96.00 IN X AT THE BOTTOM OF THE LAYER = 516.00 IN MODULUS OF SUBGRADE REACTION = .289D+02 LBS/IN**3 LAYER 3 THE SOIL IS A SAND X AT THE TOP OF THE LAYER = 516.00 IN X AT THE BOTTOM OF THE LAYEF = 694.00 IN MODULUS OF SUBGRADE REACTION = .405D+02 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 4 POINTS X.IN WEIGHT.LBS/IN**3 00 .69D-01 36:00 .69D-01 36.00 .24D-01 684.00 .24D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X.IN C,LBS/IN**2 PHI.DEGREES .00 .0001)+00 .300D+02 36.00 .000D+00 .300D+C)2 36.00 .000D+00 .350D-f-02 684.00 .000D+00 .350D+02 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 1 E50 BOUNDARY -CONDITION CODE - 1 LATERAL LOAD AT THE FILE HEAD = .180D+06 LBS MOMENT AT THE FILE HEAD - OOOD+00 IN-LBS AXIAL LOAD AT THE PILE HEAD = OOOD+00 LBS FINITE-DIF-EPENCE PARAMETERS NUMBER OF PILE INCREMENITS - 57 DEFLECTION! TOLERANCE ON DETERMINATION OF CLOSURE _ .100D-03 IN • MAXIMUM NUMBER OF ITERATIONS !ALLOWED FOR PILE ANALYSIS 100 MAXIMUM ALLOWABLE DEFLECTION .36D+03 IN Paaa 3. s OUTPUT CODES KOUTPT = i KPYOP =1 INC 1 0 U T P U T I N F 0 R M A T I 0 N LOADING NUMBER 1 BOUNDARY CONDITION CODE - 1 LATERAL LOAD AT THE PILE HEAD = .180D+06 LBS MOMENT AT THE PILE HEAD = .000D+00 IN-LBS AXIAL LOAD AT THE PILE HEAD = OOOD+00 LBS X DEFLECTION MOMENT SHEAR SOIL TOTAL FLEXURAL REACTION STRESS RIGIDITY IN IN LBS-IN LBS LRS/IN LBS/IN**2 LBS-IN**2 *'x-**'� '�'**•IE'****** 'x"x'*****•1i'** ****ai'**•�'x'* **'ii"•.{'****** **'x'**af"x'*** *****'x'**'x'* .00 .114D+01• -.502D-05 .180D+06 OOOD+00 .462D-09 B14D+12 12.00 .107D+01 .216D+07 .178D+06 -.223D+03 i99D+03 .814D+12 • 24.00 .999D+00 .428D+07 .175D+06 -.416D+03 .394D+03 .814D+12 36.00 .92BD+00 .635D+07 .169D+06 -.579D+03 .585D+03 .814D+12 48.00 .857D+00 .833D+07 .1611)406 -.713D+03 .767D+03 .814D+12 60.00 .788D+00 .102D+08 .152D+06 -.820D+03 ,940D+03 .814D+12 72.00 .721D+00 .120D+08 .141D+06 -.900D+03 .110D+04 .814D+12 84.00 .656D+00 .136D+08 .130D+06 -.955D+03 .1-.,5D+04 .814D+12 96.00 .593D•i-00 .151D+08 .115D+06 -.165D+04 .139D+04 .814D4.12 108.00 .533D+00 .164D+08 .947D+05 -.167D+04 .151D+04 S14D+12 120.00 .476D+00 .174D+08 .748D+05 -.i66D+04 .160D+04 .814D+12 132.00 .422D+00 .182D+08 .552D+05 -.161D+04 .167D+04 .814D+12 144.00 .371D+00 .187D+08 .362D+05 -.155D+04 .172D+04 .814D+i2 156.00 .3:'3D+00 .190D+08 .181D+05 -.146D+04 .175D+04 .814D+12 168.00 .279D+00 .ISID+08 .1'iD+04 -.136D+04 .176D+04 .814D+12 180.00 .238D+00 .190D+08 -.144D+05 -.124D+04 .175D+04 .814D+12 192.00 .201D+00 .ISBD+02 -.286D+r]5 -.112D+04 .173D4-04 .814D+12 204.Or.) .167D+00 .184D+08 -.412D+05 -.986D+03 .169D+04 .814D+12 216.00 .136D+00 .178D+08 -.522D+05 -.851D+03 .i64D+04 .814D+12 228.00 .108D+00 ,171D+08 -.616D+05 -.715D+03 .158D+04 .814D+12 240.00 .836D-01 .163D+08 -.694D+05 -.581D+03 .150D+04 .814D+12 252.00 .618D-01 .154D+08 -.756D+05 -.451D+03 .142D+04 .814D+12 264.00 .427D-01 .145D+08 -.802D+05 -.327D+03 .134D+04 .814D+12 276.00 .263D-01 .135D+08 -.835D+05 -.'<i0D+03 .124D+04 .814D+12 268.00 .1220-01 .125D+08 -.853D+05 -.101D+03 .115D+04 .814D+12 300.00 .291D-03 .ii5D+08 -.859D+05 -.253D+01 .106D+04 .814D+12 312.00 -.955D-0' iO4D+08 -.854D+05 .863D+02 .961D+03 .814D+12 3 4.00 176D-01 .942D+07 -.839D+05 165D+03 .86BD+03 .814D+12 336.00 -+ 239D-01 .843D+07 -.816D+05 .232D+03 .776D+03 .814D+12 34B.00 -.287D-01 .746D+07 -.784D+05 .289D+03 .687D+03 .814D+12 Pacle 3 3, (� 60.'.)C] .322'D-01 .654D+07 .747D+05 .336Da-03 .603D+03 .814DT12 .: 37.-' 00 -.34GD-01 .567D-07 -.704D+05 .373D+03 .522D+03 .S14D+i2 36-F. OC) ..l85D-07 -. 658D+05 .400D+03 .447D+03 .814D+12 .:''+bY fif_� .360i:-01 .4V'_D+07 _.EC)'�D+c)„� .-:12D-`s.>a :.:177D+Cr.:, 312D+03 .S1-iD+i.. •if1^ •)C) .3621D_0 339D+07 .558D+05 .42SD+03 .81.4D+12 4i2'_..00 -.354D-01 .275D+07 -.506D+05 .431D+03 .254D+03 .814D+12 40,:.00 -.341D-01 .'21SD+07 -.455D+05 .426D+C)3 .201D+03 .814D+12 444.00 -.324D-01 .16ED+07 -.404D+05 .416D+03 .153D+03 Sl4D+12 456.00 -.304D-01 .121D+07 -.355D+05 .401D+C)3 .111D+03 .814D+12 468.00 -.282D-0i 810D+06 -.308D+05 .382D+03 .746D+02 .814D+12 480.00 -.258D-01 .462D+06 -.264D+05 .359D+03 .431D+02 .814D+12 492.00 -.234D-01 .177D+06 -.222D+05 .333D+03 .1S3D+02 .814D+12 504.00 -.209D-01 -.660D+05 -.184D+05 .306D+03 .607D+01 .214D+12 516.00 .125D-01 .265Dv06 .1.42D+05 .390D+03 .244D+02 .814D+12 528.00 .161D 1)1 .407DT06 .980D+04 .347D+03 .375D+02 .814D+12 540.00 -.137D-0:. „500D+06 -.589D+C)o. .304D+03 . 460D-0,, .8141•D-1•1 552'.OQ -.145D-01 -.519D+06 -. 51D+04 .260D+03 .505D+02 .214D+12 564.00 -.935D-02 -.5E0D+06 .343D+03 .216D+03 .516D+02 214D+i2 576. 00 -.73OD-C):- -. 540D+06 .'267D+04 . 17'2D+Ci3 . 499D+02 . 81 #D+12 598.00 -.534D-02' -.496D+06 .447D+04 .128D+03 .457D+02 .814D+12 600.00 -.3481)-02 -.433D+06 .575D+04 .253D+02 .3i9D+02 S14D+12 61 .06 -.169D-)2 -.358D+06 .652D+04 .422D+02 .330D+02 B14D+12 624.00 .391D-04 -.77D+06 .676D+04 -.996D+00 .255D+02 .614D+12 636.00 .].,7'D-02 -.196D+06 .649D+04 -.446D+02 .180D+02 Bi4D+12 648.00 .336D-02' -.121D+OE .569D+04 -.88915+02 .111D+0' .814D+12 660.00 .492D-02 -.590D+05 .435D+04 -.134D+03 .544D+01 .814D+12 672.00 .659D-02 -.165D+05 .246D+04 -.181D+03 .152D+01 .814D+12 664.00 .620D-02 .000D+00 .000D+00 -.229D+03 .000D+00 .814D+12 n OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT =-.251D-05 IN-LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .128D-06 LES OUTPUT SUMMARY FILE -HEAD DEFLECTION = .114D+01 IN COMPUTED SLOPE AT PILE HEAD = .606D-02 MAXIMUM BENDING MOMENT = ISID+08 LBS-IN MAXIMUM SHEAR, FORCE _ .180D+06 LES NO. OF ITERATIONS = 7 NO. OF ZERO DEFLECTION POINTS = 2 S U M M A R Y T A B L E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. _:ONDITION CONDITION LOAD DEFLECTION MOMENT SHEAF' BCi BC:D LES IN IN-LBS LES is 1798D+06 .000OD+00 .0000D+00 .1144D+01 .1913D+08 .1798D+0E Page 4 CASH & ASSOCIATES ENGINEERS 0 0 CLIENT I?-� %FI{✓ 1L,a1.d?kw,i PROJECT CA,j,rA,LJA-iS MAYGINA CALCULATIONS JOB NO. 24-13' o 3 SHEET 17 OF MADE BY !C DATE L'43 CHECKED BY DATE_ 41 CASH & ASSOCIATES ENGINEERS CLIENT: PROJECT: JOB NO: 2492.03 SHT. NO. BY: BRE LATERAL LOAD ON SHORT PILES INPUT. Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Soil Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mo = Moment per Foot of Pile Diameter (Mt/d) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 30.0 feet = 82,930lbs = 5.00 feet 0 ft-lbs 3.00 feet _ 1 155 psf/ft - 3.0 1.70 1.00 = 82,930 lbs = 414,650 ft-Ibs <== Moment Below Surface Governs 27,643 lbs 138,217 ft-lbs = 39.40 feet 53.27 feet Short Pile Analysis NOT Valid 19 < Revise L Until This is ± 0 Elev x ft. x/L Soil Press psf (H) Shear lbs (M) Shear lbs Vs lbs Vu lbs (H) Moment lb-ft (M) Moment lb-ft Ms lb-ft Mu lb-ft 3.00 0.0 0.00 0 82930 0 82930 140981 0 414,650 414,650 414;650 1.22 1.8 0.03 -526 82125 -100 82025 139513 146,776 414,590 561,366 664,109 -0.55 3.6 0.07 -1001 79809 -387 79422 135288 290,760 414,183 704,943 908,475 -2.33 5.3 0.10 -1428 76130 -841 75289 128580 429.399 413.116 842.514 1,143,093 -4.10 7.1 0A3 -1804 71234 -1439 69795 119658 560,402 411,112 971,514 1,363,795 -5.88 8.9 0.17 -2132 65269 -2162 63107 108795 681,741 407,931 1,089,672 1.566,891 -7.65 10.7 0.20 -2409 58383 -2989 55394 96262 791,648 403,372 1,195,020 1,749,174 -9AS 12A 0.23 -2637 50722 -3899 46824 82329 888,619 397,267 1,285,886 1,907,920 -11.21 14.2 0.27 -2815 42436 -4871 37565 67269 971,410 389,488 1,360,898 2,040,885 -12.98 16.0 0.30 -2944 33670 -5885 27785 51354 1,039,039 379,944 1,418,982 2,146,309 -14.76 17.8 0.33 -3023 24572 -6919 17653 34853 1,090,785 368,578 1,459,363 2,222,913 -16.53 19.5 0.37 -3053 15290 -7953 7336 18039 1,126,192 355:372 1,481,564 2,269,899 -18.31 21.3 0.40 -3033 5971 -8967 -2996 1184 1,145,063 340,345 1,485,408 2,286,952 -20.08 23.1 0.43 -2963 -3237 -9939 -13177 -15443 1.147,463 323,551 1,471,014 2,274,238 -21.86 24.9 0.47 -2844 -12188 -10849 -23037 -31568 1,133,719 305.054 1,438,803 2,232,406 -23.63 26.6 0.50 -2675 -20732 -11676 -32408 -46921 1,104,420 285.072 1,389,492 2,162,586 -25AI 28A 0.53 -2457 -28724 -12399 -41123 -61231 1,060,418 263,681 1,324,099 2,066.391 -27.19 $0.2 0.57 -2189 -36016 -12997 -49014 -74225 1,002,825 241,113 1,243,937 1,945,915 -28.98 32.0 0.60 -1871 -42460 -13451 -55911 -85633 933,014 217,608 1,150.623 1,803;733 -30.74 33.7 0.63 -1504 -47909 -13738 -61647 -95183 852,623 193,443 1,046,067 1,642,903 -32.51 35.5 0.67 -1087 -52215 -13838 -66053 -102604 763,550 168,931 932,481 1,466,966 -34.29 37.3 0.70 -620 -55231 -13731 -68962 -107624 667,953 144,423 812,376 1,279,943 -36.06 39.1 0.73 -104 -56810 -13395 -70205 -109972 568,256 120,304 688,559 1,086,338 -37.84 40.8 0.77 461 -56804 -12811 -69615 -109377 467,140 96,999 564,139 891,137 -39.62 42.6 0.80 1076 -55066 -11956 -67022 -105568 367,551 74,969 442,520 699,806 -41.39 44A 0.83 1741 -51447 -10811 -62258 -98271 272,696 54,711 327,407 518,295 -43.17 46.2 0.87 2456 -45802 -9355 -55156 -87218 186,044 36,759 222,804 353,035 -44.94 47.9 0.90 3220 -37982 -7566 -45548 -72135 111,326 21,686 133,012 210,940 -46.72 49.7 0.93 4033 -27840 -5425 -33264 -52752 52,532 10,099 62,631 99,404 -48.49 51.5 0.97 4896 -15228 -2909 -181311 -28798 13,918 2,643 16,561 26,304 -50.27 53.3 1.00 5809 -0 - -0 -- 0 _ -0 0 c 0 Q= .^ n0 nvc QGO Maximum: 51808 62193u ia,nun Reference: Resistance to Overturing of Single, Short Piles by E. Czernial, A.M. ASCE March 1957 aw az,yu V.Vol I, wr,vw 414.U50 .4U5,4UU , , CASH & ASSOCIATES ENGINEERS CLIENT: PROJECT: JOB NO: SHT. NO. BY: LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Soil Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mo = Moment per Foot of Pile Diameter (MUd) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 40.0 feet 82,930 Ibs 5.00 feet 0 ft-Ibs - 4.00 feet _ 1 - 155 psf/ft 3.0 1.70 1.00 = 82,930lbs = 414,650 ft-Ibs <_= Moment Below Surface Governs 20,733 Ibs 103,663 ft-Ibs 34.34 feet 46.50 feet Short Pile Analysis NOT Valid -9 < Revise L Until This is ± 0 Elev x ft. x/L Soil Press psf (H) Shear ibs (M) Shear Ibs Vs Ibs Vu Ibs (H) Moment lb-ft (M) Moment lb-ft Ms lb-ft Mu lb-ft 3.00 0.0 0.00 0 82930 0 82930 140981 0 414,650 414,650 414,650 1.45 1.6 0.03 -459 82125 -115 82010 139498 128,123 414,590 542.713 632,398 -0.10 3.1 0.07 -874 79809 -444 79365 135232 253.808 414,183 667,991 845,656 -1.65 4.7 0.10 -1246 76130 -963 75167 126457 374,827 413,116 787,943 1,050,322 -3.20 6.2 0.13 -1575 71234 -1649 69585 119449 489,181 411,112 900,293 1,242,720 -4.75 7.8 0.17 -1860 65269 -2477 62792 108480 595,100 407.931 1,003,031 1,419,600 -6.30 9.3 0.20 -2102 58383 -3424 54959 95826 691,039 403,372 1,094,411 1,578,138 -7.85 10.9 0.23 -2301 50722 -4467 46256 81762 775,686 397,267 1,172,953 1,715,933 -9.40 12.4 0.27 -2456 42436 -5580 36855 66560 847,955 389,488 1,237,443 1,831,012 -10.95 14.0 0.30 -2567 33670 -6741 26928 50497 906,989 379,944 1,286,933 1,921,825 -12.50 15.5 0.33 -2636 24572 -7926 16645 33846 952,159 368,578 1,320.737 1,987,249 -14.05 17.1 0.37 -2661 15290 -9111 6178 16881 983,066 355,372 1,338,438 2,026,585 -15.60 18.6 0.40 -2642 5971 -10273 -4302 -122 999,539 340,345 1,339,883 2,039,561 -17.15 20.2 0.43 -2581 -3237 -11386 -14624 -16890 1,001,633 323,551 1,325,185 2,026,328 -18.70 21.7 0.47 -2476 -12188 -12429 -24616 -33148 989,636 305,084 1,294,720 1,987,466 -20.25 23.3 0.50 -2327 -20733 -13376 -34108 -48621 964,061 285,072 1,249,133 11923,976 -21.80 24.8 0.53 -2135 -28724 -14204 -42929 -63036 925,651 263,681 1,189,332 1,837,287 -23.35 26.4 0.57 -1900 -36016 -14890 -50906 -76117 875,377 241,113 1,f16,490 1,729,254 -24.90 27.9 0.60 -1621 -42460 -15409 -57869 -87591 814,439 217,608 1,032,047 1,602,155 -26.45 29.5 0.63 -1299 -47909 -15738 -63647 -97183 744,265 193,443 937,708 1,458,694 -28.00 31.0 0.67 -934 -52215 -15853 -68068 -104619 666,511 168,931 835,443 1,302,001 -29.55 32.6 0.70 -525 -55231 -15730 -70961 -109623 583,064 144,423 727,487 1,135,632 -31.10 34.1 0.73 -73 -56810 -15346 -72156 -111923 496,037 120,304 616,341 963,566 -32.65 35.7 0.77 423 -56804 -14676 -71480 -111243 407,772 96,999 504,771 790,211 -34.20 37.2 0.80 962 -55066 -13697 -68762 -107308 320,840 74,969 395,808 620.396 -35.75 38.8 0.83 1544 -51447 -12385 -63832 -99845 238,040 54.711 292,751 459,378 -37.30 40.3 0.87 2169 -45802 -10716 -56518 -88580 162,400 36,759 199,160 312,840 -38.85 41.8 0.90 2839 -37952 -8668 -46649 -73237 97,177 21,686 118,864 186,888 -40.40 43A 0.93 3551 -27840 -6214 -34054 -53542 45,856 10,099 55,955 85,054 -41.95 44.9 0.97 4307 -15228 -3333 -18561 -29221 12,160 2,643 14,793 23,297 -43.501 46.51 1.001 5106 -0 -0 -0 -01 01 01 0 Maxir Reference: Resist by E ASCI IN CLIENT 7H� V 1 NC -)1-I�pm-A-A JOB NO. '2� 2-y 3�,1PROJECT C�stm.'�i�'fS lIkTZA�LA Al1LK.I.4�-i°t� SHEET 31Ia OF CALCULATIONS FOR MADE BY E DATE CHECKED BY DATE_ CASH & ASSOCIATES g _ 2 ENGINEERS +N 9 7 0 # PROGRAM LPILE 3.0 # # (Ci C:OPYRIGHT ENSOFT. INC., 1989 � . ALL RIGHTS RESERVED ----------------------------------------------- } 4 Preoared for { Cash And Associates Engineers 5772 Bolsa Ave.. Suite 100 # # Huntington Beach. CA 92649 # # License No. 481-132491 # Program to be used only by Licensee # Duolication permitted only for backuo copy 9F�'•'FF?F ;Q?(. jt#####?I•#####•Y•#######•+?#'K•#####Y'.'###3tii'E####•Y4•#•IC•av-Y### • PROGRAM LPILE Version 3.0 CC) COPYRIGHT 1986, 1987, 19% ENSOFT, INC. ALL RIGHTS RESERVED The Irvine -Company — Castaways Marina — B2 (36"D) UNITS--ENGLISH UNITS I N P U T I N F O R M A T I O N THE LOADING IS STATIC: PILE GEOMETRY AND PROPERTIES PILE LENGTH 2 POINTS X IN .00 636.00 • SOILS —INFORMATION DIAMETER IN 36.000 36.000 636.00 IN MOMENT OF AREA INERTIA IN##4 IN##2 .825D+05 .102D+04 .825D+05 .102D+04 X AT THE GROUND SURFACE _ .00 IN MODULUS OF ELASTICITY LBS/IN##2 .312D+07 .312D+07 Page i 3 LA.YEF'CS", OF SOIL . LAYEF. 1 THE SAIL IS A SAND X AT THE TOP OF THE LAYER _ .00 IN X AT THE BOTTOM: OF THE LAYEF, = 36.00 IN MODULUS OF SUBGRADE REACTION - .173D+02 LBS/IN**3 LAYER, - THE SOIL IS A SAND X AT THE TOP OF THE LAYER = 36.00 IN X AT THE BOTTOM OF THE LAYER = 444.00 IN MODULUS OF SUBGRADE REACTION = .173D+02 LBS/IN**3 LAYER, 3 THE SOIL IS A SAND X AT THE TOP OF THE LAYER - 444.00 IN X AT THE BOTTOM OF THE LAYER = 636.00 IN MODULUS OF SUBGRADE REACTION = .173D+0' LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 6 POINTS X.IN WEIGHT.LBS/IN**3 .00 .69D-01 36.00 .6SD-01 36.00 .33D-01 • 444.00 .33D-01 444.00 .24D-01 636.00 .24D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 3 POINTS X.IN C,LBS/ IN**2 PHI,DEGREES E50 .00 .000D+00 .300D+02 ----- 636.00 .000D+00 .300D+02 ----- BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 1 BOUNDARY -CONDITION LADE = i LATERAL LOAD AT THE PILE HEAD = 153D+06 LBS MOMENT AT THE PILE HEAD = .918D+07 IN-LBS AXIAL LOAD AT THE PILE HEAD = 00OD+00 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS - 53 • DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ l00D-03 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = i00 MAXIMUM ALLOWABLE DEFLECTION .36D+03 IN Page 2 POOR. QUALITY ORIGINAL (S) '21 17 - -a .. J r - •� - J vl .' ram. ^CT 1C'.CT".1(.t Y9C-.rLw T.fi t'r^S.f H;T .L".F ]F'Ii�]Er.•]! T'.K9tT -Ia7ERAL WAD AT THE PILE HEAD = . 153D+7E LBS MOp1ENT AT THE DILL 'HEAD = .91ED+07 0-4'.% AXIAL LOAD AT -HE PILE HEAT: - .00CrD-00 _3S X DE:=L -_:T.ICN MOMENT SPEAR SOIL TO" -AL FLEXURAL. REACTION E-RESS RIGIDITY IN IN LBS-TN LBS LBS/IN LBS/IN*42 LBS-IN**2 u•if•]'-]EiF iP?P:F :h ?E?ri44t{ir •'£•i1•<•iP;k ;.ci,'. •Ir •><4E iF:t;•]tiC•#�4iFi� •k i4Se :K')EJk4•!•#iF •'E•i'•=4•-Fir ;{i+: ]t^••It• •k•c•yy5f•ir?4ii :i it 00 .?i8D=07 .153D+06 .200D+04 . 12100 ry`,'-..;D_01 01-:iS, 'SiD- S .,0�_iD+00 -'S6D+O3 2400+0 .257D+12 'S7D+12 _ . a0 ..., -D- of . 123D+ir8 , 1-'7D=06 - .5 &D+1%r'-.', .22OD+04 .257D+1 36.02 .272D=. - .15D=02 . _39D+06 -.689Dv03 .317D+0..4 , 257D+Q -c. 00 , ..._:r4DT.. r .b..tD-W . 13OD- 06 -r 2E9D+03 . =D.I..r rr, . _57D+12 i.. 0 . -"_}OD•-... . .7"D+02 . - 12: w% -.102D+04 .325D+04 .25 D-1i_ 7! . 00 r ?'_ 71)wO : . 190D+ir8 . 105D+06 -. 1 16D+04 . -415D-04 . 257D+1'2 9j.00 . _s5D'1.0= .202. _os .5 7D+O5 -. 128DA04 . :OD+04 .257D+12 9000 00 . 164 D-1-01 . 212D • ir8 . 7&BD+05 . 137D+04 a=+04 . 257D+12 i :r8. 00 . 1 A D+p i ..AL ..D+OE . 57SD+0,_ . 1 48D+04 . 420D :- _n4 . 257DT 12 120.00 . 1 6D+01 .226D+08 .395D+05 . 154D+04 . 492D+04 . 257D+12 132.00 .109D+01 .2 9D+02 .209D+05 -.155D+04 .500D+04 .257D+12 W4.00 . 934D+00 . 231 D+08 . _%D+0-. . 150D+04 . 503D+04 . 257D+i 2 156.00 . 729D+00 . 230D+09 -. 150+05 -. 146D+04 . 5.2D+04 . 2=02 08.00 . S56D 00 . _L'7D+08 -. 3r_SD+05 -. 144D+fro , 495D+04 . 257D+12 is . 00 ,53 D"00 .222DT09 . 496D r•03 , .. iD+ir 4 , 425D+O4 . 257D+1. i's2.00 .43tr 00 .215D+08 -.661D+05 -. i35D+04 .469D+04 .237D+i2 204..O0 .335D+00 206D,08 -.811D+05 -.114D+04 .450D+04 .257D+1 216.00 .251D+00 .196D+02 -.935D+05 -.911D+03 .427D+04 .257D+12 23.00 . i72DT00 . 194D-02 -. 103D+06 -.6844D+03 Pi .401D+a .257D+1 :10.00 .116D+00 .171D+09 -.11OD+06 -.469D+03 .373D+04 .257D+12 52.00 .62_D-Oi , i57D-rat -. 114D+O; . 68D-'•03 .043D+04 .257D+12 260x00 • _'y1 1 r11 . 1r43D+02 -. ii6D+06 .SSiD- 2 .213D+uA .257D+12 2''1=.:rs' ,,%G9D :1.. . _Z9D-4r. - 1;7 .,?S .790D.L02 . 292D+04 257D+12 -. f72-.. .11W-08 -. .:ED.'OS .223D-'•03 .252D+04 .2=112 3 -c- -,-:7D--0 7D-. • ':' -.-=_j _ - '--9D,oc . -5_L?f=2 _ n _ ... .53SD+*- .3EW -05 . J25DO02 . 11 D, Ow „S7D-_._ man 3.1N o. _+O -, 1ORD-00 .438D+07 -. 7'88D+05 .662D+03 .957D+03 .257D+12 37200 -, 106D+00 .349D+07 -.708D+05 .674D+03 .761D+03 . _57D+1 • 380.0- .268D 07 _.6C7D+05 .257D+ • E. 300 _.-03D=QO =7SD- 1 :38D'-07 5s7D=05 ^E72D+03 SWD'03 .586D+03 U32l)- n2 0571t.+=. - _. a0 -.9'_3D-Oi . _3/I-07 -.4702- _>E .62W+03 .299D+03 .257D-12 s20,00 942D-`_a1 nE3L•+06 . S95D+05 SO4D"?3 . 122DmOO •257D+1r 432.00 , -. 7%D -01 _ 4L2D+06 -. 325D- 05 . 566D+= .12 1 D+02 . 257D+ i 2 "u 00 -. B8W-_a1 .724D+05 -, 2SOD-05 5:7D+03 . 158D+02 257D-1: 456.0 .S13D-01 -.201D+06 -.199D+05 .480D+03 .439D+02 .257D+:2 465.? -.'v36D-01 -.405D'-06 -.141D+05 .431D+03 .885D+0 : .257D+1 ' =SO.W -.A62D-01 .5ASD+06 .9E7D-a04 .381D+03 .120D+03 .257D+12 492.00 -.39OD-01 -.635D+06 -.530D+04 .330D+03 .139D=03 .257D+12 500.00 -. 322D-01 -. S75D+06 -. 164D+04 . D80D+03 . 147D+03 .257D+12 !E.00 -.258D-01 -.674D'-06 .1410+04 .229D+03 .147D+03 .257D+12 E28 . n .:98 ) l -. 6.41 D 06 . 387D'-r a4 . 180D+03 . 1.40D+03 .25 / D+12 5jo.00 -. 142D-0'_ -.58 _'DIGS .571D'-04 . 132D+_a3 . !27D+_a3 . '57D+1'2 E= 00 . SS_D-C:_ .50 D 06 . 703D-04• . 337D+Ui . 110D+03 . ;:57D+1 2 E64.00 -.375D-02 -.413D+06 .775D+04 .3E4D+02 .901D+02 .257D+12 576.00 .108D-02 -.317D+06 .791D+04 -.107D+02 .692D+02 .257D+1' 588.00 .573D-02 -.=23D+06 .750D+04 -.580D+02 .487D+02 .257D+12 600.00 .103D-01 -.137D+06 .6E!D+04 -.106D+03 .300D+02 .257D+12 612.00 .147D-01 -.667D+05 .494D+04 -.155D+03 .146D+02 .257D+12 624.00 . 191D-01 -. t%D+05 . 278D+04 .206D*03 .405D+01 . Z57D•+-1< 636.00 =51)-01 .000D+OO OOOD+00 .258D+03 .000D+00 .257D+12 OUTPUT VERIFICATION • THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .253D-05 IN-LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT =-.145D-06 LBS • OUTPUT SUMMARY PILE -HEAD DEFLECTION = .358D+01 IN COMPUTED SLOPE AT PILE HEAD = .227D-01 MAXIMUM BENDING MOMENT = .231D+08 LBS-IN MAXIMUM SHEAR FORCE _ .153D+06 LBS NO. OF ITERATIONS = 13 NO. OF ZERO DEFLECTION POINTS = z S U M M A R Y T A B L E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAF,' BC:1 BCZ LBS IN IN-LBS LBS . 1 WOD+06 . 9180D+t 7 OOOOD+00 . 3576D+01 . 2306D+08 . 1530D+OE Pete •i -F ----------------------------------------------- 4 ;F it Cash Ord Amacclates Erg'Oeers .- 5712 BOlsa Avs.. Suite 100 �• Huntington _;n Baach- -;i WSW {{ License No. •a•S_ .IW4Sl :c Y Procram to Qe _wed -Q / t,v-_-enseE r Dowlication ve. ittad ?nlY "or ba_xuO c_mv -LT.'�1'. r��Y}al'':S.'4-.4'.1E':FT'%E-L'•:L3:.-Y.}^E-.S''Jy't"E"�"k:-t'i']t'TiF'T=F�I•YT-Y':^'E�G.�(..f�..*.:At:RiF��. ✓..C'Yi' • PR2?RAM WILE Version 3.0 C) COPYRIGHT 1:86. 1987. !SB9 ENSOFT. INC:. ALL RIGHTS RESERVED he Irvin, . amcanV - Castaways Marina - 32 r43"D) UNITS--ENGLISH UNITS 0 P M A T I 0 N :4r+4 i(•x a« ac-r- iF ;¢..r-..; _#s ;:::. xtccr-#i4 :P ;Ei6-F'+•?E#}ir•i6 ac .THE LOADING IS STATIC PILE GEOMETRY AND PROPERTIES ---------------------------- =ILE LENGTH POINTS X IN tln 564.00 • ,E-IS - ..------ iON ----- DIAMETER IN 48.000 42.000 564.00 IN MOMENT OF AREA ?NEPTIA IN•-f4 IN *2 . '2S i D+06 . 1 S 1 D+04 .261D+06 ISID+04 X AT THE GROUND SURFACE _ .00 IN MODULUS OF ELASTICITY LHS/ I N**2 . 312D+07 .312D+07 "age _ ' aysp : G _ • - :S ' �A D xs ,DF=F .'.lc LAYER = .00 IN AT THE 90 M OF .THE =AYEF = 3E.00 IN ^.ODULUS `7F SUSGRADE PEACTICN = . 173D•+02 _BS/IN**3 LAYER 2 THE SOIL IS A SAND X AT THE TOP OF THE LAYER = 36.00 IN AT THE BOTTOM OF THE LAYER = 444.00 IN IODULUS OF SUBGRADE REACTION = .173D+02 LBS/IN**3 LAYER THE SOIL IS A SAND X AT THE TOP OF THE LAYER = 444.00 IN X AT THE BOTTOM OF THE LAYER = 564.00 IN MODULUS OF SUSGPADE REACTION = .173D+02 LBS/IN**3 DISTPIBUTION OF E`FECTIVE UNIT WEIGHT WITH DEPTH S POINTS X.IN WF_IGHT.LSS/IN**3 CSC 1 . 69D-0 i 36.00 . 69D-01 36.00 .33D-01 • 444.00 .33D-01 444.00 . L'4D-C,1 564.00 .24D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH POINTS X.IN :.LDS/IN**2 PHI.DESREES .00 OOOD+00 . 300D+C 564.00 OOOD+00 .300D+02 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 11 _ E50 BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .153D+06 LBS MOMENT AT THE PILE HEAD = .916D+07 IN-LSS AXIAL LOAD AT THE FILE HEAD = 000D+00 LSS -_:Vl7E-CIF7EFENCE PARAMETERS QNSER CF FIL._ :P:'=PEMENTS = 47 D'EF E0712N TOLE P C h' ETERM TI h tic CLOSURE _ .100 IN -, __ ...._ „� aF, hly.'-0.. D� .. INA 0.1 - D-+. _ MAXIMUM NUMBER' CF ' -A7QNS :ALLOWED FOR FILE ANALYSIS 100 !MAXIMUM ALLOWAB'__ DEFLc_T_ON - .2511+03 IN P sqe 2 oil • BOUNDARY C;CNS _ _ ;i : _ ODE _ LATERAL -CAD A' THE FILE HEAD _ !-3D+;)G.38 MOMENT AT "HE _:LE HEAD - .S1SSD+07 :'\--?S WAL LOAD AT THE FILE HEAD = 00013+00 LB2 X DEFL STZON iCMENT 2PTAP SCIL TOTAL 1=lEXURAL REACTION STRESS RIGIDITY :N IN LDS -.TN -is LBS/IN LBS/IN**2 LBS-IN**2 if ^ty4 `.n'.�f .;(."•X.{-:'•iFY:f,f'ji• •.i'f i�'^.f %FL4f h..jL.0 .L.fy'#%.'-T4f']f :4'.": r:f ^f':: b.:f �':f?•34 sf'!!'i+'�f'lf :{'i�..i4..'.Y'. i1. "R{w', .k.�..1f•�.':Y'ji"f: ., 0.) . 15ED-0 91SD- 0 . 153D -06 . OOOD+00 . 245D+03 . 814DO12 ..2.00 .IWD`ol .110D+os 'ITID-06 .2QSD+oc a_-'i D<.f'0 .214D+12 24.00 . 108W , -1 . _ •3D�'-0D 14ED+OV -.573D+03 113D+04 _14DW1•2 36.00 .123D"�"ol ._`=+os .!39D-0 -.612D'r03 1o.Y.T' . c_&I.' i2 _L.ry o •..200`06 aWSD Qj .IE i-)4_ a... i.'S.•-'1Z 72.00 .':,SSE+•_:U .176D`W .. r_ 0D+08 . 1 V D-'_+S -. I l :.~"04 . 1731 "044 . 14D+12 34.O0 .912D, 0 .202D+02 n22D+0Z .120D+04 .!SsD-C'o .2.45,12 Woo . 829D+00 .212D+08 . 785D+03 -. 126D+04 . 196D+04 S14D+12 108.00 .749D+00 .:.21D+08 .632D+Of -.129D+0.4 .203D+04 .814D+12 Q0.00 .674D+00 .228D+08 .476D+05 -.130D+04 .21OD+044 .814D+12 132.O0 232D+08 .321D+05 -.129D+0.4 .214D+04 .814D+12 144.00 .602D+00 . 535D+00 . 225D+08 .: 6SD+05 -. 126D+04 .217D+0 4 . 81 1•D''-12 156.00 . 471D+00 .236D+08 . 1985+04 -, 121D+044 .212D+04 .8144D-'-12 168.00 .4112D+00 .236D+06 -.12W'05 -.114D+044 .217D+04 .814D+12 180.00 234D+09 .253DI05 .106D+04 .215D+Od .2144D+1 192.00 .357D+00 .30SD+00 .220D+02 -.376D+05 -.97SD+03 12D+04 81 4D+12 204.O0 .260D+00 .225D-r02 -.437D+95 -,9S1D+02 .207D+0; .214D+1: Q5.00 .217D-00 .218D- 09 -.527D+05 -.72!D+03 .2010+04 .814D+12 222.00 176D+Os: -.6 4D+05 -. -77D+03 . 194D+04 SiAD+12 2440.00 . . _ t3D+CYO .21013+% .202D-06 -.7.49D+05 -.573D+03 186D+04 .%4D+12 252.00 .111D+00 192D+02 -.212DA05 -.469D+03 .177D+04 .814D+12 264.00 .828D-CY_. IS2D-02 -,S62D+05 -.2S7D+03 168D+044 .31OD"12 27F 0C 72D-01 -, _000" `5 -.`265D'�0 . L5SD+0a .21�4D-L12 296.00 . . 358D--01 .172D+OS .. V W+08 -. u_ JD" _E . 1448D+O4 . S 14D 12 2 00. nv . 167D-/: _ . _ v_•J- . ' . _ .2I?+QT . _ :1D..}C•2 . i3sr _c sue.')V -.35W-W .10%fvS _'IDr•-WIE .. Z!37-02 .3 •.._ _ .21 D-12 . :p ._ 3,12) Wo... -.433D-J_ ,_38D-07 -,5800+05 .2641)+02 .SWWOS .S14D+12 372.00 -. a'd5D-•- ! . S24D+07 -. 2A51),05 . 312D"03 . 768D+03 . Q14D-1'2 0c i 205D+W _'Ej .67/D+03 .stW+12 j24.Qu •.i r, 411 _.;..°i3D- D-0 .735D+07 _ ID+07 7D QS :354D+03 382D+03 .3900+03 .31 4D+i- 4U2, 00 07 .. __D- .fib 41 LD .. 03 o ,914D -12 t..'_ .: {: .60W-0i . 6 _-D o .5=- . ;, i_lD+67 . 6a_.. I:5 . 438D+03 . 423D+03 .814D+12, 122.00 .6205-01 , ?SD-07 .SJSDiW 455D+02 .362D-02 .814D+12 n4u.W -,WSD-?i 32 D+" .312n+05 .469D+03 .2981)"03 S1 1)"i2 iss.00 -.JloD Qi .26.D+C7 -.4?5DTOZ .47 D+_2 .240D+02 .314D 12 d65.) -. WsD-Oi _C5D+07 -. -4361)"05 A79D'-03 ISSD+03 .814D+12 .802 _- -♦EWD-0i .136D-07 -,321D+05 .47.3D+03 .144D+03 .814D+12 U92.00 -.C64D-0 IAD+07 -.322DI05 .075D+03 .105D+03 S14D+12 Ec' 4. 00 ^. Ed2.,-01 . 782D+06 .267D"OS . 4%D+02 20D+02 .814D+12 01.00 -.522D-0.. .496D+06 -.111.0"05 .461D+03 .457D+0' .8141)o12 52S.00 -.49sD-0i 276D-OS -.156D=:i5 .450x0S .254D+02 .814D+12 ,.-4C.00 ` , f7 D 01 ..._ D=0S . _03DA05 .440D 02 . 11._D+02 .214D+12 CCU; JJi. _II, 52 ( -. 4J.._D- 1,L •29 +0 dD _� 5 I 04 Jr: L-D+ .422D +03 C .2.7JD+(:>i .214D+12 OOOD+00 500D+00 415D+03 Oi_}OD+00 56000 -. •429D-01 . . . .814D+12 OUTPUT VEPIFI'=ATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .142D•-05 IN-LBS THE MAX. LATERAL FORCE IMBALANCE_ FOR ANY ELEMENT =-.865D•-07 LBS OUTPUT SUMMARY PILE -HEAD DEFLECTION .158D+01 IN COMPUTED SLOPE AT PILE HEAD .865D-02 MAXIMUM BENDING MOMENT = .236D+08 LBS-IN MAXIMUM SHEAF FORCE ^ .153D+06 LBS NO, OF ITERATIONS - 6 NO. OF ZERC DEFLE7710N POINTS = S U M m A R Y • A 3- E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR Br_.1 BC2 LBS IN IN-LBS LBS . 1530D+06 .9180D+07 OOOi }D+00 . 1582D+O 1 . '2364D+j i8 . 153� iD+OE "Age CASH $ ASSOCIATES ENGINEERS CLIENT: • PROJECT: 1] • JOB NO: 2492.03 SHT. NO. =, 19 BY: BRE DATE 02/02/93 LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Sol[ Pressure (8) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mc, = Moment per Foot of Pile Diameter (Mt/d) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) ShorWile Analysis: L < 10 x d = 30.0 feet 68,590 lbs 5.00 feet 0 ft-lbs - 3.00 feet _ 1 - 155 psf/ft - 3.0 1.70 1.00 = 68,590 lbs = 342,950 ft-Ibs <== Moment Below Surface Governs 22,863 lbs 114,317 ft-lbs 35.98 feet 48.70 feet Short Pile Analysis NOT Valid 24 < Revise L Until This is t 0 Elev x ft, x/L Soil Press psf (H) Shear lbs (M) Shear lbs Vs lbs Vu lbs (H) Moment lb-ft (M) Moment lb-ft Ms lb-ft Mu lb-ft 3.00 0.0 0.00 0 68590 0 65590 116603 0 342.950 342,950 342,950 1.38 1.6 0:03 -480 67924 -91 67834 115381 110,982 342,900 453.882 531,569 -0.25 3.2 0.07 -915 66009 -351 65658 111865 219,852 342,564 562,416 716,312 -1.87 4.9 0.10 -1305 62966 -761 62205 106281 324,680 341,681 666,361 893,638 -3A9 6.5 0.13 -1649 58916 -1302 57614 98856 423,736 340,023 763,759 1,060,374 -5.12 8.1 0.17 -1948 53983 -1956 52027 89815 515,483 337,393 852,876 1,213.715 -6.74 9.7 0.20 -2201 48287 -2704 45583 79384 598,588 333,622 932,209 1,351,221 -8.36 11.4 0.23 -2409 41952 -3527 38424 67791 671,910 328,573 1,000,483 1,470,820 -9.99 13.0 0.27 -2572 35098 -4407 30691 55259 734,510 322,139 1,056,650 1,570,807 -11.61 14.6 0.30 -2689 27848 -5324 22524 42017 785,646 314,245 1,099.891 1,649,844 -13.23 16.2 0.33 -2761 20323 -6260 14063 28289 824,774 304,844 1,129,618 1,706.960 -14.86 17.9 0.37 -2788 12646 -7195 5451 14303 851,546 293,922 1,145,468 1,741,550 -16A8 19.5 0.40 -2769 4938 -8112 -3174 283 865,814 281,493 1,147,308 1,763,378 -18.10 21.1 0.43 -2704 -2578 -8992 -11670 -13544 867,629 267,604 1,135,233 1,742,573 -19.73 22.7 0.47 -2595 -10080 -9816 -19895 -26951 857,237 252,330 1.109,567 1,709,632 -21.35 24.4 0.50 -2440 -17148 -10563 -27711 -39714 835,083 235,778 1,070,861 1,655,420 -22.97 26.0 0.53 -2239 -23758 -11217 -34975 -51605 801,812 218,056 1,019,898 1,581,166 -24.60 27.6 0.57 -1993 -2978B -11759 -41547 -62399 758,264 199,420 957,684 1,488,469 -26.22 29.2 0.60 -1702 -35118 -12169 -47287 -71869 705,478 179,980 885,458 1,379,293 -27.84 30.8 0.63 -1365 -39625 -12429 -52053 -79790 644,693 159,994 804,686 1,255,971 -29.47 32.5 0.67 -9B3 -43186 -12519 -55706 -85936 577,342 139,720 717,062 1,121.201 -31.09 34.1 0.70 -556 -456B1 -12422 -58103 -90080 505,058 119,449 624,508 978,049 -32.71 35.7 0.73 -83 -46987 -12119 -59105 -91996 429,674 99,501 529,175 829,947 -34.34 37.3 0.77 435 -46982 -11590 -58571 -91458 353,218 80,226 433,444 680,696 -35.96 39.0 0.80 999 -45544 -10817 -56360 -88241 277,916 62,005 339,921 534,462 -37.58 40.6 0.83 1608 -42551 -9781 -52332 -82118 206,193 45,250 251,444 395,779 -39.21 42.2 0.87 2262 -37882 -8463 -46345 -72662 140,673 30,403 171,077 269,548 -40.83 43.8 0.90 2962 -31414 -6845 -38259 -60249 84,176 17,936 102,113 161.036 -42.45 45.5 0.93 3707 -23026 -4908 -27933 -44052 39.721 8,353 48,074 75,879 -44.08 47.1 0.97 4497 -12595 -2632 -15227 -24044 10,524 2,186 12,710 20,077 -45.70 1 48.7 1 1.00 1 5333 1 01 Of 01 01 01 Of 0 0 Maximum: 5,333 65,590 12,519 65,590 116,603 867,629 342,950 1,147,306 1,753,3/5 Reference: Resistance to Overturing of Single, Short Piles by E. Czernial, A.M. ASCE March 1957 is • CASH & ASSOCIATES ENGINEERS JOB NO: CLIENT: The Irvine Company SHT. NO. PROJECT: Castaways Marina Anchor Piles BY: Boring B-3 & B-5 - Static Loading (South) (Piles at 10 feet oc) DATE LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Sol) Pressure (A) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mo = Moment per Foot of Pile Diameter (MUd) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 40.0 feet 68,590 Ibs 5.00 feet 0 ft-Ibs - 4.00 feet _ 1 155 psf/ft 3.0 1.70 1.00 = 68,590lbs = 342,950 ft-Ibs <_= Moment Below Surface Governs 17,148lbs 85,738 ft-Ibs 31.37 feet 42.53 feet -28 < Revise L Until This is t 0 Short Pile Analysis NOT Valid Elev x ft, x/L Soil Press psf (H) Shear Ibs (M) Shear Ibs Vs Ibs Vu Ibs (H) Moment lb-ft (M) Moment lb-ft Ms lb-ft Mu lb-ft 3.00 0.0 0.00 0 68590 0 68590 116603 0 342,950 342,950 342.950 1.58 1.4 0.03 -420 67924 -104 67820 115368 96,921 342,900 439,821 507,666 0.16 2.8 0.07 -800 66009 -401 65608 111814 191,998 342,564 534,502 668,960 -1.25 4.3 0.10 -1140 62966 -871 62095 106171 283;545 341,681 625,226 823,708 -2.67 5.7 0.13 -1440 58916 -1491 57425 98667 370,051 340,023 710,074 969,110 -4.09 7.1 0.17 -1701 53983 -2240 51743 89531 450,175 337,393 787,565 1,102,690 -5.51 8.5 0.20 -1922 48287 -3096 45191 78992 522,750 333,622 856,372 1,222,297 -6.92 9.9 0.23 -2103 41952 -4039 37913 67279 686.783 328,573 915,356 1,326,104 -8.34 11.3 0.27 -2245 35098 -5046 30052 54620 641,452 322,139 963,592 1,412.608 -9.75 12.8 0.30 -2347 27848 -6096 21751 41245 686.110 314,245 1,000,355 1.480.631 -11.18 14.2 0.33 -2409 20323 -7168 13155 27381 720,280 304,844 1,025,124 1,529,820 -12.59 15.6 0.37 -2431 12646 -8239 4407 13259 743,660 293,922 1,037,582 1,558,144 -14.01 17.0 0.40 -2414 4935 -9289 -4351 -894 756,121 281,493 1,037,614 1,566,899 -15A3 18.4 0.43 -2357 -2678 -10296 -12974 -14848 757,705 267,604 1,025,309 1,555,703 -16.85 19.8 0.47 -2260 -10080 -11239 -21319 -28375 748,630 252,330 1,000,960 1,525,001 -18.27 21.3 0.50 -2123 -17148 -12096 -29243 -41246 729,288 235,778 965,061 1,475.660 -19.68 22.7 0.53 -1947 -23758 -12845 -36602 -53232 700.227 218,086 918,313 1,408,472 -21.10 24.1 0.57 -1731 -29788 -13465 -43253 -64105 662.196 199,420 861,617 1,325,154 -22.52 25.5 0.60 -1475 -35118 -13934 -49052 -73635 616,098 179,980 796,079 1,227,347 -23.94 26.9 0.63 -1180 -39625 -14232 -53856 -81594 563,014 159,994 723,008 1,117.117 -25.35 28.4 0.67 -844 -43186 -14336 -57522 -87752 504,196 139,720 643,916 996.853 -26.77 29.8 0.70 -469 -45681 -14224 -59905 -91882 441,070 119,449 560,520 869,269 -28.19 31.2 0.73 -55 -46987 -13877 -60863 -93754 375,237 99,501 474,738 737,404 -29.61 32.6 0.77 400 -46962 -13271 -60253 -93140 308,467 80,226 358,693 604,620 -31.02 34.0 0.80 894 -45544 -12386 -57930 -89810 242,705 62,005 304,711 474,605 -32.44 35.4 0.83 1428 -42551 -11200 -53751 -83537 180,070 45.250 225,320 351,369 -33.86 36.9 0.87 2002 -37882 -9691 -47573 -74090 122,851 30,403 153,254 239,250 -35.28 38.3 0.90 2615 -31414 -7838 -39252 -61242 73,512 17,936 91,448 142,906 -36.69 39.7 0.93 3268 -23026 -5620 -28645 -44764 34,689 8,353 43,041 67,323 -38.11 41.1 0.97 3961 -12595 -3014 -15609 -24426 9,191 2,186 11,377 17,010 -39.53 L-49-51L 1.001 A§241 01 0 0 1 01 01 01 0 0 Maximum: 4,694 68,590 14,336 68,590 116,603 757.705 342,950 1,037,614 1,566,899 Reference: Resistance to Overturing of Single, Short Piles by E. Czernial, A.M. ASCE March 1957 CASH & ASSOCIATES ENGINEERS CLIENT �� V I µr (-OM PAxV JOB NO. 1 Z• 3 PROJECT � � / � �M A-0-f SHEET -3 • 2, OF II CALCULATIONS FOR MADE BY � F DATE? CHECKED BY DATE_ IVu: IOSlS(io)(l.4) = 1522so -*' v - M p OV g 11 M -3t 4a8 d' Vgvg=,o�-�k 0 og� N _i1 0 0 :.cx.c—._.ce�:ccs.:t?(1. _x}:.�.c:_}c__.c _:�:c s.,.1._s N..s ._..--._: _ ;j. ;c..� ,. o:..-cr F'ii2 :c •.4:..�c:�....rP _ -_ ALL WGHTS CSC OEP $@ �. ._--------- -------._-------- ir :� �'re^..,rid . _r '�• Cash And Ass, data-s Enq:naers { 5772 8olsa Ave.. Suite 100 Huntingbon Beach, CA 92549 # :E P.^.Se No. •2c. 22491 Program to be Used only by Licensee x 4 DuoKcation permitted only for SacFuo coey # #>5#i?•##:¢4:?F#;f•x.+1..tp.u.w#n••u##-ti?i•:e:rf.•�iit•.1•:•.x.•c.rc.,cyy,..'v..u#,-�•##?y k-1'.•4Fii-%:!•#?F#Y-•k# PROGPAM LPILE Version S.0 `C? COPYRIGHT 158S. 1987, 1989 ENSSFT, INC. ALL FIGHTS RESERVED The '_',`Dine Wmmany - Castaway_ Marina - ii."^ C36"D.1 UNITS--ENGLISH UNITS I N P U T I N F 0 _' M A T I O N #•iF IP•'k •k ## f#x••1�#####•'E#'E##:�•Y•.r.#•R dR#ri-#•!• iF•�r THE LOADING IS STATIC --------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH 2 POINTS X IN .00 589.00 411 S^ILS _niFORKATIOM ----------------- DIAMETER IN 36.000 36.000 = 588.00 IN MOMENT OF AREA INEPTIA 1 N##4 I N##•r .825D+05 .102D+04 . 8L5D+05 . 1 i.r;_D+i 14 X AT THE GROUND SUPFACE _ .00 IN MODULUS OF ELASTICITY LBSIIN##-, . 312D+07 . 312D+07 Face' ' 15,23 I _ :vcr_ % % 2F a._ __ — T 471T!_ _ C TO HE _ AY.CT oc >3 Y 17 '-PE I?CT': CFI CF THE I AYEP = 36,00 0%, QCDVLWS OF SUBGRADE REACTION _ _73D` 02 !BS/.M*43 LAYER 2 THE SOIL 1S " SAND X AT THE TOP OF 'HE LAYE1- _ ov. u 11v X AT THE B^TTOM OF THE LAYER 402.00 IN MODULUS OF SUBGRADE REACTION = .173D+02 LBS/IN**3 LAYER 3 THE BOIL IS A SAND X AT THE TOP OF THE LAYER _ 408.00 IN X AT THE BOTTOM OF THE LAYER = 588.00 IN! MODULUS OF SUBGRADE REACTION = .173D+02 LBS/IN**S DISTRIBUTION Or EFFECTIVE UNIT WEIGHT WITH DEPTH 8 POINTS X.IN WEIGH .LBS/IN**3 l oo . 69D 01 36.00 .69D-01 3S.00 .33D U1 . 33D-01 408.00 .24D-01 5SS,00 .24D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 2 POINTS X.I_N C:.LBS/IN*42 PHI.DEGREES +0 . 000D+00 .300D+02 388.00 . 000D+i_ o . 300D+02 BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 E50 BOUNDARY —CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .152D+06 LBS MOMENT AT THE PILE HEAD = .914D•t 07 IN—LBS AXIAL LOAD AT THE PILE HEAD = 000D+00 LBS K a'AMETERS TZLERANCE ON DE EE'MINATION OF CLOSURE _ . 10OD—{'.'-" An, _—_..:CN A'; OhiS Al_._.,4v::.J FOR PILE AIVAL. 5 9 100 404:NUM ALLOWABLE DEFLECTION 36D+03 IN paqu 07 • IL,:. :E�. f_-.;c.E:f_t_f?;>.{..T+Srf'-•:s •x'E'E :t d•.fp-.*r;:..u-r;cif;t?f _2ADING NUMBER i WUNDARY GONDI.ION CODE - LATERAL LOAD AT THE FILE HEAD = .152D+0 '-BS p CMENT AT THE PILE HEAD .914D+07 IN-LBS AXIAL LOAD AT THE FILE HEAD = OOOD-'00 LBS X DE!=LE•_TION MOMENT SHEAR SOIL "•-OTAL REACTION STRESS RIGIDITY IN IN LBS-IN LBS LBS/IN LBS/IN**2 LBS-IN*42 .#..u.y..a=# ib•?F-*-•I••#•ir?FdE•i�•Y T•F Fif.i #iff•?C ?! -+�•?!•-Ei�••#iE•<f••:E#?E Cfv?F :6-nx?�4�•A•# #rt•#•?FE#if•fi :s# •k•?t#•+'E•X 'FaY•^:E#?f .00 .355D+O1 .913D+07 i52D+06 .000D+00 .199D+04 .257D+12 • 12.00 .32SD+01 .110D+08 .150+06 .239D+04 .257D+1_ 24.00 ..302D+01 .128D+08 .146D+06 _.'256D+03 ,354D+C3 278D+04 257D+12 SG.00 .2/3D+01 .145D+08 .138D+06 -.689D+03 ., =04 .257D+12 46.00 . 252D+01 . 161D+08 . 1 "9D-06 -. S6'9D+03 c5lD+04 .257 D+12 EO.00 .228D+01 .176D+08 .IISD+06 -.102D+04 .383DoO4 .257D&12 „00 . 05D=01 iS9D+08 .105D+06 -.116D+04 .412D=04 .217D 12 24.00 . !%Dwo l 201D+08 .899D+05 . 128D•:04 .439D-"04 • .:vW+12 96.00 .162D+01 .211D-08 .740D+05 -.137D+04 .460D+04 .257D+12 ios.00 .569D+05 -.148D+04 .477D;-04 . 57D+12 120.30 .143DTO1 . _2'5D+01 .::16D+08 .224D+08 .388D+05 -. 153D+04 .489D•:04 .257D+12 132.00 tosD+01 .228D+06 .204D+05 -.154D+04 .497D+04 .257D+12 144.00 .924D+00 . "2'9D+08 .218D+04 -.149D+04 .500D+04 .257D+12 156.00 . 78OD-'-00 .228D+08 . 154D+O5 -. 145D+0 4 .498D+04 . 257D+12 168.00 .64.9D+00 .225D+08 -.327D+05 .143D+04 .492D+04 .257D+12 180.00 .530D+00 .220D-`-08 -.497D+05 .140D+04 .281D+04 .257D-i2 192.00 .424D+00 .213D+08 -.66iD+05 -.134D+04 .266D+04 .257D+12 204.00 .329D.00 .205D+08 .809D+05 .113D+04 ,447D "4 257D _ 216.00 .2470+00 .194D+08 -.931D+05 -.895D+03 .424D+04 .257D+12 222.00 .174D+00 IS2D+08 -.102D+06 -.669D+03 .298D+04 .257D+12 240.00 113D+00 .169D+08 -.109D+06 -.455D+03 .370D+04 .257D+12 252.00 .602D-01 .156D+08 -.113D+06 -.256D+03 .341D+04 .237D+12 =4.00 .165D-01 i42D+08 -.115D+OE -.736D+02 .310D=04 .257D+12 276.00 -. _ 2D-'•: _ 128D+08 -. 115D+06 . 397D+02 .230D+04 , 257D-12 228.00 -. 478D-01 . 1:r.D-.i8 -. 113D 06 .232D+03 _.. -D"0 4 .25 : -12 wcct ._ .d.o-, ... .if-'.- -.110c1-.i6 .2551,02 .121D,.- 2f7D:!Z ^ - , no •- 36J D-01 . 2= -07 - . 1 : 5D_OS ..=G,-.';J"-03 ..':,'.' 0 0 = -' 3- i - • 5::=•'.0 -,?79D-`-'.. .75:;D+07 ,•,•_inn..,=•[_ •5397-�-,. .i.} iSuD -04 .25.7D+12 u '6.00 -.105D+00 644D,07 .922D Q5 ... -_s . _ -^.TQo =DT'_ •'_ .f5' . ilsD ant Z32D+07 - .847D 05 164 5D"00 . 117D+04 . =5/.. +12 .a g - "Z 04 i D-07 7GSD-OE .671D+OZ ,96 D+02 . 21-.. -. 1.0s.r"0 .354DA0 -.627?+05 .822D• 1.3 L --._ - -n -Y .a-I�1 `"n-L -u 6'.. •v.l -L'.. .o21.v -. ui .`J\_Jl^iT1:J .n_..n n: .. __ ui(t�}rrD=r.r 9G1nl1� �\r v=y07 _ ..t ,+yr.)C `J .^.i0y ..rr`N _rC_... -W :: -.35r'?-:'1 - 2D -07 -. WOD"05 !4D, _s .2=2D+03 . 2t 7 w-'--- .,_ : , : t: .: 72D - . . E l6D-QE -, 29SD+OE . 573D+03 . i 25:D+QQ . 25 5- 1_ --..., 'n -. W . _. 1 .29 D-06 -. .......+W .:.._SD-03 .2 541D+02 .257D+12 41voo -.60C'D-^1 .592D- W . 172iD- 05 .475D=C2 . 127D+02 .217D=12 _.:. • . , = D-01 . _ 1-D+OE .. _ 1 91)- 05 . 20D'. _ 2 .230D+02 .._. / D+12 430., 00 -. 432D-':':. . 2 G7DlA0 _ , 719D+04 . 36 c.'D+0 . 295D+OL . 257D+12 A921DO -.356D-0i -.297DT06 -.32!D+04 .;:5iD+03 .S2SD+02 .:_571)+12 300.00 -. =D-01 . O4D- OE . 223D•'-02 . 239D+ ;6 &630"C 2 . 357D+12 . a.00 -. _96D--01 -.286Dy06 . Z50D-04 . 174D+03 . GD', D+02 .::57Dy1.: 12300 0 -. 11?1-0' - .:--W-O6 .419D+04 . 102D+ 0 . 522n -02 . 257D+ 1: _ ..00 -. 2SD-02 -.126W% .507D+04 396D+02 ,405WY2 .257D+12 WS::0C! .3 0-02 -. 122D++ E .5i2D+04 -.302D+02 . 267D+02 .25.7D+12 5E4.00 107D-01 -. 6'29D+05 .4 3 'D+04 -. 104D+03 .13710002 . r 57D+12 576.00 . .121D-01 -.126D+05 .262D+04 -.179D+03 .405D+Oi .257D+12 522.00 . '1D-01 OOOD+00 OOOD+00 -.259D+03 .00OD+OO .257D+12 OUTPUT VER'I,FIC'ATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = G27D-OE IN-LBS THE MAX. LATERAL F04CE IMBALANCE FOR ANY ELEMENT =-.296D-06 LBS 411 OUTPUT SUMMARY • PILE -HEAD DEFLECTION = .3`,5D+01 IN COM=. r ED SLOPE A7 PILE HEAD = .226D-01 MA,�:MUM BEND11'4u v!CMENT - 229D+08 LBS-IN MAXIMUM SHEAR FCR E _ .:52D+06 LBS NO. OF ITERATIONS 13 NO. OF ZERO DEFLECTION POINTS = S U M M A r. Y T A B - E BOUNDARY BOUNDARY AXIAL PILE HEAD CONDITION CONDITION LOAD DEFLECTION BC l BC2 LBS IN .1523D+06 .15D+07 OOOOD-'-tin .3547D+01 MAX. MOMENT IN-LBS . I291D+02 MAX. SHEAR LBS 15:;2D+06 -"ace =iif...�..}-i.4e.(._{.{.;.y.y. v,.cc.m.a.{x--Y..��s..{.x:{?e^-tj•-4�'.oE•#$+'r•f••t•'t•>-4s.•ae4:'•?4--=4imi4�::::.s,.-....¢:p • d4 (C_ ':OFYPICHT EN2OFT. INC,, _'?S'_ ALL P '' HTS PESERVr_ n ----------------------------------------------- 9r ' !{ -reoared for T ^E # ;:ash And Associates Engineers 5772 Boisa Ave.. Suite- 100 Huntington Beach, 'CA 92649 f License No. 481-12 491 Drogram to be used only by Licensee Dowlica ion __-mit.ted only for backuo cocy :r =4#•�••x•ir3E•}a•-F#�S•iF4i+•i!••:4••t?i'rxv.x$s x(z• #••tc•KY• ie:- H•i••?f• •ri •b :';'4.@w d'•>i+r•M•?6•#•:e•K••k i4i4?4•n=i • rROSRAM LPILE Version 3.0 VC) CCPYRIGHT 198S, 1987. 1989 ENSOFT. INC.. ALL RICH-S RESERVED The Irvine Zommany - Castaways Marine - 23 (48"D) UNITS--ENGLISH UNITS I N P U T I N F 0 R M A T I 0 N 'E?4?FSF X•#?4dE#'.4$•k•�• .4x?�'y: ####?F# rF# # i'#iF•X iF'F•M' THE LOADING IS STATIC: PILE GEOMETRY AND PROPERTIES PILE LEM07H &OI NT3 X IN 00 516. 0i I 3-712 •-----_INFORMATI_! DIAMETER IN 48. 000 48.000 516.00 iN MOMENT OF AREA INERTIA I N*#4 I N## .261D+06 .181D+04 .261D+06 .181D+04 X AT THE GROUND SURFACE = 00 IN MODULUS OF ELASTICITY LBS/IN *2 .312D+07 .312D+07 Page 41 - -Y - oil 17 ' r1 T14E 8'07 -0ti' JF TY E L XYC_F = S6. 00 _ 11 .: XODULWF OF SU_GRADE NEACTICN .173D-02 LK/0**2 LAYER 2 TPE SOIL IS A SAND X AT THE TOP OF THE LAYER 36.00 IN., AT 7HE BOT73M :F THE _ 408.00 :N MOEWLY . OF EUS:G ADE -AY_R REACTION = . 173D+02 LBS/INx 3 LAYER THE SOIL 12 ` SAND X AT THE -C DF THE _,AYER -_ 408.:0 :N X AT THE BOT70M OF THE LAYER = 516.00 IN MODULUS OF SUBGRADE REACTION - 173D+02 LSSIT_I`!*40 D7STR13UTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 5 POINTS X.IN WEISHT.LBS/0*03 .00 E JD-4 i 36. 00 . 691).-i > 1 Z36.00 .33D-0: 408. uu . 33D-01 402.00 • . i,•D 01 SAh. 00 .24D-0 DISTRIBUTION OF ST^:ENeTH PARAMETEPS WITH DEPTH 2 POINTS X.IN !_.LBS/IN*F'2 PHI,DEGREES . 00 _OOD+00 300D+02 516.00 .000D+00 .30OD-1-02 BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBED . Est 1 BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE FILE HEAD = .152D+OE LBS MOMENT AT THE PILE HEAD = .914D+07 IN-LBS AXIAL LOAD AT THE PILE HEAD = OOOD+00 LBS ='APAMETERS NUVEEP OF _ ON TC F:N -O I CLOSURE — . ;0OD—U3 IN 411 ::=:�.�3,_T'^h' '-r•._-_ AN:YE- JE.--F'�l.- '(-.T_ P, OF - o,.1F:� _ _ _ -- .�A :M= �'�i..iv�BE CF ;SAT+. NS i 2 IL 'tAL` loc, MAXIMUM AL-OWA8•LE DET--_.:DN .3GD+03 IN =age Z, 3,z8 ?CUNDARY C OND 17' ON `.ODE = i LATEFAL LOAD A7 THE FILE HEAD = .152D+06 LSS MOMENT .AT THE PILE HEAD = 914D"07 IN-UBS AXIAL LOAD AT THE FILE HEAD = OOOD-+-00 LBS X DEFLECTION MOMENT SHEAF' SOIL TOTAL. FLEXURAL_ REACTION STRESS RIGIDITY N IN 13S-IN LBS LBS/IN LBS/IN**2 LBS--TN**2 x.«:{•;F:?. :-{-«#####•iFSp vf•###iF+4'.F•,t :ti« iEit•i?-#iE-}:t##=f• it-t'4{##:ESEiE •?E �f•?r#k•itti•?F•>: it# ###iFiP#dF##dF .152D=06 Sl4D+i2 • .00 1200 .155D+01 WsDioi .914D+07 110D+08 150D,06 -.000D+00 305.D"03 .BaID+03 101D+04 .914D+12 24.':G .,2sn+ol ..127D'03 .14SDwOS -.576D+03 .117D+04 .814D-+•12 W,. 30 . -2smno1 . 1'r4D+09 .133D+06 -.615D+03 . 133D+r+4 .814D+12 •'8.00 . !QD+0s ......_... -Q: .216D-'-C).^^-, . 148D+04 .314D+12 sj . Q . 110D?D1 . 176D+08 .i .%+% .980D+02 . i62D+04 .9140+12 :.. _'0. :01D .- .189D+06 .106D,06 -.111D+04 .174D+04 SiAD+12 34.00 .919D--OCr 2c?1D+08 .922D+05 -. _20D+04 . 185D+04 .814D+12 26.00 .836D+00 . '11D+08 .774D-05 -.127D+04 .194D+04 El4D+12 1D8.00 .756D+00 .220D+06 .619D+05 -.13iD+04 .202D+04 .814D+i2 120.60 SBID' 00 .226D•+•06 .462D+05 -. ]32D+04 .208D+04 .914D+12 132.00 .609D+00 .231D+08 .304D+05 -.131D+04 .212D+04 .814DP12 144.00 .542D•+-00 . 233D+-08 . 150D+05 -. 127D+04 .21515+04 .814D+12 156.00 .476D+00 .234D+08 -.220D+02 -.122D+04 .216D+04 .814D+12 168.00 .419D+00 .233D+08 -.143D"05 -.116D+04 .215D+04 814D+12 18t_?.00 . 364D+ 0 .231D+09 -.272D+05 -.IOSD+04 .212D+04 .814D+1 192.00 313D+00 .227D+08 -.403D+05 -.997D+03 .209D+04 .814D+•12 204.00 .266D+00 .221D+03 -.517D+05 -.902D+03 .204D•+04 .814D+12 216.00 .223D-'-00 .214DA08 -.619D+05 -.804D+03 .197D+04 .814D+12 228.00 .184D+00 .206D+08 -.709D+05 -.701D+03 .190D+OA .914D+12 240,00 . 148D+00 . 197D-08 -. 797D+05 -. 596D+03 . 182D+04 . 814D+1'2 252.00 IISD+00 .187D+08 -.853D"05 -.491D+03 .173D+04 .31 4D+i'2 __, ; . - - . 376D- 3i . ! 77D-'-i �8 -. 905D+05 . 388D+03 . 163D+04 . 314D+12 _, S.:,r .819D-01 . ISGD+08 -. 46D...r:5 -.287D-03 .:'33D+0 .814D -1.2 _E& is CD- - .:5a ?S -, 57"D"05 -.. 190D+r-?3 . _ .:_D+04 . S1-4D-1 ` .. -... 1''_. 02 -. ="15 . _71D+0Z . 1i:+64 -C&D+03 ` 1 -. 12 '-'. • ' -+ :?0 = ._D- .,j. -.,D. .?9 -.?SBD+ J�.. D' �1s �36D+-?1 . L r... L..YJt_ = - = . _y-02 -• ..._..... -Ji . 106D+0S 38'_D'+05 _ .:5:.. 03 .960D+G".+ . GWD"i2 S0,00 -. 077 D-01 . 547_D"07 -.9520+05 . 222D-03 . 872D+03 .214D+12 3O II • jr V ` f3D- = EST" 0E _ .'_aWOC . 667D•-03 . Sl ai1•:._•_ -. 28A. 00 . . _ A200-f'_ . . :44D+05 a04D+0a .571D+02 .0 1+02 ry E— ...--m"27 -. -a 21)" )5 fds5+: p .31SD-02 SI ?D--'.- no -. 7?SD—:>1 D+?:- -. J�iyD =C1E: .EDOD+03 .._41^-.D+f)i .S�`�D_`.,_ -. _?i ,�" 201 n+•_ -. i D-05 .-._c..-03 . 185D+03 .61 -D=:._ . ..d., 45E.00 - -.352D-01 . . 142D�07 ., -, d5.3D"?5 . GS=D="?2 .:30D+0s . S14D-°._ 163.00 -. 3l5D-01 . -.2711))+W . ;'01D+03 . S49D+0,_ S14D" 22 =..00 .896D-0: _.-._D+O 527D+06 .285D W .737D+03 .465D+02 814D+!Z _.", . C• -. ci.6D-01 ,-oSD+06 -. _ _' 4D"05 . 773D+C•3 . D19D+02 . Sl4D+12 .y,,.= 0_ .93W . _ .609D+!: , i93D+04 .809D+OS .560..l 814D+12 _ _ „, JL 200D=00 x _ WD-' 00 . 246s.•-`02 ,. OOO D: 0 . S . D"i 2 W-OUT VEPIFICA-ION THE KAXIMUM MOMENT IM2ALANCE FOR ANY ELEMENT = .263D-05 !N-LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .114D-06 LBS CUTF':' SUMMARY PILE -HEAD DEFLECTION COMPUTED SLOPE AT PILE MAXIMUM BENDING MOMENT MAXIMUM SHEAF: FORCE NO. OF ITERATIONS NO. OF ZERC DEFLECTION .159D+01 IN HEAD - .963D-02 - .234D+09 LSS-IN .152D+06 LBS 6 POINTS = It M M A R Y T A? L E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAF: BC:1 W2 LBS IN IN-LBS LBS x 15 '3D+06 . 9135D+07 a O )00D•'• 00 . 15S7D+01 . ='34I'.D+08 . 15I 'D+06 o- e 40 CASH & ASSOCIATES ENGINEERS CLIENT: PROJECT: JOB NO: SHT. NO. BY: DATE LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Soil Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mc, = Moment per Foot of Pile Diameter (MUd) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Ana' Elev 3.00 1.06 -0.89 -2.83 -4.77 -6.72 -8.66 -10.61 -12.55 -14.49 -16.44 -18.38 -20.32 -22.27 -24.21 -26.15 -28.10 -30.04 -31.99 -33.93 -35.87 -37.82 -39.76 -41.70 -43.65 -45.59 -47.54 -49.48 -51.42 -53.37 -55.31 Mt Reference: Rei b, A; 149,100 Ibs 0,00 feet 0 ft-Ibs 4.00 feet - 1 155 psf/ft 3.0 1.70 = 1.00 2492.03 = 149,100lbs 0 ft-Ibs <== Moment Below Surface Governs 37,275 lbs 0 ft-Ibs 43.73 feet 55.31 feet -22 < Revise L Until This is ± 0 CLIENT 14B: «�IN1r ��M1�A'htY- JOB NO. 141Z-03 PROJECT Cfk', rM42Mf 1'IAa.INh RVLWWa7rp SHEET �•�� OF CALCULATIONS FOR MADE BY E DATE S •f? CHECKED BY DATE_ CASH&ASSOCIATES 00911-AGa B-4 law(P +L6,0 ENGINEERS Pij =1415-7 (10)6A)-= M0(I 18•# LA-gcf Y-wT (120) 0 =v B LAyE 0� LAME OhvB -_ o +3 :I ofdl pu I� U N c,o33Pcl n co 30' o it m,o24�i 35° T,�= C*43,u4' II r _30 39� � G ' 3,32 :-�._�.._.as:p.:..-.c-;-ce-.._.a..{x.>_.:e.-�..<:E-e.-..-P:_;>•r.-EaE#e•:e Via.-x.�.a1•a;.ab-E:f•.$:t �2 ai•?P :f •iE4!i� ;c -C -----------------------•------------- :• _ wh And Assctiates Enaineer L- 'E # 5772 iolsa Ave— Suite 10C � Auntimaton Beach, CA S2645 License No. S i — i •:'2491 Prop am to we used only by Licensee Duolication permitted or..Y Cor bac!:m :_ooy #.±f.#<c'r#=«SE+(••.i•x-iEiEiE'Et+E##?E•�•Y=Eie'k#•{. v'%•#}:c.a.iE•�:Fu.:..•!•.,u.3t##'!•�•yc•k'=aF•i?.•i!. ;ET# k• • PROGRAN iRILE Version 3.0 CC) COPYRIGHT 1986. 1987. IS% ENSOFT. INC. ALL RIGHTS RESERVED The ifY_ne•a_omoany — Castaways Marina -• 3A (48"D) TOW +15 UNITS--ENGLISH UNITS :J P U, _ N F O R M A T I O N 9P,r-r y.aE.v .:.� .y.ac.Y-##t. x.c 'F. iEt•:Ea•:¢#9E#•iE�• ;r..t_acaE#•� THE LOADING IS STATI!_ FILE GEOMETRY AND PROPERTIES FILE LENGTH POINTS x IN .00 70S. 00 411 -------------------- DIAMETER IN 48.000 i0i i Is8 000 708.00 IN MOMENT OF AREA INERTIA T_ N*#4 I N#*E .261D+0E .181D+04 .261D+06 . 151D- 04 i _ i- :; .- . THE :=r CUND 3Lr-.r A=E . ' r> I'N MODULUS OF ELASTICITY LPS/ I N•x•#'2 .o12D 07 . 312D-'-07 'age _ �;.-6�7 - 7HE 2, OF THE _AA - A -- THE L' 07 -CM D= THE !PvEF 3SE. 00 IN MCY' _ _VE 2F SUF'GRADE T E.AI:' , _ :;N - . _ t 3D +V2 __,-_, N**C LAYER T'uY Fsc:L is A SAND X .. 7PE 37, M _. HE _AYL_. _ 70S.3_ A,[ =7Q._AS OF ❑..-SRADE REACTI .. oED+0z L._E 0*0S OISTRT=U710N OF EFFECTIVE UNIT WEIGHT WITH DEPTH 6 ! DINTS KIN WEIGHT.LBSi AN*F3 .00 .65D-0i 36.00 . 89D-01 3E .:)r . . 230-01 144.00 . 33D-01 144.00 24D-0 708.00 . 2dD-0? DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X.IN C,LBSiIN**2 PHI.DEGREES i, E50 0 OOOD+09 . 300D+0 — 144. c. Q . 0001)+00 . 300D+0 i.3,L. i?c) , ClOOD+00 . 350D+021 70B. ):0 . VOi,D+00 „ D50D-02 ------ BOUNDARY AND LOADING CONDITIONS LOADING NUMBER i BOUND(-RY—CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .199D+06 LBS MOMENT AT THE PILE HEAD = OOOD+ 0 IN—LBS AXIAL LOAD AT THE PILE HEAD — OOOD+00 LBS FINITE —DIFFERENCE PARAMETERS NUMBED' OF PILE INCREMENTS = 59 DEFLECTION 70LERANC'E ON DETERMINATION OF CLOSURE _ .100D-02 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = i% TI _ MAXIMUM ALL��Hi-,LICE DEFLECTION ,26D+03 IN I 02 IT 0 _ "PycF- 1 ai.1Z4 0 -V".l.T� .F C.n--W :C •lC.+:Fyn�w Yti.r:t.m n. '...L-r. -i ',. n�.+ WADING NUMBER :. ?OL'NEARY DONDITION ODE _ LA 0AL A'" -HE PILE HEAC = . i%D+08 LEE mCMEVT -DAD AT THE _ILE WEAL = &i ODD 0 -N-LBS X DEFLECTION MOMENT SHEAF: SOIL TOTAL FLEXURAL -'EAC'mION STRESS RIGIDITY _N IN LBS-IN ` 3B LDS/IN LBS =N*- L' ._BS-INA02 :<..p:.. c.:{ i=r':4:c{i.+Fy..¢.{ o..v.:E.!F.'kr. 96:?•:{:t- ie•k}$i{•t?-ir ;r.�. •h :Fu'=4-k:E•s iE•A-at. xxy-.;�.ic.F.1..{-r.: < _:t-iric2c#}ai•k• so D+Oi -.753D-05 .199D-06 .000D+00 .693D-05 .814D+12 . 0 .14 1 40D+O- 238D,07 . 197D' OE . 29iD+03 .219D+03 .214D+1. i..., .00 . .132D+01 . .472D+07 .192D+06 .548D+03 .435D+03 .814D+12 36.00 .123D+01 .699D+07 .184D+06 -.769D+03 .643D+03 .314D+13 48.00 .115D+01 .914D+07 .174D+06 -.954D+03 .841D+03 .814D+12 60.00 .106D-'-01 .112D+08 .161D+06 -.110+04 .103D+04 .814D+13 72.00 982D'-00 . 13OD- 08 . 147D+06 -. 1':_'3D+04 . 120D+04 .814D+12 84.00 . 903D+00 . 147D+02 . 132D+06 '-.., 2D+04• . -35D' 6^4 .814D+12 9S.00 .327D+00 .162D+OG „1iED+06 -.138D+04 .149D+04 .S!AD^!2 iCB. C .753D+ > > , 175r+08 .99DA05 -, IAID'-04 . ViL+ou .814D+12 120.00 . 682D+t- 0 . 1260+00 . 3',_ DA0 . . 1 42D'-C14 . 171 D -04 „0itD+12 132.00 .615D+00 .194D+02 651v+CT .-01D+04 . 179D+04 a91.4DT12 14000 .551D+00 .201D+08 484D'-03 -.132D+04 .185D+04 .314D+12 156.00 .491D-00 .206D+02 .322D-05 -.133D+04 .190D+04 .214D+1' i68.00 .435D+00 .209D+02 .i66D+05 -.127DT04 .132D+04 .314D+12 i80.00 .382D+00 . 31ODa-OS .:88D+04 -. 119D+04 . i93D+04 .814D+12 i92.00 .833D'-00 .209D+02 -.119D+05 -.-11D+04 .193D+04 .814D+12 14.00,> .227D+00 .207D+02 -.247➢+05 -.102D+04 .191D+04 .814D'-12 216.00 .25D+00 .203D-08 .363D 05 a919D+03 . 167D,04 .814D+1 228.00 .207D+00 .198D+08 .467D"W ,219D+03 .182Dt-04 S14D+12 24C.00 . 173D+00 . 192D+02 -, 559D+C S -. 712D+03 . 177D+04 . 814D+12 2S2.00 .185D+08 -.639D+0Z -.617D+OS .170D+04 .814D+12 2S4.00 .141D+00 .,111DWOO 177D+CS -.707D+05 -.518D&03 .163D+04 .814D+12 276.00 .234D-01 . IESD+02 -.764D"05 --.423D+02 . i=,04 .814D+12 292.00 S65D-01 . 139D+08 -. 309D+05 -. 33'2D+03 . 146D+04 .814D+12 300.00 . .474D-01 .149D+08 -.844D+05 -.248D+03 .137D+04 .31=D+12 312.00 .309D-01 .136D=08 -.SG9Dm05 -.167D+03 .127D+04 .814D+13 220.00 6'_D .t .512D-02 !28D+oe S" = ' , -, am, r ._' 0+04 Q4D+i2 33 0 1'17D+06 -. 9':J.'D' 05 -. 2SSD+02 106: +04 .:31:4➢+ . . .,E _, _,C -. 124D-Oi .95 'D=G -.3,S`r- "GE 2D-t01 .231I:m03 .31AD-1:. • 272,.00' -.:85D-01 .851D-07 -.6-.:i+i` .1195D+02 .7232=0 .314D+12 1D+ 384 , :r . 22 W-0i . /47D'-': 25SE"O` 1 5'4D-f _ ESD+5, 3 5- 39L,Jti ......- _0i .645D=07 -.823D+.._ 27:.,n2 .594D-'03 .814D+13 S. ;5 -.297D- _ . -SID-. -. :>sD-.5 t; aD-'Qm _ WWI a r:J •�u a _v.. L" nJ9.GD-.,7 .. D+'. a i._l.)11T::^ . t4ET..,_ 715.00 -.201D-01 .208006 -.:23D-"05 24DT0- .-'?iD+02 „ 1 0-12 .c..2800 -,1200-01 .252D+05 -.174D`t'E .3380SCE .268Dit +1 .314D+12 E -.159D-01 -,2_00-06 -,13oDiO5 yr!D=0s ,193D+02 _.42-12 ..0_` 552.00 -.139D-01 -.999D+Os. .S12D+02 ,3i3D+02 .S1 7-1,2 SE4. ' -. - 13D"-V i .3dOD+06 -, 42SD"R'QS -, 5491) 0OA . 273D+03 392D402 . 814D--' _ 176.00 . c9213 02 , 17sD+O „_ 5D+0j 232D+t: a-3.JD+0 151) 12 128.00 . 807D-0: -. 85D"=:E, ' 0GD=02 _ ci3D+03 . 446DW2 . 614•D+t: 600,00 .630-0 .47r:•D+06 .2_'FID,04 .154WOL .4320+02 '21 4= -12 SI2.00 -.463D-02 -.432D+06 .381D+04 116D+02 .396D+02 .814D+12 .E2 .00 -.303D-02 -.378D+06 .497D+04 .770+02 .348D+02 .=14_-12 S.00 -.150D-02 . i3D+i?rc' .566D+04 .388D+02 .288D•'-02 S14D+12 608.00 -. 171D-04 -. D4 0+06 .590D+04 .452D+00 .223D+02 .814D+'1L _so . J0 . 142D-.-_ . 17:1)"06 .567D+04 -.382D+02 . 158D+0 , S14D-12 672.00 2830- _ 2 1 ta8D+06 . 498D+04 -... 3D+0'2 a 975D+V 1. . S W' 12 ES-•.00 . . --017D"OE 32!D+04 -, .1.7D+03 .476D+01 .014D+12 696. _0 ,21D--02 .559D-0 • -, .:W+05 .2160+04 -. 158D+03 133D+0 3: 1•D+.:.. 708.00 . 697D-02 . _'OD-0 . i 001)"0 - . 201DJ"03 00OD+00 . 31 1D+12 411 OUTPUT VERIFICATION TuE MAXIMUM ;,irMENT W'.iAl ONCE FOR ANY ELEMENT _ .119D-04 IN-L BS ', Ha MAX. LATERAL FOI=CE IMBALANCE FOP ANY ELEMENT _ .483D-06 LB8 OUTPUT SUMMARY PILE -HEAD DEFLECTION COMPUTED SLOPE AT FILE MAXIMUM BENDING MOMENT MAXIMUM SHEAF: FORCE NO. OF ITERATIONS NO. OF ZERO DEFLECTION .749D+01 IN HEAD = .729D-02 _ .210D+08 LBS-IN .199D+06 LB8 = 5 POINTS - 2 S 'J M M A Rv T A B L E �•{ eo-aasE f:�c•�•x f�'aa�,e#��aE•,4ae�•sE BOUNDARY BOUNDARY AXIAL _-_ HEAD MAX. MAX. `=ONO.1.1CNI CCND_TfCN ..CAD c.' '..:. MOMENT E-IIAP BC•° s'C:: _0:3 . ,. IN-LBS _28 - 9eswa5 .r7a+Or7 , ool)foo . _ 49'2D" . _ .210'1D+rib =_E - .5 Page .+ ECRA CLIENT /I l c• 1.�111E C.D }-t �/�Tl�l JOB NO. lm 21 O �PROJECT ['TM.c/YYLfe, /"t,�iYl2f 1.L/L SHEE7 • 3� OF CALCULATIONS FOR MADE BY Of-DATE-i CHECKED BY DATE_ CASH & ASSOCIATES rE � V4 ENGINEERS +n 9 s 3 I 3 5 7 9 U • g t� o 05AT �,o(fj 3�0 _II 0 d' u II N "o d- N i � T -4o b=4'�u 51(0 -44 �"4• -40 b = 3�II 5La tM o24 a I/ IZo#-Ii- (43') (4w ,g! E —.v. c:..._.:,.._.:.,:_.:u_.,f. •-ivatac.,....—..-r.r::.w.eE �=.:-.:.¢.:._..: p-:.:.a. �,e-Y �.__c_.....:�__:s'e _<-e. -•cr'.=H7 WSC77. :MC., .--d----I----A_---------------------- ---•----•--------------- assh And Assoc=axes-.;c_nse- _ ' v: 0772 Polza Ave.. Suite Irv_ Huntington reach. CA 92649 License No. 401-•122491 ; program tc "_e asec: only by Licensee D.,r.,? is : ion aexmitted in!, bac: um c_,uy 2}?rie'=.!••cx•Yrk'i.+:#'{•;4•y5}-eti...r';-:ir .•:c �F z'i•<EiF-x.y.v..u••?3.Se� �c•P•!-k.Ydca; .t?c?-iri�-E#v4it•i._s PROGRAM LPI:_E Version 2.1) :C5 =:OPYR12HT 1986, -987. 1789 RNSOF INC.. ALL RIGHTS RESERVED ,he Irvine omwany - casta,ays Marina - S5 c36"D: UNITS--ENI;LISH UNITS I N P L' , I N F O R M A T 1 O N �FaE^E iE<FiF �:•r' dEx(¢��; 'f.•iE•c^E •if•9F'E•R'•M1 ^<••iE •jG •jEdF •rc•iF?EiE •X'A THE LOADING 18 STATIC FILE GEOMETRY AND PROPERTIES ---------------------------- PILE UENGTH = 588.00 IN ._ POINTS X DIAMETER MOMENT OF AREA INERTIA IN IN IN *4 IN**2 .00 36.000 . 8 'SD+05 . 102D+04 566.06 3c'.000 S25D+05 . 1D _D-04 is: :NFIRNATION _8 --•----•-----------•-- X AT THE=F:GUND SUF:FAi=_ _ .00 IN MODULUS OF ELASTICITY LSS/ I N**2 . 31'2DoQ7 . 312D+07 Page w 3 --AYE .a. OF S` -- • —HE IS A SAND X '. A T THE TOP OF . HE LAY_R - - c 0: X AT THE ZOTTOM OF THE LAYER 2S. •- - =`' MCD'UL'JS OF SL'BGRADE REACTION = J 73D+02 —BS/ IN' S LAYEF' THE SOIL IS A SAND X AT THE TOP OF THE LAYER = 36.00 IN` X AT THE BOTTOM OF THE LAYER _ 564.00 IN MODULUS OF SUBGRADE REACTION = i73D+02 LBS/IN*-f3 LAYER 3 THE SOIL 1S A SAND X AT THE TOP OF THE LAYEF. = S64.00 IN X AT THE BOTTOM OF THE LAYER = 588.00 IN MODULUS OF SL:2G ;ADE REACTION . 173D+02 LBS/IN*t3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH S POINTS X.IN WEIGHT,LBS/IN**3 .00 .69D-01 36.00 .69D-0: 36.00 .33D—Oi 564.00 .33D-01 . 564.00 .24D-61 588.00 24D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 2 POINTS X.IN C,LBS/IN**2 FHI.DEGREES E50 .00 . 000D+00 . 3! )C)D+02 ----- 588.00 OOOD+00 .300D+02 ---- BOUNDARY AND LOADING CONDITIONS LOADING NUMBER, 1 SCUNDARY—CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .104D+06 LBS MOMENT AT THE FILE HEAD = .623D+07 IN—LBS AXIAL LOAD AT THE FILE HEAD = OOOD+00 LBS ; NZTE--D_FFER'=NCE PARAMETERS . NUM E O: `07L_ INCREMENTS = 49 D_S- LEL T I OM; TOLERANCE ON DETERMINATION OF CLOSURE _ . i t OD-03 IN . MAXIMUM NU 2E=' OF ITERATIONS ALLOWED FOR FILE ANALYSIS = 100 MAXIMUM; ALLOWABLE DEFLECTION .36D+OS IN Face 2 _C -- _ U 7 .. T N r 3 .1 "_ _.. q COADINL NUMBER BOUNDARY CONDITION CODE _ -ATEFAL LOAD A- THE FILE HEAD = .104D+06 LSS MOMENT AT THE =TILE HEAD - 523D+07 IN-L BS AXIAL LOAD AT THE FILE HEAD - i-)i-OD+00 LESS X DEFLECTION MOMENT SHEAR: SOIL TOTAL FLEXURAL REACTION STRESS RIGIDITY IN IN LBS-'IN LBS LBS/IN LBS/INS 2 LBS-IN**2 ;tir. cEiE+E •)Ei4•it'E iEiFic%•Y'°E 2E iE'.Ejf•=E :F!r#'E'.t •w.:{•2:'E :Eai SEiE rt•yF #�iE iEiE•fi+iF=4:E t:Ed••iE•?E:F•IE?E iEi •!E•kiE•F •3(#iE •!i## .00 .190D+01 .623D+07 .104D*06 OOOD+00 .136D+04 .257D+12 12.00 .175D+01 .748D+07 iO2D+OS -.256D+03 -'57D+1L 00 160D+01 .869D=G7 975'0+05 554D+03 .162D+04 190DwO4 '257D+12 3S.00 i43D of .902D-07 .90CD-W .639D+03 .2i4D+oq .237D+12 "S. 0 i Q W -01 .: SD -CS . 807D-' 15 -. S55D+C3 . 237D+04 . 257D+12 6'_%. o .117): .. ..SD+% .'='.'az?'''05 -.953D+02 .257D++:4 .257D,12 72.00 .58OD-05 .103D+04 . '7OD+Oa .2E70+12 94.00 .104D+C1 .92i D+oc .12EE-08 .1SiD-.)S .454D +1)5 -a107D+04 .2C7D+04 .=D+12 96.00 .806D+00 .136D+08 .326D+05 -.1.07D+04 .227DwO4 .25/D+12 109.00 .700D+00 .139D+06 i97D+05 -.107D+04 .304D+04 .257D+12 120.00 .600D+00 .141D+09 .690D+04 -.106D+04 .307D+04 .257D+12 132.00 .509D+00 .141D+08 -.570D+04 -.iO4D+04 .308D+04 .257D+12 144.00 .426D+00 .!40D+08 -.178D+05 .975D+03 .304D+04 .257D+12 i56.00 .350D+00 .137D+08 -.291D+05 -.907D+03 .298D+04 .257D+12 168.00 .282D+00 .133D+08 .393D+05 -.790D+03 .289D+04 .257D+12 180.00 .222D+00 .127D+08 -.480D+05 -.667D+03 .278D+04 .257D+12 192.00 .169D+00 .121D+08 -.552D+OE -.542D+03 .264D+04 .237D+12 204.00 .. 2D+00 .114D+08 -.610D+05 -.417D+03 .249D+04 .257D+12 06.00 .818D-01 .106D+08 -.653D+05 -.297D+03 .232D+04 .257D+12 228.00 .475D-01 .983D+07 -.682D,05 -.182D+03 .215D+04 .257D+13 240.00 .900D+07 .697D+05 -.759D+02 i96D+04 .357D+12 252.00 .188D-01 -.496D-02 .2!SD+07 -.70OD"05 .211D+02 .178D+04 .257D+12 2SA.00 -.2aD-01 .732D+07 -.S93D+05 IOSD+03 .160D+04 .357D+12 276. 00 -.392D-01 .650D•- 7 -. E75D+05 . 183D+03 i42D-00 . a_ 57D+12 _�:5. UV .5"7D-U1 . �,T.t;,�tt7 _ . n _ �"'i(,v n.:'Y7ri�.+� , ....-rP.+D�F .-•.Y 57D+i -. _.00 -.5230 1_ ZS17a -7 *55 ..E _I0D+_1c .1 SE+Q .257✓+12 -.._..✓o -.Z - .. • 22 .... ..; ST+ a .i4lD-.3 .':21T 92 ♦= DO12 _a_} - 7 . J✓JD''•f l % DT<.., L i ...D'f :C.+ JD-.. SJ _�, -7 .,-ft i'y i:D'-(:.�.: 3'J,.:J'.VJ L-"0D. :.� L.�/1'�+"a :42_ . `0 -. SBLD-01 . a:_3-E - 7 -. a•2 . :5 . .4D=00 a 512D+03 . 257D+12 -cage 3 31+0 .36{).00 -.664D-01 .18D-Q .3svL.-05 .4C7D.a.03 .419D'd.0.2 .21-D+12 372. D0 . =35D-01 .143D+07 ., SD+05 ,402D-03 !2D+03 .257241-1 284.00 .Z_S'=D-.D1 ;OED-07 -'2WD-'-05 .'292�D+02 .22SD+03 ' s 0c _ssD . 7!SD-nE :1 251D G a3/5DJ.O �•r-02 :217n.�+1 /'1- - a. a ` ..-,:lD-'::' . 442D+06 . 207D+05 . ;355D+03 .:ISD+' 2 420.00 -.461D-01 .220D-!96 -.166Dv05 .330D+03 .48:D+02 .257D-12 432.00 410D V 1 -C.J . a....BD 4.•4J . 303.: OS . 70'_+01 .2=•'-12 444. C . -- SSOD 01 .445D .87�ry7D"05 .93: D+Qd .2 3D+0 3 . 19!D+02 , 257D-i-i 2 'r_6 5 .210D-01 . [2!DTll6 C..D 'i +04 .240+03 • 224D 102 .257D L12 .00 "•65.00 -.3S1D-01. -.22?D+06 -.359D+04 .209P.+03 .32!D+02 .25/D+12 485.00 -.213D-01 -.267D+06 -.129D�04 .175D+03 .532D+02 .257D+12 492.00 -.1677 01 .269D+06 S ,•D+03 .141D-'-03 .588D+02 .257D+12 504. 00 122D- 41 -. 252D+06 . 208D+t14 . 106D+03 . SEOD+02 . 257D+12 S16.O0 . -.792D-02 -.219D+06 .314D+04 .7007+02 .479D+02 .257D+1 W& O - . 2720-02 -. , / 7D+06 .2 E'D+0 S36D+02 . 296D-W . 257 D-1.. • 0. .. SSOD-03 . _i9D+06 . 39&D+04 .351D'•'. _ .2E2D+02 .25 D+12 .:U SE2.00 .441D-02 -.822D+OZ .367D+04 -.417D+02 .17':D+02 .257D+:2 564.00 .839D-02 -.41.D+05 .293D"04 -.810D+02 .899D+01 .257D+12 576.00 .124D-01 - .118D+05 .172D+Od -.1'22D+03 .258D+01 .257D+12 588.00 .163D-01 .O00D+00 000D+00 -.164D+03 OOOD+00 .257D+12 OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .165D-05 IN-LES THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT =-.115D-06 LES • OUTPUT SUMMARY PILE -HEAD DEFLECTION - .190D+01 IN COMPUTED SLOPE AT PILE HEAD .131D-01 MAX:MUI°! BENDI!;G MOMENT - 14lD+06 LES-IN MAXIMUM SHEAF: 7OR E - .104D+06 LES NO. OF ITERATIONS = 12 NO. OF ZERO DEFLECTFON POINTS = 2 S U M M A R Y T A B L E ,F lF'%'E'.E#'.4i Y"Ifi',';ER'#,rx#'!F'.'f"M"#"It'i4•x.'!E BOUNDARY BOUMDARY AXIAL PILE HEAD MAX. CONDITION CONDITION LOAD DEFLElTION MOMENT BC1 BC2 LES IN IN-LES . 103'9D+06 .6231 D+ill . OOOOD+00 . 1903D+01 . 14i >9D+08 E _t. MAX. SHEAF: LES .1039D+OE Paw • -•r:.. ._ CAM W-. ... _ . .. --------------------•-•--------•----------•------- _•3sh And Associc`itw Engineers .. V. 5772 Sols.a Ave.. Suite 100 :e Huntington Reach. .'A 92649 license No. 481-122491 .F Pr gya,m to be used •-n! by Licensee �.., _i7sti_n _•ermitt_d _r,_y oackup csoy e �4 �..f4 �Ly'1 ;Cn� �y�. :.•. iC'141.i'�t TT'^.1..�. {}TT:i �:r4�A:��i-V'.w�.'r'y^'li' :4.:C {' :i X:.G:F.�. J� :� {i� !! :J•ff.: rt.: F �( PROGRAM LF T_LE Vee L:, -, 3.C, CC) COPYRIGHT 1986. 1987, 1989 ENSOFT. INC. ALL RIGHTS FESERVEE ..r _. •�in� ��:.IlL aii � - CasJYCtways fi lar iI,a - BE if_ "D; UNITS--ENLLISH UNITS I N- U T I N; O= M A T 1 O N # :t-# #9Ei�-# iP�ir'k k•C •'C eP'h :e•ir i6 iP+.:�E •:b ^ 9E#•:C •x � aF.<:x et•a• THE WADING _a STATIC ------------------- FILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH 2 POINTS X IN GO 5.. 8. 00 411 ------------------- DIAMETER IN v8. 000 46.000 5i6.00 In; MOMENT OF AREA INERTIA IN *4 IN*f2 . 261 D+0E . 181 D+ _l 1 . 'S1D+06 . _S1D+0 d AT THE GROUND SURFACE ,05 ON MODULUS OF ELASTICITY LSSI I N**--, . u 1'2D+07 . 12D+0 2 ;_AVER: S. OF SCI_ LAYER '- '71-,E SOIL .-:: 0 Ji-JVD ,T THE TOP OF THE !AYER .00 IN A AT THE 23TTCN OF THE LAYER = 36.00 IN QDjLUE OF SLi%RADE REACTION - .173D+02 LBS/IN*VS • LAYER THE SOIL IS A SAND X AT THE TOP OF THE LAYEP = 36. t;f} IN X AT THE SOITOM OF THE LAYER 516.00 IN MODULUS OF SUBGR,ADE REACTION . 173D+0:_ LETS/ IN*42 DI.ST='_TBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH POINTS X.IN WEIGHT.LBS/IN**3 .00 . 65D-01 36.30 . 69D-01 36. Cc' . 33D-0'_ 516.00 .33D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH C POINTS X.IN 0,LBS/IN**2 PHI,DEGREES .00 .00OD+00 .300D+02 516.00 OOOD+00 . 300D+02 BOUNDARY AND LOADING C2ND:TICNS ------------------------------ LOADING NUMBER 1 E50 BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .104D+06 LBS MOMENT AT THE RILE HEAD = .623D+07 IN-LBS AXIAL LOAD AT THE PILE HEAD - OOOD+00 LBS FINITE-DIFFER:ENC:E PARAMETERS NUMBER OF PILE INCREMENTS = 13 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100D-03 IN MAXIMUM NUMBER: OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 10o MAXIMUM ALLOWABLE DEFLECTION = .36D+03 IN CUTPUT '_ODES "OUITPT = 1 Z .N -- 1. Page 2 1 DEFLECTION MCMEW SHEilt^"• 807L Tram, -. ...EX:..'M BEAOTION STRESS P.:G_._W IN _38- IN -BE LBE/lN LMIyi*: 2 `BC -_,:a:;. 2 '•••iffTi°•if it?fiET-•iE it{F«^e=t :f•iE?f?f?fzfif :F :'f :r <Eif'Fx?F'+•r•if?r :f '^5•X?f 5r.4a.if4•itdf :t:E#if ifgt:r•e•-.Y '.N •'F y: v--1•:••i:-yi vrx .00 . ✓ 080-'o .523D" _.7 . lii40+_)6 .000D+<:C} .574D-'-00 , 31 :D-12 ' MSD,17 103WOE -. '21 M 3 . 689D+03 .31 d0+1'2 ... T` .101Dfol _42 : EGSD-07 -.393D+03 . LJC•'EMS . Bl4D+12 . . . . - . ='7ED.ioo . 985D+07 .990ME . - .J-..i5 -.419%03 . 907D+03 . Sl4D+12 _ ..- . 'DC" "' '-08 SS2D+05 .557D+02 . 100+:�-: .81-4D • 1 ' 6��. - :• . 3C• .'3'1 . MD-'-00 . � • r 2OD-08 . 309D'9f -. 669D+03 . 110D+04 . E 14D+12 _..V .686D+00 . _=BD+06 7 •3D+CS -.756D+03 . 119D-04 81 iD+1'2 20,00 E==00 .137D+08 .629D+?5 -.821D+0 .126D+044 214W2 ' E.00 .570D-'-00 .144D-09 .327Z"M -.866D=-03 .133D+04 3:4D+12 _^d, r7t�: 515 '.,..- 0 . !TOD-06 . 4 2D+QE -. 89 iD-O.^; . i 3SD+04 214D ° .. j -`o , 1164D++0 • --D+C 8 =15D_:_ 5 . S98Q"03 .•-'.:-n- 04 ^ 3 ;.4D".. ..o. -s._.:,.. .415D+0 .15-f:"08 _- -_,v -.290r?+03 . ED"04 .31UD1 12 -• -. .^Sd.. ....:,;D-. .1?:--• .'r -.365D+02 ...j70- 0i .81•'_�-�-12 '_ •>r • 32SD :}I. . ;J D •., 1�i l 3I"J E `:}.i. . B25D`03 . • -r .:11.' • WD" 12 «8. 0 2SSD+00 .-M+02 -. =M-r•.. -.790+03 , _ - 7 >0i _,_s•I'vjZ 18Ci. 00 . 248D+00 . 1 57D+02 . 1 jOL :-= -. 739D+02 . 145D-04 WAD--1 _ i92.00 . 214D -00 . 155D-06 • . 5D+05 • G8UD103 • 1'?iD Lr: l . 81'4D 12 204.0c 82l+ C .151L l8 353D+05 .61;7'Ji•03 139D•04 .814D• 21S.00 .152D+00 .1.46D+08 -.423D+05 -.548D+03 .1331)w0} .814D+12 228.05 . _i5D+00 . 1 < IMS .434D+05 .478D+03 . 129D+OA .814D+12 240.00 . 101WOO . i3i1 -02 -.537D+05 -. ;OSD+03 . 12 4D+04 .814D+12 i.'i• .793D-01 .128D+08 -.582D+05 -.335D+03 . 1'8D+05 21.1i,=1:. 264.00 .597D-01 . _21D- :;8 -. -1SD--05 -. '65D+03 . 1_!.DTO& .8:M--12 27000 . 422D-01 . 113D,06 -. 645D+05 -MSD"OS . 1'' 4D+04 .814D+ 1._ ^ • r..a -C:r �'WD 1 +-}JD+C}S - -'�. 5 , aG..:..-t}J - _D F.. . 1."� " Cr3 , +02 .'�E7..• .814D+1: _E�.."}l} 300.00 0 . 13OD-01 . 970D+C7 -. S7fi.^. -'S -. 6r. 9D+02 8' 3D+02 . ^c 1 4D+= 312.00 .115D-02 .288D+07 -.S2lD+05 ^.578D+01 .818D+03 .314D+12 014.00 ^. 26D-02 -.G78D+05 .507D+02 ./42D+02 .814D+12 336.00 . 182D 01 .806D+07 . 25D+07 . SG9D+_.5 . 103D+03 S68D+03 . 314D+! 2 342.00 258D SD .0 . a53D"05 . 1 v.f_D+03 . 595D- 03 . 2 . "; D+..._ .... - .:`C% . -. :.:?.^.-ll .. 568D-07 - ::.^-.D+i. E . 1 97D+0,^.•. . G W+03 SM.;. - r• -� ^- .DSO.'-. -M _ .312D-02 .aaoM;•_ .SYD:_._ I.44 T — 12 —O - D • w -. 30 +05 . 453D+02 S?C:J_ 02 . c 1 AD"i 2 — [. . f ] sD 0 i n ._`u• D+06 . 2E3D+OE . 4 / 3D+03 . J 9D+OZ . 212Dri.-• 1G." — i1 — .2ESD+06 —. 1'.—.` J"05 .502D' C .321D-i.12 J: y on.?Q 7D+00 5.5IDJ-02- .J= O . -=D-01 0 . .81-tD _— ' .00E+00 ..,OOD-mil .377D+02 • • W— ' T VEPIFTCATISN T_;_ MAX:MUM WENT '_MBALANCE FOR ANY ELEMENT =—.163D—OS IN—LBS THE MAX. LATERAL F•0-.•_2 IMBALANCE FOR ANY ELEMENT = .E99D-06 LBS OUTPUT SUMMARY PILE —HEAD DEFLECTION — .108D-!01 IN COMPUTED SLOPE AT FILE HEAD _ .589D-02 MAXIMUM SENDING MOMENT — .160D+08 LSS-••IN MAXIMUM SHEAR FORCE — .10 D+06 LBS NO. OF ITERATIONS _ f NO. OF ZERO DEFLECTION POINTS = 1 S U M M A R Y T A S L E SOUNDARY POL'NDARY AXIAL PILE HEAD :=0ND1_—.'.3 '_=ND:TION LOOD DEFLECTION 30, BC2 LBS IN .1C:39D+0S 6'Z31D+ci7 ,0000DO00 .1082D+01 MAX. MOMENT 1597D+t i8 MAX. SHEAR L3S 1029D+c C Pogo I.. CASH & ASSOCIATES ENGINEERS CLIENT: JOB NO: 2492.03 SHT. NO. BY: BRE LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Sol] Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mo = Moment per Foot of Pile Diameter (Mt/d) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 30.0 feet = 201,950lbs 0.00 feet 0 ft-Ibs - 3.00 feet _ 1 - 155 psf/ft 3.0 1.70 1.00 201,950 Ibs 0 ft-Ibs <== Moment Below Surface Governs 67,317 lbs 0 ft-Ibs 58.77 feet 78.36 feet -57 < Revise L Until This is ± 0 Short Pile Analysis NOT Valid Elev x ft. x/L Soil Press psf (H) Shear Ibs (M) Shear Ibs Vs Ibs Vu Ibs (H) Moment I lb-ft (M) Moment lb-ft Ms lb-ft Mu lb-ft 3.00 0.0 0.00 0 201950 0 201950 343315 0 0 0 0 0.39 2.6 0.03 -774 199990 0 199990. 339984 525,774 0 525,774 893,816 -2.22 5.2 0.07 -1475 194351 0 194351 330396 1,041,545 0 1,041,545 1,770,627 -4.84 7.8 0.10 -2105 185390 0 185390 315163 1,538,171 0 1.538,171 2,614.890 -7.45 10.4 0.13 -2653 173468 0 173468 294895 2,007,445 0 2,007,445 3,412,656 -10.06 13.1 0.17 -3149 158942 0 158942 270202 2,442,099 0 2,442,099 4,151,568 -12.67 15.7 0.20 -3563 142173 0 142173 241694 2,835,805 0 2,835,805 4,820,868 -15.28 18.3 0.23 -3904 123519 0 123519 209982 3,183,169 0 3,183,169 5,411,387 -17.90 20.9 0.27 -4174 103339 0 103339 175676 3,479,737 0 3,479,737 5,915,553 -20.51 23.5 0.30 -4372 81992 0 81992 139386 3,721.993 0 3,721.993 6.327,389 -23.12 26.1 0.33 -4498 59837 0 59837 101723 3,907,359 0 3,907,359 6,642,509 -25.73 25.7 0.37 -4552 37234 0 37234 63297 4,034.191 0 4,034,191 6,858,125 -28.34 31.3 0.40 -4534 14540 0 14540 24719 4,101,789 0 4,101,789 6,973.041 -30.96 34.0 0.43 -4444 -7884 0 -7884 -13402 4,110,385 0 4,110,385 6,987,654 -33.57 36.6 0.47 -4282 -29679 0 -29679 -50455 4,061,152 0 4,061,152 6.903,959 -36.18 39.2 0.50 -4048 -50488 0 -50488 -85529 3,956,200 0 3,956,200 6,725,541 -38.79 41.8 0.53 -3742 -69949 0 -69949 -118914 3,798,578 0 3,798,578 6,457,582 -41.40 44.4 0.57 -3365 -87706 0 -87706 -149100 3,592,269 0 3,592,269 6,106,858 -44.02 47.0 0.60 -2915 -103398 0 -103398 -175M 3,342,198 0 3,342,198 5,681,737 -46.63 49.6 0.63 -2393 -116667 0 -116667 -198334 3,054,226 0 3,054,226 5,192,184 -49.24 52.2 0.67 -1799 -127154 0 -127154 -216161 2,735,151 0 2,735,151 4,649,757 -51.85 54.9 0.70 -1134 -134499 0 -134499 -228648 2,392,710 0 2,392,710 4,067.607 -54.46 57.5 0.73 -396 -135343 0 -138343 -235183 2,035,577 0 2,035,577 3,460,482 -57.08 60.1 0.77 414 -138328 0 -138328 -235158 1,673,365 0 1,673,365 2,844,721 -59.69 62.7 0.80 1295 -134095 0 -134095 -227961 1,316,624 0 1,316,624 2.238,260 -62.30 65.3 0.83 2249 -125284 0 -125284 -212982 976,840 0 976,840 1,660,627 -64.91 67.9 0.87 3275 -111536 0 -111536 -189612 666,439 0 666,439 1,132,946 -67.52 70.5 0.90 4372 -92493 0 -92493 -157238 398,785 0 398,785 677,935 -70.14 73.1 0.93 5542 -67795 0 -67795 -115252 188,178 0 188,178 319,903 -72.75 75.7 0.97 6783 -37084 0 -37084 -63043 49,858 0 49,858 84,758 -75.361 78.41 1.001 80971 21 0 1 01 01 01 Of 01 01 Maximum: 8,097 201.950 0 201,950 343,315 4,110,355 4keference: Resistance to Overturing of Single, Short Piles by E. Czernial, A.M. ASCE March 1957 0 4,110,385 6,987,654 CASH & ASSOCIATES ENGINEERS JOB NO: CLIENT., The Irvine Company SHT. NO. . PROJECT: Castaways Manna Anchor Piles BY: Boring B-6 - Static Loading (North) (Piles at 10 feet cc) TOW +15.0 DATE LATERAL LOAD ON SHORT PILES • • INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Soil Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mo = Moment per Foot of Pile Diameter (MUd) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 40.0 feet 201,950 Ibs 0.00 feet 0 ft-Ibs 4.00 feet - 1 155 psf/ft 3.0 - 1.70 1.00 201,950 Ibs 0 ft-Ibs <_= Moment Below Surface Governs 50,488 Ibs 0 ft-Ibs = 50.90 feet = 67.87 feet Short Pile Analysis NOT Valid 39 < Revise L Until This is ± 0 Elev x ft. x/L Soil Press psf (H) Shear Ibs (M) Shear Ibs Vs Ibs Vu Ibs (H) Moment lb-ft (M) Moment lb-ft Ms lb-ft Mu lb-ft 3.00 0.0 0.00 0 201950 0 201950 343315 0 0 0 0 0.74 2.3 0.03 -670 199990 0 199990 339984 455.389 0 455,389 774,162 -1.52 4.5 0.07 -1278 194351 0 194351 330396 902,114 0 902,114 1,533,595 -3.79 6.8 0.10 -1823 185390 0 185390 315163 1,332,257 0 1,332,257 2,264,837 -6.05 9.0 0.13 -2306 173468 0 173468 294895 1,738,709 0 1,738,709 2,955,806 -8.31 11.3 0.17 -2727 158942 0 158942 270202 2,115,177 0 2.115,177 3,595.801 -10.57 13.6 0.20 -3085 142173 0 142173 241694 2,456,177 0 2,456,177 4.175,501 -12.84 15.8 0.23 -3381 123519 0 123519 209982 2,757,040 0 2,757,040 4.686,968 -15.10 18.1 0.27 -3615 103339 0 103339 175676 3,013,907 0 3,013,907 5,123,642 -17.36 20.4 0.30 -3786 81992 0 81992 139386 3,223.733 0 3,223,733 5,480,346 -19.62 22.6 0.33 -3895 59837 0 59837 101723 3,384,28$ 0 3,384,283 5,753,281 -21.89 24.9 0.37 -3942 37234 0 37234 63297 3.494,137 0 3,494,137 5,940,033 -24.15 27.1 0.40 -3926 14540 0 14540 24719 3,552,685 0 3,552,685 6.039,565 -26.41 29.4 0.43 -3848 -7884 0 -7884 -13402 3,560,130 0 3,560,130 6,052,222 -28.67 31.7 0.47 -3708 -29679 0 -29679 -50455 3,517,485 0 3,517.488 5,979.730 -30.94 33.9 0.50 -3506 -50485 0 -50488 -85829 3,426,587 0 3,426,587 5,825,197 -33.20 36.2 0.53 -3241 -69949 0 -69949 -118914 3,290,065 0 3,290,065 5,593,110 -35.46 38.5 0.57 -2914 -87706 0 -87706 -149100 3,111,374 0 3;111,374 5,289.337 -37.72 40.7 0.60 -2524 -103398 0 -103398 -175777 2,894,780 0 2,894.780 4,921,127 -39.98 43.0 0.63 -2072 -116667 0 -116667 -198334 2,645,359 0 2,645,359 4,497,110 -42.25 45.2 0.67 -1558 -127154 0 -127154 -216161 2,368,998 0 2,368,998 4,027,297 -44.51 47.5 0.70 -982 -134499 0 -134499 -228648 2,072,400 0 2,072,400 3,523,079 -46.77 49.8 0.73 -343 -138343 0 -138343 -235183 1,763,076 0 1,763,076 2,997,229 -49.03 52.0 0.77 358 -138328 0 -138328 -235158 1,449,353 0 1,449,353 2,463.900 -51.30 54.3 0.80 1122 -134095 0 -134095 -227961 1,140,368 0 1,140,368 1,938,626 -53.56 56.6 0.83 1948 -125284 0 -125284 -212982 846,071 0 846,071 1,438,320 -55.82 58.8 0.87 2836 -111536 0 -111536 -189612 577,223 0 577,223 981.280 -58.08 61.1 0.90 $786 -92493 0 -92493 -157238 345,400 0 345,400 587,180 -60.35 63.3 0.93 4799 -67795 0 -67795 -115252 162,987 0 162,987 277,078 -62.61 65.6 0.97 5874 -37084 0 -37084 -63043 43,183 0 43,183 73,412 -64.871 67.9 1 1.00 1 7011 -01 0 -0 -01 01 01 Of 0 Maximum: 7,011 201,950 u zut,85u u4J,a15 upbu 13u u 3,560J30 6,052,222 Reference: Resistance to Overturing of Single, Short Piles by E. Czernial, A.M. ASCE March 1957 CASH & ASSOCIATES ENGINEERS CLIENT: •PROJECT. JOB NO: SHT. NO. BY: DATE LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Soil Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Force per Foot of Pile Diameter (H/d) Mo = Moment per Foot of Pile Diameter (Mt/d) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 45.0 feet 201,950lbs 0.00 feet 0 ft-Ibs - 4.50 feet 1 psf/ft - 3.0 1.70 1.00 2492.03 201,950 Ibs 0 ft-Ibs <== Moment Below Surface Governs 44,878 lbs 0 ft-Ibs 47.99 feet = 63.98 feet -37 < Revise L Until This is t 0 Short Pile Analysis NOT Valid x ft. x/L Soil Press sf (H) Shear Ibs (M) Shear Ibs Vs Ibs Vu Ibs (H) Moment Ib-ft (M) Moment Ib-ft Ms Ib-ft Mu Ib-ft 0.0 0.00 0 201950 0 201950 343315 0 0 0 rElev 2.1 0.03 -632 199990 0 199990 339984 429,288 0 429,288 729,790 4.3 0.07 -1205 194351 0 194351 330396 85OA09 0 850,409 1,445,696 6.4 0.10 -1719 185390 0 185390 315163 1,255,698 0 1,255,898 2,135,027 8.5 0.13 -2174 173468 0 173468 294895 1.639,054 0 1,639,054 2,786,392 -7.66 10.7 0.17 -2571 158942 0 158942 270202 1,993,945 0 1,993,945 3,389,706 -9.80 12.8 0.20 -2909 142173 0 142173 241694 2,315,400 0 2,315,400 3,936,181 -11.93 14.9 0.23 -3188 1235t9 0 123519 209982 2,599,019 0 2,599,019 4,418,332 -14.06 17.1 0.27 -3408 103339 0 103339 175676 2,841,164 0 2,841,164 4,829,978 -16.19 19.2 0.30 -3570 81992 0 81992 139386 3,038,963 0 3,038.963 5,166.237 -18.33 21.3 0.33 -3673 59837 0 59837 101723 3,190,311 0 3,190,311 5,423,529 -20.46 23.5 0.37 -3717 37234 0 37234 63297 3,293,869 0 3,293,869 5,599,577 -22.59 25.6 0.40 -3702 14540 0 14540 24719 3,349,061 0 3,349,061 5,693,404 -24.72 27.7 0.43 -3629 -7884 0 -7884 -13402 3,356,080 0 3,356,080 5,705.336 -26.86 29.9 0.47 -3496 -29679 0 -29679 -50455 3,315,882 0 3,315,882 5,636,999 -28.99 32.0 0.50 -3306 -50487 0 -50487 -85829 3,230,190 0 3,230,190 5,491.323 -31.12 34.1 0.53 -3056 -69949 0 -69949 -118914 3,101,493 0 3,101.493 5,272,538 -33.26 36.3 0.57 -2747 -87706 0 -87706 -149100 2,933,045 0 2.933.045 4.986,176 -35.39 38.4 0.60 -2380 -103398 0 -103398 -175M 2,728,865 0 2,728.865 4,639,070 -37.52 40.5 0.63 -1954 -116667 0 -116667 -198334 2,493,739 0 2,493,739 4,239,356 -39.65 42.7 0.67 -1469 -127154 0 -127154 -216161 2,233,218 0 2,233,218 3,796,471 -41.79 44.8 0.70 -926 -134499 0 -134499 -228648 1,953,619 0 1,953,619 3,321,152 -43.92 46.9 0.73 -323 -135343 0 -138343 -235183 1,662,025 0 1,662,025 2,825,442 -46.05 49.1 0.77 338 -135328 0 -138328 -235158 1,366,283 0 1.366,283 2,322,681 -48.18 51.2 0.80 1058 -134095 0 -134095 -227961 1,075,007 0 1.075,007 1,827,512 -56.32 53.3 0.83 1836 -125284 0 -125284 -212982 797,578 0 797,578 1,355,882 -52.45 55A 0.87 2674 -111536 0 -111536 -189612 544,140 0 544,140 925.037 -54.58 57.6 0.90 3570 -92493 0 -92493 -157238 825,603 0 325,603 553,526 -56.71 59.7 0.93 4525 -67795 0 -67795 -115252 153,645 0 153,645 261,197 -58.85 61.8 0.97 5539 -37084 0 -37084 -63043 40,708 0 40,708 69,204 -60.981 64.0 1 1.00 1 6611 1 -01 0 -0 -0 01 01 0 0 Maximum: 6,611 201,950 0 201,950 343,315 3,356,080 •Reference: Resistance to Overturing of Single, Short Piles by E. Czernial, A.M. ASCE March 1957 0 3,355.080 5,705,336 IN CLIENT �� 1�V 1 NE (_g M'PA�J�/ JOB NO. '4dQ`110PROJECT �A5T%t:aJ M'S 1A1Z�NA ULaLII�7ti'c7 SHEET -+ OF CALCULATIONS FOR MADE BYE DATE`': CHECKED BY DATE_ CASH & ASSOCIATES p� N 13 _ G law @ + 15 0 ENGINEERS �Pu=1a21a(tD1(l,4) = �2ssosz �' r A LA-w 2 X"=.o? (91) q6 30 9 LA-(E'R Yws0•o, p o 35 lV 0 O 0 +3 z,4`I ----------------------------------------------- a. . E77L' Ftlea Ave.. Sipe .... $ '_u ..-G._ir ,..tea•. .A 9 .. ?v x _I_nn e Nc. qE-_22191 � _c -wograx to be uSiew qf' y "4 .1carsee .f ti"�.:n.ft'i'•:."e:^.t-SY'?L�.Y'�("f'.V..�{'r"1!'T"'',!'N- r1 DROGRAM LGILE Version 3.. ,L. COPYPIGHT QSE, 1987. _DSS ENSOFT, INC.. ALL EIGHTS FESERV-D 7ho Irvine ,_•.moan•✓ — Castsways Marins — BE QG"D) TOW -!-'_S UNITS--ENGLISH UNITS LOADING ZZ STATIC --------------------- PILE GEOMETRY AND GG JIPC•PT T ES PILE LEN07H POINTS v IN UC, 948.00 r --- —=--ri— -------- DIAMETER MOMENT OF AREA INERTIA IN IN *4 !N**' MODULUS OF ELASTICITY LBSi Ii' *:s: . J.n2D 07 .=D-^G7 "ape -3. so - 7HE3OIL 13 of TAND X AT �"HE ._`P OF 7HE LAYER = .00 03 X AT THE B07`CM _: THE LAYER = 96.00 IN MODULUS OF SUBGRADE REACTION = .173D+02 LBS/IN*n3 LAYER VE SOIL IS A SAND C QT THE TOP OF THE LPYER = 96.00 IN AT THE BOTTOM OF THE LAVER = TAS. o IN `^.CDULUS OF SWIGROOZ 4SO TION = .E39D-02 L.9S/IN**2 DISTRIBUT13N OF EFFECTIVE UNIT WEI?HT WITH DEPTH 6 POINTS X.IN WEIGHT.LBS/INO&3 .00 .69D-01 36. ?C> . 69D-01 36.00 .33D-01 i 4 4. _;n . 24D-01 948. 00 . 24D-O 1 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X,IN C,LBS/IN*#D PHI.DEGREES E50 • .00 OOOD+00 .300D+0-- 144.00 OOOD-00 .300D+02 ----- 1 z. iO .00OD+00 .350D+02 ------ 948.00 .?OCD+OC .350D+02 ----- BOUNDARY AND LOADING CONDITIONS LOADING; NUMBER 1 BOUNDARY -CONDITION CODE - 1 LATERAL LOAD AT THE FILE HEAD = .255D+06 LBS PIGMENT AT THE PILE HEAD = OOOD+00 IN-LBS AXIAL LOAD AT THE PILE HEAD = OOOD+00 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 79 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .10OD-03 IN MAXIMUM NUMPE' OF ITERATICNS ALLOWED FOR PILE ANALYSIS = Q0 MAXIMUM ALLOWABLE DEFLECTION = 36D-`;S IN • OUTPUT CODES 43UTPT = 0 -1 T a . - .nJ..L':l _M.wr-:L.t....__._'F :l �_• �: .t-:E"'....F-. :r. J..r.X;F :. �. 1.17DE - MOMEW AT THE PYLE 'BEAD . .'002 1r,1_ S l=L;.AL CAD 7 THE -.r_: HEAD _ . _00D- . ' :__- X EE'. :E':'77OX MOMENT v. WR EOIL ' 07AL FLEXLF.r - :EA . 1OW STRESS RIGIDITY :N =E-IN _.38 a-ifF.r% IN LE75i 7N**2 LRB-TN-u•*2 .:,::F+;F w"j*x*yK:i--:- ..:;� ,F:;.:�.,__=' ;{-;��,.::.,E-?-:t+n :F:a.r,-a;;,ew:t .,i__F :F_.•�.,::e:ffrF•;F•u- .0 .445D=01 -.633D-05 .25EDWS .000Dfoo ....,_D_OS .257E+12 12.00 -r71 .306D+07 .D;==--OE -.25SD+03 .66ED+O3 . 257_+12 24.00 .4151) 38ED+01 %8D"07 .249D-'-06 -. 554D+03 . 133D-'-0 257D+1.: 3E. 0.1 . ten- 53D+0 a . . 9O3D+07 . ,_ : D+r_ 6 -, 864L+03 1' 7 D_ 4 . 257D+_ . 13.00 .32ED+01 . _ :9D+08 =W-I W. 101D,04 .259D+04 60.00 . . _ .D•_) _T3 ._ _ GD+0G -" 15D F0`# 3. / D+') t :257D+= 257D& 12 72.00 . ,.'-OD+U 2!"..t?I1:-01 - 17?T- _7L . 2. .D- io -. 1 7D.a.r)_I . 7:2D+04 2570+1 a SA= a 242D+01 . _r.94:.'-03 13n'_ -lE '. 1J'L.r+04 , 422D+0 4 . 2.37Lr+i2 2S.00 _216L"'0 .215D+02 .{ 213+06 -.15'D"04 .459D+04 .257D+12 !03.00 .1911)+01 ..:•:njn_oE .. .. uln -:)E -.IG2D+04 .5 =+on .257D+12 00.20 i 3D+Qi .251D,08 . !29D+06 .-76D+04 .547D+04 .257D+1 132.00 . 146DT01 .2G5D+OS it':'r+0E . 193D+04 .573D+04 . 257D+1'.2 14.4.00 . 1D5D+01 .276D+08 .806D+05 -. Z4 'D+04 SO3D+04 . r57D+1:: 156.00 , 106D+01 . 284D+08 . 487D+O5 -.:239D+04 . 62OD-0 . 257D+:'y 168.00 .887D+00 .238D-08 .146D+05 -.279D+04 .629D+04 .257D+12 iso.00 .729D+00 .283D+03 -. i31D+05 -.266D+04 E23D+04 .257D+12 02.00 . 58BD+00 . 284D+O8 -. `'F94D+05 -.:155L+04 . 619D+04 .257D+12 204.00 . 46:2D+On .276D=03 -. 791D+05 -.240D+04 .602D+04 .257D+12 - . _)li yiS r ' 3'5i D+>G :�.� D :8 . 5 TO :7� -6 -. 10 D+U -.22 +0 '• iD 4 573n-rO4 .257Dm!2 222.00 . 25GD+oo . 50D+08 . 30D ROc . 171D+O ' 546.J , . 25 D i2 240.00 .17•-"D-'-00 . t3'D+O8 -.:481) '05 -, 123D+04 .509D-04� .257D+7:. 252.00 . 1O6D+00 .215D+OE . 160D ,06 -. 782D+03 . 469D+__ 2 . 257D+iZ 264.00 .492D-01 . 95D+08 , 167D+06 -.281D+03 426D,04 . _57D+1:_ 27E.00 .2ESD-02 . 175D+0^c -. 169D+06 -.290D+0' .381D-1-04 .2570+12 (7 5 008.. i -. 322D - =71 _.DTC)3 . .5 a - Q +Q .�aD _ 6 + )n �:7:='D � J e .JiJ / J 1• 337D+0 r.J7D•1. i ,- 00' 0': . C _ 4•D-U.1 . 1 -D+UC . i r-Jso a-• )1.:a . ,.,,_.-D+03 . w'. 3 _ . _,.. / 2 - _ Z ., 2 .,_. 4 -. 79 D�-r.%i a . _ f fD+?s -, , fzow )6 7_ 3D+03 . =5=" id. . 57D-'-_ ! .- _ .✓-- 1 awl ry r1/ a 147JY._ ui - ,_ �� :�, ') 5u .� ,t.a7 -7-�ti1 ,r .:J-L" -- r -'570-- .�Ji _._ a.Jw�u 7r )c -r�i - _ in+ - ,3G-D--)-' '-.1'n L `76 -- .IS4D+.73 .175D+94 .257.'_, .- - -Y -. 1 _+•tDT ... ,5'GD">7 -, • r•• _ -_ D"[:. - 5 04 .1J`0D-21 .-77D-1._ -_. n . 4 ))i D�.e.l., , JO.GD-�-j 1 ? _IOD-. , _ iJ �J'a}. . 1.+- ,loss .. {::iD_ ,7,v,Jv'{-ii a,.''S' rv7 D+, P gc 2 ', , SZ 'f --` - s6Ditf .jC 31 _"�).'�-- . �Q-D-t•t. .� .-E .. .- y -•G3. - ...-D1-it• r -' :�" .. . �e3(=DT':.. ... ... ,.. _.i3 a _:E-•1-'.- -y >- .JD,07 44SD -C _ ...:Ei r m .25=" .-- 2. _lit , 25 ... . _-70+07 .36SD-22 ..._. Sid'' .v .257DT12 E5 ..: .20OD-0, -.122D-"• .33010+02 .29do+03 .2:.2D+02 .2T7D+:- 116. 00 . 1 WD 01 . 1 . D+07 S 2D+04 . 26D 03 . 27 D-03 . 25 D -'" . T 8. 00 -. 108D-01 -. 121007 577D+C 4 166D+02 W W�J % . 2:-- ' 1.- 540.00 • .'.19D 02 n 1 J 1 107 a .� 4D+04 . 113D-'-c2 . Z +?Ju'� 02 . 257D la' 552.00 .424D-02 -.1C3D+0 sE3D+O- _WD+':- .225D-'-03 .257D+12 564.00 106D- -- . 24D t. E . _y .._D' :;'4 . uJ{. JD+':._ . -...--, 03 ... 57D-, 1- 576.05 ." ` _)5 .813D+OE .931D+04 .115D+00 .177D+02 .257D11- 588. c . 1-•OD-0 _ -.701D+06 .915D+04 . 239D+02 . 153D+03 . 2E7D+12 6:=0.00 .241D-02 -.593D+OC-: 877D-'-04 .420D+02 .129D+03 .257D+12 612.00 .308D-02 -.491D+06 S19D+04 -.550D+02 .107D+03 .257D+12 624,5C . 34?D-02 - 396D-06 .748D+04 -. 63 4D+03' . 865D+02 .257D+12 636„00 .SS7D-02 1.311D+06 .ESSD+04 -.620D+02 S79D+02 .257D+12 648.70 .368D-02 -.236D+06 .566D+04 -.694D+02 .51ED+02 .257D,12 665. 0c . 356D-02 . ? 7QD+"6 . 504D+04 -. SSJD ?2 . 37._D+02 . 257D+i 2 :7. ,00 WD-02 -.115DTW .424D+04 .653D-!-02 .25!D+02 .=D+12 S20.00 .306D-02 .687D+05 .348D+O' .608D+02 .150D+02 257D+12 696.00 .274D-02 -.314D+05 .278D+O -.E54DT02 .685D+01 .257D+12 708.00 .240D-02 -.1990+04 .215D+04 -.494D+0: .434D+00 .2E7D+12 720.00 .206D-02 .203D+05 .160D+0a -.431D+02 .443D+01 .257D+12 732.00 .364D+05 .112D+04 -.368D+02 .794D+01 .257D+12 • 700.00 .173D-02 .142D -02 .47!D+05 .713D+03 _.302D+02 .103D-02 .'_57D!-12 736.00 S25D'-05 378D+03 25!D+0.: 117D+02 .257DwI2 762.00 .114D-02 .889D-02 .562D+05 . 108D+03 -. 198D+02 . 123D+02 .257D+12 "90.00 .6680-03 .561D+05 -.102D+03 -.!S2D+02 .122D-'-02 .257D-12 79:.00 479D-02 .533DO05 -EW&03 -.110D-1.42 . 1'17D- 02 .257D-'-12 304.00 .321D-00 j1SD 0E .370D+03 -.7a9L'+01 .109D+02 .257D-+-12 81s. 00 ..'SOD 03 .449D+0 -. ri42D"03 . 450D+01 . 979D+01 . 257D-'.12 828.00 .838D-04 .392D+05 -.4810+03 -.202D+01 .857D+01 .257D+i2 840.00 -.853D-07 .333D+05 -.493D+03 .208D-02 .727D+01 .257D+12 852.00 . S34D-O4 .274D-'-05 -. 483D+03 . 162D+01 . 598D+01 . 257D,12 864.00 -.115D-03 .217D+05 -.456D+03 .289D+01 .474D+01 .257D+12 876.00 -.153D-03 .165D+05 -.416D+03 .390D+01 .359D+01 .257D+12 886.00 -.182D-03 .117D+05 -.364D+03 .469D+01 .256D+01 .257D+12 900.00 -.204D-03 .772D+04 -.304D+03 .533D+01 .168D+01 .257D+12 912.00 -.221D-03 .445D+04 -. 237D+03 .587DJ-01 .97!D+00 .257D+12 924.00 -.237D-03 .203D+04 -.164D+03 .635D+01 .443D+00 .257D+12 936.00 - '51D-03 .524D+03 -.346D+02 .682D+01 .114D+00 .25.7D+12 940.00 -.264D-03 OOOD+00 .00OW00 .728D+01 OOOD+00 .257D+1' OUTPUT VERIFICATION wHE MPXIMUM MOMENT TM ALANCE FTR =WV ELEMENT = 70...0 T_N-L 3S MON. LWERAL FORCE 1MBA.'_ANCE F7-' ANY ELEMENT _ _. a.N _ -)6 '-i8 lager -i. Sq" 1r u ----------------------------------------------- :4• :Hunt_nczcm Benaw _A 92649 -f u F-Ogr_r.- to 'te _tmaJ only n;. _:c nicer F Y ..._ w_ :!.-si--E... �.:.x._ ;p:s_;. f.+{. W- ie:.g.>.._._:?-:i.'F•�,.aeeEi?.Er.:t#�F. #-`,E-.'F#i45G'4 ie4# Y••::.#?i COFYF'IGeT BSc. 1987. 198�_ _NSOFT, INC'. ALL R12HTSyRESERVED The Ii vines Cancan^ " ."Fbi'wava A81 Lmm - '6 148"D) TOW F15 UNITS--ENGLISH UNITS r VP U T _ NV 7 0 R A A 7 I O N #iE ;t r4� dEyi•:E##=Er :E'rv•=t=t##?'i-##•F r, rt:t##i5#-# THE LOADING IS STATIC: FILE GEOMETRY AND PROPERTIES ---------------------------- ':TLC LENGTH 2 POINTS X IN Sis. ov G1:. 00 IN. DIAMETER MOMENT OF AREA INERTIA 48,000 . 261 D+06 . 181 D+04 18.:]OG .2E '. D+06 . 181 D+04 MODULUS OF ELASTICITY . 01 _D+07 . 212D+07 Page i. 7HE S%IL IS A SAND XA7 TYE TO•P OF THE LAYER QG -;�l X A. THE BC T 0M OF THE LAYER 96.00 IN MODULUS OF SL �SSRADE REAC: i ::3N . 173D+0 _3S/ IN* 2 LAYER 2 THE SOIL IS A SAND X AT THE TOP OF THE LAYER _ 96.00 I'll X AT THE BOTTOM OF THE LAYER = 516.00 IN MODULUS OF SUBGRADE REACTION = .299D+02 L BS/INA02 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 6 POINTS X,IN WEIGHT.LBS/&**: o o . 69D-01 36.00 . 69D-0 1 36. CSC, 32D-09 F-.. ii- . 23D-01 OS . _4D-01 516.00 .24D-01 DISTRIBUTION OF STIEN6T4 PARAMETERS WITH DEPTH 4 POINTS . X.IN I,LBS/IN**2 PHI.DEGREES .00 OOOD+00 300D+O 142.00 . SSSDT00 . 500D+02 Ks.00 . S0012+00 C50D+02 BOUNDARY AND LOADING i=ONDITIONS ------------------------------ LOADING NUMBER E5 ) BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .255D+06 LBS MOMENT AT THE PILE HEAD - OOOD+00 IN-LBS AXIAL LOAD AT THE PILE HEAD - OOOD+00 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE iNC:R:EmENTS = SS ': DEFLET I ONE TOLERANCE ON DETERMINATION OF CLOSURE _ . SCUD• ?2 & MAXIMUM NUMBE= OF ITERATIONS ALLOWED FOR PILE ,ANALYSTS - Q0 ;07010! ALLOWABLE DEFLECTION! o 261)=C:S IN • _UTFUT CODES ,•:OUTP7 = "age 2 3. 5(-o Arc 1" ,:1 _ HEW - _PS D .-c .2550-.12 ''-)A:AL CAZ V THE -''1L _ 42AD - .. 00+00 ._88 �• M---M Xw'vlfENT SHEAR 30_L TOTAL FLEXURAL {XY.G ;F _eF]C :E,E.Q..L�;.y W"j...4: 'E•P ;:.n F:P-l••n- .. rt'. $C'f N.].....E I'i R••:.. :...: -f :... y.:..L..E 1:'6YTL: 'N,. .25ED+06 �000D"oo .:_blr--t-Ps .4•D+i.._ - DO . 17`:7D+01 . 06D+07 .253D+06 .222D+02 . "'82D"OC .814D+1 . -- .. _ 7 t7 217D+06 . MOD1-03 . `+59D+03 . 614'D,12 36.00 CE -`1 SSSD=Q7 .232D+06 .?2SDQ3 .8:8D-7.03 .314D+12 • -S. C7 . ,' .. 137D ,: ; .. 118D=C_ . _+.`'.'D+03 y4DK4 .1;7SD+04 .01-4D-7.12 E .Q ... .__f--., .144u+, ,... 5-36 :2•1D-!h. -.1 130D+04 .314D: 12 MY '---,v:-t'_ .188D,06 ._a:s-06 _.100+04 .155D-:04 . 'i•, "12 MCC 106D+. 191: .. _-: a+06 -, 15 C -51 . 17ED'+0 3::D-12 .. . _ . .1 cD-_..- _ _ __ "-•oo^+ D ;- 13•d OG -. 1E1D+17_'. „ 110+04 .214D-�-12 .-=a :,C CED-00 . _ .4D+08 . 12OD"06 -. 1S2D+04 . 225D+i:7.i , 81 4D+12 132.00 .700D+00 .::57D+08 10^D+06 -.1E2D+04 .227D-04 W40+12 144.00 s2lD+00 . EBD+h-8 .792D+05 .ISMCA .247D.:,04 n$1W+12 15E. 00 .5._=D-! 00 .276D+06 . 5 4'2D+05 -. 22ED+C-7.'. . 254D+04 .814D+1 1E8a 4 7 47ED•! 00 . 31 D+08 .278D+05 -. ?15D+04 .259D+04 . 814D+12 diC]D-oo 223D-02 .305D+04 -.198D+04 .26!D+04 814D+12 192.00 -.195D"OE .17ED"04 .260D•+04 .814D+13 204.00 .350D+,C 295D+00 .282D•+C78 OS . ?05D+05 v 172D+04 . i56D+04 . 614D+12 21E.00 . . '4.4D+00 .27RD-° .272D+08 -. SOOD"05 -. 154D+04 .251D+04 . B' 4D+1: 22S.0 199D- 00 08 -, 772D+05 -. 122D+04 .203D•+04 .814D-12 24C: 00 . .158D+00 ...,..,40+ .254DiOS -.917D+OS -.11C:D+04. .234D+04 .814D• 2 252.00 1220"M 24 'D+02 . 104D+06 -. 89U+03 .2 ,3D +04 . 81'4D'+12 264.00 , . 001 .- . .229_ 02 .113D-06 .691D+03 .211D+04. .8.4D+12 276.00 . 62OD--01 . 215D-OS -. 120D^06 -a •422D+03 . 1' •8D+04 .314D+12 2S8..00 .200D+08 , _.._'5D+06 a 217D+03 . 1910 -04 a o:.AD+12 .379D-01 ?r..-. 0 . !M Ja . 12_., VE .1 .tTD-f.,::-' . -WD- 0& .814D+! - .5210 -;.�� . 0 & -. 52?0-o , W D-07 - 2n-. r , _ -F ,--t - . �5• J.F. 7ti ..� _ -•D-- _ . , _ 00 , 473D 01 .22SO-0 -, i . _. L0E . , &. _ _... .=.0.5 -.44AD-01 .:53D+07 ,_-. W .: ZZZD&03 6D+03 .2_--_2 .. a3' c . _3D Cl .194D+OS .ATW W .r 51 02 n a.. . _ ♦lip .U-12 504.00 -.346D-01 .592D-05 -.32GD+CE .E-W--.. .551_-51 ,St fost_ 625.00 _. 3D- -.583D-OB . "- ...-= 2ll-03 .537D+02 . c1:.D- 12 • . - -, c31 Cf;)-'- G - . W C-05 . 38GD+U3 . "AD+02 . 31 AD" 12 T52.00 -.215i-11 -.9SOD-06 -.122_-05 .24 DWOS .• 03Z+'_a_ S. D- 12 _ o - - - _ --.S2 .. . l)- )ram-, u-. t.)1.. a l "!'1f_- 55S. 00 -...33D- 01 -.....:_D° _:7 -, 19i:'^+Oa .222D+_f3 . _ 12D+Ct3 . G1.1D-.12 6Cl:'.00 -. 00D-0 122D"07 . 617C+00 . =D-oz . 1 t..."','9-cz .21OZOW _.•..'• 00 -.895D-0 . _ 1:,lrDy.0 .2 ='D+04 159D"03 . 111D+02 .814D+12 520.00 -.707D-02 -.116D-'-07 .444D-04 .120D+03 .107D+03 SIAD+1 526.00 -.54 :D- :. -. _10D= :}7 .581' -=S .9SGD+02 . 101D+02 .814D+12 648.00 -.392D-02 -.102D+07 .685D W .730Dw02 .:3'=D+0 .810D+12 280.0 .-W-..-.; 332D --. +0 . 03D+Cf3 .359D+O? .040 is ':.': -.00 -. 1a00-0:- .S07D+0? .2S1D+02 .7711102 ... .814D+1 G24160 -.511D-G3 .838D+06 -.739D+06 .831D+04 .101D+02 SSOD+02 .814D+1.' G96.00 .342D-0 -.638D+06 .833D+04 -.691D+01 .588D+02 .814D+12 706.00 .108D-4. -.539D+06 .315D+04 -.222D+02 .496D+02 .814D+12 720.00 -.443D+06 .780D+04 -.3G1D+02 .408D+02 814D+12 732.00 .173D-02 29D-02 -. 35 'D+06 .729D+04 -. 487D+h'C . 33r-D+Cf:_ . 914D+12 7:44.00 . 2OD-02 -068D+06 .664D+04 .604D+02 .246D+02 .814D+12 75G eft: . 2:'2r -02 -. 19_•D+O6 . 585D+O -. 714D+02 . 177D+02 S14D+12 SE.00 .2S ._. , -W . 127D+06 .493D+O - .81=+r)._ . 117D+02 81.4D+i2 ''��v:�O A08 .TCIOD-C.v.. 74O 1.0 -. .t: ,17-, .J S a.i �..r ..�.r80D' . ,'�t.:r -3Di-r�'�i.' G,82D-0 .td -. .814D+.'2 ,-.2 . 00 . 47C-:. L -. W+05 a W 'ice.::4 - :.3D+03 . 31A..l+•': l .814D-..+_ 204.00USED-02 -, O'er1D+04 . !4:_D-01 -.. 1'131) 0 . 32OD-0 Sl D- 12 iOD+00 -..24D+02 .814D+12 .-_....00 .5235-02 .0 .00OD+00 .000D-00 OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT - .94ID-05 IN-LBS THE MAX. L A7EPAL FORCE IM2ALAN E FOR ANY ELEMENT .42ED-06 LDS OUTPUT SUMMARY ;FILE -HEAD DEFLECTION = .!S1D+01 IN COMPUTED SLCPE AT PILE HEAD - 922D-0 MAXIMUM BENDING MOMENT .283D-08 LBS-IN MAXIMUM SHEAF' FORCE = .255D+06 LBS NO. OF ITEPATI CNS _ :1 3, 5',� -:::. Lam. _,... _:1AZ n_7 __ _ _N • �._ .. • . _� 0 0 +1. v..i.t ae i•#•r. _..,..:s.:tca.x.:;.: i..e ;s..�. s.u.C{:{ :F1..'p_e. }=E:E.}.h.y_.{se x _e�s}F}s�.x. ?F_t {s.T_.�.._ys.,�. -f. ^ =PvRI LIT : hSOF'^. 1289 ' ALL—----'.--------E-.i-----'-'------------------------ w 4 Pracarec for i- } Gash And Assoc .aces Engineers t :E 5772 SoI=_a Ave.. Suite 100 Huntington Beach. GA 9264.3 � } License No. 461-122491 # Program tQ be used only. 'Ly Licensee iE Duplication permitted only for backup copy r Sf #=Ei6##:E•:`i•sE?'•�±• r..q.yt.r sps,;c=F:@Y.•;Ei?•{•{.}c?F#�PiF-A•i•.+.••Y-iei+•i•if F##?F ir}; ?E :c#:i•-F #'i•#••'/•?E-fi•# PR0GRAM LPILE Version 3.0 ?C! COPYRIGHT 1966. 1967. 1 % ENSOFT. INC. ALL RIGHTS RESERVED The iT it n ,_omoany - _astawayn Marina - BG QWD, TOW +15 UNTTS--ENGLISH UNITS I N P U T I N- 0 R M A T 1 0 N .;c gr ti r•E°aE?E?t=E#iF#�••P?c?r.¢.F?; iE?E#+?F#•iF•¢##•Y-=E•%�i THE LOADING IS STATIC FILE 'GEOMETRY AND PROPERTIES FILE LENGTH .^_ POINTS X IN .06 75S. 50 SOILS =N_OR:MA' CN 768.00 IN DIAMETER MOMENT OF AREA INERTIA IN IN##4 IN}E#' 54.000 .41 SD+:i6 . 229D+04 54. •')0Q . 41 el) -06 JD-t 04 MODULUS OF ELASTICITY LBE/IN#n2 . 312D+07 .312D+07 Page 1 3. Coco &ND 23 IF PEAL ICN ._ ,C2 LBS/IN%4Z MCA _-ESPADE • .:730 LAY __ •-E SZ._ 1S A SAND X AT THE TCP aF THE LAVER _ 96.00 IN "Cr CF fHE LAYER _ 768.00 IN A AT THE cj 10DULL'2 OF SUBGRADE EACTICN .::89D+02 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 6 POINTS X.IN WEIGHT.LBS/IN•*43 .00 E9D-0i 36. 0� � . 6.3D—C? .. 0 24D-0: 62.:?+_ .2-,D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH POINTS X. im C, L3S/ IN?<A2 PHI,DEGREES --_5() ::iC? 00(.0+00 .300D+•.,2 C:s: 00GD+00 < 350D+02 ----- BOUNDARY AND LOADING i=ONDITIONS LOADING NUMBER BCL'NDARY--I=ONDITION CODE = i LATERAL LOAD AT THE PILE HEAD = .255D+06 LBS MOMENT AT THE PILE HEAD = .00OD+00 IN—LBS AXIAL LOAD AT THE PILE HEAD = OOOD+00 LBS FINITE —DIFFERENCE PARAMETERS NUMBER OF PILE LE I i�f.= RENENTS — S�4 DE:=___.I3N^70LERANCE CN DETERMINATION OF CLOSURE _ .10010-52 _N `IU•-NBER OF ITERATIONS AL_CiiED =-CR PILE ANALYSIS - I`•%[' K 71 • .aJ..•(.Y.-y%.h..,rv.:F.i..f L_4r. J(. Ji.y .(. i� _'1.w{t.-. �. J.. n: J....'✓. _.L �... L2ADING :UMBEL: FSCI_?!DARY CONDITION =CD E = i 1072RAL LOAD A- THE -'1--- HEAD = .25ED -,]6 L=S 1C(.r_W AT THE _:-_ HEAD - QO _- O I 132 • X IAL_ _DAD &T 7HE PILE HEAD = OC .: .. ._BS X DEFLECTION MOMENT SHEAF: SOIL TOTAL FLEXUF'AL REACTION STRESS RTAIDITY TN rh! L 3S-IN LSS LBS/IM LBS/IN*2 LBS- IN**2 xi•it•JE :E•ii- Jr-t a�•x i4i4JP :4yr,.}. i4#)E#rri��tdL ?4•% i4•i4i4•i@:4•:<•;r de i�3: :P•r"-'F?Ei4�Jkdri-+t if•?•a49F•Y.-?'#3G•k-'. #-14r, et•.t :r :4d45E�r .00 ls9D+01 .20ID-04 . 2=06 OOOD-'-0 . 13OD-08 . 120D+12 12.00 WI -01 .306D+07 .253D+06 -.274D+03 .198D+03 .130D+13 - ?0 124D+01 .608D+07 .249D+06 -.514DJ-03 .393D+03 .130D+13 36. 0 116D+01 .903D+07 .241D+06 -.722D+03 .584D+02 .130D+13 48.00 .108D+01 .119D+08 .233D+06 _.898D+03 .768D+03 .130D+13 . 60. 0, . 100D701 . 146D+05 06 20D+ . 104D+0 4 .943D-07 . 1301)+1 O 72.00 .928D+00 . 171D+OB .207D+06 ..16D•'-04 . 111D+04 • _3QD+1. ✓d.00 W11= 0 .195i+os .1 2D+08 .125D+04 i2ED+04 .120D-12 96.00 .784D+00 .21BD+OS .178D+06 -•..:6_. 04 iWD-13 102.... 18 '.-r_ 0 . 228D -03 . 156D "os . l EsD+04 . 1 S4L'+04 . 13GD 1. ... c. 00 _t.WGC „155D -06 . 135D+06 . 170D+04 . 165D-04 . 130D•I.12 132.00 .527D+OC: .270D+(]S .115D+06 .171=•I04 .175D+04 .130D+13 144.00 . 527D+00 .292D-08 . 24D+05 -. 205D+04 . 183D+0 4 .130D+13 ivE.00 .471D+00 .292D+08 .673D+05 -.213D+04 .189D+04 .130D+13 W8. 00 . 417D+00 . _ 9D+08 .424D+05 . 203D 04 . 1'93D+04 .130D+13 120.00 .367D+00 .302D+08 .187D+05 .191D+04 .1?6D+04 .130D+13 192.00 . 320D+00 . 3D3D-09 -. 346D+0 - . 178D-00 . ,' 9'6D+04 130DQ2 204.00 . '76D-00 .3OiD-08 -.239D+05 -. 163D+04 . 195D+t_,4 . i3OD+13 216.00 . 236u+00 . i97D+r_,8 . 426D+05 . 148D 04 . 1 2D+04 .130D+13 228.00 .199D+00 .291D+08 -.594D+05 -.122D+04 . 188D+04 .130D+13 2do.00 IE5D+00 263D+08 -.741D+05 -.ii5D+04 .183D+04 .130D+13 252.00 .135D+00 273D+08 -.869D"OS -.984D+03 .177D+04 .130D+13 264.00 .107D+00 .262D+08 -.972D+05 -.820D+03 .170D+04 .130D+13 276.00 .826D-01 .250D+08 -.107D+06 -.660D+03 .162D+04 i30DQ3 282.00 .607D-01 .237D+08 -.114D+06 -.506D+03 .153D+04 .130D+13 30000 . . _4D-01 .223D-'-06 -. 119D+06 -. 359D+03 . 144D+04 . 130D+IS 312.00 n ._4=--'- i . 06D+'02 . 122D• QG -. 222DJ-0 . 135D+04 , 150D+13 221.0c .. )OD 01 . 102D •_o . 12411+06 . 38D+02 . 125D+04 . 130D-, 1r ..,..,....'C' -. - iD--02 i7SD+r: S -. i _5D- 5 . 224D i 02 . 115DJ-01 _ OL-13 ; .129V• 160..- D i1 �-•-'s 1r.i.✓xo ••6 .' 003 +_l.ty/J•i'l .21 -�3S i ' Sd - 8 a j -, i r Y02241• 7N - ^ D- ri^ i. i 30n+13 -G . . .r -. 24AD-•- - . ...-: d+08 -.114D- t6 .1781?oW .-iSL+O3 . 13 tD._12 III • .IC._'. :o ..;9913_ i v._..... t. ..._:.. .ESW-12 . _5SD.h.._,3 . _3OD-IZ . i.' ",c -.3 9D- .. . .. lr_.` - 1? - . 3 _ 2D- . E . 20-02 . ..` 5- . Z . _ 3* D- 1 2 Z..: D: -.0ESP-C. .. .. -. 437D-r_'n . 50+03 U WO2 . 130D-1.1' -. 5. _ r-oe . _ :'E ,=�::7D+02 .583D•� ::._ 200- :- ".=.L"-- . -, ii: s_-. .1= .213z-'-05 . Q9DwC3 .32ID>•02 . _3OD-'-:2 552.00 .10 _ .._Soo _ .. ., ..W:." -}L -. _..__-.'E . .'^:GAD+02 ,OSID-11 .lsouf= D . c -. _.. -. .. : - ... -.. _ sZ of . A..:D+03 .21sc-o l . _2Q D--1 ZE - 21 . .. al ❑ - .3Q: ._ .3e1dD''':+c .224D--02 . .3t C+13 ... ._.. ._ {. . _.. r...,}6 . _ . _ n ti/-h J' 1Jv . u.rr0JT0 .. .. _.JW.> ... 22-':'- -. r"ZE.D; G -. - : D-:,r.. , 09DD"= vvouVil 13 _%D W 12 .. ,.. D.Y...tl, .226D+C2 `: ol),= . 130D-r12 SCE... -.. SD-' ! -.724D-OS taye-p_ 198D+t_2 .4681)n'_ . 1301)+ :. Df -.S5SD-.2 . , a.url. yoz . ;rL4..'•r-r.'... _ ...5::;--12 :`.`& 0 Jr- l) . :...3•.D-OS . 3332 '.ICJ .2=3- J.___.-I '. . n _CD' W . _SOD 13 Z_. . . e - .nu:- . o --4D+03 aSGSD:02 .36Gu",}... U.'.r_..t .W5D- .._ 2 .o -. iG]Q-06 .s5GD 31.r+Q4 =!Dri}._. .1..:}D'r13 12.. 59000 .). -.227.- .553D-03 -.32SE-0.6 .773E-04 .491.D+02 11D+02 .251L'02 .130D+'... 70 ..'C . 122C 'i}2 . _ ED-'Ja .76.:i7+04 a272D+02 . 19!D+02 . 130D+ia - - f' 3173- - .I 5 -O 0 4r }GY . SS I +OZ . 133D I r i- . 130D+13 - W . oo . 7UC}D-02 -. 125D+06 . 504D+04 -. 10GD+% . 311 D+C } 1 .130013 '' a oo .68tD-02 -. E:_}JD+05 . =53D-LC}r4 -. i47D+U2 .391D+01 . 13C}D+13 . 73S..00 SSID-C2 -.157D_03 .252D+0 -.1881)+03 .10E1)+01 .120D•+-13 C}00DR00 -.23t D+FI2 . _30D+.13 %Us_.. _ . :C}YD-(fit ,OCW'"-oo . .00cD+00 TUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT =-.402D-05 IN.-UBS 'HE MAX. :ITT'=-'^._ FORCE IMBALANCE FOR ANY ELEMENT =-.235D-06 L_;S OUTPUT SUMMARY .._.=-HEAD DEFLE T:ON I ,MPUTED SCOPE A7 "ALE MAXIMUM BENDING MOMEN"" MAXIMUM SHEAR = OR°_ E NC. OF _,, _. INS NO. OF ZER.3 DEF__EC:TION _- 13.31)-'-01 IN HEAD = .5540D _ .303D -J8 WS-IN _ .255D+d6 -3'S POINTS _ WWWARN AXIAL PILE 4EAD MAX MAX I ag -' ,,.(03 i 1'1�� \ram 11 fir., �.� r r .• ��1.,� Iy.-. .(' u j — J,u •0 _ .-•� • Cr _1v f3 c MOMS .7 N-LSE L .c • CASH & ASSOCIATES ENGINEERS CLIENT: PROJECT: JOB NO: SHT. NO. BY: LATERAL LOAD ON SHORT PILES INPUT: Applied Lateral Force on Pile (H) Distance From Lateral Load to Resisting Surface (E) Additional Applied Moment at Resisting Surface (M) Pile Diameter (d) Enter 1 for Round Pile, 2 for Rectangular Pile Allowable Lateral Soil Pressure (R) Starting Elevation Load Factor: (H) Load Load Factor: (M) Load OUTPUT: Total Applied Lateral Force at Resisting Surface (H) Total Applied Moment at Resisting Surface (Mt) Ho = Lateral Farce per Foot of Pile Diameter (H/d) Mo = Moment per Foot of Pile Diameter (MUd) Distance from Resisting Surface to Pivot Point (a) Depth of Pile, Measured from the Resisting Surface (L) Short Pile Analysis: L < 10 x d = 40.0 feet 152,460 Ibs 0.00 feet 0 ft-Ibs 4.00 feet 1 155 psf/ft 3.0 1.70 1.00 152,460 Ibs = 0 ft-Ibs <== Moment Below Surface Governs 38,115 Ibs = 0 ft-Ibs 44.23 feet 58.97 feet Short Pile Analysis NOT Valid 23 < Revise L Until This is t 0 Elev x ft, x/L Soil Press psf (H) Shear Ibs (M) Shear Ibs Vs Ibs Vu Ibs (H) Moment lb-ft (M) Moment lb-ft Ms lb-ft Mu lb-ft 3.00 0.0 0.00 0 152460 0 152460 259182 0 0 0 0 1.03 2.0 0.03 -582 150981 0 150981 256667 298,709 0 298,709 507,805 -0.93 3.9 0.07 -1110 146723 0 146723 249429 591,735 0 591,735 1.005,949 -2.90 5.9 0.10 -1584 139958 0 139958 237929 873,883 0 ' 873,883 1.485,601 -4.86 7.9 0.13 -2004 130957 0 130957 222628 1,140,492 0 1,140,492 1,938,837 -6.83 9.8• 0.17 -2369 119992 0 119992 203986 1.387,433 0 1,387,433 2,358,636 -8.79 11.8 0.20 -2680 107332 0 107332 182464 1,611,109 0 1,611,109 2,738.886 -10.76 13.8 0.23 -2938 93249 0 93249 158523 1,808,458 0 1,808,458 3,074,378 -12.73 15.7 0.27 -3141 78014 0 78014 132624 1,976,948 0 1,976,948 3,360,811 -14.69 17.7 0.30 -3290 61899 0 61899 105228 2,114,581 0 2,114,581 3,594,788 -16.66 19.7 0.33 -3384 45173 0 45173 76795 2.219,893 0 2,219,893 3,773,818 -18.62 21.6 0.37 -3425 28109 0 28109 47785 2,291,951 0 2,291,951 3,896,316 -20.59 23.6 0.40 -3411 10977 0 10977 18661 2,330,355 0 2,330,355 3.961,603 -22.55 25.6 0.43 -3344 -5952 0 -5952 -10118 2.335,239 0 2,335,239 3,969,905 -24.52 27.5 0.47 -3222 -22406 0 -22406 -38090 2,307,268 0 2,307,268 3,922,355 -26A9 29.5 0.50 -3046 -38115 0 -38115 -64796 2,247,642 0 2,247,642 3,820,991 -28.45 31.5 0.53 -2816 -52808 0 -52808 -89773 2,158,091 0 2,158,091 3.668,755 -30.42 33.4 0.57 -2531 -66213 0 -66213 -112562 2,040,881 0 2,040,881 3,469,497 -32,38 35.4 0.60 -2193 -78060 0 -78060 -132701 1,895,808 0 1,898,808 3,227,973 -34.35 37.3 0.63 -1800 -88077 0 -86077 -149730 1,735,201 0 1,735,201 2,949,843 -36.31 39.3 0,67 -1354 -95993 0 -95993 -163189 1,553,925 0 1.553,925 2,641.673 -38.28 41.3 0.70 -853 -101536 0 -101538 -172615 1,359,374 0 1,359,374 2.310.935 -40.24 43.2 0.73 -298 -104441 0 -104441 -177549 1,156,475 0 1,156,475 1,966,008 -42.21 45.2 0.77 311 -104429 0 -104429 -177530 950,691 0 950,691 1,616,175 -44.18 47.2 0.80 975 -101233 0 -101233 -172097 748,015 0 748,015 1,271,626 -46.14 49.1 0.83 1692 -94582 0 -94582 -160789 554,973 0 554,973 943,454 -48.11 51.1 0.87 2464 -84203 0 -84203 -143145 378,625 0 378.625 643,662 -50,07 53.1 0.90 3290 -69827 0 -69827 -118705 226,562 0 226,562 385.156 -52.04 55.0 0.93 4170 -51181 0 -51181 -87008 106,910 0 106,910 181,747 -54.00 57.0 0.97 5104 -27996 0 -27996 -47593 28,326 0 28,326 48,154 -55.97 59.0 1.00 6092 -0 0 -0 -0 0 Of 01 0 Maximum: d,uyZ loz,quu V 104,4W 4JO,10G c,uw,cw v a,vw,cv� ............... *Reference: Resistance to Overturing of Single, Short Piles by E. Czerniai, A.M. ASCE March 1957 • 9 CASH & ASSOCIATES ENGINEERS LAvv Y-wl (mol 0>? LAyE cs-+> • 0 CLIENT it•L'e 1Z�111JE ��I'4'V/k'r'tY rn� JOB NO. 'Lt • D 3 PROJECT SHEET �•��' OF CALCULATIONS FOR MADE BY E DATE S e3 CHECKED BY DATE_ I3o�iNG P>-8 -mu) C �Pu=Ig453(loi((,4� = 2o234'L# +3 o :i >,oiftpcl m p L. H d y, d- M �,o33pcl II � y, v _ 30" ° it s _q 144 �3 >,oy4Fel 3 S° 14 TIg=-2loC*4-31u° A4S> X Q, a `Y/ ISID INs u a' -30 —5G o It y N 'l09 (S`1`) -2 .00pw v-n • _ --- ------------------- ---- --- -------------_._..-- - _en=e Ne. as! - � _ __.. J Program c he umec _ by L__l9: see {:�.:.�. •�•Ri!•:js.1:Y-E :E^.tyx:4'iF :Y:i•-F-biG{.c b��:.- iE ^'i ii`.y. :{.t.r.s 'E:i .rq.:r.\: i5?F-E.:i•+{ :^:x ...:�.:F:{ :• :: n'=c • PROGRAM LPILE Version 3.0 CC) COPYRIGHT 1986. 1987. !9% ENSOFT. INC:. ALL RIGHTS RESERVED Toe Irvine .; omnany - Castaways Marina — S '48"D) TOW UNITS•--ENGL IS= UNITS I N P A T I N F 7 R M A T I O N i{y •rc%E ••l i4:E9i•:c x#:{nE:E••z :E-� w={+{--.r•;t-.cp}.:f.:t 9{iEiE iEr THE LOAD'NG IS 57ATIC: ---------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH 2 POINTS X IN .00 709.00 DIAMETER IN 48.000 48.000 708.00 IN MOMENT OF AREA INERTIA I N**4 I N**2 . 261 D+06 1 ^o i D+t i 4 ._S -QE .181D+0A MODULUS OF ELASTICITY LESS/ INS•#O .312D+07 .312D+07 age 1.q ,_ ,...AYE': 3 , OF SCIL n�I, - • T ?E is - SAND X 07 THE 'OP OF THE 4AY S' = 4 IN AT T"E BOTTOM OF THE LAYE=' = 156.00 IN tODULUE 3F SUBGRADE REACTION = .17_D-02 LBS/!N**3 '_AYES Z HE SOIL IS A SAND AT THE TOP OF THE LAYER = i5s.00 IN X A -E BOTTOM 9F THE LAYER = 396.00 IN MODU_'_2 OF SUBGRAOE F:E=7120 89D+02 LSS/ IN:e+3 LAYER J THE ECIL IS A SAND X AT THE TOP OF THE LAYER = ES6. 00 IN X AT THE BOTTOM OF THE LAYER = 70B.00 IN MODULUS OF SUBGRADE PEACTION = .405D+02 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH S POINTS X.IN WEIGHT.LBS/IN**3 00 . 6'3D-01 36.00 .69D-01 36.00 .33D-01 144. 00 .33D-01 144. 00 . •4D-01 709.00 24D-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH I POINTS X.:N C.LBS/ IN**!, ='HI.DEGREES ESO .00 .000D+00 .300D+02 ----- 1i4.00 OOOD+00 .300D+02 ----- 144.00 .0001)+00 .350D+02 ----- 705.00 .000D+OO .350D+02 ----- BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 1 BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .202D+06 LBS MOMENT AT THE P_LE HEAD = OOOD+00 IN•-LBS AXIAL LOAD AT THE PILE HEAD = OOOD+00 LBS --D:FFERENCE PAPgMETERE NUMBER JF FILE INCREMENTS = 5' DEFLECTION TOLERANCE 00 5ETEPMI_NATION OF CLOSURE 10OD-03 IN MAXIMUM NUMBER OF 1TEPATIONS ALLOWED FOR PILE :ANALYSIS = 100 Pace 2 CJ 411 III A ; `..�L •; . ALLOWABLE 3E7L Er- Q,' T07 CODES OL . = vpyow - _NC - D J 7: r 7 I N r 0 s w WADING WMEER :: UNDAR"' CODE - LATERAL LOAD Al THE PILE HEAD .202]+06 MOP ENT A- -HE .='ILE HEAD = OOOD- 00 AXIAL LOAD .AT THE PILE HEAD = OOOD,00 X DEFLECTION MOMENT SHEAR SOIL REACTION IN IN LBS-IN L3S LETS/IN aFat:�aeac aeae,a•M1ae;c•xta!•a�• araeaE�-a{•;E-�:a•�a� a�•��-<+�•�•;«•:4�• aea��•a�•;uaEa4••�•ra� .00 .144D+01 -.251D-05 .202D-0G OOOD+00 12.00 .136D+01 .243D+07 .20!D+06 -.262D+02 24.00 12/D+01 . e2D+07 ., _9oD,06 -•.529D+02. 2600 . 1 i6D-i.Q1 .713D+07 . IS2D+: 6• -.739D"05 48. 00 110D•! of . 933D+07 . 17SD+06 -. 914D"03 o.00 .101D+01 .114D+08 ISGD+06 -.106D+02 72.00 .933D+00 .133D+09 153D+06 .117D+04 84.00 . 854D+i- 0 . 151 D+08 . 139D+06 -. 124D+04 96.00 .778D+00 . 167D+i �8 . 123D+06 -. 1' 9D+O4 1O8.00 .704D+00 .180D+06 .108D+06 -.132D+04 120.20 . 634D"00 . 192D+08 . 91 dD+05 .: o._D+04 132.00 .567D+00 .202D+08 .762D+OE -.130D+04 144.00 . 03D+00' .211D+08 .609D+05 -.126D+04 156.00 .44 D• 00 .21 /D+08 .4301)oJ5 • 173D+t 4 168.00 .388D+0 22!D+08 .227D+05 -.165D+04 i2o.00 .23ED-00 .223D+02 ., 55D+0 .134D+04 192.00 . 268D+00 . ,_22D+08 . 143D+C:5 -• i 42'D-04 204.00 .244D+00 . L 19D+02 . 306D+05 -. 1'29D+04 216.00 .204D+00 .215D+0'S -.452D+05 -.115D+04 228.00 . 168D+0c . 208Dr08 '. 581'J+O5 -. 100D+0 4 210.00 .135D'I.00 .201D+09 -.693Dv05 .855D+03 252.00 . 106D+00 . !92D-'-OS -. 75GD- >5 -, 707D+03 r_'sof o0 .8011)t- 1 IG2D+oe .683D 0E .363D=03 .. rat '70 0C 57SD •O. . ' 71D-'' 8 .. . �22D•: � • . 25D+c S -J 236.00 .3B2D-01 i. GIto-oe . ,WD+c T , 195D+03 300.00 . ,_' 0--01 , =SD+OG .' "::= '•C/�- -, _ 74D+OS �1,_.0C: ,,_.7 T1._. Lt._ .!csD+_B -u -'I. i•v6 --, 2911+02 324.00 1 S: . ,_ . a 24D+08 . 1:'10+06 .36ED+02 I -$S IN S -ti 3 TOTAL STRESS LBS/INa *2 1 D-09 24D+03 i ID-+•03 656D+02 85' D+03 .105D+04 . 1 23D+04 139D+04 153D+04 IGGD+04 . 177D+04 186D+04 1'34D+04 .._._ r 1D+04 .204D+04 . 2t i5D+04 . 20&D+04 .202D+04 . 1.38D-04 .192D+04 . 18ED+04 . !WD+iis .071)004 . 2a 04 .:Wi 04 . 1 W-t . 1 1.:D.,.t.j FLEXURAL RIGIDITY aP •A °kat9; MataF#•k .314D+12 . 814D- is .S.IAD+i2 .S14D+12 .814D+12 . 314D+1:_ , G14D+12 .814D+12 .814DA12 .814D+12 .814D+12 .814D+12 . 814D+1'2 .814D-12 .814D+12 .814D+12 . 81 4D-'.12 .814D+1 . 814D+1: . 8'14D+1'2 . 814D-1 4.4Dy -12 .-- Si ,.D+i. . • _'TL I• i .314D,i2 o. .. too . •G2Z+t. -. 5E- .3 V75Z' 2 ... _ -03 .8: 4D-.2 -. TES i ... W0 . aG. T.`..',_., .,CIE.,-._... , j'_„ i3 . 31 4D+12 432.10 -, 35+"':-_: .29BD+C:7 - .05.'.' 05 .553r•+•'_2 .. 4D-03 .214D+12'' 44". _ :> -.22EE-01 . 28D+07 -.54-,_.:)5 .326rVO2 = W-03 .814D+:3 456. 0 .31SE--01 I S7D-07 -. A75D-05 . 570D+ : . 154 ..2 . 8 L WK2 i68.00 -. _S7D-01 .-..4D+07 .408D+05 .547D+03 . i0511+03 01 4D+12 tst.00 .- .,,.-U1 .5S22+06 -.244i-os .519D+02 .6281 `02 .214D+12 492.00 -. ._, -- i . ;_;; •_ s . WaD+05 .-86D+03 . �.'3;_L"C2 21=D+1 50u- %i = E--- .I O' 1 -.222D" ,4,.,D+02 .107 +01 .314D+12 ' EI -, :iD C;' ,229D+06 -.176D"Oi ICD+03 .311D 02 .814D+12 ,00 ==00 .177D-01 D-.,E -a 130: Y._5 :; EW+f.72 .379D"02 .314D+12 540,50 -. 154D-01 -.5200+%;6 - .877D+04 .02SD+03 .4?7D-02 .814D+12 _ , �52. t.C; -. o i D-01 _ S22 . 6:�. D+C�6 = 8 _%,. ..�t...D- a 28r D+03 573D+�_ 2 . B 14D+12 564.00 -.11.OD-01 -.8S2D+0G .:89D+04 .245D+03 SIOD+02 .814D+12 576. ? -. 3'? 7D-0: . 667D -06 . 804D+ 2 . '4 4D+03 s WD+02 . 8 "_ 4D+12 328.00 -. 7 07D -0:: -. 60 3D+06 . ,302D+04 . 164D+03 , 592D:•02 . 8'14D+12 SOC.. _ C: , 528D • K -. 325D+CIE ?76D- 4 . 125D+03 .543D+02 .314D+12 2. ;0 -, ;2r-n2 - _ 2T W 06. 3WDw .870+02 . 487D,02 . 314•D+1:_ 520.00 0 .45 D+06 .685D+04 .4S5D+02 .41 4D+02 .914D+12 636.00 .20OD -, ?W D-02 -...6W+06 . 72 'D•' 04 . 124D+02 . 335D+02 . 814D+1'2 S 8.00 .955D-03 .277D+06 .7151)+O= -,2uGD+02 .235D+02 .814D+12 660.00 .225r-02 -.193D+06 .6631)=04 -.616D+02 .177D+02 .81.4D+12 672.00 .372D•-02 -.118D+06 .5670+04 -.991D+02 tOSD+02 .814D+12 684..00 .5&SD-•02 _.567D+05 425D+04 ' -.1O7D+03 .;:22D+01 I-01 .814D+1'._ 614D-1'2 SSE . 00 , 629D-02 156D+05 :_'3610 +C r� 77D+0.� 1 3 . 144D . 70,`.-',.00 . '72D-02 ,'FOOD+00 .00OD+00 -, _17D+03 .000D-u.00 . B!4D+V2 OUTPUT YEPIFIC:4TT.ON THE MAXIMUM MOMENT _IMBALANCE FOP ANY ELEMENT = -.251D-05 IN-LBS THE MAX. LATERAL FORCE IMBALANCE FOR: ANY ELEMENT = .23OD-06 LBS OUTPUT SUMMARY PILE -HEAD DEFLECTION - .144D+01 IN COMPUTED SLOPE AT FILE HEAD = .731D-02 MAXIMUM BENDING MOMENT = .223D+08 LBS-IN MAXIMUM SHEAF: FORCE _ .202D+06 LBS NO. OF 17ERATIONS 5 NO. OF ZERO DEFLECTION POINTS - :- 20UNDARY BOUNDARY AWAL ='_'Lc HEAD MAX. IA:,. IN --is �' -3.11 CASH & ASSOCIATES ENGINEERS Client: The Irvine Company Job No: 2492.03 Project: Castaways Marina - Anchor Piles By: BRE Date: 03-Feb-93 ANCHOR PILE SUMMARY Location TOW Elev Pile Dia in Tip Elev. MLL Top Elev. MLL Min Embed ft Total Ht ft Vu Max Mu Max K-ft Reinf Remarks - 0 5.00 481-54.00 4.001 57.0015 1,592 See -6 B-2 (Mst 11.00 36 -50.00 9.00 53.00 59.00 153 1,922 - B-2(West) 11.00 48 -44.00 9.00 47.00 53.00 153 1,967 20-#10 Use at West Wall B-3 (West)11.00 36 -46.00 9.00 49.00 55.00 152 1,908 - B-3 est 11.00 48 -40.00 9.00 43.00 49.00 152 1,950 20-#10 Use on South Wall B-4 North 15.00 48 -56.00 4.00 59.00 60.00 199 1,750 See B-6 B-5 South 11.00 36 -46.00 9.001 49.00 55.00 104 1,175 See B-3 B-5 South 11.00 48 -40.00 9.001 43.00 49.00 104 1,333 See B-3 B-6 North 15.00 36 -76.00 4.00 79.00 80.00 2551 2,400 - B-6 North 15.00 48 -65.00 4.00 68.00 69.00 255 2,358 21-#11 Use at North Wall B-6 North 15.00 54 -61.00 4.00 64.00 65.00 255 2,525 17-#11 9-8 North 15.00 1 48 -56.00 4.00 59.001 60.00 202 1 858 See B-6 • RV, 0 0 0 0 o 0 y o 0 +x a 0 0 0 0 0 48.0 inch diam. f' = 3.0 ksi c fy = 60.0 ksi Confinement:Tied " clr cvr = 3.38 in spacing = 4.98 in 70*10 at 1.4% :W 25.40 in I = 260576 in4 x I = 260576 in 4 x = 0.00 in y = 0.00 in © 1992 PCA Licensed To: Cash and Project: The Irvine Ci Column Id: Castaways 1 Engineer: Blake Ecker: Date: 02/03/93 Tii Code: ACI 318-89 version: 2.20 e*derness not consi� W0 o ° o 0 0 0 0 y 1 0 x 0 p 0 0 0 0 0 0 0 0 48.0 inch diam. f� = 3.0 ksi fy = 60.0 ksi Confinement:Tied " clr cvr = 3.38 in spacing = 4.98 in 20#10 at 1.4% .* 25.40 in Ix = 260576 in4 = 260576 in x = 0.00 in y = 0.00 in © 1992 PCA 4500 3500 2500 �l P n 1500 k i P s 500 -500 -1500 Licensed To: Cash and Associates Engineers, Huntington Beach,.Ca Project: The Irvine Company Column Id: Castaways Marina - B3 Engineer: Blake Eckerle Date: 02/03/93 Time: 18:30:56 Code: ACI 318-89 Version: 2.20 ,oderness not considered x-axis File name: C:\WINDOWS\PCACOL\DATA\CAI Material Properties: Ec = 3321 ksi Eu = 0.003 in/in fc = 2.55 ksi Es = 29000 ksi Stress Profile Parabolic Reduction: Oc = 0.70 Ob = 0.90 L� 5000 o 0 o 0 0 0 4000 0 y 0 0 +x o 0 0 0 0 3000 0 0 0 0 0 0 48.0 inch diam. 0 2000 P n k f� = 3.0 ksi i 1000 f= 60.0 ksi P y s Confinement:Tied', clr cvr = 3.50 in 0 spacing = 4.49 in 21#11 at 1.8% = 32.76 in 4 -1000 I = 260576 in x 4 = 260576 in x = 0.00 in y = 0.00 in -2000 © 1992 PCA Licensed To: Cash and Associates Engineers, Huntington Beach, Ca Project: The Irvine Company Column Id: Castaways Marina - B6 Engineer: Blake Eckerle Date: 02/03/93 Time: 18:30:56 Code: ACI 318-89 Version: 2.20 *derness not considered x-axis File name: C:\WINDOWS\PCACOL\DATA\CAST4E Material Properties: Ec = 3321 ksi Eu = 0.003 in/in fc = 2.55 ksi Es = 29000 ksi Stress Profile Parabolic Reduction: Oc = 0.70 Ob = 0.90 n LJ CASTAWAYS MARINA FINAL BIOLOGICAL MITIGATION PLAN FOR THE LOSS OF MUDFLAT AND SHALLOW SUBTIDAL HABITAT CASTAWAYS MARINA ENVIRONMENTAL IMPACT REPORT SHELLMAKER ISLAND RESTORATION E 10 I u 0 FINAL BIOLOGICAL MITIGATION PLAN FOR THE LOSS OF MUDFLAT AND SHALLOW SUBTIDAL HABITAT CASTAWAYS MARINA ENVIRONMENTAL IMPACT REPORT State Clearinghouse #88081016 Shellmaker Island Restoration Project, Upper Newport Bay Newport Beach, California Prepared by: Rick Ware Coastal Resources Management 2530 Red Hill Avenue Santa Ana, California 92705 October 29, 1992 I E 9 FINAL BIOLOGICAL MITIGATION PLAN FOR THE LOSS OF MUDFLAT AND SHALLOW SUBTIDAL HABITAT CASTAWAYS MARINA ENVIRONMENTAL IMPACT REPORT State Clearinghouse #88081016 Shellmaker Island Restoration Project, Upper Newport Bay Newport Beach, California Prepared for: Randy Mason, Vice President Cash & Associates 5772 Bolsa Ave. Suite 100 Huntington Beach, California 926.49 Prepared by: Rick Ware, Principal Coastal Resources Management 2530 Red Hill Avenue Santa Ana. California 92705 October 29, 1992 a • Is • TABLE OF CONTENTS Ina 1 INTRODUCIION...................................................... 1 1.1 Objectives and Goals of the Final Mitigation Plan . .................... 1 1.2 Document Organization ......................................... 2 2 CASTAWAYS MARINA OVERVIEW . ................................... 3 3 PROPOSED MITIGATION AREA . ..................................... 5 3.1 Site Selection ................................................. 5 3.2 Site Description ............................................... 5 3.3 Existing Conditions . ........................................... 6 4 PROPOSED AND ALTERNATIVE CONCEPT DESIGNS . ................... 16 4.1 General ..................................................... 16 4.2 Proposed Habitat Design ........................................ 17 4.3 Alternatives.................................................. 17 4.4 Analysis of Hydraulics and Flushing Characteristics Plan A and Plan B Tidal Channels ................................ 18 4.5 Alternative Site Locations . ...................................... 19 5 CONSTRUCTION PLANS ............................................ 21 5.1 Grading Plans . ............................................... 21 5.2 Construction Activities .......................................... 21 6 OPPORTUNITIES AND CONSTRAINTS ASSOCIATED WITII THE PROPOSED PROJECT . ............................................. 24 6.1 Opportunities. ............................................. 24 6.2 Constraints.................................................. 24 7 PROJECT TASKS .................................................. 29 7.1 Agency Coordination ........................................... 29 7.2 Preparation of Final Conceptual Design ............................. 29 7.3 Permitting................................................... 29 7.4 Salt Marsh Transplant . ......................................... 29 7.5 Habitat Construction ........................................... 29 7.6 Post -Construction Topographic Survey .............................. 30 7.7 Monitoring and Habitat Restoration Evaluation ....................... 30 CRM920006.shl 0 TABLE OF CONTENTS (continued) u • 8 MITIGATION MONITORING PLAN IMPLEMENTATION ................... 34 8.1 Responsible Parties ............................................ 34 9 PROJECT STAFF ................................................... 37 10 PERSONS AND AGENCIES CONSULTED ............................... 38 11 LITERATURE CITED . .............................................. 39 CRM920006.shl a 0 0 E LIST OF TABLES Table z4a 2.1 Estimated Dredging Requirements and Subtidal and Mudflat Impacts for the Proposed 71 Boat Slip Marina ................................ 4 3.1 Comparison of Tidal Elevations at Newport Bay and Dover Shores Tide Gauges for the Month of June 1992 .............................. 9 4.1 Habitat Loss During Marina Construction and Proposed Habitat Acreages at the Shellmaker Island Restoration Site ...................... 16 4.2 Habitat Areas for the Proposed Project (Plan A) and Alternative Project (Plan B)....................................... 18 8.1 Mitigation Monitoring Plan Tasks, Responsible Organizations, and Projected Completion Dates For Each Task ........................ 35 CRM920006.shl iii LIST OF FIGURES Figure Follows Page 2.1 Project Vicinity Map .............................................. 3 3.1 Mitigation Area Location on Shellmaker Island ......................... 6 3.2 Topographic Map of Shellmaker Island Mitigation Site . .................. 8 33 B Listing Habitat Types in the Project Area ............................ 10 3.4 Photographs of Habitat Types and Vegetation on Shellmaker Island ............................................. 10 4.1 Proposed Habitat Design -Plan A ................................... 17 4.3 Alternative Habitat Design -Plan B.................................. 17 FIGURES AND MAPS CONTAINED IN MAP POCKET • 3.2 Topographic Map of Shellmaker Island Mitigation Site 4.2 Construction -Level Drawings for Plan A Design (Figure 4.2 a,b,c, and d) El CRM920006.sh1 iv a LIST OF APPENDICES Agggndo I Soil Characterization Study, Shellmaker Island, Newport Beach, California (prepared by Leighton & Associates) 2 Castaways Marina Mitigation Plan Tidal Elevation and Tidal Current Study Results (and) Analysis of Shellmaker Island Mitigation Plan Design (prepared by Coastal Frontiers Corporation) 3 Amphibian and Reptile Survey Results and Report (prepared by Mike Fuller, consulting biologist) v ;a 11 1.0 INTRODUCTION D GOALS OF THE FINAL CASTAWAYS MARINA-SHELLMAKER ISLAND MITIGATION PLAN The objective of the Final Biological Mitigation Plan for the Loss of Mudflat and Shallow Water Habitat is to design a mitigation program that meets California Environmental Quality Act (CEQA) and National Environmental Protection Act (NEPA) requirements for no -net -loss of wetland habitat. Dredging associated with the proposed Castaways Marina project will remove intertidal mudflat and shallow subtidal fishery habitat. The primary goals of the mitigation project are to: • restore mudflat habitat on Shellmaker Island for use as shorebird foraging habitat; and • restore Shellmaker Island shallow water bottom habitat as nursery and foraging area for young -of -the -year (YOT ) halibut, Paralichthvs californicus, and other fishes. Secondary goals of the project include: • adding critical saltmarsh habitat for endangered species such as the light-footed clapper rail, Belding's savannah sparrow, and salt marsh birds beak; • increasing the public interpretive and educational opportunities by incorporating the mitigation project design with California Department of Fish and Game Wildlife Campaign and the County of Orange Upper Newport Bay Regional Park long-term goals; and • providing an opportunity for researchers to study the short-term and long-term restoration of wetlands in the Upper Bay. Because the island is composed of several habitats that support different communities of plants and animals, the mitigation plan will take a habitat conservation planning approach to insure that all Shellmaker Island habitat and wildlife values are integrated into the final project design. As a result. this project should complete the bulk of restoration work required for Shellmaker Island. The Project Applicant, California Recreation Company (CRC), has entered into a preliminary agreement with the California Department of Fish and Game (CDF&G) to restore additional shallow subtidal habitat. Funds for this additional restoration work will be contributed by the CDF&G through a maintenance dredging mitigation bank administered by the City of Newport Beach. CRM920006.shl 1 0 The final mitigation plan is divided into 7 technical sections: • • Section 2 reviews the proposed marina development project and expected marine biological impacts that require mitigation; • Section 3 identifies Shellmaker Island as the on -site mitigation area in Upper Newport Bay and describes the existing biological conditions within the proposed mitigation area; • Section 4 describes proposed and alternative designs for the restoration of mudflat and subtidal habitats as well as additional restoration of salt marsh habitat. • Section 5 describes the construction activity time frame, site access, equipment to be used, and logistics for constructing the habitats. • Section 6 identifies the opportunities and constraints related to the mitigation effort and describes the short-term and long-term project impacts; • Section 7 lists the project tasks and reviews the local, state, and federal permits required for the project; and • Section S presents the Mitigation Monitoring Plan (MMP) Implementation Schedule. CRM920006.shl 2 i • 2.0 CASTAWAYS MARINA OVERVIEW California Recreation Company (CRC) proposes to construct and operate a recreational marina at the lower Castaways site in the City of Newport Beach, Orange County, California. The site is immediately north of the Coast Highway Bridge at the intersection of Dover Drive and Coast Highway (Figure 2.1). The proposed marina project„ as accepted by the City of Newport Beach, will consist of a marina basin which will support a total of 71 boats, restrooms, and a parking lot adjacent to Irvine Avenue. The construction and operation of the marina will require the dredging of 6,100 cubic yards (cy) of bottom sediments from the main channel of Upper Newport Bay to provide boat access into the marina basin. Based upon marine biological habitat and community impact analysis for the project EIR (Michael Brandman Associates 1991), dredging will result in a permanent reduction in the amount of intertidal mudflat areas that are foraging habitat for shorebirds, and a permanent reduction in shallow subtidal channel habitat that is considered to be not only important fishery habitat in general, but particularly important nursery habitat for young -of -the year (YOTY) halibut. These losses are considered to be significant, long term impacts that can be mitigated to a level of insignificant by the successful restoration of these habitats within the Upper Newport Bay system. A summary of habitat losses associated with the project are given in Table 2.1. The project applicant proposes to compensate for the losses by restoring subtidal and mudflat habitat to Shellmaker Island in Upper Newport Bay at ratios of 2.3 and 2.7 times the amount of subtidal and mudflat habitat removed as a result of dredging, respectively. Additional habitat enhancement associated with the project will increase the amount of salt marsh habitat on Shellmaker Island. This will result in an overall wetland enhancement ratio of 4.3 to 1. CRM920006.shl 3 Project Vicinity Map T• _ A 7 a • Is Table 2-1. Estimated Dredging Requirements and Subtidal and Mudflat Impacts for the 73 Boat Slip Marina Design A. Estimated Amount of Dredging 73 Boat Slip Design Dry Material (cy)° 56,000 Wet Material (Cy)b 6,100 Total (cy) 62,100 B. Halibut (YOTY) Nursery Removed (acres)` 0.24 Created (acres)d .03 Net Loss (acres) 0.21 C. Halibut (Juvenile) Removed (acres) 0.00 Created (acres) 2.50 Net Gain (acres) 2.50 D. Mudflat Removed (acres) 0.34 Created (acres) 0.00 Net Loss (acres) 0.34 cy=cubic yards YOTY=young-of-the-year halibut a 'Dry" material is excavated on land behind existing bulkhead at the marina. b "Wet" material is dredged from the bottom of the bay. "Removed" refers to the total amount of habitat that is altered to depth contours outside the defined range for each habitat type. d "Created" refers to the total amount of habitat that is altered to depth contours within the defined range for each habitat type. Ld 3.0 PROPOSED MITIGATION AREA Shellmaker Island was selected as the mitigation site as a result of discussions between the project applicant and their consultants, the City of Newport Beach, the California Department of Fish and Game, United States Fish and Wildlife Service (USFWS), Army Corps of Engineers (ACOE), and the National Marine Fisheries Service (NMFS) during meetings held at the project site on January 29, 1991. The specific mitigation area on Shellmaker Island is located immediately north of a tidal channel cut that bisects the island. In keeping with a primary objective of the CDF&G Upper Newport Bay Management Plan to manage the Upper Newport Bay Ecological Reserve for tidal and mudtlat habitat use by fishes and shorebirds (CDF&G 1989), this project provides an opportunity to restore a dredge -material disposal area to productive shallow water and intertidal mudllats by recontouring existing elevations and removing a portion of the dredge materials from the island. Shellmaker Island is located one mile northeast of the proposed Castaways marina site, and • immediately north of the Dunes Marina launch ramp facilities (Figures 2.1 and 3.1). It is located at the southern boundary of the Upper Newport Bay Ecological Reserve which has been under the stewardship of the CDF&G since it was acquired from the County of Orange and the Irvine Company in 1974. Since the mid-1930s, Shellmaker Island has been used as a dredge material disposal site and dredge operations staging area. Consequently, portions of the salt marsh and mudflats were eliminated and transformed into higher elevation open sandy areas, colonized by upland vegetation. The southern one-fourth of Shellmaker Island is joined to the mainland by Shellmaker Road, which provides access to the University of California Crew Base and the California Department of Fish and Game/County of Orange Upper Newport Bay Regional Park Headquarters. Buildings are situated atop dredge materials that are elevated as high as +17 feet Mean Lower Low Water (MLLW). The extreme southern end of the island has been restored to salt marsh elevations through prior mitigation and restoration efforts. With the exception of one mitigation area behind the UCI crew facilities, salt marsh plant have revegetated the sites where grading and contouring restored tidal action to the mitigation areas. The southern part of the island was initially the preferred mitigation site by both the project applicant • and the CDF&G because it is easily accessible by large vehicles, the habitat is highly degraded, and CRM920006.shl it is close to the proposed center of the California Department of Fish and Game Wildlife Campaign interpretive facilities. CDF&G subsequently determined that the site was the only area which could • be used as a staging area for future Upper Bay dredging projects. Therefore, this site is not currently available as a mitigation area. (Richard Nitsos, CDF&G, personal communication, September 12, 1991). The department subsequently recommended a second mitigation site on the northern parcel of Shellmaker Island and provided a rough mitigation project design. The site is located immediately north of the tidal channel that bisects Shellmaker Island (Figure 3.1). The tidal channel and surrounding mudflat areas were restored as part of a mitigation project in the mid-1980s. Since that time, salt marsh vegetation, dominated by pickleweed (Salico and cordgrass (Spartina foliosa) has colonized the middle and high intertidal zones. Field reconnaissance surveys of the Shellmaker Island mitigation site were conducted between August 1991 and August 1992. Several surveys and investigations were conducted. These included: • Topographic surveys conducted by Dulin and Boynton, Inc. (July 1991 and July 1992) to provide accurate topographic and depth contours at the site; • • Soil investigations conducted by Leighton & Associates, Inc. in June 1992 to assess if dredge materials on the island, or native soil within the proposed intertidal channel area are hazardous wastes, in accordance with California Title 22, California Code of Regulations; • Tidal elevation and tidal current studies conducted by Coastal Frontiers Corporation (CFC) in June and July 1992 to verify tide and current velocity information for Upper Newport Bay needed to assess the design of the proposed and alternative grading plans; • Biological surveys of the plants and animals within the project area, conducted by Coastal Resources Management (CRM), Michael Brandman Associates (MBA), and Mike Fuller, consulting biologist. Additional information was obtained from the CDF&G regarding the distribution of the state and federally endangered plant salt marsh bird's beak (Cordylanthus maritimus spp. maritimus) and from the Fish and Wildlife Service (USFWS) regarding the distribution of the light-footed clapper rail (Rallus longirostris QdW) and Belding's savannah sparrow (Ammodramus sandwichensis be di i), both of which use Shellmaker Island for breeding and foraging purposes, and a review of the California Natural Diversity Data Base (1991) CRM920006.shl 6 t V �iw a Shellmaker Island z. a x Main Channel - Upper Ne ort Bay `►�- a'; , f . • i • it s � . a to determine the potential presence of other listed or non -listed sensitive plants and animals. • 33.1 Topography and Soils. Site Topography. A topographic map of the project site is shown in Figure 3.2. Mudflats surround the island at elevations between -1.5 and +3.5 Mean Lower Low Water (MLLW). The variable configuration of the mudflats conform to the shape of the island and reflect past deposition patterns in the main channel. Beyond the mudflats, the main channel reaches a maximum depth of approximately +15 ft MLLW. The west -facing side of Shellmaker Island which lines the main channel slopes gently from shallow subtidal to mudflat elevations, then grades steeply between the salt marsh up to an elevation of about +10 feet MLLW along the north -south oriented berm. Elevations on the island's plateau are quite irregular because of past dredge material deposition and range from about +10 feet to +17 feet MLLW. These areas are mostly sandy, and support weeds and shrubs. Most of the area proposed as the mitigation site lies within elevations of +10 and +13 feet MLLW. Soil Types. Surface soils on Shellmaker Island consist of Holocene -aged alluvium sands and silty sands (Leighton and Associates 1992, Appendix 1). Soils encountered during the Shellmaker Island site soils investigation during June and July 1992 included well -to -poorly graded sands and silty sands with abundant shell fragments. These were the materials deposited on the island from previous dredging projects in the Upper Bay. The dredge material extends about 10 to 12 feet below the ground surface and it is the dominant soil feature on the slope, berm, and plateau areas. Dredge material sands are light grayish -brown. Underlying sands are a medium to dark grayish color, - indicative of an unoxidized environment (Leighton & Associates 1992). Remnant salt marsh sediments consist of fine sands and silts and are higher in organics than the dredge material. Soils studies also revealed that one area at the southern end of the project area consists of hard chert at a depth of 6 to 7 feet below ground surface (See Plate 1, Appendix 1). The extent of the chert appears to be limited to a maximum area of about 70 feet in diameter. This chert is either a small area of in -place San Onofre Breccia that is higher in elevation on this part of the island, or a localized area of cobble or sands of San Onofre Breccia or other similar formation from Newport Bay that has been dredged from another area of the bay and deposited on this portion of the island (Leighton & Associates 1992, Appendix 1). Intertidal mudflats and shallow subtidal sediments near Shellmaker Island consist of coarse -to -very fine silt material (Marine Biological Consultants and Southern California Research Project 1980). CRM920006.shl 7 Soil Contaminant Study Results. The results of the soil contamination study are presented in Appendix 1. Chemical testing of the soil samples collected at three locations from the deposited . dredge material. and from within the proposed intertidal channel indicate that the soil samples are not considered a hazardous waste under California State Law based on the parameters of reactivity, ignitability, corrosivity, and toxicity. Concentrations of barium, chromium, copper, nickel, vanadium and zinc were below the Total Threshold Concentration Limits (TTLC). Soils are also not contaminated with petroleum waste products that might be associated with the storage or use of these products in the bay area. • 3.3.2 Tidal Hydraulics Tidal elevation and tidal current studies were conducted nearby Shellmaker Island in June and July 1992 by Coastal Frontiers Corporation (CFC). The purpose of the investigation was to quantify the mean tidal elevations at the mitigation site, thereby providing a basis for determining appropriate elevations for the subtidal and intertidal habitat areas. A secondary objective was to obtain measurements of current velocity near the site to foster a better understanding of the hydraulic and sedimentary conditions in the area. The study results were then analyzed to determine the appropriateness of the proposed and alternative designs relative to these hydraulic conditions. Tidal amplitude data were collected using a self -recording tide gauge that was installed on a dock adjacent to Dover's Shores during June 1992. These data were compared to data obtained from the National Ocean Service (NOS) tide gauge at Newport Bay Entrance during the same time period. Tidal currents were measured on four occasions between May 29 and July 2, 1992 with a profiling current meter at two stations in the main channel of Upper Newport Bay adjacent to the Shellmaker Island mitigation site. With the exception of the first two readings on May 29, all current velocity measurements were taken during flood tides. Detailed descriptions of the study design, methods, and results of CFCs study are provided in Appendix 2. The field study results suggest that the tidal regime nearby the mitigation site is similar to the tidal regime at the Newport Bay Entrance, for both tidal attenuation and amplitude (Figures 24, Appendix 2). Mean Low Water (MLW) and MLLW were identical for the month and record, Extreme High Water (EHW), Mean High Water (MHHW), Mean Tide Level (MTL), and Extreme Low Water (ELW) differed by only 0.1 ft. and Mean High Water (MHW) differed by 0.2 ft. Data also suggested that there is an observable, but expected small time lag effect (on the order of minutes) between the Newport Entrance and Shellmaker Island (Figure 4, Appendix 2). Comparative tidal data for the two areas are given in Table 3.1. Current speeds in the main channel next to Shellmaker Island were moderate and increased with elevation above the channel bottom. Velocities ranged from 0.0 to 1.7 ft/sec and averaged 0.9 ft/sec. By comparison, tidal current velocities near the Coast Highway Bridge have been reported to range from 1.5 to 3.4 ft/sec (Noble Consultants 1990). CRM920006.shl 8 s a 0 m I ii Figure 3.2 Topographic Map of Shcllmakcr Island _._ Mitigation Site e • TABLE 3.1 Comparison of Tidal Elevations at Newport Bay and Dover Shores Tide Gauges for the Month of June 1992 TIDAL MEAN/EXTREME MEASURED ELEVATION FT, MLLW DIFFERENCE FT , MLLW ENTRANCE DOVER SHORES EXTREME HIGH WATER 7.1 7.2 0.1 MEAN HIGHER HIGH WATER 5.7 5.8 0.1 MEAN HIGH WATER 4.7 4.9 0.2 MEAN TIDE LEVEL 2.9 3.0 0.1 MEAN LOW WATER 1.1 1.1 0.0 MEAN LOWER LOW WATER -0.1 -0.1 0.0 EXTREME LOW WATER 1 -1.4 -1.3 0.1 9 333 Habitat Types and Vegetation in the Mitigation Area Field surveys were conducted to determine the types of habitats and vegetation in the proposed mitigation area. The results of these surveys are shown in Figure 3.3. Acreage for each habitat type was determined by planimetering methods using a scale of 1 inch = 80 ft). Photographs of each habitat type are shown in Figure 3.4 a, b, and c. Upland Habitat and Vegetation Community. Sandy upland areas (above +10 feet [MLLW]) constitute 2.82 acres in the mitigation area. These soils are covered by a sparse to moderate cover of ruderal grasses and £orbs, a few shrubs, and some transitional strand vegetation (sea -fig, Ca[pobrotus acquilaterus). The dominant forbs in the sandy upland areas in August 1991 included telegraph weed Wgterothe trrandiflora), coastal wooly -head ac i denud ), western tansy - mustard (Descurainia 2inng,(g), and filaree (Frodium sp.) Other species are likely to be present, but were not found due to the lateness of the flowering season. Small patches of mulefat (Baccharis salicifolia), coyote brush (Baccharis pilularis), and saltbush (&dpJ= sp.) dominate the highest elevations (+13 to +17 feet MLLW) in the southwestern corner of the site. A thicket of a arroyo willow (,Sa]g lasiolenis), and myoporum (Mvo� 1eetu ) is found north of the site in the middle of the sandy upland habitat between +10 to +13 feet MLLW. These are not shown in Figure 3.3, but are apparent in the aerial photograph of the project area, Figure 3.1. is associated strand habitat and vegetation. Transitional strand vegetation includes an array of dune associated plants that grow on loose, sandy soils between the salt marsh and higher upland habitats (Figure 3.4 b) and covers 138 acres. Light to dense cover of transitional vegetation includes salt grass (Distichlis �cpicata), sea -fig, and alkali heath (EmnkenLa Baling [=Frankenia grandifolia1) Transitional vegetation occurs along the main channel, the sloping southern edge of the CDF&G channel, and along the eastern plateau of the project area. Salt marsh habitat and vegetation. Salt marsh covers 1.64 acres elevations between +3 ft and about +7.5 MLLW. Salt marsh plants typically occur in three broad, overlapping zones based on their response to environmental factors including elevation, soil salinity, and competition. These zones are the low, mid, and high salt marsh. The zones are collectively illustrated as salt marsh in Figure 3.3. The salt marsh growing along the CDF&G tidal channel south of the mitigation site is relatively young, having colonized the intertidal areas within the last several years following site restoration. Low to mid zones are dominated by Bigelow's pickleweed Salicor is bi elovi') and cordgrass (Snartina foUm). Saltwort (Batis maritima) and common woody pickleweed Sa 'corn'a vir ' 'ca) are dominant in the middle salt marsh but commonly occupy lower and upper salt marsh elevations as well. High salt marsh vegetation also includes pickleweed, salt grass, salt cedar (Monanthochloe littoralis), and sea blite uaeda californica). Salt marsh bird's beak (Cordylanthus maritimus spp. maritima), a federal -and state -listed endangered species, grows along the eastern and northern CRM920006.shi 10 9_1 1` If "9 Y 112M N loom N INN 21 0 40 80 160 Figure 3.3 Existing Habitat Types in the Shellmaker Island Project Area Legend Open/Sandy/Ruderal 7 L�Lj Transitional Strand Salt Marsh Mudtlat Shallow Subtidal Halibut Habitat 4.� Shrubs I 0 Figure 3.4 Habitat Types and Vegetation On Shellmaker Island 4 A). Upland habitat and plants in the project area growing on dredge spoils deposited on Shelmaker Island over the last few decades. B). Transitional strand habitat and coastal salt marsh located on the main channel side of Shellmaker Island, facing north. Q. Open water and mudflat habitat on the main channel side of Shellmaker Island, facing southwest towards Dover Shores. 1 periphery of the site within salt cedar meadows mixed with salt grass, salt wort, and sea blite Suaeda california) (CDF&G, 1991; CRM field survey results -May, 1992). A small patch also grows at the • extreme southern end of the pathway next to the CDF&G channel. The salt marsh along the main channel of the bay (Figure 3.4 b) differs from the salt marsh in the narrow tidal channel bisecting Shellmaker Island in three respects; the plant distribution begins and ends at a slightly higher elevation, cordgrass is absent, and the growth occurs in a narrower band. These differences are likely an outgrowth of adaption to different tidal and current regimes (high current areas along the main channel versus low current areas in the tidal channel) and differences in elevational gradients (steeper grades along the main channel, gradual slopes along the tidal channel). Madflats. The mudflat habitat is the transition zone between the open water channels and the salt marsh. Diatom and green algae often cover the surface of the mudflats and are considered to be important because these plants account for a large part of the primary production in southern California coastal wetlands (Zedler 1982). Additionally, the plants are a food source for herbivorous invertebrates, fishes, and birds. The mudflats are also colonized by infaunal and epifaunal community of marine invertebrates which are used as food sources by shorebirds. A total of 2.64 acres of mudflat lines the Shellmaker Island project area shore along the main channel of the Upper Bay. (Figure 3.4 c). A higher elevation mudflat (salt pan) is located between the tidal channel south of the project site and the remnant road along the area's eastern boundary, which covers 0.1 acre. • Open Water and Shallow Subtidal Bottom Habitat. The open water and subtidal bottom habitat in the main channel extends from -1.5 ft MLLW to -15 ft MLLW (Figure 3.4 c). The shallowest depths between -1.5 feet and -3.5 feet MLLW are considered to be critical habitat for young -of -the -year (YOTY) California halibut. In the project area, this shallow Subtidal habitat encompasses 0.58 acre. • 3.3.4 Biota of the Project Area. Invertebrates. Mudfats and open sandy areas are colonized by tiger beetles, several of which were observed on mudflats and higher elevational salt flats during field surveys conducted in August 1992. They resembled Cincidel ore4ona and Cicindel punctut, but could not be positively identified. They were however, not likely to be sensitive species (Fuller 1992, Appendix 3). Other species which are considered sensitive, due to loss of their habitat, are discussed in the following section. The mudflats and shallow Subtidal sediments support a food base of infaunal and epifaunal invertebrates that are preyed upon by both shorebirds and bottom foraging fishes. The shallow benthic and mudflat habitats in the vicinity of Shellmaker Island support 94 species of benthic invertebrates, dominated in richness and abundance by capitellid and spionid polychaete worms, oligochaete worms, and amphipod crustaceans (MBC & SCCWRP 1980). CRM920006.shl 11 Fishes. At least 75 species of fish are known to occur in the Upper Bay between the Coast Highway and Jamboree bridges (MBA 1991). At low tide, mudflats are important fish foraging habitat when • the mudflats are inundated by the tides. The shallow subtidal habitat of Upper Newport Bay is an important nursery habitat for halibut and other fishes such as gobies [family Gobiidaej, topsmelt (Atherinons affinis), anchovies (family Engraulidae), croakers (family Sciaenidae), diamond turbot ( coosetta gruttulata), and sand bass (Para u i ). Others which commonly occur in the main channel near the project site are shiner perch Qm atoeaster a re ata), stiped mullet u i ce lin alus), round sting ray (11LQ19911 s hallpd), and staghorn sculpin (,Lent_ ocottus armatus)• California halibut are consistently found in the shallow waters between the Coast Highway Bridge and the dike. Allen (1988) reported most individuals captured between Shellmaker Island and the dike were YOTY (less than 80 mm in length) and second -year individuals (80 mm to about 160 mm). Halibut abundances were positively correlated to increasing salinities (Allen 1988). The waters in the vicinity of Shellmaker Island are generally well mixed and salinities are within ranges that support YOTY and juvenile halibut (Orange County Department of Public Health 1978, MBC and SCCWRP 1980). Reptiles. A survey was conducted in August of 1992 to determine the potential for reptiles, including sensitive species, to be present within the proposed mitigation area (Fuller 1992, Appendix 3). Two species of reptiles were found; the side -blotched lizard (I Lta stanburiana) and the western fence lizard (Sceloporus cc'd t ' ). These commonly occur in the region. Evidence for one sensitive species, the silvery legless lizard ( nniella ouulchra) was found, but it was not directly • observed (See following discussion on sensitive species). u Avian Resources. Bird surveys were conducted in the vicinity of the project area on August 19, 1991. A variety of birds were observed along the channels banks, over the open water, and roosting on mudflats and in the low and middle salt marsh. Among the water birds, the marbled godwit (Limosa fedoa), elegant tern Ste a ele a ), and Forester's tern Ste a forster') were the most numerous, especially on the mudflats in the vicinity of the CDF&G tidal channel that bisects Shellmaker Island. Other common species seen included snowy egret tta t u a), killdeer (Charadrius voci a ), willet (Cato t�rophorus semipalmatus), whimbrel u e iu phaeonus), and caspian tern (Sterna casnia). Pied -billed grebe (Padilymbusp dice ), great blue heron (Aideaherodia ), black -bellied plover ( luvialissquatarola), greater yellowlegs (Trines metanoleucus), long -billed curlew (Numeniu americanus), long -billed dowitcher (Limnodromus scolopaceus), ring -billed gull (Larus delawarensis), California gull (Luz californicus), and western gull a us occidentalis). Others that are expected to be present at other times of the year include various ducks, semipalmated plover arad 'us semipalmatus), short -billed dowitcher (T imnodromus gdesus), and common tern to na hirund). Two endangered species of birds, the California light-footed clapper rail (Rallus Jgngirostris levines) and Belding's savannah sparrow (Ammondromus sandwichensis beldine'i) are also resident on Shellmaker Island but were not observed during the field survey. CRM920006.shl 12 1 Substantially higher abundances and a greater diversity of shorebirds species are expected during the late fall through spring overwintering period of transients and winter residents. The types of birds and • numbers of birds are also expected to vary depending on the time of day and tidal conditions. The site supports very poor habitat for land birds; only the mourning dove (Zenaida macroura) was observed in large numbers. The doves were feeding on the dredged material soils among the ruderal (weedy) vegetation in front of the CDF&G buildings. In addition to mourning doves, the American crow (Corms brat ychos), northern mockingbird (MimusVolyglotto ), European starling (Strunus vulgaris), and house sparrows (Passer domesticus) were present. A number of barn swallows (Hirund rustics) were observed hawking insects over the island, but were also foraging over nearby marshes and over the open water. Several turkey vultures (Cathartes aura) were seen soaring over the open water and the island, and might occasionally use the site should a food source be present. Other locally common land birds, such as the black phoebe (Say^ ornis nigricans) and house finch (Ca_rpodacus mexicanus) are expected to be occasionally present. The presence of sensitive species of birds on Shellmaker Island is discussed below. Mammals. Thompson (1977) listed 17 species of mammals which have been observed in the Reserve, of which 7 occurred on Shellmaker Island. These included house mouse (Lulus musculus), raccoon (Procvon1=), Mexican opossum (j2ldelphis marsupialis), striped skunk (Mephitis), house cat (Fd§ domesticusl, California ground squirrel ($permo hTt ilus beechevi), and cottontail rabbit Syl�lagus audubonii. Extralimital observations of mammals on Shellmaker during recent field surveys included • ground squirrels and signs of an unidentified predator which appeared to have killed a sea gull (Larus .ap) (Fuller 1992, Appendix 3). 3.3.5 Sensitive Species. A California Natural Diversity Data Base (CNDDB) search was conducted to determine the potential for sensitive species to be found in Upper Newport Bay and on Shellmaker Island. Other informational sources included communications with California Department of Fish and Game personnel (John Scholl), USFWS personnel (Dick Zembal), records of insects occurring in the project area (Fuller 1992, Appendix 3), on the Bayside marsh peninsula near the De Anza mobile home park (Marsh 1985), records and observations of potentially occurring sensitive reptiles (Fuller 1992, Appendix 3) and distribution of terrestrial vertebrates in the Upper Newport Bay Ecological Reserve (Thompson 1977). Plants. The distribution of the federal and state endangered salt -marsh bird's beak (Cordylanthus maritimus spp. maritima) was mapped in 1991 by Fred Roberts for the CDF&G. Additional site surveys conducted by Coastal Resources Management in May and July 1992 corroborated the 1991 data. Salt marsh bird's beak is found in the high salt marsh meadows on Shellmaker Island dominated by salt cedar. One small patch of this facultative parasitic plant at the intersection of the remnant road and the CDF&G tidal channel. A large and healthy population is located within the CRM920006.sh1 13 salt cedar meadow north and east of the proposed limits of mitigation. The distribution of these stands of salt marsh bird's beak were used to help delineate the boundaries of the mitigation site. • Invertebrates. Several coastal insects have been classified as sensitive by Nagano (1982) because a reduction in their coastal dune and mudflat habitats has reduced their populations. Although no sensitive insects were positively identified during a summer 1992 survey conducted on Shellmaker Island, potential habitat is present, such as the dredge material "dune" habitat and mudflats surrounding the marsh. Sensitive insects that have a potential to be found here include the wandering skipper butterfly (Panoauina nanoauinoides errans), globose dune beetle (Coelus globosus), Gabb's tiger beetle (Cincindel Z&W), sandy beach tiger beetle (-.hirticolli gravida), and the sand dune tiger beetle (-Q. latesignat ). The most likely species to occur on Shellmaker are the wandering skipper, which associates with the high intertidal salt grass habitat, and the globose dune beetle. Both were found on the Bayside peninsula during insect surveys conducted in 1984 by Gordon Marsh, of the University of California (Marsh 1985). The California brackish water snail (Tlyonia imitator) is a federal endangered species category 2 candidate. It occurs in Upper Newport Bay and prefers shallow, coarse sediments in low salinity (brackish) areas at the mouth of the Santa Ana -Delhi channel and the San Diego Creek. It is also recorded from the main channel near Shellmaker Island, but in significantly lower densities and mostly during winter and spring when storm water run-off reduces the salinity in the main channel (MBC and SCCVW 1980). • Fishes. No formally listed species of fish occur in Newport Bay. However, California halibut is considered a sensitive species by resource agencies because it is commercially valuable and the amount of its nursery habitat in coastal bays and wetlands has been depleted. California halibut spawn at sea and the larval stages are planktonic. After several months, the larval fish settle to the bottom, and migrate into shallow coastal waters, including embayments such as Alamitos Bay, Anaheim Bay, Outer Bolsa Chica, and Newport Bay. Halibut are distributed throughout Lower and Upper Newport Bay, as far north as the dike. Low salinities in the extreme end of the Upper Bay appear to limit its distribution. Young -of -the -year prefer shallow waters between about -1.5 feet and -3.5 feet MLLW, whereas juveniles prefer deeper channel bottoms. After nearly nine months in Newport Bay, juveniles will move out into the open coastal environment to mature into adult forms. • Birds. Several species of birds are considered to be sensitive because of the loss of habitat and/or a reduction in their populations. Two species of endangered birds use Shellmaker Island as nesting and foraging habitat. The state -and -federally listed California light-footed clapper rail Ra u, longirostri ievive ) nests in the cordgrass marsh north and east of the proposed mitigation area. In 1990, 131 pairs were located throughout the Upper Bay. The Newport Bay population is the largest of all the 19 known subpopulations. CRM920006.shl 14 I Belding'ssavannah sparrow (Ammodramus[ asserctilu Isandwichena beldling),a state -listed species and a Category 2 candidate for federal listing nests and forages in the pickleweed habitat on • Shellmaker Island. Territories of these birds are large and may include habitat located near the road or in the salt marsh growing along the main channel. In 1986, a total of 245 breeding pairs were located in Upper Newport Bay. The state and federally listed endangered California least tern (Stern a t' la hrowni) nests on two islands at the extreme northeast corner of Upper Newport Bay near Jamboree Road. In 1990, the estimated population included 70 pairs and 85 fledglings. Least terns may forage in the waters near the island; efforts by CDF&F to induce this species to nest on Shellmaker Island have not been successful. California brown pelican (Pelecanus occidentalis), a state and federally listed endangered species also forage in the Upper Bay, and in the immediate project area. The status of the California black rail (Laterallus jamaicensis coturniculus), a state threatened and federal Category C1 species in Upper Newport Bay is questionable and sightings in the Upper Newport Bay Ecological Reserve are rare (CDF&G 1989). It was listed in the CNDDB as present in Upper Newport Bay in 1970. The California gnatcatcher (Poliontila melanura californica) is a federal Category 2 candidate for listing as an endangered species and is commonly found in coastal sage scrub habitat within and . adjacent to the Reserve. Nesting sites have been identified in the Big Canyon area of Upper Newport Bay. LJ Other species which are found in Newport Bay and are considered sensitive but not on state or federal lists include double -crested cormorant (Phalacrocorax auritus), osprey (Pandion aliaetus), black -shouldered kite (Elanuscaeruleus), northern harrier Falco Rerig_rinus anatu.), elegant tern (Sterna elegans), caspian tern (Sterna cassia), black skimmer (Rynchons ni=), and bank swallow (Cvnseloides i=)• CRM920006.shl 15 3 • • 4.0 PROPOSED AND ALTERNATIVE CONCEPT DESIGNS The loss of shallow subtidal fishery habitat and intertidal shorebird foraging habitat will be mitigated at individual mitigation ratios of 2.7 and 2.3 to 1, respectively (Table 4.1). With additional salt marsh enhancement the replacement ratio is increased to a compensation ratio of 4.3 to 1. Table 4.1. Habitat Loss During Marina Construction and Proposed Habitat Acreages At the Shellmaker Island Restoration Site Subtidal Mudllats Salt marsh Upland Total Channels Acreage 0.21 0.34 0.0 0.0 0.55 Removed Acreage 0.50 0.90 0.94 0.55 2.34° Replaced Percent 140 165 100 100 325° Increase Replacement 2.3 2.7 New Habitat - 4S Ratio depths of 3.5 feet to 1.5 feet below Mean Lower Low Water excludes upland acreage A total of 0.90 acre of mudflat habitat will be restored for the loss of 0.34 acre and 0.50 acre of subtidal halibut nursery habitat will be restored for the loss of 0.21 acre. Compensation for habitat losses at these ratios will insure that all habitat functions and values removed during the construction of Castaways Marina. The mitigation design creates 0.94 acre of salt marsh habitat and regrades 0.55 acre of transitional/upland habitat around the mitigation site to conform with existing contours. Another 1.0 acre of subtidal habitat will be created through CDF&G maintenance dredging mitigation bank funding. This program, although integrated into the overall mitigation design, is not a mitigation requirement associated with the Castaways Marina Project. CRM920006.shl 16 • The proposed habitat design (Plan A) is illustrated in Figure 4.1. Acreages associated with the design for each habitat type are summarized in Table 4.2. Key elements of the proposed design include: • creating halibut nursery habitat by excavating a 50-foot wide semi -circular subtidal channel from existing dredge spoils colonized by sparse ruderal vegetation; • lowering the island's upland elevations around the proposed tidal channel to create mudflats at elevations between -1.5 feet and +3.5 feet MLLW; • creating salt marsh habitat between the elevations of +3.5 and +8.0 feet (MLLW) for the eventual colonization and establishment of a salt marsh community; and • creating a salt marsh island that will be separated from Shellmaker Island by the new tidal channel. Construction level plans and cross -sectional views of the proposed project are shown in Figures 4.2 a-d (see map pocket). Proposed slopes are designed to minimize steepness and maximize stability, in the subtidal, intertidal and supratidal areas of the mitigation area. Subtidally, slopes will vary from about 6 to 8 percent and intertidal mudflats will have slopes ranging • from 13 percent to 20 percent. Salt marsh habitat on the proposed island will maximize low -to -mid marsh area with the widest areas having a slope of 6 to 12 percent. On the east side of the channel, the slopes will be approximately 20 percent for mudflat and salt marsh and 10 to 20 percent for slopes leading to existing grades. 0 43 ALTERNATIVES 43.1 Alternative Designs Alternative site designs were originally developed for the Draft Conceptual Mitigation Plan (EIP Associates 1991). The proposed design (Plan A) in this final mitigation plan is an outgrowth of the initial alternative designs and subsequent revised concepts. All of the original alternatives were designed around the semi -circular tidal channel design. A new alternative (Plan B) with a single entrance channel on the southwest corner adjacent to the CDF&G channel is illustrated in Figure 4.3. its characteristics are summarized in Table 4.2. The design represents a change in concept from a flow -through tidal channel and a reduction in project intensity compared to the proposed project, Plan A. CRM920006.sh1 17 1 3 Proposed Habitat Slwllmaker Isla c r I• — Plan A Legend ChanelLLwj Mudllat Salt Marsh Upland '\ is 0 a 0 Table 4.2. Habitat Areas For Proposed Project (Plan A) and Alternative Project (Plan B) HABITAT Plan A (square feet) Plan A (acreage) Plan B (square feet) Plan B (acreage) CRC channel 21,780 0.50 14,300 0.33 CRC mudflat 39,204 0.90 38,768 0.89 CRC saltmarsh 40,946 0.94 30,928 0.71 CRC upland 23,958 0.55 7,405 0.17 Total CRC 125,888 2.89 91,476 2.10 CDF&G channel 43,560 1.00 37,462 0.86 Total Project 169,448 3.89 128,938 2.96 Note: CRC=Califomia Recreation Company (the project applicant) mitigation responsibility CDF&G=California Department of Fish and Game subtidal channel restoration (Additional restoration work to be conducted simultaneously with the CRC project) • The design incorporates a single entrance channel leading to a tidally -flushed basin surrounded by mudflat and salt marsh. Plan B does not incorporate a salt marsh island into the design but does provide wide, gentle grades for mudflats and low -and -mid salt marsh. P Plan B also was included because it represents a potential long-term scenario for Plan A in the event that sedimentation occurring in the main channel results in a blockage of one of the two tidal channel entrances. This plan was then analyzed for its probable flushing characteristics. 4.4 ANALYSIS OF HYDRAULIC FLUSHING CIIARACTERTSTICS OF PLAN A AND PLAN B TIDAL CHANNELS In order to assess the potential for scouring or sedimentation problems that could arise from the proposed project design and alternative project design, Coastal Frontiers Corporation analyzed the project construction plans and conceptual designs and integrated the tidal current and tidal amplitude data collected during the course of their studies. Their results are presented in Appendix 2 (Reference Letter CFC-231-92 September 29,1992). Their analysis suggest that tidal currents will be will be axially directed and of low magnitude for both Plans A and B. For the proposed project, tidal waters are expected to flow in both entrances during flood tide, and flow out of both during ebb CRM920006.shl M. tides, due to minute differences in water surface elevations at the two entrances. A similar flow pattern will occur for Plan B, which incorporates a single channel entrance and a culvert. The current speeds within the mitigation channels for both plans are expected to be very low, approximating 0.04 ft/sec, based upon a first -order approximation of current speeds using data collected between June 29-301992, a spring tidal range of 8.3 feet, and projected cross -sectional areas and elevations at station 2+00. The projected velocity is less that what might be required to transport fine-grained sediment in appreciable quantities and may not be effective in removing unwanted sediments which may accumulate in the channel or at either entrance (Coastal Frontiers Corporation 1992). Because the tidal currents are expected to be very low and wave conditions are expected to be mild in the narrow channels, the potential for bank erosion is limited. Therefore the mitigation site grading is unlikely to result in local sedimentation in the new channels. However, in order to further decrease the risk of slumping or scarping, grades steeper than 20% (1:5) should be avoided in areas of sandy, cohesionless soils. Of greater concern to the project is the long-term sedimentation problem in Upper Newport Bay arising from two sources: (1) sediment -laden flows originating in the San Diego Creek and upstream watershed and (2) a shoal on the west side of Shellmaker Island which appears to be migrating along - shore in the vicinity of the proposed tidal channel cuts, as well as across the entrance to the tidal channel which bisects Shellmaker Island (Figures 3.2 and 3.4c). Both of these sources could deposit • sediments that may clog the mitigation entrance channel. Sediment -laden flows and local shoaling are reducing depths throughout the Upper Bay, and the problem is not one unique to the site this proposed mitigation area. • Because currents are not expected to be of a magnitude that will be able to transport sediments out of the channel entrances, a maintenance dredging program to remove small quantities of material may be periodically required to keep one or both of the channel entrances open. 4.5 ALTERNATIVE SITE LOCATIONS Three other locations in Newport Bay were considered as possible mitigation areas. However, there are no other sites in the bay could be recontoured concurrently for both halibut nursery habitat and shorebird foraging areas. The first site alternative is the area on Shellmaker Island south of the tidal channel. but it is unavailable because it will be used as a staging area for future dredging activities. Areas farther north on Shellmaker Island in the vicinity of the uninhabited least tern nesting sites were also considered, but rejected based on the high biological sensitivity of the site associated with the presence of salt marsh bird's beak. CRM920006.shl 19 i Alternative Habitat Design — Plan B Shellmaker Island mitigation Project f It IT • �p J +0 J Legend \ �f— / Channel /r/rr/r MudE7at rr rr// Salt Marsh Upland Open/Sandy/Ruderal \ z / The CDF&G Upper Newport Bay Restoration Site, northeast of the dike was also considered as a possible site. However, it was rejected because the brackish (low salinity) water conditions limit the • use of the subtidal channels by juvenile and young -of -the -year halibut. is CRM920006.shl 20 5.0 CONSTRUCTION PLANS Grading plans developed for the project are provided in the map pocket (Figures 4.2 a, b, c, and c). Sensitive habitats, mobilization areas, and site access routes are illustrated in Figure 4.2a. Cross - sectional drawing are provided in Figures 4.2 b-d. The estimated amount of soil excavation and subtidal sediment dredging required for the project is 49,000 cubic yards of material. 5.2.1 Construction Timing Grading activities will take approximately three months during which disposal material will be excavated, dredged, and trucked to the Coyote Canyon Landfill and/ or transported to the City of Newport Beach beaches. The mitigation area will be graded prior to the construction of the Castaways Marina as a condition of the project. Construction timing is planned to prevent impacts to endangered species of seabirds (California least terns) and endangered species of marsh -associated birds (light-footed clapper rail and Belding's savannah sparrows) which breed spring and late 40 September. Grading will be accomplished by two methods-landside excavation of dry materials and the dredging of "wet" materials to construct the tidal inlet opening along the main channel. While both tasks can be conducted concurrently, it will be necessary maintain a dike between the two areas so that landside-excavation area is not prematurely flooded with tidal waters. When both phases are completed, then the dikes will be breached and full tidal action will be introduced into the mitigation area. Most of the material will be excavated by land -based equipment. However, " wet" channel material at the mouths of the proposed entrance channels will be excavated from a barge using a clamshell dredge. This wet material will be dewatered on site prior to being transported offsite. Grading will occur between 7 am and 5 pm daily excluding Sundays in accordance with City of Newport Beach enforcement codes as cited in the Castaways Marina EIR. 5.2.2 Site Access Because the bay's wildlife and nearby residents of Newport Beach are sensitive to noise and traffic, site access and potential problems that might arise from the mitigation work were thoroughly CRM920006.shl 21 reviewed. The CDF&G was also contacted to provide recommendations for construction vehicle use on Shellmaker Island (personal communication with Mr. Earl Laupee, Department of Fish and is Game, September 1992). Construction equipment and personnel will access the project site from Jamboree Road, Back Bay Drive, and Shellmaker Island Road. Upon leaving the Island, trucks and equipment will exit south on Back Bay Drive. The unpaved parking lot on Shellmaker Island near the CDF&G headquarters will be used as a construction equipment and crew assembling and demobilization area. All vehicles moving between the assembling area and the Shellmaker Island mitigation area will circle around behind the Fish and Game headquarter's trailer to limit noise and fugitive dust emissions. Access to the mitigation area is dependent upon reestablishing a road between the two parts of Shellmaker Island now separated by the tidal channel. This will require that a temporary bridge be constructed suitable to withstand loads of small excavation equipment, trucks, and dozers. The design and type of bridge is still being investigated; however, a flatbed railroad car was proposed by the Department of Fish and Game (John Scholl, personal communication) for this purpose. This alternative is currently being investigated by Cash & Associates, the project engineers. Because this bridge will potentially provide public access to the undisturbed portions of Shellmaker island, the access bridge will be monitored by a security guard during work days. A locked gate will prevent access during the weekends. Once vehicles cross the bridge to the mitigation area, a second 40 mobilization area will be established at the southeastern entrance just across the bridge. When construction is completed, the temporary bridge will be removed and replaced with a permanent bridge that will provide controlled access to the northern part of Shellmaker Island. This will permanently reduce the passage of feral animals to the mitigation area, and allow passage on a controlled basis for the CDF&G and their wildlife interpretive program personnel. 5.2.3 Equipment Requirements The types of equipment which will be used for the project will likely include dozers, trucks, pumps, front-end loaders, graders, and trucks for landside excavation, and a barge and clamsheli dredge for "wet" excavation within the main channel of Upper Newport Bay. Smaller tools will include pumps and compressors. All City of Newport Beach noise, odor, and emission standards will be enforced during the construction activities, as cited in the Castaways Marina EIR. 5.2.4 Soil Disposal and Truck Haul Estimates Based upon the estimated 49,000 cubic yards of disposal material, a total of 3,500 truck trips will be made to the Coyote Canyon landfill and the City of Newport Beach replenishment sites. On a daily basis, this will average out to about 45 truck hauls (excluding Sundays). CRM920006.shl 22 I s • Disposal material will be loaded on trucks and transported to the landfill. The truck route to and from the landfill will likely include the following streets: Back Bay Drive, Jamboree Road, Pacific Coast Highway, Bison Avenue, MacArthur Boulevard, Bonita Canyon Road, and Coyote Canyon Road. This route is similar to the route proposed for the Castaways Marina Project (Michael Brandman Associates 1991; Exhibit 3-7). Material for beach replenishment may be trucked to local City of Newport Beach areas. The traffic route to the Balboa Peninsula would include the following main streets: Back Bay Drive, Pacific Coast Highway, Newport Boulevard, and Balboa Boulevard. Other disposal sites may include the beach at Big Corona, where trucks would access the beach from Pacific Coast Highway, Marguerite Ave, and Ocean Boulevard. Trucks transporting materials to Balboa Island, Harbor Island, and Linda Isle would access these sites from Jamboree Road, Pacific Coast Highway, and Bayside Drive. Dredged material will be dewatered on -site prior to being transported to the transported to Coyote Canyon landfill. CRM920006.shl 23 a� 6.0 OPPORTUNITIES AND CONSTRAINTS • ASSOCIATED WITH THE PROPOSED PROJECT The successful completion of the project will compensate for the significant loss of subtidal halibut nursery habitat and mudflat areas at the Castaways Marina site and will restore wetland habitat to Shellmaker Island. Newly created subtidal channel area will provide protected, shallow water nursery and/or foraging habitat for California halibut, other flatfishes, gobies, sand bass, mullet, topsmelt, and surfperches. Additional open water habitat will be used as foraging habitat by seabirds, including pelicans, terns, cormorants, grebes, and scoters. Newly created mudflats will be rapidly colonized by infaunal and epibenthic invertebrates which will provide a forage food base for both shorebirds and fish. New mudflat areas will also provide additional habitat for tiger beetles. The proposed mitigation project will increase the amount of salt marsh habitat in the Upper Bay, which will provide additional critical habitat for endangered species of plants (salt marsh bird's beak) and birds (light-footed clapper rail and Belding's savannah sparrow). Habitat for sensitive species of • insects, such as beetles and wandering skippers will be added to the Upper Bay. It will also provide additional habitat for other plants, marsh invertebrates (such as worms, mollusks, crustaceans, and insects). • The design of the mitigation project will be integrated with future interpretive and educational facilities of the California Department of Fish and Game Wildlife Campaign and the County of Orange Upper Newport Bay Regional Park program and will provide educational and recreational opportunities for the public and an opportunity for researchers to study the short-term and long-term restoration of wetlands in the Upper Bay. 62 CONSTRAINTS 6.2.1. Biological Constraints. Expected habitat alterations to Shelimaker Island include: • Replacing 2.82 acres of open sandy and disturbed transitional strand habitat with higher quality salt marsh, mudflat, and subtidal channel habitat: CRM920006.shl 24 • Recontouring 0.18 acre of middle and upper salt marsh habitat to mudflat and shallow subtidal habitat as a consequence of constructing slope grades for the tidal channel; • and • Recontouring 0.46 acre of mudflat habitat to slightly deeper shallow subtidal halibut nursery habitat depths (-1.5 ft to -3.5 ft MLLW) at the two proposed tidal entrance openings. These alterations will temporarily result in habitat degradation during construction but will ultimately result in a net increase of channel, mudflat, and marsh habitat in the Upper Bay. Effects on Habitat Quality. Truck and foot traffic will compact soils on the remnant roadway leading to the mitigation site. Some of these soils support transitional and upland vegetation. After the mitigation site construction is completed, soils will be reworked by the construction crews so that this vegetation can recolonize the disturbed areas. Notices and information will be provided to construction crews informing them of the need to avoid all vegetation outside the project site. The construction engineer and biologist will work with the CDF&G to assure that all disturbed areas are remediated following the completion of the project. - Vehicles will follow a pre -designated route to the excavation area and will avoid salt marsh habitat. No vehicular or foot traffic will be allowed outside of the designated construction zone. These zones • will be clearly identified on construction drawings (See Figure 4.2a) and by flagging in the field. Effects on Non -Endangered Species. Construction activities will temporarily affect wildlife in the vicinity of Shellmaker Island. Grading activities will remove existing vegetation and will scatter redistribution of insects, reptiles, small mammals, and birds out of the construction zone. Some mortality of lizards and small mammals (i.e. western fence lizards and ground squirrels) may occur. Dredging along the main channel will temporarily displace shorebirds and fishes due to increased noise and localized increases in water turbidity. Short-term reductions in benthic invertebrate populations will occur from dredging activities. Upon completion of the grading and dredging activities and the introduction of tidal flows, marsh plants and animals will begin to recolonize the salt marsh, and newly exposed mudflats and subtidal channels will be colonized by invertebrates and fishes. Salt marsh plants are expected to colonized the newly exposed habitat naturally within five years, based upon the rate at which salt marsh colonization occurred in the tidal channel immediately south of the project site. Sediments will be colonized by benthic invertebrates upon the completion of dredging and the introduction of tidal waters. Fishes will use the channels of the project site immediately after tidal waters are introduced, but will actively use the bottom as foraging habitat as soon as their benthic prey have become established in the channel bottom. In order to create the tidal channel, patches of salt marsh must be removed from each end of the • proposed inlets (Figure 4.1). Plants that are in the affected habitat include a mixture of middle and CRM920006.shl 25 upper salt marsh species, such as pickleweed, salt wort, salt grass, and salt cedar (Figure 3.4). Approximately 0.18 acre of salt marsh will be impacted. A revegetation program will be conducted • to replant 862 plug of vegetation at intervals of 3 feet (center to center) in appropriate elevations within the newly created salt marsh zones. This revegetation will result in the no net loss of salt marsh habitat as a result of the mitigation project construction activities. Construction impacts on the salt marsh and wildlife will be short-term. No long-term adverse impacts to wildlife and plants are anticipated. Effects on Endangered Species. The mitigation work involves construction activities that could potentially disturb populations of Belding's savannah sparrow, the light-footed clapper rail, and the California least tern. To avoid impacts to these species, all construction activities will be limited to non -breeding periods (late September through March). Access road construction and grading activities will avoid stands of salt marsh bird's beak. The bridge that will be constructed across the tidal channel will be located nearby a stand of salt marsh bird's beak (Figure 4.2, map pocket). The project applicant will consult with wildlife agencies to prevent the take of this endangered plant species and in -field precautions will be taken to protect the plant from disturbances. This precautions will include signs and physical barriers. The USFWS has expressed concern that open sandy habitat in the vicinity of the salt marsh bird's beak stands may be important for ground -nesting bees that pollinate the salt marsh bird's beak and • that a reduction of this habitat could result in an adverse impact to salt marsh bird's beak (Dick Zembal, USFWS, personal communication, September 20, 1991). Although this project will reduce the amount of this habitat type, there will still be a substantial amount of open, sandy habitat for ground -nesting bees north and east of the project site. • 6.2.2. Engineering Constraints. Soil Removal. Soils to be excavated range from dry, sandy material to "wet" muds and clays which are not expected to present any engineering constraints. However, Leighton and Associates (1992, Appendix 1) identified one area in the mitigation site which is characterized by hard chert. The extent of the chert was determined to be confined to one small area, and construction equipment can effectively break up the material. Based on Leighton's findings, the chert material will not present any engineering constraints to the project. Leighton does, however, suggest an additional survey be conducted to more accurately define the limits of the chert material. Soil Disposal. The soils to be excavated meet State of California requirements as a non -hazardous material (Leighton and Associates 1992, Appendix 1) and can be disposed in the Coyote Canyon Landfill. Some of the material which is of acceptable quality and consistency will be used for beach CRM920006.shl 26 replenishment along the Newport Beach shoreline upon final approval from the City of Newport Beach. • 6.2.3 Potential Impacts on Air Quality and Ambient Noise Levels. Excavation and dredging will temporarily increase noise, air emissions, and fugitive dust. To reduce these impacts in the vicinity of the CDF&G and County of Orange Harbors, Beaches, and Parks headquarters, the access roadway will be routed behind the offices to the large, open staging areas. Other mitigation measures identified in the Castaways Marina EIR will be implemented in accordance with City of Newport Beach and County policies. 6.2.4 Water Quality Degradation. Dredge operations will increase water turbidity and reduce ambient submarine light levels. To limit the spread of the turbid waters, a dredge curtain will be placed around the immediate dredging area. Dredging activity will limited to the period between October and March to avoid impacts to California least terns which may forage within the main channel. All mitigation requirements for dredging during construction of the Castaways Marina will be enforced during the restoration of Shellmaker Island. - 6.2.5 Erosion and Sedimentation • Subtidal, mudflat, salt marsh, and upland slopes have been designed with the appropriate grades to minimize the amount of sloughing which may occur once tidal waters are introduced. Because tidal velocities are expected to be low, siltation will likely be a greater, long-term problem than erosion. However, some deposition and redistribution of sediments will occur during the initial grading phase once tidal waters are introduced, until a dynamic equilibrium between the sediments and water flows can be established. In the long-term, there is a potential for the tidal inlet openings to lose some depth and become silted -in because of bay -wide sedimentation problems. This effect would reduce the value and function of the restoration area as a viable wildlife habitat. Mitigation monitoring over five years will document any changes in site elevations, and will determine if maintenance dredging will be required to keep the tidal channel entrances open. If dredging is needed, it would be a relatively small project (in the range of a few hundred cubic feet of material) and could be required once every five years. 6.2.6 Regulatory Permitting Existing upland and wetland habitats must be recontoured to intertidal and Subtidal elevations. These alterations will require the acquisition of the following environmental permits from local, state, and • federal agencies: CRM920006.shl 27 • a Section 404 permit from the U.S. Army Corps of Engineers for the disposal of dredged material at an offshore dumpsite (if needed) or for use of the excavated soils • as beach nourishment material; • a Section 10 permit to locate a temporary bridge or to use dredge spoils for beach nourishment; • a State of California Coastal Development Permit for the developing in the coastal zone; • a State Lands Commission Permit for dredging in state tidelands; • a California Environmental Protection Agency/Regional Water Quality Control Board/NPDES discharge permit to prevent the degradation of water quality during dredging activity; • clearance to use a County of Orange landfill; • a City of Newport Beach grading and harbor permit; • a U.S. Coast Guard Aids to Navigation permit, if barges are involved; and • • special written permission to remove salt marsh vegetation or to work within the Upper Newport Bay Ecological Reserve from the State of California Fish and Game Commission and from the California Department of Fish and Game Region 5 Manager. • Applications for these permits will be filed concurrently with the application for permits associated with the construction of Castaways Marina. CRM920006.shl 28 a 7.0 PROJECT TASKS • Tasks to be completed for the planning, implementation, and monitoring of the Shellmaker Island Mitigation Project are outlined in the following discussions. oJaWdLK611130 1041 V Planning meetings will be held with resource agencies (CDF&G, USFWS, and the NMFS), regulatory agencies (U.S. Army Corps of Engineers and the California Coastal Commission), the County of Orange (Department of Harbors, Beaches, and Parks), and the City of Newport Beach. These meetings will be used to refine mitigation goals and objectives, and evaluate the results of each phase of the mitigation program at key project milestones. Coordination meetings will also address issues of compliance with state and federal mitigation and regulatory permitting requirements. Permit applications for the project will be submitted to the appropriate regulatory agencies. To date, the project applicant has submitted a Section 404 permit application for the Castaways Marina Project and the Shellmaker Restoration Project. The. permitting process for the mitigation work will be integrated into the overall permit process for the Castaways Marina Project. • 7.3 CONSTRUCTION LEVEL SITE PLANS AND SPECIFICATIONS • Based on the final conceptual design plans, Cash & Associates has prepared final engineering level plans. These site plans are included in Figure 4.2 (a-d) in the map pocket. 7.4 SALT MARSH TRANSPLANT Prior to construction of the tidal channel, salt marsh plants in the areas to be excavated will be removed and replanted on Shellmaker Island. If feasible, the donor material will be replanted on -site within the newly created mitigation area. However, if the source material cannot be placed on -site due to construction timing limitations, then a secondary site will be selected with the concurrence of the wildlife agencies. From this source material to be removed from the areas within the proposed tidal channel openings, a total of 862 plugs of vegetation will be replanted on 3-foot centers to compensate for the removal of 0.18 acre of salt marsh. 7.5 ITABITAT CONSTRUCTION CRM920006.shl 29 Habitat construction will be completed by a qualified contractor and in accordance with the mitigation plan and design specifications approved by regulatory agencies. A qualified biologist and coastal . engineer will be on -site during the construction phase to monitor progress, insure that the proper site contours are attained, prevent damage to nearby sensitive habitats habitat, and to provide technical assistance to the contractors. In addition, the project biologist will monitor wildlife use of the area. Surveys that will be conducted in accordance with the mitigation effort will include topographic and biological surveys. A post -construction topographic survey and a subtidal reconnaissance survey of the shallow subtidal habitat will be conducted within 60 days after site contouring is completed to evaluate the results of habitat contouring. If original site specifications are not met, then the contractor will be required to take corrective measures. Once the correct site contours are attained, then the site contours will provide a benchmark for topographic monitoring to be conducted during later mitigation monitoring phases of the project. Additional topographic surveys will be conducted at intervals at one year, two years, and five years following site construction. These will be conducted to assess the need for additional site remediation, based on sediment accretion and/or erosion at the site. 40 7.7 MONITORING AND HABITAT RESTORATION EVALUATION Habitat and wildlife use monitoring surveys will be required to determine the degree to which the project meets the goals and objectives of the mitigation project. 7.7.1 Shorebird and Fish Monitoring Surveys Mitigation monitoring surveys will be conducted to assess the use of the Shellmaker mitigation area by shorebirds and fishes prior to and after habitat construction. Shorebird Monitoring. Shorebird activity will be monitored by a qualified shorebird specialist. Two 2-hour surveys will be conducted during low tides on two successive days at the project site and the nearby CDF&G channel which bisects Shellmaker Island. Data collection and analysis will include identifying all shorebird species and estimating the number of birds using the project area. Based on the total observation time, the number of sightings per hour will be calculated. Behavioral data that will be collected will focus on foraging behavior, but will also emphasize resting, breeding, and flying behaviors. The monitoring surveys will assist in determining the rate at which mudflat community function (i.e, providing a shorebird foraging habitat) is developing and the degree to which the CRM920006.shl 30 El 9 sediments are being colonized by benthic invertebrates compared to an existing shorebird area in the Upper Bay. Shorebird use of the mudflats will be monitored prior to and during construction, quarterly for the first year following creation of the mudflats, and annually for the remaining four years (ten surveys). Fish Survevs. Fish surveys will be conducted prior to site construction, quarterly during the first year, and annually for the remaining four years (nine surveys) following site construction. In addition, the 60-day, post -construction diver survey will be used to visually assess the use of the area by epibenthic invertebrates,and fishes. The primary purpose of the monitoring surveys is to determine if the newly created subtidal habitat is functioning as a halibut nursery and secondarily, as a nursery area for other fishes. The pre -construction fish survey will be conducted at three stations in Upper Newport Bay -the proposed Castaways Marina site, the shallow subtidal region of the. main channel near Shellmaker Island, and the tidal channel around the backside of Middle Island. The sampling at the proposed Castaways Marina will assist in determining the types and abundances of fishes which may be displaced by the marina construction activities. Fishes in the vicinity of the pre -construction mitigation area will be sampled in the main channel or in the narrow CDF&G channel immediately south of the mitigation site. The third station (Middle Island) will be sampled to compare an established tidal channel with approximately same width and depth dimensions as the proposed Shellmaker tidal channel. After the initial pre -construction survey, only two sampling stations, (Shellmaker Island and Middle Island) will be monitored. The most efficient way to collect young California halibut is to use an otter beam trawl. This net has been previously used to sample California halibut in southern California embayments (Kramer 1986, Allen 1989). Beach seining may be necessary in the very shallow and narrow parts of tidal channels. Samples will be collected by small boat during a fishing period of five to ten minutes. At each station, two replicate hauls will be made. Data analysis will include total catch composition (species and numbers of individuals), species diversity (H'), and catch per unit effort. Length and weight measurements will be made on all captured California halibut. Surveys will be conducted during prior to the beginning of the mitigation project in spring 1993. Post -Construction surveys will be conducted quarterly during the first year following site construction (spring, summer, fall, and winter), and during the spring quarter of the following four years. The total number of surveys will be nine. The exact sampling periods will be determined based on halibut life history information collected in San Diego and Orange County embayments which detail inshore and bay use patterns and optimal sampling periods for YOYT and juvenile halibut. Prior to the initiation of the field work, a formal monitoring plan will be submitted to wildlife agencies and the Army Corps of Engineers for final review and approval. CRM920006.shl 31 7.7.2 Area Maintenance and Additional Site Monitoring Periodic site maintenance at the mitigation site is recommended to clear debris, unwanted ruderal vegetation, and monitor the development of the salt marsh plants once they become established within the newly created habitat. Site maintenance should occur at 3 month intervals, or after large storm events that deposit debris within the system. Studies that document the development and recolonization of the salt marsh could be projects for CDF&G Wildlife Campaign and Upper Newport Bay Regional Park educational and interpretive programs. 7.73 Mitigation Success Criteria Preliminary short-term and long -tern criteria for the definition of mitigation "success" are provided below. • no net loss of shallow subtidal habitat after five years; • no net loss of mudflat habitat after five years; • a shorebird richness of 15 percent of the control area after the first year, 25 percent after the second year, 50 percent use after the third year, 75 percent use after the fourth year, and 90 percent use at the completion of the five-year mitigation; • • a fishery richness of 20 percent of the control area after the first year, and 40, 60, and 80, and 90 percent after the completion of the second, third, fourth, and final year, respectively; and 0 • an occurrence and catch per unit effort value (CPU) for California halibut of 10 percent of the control area following the first year, 15 percent following the second year, 25 percent following the third year, 50 percent following the fourth year, and 75 percent at the completion of the five-year mitigation period. These evaluation criteria will be reviewed with wildlife agencies prior to initiating the field programs, quarterly during the first year, and yearly thereafter. 7.7.4 Reporting Pre -and post -construction field survey results will be submitted to the Army Corps of Engineers, the California Coastal Commission, the City of Newport Beach, and the resource agencies in written report format within 60 days of each survey. Each report will present field methods, results, and discussion of the results; rate the level of mitigation success relative to specified criteria; and propose CRM920006.shl 32 recommendations and alternatives if the restoration project is not meeting mitigation success requirements. The fourth quarterly report of Year 1 will summarize the results of the all surveys of Year 1 and provide recommendations, if needed, for adjustments in the yearly monitoring program for Years 2 through 5. A final project report at the end of the five-year period will be prepared, analyzing the long term success of the project and making a final determination of restoration success. 7.7.5 Remedial Measures Additional actions may be required if the mitigation success criteria are not met. After each monitoring survey, regulatory agencies and the project applicant will meet to determine if the project successfully meets the objectives of the mitigation at that stage of the project. If the objectives are not being met, then remedial steps, such as additional site contouring should be taken. 7.7.6 Off site Mitigation In the event that the restoration site is determined to be unsuccessful by the regulatory agencies, off - site mitigation measures will be considered. However, it is important that all on -site options for • restoration within Newport Bay be considered first, including redesign of the Shellmaker Island area. If no sites can be located within Newport Bay, additional restoration measures could taken off -site in other local Orange County wetlands such as the Huntington Beach (Talbert) Wetlands, Bolsa Chica, or Seal Beach Wildlife Refuge. 0 CRM920006.shl a 8.0 MITIGATION MONITORING PLAN IMPLEMENTATION • Table 8.1 summarizes the Mitigation Monitoring Plan (MMP). This table, presented by task, lists the responsible organization and the proposed schedule to complete it. • • This mitigation plan for the restoration of subtidal and mudflat habitat is an integral part of development of the Castaways Marina. It is the responsibility of the lead agency for the Castaways Marina project (the City of Newport Beach) to see that the proposed mitigation project is performed by the project applicant (California Recreation Company) and their consultants so that the mitigation meets the intent of the California Environmental Quality Act and State of California mitigation monitoring statute (Public Resources Code, section 21081.6 (AB 3180 Cortese), Chapter 1232, Statutes of 1988). It is the responsibility of the U.S. Army Corps of Engineers, the State of California Coastal Commission, and resource agencies (California Department of Fish & Game, National Marine Fisheries Service, and the U.S. Fish and Wildlife Service to review the findings of the project's monitoring program and to make a final determination that the mitigation project meets or does not meet the stated criteria as a successful mitigation project. CRM920006.shl 34 • Table 8.1. Mitigation Monitoring Plan Tasks, Responsible Organizations and Projected Completion Dates TASK RESPONSIBLE ORGANIZATION DATE OF T MPLETION Topographic Survey Cash & Associates July 1992 Soils Testing Leighton & Associates July 1992 Flora/Fauna Surveys Coastal Resources Management Coastal Resources Management August 92 October 1992 Final Mitigation Plan Construction Plans Cash & Associates October 1992 Permit Issuance Corps of Engineers California Coastal Commission December 1992 to June 1993 County of Orange, Newport Beach Pre -Construction Coastal Resources Management March -April Biological Survey Pre -Construction Regulatory/Resource Agencies May 1993 Survey Report Review Site -Construction, Cash & Associates Dec 93-Mar 94 excavation material disposal (Coyote Canyon Landfill) and City of Newport Beach beach replenishment Construction Site- Coastal Resources Management Dec 93-Mar 94 Monitoring (Bio- monitoring and grading) 60 day Post- Cash & Associates May 1994 Construction Topographic Surveys 60 day Post- Coastal Resources Management May 1994 Construction Prelim Bio Surveys Post -Construction Regulatory/Resource Agencies June 1994 Survey Agency Review 1st Quarter Bio Survey Coastal Resources Management June 1994 and Report 35 a • • r� U Table 8.1 (Continued) Agency Review Regulatory/Resource Agencies July 1994 2nd Quarter Bio Coastal Resources Management Sept 1994 Survey and Report Agency Review Regulatory/Resources Agencies Oct 1994 3rd Quarter Bio Survey Coastal Resources Management Dec 1994 and Report Agency Review Regulatory/Resources Agencies Jan 1995 4th Quarter Bio Survey Coastal Resources Management Mar 1995 and Report Agency Review Regulatory/Resource Agencies Apr 1995 Year 2 Biological Coastal Resources Management Mar 1996 Survey, Topographic Survey, and Report Agency Review Regulatory/Resource Agencies Apr 1996 Year 3 Bio Survey and Coastal Resources Management Mar 1997 Report Agency Review Regulatory/Resource Agencies Apr 1997 Year 4 Bio Survey and Coastal Resources Management Mar 1998 Report Agency Review Regulatory/Resource Agencies Apr 1998 Year 5 Bio Survey, Coastal Resources Management Mar 1999 Topographic Survey/Reports, and Final Mitigation Monitoring Report Agency Review and Regulatory/Resource Agencies Apr 1999 Final Sign -off on Mitigation Project Completion Apr 1999 a 9.0 PROJECT STAFF • California Recreation Company Edward V. Power, President Coastal Resources Management Rick Ware, Principal/Marine Biologist Cash and Associates Randy Mason, Coastal Engineer, Vice President J. A. King Associates Jerry King, President Subconsultants Coastal Frontiers Corporation Peter Gadd and Craig Leidersdorf, Principals -Tidal Hydraulics • Dulin and Boynton Surveyors Dave Boynton, Principal-Shellmaker Island Topographic Surveys • Graphic Freelance Artist Sue Fazel-Report Graphics Mike Fuller Consulting Biologist -Amphibians and Reptiles Land and Sea Landscape Architecture Shelly Solomon, Landscape Architect/Biologist-Grading Plans Leighton and Associates, Inc. Cindy Friedeck, Project Manager -Soils Analyses CRM920006.shl 37 a 10.0 PERSONS AND AGENCIES CONSULTED • California Coastal Commission . ....................................... Meg Vaughn California Recreation Company ................................... Edward V. Power Cash and Associates ............................................... Randy Mason City of Newport Beach Marine Department ............................................... Tony lum Wolter PublicWorks .................................................... John W County of Orange Department of Harbors, Beaches, and Parks . .......................... Nancy Bruland State of California Department of Fish and Game, Region 5............................. Fred Worthley Richard Nitsos Earl Laupee John Scholl John Anderson • University of California, Irvine ..................................... Fred Roberts* 0 The Irvine Company Sat Tamaribuchi ............................................. United States Army Corps of Engineers .................................. Jerry Salas Bruce Henderson United States Department of Commerce National Marine Fisheries Service . .................................. Bob Hoffman United States Department of the Interior U.S. Fish and Wildlife Service ................................... Richard Zembal Nancy Gilbert Jack Fancher *Currently with USFWS CRM920006.sh1 38 I �I 11.0 LITERATURE CITED Allen. L. G. 1988 (December). Final Report. Results of a Two -Year Monitoring Study on the Fish Populations in the Restored, Uppermost Portion of Newport Bay, California: With Emphasis on the Impact of Additional Estuarine Habitat on Fisheries -Related Species. Prepared for the National Marine Fisheries Service in fulfillment of Contract #WASC-85-00216. California Department of Fish and Game. 1989 (February). Upper Newport Bay Management Plan. 230 pp. plus appendices. California Natural Diversity Data Base (CNDDB). 1990. Data Base Record Search for Information on Threatened, Endangered, Rare, or Otherwise Sensitive Species and Communities in the Vicinity of the Newport, Long Beach, and Los Alamitos Quadrangles. California Department of Fish and Game, State of California Resources Agency, Sacramento, California. Coastal Frontiers Corporation, Inc. 1992 (September). Castaways Marina Mitigation Plan Tidal Elevation and Tidal Current Study. Prepared for Coastal Resources Management. CFC-231-92. 13 pp. plus appendices. Coastal Frontiers Corporation, Inc. 1992 (September). Letter Report Concerning Shellmaker Island Mitigation Plan Design. Prepared for Coastal Resources Management. CFC-231-92. 4 pp. EIP Associates. 1991 (October). Draft Conceptual Biological Mitigation Plan for the Loss of Mudflat and Shallow Subtidal Habitat. Castaways Environmental Impact Report, State Clearinghouse #88081016. Fuller, M.M. 1992 (July). Shellmaker Island Mitigation Project, Survey for Sensitive Reptiles. Prepared for Coastal Resources Management. 10 pp. Prepared for Coastal Resources Management (CRM). 10 pp. Leighton & Associates. 1992 _(July). Report of Soil Characterization Study, Shellmaker Island, Newport Beach, California. Prepared for Cash & Associates Engineers. 8 pp. plus appendices. Marine Biological Consultants, Inc. (MBC) and the Southern California Coastal Water Research Project (SCCWRP). 1980 (December). Irvine Ranch Water District Upper Newport Bay and Stream Augmentation Program. Final Report. October 1979-August 1980. Marsh, Gordon. 1985 (June). Insects and related terrestrial arthropod assessment of the sand/spit marsh peninsula. Chapter III in: DeAnza (Bayside) Marsh Peninsula Marina Feasibility Study - Biological Resources Assessment and Evaluation. Prepared by MBC Applied Environmental CRM920006.shl 39 Sciences, Costa Mesa California, (and) Karlin and Gordon Marsh, Biological Consultants, Silverado, CA. • Michael Brandman Associates. 1991 (August). Castaways Marina Draft Environmental Impact Report. Volume I of II. Prepared for the City of Newport Beach. • Melum, Tony. City of Newport Beach. Meeting held with Rick Ware, EIP Associates. August 16, 1991. Nagano, C. N. 1982. Population status of the tiger beetles of the genus Cincindela (Coleoptera: Cicindelidae) inhabiting the marine shoreline of southern California. Atala 8(2):33-42. Nitsos, Richard. California Department of Fish and Game. Letter to Rick Ware, EIP Associates. September 13, 1991. Orange County Department of Public Health. 1978. Environmental Studies in Newport Bay. Prepared by the Environmental Health Division, June 1978. 220 pp. Scholl, John. California Department of Fish and Game. Map of salt marsh bird's beak distribution sent to R. Ware, EIP Associates, September 25, 1991. Thompson, S. D. 1977. A survey of the Terrestrial Vertebrates of the Upper Newport Bay Ecological Reserve, Orange County, California. Report to the California Department of Fish and Game. Ware, R. R. 1992 (February). Revised Biological Conceptual Mitigation Plan for the Loss of Mudtlat and Shallow Subtidal Habitat. Castaways Marina Environmental Impact Report. State Clearinghouse #88081016. Zedler, J. B. 1982. The Ecology of Southern California Coastal Salt Marshes: A Community Profile. U.S. Fish and Wildlife Service Biological Services Program, Washington D. C.. FWS/OBS-81/54. 110 pp. Zembal, Richard., U.S. Fish and Wildlife Service. Personal Communication, telephone conversation with R. Ware, EIP Associates on September 20, 1991. CRM920006.shl 40 • SHELLMAKER ISLAND MITIGATION GENERAL CONDITIONS & SPECIFICATIONS Work to be Done by Contractor: Except as stipulated in these specifications as being furnished by the City or others, the Contractor shall furnish all labor, materials, power, equipment, tools, transportation and supervision necessary to excavate and dredge accumulated material from the area in and around Shellmaker Island in Upper Newport Bay and remove this material from the site. Excavation and dredging to the specified lines and grades shown on Drawings Cl through C4 will require the removal of approximately 49,300 cubic yards of material. The two parts of Shellmaker Island are now separated by a tidal channel. The Contractor shall provide a temporary bridge constructed such that it is suitable to withstand loads of small excavation equipment, trucks and dozers. When construction is completed, the temporary bridge shall be removed by the Contractor and the area returned to its original condition. Full compensation for providing a temporary bridge, placing it across the channel before construction, and later removing it after construction shall be considered as included in the price for excavation and no additional allowance will be made therefore. • The Contractor shall dispose of all excavated material outside of the excavation area at either the Coyote Canyon Landfill and/or at City of Newport Beach beaches as directed by the City of Newport Beach. Soils to be excavated that meet State of California requirements as a non -hazardous material can be disposed of in the Coyote Canyon Landfill. The City shall determine what portion of excavated material is suitable for beach fill. Full compensation for disposal shall be considered as included in the prices bid for excavation and for dredging and no additional allowance will be made therefore. 2. Work to be Done by City of Newport Beach: City will perform on -site inspections to assure contract requirements are fulfilled and that damage does not occur to adjacent wildlife or habitats. Permission for on -site inspections shall be at the sufferance of the City of Newport Beach. 3. Drawings•, The Contractor shall submit six sets of drawings covering materials to be furnished. An allowance of at least 2 weeks shall be made for the Project Engineer to review submitted drawings. Two copies of the drawings bearing the Engineer's comments will be returned. 0 • Prior to final acceptance of the work, the Contractor shall also furnish to the Project Engineer a set of contract drawings showing "as -built" notations indicating the location and details of work actually done. 4. Permits Approvals and Licenses: The work sites lie entirely within the Upper.Newport Bay area of Newport Beach, California. Excavation areas lie entirely within an active fish and wildlife preserve of Upper Newport Bay. This active preserve is administered by the California Fish and Game. Permits for this work will be issued to the City of Newport Beach by their Grading and Harbor Departments and by U.S. Army Corp of Engineers (Section 404 and 10 Permits), State of California (Coastal Development and Lands Commission Permits plus Fish and Game written permission), California E.P.A./Regional Water Quality Control Board/NPDES (Discharge Permit), County of Orange (Landfill Clearance) and U.S. Coast Guard (Aids to Navigation Permit). Discharge of any return water into adjacent Upper Newport Bay or Pacific Ocean waters will require a new or revised California Regional Water Quality Control Board, Santa Ana Region, permit. This permit is anticipated to require added fees and extensive discharge water quality testing, as well as chemical testing of excavation material, all of which will be the • Contractor's responsibility. It is anticipated this permit will require 4 to 6 months to obtain. Discharge of return water into adjacent wetland refuge areas will not be permitted. All Contractor and subcontractor work shall be conducted in compliance with all federal, state and local environmental laws and regulations. This condition applies to, but is not limited to, refuge regulations contained within Title 50 Code of Federal Regulations (CFR), and to State of California, Orange County and City of Newport Beach laws and regulations governing noise levels, air quality standards (including odor and omissions) and water quality standards. The bidder is advised that the Contractor to whom a contract is awarded shall be classified as a General Engineering contrac- tor with a Class A license in conformance with the requirements of the State of California's Contractors' License Board. 5. Cooperation with Others: It will be the Contractor's responsibility to insure that his actions and methods of operation will not result in inter- ference with other operations. If disruption should materialize, it will be necessary to work irregular hours at the Contractor's expense to avoid any conflict. The Contractor shall arrange and coordinate a work schedule with the City of Newport Beach four - . teen (14) days prior to commencement of work and shall maintain continuous coordination throughout the term of the contract. Persons to be Notified Office Location Contact Telephone No. State Dept. 330 Goldenshores Fred Worthley (310) 590-5113 of Fish & Game Long Beach, CA City Marine 3300 Newport Blvd. Tony Mellum (714)644-3044 Department Newport Beach, CA The Contractor shall submit his proposed haul route, access route, traffic control measures, and equipment parking locations to the City of Newport Beach for approval prior to the start of work. Traffic control and site access shall be in accordance with the Work Area Traffic Control Handbook (Watch), current edition. It shall also conform to the following criteria: a. Construction equipment and personnel will access the project site from Jamboree Road, Back Bay Drive, and Shellmaker Island Road. Upon leaving the Island, south on Back Bay Drive. trucks and equipment will exit The unpaved parking lot on Shellmaker Island near the State Fish and Game headquarters will be used as a and demobi- construction equipment and crew assembling • lization area. b. All vehicles moving between the assembling area and the Shellmaker Island mitigation area will circle around behind the Fish and Game headquarter's trailer to limit noise and fugitive dust emissions. C. Access to the project site is dependent upon reestab- lishing a road between the two parts of Shellmaker Island now separated by the tidal channel. This will require that a temporary bridge be constructed as discussed in Section 1 of these specifications. d. Disposal material will be loaded on trucks and tran- sported to the landfill. The truck route to and from the landfill can include the following streets: Back Bay Drive, Jamboree Road, Pacific Coast Highway, Bison Avenue, MacArthur Boulevard, Bonita Canyon Road, and Coyote Canyon Road. e. Material for beach replenishment will be trucked to local City of Newport Beach areas. The traffic route to the Balboa Peninsula will include the following main streets: Back Bay Drive, Pacific Coast Highway, New- port Boulevard, and Balboa Boulevard. Other disposal sites may include the beach at Big Corona, where trucks • 3 • can access the beach from Pacific Coast Highway, Mar- guarite Avenue, and ocean Boulevard. Trucks transport- ing materials to Balboa Island, Harbor Island, and Lido Isle can access these sites from Jamboree Road, Pacific Coast Highway, and Bayside Drive. The Contractor shall be responsible for repair of any damage to roadways or areas damaged by his activities and shall repair any damage to a condition equal to or better than the condition at the beginning of the project. 6. Public Safety: in conjunction with applicable sections of the Federal Occupational Safety and Health Act (Fed/OSHA), the Contractor shall take necessary precautions to protect all workmen engaged in the performance of the work specified, provide safe passage to and from adjacent areas that may be affected by the work, protect the public from hazardous conditions, and place and maintain necessary guards, barriers, lights, signs, etc., to prevent injuries and accidents. Because the temporary bridge mentioned in Sections 1 and 5 above will potentially provide construction access to the undisturbed portions of Shellmaker Island, the Contractor shall provide a security guard to monitor the access bridge during work days. The Contractor shall also provide a locked gate to prevent • access during the evenings and on weekends. Once vehicles cross the bridge to the project site, a second mobilization area shall be established at the southeastern entrance just across the bridge. Full compensation for the work involved in carrying out precautionary measures shall be considered as included in the prices bid for the work and no additional allowance will be made therefore. 7. Protection of Wildlife Structures Utilities and Resources: Prior to construction of the tidal channel, salt marsh plants in the areas to be excavated will be removed and replanted on other areas of Shellmaker Island. The Contractor shall con- tact the City prior to beginning excavation to determine if the replanting is finished. No excavation shall take place until this replanting is complete. A qualified biologist and coastal engineer will be onsite during the construction phase to monitor progress, insure that the proper site contours are attained, prevent damage to nearby sensitive habitats habitat, and to provide technical assistance to the Contractors. If the biologist or engineer determines that excavation procedures should be modified to protect sensitive habitat, the Contractor shall modify his work accordingly. No • 4 • additional compensation can be assessed by the Contractor for this modification without prior approval of the City. The Contractor shall protect all existing Local, State and Federal property, and shall be responsible for repair of any damage to said property. The Contractor shall also protect all existing underground and aboveground utilities in the vicinity of the project site and will be held responsible for any damage resulting from his failures to protect these facilities adequately. The project drawings show conditions as they exist according to the most reliable information available; but in the event, at the time of installation, a pipe, conduit or other obstruction is found to be in the space required for excavation, the Contractor shall notify the city's Project Engineer at once regarding the interference and await instructions. The Engineer will use all means at his disposal to ascertain the facts regarding the interference in order that he may issue instructions as to proce- dure in as short a time as possible. However, the Contractor shall have no claim because of any delays due to the time or manner of procedure ordered by the Engineer. No changes in grade or alignment shall be made by the Con- tractor without first receiving instructions from the Engineer. . The Contractor's work shall not disrupt the wildlife or habitat adjacent to the excavation areas or traveled roadways. No equipment or personnel shall enter into these adjacent areas. Vehicle traffic outside the work areas shall be limited to exist- ing travelled roadways. Excavated or dredged material shall not be temporarily placed in areas adjacent to the excavation sites. The Contractor shall maintain all equipment used in the work in such a manner as to prevent fuel and other fluids from leak- ing. Deficiencies shall be immediately corrected and any leakage immediately cleaned up, at the Contractor's expense, using proce- dures approved by the city's Project Engineer. The channel to be dredged lies within the wildlife refuge. This channel shall be dredged using water based equipment only and no equipment access, material storage or dredge discharge upon the adjacent wildlife areas is allowed. In addition, several endangered bird species utilize adjacent areas for nesting in the period from March to September. Therefore dredging of this channel shall occur only in the period from September 1 through March 1. The excavation site also lies within an active wildlife refuge. The Contractor shall exercise extreme care to not dis- turb wildlife or habitat adjacent to the excavation site. Con- struction activities could potentially disturb populations of Belding's savannah sparrow, the light-footed clapper rail, and 5 • the California least tern. To avoid impacts to these species, all construction activities will be limited to non -breeding periods of the year. This means that work on the excavation site shall only occur in the period from September 1 to March 1. In addition, the Upper Newport Bay wetland areas near the project site is not to be flooded due to the Contractor's activities in adjacent areas during the March 1 to September 1 nesting period. Construction activities shall be avoided in areas colonized by the plant known as salt marsh bird's beak. The temporary bridge that will be installed across the tidal channel will be located near a stand of salt marsh bird's beak, an endangered plant. All precautions shall be made to protect the plant from construction disturbances and from the incidental take of this endangered species, including, but not limited to the inclusion of signs and physical barriers. The Contractor is required to retrieve all federally listed endangered or threatened species that are injured or killed as a result of the Contractor's activities and shall turn these spe- cies over to the California Department of Fish and Game and/or the U.S. Fish and Wildlife Service for scientific purposes or rehabilitation. Dredging and excavation procedures shall conform to Special Provisions 02200, "Earthwork" and 02480 "Dredging" in these spe- cifications and shall not promote excess turbidity or sedimenta- tion in adjacent waters. The Contractor shall immediately stop work if paleonto- logical, archeological or historical remains (including burials or skeletal material) are encountered during construction. The Contractor shall immediately notify the City's Project Engineer of such objects and await instructions from the Engineer prior to continuing work. Order of the Work: The Contractor shall submit a complete construction plan and schedule for review by the city's Project Engineer within two weeks after award of the contract. Approval of this proposed plan and schedule by the Engineer shall be required prior to the start of the work. Included in the plan and schedule shall be methods needed to meet the requirements of the drawings and specifications, includ- ing details of planned construction techniques, equipment, levees, and haul roads. In addition, the plan and schedule shall include details for flooding of any completed excavation or water supply areas. Flooding of any areas shall be approved by the City's Project Engineer prior to the occurrence. Flooding plans shall be submitted at least two weeks in advance to allow the 0 • Engineer time to review plans with the City, the U.S. Fish and Wildlife Service, and the State Department of Fish and Game. The Contractor, at his option, may,elect to perform excavation in the wet or in the dry. However, no dewatering discharge or water from excavation procedures shall be discharged into the wildlife areas adjacent to the excavation sites. No water shall be discharged into adjacent Upper Newport Bay or pacific Ocean bodies of water without new or revised project permits as discussed in Section 4 of these specifications. Datums• Existing ground features and elevations, as shown on the drawings, are referenced to Mean Lower Low Water (MLLW). The extreme tidal range at the site ranges between approximately +8.5 and -2.0 feet. Mudflats surround Shellmaker Island at elevations -1.5 and +3.5 Mean Lower Low Water (MLLW). In estimating excavations and dredging quantities for this project, assume that "excavation" involves removal of all existing material above elevation +4.0 Mean Lower Low Water. Correspondingly, assume removal of all existing material below elevation +4.0 MLLW is "dredged material". • 10. Surveys and Ouantity Measurement: The Contractor shall be responsible for establishment and maintenance of survey control within the excavation site. This survey control shall be performed by an independent, State of California licensed surveyor. The Contractor will be responsible for a post -construction topographic survey of the shallow subtidal habitat within 60 days after site contouring is completed to evaluate the results of habitat contouring. If original site specifications are not met, then the Contractor will be required to take corrective measures. When excavating for final grades in the wet, the excavation grade control system implemented by the Contractor shall be suf- ficient to provide for immediate verification of final excavation grades as the work is accomplished. This verification is to be performed by the Contractor's onsite representatives and period- ically verified by the City. The Contractor shall submit an excavation area survey control plan to the City's Project Engineer for approval prior to initiating the work. For areas excavated in the dry, the Contractor shall also provide an as -built survey record of excavated grades, reference Special Provision 02200, "Earthwork". No measurement of excavated volumes or weights is anticipated • during or after excavation work. However, the City may, at their discretion, perform independent surveys within the site to verify excavated final grades if deemed necessary. The total excavation and dredging quantity of 49,300 cubic yards has been calculated as the volume between existing ground surfaces and final excavation grades as shown on the drawings, using state of the art survey and computer technology. This quantity is given for the Bidders' use in determining the lump sum price bid. • SPECIAL PROVISIONS DIVISION 2 - SITEWORK 02200 Earthwork: The following rules, guidelines and controls are to be followed in performing work in the Shellmaker Island area of Upper Newport Bay: Hours of construction are limited to the following times: Monday through Saturday 7:o0am to 5:00 pm Areas to be excavated shall be cleared and grubbed per section 300-1 of the Standard Specifications for Public Works Construction, Current Edition. All existing vegetation, trash, debris, or surface obstructions in areas to be excavated shall be removed and disposed of offsite. The Contractor shall not disturb the areas or wildlife adjacent to the excavation area. At no time shall the Contractor allow any equipment or personnel outside of the limits of work shown on the drawings, without prior written permission from the City. . Excavation work may be temporarily relocated or halted by order of the California Department of Fish and Game in the event that nesting of the California Least Tern, an endangered species, occurs on the site. Appropriate extensions of time for completion of the work will be granted upon this occurrence. Excavation shall be to the lines and grades indicated on the drawings. For estimating purposes, it shall be assumed all earthwork removal above elevation +4.0 MLLW is excavation. 0 Grading shall be accomplished by two methods-landside excavation of dry materials (per this section of the Special Provisions) and the dredging of "wet" materials (per Special Provisions 02480, "Dredging") to construct the tidal inlet opening along the main channel. While both tasks can be conducted concurrently, it will be necessary to maintain a dike between the two areas so that landside-excavation area is not prematurely flooded with tidal waters. When both phases are completed, the dikes shall be breached and full tidal action introduced into the project area. Construct earth mounds and temporary dikes using the top layers of excavated earth that lie above the water table. Normal vegetation needs to be removed before excavating and mound building. However, large pieces of debris and obstructions shall be immediately reported and removed, at the Contractor's expense, according to Engineer's instructions. Payment for construction U and removal of temporary dikes will be included in the contract price for "Excavation" and no other payment will be allowed therefore. It is anticipated that access to a previously excavated area may be very restricted. I£ so, measurement of the increment of work accomplished in one day shall be done no later than the following day. Deficiencies shall be corrected immediately. Tolerances of general excavation elevations, and mound building shall be: +0 Channels foot -1 +0.5 Islands and Mounds feet -0 Surveying shall be performed by an independent State of California licensed surveyor. Survey reports shall be submitted daily to the City's Project Engineer. The Contractor may have to maintain levees, cofferdams, or diversions to provide a physical separation as necessary between areas being actively excavated and the flow channel of San Diego Creek to control water intrusion into excavation areas and prevent excessive turbidity levels and sedimentation into adjacent Upper Newport Bay areas. Refer to Section 4, "Permits, Approvals and Licenses". The Contractor shall not block the dry weather flow in San Diego Creek without providing an acceptable bypass channel for this flow. Plans and schedule for such a bypass shall be submitted to the City's Project Engineer for review and approval prior to initiation of work on the bypass. The Contractor shall transport and place all excavated material to the designated fill sites. In transporting material, the Contractor shall utilize watertight trucks and provide street sweeping, water trucks or other equipment as necessary to provide continuous dust control and dirt removal on haul routes. The Contractor shall repair, at his expense, to pre -job condition, any roadway surfaces or utilities damaged during haul- ing and fill operations. Areas to receive fill contain small amounts of existing debris, trash and shrubbery. This material is to be removed by the Contractor prior to filling and properly disposed of offsite. • 10 • Surface vegetation and grasses shall be tilled under to a minimum depth of six inches prior to placing overlying fill. Fill material shall be placed in uniform lifts not to exceed one foot in height. Lifts should cover the entire surface of the individual fill area prior to the placement of the subsequent lift. Final fill lifts shall be rough graded to within ±3 inches of the grades shown. The Contractor shall base his bid on excavation for an estimated quantity of 31,500 cubic yards. Approximately 100 cubic yards of fill is included in the project. Full compensa- tion for fill shall be considered as included in the price bid for excavation and no additional allowance will be made therefore. Also see Section 1, "Work To Be Done By Contractor" regarding excavation disposal and a temporary bridge. Payment will be at the contract unit price per cubic yard of excavation. When actual quantities are within 25 percent of stipulated quantities, the contract unit price shall prevail. If actual quantities are less than 31,500 cubic yards, Contractor shall be paid for 31,500 cubic yards. If actual quantities are greater than 39,375 cubic yards, the excess over 39,375 cubic yards shall be paid for at a negotiated price. 0 0 11 02480 Dredging• "Wet" channel material at the months of the proposed entrance channels shall be excavated from a barge using a clamshell dredge. This wet material shall be dewatered on site prior to being transported from the site. For estimating purposes, it shall be assumed all removal of material below elevation +4.0 MLLW is dredging. Dredging shall occur only in the period from September 1 through March 1, to minimize disturbance to adjacent bird nesting areas per Section 7, "Protection of Wildlife, Structures, Utili- ties and Resources". Dredging schedules, equipment and techni- ques shall be approved by the city's Project Engineer prior to initiating the work. The California Regional Water Quality Control Board, Santa Ana Region will issue a permit for all dredging and dredging water discharge for this project. No dredging will be allowed prior to issuance of this permit and all dredging and discharge shall conform to its provisions. The dredge shall be surrounded by a floating containment boom fitted with a vertical skirt called a dredge curtain to provide a barrier to silt and water pollutants in the top Is - inches of water, minimum. Per Section 02200, "Earthwork" of these Special Provisions, 40 the Contractor shall construct a containment dike around dredged disposal material, or shall use other means, as approved by the City's Project Engineer, to contain the dredged material and prevent dredge return water from entering wildlife areas or adjacent bodies of water. All dredged material shall be dried at a temporary onsite disposal area approved before construction begins by the City's Project Engineer. It shall subsequently be removed from that site to an approved fill disposal area. Measurement shall be based on surveys performed prior to dredging and after completion of dredging. Surveying shall be performed by an independent State of California licensed sur- veyor. Survey reports shall be submitted to the City's Project Engineer. The City will not furnish predredge surveys. Tolerance for dredging elevations shall be: Channels +0 -1 foot If the post -dredging survey indicates that the Contractor has not achieved minimum channel depth, the Contractor shall re- • 12 dredge the deficient areas until the indicated minimum channel depths are achieved. The Contractor shall base his bid on dredging for an estimated quantity of 17,800 cubic yards. Also see Section 1, "Work to be Done by Contractor" regarding dredging disposal. Payment will be at the contract unit price per cubic yard. When actual quantities are within 25 percent of stipulated quantities, the contract unit price shall prevail. If actual quantities are less than 17,800 cubic yards, Contractor shall be paid for 17,800 cubic yards. If actual quantities are greater than 22,250 cubic yards, the excess over 22,250 cubic yards shall be paid for at a negotiated price. The Contractor shall transport and place all dredged mate- rial to the designated fill sites. In transporting material, the Contractor shall utilize watertight trucks and provide street sweeping, water trucks or other equipment as necessary to provide continuous dust control and dirt removal on haul routes. The Contractor shall repair, at his expense, to pre -job condition, any roadway surfaces or utilities damaged during haul- ing and fill operations. E 0 13 Ift dredge the deficient areas until the indicated minimum channel depths are achieved. The Contractor shall base his bid on dredging for an estimated quantity of 17,800 cubic yards. Also see Section 1, "Work to be Done by Contractor" regarding dredging disposal. Payment will be at the contract unit price per cubic yard. When actual quantities are within 25 percent of stipulated quantities, the contract unit price shall prevail. If actual quantities are less than 17,800 cubic yards, Contractor shall be paid for 17,800 cubic yards. If actual quantities are greater than 22,250 cubic yards, the excess over 22,250 cubic yards shall be paid for at a negotiated price. 0 • The Contractor shall transport and place all dredged mate- rial to the designated fill sites. In transporting material, the Contractor shall utilize watertight trucks and provide street sweeping, water trucks or other equipment as necessary to provide continuous dust control and dirt removal on haul routes. The Contractor shall repair, at his expense, to pre -job condition, any roadway surfaces or utilities damaged during haul- ing and fill operations. 13 J N 11200 N 11000 N 10800 N 10600 A I I I I I I 1 u N , J 'a S rn .06 �J �.1.1*D6 0 S- THREAC OF CHANNEL / O DIRT ROADWAY 1 I I 1 1 1 1 4- I I I I I 1 0ti S ,-./-o.� N N 0 N BM/NB4 38 77, LOCATED ON THE EASTERLY S1DE OF BACKBAY DRIVE, 0.2 MILE NORTHWEST ALONG BACKBAY FROM ITS JUNCTION WITH JAMBOREE ROAD, TO A CONCRETE DRAINAGE STRUCTURE WHICH IS WEST OF THE NEWPORTER INN, ABOUT 42.6 FEET EAST OF THE CENTERLINE OF BACKBAY DRRIVE, 9.1 FEET EAST OF THE EAST CURB FACE, ON THE NORTH SIDE OF A PARKWAY CULVERT, 6 INCHES SOUTHEAST OF THE SOUTHERLY END OF A HEADWALL OVER A DOUBLE, CORRUGATED STEEL ARCHED —PIPE CULVERT. ELEVATIONs13.112 (M.S.L.) (1977) THE CONTOURS ON THIS DRAWING ARE BASED UPON M.L.L.W. DATUM (0-2.8- BELOW M.S.L.) HORIZONTAL CONTROL IS BASED UPON ASSUMED COORDINATES AS ESTABLISHED PER PREVIOUS WORK DATED 31 JULY 1991. Topograph is Map of Shellmaker Mitigation Site Figure 3.2 Island 0 :fULa7�7 W A&V er. 09 I DAM 27 MAY 92 ararm Or OB AUM",va: TOPO-2 920505 m*rT 1 cr 1 DULIN & BOYNTON LICENSED SURVEYORS 0 I E 198M s z O GRAPHIC SCALE 0 ( IN FEET ) I inch - 40 It + , SENSITIVE HABITAT 01, I I+ E Tq 10 Ir 40 23' 2 L =2 d 7 t / 9 t r _ I 1 7.5t\ 0 1 Q,- h S ti 6' y N to i I I .5 ' 1 I I _ -- -- 6 - B -- 1.5 . I t,511 - N15 -36'- 35 -3.5 N14.-23' 25" = C = =5.00 -2.5 33.34 C _ 1 I' i12 rj` 10 11 = - S _L - 10 5TA 7 6.9 ;' E _____-- --- 5-- 141 19600 o.CA 2.5 - - i Cv -2.5 -- 14 - z' �; - - - -- -- -2.5 ---- _ - - - - -' -__ STA_ 9+-62.87 -_ -- _- __ 1p 0. DATEI DESCRIPTION BY REVISIONS �- _ - - ---- -- _BSTAGE FEDERAL ENDANGERED �/ / r , / j' ' -' F+ 0AREA --- PLANT ------------ SPECIES 0. It ~�fill ' SHED 111 1'I OI i '�•.- ,I 1'1 I,,' \\'\ a ''S` `55 t " j') TRUCK ROUTE, _ , i ( 1 i ` ' y :`,/'/'• r : j'r t f I- -' --- - __ - -` - �'��--- `�-_ Ex1�;( T, '--i 11 ii r' j:- ` -I i' ' 1 { 1 j' • �: 1 �, i. �" , AAi\ �, lt; ''E�'II�'ITI VE i +` '1 ,1, `t` •`ylli `, .rr r f. - _ - f -- _-_-- - _ III; 1 �1 �I -�r_l % f -Si, `y j d. 1' i ti .9 , (�'�{1 , I t t y I 1, \. t I I -h '; ,' IG/ �1, 1 T t p,1, I t, I .I O 'l1 1 ( t ', „ft, ,, '14 i ''ti'�' 0. .I I y � i ,1.rl l�j, __-'.':, _. I - __ [ -`'1 ,I ,_\ 1`�� t 1 Jill`� i I , Z. t _ it - - it i - _-- _ _ I � t I O _ - _ - _ _ - _ _ - , 1, , , i _ f _ ' -1.5 COORDINATE LIST _. -2.5 I r ;; 1 NOTE: �t f` ' RETURN ALL AREAS DISTURDED DURING THE GRADING PROCESS TO "NEAR" / ORIGINAL CONDITIONS. , CURVEDATA R 0 T L AO 38.00 52` 48' 34" 25.00 44.35 O 300.00 1 300 00' 00" 80.38 157.08 `� J 75.00 900 00' 00" 75.00 117.81 D� 150.00 250 00' 00" 35.25 65.45 O 150.00 200 00' 00" 26.45 52.36 O 100.00 350 00' 00" 31.53 61.09 CASH & ASSOCIATES ENGINEERS i RHM CAD OPERATOR JEP CHECKER PROJECT MANAGER ON10616.57 El9651.04 O2 N10735.80 El9766.92 ON10796.46 El9843.41 ON10836.22 El9856.79 ON10868.51 E19848.50 0 N11023.79 E19850.15 ON11028.61 El9851.50 < N11121.03 E19799.45 < N11127.75 El9775.37 10 N11131.27 E19710.53 11 N11127.20 E19685.87 12 N11110.99 El9638.20 13 N11097.51 E19577.88 14 N11108.51 E19465.93 SHELLMAKER ISLAND PLAN FIG. 4.2A SCALE AS SHOWN PROJECT NUMBER 2492.09 DRAWING NUMBER C1 I I - •�i � ��'L MUDFLA T CHANNEL MUDFLA T SALT MARSH MUDFLA T 2.5 ---- 2 In 1 12 CHANNEL 4 MUDFLA T 2 0 EXISTING ' 1:26 -2 1: 22 - - 26 4.5% 1: 19 1: 23 5. Jr. 4% STA PON 0+25 HORIZ 1 "=20' VERT 1 "=2' am MUDFLA T CHANNEL EXISTING 1: 13 777, 1:12. 859 817%: 12 16 14 12 EXISTING 10 \ 10 7.5 ------------ -------------\----- 75 6 SALT MARSH j MUDFLA T CHANNEL MUDFLA T LT MARSH 6 4--4-2;z-- - -- ------ ----- -- �- 3.8q \ 4 1: 10 1: 10 Oq 107' 112 -- 2.5------ 8.3i ---------}- ---- 2.5 2 2 1: 5 1: 7 20% 147. 0 1:5 I 1:8 0 20% 12. 59 - - - - - - ---- -2 1: 12 8.39 1: 12 -2 8. 39 1: 10 107. ■IIIIIIIIIIINi STATION 2+ 00 HORIZ 1 "=20' VERT 1 "= 2' S TA TION 1 + 00 HORIZ 1 "=20' VERT 1 "=2' MUDFLA T i i i 1: 18 5.67' 0 4 2.5- 2 \ EXISTING i 1: 9 0X7/ 8.39 1: 12 -1.5 - - - - - - - - - - - - - - - - - - - - - - - -2 99 9% 1: 11 1: 11 .Z1 STA TION 2+92.46 HORIZ 1 "=20' VERT 1 "=2' STA TION 1 +50 HORIZ 1 "=20' VERT 1"--2' ENGINEER RHM SHELLMAKER ISLAND AS SHLE OWN HOWN 0 PROJECT NUMBER CAD OPERATOR JEP CASH & ASSOCIATES � ENGINEERS CHECKER SEC TIONpS 2492.09 NO. DATE DESCRIPTION BY FIG 4. 2U DRAWING NUMBER PROJECT MANAGER REVISIONS C2 14 12 10 8 7.5 6 4 2.5 2 0 -7.5 -2 -4 STA TION 4+27.72 HORIZ 1 "=20' VERT 1"--2' 16 14 12 10 8 7.5 6 14 / 12 / \ EXIST 10 SAL T MA H SALT MARSH MUDFLA T CHANNEL MUDFLA T SATT AR EXIST SAL T MARSH I EXISTING -4 STA PON 6+21. 47 :10 8 9.39 6 1: 4.7 1: 4.4 21 % 22.77. I 1:23 4 ---- 4.30 ---- - - - - - - - - - - - - - - - 1:6.4 1: 3 15.60 30 1: 18 2.5 - - - - - - - - - - - - - - - 5.50 - - - - - - - - - - - - - - - - 2 1: 5.5 1: 5.6 18.20 18 0 0 1: 8 12.50 1: 4 250 -2 1: 12 1: 11 8.30 9.10 9.10 -4 STATION 5+05.66 HORIZ 1 "=20' VERT 1 "= 2' HORIZ 1 "=20" VERT 1 "=2" ENGINEER RHM SHELLMAKER ISLAND SCALE DESIGNER AS SHOWN CAD OPERATOR JEP PROJECT NUMBER CASH & ASSOCIATES u ENGINEERS CHECKER SEC TI DNS AIN 2 492.09 N0, DATE DESCRIPTION BY CASH NUMBER REVISIONS PROJECT MANAGER FIG. 4.2C C3 APPENDIX 1 SOIL CHARACTERIZATION STUDY, SHELLMAKER ISLAND THIS REPORT IS INCLUDED IN ITS ENTIRETY IN ANOTHER PART OF THIS APPENDIX-"C", SO HAS NOT BEEN DUPLICATED HERE. Prepared by: Leighton and Associates in U • • LEIGHTON AND CIATES, INC. Geotechnical and Environmental Engineering Consultants REPORT OF SOIL CHARACTERIZATION STUDY SHELLMAKER ISLAND NEWPORT BEACH, CALIFORNIA July 20, 1992 Project No. 40920439-01 THIS REPORT IS INCLUDED IN ITS ENTIRETY IN. ANOTHER PART OF THIS APPENDIX "C", SO HAS NOT BEEN DUPLICATED HERE. Prepared for: CASH AND ASSOCIATES ENGINEERS P.O. Box 38 Long Beach, California 90801 2121 ALTON PARKWAY, IRVINE, CALIFORNIA U.S.A. 92714 Telex 249208 LAGEO UR (714) 250-1421 • (800) 253-4567 FAX (714) 250-1114 79 I• I f APPENDIX 2 CASTAWAYS MARINA MITIGATION PLAN TIDAL ELEVATION AND TIDAL CURRENT STUDY RESULTS and ANALYSIS OF SHELLMAKER ISLAND MITIGATION PLAN DESIGN 0 ■ COASTAL 40 FRONTIERS Ref. CFC-231-92 September 25, 1992 Mr. Rick Ware Coastal Resources Management 2530 Redhill Avenue Santa Ana, CA 92705 SUBJECT: CASTAWAYS MARINA MITIGATION PLAN TIDAL ELEVATION AND TIDAL CURRENT STUDY Dear Rick: This letter report describes the study of tidal elevations and tidal currents which we conducted on your behalf in Newport Bay, California, in support of the Castaways Marina Mitigation Plan. The Plan provides for the restoration of intertidal mudflat habitat and shallow subtidal habitat adjacent to Shellmaker Island as mitigation for the loss of similar habitat at the site of the proposed marina. The locations of both the marina and the mitigation site are indicated in Figure 1. • The primary objective of the study program was to quantify the mean tidal elevations at the mitigation site, thereby providing a basis for determining appropriate elevations for the subtidal and intertidal habitat areas. A secondary objective was to obtain measurements of current velocity near the site, to foster a better understanding of the hydraulic and sedimentary conditions in the area. The sections which follow present an overview of the study program, descriptions of the methods employed and results obtained from the tidal elevation measurement activities and tidal current measurement activities, and conclusions drawn from the study findings. The following conventions and abbreviations are utilized throughout the report: Times: All times are indicated in Pacific Daylight Savings Time (PDST), which is 7 hours behind Greenwich Mean Time. Elevations: All elevations are referenced to Mean Lower Low Water (MLLW) Datum, as established at the National Ocean Service (NOS) tide gauge at Newport Bay Entrance for the 1960-78 tidal epoch. Tidal Means and Extremes: Tidal means and extremes are abbreviated as indicated below: Coastal Frontiers Corporation 9424 Eton Avenue, Suite H Chatsworth, California 91311 (818) 341.8133 Fax (818) 341-4498 ■ • Mr. Rick Ware September 25, 1992 Page 3 Extreme High Water EHW Mean Higher High Water MHHW Mean High Water MHW Mean Tide Level MTL Mean Low Water MLW Mean Lower Low Water MLLW Extreme Low Water ELW Program Overview At the outset of the study, it was determined that the tidal characteristics in the vicinity of Shellmaker Island were not known with sufficient accuracy to support the design of the intended sub- and intertidal habitat areas. Fortunately, however, 1 comprehensive tide data are available for the entrance to Newport Bay, by virtue of the fact that the NOS has maintained a tide gauge at the Orange County Harbor District Office Pier since 1955. The location of this instrument, which is known as the Newport • Bay Entrance tide gauge, is indicated in Figure 1. The approach adopted for defining the tidal characteriscits at the mitigation site consisted of. (1) installing a tide gauge in the vicinity of the site for a one -month period, (2) obtaining the data recorded at the NOS Newport Bay Entrance tide gauge for the same period, and (3) comparing the various tidal means and extremes for the month at the two sites to provide a basis for estimating the long-term tidal characteristics at the mitigation site. Tidal currents were measured in the main channel of Upper Newport Bay off Shellmaker Island whenever the field crew was present in the area to install, service, or remove the tide gauge. L Tidal Elevations To obtain data on tidal elevations in the vicinity of the mitigation area, a self - recording tide gauge was installed at Dover Shores adjacent to the property at 311 Morning Star Lane (Figure 1). This location was selected because it offered proximity to the proposed mitigation site, security for the gauge, and easy access for servicing the gauge and checking the quality of the data. The instrument utilized was a Marsh-McBirney Flo -Tote Model 260, the specifications for which are provided in Attachment 1. For the range of water surface elevations recorded during the measurement period, the nominal measurement accuracy • was ±0.07 ft. With the exception of a brief interruption for servicing on June 12th, water ■ Mr. Rick Ware September 25, 1992 Page 4 surface elevations were measured at continuous 6-minute intervals for the entire month of June, 1992. To adjust the raw gauge data to MLLW Datum, gauge readings were compared with simultaneous staff readings referenced to a temporary benchmark adjacent to the gauge. An additive correction to the raw gauge data was established by averaging the results of four such simultaneous comparisons made during the period of data collection. The temporary benchmark had been established by the firm of Dulin & Boynton, your survey subconsultant, utilizing the permanent city benchmark NB4-38-77 as the vertical reference. The elevation of the temporary benchmark was provided to the nearest 0.1 ft. When our personnel performed an independent check using the permanent benchmark NB6-14-70 as a vertical reference, the elevation provided by Dulin & Boynton was confirmed. Tidal elevations measured at the Newport Bay Entrance gauge for the month of June were obtained from the National Ocean Service. Like the Dover Shores data, the Entrance data were recorded at 6-minute intervals for the entire month. A summary of • the times and heights of high and low waters at the Entrance gauge, as well as the tidal means and extremes for June, are provided in Attachment 2. Note that, per the NOS Datum Reference sheet, 3.14 ft must be subtracted from the water surface elevations shown in Attachment 2 to adjust the values to MLLW Datum. In addition, the times provided by the NOS in Attachment 2 are indicated in Pacific Standard Time. One hour must be added to convert these to Pacific Daylight Savings Time. Time series of the water surface elevations recorded at the Newport Bay Entrance and Dover Shores gauges are provided in Figures 2 and 3, respectively. In Figure 4, the two time series have been superimposed for the first five days of the month to facilitate a comparison of the tidal amplitudes and phases. The tidal means and extremes for each gauge are compared in Table 1. The most significant aspect of the water surface elevation data is the similarity between the tidal regimes at the two sites. MLW and MLLW were identical for the month of record, EHW, MHHW, MTL, and ELW differed by only 0.1 ft, and MHW differed by 0.2 ft. In all cases where the values differed, the elevations at Dover Shores were higher than those at the Entrance. The phases, like the amplitudes, were nearly identical. Referring to Figure 4, it is seen that a number of the high and low waters at Dover Shores lagged the corresponding peaks at the Entrance (as would be expected), but by only a small amount. These findings indicate that the oceanic rides at the Entrance propagate to the vicinity of Shellmaker Island without appreciable attenuation or amplification. 0 1 J � 4 v z 0 U 2 W J W 5 10 15 20 25 30 DATE FIGURE 2. WATER SURFACE ELEVATIONS AT NOS NEWPORT BAY ENTRANCE TIDE GAUGE DURING JUNE 1992. J-i 4 i u- v Z O 2 a. Q J w 0 _2 1 1 1 1 1 1 1 1 5 10 15 20 25 30 DATE FIGURE 3. WATER SURFACE ELEVATIONS AT DOVER SHORES TIDE GAUGE DURING JUNE 1992. 91 6 � J J r= 4 LL v Z 0 2 W J W 0 -2 1 DOVER SHORES NEWPORT BAY ENTRANCE 2 DATE m 5 6 FIGURE 4. COMPARISON OF WATER SURFACE ELEVATIONS AT NEWPORT BAY ENTRANCE AND DOVER SHORES FOR JUNE 1-51 1992. ■ • Mr. Rick Ware September 25, 1992 Page 8 is r1 LJ Table 1. Comparison of Tidal Elevations at Newport Bay Entrance and Dover Shores Tide Gauges for the Month of June 1992. TIDAL MEAN/EXTREME MEASURED ELEVATION (FT, MLLW) DIFFERENCE (FT) ENTRANCE DOVER SHORES EXTREME HIGH WATER 7.1 7.2 0.1 MEAN HIGHER HIGH WATER 5.7 5.8 0.1 MEAN HIGH WATER 4.7 4.9 0.2 MEAN TIDE LEVEL 2.9 3.0 0.1 MEAN LOW WATER 1.1 1.1 0.0 MEAN LOWER LOW WATER -0.1 -0.1 0.0 EXTREME LOW WATER -1.4 -1.3 0.1 Note: Each value shown in the "Difference" column is computed by subtracting the Newport Bay Entrance elevation from the corresponding Dover Shores elevation. A positive value indicates that the tidal mean or extreme at Dover Shores lies above that at the Entrance. To support the design of the subtidal and intertidal habitat areas, long-term tidal means and extremes at the site can be estimated by adding the values in the "Difference" column of Table 1 to the corresponding long-term values for Newport Bay Entrance. The results are provided in Table 2, based on the tidal epoch 1960-78 for the means, and the period between 1955 and May 1992 for the extremes. ■ I. Mr. Rick Ware September 25, 1992 Page 9 Table 2. Estimated Long -Term Tidal Means and Extremes at Shellmaker Island Mitigation Site MLLW) t t TIDAL MEAN/EXTREME ELEVATION (FT. EXTREME HIGH WATER 8.0 MEAN HIGHER HIGH WATER 5.5 MEAN HIGH WATER 4.9 MEAN TIDE LEVEL 2.9 MEAN LOW WATER 0.9 • II MEAN LOWER LOW WATER 0.0 r - EXTREME LOW WATER -2.0 Tidal Currents Tidal currents were measured with a profiling current meter in the main channel of Upper Newport Bay adjacent to the Shellmaker Island mitigation site. As indicated in Figure 5, the measurements were obtained at two stations: (1) the green buoy located near the deepest part of the channel, at the end of the log boom intended to trap floating debris (hereafter referred to as "Site I"), and (2) the red buoy marking the eastern side of the navigable channel (hereafter "Site 2"). The measurements were obtained on May 29th, June 12th and 24th, and July 2nd, 1992, using a WeatherMeasure Model F581-B Current Meter. Based upon prior calibration, the minimum velocity threshold of the instrument is 0.05 ft/sec, and the accuracy is ±2% of the reading. i O i. \ r ` \ NOTE D CAUTION subject to frequent change. Charted from surveys of 1974-1977. 1 \` b.. \ / \ \\ ..•.Sum,, ,.�� 4Subm y 010 7 P M Sh 8 12 .4. . 10 12 c° 9 13 10 610 12 plies des 0 11 °10 10 i; rr 7 `�'"as RuM /r S'Runs r�r .•'r, V FIXED BROGE� QP 7 8 ,,•\\ , 10 7 SITE 1 11 Subm Pr/e 12 ..... 6h I to 10 9 o SubmpiI&7 Piles o5ubm Pile Sr3MS S/IIb 10 IO B 10 M 13 Subm PdesIIQMARK 3YM ..I...4 7 ` Ma 7 5 '� R 10 12 M9rkef Marken 9 8 9 Subm 9 �R•. .. 9 e W �€ , 1 10 Poes ubm pile 'i" •' 2 Ma 6 5 ; 7 SITE 2 36. BUOY � Area �uP 9gyMSh.� BPiliaa 8\11 9- ^� Swimming /trGd FIGURE 5. LOCATIONS OF CURRENT MEASUREMENT STATIONS. (NOS, 18754) ■ Mr. Rick Ware September 25, 1992 Page 11 The results for Sites 1 and 2 are presented in Table 3. With the exception of the initial measurements acquired at Site 1 on May 29th, all of the readings were obtained during periods of flood tides. Speeds were moderate, and tended to increase with distance above the channel bottom. The maximum values recorded were 1.7 ft/sec at Site 1 and 1.3 ft/sec at Site 2. Oppositely -directed currents in the water column, which might indicate strong stratification, were not observed. Although the current speeds measured during the study program are capable of transporting fine-grained sediment, they are not highly erosive. Higher speeds are likely to occur during ebb flows from MHHW to MLLW (which occurred at night during the study program, and therefore were not documented), and during winter flood flows. Conclusions The primary conclusions suggested by the study program are as follows: 1. Based on a comparison of tide gauge data acquired during a one -month period, the tidal regime at the Shellmaker Island mitigation site is similar to that at Newport Bay Entrance. The tidal amplitudes differ by negligible amounts, and the phase lag at the mitigation site is extremely small. 2. The current speeds measured during the study program were moderate, and were not indicative of a highly erosive hydraulic environment. The maximum speed recorded was 1.7 ft/sec. 3. The tidal elevation and tidal current data acquired during the study program appear to be compatible with the proposed Mitigation Plan. None of the findings indicate that the hydraulic environment in the vicinity is unsuitable for the planned restoration of sub- and intertidal habitat. We have appreciated the opportunity to be of service. Please contact us at your convenience if we can provide additional information, or answer any questions. 0 ■ t 0 r r a Mr. Rick Ware September 25, 1992 Page 12 Table 3. Measured Current Velocities Adjacent to Shellmaker Island Mitigation Site Ovivivam IN Notes: i Mr. Rick Ware September 25, 1992 Page 13 Very Truly Yours, Coastal Frontiers Corp. Craig B. Leidersdorf Principal f - CBL:hs Attachments: as stated r t ■ ATTACHMENT 1 FLO-TOTE MODEL 260 SPECIFICATIONS 0 r�] SPECIFICATIONS (Flo-ToteTM Model260 Open Channel Flowmeters) Velocity Measurement Method: Electromagnetic (Faraday principle) Range: —20 to +20 ft./sec. Accuracy ±2% of reading ± zero stability Zero Stability: ±0.05 ft./sec. Resolution:.025 ft./sec. Level Measurement Method: Submerged pressure transducer Range: 0 - 138 inches Accuracy: ±0.5% of reading ±0.25" over ±20°C Resolution: 0. 1 inch Over Range Protection: 2 X full scale Memory Size: Data Cycles: Storage ability greater than 10,000 data cycles for velocity and level. OPTION SPECIFICATIONS Flow Proportional Contact Closure Contact closes each time flow total exceeds a preset value. (Limit I closure per cycle) Minimum Value: I Gallon Maximum Value: 99,000,000 Gallons Contact Closure: I amp @ 28 volts, non inductive Closure Period: 100-300 milliseconds Extra Data Logging Channels Voltage Input Channels - (Qty. 4) Voltage Range: —5 volts to +5 volts Voltage Resolution: 2.5 mV Materials Pulse Input Channel - (Qty. 1) Sensor: Polyurethane exposed to flow Requires 3-15 VDC external pulse at max - Sensor Cable: 30 ft., polyurethane outer jacket imum rate not to exceed 4095 pulses per Sensor Mounting Hardware: Stainless Steel data cycle. Environmental — Operating Temperature Degree Range Electronics: 30°F to 112°F (-1°C to 45°C) Sensor: Normal operating temperature range 40OF to 111°F (4°C to 44`C) (Consult factory for higher temperature ranges) Portable Computers Computers utilizing MS/DOS are used to access Flo- Tote- Model 260 and can be customer supplied or obtained from Marsh-McBirney, Inc. Submersible and non -submersible portable computers also available. Power Requirements Six -volt internal (primary or rechargeable) battery Power Consumption: — 80 mA @ 6 volts. Housing Electronics Housing: Sealed, watertight PVC enclosure (meets NEMA 6P submersible) Length. 21.5"; Diameter. 5" Weight: Includes battery, sensor and 30 ft. of cable- 15 Ibs ; Without battery: 13 Ibs Note: The Flo -Tote' system capability when pur- chased with the flow proportional contact closure and extra data logging channel option consists of the follow- ing system specifications: Velocity: —20 to +20 fps, 0.01 fps resolution. Data Logging Channels: (4 voltage and I pulse) Voltage: —5 to +5 volt, 2.5 mV resolution. Pulse: 0 to 4095 pulses, I pulse resolution. Memory Size: (21000 cycles) active c anne s i.e., if three additional voltage channels are recorded, number of active channels =2+3=5. 2I000=5=4200 cycles. ■ • c • DATE-9 113 1 � L DATUM REFERENCE STATION NUMBER = c1 f l O., e-o STATION NAME Q!:!4 twb- nCv-, l-0.j,eov-,lW DATES DATUM(S) APPLIES TO: q�- FROM: TO EPOCH - ict 6 0 — tors' SUBTRACT 334 - FEET TO REFER VALUES TO MLLW. SUBTRACT 4,01 � FEET TO REFER VALUES TO MLW. SUBTRACT Q Si_FEET TO REFER VALUES TO XH iW. SUBTRACT Z 19 � FEET TO REFER VALUES TO M W. r SUBTRACT $•� 3_FEET TO REFER VALUES TO MTL. SUBTRACT S•9 FEET TO REFER VALUES, TO MSL. SUBTRACT 5.86 FEET TO REFER VALUES TO NGVD. MLLW - MEAN LOWER IOW WATER MLW = MEAN IOW WATER MHHW = MEAN HIGHER HIGH WATER MHW = MEAN HIGH WATER MTL = MEAN TIDE LEVEL MSL = MEAN SEA LEVEL NGVD - NATIONAL GEODETIC VERTICAL DATUM OF 1929 (FORMERLY THE SEA LEVEL DATUM OF 1929) ELEVATIONS ARE: ID# 10?, VERM 110 ✓ PRELIMINARY FINAL ■ • 5410580 NEWPORT BEACH CA JUN, 1992 HIGH LOW DA; TIME HEIGHT TIME HEIGHT �,8 7.11 3,4 2.17 20.6 10,07 14.3 5.53 2 10.7 7.12 4.0 2.06 21.4 9186 15.0 5.53 3 11.4 7.13 4,8 2,16 > 22.3 9.55 16.4 5.53 4 12,4 7.30 5.6 2,47 i 23.1 9.05 17.1 5.61 5 6.3 2,85 13.3 7,53 18.3 5.66 6 0.3 8.47 's 7.3 3.34 14,2 7,76 19.8 5,45 7 1.5 7,65 8.4 3.64 15,2 805 21.4 4.97 8 2,7 7.04 9.0 4.07 15.8 6.32 22.7 4.34 a n,6 6,8E 9.8 4,59 16.0 8,77 23,8 3.73 10 5.9 6.78 10,8 4.84 • 17,6 9.97 i MEANS FOR -UN it 1Q92 - jUN 30, 1792 L TUhA.'HOS ;NATIONAL OCEAN SERVICE TIDES, HIGH AND LOW WATERS (FEET; TM 1200 MD HIGH L OW HIGH L OW DAY TIME HEIGHT TIME HEIGHT GAY TIME 'E1GHT TIME HEIGHT 1l 7.0 6.76 0,8 3.09 21 6.8 3.99 18,2 9.09 i1.6 4,91 13.6 7.24 1Q.1 5.10 12 7,9 6,73 1.5 2.52 22 0,5 6.71 7.5 4,39 ? IS.? 9.20 12.4 5,11 > 14.9 7.40 21.2' 5.47 13 8.6 6.86 > 2,2 2.32 23 2,1 6.36 8,5 4.79 19.5 9,37 13,2 5.33 15,5 7.75 22.2 5,03 14 9,3 6.92 2.9 2.29 24 4,3 6.00 9.2 5,08 20.2 9,31 13.9 5,36 ` 16.2 8.07 23.8 4,33 15 9,8 6,84 ? 3.5 2,18 25 5.5 6.11 4.9 5.28 20.7 7.20 14.5 5,35 17.0 8,41 16 10.5 6,82 7 4.1 2.33 26 6.9 6.28 0,` 3.62 21,3 8.88 15.1 5,41 > 17.7 3.94 11'0 5.42 17 11.4 6.80 r 4.6 2.56 27 7.5 6.59 1.: 3,07 21.9 8.56 16.1 5,50 18.3 9.49 11,8 5.58 18 12,0 6.80 > 5.1 2,80 28 8.6 6.86 1.7 2,55 22.3 8.18 16.6 5.54 19.0 9.81 !2,5 5,53 19 12.4 6.94 > 5,4 3.25 29 8.9 6,98 2,_ 2.:8 23.3 7.02 17.2 5.73 19,8 10.03 !3.4 `•,3A 20 13.3 7.10 6.3 3.65 30 9.7 7.16 1,0 :,79 23.8 7.30 18,A 5.82 20,5 10.24 14,2 5.27 MHW 7,85 MTL-MSL 0.03 GT 5.75 MU 4,21 MHHW 8.82 (DRU TL 5.95 HSL 6.00 MLLW 3.01 (DRUTL-MSL -0.05 MN 3.65 DHQ 0.97 GMHWI 4,96 HRS MTL 6,03 DLO 1.13 GMLWI 10.99 HRS HIGHEST TIDE 10.24 20,5 HRS JUN 30, 1972 LOWEST TIDE I,7Q 3.0 HRS JUN 30, 1992 ARCHIVED TID EID YID START STOP SETTING CNST 6FT 92 6 25 257 257 255 +3 5 1 14 92 6 2 16 -1216 0 725 92 ,,, 257 257 255 92 6 2 16 92 7 3 13 -1216 0 606 L� nEY HIGHER HISV OWER LOW DATUM IS L COASTAL FRONTIERS Ref. CFC-231-92 September 29, 1992 Mr. Rick Ware Coastal Resources Management 2530 Redhill Avenue Santa Ana, CA 92705 SUBJECT: SHELLMAKER ISLAND MITIGATION PLAN DESIGN Dear Rick: This letter is intended to address your questions about current characteristics and sedimentation patterns in relation to the design of the Shellmaker Island Mitigation Project. The questions were raised in your letter of July 31, 1992, in which you also described two mitigation alternatives: • Plan A (Proposed Project): a semicircular channel through Shellmaker Island that opens into the main channel of Upper Newport Bay in two locations; and • Plan B (Alternative Project): a single channel into Shellmaker Island that widens into a basin, and includes a 36" diameter culvert between the main channel of Upper Newport Bay and the basin to aid in flushing the basin. • The comments which follow are based primarily upon our prior experience in estuarine environments, our on -going study of Upper Newport Bay for the U.S. Army Corps of Engineers, and the observations we made while collecting tidal elevation and tidal current data on your behalf this summer. We also utilized Drawings Cl-C4 (prepared by Cash & Associates Engineers and dated September 4, 1992) for information about Plan A, and the sketch you provided (dated July 29, 1992) for information about Plan B. Current Characteristics We anticipate that tidal currents will be axially -directed and of low magnitude for both channel configurations associated with the mitigation plans. In the case of Plan A, the differences in water surface elevations at the two entrances will be minuscule, causing water to flow into both entrances during periods of flood tide, and out of both during periods of ebb tide. An analogous situation is anticipated for Plan B, with water entering simultaneously through the entrance channel and the culvert during the flood tide, and exiting through both during the ebb tide. Coastal Frontiers Corporation 9424 Eton Avenue, Suite H Chatsworth, California 91311 (818) 341-8133 Fax (818) 341.4498 a • Mr. Rick Ware September 29, 1992 Page 2 To provide an accurate estimate of the flow patterns and current speeds in the mitigation channels, a numerical simulation of the tidal hydraulics would be required. We have developed a first order approximation of current speeds for Plan A, however, by applying the principle of continuity at the south entrance. In the interest of examining the conditions most likely to remove unwanted sediment from the channel, we considered the case of the maximum ebb flow which would develop when the water surface elevation decreased from Higher High Water to Lower Low Water during a period of spring rides. The maximum rate of water level decrease, and therefore the maximum ebb current, occurs near the middle of the ebb period when the water surface elevation is in the vicinity of Mean Tide Level (+2.9 ft, MLLW Datum, as indicated in our letter report of 25 September). Utilizing the data recorded at the Dover Shores tide gauge, we found that on June 29-30, when the spring tidal range was 8.3 ft, the water surface elevation decreased from +4 to +2 ft over a period of 1.13 hours. Based on an estimated channel capacity of 71,600 cubic ft between these elevations, an estimated cross -sectional area of 420 square ft at Station 2+00 for the mid -elevation of +3 ft, and assuming that the flow is divided equally between the north and south entrances, we computed a depth -averaged peak ebb current of only 0.04 ft/sec at Station 2+00. This value is significantly less than the threshold velocities which are necessary to transport fine-grained sediment in appreciable quantities. In addition, the tidal current speeds are expected to decrease as one moves north from Station 2+00 into the central portion of the mitigation channel. An analogous situation is expected in the northern half of the channel, with low current speeds at the entrance decreasing to near zero in the central portion. The implication of such low speeds is that tidal currents will not be effective in removing unwanted sediment which may accumulate in the channel or at either entrance. Grading Plan An obvious corollary to the conclusion reached in the preceding section is that the tidal currents in the channels associated with both mitigation alternatives will be of insufficient strength to cause significant erosion of the channel banks. Because the channels are narrow, and are located within the confines of the Upper Bay, we anticipate that the wave conditions also will be extremely mild. In consequence, we regard the potential for erosion as limited. Of greatest concern would be the steepest grades, which could experience • undercutting by wind waves during energetic storm events, or by currents during severe winter flood flows. The slopes would be most vulnerable before the vegetation in the 11 Mr. Rick Ware September 29, 1992 Page 3 salt marsh areas becomes established. Although we do not regard erosion as a significant threat to the success of the project, the risk of slumping and scarping can be reduced by avoiding steep inclinations. As a rough guideline, we suggest that grades steeper than 20% (1:5) be avoided in areas of sandy, cohesionless soils. With respect to sedimentation, we believe that the channel configurations of Plans A and Plan B may be subject to long-term sediment accumulation. Because this phenomenon will not be significantly affected by the grading plan adopted, it will be addressed separately in the section which follows. A final comment on the grading scheme for Plan A shown in Drawings C2-C4: many of the proposed channel cross -sections contain numerous changes in grade over relatively short distances. If these are not required for biological reasons, we suggest that the number of such changes be reduced. Our motivation is two -fold: • The bid costs for compound slopes will be higher, in anticipation of more extensive survey requirements and increased grading time; and • Once construction is underway, the more complex slopes will probably be simplified anyway. Long -Term Sedimentation Of the potential threats to the success of the mitigation project addressed in this letter, we believe that long-term sediment accumulation is the most significant. Our concern arises from the conclusion that tidal currents will be ineffective in removing any sediment that may be deposited in the mitigation channel or at its entrance(s). Agents capable of causing such deposition include sediment -laden flows from the San Diego Creek watershed, which could bring suspended material into the mitigation channel (particularly during periods of winter storm runoff), and shoals migrating along the main channel, which could clog the mitigation channel entrance(s). In your letter, you described the occurrence of shoaling on the west side of Shellmaker Island, and John Wolter's belief that the shoal may be affecting the existing Dept. of Fish and Game Channel that bisects the island. When contacted in this regard, Mr. P. Miller of the dredging contractor Shellmaker, Inc. expressed a similar opinion: that the existing channel already has experienced substantial shoaling. Mr. Rick Ware September 29, 1992 Page 4 If large-scale sediment accumulation continues to occur adjacent to Shellmaker Island, it is likely that the proposed mitigation channel will experience shoaling at its entrance(s) in a manner similar to that occurring at the F&G channel. The only practical remedy that we envision is periodic maintenance dredging. Because dredging of small quantities is routinely undertaken in Newport Bay, suitable equipment already exists, and costs will be moderate. When questioned in this regard, Shellmaker estimated $8.50/cubic yard (in 1992 Dollars) if the material can be disposed of locally, and $20/cubic yard if offshore disposal is required. Unfortunately, we are not in the possession of sufficient historical bathymetric data to estimate the frequency with which maintenance dredging might be required, nor the quantities involved. If you require such information, one possible approach would be to survey the existing configuration of the F&G channel and then compare the results with the as -built configuration to derive a rate of in -filling. We hope that the foregoing information proves helpful in refining your mitigation plan design. Please call if we can be of further assistance. Sincerely, Coastal Frontiers Corp. U �l Craig B. Leidersdorf Principal CBL:hs APPENDIX 3 AMPHIBIAN AND REPTILE SURVEY Prepared by:. Michael Fuller, Consulting Biologist ■ 0 Michael M. Fuller Biological Assessments 0 Resource Planning + Herpetological Surveys July 22, 1992 Mr. Rick Ware f Coastal Resources Management 2530 Red Hill Avenue Santa Ana, California 92705 SUBJECT: Shellmaker Island Mitigation Project, Survey for Sensitive Reptiles. Job No. 920010. Location: Shellmaker Island, within the Newport back bay, Newport Beach, California. • Dear Rick, The following letter reports the findings of a survey for sensitive reptiles conducted on t Shellmaker Island. The survey was conducted exclusively for reptiles, and was not intended as a general biological assessment of the study area. Table 1, on the following page, is a list of the reptiles that include the study area within their ranges, and that may be present in the vicinity. The project site was evaluated for the potential presence of the San Diego horned lizard and other sensitive reptile species that occur in the region. SITE LOCATION The area surveyed (hereafter referred to as the study area), included the southern 1/4 of Shellmaker Island, which is located within the south-central part of the Newport bay, approximately 1/2 mile north of Pacific Coast Highway. The survey was conducted chiefly within the boundaries of the site of a habitat restoration project that has been proposed for mitigation for the Castaway's Marina project in a separate part of the bay. In addition to the restoration site, the habitats within 50 meters of the site boundaries were also examined. 0 210•M S. Highland Avenue, Placentia, California 92670 I Michael M. Fuller Shelhnaker Island Report July 22,1992 Page 2 TABLE 11 SENSITIVE REPTILE SPECIES POTENTIALLY PRESENT IN SOUTH COASTAL ORANGE COUNTY, CALIFORNIA SPECIES SENSITIVITY POTENTIAL LEVEL IN VICINITY silvery legless lizard SSC High coastal western whiptail C2 High orange-throatedwhiptail C2, SSC High Coronadoskink C2 Moderate San Diego homed lizard C2, SSC High San Diego ringneck snake C2 High coastal rosy boa C2 Low coast patch -nosed snake C2 Moderate red-diamondrattiesnake C2 Moderate to High SITE CHARACTERIZATION The study area is composed of a small hillock that is surrounded by the Newport bay salt marsh. The central part of the hillock is raised above the marsh, and supports dry, terrestrial vegetation; the edges of the site are in plane with the marsh, and contain moist, wetland vegetation. The vegetation communities of the study area include salt marsh vegetation, salt -tolerant terrestrial vegetation, and a elements of freshwater riparian vegetation. The salt marsh vegetation is composed mainly of pickle weed (Salicornia spp.), cordgrass (Spartina foliosa), alkali heath (Frankenia grandi}lora), and sea-blite (Suaeda californica). Salt tolerant terrestrial vegetation include salt grass (Distichlis spicata), sea fig (Carpobrotus sp.), and quail bush (Atriplex lentiformis). Freshwater riparian vegetation is limited to a few mule fat plants (Baccharis salicifolia) and one arroyo willow tree (Salix lasiolepis). In addition to the above species, the I Legend: C2= Category 2 federal candidate for listing as threatened or endangered. SSC= California Species of Special Concern. 0 210-M S. Highland Avenue, Placentia, California 92670 ■ • Michael M. Fuller Shellmaker Island Report July 22,1992 Page 3 study area supports several myoporum trees (Myoporum laetum). The soils of the central part of the study area are white to light brown and very sandy. There is a soil transition zone between the marsh proper and higher parts of the site that contains brown sandy loam. Dark brown soils occur within the wet parts of the marsh, and mudflats are present at the waters edge in a few locations. A short, paved road exists just north of the northern boundary of the restoration site. SURVEY METHODS The potential for common and sensitive reptiles within the study area was determined through field reconnaissance supplemented with existing documentation of the biological resources of the project area. The study area was examined in the field to determine the potential of the . habitats present to support common and sensitive species. Reptiles identified in the field by sight, or diagnostic sign (tracks, scat, burrows, or shed skins), are cited according to the nomenclature of Jennings (1983). The geographical ranges of species addressed in this report are according to Smith (1946), Stebbins (1985), Society for the Study of Amphibians and Reptiles (Catalogue of American Amphibians and Reptiles; several authors, 1988), and Zeiner et al. (1990). Sources used for the determination of sensitive species are the U.S. Fish and Wildlife Service (USFWS) (1991) and California Department of Fish and Game (CDFG). Additional reference texts and publications used to evaluate the potential for sensitive species within the study area are cited where referenced, and full citations are provided in the References section of this report. Because of the brief period of the survey (approximately 3 hours), trapping studies were not conducted. Trapping is generally the most effective means of censusing for reptiles (Cooperrider, et al. 1986). The following description of the species present is based largely on the character and composition of the habitats present, and on the documented habitat utilization of reptiles in the region. Although many nocturnal and secretive species may have evaded detection, the survey methods were sufficient to estimate which species of reptile are present. 0 210•M S. Highland Avenue, Placentia, California 92670 ■ I. • Michael M.Fuller Shellmaker Island Report July 22,1992 ` Page 4 The study area was examined in the field by Michael M. Fuller on July 13, 1992. During the survey, Mr. Fuller was accompanied by Mr. Rick Ware of Coastal Resources Management. The natural communities within the study area were sampled on foot using wandering transects that included all of the communities present. Approximately 90% of the study area was examined on foot. Areas that offered the greatest potential to support sensitive species or habitats were carefully examined. The weather conditions during the survey ranged from overcast to partly cloudy. Air temperatures ranged from 25.0° Celsius (77.0° Fahrenheit) to 260 C (78.80 F). Soil temperatures ranged from 27.00 C (80.60 F) to 35.00 C (95.0° F). Temperatures were recorded using a Schultheiss thin -bulb thermometer. Survey methods included searching for active lizards and snakes, and their diagnostic sign by visually scanning potential basking spots (open, sunny areas, logs, and tree trunks), and cover (shaded places, mammal burrows, and surface debris). Because many species use the burrows of small mammals for cover, the entrances to the burrows of the California ground squirrel • (Spermophilus beecheyi) were carefully examined. Surface litter was also examined for resting and hiding reptiles by turning rocks, boards, and other debris, and by sifting through leaf litter. The road present near the northern boundary of the site was walked while searching for reptiles basking at the edges of vegetation. Binoculars were used to examine parts of the road well ahead of the observer to avoid missing wary individuals. Species observed were identified in the field. Prey species that have been identified as important elements of the diet of sensitive species were recorded as encountered. Because the San Diego horned lizard (Phrynosoma coronatum blainvillei) often occurs in the close vicinity of harvester ant colonies, the tumuli (mounds of seed chafe and soil) of harvester ant colonies were carefully examined for horned lizards and their scats. RESULTS No federally or state -listed threatened or endangered species of lizard or snake was located within the study area. Table 2 lists the potential for sensitive species on the site, based on the survey. • 210•M S. Highland Avenue, Placentia, California 92670 ■ . Michael M. Fuller Shelhnaker Island Report July 22,1992 Page 5 TABLE 21 SENSITIVE SPECIES POTENTIALLY PRESENT f SPECIES SENSITIVITY POTENTIAL t LEVEL AT STUDY AREA silvery legless lizard SSC High coastal western whiptail C2 Very Low orange -throated whiptail C2, SSC Very Low Coronadoskink C2 VeryLow San Diego homed lizard C2, SSC Very Low San Diego ringneck snake C2 VeryLow I coastal rosy boa C2 None coast patch -nosed snake C2 Very Low red-diamondrattlesnake C2 VeryLow The study area contains suitable habitat characteristics for a number of common and sensitive r reptile species; however, because the site is surrounded by unsuitable habitat (salt marsh and water channels), the potential for most of these species is very low. A road way to the mainland provided access in the past, and a few terrestrial species are present. But a water channel now blocks access across the road, except at very low tides. The terrestrial parts of the island are too small to support more than a few species of reptiles. Two species were encountered during the survey: the side -blotched lizard (Uta stansburiana) and western fence lizard (Sceloporus occidentalis). These lizards are common in the region (Stebbins 1985). f The most abundant reptile within the study area is the side -blotched lizard, and this species is present in a relatively high density. Several recently hatched juveniles were observed, indicating successful reproduction within the study area. The population of side -blotched lizards appears to be cut off from mainland populations by the salt marsh and water channels of the back bay. It may eventually decline as a result of the adverse effects of inbreeding, such as genetic 1 Legend: C2 = Category 2 federal candidate for listing as threatened or endangered. SSC= California Species of Special Concern. 0 210-M S. Highland Avenue, Placentia, California 92670 . Michael M. Fuller Shelhnaker Island Report July 22,1992 ` Page 6 homogeneity, which increases vulnerability to disease. However, the potential loss of this species from the island due to inbreeding is not expected to occur for many years. Several adult fence lizards were observed in a clump of myoporum trees, and at the willow that is present just outside the mitigation site boundaries. This small population of fence lizards may also be doomed as a result of isolation from the mainland populations. This species is larger than the side -blotched lizard, and less incumbered by dense vegetation, such as the marshland. Individual fence lizards may be more likely to cross the marsh occasionally, supplying the island population with new genetic stock. However, the population is small and vulnerable to stochastic events, such as severe winter storms, that may eventually eliminate it from the island. i SENSITIVE SPECIES Evidence for one sensitive species, the silvery legless lizard (Anniella pulchra pulchra) is • present on the site, but this species was not directly observed. The silvery legless lizard is a California Species of Special Concern (CDFG 1991). Species of Concern is an informal designation of the CDFG that includes taxa considered to warrant monitoring, generally due to r population declines or habitat reduction. Small, serpentine trails were found in the sand at the base of some shrubs, and under surface debris, that may have been made by legless lizards. Should the species be present, the proposed restoration project would potentially remove a portion of the occupied habitat. As with the above lizards, the silvery legless lizard population on the island, if present, would also be isolated from mainland populations, and probably doomed to eventual extirpation from the island. This species is expected to be present in the terrestrial and dune -like habitats of the hills and coastal lands of the surrounding area, and the loss of a portion of occupied habitat from Shellmaker Island would not be significant. The prey of the San Diego horned lizard was located on the site, and the soils and vegetation are suitable for this species. The San Diego horned lizard is a state Species of Special Concern (CDFG 1991) and a Category 2 federal candidate for listing as threatened or endangered (USFWS 1991). Category 2 candidates include taxa that are in decline, and are being monitored by the USFWS for possible inclusion on the federal list of threatened or endangered species. - The diet of the horned lizard is composed of a variety of insects, but it typically contains a high percentage of harvester ants (Pogonomyrmex spp. and Messor spp.) (Pianka 1986). The • 210-M S. Highland Avenue, Placentia, California 92670 11 • Michael M. Fuller Shellinaker Island Report July 22,1992 Page 7 California harvester ant (Pogonomyrmex californicus) is abundant within the study area. However, no evidence of the horned lizard was found. The scats of the homed lizard are distinctive, and if this species is present, its scats would likely have been observed. For comparison, the smaller scats of the side -blotched lizard were found throughout the site. Therefore, the horned lizard is not expected to be present on Shellmaker Island. The prey of the orange -throated whiptail (Cnemidophorus hyperythrus) was also located on the site. This species feeds heavily on the western subterranean termite (Reticulitermes hesperus) (Bostic 1966), which were found under surface debris in several places. The orange - throated whiptail generally maintains larger home territories (as high as 0.1 acre) (Bostic 1965) than the side -blotched lizard and fence lizard. The terrestrial resources of Shellmaker Island are probably insufficient to support a population of the orange -throated whiptail, and the island is isolated from mainland populations of this species. This species also leaves distinctive scats, which were not located. No whiptails were observed, and this species is not expected to be • present. The isolation of the study area from the mainland is expected to prevent the present occurrence r and future establishment of the other sensitive reptiles present in the vicinity. Although records exist for the coastal western whiptail (Cnemidophorus tigris multiscutatus), Coronado skink (Eumeces skilionianus interparietalis) (Tanner 1988), San Diego ringneck snake (Diadophis punctatus similis), coastal rosy boa (Lichanura trivirgata roseofusca), coast patch -nosed snake (Salvadora hexalepis virgultea), and red -diamond rattlesnake (Crotalus ruber ruber) from the general vicinity (Southern Orange County) (Stebbins 1985), these species are expected to be r absent from the study area. The salt marsh and salt water channels that surround the island, and the insufficient amount of habitat present that is suitable for these reptiles, is expected to preclude the establishment of populations of these species on Shellmaker Island. OTHER SPECIES OF NOTE OBSERVED The remains of a sea gull (Larus sp.) were found within the study area. This bird appeared to have been killed, or at least devoured, by a predator. Predators common in the area include the - red fox (Vulpes vulpes), coyote (Canis latrans), and dog (Canis familiaris). These canines could easily cross the salt marsh to access the island, and the presence of these species would be a 210-M S. Highland Avenue, Placentia, California 92670 ■ • Michael M. Fuller Shellmaker Island Report July 22, 1992 Page 8 threat to nesting birds. This may effect the success of the mitigation effort. Foxes are highly destructive; coyotes less can be destructive, but to a lesser degree. In addition, the presence of coyotes has been shown to reduce fox populations, and therefore low numbers of coyotes may be valuable within bird preserves. Efforts to trap and remove any foxes that are using the island are recommended. During the survey, several tiger beetles were observed within the study area. Sensitive tiger beetle species have been recorded from the salt marshes of Southern California: the oblivious tiger beetle (Cicindela latesignata oblivioua), greenest tiger beetle (Cicindela tranquebarica viridissima), barrier beach tiger beetle (Cicindela hirticollis gravida), Gabb's tiger beetle (Cicindela gabbi), and sandy beach tiger beetle (Cicindela latesignata latesignata) (CDFG 1991; 1 USFWS 1991). These tiger beetles are Category 2 federal candidates, or are considered sensitive by the CDFG. Surveys of the marshes of the region conducted within the last 10 years have failed to locate several of these species, which may be extinct (B. Hams, pers. comm. • 1992). Tiger beetles are predaceous and feed on other insects. Adults are quick fliers and can also run down their prey. They stalk insects in open sandy areas and on mud flats. Tiger beetle larvae ambush passing insects from small burrows made in moist sand or mud. The identity of the tiger beetles on Shellmaker Island was not determined during the survey, but they did not appear to be any of the above sensitive species. They were observed with binoculars, and there were 3, perhaps 4, color varieties present. Two of the species resembled Cicindela oregona and Cicindela punctulata, which are not considered sensitive. The tiger beetles were observed on the mud flats within the mitigation site, and at the edges of, and on, the road just north of the mitigation site. A focused survey of the tiger beetles on the island is recommended to determine if any sensitive species are present. Because the proposed restoration plan would increase the amount of mud flats available on the island, the project would improve the island for these insects. CITED Bostic, D.L. 1965. Home Range of the Teiid Lizard, Cnemidophorus hyperythrus beldingi. Southwest. Nat. 10: pp 278-281. 0 210-M S. Highland Avenue, Placentia, California 92670 ■ • Michael M.Fuller Shellmaker Island Report July 22,1992 Page 9 ........ 1966. Food and Feeding Behavior of the Teiid Lizard, Cnemidophorus hyperythrus beldingi. Herpetologica 22: pp 23-31. CDFG 1991. Special Animals. List of Federally and State -Listed Threatened and Endangered Species, Species of Special Concern, and Otherwise Sensitive Species. August 1991. Cooperrider, A.Y., R.J. Boyd, and H.R. Stuart, eds. 1986. Inventory and Monitoring of Wildlife Habitat. U.S. Dept. Inter., Bur. Land Manage. Service Center. Denver, Co. xviii. Hams, Brian. 1992 personal communication. Collections Manager, Entomology Division, Natural History Museum of Los Angeles County, Los Angeles, California. Jennings, M. R. 1983. "An Annotated Check List of the Amphibians and Reptiles of California." California Fish and Came 69(3):151-171. ----------- 1988. Species account for the coast homed lizard (Phrynosoma coronatum), in Catalogue of American • Amphibians Reptiles. Society for the Study of Amphibians and Reptiles, Ohio University, Athens, OH. Pianka, E.R. 1986. Ecology and Natural History of Desert Lizards. Princeton University Press, Princeton, New Jersey. Smith, H.M. 1946. Handbook of Lizards. Comstock Publishing Co., Ithaca, New York. Stebbins, R.C. 1985. A Field Guide to We -stem Reptiles and Amphibians. Houghton Mifflin Company, Boston, Massachusetts. Tanner, W.W. 1988. Species account of the western skink (Eumecesskiltonianus). In Catalogue of American Amphibians and Reand Re un 'l.L 447.1- 447A. Society for the Study of Amphibians and Reptiles, Ohio University, Athens, OH. U.S. Fish and Wildlife Service (USFWS). 1991. "Endangered and Threatened Wildlife and Plants; Animal Candidate Review for Listing as Endangered or Threatened Species." Part VIII. Depart Inter., Fish and Wildlife Service. Federal Register 50 CFR Part 17. November 21. Notice of review. _ 2.einer, D.C., W.F. Laudenslayer, Jr., and K. E. Mayer. 1990. California's Wildlife Vol I. Amphibians and Reptiles. State of California Resources Agency, Department of Fish and Game, Sacramento, California. • 210-M S. Highland Avenue, Placentia, California 92670 ■ • Michael M. Fuller Shelhnaker Island Report July 22,1992 Page 10 I enjoyed working with you, Rick, and look forward to future projects with you. Should you have any questions regarding the content of this letter report, please do not hesitate to call me at (714) 572-6442. Sincerely, Michael M. Fuller n U 0 210•M S. Highland Avenue, Placentia, California 92670 CASTAWAYS MARINA REPORT OF SOIL CHARACTERIZATION STUDY SHELLMAKER ISLAND NEWPORT BEACH, CALIFORNIA Il • 0 LEIGHTON AND ASSOCIATES, INC. Geotechnieal and Environmental Engineering Consultants REPORT OF SOIL CHARACTERIZATION STUDY SHELLMAKER ISLAND NEWPORT BEACH, CALIFORNIA July 20, 1992 Project No. 40920439-01 Prepared for: CASH AND ASSOCIATES ENGINEERS P.O. Box 38 Long Beach, California 90801 2121 ALTON PARKWAY, IRVINE, CALIFORNIA U.S.A. 92714 Telex 249208 LAGEO UR (714) 250-1421� (714) 250-1114 9 • 9 u LEIGHTON AND INC. Geotechnical and Environmental Engineering Consultants July 20, 1992 Project No. 40920439-01 To: Cash and Associates Engineers P.O. Box 38 Long Beach, California 90801 Attention: Mr. Randy Mason Subject: Report of Soil Characterization Study, Shelimaker Island, Newport Beach, California Leighton and Associates, Inc. (Leighton) is pleased to submit this report of a soil characterization study according to Title 22, California Code of Regulations (CCR), for a portion of Shellmaker Island, located along the main channel of the Upper Newport Bay in Newport Beach, California. If you have any questions regarding this report, please do not hesitate to contact Ms. Cindy Friedeck at (714) 250-1421. We appreciate this opportunity to be of service to Cash and Associates. Respectfully Submitted, LEIGHTON AND ASSOCIATES, INC. Cindy FriedecY Project Manager Environmental Services Division CJF/GCC/kb Distribution: (5) Addressee 2121 ALTON PARKWAY, IRVINE, CALIFORNIA U.S.A. 92714 Telex 249208 LAGEO UR Gene C. Carpenter, R.G., Ph:I3. Director, Remedial Investigations Environmental Services Division (714) 250-1421� (714) 250-1114 ■ • 40920439-01 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION.................................................... 1 1.1 Site Description and Background ....................................... 1 1.2 Scope of Work ..................................................... 1 2.0 SITE GEOLOGY ...................................................... 3 3.0 FIELD INVESTIGATION .............................................. 4 3.1 Hand Auger Borings/Soil Sampling ...................................... 4 3.2 Hand Auger Borings/Subsurface Geology Assessment .:...................... 4 4.0 LABORATORY ANALYSIS AND RESULTS ............................... 5 4.1 Summary of Chemical Testing Performed ................................. 5 4.2 Results of Chemical Testing ........................................... 5 • 5.0 FINDINGS AND CONCLUSIONS ........................................ 7 5.1 Findings and Conclusions ............................................. 7 5.2 Recommendations.................................................. 8 Appendices Appendix A - References Appendix B - Borehole Logs Appendix C - Laboratory Reports and Chain -of -Custody Records -i- ■ 0 TABLE OF CONTENTS (Continued) LIST OF TABLES AND ILLUSTRATIONS Table 40920439-01 Table 1 - Summary of SoilSample Chemical Analyses ................... Rear of Text Figure Figure 1 - Site Location Map ....................................... Rear of Text Plate Plate i 0 0 ■ 11 40920439-01 1.0 INTRODUCTION 1.1 Site Description and Background The subject site is located on the south end of Shellmaker Island, within the backbay of Newport Harbor, approximately 500 feet west-northwest of the intersection of Backbay Drive and Shellmaker Road in Newport Beach, California. The island is bordered to the north and west by mudflats and the main channel of the Upper Newport Bay, to the east by a salt marsh and a man-made tidal channel, and to the south by a tidal channel, salt marsh and California Fish and Game Headquarters. The site is located at the southern boundary of the Upper Newport Bay Ecological Reserve. Historically, the island was naturally occurring salt marsh, mudflats and shallow subtidal habitats. However for many years the island was used as a disposal site for dredge material and staging area for Upper Newport Bay dredge operations. Consequently, portions of the salt marsh, mudflats and shallow subtidal habitats were eliminated and transformed into non -tidal sandy areas. Future plans for the site include restoration to include creating a fishery habitat by excavating a subtidal channel through the existing subject area, and recontouring the island's upland elevations around the proposed tidal channel to create intertidal mudflats, a salt marsh, and an upland buffer around the eastern boundary of the area. The purpose of this investigation was to assess, through chemical analyses of collected soil samples, if the dredge soil deposited on the island, or native soil within the proposed intertidal channel are a hazardous waste. 1.2 Scope of Work The scope of work performed as part of this investigation included: • Preparation of a site specific Health and Safety Plan • Drill a total of three hand auger borings and collect soil samples • Chemical analyses of soil samples collected 40920439-01 40 • Drill an additional fifteen (15) hand auger borings to define the subsurface geology near the southern central portion of the subject site • Preparation of this report including our findings and conclusions is -2- 0 a 40920439-01 0 2.0 SITE GEOLOGY Surface soil consist of Holocene aged alluvium sands and silty sands (CDMG, 1976). Onsite soils encountered during the site investigation included well graded to poorly graded sands and silty sands with abundant shell fragments. The dredge material sands are a light grayish brown in color. The underlying sands associated with the island prior to the deposit of the dredge material are a medium to dark grayish black in color, and are indicative of an unoxidized environment. Two strands of the Newport -Inglewood fault are tentatively mapped within a couple hundred feet north of the subject area and bisect the northern portion of the island (CDMG, 1976). The Holocene aged alluvium on the southern end of Shellmaker Island overlays Tertiary aged San Onofre Breccia, which is defined as a nonmarine gray, reddish brown, brown, whitish gray or yellowish tan breccia with interbedded conglomerate, sandstone, siltstone, mudstone and minor diatomaceous shale and tuff that is massive to crudely bedded and moderately well -indurated with some calcite cement. This unit is generally difficult to excavate, and when excavated will become cobble gravels or sandy gravels. The unit has moderately low to low permeability and porosity (CDMG, 1976). 0 -3- • • 40920439-01 3.0 FIELD INVESTIGATION 3.1 Hand Auger Borings/Soil Sampling A total of two hand auger borings were drilled and sampled on June 3, 1992. Boring B-1 was located near the southern end of the subject area and boring B-2 was located near the northwestern portion of the subject area. Soil samples were collected from boring B-1 at 5 feet below surface grade (bsg) and from boring B-2 at 5 and 10 feet bg. Drilling was halted on boring B-1 when a hard chert was encountered at about 6 feet bgs. Drilling was halted on boring B-2 when saturated, flowing sands were encountered at 12 feet bgs. One additional soil boring (boring B-5) was drilled and sampled on June 6, 1992, Boring B-5 was located off the southwestern corner of the island in the mudflats. This boring location is near the center of the proposed intertidal channel. A soil sample was collected from boring B-5 at 3 feet bgs. Drilling was halted in boring B-5 at 3 feet bgs because of saturated, flowing sands. 3.2 Hand Auger Borings/Subsurface Geology Assessment Based on the chert encountered in boring B-1 at about 6 feet bgs, two additional hand auger • borings (B-3 and B-4) were drilled on June 3, 1992 to generally ascertain the nature and lateral extent of the chert. This chert was encountered in boring B-3 at approximately 7 feet bgs, and was found to underlay about 2 inches of Calcite. Boring B-3 was located approximately 50 feet northeast of boring B-1. Given the location of the island in relation to several strands of the Newport -Inglewood fault, and the fact that calcite is sometimes associated with fault zones, we were unsure whether the chert encountered in borings B-1 and B-3 were an anomaly (i.e. a large boulder) or were on the southern portion of a strand of the Newport -Inglewood fault, and therefore constituted a continuous formation across the southern end of the island. Mr. Rick Ware, Marine Biologist with Coastal Resources Management requested that the lateral extent of this chert be defined as its existence in the vicinity of the proposed intertidal channel would cause difficulties. After verbal approval from Mr. Randy Mason with Cash and Associates Engineers, Leighton drilled an additional thirteen hand auger borings (borings B-6 through B-18) on June 6, 1992 to define the lateral extent of the chert. The chert was only encountered in boring B-8 at a depth of about 6 feet bgs. The remainder of the hand auger borings define a circle around borings B-1, B-3 and B-8, and were each drilled to about 10 to 12 feet bgs where ground water was encountered. 0 I • 40920439-01 4.0 LABORATORY ANALYSIS AND RESULTS 4.1 Summary of Chemical Testing Performed A total of three soil samples were submitted to Orange Coast Laboratory, a California Department of Health Services (DHS) certified laboratory for selected chemical analyses. The samples collected from 5 feet bgs in borings B-1 and B-5 were each submitted for discrete sampling. The samples collected from 5 and 10 feet bgs in boring B-2 were composited by the laboratory, and the composite sample was analyzed. California Code of Regulations (CCR), Title 22, indicates that a material is considered hazardous based on specific criteria, including persistent and bioaccumulative toxic substances (heavy metals), reactivity, pH, ignitability, and toxicity. In order to declassify the dredge material on the island as a hazardous material, the following tests were performed on the soils: • Total Threshold Limit Concentrations (TTLC) for heavy metals according to California Code of Regulations (CCR), Title 22, Section 66261.24 • Corrosivity (pH) according to CCR, Title 22, Section 66261.22 • Reactivity (Cyanide and Sulfide), according to CCR, Title 22, Section 66261.23 • • Ignitability (Flashpoint), according to CCR, Title 22, Section 66261.21 • Toxicity (Fish Bioassay), according to CCR, Title 22, Section 66261.24 In addition, the following chemical tests were performed to further define the soils as non- hazardous based on the storage and use of petroleum motor oils and fuels in and around the bay area: • Volatile Organic Compounds (VOC) by EPA Test Method 8270 • Total Recoverable Petroleum Hydrocarbons by EPA Test Method 418.1 4.2 Results of Chemical Testinc The chemical analyses for VOCs, TRPH, and Reactivity (Cyanide and Sulfide) resulted in concentrations at or below the laboratory's detection limits. -5- • a 40920439-01 n U The pH for the three samples were reported at 8.3 (sample B-1-5'), 8.1 (sample B-2), and 7.6 (sample B-5-3') CCR, Title 22, Section 66261.21 indicates that a material is hazardous if the pH is lower than 2.0 or higher than 12.5. The flashpoint for each sample was reported at greater than 60 degrees Centigrade (140 degrees Fahrenheit). CCR, Title 22, Section 66261.21 indicates that a material is hazardous if the flashpoint is less than or equal to 60 degrees Centigrade (140 degrees Fahrenheit). The 96-hour aquatic fish bioassay test, using flathead minnows, indicated that the toxicity for each sample was at a LC50 greater than 750 mg/l. LC50, or Lethal Concentration 50, is the concentration at which 50 percent or more of the test subjects are expected to die. CCR, Title 22, Section 66261.24 indicates that a material is hazardous if the acute aquatic 96-hour LC50 is less than 500 mg/l. Concentrations of Barium, Chromium, Copper, Nickel, Vanadium and/or Zinc (persistent and bioaccumulative toxic substances, or heavy metals) were reported in each of the soil samples. However, each of the concentrations reported were below the Total Threshold Concentration Limits (TTLC) listed in CCR, Title 22, Section 66261.24 indicating that these concentrations are not high enough to warrant categorizing these soil samples as hazardous. • -6- • 1 • 40920439-01 5.0 FINDINGS AND CONCLUSIONS 5.1 Findings and Conclusions Based on the data collected during this field investigation, the following findings and conclusions are provided. • The island contains a maximum of about 10 to 12 feet in thickness of deposited dredge material. This dredge material consists of poorly graded to well graded sands and silty sands with abundant shell fragments. The original island was identified in soil borings by medium to dark grayish black unoxidized sands. • Chemical testing of the soil samples collected from deposited dredge material and from within the proposed intertidal channel indicate that the soil samples are not considered a hazardous waste under California State Law based on the parameters of Reactivity, Ignitability, Corrosivity and Toxicity. • Chemical testing of the soil samples for Total Petroleum Hydrocarbons and Volatile Organic Compounds also indicated that the soils are not contaminated with petroleum waste products that might be associated with the storage or use of these products in the bay area. • • A hard chert encountered at about 6 to 7 feet bgs in three of the hand auger borings near the south side of the island has been confirmed, by the drilling of additional hand auger borings, to be limited to a maximum area of about 70 feet in diameter. Given the lack of additional subsurface data about this chert, two possibilities exist for this rock: 1. The chert could be a small area of in -place San Onofre Breccia that is higher in elevation on this portion of the island. 2. This chert could be a localized area of cobble or sandy gravels of the San Onofre Breccia or some other similar formation from the Newport Bay area that has been dredged from another area of the bay and deposited on this portion of the island. Given the fact that the San Onofre Breccia easily breaks into cobble or sandy gravel when excavated, this is probably not one large boulder. In addition, a single boulder of this size would weigh approximately 1,800 tons, which is too large for most dredging operations to handle. -7- • a 40920439-01 • 5.2 Recommendations If Cash and Associates or Coastal Resources Management would like to definitively ascertain the nature of the chert on the southern portion of the island (i.e., in -place bedrock or an area of deposited cobbly or sandy gravel), we recommend digging a trench or pit with a backhoe. A trench or pit would also provide a better estimate of the lateral boundaries of this area. • -8- • 409*01 W Table 1 SUMMARY OF SOIL SAMPLE CHEMICAL ANALYSES Shellmaker Island, Newport Beach Heavy Metals (TTLC) Corrosivity Reactivity Ignitability Toxicity Sample Barium Chromium Copper Nickel Vanadium Zinc TRPH pH Cyanide Sulfide Flashpoint Fish Bioassay VOC ID (me/kg) (mgJkg) (me/kg) imfJrk4i m (mg1kS) me — i�ke . (mglkg) (Centigrade) (me/I) (ue/kg) B-1-5' 9.0 1.6 5.7 1.2 2.4 8.0 ND 8.3 ND ND >60 >750 ND (Allparameters) B-2 9.0 2.2 3.7 2.6 3.1 7.0 ND 8.1 ND ND >60 >750 ND (All parameters) (Composite) B-5-3' 10 3.4 28 ND 3.0 15 ND 7.6 ND ND >60 >750 ND (All parameters) CCR LimiW,000 2,500 2,500 2,000 2,400 5,000 N/A <2.5 or >12.0 N/A Detection 0.1 0.05 0.1 0.5 5.0 0.1 8.0 N/A 0.02 0.1 26-60 NA see tab Report Limit Heavy Metals - Total Threshold Limit Concentrations for Heavy Metals, testing according to California Code of Regulations (CCR), Title 22, Section 66261.24 T-1 a • 40920#9-01 TRPH - Total Recoverable Petroleum Hydrocarbons by EPA Test Method 418.1 Corrosivity - Testing according to California Code of Regulations, Title 22, Section 66261.22 Reactivity - Testing according to California Code of Regulations, Title 22, Section 66261.23 Ignitability - Testing according to California Code of Regulations, Title 22, Section 66261.21 Toxicity - Testing according to California Code of Regulations, Title 22, Section 66261.24 VOC - Volatile Organic Compounds by EPA Test Method 8270 ND - Concentrations not detected at or above the laboratory's detection limit N/A - Not Applicable T-2 1 �r r K w gal: w ` /I f \ '�/ `. ✓,J.S\ ` n � �� ;. ,?' I/�/ O \g \ �;� _ /� hS �o �"/fit �? sA i •° 'The' r /L r (.;Jll� �Pr, G I 0�2/ AQ 's �/ }yy�,� �1j i •• A ti,Fh Schiff Bpr1M B4 sA Sch ��+ � „rn' crsl l�nr �i / O'4P _ n r..l myx .816• �1 "' �/ � _ :••\ 11Q`_' 'hl Pil \ay "•f!' ler��e,� Park r v �, � � i \/.'\�`'• VP SUBJECT SITE 10, IT to ' ,,....•:•'iU � �S I �� one ) P�Zp'IV� `sN f`156 \ ;: • c ut. �.�. GoReY JUHelipor/ roa I\9 ��/ at o /L/f/ I BM 15 /I i'r•n -• UtY'• A.- Bm k A O �J a'moni0ry L rp\\a\=_ 83 (� C'_HWAY 0 Irvino •Co,�lil r �\ b�ghh�iiarbor .-+.<VVt� //,,'oiYsi _- ■ ___r\� trace A? �34�...ht F�S ` \\ �P ; rk /�' •'so P Bay J"ZN ; / l'1\... ca . ��/�,,1=aca�nnracen�rnnnr� E ��I 11 \\��, I:••�. Penijis IL ru \:� 36 "-• Park l`n'�'•t.r.Wr�'uu"u"°U"Wun'lu'��` O•\ each s� o--4JLJLJLJUI. « \ IC11 \\ BASE MAPS: U.S.G.S 7112 MINUTE NEWPORT BEACH QUADRANGLE, (PHOTO REVISED 1972) TUSTIN BEACH QUADRANGLE, ( PHOTO REVISED 1981 ) LAGUNA BEACH QUADRANGLE, (PHOTO REVISED 1972) SITE LOCATION - Project No. MAP 40920439-01 SHELLMAKER ISLAND Date 7/20/92 NEWPORT BEACH, CALIFORNIA 14 I u I O 1041 889 Figure No.1 i `- x W � h f irk . C ti APPENDIX A K4 s J ✓: Y; r Y[ µ Y � r 4i n r { � £ re •, <� r 7'ri tF 9tpF F. k 1, jx11 �� 1 {EIGN/ON AMDAS50C/AI4I c . N A 02� • Appendix A REFERENCES California Division of Mines and Geology, 1976, Environmental Geology of Orange County, California, Open -File Report 79-9 LA, Volume 1, dated 1976 0 I� �I `ni 6 APPENDIX B t: 4Ya R; ✓:. + yo fist �5' 2'' y1 JUDWMMANDAMCIA►ES, INC a BORING LOG B-1 Date 6.3-92 Sheet 1 Of 1 Project Shellmaker Island Project No. 40920439-01 Drilling Co. Gregg Drilling Type of Rig Hand Auger Hole Diameter 4 in. Drive Weight Drop —in. Well Construction Samples � o SOIL/GEOLOGIC DESCRIPTION al S. d � S. J 0¢ H0. a c Logged By CJF L m U. o o 10 A o ~ tom a ~ r m _ 0 Sampled By CJF m (a • SM @0' SILTY VERY FINE SAND, light brown, slightly damp to dry, loose No Well Installed SP @2' FINE SAND with trace medium to coarse sand, light brown, moist, abundant shell fragments, coarsens with depth between 2 and 5 feet bg @25' Color change to mottled light brownish gray and brownish yellow SW &1-5 . SW/ 3.2 @5' FINETO COARSE SAND, light brownish gray, moist, moderately _' • CI, dense, sharp contact at about 5.T to mottled CLAY and CLAYSTONE/CHEAT, mottled medium brownish gray and brownish yellow, damp, non -plastic clay, stiff (clay) to hard (claystone), abundant shell fragments in clay. Clay appears to be weathered top 6 inches of claystone, with mottled iron staining. @6' Refusal - formation to hard to drill/hand auger Total Depth = 65 Feet No Ground Water Encountered Augering halted at 6 feet due to refusal a BORING LOG B-2 -5 Date 6.3.92 Sheet 1 Of 1 Project Shellmaker Island Project No. 40920439.01 Drilling Co. Gregg Drilling Type of Rig Hand Auger Hole Diameter 4 in. Drive Weight Drop _ in. Location Sketch Surface Elevation 1550 ft msl Top of Casing Elevation ft msl Well Construction Samples i o SOIL/GEOLOGIC DESCRIPTION .. L IL• L J On H Ul 0 L a a � c uoi EL 41 a c Logged By CJF a M o l o ~ m~ W ° Sampled By CJF to t7 • SM @0' SILTY FINE SAND, light brown, dry, loose, abundant shell fragments No Well Installed '.• SP @1' Grades to a FINE SAND, light gray, damp, abundant shell fragments B 2 5 3 4 @5' FINE SAND, light gray, moist, abundant shell fragments ':. @g5' Grades to a FINE TO MEDIUM SAND, light gray, moist, abundant SKr shell fragments — @95' Grades to a FINE TO COARSE SAND, light to medium gray, very E-2-10 4A moist to wet, abundant shell fragments — — @10.2 Ground water encountered @11.2 FINE TO COARSE SAND, dart: gray, saturated, abundant shell fragments @12' Running sands Total Depth = 12 Feet Ground Water Encountered at 10.2 Feet Augering halted at 12 Feet due to running sands N BORING LOG B-5 -5 Date "_92 Sheet 1 Of 1 Project Shellmaker Island Project No. 40920439.01 Drilling Co. Leighton Type of Rig Hand Auger Hole Diameter 4 in. Drive Weight Drop —in. Well Construction Samples L e o J O N 6 0 NaU W IL A 1 0 t] M 3 C H c t0 D Q O v 1 d c .ai ma m SOIL/GEOLOGIC DESCRIPTION Logged By CJF Sampled By JWK @o, SILTY FINE TO MEDIUM SAND, medium bmay, wet to saturated, shell I I fragmentsH p k t Y t. h Hs s ' F 3 � 1., ,l x 2 }' e� 4 <F to APPENDIX C s. '• a � k ' -� d J J. �, fJ i 4� .': lFJGNTONANO ASSDCIATi; INC. , 2 ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 . (7143 832-0064 FAX (7143 832.0067 Leighton and Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project #: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sampled 06-11-92 Sample Description: Soil, B-5-3' Received: 06-12-92 Laboratory Sample if: 9206226 Analyzed: 06-24-92 Laboratory Reference if: LEA 1992 Reported: 06-29-92 SEMI -VOLATILE ORGANICS by GC/MS (EPA 82701 ANALYTE DETECTION LIMIT SAMPLE RESULTS ug/kg ug/kg Acenaphthene 100 N.D. Acenaphthylene 100 N.D. Aniline 100 N.D. Anthracene 100 N.D. Benzidine 500 N.D. Benzoic Acid 500 N.D. Benzo(a)anthracene 100 N.D. Benzo(b)flouranthene 250 N.D. Benzo(k)flouranthene 250 N.D. Benzo(g,h,i)perylene 250 N.D. Benzo(a)pyrene 250 N.D. Benzyl alcohol 100 N.D. Bis(2-chloroethoxy)methane 100 N.D. Bis(2-chloroethyl)ether 100 N.D. Bis(2-chloroisoporpyl)ether 100 N.D. • Bis(2-ethylhexyl)phthalate 100 N.D. 4-Bromophenyl phenyl ether 100 N.D. Butyl benzyl phthalate 100 N.D. 4-Choloroaniline 100 N.D. 2-Choloronaphthalene 100 N.D. 4-Chloro-3-methylphenol 100 N.D. 2-Chlorophenol 100 N.D. 4-Chlorophenyl phenyl ether 100 N.D. Chrysene 100 N.D. Dibenz(a,h)anthracene 100 N.D. Dibenzofuran 100 N.D. Di-N-butyl phthalate 500 N.D. 1,3-Dichlorobenzene 100 N.D. 1,4-Dichlorobenzene 100 N.D. 1,2-Dichlorobenzene 100 N.D. 3,3-Dichlorobenzidine 100 N.D. 2,4-Dichlorophenol 100 N.D. Diethyl phthalate 250 N.D. 2,4-Dimethyphenol 100 N.D. Dimethyl phthalate 250 N.D. 4,6-Dinitro-2-methylphenol 100 N.D. 2,4-Dinitrophenol 100 N.D. 2,4-Dinitrotoluene 250 N.D. 2,6-Dinitrotoluene 250 N.D. Di-N-octyl phthalate 500 N.D. Flouranthene 100 N.D. Hexachlorobenzene 100 N.D. Hexachlorobutadiene 100 N.D. Hexachlorocyclopentadiene 100 N.D. Hexachloroethane 100 N.D. Indeno(1,2,3-cd)pyrene 250 N.D. • Isophorone 100 N.D. IN • • 0 W ORANGE COAST ANALYTICAL, INC. 30D2 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 SEMI VOLATILE ORGANICS by GC/MS (EPA 82701 Sample Description: Soil, B-5-3' Laboratory Sample #: 9206226 ANALYTE DETECTION LIXIT ug/kg (continued) SAMPLE RESULTS ug/kg 2-Methylnapthalene 100 N.D. 2-Methylphenol 100 N.D. 4-Methylphenol 100 N.D. Naphthalene 100 N.D. 2-Nitroaniline 100 N.D. 3-Nitroaniline 100 N.D. 4-Nitroaniline 100 N.D. Nitrobenzene 100 N.D. 2-Nitrophenol 100 N.D. 4-Nitrophenol 100 N.D. N-Nitrosodiphenylamine 100 N.D. N-Nitroso-di-N-propylamine 100 N.D. N-Nitrosodimenthylamine 100 N.D. Pentachlorophenol 250 N.D. Phenanthrene 100 N.D. Phenol 100 N.D. Pyrene 100 N.D. 1,2,4-Tricholorobenzene 100 N.D. 2,4,5-Trichlorophenol 100 N.D. 2.4.6-Trichloro henol 100 N.D. Analytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL mark n��v Laboratory Director IN • 0 ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 Leighton & Associates ATTN: Ms. Cindy Friedeck 2121 Alton Parkway Irvine, CA 92714 Sample Description: Soil, B-5-3' Laboratory Sample Number: 9206226 Laboratory Reference #: LEA 1992 CCR - METALS Client Project ID: Shellmaker Client Project #: 40920439-01 Sampled: 06-11-92 Received: 06-12-92 Analyzed: 06-24-92 Reported: 06-29-92 Analyte EPA STLC TTLC Detection Analysis Method Limits Limits Limit Result mg/Z mg/kg mg/kg mg/kg Antimony 6010 15 500 5.0 N.D. Arsenic 7060 5.0 500 1.0 N.D. Barium 6010 100 10000 0.1 10 <--- Beryllium 6010 0.75 75 0.1 N.D. Cadmium 6010 1.0 100 0.1 N.D. Chromium (VI) 7197 5.0 500 0.5 N.D. Chromium (Total)6010 560 2500 0.05 3.4 <--- Cobalt 6010 80 8000 0.5 N.D. Copper 6010 25 2500 0.1 28 <--- Lead 6010 5.0 1000 1.0 N.D. Mercury 7471 0.2 20 0.05 N.D. Molybdenum 6010 350 3500 0.5 N.D. Nickel 6010 20 2000 0.5 N.D. Selenium 7740 1.0 100 1.0 N.D. Silver 6010 5.0 500 0.1 N.D. Thallium 6010 7.0 700 5.0 N.D. Vanadium 6010 24 2400 5.0 3.0 <--- Zinc 6010 250 5000 0.1 15 <--- Aealytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director IN W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 • (714) 832-0054 FAX (714) 832-0067 Leighton & Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project #: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Analysis Method: 418.1 (I.R. with clean-up) Sampled 06-11-92 Sample Description: Soil Received: 06-12-92 Analyzed: 06-24-92 Laboratory Reference #: LEA 1992 Reported: 06-29-92 TOTAL RECOVERABLE PETROLEUM HYDROCARBONS Laboratory Client Extractable Sample Sample Hydrocarbons Number Number mg/kg (PPm) • 9206226 B-5-3' N.D. Detection Limit: 8.0 Analytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director ■ W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 • (714) 832-0064 FAX (714) 832-0067 Leighton & Associates Client ProjectlD: Shellmaker ATTN: Ms. Cindy Friedeck Client Project f: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sampled 06-11-92 Sample Description: Soil, B-5-3' Received: 06-12-92 Analyzed: 06-24-92 Laboratory Sample f: 9206226 Reported: 06-29-92 Laboratory Reference f: LEA 1992 INORGANICS Analyte EPA Detection Analysis Method Limit Results PH (9045) N/A 7.6 CYANIDE (9010) 0.01 N.D. SULFIDE (9030) 0.1 N.D. IGNITABILITY (1010/1020) 25-60 C > 60 C Analytes reported as N.D. were not present above the sta of detection. ORANGE'COAST ANALYTICAL Mark Noorani Laboratory Director 0 I W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 Leighton and Associates, Inc. ATTN: Ms. Cindy Friedeck 2121 Alton Parkway Irvine, CA 92714 Analysis Method: TOXICITY BIOASSAY Sample Description: Soil, B-5-3- Laboratory Reference #: LEA 1992 client Project ID: Shellmaker client Project #: 40920439-01 Sampled : 06-11-92 Received: 06-12-92 Reported: 06-29-92 Bioassay Condition Time Hrs. Control Dilution 750 mg 400 mg 750 mg 400 mg Start # 8 # % # $ # % # 24 10 1 100 10 100 1 10 100 10 100 10 100 Organisms Surviving 48 10 1 100 101 100 10 100 10 100 10 100 72 10 100 10 100 10 100 10 100 10 100 96 10 1 100 10 100 10 100 10 100 10 100 Dissolved xygen g/l Start 8.2 8.1 8.4 8.4 8.5 24 7.8 7.7 7.8 7.8 7.9 48 7.8 7.8 7.9 7.9 7.9 72 7.8 7.8 7.8 8.0 7.9 96 7.7 7.8 8.0 7.9 8.0 Temp Start 20 8.0 19 7.8 19 7.8 19 7.8 19 7.9 24 20 7.6 20 7.9 20 7.8 20 7.8 20 7.8 --------- PH 48 20 7.6 20 8.0 20 7.8 20 7.8 20 7.8 72 20 7.6 20 7.9 20 7.8 20 7.8 20 7.8 96 20 7.6 20 7.7 20 7.6 20 7.7 20 7.6 Test Organism PimePnaies Fromeias source 141UMna 4quaria Volume SO liters Aquaria Depth 5 inches No. Fish/Concentration 10 Organism Characteristics: Length (mm) Min. 28mm Max. 32mm Avg. 30mm Weight (gm) Min. 0.32 am Max. O.Scrm Avg. 0.36am Dilution Water - Source Reconstituted Fresh Hardness - Initial 101 ma/l Final 72 mg/1 RESULTS - LC 50 = >750 ma/l ORANGE COAST ANALYTICAL Mark NOOrani Laboratory Director Alkalinity - Initial 42 mg/1 Final 46 mg/1 ■ ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 Q C D A T A R E P O R T Analysis: TPH by Method 418.1 Date of Analysis: 06/24/92 Laboratory Sample No.: 9206226 Laboratory Reference No.: LEA 1992 Analyte R1 SP MS MSD PR1 PR2 RPD (ppm) (ppm) (ppm) (ppm) % % % Hydrocarbons 0 100 102 98 102 98 4 Definition of Terms: R1 Results of First Analysis SP Spike Concentration Added to Sample MS Matrix Spike Results MSD Matrix Spike Duplicate Results PR1 Percent Recovery of MS: (MS - R1) / SP X 100 PR2 Percent Recovery of MSD: (MSD - R1) / SP X 100 RPD Relative Percent Difference: {(MS - MSD)/(MS + MSD)} X 100 X 2 Note: No contamination in method blank ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director f ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (7141 832-0064 FAX (714)832-0067 Q C D A T A R E P O R T Analysis: Metals Analyses Date of Analysis: 06/24/92 Laboratory Sample No.: 9206237 Laboratory Reference No.: LEA 1992 Analyte R1 SP MS MSD PR1 PR2 RPD (ppb) (ppb) (ppb) (ppb) % % % Antimony 0 1000 1138 1157 113.8 115.7 1.7 Arsenic 0 1000 1123 1138 112.3 113.8 1.3 Barium 140 1000 1170 1215 102.6 106.6 3.8 Beryllium 0 1000 1066 1025 106.6 102.5 3.9 Cadmium 0 1000 996 1066 99.6 106.6 6.8 Chromium (VI) 0 '1000 946 960 94.6 96.0 1.5 Chromium (Total) 0 1000 1012 1008 101.2 100.8 0.4 Cobalt 0 1000 927 968 92.7 96.8 4.3 Copper 0 1000 1009 1049 100.9 104.9 3.9 Lead 0 1000 1095 1124 109.5 112.4 2.6 Mercury 0 1000 950 936 95.0 93.6 1.5 Molybdenum 0 1000 1088 1086 108.8 108.6 0.2 Nickel 0 1000 978 959 97.8 95.9 2.0 Selenium 0 1000 1122 1067 112.2 106.7 5.0 Silver 0 1000 958 1015 95.8 101.5 5.8 Thallium 0 1000 1052 1099 105.2 109.9 4.4 Vanadium 0 1000 1040 1087 104.0 108.7 4.4 Zinc 33 1000 991 1020 95.9 98.7 2.9 ------------------------------------------------------------------------- Definition of Terms: R1 Results of First Analysis SP Spike Concentration Added to Sample MS Matrix Spike Results MSD Matrix Spike Duplicate Results PR1 Percent Recovery of MS: (MS - R1) J SP X 100 PR2 Percent Recovery of MSD: (MSD - R1) / SP X 100 RPD Relative Percent Difference: {(MS - MSD)/(MS + MSD)) X 100 X 2 ORANGE ANALYTICAL /COAST Mark Noorani Laboratory Director W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 • (714) 832.0064 FAX (714) 832-0067 Leighton and Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project #: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sampled 06-03-92 Sample Description: Soil, B-1-5 Received: 06-03-92 Laboratory Sample #: 9206026 Analyzed: 06-10-92 Laboratory Reference #: LEA 1948 Reported: 06-11-92 SEMI -VOLATILE ORGANICS by GC/MS (EPA 82701 ANALYTE DETECTION LIMIT SAMPLE RESULTS ug/kg ug/kg Acenaphthene 100 N.D. Acenaphthylene 100 N.D. Aniline 100 N.D. Anthracene 100 N.D. Benzidine 500 N.D. Benzoic Acid 500 N.D. Benzo(a)anthracene 100 N.D. Benzo(k)flouranthene 250 N.D. Benzo(k)flouranthene 250 N.D. Benzo(g,h,i)perylene 250 N.D. Benzo(a)pyrene 250 N.D. Benzyl alcohol 100 N.D. Bis(2-chloroethoxy)methane 100 N.D. Bis(2-chloroethyl)ether 100 N.D. Bis(2-chloroisoporpyl)ether 100 N.D. • Bis(2-ethylhexyl)phthalate 100 N.D. 4-Bromophenyl phenyl ether 100 N.D. Butyl benzyl phthalate 100 N.D. 4-Choloroaniline 100 N.D. 2-Choloronaphthalene 100 N.D. 4-Chloro-3-methylphenol 100 N.D. 2-Chlorophenol 100 N.D. 4-Chlorophenyl phenyl ether 100 N.D. chrysene 100 N.D. Dibenz(a,h)anthracene 100 N.D. Dibenzofuran 100 N.D. Di-N-butyl phthalate 500 N.D. 1,3-Dichlorobenzene 100 N.D. 1,4-Dichlorobenzene 100 N.D. 1,2-Dichlorobenzene 100 N.D. 3,3-Dichlorobenzidine 100 N.D. 2,4-Dichlorophenol 100 N.D. Diethyl phthalate 250 N.D. 2,4-Dimethyphenol 100 N.D. Dimethyl phthalate 250 N.D. 4,6-Dinitro-2-methylphenol 100 N.D. 2,4-Dinitrophenol 100 N.D. 2,4-Dinitrotoluene 250 N.D. 2,6-Dinitrotoluene 250 N.D. Di-N-octyl phthalate 500 N.D. Flouranthene 100 N.D. Hexachlorobenzene 100 N.D. Hexachlorobutadiene 100 N.D. Hexachlorocyclopentadiene 100 N.D. Hexachloroethane 100 N.D. Indeno(1,2,3-cd)pyrene 250 N.D. 41 Isophorone 100 N.D. a • • 0 W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 SEMI -VOLATILE ORGANICS by GC/MS (EPA 8270) Sample Description: Soil, B-1-5 Laboratory Sample #: 9206026 ANALYTE DETECTION LIMIT ug/kg (continued) SAMPLE RESULTS ug/kg 2-Methylnapthalene 100 N.D. 2-Methylphenol 100 N.D. 4-Methylphenol 100 N.D. Naphthalene 100 N.D. 2-Nitroaniline 100 N.D. 3-Nitroaniline 100 N.D. 4-Nitroaniline 100 N.D. Nitrobenzene 100 N.D. 2-Nitrophenol 100 N.D. 4-Nitrophenol 100 N.D. N-Nitrosodiphenylamine 100 N.D. N-Nitroso-di-N-propylamine 100 N.D. N-Nitrosodimenthylamine 100 N.D. Pentachlorophenol 250 N.D. Phenanthrene 100 N.D. Phenol 100 N.D. Pyrene 100 N.D. 1,2,4-Tricholorobenzene 100 N.D. 2,4,5-Trichlorophenol 100 N.D. 2.4.6-Trichlorophenol 100 N.D. Analytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 926BO (714) 832-0064 FAX (714) 832-0067 Leighton and Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project if: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sampled 06-03-92 Sample Description: soil, Composite B-2-5 & Received: 06-03-92 B-2-10 Analyzed: 06-10-92 Laboratory Sample 0: 9206027 Reported: 06-11-92 Laboratory Reference f: LEA 1948 SEMI -VOLATILE ORGANICS by GC/MS (EPA 8270) AMALYTE DETECTION LIMIT SAMPLE RESULTS ug/kg ug/kg Acenaphthene 100 N.D. Acenaphthylene 100 N.D. Aniline 100 N.D. Anthracene 100 N.D. Benzidine 500 N.D. Benzoic Acid 500 N.D. Benzo(a)anthracene 100 N.D. Benzo(b)flouranthene 250 N.D. Benzo(k)flouranthene 250 N.D. Benzo(g,h,i)perylene 250 N.D. Benzo(a)pyrene 250 N.D. Benzyl alcohol 100 N.D. Bis(2-chloroethoxy)methane 100 N.D. Bis(2-chloroethyl)ether 100 N.D. N.D. • Bis(2-chloroisoporpyl)ether 100 Bis(2-ethylhexyl)phthalate 100 N.D. 4-Bromophenyl phenyl ether 100 N.D. Butyl benzyl phthalate 100 N.D. 4-choloroaniline 100 N.D. 2-Choloronaphthalene_ 100 N.D. 4-chloro-3-methylphenol 100 N.D. 2-Chlorophenol 100 N.D. 4-Chlorophenyl phenyl ether 100 N.D. chrysene 100 N.D. Dibenz(a,h)anthracene 100 N.D. Dibenzofuran 100 N.D. Di-N-butyl phthalate 500 N.D. 1,3-Dichlorobenzene 100 N.D. 1,4-Dichlorobenzene 100 N.D. 1,2-Dichlorobenzene 100 N.D. 3,3-Dichlorobenzidine 100 N.D. 2,4-Dichlorophenol 100 N.D. Diethyl phthalate 250 N.D. 2,4-Dimethyphenol 100 N.D. Dimethyl phthalate 250 N.D. 4,6-Dinitro-2-methylphenol 100 N.D. 2,4-Dinitrophenol 100 N.D. 2,4-Dinitrotoluene 250 N.D. 2,6-Dinitrotoluene 250 N.D. Di-N-octyl phthalate 500 N.D. Flouranthene 100 N.D. Hexachlorobenzene 100 N.D. Hexachlorobutadiene 100 N.D. Hexachlorocyclopentadiene 100 N.D. • Hexachloroethane Indeno(1,2,3-cd)pyrene 100 250 N.D. N.D. Isophorone 100 N.D. 0 0 • 0 ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714)'832-0067 SEMI -VOLATILE ORGANICS by GC/MS (EPA 82701 - Sample Description: Soil, Composite B-2-5 & B-2-10 Laboratory Sample #: 9206027 ANALYTE DETECTION LIMST ug/kg (continued) SAMPLE RESULTS ug/kg 2-Methylnapthalene 100 N.D. 2-Methylphenol 100 N.D. 4-Methylphenol 100 N.D. Naphthalene 100 N.D. 2-Nitroaniline 100 N.D. 3-Nitroaniline 100 N.D. 4-Nitroaniline 100 N.D. Nitrobenzene 100 N.D. 2-Nitrophenol 100 N.D. 4-Nitrophenol 100 N.D. N-Nitrosodiphenylamine 100 N.D. N-Nitroso-di-N-propylamine 100 N.D. N-Nitrosodimenthylamine 100 N.D. Pentachlorophenol 250 N.D. Phenanthrene 100 N.D. Phenol 100 N.D. Pyrene 100 N.D. 1,2,4-Tricholorobenzene 100 N.D. 2,4,5-Trichlorophenol 100 N.D. 2 4 6-Trichloro henol 100 N.D. Analytes ORANGE Mares k Noo Laborato ■ W ® ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 9265D • (714) 832-0D64 FAX (7141 832-0067 Leighton & Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project 1: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Analysis Method: 418.1 (I.R. with clean-up) Sampled 06-03-92 Sample Description: Soil Received: 06-03-92 Analyzed: 06-09-92 Laboratory Reference #: LEA 1948 Reported: 06-10-92 TOTAL RECOVERABLE PETROLEUM HYDROCARBONS Laboratory Client Extractable Sample Sample Hydrocarbons Number Number mg/kg (PPm) 9206026 B-1-5 N.D. • 9206027 B-2-5 & B-2-10 N.D. COMPOSITE Detection Limit: [wS Analytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director I 0 LJ 0 ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (7141 832-0067 Leighton & Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project #: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sample Description: Soil B-1-5' Laboratory Sample Number: 9206026 Laboratory Reference #: LEA 1948 CCR - METALS Analyte EPA STLC Method Limits mg/l Antimony 6010 Arsenic 7060 Barium 6010 Beryllium 6010 Cadmium 6010 Chromium (VI) 7197 Chromium (Total)6010 Cobalt 6010 Copper 6010 Lead 6010 Mercury 7471 Molybdenum 6010 Nickel 6010 Selenium 7740 Silver 6010 Thallium 6010 Vanadium 6010 Zinc 6010 Sampled: Received: Analyzed: Reported: 06-03-92 06-03-92 06-04-92 06-11-92 TTLC Detection Analysis Limits Limit Result mg/kg mg/kg mg/kg 15 500 5.0 N.D. 5.0 500 1.0 N.D. 100 10000 0.1 9.0 <---- 0.75 75 0.1 N.D. 1.0 100 0.1 N.D. 5.0 500 0.5 N.D. 560 2500 0.05 1.6 <---- 80 8000 0.5 N.D. 25 2500 0.1 5.7 <---- 5.0 1000 1.0 N.D. 0.2 20 0.05 N.D. 350 3500 0.5 N.D. 20 2000 0.5 1.2 <---- 1.0 100 1.0 N.D. 5.0 500 0.1 N.D. 7.0 700 5.0 N.D. 24 2400 5.0 2.4 <---- 250 5000 0.1 8.0 <---- Analytee reporteT as N.D. were not present above the stated limit of detection. . ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director 1 ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 Leighton & Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project #: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sample Description: Soil Composite B-2-51& Sampled: 06-03-92 Laboratory Sample Number: 9206026 B-2-10 Received: 06-03-92 Laboratory Reference f: LEA 1948 Analyzed: 06-04-92 Reported: 06-11-92 CCR - METALS Analyte EPA STLC TTLC Detection Analysis Method Limits Limits Limit Result mg/l mg/kg mg/kg mg/kg Antimony 6010 15 500 5.0 N.D. Arsenic 7060 5.0 500 1.0 N.D. Barium 6010 100 10000 0.1 9.0 <---- Beryllium 6010 0.75 75 0.1 N.D. Cadmium 6010 1.0 100 0.1 N.D. Chromium (VI) 7197 5.0 500 0.5 N.D. Chromium (Total)6010 560 2500 0.05 2.2 <---- Cobalt 6010 80 8000 0.5 N.D. • Copper 6010 25 2500 0.1 3.7 <---- Lead 6010 5.0 1000 1.0 N.D. Mercury 7471 0.2 20 0.05 N.D. Molybdenum 6010 350 3500 0.5 N.D. Nickel 6010 20 2000 0.5 2.6 <---- Selenium 7740 1.0 100 1.0 N.D. Silver 6010 5.0 500 0.1 N.D. Thallium 6010 7.0 700 5.0 N.D. Vanadium 6010 24 2400 5.0 3.1 <---- Zinc 6010 250 5000 0.1 7.0 <---- Analytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director I W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 Leighton & Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project f: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sampled : 06-03-92 Sample Description: Soils Received: 06-03-92 Analyzed: 06-08-92 Laboratory Reference J: LEA 1948 Reported: 06-08-92 Cyanide (EPA 9010) Laboratory Sample Number 9206026 9206027 Detection Limit: Analytes reported as N.D. wf detection. ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director 0 Client Sample Sample Result Number (ppm) B-1-5 N.D. B-2-5'& N.D. n-n_Ini ■ ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714J 832-0067 Leighton & Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project #: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sample Description: Soils Laboratory Reference #: LEA 1948 Laboratory Sample Number 9206026 9206027 0 Sulfide (EPA 9030) Client Sample Number B-1-5 B-2-5'& B-2-10' (Composite) Sampled : 06-03-92 Received: 06-03-92 Analyzed: 06-08-92 Reported: 06-08-92 Sample Result (ppm) N.D. N.D. Detection Limit: 0.1 Analytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL 'Mark Noorani Laboratory Director 0 a ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN. CA 92680 (714) 832-0064 FAX (714) 832-0067 Leighton & Associates Client Project ID: Shellmaker ATTN: Ms. Cindy Friedeck Client Project #: 40920439-01 2121 Alton Parkway Irvine, CA 92714 Sampled : 06-03-92 Sample Description: soils Received: 06-03-92 Analyzed: 06-08-92 Laboratory Reference #: LEA 1948 Reported: 06-08-92 Flash Point (EPA 1010) Laboratory Client Sample Sample Sample Result Number Number Degrees C 9206026 B-1-5 >60 9206027 B-2-5'& >60 B-2-10' 10 (Composite) Detection Limit: 26-60 Analytes reported as N.D. were not present above the stated limit of detection. ORANGE COAST ANALYTICAL %��%6✓� � Mark Noorani Laboratory Director 0 L n U n U 0 ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN. CA 92680 (714) 632-0064 FAX (714) 832-0067 Leighton & Associates ATTN: Ms. Cindy Friedeck 2121 Alton Parkway Irvine, CA 92714 Sample Description: Soils Laboratory Reference #: LEA 1948 Client Project ID: Shellmaker Client Project #: 40920439-01 PH (EPA 9045) Sampled : 06-03-92 Received: 06-03-92 Analyzed: 06-03-92 Reported: 06-03-92 Laboratory Client Sample Sample Sample Result Number Number 9206026 B-1-5 8.3 9206027 B-2-5'& 8.1 B-2-10' (Composite) ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director a W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 • (714) 832-0064 FAX (714) 832-0067 4 Leighton and Associates, Inc. ATTN: Ms. Cindy Friedeck 2121 Alton Parkway Irvine, CA 92714 Analysis Method: TOXICITY BIOASSAY Sample Description: Soil, B-1-5' Laboratory Reference #: LEA 1948 Client Project XD: Shellmaker Client Project #: 40920439-01 Sampled : 06-03-92 Received: 06-03-92 Reported: 06-26-92 Bioassay Condition Time Hrs. Control Dilution 750 mg J 500 mg 250 mg 750 mg 500 mg 250 mg Start # % # % # % # % # I 8 # I % # 8 24 10 100 10 100 10 100 10 100 10 100 10 100 10 100 Organisms Surviving 46 10 100 10 100 10 100 10 100 10 100 10 100 10 100 72 10 100 10 100 10 100 10 100 10 100 10 100 10 100 96 10 100 10 100 10 100 10 100 10 100 10 100 10 100 Dissolved xygen V9 /1 Start 6.7 7.0 7.0 7.0 7.0 7.0 7.0 24 7.4 7.7 7.9 7.5 7.7 7.9 7.5 48 7.2 7.9 8.0 7.6 7.9 8.0 7.6 72 7.5 1 6.3 8.2 7.9 8.3 8.2 7.9 96 7.7 8.0 7.8 8.1 8.0 7.8 8.1 Temp Start 20 6.9 20 7.4 20 7.3 20 7.3 20 7.4 20 7.3 20 1 7.3 24 20 7.1 20 7.5 20 7.4 20 7.4 20 7.5 20 7.4 20 7.4 48 20 7.2 20 7.5 20 7.4 20 7.4 20 7.5 20 7.4 20 7.4 Ph 72 20 7.2 20 7.5 20 7.4 20 7.4 20 7.5 20 7.4 20 7.4 96 20 7.2 20 7.5 20 7.4 20 7.2 20 7.3 20 7.4 20 7.4 Test Organism Pimeohales Promelas Source Thomas Fish Farm Accilimatization 22 Days @20 deg.0 Aquaria Volume 10 liters Aquaria Depth 5 inches No. Fish/Concentration 10 Organism Characteristics: Length (mm) Min. 31mm Max. 39 mm Avg. 33mm Weight (gm) Min. 0.32 gm Max. 0.5crm Avg. 0.37am Dilution Water - Source Soft Tan Water Hardness - Initial 40 ma/1 Final 50 mg/1 Alkalinity - Initial 30.5 mg/1 Final 37.5 mg/1 RESULTS - LC 50 = >750 mg/1 NGE COAST ANALYTICAL Mars Noorani , Laboratory Director I ORANGE COAST ANALYTICAL, INC. 3002 DDW, SUITE 532 TUSTIN, CA 92680 • (714) 832.0064 FAX (714J 832-0067 r L Leighton and Associates, Inc. ATTN: Ms. Cindy Friedeck 2121 Alton Parkway Irvine, CA 92714 Analysis Method: TOXICITY BIOASSAY Client Project SD: Shellmaker Client Project #: 40920439-01 Sample Description: Soil, B-2-51& 10' COMP. Laboratory Reference if: LEA 1948 Sampled : 06-03-92 Received: 06-03-92 Reported: 06-17-92 BioassayFHr Condition. e Control Dilution 750mg 500 mg 250 mg 750 mg 500 mg 250 mg I Start # # % # % # % # I b # % # I % Organisms I Surviving 24 10 100 10 100 10 100 10 100 10 100 10 100 10 100 48 10 100 10 100 10 100 10 100 10 100 10 100 10 100 72 10 100 10 100 10 100 10 100 10 100 10 100 10 100 96 10 100 10 100 10 10o 10 100 10 100 10 100 10 100 Start 6.7 7.0 7.0 7.0 7.0 7.0 7.0 Dissolved xygen g/1 24 7.4 7.8 7.6 7.7 7.8 7.6 7.7 48 7. 2 8.1 7.7 7.9 8.1 7.7 7.9 72 7.5 8.4 7.9 8.2 8.4 7.9 8.2 96 7.7 8.2 8.0 7.8 8.2 8.0 7.8 Start 20 6.9 20 7.4 20 7.4 20 7.3 20 7.4 20 7.4 20 7.3 Temp 24 20 7.1 20 7.5 20 7.5 20 7.4 20 7.5 20 7.5 20 7.4 48 20 7.2 20 7.5 20 7.5 20 7.4 20 7.5 20 7.5 20 7.4 Ph L- 72 20 7.2 20 7.5 20 7.5 20 7.4 20 7.5 20 7.5 20 7.4 96 20 7.2 20 7.5 20 7.5 20 7.4 20 7.5 20 7.5 20 7.4 Test Organism Pimeohales Promelas Source Thomas Fish Farm Accilimatization 22 Days @20 deg.0 Aquaria Volume 10 liters Aquaria Depth 5 inches No. Fish/Concentration 10 Organism Characteristics: Length (mm) Min. 31mm Max. 39 mm Avg. 33mm Weight (gm) Min. 0.32 gm Max. O.Sam Avg. 0.37om Dilution Water - Source Soft Tao Water Hardness - Initial 40 m 1 Final 50 ma/1 Alkalinity - Initial 30.5 mg/1 Final 37.5 mo/l RESULTS - LC 50 = >750 me/1 NGE COAST ANALYTICAL ark Noorani Laboratory Director ■ W ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN. CA 92680 • (714) 832-0064 FAX (714) 832-0067 Q C D A T A R E P O R T Analysis: SEMI -VOLATILE ORGANICS BY GC/MS (EPA 8270) Laboratory Sample No.: OCA 100 Laboratory Reference No.: LEA 1948 Analyte R1 SP MS MSD PR1 PR2 RPD (ppb) (ppb) (ppb) (ppb) % % % 1,4-Dichlorobenzene 0 2000.0 820 530 41 27 43 n-Nitroso-di-n-propyl 0 2000.0 1800 2300 90 115 24 1,2,4-trichlorobenzene 0 2000.0 1500 1300 75 65 14 Acenaphthene 0 2000.0 2200 2500 110 125 13 2,4-Dinitrotoulene 0 2000.0 2600 3000 130 150 14 Di-n-butylphthalate 0 2000.0 1000 1000 50 50 0 26 Pyrene 0 2000.0 2200 1700 110 85 4-Chloro-3-methylphenol 0 2000.0 1800 1600 90 80 12 2-Chlorophenol 0 2000.0 1860 1650 93 83 12 4-Nitrophenol . 0 2000.0 1890 1710 95 86 10 Pentachlorophenol 0 2000.0 1550 1500 78 75 3 Phenol 0 2000.0 1750 2180 88 109 22 Definition of Terms: R1 Results of First Analysis SP Spike Concentration Added to Sample MS Matrix Spike Results MSD Matrix Spike Duplicate Results PR1 Percent Recovery of MS: (MS - R1) / SP X 100 PR2 Percent Recovery of MSD: (MSD - R1) / SP X 100 RPD Relative Percent Difference: ((MSD - MS)/(MSD + MS)) X 100 X 2 ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director I 0 I• � W ® ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (714) 832-0064 FAX (714) 832-0067 Q C D A T A R E P O R T Analysis: TPH by Method 418.1 Date of Analysis: 06/09/92 Laboratory Sample No.: 9206097 Laboratory Reference No.: LEA 1948 Analyte R1 SP MS MSD PR1 PR2 RPD (ppm) (ppm) (ppm) (ppm) % % Hydrocarbons 0 100 104 97 104 97 Definition of Terms: R1 Results of First Analysis SP Spike Concentration Added to Sample MS Matrix Spike Results MSD Matrix Spike Duplicate Results PR1 Percent Recovery of MS: (MS - R1) / SP X 100 PR2 Percent Recovery of MSD: (MSD - R1) / SP X 100 RPD Relative Percent Difference: ((MS - MSD)/(MS + MSD)) X 100 X 2 Note: No contamination in method blank ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director 7 IN ORANGE COAST ANALYTICAL, INC. 3002 DOW, SUITE 532 TUSTIN, CA 92680 (7141 832-0064 FAX (714) 832-0067 Q C D A T A R E P O R T Analysis: Metals Analyses Date of Analysis: 06/04/92 Laboratory Sample No.: 9205599 Laboratory Reference No.: LEA 1948 Analyte RI SP MS MSD PR1 PR2 RPD (ppb) (ppb) (ppb) (ppb) % % % Antimony 0 10000 10369 10361 103.7 103.6 0.1 Arsenic 3152 10000 14418 14045 109.6 106.8 2.6 Barium 2021 1000 3332 3299 110.3 109.2 1.0 Beryllium 0 1000 1025 1047 102.5 104.7 2.1 Cadmium 0 1000 1042 1028 104.2 102.8 1.4 Chromium (VI) 0 1000 928 975 92.8 97.5 4.9 Chromium -(Total) 492 1000 1530 1522 102.5 102.0 0.5 Cobalt 174 1000 1137 1171 96.8 99.7 2.9 Copper 399 1000 1544 1601 110.4 114.4 3.6 Lead 0 1000 920 947 92.0 94.7 2.9 Mercury 0 1000 920 945 92.0 94.5 2.7 Molybdenum 0 10000 10152 10181 101.5 101.8 0.3 4.9 Nickel 210 1000 1240 1302 102.5 107.6 Selenium 0 10000 10418 10470 104.2 104.7 0.5 Silver 0 1000 960 977 96.0 97.7 1.8 Thallium 0 10000 9948 10684 99.5 106.8 7.1 Vanadium 491 1000 1600 1560 107.3 104.6 2.5 Zinc 627 1000 1567 1682 96.3 103.4 7.1 Definition of Terms: R1 Results of First Analysis SP Spike Concentration Added to Sample MS Matrix Spike Results MSD Matrix Spike Duplicate Results PR1 Percent Recovery of MS: (MS - R1) / SP X 100 PR2 Percent Recovery of MSD: (MSD - R1) / SP X 100 RPD Relative Percent Difference: ((MS - MSD)/(MS + MSD)) X 100 X 2 ORANGE COAST ANALYTICAL Mark Noorani Laboratory Director CLIENT A ITE LOCATION Qa5 i66n, L N r J..ws pY ¢� oQ u... 2 N6' LLO z >=wz `-.. W� �a �s J6 2J WO �- W- CALL & SENIMSULTq TO: LEIGHTON & A IATES' INC. oo 0`9� •� 2rz( L�!-�r�rN ' ATTENTION: O -t �-O-44Zr 0� 2 �yx /� ``T,, PHONE NO.: 1 Q v �\ / w <( REMARKS SAMPLERS (SIGN ATURE) SAMPLE NUMBER DATE TIME DEPTH BELOW GRADE (FT) SAMPLE TYPE 2 LL-O��-OW o¢ oo zu LL22p ¢ io � u - -5 la3 It:o i,l Z c es -Z-- -Z-S - ) 5o I 3- Z SAMPLES INTACT: YES ✓ NO RELINQUISHED BY: DATE/TIME RECEIVED BY: SAMPLES PROPERLY COOLED: YES ✓ NO SAMPLES ACCEPTED: YES NO RELINQUISHED BY: DATE/TIME RECEIVED BY. IF NOT, WHY: - SAMPLES PLACED IN LAB REFRIGERATOR DATE TIME LAB REP. INITIALS RELINQUISHED BY- DATE/TIME (� �:.IJ� RECEIVED FM LAB BY: �•\ 1 LABORATORY NAME: /1r a -.� CERTIFICATION NO: NO::...CClfftLLL CHAIN -OF -CUSTODY RECORD Project No. /-!'O Z 43Q—Ol �. Project Name rer Date &Izlq Z 4010 390 WHITE - FILE COPY YELLOW - LAB COPY PINK - PROJECT MANAGER CGPI of Z O fir n :�../:l • it.-ya 3a �V •.-) \= . r- � •..--.rM1 • . M p-J� •a.•.£VM �_l % t- �� \•T ra . :\ • ... a� - r\ Y v a -.I � . r ... - 'r. —f� _. •••'.- \r. - � i+fi.%':.: 7.Y" .•:lis4r'^-�yrap+ ....:i-,r_.a-;,. O Elf i�, a� � � - Y ' ' "'.i '` f' � �+ „=•yam,, r. _ _ � Z Z Zr 0 0 I ,. I -. "y�p i•'4_;•-'.a•K}:!'' 'tip -� \•\ _ ` r_ ��— E020Q=_ V1- Y ( i O �`� O 'p1Rt Mgk. rya tit' C4 % • _ r _ o \� ' %Y \ r'.cl Li GRAPHIC SCALE r _ _ / 1 .%J 1 I I 10 \ CL \ t oe IL `ter'• ' E-20000 (s CL 7o I \\ 1 I� \ \ \ 1 1 1 t \ , 1` \ \ \ ( 1 I I I ✓ • o c o `�- —'� — —� -- 1• '� - O. \\` "f^\�\ -\I , '1 \\ \ \ S1'. 1 I 1 I , \ O W�NJ B-1 • B-14 \ \ 1" \ \ \ \ 1 1\ \ - x • ij I In 1 1 0 J. litCL Z` jl- •B-1uj Y`1 4 cc io lee z I1do E l9800Lad _ J t tLs s. i o e. Ko i��c ' ..bigto IL \ t SURVEYOR'S NOTES o i BMJN84 38 77•' LOCATED ON THE EASTERLY SIDE OF BACKBAY DRIVE, 0.2 MILE s• •#,'.... \ - \ r\ - / 9 NORTHWEST ALONG BACKBAY FROM ITS JUNCTION WITH JAMBOREE ROAD, TO A CONCRETE DRAINAGE STRUCTURE WHICH IS WEST OF THE NEWPORTER INN, ABOUT 42-6 FEET EAST OF THE CENTERLINE OF BACKBAY DIRIVE, 9.1 FEET EAST OF THE EAST CURB FACE, ON THE NORTH SIDE OF A PARKWAY CULVERT, 6 INCHES SOUTHEAST OF THE SOUTHERLY END OF A HEADWALL OVER A DOUBLE CORRUGATED STEEL' E 1%00 \ �- ARCHED -PIPE CULVERT. �— ELEVATION-13.112 (M.S.L) (1977) t o c j/ iTHE CONTOURS ON THIS DRAWING ARE BASED UPON M.LLW. DATUM r a• JJ a$$� o �a Wd U �Z I PLATE 1 4i 1,' „ •_' (0-2.8 BELOW M.S.L) LEGEND HORIZONTAL CONTROL IS BASED UPON ASSUMED COORDINATES AS ESTABLISHED r, c PER PREVIOUS WORK DATED 31 JULY 1991. ♦EIL5 I HAND AU�ER BORINGS DRILLED FOR SOIL SAMPLING 1 + 4y p • • HAND AUGER BORINGS DRILLED TO DEFINE a r 0 B-18 SUBSURFACE GEOLOGY m Prot 40920439-01 Iscair Te40' t 7/20/92 Lam-aen L IGHTON AND ASSOCIATES, INC. MAP FOR,V. COASTAL RESOURCES MANAGEMENT - COMBINED TOPOGRAPHIC SURVEYS � A'• � \ -`a SHELLMAKER ISLAND D9 UPPER NEWPORT BAY '•( .. ` quaver. are 27 MAY 92 R ' ...m.r 06 true,, r0P0-2 DULIN & BOYNTON 920505 sett 1 cr 1 LICENSED SURVEYORS , .m Isr.. . ems: < -- .. _ .__' `•,:_� _.