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HomeMy WebLinkAbout20191126_Plans GENERAL NOTES: 1 . SHEET INDEX 0 C.G. 11-26-2019 1. THE SCOPE OF SERVICES UNDER THIS CONTRACT IS LIMITED TO PROVIDING A "BUILDER'S SET" I TITLE SHEET/SITE PLAN/SLAB EDGE PLAN OF PLANS. THIS SET OF PLANS IS SUFFICIENT TO OBTAIN A BUILDING PERMIT; HOWEVER, ALL 2 FIRST FLOOR PLAN MATERIALS AND METHODS OF CONSTRUCTION NECESSARY TO COMPLETE THE PROJECT ARE NOT NECESSARILY DESCRIBED IN THIS "BUILDER'S SET". THE IMPLEMENTATION OF THE PLANS S SID Nc 3 SECOND FLOOR PLAN REQUIRES A GENERAL CONTRACTOR AND SUBCONTRACTORS THOROUGHLY KNOWLEDGEABLE 4 THIRD FLOOR PLAN THE OF THE APPLICABLE CODES & METHODS OF CONSTRUCTION. PLANS DELINEATE A DESCRIBE ONLY LOCATIONS, DIMENSIONS, TYPES OF MATERIALS AND GENERAL METHODS OF 1 5 ROOF PLAN ASSEMBLING OR FASTENING. THEY ARE NOT INTENDED TO SPECIFY PARTICULAR PRODUCTS OR 10969 E)BLOCK WALL ED ARC OTHER METHODS OF MATERIAL INSTALLATION. A (N)WATER " . 77 b NOT INCLUDED y/ - PERMEABLE SURFACE `� L �pRDC� TF, =PER Y P/A ,�. �, FEATURE � ;'}TRa$�i f$ERYK£ ., 1 �` 4 I v (lam II 2. ALL WORK SHALL COMPLY WITH THE MOST STRINGENT REQUIREMENTS OF ALL APPLICABLE m _ _ _ _ _ _ - _ _ _ _ _ SETBACK LINE _ _ h :r r„��� 7 BUILDING SECTIONS J CITY, COUNTY, STATE AND GENERAL LAWS, RULES, CODES, ORDINANCES OR REGULATIONS. w Y• * $� 8 EXTERIOR ELEVATIONS No. C 14146 'F IF THE GENERAL CONTRACTOR OR ANY SUBCONTRACTOR PERFORMS ANY WORK IN CONFLICT ° �' P/A 1 1-30-19 WITH THE ABOVE - MENTIONED LAWS, RULES, CODES, ORDINANCES AND REGULATIONS, THEN k 9 EXTERIOR ELEVATIONS y� ¢ eaT1a ] S.F.A."I FIRST & SECOND FLOOR SQUARE FOOTAGE ANALYSIS FOF cA��Fp THE CONTRACTOR IN VIOLATION SHALL BEAR ALL COSTS AND REPAIRS ARISING FROM THE I NON - CONFORMING WORK. }' _ S.F.A.2 THIRD FLOOR SQUARE FOOTAGE ANALYSIS 3. ALL MATERIALS, WORKMANSHIP AND DETAILS SHALL COMPLY WITH 2O16 CALIFORNIA NEWPORT BAY /A O.S. OPEN SPACE ANALYSIS BUILDING CODE, 2016 CALIFORNIA MECHANICAL CODE, 2016 CALIFORNIA PLUMBING CODE �� AND 2016 CALIFORNIA ELECTRICAL CODES. LANDSCAPE PLAN A. CONTRACTOR TO VERIFY ALL CONDITIONS AND DIMENSIONS AT SITE. ALL INCONSISTENCIES _ C.l TOPOGRAPHIC SURVEY lC. J C.2 PRELIMINARY PRECISE GRADING PLAN SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO TOP OF SLAB ELEV. 10.0' ) In ¢ LL PROCEEDING WITH ANY WORK. OQ 0 C.3 EROSION CONTROL PLAN 5. ANY ERROR OR OMISSIONS FOUND IN THESE DRAWINGS SHALL BE BROUGHT TO THE .p M ATTENTION OF THE ARCHITECT IMMEDIATELY. 58 11 5' j8 25'-0" II( .S �` j O >freJ I$''�i �® I�" i 6. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. 7. ALL GRADING AND EXCAVATION FOR STRUCTURAL COMPONENTS SHALL CONFORM TO THE f , f- , RELOCATE Q ` I E)CABLE T. . >- I I PROJECT SOILS REPORT. OP �A P/A m +-• 8. OWNER SHALL RECONSTRUCT EXISTING DAMAGED SIDEWALK/CURB/GUTTER, EXTENT % C P/A DETERMINED BY PUBLIC WORKS INSPECTOR. �� SETBACK LINE r� P/A PERMEABLE SURFACE h E o h K'� fir,: r ,., ��i. ' , ' _ 3 "% J 9. ROOF AND GROUND MOUNTED MECHANICAL EQUIPMENT TO BE SCREENED FROM PUBLIC Q a ��� Q VIEW AND THE VIEW OF ADJACENT RESIDENCES. "-""f"�"" �"`""Y"`-`_(ET sLo K wnu` 1 09 71 - - `- _ ` `- f 1 (� �� E (E)SIDEWALK M 10. WITHIN THE REQUIRED FRONT SETBACK NO FENCE, HEDGE, RETAINING WALL, GUARDRAIL m (� cu OR ANY COMBINATION THEREOF MAY EXCEED 42" FROM EXISTING GRADE PRIOR TO P CONSTRUCTION. (E)FACE OF CURB 11. ALL PERMITS RELATED TO THE PROPOSED PROJECT SHALL BE ISSUED AT THE SAME TIME, OR SEPARATE PLANS AND PLAN REVIEW WILL BE REQUIRED FOR ITEMS NOT ISSUED WITH THIS RD REVIEW. PROVIDE ADDITIONAL PERMIT WORKSHEETS FOR THE FOLLOWING. _E A. ACCESSORY STRUCTURES, DETACHED PATIO COVERS AND TRELLISES. B. DETACHED OR FREE STANDING TRASH ENCLOSURES. ESTABLISHED GRADE m C. MASONRY OR CONCRETE FENCES OVER 3.5 FEET HIGH. pq 12 TH STREET 1 - 9.66' F.s. � --�- -�- � LEGAL DESCRIPTION D. RETAINING WALLS OVER 4 FOOT HIGH FROM THE BOTTOM OF 2 - 9.71 ' F.S. w THE FOUNDATION TO THE TOP OF THE WALL. LOT NO. 1 BLOCK 4 A.P.N. 047 - 261 - 01 3 - 9.37' F.S. THE SOUTHEASTERLY HALF OF LOT 616 AND ALL OF LOT 617, OF TRACT NO. 907, 12. ALL MECHANICAL AND ELECTRICAL EQUIPMENT, INCLUDING DUCTS TO BE AT OR ABOVE BASE 4 - 9.38' F.S. 1 � IN THE CITY OF NEWPORT BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA, FLOOD ELEVATION OF 9.0 MSL. (NAVD 88). SITE PLAN AS PER MAP RECORDED IN BOOK 28, PAGES 25 - 36 INCLUSIVE, OF T = 38"12' F.S. 4 = 9.53' ESTABLISHED GRADE MISCELLANEOUS MAPS, IN THE OFFICE OF THE COUNTY RECORDER IN SAID 13. WASTE LINES IN WALLS AT FIRST FLOOR TO BE CAST IRON. THIS PLAN IS FOR SETBACK PURPOSES ONLY. SCALE: 1/8" = V- 0" COUNTY. U A Y- R-1 / U RUCVC) TYI -;��gPRI�IK E 14. RECYCLE AND/OR SALVAGE FOR REUSE A MINIMUM OF CE IT THE NONHAZARDOUS JOB NORTH 1 SETBACKS: FRONT - 25' (HARBOR) SIDE 4'� FRONT = 5' (WEST BAY AVE.) CONSTRUCTION AND DEMOLITION WASTE IN ACCORDANCE WITH SECTION 4.408.1 CAL tI GREEN CODE PROJECT DESCRIPTION � DEMOLITION OF EXISTING DWELLING & CONSTRUCT A NEW, 3-STORY HOME W/ PUBLIC WORKS NOTES ATTACHED 3-CAR GARAGE. T. O. SLAB 10.0' & T. O. CURB 10.6' ABV. NAVD 88 1. ALL PRIVATE IRRIGATION SPRINKLER HEADS TO BE INSTALLED & POSITIONED IN A MANNER THAT WILL NOT CAUSE WATER AREA CALCULATIONS OVER SPRAY ONTO THE PUBLIC RIGHT OF WAY FIRST FLOOR LIVING AREA: 1,629.5 S.F. SECOND FLOOR LIVING AREA: 2,013.0 S.F. 2. IF THE WATER METER IS LOCATED IN THE DRIVEWAY APRON, THE BOX MUST BE REPLACED WITH ONE HAVING A STEEL THIRD FLOOR LIVING AREA: 408.9 S.F. C LID TRAFFIC GRADE. TOTAL LIVING AREA: 4,051.4 S.F. 3 - CAR GARAGE AREA: 739.5 S.F. 3. AN ENCROACHMENT PERMIT IS REQUIRED FOR ALL NON-STANDARD IMPROVEMENTS WITHIN THE PUBLIC RIGHT OF WAY. 79-8° TOTAL ENCLOSED AREA: 4,790.9 S.F. ALL NON-STANDARD IMPROVEMENTS TO COMPLY W/ CITY COUNCIL POLICY L-6. IT IS THE RESPONSIBILITY OF THE 41'-e" 14'4' 24'-0" LOT AREA: 4,655.2 S.F. BUILDABLE AREA: 2,744.5 S.F. x 2 = S.F. MAXIMUM BUILDABLE AREA 5,489.0 S.F. CONTRACTOR AND /OR OWNER TO OBTAIN SUCH PERMITS FROM THE PUBLIC WORKS DEPARTMENT. 6' " 6'-0" 1 -0 6'-0" 7%0" 6'-0" -0 13'-2" 0 6'-10" 10'-4" 6'-10' OPEN SPACE REQUIRED: 411.6 S.F. 4. A NEW SEWER CLEANOUT SHALL BE INSTALLED AT THE EXPENSE OF THE OWNER. THE SEWER LATERAL SHALL BE 1 3'-4" 2'-10" 8 _ 1'-0" �1.,SPACF�TVLpEp:.7J- REPLACED FROM THE SEWER MAIN TO THE PROPERTY LINE, WHERE ACLEAN-OUT SHALL BE INSTALLED PER Ro 1 AX. THIRD FLOOR ALLOWED: 2,744.5 S.F. x 1.5 = 411.6 STD-406-L WITH A TRAFFIC-GRADE BOX AND COVER,ADJACENT TO THE PROPERTY LINE IN THE PUBLIC RIGHT-OF-WAY (E)BLOCK WALL LANDSCAPING PROVIDED: 344.2 S.F. P/A PERMEABLE SURFACE 01 Jp6 (N)WATER FEATURE S 5. ADDITIONAL SURFACING REQUIREMENTS MAY BE SPECIFIED BY THE PUBLIC WORKS DEPARTMENT WHEN TRENCHING WORK OCCURS WITHIN PAVEMENTS LESS THAN FIVE YEARS OLD. �'' CONSULTANTS P/A -o 6. A PUBLIC WORKS DEPARTMENT ENCROACHMENT PERMIT INSPECTION IS REQUIRED BEFORE THE BUILDING DEPARTMENT STRUCTURAL ENGINEER ENERGY CONSULTANT SURVEYOR PERMIT FINAL CAN BE ISSUED. AT THE TIME OF PUBLIC WORKS DEPARTMENT INSPECTION, IF ANY OF THE EXISTING n b°oJR 1 RIGHT ENGINEERING, INC. SOUTHLAND ENERGY RDM SURVEYING PUBLIC IMPROVEMENTS SURROUNDING THE SITE IS DAMAGED, NEW CONCRETE SIDEWALK, CURB AND GUTTER,AND `t , Q L ODD�LL RAED GHOULI PAUL KANDARIAN RON MEDEIMA ALLEY/ STREET PAVEMENT WILL BE REQUIRED.ADDITIONALLY, IF EXISTING UTILITIES INFRASTRUCTURE ARE DEEMED :; I + l- a 26040 ACERO, SUITE 100 1491 GLENNEYRE ST. 23016 LAKE FOREST DR. SUBSTANDARD,A NEW I" WATER SERVICE, WATER METER BOX, SEWER LATERAL AND/OR CLEANOUT W/ BOX & LID } JJJ ° LAGUNA BEACH , CA 92651 WILL BE REQUIRED. 100% OF THE COST SHALL BE BORNE BY THE PROPERTY OWNER. (MUNICIPAL CODES 14.24.020 ( i MISSION VIEJO , CA 92691 LAGUNA HILLS, CA 92653 AND 14.08.030). WILL BE REQUIRED. 100% OF THE COST SHALL BE BORNE BY THE PROPERTY OWNER. SAID P/A r 4 6 B ' TEL: (949) 855-2300 TEL: (949) 497-3591 TEL: (949) 858-2924 DETERMINATION AND THE EXTENT OF THE REPAIR WORK SHALL BE MADE AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. kl 7. A LICENSED SURVEYOR SHALL COMPLETE FEMA ELEVATION CERTIFICATE AND SUBMIT IT TO THE BUILDING DEPARTMENT G Ivy ; GOVERNING it v (• ' 2"SLOPE t, ' - Z CALIFORNIA BUILDING CODE INSPECTOR DURING FINAL INSPECTION. '_ �` TOP OF SLAB ELEV. 10.0 a 0 2016 CBC FIN. FLR. ELEV. 10.063 I CALIFORNIA RESIDENTIAL CODE 2016 CRC 8. BUILDING SITE IS LOCATED IN A SPECIAL FLOOD ZONE. TOP OF SLAB OF FIRST FLOOR TO BE AT o Q ELEVA1oR l LL CALIFORNIA ELECTRICAL CODE 2016 CEC OR ABOVE ELEVATION 9.0 MSL(NORTH AMERICAN VERTICAL DATUM, SHOWN AS NAVD 88) < ` z„ PIT o 1 < CALIFORNIA MECHANICAL CODE 2016 CMC NGVD = NAVD - 2.4' N.B.M.C. 15.50.200 (C) )r CALIFORNIA PLUMBING CODE 2016 CPC 0 9. RE - PAINT ALL EXISTING RED CURBS AT THE INSTRUCTION OF BUILDING INSPECTOR. r _ CALIFORNIA FIRE CODE 2016 CFC WH ' ( J CALIFORNIA ENERGY CODE 2016 BEES 10. ALL WORK RELATED TO WATER IN THE PUBLIC RIGHT OF WAY SHALL BE PERFORMED 2" 4 0 ( + - `, ') a CALIFORNIA GREEN BUILDING STANDARD CODE, CAL GREEN 2016 CGC BY A C-34 LICENSED PIPELINE CONTRACTOR OR AN "A" LICENSED GENERAL ENGINEERING K._ CHAPTER 15 N.B.M.C.( 1 _ l C� CONTRACTOR. tN NOTE: 11. ALL WORK RELATED TO WASTEWATER IN THE PUBLIC RIGHT OF WAY SHALL BE PERFORMED I ° ( °b o00.� P/A ISSUANCE OF A BUILDING PERMIT BY THE CITY OF NEWPORT BEACH DOES BY A C-42 LICENSED SANITATION/SEWER CONTRACTOR OR AN "A" LICENSED GENERAL ° NOT RELIEVED APPLICANTS OF THE LEGAL REQUIREMENTS TO OBSERVE ENGINEERING CONTRACTOR. - P/^ RESTRICTIONS WHICH MAY BE RECORDED COVENANTS, CONDITIONS AND RESTRICTIO NTS, CO D p1 O s� GKfINE ' I AGAINST THE PROPERTY OR TO OBTAIN PLANS. YOU SHOULD CONTACTpq 12. OBTAIN PERMIT TO RE LOCATE EXISTING CABLE T.V.VAULT IN RIGHT OF WAY. p/A PERMFABLESURFACE 0 YOUR COMMUNITY ASSOCIATIONS PRIOR TO COMMENCEMENT OF ANY :> :t CONSTRUCTION AUTHORIZED BY THIS PERMIT. 1'0" 12'6" T-0 22' 2" 1:0:. 22 0, 1 -0 14'0" 24'O" (E)SIDEWALK ' C) 79'-8" Newport Bay V) {-(E)FACE OF CURB P Y � JOB SITE 1 140 W. BAY AVE. DATE w W.BAY AVENUE 09 - 16 - 2'019 Z � N o = w 7Q Y OJEC®3. F W.BALBOA BLVD. iY 19 n N SEiEIi I'NU. SLAB EDGE PLAN w.OCEANFRONT THIS PLAN IS FOR DIMENSIONAL PURPOSES ONLY. SCALE: 1/81 = 1 '- 0" u JOB NORTH VICINITY MAP Al C.C. 1 1 -26-2019 USED ARch \p`L CORD C: n * ca Ila o. C 14146 1 1-30-19 9�FpF CA�1Fp�� �7 CN O 0 C 00 B C D pq _0 7 7 7 cu 010 79'-8" P C)40 41' 8" 14' 0" I 24' 0" 0 N 0 loot b' 6" 1'-0" 6'-0' 7'-0" 6' ° 1'_0" 13 2 11.0116' 10" 10' 4" 6' 10" 10 I 1N13'.0"HT.WALL - - - - - - - - - -- - - - 10 (N)6'-0 HT. ALL - - - — - - A 04 B WATER FEATURE TRASH/SERVICE ' o LO—FOVERHijNG ,0 5 ROOF OVERHANG O .p D.S. `,0 SETBACK LINE ' '7D S _ _ _ .� — — — . _ LINE OF SECOND FLOOR ABOVE 20' 1 Z o I i7 48"R/0 I o CLEAR Q olY V 2 r` 0 0 2' 0,' 3' 0" YYY--- 2 6 KITCHEN I ZI°o '�C Q O• 9'0"CL'G. O ,0 D Z — —� PATIO �? 20 4 aO ll --, CLEAR 1 I I O 0 o 5 6 9 9 F 0. O I V 22' 4" w C� REF./FRZR. OVEN 8 9 10 11 �� x CLEAR I - / 12 13 \ \x \X/ APPLIANCE 7 \3 \ L — — �/ \�I GARAGE 3 - CAR GARAGE PATIO M I O �, s \� � � �\\ 1\ o� 7 �10 M ;0 O I m 15 \ SLOPE Q O I I c4 <"> oSEE LANDSCAPE PLAN = O PANTRY _ 4 \ a a I> I o f 8'0"CL'G. O 16 1 O z o I )(N) <ATOR 3 I I- I' OI p I O I I (5)EQUAL SHELVES / 17 OOI N1 of Qi 11 I UP UR. A — I 1'_0" 6'_0" 1' 0' 5 10" 1'_0' 6-_0 � 2 2 8 1 I 6 9 7- 3" 7 = HALL 1 1" _ LIVING NG 10 w I 1' 4" 2'-4" a'.o°a'c. I I EN 0 7 ' I 1 I +4 " 9'-0"�Lkj. O I 9' "CL'G. lL...11 LINE OF SECOND FLOOR ABO o I (V O > 1 +36" Z I — D m I I V O - I BAR I N I _ LINE OF SECOND FLOOR OIL I o , O I i I _ _ I 9�_�"CL'G. I 12 PWDR. I i� k ABOVE ? 0 _ UJ LL WINE REF. II 8'-0"CL'G. PORCH (h _ ' ' 1•( 6 U.b. R is[} O4 I I M LE I � COUNTER \\v II \\v I E V D \ \ U. (mot O r � I � - - - - - - - - - - - - - - - - - - - - — — — — — — — — — — — SETBACK LINE - - - - - - - - - - -:_ - - - i � �/ J _ L ROOF OVERHA G_ � � - � ROOF OVERHANG O �, � I I - — - - — - - — - - (N)3'-6"HT.WALL -- — _ b'HT.WALL AT PROPERTY LIN ry LOW PLANTER WALL AT PROPERTY LINE I pq - - - -- - - - - -- - - - - - - - - - - - - - - - -- �, 4'-10" 4'-0" (E)CONCRETE SIDEWALK 6'_6�� 6'_0�� 7'_0„ 6'_0�� 15'_2�� 22' 0" 41'-8" 1 '-0" 24' 0" i 25'-°" I 79'_8" I (E)FACE OF CURB " REAR S.B. 5 -0 FRONT S.B. �'nie C9 - 16 - 2019 B C D PROJECT NO, 7 7 7 19 - 03 USElEYi NO. O FIRST FLOOR PLAN LL <� SCALE: 1 /4" = 1 '-0" 0**M; u JOB NORTH Q C.C. 1 1-26-2019 USED ARchi QURDCJ Fn v Q-co t'd sMl'iY�a:�1 No. C 14146 U� 11-30-19 9p FOF CAS\F0 �l O U V) U 0 B C D o"j 7 7 7 Ln 79'-01 2" P4 0 10 41'-0 1/2" 01 14' 0" 24' 0" 5' 0" Chi I I I10 5'-10" 8' 0" 5'-0" 22'-2 1/2" 18' 10" 5' 2" 9'-10 1 2" - - - - - - - - - - - - - - - - - -- - - - - --- - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 124-- - - - - - - - - - - - - - - - - - - - - - - - --/� I 0 L�IJ h I ul I a SETBACK LINE D.S. .S.rL D 2x6 I II _ LINE OF FIRST FLOOR BELOW —J �+ _LINE OF THIRD FLOOR ABOVE i kllD T 10 Y I F� >1 o o C4 BEDROOM 2 8 4"CL'G. p Ol 6'_8" 5' 8" 6' 6" MASTER BEDROOM O ' ISLAND f e'ao°a'c. o N P Q BATH 2 I ��r ' z I 18 8'4"CL'G. --- ❑ I F� 21 U IF I I MASTER BATH 1 I.I MASTER CLOSET 1 :; o 29 I I 8'-4"CCG• 30 I I 8'-4"CCG. OPEN TO BELOW 8 9 1 D 11 OPEN To BELOW 19 + 12 Z W.I.C. W.LC. a 3 . �. I 8'-4"CL G. I O I 8'4"CCG— - - p :p Lo IL 20 - o iv Z 1 f. CABINET , ELEVATOR 5 I M I M m a > EQUIPMENT O p MASTER C ELE roR "OPE �.BELOW O z DN. 17R. p HALL 2 �Ih --- - 2 8 4"CL'G. o, o I 8 25 1 UP 17 BATH 3 ILL z i 23 8'-4"CL'G. A I I FOYER i i STAIRHALL BEDROOM 3 I A DECK t 4 Icrc. VOL.CL'G. SITTING AREA O 7 N I I 26 O I I I I V 8'-4' a'G. 2x 7 cv 8'-1 o"a'G. 27 24 I I 1LV 16 I MASTER BATH 2 LAUNDRY OPEN TO BELOW �18'-XCL'G.LLINE OF THIRD i 8'-4"CL'G. I u + FLOOR ABOVE I D K10 + F\ w /I F\ D - I � / III / I ® f� I ap / x— I V LINE OF FIRST p r � B1 Y FLOOR BELOW . . I �A IC y IC y — +A2"GLASS RAILING .... .::., ; -- J �- „ _ _ — — ice/ J 4 — — — — — — — — — — — — — — — — — — - - — — — — .S. SETBACK LINE ROOF OVERHANG BELOW ROOF OVERHAN BELOW W to Al Z I p I p I - - - -- P� p 6 6 7_p 6'-0" 5'-2 1/2" 10, 0 14'_0" 4._6" e P=, g 6'_4" 34'-8 1/2" 1 8'-6" 14 4" 5' 2" 5' 0" r L� 10 25' 8" I 79'-0 1/2" I B C D DALE 7 7 7 09 - Il6 - B®19 PRORCI NO. V) J9 - 03 L�L SI Ifi1-f NO. C� SECOND FLOOR PLAN SCALE: 1 /4" = 1 '-0" 0 3 JOB NORTH Ql C.C. 1 1-26-2019 Q�S�RD RC�i No. C 14146 N9l 1 1-30-19 �OF CAS\FO r�l M A �1 U N � O U (>3 bV4 U (D � � Q B Q C DCO 7 7 7 P4 q 0 25-0 26-8 1/2'40 29-6 23 -6 5 -0' SETBACK 40 STEPBACK STEPBACK SETBACK N 7'-4 1/"± 15' 0" 0, 14'_6" I10 ON RIDGE I Q Q I Y Y _ Om Om - - - - _ _ _ — _ _SETBACK LINE_ _ _ _ _ _ ----- r d sL w LINE OF SECOND FLOOR BELOW D.S. �. LINE OF SE D FLOOR BELOW f- +42"LOW WALL +42"GLASS RAILING I I I - - PLI o I II BUTTERFLY ROOF L� R —t 1 + I H 1 I 10 o q I RETREAT a I o N 0' SLOP' .CL'G. I I I O i o g Jl K1 L1 , r I T XT 9 �D I 7 12 I J % 3 10' 6" � m RO � D� K I I \ / ° V N I I I I \ \ I 10 5 415 o I HI-POINT �I - 4 _ 6" x 3__ OPENS €LOW 16 04 DN. 17R. 17 2 R. / CK 4 o I I I / HA L 3 \ O STAIRHALL A SLOP .CL'G. \ I I SLOP'G.CL'G. OPEN TO BELOW I IJ4 z I I • ( _ I +42"LOW WALL ® ,, �I L\ �1 IBATH 4 = � � cq +42"LOW WALL I 71 - P 1 N 1 M 1 I'7 D.S. LINE OF SECOND FLOOR B LOW I S. IL 0 0 Y —LINE OF SECOND FLOOR BELOW I Y e - - - - - - - - - - _ N J I -0 Q Olo Fyo Q - - - - — — — — — — — —SETBACK LINE - - - - - - I �d u m a I Q I py - _ _ - _ _ - _ _ - _ _ - _ - - _ _ - _ _ - - _ - _ - - _ - - - _ _ - __ ON RIDGE 0 4'-6" 6'-0" 4'-6" 15-4- 14' 6" 10 29'-6" 23'-6" B C D 7 7 7 DALE �09 - 1b - 2® PROJECE NO. c� 9 - 03 SEfEEE NO. THIRD FLOOR PLANf%wit; u 4 SCALE: 1 /4" = 1 '-0" JOB NORTH 1Q C.C. 11-26-2019 C.,Lp * m wad = No. C 14146 1 1-30-19 FOF Cps\FU Mr�l U a) B C D H (T3 7 7 7 P O N - - -- - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - -- -_ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- — - - - -- - - - - - - -- - - - - - - - - - - - - - - - - - -� 1 M1 1 D.S. l r — — _ _ SETBACK LINE_ _ _ _ _ _ _ _ _ _ - LINE OF SECOND FLOOR BELOW - D.S. LINE OF SECOND FLOOR BELOW 10 10 D.S.,,,, _ 3 -011 I I 21_011 31 O,I I +42"GLASS RAILING _ LINE OF THIRD FLOOR BELOW _ `D.S. I T O I I I m CN 1 1 1 ( m I 1-011 0 CN I Io Q z oCV Lu �y O M � � r ROOF DECK 1 o _ of to `' ` O "' I o Z BUTTERFLY ROOF 1 1 to ® ® � LU I z - D.S. 06 N O J J LINE OF THIRD FLOOR BELOW 3 I P4 T , 3'-0'1 )j/ I — —J I� LLU n z 4'-0" — — — I 11 o LU P���J 0 121-011 o w o / J 3 : 12 z ; M o uj HI-POINT 11 1 O o RIDGE RIDGE AT 38.531 - 29'-0" ABV. 0 1 ESTABLISHED GRADE HEIGHT CERTIFICATION REQ. I II 3 : 12 I J L 3 3 : 12 o 1 CK , A Y - -----�-1--.ul jl ® � _ 7 v I —PLATE LINE— JI / m I T — LINE OF THIRD FLOOR BELOW P� �{ +42"GLASS RAILING L I I M D.S. �_ -� D.S.7 LINE OF SECOND FLOOR BELOW O O 3 : 12 10 yGo _ — ---- ' — — — —LINE OF SECOND FLOOR BELOW— "� _ - - - - - - - - - - — — — — — — — — �" — — — — — — — — - ee U lJ SETBACK LINE - I II n ry 10 . . fV I pq B C D DALE 7 7 7 0 - 16 - 2019 PROJECE NO. 19 - 03 [[ Sf IEFF NO. C ROOF PLAN SCALE: 1/811 = 11- 011 0 h;JOB NORTH mmmmmi 0 C.C. 1 1-26-2019 8.53 MAXIMUM HEIGHT HEIGHT CERTIFICATION REQUIRED _ _ '_ TOP OF RIDGE 8.53 MAXIMUM HEIGHT _ 3 -12 — �3 - - - - I- 0 '\ 12 o. C 14146 3.03 TOP OF RAILING ROOF DECK ALL 3 \ [�TAIRHALL 13 DECK f�T 1 1-30-19 I i _ 1 3 FOF CA�1FO TOP I P LATE — - SLOPE %/ / SLOPE n _ - —TOP OFPLf, TOP PLATE - - - — TOP PLATE I a s SITTING AREA FOYER STAIRHALL e�IALL BEDROOM 3 BA H 3 P a p c co I ao N g _ I I 1 TOP OF PLY.cl, / SLOPE / / \ _ -TOPIOF PLY U j TOP PLATE_ TO Pi I •F, I \ , V) � j I 0 LIVING HALL ENTRY 3 - CAR GARAGE o I p, / P M 0 T.O.C. 10.60' 2 1 EST. GRAD 9.53' 1 TOP OF SLAB 10.0' /� SLOPE 10_ 7 T. GRAD - - - - 2"SLO PE or 74z! pq A BUILDING SECTION 1 A 1 1 HEIGHT CERTIFICATION REQUIRED 8.53 MAXIMUM HEIGHT,, HEIGHT CERTIFICATION REQUIRED 8.53 MAXIMUM HEIGHT TOP OF RIDGE 8.53 MAXIMUM HEIGHT HEIGHT CERTIFICATION REQUIREDpq 31 12 — �3 I 3�12 12 �3 I 3� —13 I I I I I S AIRHALL I ROOF: ECK TOP OF RAIL NG []CK �— I Z I I I TOPOFP TOP . TOP PLA E I i _HDR RGT - I •\ I I I I I'- BEDROOM 3 W.I.C. BEDROOM 2 a I AI ALL a I I a a ASTER BEDROOM SITTING AREA I ao N 12 I I r N I TOP OF P -TOP OF L I — — — — — -- — — I S TOP PLATE I TOP LATE — - - I I - - I I I p I I I pq I ' to 3 - CAR GARAGE I ENTRY I DINING LIVING o O- TOP OF CURB T. C. 10.60' J�5 ' T.O.C._10.60' _ _ _ _ TOP OF CURB _ 1 1 T.O.C_10.60' DAIE TOP OF SLA T. . S_E-. R I PE SLOPE n EST. GRA 9. 3' I[ST. GRAD 9.5 09 - 16 - 2019 - - pq YROJECL NO. 19 - 03 LY SffEEf NO. BUILDING SECTION BUILDING SECTION BUILDING SECTION7 D SCALE: 1 /4" = 1 '-0" SCALE: 1 /4" = 1 '-0" B SCALE: 1 /4" = 1 '-0" u Q C.C. 1 1-26-2019 TOP OF RIDGE 8.53 MAXIMUM HEIGHT 12 1 HEIGHT C TIFICATION RED REQUI 1 3 3 i TOPIOF BEAM SED A,? \O��ORpC�iTFO SLIDING GLASS EXTERIOR PIASTER j Q DOOR BEYOND * �C 14146 ' Fl Ql— _ _ 3.0 TOP OF RAILING v9T 1 1-30-19 'O FOP CA��FO TEMPERED GLASS RAILING Z i L-1E-1LJLLLUL Jl _ _ M TO_PIOF PLY_. TON PLATE T� �fF. 1 - EXTERIOR PIASTER E_— SLIDING GLASS DOOR BEYOND BUTT GLAS WINDOW— TEMPERED GLASS RAILING b - - a �7 R p 00 b, < WOOD Si ING j E STONE TRIM 'cc.') N 1 - - - - - - - - - - - - - - - - - - - - - - - T POFPLY. U TOPS PLATE u I - - I�- - L SLIDING GILASS � � � i BUTT GLAS WINDOW DOOR BEYiYYY»>ND v M —COUNTERTOP � d) E LIMESTONE VENEER �_ o a T.00. 10.60' Q T. O. SLABJ 10 0' EST. GRAD 9- 1 BAYFRONT ELEVATION SCALE: 1/4" = 1 '-0' 0 0 TOP OF RIDGE 8.53 MAXIMUM HEIGHT 12 12 - 31 3 HEIGHT CERTIFICATION REQUIRED i LOW WALL/ HDR_HGT. — - - ' GUARDRAIL TEMPERED GLASS RAILING r 3� Cl sv__ 3.03' TOP OF RAILING ' 12 —1 3 - TOP PLATE _"--" ,O 'o Z EXP SED BEAM - - 10 i _ — — _ —TOP OF PLY_AT RETREAT — — — _ _ _ _ _ TOP OF PLY. AT DECK TOPiOF PLY. TOP OF PLY. _ _ _ - _ _ - TOP PLATE i TOP PLATE HDR. HGT. - HDR. HGT. LO WALL/ BUTT GLASS WINDOW GUi RDRAIL \ t; q a co - C4 WOOD SIDING 19 z in : ILi STONE TRIM ih TOPIOFPLY. - - - - - - - - - - - - - / - - - - - - - - - - - - - - - - - - - - - - - - - - _ TOP OF PLY. 1 i - - - - - - - - - - - - - - - - - - - - - - - - - - - - TOF PLATE _ TO_ P PLATE_ BUTT SS WINDOW B LA WI\ / G N � E o LIMESTONE VENEER— j j o u LIMESTONE VENEER - p � % €� _ _ _ T.O.C. 10.60' / — _ L _ _ _ TO.C. 10.60' _ _ — _ _ _ Q @/ TO OF SLAB 10.0' TOP OF SLAB 10.0' C) - - - - - - - - - - - - - - - - - - - - - - EST. GRAD 9.53' - - - if 1 DAIE LEFT ELEVATION SCALE: 1/4" = 1 '-0" YROJECE NO. c) 19 — C3 SEIEEE NO. V) u� Ai C.C. 1 1-26-2019 8.53 MAX MUM HEIGHT HEIGHT FICATI N REQUIRED 1 I I I TOP PLATE USED ARcyi j EXTERIOR PLASTER EXPOSEDiBEAM VL�FOR C'r FOB No. C 14146 'F u� 11-30-19 =� - — - TOP PLATE 'o TFOF CAS\FOB i� - - - - - - - - - - - - - - - - —TOPIOFPLY. TOP PLATE - u HDR. HGT. I — I LOW WALL/ GUARDRAIL \ �' I R o - - - - CAf C p I - v I _ M � �oz - - - - - - - - - - - - - TOPIOFPLY. vn 00 ^`— — — — — — — — — v TOPI PLATE C U I a) cu LIMESTONIl VENEER 1140 - e 4cJc O C I ol I I I � � 1.O. 10.60 b_ O.0 )0.60 A TOP OF SLAB 10.0' EST_GRAD P4 STREET ELEVATION PIP SCALE: 1 /4" = 1 '-0" O I I I 0 8.53 MAXIMUM HEIGHT TOP OF RIDGE HEIGHT CERTIFICATION REQUIRED 3I-- —73 I I I HDR._ T. �V LOW WALL/ I 3.03 I I ' TOP OF RAILING GUARDRAIL i TOP OF RAILING 12 I ZTEMPERED GLASS RAILING ) 10 ` \ `� g 12 TOP PLATE TOP OF PLY. AT DECK ' ` ` --�3 o Z - - - - - - _ - - - - _ TOP OF PLY. AT RETREAT , I TOP PLATE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N HDR. HGT. �— - — - — _ — _ TOP OF PLY. _ _ TOP OF PL HDR. HGT. - TO_PI PLATE — I BUTT GLASS WINDOW EXTERIOR PLASTER R 1- 1 / o, Q co / �' LOW WALLI _ �' ^ — GUARDRAIL OD I TEMPERED GLASS RAILING w � 'o o z 1 z R TOP OF PLY. I - - ih - - - - - - I TOP PLATE - _ _- - - - - - - - - - - - - - - TOP LFPLY. TOPIPLATE STONE TRIM \ LIMESTONE �ENEER o LIMESTONE VENEER WOOD SIDI�JG I ol \ e WOOD SIDING } I o l u 01 _ T.O.C. 10.60' Q _ T.O.C. 10.60' STONE TRIM' EST. GRAD 9.53' TOP OF SLAB _ - - - - - — - - - - _ - - - _ T.O.C. 10.60_-_ - - -_ I p - - - - - - _ - _ _ TOP OF SLAB 10.0' 1 ENTRY DOOR RIGHT ELEVATION SCALE: 1 /4" = 1 '-0" DAlE 09 _ 15 _ 2019, YROJEcr NO. c) 19 — C3 SFJEEf NO. V) u 6 -4 / 5 -0 18-10' 5 2 29'-8 1 2" Q1 C.C. 1 1-20-2019 ot f., ?• a oSE0 ARC D� r`n * m$wad A No. C 14146 u�T11-30-19 � \ / \ o CAUFO 92l8 \ a I &F \ / I O v 10 10 12 CN M ' \ \ +I/ III � u Ff DN V1994 .7 S. F. 554. 8 S. F. 10 : ,S F � �6 � pq V LJ 7_ 7 14'-0" 14' 4" SECOND FLOOR PLAN 2,013.0 S.F. SCALE: 1/4" 41'-2 1/2" 23' 4" 7,-0„ O O 14' 6" co 9�137 ,8 S.F. / o 6.77 . F. 388el S.F. �o 4. icu UP 17R. � p � UAIE 09 - 1b - 2019 rso, a1r co ROJEU NO. J YSHM O O. 19 - 03 f1Ek1'NU. FIRST FLOOR PLAN 23 4 JOB NORTH � SFAI1 ,629.5 S.F. SCALE: 1 /4" = 1 -0 a Q C.C. 1 1-26-2019 SED ARC Gk FpRD S#( N0. C 14146 NET 1 1-30-19 eop CA`�FO u O U 0 � v, 00 Ua 0 � p � P 0 �C 14'-2" T FF - - - -I- - - - - �1 I I I � V) \1 811 .A S.�F• I LL , " 10 12 I I �P� 15 7, u pq i I I I P4 - DALE � . V�. 09 - 1b - 2{J19 14'-b° YROJECCNO. 19 - 03 6'-0" SIIEEI'NO. THIRD FLOOR PLAN JOB NORTH � SFA2 408.9 S.F. SCALE: 1 /4° = 1 '-0" c - - - - - - - - - - - - -- - -- - Q C.C. 11-26-2019 140' 52 Q/ I I I I _ SETBACK LINE p S. — — — — — — — — — — — — M. x .. v — — — ' SECOND FLOOR 2x _ \ / LINE OF FIRST FLOOR BELOW I6 Xr i 123 4 S.F. L�FpR Csy�TF .: + I —LINE OF THIRD FLOOR ABOVE — _\ / I D]E 'I a \ ✓ 0 92.5 S.F. ,cA \ /\ 10 33.6 S.F. *��jead 11� /, \\ No. C 14146 468.0 S.F. N9r 11-30-10 . 9 �=Q 0 0 I I M 17 (�S.F; BEDROOM 2 I FOF cA��Fo o /. \\ 8'4„CLG. x MASTER BEDROOM I ISLAND �/ \ 8'-10' CL'G. LL 0 I / ` BATH 2 8'4"CCG. ' I � <I MASTER BATH 1 I I MASTER CLOSET 1 II I 8'-4"CL'G. I I 8'-4"CL'G. I OPEN TO BELOW a 9 10 11 OPEN TO BELOW I ( O I I I I I II 7 2 Z W.I.C. III I W.I.C. 4 U ' KNEE _ _ 3 SPACE 6 3 - 8'.4"CLG. 8'-4"CL'G. w JI I — z CABINET - .; - ELEVATOR 5 4 I .. 1 EQUIPMENT H 15 v M fn o \ f MASTER CLOSET 2 ELE roR r 1 O w \ / w - 3 OPEN-T BELOW o a'-a^a'c• I HALL 2 I U DN. 17R. 17 V) r , L N \ / /. I 2 8'-4"CCG. I !� 0 \ / I UP BATH 3 ' \ I FOYER I I STAIRHALL I I I m D K I 8'-4"CL'G. I I voL.crc. I I BEDROOM 3 O I SITTING AREA I I I I 8'-4"CL'G. 1 �3 S.F.. a'ao"cL'c. I i N r \ I MAST R BATH 2 LAUNDRY OPEN TO BELOW '. / \ 8'4"CL'G. I - LINE OF THIRD 8'-4"CL'G. ; 'r \ + FLOOR ABOVE _ I D I a \ LO ` \ I w A f—o� I 143fco x. x— LINEOFFIRST I FFLOOR BELOW- ....+42'GLASS-RAILING i .,., .... ........ ...... ... ....... — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I .S. SETBACK LINE 1 ROOF OVERHANG BELOW ROOF OVERHANG BELOW 1 3 7'-0" 18'-6,l 5' 2" I I I / - - - - - - -- - - - - - - - - - - - - - - - - - - - - o - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - o SECOND FLOOR PLAN JOB NORTH - - - - --- - - - SCALE: 1 /4" = 1 '-0" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - -- - - -- - - FIRST FLOOR - - - - -- - - - -- - - - - -- - - - - - - - - - - - - - - - -- - - — 1 (N)3-0"HT.WALL I A-- ° 1 OPEN SPACE (N)6'0"HT.WALL -- 175. .F. WATER FEATURE TRASH/SERVICE ' 70. F. � ROOF OVERHANG ROOF OVERHANG —, 245. F. SETBACK LINE LINE OF SECOND FLOOR ABOVE 7- -DS D.S yy�� — — x sT ED o I 41 I OPENSPAOCq QROVIDED 48"R/O I \ ✓ - -� oI� 1 245. I.F. PH L `\ // oo I 468. .F. \ i g o I ' 713. O.F. 1 KITCHEN 1 9'-0"CL'c. TOT A DINING Z 17)2V S.F: OPEN SPACIr REQUIRED 9'0"CCG. N z I O /✓PATIO 1 Al 1 . I .F. a ` I z I I / F� Z 9 10 x REF./FRZR. OVEN 11 ✓ APPLIANCE 7 / 1 \3\ GARAGE �\ 3 - CAR GARAGE x x 1 I I J 5 14 \\ m PATIO �, ` \\ SLOPE Q I I o SEE LANDSCAPE PLAN a I PANTRY a \\ —� 15'1 ZI O 8'0"CL'G. a w (N)E ATOR 3 1 I- —1� I > I Io OI I (5)EQUAL SHELVES — _17� pl 1 o I UP r � a1 ✓ J JI HALL 1 pq EN 1„ — LIVING wl a'-o"crc. I +42" 9'-0"CCG. 0 I 9' "CL'G. LINE OF SECOND FLOOR ABO— z O I +36" I JI ° a ".. _ _ ... 0 W u, BAR I I I 1 KIN LINE OF SECOND FLOOR �I� 9'0"CL'G. I PWDR. w , ,ix ABOVE zO I I I LLJJ I�\' WA WINE REF. I 8'-0"CL'G. x \ \ \ PORCH i ILL TII COUNTER I 7 © F. O DATE 1 I — — — — — — — — — — — — — — — — - .S. . . _ _ �� PRU ECr NO. �JLJ 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - — — — - - SETBACK LINE - - - - - - - - — - - - - J CGj I I LROOF OVERHANG ROOF OVERHANG 19 - 03 SfIEE'f NO. I i n I - - -- - - - - - - - (N)3'-6"HT.WALL - - - - - - - - - - - - - - - - -- - - - - - -- - - 6'HT.WALL AT PROPERTY LINE- - -14 LOW PLANTER WALL AT PROPERTY LINE 1 � - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - FIRST FLOOR PLAN (E)CONCRETE SIDEWALK u O SCALE: 1/4" = 1 '-0" stuca rubra Mlmulu,_aurantiacus_ Erigeron-glaucus_SeaBreeze'I egia(Island false bindweed) gL .wwrnsoa;us ,a:•Y• g 2i°.ni!+`� . + ..•;J ,.. :h't-JJ�"i�' ` ,�,.•j'.Ea ' ''MIN �'z '",;' , - ,: ,.... �. �_. �• �, '.� a r .aS `�r ,° 1° p�c :, _.> ,9 :: Y•.+6 ., . 4 tr* :. : n. 4' q::-• . .. .B .. , .,¢. ,� e � � . ,.# Sri 'w ,,. .• ,:-. a: .3.,: '.. . : _ ,. .". r • �y !t 3 f ra x+rt: s -'�'ii..k ,+ t... ,a2ak.?. ,..r3, a• :.t'ate^ t •'. .. a y. ... t .n�$p��� '. 4. ) , k 1 , o-3-._:a � .;< ,a+e... ��.' ,ra,. . ' .. • a. r e... `v AL•�.' n'° : �:al� i$ L_ ".V A.'. kyF'- � .::'. -. '.Y .:l + v{. 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Z C _�_y_ F o - I qua p°V� 04 00G 0• b? of pFy a' N ' O # ab I I ' �y\ b — f� aa�y ee _ J U Nphy �00 1bb� P •Q 49.28TG - - - -- - - 9.07TC X)RAMP TO DOCK ry — 'Y �1. y.1\ qq - - hy\ ^ ,"�°� # °hry� —1— i # h9.07TC X)Ot � p P a�hy LI- o (9.67TG) 9.65TG) # b9O ( 60TG) P p P , wCoNC 0Fy\ I NJ 7.77NG a t+- p — ^ SET LEAD AND TAG ay'l a q�� i OPERTY — N17�28'30"E 109.71 ' — \ qq'� �y \¢ STAMPED L5.4653 p, C p, a \'` IK'/ _h�(�\ 4NC I CONC. b� V SET 7"I.P.AND TAG \ G '�b1/ b' ¢/_ �• bQ hh� STAMPED L5.4653 ryM1� \/ 1• a' ���/// \ \� \\h \00 1b�G qb o bq�G d e I � CONC. 12TH STREET CONC. 0 �qbb toy h�G q'` qO Q� bey b q`�4 a. — 8.37FL — — — — CENTER V LINE h\��\ CONC. 9.09TC �, �•_ .76TC NJ J P LEGEND �a�L c\ DESCRIPTION a °�G\ °61. (123.45) MEAS. ELEVATIONS a` ary ( ) REC. BRIG. & DIST. DECK Sao LAND �$ BRICK � RON m� I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -, WALL MIEDEMA I I I 0 — — — — — — BUILDING NO.4653 — — PROPERTY LINE EXP. 9/30/19 FENCE 'VA m O� BENCH MARK OF ��� I u N.G. NATURAL GRADE cA I I I P.P. POWER POLE WM WATER METER F.F. FINISH FLOOR I G.F. GARAGE FLOOR pq CONC. CONCRETE F.S. FINISH SURFACE 0 M.H. MAN-HOLE ° 0 `H P PLANTER ' A.C. ASPHALT T.G. TOP-GRATE '-1 RdM SURVEYING EGAL DESCRIPTION: DACE INC.• TOPOGRAPHIC SURVEY OWNER: LOT 1 OF BLOCK 4 OF TRACT N0. 626 BENCH MARK: ADDRESS OF PROJECT: 09 _ 16 _ 2019 WELLS RESIDENCE 1 IRON PIPE ELEVATION= 9.19 1 140 WEST BAY RON MIEDEMA L.S. 4653 NEWPORT BEACH, CA PROJECT NO. 23016 LAKE FOREST DR. #409 19 - U3 LAGUNA HILLS, CA 92653 ST,trrNO. (949) 858-2924 OFFICE (949) 858-3438 FAX JOB: 72-31 DATE: 2/7/19 RDMSURVEYING@COX.NET 0 CONSTRUCTION NOTES: O CONSTRUCT 6" MIN CONCRETE DRIVEWAY 4" MIN WIDE PEDESTF IAN SAFE DIMENSIONS DETERMINED BY FRAME & GRATE 318 SLOT O CONSTRUCT HARDSCAPE PER LANDSCAPE. GRATE FRAME DIMENSIONS, 3" WORKS oR EQUAL (800)IR874-4100 4" CONCRETE MIN USE FRAME AS FORM 3O INSTALL 4" FLAT GRATE DRAIN 6" TOPSOIL MIN -) I"I �/4 REBAR •, � 70P & BOTTOM ®INSTALL 4" ATRIUM GRATE DRAIN 1 4" PVC SDR 35 FRENCH DRAIN "i as' g• 5OINSTALL PERFORATED DRAIN TRENCH PER DETAIL SHEET C2 PERFORATION ® BOTTOM 1 ©INSTALL 4" PVC SDR 35 DRAIN LINE, S=0.01 MIN 3/4"CRUSHED ROCK t' FILL THIS PORTION W/ CRUSHED FILTER CLOTH °' ROCK AFTER POURING GRATE O7 INSTALL TRENCH DRAIN PER DETAIL, SHEET C2 12 I LAP 12" ® TOP // I/ SUPPORT CURB. 5 PERFORATED DRAIN/ CRUSH FILTERCCLOTH TRENCH DETAIL NTS A- DIG A 24" WIDE X 18" DEEP TRENCH B- PLACE FILTER CLOTH IN THE TRENCH EXTENDING 12" VERTICAL ON EACH SIDE C- FILL BOTTOM B" OF THE TRENCH W/ CRUSHED ROCK EARTHWORK D- FORM AND POUR PERIMETER CONCRETE CURB E- FILL THE REST OF THE TRENCH W/ CRUSHED ROCK TO 4" FROM TOP OF TRENCH RAW CUT: 60 CY RAW FILL: 3 CY 7 TRENCH DRAIN T ( `der hr I! h 4 5 4 6 3 3 I 6 3 SEA AG STAMPED L.S. 4653 Z Z (9.46FS) IN Z1 QYY ON T.W. z w er F-- W U c� W ------�..__...------� ---1�-- Lil i - zz I- �U1 zz W� .4i 25' U h a .Cif o- a o N R !G oq aiU a M r°i U' L N 1R'` of ro c o '� `n m '\ \°'' CONC. o o ai � g FD. 1' I.P. p. 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G L 0 f .64TC �,Gi � N L9�U ui 6 Z CONC. 12TH STREET 1"=4' �(II�' CONC. Qq F I ARCHITECT: OWNER/DEVELOPER: PREPARED BY: Q�pFEss�oyq SOILS ENGINEER/GEOLOGIST: BENCHMARK: LEGAL DESCRIPTION: SHEEC: BRADFORD C. SMITH MR& MRS JOHN WELLS FORKERT ENGINEERING &SURVEYING, INC. S M' R!� 1" IRON PIPE ELEVATION= 9.19 LOT 1 OF BLOCK 4 OF TRACT NO. 626 PRECISE GRADING 425 30TH STREET 1140 W. BAY AVE. 22311 BROOKHURST ST, STE 203 h�o i DRAWN: BE SUITE 22 NEWPORT BEACH, CA 92663 HUNTINGTON BEACH, CA 92646 NO.58627 1 1140 W BAY AVENUE NEWPORT BEACH, CA 92663 (714)963-6793 EXP. 12-31-20 CHCK'D: TR (949) 631-3682 / CO2 JN9866 sr crop �� 11/26/19 NEWPORT BEACH, CALIFORNIA NO. DATE R E V I S 1 0 N S IDATE: 9/15/19 ��OF CA��� THOMAS M. RUIZ DATE EROSION CONTROL BMP FACTS SHEET 1. IN CASE OF EMERGENCY, CALL MR JOHN WELLS WM-1 MATERIAL DELIVERY AND STORAGE PROVIDE A MATERIAL STORAGE AREA WITH SECONDARY CONTAINMENT AND/OR WEATHER PROTECTION. NOTE THE 2. A STANDBY CREW FOR EMERGENCY WORK SHALL BE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON(OCTOBER 1 TO MAINTENANCE PRACTICES AND SCHEDULE PROPOSED FOR THIS AREA. APRIL 15). NECESSARY MATERIALS SHALL BE AVAILABLE ON-SITE AND STOCKPILED AT CONVENIENT LOCATIONS TO FACILITATE WM-2 MATERIAL USE RAPID CONSTRUCTION OF EMERGENCY DEVICES WHEN RAIN IS IMMINENT. HAZARDOUS MATERIALS, FERTILIZERS, PESTICIDES, PLASTERS, SOLVENTS, PAINTS, AND OTHER COMPOUNDS MUST BE 3. EROSION CONTROL DEVICES SHOWN ON THIS PLAN MAY BE REMOVED WHEN APPROVED BY THE BUILDING OFFICIAL IF THE PROPERLY HANDLED IN ORDER TO REDUCE THE RISK OF POLLUTION OR CONTAMINATION. TRAINING AND INFORMATION ON EROSION CONTROL LEGEND GRADING OPERATION HAS PROGRESSED TO THE POINT WHERE THEY ARE No LONGER REQUIRED. PROCEDURES FOR THE PROPER USE OF ALL MATERIALS MUST BE AVAILABLE TO THE EMPLOYEES THAT APPLY SUCH MATERIALS. 4. GRADED AREAS ADJACENT TO FILL SLOPES LOCATED AT THE SITE PERIMETER MUST DRAIN AWAY FROM THE TOP OF SLOPE AT WM-4 SPILL PREVENTION AND CONTROL PLACE GRAVEL BAGS AND THE CONCLUSION OF EACH WORKING DAY.ALL LOOSE SOILS AND DEBRIS THAT MAY CREATE POTENTIAL HAZARD TO OFF-SITE IDENTIFY SPILL PREVENTION AND CONTROL MEASURES THAT WILL BE TAKEN FOR ALL PROPOSED MATERIALS. IDENTIFY THE FENCE WITH WIND SCREEN PROPERTY SHALL BE STABILIZED OR REMOVED FROM THE SITE ON A DAILY BASIS. METHODS, BY WHICH ACCIDENTAL SPILLS WILL BE CLEANED AND PROPERLY DISPOSED OF. WM-5 SOLID WASTE MANAGEMENT 5. ALL SILT AND DEBRIS SHALL BE REMOVED FROM ALL DEVICES WITHIN 24 HOURS AFTER EACH RAINSTORM AND BE DISPOSED OF PROVIDE DESIGNATED WASTE COLLECTION AREAS AND CONTAINERS. ARRANGE FOR REGULAR DISPOSAL. PROVIDE COVERED PROPERLY. STORAGE WITH SECONDARY CONTAINMENT. CONTAINERS ARE REQUIRED TO PROTECT WASTE FROM RAIN TO PREVENT WATER 6. A GUARD SHALL BE POSTED ON THE SITE WHENEVER THE DEPTH OF WATER IN ANY DEVICE EXCEEDS 2 FEET,THE DEVICE POLLUTION AND PREVENT WIND DISPERSAL. SHALL BE DRAINED OR PUMPED DRY WITHIN 24 HOURS AFTER EACH RAINSTORM. PUMPING AND DRAINING OF ALL BASINS AND WM-6 HAZARDOUS WASTE MANAGEMENT DRAINAGE DEVICES MUST COMPLY WITH THE APPROPRIATE BMP FOR DEWATERING OPERATIONS. HAZARDOUS MATERIALS MUST BE DISPOSED OF IN ACCORDANCE WITH STATE AND FEDERAL REGULATIONS. IDENTIFY THE I PROJECT PROPOSED METHODS OF DISPOSAL AND ANY SPECIAL HANDLING CONTRACTS THAT MAY BE APPLICABLE. ; PROPERTY 7. THE PLACEMENT OF ADDITIONAL DEVICES TO REDUCE EROSION DAMAGE AND CONTAIN POLLUTANTS WITHIN THE SITE IS LEFT WM-7 CONTAMINATED SOIL MANAGEMENT 1' MIN HEIGHT TO THE DESCRETION OF THE FIELD ENGINEER.ADDITIONAL DEVICES,AS NEEDED, SHALL BE INSTALLED TO RETAIN SEDIMENTS 2 BAGS MIN. 1 PREVENT OR REDUCE THE DISCHARGE OR POLLUTANTS TO STORM WATER FROM CONTAMINATED SOIL AND HIGHLY ACIDIC OR , AND OTHER POLLUTANTS ON SITE. ALKALINE SOILS BY CONDUCTING PRE—CONSTRUCTION SURVEYS, INSPECTING EXCAVATIONS REGULARLY, AND REMEDIATING CONTAMINATED SOIL PROMPTLY. 8. DESILTING BASINS MAY NOT BE REMOVED OR MADE INOPERABLE BETWEEN NOVEMBER 1 AND APRIL 15 OF THE FOLLOWING WM-8 CONCRETE WASTE MANAGEMENT i YEAR WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL. /J /, 7/7 /. STORE DRY AND WET MATERIALS UNDER COVER. AVOID ON—SITE WASHOUT EXCEPT IN DESIGNATED AREAS AWAY FROM 9. STORM WATER POLLUTION AND EROSION CONTROL DEVICES ARE TO BE MODIFIED,AS NEEDED,AS THE PROJECT PROGRESSES. DRAINS, DITCHES, STREETS, AND STREAMS. CONCRETE WASTE DEPOSITED ON—SITE SHALL SET UP, BE BROKEN APART, AND THE DESIGN AND PLACEMENT OF THESE DEVICES IS THE RESPONSIBILITY OF THE FIELD ENGINEER. PLANS REPRESENTING DISPOSED OF PROPERLY. CONTAINMENT AND PROPER DISPOSAL IS REQUIRED FOR ALL CONCRETE WASTE. CHANGES MUST BE SUBMITTED FOR APPROVAL IF REQUESTED BY THE BUILDING OFFICIAL. WM-9 SANITARY/SEPTIC WASTE MANAGEMENT GRAVEL BAG DETAIL UNTREATED RAW WASTEWATER IS NOT TO BE DISCHARGED OR BURIED. SANITARY SEWER FACILITIES ON—SITE ARE REQUIRED NTS 10. EVERY EFFORT SHALL BE MADE TO ELIMINATE THE DISCHARGE OF NON-STORM WATER FROM THE PROJECT SITE AT ALL TIMES. TO BE IN COMPLIANCE WITH LOCAL HEALTH AGENCY REQUIREMENTS. SANITARY OR SEPTIC WASTES MUST BE TREATED OR DISPOSED OF IN ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS. 11. ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON-SITE AND MAY NOT BE TRANSPORTED FROM THE SITE TC-1 STABILIZED CONSTRUCTION ENTRANCE VIA SHEET FLOW, SWALES,AREA DRAINS, NATURAL DRAINAGE COURSES,OR WIND. A STABILIZED ENTRANCE IS REQUIRED FOR ALL CONSTRUCTION SITES TO ENSURE THAT DIRT AND DEBRIS ARE NOT 12. STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED TRACKED ONTO THE ROAD OR ADJACENT PROPERTY. MAINTENANCE OF SUCH A SYSTEM IS REQUIRED FOR THE DURATION FROM THE SITE BY THE FORCES OR WIND OR WATER. OF THE PROJECT. SUCH STABILIZATION MAY BE OF ROCK OR PAVED. SE-1 SILT FENCE 8" MIN 13. FUELS,OILS, SOLVENTS,AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE WITH THEIR LISTING AND ARE NOT SE-3 SEDIMENT TRAP CONTAMINATE THE SOILS AND SURFACE WATERS.ALL APPROVED STORAGE CONTAINERS ARE THE BE PROTECTED FROM THE WEATHER.SPILLS MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED SE-8 GRAVEL BAGS """ INTO THE DRAINAGE SYSTEM. ERODED SEDIMENTS MUST BE RETAINED ON—SITE AND NOT PERMITTED TO ENTER THE DRAINAGE SYSTEM. REQUIREMENT EXISTING GROUND MAY BE WAIVED AT THE SOLE DISCRETION OF THE CITY INSPECTOR IF OTHER EROSION CONTROL BMP'S ARE DEEMED 14. EXCESS WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM. PROVISIONS SHALL SUFFICIENT. PROVIDE APPROPRIATE TRANSITION BE MADE TO RETAIN CONCRETE WASTES ON-SITE UNTIL THEY CAN BE DISPOSED OF AS A SOLID WASTE. BETWEEN STABILIZED CONSTRUCTION 15. DEVELOPERS/CONTRACTORS ARE RESPONSIBLE TO INSPECT ALL EROSION CONTROL DEVICES AND BMP'S ARE INSTALLED AND ENTRANCE AND STREET FUNCTIONING PROPERLY IF THERE IS A 40%CHANCE OF QUARTER INCH OR MORE OF PREDICTED PRECIPITATION,AND AFTER ACTUAL PRECIPITATION.A CONSTRUCTION SITE INSPECTION CHECKLIST AND INSPECTION LOG SHALL BE MAINTAINED AT THE CONSTRUCTION ENTRANCE PROJECT SITE AT ALL TIMES AND AVAILABLE FOR REVIEW BY THE BUILDING OFFICIAL(COPIES OF THE SELF-INSPECTION BMP FACTS SHEET CHECKLIST AND INSPECTION LOGS ARE AVAILABLE UPON REQUEST). NTS ALL BMP'S SHALL BE IN ACCORDANCE WITH MODEL BMP'S FROM THE CALIFORNIA STORM WATER BMP HANDBOOK FOR CONSTRUCTION AT 16. TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT WWW.CABMPHANDBOOKS.COM CONTAMINATION OF RAINWATER AND DISPERSAL BY WIND. 17. SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC.THE CONSTRUCTION EC7 CONSTRUCT GRAVEL BAG EROSION CONTROL ALONG PROPERTY LINES EXCEPT DRIVEWAY APPROACHES.THE SAND BAGS SHOULD BE 24" ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE PUBLIC WAY. WIDE AND 10" HIGH. MINIMUM PER DETAIL HEREON AND IN ACCORDANCE WITH BMP FACTS SHEET#SE-8. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS. EC2 CONSTRUCT SANITARY WASTE MANAGEMENT AREA IN ACCORDANCE WITH BMP FACTS SHEET#WM-9. 18. ANY SLOPES WITH DISTURBED SOIL OR DENUDED OF VEGETATION MUST BE STABILIZED SO AS TO INHIBIT EROSION BY WIND EC3 CONSTRUCT MATERIALS STORAGE ARE IN ACCORDANCE WITH BMP FACTS SHEET#WM-1. AND WATER. EC4 EXISTING WALL TO REMAIN. PROTECT IN PLACE. 19. HOME OWNER TO ROUTINELY CLEAN ALL CATCH BASINS AND DRAIN LINES OF DEBRIS. 20. ADDITIONAL BMP'S WILL BE IMPLEMENTED AS DEEMED NECESSARY BY CITY INSPECTORS. �ST L---- a SET TAG STAMPED LS. 4653 --_._...---------- iN EPDXY ON T.W. EXIST WALL � I _ _ a` CONC. (9�---E----_ �� r- (9.60TC) ; (aeias) --?— .s. Q��a \ �. . I.P. 77 7r rrT 7T7 -71' rT r 7T— - 7 �--77 rr77-Tr7--77i i—i 7i Tarr T7i i -- : -T i i ITTr 1 1 1 r11T 7 �-71- r7—ri T 7 � i p E6LS-M53 I RcoNc. talrrc x) O I PLA GRAVEL BAGS AND C1 r L96O h� I �� EN WITH WIND SCREEN . . / PLACE GRAVEL BAGS AND � � 7 EC1 FENCE WITH WIND SCREE ` a a �A BPµ6EGUE .-- a O' 1 Y - I , ',T BAY (J CONSTRUCTION ENTRANCE CONC. ELEVATOR coNc. PIT w 12' w a w /_J_ - I (sane x) In )5// i d' ,� Sp/ ` CONC. a L , xv .. n.. �,:, .�... ,,., . ,- .,<n .. .,: �a7 _ ; .. PLACE GRAVEL BAGS AND C1 1 — O �. _ I ' � FENFWITH"WIND SCREEN+ _ -- _ _ Jj/0 S .". .,.. ...xac, IC. --� 4.tJ SE D AND TACK 9.6GT �— ' + __ ,.- a ,s _ ( —E' SIC —E 1 I �r ru—a+T.ra ,T'r1.eA-i�r—T-3'TTa ,ra.�G'FS' ,' '�167TGT' '—'��8 -- e lop/ PLACE GRAVEL BAGS AND a v N TA Lli� �* EC4 TOR EMAINL FF CE WI¶i �YJ D SCREEN EC1 �u�" ti � 3 Z STAMPED LS. 4657 ry+y ��b CONC. 4a I 11— 1 *w' 1 —6 CONC. v ARCHITECT: OWNER/DEVELOPER: PREPARED BY: QROFEss/p� SOILS ENGINEER/GEOLOGIST: BENCHMARK: LEGAL DESCRIPTION: EROSION CONTROL PLAN SHEET: BRADFORD C. SMITH MR& MRS JOHN WELLS FORKERT ENGINEERING &SURVEYING, INC. �P S M' R l 1" IRON PIPE ELEVATION= 9.19 LOT 1 OF BLOCK 4 OF TRACT NO. 626 425 30TH STREET 1140 W. BAY AVE. 22311 BROOKHURST ST, STE 203 ��o G� 2 CONSTRUCTION POLLUTION PREVENTION DRAWN: BB SUITE 22 NEWPORT BEACH, CA 92663 HUNTINGTON BEACH, CA 92646 2 NO. 58627 wo C . 3 w1 NEWPORT BEACH, CA 92663 (714)963-6793 * EXP. 12-31-20 CHCK'D: TR (949)631-3682 JN 9866 1140 W. BAY AVENUE sTq cNIML�°��s I 11 DATE19 NEWPORT BEACH, CA NO. DATE R E V I S 10 N S DATE: 9/15/19 OF CA THOMAS M. RUIZ eugi,aeering ROM geotechnical The soil borings were continuously logged by a certified engineering geologist of Geotechnical Parameters Surface Drainage applications our firm. Q C.C. 1 1-26-2019 The following Geotechnical parameters may used in the design of the proposed Surface drainage shall be controlled at all times. Positive surface drainage rousrrltants The computations and results of our Liquefaction Analysis, based on CPT blow structure (also, see "Liquefaction Analysis" section, above): April 23, 2019 counts of Boring CPT-1, are attached in Appendix E, herein. The seismically should r provided i direct surface water away from structures and toward the Project No. BS173.1 street or suitable drainage facilities. Ponding of water should be avoided 1 induced settlement analysis was evaluated based on methods published in the Mat Foundation Design adjacent to the structures. Recommended minimum gradient is 2 percent for references Nos. "a" through "j" (see "Associated References", herein). The unpaved areas and one percent for concrete/paved areas. Roof gutter John & Janet Wells liquefaction and seismic settlement calculations indicate seismic settlement As stated above, to further reduce the effects of the thin zones of potentially discharge should be directed away from the building areas through solid PVC c/o: Brad Smith, AIA (includes dry and saturated sands) in the upper 50 feet is less than 2.0 inches liquefiable soils, a mat slab foundation system is recommended for the pipes to suitable discharge points. Area drains should be provided for planter 425 301h Street and in the upper 10 feet is 1.36 inches, However, after remedial grading Suite #22 specified in the grading sections below (soil cement in the upper five feet proposed residential building. Mat slabs founded in compacted fill or competent areas and drainage shall be directed away from the top of slopes. gED ARC of the proposed building pad), the post-remedial grading seismic native materials may be designed for an allowable bearing value of 1,000 psf \(���ORDC�irO Newport Beach, CA 92663 Review of Plans Q settlement calculates less than 1.0 inches in the upper 10 feet, and hence (for dead-plus-live load). The actual design of the foundation and slabs should Subject: GEOTECHNICAL INVESTIGATION shallow mitigation methods for liquefaction may be implemented per City Code be completed by the structural engineer. * m$r ad 141 6 The specifications and parameters outlined in this report shall be considered No. C 14146 FOR PROPOSED SINGLE FAMILY DWELLING LOCATED AT Policy (No. CBC 1803.5.11-2 last revised 7/3/2014). The pre- and post- MIN. DESIGN ITEM RECOMMENDATIONS minimum requirements and incorporated into the Foundation Plans. This office N9r 1 1-30-19 1140 W. BAY AVENUE remedial grading seismic settlement values are shown on Page 5 of Plate A Mat foundations: should review the Foundation Plans when available. FOF CA��FO NEWPORT BEACH, CALIFORNIA (Appendix E, herein). allowable bearing pressure: 1,000 psf passive lateral resistance: 200 psf per foot PRE-CONSTRUCTION MEETING Dear John & Janet, Based on our liquefaction analysis, and in accordance with the City of Newport mat slab thickness: min. 12 inches with thickened edges (+ 6 inches) Beach Polic No. CBC 1803.5.11-12 NBMC, Cha ter 15 , we recommend the steel reinforcement: no. 5 bars @ 12"o.c. each way, top and bottom In accordance with your request and with the 2016 CBC, we have completed our y ( P ) coefficient of friction: 0.25 It recommended that a clearing this the site or any grading operation be performed without U following mitigative methods to minimize the effects of shallow liquefaction: Modulus of Subgrade Reaction: ks = 90 Ibs/ina the presence of a representative of this office. An on site pre-grading meeting should be Geotechnical Investigation of the above referenced site. This investigation was arranged between the soils engineer and the grading contractor prior to any construction. performed to determine the site soil conditions and to provide geotechnical parameters a. Remedial Grading via Soil Cement in Upper 5 feet - See Page 12, below The mat slab shall be directly underlain by a min. 2-inch thick layer of washed for the proposed re-grading and construction at the subject site. lapped and sealed sand, underlain by min. 15-mil stego wrap (or equiv., app ), b. Mat Slab Foundation - see Page 13, below underlain by 4 inches of gravel (%-inch crushed rock), underlain by competent It is our understanding that the proposed re-development shall include the demolition of native materials (see "Capillary Break Section below). the existing residence and the construction of a new residential dwelling with associated The soil densification via soil cement and the mat slab foundation specifications O U improvements. outlined below will act to decrease the potential settlement due to liquefaction If applicable, for structures and/or footings outside the mat slab, footings should GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION and/or seismically induced lateral deformation to tolerable amounts. The above be a minimum of 24 inches deep (measured in the field below lowest adjacent This report presents the results of the investigation (including Liquefaction specifications eliminate the use of piles and associated construction vibrations grade). At this depth (24 inches) footings founded in fill materials may be We recommend that a qualified geotechnical consultant be retained to provide geotechnical Q CN � Computations) along with grading and foundation recommendations pertaining to the and groundwater displacement induced by caisson drilling or pile-driving. If the designed for an allowable bearing value of 1,750 and 2,250 psf (for dead plus- engineering services, including geotechnical observation/testing, during the construction phase V1 00 development of the proposed residence. above specifications are incorporated, the proposed structure shall be stable live load) for continuous wall and isolated spread footings, respectively. These of the project. This is to verify the compliance with the design, specifications and or U and adequate for the intended uses and the proposed construction will not values may be increased by one-third for loads of short duration, including wind recommendations, and to allow design changes in the event that subsurface conditions differ This opportunity to be of service is appreciated. If you have any questions, please call. adversely impact the subject or adjacent properties. or seismic forces. from those anticipated. Very truly yours, CONCLUSIONS Reinforcement requirements may be increased if recommended by the project Geotechnical observations/testing should be performed at the following stages: structural engineer. In no case should they be decreased from the previous During ANY grading operations, including excavation, removal, filling, compaction, Cal l� EGA Consultants,Inc. Based on our geotechnical study of the site, our review of available reports and recommendations. and bexca excavations etc. W4 0 '= • After excavations for footings (or thickened edges) and/or grade beams verify the U Pq l N literature and our experience, it is our opinion that the proposed improvements at the adequacy of underlying materials. site are feasible from a geotechnical standpoint. There appear to be no significant Cement Type for Concrete in Contact with On-Site Earth Materials After pre-soaking of new slab sub grade earth materials and placement of capillary t [� DAVID A. WORTHINGTON CEG 2124 JOHN F. EGGERS geotechnical constraints on-site that cannot be mitigated by proper planning, design, break, plastic membrane, prior to pouring concrete. PIt) 24 Principal Engineering Geologist Staff Geologist and utilization of sound construction practices. The engineering properties of the soil Concrete mix design should be based on sulfate testing with Section 1904.2 of During backfill of drainage and utility line trenches, to verify proper compaction. c D q�0� and native materials, and the surface drainage offer favorable conditions for site re- the 2016 CBC. Preliminary laboratory testing indicates the site soils possess When/if any unusual geotechnical conditions are encountered. j O p GEp development. negligible sulfate exposure. In the event import soils are used, the soils shall be Prior to slab pours to ensure proper subgrade compaction and moisture barriers. 0 David APE < tested for sulfate content and the associated recommendation shall be Worthington `fA `y3 �ORTyy� �iP� Please schedule an inspection with the geotechnical consultant prior to the pouring of r3 Q c� implemented as follows: ALL interior and exterior slabs. No.CEG2124 o ° RECOMMENDATIONS CERTIFIED a�� 0 pt0.�1g Z jc ENGINEERING LIMITATIONS tP '-y GEOLOGIST �� �t'tio z The following sections discuss the principle geotechnical concerns which should be Copes (3) Addressee OF CAL��O sTgT- �.\`Q considered for proper site re-development. ACI 318 BUILDING CODE -Table 1TE-C ! OF CP REQUIREMENTS FOR CONCRETE EXPOSED E SULFATE. ONTAINING SOLUTIONS The geotechnical services described herein have been conducted in a manner consistent with the level of Pq 642 FAX 949 642-t 290 care and skill ordinarily exercised by members of the geotechnical engineering profession practicing 375-C Monte Vista Avenue • Costa lMesa, CA92627 • (949) ( ) Earthwork Sulfate Water soluble Sulfate Cement Type Maximum water- Minimumfc', contemporaneously under similar conditions in the subject locality. Under no circumstance is any Exposure sulfate(SO,)in soil water,ppm cementitious material normal-weight warrant expressed or implied, made in connection with the providing of services described herein. Data, [Sol percent by weight ratio,by weight,normal and light weight y� P p weight concrete concrete,psi interpretations, and recommendations presented herein are based solely on information available to this Grading and earthwork should be performed In accordance with the following office at the time work was performed. EGA Consultants will not be responsible for other parties' recommendations and the General Earthwork and Grading Guidelines included Negligible 0.00 < SO, <0.10 0 s So,<150 ------ interpretations or use of the information developed in this report. engineering in Appendix C. It is our understanding that the majority of grading will be limited (81) geotechnical to the re-grading of the building pad for the proposed construction. In general, Moderate 0.10<SO,<0.20 150<SO4< 1500 II,IP(MS), 0.50 4000 The interpolated subsurface conditions should be checked in the field during construction by a P IS(MS),P(MS) representative of EGA Consultants, Inc. We recommend that all foundation excavations and grading appliartious It is anticipated that the removal of the upper 4 feet within the building footprint lszl I(Pmgms), operations be observed by a representative of this firm to ensure that construction is performed in q lta rt t.r April 23, 2019 (slab-on-grade portion) will require removal and recompaction to prepare the gsM)(Ms) accordance with the specifications outlined in this report. Project No. BS173.1 site for construction. Additionally, the bottom of the excavation shall be Severe o.20 < so,<2.00 1500<so,< V 0.45 4500 Site: Proposed SFR-1140 W. Bay Avenue scarified a minimum 12 inches. The removals should be accomplished so that ts31 10,00o We do not direct the contractor's operations, and we cannot re responsible for the safety of others. The Newport Beach California all fill and backfill existing as art of the previous site use and demolition contractor should notify the owner if he considers any of the recommended actions presented herein to be 9 P P Very Severe so,>z.00 so,> 10,00o v plus o.45 450o Unsafe. operations are removed. IS41 pozzalan C) Executive Summary Where feasible, the limits of the pad fill shall be defined by a three (3) feet As a conservative approach, we recommend cement with a minimum strength Based on our geotechnical study of the site, our review of available reports and literature and our envelope encompassing the building footprint. Care should be taken t0 protect experience, it is our opinion that the proposed residential development is feasible from a geotechnical P P 9 9 P p f'c of 3,000 psi be used for concrete in contact with on-site earth materials. standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by the adjacent property improvements. proper planning, design, and utilization of sound construction practices. The engineering properties of the Settlement soil and native materials, and surface drainage offer favorable conditions for site re-development. A minimum one foot thick fill blanket should be placed throughout the exterior The following key elements are conclusions confirmed from this investigation: Improvements (approaches, hardscape, etc.). The fill blanket will be achieved Utilizing the design recommendations presented herein, we anticipate that the by re-working (scarifying) the upper 12 inches of the existing grade. majority of any post-grading settlement will occur during construction activities. A review of available geologic records indicates that no active faults cross the subject property. We estimate that the total settlement for the proposed structure will be on the t'mpused Residence/[I4w W.Bay Avenue,Newport Beach,CA The site is located in the seismically active Southern California area, and within 2 kilometers of the Site Preparation order of 1 inch. Differential settlement is not expected to exceed 1 inch in 30 Soils Report Type B Newport-Inglewood Fault. As such, the proposed development shall be designed in Project No.BS173.1 feet. These settlement values are expected to be within tolerable limits for April 23,zuly 16 accordance with seismic considerations specified in the 2016 California Building Code (CBC) and Prior to earthwork or construction operations, the site should be cleared of properly designed and constructed foundations. the City of Newport Beach requirements. • specifications herein include added provisions for potential liquefaction on-site per City surface structures and Subsurface obstructions and stripped of any vegetation Foundation policy CBC 1803. in the areas proposed for development. Removed vegetation and debris should Lateral Load Resistance then be disposed of off-site. A minimum of 4 feet (+12 inches of scarification) SUMMARY OF RECOMMENDATIONS of the soils below existing grade will require removal and recompaction in the Footings founded in fill materials may be designed for a passive lateral bearing areas to receive building pad fill. Following removal, the excavated surface pressure of 200 pounds per square foot per foot of depth. A coefficient of Design Item Recommendations should be inspected by the soils engineer or his designated representative prior friction against sliding between concrete and soil of 0.25 may be assumed. Foundations: + to the lacement of an fill in footin trenches. Holes or pockets of Mat Slab: min. 12 inches with thickened edges ( 6 inches) P y 9 with no. 5 bars @ 12" o.c. each way, top and bottom undocumented fill resulting from removal of buried obstructions discovered Capillary Break Below Interior Slabs Passive Lateral Resistence: 200 psf per foot during this inspection should be filled with suitable compacted fill. Perimeter Footing Widths: min. 15 inches with two No. 5 bars top and bottom In accordance with the 2016 California Green Building Standards Code Section Perimeter Footing Depths: min. 24 inches below lowest adjacent grade Soil Cement 4.505.2.1, we provide the following building specification for the subject site Coefficient of Friction: 0.26 (living area and garages slabs): Soil Expansion: Non-Expansive Beach Sands Soil Sulfate Content: Negligible Due to in situ dry, cohesionless and liquefiable soils layers, we recommend Building Pad Removals: min. 2'/z ft. overexcavation, with 2'% ft. envelope. approximately five (5) pallets (35 bags dry mix, each weighing 94 pounds and Concrete building slabs shall be directly underlain by a min. 2 inches of Sandy Soil Max. Density: 118.5 pcf @ 10.5 % Opt. Moisture approximately 1.33 cubic yards) of Portland cement be blended into the newly- clean/washed sand, underlain by a min.15 mil-thick vapor barrier (e.g. Building stab: "Ste go Wrap"), with all laps sealed, underlain by 4 inches of a/ inch gravel. placed fill. The first application of the Portland Cement shall be placed on the 9 P ) P • Concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches bottom of the scarified over-excavation(s). This option may be eliminated or We do not advise placing sand directly d the gravel layer as this would thick(actual) and reinforced with No. 4 rebar at 12 inches on center in both directions. reduced if suitable import fills are trucked-in. reverse the effects of va0or retardation (due to siltation of fines). C • Dowel all footings to slabs with No. 4 bars at 24 inches on center. " Concrete building slabs shall be underlain by 2" clean sand, underlain by a min. 15 mil thick Fills The above specification meets or exceeds the Section 4.505.2.1 requirement. moisture barrier, with all laps sealed, underlain by 4" of %-inch gravel (capillary break). <1 Seismic Values The on-site soils are suitable for reuse as compacted fill, provided they are free Exterior Slabs-on-grade (Hardscape) U Site Class Definition (Table 1613.5.2) D of organic materials, debris, and materials larger than four (4) inches in Mapped Spectral Response Acceleration at 0.2s Period, S, 1.727 g diameter. After removal of any loose, compressible soils, all areas to receive fill Concrete slabs cast against properly compacted fill materials shall be a J Mapped Spectral Response Acceleration at 1s Period, S, 0.638 g and/or other surface improvements should be scarified to a minimum depth of minimum of 4 inches thick (actual) and reinforced with No. 3 rebar at 18 inches Short Period Site Coefficient at 0.2 Period, Fa 1.00 Long Period Site Coefficient at 1s Period, F., 1.50 12 inches, brought to at least 2 percent over optimum moisture conditions and on center in both directions. The reinforcement shall be supported on chairs to Adjusted Spectral Response Acceleration at 0.2s Period, Sh,s 1.727 g compacted to at least 90 percent relative compaction (based on ASTM: D insure positioning of the reinforcement at mid center in the slab. � Adjusted Spectral Response Acceleration at 1s Period, SM, 0.957 g 1557). If necessary, import soils for near-surface fills should be predominately Design Spectral Response Acceleration at 0.2s Period, Sos 1.151 g granular, possess a very low expansion potential, and be approved by the Control joints should be provided at a maximum spacing of 8 feet on center in Design Spectral Response Acceleration at 1s Period, SD, 0.638 g geotechnical engineer. two directions for slabs and at 6 feet on center for sidewalks. Control joints are 04 PGAm= 0.715 g intended to direct cracking. 6g 3-5-C Monte Vista Avenue • Costa Nlesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 Lift thicknesses will be dependent on the size and type of equipment used. In general, fill should be placed in uniform lifts not exceeding 6 inches. Placement Expansion or felt joints should be used at the interface of exterior slabs on and compaction of fill should be in accordance with local grading ordinances grade and any fixed structures to permit relative movement. under the observation and testing of the geotechnical consultant. We recommend that fill soils be placed at moisture contents at least 2 percent over Some slab cracking due to shrinkage should be anticipated. The potential for optimum (based on ASTM: D 1557). the slab cracking may be reduced by careful control of water/cement ratios. DAEE The contractor should take appropriate curing precautions during the pouring of 00 - 16 - 2019 We recommend that oversize materials (materials over 4 inches) should they be concrete in hot weather to minimize cracking of slabs. PRO,ECE NO. encountered, be stockpiled and removed from the site. _ .3 SElEEE NO, Trench Backfill The on-site soils may be used as trench backfill provided they are screened of rock sizes over 4 inches in dimension and organic matter. Trench backfill should be compacted in uniform lifts (not exceeding 6 inches in compacted SORO thickness) by mechanical means to at least 90 percent relative compaction