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2003-7824 G WA-Ad- ENGINEERING SERVICES DEPARTMENT F 4 Cit Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering January 20, 2005 Attn: Washington Mutual 8222 Mira Mesa Boulevard San Diego, California 92126 RE: Karen R. Gould 2319 Montomery Avenue Grading Permit 7824 -G APN 261- 092 -04 Final release of security Permit 7824 -G authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. Therefore, release of the security deposited is merited. Assignment of Account 18800006577263, in the amount of $54,300.00, has been cancelled by the Financial Services Manager and is hereby released in its entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geishart ?ay mbach Engineering Technician Finance Manager Subdivision Engineering Financial Services cc Jay Lembach, Finance Manager Karen Gould Debra Geishart File alitnrnia `1_'U_'1 recycled paper ��` ��' TESTING & ENGINEERING, INC. �� GF..OI'ECHNICAI. AND CONSTRUC ENGINFF,RING TESTING AND INSPECTION G O B T 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 - 4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: ' Job Number: Job Address: , , — Plan File: Permit# Tech: Gen. Contractor: Contr. Wkg: Superintendent Foreman: Weather Condition: Summary of Work: _ D�' � C IL f TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist % Relative No. Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact/ Required N\ _ \ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 CONSTRUCTION TESTING & ENGINEERING, INC. A C % GE.OTECHNICAL A N D CONSTRUCTION E N G I N E E R I N G T E S T I N G AND IN S P F(' I'l 0 N 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746-4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: r`\z Job Number: I, -I Job Address: Date's': Plan File: I Permit# Tech: 1 1 '- Gen. Contractor: Contr. Wkg: i"', Superintendent F oreman: Weather Condition: Summary of Work: J, TEST SUMMARY Test Elev. Lab Maximum Optimum % Relative No . LOCATION AND NOTES Field Density (PCF) Field Moist % Compact/ Feet Density (PCF) Moisture Content % Compaction Required GEOTECITNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVEN U E SUITE G ESCON DI DO, CA. 92029 (760) 746-4955 FAX (760) 746-9806 ^CONSTRUCTION TESTING & ENGINEERING, INC. o GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERII\ G.NC DAILY FIELD REPORT Client: Job Number: .6 - q I / Job: Name: L Day(s): Job Location: rr- 3 g, y Date(s): Gen. Contractor: Uv Sub Contractor(s): j �- General Description: e A-7 7 1,x , c J a, A � I 7 1 �.. id 1 C'Lcc COMMENTS/ AREAS OF ADDITIONAL CONCERN BY: DATE: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 FIELD ORDER CTE JOH*: 4, J03 CQlf?'um -- D r PROJECT YES /NO �l PROTECT ADDRESS. ClF CLIENT: le 60t:(c o CONTACT ?LT JOE S 7 T r T.ECHNICIMS INSPECTION SOZLS/ASPHALWCONCRETE - ORDER Ca¢craCB { Grtdlag � { C3r� ( KaaacL� ( ff1SS.LSu ( 3alc ?vl: Ga SL uat . tra.L Zeal f AAphalt ( Cnvar�a_a= T ' a :fuCSaauc cttaga ( ..-'qua ^as_ ( POZZ SOasl ( Zandcasa ( 1:--f L1acCC1ca1 { IIaCCk ?laa� ( —( _ tSechanj csl j Gametal 30 XcaLlag { sa� plas ( t _ l SIacarpracL.-q { NFU =7 ( 3alaLorl_ q ��aal ( 31r�p { ( C — c_aca { - ;L_ Coat - f -Lance 7'��groa j DATE SMART qTOP ? = u . HOURS O . T . HOURS( 6 r " ' 100 010 6 41'%3 f I _ - ( I A00ITIOK AL COMMENTS - N -.TU7 „ 0%,o,, �C ONSTRUCTION TESTING & ENGINEERING, INC. �� GEOTECHNICAf.. AND C'ONSTRIJC'rION ENGINEERING TESTING AND INSPECTION G o d 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: C;�u` n Job Number: Job Address: mlorc_00E�”, A06 Cf �' Dlf Date(s): 0%%3/0 3 Plan File: Permit# Tech:$ Gen. Contractor: Contr. Wkg: Cu7' t c 4 -6 Cc l C' Superintendent Foreman: Weather Condition: uN`i1 ' f�U% Summary of Work: C?ij J ( E T CC'S( - 'P l6 Of'E X bf�nos� f 0 C Or LIZ- 11Q& Pltt� ' fz C��1 CF . WCL 1")0l CD/}'/ 7 &3 =�f muce �/1t G�SC Vie N� �pgme OF �Iqb J � �7'� Or nt /vAox. 7', 6X�r1 AL DSO v,S� 2e1 *Ix A� F1wf,1os6 TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist % Relative No. LOCATION AND NOTES Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact/ Required N4P7 5 ffx or gizc- f' AD tog" 1 7!5 P ?. lob 1H 72f I Eon. fir JLIE' =a GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 Ae� TESTING & ENGINEERING, INC. GF.O "1ECHNICAI. AND CONSTRUCTION ENGINFERING TESTING AND INSPECTION G 2414 VINEYARD AVENUE" SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: C Job Number: 10 • -,j �// Job Address: z_ C jFF Date(s): �. Plan File: Permit# Tech: " Gen. Contractor: Contr. Wkg: a7'-1?4W CC?A1TxiPC i Superintendent Foreman: Weather Condition: f",0N �� . Summary of Work: ,i ( TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist % Relative No LOCATION AND NOTES Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact/ Required Ids' 1070 /S. z IIz 1X lS. "0 �� 1 07C 16.E lilt 1a-Z 16 -F TvT1 t 0 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 CONSTRUCTION TESTING & ENGINEERING, INC. F � 4 ��, GEOTECHNICAL AND CONSTRUCTION ENGINFERING TESTING AND INSPECTION G O 1P 2414 VINEYARD AVENUE. SUITF G ESC'ONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: L � ` � Job Number: Job Address: L"zitwad Date(s): Plan File: I Permit# Tech: ,K._ Gen. Contractor: Contr. Wkg: 15U 917e Xij Superintendent Foreman: Weather Condition: Summary of Work: CA) ` 76 3'C—"%'(, TEST SUMMARY Test Elev. Lab Maximum Optimum % Fi Field Moist Relative No. LOCATION AND NOTES Feet Density (PCF) Moisture eld Density (PCF) Content % Compaction Compact/ Required l / Ole r tv' l r X7 ?J9 Li GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 C REIM 72sMG GNEOG om & 'INC O � ¢ GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND iNSPSC710N ENG71 rEERIa'rG u'1C 2414 V1NE`.'ARD AVENUE ESCONDI00, CA 92029 (780) 7464955 FAX (780) 746-9808 FIELD' ORDER' CTE JOB: / �9�.t�Q( '� 2 �', 2 CAP JOB COMPLETED PROJECT NAME: zj - . ) YES NO PROJECT ADDRESS_ -P 319 CLIENT: CONTACT AT JOBSITE: TECHNICIANS fI`ISPECTION SOILS f ASPHALT t CONCRETE ORDER Concrete Grading Coring Masonry Utilities Solt Pulp Out Structural Steel Asphalt Covermeter Pile Driving Nuclear Gau Torque Test. — Post Tension Sandcore. Epoxy Electrical Batch Plant Mechanical General Soils Roofing Samples Waterproofing Sampiing Reinforcing Steel Slump. Prestress Concrete Air Containment Fireproofing DATE START STOP REG. HOURS O.T. HOURS COMMENTS lD- -0` ADDITIONAL COMMENTS: �� CU e,-n,-7_ l� a SIGMA T URE C ONSTRUC - TIIT - 'N; I Ef STIN NGINEE ING INC.. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 DAILY MELD REPORT Client: Job Number: /C) Job Name: 1,0 ? tt,)oL Day(s ) 1q --03 Job Location YYI -ey Vg— CA- Date(s): If Gen. Contractor: n6�� . Sub Contractor: ( J General Description: Cop D 4� V n ulaa s . 5011 v - ©v v e t e' Y-q D U Q, tO r D w oA) ead vh 1 - k S i sl © wffir, ©� Y ✓G D Comments/ Areas of Additional Concern: BY: DATE: GEOTECH AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 CONSTRUCTION TESTING & ENGINEERING, INC. �� 0 GEOTECHNICAI. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION G O? 2414 VINEYARD AVENUE. SUITE G ESC'ONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: (30 Job Number: Job Address: Date(s):jj�ialo U y Plan File: I Permit# pr7 Tech: rJ )! J Gen. Contractor k i- Contr. Wkg: Superintendent�ci Foreman: 16 Weather Condition: suk WG ✓�`1 Summary of Work: �, , n 1 01'}' TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist % Relative No. r� / LOCATION AND NOTES Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact] (/? Required GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 NGINEERING, INC. (�ONSTRUCTIONIESTING & A GEO TECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING INC. 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 DAILY FIELD REPORT Client: U O Job Number: t.7� � ''S Job Name: L � Day(s):� Job Location: Date(s): Gen. Contractor: Sub Contractor: General Description: s� �� - T7-4f— 2a76 X G 6 a A- f ' o' a 1- 2- S o � %�/� Z - rrL.�c�a flz 4 n/'f�U X20 G6� ge � o OA d-) Comments/ Areas of Additional Concern: v�- B DATE: GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 - ,CONSTRUCTION TESTING & ENGINEERING, INC. Gf-.OTF.CfINlCAL. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION G o `p 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job !Jame: C 4 Job plumber: lo -- 1 Job Address: ,, 6 1✓ s Date(s): -03- U),ed - Plan File: 1 Permit# Tech: �r-0 Gen. Contractor: OaV�)L) f5* roS I 7-1 0,0 Contr. Wkg: Superintendent �aA r -c'k Foreman: , f✓'q Weather Condition: lVarrv1 Summary of Work: _ � = i'17 `R � Y1 "G, P S G. t c lop ! ca t � d, Q w o( Aptk I t ; , I ,G TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist % Relative No_ LOCATION AND NOTES Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact! Required sz0 ttio d t} S I 3 1u� !� 9I .3Z, ''70 - C_ 2 D I SAI 82 � - �, - 109.21 (o-03 SOS -------- - --- --°-- S 109-31 1-'103 93.03 owe vrl C' �� GEOfECHNICAL & CONSTRUCTION ENGINEERING TEST NQ & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDI DO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 � 'CONSTRUCTION TESTING & ENGINEERING, INC. p GF.OTECHNICAI. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION G O B 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: C-C,u5 pZ.i:�5 DE Job Number: • Job Address: , r z Date(s): 4 -2.5-03 L)f Plan Fife: ermit# Tech: Gen. Contractor: 0 kV, iAo ?,S T j i w Contr. Wkg: Superintendent Foreman: t}Vc;� Weather Condition: �v - l_ -, Summary of Work: _5 i �. ��ss d �^' � G�� Yl ` �•5 ° �1 1'C -P�'4 ��'C�)S "�C -E'� . SJl t A4 TEST SUMMARY Test Eiev. Lab Maximum Optimum % Field Moist Relative No. LOCATION AND NOTES Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact/ Required S [,t . li h s V J GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 � -- _— " Or'b l�G them v . CONSTRUCTION T ESTAG & BOHMG INC 9 GEOTECNNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. 2414 VINEYARD AVENUE ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 FIELD ORDER CTE JOB: JOB COMPLETED PROJECT NAME: JG>f�� YES NO PROJECT DDR SS: CLIENT: fi CONTACT AT JOBSITE: - j ( TECHNICIANS INSPECTION SOILS / ASPHALT / CONCRETE ORDER Concrete Grading Coring Masonry Utilities Bolt Pull Out Structural Steel Asphalt Covermeter Pile Driving Nuclear Gau Torque Test Post Tension Sandcore Epoxy Electrical Batch Plant Mechanical General Soil Roofing Samples Waterproofing Sampling Reinforcing Steel Slump Prestress Concrete Air Containment Fireproofing DATE START STOP REG. HOURS O.T. HOURS COMMENTS f ADDITIONAL COMMENTS. w ev j BY TURE } ��° ,CONSTRUCTION TESTING & ENGINEERING, INC. �� c GROTEC'HNICAI. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION G o d 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: G0OLDe Q eA J CZ Job Number: 10 --54 Job Address: Mo y NG C Date(sff1hU ✓0tav 1) —0 3 Plan File: Permit# Tech: B Gen. Contractor: u ItU Q S _ Contr. Wkg: Superintendent Foreman: jtlGt/} Weather Condition: 4 ` 12 Y Summary of Work: I `Yl tD )i in t C f 'D A Cc M� - fv QrC1 `&O c- 1� } - A .( 4c , n G Lj TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist Relative No. LOCATION AND NOTES Feet Density (PCF) Moisture Feld Density (PCF) Content % Compaction Compact! Required LIM 7 Ls g3.53 ?U vi ( 6OL12 TF) -D IL S GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 } �� ,CONSTRUCTION TESTING & ENGINEERI U E R G� GFOTECHNICAI. AND CONSTRUCTION ENGINEERING TESTING AND I SPF, 1 J N � Ir 241 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 74 6- 4955 A ENGINEERING, INC. F Gen. ame: GRADING OBSERVATION _ Job Number: ddress:JN F(U P>�C�v aV? i n �i5 File: Permit# - Date(s): / V — i - d3 Contractor: Tech: 6r 0 i U'17,5 T intendent Contr. Wkg : Weather Condition: Foreman- ji,.� Summary of Work:' y0 5S 'bol n+ iOL t �� Y1 UJ 7' oll� Imo` Test TEST SUMMARY No. LOCATION A NOTES Elev. Lab Maximum Optimum % Relative Feet Density PCF Fleld Dens ty (PCF) Field Moist Glll ) Y ( ) Moisture Content % Compaction Compact Required 21 �^ _F it S f- 110.3 J c x x' r� < GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 J CONSTRUCTION TESTING & ENGINEERING, INC, GEOTECHNICAI. AND CONSTRUCTION ENGINFERING TESTING AND INSPECTION 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Jab Name: �(?�L t. _.�,� Job Number: %0 Job Address: . G� �ct h Date(s):Tve ! (— -� 5 Plan File: Permit# Tech: Bratt & - Gen. Contractor: Contr. Wkg: Superintendent Foreman: JL i el Weather Condition: Summary of Work: (1Y15 r e L y Wo rC 2 ✓I N� CC (ilC`� Jae r�GeG Ce G, v b - TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist Relative No. LOCATION AND NOTES Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact/ Required S 2 3 of,81 /s i qu t q0 90.E ` 0 SOA s It cu- I1 Q,'nr ; J-A 1-1 fi2()O,4iF X GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO. CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 o•. •�`~ f r 4 CONSTRUCTION ESTING & NGINEERING INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 DAILY FIELD REPORT Client: Job Number: , 15 1-t t Job Name: Day(s): Job Location: 3 Date(s): CL � �e.+:rty fl-ve. G►' -�(L'� i G� ( Z IS i Gen. Contractor: Sub Contractor: General Description: Comments/ Areas of Additional Concern: 8Y: / DATE: GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 - CONSTRUCTION TESTING & E NOINEERINO INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING; INC. 2414 VINEYARD AVENUE ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 FIELD ORDER o r CTE JOB: JOB COMPLETED " PROJECT NAME. ��I�S ksi oiFJUGf YES NO C/ PROJECT ADDRESS: GrA- CLIENT. CONTACT AT JOBSITE: TECHNICIANS INSPECTION SOILS I ASPHALT / CONCRETE ORDER Concrete Grading Coring Masonry Utilities Bolt Pull Out Structural Steel Asphalt Covermeter Pile Driving Nuclear Gau Torque Test Post Tension Sandcore Epoxy Electrical Batch Plant Mechanical General Soils Roofing Samples Waterproofing Sampling Reinforcing Steel Slump, Prestress Concrete Air Containment Fireproofing DATE START STOP REG. HOURS O.T. HOURS COMMENTS l l0 m rn L A 'ti >v o ADDITIONAL COMMENTS: ��1 ✓ BY S GNATURE` CONSTRUCTION TESTING& ENGINEERLNG , INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. 2414 VINEYARD AVENUE ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 p FIELD ORDER 3 1 CTE JOB: JOB COMPLETED PROJECT NAME: YES NO PROJECT ADDRESS: CLIENT: CONTACT AT JOBSITE: TECHNICIANS INSPECTION SOILS / ASPHALT / CONCRETE ORDER Concrete Grading Coring Masonry Utilities Bolt Pull Out Structural Steel Asphalt Covermeter Pile Driving Nuclear Gau Torque Test Post Tension Sandcore Epoxy Electrical Batch Plant Mechanical General Soils Roofing Samples Waterproofing Sampling Reinforcing Steel Slump Prestress Concrete Air Containment Fireproofing DATE START STOP REG. HOURS O.T. HOURS COMMENTS W t U ADDITIONAL COMMENTS: C4 OU 6A f BY NATURE f CONSTRUCTION TESTING & ENGINEERING INC. J GEOTECFiNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING, INC. 2414 VINEYARD AVENUE ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 L! FIELD ORDER CTE JOB: GQ L) L D JOB COMPLETED PROJECT NAME: YES NO PROJECT ADDRESS. CLIENT: CONTACT AT JOBSITE: TECHNICIANS INSPECTION SOILS / ASPHALT / CONCRETE ORDER Concrete Grading Coring Masonry Utilities Bolt Pull Out Structural Steel Asphalt Covermeter Pile Driving Nuclear Gau Torque Test Post Tension Sandcore Epoxy Electrical Batch Plant Mechanical General Sails Roofing Samples Waterproofing Sampling Reinforcing Steel Slump Prestress Concrete Air Containment Fireproofing DATE START STOP REG. HOURS O.T. HOURS COMMENTS L : , Y " &" 1 6) a ADDITIONAL COMMENTS: S NATURE S Go L GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION FNGINFFRING;iNC: 2414 VINEYARD AVENUE ESCONDIDO, CA 92029 (760) 746,4955 FAX (760) 746 -9806 FIELD ORDER r Li CTE JOB: Goub,0'5 ge6V WC� JOB COMPLETED PROJECT NAME: YES NO PROJECT ADDRESS: CLIENT: 0 AIK �u CONTACT AT JOBSITE: 'Ti/G ki TECHNICIANS INSPECTION SOILS / ASPHALT / CONCRETE ORDER Concrete Grading Coring Masonry Utilities Bolt Pull Out Structural Steel Asphalt Covermeter Pile Driving Nuclear Gau Torque Test Post Tension Sandcore. Epoxy Electrical Batch Plant Mechanical General Soils 1/ Roofing Samples Waterproofing Sampling Reinforcing Steel Slump. Prestress Concrete Air Containment Fireproofing DATE START STOP REG. HOURS O.T. HOURS COMMENTS ADDITIO COMMENTS: AQ e 1 S Q oy 1 r ! I S 1 vv�' hd Jill�►��— - BY: SIMATURE CO GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING INC. 2414 VINEYARD AVENUE, SUITE Q ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 DAILY FIELD REPORT Client: Job Number: Day(s): r . Job Name: (ZC0 0 e)A? -T)ST ,.tW Q� OF 0CeW5iDr_- Job Location: '1 Date(s): Gen. Contractor: oy) ! Sub Contractor: General Description: r..- j •s, ; -� 1 4 , CG�I,s n rot) � ri 0 R lib r iii raLp v Ci '00+ . r1 Cc ii " • s , i Yl 'oS1' ' G1 &r2.Gi � r 0 .1 1 /S s^Q ) Li j j ai ` 3 Y :s )� 1 'r L. i' A (n 1 G h - e ''C ✓ v ' L r 1 e-ed to Comments/ Areas of Additional Concern: 6'V \,r 0 r i 5 Pn -0' - �^ ? DATE: r GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -=4955 FAX (760) 746 -9806 CONSTRUCTIONTESTING & N GINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING INC. 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 DAILY FIELD REPORT Client: Job Number: r- Job Name: 9<ZCONI) 6AP`T)ST 1' U CA OF OC &l 51 Day(s). F., 0 4,4 Job Location: -2-01 Date(s): C4 p Gen. Contractor: Sub Contractor: General Description: D ,. 2 r GOB i F S o - tO rn 04 zvo + ea b fir) nb r -I V m6cr 0 T)v+ , 1 101 �1 1- D r� r i 5r� i �n n v Co n v Comments/ Areas of Additional Concern: td DATE: GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 CONSTRUCTION TESTING & ENGINEERING, INC. �G, GEOIECHNICAI. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION Occ) c 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSE Job Name: ` Job Number: V Job Address: G l 1 ��D +�. rya -t,� Ve_ y ktC/ l a5 Date(s):1 01 -c- C'Z Zo C) Plan File: Permit# Tech: D . /4 k l . k t Gen. Contractor: �`` r - c tl(a'2� Contr. Wkg: Superintendent J Foreman: Weather Condition: Summary of Work: f�-A Cz GJ bci- a t(((;4 ! A .2 ` _ r vt &J (7 % , 1 14 �v 1 , a,�I t Se l5 �: r t'i�r�; I t / Q Ce r A (,I ' r � u � /ace_ �CLL�6 t l ( 4 Jr (�. k TEST SUMMARY Test LOCATION AND NOTES Elev. Lab Maximum Optimum % Field Moist Relative Feet Density PCF Moisture Field Density (PCF) No. y ( ) Content % Compaction Compact/ Required A 13.0 i l z /3'[ q `) OR I13r� l3 "� .6 3 1 a''o qq GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 CONSTRUCTION TESTING & ENGINEERING, INC, g� �c GF'OTECHN[CAL. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION GOB 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: Job Number: Job Address: 6; vc— Date(s): Plan File: Permit# Tech: - f� Gen. Contractor: �[` r (��. r Contr. Wkg: Superintendent u Foreman: Weather Condition: Summary of Work: ' r f f elk: Z ' � ill �< 06 - er / @(Sf" so r j5 TEST SUMMA Y Test Elev. Lab Maximum Optimum % Relative No. LOCATION AND NOTES p Field Density (PCF) Field Moist % Compact, Feet Density (PCF) Moisture Content % Compaction Required hZ, A s S— I q d /.' GEOTECftNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 4 �~ '11 CONSTRUCTION TESTING & ENGINEERING, INC. �� C, GEOTECHNICAI.. AND CONSTRUCTION ENGINFERING TESTING AND INSPECTION O� 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: T ( r Job Number: Job Address: Z 3/T 4 �� U" �, Date(s): Plan File: Permit# Tech: Gen. Contractor: f Contr. Wkg: Superintendent Foreman: Weather Condition: Summary of Work: t TQ - 7 fef r C r© ` -- G dL 121 k r l �Cr (1✓ b 1. t 0 CJ ,rA_ G S 0 lo C / !� ' ©1 r I f �i 1 jscJ _a Ac e f� le�C� `/r r - ct �� TEST SUMMARY Test Elev. Lab Maximum Optimum % Field Moist Relative Na_ LOCATION AND NOTES Feet Density (PCF) Moisture Field Density (PCF) Content % Compaction Compact/ Required -k Id 117, 1 319 7 GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 - 7 CONSTRUCTION TESTING & ENGINEERING, INC. 4 GF.O 'IECFINICAI. AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 5� c. 2414 VINEYARD AVENUE. SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING, INC. GRADING OBSERVATION Job Name: Job Number: l Job Address: Z 3 r K� V2 �!'lC(K(7 Date(s): .T a_,k , 07 Plan File: I Permit# \ A A ,( -�$ Tech: t Gen. Contractor: O ck, ur e, (o( Contr. Wkg: Superintendent �IA Gt Foreman: Weather Condition: Summary of Work: - G S re a &K W I cz r' r � _ 50175 At A 4 &e w / ( / f5 (� cc � v/t pp /c L, r tr�0 euc r,. -��r �t 1��irt TEST SUMMARY Test Elev Lab Maximum O timum % Relative No, LOCATION AND NOTES p Field Density (PCF) Field Moist /6 Compact/ Feet Density (PCF) Moisture Content % Compaction Required Z (2 0f) Z.Z (Z .Q Zz �Z (22, ,r Gvr,o � o vwer GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 A ONSTRUCTION TESTING & ENGINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION �- 2414 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 ENGINEERING,NC DAILY FIELD REPORT Client: Job Number: iQ C L Job: Name: i Day(s): Job Location: Date(s): b J Gen. Contractor: Sub Contractor(s): General Description: I rr s v n � w O a v � r i a .CM COMMENTS/ AREAS OF ADDITIONAL CONCERN BY: ( DATE: GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 J TESTING & ENGINEERING, INC. GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G ESCONDIDO CA. 92029 (760) 746 -4955 El\GINEERNG,NC DAILY FIELD REPORT Client: Job Number: Job: Name: Day(s): Job Location: 3 i Date(s): - -� Gen. Contractor: Sub Contractor(s): General Description: n n C 1 1 � � s / o a 1 i COMMENTS/ AREAS OF ADDITIONAL CONCERN BY: DATE: r GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 2414 VINEYARD AVENUE SUITE G ESCONDIDO, CA. 92029 (760) 746 -4955 FAX (760) 746 -9806 CONSTRUCTIONTESTING&ENGINEERING,I NC GEOTECHNICAL, AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION ENGINEERING INC. 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 DAILY FIELD REPORT Client: 6ob Number: Job Name: Day(s): Job Location: ? � -- .� � � r � �, ate(s): Gen. Contractor: n 1 General Description: t t ^ A � "1 ' ti u � 8 1 n r ma r A n �f 1 Comments/ Areas of Additional Concern: BY: DATE: GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION 2414 VINEYARD AVENUE, SUITE G, ESCONDIDO, CA 92029 (760) 746 -4955 FAX (760) 746 -9806 C,SLS� SPECIAL INSPECTION REPORT Project: - Address: 1 ( Aici OMCJ -14 City: cc rq) Permit Number: Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing Number of Samples: 3 Type: Materials/DesignMix/Psi: p,�,� - (� 7' �lh iX c MQ - t4 - ' - &" Date: 1 REPORT 1 G n e r, 3 -1,-7 > 1 LA 6 , f Al ec t1r'/ L 0 V* , L--_(& WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED TIME IN: 7 30 TIME OUT: Q Inspector (Print) Certification # General Contractor: Address: Inspect g ture /- City: Phone: Authorize ob Site Contact Signature Carl Schmidt Inspection Services, Inc. P.O. Box 178403 San Diego, CA 92177 -8403 (619) 855 -9252 - � SPECIAL INSPECTION REPORT Project: ��l T(� � A� t Address: ( City: _ n 4 A 1 A Permit Number: Plan File Number: TYPE OF OBSERVATIONS: Reinforcing Steel Reinforced Concrete Structural Masonry X Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing Number of Samples: — Type: — c Materials/DesignMix/Psi: S r l I Date: � ��/�3 REPORT 1 D WORK INSPECTED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOTED G J a1_ 7 = � i TIME IN: 7 : 3n TIME OUT: Inspector (Print) Certification # General Contractor: \S�n Address: Inspector's Sil mbvel City: Phone: Authorized Job Site Contact Signature Thursday, May 08, 2003 10:59 AM Michael W. Devine 858- 748 -6011 p.01 2 M W W Z Z W Recipient: Larry Dutton Company: Partners, Planning 8 Company: Devine Engineering, Inc. Fax Number: 695 -3117 Fax Number: 858 - 748 -6011 Voice Number: Voice Number: 858- 748 -6168 Date: 5/8/2003 Time: 10:59:34 AM Total No. Pages: 6 Subject: Gould Residence Message: Here is the letter adressed to the City of Encinitas. Please call me if you have any questions. Thursday, May 08, 2003 10:59 AM Michael W. Devine 858- 748 -6011 p 02 0 U Z Z May 8, 2003 W Z City of Encinitas . Z 505 S. Vulcan W Encinitas, CA 92024 Project: Gould Residence Retaining Wall Review D.E.I. Job No. 435 -00 We have reviewed the drawings and calculations for the project retaining walls and found them to be in compliance with accepted engineering practices and the building code. Our review was based upon plans entitled "Gould Residence" drawings 7824 -G by Partners Planning and Engineering, calculations entitled "Gould Residence" by Lovelace Engineering, and soil report No 10 -5411 by Construction Testing and Engineering Inc. The building code utilized for our review is the 2001 California Building Code. For your information we have attached the questions raised during our initial review and the responses from the engineer of record. We also spoke to Sean Kessel of Lovelace Engineering during our review. We feel he has satisfactorily addressed our concerns. Please be reminded that our work is based on information Mansour Architectural Corporation provided to us. We did not visit the site to confirm grade elevations or soil types. We prepared no independent structural calculations to verify the accuracy of the engineer -of- record. We are not contracted to visit the site to assure compliance with the engineer's drawings. No warranty is expressed or implied by this report. The responsibility for the design remains with the engineer -of- record. We appreciate this opportunity to provide our professional services. If you have any questions or comments regarding this report or the services provided, please do not hesitate to contact us. Sincerely: DEVINE ENGINEERING, INC. Alex Gordon, E.I.T. Michael W. Devine, S.E. Structural Designer President O Enclosures t W w No,-3011 i .T E*. 12 -31 -2000 r ITV � 12316 Oak Knoll Road, Suite C • Poway. CA 42064 • (858) 74B -6168 • Fax (858) 748- rCAL�F��r mdevine@cls,com Thursday, May 08, 2003 1&59 AM Michael W. Devine 858- 748 -6011 p.03 Date: 05/05/03 By. AG DEL lob #435.00 GOULD RESIDENCE PLAN AND CALCULATION REVIEW • The soil report recommends at 2/3 reduction when adding frictional and passive resistance. It does not appear that the 2/3 reduction was taken during the calculation of the cantilevered retaining walls. • The 3'0" restrained retaining wall calculations use a fc of 3000 psi. The plans state that all concrete is 2500 psi. • The 9'0" garage cantilevered retaining wall calculation use an allowable soil pressure of 2750 psi. The soil report recommends a soil bearing pressure of 2000 psi. • Some of the calculations use a surcharge of 50 psf over the heel. Please explain what this surcharge is. • The 12'9" cantilevered retaining wall shows a 2 -2:1 slope behind wall. Is this correct? It does not seem to be taken into account in the calculations. Also there is no slope shown on the detail for the wall. Pagc I of 1 Thursday, May 08, 2003 10:59 AM Michael W. Devine 858 - 748 -6011 P 04 n�i bpi Lbtl� ka: Lj yatl7.j51ytly LUVLLAI;E tNblNtt!t1NG PAGE 82 Joe LOVELACE S.CCT MO or ENGINEERING Structural Englnw-Ag Services c uLcuLaEO BY - a' 6496 WOWheh Prate - SO4e 200 C"Ecium p DATE san c4W. Gautornim 9212 ' Phone 858.535.8111 F&40606351909 srx6 GOULD RESIDENCE RETAMG WALL STRUCTURAL CORRECTIONS ,J®3Q55b n CORRECTION • I T HE SOILS REPORT ALLOWS THE roMBINATiON OF BOTH PA581VE AND FRICTIONAL RE5ISTANCE FOR THE TOTAL ALLOWADLE LATERAL RESISTANCE, 50 LONG AS Tt-IE PASSIVE RESISTANC D T EP M H A991vERE515TANCE AGGOUN TOTAL. NG FOR 3� OR LE55 OF T AI{E TOTA LS LATERAL RESISTANCE GORRECTI�.1 • 2 ALTHOUGV4 IT iS INDICATED THAT r'c= 300OF51 FOR THE 3' -0" GARAGE RESTRAINED RETAINING WALL CASE, iT WILL WORK AS DESIGNED FOR 1NE APPROPRIATE r'c =2500P5 SEE INCLUDED CALCULATIONS n CORRECTION • 3 _ -- GBC TABLE 18A - - A ALLOWS A 20% INGREA5E IN 501L BEARING PRESSURE VALUE5 FOR EACH ADDITIONAL FOOT OF DEPTH AND WIDTH BEYOND 12 "A2" DIMEN51(7N5. IN THE TWO' GASES WHERE BEARING VALUES - 2150PSF, I USED THE 20% INCREASE FOR DEPTH (18 DEEP • 10% INCREASE) AND A SHORT TERM LOADW INCREASE (1.25) SINCE THE CANTILEVER WALL CASES ARE ONLY TEMPORARY UNTIL RESTRAINED BY EITHER CONCRETE OR A WOOD D!ApPRAGM. THEREFORE. 2000P5F(I.1)(1.25)*2150PSF. ,74115 IS CONSERVATIVE C.ON5IDERINrS NO INCREASE 15 TAKEN FOR THE Y -6" Or ADDI T ZONAL WIDTH. n CORRECTION • 4 A 50 PSF SURCHARGE IS ADDED AT THE GARAGE RESTRAINED RETAINING WALL CA5E5 TO ACCOUNT FOR A PARKED VEHICLE. TH15 LOAD 15 ADDED AND REMOVED To THE DESIGN TO ENSURE ADEQUATE CAPACITY 15 REACHED. (�] CORRECTION • 5 Tl$ 2.2:! SLOPE WAS TAKEN A5 A WORST CASE SCENARIO FROM THE GRADING PLAN PROVIDED TOME. IT 15 TAKEN INTO ACCOUNT IN THE CALCULATIONS UNDER 'SLOPE BEHIND WALL.' ALT410UGH IT ONLY OCCURS ALONG A SHORT PORTION OF WALL. SINCE MOST OF,THE RETAINING WALL WA5 EITHER SOIL 5LOPING DOWN AND AWAY FROM TUB WALL OR LEVEL. GRADE AT ITS TOP, IT WAS UNNECESSARY TO SHOW THE WORST CASE SLOPE BEHIND T►$ WALL. Thursday, May 08 2003 10:59 AM Michael W. Devine 858- 748 -6011 p 05 Title: GOULD RESIDENCE Job # J03055 Dsgnr. SGK Date• 10:02AM. 7 MAY 03 Doscriptlon . Scope: roe- r•rno - -- - Page 1 «�,...�.. - -.� -•i. Res trained Retaining Wall Design s �fer�� nercet�o19oJ05s•en. f OU NO 3' -0" GARAGE RE9TRAfNEfltiET. WALL -- _ —. --- j Footing Strengllu 6 Dtnlensiwrs Gfp�ria Soil Do w Mumma Retalned Heigh = 3.00 R Allow Soil Bearing = 2.0000 Psf c = 2,SW W Fy = 60.000 psi Wall height above soil = _ D 00 it Epuivaient Fluirt Pressure Method Min. As 0.0014 Total Wall Height = 3 DO R Heel Active Pressure = Toe Width = 0 D R Tee Active Pressure 48 0 Heel Width n HA light = 3.00 R Passive Presswe _ 2500 Total r Whit = —7im To Suppo 14 ' water be M over heat 0 0 it Footing T hickness - 16 00 in Slope Behind Wal = 0.00 1 FoobngliSod Friciror 0 300 Key Width - 0 00 in Height of Soil over Toe = 6 00 in 5oo. height to Ignore Key Depth 0.00 in Sod Denady 120 00 pe for passive pressure - 0.00 in Key Distance from Toe = 0.00 it Cover @ Top = 3,00 in Btm = 3.00 in Wind on Stem 0.0 psf Surcharge Leads Uniform Lateral Load Applied to Stem Adiacorn Footing Load Surcharge Over Hoof = 5D 0 PSI L aiaral Load = 0 0 Nth Adiacem Footing Load � 0.0 Ibs »>Used To Resist Sliding 5 Overturning Height to Top = 0.00 it Footing Width 3 0 00 00 ft m Surcharge Over Too = 0 0 psf Height to Botterr 0 00 R Eccentricity Used for Sliding b t7verturrning wall to Fig CL Dost - 0 00 R Aaisl Load Applied to Stem , Footing Type L tte LOW Base Abovei9elOw SOii = 00" Axial Dead Load = 184 0 lbs at Beck of Wall AKiai Live Load = 80.0 Ibs Axial Load Eccentncnly = 00 - Desig % S u m rnary Masonry Stem Construction Total Beanng Load 1,305 lbs Th c*ness - B 00 in rm . 1.500 vsl Short Term Factor resultant ecc = 0 13 in Wall Weight = 78 0 pe Fs = 24,000 Psi Equim Solid Thick = 7 BOOIn Stem is FIXED to top of footing n Ratio (ErdEm) ' = 25 778 Sou Pressu @ Toe = 674 f OK 81"o Type = Medium Weight No Special InsPedtan Soot Pressure @ Heel = 631 psf OK Allowable = 2,000 psf 501yd Gro-ted "MAX Between Sod Pressure Less Than Allowable @ Top Supped -- Top & Base aii" of Well ACi Facietteo Q Toe = 956 PSI Steno OK SUM OK i Stmt OK ACI r#etorod il Heel = 895 psf Design height - 30011 1 71 R 0 lot: it Footino Shear @ Too - 1 6 ps OK Rabat See - e 5 a 5 # 5 Floating Shear iD Heel = 4 3 psi OK Rabat Spaang = 24.00 in 24.00,n 24 00 n Allowable = 85 0 psi Rebar Placed at = Caller Center Center Reaction at Top 65, 7 lbs Rebar Depth d' = 3.81 in 3811 in 3 BI in reaction ht Bottom 504 3 Ibs Design Data - y" Sndtrlq St"UMV Raba - 1 77 OK fbrFB - falFa - 0 000 D 09 0 200 Sliding Caics Moment Aclua = 0 0 N-# so Rai 108 0114 Lateral GlrQing Force = 504 3 Ili Moment ....Albwabte = 5411114 541 2 R4 541.21111-0 less 1DO Passive Ford - 500.01bs lase 100% ct Lino Force= - 391 4 l bs Shear Force a this height = 0 0 Ibs 204 -3lbs Aid Force Req'd = 0 O lbs OK Sheer . Actual 0.00 Psi 4 99 psi - for 1 5 1 Stability = 0 0lbs OK Shear Allowable - 19 psi 19.360si Footin Design ResU tts -- Reoar Lap Required = 29.00 in 25 00 In a �"� T Lei Reoar embedment into footing 600 in Factored Pressure = M 895 psi Ottwr Acceptable Sizes It Spacings: Mu' Upward 211 0 R.a Toe None Spec'd a• Nol req'd. Mu < S ' Fr Mu'. Downward = 89 0 Ref fed None Speed of Not req'd. My c 5 . Fr I& Design = 122 432 Its Key No key defined -or- No key defined Actual 1 -Way Shear = 1 58 4 33 per Allow 1 Way Shear = 8500 85000S. Thursday, May 08, 2003 10:59 AM Michael W. Devine 858- 748 -6011 p Ub Title: GOULD RESIDENCE Job 0 J03055 Dsgnr: SGK Dole' 10 02AM, 7 MAY 09 Description Scope: PQ Restrained Retaining Wall Design c*F z u.w .w.oee.oz. err s. u. n- ;w•.��r �►r s b,ayr,Q�rycW�solctD3 a05S ecw:FOUND W rtl1Y El6RU:C 0mcription T -O" GARAGE RESTRAINED RET WALL - - - - - - - -- - - - -- Summary of Forces on Fooling • Slab Is NOT providing sliding, stem is FIXED at footing Forces gluing on toot ing for sliding a sod pressure .. Sliding Forcer. Load E Mm m Moment summary For Footing : For Soil Pressure cons I _ Stem Shear @ Top of Fooling = -204 3 ms Moment Q Top of Footing Applied from Stem -t08.0 fi 11 Meal Active Pressure = -3000 S Sliding Forte 50x.3 Ills, IllsSurcharge Over Neel = 41 7lbs l.SBd 66.OhJI Ax4l Dead Load on Stem = 264 O lbs 0.83 220 04.11 Net Moment User For Soil Pressure Calculations Soil Over Toe = 30 0 4bs 0.25lt 7.5RJ1 14.2 Will Surcharge Over Toe = Ibs tt Ra11 Stem weight = 234 0 Ibs 0 83 B 195 011.11 Sod Over Heel - 300 0 lbs 1 58 475 011.0 Footing Weight = 435 0 Ibs 100 ft 435 Oft-J11 Total Vertical Force - 1.30 7 Ibs Base Moment 1,290 4ft-0 CONSTRUCTIO TEST & ENGINEERING, INC. rr� C.Z SAN DIEGO. CA RIVERSIDE, CA VENTURA. CA TRACY, CA cc) 2414 Vineyard Ave. 490 E. Princeland Ct. LANCASTER, CA SACRAMENTO. CA Suite C 1645 Pacific Atie• 242 W. Larch 42156 10th St. W. G Suite 7 Suite 105 Suite F 3 uit ,1ladisnn Ave. Escondido, CA 92029 Coruna. CA 91719 Oxnard, 0 Units Suite 22 1931133 Tracy, CA 953(11 Lancaster, CA 93534 ENGINEERING, INC f 7601 746 -1955 1909) 371.189(1 (805) 486 -6475 S. Highlands 95660 1760)746 -9806 Fax 1909) 371.2168 FAx (2091839.2890 16611726 -9676 (916)331.6030 0 (805) 486.9016 FAx (209)839.2895 F. ,*x (6611726.9676 FAx ( Fax PRELIMINARY GEOTECHNICAL, INVESTIGATION PROPOSED GOUL.D RESIDENCE 2319 MONTGOMERY AVENUE CARDIFF, CALIFORNIA Prepared for: MS. KAREN GOULD 1840 SIENNA CANYON DRIVE CARDIFF, CALIFORNIA 92024 Prepared by: CONSTRUCTION TESTING & ENGINEERING, INC. �n 2414 VINEYARD AVENUE, SUITE G ESCONDIDO, CALIFORNIA 92029 D AuG 12 2003 SER�!I EN��7�,{'�� E1dG'��Ci CTE JOB NO. 10 -5411 March 4, 2002 1 :OTECHNICAL •ENVIRONMENTAL 9 CONSTRUCTION INSPECTION AND TESTING • CIVIL ENGINEERING • SURVEYING CON STRUCTION T ESTING & NGINEERING INC, G� SAY DIEGO, CA RIVERSIDE, CA VENTURA, CA TRACY. CA LANCASTER, CA Pacific Ave. 242 IV. Larch SACRAMENTO, CA 2414 Vineyard Ave. 4% E. Princeland Ct. 1645 ° Suite G 42156 10th St. W. 3628 Madison .Ave. (� Suite 7 Suite 105 Suite F Escondido, CA 92029 Corona, CA 91719 Oxnard, CA 93033 nit K Suite 22 Tracy, CA 95304 Lancaster. CA 93534 N. Highlands CA 95660 ENGINEERING INC 1760) 746.4955 (909) 371.18% (805) 486 -6475 (209) 839.2890 (760) 746.9806 FAX (909)371.2168 Fax (661) 726-9676 (916)331.6030 1805) 486.9016 Fax (209) 839 -2895 FAX (661)726.9676 Fa.x 19161331 -6017 F March 4, 2002 CTE Job No. 10 -5411 Ms. Karen Gould 1840 Sienna Canyon Drive Cardiff, California 92024 Subject: Preliminary Geotechnical Investigation Proposed Gould Residence 2319 Montgomery Avenue Cardiff, California Ms. Gould: At your request, we have performed a preliminary geotechnical investigation of the referenced site to provide recommendations for the proposed residence. This project is considered feasible if the recommendations presented in our report are carried out. The attached report discusses the findings of our investigation activities and provides geotechnical recommendations for use during project design and construction. If you have any questions regarding our findings or recommendations, please do not hesitate to contact this office. The opportunity to be of service is appreciated. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. Dan T. Math, PE Senior Engineer 1 OTECHNICAL • ENVIRONMENTAL • CONSTRUCTION INSPECTION AND TESTING • CIVIL ENGINEERnvr. • .CTiRVFVi vn TABLE OF CONTENTS ' b}{E[[}T{\/E S[MMARY--_____---_________________________._ _ 1.0 INTRODUCTION AND SCOPE Of3ERV{CE8 1.1 Introduction 12 Scope o[ Services ___________. -----'-----'--------'---.2 2.O SITE DESCRIPTION ------.—.------ --- --`—~--'--^'--'------- - 2 3.0 FTELD AND LABORATORY INVESTIGATIONS 3.l Field Investigation --.---.--- ----- ---- ' ----------------- ' 3 3 . 1 .l`7lncUoLurhed~ Soil 3ao�pleV--.. ---'-------------'---''j 3.L2 Disturbed Soil Sannn|io� ---.- ---- ' ---- ' --- ' ---- ' -------] 2 Investigation ' ------'----'----'---------'4 3 . ,~.."^��"� —..--------- ' ' 4.0 GEOLOGY ------------.----_~.-_.. 4.1 General SeUjng_____._____.___^..----''------'------''-----4 4.2 Geologic Conditions ----'-------'-----'--'--'/4 42'1 Disturbed/Fill Soils .----------^~~—'-----'-----'--'--''� 42.1 Quaternary TerraceDeposiLs --- '—'-------'-----'--'----� 4.3(�rnundv/aUer[ondjdonu----------. ------'-------------'—'' 5 4`4 Geologic }{ozordn---.-----__ 4�4`| Local und]� Regional �au�dn�-- '---'------------'---~'—'b 4/4. 2Liquefaction � - -------'------'- 8 andSmincoicSttdenncnt]�vu|uodon --------' 4 '4.3Touournio and Sv�chcBvo|uubnn. ---'-------'---'� 4'4'4LundsUdingorRock»licbng--- '-----''-----'--'--'------7 4 . 4 . 5 Cornprcouib/c and Ex �vc�oi------'-----'----------''7 ^ '-----'----'--------'--'—',7 5.0 CONCLUSIONS AND RECOMNMNDATIONS 5.1 {�nnorol--________________.--------'---'---------'—'7 5.2 Grading and Earthwork Observation __�_----------'------------'7 5.3 Site inn_____________ --------'—'---'-------'---8 i4 Site Excavation -------- - ____ ----------------------- '' 8 5.5 Fill Placement and Compaction ---------~----------'---''----'g 5 .6 Fill Materials ................................................................................................................ �. 5.8 Foundations and Slab Recommendations ----------------------ll 5.8'l Foundations _____._____ ----------^—`—~^--'-----.11 ��0'2 Foundation ��no�n�_----------------------' l2 5.8.3 Foundation Setback _.____ -------''---------------. l2 �. 5.9 Lateral ReoisLun��und�a�h �rcsnurco� —'---''-----------------' 13 ��l ��{l��nrx__.____________.__.. ----------------------'l4 5.l2 Seismic Loudin�___________. -----------------------'�5 �'l3�xL��UvFlu1v/Oc�__________ —`'`--------------------..l8 — ' -- --'------------------..l6 px/o-54/xxvt-omtecx ioum _ 5.14 Surface and Subgrade Drainage 16 5.15 Vehicular Pavements .................................................................... .............................18 5.16 Construction Observation ............................................................. .............................19 5.17 Plan Review .................................................................................. .............................20 6.0 LIMITATIONS OF INVESTIGATION .................................................. ............................... 20 FIGURES FIGURE 1 SITE INDEX MAP FIGURE 2 EXPLORATION LOCATION MAP FIGURE 3 BENCHING FILL OVER NATURAL FIGURE 4 RETAINING WALL DRAINAGE DETAIL APPENDICES APPENDIX A REFERENCES CITED APPENDIX B EXPLORATION LOGS APPENDIX C LABORATORY METHODS AND RESULTS APPENDIX D STANDARD SPECIFICATIONS FOR GRADING PROJECTS FA10 -5411 ilpt_Geotechnical Investigation.doc Preliminary Geotechnical Investigation Page 1 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, Califomia March 4 2002 CTE Job No. 10 -5411 EXECUTIVE SUMMARY This investigation was performed to provide site - specific geotechnical information for the proposed single - family residence and associated improvements at 2319 Montgomery Avenue in Cardiff, California. Based on our site explorations and our investigations performed'at the site, surface and near surface soils at the site generally consist of disturbed/fill soils, and Quaternary Terrace Deposits. Disturbed soils were generally found to consist of loose to medium dense, moist, silty SAND with organics to a maximum depth of approximately six feet below existing grade. Quaternary Terrace Deposits consisted generally of medium dense to very dense, slightly moist to moist, tan to grayish light brown, silty to clayey fine SAND to maximum explored depth of 11 feet below existing grade Groundwater was not encountered in any of our soil borings to the maximum explored depth of 11 fbg. Although perched groundwater levels may develop and fluctuate during periods of precipitation, groundwater is not expected to affect the proposed development if proper site drainage is maintained. With respect to geologic and seismic hazards, the site is considered as safe as any within the coastal region of San Diego County (an area of high seismic risk). Based on the geologic findings and reference review, no active surface faults are known to exist at the site. Additionally, the site is not within a mapped Earthquake Fault Rupture Hazard Zone (CDMG, 2000). F:\ 10-5411 \Rpt_Geotechnical Investigation.doc Preliminary Geotechnical Investigation Page 2 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. 10 -5411 The results of our investigations indicate that the proposed residence can be constructed as planned provided the recommendations presented in this report are followed. 1.0 INTRODUCTION AND SCOPE OF SERVICES 1.1 Introduction 1 This report presents the results of Construction Testing and Engineering, Inc.'s ( "CTE ") investigation and provides conclusions and geotechnical engineering criteria for the proposed residence. It is our understanding that the proposed construction is to consist of a multiple story residence with associated improvements (e.g., retaining walls, utilities, and driveways). Specific recommendations for excavations, fill placement and foundation design for the proposed structure are presented in this report. Appendix A contains a list of references cited in this report. 1.2 Scope of Services The scope of services provided included: • Review of readily available geologic and soils reports pertinent to the site and adjacent areas. • Exploration of subsurface conditions to the depths influenced by the proposed construction. • Laboratory testing of representative soil samples to provide data to evaluate the geotechnical design characteristics of the soils. * • Definition of the general geology and evaluation of potential geologic hazards at the site. • Soil engineering design criteria for the proposed improvements. • Preparation of this summary report of the investigations performed including geotechnical construction recommendations. I 2.0 SITE DESCRIPTION ■ The site is located at 2319 Montgomery Avenue in Cardiff, California. Currently development at the site consists of single -story residence with an approximately 10 -foot cut slope to the east and a 15- foot fill slope to the west. It is our understanding that the proposed residential structure will be F:\ 10 -541 1 \R pt_Geotechnical In vestigation.doc Preliminary Geotechnical Investigation Page 3 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4, 2002 CTE Job No 10 -5411 constructed over and around the existing residence, and the existing residence will be partially incorporated with the new proposed structure. Figures 1 and 2 show the site location and configuration, respectively. 3.0 FIELD AND LABORATORY INVESTIGATIONS 3.1 Field Investigation Field exploration, conducted February 18, 2002, included site reconnaissance and the excavation of two soil borings to assess the condition of subsurface soil materials. The soil borings were excavated using a tri-pod mounted drill rig to the maximum explored depth of approximately 11 fbg. Soils were logged in the field by an engineer and visually classified using the Unified Soil Classification system. The field descriptions have been modified, where appropriate, to reflect laboratory test results. Exploration logs including descriptions of the soil and field - testing and supplementary laboratory data are included in Appendix B. Approximate exploration locations are shown on Figure 2. 3.1.1 "Undisturbed" Soil Samples "Undisturbed" soil samples were collected using a modified California -drive sampler (2.4 inches inside diameter, 3- inches outside diameter) lined with brass sample rings. Drive sampling was conducted in overall accordance with ASTM D -3550. The steel sampler was driven into the bottom of the borehole with successive drops of a 140 -pound weight falling 30 inches. Blow counts required for sampler penetration are shown on the boring logs in the column "Blows /6 Inches." The soil was retained in brass rings (2.4- inches in diameter, 1.0- FA 10 -541 11 Rpt_Geotechnical lnvestigation.doc Preliminary Geotechnical Investigation Page 4 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4, 2002 CTE Job No 10 -5411 inches in height) and carefully sealed in waterproof plastic containers for shipment to the Construction Testing Engineering, " g g eenng, Inc. ("CTE") geotechnical laboratory. 3.1.2 Disturbed Soil Sam li p ng Standard Penetration Tests (SPT) were performed according to ASTM D -1586 at selected depths in the borings, using a standard (1.4- inches inside diameter, 2- inches outside diameter) split barrel sampler. The driving hammer for the SPT samples was a 140 -pound weight falling 30 inches. The recorded blow counts (N) for sampler penetration is shown on the boring logs in the column "Blows /6 Inches." Samples collected in this manner were placed in sealed plastic bags. The soil samples were returned to the CTE geotechnical laboratory for analysis. 3.2 Laboratory Investigation Laboratory tests were conducted on representative soil samples for classification purposes and to evaluate physical properties and engineering characteristics. Laboratory tests for in -place s moisture /density, grain -size distribution, and chemical analyses were performed. Test method descriptions and laboratory results are included in Appendix C. 4.0 GEOLOGY 4.1 General Setting The site lies within the coastal San Diego County portion of the Peninsular Ranges geomorphic province. Relatively flat, uplifted marine terraces dissected by intermittent streams generally characterize this area. FA 10 -541 I\Rpt_Geotechnical Investigation.doc A Preliminary Geotechnical Investigation Page 5 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4, 2002 CTE Job No 10 -5411 4.2 Geologic Conditions As inferred from mapping by Tan and Kennedy (1996), surface and near - surface soils at the site consist of Quatemary Terrace Deposits. However, from this investigation, surface and near - surface soils consist of disturbed/fill soils underlain by Quaternary Terrace Deposits. IN 4.2.1 Disturbed/Fill Soils Disturbed/Fill soils were encountered in all of the soil borings to a maximum depth of approximately six fbg. These materials were generally found to consist of loose to medium dense, brown to dark brown, moist, clayey to silty sands with organics and some calcite deposits. Removal and recompaction of these soils will be necessary in areas to receive fill or improvements. 4.2.1 Ouaternary Terrace Deposits Quaternary Terrace Deposits were encountered underlying the surficial soils to a maximum explored depth of approximately 11 fbg. Terrace Deposits were generally found to consist of tan to grayish light brown, slightly moist to moist, clayey to silty sands with some calcite deposits and veins. These materials were found to be medium to very dense in nature to the maximum explored depths. 4.3 Groundwater Conditions Groundwater was not encountered in any of our explorations to the maximum explored depth of 11fbg. Groundwater is not anticipated to influence construction operations as long as proper site drainage is maintained. FA10 -541 hRpt_Geotechnical Investigation.doc Preliminary Geotechnical Investigation Page 6 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California CTE Job No. 10 -5411 March 4 2002 4.4 Geologic Hazards From our investigation and previous work by CTE near this site, it appears that geologic hazards at the site are primarily limited to those caused by violent shaking from earthquake generated ground motion waves. The potential for damage from displacement or fault movement beneath the proposed structures should be considered low. 4.4.1 Local and Regional Faulting Based on our site reconnaissance, evidence from our explorations, and a review of digital images of official earthquake fault rupture hazard zones (CDMG, 2000), it is our opinion that the site is not on known active fault traces. The Rose Canyon Fault, approximately 2.5 miles to the west, is the closest known active fault (Blake, 1996). According to the California Division of Mines and Geology, a fault is zoned active if it displays evidence of activity in the last 11,000 years (Hart, 1994). Other principal active regional faults include the Coronado Bank, Earthquake Valley Fault System, Elsinore Fault System, Newport- Inglewood (L.A. Basin), Newport- Inglewood (offshore), San Jacinto Fault System, and San Andreas Fault System. 4.4.2 Liquefaction and Seismic Settlement Evaluation Liquefaction occurs when saturated fine- grained sands or silts lose their physical strengths during earthquake induced shaking and behave as a liquid. This is due to loss of point -to -point grain contact and transfer of normal stress to the pore water. Liquefaction potential varies with water level, soil type, material gradation, relative density, and probable intensity and duration of ground shaking. FA10 -5411 Rpt_Geotechnical Investigation.doc Preliminary Geotechnical Investigation Page 7 Proposed Gould Residence 2319 Montgomery Avenue. Cardiff, California CTE Job No. 10 -5411 March 4 2002 The site is underlain by very dense, clayey to silty sands with no relatively shallow groundwater table. Therefore, the site is not considered susceptible to liquefaction, in the event of a significant earthquake in the San Diego area. 4.4.3 Tsunamis and Seiche Evaluation Potential tsunami damage is not a significant factor at the site due to its elevation (approximately 116 feet above mean sea level). The site is not near any significant bodies of water that could induce seiche damage. 4.4.4 LandslidinQ or Rockslid Based on generalized geologic mapping by others, the site materials are considered generally susceptible to landsliding (Tan and Giffen, 1995). However, active landslides were not encountered and have not been mapped near the site. Landsliding is therefore not considered a significant hazard within or immediately adjacent to this site. 4.4.5 Compressible and Expansi Soils Underlying site materials are generally granular in nature with moderate to low expansion characteristics. Based on geologic observation, the underlying native on -site materials �M (beneath the surficial soils) exhibit relatively low compressibility characteristics. Loose or disturbed surficial soils will be mitigated during preparatory site grading. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General We conclude that the proposed construction of the site is feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design of the project. The F:\ I O -511 I \R pt_Geotech n ical In vestigation.doc Preliminary Geotechnical Investigation Page 8 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. 10-5411 main factor affecting the proposed residence is the presence of the loose to medium dense surficial soils. Recommendations for the design and construction of the proposed improvements are included herein 5.2 Grading and Earthwork Observation Upon commencement of construction, CTE, Inc. should continuously observe the grading and 1 earthwork operations for this project. Such observations are essential to identify field conditions that differ from those observed and predicted by this investigation, to adjust designs to actual field conditions, and to ensure that the grading is in overall accordance with the recommendations of this report. Our personnel should perform adequate observation and sufficient testing of fills during grading to support the Geotechnical Consultant's professional opinion regarding compliance with L compaction requirements and specifications contained herein. 5.3 Site Preparation Before grading, the site should becleared of any topsoil, existing debris, abandoned metal pipes, and other deleterious materials. Upon completion of clearing and grubbing, proposed improvement areas should be over - excavated to either the depth that will provide a minimum of 18 inches of properly recompacted fill beneath all footings or to competent native material, whichever is greater. Bas ed on our observations, we anticipate maximum removal depths on the order of four to five fbg at the west s ide of the site; while depths on the east side of the site will generally extend 18 inches below the bot tom of the proposed footings. Over - excavations should also extend a minimum of five feet beyond the limits of the proposed improvements, where possible. Exposed sub grade should be P g scarified, moisture conditioned, and properly recompacted as per section 5.5 of this report. FA10 -541 hRpt_Geotechnical Inves6ga6on.doc Preliminary Geotechnical Investigation Page 9 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4 X002 CTE Job No. 10 -5411 Generally, the proposed over - excavations should not be conducted within an imaginary 1:1 (horizontal: vertical) plane extended down from the bottom edge of the existing footings of the residence. Over - excavations in these areas should be addressed by CTE during construction. Before placing fill, exposed over - excavated areas should be observed by the geotechnical representative to verify compliance with recommendations. We anticipate onsite material will be suitable for use as properly placed compacted fill. Before placing fills, exposed, over - excavated areas should be scarified to a depth of at least nine inches, moisture conditioned, and recompacted. Compacted fill should be properly benched into competent underlying native materials. Figure 3 is a diagram showing typical benching into competent materials. However, organic materials deemed unsuitable for structural backfill should be disposed of off -site or placed in non - structural planter or landscape areas. All organic materials excavated and removed should be disposed of at a legal disposal site. 5.4 Site Excavation Excavations in site materials should generally be accomplished with heavy -duty construction equipment under normal conditions. Irreducible materials greater than three inches encountered during excavations should not be used in structural fills on the site. Before placing fill the exposed bottom of all excavations should be scarified, properly moisture conditioned and recompacted. 5.5 Fill Placement and Compac The geotechnical consultant should verify that the proper site preparation, including removal of unsuitable materials, has occurred before fill placement occurs. Areas to receive fill should be F:\ 10 -541 1 \Rpt_Geotechnical Invesugauon.doc Preliminary Geotechnical Investigation Pag 10 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California CTE Job No. 10 -5111 March 4 2002 scarified, moisture conditioned, and properly compacted. Fill and backfill should be compacted to a minimum relative compaction action of 90 percent, as evaluated by ASTM D1557, at moisture content p between two and four percent above optimum. The optimum lift thickness for backfill soil will be dependent on the type of compaction equipment used. Generally, backfill should be placed in uniform lifts not exceeding eight- inches in loose thickness. Backfill placement and compaction should be done in overall conformance with geotechnical recommendations and local ordinances. Sloping ground should be properly benched as depicted in Figure 3. 5.6 Fill Materials Existing fill soils derived from on -site are considered suitable for reuse on the site as compacted fill, provided they are screened of organic materials and materials greater than three inches in maximum dimension. Imported fill beneath structures, pavements and walks should have an expansion index less than or equal to 30 (per UBC 18 -I -B) with less than 35 percent passing the no. 200 sieve. Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer to determine strength characteristics before placement on the site. F:\ 10 -541 I \Rpt_Geotechnical Invesup6on.doc - Preliminary Geotechnical Investigation Page 11 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4, 2002 CTE Job No. 10 -5411 5.7 Temporary Construction Slopes Provided below are slope recommendations for unshored temporary excavations. The recommended slopes should be relatively stable against deep- seated failure, but may experience localized sloughing. The recommended slopes are based on the assumption that excavation sidewalls will l consist of non - cemented silty sands and sandy silts. Onsite soils are to be considered Type B with recommended slope ratios as set forth in Table 1 below. TABLE 1 RECOMMENDED TEMPORARY SLOPE RATIOS SOILS TYPE SLOPE RATIO MAXIMUM HEIGHT (Horizontal: Vertical) B (Quaternary Terrace Deposits) 1:1 (MAXIMUM) 10 FEET C (Disturbed/Fill Soils) IV2 :1 (MAXIMUM) 10 FEET A "competent person" must verify actual field conditions and soil type designations while temporary excavations exist according to Cal -OSHA regulations. In addition, the above sloping recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. 5.8 Foundations and Slab Recommendations The following recommendations are for preliminary planning purposes only. These recommendations should be reviewed after completion of earthwork to verify that conditions exposed are as anticipated. F:\ 10-5411 \Rpt-GeoLechnical Investigadon.doc Preliminary Geotechnical Investigation Page 12 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4. 2002 CTE Job No. 10-5411 5.8.1 Foundations Continuous and isolated spread footings are suitable for use at this site. Based on the expected as- graded conditions all building footings will be founded entirely on at least 18 inches of properly recompacted fill material. Foundation dimensions and reinforcement should be based on an allowable bearing pressure of 2,000 psf. The allowable bearing value may be increased by one third for short duration loading which includes the effects of wind or seismic forces. For the anticipated construction, continuous footings for the proposed structure should be at least 15 or 18 inches wide and should have a minimum embedment of 18 or 24 inches below the lowest adjacent subgrade for two- or three -story structures, respectively. Isolated spread footings should be a minimum of 24 inches in width and embedded as recommended for continuous footings. For the anticipated construction, minimum footing reinforcement for continuous footings should consist of four #4 reinforcing bars, two placed near the top, and two near the bottom of the footing, or as per the structural engineer. The structural engineer should design isolated footing reinforcement. Where differential movement is to be avoided, proposed footings should be epoxy doweled to existing footings with #4 reinforcing bars spaced no greater than 18 inches on center or as per the structural engineer. The project structural engineer should determine epoxy specifications and inspections. 5.8.2 Foundation Settlement The potential for foundation settlement should be analyzed once actual foundation loads and configurations are known. In general, for the anticipated loads and recommended bearing FA 10 -541 I \R pt— Geotechnical Investigation.doc Preliminary Geotechnical Investigation Page 13 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California CTF Job No. 10 -5411 March 4 2002 pressure, the maximum total and differential settlement of continuous footings across the building are expected to be on the order of 1.0 inch and 0.5 inch, respectively. 5.8.3 Foundation Setback If applicable, footings for structures should be designed such that the horizontal distance from the face of nearby slopes to the outer edge of the footing is at least 10 feet. 5.8.4 Interior Concrete Slabs Lightly loaded concrete slabs should be designed for the anticipated loading, but be a minimum of four inches thick. If elastic slab design is used, a modulus of subgrade reaction of 130 pounds per cubic inch (pci) is appropriate for the anticipated site conditions. Minimum slab reinforcement should consist of #3 reinforcing bars placed on 18 -inch centers, each way, at mid -slab height. In moisture sensitive floor areas, a vapor barrier of ten -mil visqueen overlying a two -inch layer of consolidated base material should be installed. At a minimum, a two -inch layer of similar material should be placed above the visqueen to protect the membrane during steel and concrete placement. Slabs subjected to heavier loads may require thicker slab sections and/or increased reinforcement. 5.9 Lateral Resistance and Earth Pressures The following recommendations may be used for shallow footings on the site. Foundations placed in engineered fill materials may be designed using a coefficient of friction of 0.30 (total frictional resistance equals the coefficient of friction times the dead load). A design passive resistance value of 250 pounds per square foot per foot of depth (with a maximum value of 1250 pounds per square foot) may be used. The allowable lateral resistance can be taken as the sum of the frictional F:\ 10 -5i 1 1 \Rpt_Geotechnical Investigation.doc Preliminary Geotechnical Investigation Page 14 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. 10 -5411 resistance and the passive resistance, provided the passive resistance does not exceed two- thirds of the total allowable resistance. stance. 5.10 Walls Below Grade For the design of subterranean structure walls where the surface of the backfill is level, it may be assumed that the soils will exert a lateral pressure equal to that developed by a fluid with a density of 40 pcf. The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 48 pcf should be used, based on at -rest soil conditions. The recommended equivalent fluid pressures should be increased by 24 pcf for walls retaining soils inclined at 2:1 (horizontal: -- vertical) or less. Walls below the water level are not anticipated for the subject site. In addition to the recommended earth pressure, subterranean structure walls adjacent to traffic loads should be designed to resist a uniform lateral pressure of 100 psf. This is the result of an assumed 300 -psf surcharge behind the walls due to normal street traffic. If the traffic is kept back at least 10 feet from the subject walls, the traffic surcharge may be neglected. Consideration should be given to waterproofing the subterranean structure walls to reduce moisture infiltration. Drainage measures should include free draining backfill materials and perforated drains. Provided on Figure 4 is a recommended gravel and perforated pipe drainage system. These drains should discharge to an appropriate offsite location. FA 10 -5d 1 I \Rpt_Geotechnical Investigation.doc Preliminary Geotechnical Investigation Page 15 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4. 2002 CTE Job No. 10 -5411 We recommend that all walls be backfilled with soil having an expansion index of 20 or less. The backfi ll area should include the zone defined by a 1:1 sloping plane, extended back from the base of the wall. Retaining wall backfill should be compacted to at least 90 percent relative compaction, based on ASTM D1557 -91. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment, which could cause distress to walls, should not be used. 5.11 Slopes We recommend that any proposed cut or fill slopes be constructed at a maximum inclination of 2:1 (horizontal: vertical). Slopes constructed at such ratios should exhibit stability factors of safety equal to or in excess of 1.5 against deep- seated failures. Although graded slopes on this site should be grossly stable, the soils will be somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and constructed drainage facilities. Erosion resistant vegetation should be maintained on the face of all slopes. All proposed slope construction should be reviewed and approved by the geotechnical engineer. Although not anticipated, if adverse conditions are noted in cut slope areas during construction, modification of the recommendations presented herein may be warranted. FA 10 -541 11R pt_Geotcchn ical In vestigation.doc _ +� Preliminary Geotechnical Investigation Proposed Gould Residence Page 16 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. I 0 -54 i 1 5.12 Seismic Loadin In accordance with the Uniform Building Code 1997 edition, Volume 2, Figure 16 -2, the referenced site is located within seismic zone 4 and has a seismic zone factor of Z =0.4. The nearest active fault, the Rose Canyon Fault, is approximately 4.0 kilometers to the west and is considered a Type B seismic source. Based on the distance from the site to the Rose Canyon Fault, near source factors of Nv =1.33 and N =1.1 are appropriate. Based on the subsurface explorations, thesite has a soil profile type of S and seismic coefficients C =0.48 and C,,=0.85. 5.13 Exterior Flatwork Where distress - sensitive, light, hardscape improvements are proposed, we recommend soils be scarified to a minimum depth of 12 inches, thoroughly moistened to two to four percent above optimum and recompacted to a minimum of 90% of the laboratory maximum per ASTM D -1557. To reduce the potential for distress to exterior flatwork caused by minor settlement of foundation ® soils, we recommend that such flatwork be installed with crack - control joints at appropriate spacing as designed by the project architect. Flatwork, which should be installed with crack control joints, includes driveways, sidewalks, and architectural features. Subgrade should be kept moist to prevent drying and/or desiccation of soils prior to placement of concrete. 5.14 Surface and Subgrade Drainage Foundation and slab performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structures. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. The surface gradient needed to do this depends on the landscaping type. In general, the F:\ 10 -511 1 \Rpt_Geotech nical In vestigation.doc Preliminary Geotechnical Investigation Page 17 Proposed Gould Residence 2319 Montgomery Avenue, Cardiff, California March 4, 2002 CTE Job No. 10 -5411 pavements and lawns within five feet of buildings should slope away at gradients of at least two percent. Densely vegetated areas should have minimum gradients of five percent away from building in the first five feet if it is practical to do so. l Planters should be built so that water from them will not seep into the foundation areas or beneath slabs and pavement. In any event, the maintenance personnel should be instructed to limit irrigation to the minimum actually necessary to properly sustain the landscaping plants. Should excessive irrigation, waterline breaks, or unusually high rainfall occur, saturated zones and "perched" groundwater might develop in the fill soils and/or migrate through fractured native materials. Consequently, the site should be graded so that water drains away readily without saturating the foundation or landscaped areas. Potential sources or water, such as water pipes, drains, swimming pools, and the like, should be frequently examined for signs of leakage ordamage. Any such leakage or damage should be repaired promptly. Where fills are placed in drainage ways or over areas of actual or potential seepage, sub - drains should be placed at the base of the fill. The general locations of these sub - drains should be shown on the grading plans prior to the review. Specific locations should be determined in the field at the time of grading, with installations being reviewed by CTE prior to the placement of fill over them. Sub - drain pipes may be made of coated metal, PVC, or other corrosion- resistant materials. In all cases, the pipe should have adequate structural strength to withstand the expected stresses imposed by the fill, structures, and live loads. The recommended sub -drain type consists of a perforated pipe FA 10 -541 1 \R pt_Geotechnical In vestigaion.Joc Preliminary Geotechnical Investigation Proposed Gould Residence Page 18 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. 10 -5411 surrounded by free - draining gravel or crushed rock. The rock, in turn. should be wrapped with suitable filter fabric. Graded berms, swales, area drains, and slopes are intended to carry surface water from the building pad areas. They should not be blocked, altered, or destroyed by the developer, contractors, or the ultimate owners without competent engineering advice. Water should not be allowed to pond on pad areas or to overtop and flow down unprotected cut and fill slopes. Proper functioning of the surface drainage facilities (including brow ditches, terrace drains, and down drains) requires that they be maintained and cleaned often. Particular care should be taken to prevent the clogging of drainage facilities by debris or vegetation. The outlets of sub - drains and back - drains should be mapped at the end of grading and accurately shown on the as -built plans. Thereafter, the drain outlets should be cleaned and repaired at frequent intervals to prevent burial or blockage. The project civil engineer should thoroughly evaluate the on -site drainage and make provisions as necessary to keep surface water from affecting the site. 5.15 Vehicular Pavements Following removal of unsuitable materials and recompaction to design elevations, the top foot of subgrade beneath pavements should be scarified, moisture conditioned, and compacted to 95 percent relative compaction at two to four percent above optimum moisture content. Aggregate base materials should be compacted to a 95 percent relative compaction of the laboratory standard per ASTM D -1557 at above optimum moisture content. F:\ 10 -541 1 \11pt_Geotechnical Investigation.doc Preliminary Geotechnical Investigation Proposed Gould Residence Page 19 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. 10 -411 Preliminary pavement sections presented below are based on extensive laboratory Resistance "R" Value testing of near site materials. The asphalt and concrete pavement designs are based on California Department of Transportation Highway Manual and on traffic indexes as indicated in Table 2 below. Upon completion of finish grading, "R" Value sampling, and testing of subgrade soils may be conducted and pavement section modified as necessary. TABLE 2 PAVEMENT DESIGN Assumed Preliminary AC Class II Traffic Area subgrade PCC Thickness Aggregate Traffic Index (inches) Thickness Base R -Value (inches) Thickness (inches) Auto Driveways and 6.5 Parking Areas 4 15 5.16 Construction Observation The recommendations provided in this report are based on preliminary design information for the proposed construction and subsurface conditions found in the exploratory locations. The interpolated and underlying subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated. Recommendations provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthwork should be observed and tested to verify that grading activity has been performed according to the recommendations F:\ 10 -541 I \Rpt_Geotechnical In vestigation.doc i Preliminary Geotechnical Investigation Proposed Gould Residence Page 20 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. 10 -5411 contained within this report. The project engineer should evaluate all footing trenches before reinforcing steel placement. 5.17 Plan Review CTE should review the project grading and foundation plans before commencement of earthwork to identify potential conflicts with the recommendations contained in this report. 6.0 LIMITATIONS OF INVESTIGATION The field evaluation, laboratory testing and geotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of care exercised by re utable P geotechnical consultants per similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this re ort. P Variations may exist and conditions not observed or described in this report may be encountered during construction. Our conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, ouroffice should be notified and additional recommendations, if required, will be provided upon request. We appreciate this Opportunity to be of service. Please call with any questions. FA 10 -541 1 \R pt_Geotech nical Investigation.doc Preliminary Geotechnical Investigation Proposed Gould Residence Page 21 2319 Montgomery Avenue, Cardiff, California March 4 2002 CTE Job No. 10 -411 Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC Dan T. Math, RCE# 61013 r Senior Engineer athan Goodmacger, CEG #2136 ief Geologist t O 00FE8s i ' No. �' to �NEER /NG� a 61013 ° Exp x ° O PJ HAN Fp d X2 o4 �0 01V t� w No. 2136 vF M A Fn°1� � Exp.10 /0 Q� � ODMPNI 9T OF CA��FpP F:\10- 5411 \Rpt_Geotechnical in vestigation.doc 117 3 TOPOI map pnn[ed cn 03 , z 0000° W � - 4IOc' � " ° r. tpo d y --•- - -- - - - -- - I 7 .2533° Wa Po ny ^' retitled• tag WGS84 1 17.26667° W _ Z $ xrw.vl� rr + _�-� `±�. � � � • °{ is .' V 1. 1 i. � ,^ I I.TATP bPAlb 16 Eitcmltas� M` M ti:i � - t X23 �• , -, � I e r ��`' 1' LL � t �'• �_�� '�� SITE •� � %� 1 v� - Cardiff - Y the- Sea (Cardiff) i{Y �. ao V Soliina.B o ^i'` � r - v^ - � _ • � s � 'R '•: fi .d. �- ' i tae , � , "� O -- � ? `.:.�! i, ^ 6 F { �"' Y �' - Y C .ir _ - '; 1. � A - . Il�ii 1 � {�• � I TN* F 117 .30000° W I l I, Ir r s WG584 tAlt 117 .26667° w ner p I Premed :mm TOPO, e Vl_ MF7lAS ild71°w.t Praleh°n (ww.t°ta.cc.•n} I CONST RUCTION TESTING & ENG JEERING, INC. GEOTECHNICAL AND 2414 VIN CONSTRUCTION ENGINEERING II+�'I+PRt.90.0 rc, EYARD AVE TESTING AND INSPEC -11ON NUE. STE G ESCONDIDO CA. 920-9 (760) 746 -4955 40 FOO CONTOUR ELEVATIONS SITE INDEX MAP Ertl °e ^o. PROPOSED GOULD'S RESIDENCE )145d1 11LYDEX MAP.CN V 10 -5411 2 319 MONTGOMERY AVENUE A CARDIFF, CALIFORNIA AS SHOWN DA,[E,02 1 FIGU i I , e E:Y1S'11NG J ' R1:SIDENCE 1 r I 13 -' I1 L F, C_ F, \ 1) I' ►`1�1'I I� I ` lit�t'vu.tit� -T" CONS- (RUCTION - I'Es - riNG x: ENGINEERING. INC. — v fiF:r rfEt'1 LV K' \L. \VU1 a \�I'Hi rru.\r\r ,I•, C,.xlVrt II_lll \t;:UUI\q' @r- Ilr,\ 2414 %'L \F1 -. \kil \ \T \'I I EXPLORATION LOCATION ;1lAP t ' 111 "" 1 ' N0M se1) C,o1 1.1� 1 if;sn�t:vCf: 1 r IU -541 1 �s+r ♦1.�,• \� 2319, %J 0 NT(:U\I1•:Rl C %RDIF V , �: �1.1f(ni\1 NO SCALE 11\11 I aanri -i /0? , i SURFACE OF COMPETENT i EARTH MATERIAL FILL SLOPE - - I - - �SU - I - O�j� v - 5' TYPICAL - - i -5'T YPICAL= I MINIMUM 1.5 x WIDTH OF COMPACTION EQUIPIV•1ENT OR 15' (INCLNED c 2% INTO SLOPE) CONSTRUCTION TESTING & ENGINEERING. INC'. ra n'r rrr�u �t 4NlWoN% °nub rv,;rcr r•rcrc, rrcncr �.�u r�a•r� n„v JLI \'1VFY\HU 4CPNI r" ti'r1 rsrn�r BENCHING FILL OVER NATURAL DETAIL ` " "' 10 -541 1114ol'c)st:1) co( 1.n REtimEM a .r kit 2319 �u)�rcc>�It:RV.�vt:�l t; NO SCALE C' :\RDIFF. (':U.IFOI2 \L� DA II'. rr(a Rr 3102 RETAINING WALL o \ �k',ALL BACKFILL COIiIPAC' FF,U �> TO �lO °,� o ° o o RELATIVE DENSITY 0 0 00 3 %4 GRAVEL SURROUNDED BY FILTER FABRIC; (IMIRAFI a 140 N, OR EQUIVALENT) ► � > 0 PIMIN - o 0 o d FFNISH GRADE o 0 a P ° � o � 0 o o a s v 4" DIA. PERFORATED PVC PIPE (SCHEDULE 40 OR > C / \ EQUIVALENT). MI\,IMUM j\ GRAD IENT TO SUITABLE OUTLET a Q / WALL FOOTjN, G tiiINI1%IUItiI 6" LAYER OF FILTER ROCK UNDERLYFNG PIPE }: -r , C'ONSTRLIC 'LION TESTING & ENGINEERING. INC. GPU 17't "11 \I( \I. \.%DI 1+\tiI RI 1'I ION I vd`.I I RI\L I I - SI1W \�.) I \: JIJ \RO \ \1 \I I.11l f "; )IIN+1 \ t I'II III) RET,kI \ING WALL DRAINAGE I)ETAIL """1" 1 ' 0 " 541 1 i'kOI'OtiFU (;M1.1) RESIUF. \('F. r i u - VIIR)r�l\I \I,\b\II +�\ 2311) \IO.VT(;MJF.IZI \\ F \I F: \U $fir \LF REFERENCES CITED 1. Blake, T.F., 1996, "EQFAULT," Version 2.20, Thomas F. Blake Computer Services and Software. 2. Hart, Earl W., Fault - Rupture Hazard Zones in California, Alquist Priolo, Special Studies Zones Act of 1972 California Division of Mines and Geology, Special Publication 42, revised 1994. 4 D p 3• Martin, Ross, 2000, "Digital Images of Official flaps of Alquist -Priolo Earthquake Fault Zones of California, Southern Region, California Division of Mines and Geology, CD 2000- 003. 4. Tan, Siang S., and Kennedy, Michael P., 1996, "Geologic Maps of the Northwestern Part of San Diego County, California, Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County, California ", California Division of Mines and Geology. 3 Tan, Siang S., and Giffen, D. G., 1995, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego, County, California," California Division of Mines and Geology, Landslide Hazard Identification Map No. 35. APPENDIX B I EXPLORATION LOGS l I F 9COtiSTRL'CTIO\ TES' I.`''' `-` Gj. - � v �_ ERi.% Et1:FCf {41C 41. AND i'rJ'+i "H .. ..r •.V:., .. _5TH•.:, 4•. !) �. ti:: DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS GRAVELS CLEAN - WELL GR: \DED GRAVELS. GRAVEL -SAND Iv11XTURES MORE THAN GRAVELS a8$ LITTLE OR NO FINES -1 < COARSE HALF < 5% FINES !� GP � ? POORLY GRADED GRAVELS OR GRAVEL SAND ;MIXTURES, • ll = LITTLE OF NO FINES FRACTION IS GRAVELS G SILTY GRAVELS. GRAVEL -SAND -SILT MIXTURES u LARGER THAN WITH FINES NON- PLASTIC FINES z - > NO. 4 SIEVE GC CLAYEY GRAVELS. GRA'v'EL -SAND -CLAW :MIXTURE Z S, -i r PLASTIC FINES SANDS - CLEAN _ ti•' 1 WELL GRADED SANDS. GRAVELLY SAS. LITTLE OR NO r y ¢ ° MORE THAN SANDS �' S W .+L ND FL ES = = C HALF OF < 5% FINES SP POORLY GRADED SANDS. GRAVELLY SANDS, LITTLE OR p` Z COARSE NO FINES FRACTION IS SANDS SM SILTY SANDS, SAND -SILT MIXTURES, NON - PLASTIC FINES SMALLER THAN WITH FINES NO. 4 SIEVE SC CLAYEY SANDS, SAND -CLAY MIXTURES, PLASTIC FINES w INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY !' '= N SILTS AND CLAYS lV1I' OR CLAYEY FINE SANDS, SLIGHTLY PLASTIC CLAYEY SILTS .,p _ N LU LIQUID LIMIT IS CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, _¢ 2 LESS THAN 50 GRAVELLY, SANDY, SILTS OR LEAN CLAYS OL i I ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY L Z r o a < INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE z SILTS AND CLAYS MH SANDY OR SILTY SOILS, ELASTIC SILTS LIQUID LIMIT IS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS L GREATER THAN 50 i ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, OH ORGANIC SILTY CLAYS HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS GRAIN SIZES BOULDERS COBBLES GRAVEL SAND COARSE FINE COARSE MEDIUM I FINE SILTS AND CLAYS 12" 3" 3/4" 4 10 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) , MAX - Maximum Dry Density PM- Permeability PP- Pocket Penetrometer GS- Grain Size Distribution SG- Specific Gravity WA- Wash Analysis SE- Sand Equivalent HA- Hydrometer Analysis DS- Direct Shear I El- Expansion Index AL- Atterberg Limits UC- Unconfined Compression CHM Sulfate and Chloride RV- R -Value NID- Moisture /Density Content , pH, Resistivity CN- Consolidation M- {Moisture COR - Corrosivity I SC- Swell Compression L Of Organic Impurities FIGURE: BLI CO,dSTRUCITION TESTING & ENGINEERING- INC (;EL) rE CfI LAICAL AND ""I' Ilk CC TI ON ENGI VEER fVG TESTING AVD INS PEI N , ;.' I I VINEYARD At EVIIE. SCiTE ,. ESCGNDI Dv PNGP�ING�NC. ` IZOJEC "f. DRILLER: SHEET: pf IT JOB NO: DRILL METHOD DRILLING DATE. ° BY S,' - \tPLE METHOD ELEVATION _ BORING LEGEND — v Laboratory Tests DESCPJPTION Block or Chunk Sample Bulk Sample Standard Penetration Test Modified Split- Barrel Drive Sampler (Cal Sampler) Thin Walled Armv Corp. of Engineers Sample Z Groundwater Table --------------------------------------------------------- Soil Tvpe or Classification Change Formation Change ((Approximate boundaries queried ( ?)1 Quotes are placed around classifications where the soils 5 exist in situ as bedrock FIGURE: BL? 1 I Ciould Residence DRILLER. Pacific Drilling SHEET of C JOB NO 10-5411 or I DRILL NIFTHOD Solid stem auger DRILLING DATE� LOGGED BY SH SAMPLE IMETHOD Drive Sampling ELEVA BORING: B- I 71 Laboratory Tests DESCRIPTION S M Loose to medium dense, moist. brown, silty SAND with organics. IS um QUATERNARY TERRACE DEPOSITS: Medium dense, d . rY to moist, grayish light brown, silty SAND 10 94 4 22.6 CUSC to clayey SAND becoming grayish light brown, with iron oxide 12 983 21 1 staining, clayey SAND. WA, MD, CHNI 17 98 8 12.0 MD - 5 50/4" Very dense, mist, grayish light brown with streaks of pink, MD clayey SAND, I INo groundwater encountered. Backfilled with soil cuttings. Boring 8'I CONSTRUCTION TESTING & ENGINEERING, INC. a GEU TE _HN!C I. +ND lUV5T4 ^C 7I UV ENGtI!i ' -3i•:. BESTING AND .NS ?F.C'I I ♦ .I'I.i lK i ). [,. .0 ),.ii,. v )1 ..i iii ),.� i... p:rplc�Yn:G PX. P1WJl.l7 Gould Residencc DRILLER. Pacific Dnlhn, SHEFT 1 of 1 crF JOR N10 M ->dl I DRILL METHOD Solid stem au;cr DRILLING DATE '_ LUGGED BY SH SAMPLE METHOD Drive Sampling ELEVATION L p ^L BORING B -7 Laboratory Tests 1 N n - n 7 2 DESCRIPTION T PS 1L!DISTURB D SOIL: SM Loose to medium dense, moist. brown. silty SAND with organics. 10 1086 15 9 tyledium dense brown to dark brow c_lavey S L . _ _ _ MD 12 105.2 ITa QUATERNARY TEM ATE DEPOSITS: MD 17 102.2 6 5 SP Medium dense, dry to moist, tan, poorly -_raded fine SAND. MD l 40 MLSt111 Very dense, dry to moist, grayish light brown to tan with WA -ton° iron stainim„ fine sandy SILTto siltv fine SAND. Total depth = I I feet below grade. No groundwater encountered. Backfflled with soil cuttings. I= Boring B -? APPENDIX C I LABORATORY METHODS AND RESULTS i APPENDIX C LABORATORY METHODS AND RES[;LTS Laboratory Tesiine Pro ram Laboratory tests were performed on representative soil samples to detect their relative engin properties. Tests were performed following test methods of the American Society for Tes Materials or other accepted standards. The following presents a brief description of the various test methods used. Classification Soils were classified visually according to the Unified Soil Class] f classifications were supplemented by laborato testing ication System. Visual D2487. The soil classifications are shown on t e Explora I Lo e, ples according to ASTM I Logs d in ppendix B. In -Place Moisture/Densit The in -place moisture content and dry unit weight of selected samples were determined using relatively undisturbed chunk soil samples. The dry unit weight and moisture content n the attached exploration logs and are shown in Appendix C. are shown on I 11411wP! +ylrrl l..siy.�y - I CONSTRUCTION TESTING & ENGINEERING, GEOTECHNICAL AND CONSTRUCTION ENG LNEE RINO TE9TIN0 AND IN9PEC7, INC, I 2A1� VINEYARD AVENUE. SUITE C ESCONDIDO CA 920 ; 746.4955 A'�ano➢+c. I UNDISTURBED MOISTURE AND DENSITY TEST LOCATION DEPTH MOISTURE CONTENT DRY DENSITY (feet) ( %) (cf) B -1 3.5 -4 22.6% 94.4 B -1 B -1 4-4.5 21.1% 98.3 5 -5.5 12.0% 98.8 B -2 5.5 -6 B-2 15.9% * 10.8.6 6 B-2 6 -6.3 17.4% 105.2 .3 -6.5 6.5% 102.2 200 WASH ANALYSIS LOCATION DEPTH PERCENT PASSING CLASSIFICATION (feet) #200 SIEVE B-11 3.5-4 81.0 ML B -2 10 -11 49.9 SM CHEMICAL TESTING CALTEST 417, 422, and 424 LOCATION DEPTH SULFATE (feet) (PPm) CONDUCTIVITY RESISTIVITY B -1 3.5-4 4770 (us /cm) (ohms /cm) 892 965 PH TESTING LOCATION DEPTH (feet) pH B -1 3.5-4 7.48 LABORATORY SUMMARY CTE JOB NO. 10 -5411 APPENDIX D STANDARD SPECIFICATIONS FOR GRADING t i — Appendix D Standard S ecitications for Gradin Project Appendix D -1 Section I - General The guidelines contained herein and the standard details attached hereto re re Testing &Engineering's standard recommendations for radino P sent Construction on construction projects. These a g and other associated operations specifications. Recommendations contain d in the body of he idered a portion of the project Previously presented soils report shall supersede the recommendations and or require as specified her C. consultant shall interpret disputes arisin ein. The project recommendations contained in the soils report or specificatio g contai ed hereiPretation of the inte Section 2 - Responsibilities of Protect Personnel The geotechnical _ con_ sulant should provide observation and te ent t that geotechnical constr sting services uction is performed in general conformance with ro' and standard gradi ng practices. The eotechni client or his authorized representative. g nt should cal consulta suffici i assure report a deviations to he The CI_ should be chi Project. efly responsible for all aspects of the proj representative has the responsibility of reviewing He or his authorized geotechnical consultant. He shall authorize or cause to have authorized the Co O findings and recommendations of the the other consultants to perform work and/or provide services. During grading the Cli authorized representative should remain on -site or should remain r b Contractor and/or g ent or his concerne parties in order to make decisions necessary to maintain the flow of he ro J ct to all The Contractor should be responsible for the safety of the project and p all grading and other associated operations on construction projects, but not limited to, completion of earth work in accordance with the project plans, specifications and con but requirements. trolling agency Section 3 - Preconstruction Meetina A preconstruction site meeting shall be arrang grading contractor, the design engineer, the geote hni al consult��,rowtnerand shall include the representatives of the appropriate governing authorities. s representative and Section 4 - Site Preparatio The client or contractor should obtain the required approvals from the contro j ect prior, during and/or after demolition, site preparation and removals, the pro ng authorities for appropriate a rovals should be obtained Proceeding with grading movals, etc. The PP prior to p p g g b operati Clearing and grubbing should cons ions. ist of the removal of vegetation such as bru sh, , woods, stumps, trees, root of trees and otherwise deleterious natural materials from the ar graded. Clearin and o a morass b grubbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, structures, foundations, rese (including underground pipelines, septic tanks, leach fields, seepage pits, cistern rvoirs, utilities s, mining shafts, F, \Tenplwee. Engircering\R EpoRTS\SauaLuJ GruJiny Hceonmetwlari,ncJu� _1 Appendix D Standard S ecifications for Grading Pro ects Appendix D -2 �r tunnels, etc.) and other man -made surface and subsurface graded. Demolition of utilities should include proper cap e in im provements from the areas to be 4 � project perimeter and cutoff and capping of wells in ac pordance with the the re ui int s at the governing authorities and the recommendations of the geotechnical consultant at the time of the t dernoli lion. me of Trees, plants or man -made improvements not lann Protected by the contractor from damage or injury ed to be removed or demolished should be Debris generated during clearing g g rubbi areas to be Graded and ng and/or demolition operations should be wasted from g disposed off -site. Clearing g performed under the observation of the geotechnical consult nt d demolition operations should be Section 5 - Site Protection Protection of the site during the period of grading should be the responsibilit of Unless other provisions are made in writi a ng P Y the contractor. completion of a portion of the project should not considered a to i among b the concerned parties, adjacent areas from the requirements for site protion unti c hide l such time e e the entire project is portion or dentified b complete as y the geotechnical consultant, the client and the regulatin agencies. ect Precautions should be taken during the performance of site clearing g g es. protect the work site from flooding, ponding or inundation b excavations and grading to Temporary provisions should be made during the rainy season r O o r de el urface drainage. draina periods of e away from and off the work site. Where low areas cannot be avoided u kept on hand to continually remove water during q Y direct surface b rainfall. ' Pumps should be Rain related damage should be considered to include, but may not be limited to erosion, silting, saturation, swelling, structural distress and other adverse conditions as determined geotechnical consultant. Soil adversely affected should be classified as unsuitable r other remedial t should be subject to overexcavation and replacement with corn by the grading as recommended by the geotechnical consultant. compacted fill and The contractor should be responsible for the stabi ity of a] l Recommendations by the geotechnical consultant pertaining to temporar tem excavations. backeuts) are made in consideration of stability of the completed project and there excavati (e.g. should , not be considered to preclude the responsibilities of the contractor. Recommendations geotechnical consultant should not be considered to preclude requirements that are restrictive by the regulating agencies. The contractor should Provide s by the rainfall plastic sheeting to more prevent unprotected slopes from p becoming n saturated and uns table. When deemed appropriate by the geotechnical consultant or g agencies the contractor shall install checkdams, desilting basins, sand bags or other drainage control measures. In relatively level areas and/or slope areas, where saturated soil and/or erosion gulli depths of greater than 1.0 foot; they should be overexcavated and replaced as corn act exist to accordance with the applicable specifications. Where affected materials exist to depths d fill rn foot or less below proposed finished grade, remedial grading by moisture conditioning in- place, F:vre r1-1 .. Engummny \REP0RTS\S' --1-d GruJmg Rc �,; { I Appendix D Standard Specifications for Grading Projects Appendix D -4 and/or an appropriate pad gradient. A gradient in soil areas away from the top -of- slopes of 2 percent or greater is recommended. Section 7 - Compacted Fill All fill materials should have fill quality, placement, conditioning and compa below or as approved by the geotechnical consultant. ction as specified 7.1 Fill Material Quality Excavated on -site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. All import materials anticipated for use on -site should be sampled tested and approved prior to and placement is in confon with the requirements outlined. Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided sufficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight passing the 3/4 -inch sieve. The geotechnical consultant may requirements as field conditions dictate. vary those Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with attached Plates and described below. Rocks greater than four feet should be broken down or disposed off -site. 7.2 Placement of Fill Prior to placement of fill material, the geotechnical consultant should inspect the area to receive fill. After inspection and approval, the exposed ground surface should be scarified to a depth of 6 to 8 inches. The scarified material should be conditioned (i.e. moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or b appropriate government agencies. y Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials and weather conditions. FATcntPlulcs. En gltxcril'"EPORTS\Slwidu d GrLJ14%g Rc-1111-ulatM11m.Lka Appendix D Appendix D -5 Standard Specifications for Grading Projects When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least six -foot wide benches and a minimum of four feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area after keying and benching until the area has been reviewed by the geotechnical consultant. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3 -foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3 -foot vertical increments until the desired finished grades are achieved. Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be overexcavated. Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein. Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock. No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed below the upper 5 feet of any fill and should not be closer than 11 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement. FATcnplumi. Engiiucrtgg REPORTS\SLWidard Gruding Rcom.al lawY .1kw Appendix D Standard S Dec' iications for Gradin Pro ects The contractor should assist the Appendix D 6 di°°i g Pits for removal determinations consultant and/or his re r bon test i contractor should provide this w rminations p esentative by and/or for testing com fill. client. ork at no additional cost to the owner or con The Fill should tractor's be tested by the recommended relative compaction confor and moisture ondiu pan for density with rm to ASTM Method of Test D the a minimum of 2 vertical feet or 1,000 ubi6 8 ?, D 2922- Y testis 81 Tests should be conduc as vary as field conditions dictate. Yards of fill laced. recommendations should be o be in confon with the Fill found Placed. test intervals may removed not t geotechnical consultant. Or otherwise handled as recommended b th e e ) .3 Fill Slo es 7 Y the Unless otherwise r ecommended b regulating agencies, permanent fill slopes geotechnical consultant and vertical). not be steeper than a2:1 (horizontal: b y the 2:1 (horizontal: Except as specifically r ecommended in these should be over -built and cut back to grade, ti rade, ex C bu idelines compacted fill slopes results are not achieved p sing the firm, compacted fill inner core. g may vary as field conditions dictate. under the guidelines of the ° existing slopes should be If the desired The actual amount of overbuilding consultant. over-ex and reconstructed increased until the desired compacted slo be taken b The degree of overbuildin° y the contractor to ou surface condition is achieved. °shall be c of the overbuilt slope surface, provide thorou° oh mechanical compaction should paction to the outer edge At the discretion of the p ge otec hnical consultant, by conventional constru inclu slope face comp create a fir com action may be attempted surface of the Y pacted material throw g backrolling. The previo' compacted thro ughout the entire depth of the slope face the Y pacted firm fill intercore. During grading operations, care should be taken edge of the slope. Each lift should extend to extend compacti acti effort to the outer surface or more as needed to horizontally to the desired finished construction should not be allowed l to atel off at n from the slope y established desired to elevate slightly the outer edge grades. Grade during individual lifts should not be allowed tto s ri e edge of the slope. It may be helpful P whichever is less, fill slopes should b Slough resultig fm the exceeding four feet in vertical slop rift down placement of e thorou over previous lifts. At intervals not p height or the capabilit ghly dozer trackroj] d available equipment, For pad areas above fill slo es, pe rcenislope. This may be accomplisheddusing °a should be established awa berm and pad gradient of t ast F:ITntr4„e, E+Nurrnny VREP ORMSi..ju d G :aJmR Reunnt�lutiuu,yx; Appendix D Standard Specifications for Gradin Pro' ects Appendix D -7 Section 8 - Trench Back fill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density. Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on -site materials are utilized, they should be wheel - rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. It utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted in -place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of construction. In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope areas. Section 9 - Drainage Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be installed in accordance. Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications of the accompanying attached plates. Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non - erodible devices (i.e., gutters, downspouts, and concrete swales) as shown in the attached plates. For drainage in extensively landscaped areas near structures, (i.e., within four feet) a minimum of 5 percent gradient away from the structure should be maintained. Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns could be detrimental to slope stability and foundation performance. FAT r1-1--. Enj,. c V\REPORTS \S,.k1 rd Grudiny R-- mnduuona.tkc Appendix D Standard S ecitications for Grading Pro'ects Appendix D -g Section 10 - Slo e Maintenance 10.1 - Landscape Plants To enhance surficial slope stability, slope planting should be acco completion of grading. Slope planting should consist of deep -roo g vd at the requiring little watering. Plants native to the southern California area and la to native plants are generally desirable. Plants native to other g egetation may also l appropriate. P nts relative and and ar eas A Landscape Architect should be the best to consult regarding actual types of plants and planting configuration. 10.2 - Irri �tion i Irrigation pipes should be anchored to slope faces, not ] slope faces. paced in trenches excavated into Slope irrigation should be minimized. If automatic ' irrigation systems, provisions should be made for interrupting 1 g aorma i ar utilized on periods of rainfall. rrigation during 10.3 - Repair As a precautionary measure, plastic sheeting should be readily available to protect all slope areas from saturation b measure is st e > or kept on hand, strongly recommended, beginning with the y periods of heavy or prolonged rainfall. Thi period prior to landscape planting is If slope failures occur, the geotechnical consultant should be contacted f or a field review of site conditions and development of r ecommendations for evaluation an If slope failures occur as a result of exposure to d repair. and currently unaffected areas should be cove Period red with plastic infall, the failure areas additional saturation. shee to protect against In the accompanying Standard Details appropriate repair procedures are illustrated for superficial slope failures (i.e., occurrino a slope face). b typically within the outer one foot to three feet of F. \Tcn�lutei. EVure I IVREPORTS\SI -11a d Gmab,, RewtinluruJtk STORM DRAIN REPORT FOR THE GOULD RESIDENCE ENCINITAS, CALIFORNIA APRIL 1, 2003 -- Prepared By: PARTNERS Planning and Engineering 9988 Hibert Street, Suite 212 San Diego, CA 92131 (858) 695 -3344 EC�E �C� Dwg. No. 7824 -G po APR 2 2003 C . ENGINEERING sMNq`� ENGINEERING SERVICES y CITY OF ENCINITAS C NO. 59121 m x C Brent C. Moore., P.E., RCE 51921 OF Al1�� Registration Expires 6 -30 -2003 TABLE OF CONTENTS PROJECT DESCRIPTION page 1 METHODOLOGY page 1 EXISTING CONDITIONS page 1 DEVELOPED CONDITIONS page 1 EXISTING RUNOFF ANALYSIS page 1 DEVELOPED RUNOFF ANALYSIS page 3 SWALE DESIGN AND ANALYSIS page 3 RESULTS AND CONCLUSIONS page 3 LIST OF FIGURES FIGURE 1: VICINITY MAP page 2 FIGURE 2A: EXISTING HYDROLOGY MAP attached FIGURE 2B: PROPOSED HYDROLOGY MAP attached LIST OF APPENDICES Appendix 1: Design Calculations Appendix 2: Runoff Coefficients Appendix 3: Urban areas Overland Time of Flow Curves Appendix 4: Intensity — Duration Design Chart Appendix 5: Geometric Elements of Channel Sections Appendix 6: Riprap Selection Table per County Green Book PROJECT DESCRIPTION: This storm drain report has been prepared as part of the permit submittal requirements for the construction of the Gould Residence. The 0.11 acre site currently consists of an existing single family residence, walls, hardscape and landscaping (all to be removed prior to the construction of the Gould Residence). The site is located off Montgomery Avenue between Dublin Drive and Norfolk Drive. See Figure No. 1 for Vicinity Map. See Figures 2A and 2B Existing and Proposed Hydrology Map attached at the end of this report for the drainage basin limits. METHODOLOGY: This drainage report has been prepared in accordance with current City of Encinitas regulations and procedures. The proposed swales were designed to intercept and convey the 100 -year storm. The Rational Method was used to compute the anticipated runoff. See Appendix 1 for design calculations. The following references have been used in preparation of this report: (1) City of San Diego Drainage Design Manual April, 1984. (2) Open Channel Hydraulics V.T. Chow, 1988. EXISTING CONDITIONS: The project site currently consists of one single- family residence with associated retaining walls, hardscape and landscaping. There are no existing drainage facilities on site. The site currently sheet flows from the southerly property line to the northerly property line towards Montgomery Avenue. The runoff is then conveyed within Montgomery Avenue to existing drainage facilities. DEVELOPED CONDITIONS• The construction of the Gould Residence includes removal of the existing single - family residence and associated improvements, construction of a new single - family residence, retaining walls, hardscape and landscaping. The improvements include the construction of two turf lined swales located adjacent to the easterly and westerly property lines of the site. The swales will serve as water quality bio- filters designed to cleanse the storm water generated on -site. Surface drainage generated within impervious areas will be directed into the turf lined swales which convey the runoff from south to north towards Montgomery Avenue to maintain the current drainage pattern. EXISTING RUNOFF ANALYSIS: The entire surface runoff follows drainage paths to the northerly property line of the site. A runoff coefficient of 0.55 would be appropriate for the existing basin. f Y" A A TA FE DRIVE PJ. � Q Z S2� T � v RI �0 DUBLIN DR. 9G cD 9 iI� ti ( SAN ELIJO � / I LAGOON f S � OLANA BEACH r� I ° FJ SANTA FE s °MPs VICINITY MAP NO SCALE THOMAS BROS. PC.1167 DEVELOPED RUNOFF ANALYSIS: The proposed turf lined swales were designed to intercept and convey the 100 -year storm. The runoff coefficient for the site was based on soil group D and the ultimate improvements for the proposed site. A coefficient of 0.55 would be appropriate for the proposed improvements. SWALE DESIGN AND ANALYSIS The proposed triangular turf lined swales were designed using Mannings Equation for Open Channel Flow: Q = 1 . 486 /n *(A) *(R) ^ (2/3)*(S) ^(1/2) where Q = Runoff Discharge (cfs) n = Mannings Roughness Coefficient A = Channel Cross - sectional Area (sf) R = Hydraulic Radius S = Channel Slope (ft/ft) This equation was used to determine the maximum depth in each swale and to size the rip rap required at the swale outlet (if required). RESULTS AND CONCLUSIONS: The proposed turf lined swales were designed to intercept and convey the 100 -year storm. The undeveloped basin generates 0.3 cfs during the 100 -year storm. The developed basin generates 2.9 cfs (routed) during the 100 -year storm. The decreased runoff due to slope reduction along the southerly property line which increased the Time of Concentration for Basin `A'. The swale serving Basin `A' should be reinforced with No. 3 backing rip rap at the swale outlet. The velocity at swale outlet was calculated to be 5.2 fps. The swale serving Basin `B' does not require rip rap reinforcement at the swale outlet as the velocity is less than 5.0 fps (calculated to be 4.8 fps). APPENDIX 5. C7 s.1 i �r ✓ ,•-S - '� T �1 `3 O•o� c � S � T 3 1 Z 5 h =0,0L3 Z i' a r U c /4/ / C" I Y'O 21119c" z (r7 e5 C A Vrlz/ 7 z- a 5 7 - — – -- - --------- C2 6z cw a nil X 8 L , ��Y�� z Al Coe RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient C Soil Group Lan — d Use A B C D Residential: Single Family .40 .45 .50 .55 Multi -Units .45 .50 .60 .70 Mobile Homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial 12 ' 80% Impervious .70 .75 .80 .85 Industrial 121 90% Impervious .80 .85 .90 .95 NOTES: " Soil Group maps are available at the offices of the Department of Public Works. (z) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90 %, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient For example: Consider commercial property on D soil group be less than 0.50. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 A IV-A -9 APPENDIX IX Updated 4/93 URBAN AREAS O VERLAND TIME O F FL CU RVES 100 � �l..�l � .--�F 1.--- • h . i . � �i _ + � *} I.t(l t -cl'ID 600 Use Formula For Distance E xcess, , • • • f �_ ... _i_ e 7 h 'Y -�-+ -- Of 00 Feet. . :L,1 500 J �� .-. ._ - • : 1 r 1 L 1 _ - -O• •- ~ /. r _�_ " t L . }. T Z L'T z 60 � '1 ---- yam -� _, . � .-�.:� � _ _ - r - .�• - r`r - - __�_. , _:.:. Sao - I � I r _ _ r �..,_ _ `i�• — N i1'}�' 1 ' "1 1. { � ` . J.:1 • • , 71 1 ~-:' �,f _`* i - - ( -- ►fl - _: —�' 100 T 1.• 0 ham' - - _ _- - -(-- -- - :l�� ..� ._'��— i L 80 20 t tL'. -- -- _ _- - ,. -, - - — -C =.95 - 10 0 Surfoc• Fla. Tom• Curv.. E XA M PLE ` VEN : L -E-,%I G - rH of F low = 40o FT. ry COEFF (Gt E-wr of R✓NoP F G = . 70 A 3 86 i= m I 1�1 �; � I f I I. , ; 1 ; •� f !11 'I'l it ♦ �L r� �- _ i : , I::::�. -, 1111 .. -_` -- 7 7. pn 4j -- 7 - �- a—. O 7 - 1 O p O b `- - -- - - - -- - n /7 N 8nOH a= O d S_H�NI (0O31a NVS) AJ- t S N3 ! N I C RAINFALL ° INTENSITY - OURATICN- C O N O O O _� 1. N P ,O h ry C C CUR`JES for ,', c ° p ° o COUNTY OF SA � N MEGG 1 1 ( I 2 •O a. u - O O O O O W o n _ o O O 7 t r E o A P p E iIN I x ff aF7j e ' 4 1,!• �K�Z fI tE�,i '•; K�,y,.. ,:�RT „',+ S it the change in elevation is -- wing partly full is a covered ,lled to drain w "I ater through j e o en- =N - »jI+ p flow tunnel is a tom- � .� ry water through a hill or any m ! r with unvaryi tying cross section "atic channel. Otherwise, the igh spillway avin v m + _ Y g ariable ;° a "ice a t I+ tally indicated I ± I to ” the channels M r + < + refers to the cross section of the Row, n _ A vertical channel z -5 j i I] issin through gh the lowest or b e U ° horizontal channels �' + ° a <' a N " therefore, F = " + + I+ inel section. w " Z cry irregular, usually varying z approximate trapezoid. For U a ji+ v nnel may consist of a maid w a + end one or more side channel V =� 4 r I +�+ a + �? " vith sections of re gular geo- •ic shapes that are in common pe for channels with unlined stability. The rectangle and F E I+ " n I. Since the rectangle has o cC + \ eels built of stable materials c7 ° + ± G �i~ u + .nber. The triangular section � s ° I tters, and laboratory works. s and culverts of small and w I a I ^, i approximation of sections of I N B .he round - cornered rectangle a 4 ± '~ -: I m ound- bottom triangle vu IS an <` M + " usually created i v by excavation I c o I I ' circle are frequently used in 6 for a man to enter. These to their form; they may be intersection of the sides with the ° E ` : E o formula z = T14 ✓ I F` Parabolic sections of higher order: - ,uted from the side slope ' pe assumed 21 I A,5- i y xx a O .0 C U `•.' an N N N 0 0 O O C r O W O 1 1 r U N m 1 U 4 ._ C N N Y O 4 H U CO 7 I C q N O[ D1 L N U O O C x O U ti O H V O L L N L7 4 N U t N .0 C n N Vf O L w a = m a E 41 ^ Tn O O CD Vl L= •� V! O 4 < LL -' 4 L 4 E U u p d W o[ O o O V .7 �( N W 2 q - �+ O N U G F- L. 8 . W '_ > L. y 4 d �� •O N O O o u y 4 Y L O p In 11 H O f v 4� t - Z .^ C w q V L U) .- y y N • L u n 4 U L 4 d 7 >�- t _ i q T � P � L a• N L � I a / C a C� T _ � a l � M M d 2 . O-r j REMo�E 6„ A o r 4v '~ { m o' 12 S. X29. I j or FS. Tw 128. S 129. _ TG 12 50 FS 129.30 1 T O FS 102.40 w .�. ' P 2a Z FS 129.3( j 10210 ` II o �� 7' 9 20.00,. 40.00' l 1 �R P lannin g and ' � R, ,4 �' � 9988 hribert Street, Pan Diego C Street Suite 212 Fah 858 695. 334131 LOVELACE ENGINEERING Structural Engineering Services r• STRUCTURAL CALCULATIONS DATE: FEBUARY 27, 2003 PROJECT: GOULD RESIDENCE 2319 MONTGOMERY AVENUE CARDIFF, CA 92107 OWNER: KAREN GOULD 2319 MONTGOMERY AVENUE CARDIFF, CA 92107 DESIGNER: MANSOUR ARCHITECTURAL 5897 OBERLIN DRIVE, SUITE 11 I SAN DIEGO, CA 92121 JOB: J03055 NOTE: THESE CALCULATIONS ARE INVALID UNLESS BEARING A WET STAMP & SIGNATURE Q �pFESS � LOV l D IS c7 No. 39734 �' m I M AR Exp.12/31/05 n�j t 6496 Weathers Place • Suite 200 • San Diego, California 92121 -2958 www.lovelaceeng.com • phone 858.535.9111 fax 858.535.1989 JOB LOVELACE ENGINEERING IN SHEET NO. OF r-- Structural Engineering Services L- •,<�_ CALCULATED BY 06 DATE 6496 Weathers Place • Suite 200 - -- San DIego, California 92121 CHECKED BY DATE Phone (858) 535.9111 Fax (858) 535 -1989 SCALE TA BLE E OF CONTENTS 5UBJECT SHEET DESIGN CRITERIA .... LOADS ............. _ ............................................................... ............................... VERTICAL ANALY515/DE6IGN ........ ............................... - .............................. ............................... FOUNDATIONS / RETAINING WALLS LATERAL ANALYSIS / DESIGN ............................ ............ ............................... DETAILS ....................... 7 LOVELACIE JOB ENGINEERING INC. SHEET NO. Structural Engineering Services OF x' °hswka "� CALCULATED BY 6496 Weathers Place • Suite 200 DATE San DIego, California 92121 CHECKED BY Phone (858) 535.9111 Fax (858) 535 -1989 DATE SCALE GOVERNING CODE: UBC 199 CONCRETE- F'c =2500 paf, NO SPECIAL INSPECTION REQ'D. (U.N.O.) MASONRY: ASTM C90, F'm= 1500 psl, NO SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: ASTM C210, F'c =1600 Psi, TYPE S GROUT, ASTM C416, F'c =2000 ps( REINFORCING STEEL: ASTM A615, Fy- 40ks( FOR *3 AND SMALLER ASTM A615, Fy= 60k5( FOR *4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A36, Fy= 3 (o ksi (STRUCTURAL SHAPES 4 PLATES) ASTM A500, GRADE B, Fy= 46ka( (STRUCTURAL TUBING) ASTM A53, GRADE B, Fy= 35ks( (STRUCTURAL PIPE) WELDING-- E10 SERIES -T'P., E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECT. SAWN LUMBER, DOUGLAS FIR LARCH, ALLOWABLE UNIT STRESSES AS PER UBC, CHAPTER 23 GLULAMS: DOUGLAS FIR OR DOUGLAS FIR /HEM 24F -V4 FOR SIMPLE SPAN CONDITIONS 24F - V6 FOR CANTILEVER CONDITION SOIL: ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE psf ACTIVE SOIL PRESSURE(RESTRAINED) PASSIVE SOIL PRESSURE SOIL DENSITY pcf COEFFICIENT OF FRICTION pcf ❑ EXISTING NATURAL SOIL PER UBC TABLE 18 -1 -A SOILS REPORT BY: Ct YT /v T 1 w PROJECT NUMBER: 10_ 54 DATED- 601L CLASSIFICATION: S M Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 8:58AM, 24 FEB 03 Description Scope: Rev: 510300 User. KW - 0801024 ,Ver5.7.3,22Jun- 1999,Win32 Cantilevered Retaining Wall Design (c) 1983 -99 ENERCALC Pa Description 3' -0" CANT. RET. WALL s: �datalenercalc \enercalc�o3�o3o55.e Criteria Soil Data Soil- Footing Strengths & Dimensions Retained Height = 3.50 ft Allow Soil Bearin �_ E u' )valent Fluid Min. 9 = 2,000.0 psf . 2,500 psi Fy = Wall height above soil = 0:50 ft q Pressure Method Min. As 60,000 psi Slope Behind Wall = Heel Active Pressure = 64.0 = 0.0018 1.80:1 Toe Active Pressure - 640 Toe Width - 1.00 ft Height of Soil over Toe = 6.00 in - . Heel Width Passive Pressure - 250.0 = 1.00 Soil Density = 120.00 pcf Water height over heel = 0.0 ft Total Footing Width FootingjjSoil Frictioi = 0.300 Footing Thickness = 18.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Width = De 8.00 in Ke for passive pressure = 0.00 in y Depth = 8.00 in Key Distance from Toe = 1.33 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction Top Stem 2nd 3rd Total Bearing Load = 1,510 Ibs Design height Stem OK Stem OK Stem OK ...resultant ecc. = 5.45 in ft= 0.00 0.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Soil Pressure @ Toe = 1,843 psf OK Thickness = 8.00 16.00 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size = # 5 # 6 # 6 Allowable = 2,000 psf Rebar Spacing = 24.00 16.00 8.00 Soil Pressure Less Than Allowable Rebar Placed at = Center Edge Edge ACI Factored @ Toe = 1,764 psf Design Data ACI Factored @ Heel = 0 psf fb /FB + fa /Fa = 0.843 0.069 0.314 Footing Shear @ Toe = 4.8 P si OK Total Force @ Section Ibs = 384.0 384.0 384.0 Footing Shear @ Heel = Moment.... Actual ft -#= 6.4 psi OK 456.0 456.0 456.0 Allowable = 85.0 psi Moment..... Allowable ft-#= 541.2 6,640.5 1,450.4 Wall Stability Ratios Shear..... Actual psi = 9.4 2.7 7.3 Overturning = Shear..... Allowable Sliding = 1.59 OK psi = 19.4 24.2 19.4 1.56 OK Bar Develop ABOVE Ht. in = 30.00 36.00 36.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 30.00 36.00 Lateral Sliding Force 6.00 = 732.4 Ibs Wall Weight less 100% Passive Force= - 888.9 Ibs Rebar Depth 'd' psf 78.0 164.0 78.0 less 100% Friction Force= - 453.1 Ibs Masonry Data in = 3 .81 13.00 5.25 Added Force Req'd = 0.0 Ibs OK fm psi= 1,500 1,500 1,500 ....for 1.5 : 1 Stability = 0.0 Ibs OK Fs psi = 24,000 24,000 24,000 Solid Grouting = Yes Yes Yes Footing Design Results Special Inspection = No No No Modular Ratio 'n' = 25.78 25.78 25.78 Toe Heel Short Term Factor 1.000 1.250 1.000 Factored Pressure = 1,764 0 psf Equiv. Solid Thick. in = 7.60 15.62 7.60 Mu': Upward = 916 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 272 385 ft-# Concrete Data Mu: Design = 644 385 ft-# fc psi = Actual 1 -Way Shear = 4.75 6.43 psi Fy psi = Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 0.00 in Other Acceptable Sizes & Spacings Heel Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Title: GOULD RESIDENCE Job # J03055 -- Dsgnr: SGK Date: 8:58AM, 24 FEB 03 Description Scope : X;: Rev: 570300 -- UsecKW- 0601024,Ver 5.7.3,22Jun- 7999,Win32 Cantilevered Retaining Wall Design Page 2 (c) 7983 -99 ENERCALc s: ldata\ enercalclenercalc10 31 0 3 0 55.ecw: Calcu Description 3' -0" CANT. RET. WALL Summary of Overturning . Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment ••••. RESISTING ..... Item Ibs ft Force Distance Moment ft -# Ibs ft ft-# Heel Active Pressure = 860.4 1.73 1,487.0 Soil Over Heel Toe Active Pressure = -128.0 0.67 -85.3 Sloped Soil Over Heel _ 140.0 1.83 256.7 Surcharge Over Toe = - 3.7 1.89 7.0 Surcharge Over Heel - Adjacent Footing Load = Adjacent Footing Load - Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 0.00 Soil Over Toe SeismicLoad 60.0 0.50 30.0 = Surcharge Over Toe Total = 732.4 O.T.M. = 1,401.7 Stem Weight(s) = 312.0 1.33 416.0 Earth @ Stem Transitions = Resisting /Overturning Ratio = 1.59 Footing Weight _ Key Weight - 450.0 1.00 450.0 K Vertical Loads used for Soil Pressure = 1,510.3 Ibs = 66.7 1.67 111.1 Vert. Component _ 478.0 2.00 955.9 Vertical component of active pressure used for soil pressure Total = 1,510.3 Ibs R.M.= 2,226.7 Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:03AM, 24 FEB 03 Description Scope: .�. Rev: 510300 Page 1 User: KW- 0601024,Ver5.1. 3,22•Jun- 1999,Win32 Cantilevered Retaining Wall Design (c) 1983 -99 ENERCALC s:\ data\ enercalc \enercalc \03 \j03O55.ecw:Calcu Description T -0" GARAGE CANT. RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = , ft Allow Soil Bearing = 2,000.0 psf fc = 0 /o 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As - 0.0018 Heel Active Pressure 40.0 Toe Width = 0.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 40.0 = Heel Width 1.50 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Wid& = ---- Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 18.00 in Footl Frictior = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width 0.00 in _ 0.00 in for passive pressure = 0.00 in Key Depth - Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Axial Load Applied to Stem Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #/ft Axial Dead Load = 184.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Axial Live Load = 80.0 Ibs Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summary S Construction ' Top Stem 2nd 3rd Stem OK Stem OK Stem OK Total Bearing Load = 1,428 Ibs Design height ft= 0.00 0.00 0.00 ...resultant ecc. = 4.37 in Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 8.00 16.00 8.00 Soil Pressure @ Toe = 1,498 psf OK Rebar Size = # 5 # 6 # 6 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 24.00 16.00 8.00 Allowable = 2,000 psf Rebar Placed at = Center Edge Edge Soil Pressure Less Than Allowable Design Data - ACI Factored @ Toe = 1,963 psf fb /FB + fa /Fa = 0.405 0.052 0.212 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 225.0 225.0 225.0 Footing Shear @ Toe = 3.8 psi OK Moment.... Actual ft-#= 254.2 254.2 254.2 Footing Shear @ Heel = 5.4 psi OK Moment..... Allowable ft-#= 676.4 6,640.5 1,450.4 Allowable = 85.0 psi Shear..... Actual psi = 5.5 1.6 4.3 Wall Stability Ratios Shear..... Allowable psi= 24.2 24.2 19.4 Overturning = 2.16 OK Sliding = 1.88 OK Bar Develop ABOVE Ht. in = 30.00 36.00 36.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 30.00 36.00 6.00 Lateral Sliding Force 400.0 Ibs Wall Weight psf= 78.0 164.0 78.0 less 100% Passive Force= - 500.0 Ibs Rebar Depth 'd' in= 3.81 13.00 5.25 less 100% Friction Force= - 404.5 Ibs Masonry Data psi 1,500 1,500 1,500 Added Force Req'd = 0.0 Ibs OK Fs psi = 24,000 24,000 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Yes Yes Yes Footing De Results Special Inspection No No No g g Modular Ration' - 25.78 25.78 25.78 Toe Heel Short Term Factor = 1.250 1.250 1.000 Factored Pressure = 1,963 0 psf Equiv. Solid Thick. in= 7.60 15.62 7.60 Mu': Upward = 385 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 89 0 ft-# Concrete Data Mu: Design = 297 432 ft-# fc psi= ActualI -Way Shear = 3.76 5.39 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:03AM, 24 FEB 03 Description Scope : 05) Rev: 510300 User: KW- 0601024, Ver 5.1.3, 22- Jun- 1999•Win32 Cantilevered Retaining Wall Design Page 2 (c)1983-99 ENERCALC s:\ data \enercalc \enercalc \03 \j03055. ecw: Ca ICU Description T -0" GARAGE CANT. RET.; WALL . Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 480.0 1.62 776.3 Soil Over Heel = 300.0 1.58 475.0 Toe Active Pressure = -80.0 0.67 -53.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 1.58 66.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 184.0 0.83 153.3 Load @ Stem Above Soil = Soil Over Toe = 30.0 0.25 7.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) - 234.0 0.83 195.0 Total = 400.0 O.T.M. = 722.9 Earth @ Stem Transitions Resisting /Overturning Ratio = 2.16 Footing Weight = 450.0 1.00 450.0 Vertical Loads used for Soil Pressure = 1,428.2 Ibs Key Weight = Vert. Component = 108.5 2.00 217.0 Vertical component of active pressure used for soil pressure Total = 1,348.2 Ibs R.M.= 1,563.8 Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:03AM, 24 FEB 03 Description Scope 510300 Restrained Retaining Wall Design Page 1 User: KW- 0601024, Ver 5.1.3, 22- Jun -1999, Win32 (c) 1913 -99 ENERCALC s:\ data \enercalc \enercalc \03 \j03055.ecw:Calcu Description S -0" GARAGE RESTRAINED RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = 3.00 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 3.00 ft Heel Active Pressure = 48.0 Toe Width = 0.50 ft Toe Active Pressure = 48.0 Heel Width = 1.50 Top Support Height 3.00 ft Passive Pressure = 250.0 Total Footing WiV = 2.00 = = Water height over heel 0.0 ft _ e Behind Wal = 0.00: 1 = Footing Thickness - 18.00 in Slope Footing��Soil Frictior 0.300 Height of Soil over Toe = 6.00 in Key Width = 0.00 in Soil height to ignore Key Depth = 0.00 in Soil Density = 120.00 pcf for passive pressure = 0.00 in y p Key Distance from Toe _ - 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -Used To Resist Sliding & Overturning _._Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,.Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load -+^^ Base Above /Below Soil Axial Dead Load = 184.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 80.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Masonry Stem Construction Total Bearing Load = 1,305 Ibs Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 0.13 in Wall Weight = 78.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 674 psf OK Stem is FIXED to top of footing n Ratio (Es /Em) = 25.778 Soil Pressure @ Heel = 631 psf OK Block Type = Medium Weight No Special Inspection Allowable = 2,000 p Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 956 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 895 psf Design height = 3.00 ft 1.71 ft 0.00 ft Footing Shear @ Toe = 1.6 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 4.3 psi OK Rebar Spacing = 24.00 in 24.00 in 24.00 in Allowable = 93.1 psi Rebar Placed at = Center Center Center Reaction at Top = 65.7 Ibs Rebar Depth 'd' = 3.81 in 3.81 in 3.81 in Reaction at Bottom = 504.3 Ibs Design Data Sliding Stability Ratio = 1.77 OK fb /FB + fa /Fa = 0.000 0.094 0.200 Sliding Calcs Moment .... Actua = 0.0 ft-# 50.9 ft -# 108.0 ft-# Lateral Sliding Force = 504.3 Ibs Moment..... Allowable = 541.2 ft-# 541.2 ft-# 541.2 ft-# less 100% Passive Force= - 500.0 Ibs less 100% Friction Force= - 391.4 Ibs Shear Force @ this height = 0.0 Ibs 204.3lbs Added Force Req'd = 0.0 Ibs OK Shear..... Actual = 0.00 psi 4.99 psi ....for 1.5 : 1 Stability = 0.0 Ibs OK Shear..... Allowable = 19.36 psi 19.36 psi FOOtin Desi n Results Rebar Lap Required = 25.00 in 25.00 in oe eel Rebar embedment into footing 6.00 in Factored Pressure = 956 895 psf Other Acceptable Sizes & Spacings: Mu': Upward = 211 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ` Fr Mu': Downward = 89 0 ft-# Heel: None Spec'd -or- Not req'd, Mu < S " Fr Mu: Design = 122 432 ft-# Key: No key defined -or- No key defined Actual 1 -Way Shear = 1.58 4.33 psi Allow 1 -Way Shear = 93.11 93.11 psi Title: GOULD RESIDENCE Job # JO3055 Dsgnr: SGK Date: 9:03AM, 24 FEB 03 Description Scope Rev: Page 00 Restrained Retaining Wall Design User: KW- 0801024, Ver5.1.3, 22- Jun -1999, W102 2 2 KW- (c) 1983 -99 ENERCALC s:\ data\ enercalc \enercalc \03 \j03055.ecA Cal cu Description T -0" GARAGE RESTRAINED RET. WALL Summary of Forces on Footing : Slab is NO p rovid ing sliding, stem is FIXED at footing 7 m�w�iiiwieirnwi�i�i��wn ,��.�...� ■1.m Forces acting on footing for sliding & soil pressure.... Sliding Forces _ Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footing = -204.3 Ibs Moment @ Top of Footing Applied from Stem = -108.0 ft-# Heel Active Pressure = -300.0 Sliding Force = 504.3 Ibs Surcharge Over Heel = 41.7 Ibs 1.58ft 66.0ft-# Axial Dead Load on Stem = 264.0 Ibs 0.83 ft 220.Oft -# Net Moment User For Soil Pressure Calculations Soil Over Toe = 30.0 Ibs 0.25 ft 7.5ft -# 14.2 ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 234.0 Ibs 0.83 ft 195.Oft -# Soil Over Heel = 300.0 Ibs 1.58 ft 475.Oft-# Footing Weight = 435.0 Ibs 1.00 ft 435.Oft -# Total Vertical Force = 1,304.7 Ibs Base Moment = 1,290.4ft -# Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:06AM, 27 FEB 03 Description Scope Rev: 510300 Uses KW- 0601024, Ver 5.1.3, 22- Jun -1999, Win32 Cantilevered Retaining Wall Design Page 1 (c) 198399 ENERCALC s:\ data\ enercalc lenercalc103 \j03055.ecw:Calcu Description 9' -9" GARAGE CANT. RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = 9.75 ft Allow Soil Bearing = 2,750.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Heel Active Pressure = 40.0 Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 40.0 Heel Width = 4.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Wl = b:5� Soil Density = 120.00 pcf Water height over heel = 0.0 ft - - FootingIlSoil Frictior = 0.300 Footing Thickness 18.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Width = 12.00 in for passive pressure = 0.00 in Key Depth = 25.00 in Key Distance from Toe = 1.50 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in L Surcharge Loads 11ateral Load Applied to Stem Axial Load Applied to Stem Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #/ft Axial Dead Load = 184.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Axial Live Load = 80.0 Ibs Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Axial Load Eccentricity = 0.0 in Used for Sliding & Overturning Design Summary L Stem Constru Top Stem 2nd Stem OK Stem OK Total Bearing Load = 7,451 Ibs Design height ft= 3.33 0.00 ...resultant ecc. = 8.97 in Wall Material Above "Ht" = Masonry Masonry Soil Pressure @ Toe = 2,460 psf OK Thickness = 12.00 12.00 Soil Pressure @ Heel = 249 psf OK Rebar Size # 5 # 7 2,750 Rebar Spacing - 16.00 16.00 Allowable = psf = Soil Pressure Less Than Allowable Rebar Placed at Edge Edge Design Data ACI Factored @ Toe = 3,139 psf fb/FB + fa /Fa = 0.700 0.892 ACI Factored @ Heel = 318 psf Total Force @ Section Ibs= 931.3 2,058.8 Footing Shear @ Toe = 20.3 psi OK Moment.... Actual ft-#= 2,107.5 6,970.4 Footing Shear @ Heel = 41.8 psi OK Moment..... Allowable ft-# = 3,203.7 8,097.4 Allowable = 85.0 psi Wall Stability Ratios Shear ..... Actual psi= 9.5 21.6 Overturning = 2.41 OK Shear..... Allowable psi = 24.2 48.4 Sliding = 1.58 OK Bar Develop ABOVE Ht. in = 30.00 42.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 30.00 14.42 Lateral Sliding Force = 2,638.8 Ibs Wall Weight psf= 124.0 124.0 less 100% Passive Force= - 2,084.2 Ibs Rebar Depth 'd' in= 9.00 9.00 less 100% Friction Force= - 2,211.4 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK fm psi = 1,500 1,500 for 1.5 : 1 Stability = 0.0 Ibs OK Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Footing Design Results j Special Inspection = No Yes Modular Ratio'n' = 25.78 25.78 Toe Heel Short Term Factor = 1.250 1.250 Factored Pressure = 3,139 318 psf Equiv. Solid Thick. in= 11.62 11.62 Mu' : Upward = 4,348 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward = 611 0 ft-# Concrete Data Mu: Design = 3,737 11,850 ft -# fc psi = Actual 1 -Way Shear = 20.30 41.76 psi Fy psi = Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Key Reinforcing = None Spedd Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27. Title: GOULD RESIDENCE Job # JO3055 Dsgnr: SGK Date: 9:06AM, 27 FEB 03 Description Scope: Rev: sloaoo e 2 UseCKVV- 0601D24,Ver5.1.3,22- Jun- 1999,Win32 Cantilevered Retaining Wall Design Page (c) 1983 -99 ENERCALC s:\ data \enercalc \enercalc \03 \j03055.ecw:Calcu Description - 9' -9" GARAGE CANT. RE-T. WALL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,718.8 3.88 10,546.9 Soil Over Heel 3,510.0 4.00 14,040.0 Toe Active Pressure = -80.0 0.67 -53.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 150.0 4.00 600.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 184.0 2.00 368.0 Load @ Stem Above Soil = Soil Over Toe = 90.0 0.75 67.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) — 1,209.0 2.00 2,418.0 Total = 2,638.8 O.T.M. = 10,493.5 Earth @ Stem Transitions Resisting /Overturning Ratio = 2.41 Footing Weight = 1,237.5 2.75 3,403.1 Vertical Loads used for Soil Pressure = 7,451.2 Ibs Key Weight = 312.5 2.00 625.0 Vert. Component = 678.2 5.50 3,730.4 Vertical component of active pressure used for soil pressure Total = 7,371.2 Ibs R.M.= 25,252.0 Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:07AM, 27 FEB 03 Description Scope Rev: 510300 User KW- 0601024, Ver 5.1.3, 22- Jun -1999, Win32 Restrained Retaining Wall Design Page (c) 1983 -99 ENERCALC s:\ data\ enercalc \enercalc\03 \j03055.ecw:Cal 1 l Description 9' -9" GARAGE RESTRAINED RET. WALL s Criteria Soil Data -� F Strengths & Dimensions Retained Height = .75 Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0. ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 9.75 ft Heel Active Pressure = 46.0 Toe Width = 1.50 ft Toe Active Pressure = 48.0 Heel Width = 4.00 Top Support Height = 9.75 ft Passive Pressure _ 250.0 Total Footing Widtt = 5.50 Water height over heel - 0.0 ft a Behind Wal = 0.00 : 1 = Footing Thickness = 18.00 in Slope Footing�lSoil Frictior 0.300 Height of Soil over Toe = 6.00 in Key Width = 12.00 in Soil Density = 120.00 cf Soil height to ignore - Key Depth = 25.00 in Y P for passive pressure - 0.00 in Key Distance from Toe = 1.50 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in F s - u Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -Used To Resist Sliding & Overturning ..,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ... Height to Bolton = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 184.0 Ibs Base Above /Below Soil at Back of Wall 0.0 ft Axial Live Load = 80.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary J[!Lasonry Stem Construction Total Bearing Load = 6,721 Ibs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 0.52 in Wall Weight = 124.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in Soil Pressure @ Toe = 1,280 psf OK Stem is FIXED to top of footing n Ratio (Es /Em) = 25.778 Soil Pressure @ Heel = 1,165 psf OK Block Type = Medium Weight Use Special Inspection Allowable = 2,000 p Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ B ase of Wall ACI Factored @ Toe = 1,796 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,635 psf Design height = 9.75 ft 5.44 ft 0.00 ft Footing Shear @ Toe = 11.9 psi OK Rebar Size = # 5 # 5 # 7 Footing Shear @ Heel = 35.1 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 85.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 529.4 Ibs Rebar Depth 'd' = 9.00 in 9.00 in 9.00 in Reaction at Bottom = 2,727.1 Ibs Design Data Sliding Stability Ratio = 1.50 OK fb /FB + fa /Fa = 0.000 0.384 0.494 Sliding Calcs Moment .... Actua = 0.0 ft-# 1,455.6 ft-# 3,202.7 ft-# Lateral Sliding Force = 2,727.1 Ibs Moment..... Allowable = 3,791.3 ft-# 3,791.3 ft-# 6,477.9 ft-# less 100% Passive Force= - 2,084.2 Ibs less 100% Friction Force= - 2,016.4 Ibs Shear Force @ this height = 0.0 Ibs 1,941.1 Ibs Added Force Req'd = 0.0 Ibs OK Shear..... Actual = 0.00 psi 20.39 psi ....for 1.5 : 1 Stability = 0.0 Ibs OK Shear..... Allowable = 38.73 psi 38.73 psi Footing Desi Results Rebar Lap Required = 25.00 in 25.00 in oe eel Rebar embedment into footing = 6.00 in Factored Pressure = 1,796 1,635 psf Other Acceptable Sizes & Spacings: Mu': Upward = 2,724 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ' Fr Mu': Downward = 611 10,684 ft-# Heel: None Spedd -or- #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 29 Mu: Design = 2,113 10,684 ft -# Key: #4@ 16.00 in, #5@ 24 -or- #4@ 16.00 in, #5@ 24.75 in, #6@ 35. Actual 1 -Way Shear = 11.85 35.14 psi Allow 1 -Way Shear = 85.00 85.00 psi Title: GOULD RESIDENCE Job # JO3055 Dsgnr: SGK Date: 9:07AM, 27 FEB 03 Description Scope Rev: 510300 Page 2 User: KW- 0601024, Ver 5.1.3, 22- Jun -1999, W Restrained Retaining Wall Design (c3 1983 -99 ENERCALC s:\ data\ enercalc \enercalc \03 \j03055.ecw:Calcu Description 9' -9" GARAGE RESTRAINED•RET. WALL Summary of Forces on Footing : Slab is NOT prov iding sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footing = - 1,941.1 Ibs Moment @ Top of Footing Applied from Stem = - 3,202.7 ft-# Heel Active Pressure = -786.0 Sliding Force = 2,727.1 Ibs Surcharge Over Heel = 150.0 Ibs 4.00ft 600.Oft-# Axial Dead Load on Stem = 264.0 Ibs 2.00 ft 528.0ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe = 90.0 Ibs 0.75ft 67.5ft-# 290.0 ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 1,209.0 Ibs 2.00ft 2,418.0ft-# Soil Over Heel = 3,510.0 Ibs 4.00ft 14,040.Oft -# Footing Weight = 1,498.3 Ibs 2.50 ft 3,742.9ft -# Total Vertical Force = 6,721.3 Ibs Base Moment = 18,193.7ft -# Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:07AM, 27 FEB 03 Description Scope Rev. 510300 User: KW- 0601024,Ver 5.1.3, 22- Jun- 1999,Win32 Restrained Retaining Wall Design Page 1 (0) 1983 -99 ENERCALC s: ldata\ enercalc \enercalc \03 \103055.ecw:Calcu Description 12' -9" REST. RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = 12.75 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 - ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 12.75 ft Heel Active Pressure = 48.0 Toe Width = 4.00 ft Toe Active Pressure = 48.0 Heel Width = 2.00 Top Support Height = 12.25 ft Passive Pressure 250.0 Total Footing Widtt = 6.00 Water height over heel - 0.0 ft a Behind Wal = 2.20: 1 = Footing Thickness = 18.00 in Slope Fvoting��Soil Frictior 0.300 Height of Soil over Toe = 6.00 in Soil height to ignore Key Width = 0.00 in Soil Density = 120.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adj Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -NOT Used To Resist Sliding & Overturn ,..Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above /Below Soil Axial Dead Load = 310.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 390.0 Ibs Axial Load Eccentricity = 4.0 in Des i gn summary i LMasomry Stem Construction Total Bearing Load = 5,356 Ibs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 1.25 in Wall Weight = 124.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in Soil Pressure @ Toe = 800 psf OK Stem is FIXED to top of footing n Ratio (Es /Em) = 25.778 Soil Pressure @ Heel = 986 psf OK Block Type = Medium Weight Use Special Inspection Allowable = 2,000 p Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ T Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,137 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,402 psf Design height = 12.25 ft 6.74 ft 0.00 ft Footing Shear @ Toe = 19.0 psi OK Rebar Size = # 6 # 6 # 6 Footing Shear @ Heel = 14.3 psi OK Rebar Spacing = 16.00 in 16.00 in 8.00 in Allowable = 85.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 865.2 Ibs Rebar Depth 'd' = 9.00 in 9.00 in 9.00 in Reaction at Bottom = 4,002.3 Ibs Design Data fb /FB + fa /Fa = 0.044 0.528 0.849 Sliding Calcs Slab Resists All Sliding I Moment .... Actua = 234.3 ft-# 2,797.5 ft-# 6,214.6 ft-# Lateral Sliding Force = 4,002.3 Ibs Moment..... Allowable = 5,294.8 ft-# 5,294.8 ft-# 7,319.8 ft-# Shear Force @ this height = 0.0 Ibs 3,030.3lbs Shear..... Actual = 0.00 psi 32.53 psi Shear..... Allowable = 38.73 psi 38.73 psi Footing D esign Results Rebar Lap Required = 30.00 in 30.00 in oe eel Rebar embedment into footing = 6.00 in Factored Pressure = 1,137 1,402 psf Other Acceptable Sizes & Spacings: Mu': Upward = 10,832 0 ft -# Toe: None Spec'd -or- #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 29 Mu': Downward = 3,603 1,945 ft-# Heel: None Spec'd -or- Not req'd, Mu < S " Fr Mu: Design = 7,228 1,945 ft-# Key: No key defined -or- No key defined Actual 1 -Way Shear = 18.99 14.34 psi Allow 1 -Way Shear = 85.00 85.00 psi Title : GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:07AM, 27 FEB 03 Description Scope -�. Rev: 510300 Page 2 User: KW- 0601024, Ver 5.1.3, 22- Jun -1999, Win32 Restrained Retaining Wall Design (c) 1983 -99 ENER s: \data\enercalc \enercalc \03 \j03055.ecw:Calcu Description 12' -9" REST. RET. WALL Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = - 6,214.6 ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 700.0lbs 4.17 ft 2,916.7 ft-# Soil Over Toe = 240.0 Ibs 2.00 ft 480.0 ft -# Surcharge Over Toe = Ibs ft ft -# Stem Weight = 1,581.0lbs' 4.50 ft 7,114.5ft -# Soil Over Heel = 1,530.0 Ibs 5.50 ft 8,415.0 ft -# Footing Weight = 1,305.0lbs 3.00 ft 3,915. ft -# Total Vertical Force = 5,356.0 Ibs Base Moment = 16,626.5 ft -# Soil Pressure Resulting Moment = - 558.6t -# Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:07AM, 27 FEB 03 Description Scope: ��"� Rev: 510300 Page 1 User: KW- 0601024,Ver5.1.3, 22- Jun- 1999,Win32 Cantile Retaining Wall Design (c) 1983 -99 ENERC s:l data \ enercalc \enercalc \03 \j03055.ecw:Catcu Description 12' -9" CANT. RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = 12.75 ft Allow Soil Bearing = 2,750.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % - 0.0018 9 Heel Active Pressure - 40.0 Toe Width = 4.00 ft Slope Behind Wall = 2.20: 1 Toe Active Pressure = 40.0 Heel Width = 2.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Widtr = - - 6 Soil Density Water height over heel = 0.0 ft = y 120.00 p cf Footing Thickness 18.00 in FootinglISoil Frictior = 0.300 _ Wind on Stem = 0.0 psf Soil height to ignore Key Width _ 0.00 in 0.00 in for passive pressure = 0.00 in Key Depth _ Key Distance from Toe 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Dead Load 310.0 Ibs Axial Load Eccentricity = 4.0 in Axial Load Applied to Stem Axial Live Load 390.0 Ibs Design Summ Stem Construction Top Stem 2nd 3rd Stem OK Stem OK Stem OK Total Bearing Load = 7,338 Ibs Design height ft= 6.66 3.33 0.00 ...resultant ecc. = 12.96 in Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 12.00 12.00 16.00 Soil Pressure @ Toe = 2,548 psf OK Rebar Size = # 6 # 6 # 6 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 16.00 16.00 8.00 Allowable = 2,750 psf Rebar Placed at = Edge Edge Edge Soil Pressure Less Than Allowable Design Data - ACI Factored @ Toe = 2,488 psf fb /FB + fa /Fa = 0.535 0.917 0.867 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 741.8 1,774.7 3,246.3 Footing Shear @ Toe = 28.2 psi OK Moment.... Actual ft-#= 1,739.1 5,806.0 14,050.3 Footing Shear @ Heel = 28.3 psi OK Moment..... Allowable ft-#= 3,639.6 6,618.5 16,980.5 Allowable = 85.0 psi Shear..... Actual psi = 7.7 18.3 23.7 Wall Stability Ratios Shear..... Allowable psi = 24.2 48.4 48.4 Overturning = 1.61 OK Sliding = 0.61 UNSTABLE! Bar Develop ABOVE Ht. in = 36.00 36.00 36.00 Sliding Calcs Slab Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 36.00 36.00 6.00 Lateral Sliding Force = 4,155.8 Ibs Wall Weight psf= 124.0 124.0 164.0 Rebar Depth 'd' in= 9.00 9.00 13.00 Masonry Data fm psi= 1,500 1,500 1,500 Fs psi = 24,000 24,000 24,000 Solid Grouting = Yes Yes Yes Footing Des ign Results Special Inspection Yes Yes Modular Ratio 'n' 25.78 78 25.78 25.78 Toe Heel Short Term Factor = 1.250 1.250 1.250 Factored Pressure = 2,488 0 psf Equiv. Solid Thick. in= 11.62 11.62 15.62 Mu' : Upward = 17,505 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward = 3,746 3,418 ft -# Concrete Data - Mu: Design = 13,759 3,418 ft-# fc psi= Actual 1 -Way Shear = 28.17 28.32 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined Title: GOULD RESIDENCE Job # J03055 Dsgnr: SGK Date: 9:07AM, 27 FEB 03 Description Scope - - - Page 2 Re °:5103010 — -- Cantilevered Retaining Wall Design User: KW- 0601024, Ver 5.1.3,22-Jun-1999, W1n32 s:\ data\ enercalc \enercalc \03 \ 1 030 55 .ecw:Calcu (c) 1983-99 ENERCALC Description 12' -9" CANT. RET. WALL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Ibs ft ft -# Ibs ft ft-# Item -- Heel Active Pressure = 4,235.8 4.85 20,548.0 Soil Over Heel = 1,020.0 5.67 5,780.0 Toe Active Pressure = -80.0 0.67 -53.3 Sloped Soil Over Heel = 12.1 5.78 70.0 Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 310.0 4.33 1,343.3 Load @ Stem Above Soil = Soil Over Toe = 240.0 2.00 480.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,714.2 4.55 7,804.9 Total = 4,155.8 O.T.M. = 20,494.6 Earth @ Stem Transitions= 376.8 5.17 1,946.8 Resisting /Overturning Ratio = 1.61 Footing Weight = 1,350.0 3.00 4,050.0 Key Weight = Vertical Loads used for Soil Pressure = 7,338.4 Ibs Vert. Component = 1,925.3 6.00 11,551.8 Vertical component of active pressure used for soil pressure Total = 6,948.4 Ibs R.M.= 33,026.9 JOB LVELACE ENGINEERING, INC. SHEET NO. 17 of Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 San DIego, California 92121 CHECKED BY DATE Phone (858) 535.9111 Fax (858) 535 -1989 SCALE DETA S NOTE TO PLANCHECKER= THIS SECTION CONTAINS THE FOLLOWING INFORMATION (IF APPLICABLE TO THIS PROJECT) FOR YOUR USE IN CHECKING THE PLANS- FOUNDATION AND FRAMING STRUCTURAL NOTES NAILING SCHEDULE (TABLE 23- II -5-1) SHEARWALL SCHEDULE FOUNDATION PLAN: PAD FOOTING SCHEDULES FOUNDATION PLAN: HOLDOWN SCHEDULES SPECIAL INSPECTION SUMMARY LIST STRUCTURAL DETAIL DRAWINGS FOUNDATION PLAN: FOOTING Q HOLDOWN CALLOUTS FRAMING PLANS: RAFTER, HEADER, BEAM, POST d HARDWARE CALLOUTS SHEARWALL LINE LOCATIONS SHEARWALL CALLOUTS JOB LOVELACE SHEET NO. OF e ry ry ms' ENGINEERING, INC. Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 San DIego, California 92121 CHECKED BY DATE Phone (858) 535.9111 Fax (858) 535 -1989 SCALE FOUNDATION NOTES (. ALL PAD FOOTINGS WITH 4X POSTS ON SILL PLATES SHALL HAVE SIMPSON 'A23' EA. SIDE 9 BASE. 4X POSTS ON INDIVIDUAL SPEAD FOOTINGS SHALL HAVE 5IMP50N 'CB' 6 BASE. (U.N.O.) 2. EXCEPT AT SHEAR PANEL LOCATIONS, ANCHOR BOLTS SHALL BE 5/8" DIAMETER WITH 7 MIN. EMBEDMENT 9 12" O.C. (U.N.O.) 3. REFER TO SHEAR WALL SCHEDULE FOR ANCHOR BOLT CALL -OUTS AND SPACING AT SHEAR PANEL LOCATIONS. 4. THERE SHALL BE A MINIMUM OF TWO ANCHOR BOLTS PER SILL PLATE PIECE WITH ONE ANCHOR BOLT LOCATED A MINIMUM OF 4 AND A MAXIMUM OF 12" WITHIN EACH END OF EACH SILL PLATE PIECE. 5. PLATE WASHERS A MINIMUM OF 2" X 2" X 3116" THICK SHALL BE USED ON EACH BOLT. (0, ALL ANCHOR BOLTS, HOLDOWN ANCHORS R DOWELS MUST BE IN PLACE PRIOR TO CALLING FOR FOUNDATION INSPECTION. 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI. 8. CONTINUOUS EXTERIOR PERIMETER AND CONTINUOUS INTERIOR BEARING WALL FOOTINGS SHALL BE AS FOLLOWS (U.N.O.): A) SUPPORTING ONE FLOOR AND A ROOF: 12" WIDE X 12" DEEP INTO NATIVE SOIL OR W% COMPACTED FILL WITH (1) "5 REINFORCING BAR 3" FROM THE TOP S BOTTOM OF THE FOOTING. B) SUPPORTING TWO FLOORS AND A ROOF: 15" WIDE X 18" DEEP INTO NATIVE SOIL OR eO9. COMPACTED FILL WITH (1) "5 REINFORCING BAR 3" FROM THE TOP t BOTTOM OF THE FOOTING. 9. CONCRETE SLAB SHALL BE A MINIMUM OF 4" THICK WITH "3 REBAR g IS" O.C. EACH WAY IN THE CENTER. UNDERLAY WITH 2" CLEAN SAND OVERLYING 10 MIL. VISQUEEN MOISTURE BARRIER OVERLYING ADDITIONAL 2" GLEAN SAND. 10. THE MOISTURE BARRIER SHOULD BE PROPERLY LAPPED AND SEALED AT JOINTS AND AROUND ANY BREAKS SUCH AS OPENINGS FOR UTILITY CONDUITS. IL ALL NON -BRG. WALLS SHALL USE 2X P.T. SILL W/ 0 2330 RAMSETS a 32" O.C., 6" FROM ENDS. PER (ICBO "1141). SHOVEL FTG. FOR RAMSET EMB. 12. ALL DIMENSIONS SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS. ANY DISCREPANCIES SHALL BE RESOLVED WITH ARCHITECT. 13, PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION. THE SOILS ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT: A. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT. B. THE UTILITY TRENCHED HAVE BEEN PROPERLY BACKFILLED AND COMPACTED. G. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE SOILS REPORT. 14, THE RESPONSIBLE ENGINEERING GEOLOGIST SHALL INSPECT AND APPROVE ALL GRADING AND EXCAVATIONS PRIOR TO PLACEMENT OF FORMS REINFORC- ING. STEEL, OR CONCRETE. IN GASES INVOLVING ENGINEERED FILL, A SOILS ENGINEER SHALL PROVIDE THE INSPECTION AND APPROVAL. 15. BOTTOM OF ALL FOOTINGS SHALL MAINTAIN MIN. 1' -0" TO DAYLIGHT WHERE SLOPES OCCUR PER SOILS REPORT. HORIZONTAL DISTANCE SHALL BE MEASURED FROM THE BOTTOM LEADING EDGE OF FOOTING TO DAYLIGHT. 16. A FIELD MEMO IS REQUIRED FROM THE GEOTECHNICAL / CIVIL ENGINEER FOR SOIL INSPECTION AND RECOMMENDATIONS OF FOOTINGS DEPTH AND EXCAVATION. THE GEOTECHNIGAL / CIVIL ENGINEER OR ENGINEERING GEOLOGIST MUST STAMP/ SIGN THE FIELD MEMO. NOTE. THE A50VE SPECIFICATIONS SHALL APPLY UNLESS NOTES OTHERWISE ON THE DRAWINGS. LOVELACE JOB 30 ENGINEERING SHEET NO. �a Structural Design and Title 24 Energy Analysis CALCULATED BY DATE 6496 Weathers Place - Suite 200 San Diego California 92121 CHECKED BY DATE 619.535.9111 Phone 619.535.1989 Pas SCALE SPECIAL INSPECTION LIST (BUILDING DEPARTMENT) IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING CHECKED ITEMS WILL ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SEC. 306 OF THE UNIFORM BUILDING CODE. -------------------------------------------------------------------------------------------------------------------- ITEM REQ. IF REMARKS CHECKED -------------------------------------------------------------------------------------------------------------------- SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION -------------------------------------------------------------------------------------------------------------------- STRUCTURAL CONCRETE OVER 2500 PSI -------------------------------------------------------------------------------------------------------------------- PRESTRESSED STEEL -------------------------------------------------------------------------------------------------------------------- FIELD WELDING -------------------------------------------------------------------------------------------------------------------- HIGH- STRENGTH BOLTS -------------------------------------------------------------------------------------------------------------------- EXPANSION ANCHORS ----------------------------------------------- - - - - -- ------------------------ ------------------------------------- SPECIAL MASONRY SGT i t_S * - 3 4- + ------------------------------------------------------------------------ - - - - -- ------------------------------------- J SPRAYED ON FIREPROOFING ----------------- ------ --------------------------------------------------------------------------------------------- PILES /CIASSONS -------------------------------------------------------------------------------------------------------------------- DESIGNER - SPECIFIED -------------------------------------------------------------------------------------------------------------------- OTHER -------------------------------------------------------------------------------------------------------------------- JOB _ D S y ;r LOVELACE SHEET NO. Cf!/ OF ENGINEERING Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place •Suite 200 CHECKED BY DATE San Diego, California 92121 Phone 858.535.9111 Fax 858.535.1989 SCALE - 8" C.M.U. WALL W/ 05 (v) BARS 9 24 "O.C. 4 05 (N) BARS @ 24 "O.C. (SOLID GROUT) EQ. EQ_ X d I' - 0'• 4 4 "0 PERFORATED DRAIN W/ GRAVEL BACKF I L L (2) 0 5 CONT. - BAR5 a a I' -4" 8" 2' -0" RETAINING WALL DETAIL FRW0001 JOB !: O Q S LOVELACE 9 r� t� ENGINEERING SHEET NO. �1 of Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 CHECKED BY DATE San Diego, California 92121 Phone 858.535.9111 Fax 858.535.1989 SCALE A.B. PER S.W. SHEARWALL SCHEDULE PER PLAN CONC. SLAB 0 4 BARS 6 16 "O.C_ PER PLAN (EXTEND 24" MIN. EA. WA7) ° � a Q WATER PROOFING i \ \ � MEMBRANE PER i 8" THK C.M.U. WALL W/ ARCH. DWGS. /\ "S (vERT.) BARS 6 24 "O.C. s %\ "S (HORIZ.) BARS e 24 "0.C. j \ � (SOLID GROUT) 4 "� PERFORATED RAIN W/ GRAVEL % DRAIN j \ // // // // Z/Z/ a //\ (2) "S CONT. RE INF BARS RETAINING WALL FRSW(dml l °�' JOB LOVELACE SHEET NO. OF ENGINEERING Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 San Diego, California 92121 CHECKED BY DATE Phone 858.535.9111 Fax 858.535.1989 SCALE A.B. PER S.W. SHEARWALL SCHEDULE PER PLAN E.N. CONC. SLAB PER PLAN °a ° 4 0 4 BARS g 16 "O.G. (EXTEND 24" MIN. WATER PROOFING= \� 12" THK C.M_U. WALL W/ MEMBRANE PER \ \\ "5 (VERT.) BARS a 16 "O.C. t ARCH. DWGS. //\ "4 (HORIZ.) BARS g 16 "O.C. (SOLID GROUT) % \\ 12" THK G.M.U. WALL W/ j \ \\ "1 (VERT.) BARS g 16)"O-C- t 4 "m PERFORATED PIPE j \ \� 0 4 (HORIZ.) BARS g 16 "O.C. W/ GRAVEL BACKFILL, \ //� (36" MIN. LAP) WRAP W/ FILTER FABRIC /%� (SOLID GROUT d PER ARCH, DWGS_ �j \ \ SPECIAL INSPECTION) � � / / \� (SLOPE TO DRAIN) 3' \ 3" \ \ \ / / \ \ / / \ \ / / \\ / / \\/ • / / \ / / \ / / \ //\ 4 4 a \\ 4 (5) 0 5 CONT. RE INF BARS 0 4 BARS a 12" o,r— 12 " 1' -6' RETAINING WALL FRSWOm1014 JOB LOVELACE �3 OF ENGINEERING SHEET NO. Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 CHECKED BY DATE San Diego, California 92121 Phone 858.535.9111 Fax 858.535.1989 SCALE SHEAR-WALL PER PLAN 3x P.T. SILL W/ 16d NAILS ! BOT. PL. A.B. PER SHEAR- PER SHEARWALL WALL SCHEDULE SCHEDULE B.N. ( TYP. ) E.N. FLR. J ST. WATER PROOFING PER PLAN I MEMBRANE PER SIMPSON TOP ARCH. DWGS, FLANGE HANGERS • 12" C.M.U. WALL 0 6 (V) g 16 "O.G. (SOLID GROUT) 12" G.M.U. WALL 3" 3" (SOLID GROUT) 0 6 (V) a 16 "O.C, (SPECIAL INSPECTION) v •6 (V) a 16 "O.C. •fo (V) Q 8 "O.C. X (36" MIN. LAP) "S (H) 0 24 "O.C, 6, 16" G.M.U. WALL N (SOLID GROUT) (SPECIAL INSPECTION) 3 "(o (V) A (36" MIN. LAP) v 4' -0" S . , rn CONC. SLAB 4 "0 PERFORATED DRAIN W/ GRAVEL BAGKF I L L ° a a a a a a (6) "S CONT. BARS RETAINING WALL DETAIL FRW0002 JOB LOVELACE 0 �1 ENNG NEE R NG SHEET NO. �1 of �s Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 CHECKED BY DATE San Diego, California 92121 Phone 858.535.9111 Fax 858.535.1989 SCALE 2. A @ 2 a 1 , 0 4. I O S2 TYP. �# TYP. � vj fe ° a' e / j G 115.Q o 8 2 ° a , (fig JOB LOVELACE SHEET NO. OF a � ENGINEERING Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 CHECKED BY DATE San Diego, California 92121 Phone 858.535.9111 Fax 858.535.1989 SCALE 5 t E 3 SIM 52 I -� -n - 4 ' 52 � 4 S -\ 52 O. ov S FS Iq 26. ; 2 S2 0) I 4 , 52 } i N r 2 3 52 Q) 07 52 52 52�/ �r SIM. SIM. II LOVELACE ENGINEERING Structural Engineering Services foil DZ� STRUCTURAL CALCULATIONS DATE: AUGUST 18, 2003 PROJECT: GOULD RESIDENCE STRUCTURAL REVISIONS 2319 MONTGOMERY AVENUE CARDIFF, CA 92107 OWNER: KAREN GOULD 2319 MONTGOMERY AVENUE CARDIFF, CA 92107 DESIGNER: MANSOUR ARCHITECTURAL 5897 OBERLIN DRIVE, SUITE I I I SAN DIEGO, CA 92121 JOB: J03055C NOTE: THESE CALCULATIONS ARE INVALID UNLESS BEARING A WET STAMP & SIGNATURE r QP ESS g No. 39734 m Z , Exp. 12/31/05 m ^n03 6496 Weathers Place • Suite 200 • San Diego, California 92121 -2958 www.lovelaceeng.com • phone 858.535.9111 fax 858.535.1989 JOB �O (/ f d./ LVELACE OF ENGINEERING INC. SHEET NO. DA � �{ Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 San DIego, California 92121 CHECKED BY DATE Phone (858) 535.9111 Fax (858) 535 -1989 SCALE TABLE OF CONTENTS SUBJ SHEET DESIGNCRITERIA ........................................................................................ ............................... LOADS........................................................................................................... ............................... VERTICALANALYSIS /DESIGN ...............................................................;..... ............................... FOUNDATIONS/ RETAINING WALLS ............................................................. ............................... - a LATERAL ANALYSIS /DESIGN ....................................................................... ............................... DETAILS........................................ ............................ ......................... ... 4 .JOB LOVELACE SHEET NO. � OF x� ENGINEERING, INC. Structural Engineering Services CALCULATED BY DATE 6496 Weathers Place • Suite 200 San DIego, California 92121 CHECKED BY DATE Phone (858) 535.9111 Fax (858) 535 -1989 SCALE DESIGN CHTERA GOVERNING CODE: UBC 1997 CONCRETE: F'c =2500 pa(, NO SPECIAL INSPECTION REQ'D. (U.N.O.) MASONRY: ASTM 090, F'm= 1500 par, NO SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: ASTM C210, F'c =1800 pa(, TYPE S GROUT: ASTM 0476, F'c =2000 ps( REINFORCING STEEL: ASTM A615, Fy= 40ks( FOR *3 AND SMALLER ASTM A615, Fy= 60ks( FOR *4 AND LARG=ER (U.N.O.) STRUCTURAL STEEL: ASTM 436, Fy= 36k-s( (STRUCTURAL SHAPES d PLATES) ASTM A500, GRADE B, Fy= 46ks( (STRUCTURAL TUBING) ASTM A53, GRADE B, Fy= 35ks( (STRUCTURAL PIPE) WELDING: Elm SERIES -TYP., E9O SERIES FOR A615 GRADE 60 REINFORCING BARS SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECT. SAWN LUMBER: DOUGLAS FIR LARCH, ALLOWABLE UNIT STRESSES AS PER UBC, CHAPTER 23 GLULAMS: DOUGLAS FIR OR DOUG=LAS FIR /HEM 24F -V4 FOR SIMPLE SPAN CONDITIONS 24F -VS FOR CANTILEVER CONDITION SOIL: ALLOWABLE BEARING= PRESSURE = 3IZO psF ACTIVE SOIL PRESSURE = 40 pcf A-p ° ACTIVE SOIL PRESSURE(RESTRAINED) = 4F per� Stc�t�E PASSIVE SOIL PRESSURE _ pCf SOIL DENSITY = pcf COEFFICIENT OF FRICTION ❑ EXISTING NATURAL SOIL PER UBC TABLE 18 -1 -A SO 1 L S RE PORT BY: CO W-T" 0010 Q TE:�T7 PROJECT NUMBER: 10_ 54 I I DATED: I^ Zp - 4— .501L CLASSIFICATION: S M Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:01AM, 19 AUG 03 Description .3r Scope -Rev. 5601 oo Page 1 User KW- 0601024, Ver5.61, 25- Oct -2002 Cantile Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Softwar s.\ datal enercalc \enercalc \03 \j03055.ecw:FOUND Description 4' -0" CANT. RET. WALL Cri teria Soil Data j F Strengths & Dimensions Retained Height = 4.00 ft Allow Soil Bearing = 2,200.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Heel Active Pressure 64.0 Toe Width 1.25 ft Slope Behind Wall = 1.80: 1 Toe Active Pressure = 64.0 Heel Width = 1.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width Soil Density 120.00 pcf Water height over heel = 0.0 = y ft Footing Thickness 18.00 in FootingIlSoil Friction = 0.300 _ Wind on Stem = 0.0 psf Soil height to ignore Key Width _ 12.00 in 12.00 in for passive pressure = 0.00 in Key Depth _ Key Distance from Toe 1.25 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Su mmary Stem Construction I _T Stem Stem OK Total Bearing Load = 1,821 Ibs Design height ft= 0.00 ...resultant ecc. = 5.63 in Wall Material Above "Ht" = Masonry Thickness = 8.00 Soil Pressure @ Toe = 1,850 psf OK Rebar Size = # 7 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 16.00 Allowable = 2,200 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data - - - - ACI Factored @ Toe = 1,773 psf fb /FB + fa /Fa = 0.907 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 504.0 Footing Shear @ Toe = 5.8 psi OK Moment.... Actual ft-# = 681.3 Footing Shear @ Heel = 7.5 psi OK Moment..... Allowable = 751.4 Allowable = 85.0 psi Shear..... Actual psi = 13.1 Wall Stability Ratios Shear..... Allowable psi = 19.4 Overturning = 1.64 OK Sliding = 1.62 OK Bar Develop ABOVE Ht. in = 42.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 7.00 Lateral Sliding Force' = 906.3 Ibs Wall Weight = 78.0 less 100% Passive Force= - 1,125.0 Ibs Rebar Depth 'd' in= 3.81 - -- - -- -- -- less 100% Friction Force= - 546.2 Ibs fm Masonry Data psi= 1,500 Added Force Req'd = 0.0 Ibs OK Fs psi = 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Yes Footing Des ign Results J Special Inspection No Modular Ratio 'n' 25.78 Toe Heel Short Term Factor = 1.000 Factored Pressure = 1,773 0 psf Equiv. Solid Thick. in= 7.60 Mu': Upward 1,352 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward = 400 450 ft-# Concrete Data - - -- - - Mu: Design = 952 450 ft-# fc psi = Actual 1 -Way Shear = 5.82 7.53 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S ` Fr Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:01AM, 19 AUG 03 Description Scope Rev'. 560100 Page D User KW- 0601024,Ver 5.6.1, 25- Oct -2002 Cantileve Retaining Wall Des s:\ data \enercalc \en ercalc \03\103055 e w ' (c)1983 -2002 ENERCALC Engineering Software Description 4' -0" CANT. RET. WALL r— -- - -- - - - - - -- - - -- Summary of Overturning &_Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment It IDS ft Heel Active Pressure = 1,034.3 1.90 1,960.0 Soil Over Heel = 160.0 2.08 333.3 Toe Active Pressure = -128.0 0.67 -85.3 Sloped Soil Over Heel = 3.7 2.14 7.9 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = 75.0 0.63 46.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 351.0 1.58 555.8 Total = 906.3 O.T.M. = 1,874.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.64 Footing Weight = 506.2 1.13 569.5 Vertical Loads used for Soil Pressure = 1,820.5 Ibs Key Weight = 150.0 1.75 262.5 Vert. Component = 574.6 2.25 1,292.8 Vertical component of active pressure used for soil pressure Total = 1,820.5 Ibs R.M.= 3,068.7 Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:01AM, 19 AUG 03 Description Scope Rev: ssoloo Page 1 User KW- 0601024,Ver 5.6.1, 25- Oct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software s:\ data\ enercalc \enercalc\03 \j03055.ecw.FOUND Description STAIRS T -0" CANT. RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = 7.00 ft Allow Soil Bearing = 2,200.0 psf fc = 0 2,500 psi Fy = 60,000 psi /e Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As - 0.0018 Heel Active Pressure 40.0 Toe Width = 1.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 40.0 - Heel Width - 2.75 Height of Soil over Toe = 48.00 in Passive Pressure = 250.0 Total Footing Width = - 3.75 Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 18.00 in FootingIlSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width 0.00 in 0.00 in for passive pressure = 0.00 in Key Depth - Key Distance from Toe - 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 40.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning Used for Sliding & Overturning I Design Summary Stem Construction To Stem 2nd Stem OK Stem OK Total Bearing Load = 4,132 Ibs Design height ft= 2.67 0.00 ...resultant ecc. = 6.38 in Wall Material Above "Ht" = Masonry Masonry Soil Pressure @ Toe = 2,039 psf OK Thickness 8.00 12.00 # 5 # 5 Soil Pressure @ Heel = 165 psf OK Rebar Size = 2,200 Rebar Spacing 16.00 16.00 Allowable = psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data - - ACI Factored @ Toe = 2,467 psf fb /FB + fa /Fa = 0.615 0.853 ACI Factored @ Heel = 199 psf Total Force @ Section Ibs = 397.3 753.3 Footing Shear @ Toe = 6.8 psi OK Moment.... Actual ft - #= 650.5 2,186.7 Footing Shear @ Heel = 19.5 psi OK Moment..... Allowable ft-#= 1,058.0 2,563.0 Allowable = 85.0 psi Shear..... Actual psi = 7.1 7.7 Wall Stability Ratios Shear..... Allowable psi = 19.4 19.4 Overturning = 2.60 OK Sliding = 3.22 OK Bar Develop ABOVE Ht. in = 30.00 30.00 Sliding Calcs (Vertical Component Used) a. Bar Lap /Hook BELOW Ht. in- 30.00 6.06 Lateral Sliding Force 953.3 Ibs Wall Weight psf= 78.0 124.0 less 100% Passive Force= - 3,781.3 Ibs Rebar Depth 'd' in= 5.25 9.00 less 100% Friction Force= - 1,239.6 Ibs Masonry Data - - -- Added Force Req'd = 0.0 Ibs OK fm psi= 1,500 1,500 Fs psi = 24,000 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Yes Yes Footing Design Results Special Inspection No No Modular Ratio 'n' 25.78 25.78 Toe Heel Short Term Factor = 1.000 1.000 Factored Pressure = 2,467 199 psf Equiv. Solid Thick. in = 7.60 11.62 Mu' : Upward = 1,731 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward = 771 0 ft-# Concrete Data Mu: Design = 960 3,717 ft-# fc psi = Actual 1 -Way Shear = 6.77 19.46 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Spec'd Key: No key defined Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:01AM, 19 AUG 03 Description Scope : t ` Rev: 560100 Page 2 User: KW- 0601024, Ver5.6.1, 25- Oct -2002 Ca ntilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering software s:\ data\ enercalc \enercalc\03 \j03055.ecw:FOUND Description STAIRS 7-0" CANT. RET. WALL summaa of Overturn & Resistinq Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft Heel Active Pressure = 1,558.3 2.94 4,575.8 Soil Over Heel = 1,470.0 2.88 4,226.3 Toe Active Pressure = -605.0 1.83 - 1,109.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 70.0 2.88 201.3 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 — Load @ Stem Above Soil = Soil Over Toe = 480.0 0.50 240.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 707.8 1.41 998.9 Total = 953.3 O.T.M. = 3,466.7 Earth @ Stem Transitions= 173.2 1.83 317.5 Resisting /Overturning Ratio = 2.60 Footing Weight = 843.7 1.88 1,582.0 Vertical Loads used for Soil Pressure = 4,132.0 Ibs Key Weight = Vert. Component = 387.2 3.75 1,451.9 Vertical component of active pressure used for soil pressure Total = 4,132.0 Ibs R.M.= 9,017.9 Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:02AM, 19 AUG 03 Description Scope Rev: 560100 Page 1 User: KW-0601 024, Ver 5.6.1, 25 -Oct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERC Engineering Software s:\ datal enercalc \enercalc \03 \j03055.ecw:FOUND Description STAIRS 6' -6" CANT. RET. WALL Criteria S oil Data Footing Strengths & Dimensions Retained Height = 6.50 ft Allow Soil Bearing = 2,200.0 psf fc = 0 2,500 psi Fy = 60,000 psi /o Wall height above soil = 1.50 ft Equivalent Fluid Pressure Method Min. As = 0.0018 Heel Active Pressure 40.0 Toe Width - 1.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 40.0 - Heel Width - 2.50 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width = 3.56 Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 18.00 in FootingIlSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width 12.00 in 18.00 in for passive pressure = 0.00 in Key Depth - Key Distance from Toe - 2.50 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 40.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning Used for Sliding & Overturning Design Summary Stem Construction _ Top Stem 2nd Stem OK Stem OK Total Bearing Load = 3,549 lbs Design height ft= 3.33 0.00 ...resultant ecc. = 6.74 in Wall Material Above "Ht" = Masonry Masonry Toe = 1,991 psf OK Thickness 8.00 12.00 Soil Pressure @ p Rebar Size - # 5 # 6 Soil Pressure @ Heel = 37 psf OK Rebar Spacing = 16.00 16.00 Allowable = 2,200 psf Rebar Placed at = Center Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,419 psf fb /FB + fa /Fa = 0.451 0.725 ACI Factored @ Heel = 45 psf Total Force @ Section Ibs = 243.2 926.7 Footing Shear @ Toe = 9.7 psi OK Moment.... Actual ft-#= 279.4 2,111.7 Footing Shear@ Heel = 16.1 psi OK Moment..... Allowable ft-#= 619.4 2,911.7 Allowable = 85.0 psi Shear..... Actual psi = 6.1 9.6 Wall Stability Ratios Shear..... Allowable psi = 19.4 19.4 Overturning = 2.11 OK Sliding = 1.87 OK Bar Develop ABOVE Ht. in= 30.00 36.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 30.00 6.00 Lateral Sliding Force 1,306.7 Ibs Wall Weight psf= 78.0 124.0 less 100% Passive Force= - 1,531.3 Ibs Rebar Depth 'd' in= 3.81 9.00 less 100% Friction Force= - 1,064.8 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK Fs psi= 1,500 1,500 Fs psi= 24,000 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Yes Yes Special Inspection = No No Footi Design Results I Modular Ratio 'n' = 25.78 25.78 Toe Heel Short Term Factor = 1.000 1.000 Factored Pressure = 2,419 45 psf Equiv. Solid Thick. in = 7.60 11.62 Mu': Upward = 1,669 0 ft-# Masonry Block Type = Medium Weight Mu': Downward. = 312 3,115 ft-# Concrete Data - - Mu: Design = 1,357 3,115 ft-# fc psi= Actual 1 -Way Shear = 9.66 16.07 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = # 4 @ 12.00 in Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27. Title: GOULD RESIDENCE Job # JQ55c Dsgnr: SGK Date: 9:02AM, 19 AUG Description Scope Rev: 560100 -- -- -- — -- - -- — -- Pag, User: KW- 0601024, Ver5.6.1, 25- Oct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software s:\ data\ enercalc \enercalc \03 \j03055.ecw:d Description STAIRS 6' -6" CANT. RET. WALL Summary of Overturning & Res Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Mom Item Ibs ft ft-# Ib ft ft-4 Heel Active Pressure = 1,386.7 2.77 3,840.0 Soil Over Heel = 1,170.0 2.75 3,; Toe Active Pressure = -80.0 0.67 -513 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 60.0 2.75 1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 60.0 0.50 3C SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 777.2 1.42 1,105. Total = 1,306.7 O.T.M. = 3,786.7 Earth @ Stem Transitions= 126.8 1.83 232.: Resisting /Overturning Ratio = 2.11 Footing Weight = 787.5 1.75 1,378.1 Vertical Loads used for Soil Pressure = 3,549.4 Ibs Key Weight = 225.0 3.00 675.0 Vert. Component = 343.0 3.50 1,200.4 Vertical component of active pressure used for soil pressure Total = 3,549.4 Ibs R.M.= 8,003.6 Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:02AM, 19 AUG 03 Description : G Scope Rev: 560100 Page 1 User: Kw- 0601024, Ver 5.6.1, 25-Oct-2002 Restrained Retaining Wall Design (c)1983 -2002 E NERCALC Engineering Software s:\ data%enercalc lenercalc1031j03055.ecw:FOUND Description 11' -0" PATIO REST. RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = 11.00 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 2.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 13.00 ft Heel Active Pressure = 48.0 Toe Width = 1.00 ft Toe Active Pressure = 48.0 Heel Width = 4.25 Top Support Height 11.00 ft Passive Pressure = 250.0 Total Footing Width = 5.25 = _ Water height over heel - 0.0 ft _ Footing Thickness - 18.00 in Slope Behind Wall = 0.00: 1 FootingIlSoil Friction = 0.300 Height of Soil over Toe = 96.00 in Soil height to ignore Key Width 0.00 in Key Depth 0.00 in Soil Density = 120.00 pcf for passive pressure = 0.00 in _ Key Distance from Toe - 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Desig Summary 11 Masonry Stem Construction Total Bearing Load = 8,004 Ibs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 2.45 in Wall Weight = 124.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in Soil Pressure @ Toe = 1,881 psf OK Stem is FIXED to top of footing n Ratio (Es /Em) = 25.778 Soil Pressure @ Heel = 1,168 psf OK Block Type = Medium Weight No Special Inspection Allowable = 2,000 psf Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 2,633 psf Stem OK Stem OK Stem OK - ACI Factored @ Heel = 1,636 psf Design height = 11.00 ft 6.67 ft 0.00 ft Footing Shear@ Toe = 5.1 psi OK Rebar Size = # 5 # 5 # 7 Footing Shear @ Heel = 40.4 psi OK Rebar Spacing = 16.00 in 16.00 in 8.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Edge Reaction at Top = 407.2 Ibs Rebar Depth 'd' = 5.75 in 5.75 in 9.00 in Reaction at Bottom = 1,806.8 Ibs Design Data - -- Sliding Stability Ratio = 7.57 OK fb /FB + fa /Fa = 0.000 0.921 0.517 Sliding Calcs `' Moment.... Actual = 0.0 ft-# 1,132.7 ft-# 2,072.5ft -# Lateral Sliding Force = 1,806.8 Ibs t Moment..... Allowable = 1,229.9 ft-# 1,229.9 ft-# 4,0071 ft-# less 100% Passive Force= - 11,281.3lbs less 100% Friction Force= - 2,401.2 Ibs Shear Force @ this height = 0.0 Ibs 960.8 Ibs Added Force Req'd = 0.0 Ibs OK Shear..... Actual = 0.00 psi 10.52 psi ....for 1.5 : 1 Stability = 0.0 Ibs OK Shear..... Allowable = 19.36 psi 19.36 psi Footin Desi Results Rebar Lap Required = 25.00 in 25.00 in Toe eel Rebar embedment into footing = 6.00 in Factored Pressure = 2,633 1,636 psf Other Acceptable Sizes & Spacings: Mu': Upward = 1,995 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S * Fr Mu': Downward = 1,296 0 ft-# Heel: None Spec'd -or- Not req'd, Mu < S * Fr Mu: Design = 699 3,590 ft-# Key: No key defined -or- No key defined Actual 1 -Way Shear = 5.05 40.40 psi Allow 1 -Way Shear = 85.00 85.00 psi I Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & M Summary Fo r Footing : For Soil Pre C alcs Stem Shear @ Top of Footing = -960.8 Ibs Moment @ Top of Footing Applied from Stem = - 2,072.5 ft -# Heel Active Pressure = -846.0 Sliding Force = 1,806.8 Ibs Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = Ibs ft ft-# Net Moment Used For Soil Pressure Calculations Soil Over Toe = 960.0 Ibs 0.50 ft 480.Oft -# 1,636.0 ft-# Surcharge Over Toe = Ibs ft ft -# Stem Weight = 1,612.0 Ibs 1.50ft 2,418.0ft-# Soil Over Heel = 4,290.0 Ibs 3.63 ft 15,551.3ft -# Footing Weight = 1,141.9lbs 2.63 ft 2,997.4ft -# Total Vertical Force = 8,003.9 Ibs Base Moment = 19,374.2ft -# Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:02AM, 19 AUG 03 Description : to k tF Scope Rev 560100 Page 1 User. Kw- 0601024,Ver 5.6.1, 25- Oct-2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software s \ data \enercalc \enercalc \03 \j03055,ecw.FOUND Description 11' -0" PATIO CANT. RET. WALL Criteria Soil Data Footing Strengths &Dimensions Retained Height = 11.00 ft Allow Soil Bearing = 2,750.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 2.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Heel Active Pressure 40.0 Toe Width = 1.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 40.0 _ Heel Width - 4.25 Height of Soil over Toe = 96.00 in Passive Pressure = 250.0 Total Footing Width = = Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 18.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary S tem Construction - T op Stem 2nd 3rd Stem OK Stem OK Stem OK Total Bearing Load = 8,771 Ibs Design height ft= 8.00 4.00 0.00 ...resultant ecc. = 6.26 in Wall Material Above "Ht" = Masonry Masonry Masonry Soil Pressure @ Toe = 2,666 psf OK Thickness 8.00 12.00 12.00 # 5 # 5 # 7 Soil Pressure @ Heel = 675 psf OK Rebar Size - 2,750 Rebar Spacing - 16.00 16.00 16.00 Allowable = psf Rebar Placed at = Center Edge Edge Soil Pressure Less Than Allowable Design Data - - - - - -- -- - -- - -- - ACI Factored @ Toe = 3,325 psf fb /FB + fa /Fa = 0.291 0.726 0.843 ACI Factored @ Heel = 842 psf Total Force @ Section Ibs = 180.0 660.0 1,140.0 Footing Shear @ Toe = 8.2 psi OK Moment.... Actual ft - #= 180.0 1,860.0 5,460.0 Footing Shear @ Heel = 48.6 psi OK Moment..... Allowable ft- #= 619.4 2,563.0 6,477.9 Allowable 85.0 psi Shear ..... Actual psi = 4.5 6.7 12.0 Wall Stability Ratios Overturning 3.53 OK Shear..... Allowable psi= 19.4 19.4 38.7 = Sliding = 4.45 OK Bar Develop ABOVE Ht. in = 30.00 30.00 42.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 30.00 30.00 11.30 Lateral Sliding Farce 1,320.0 Ibs Wall Weight psf= 78.0 124.0 124.0 less 100% Passive Force= - 11,281.3 Ibs Rebar Depth 'd' in = 3.81 9.00 9.00 less 100% Friction Force= - 2,631.2 Ibs Masonry Data - Added Force Req'd = 0.0 Ibs OK psi= 1,500 1,500 1,500 Fs psi= 24,000 24,000 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Yes Yes Yes Footing Design Results Special Inspection No No Yes �H � Results Ratio'n' 25.78 25.78 25.78 Toe Heel Short Term Factor = 1.000 1.000 1.000 Factored Pressure = 3,325 842 psf Equiv. Solid Thick. in = 7.60 11.62 11.62 Mu': Upward = 2,444 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 1,296 0 ft - #. Concrete Data - - - - -_ - -- - - - -- - - -- -- - - - - - -- Mu: Design = 1,147 9,282 ft-# fc psi= Actual 1 -Way Shear = 8.21 48.58 psi Fy psi = Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Key Reinforcing = None Spec'd Key: No key defined Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:02AM, 19 AUG 03 Description N� cl Scope Rev 5601DO Page 2 User KW- D601024, Ver 5.61, 25 -Oct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software s:\ data \enercalc \enercalc \03 \j03055.ecw:FOUND Description 11' -0" PATIO CANT. RET. WALL Summary of Overturning & Resisting Forces & Moments nx nnnn A rsnn��we .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 3,125.0 4.17 13,020.8 Soil Over Heel = 4,290.0 3.63 15,551.3 Toe Active Pressure = - 1,805.0 3.17 - 5,715.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = 960.0 0.50 480.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,382.0 1.45 2,008.0 Total = 1,320.0 O.T.M. = 7,305.0 Earth @ Stem Transitions= 120.0 1.83 220.0 Resisting /Overturning Ratio = 3.53 Footing Weight = 1,181.2 2.63 3,100.8 Vertical Loads used for Soil Pressure = 8,770.6 Ibs Key Weight = Vert. Component = 837.3 5.25 4,396.0 Vertical component of active pressure used for soil pressure Total = 8,770.6 Ibs R.M.= 25,756.1 S Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:02AM, 19 AUG 03 -- Description Scope: Rev: 560100 User: KW- 0601024,Ver 5.6.1,25 -Oct -2002 Restrained Retaining Wall Design Page 1 (c)1983 -2002 ENERCALC Engineering Software s:\ data \enercalc \enercalc \03 \j03055.ecw:FOUND Description PLANTER 4' -6" REST. RET. WALL Criteria Soil Data Foo Strengths & Dimensions Retained Height = 4.50 ft Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.50 Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 5.00 ft Heel Active Pressure = 48.0 Toe Width = 0.50 ft Toe Active Pressure = 48.0 Heel Width = _ 1.75 Passive Pressure = 250.0 Total Footing idth = 2.25 Top Support Height = 4.50 ft Water height over heel = 0.0 ft g Footing Thickness = 18.00 in Slope Behind Wall = 0.00: 1 FootingIlSoil Friction = 0.300 Height of Soil over Toe = 6.00 in Soil height to ignore Key Width = 12.00 in Soil Density = 120.00 pcf for passive pressure = 0.00 in Key Depth 12.00 in Key Distance from Toe - 1.25 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem A Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -Used To Resist Sliding & Overturning .,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft F Applied to Stem Footing Type Line Load Base Above /Below Soil Axial Dead Load = 0.0 Ibs at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in j Design Summary Masonry Stem Construction N Total Bearing Load = 1,694 Ibs Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 0.64 in Wall Weight = 78.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ Toe = 860 psf OK Stem is FIXED to top of footing n Ratio (Es /Em) = 25.778 Soil Pressure @ Heel = 646 psf OK Block Type = Medium Weight No Special Inspection Allowable = 2,000 psf Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base o Wall ACI Factored @ Toe = 1,204 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 904 psf Design height = 4.50 ft 2.55 ft 0.00 ft Footing Shear @ Toe = 2.2 psi OK Rebar Size . _ # 7 # 7 # 7 Footing Shear @ Heel = 7.2 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 130.9 Ibs Rebar Depth 'd' = 3.81 in 3.81 in 3.81 in Reaction at Bottom = 847.1 Ibs Design Data Sliding Stability Ratio 1.93 OK fb /FB + fa /Fa = 0.000 0.210 0.454 Sliding Calcs Moment.... Actual = 0.0 ft-# 158.0 ft-# 341.3 ft-# Lateral Sliding Force = 847.1 Ibs Moment..... Allowable = 751.4 ft -# 751.4 ft-# 751.4 ft-# less 100% Passive Force= - 1,125.0 Ibs less 100% Friction Force= - 508.1 Ibs Shear Force @ this height = 0.0 Ibs 439.1 Ibs Added Force Req'd = 0.0 Ibs OK Shear..... Actual = 0.00 psi 11.43 psi ....for 1.5 : 1 Stability = 0.0 Ibs OK Shear..... Allowable = 19.36 psi 19.36 psi F D Results -� Rebar Lap Required = 35.00 in 35.00 in oe eel Rebar embedment into footing = 7.00 in Factored Pressure = 1,204 904 psf Other Acceptable Sizes & Spacings: Mu': Upward = 261 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S * Fr Mu': Downward = 89 891 ft-# Heel: None Spec'd -or- Not req'd, Mu < S * Fr Mu: Design = 172 891 ft-# Key: Not req'd, Mu < S * -or- Not req'd, Mu < S * Fr Actual 1 -Way Shear = 2.22 7.20 psi Allow 1 -Way Shear = 85.00 85.00 psi Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:02AM, 19 AUG 03 Description Scope Rev: 560100 Page 2 User: KW-0601024, Ver 5.6.1, 25 -0ct -2002 Restrained Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software s:\ data \enercalc \enercalc \03G03055.ecw: FOUND Description PLANTER 4' -6" REST. RET. WALL Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footing = -439.1 Ibs Moment @ Top of Footing Applied from Stem = -341.3 ft -# Heel Active Pressure = -408.0 Sliding Force = 847.1 Ibs Surcharge Over Heel = 54.2 Ibs 1.71 ft 92.5ft -# Axial Dead Load on Stem = Ibs ft ft-# Net Moment Used For Soil Pressure Calculations Soil Over Toe = 30.0 Ibs 0.25 ft 7.5ft -# 90.3 ft -# Surcharge Over Toe = Ibs ft ft -# Stem Weight = 390.0 Ibs 0.83 ft 325.Oft -# Soil Over Heel = 585.0 Ibs 1.71 ft 999.4ft -# Footing Weight = 634.4lbs 1.15ft 731.8ft -# Total Vertical Force = 1,693.5lbs Base Moment = 1,814.9ft -# Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:03AM, 19 AUG 03 Description Scope Rev 560100 - Page 1 User Kw- 0601024, Ver5.61, 25 -Oct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software s:\data\ enercalc \enercalc \03\j03055.ecwFOUND' Description PLANTER 4' -6" CANT. RET. WALL Criteria So il Data Footing Strengths & Dimensions Retained Height = 4.50 ft Allow Soil Bearing = 2,750.0 psf fc = 0 /o 2,500 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As - 0.0018 Heel Active Pressure 40.0 Toe Width = 0.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 40.0 _ Heel Width - 1.75 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 18.00 in FootingIlSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width 12.00 in 12.00 in for passive pressure = 0.00 in Key Depth _ Key Distance from Toe - 1.25 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 50.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning Used for Sliding & Overturning Design Summary Stem Construction Top stem Stem OK Total Bearing Load = 1,908 Ibs Design height ft= 0.00 ...resultant ecc. = 7.19 in Wall Material Above "Ht" = Masonry Soil Pressure @ Toe = 2,419 psf OK Thickness 8.00 Soil Pressure @ Heel = 0 psf OK Rebar Size - # 7 2,750 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,044 psf fb /FB + fa /Fa = 0.826 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 475.0 Footing Shear @ Toe = 6.2 psi OK Moment.... Actual ft-# = 775.4 Footing Shear @ Heel = 9.1 psi OK Moment..... Allowable = 939.3 Allowable = 85.0 psi Shear ..... Actual psi = 12.4 Wall Stability Ratios Shear..... Allowable psi = 24.2 Overturning = 1.60 OK Sliding = 2.07 OK , Bar Develop ABOVE Ht. in = 42.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 7.00 Lateral Sliding Force = 740.0 Ibs Wall Weight = 78.0 less 100% Passive Force= - 1,125.0 Ibs Rebar Depth 'd' in= 3.81 less 100% Friction Force= - 572.5 Ibs Masonry Data - Added Force Req'd = 0.0 Ibs OK fm psi= 1,500 Fs psi = 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting = Yes Footing Design Results Special Inspection = No Modular Ratio 'n' = 25.78 Toe Heel Short Term Factor = 1.250 Factored Pressure = 3,044 0 psf Equiv. Solid Thick. in = 7.60 Mu': Upward = 581 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 89 1,247 ft-# Concrete Data Mu: Design = 492 1,247ft-# fc psi= Actual 1 -Way Shear = 6.21 9.08 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:03AM, 19 AUG 03 Description Scope Rev: 560100 Page 2 User: KW-0601024, Ver 5.6 1, 25 -0ct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engi neering Software s:\ datalenercalc lenercalc103ij03055.ecw:FOUND Description PLANTER 4' -6" CANT. RET. WALL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft # Ibs ft ft-# Heel Active Pressure = 820.0 2.12 1,740.0 Soil Over Heel = 585.0 1.71 999.4 Toe Active Pressure = -80.0 0.67 -53.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 54.2 1.71 92.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = 30.0 0.25 7.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 390.0 0.83 325.0 Total = 740.0 O.T.M. = 1,686.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 1.60 Footing Weight = 506.2 1.13 569.5 Vertical Loads used for Soil Pressure = 1,908.3 Ibs Key Weight = 150.0 1.75 262.5 Vert. Component = 192.9 2.25 434.1 Vertical component of active pressure used for soil pressure Total = 1,908.3 Ibs R.M.= 2,690.5 Title : GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:03AM, 19 AUG 03 Description Scope IFF L 0100 Page UND 1 W- 0601024,Ver5 61,25 -Oct -2002 Masonry Column Desi 2002 ENERCALC Engineering Software s:\ datal enercalc lenercalc \03�j03055.ecw:FO Description STEEL COL TO PILASTER General Information Calculations are designed to 1997 UBC Requirements Column Height 4.000 ft fm 1,500.00 psi Seismic Factor 0.3000 Width 12.000 in Fs 24,000.00 psi Seismic Zone 4 Depth 12.000 in Em = fm ` 750.0 Wall Density 125.000 pcf Column Area 144.00 in2 Load Duration Factor 1.330 Rebar Size 5 No Special Inspection Bar Count Each Face 1 ...rebar area 0.310 in2 Rebar Depth 3.000 in Applied Loads Vertical Load Lateral Load 0.00 #/ft Dead Load 4.50 k ..distance to bottom 0.000 ft Live Load 0.50 k ..distance to top 0.000 ft eccentricity 0.000 in Load Type Seismic Load Type Floof Wind Lo 0.00 psf Design Values Allowable Steel Tension 24,000.00 psi np 0.22198 j 0.83989 Fa: [.25'fm'Aseff'(.5 w/o sp. insp.)" (.5 if thk < 12 ") k 0.48032 2 /kj 4.95761 + .65 ` as ' Fsc] ' [1- (h' /l40r) ^2] 252.01 psi n 25.778 Fb:Masonry: 0.33'fm'(.5 w/o sp. insp) <= 2000 247.50 psi E 1,125,000 psi in Max Allow Moment w/o Axial Load 449.31 ft -# Max. Allow Axial Load w/o Moment 36.29 k Load Combinations & Stress Details Summary Bending Stresses Maximum of Moment Axial Steel Masonry Axial Stress fb /Fbo+rfa/Fa Top of Wall ft -# Ibs psi psi psi fs / Fs Dead + Live Load 0.0 5,000.0 0.0 0.00 34.72 0.1378 Btwn Base & Top of Wall Dead + Live + Wind 0.0 5,250.0 0.0 0.00 36.46 0.1447 Dead + Lives+ Seismic 75.0 5,250.0 1,152.2 41.31 36.46 0.3116 Summary Column Design OK 4ft high column, Width= 12.000in, Depth= 12.000in Using 1 - #5 bars at 'd' = 3 +00in Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress 41.31 psi Steel Bending Stress 1,152.22 psi Masonry Axial Stress 36.46 psi Combined Stress Ratio 0.3116 < 1.3300 (allowable) Summary of Loads & Moments Vertical Loads... Lateral Loads... Total DL @ Top 4.50 k 0.50 k Wind + Lateral 0.00 #/ft Mid - Height DL + LL 4.75 k 0.50 k Seismic + Lateral 37.50 #/ft Combined Moments... Top DL + LL 0.00 ft-# Mid: DL + LL + Wind 0.00 ft-# Mid: DL + LL + Seismic 75.00 ft-# Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:03AM, 19 AUG 03 Description : 7/ Scope : s � Rev: 560100 Page 1 User KW- 0601024,Ver 5.6.1, 25 -Oct -2002 Restrained Retaining Wall Design (c)1983 -2002 ENERC Engineering Software s:\ datalenercaic \enercalc \03 \j03055.ecw:FOUND Description 8' -0" HOUSE REST. RET. WALL Criteria J Soil Data Footing Strengths & Dimensions Retained Height = 8.00 ft Allow Soil Bearing = 2,200.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0 .00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Total Wall Height = 8.00 ft Heel Active Pressure = 48.0 Toe Width = 2.00 ft Toe Active Pressure = 48.0 Heel Width = 2.00 Passive Pressure = 250.0 Total Footing idth = 4.00 Top Support Height = 8.00 ft Water height over heel = 0.0 ft g _ Footing Thickness - 18.00 in Slope Behind Wall = 0.00: 1 FootingIlSoil Friction = 0.300 Height of Soil over Toe = 6.00 in Soil height to ignore Key Width 0.00 in Soil Density = 120.00 pcf for passive pressure = 0.00 in Key Depth _ 0.00 in Key Distance from Toe - 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in �. Surcharge Loads uniform Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs >>>NOT Used To Resist Sliding & Overturn ..Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning _ Wall to Ftg CL Dist = 0 -00 ft Axial Load Applied to Stem Footing Type Line Load Base Above /Below Soil Axial Dead Load = 310.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 390.0 Ibs Axial Load Eccentricity = 4.0 in Design Sum mary �Masonry Stem Construction Total Bearing Load = 3,642 Ibs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 1.36 in Wall Weight = 124.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in Soil Pressure @ Toe = 756 psf OK Stem is FIXED to top of footing n Ratio (Es /Em) = 25.778 Soil Pressure @ Heel = 1,065 psf •OK Block Type = Medium Weight No Special Inspection Allowable = ' 2,200 psf Solid Grouted Mmax Between Soil Pressure Less Than Allowable . @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,083 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,525 psf Design height = 8.00 ft 4.18 ft 0.00 ft Footing Shear @ Toe = 9.1 psi OK Rebar Size = # 5 # 5 # 6 Footing Shear @ Heel = 9.5 psi OK Rebar Spacing = 16.00 in 16.00 in 8.00 in Allowable = 85.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 350.9 Ibs Rebar Depth 'd' = 9.00 in 9.00 in 9.00 in Reaction at Bottom = 1,809.1 Ibs Design Data fb /FB + fa /Fa = 0.091 0.258 0.416 Sliding Calcs Slab Resists All Sliding I Moment.... Actual = 233.3 ft-# 661.3 ft-# 1,520.8ft -# Lateral Sliding Force = 1,809.1 Ibs Moment..... Allowable = 2,563.0 ft -# 2,563.0 ft-# 3,659.9ft-# Shear Force @ this height = 0.0 Ibs 1,179.1 Ibs Shear..... Actual = 0.00 psi 12.66 psi Shear..... Allowable = 19.36 psi 19.36 psi Footing Design Res ults Rebar Lap Required = 25.00 in 25.00 in Toe eel Rebar embedment into footing = 6.00 in Factored Pressure = 1 1,525 psf Other Acceptable Sizes & Spacings: Mu': Upward = 0 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ' Fr Mu': Downward = 0 1,296 ft-# Heel: None Spec'd -or- Not req'd, Mu < S * Fr Mu: Design = 1,318 1,296 ft-# Key: No key defined -or- No key defined Actual 1 -Way Shear = 9.13 9.53 psi Allow 1 -Way Shear = 85.00 85.00 psi Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:06AM, 19 AUG 03 Description Scope Rev: 560100 - - - - - Page 1 User: KW- 0601024,Ver5.6.1,25 -Oct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 E NERCALC Engineering Software s:l data\ enercalc \enercalc1031j03055.ecw:FOUND Description 8' -0" HOUSE CANT. RET. WALL Criteria Soil Data I Footing Strengths & Dimensions Retained Height = 8.00 ft Allow Soil Bearing = 2,750.0 psf fc = 0 /o 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As - 0.0018 Heel Active Pressure 40.0 Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 40.0 - Heel Width - 2.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 18.00 in FootingIlSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width 0.00 in 0.00 in for passive pressure = 0.00 in Key Depth = Key Distance from Toe 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial L oad Applied to Stem Axial Dead Load 310.0 Ibs Axial Load Eccentricity = 4.0 in Axial Live Load 390.0 Ibs Design Summary ' Stem Constr uction Top stem 2nd Stem OK Stem OK Total Bearing Load = 4,058 Ibs Design height ft = 3.33 0.00 ...resultant ecc. = 8.66 in Wall Material Above "Ht" = Masonry Masonry Soil Pressure @ Toe = 2,116 psf OK Thickness 8.00 12.00 5 # 6 Soil Pressure @ Heel = 0 psf OK Rebar Size _ # 2,750 Rebar Spacing 16.00 8.00 Allowable = psf Rebar Placed at = Edge Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,534 psf fb /FB + fa /Fa = 0.769 0.859 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 436.2 1,275.0 Footing Shear @ Toe = 16.9 psi OK Moment.... Actual ft-#= 912.3 3,645.8 Footing Shear @ Heel = 14.3 psi OK Moment..... Allowable ft- #= 1,322.4 4,574.9 Allowable = 85.0 psi Shear..... Actual psi = 10.6 13.7 Wall Stability Ratios Shear..... Allowable psi = 24.2 24.2 Overturning = 1.79 OK Sliding, = 0.89 UNSTABLE! Bar Develop ABOVE Ht. in = 30.00 36.00 Sliding Sla�Resists All Sliding ! Bar Lap /Hook BELOW Ht. in = 30.00 6.00 Lateral Sliding Force = 1,725.0 Ibs Wall Weight psf= 63.0 124.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data -- fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = No No o oting Design Results Special Inspection No No - Fo oting Modular Ration' 25.78 25.78 Toe Heel Short Term Factor = 1.250 1.250 Factored Pressure = 27534 0 psf Equiv. Solid Thick. in= 5.80 11.62 Mu': Upward = 5,160 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 1,010 2,118 ft-# Concrete Data - -- -- -- - -- - Mu: Design = 4,150 2,118 ft-# fc psi= Actual 1 -Way Shear = 16.95 14.26 psi Fy psi= Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 0.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:06AM, 19 AUG 03 Description Scope Rev: 560100 Page 2 User: KW- 0601024,Ver 5.6.1 25 -Oct -2002 Cantilevered Retaining Wall Design _ (c)1983 -2002 ENERCAL Engineering Software s:\ data \enercalc \enercalc \03 \j03055.ecw:FOUND Description 8' -0" HOUSE CANT. RET. WALL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,805.0 3.17 5,715.8 Soil Over Heel = 960.0 3.50 3,360.0 Toe Active Pressure = -80.0 0.67 -53.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 310.0 2.17 671.7 Load @ Stem Above Soil = Soil Over Toe = 120.0 1.00 120.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 707.1 2.43 1,718.8 Total = 1,725.0 O.T.M. = 5,662.5 Earth @ Stem Transitions= 186.8 2.83 529.3 -- Resisting /Overturning Ratio = 1.79 Footing Weight = 900.0 2.00 1,800.0 Vertical Loads used for Soil Pressure = 4,057.6 Ibs Key Weight = Vert. Component = 483.6 4.00 1,934.6 Vertical component of active pressure used for soil pressure Total = 3,667.6 Ibs R.M.= 10,134.3 Title: GOULD RESIDENCE Job # J03055c Dsgnr: SGK Date: 9:07AM, 19 AUG 03 Description Scope 00 Page 1 Rev: 5601 User: KW- 0601024ver 5.6.1, 25 -opt -2002 Restrained Retaining Wall Design s:\ data\ enercalc \enercalc\03 \j03055ecw:FOUND (c)1983 -2002 ENEkALC Engineering Software Description 4' -0" HOUSE REST. RET. WALL Criteria Soil Data Footing Strengths & Dimensions Retained Height = 4.00 ft Allow Soil Bearing = 2,200.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 Equivalent Fluid Pressure Method Min. As % - 0.0014 Total Wall Height = 4.00 ft Heel Active Pressure _ 48.0 Toe Width = 1.00 ft Toe Active Pressure 48.0 Heel Width = 1.00 Passive Pressure = 250.0 Total Footing Width = 2.00 Top Support Height = 4.00 ft Water height over heel = 0.0 ft = Footing Thickness 18.00 in Slope Behind Wall = 0.00 : 1 FootingIjSoil Friction = 0.300 Key Width = 0.00 in Height of Soil over Toe = 6.00 in Soil height to ignore Key Depth = 0.00 in Soil Density = 120.00 pcf for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Wind on Stem = 0.0 psf Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs > >NOT Used To Resist Sliding & Overturn ...Height to Top = 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity - 0.00 in NOT Used for Sliding & O verturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above /Below Soil = 0.0 ft Axial Dead Load = 310.0 Ibs at Back of Wall Axial Live Load = 390.0 Ibs Axial Load Eccentricity = 4.0 in Design Summary Mason Stem Construction Total Bearing Load = 1,667 Ills Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 0.86 in Wall Weight = 78.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Stem is FIXED to top of footing n Ratio (Es /Em) = 25.778 Soil Pressure @ Toe = 653 psf OK Soil Pressure @Heel 1,014 'psf OK Block Type = Medium Weight No Special Inspection =; Allowable 2,200 psf Solid Grouted Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 961 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,490 psf Design height = 4.00 ft 1.38 ft 0.00 ft Footing Shear @ Toe 4.0 psi OK Rebar Size = # 7 # 7 # 7 Footing Shear @ Heel = 1.9 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 85.0 psi Rebar Placed at = Center Center Center Reaction at Top = 164.3 Ibs Rebar Depth 'd' = 3.81 in 3.81 in 3.81 in Reaction at Bottom = 555.7 Ibs Design Data - fb /FB + fa /Fa = 0.311 0.071 0.116 Sliding Calcs Slab Resists All Sliding I Moment.... Actual = 233.3 ft -# 53.2 ft-# 87.2 ft-# Lateral Sliding Force = 555.7 Ibs Moment..... Allowable = 751.4 ft-# 751.4 ft-# 751.4 ft -# Shear Force @ this height = 0.0 Ibs 213.7lbs Shear..... Actual = 0.00 psi 5.56 psi Shear..... Allowable = 19.36 psi 19.36 psi FOOtin Desi n Results Rebar Lap Required - 35.00 in 35.00 in °" 9 Toe eel Rebar embedment into footing = 7.00 in Factored Pressure = 961 1,490 psf Other Acceptable Sizes & Spacings: Mu': Upward = 724 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S . Fr Mu': Downward = 272 123 ft-# Heel: None Spec'd -or- Not req'd, Mu < S " Fr Mu: Design = 452 123 ft-# Key: No key defined -or- No key defined Actual 1 -Way Shear = 3.99 1.89 psi Allow 1 -Way Shear = 85.00 85.00 psi NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText NoText