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BPOL2021-0368
Description: ASHER/[2] COURT YARD WATER FEATURES Type: POOL CONSTRUCTION Subtype: Status: FINALED Applied: 11/9/2021 ECON (WEB) Approved: 11/23/2021 JAN Parcel No: 767680047 Site Address: 53804 ROSS AVE LA QUINTA,CA 92253 Subdivision: TR 33076-1 Block: Lot: 42 Issued: 11/24/2021 AHI Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: 11/23/2022 JAN Valuation: $100,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 PHONE Details: COURTYARD WATER FEATURE AND SIDE YARD WATER FEATURE TWO DROWNING SAFETY FEATURES AND BARRIERS REQUIRED TO BE INSTALLED AT PRE -PLASTER INSPECTION. PLEASE PROVIDE WET STAMPED POOL ENGINEERING SHEET ON SITE FOR INSPECTION FIELD VERIFY. NEW EQUIPMENT MUST BE LOCATED IN AN APPROVED LOCATION EITHER WITHIN THE REAR YARD SETBACK OR 5' MINIMUM FROM THE SIDE P/L--FIELD VERIFY. 2019 CALIFORNIA BUILDING CODE. 364 14 ?applied to Approved Approved to Issued Issued to Finaled Printed: Friday, June 23, 2023 4:18:37 PM 1 of 6 WSYSiEMS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT F P D SERVICES INC DBA STOKER POOLS 43653 Parkway Esplanade East La Quinta CA 92253 ( Printed: Friday, June 23, 2023 4:18:37 PM 1 of 6 WSYSiEMS DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY CLTD DATE DATE BY BSAS SB1473 FEE 101-0000-20306 0 $4.00 $4.00 11/24/21 WEB9980 63389068733 CREDIT 820132 ECON SIDE OF DWELLING. EXCLUDES UNDERGROUND PLBG DCL 1/6/2022 1/6/2022 Total Paid for BUILDING STANDARDS ADMINISTRATION $4.00 $4.00 BSA: DETACHED SPA/WATER APPROVED UNDERGROUNDS FOR WEST WATER 633808733 101-0000-42404 0 $208.41 $208.41 11/24/21 WEB9980 CREDIT 820132 ECON FEATURE/OTHER PARTIALLY 96 UNDERGROUND ELEC DCL 1/6/2022 SWIMMING SIDE OF DWELLING. EXCLUDES WEST APPROVED POOL/SPA/WATER 101-0000-42404 0 $208.41 $208.41 11/24/21 WEB9980 633808733 CREDIT 820132 ECON 96 FEATURE SWIMMING POOL/SPA/WATER 101-0000-42600 0 $113.38 $113.38 11/24/21 WEB9980 633808733 CREDIT 820132 ECON 96 FEATURE PC Total Paid for POOL / SPA 2021: $530.20 $530.20 RECORDS 101-0000-424160 $11.00 $11.00 11/24/21 WEB9980 633808733 CREDIT 820132 ECON MANAGEMENT FEE 96 Total Paid for RECORDS MANAGEMENT FEE: $11.00 $11.00 TECHNOLOGY 502-0000-436110 $5.00 $5.00 11/24/21 WEB9980 633808733 CREDIT 820132 ECON ENHANCEMENT FEE 96 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 $5.00 dft $550.20 Printed: Friday, June 23, 2023 4:18:37 PM 2 of 6 RWSYSiEMS SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED RESULT REMARKS NOTES DATE DATE - FROM COURTYARD FEATURE TO WEST PARTIALLY SIDE OF DWELLING. EXCLUDES UNDERGROUND PLBG DCL 1/6/2022 1/6/2022 APPROVED UNDERGROUNDS FOR WEST WATER FEATURE. - FROM COURTYARD FEATURE TO WEST PARTIALLY UNDERGROUND ELEC DCL 1/6/2022 1/6/2022 SIDE OF DWELLING. EXCLUDES WEST APPROVED WATER FEATURE UNDERGROUNDS. Printed: Friday, June 23, 2023 4:18:37 PM 2 of 6 RWSYSiEMS Printed: Friday, June 23, 2023 4:18:37 PM 3 of 6 WSYSiEMS 1/12/2022 12:46 PM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA PARTIALLY eTRAKiT Inspection STOKER POOLS PRE-GUNITE DCL 1/13/2022 1/13/2022 APPROVED Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM - COURTYARD WATER FEATURE ONLY. 8/10/2022 9:25 AM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA UNDERGROUND PLBG DCL 8/11/2022 8/11/2022 APPROVED eTRAKiT Inspection STOKER POOLS Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM 8/10/2022 9:25 AM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA DISAPPROVE eTRAKiT Inspection STOKER POOLS UNDERGROUND ELEC DCL 8/11/2022 8/11/2022 D Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM - UNDERGROUND RUNS INCOMPLETE. Printed: Friday, June 23, 2023 4:18:37 PM 3 of 6 WSYSiEMS Printed: Friday, June 23, 2023 4:18:37 PM 4 of 6 WSYSiEMS 8/10/2022 9:25 AM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA STOKER POOLS Site Address: 53804 ROSS AVE Phone:7607721111 PRE-GUNITE DCL 8/11/2022 8/11/2022 DISAPPROVE eTRAKiT Inspection a -Mail: ACCOUNTING@STOKERPOOLS.COM D Request - REFER TO DETAIL C, SP -4.1. STEEL REINFORCEMENT NOT PER DETAIL. NUMBER FIVE BARS REQUIRED 12" ON CENTER, EACH WAY AT TROUGH. NUMBER FIVE VERTICAL BARS AT 24" ON CENTER MISSING FOR CMU CONSTRUCTION. 8/11/2022 9:43 AM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA UNDERGROUND PLBG JFU 8/12/2022 8/12/2022 APPROVED eTRAKiT Inspection STOKER POOLS Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM 8/11/2022 9:43 AM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA UNDERGROUND ELEC JFU 8/12/2022 8/12/2022 APPROVED eTRAKiT Inspection STOKER POOLS Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM Printed: Friday, June 23, 2023 4:18:37 PM 4 of 6 WSYSiEMS - &0 PARENT PROJECTS REVIEWS REVIEW TYPE REVIEWER 8/11/2022 9:43 AM F P D SERVICES INC DBA RETURNED r STATUS DATE REMARKS F I STOKER POOLS Contact Name: F P D SERVICES INC DBA eTRAKiT Inspection STOKER POOLS PRE-GUNITE JFU 8/12/2022 8/12/2022 APPROVED Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM PREVIOUS COMMENTS RESOLVED. 8/12/2022 10:47 AM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA eTRAKiT Inspection STOKER POOLS DECK BOND DCL 8/15/2022 8/15/2022 APPROVED Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM - SOUTHWEST SIDE YARD WATER FEATURE. 11/22/2022 3:21 PM F P D SERVICES INC DBA STOKER POOLS Contact Name: F P D SERVICES INC DBA FINAL" JAN 11/23/2022 11/23/2022 APPROVED eTRAKiT Inspection STOKER POOLS Request Site Address: 53804 ROSS AVE Phone:7607721111 e -Mail: ACCOUNTING@STOKERPOOLS.COM - &0 PARENT PROJECTS Printed: Friday, June 23, 2023 4:18:37 PM 5of6 CRWSYSTEMS REVIEWS REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED r STATUS DATE REMARKS F I Printed: Friday, June 23, 2023 4:18:37 PM 5of6 CRWSYSTEMS E1ST B T (1 DAY) I JULIO ANAYA I 11/9/2021 I 11/10/2021 I 11/23/2021 I APPROVED Printed: Friday, June 23, 2023 4:18:37 PM 6 of 6 WSYSiEMS Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED LOT DOC 11/9/2021 Etrakit Contractor 1ST SUBMITTAL PLAN 42A_WF_PLANS _COMP 1 SET LETE_Spire stamped 110821.pdf Calc 21SPR135 Lot 42A DOC 11/9/2021 Etrakit Contractor 1ST SUBMITTAL Water Features 110821 1 STRUCTURAL CALCS PC.pdf DOC 11/24/2021 JULIO ANAYA SITE PLAN BPOL2021-0368 - SITE 0 (APPROVED).pdf PLAN (APPROVED).pdf BPOL2021-0368 - DOC 11/24/2021 JULIO ANAYA STRUCTURAL CALCS STRUCTURAL CALCS 1 (APPROVED) (APPROVED).pdf Printed: Friday, June 23, 2023 4:18:37 PM 6 of 6 WSYSiEMS 3 iOI,Z ..90 N a Nim C B P �a t x / BPOL2021-0368 CI TY OF LA QU N TA a \ RopFR,y J BUILD NGC! VI SON POOL AND SPA ON SEPARATE PERMIT REV] EVED FOR X COLE CMLI AV CE A By: J.ANAYA DmE: 11/23/2021 SP -3.0 X COURT YARD WATER FEATURE AND SIDE YARD WATER FEATURE X TWO DROWNING SAFETY FEATURES AND BARRIERS REQUIRED° TO BE INSTALLED AT PRE -PLASTER INSPECTION. PLEASE x \ \� ,.�/ 1 49'-0" X 11'-6" 12._ 2,. 15'-4" 4 PROVIDE WET STAMPED POOL ENGINEERING SHEET ON SITE \ FOR INSPECTION FIELD VERIFY. NEW EQUIPMENT MUST BE I <v LOCATED IN AN APPROVED LOCATION EITHER WITHIN THE REARS°e I \ YARD SETBACK OR 5 MINIMUM FROM THE SIDE P/L--FIELD IW\ VERIFY. 2019 CALIFORNIA BUILDING CODE. X / X��i � \ xa B x / I \ � \ SWIMMING POOL. A / l \ g9M x (.0 d. cd \ ie BAJA. v X [ I t rr o co // /E I / X Tmr,, CL�X 1 99'-3 i X® iEa / I CABANA. i \ x Ia -------------- \-� ------ --W x 3" PE GAS LINE WITRACERF I R E P I T. / Ia 'I-, X WIRE +/- 94'LONG / xgg X p� - \ --------e -- — — X x X X fi X x X / I RESIDENCE I G % I X I I PORCH. X / A J x1s / P-4. / X V xw } I 4 ws§ CARPORT.a o o MECH. X X e x \\ I O A X / W i SP -4.1 i W i i \ i W i W i W W i W i i i i i i W i i i W i i i i Xa L — i W i W i i O MECH. i i F X SITE PLAN i i i x co x Q SCALE: 1/16"=1'-0" W XCC WATER SPEC'S POOL SPA INF. THROUGH SIZE 29'-6"x84'-0" SIZE 10'-9"x 14'-3" SIZE 18"x 100'-0" DEPTH 7"-4'-0" TO 4'-10" DEPTH 4'-3" DEPTH 24" ERIMETER 228 I.F. PERIMETER 50 I.F. PERIMETER N � O � 0 Ln N O N 0 cc N Z#Z w J TQ � �'i■I� O O p 0CD 0 � O i W U Z W vJ W N N LU Q � U O �z � o � oo C'1 0 J Lo Q Z Q 0— Lu revisions date 0 0 203 I.F. AREA 21,44 S.F. AREA 153 S.F. AREA 150 S.F. VOLUME 68,000 GAL. VOLUME 3,400 GAL. VOLUME 1,700 GAL. OVERFLOW REQUIRES 684 GPM MAX. 342 GPM MIN. no. SCALE: 1/16"=l' -O" revisions date 0 0 DWN BY: ZB DATE: 10-21-2021 SHEET: SP -2.0 a a/ C SP -4.0 LINE OF "VALANCE" TO HIDE RAIN CURTAIN 2X EX (E) HOL CONT. 1 #31 #3 V 12" OC RO DEEPEND E. FOOTING TC SURCHARG FEATURE PI STRUCTURI WATER FEATURE 1 PLAN q� PORCELAIN STONE CU RA 151 /ALL \LL EEL Y 1: ABI[\ TOM RAIN FALLS DE W/ (2) 1-1/2" PVC LINES G EACH HARDY BACKER LED STRIP LIGHTS CONTINUOUS BOTH SIDES 3/8" PORCELAIN TILE 1/4"x3 STEEL BRACKET PRIOR TO INSTALLATION OF TILE -APPLY 2 COATS MIRAFLEX WATER PROOFING ENTIRE SURFACE UNDER RAIN CURTAIN TYP. APPLICATION AT EXTERIOR WALL 7/8" LATH. SCRATCH & BROWN COAT SECTION SCALE: 1/2" = 1'-0" WATER FEATURE 1 PLUMBING PLAN g SCALE: ,/: _V-0" � Cl N OF LA QU N TA BU LEI N GCI VI S ON REM EVIED FCR COLE COWLI M CE ar: J.ANAYA ogE: 11/23/2021 C B P F - 2" PVC FROM F-04 I AF 3/4" PVC TO ANTI -SIPHON I /Q�tOF ESS /ON9l S G �l s No. S5659 *\ RUCTURP�j OF CALIF N N � O rC O c Ln N pN00 �0-) W �w J O O E O w�� 0 O t. SIL 4-1 .,, O Ui co o o i Ln c \� QDJQ) � O un Lu U Z W 0 c/) 00 W LO N Lj N >cy) Q Q U N U) U) O I..L Z MO W (�yq O V J LO Q W Q I ' I LU■. . (D I..L a JW Z LL W no. revisions date 1/211-11-011 DWN BY: ZB 0 11-03-2021 I 0 F- — — — — — — — — — — — — — — — — — — — — — — — — — — 0 0 I 8" 1'-6" 1/4"x3"x9" STEEL BRACKET EVERY 12" TYP. 11'-2" (2) CUE 5'-6" W I FEEDII` 1'-6" 8" it 41 2X EX (E) HOL CONT. 1 #31 #3 V 12" OC RO DEEPEND E. FOOTING TC SURCHARG FEATURE PI STRUCTURI WATER FEATURE 1 PLAN q� PORCELAIN STONE CU RA 151 /ALL \LL EEL Y 1: ABI[\ TOM RAIN FALLS DE W/ (2) 1-1/2" PVC LINES G EACH HARDY BACKER LED STRIP LIGHTS CONTINUOUS BOTH SIDES 3/8" PORCELAIN TILE 1/4"x3 STEEL BRACKET PRIOR TO INSTALLATION OF TILE -APPLY 2 COATS MIRAFLEX WATER PROOFING ENTIRE SURFACE UNDER RAIN CURTAIN TYP. APPLICATION AT EXTERIOR WALL 7/8" LATH. SCRATCH & BROWN COAT SECTION SCALE: 1/2" = 1'-0" WATER FEATURE 1 PLUMBING PLAN g SCALE: ,/: _V-0" � Cl N OF LA QU N TA BU LEI N GCI VI S ON REM EVIED FCR COLE COWLI M CE ar: J.ANAYA ogE: 11/23/2021 C B P F - 2" PVC FROM F-04 I AF 3/4" PVC TO ANTI -SIPHON I /Q�tOF ESS /ON9l S G �l s No. S5659 *\ RUCTURP�j OF CALIF N N � O rC O c Ln N pN00 �0-) W �w J O O E O w�� 0 O t. SIL 4-1 .,, O Ui co o o i Ln c \� QDJQ) � O un Lu U Z W 0 c/) 00 W LO N Lj N >cy) Q Q U N U) U) O I..L Z MO W (�yq O V J LO Q W Q I ' I LU■. . (D I..L a JW Z LL W no. revisions date 1/211-11-011 DWN BY: ZB 0 11-03-2021 SHEET: SP -4.0 0 0 0 0 0 SCALE: 1/211-11-011 DWN BY: ZB DATE: 11-03-2021 SHEET: SP -4.0 LINE OF "VALANCE" TO F HIDE RAIN CURTAIN ��C"tB P WATER FEATURE 2 PLAN (q) SCALE: 3/8" = 1'-0" '\� 3" PVC TO P-10 3" PVC TO P-11 3" PVC TO P-13 3" PVC TO P-12 ---------------------------------------- - - - - ---------------------------------------------------------------------------------------------- - - - - ------------------ - - - - -- 2" PVC FROM P-13 I 3'-0" MIN. 3'-0" MIN. 3'-0" MIN. 3'-0" MIN. I SEPA ATION SEPAF ATION SEPAF ATION SEPARATION 3/4" TO ANTI -SIPHON I I I I I D D D D D D D I L D F— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — EXISTING CMU WALL #5 VERT @ 24" OC W/ STD HOOK #5 HORIZ @ 24" OC _ #3 HORIZ @ 6" OC �I I I—III—III—III—I 11= IIIIIIIIIIIIII,E� II #3 VERT DOWEL @ �- 24" OC W/ STD HOOK I (BTWN VERT WALL BARS) EXISTING FOOTIN #5 @ 12" OC EA WAY 1 " GAP 1-1/2" PVC FROM F-05 8" CMU CAP -------------------------- OREQ RAIN CURTAIN LED LIGHT BY OTHERS PORCELAIN STONE SILICONE EXPANSION JOINT IN PORCELAIN TILE WATER LEVEL IN TROUGH WHEN WATER FEATURE IS OPERATING PORCELAIN TILE PAVERS BY OTHERS �d Z_ z F.F. e e d ° G I II I I-III-� 11 -III -III -III -III -1 I • I II #3 HORIZI @ 6'i OCI I I 1111 • 11=III=III ;,III,;,III,;,III,;,III,;,III- 1=III=III- #3 VERT DOWEL @ :I 00 12" OC W/ STD HOOK I I -I -- ROUGHEN SURFACE TYP I =1IMIIElIElIEdIli; ' -III=III=III=III-III- -I I • IIII II III�II- 0 3" CLR TYP I-III—'3"CLR -III-III-III III -III -III I' -III III -I I I—I I I—III-III III=1 I I=III-III I I I -III -III --I III -III -III ; I III III ; I III,=I I- WATER FEATURE 2 SECTION 0 a (12) CUSTOM RAIN FALLS 4'-9" WIDE W/ (2) 1-1/2" PVC LINES FEEDING EACH 1-1/2" PVC FROM F-05 revisions date HARDY BACKER SCALE: 1/211-11-011 0 DWN BY: ZB CUSTOM CASCADE 0 11-03-2021 0 RAIN FALL 90 LED STRIP LIGHTS 15 LBS/L.F.= 135 LBS CONTINUOUS BOTH 8" 2'-8" C SP -4.1 1/4"x3"x9" STEEL BRACKET EVERY 12" TYP. 57'-4" 2'-8" 62'-8" I ��C"tB P WATER FEATURE 2 PLAN (q) SCALE: 3/8" = 1'-0" '\� 3" PVC TO P-10 3" PVC TO P-11 3" PVC TO P-13 3" PVC TO P-12 ---------------------------------------- - - - - ---------------------------------------------------------------------------------------------- - - - - ------------------ - - - - -- 2" PVC FROM P-13 I 3'-0" MIN. 3'-0" MIN. 3'-0" MIN. 3'-0" MIN. I SEPA ATION SEPAF ATION SEPAF ATION SEPARATION 3/4" TO ANTI -SIPHON I I I I I D D D D D D D I L D F— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — EXISTING CMU WALL #5 VERT @ 24" OC W/ STD HOOK #5 HORIZ @ 24" OC _ #3 HORIZ @ 6" OC �I I I—III—III—III—I 11= IIIIIIIIIIIIII,E� II #3 VERT DOWEL @ �- 24" OC W/ STD HOOK I (BTWN VERT WALL BARS) EXISTING FOOTIN #5 @ 12" OC EA WAY 1 " GAP 1-1/2" PVC FROM F-05 8" CMU CAP -------------------------- OREQ RAIN CURTAIN LED LIGHT BY OTHERS PORCELAIN STONE SILICONE EXPANSION JOINT IN PORCELAIN TILE WATER LEVEL IN TROUGH WHEN WATER FEATURE IS OPERATING PORCELAIN TILE PAVERS BY OTHERS �d Z_ z F.F. e e d ° G I II I I-III-� 11 -III -III -III -III -1 I • I II #3 HORIZI @ 6'i OCI I I 1111 • 11=III=III ;,III,;,III,;,III,;,III,;,III- 1=III=III- #3 VERT DOWEL @ :I 00 12" OC W/ STD HOOK I I -I -- ROUGHEN SURFACE TYP I =1IMIIElIElIEdIli; ' -III=III=III=III-III- -I I • IIII II III�II- 0 3" CLR TYP I-III—'3"CLR -III-III-III III -III -III I' -III III -I I I—I I I—III-III III=1 I I=III-III I I I -III -III --I III -III -III ; I III III ; I III,=I I- WATER FEATURE 2 SECTION 0 a (12) CUSTOM RAIN FALLS 4'-9" WIDE W/ (2) 1-1/2" PVC LINES FEEDING EACH 1-1/2" PVC FROM F-05 1-1/2" PVC FROM F-05 WATER FEATURE 2 PLUMBING PLAN g� ------------------ P8 3/8" THICK METAL BRACKET SIDE DETAIL 77 O i1i 3/8" THICK METAL BRACKET FRONT DETAIL Cl TY OF LA QU N TA 6U LEI NGE] ASCN RENT EV'ED FCR CCCE COMLI AN CE By: J.ANAYA oRE: 11/23/2021 3/8" THICK METAL BRACKET ISOMETRIC DETAIL �QROFESS/ONq� LnA o rn No. S5659 Ln \TRUCTURP� �P* q� OF CAL1F(J�' N N � i 0rC0 0 � 00 - 0 �w N � U J w0O E ; 0 0 o. �� co o o �. In 0 Q J � O Lu U Z W 0 Cn W LO N LL1 N >cy) Q Q U N U) u) ,,:1- 0 �z_ O 0 00 C� J L0 Q w Z J Q N I ' I W ■�. . V a JW Z LL W no. revisions date HARDY BACKER SCALE: 1/211-11-011 DWN BY: ZB CUSTOM CASCADE DATE: 11-03-2021 SHEET: SP RAIN FALL 90 LED STRIP LIGHTS 15 LBS/L.F.= 135 LBS CONTINUOUS BOTH 0 SIDES 0 I 3/8" PORCELAIN TILE (E) CMU WALL 1 i m 0 1/4"x3 STEEL BRACKET 1/4"x3" WIDE STEEL S. BRACKET EVERY 12" OC 4 42^ 4„ 1-1/2" PVC PLUMBING Al 40 PRIOR TO INSTALLATION OF TILE -APPLY 2 COATS MIRAFLEX WATER PROOFING ENTIRE SURFACE UNDER RAIN CURTAIN TYP. APPLICATION AT EXTERIOR WALL 7/8" LATH, SCRATCH & BROWN COAT 1-1/2" PVC FROM F-05 WATER FEATURE 2 PLUMBING PLAN g� ------------------ P8 3/8" THICK METAL BRACKET SIDE DETAIL 77 O i1i 3/8" THICK METAL BRACKET FRONT DETAIL Cl TY OF LA QU N TA 6U LEI NGE] ASCN RENT EV'ED FCR CCCE COMLI AN CE By: J.ANAYA oRE: 11/23/2021 3/8" THICK METAL BRACKET ISOMETRIC DETAIL �QROFESS/ONq� LnA o rn No. S5659 Ln \TRUCTURP� �P* q� OF CAL1F(J�' N N � i 0rC0 0 � 00 - 0 �w N � U J w0O E ; 0 0 o. �� co o o �. In 0 Q J � O Lu U Z W 0 Cn W LO N LL1 N >cy) Q Q U N U) u) ,,:1- 0 �z_ O 0 00 C� J L0 Q w Z J Q N I ' I W ■�. . V a JW Z LL W no. revisions date SCALE: 1/211-11-011 DWN BY: ZB DATE: 11-03-2021 SHEET: SP -4.1 0 0 SCALE: 1/211-11-011 DWN BY: ZB DATE: 11-03-2021 SHEET: SP -4.1 SPIRE November 8, 2021 STRUCTURAL DESIGN CALCULATIONS Lot 42A Water Features Spire Job #: 21 SPR135 53-804 Ross Avenue La Quinta, CA 92253 BPOL2021-0368 CI TY OF LAW N TA BU LCI N G11 vl 9 ON REV] EV'ED FOR COCE COMLI AV CE ar: oae: 11/24/2021 Project Description: Provide structural engineering design for water features. Description CMU Fountain & Footing Design Geotechnical Report Pages 1&2 Al -A8 o Q�tOFESS/O�ql co �n ?, o rT, No. S5659 *STSTRUCTO �P* 11.08.21 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com S P.ili. RE Sheet: Job: 21 SPR135 Lot 42A Water Features W = Calc By: AGB Date: 11/08/21 CMU Water Fountain Wall (ASCE 7-16 CH 15, ACI 318-14) Seismic Criteria SDs = 1.00 1p = 1.0 R = 1.25 Fp = 67.2 psf Fp = SDS Ip /R t = 7.6 in W = 84 psf Hs = 5.0 ft df = 2.67 ft V, = 336 Lbs / ft M, = 1736 Lb ft / ft d = 3.8 in f'R, = 1.5 ksi fy = 60 ksi Vert = #5 Svert = 24 In Hor = #5 shor = 24 in Avert = 0.0017 Phor = 0.0017 Ptot = 0.0034 As= 0.16 int/ft a = 0.65 in flex = 0.9 shear = 0.8 �Mn = 2434 Ib -ft / ft �Vn = 7978 lbs / ft DCR,n = 0.71 < 1 DCRv = 0.04 < 1 Wind Criteria VuIt = 110 MPH FW = 24.7 psf (UIt) FW = qh G Cf As (E29.4-1) qh = 0.00256 KZ K, Kd V 2 1 KZ = 0.85 (ASCE T29.3-1) KZt = 1.00 (ASCE 26.8.2) Kd = 0.85 (ASCE T26.6-1) G = 0.85 (Rigid per ASCE 26.9) Cf = 1.30 B/s=11.5, s/h=1 (F29.4-1) = 22.4 psf (E29.3-1) = CMU thickness = unit weight of CMU wall (solid grouted) = stem height (above grade) = depth to top of ftg = max(Fp,FW)(Hs) = Vu (Hs/2+df) HORIZ RENIF Hs VERT RENIF F = AsFy/[0.80f'm(12)] Mn = (AsFy)(d - a/2) V =�4-1.75 MA n V,d, Stability (ASD) CMU Wall Conc Stem 1 Conc Stem 2 Soil Ftq t= h= Y= W= d= W tot = dtot = Mot = MR = FS = 0.64 0.67 0.67 1.2 4.5 5.0 2.67 2.67 2.67 1.0 84.0 150.0 150.0 50.0 150.0 267 267 267 156 675 0.3 0.31 2.21 3.91 4.5 1631 lbs 2.7 ft 2072 = Vu (Hs/2+df+Tftg) 4402 2.121>1.50 ADEQUATE ft Thickness ft Height pcf Density bs Weight ft Distance from toe 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com S P.,li. RE Sheet: Job: 21 SPR135 Lot 42A Water Features 2 Calc By: AGB Date: 11/08/21 CMU Water Fountain Wall (ASCE 7-16 CH 15, ACI 318-14) SBaII = 3000 psf (See soils report) M = 1339 = V, (HS/2+df+Tftg)+(L/2-dtot)*Wtat P = 1631 lbs L/6 = 0.75 ft e = 0.82 ft L/6 = 0.75 ft X = 4.29 ft SB = 761 psf <3,000 psf ADEQUATE Sliding Design (ASD) 0.48 Friction, µ = Passive = 300 pcf F = 235 Lbs = 0.7Fp•HS F'FRICTION = 783 lbs = µMot F'PASSIVE = 150 lbs = Pass•Tf2/2 F'TOTAL = 833 Lbs = 1/3*F'FRICTION+F'PASSIVE FSSI;d = 3.5 factor of safety > 1.1 ADEQUATE (2019 CBC, Section 1807.2.3) 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com May 28, 2020 Sheet: Job: 21SPR135 Lot 42A Water Features Al Calc By: AGB Date: 11/08/21 45090 Gall Center Parkway, Suite F, Indio, Ceti 92201 (760) 90-0713 6782 Stmton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 www.Siaddenengineering.wFn Discovery Builders California, Inc. 53965 Humboldt Boulevard La Quinta, California 92253 Subject Geotechnical Update Project: Proposed Custom Residence Project No. 54t-20168 20-05--293 53335 Ross Avenue _ The Madison Club Lot 30A La Quinta, California Ref: Geotechnical Investigation Report prepared by Sladden Engineering NZ January g 28,2005; project No. 5444810, Report No. 05-01-101 I Report of Testing and Observation During Rough Grading prepared by Sladden Engineering dated March 2,2006; Project No. 52.2-4810; Report No. 06-02-120 In accordance with your request, we have reviewed the above referenced geotechnical reports as they relate to the design and construction of the proposed custom residence to be constructed on Lot 30A located at 53335 Ross Avenue within the Madison Club development in the City of La Quinta, California. It is our understanding that the proposed residential structure will be of relatively lightweight wood -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade. ' The referenced reports include recommendations pertaining to the design and construction of residential structure foundations. The previous reports also address the potential for liquefaction, subsidence and differential settlement. Based upon our review of the referenced reports, it is our opinion that the structural values included in these reports remain applicable for the design and construction of the proposed residential structure fouxtdations. 1 The allowable bearing pressures recommended in the referenced Geotechnical Investigation report remain applicable. Conventional shallow spread footings should be bottomed into properly compacted fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 fee wide. Continuous footings and isolated pad footings should be designed utilizing a bearing pressures o€1500 psf and 20M psf, respectively. Allowable increases of 300 psf a itional 1 foot of width and 300 psf for each additional 6 inches of depth may be lined, desired. The maximum allowable bearing pressure should be 3000 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com S T R U C T WRI. Sheet: Job: 21 SPR135 Lot 42A Water Features A2 Calc By: AGB Date: 11/08/21 Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.45 tunes the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. if used in combination. with the passive resistance, the frictional resistance should be reduced by one third to 0.33 times the normal dead load forces_ The bearing soil is generally non -expansive and falls within the "very low' expansion category in accordance with the 2019 (CBC) classification criteria. Slab thickness and reinforcement should be determined by the Project Structural Engineer. We recommend a minimum floor slab thickness of 4.0 inches and minimum reinforcement of 43 bars at 24 inches on center in both directions. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab raid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10 -mil visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface cannot be achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of sand across the pad surface prior to placement of the membrane. opi The seismic design category for a structure may be determined in accordance with Section 1613 of the 2019 CBC or ASCE7-16. According to the 2019 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2019 CBC Site Specific Seismic Hazard Analyses are attached. The subject lot was previously graded during the rough grading of the Madison Club project site. The rough grading included over -excavation and re -compaction of the native surface soil along with the placement of engineered fill material to construct the building pads. The site grading is summarized in the referenced report of Testing and Observation During Rough Grading along with the compaction test results. Because the lot has been previously rough graded, the remedial grading required at this time should be minimal provided that the building area fallswithin the previously assumed building envelope. The building areas should be cleared of surface vegetation, scarified and moisture conditioned prior to precise grading. The exposed surface should be compacted to a minimum of 90 percent relative compaction prior to fill placement. The previously removed soil and any fill material should be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction. 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com S P.ili. RE Sheet: Job: 21 SPR135 Lot 42A Water Features A3 Calc By: AGB Date: 11/08/21 We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced xeports, please contact the undersigned. Respectfully submitted, S LADDEN ENGINEERING Brett L. An`dersun �EN'RO L' Principal Engineer om 0 Alo, 045309 CIVIL A ENGINEERING * SER/ra Copies: V Discovery Builders California, Inc. 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RE Ross Avenue Latitude, Longitude: 33.661179,-116-247975 Sheet: Job: 21 SPR135 Lot 42A Water Features A5 Calc By: AGB Date: 11/08/21 r_ The Madison Club a Go g!e - _ rata ,,02020 [lake - — — 512612020, 3: Design Code Reference Document ASCE?-16 Risk Category H Site Class Q. - Stilt soil Type Value Descrlpflon Sr, 1.5 RACER ground motion. (for 4,2 secam$:lw1od) S1 0.612 IVIGER ground rnolifln. * 1.0s period) SMS 1.5 Site -modified spactral a=aleratlon Oa(ue 8ml null -See Section 11.4.9 Site -modified s accewmfi n value SDS 1 Numedr, ue al 0.2. second SA Sol null -See Section 11 A.0 set esign value at 1.0 second SA Type Value Doscrlpflon SDC null -See Sectlon 11 A-8 Seismic Fa 1 Site icat for a serand FV null -See Sectlon 11A.8 n t 1.0 second PGA 0.656 edk aeeeleratlon FPGA 1.1 am an factor at PGA PGAm 0.722 Pied peak ground acceleration TO 8 Long -period transition period in seconds SsRT 1.784 Protmbllistio risk -targeted ground motion. (0.2 second) SsUH IMS Factored uniform -hazard (214 pmbabilky of exceedance in 50 years) spectral acceleration Sso Factored determinls6c acceleration value- (0.2 second) S1 t7 Probabilistic risk-targeled ground motion. (1.0 seCond) 51 UH 0 Factored uniforrn-hazard (2%probabiiily of exceedance in 50 years) spectral aecelerallon. SID 0.812 Factored deterministic acceleration value. (1.0 second) PGAd 0.656 Factored determinlsttc acceleration value. (Peak Ground Acceleration) CRS 0.906 Wpped value of the risk coefficient at Short periods 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com S P.ili. R, -,E Sheet: Job: 21 SPR135 Lot 42A Water Features A6 Calc By: AGB Date: 11/08/21 6782 Stanton Ave„ Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1309 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 January 28, 2005 East of Madison, LLC 81-100 Avenue 53 La Quinta, California 92253 Attention: Mr. John Garnlin Project: Madison Club Tentative Tract Map 33076 NEC Avenue 54 and Madison Street Project No. 544-4810 05-01-101 La Quinta, California Subject: Geotechnical Investigation Presented herewith is the report of our Geotechnical Investigation conducted for the construction of the proposed golf club and residential development to be located on the northeast corner of Avenue 54 and Madison Street in the City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed residential structures and the related site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation_ This report completes our original scope of services as outlined within our proposal dated December 13, 2004. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please con the undersigned Respectfully submitted R-,�- — SLADD ENGINEER °`,30/66rn n Brett L. Anderson' Pr$cipal Engineer Jpc q ies: 6/East of Madison, LLC 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com G I N E E R I N G enc Sheet: Job: 21 SPR135 Lot 42A Water Features A7 Calc By: AGB Date: 11/08/21 Based upon the depth to groundwater and the generally firm condition of the deeper sand layers, it is our opinion that the potential for liquefaction affecting die site is negligible. The remedial grading recommended for building areas will result in the construction of a uniform compacted soil mat beneath all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading and foundation design recommendations included in this report should not be necessary. The site is located in one of the more seismically active areas in California. Design professionals should be aware of the site setting and the potential for earthquake activity during the anticipated life of the structure should be acknowledged. The accelerations that may be experienced on the site (as previously discussed) should be considered in design. The seismic provisions included in the Uniform Building Code for Seismic Zone 4 should be considered the minimum design criteria. Pertinent 1997 UBC Seismic Design Criteria is summarized in Appendix C. Caving did occur within our borings and the potential for caving should be expected within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface silty sands will be classified by CalOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. I V The near surface soil encountered during our investigation was found to be non -expansive. Laboratory testing indicated an Expansion Index of 0 for the surface silty sands that corresponds with the "very low" expansion category in accordance with UBC Fable 18-1-8. The following recommendations present more detailed des'iag%�cia which have been developed on the basis of our field and laboratory investigation- The recomme*tions are based upon non -expansive soil criteria. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soil, may be expected to provide adequate support for the proposed structure foundations. Building pad grading should be performed as described in the Site Grading Section of this report to provide For unifor and firm bearing conditions for the structure foundations. Footings sho e a t 12 inches beneath lowest adjacent grade. Isolated square or rectangula ti s s d be at least two feet square and continuous footings should be at least 12 inch s ontinuous footings may be designed using an allowable bearing value of 1500 you er of (psf) and isolated pad footings may be designed using an allowable b g su o 1800 psf. Allowable increases of 250 psf for each additional 1 foot of width sf for each additional G inches of depth may be utilized if desired. The maximum all,�va aring pressure should be 2500 psf. The allowable bearing pressures are applicable to ead awl equently applied live loads. The allowable bearing pressures may be increased by 1/3 o r wind and seismic loading. Care should be taken to see that bearing or subgrade soil is not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the building area should be rapid and complete. 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com Sheet: Job: 21 SPR135 Lot 42A Water Features A8 Calc By: AGB Date: 11/08/21 The recommendations provided in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted engineered fill soil. All grading should be performed under the testing and inspection of the Soil Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted sail and are free of loose and disturbed materials. Settlements: Settlements resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate settlements are calculated to be approximately one inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 6.40 between soil and concrete may be used with cotion to dead load Forces only. A passive earth pressure of 250 pounds per square foo Odepth, may be used for the sides of footings that are poured against prope00red ive or approved non -expansive import soil. Passive earth pressure should bebin the upper 1 foot except where confined (such as beneath a floor slab). Retaining Walls: Retaining walls may be necessa t *a omplish the proposed construction. Lateral pressures for use in retaining wall desig n est' ated using an equivalent fluid weight of 35 pcf for level free -draining na j a coons. For walls that are to be restrained at the top, the equivalent fluid g t shop d be increased to 55 pcf for level free - draining native backfill conditions. Backdrains should be provided for the full height of the walls. Expansive Soil: Because of the prominence of "very low" expansion category soil near the surface, the expansion potential of the Foundation bearing soil should not be a controlling factor in foundation or floor slab design, Expansion potential should be reevaluated subsequent to grading. Concrete Slabs -on -Grade; Vsuro receive concrete slabs -on -grade should be underlain by a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab Is not desired, we recommend the use of an appropriate vapor barrierAr air adequate capillary break. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. eeinforcement of slabs -on -grade in order to resist expansive soil pressures should not be ecessary. However, reinforcement will have a beneficial effect in containing cracking because of 14 concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. 26461 Rancho Parkway South, Lake Forest, CA 92630 949.916.3440 www.spirestructures.com