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B17-1240 069-380-014
COPYRIGHT LAWS APPLY TO THIS SHEET /-EXISTING RETAINING WALL, AS OCCURS 2� I' OFFSET MAX H =12 FEET ca 1. FIND MAX "H" (POOL DEPTH + RBB), AS APPLIES 2. REFER TO "DETAIL B" FOR STRUCTURAL SECTION. 3. THE "BUILD" SECTION MAY CHANGE WITH POOL DEPTH. 4. OFFSET TO RETAINING WALL ABOVE THE BB MAY VARY. 5. IF OFFSET RETAINING WALL IS BELOW THE BB: THEN CONTACT THE ENGINEER FOR ADDITIONAL EVALUATION. 6. IF PORTIONS OF AN EXISTING RETAINING WALL ARE REMOVED, THEN RECONSTRUCTED PORTIONS MUST MEET CURRENT CODES. CONTACT THE ENGINEER. ® Al. SHEET KEY (BEGIN) THICKNESS CASE 2: RBB OR OTHER - RBE O� FLOOR EXTEND �P ALTERNATE BAR SECTION RADIUS (UON) FOR H < 8', EXTEND 2' (H) < 48", R = 12" FOR H > 8', EXTEND 6' 11 (H) > 48", USE (H)/2 (PRIMARY REINFORCEMENT NOT SHOWN) GEOI2ETRY & ALTERNATE BARS TABLE B - REBAR & SECTION THICKNESS (H) HEIGHT MAX a REINFORCEMENT TYPICAL SECTION ALT BARS 0 To 6 FT 6 INCH US STANDARD NA 7 To 8 FT w STANDARD (1 ) pO Y Q Y ALTERNATE BAR #4 12" CC EW Luw Lu , w m 11 TO 12 FT 9 INCH w CASE 1: TOP OF STD BB , co Lu 6" 2 a p uJ to m z z m H w ALTERNATE BAR x < z U- o E F x U) _ c7 S lu v _ = FOR (H) > 48" -- ( ) RADIUS = I (2) O� FLOOR EXTEND �P ALTERNATE BAR SECTION RADIUS (UON) FOR H < 8', EXTEND 2' (H) < 48", R = 12" FOR H > 8', EXTEND 6' 11 (H) > 48", USE (H)/2 (PRIMARY REINFORCEMENT NOT SHOWN) GEOI2ETRY & ALTERNATE BARS TABLE B - REBAR & SECTION THICKNESS (H) HEIGHT MAX THICKNESS WALL & FLOOR REINFORCEMENT TYPICAL SECTION ALT BARS 0 To 6 FT 6 INCH US STANDARD NA 7 To 8 FT 7 INCH STANDARD (1 ) 9 To 10 FT 8 INCH #4 12" CC EW (1 ) 11 TO 12 FT 9 INCH #4 10" CC EW (2 ) I W1 B STRUCTURAL SECTION DECK, CAP OR GRADE MAY VARY PER PLAN 7" MIN o 10" MAX `° "' --I [ Lu 14" TYPICAL N 0 x 30" MAX O a NOTE: VAULT MAY BE DETACHED FROM POOL SHELL. * RECONCILE ALL DIMENSIONS WITH THE MANUF SPECIFICATIONS FOR EACH JOB PRIOR TO WORK. A2. VAULT OR FEATURE PRIMARY BAR SPACING • • . , • r 70 (2) ALTERNATE BARS (1) ALTERNATE BAR AA ALTERNATE BARS ARE REQUIRED WHEN (H) > 6 -FEET AND MUST BE PLACED BETWEEN THE PRIMARY VERTICAL REINFORCEMENT. A.2 ALTERNATE REBAR MUST BE THE SAME SIZE AND GRADE AS THE PRIMARY VERTICAL REINFORCEMENT, LION. A.3 ALTERNATE REBAR NEED NOT CROSS OTHER ALTERNATE REBAR BELOW CORNERS OR CURVES. AA LAP SPLICES ARE NOT PERMITTED IN ALTERNATE BARS. I� 11� b1. ALTERNATE BARS B.1 REINFORCEMENT MUST CONFORM TO ASTM A615-40. B.2 REINFORCEMENT CLEARANCE TO EARTH: 3 -INCHES MIN. B.3 A BY-PASS LAP SPLICE IS RECOMMENDED. IF CONTACT LAP -SPLICES ARE PERMITTED, THE OUTER BAR MUST BE SET UPON THE INNER REINFORCEMENT BAR. • GRADE 40: LAP SPLICES = 40 BAR -DIAMETERS MIN. • GRADE 60: LAP SPLICES = 60 BAR -DIAMETERS MIN. B.4 ADJACENT LAP SPLICES SHOULD BE STAGGERED. B.5 PROVIDE 21/2" MIN CLEARANCE BETWEEN PARALLEL BARS, AND 1" BETWEEN PIPING AND REINFORCEMENT. B.6 ADD (1) ALTERNATE BAR: AT THE EXCAVATION ACCESS RAMP (AS OCCURS). B.7 ADD (1) ALTERNATE BAR: IN WALL SECTIONS ADJACENT TO UNCOMPACTED OR LOOSE SOIL (AS OCCURS). B.8 ADDITIONAL REBAR REQUIRED WHEN THE WALL -FLOOR RADIUS IS LESS THAN (H)/2: ADD (1) ALT BAR FOR EACH FOOT THE WALL -FLOOR RADIUS HAS BEEN REDUCED. B.9 ALLOWABLE REBAR SUBSTITUTIONS: (1) #4 REBAR - (2) #3 REBAR (SPACED 2 1/2" APART). B.10 PIPE WRAP IS NOT REQUIRED ON PIPE PENETRATIONS OR EMBEDDED NON-METALIC PIPE. B.11 A PIPE WATERSTOP IS RECOMMENDED FOR ALL PIPE PENETRATIONS FOR WALLS OR FLOORS. B.12 FOUNTAIN HEADS, SHEAR -DESCENT OR OTHER FEATURES MAY BE EMBEDDED IN ANY STEMWALL. B.14 ADDITIONAL REINFORCEMENT (TIES OR BRACING) MAY BE ADDED TO FACILITATE CONSTRUCTION. I ► b4. REINFORCEMENT r � FG N TYP o o TSP o o m <� 1. SEPARATE BB REBAR AND ADD CJ WHEN THE TOTAL FEATURE WIDTH IS GREATER THAN 2'-6". Q2. SHELF OR STEPPED SECTION(S) MAY VARY PER BUILDER PLAN. ©RAISED CURBS MAY BE ADDED TO ANY FEATURE. A3. ROCK BENCH or FEATURE SLOPE S 6 7:1 MAX z ut- MIN CVp 9 M NOTES 1. WHEN CLAY SOILS ARE PRESENT, RECOMMEND OVER - EXCAVATION BELOW SHALLOW BENCHES & BEACH ENTRY. 2. INTENT: TO REMOVE AND REPLACE HIGHLY EXPANSIVE OR UNSUITABLE MATERIAL WITHIN THE ACTIVE -SOIL ZONE. 3. IF THE PROPERTIES OF THE SOIL ARE UNKNOWN, THE BUILDER SHOULD CONSULT A GEOTECHNICAL ENGINEER. ® b2. BENCH or BEACH ENTRY SINGLE -BEND, 8' TYp OR 25"MIN • SINGLE -LAYER INTERSECTIONS j g0° 1350 1800 TYP l/ / -►j MI i-�- N TYPICAL REINFORCEMENT: BENDS & SHAPES STD STEM SHOWN AT BB + STEM w/ HAUNCH SHOWN TOP OF BB. #3 REBAR i 1 rJ `'o q BB b5. SKIMMER - RBB MASONRY OR COPING AT BB: PROVIDE FULL -DEPTH MASTIC 24" MAX SKIMMER (D OR EXPANSION JOINT MAY VARY Q ADD STIRRUP _ I - BB s STIRRUP B BOND 1 s� 13 i l I REBAR SPACING & LOCATION ) S ADD #4X4' POOL REBARrvn1 vnn HAUNCH BB OPTION LAP SPLICE OPTION W COPINGBRICK W BB HAUNCH ALTERNATE BB SHAPES AND BB REBAR CONFIGURATIONS MAY VARY WITH BUILDER REQUIREMENT OR TRADE PRACTICE. LEGEND GROUND & BOND ALL METAL & FIXTURES BB BOND BEAM REF CEC ARTICLE 680 RBB = RAISED BB CJ CONTROL JOINT (PAPER OR PLASTIC) EW EACH WAY (REBAR) BUTTE FG FINISH GRADE, VARIES COUNTY FS FINISH SURFACE H HEIGHT OF EARTH RETAINED LEG BENT REBAR EXTENSION JUN 2 Q OPT OPTIONAL PLACEMENT 201 i PLAN VIEW ELEVATION T c z c� o WP FACE ADD ONE ALT BAR - So 10" MIN EXTERIOR FACE: #412" OC MAX EACH WAY (D O - WP FACE C z U) w 2" CLR - TYPICAL EXTERIOR FACE: #412" OC MAX - EACH WAY - 10" To 12" STEM - 2" CLR, TYP BASIN COPYRIGHT LAWS APPLY TO THIS SHEET USE: CIP CONCRETE, SHOTCRETE, OR SOLID -GROUT CMU BLOCK. D FG TABLE 45 H MAX TOE V na 1'-0" na V-6" 01-4" =LU na 0'-6" W na 2'-6" I S'o vvd. 11 LuPQ 6- T -O" I °90 ao,r H MAX TOE WIDTH * FOOTING KEY na 1'-0" na V-6" 01-4" 1'-4" na 0'-6" V-6" na 2'-6" V-3" 2'-3" 6- T -O" V-3" 2'-3" 6" c� DESIGN CRITERIA: SLOPE 2:1, SOIL $p BEARING 1500 PSF MAX, EFP 45 PCF, ADD ONE S Y [w PASSIVE RESISTANCE: 200 PSFJFT. ALT BAR STONE MASONRY RBB FEATURE FG ®#4 REBAR 16" CC MAX EW CASE 1 CASE 2 CASE 3 TYPICAL SECTIONS NOTES 1. MAX NOTCH DIMENSION: 6 -INCHES 2. STEM WIDTH, WATER -LINE, OR FINISH GRADE MAY VARY. 3. EMBEDDED FEATURE: INSTALL PER MANUF SPECIFICATIONS. 4. MASONRY: USE TYPE S, PORTLAND CEMENT -LIME MORTAR. MATERIAL AND PRACTICE SHALL CONFORM TO STANDARDS AS PROVIDED BY ACI 530.1, ASCE 6, AND TMS 602. A4. STEM NOTCH & RBB HAUNCH ENTRY STEP SHALLOW 8" r BB CAP BENCH S 15 S© BOND DECK TO POOL REBAR 00 6' MIN 6 FOOTING WIDTH O DOWEL: WHEN KEY REQUIRED, 15 NOTES ADD #4 REBAR 12" CC 1, 1 , , �i*CASE 1 *CASE 2 1. GEOCOMPOSITE BACKING REQUIRED. SEE NOTE G.7. BASIN SIZE I 2. SET FULL -DEPTH CJ BETWEEN SEAT WALL AND POOL NOTES MAY VARY 6' MIN STRUCTURE OR OTHER CONCRETE CONSTRUCTS. < „ NOT RETAIN EARTH FOR EAT WALLS H 24 THAT DO 0 3. 0 S , 1. STEMWALL BASE MUST BE OFFSET FROM ANY DESCENDING SLOPE: T MIN TO SLOPE FACE. CENTER THE WALL ABOVE AN 18" MIN WIDTH FOOTING. 2. SEE "GENERAL NOTES" AND "DETAIL B" FOR ALL OTHER REQUIREMENTS. * 4. KEY NOT REQ'D WHEN WALL BASE IS RESTRAINED BY SOG. ® A5. VANISHING EDGE * DETAIL NOTES APPLY TO BOTH SECTIONS A6. SEAT WALL ® SEE BUILDER PLAN FOR ADDITIONAL INFORMATION. -4 G1 THE BUILDER MUST EXCERCISE DUE -DILIGENCE TO X VERIFY THAT THE SITE IS FREE OF UTILITY CONFLICTS a r�+ AND THAT NO SIGNIFICANT SOIL DEFECTS EXIST. cl S< WP FACE S WP FACE G2 IF DIFFERING SITE CONDITIONS OR SCOPE OF WORK: Lu io CD CONSULT THE ENGINEER PRIOR TO CONSTRUCTION. r G3 A GEOTECHNICAL EVALUATION IS RECOMMENDED FOR 6 S I a FG 7" STEM FG 10" TO 12" STEM ALL BUILDING PROJECTS & EXCAVATIONS. M FG 21 ADD ONE #4 2:A G4 SOIL COMPACTION (WITH GEOTECH OBSERVATION) IS 2, 1 ADD ONE #4 REQUIRED ON ALL FILL SOIL: COMPACT ALL FILL TO 90% - M • AT MAX DRY DENSITY PER ASTM D1557. IF HIGHLY c;. Z FULL -HEIGHT Z FULL -HEIGHT EXPANSIVE SOILS OR UNUSUAL SITE CONDITIONS ARE PERIMETER: � w ALTERNATE BAR ALTERNATE BAR DISCOVERED, STOP -WORK AND NOTIFY THE ENGINEER. 12" WIDTH,Z 0 z.a SATURATE EXPANSIVE SOILS PRIOR TO SHOTCRETE. 12" MIN EMBEDMENT w 2' MIN RADIUS LU m m 2 MIN RADIUS G5 SHOTCRETE APPLICATION: ACI CERTIFIED NOZZLEMAN CONSOLIDATE 12" MIN THICK IN NATIVE MATERIAL � : (WITH CREDENTIAL) IS REQUIRED TO PERFORM WORK. CRUSHED -ROCK BEDDING N w YN ZNw APPLY SHOTCRETE TO UNDISTURBED FIRM NATIVE BELOW SHALLOW BENCH SLOPE OFFSET: 7' MIN {, s �', SOIL OR ENGINEERED SUBGRADE. KEEP SHOTCRETE W MOIST FOR 7 -DAYS MINIMUM AFTER APPLICATION. G6 PREVENT BUILD-UP OF HYDROSTATIC PRESSURE FOR * NO PIPING OR CONDUITS* O DROP -STEM: ALL STRUCTURAL SECTIONS AND PROVIDE POSITIVE PERMITTED IN STEMWALL 12" WIDTH DRAINAGE BEHIND BOTH STEMWALLS AND RETAINING NOTES CASE 1 CASE 2 SEE NOTE 2 WALLS. IFA SEEP OR HIGH-WATER IS DISCOVERED, 1. THE STEMWALL BASE MUST BE OFFSET FROM ANY THEN A HYDROSTATIC RELIEF DEVICE IS REQUIRED: DESCENDING SLOPE: 7' MIN TO SLOPE FACE. NOTES CONSOLIDATE AN AGGREGATE -BEDDING WITH GRAVEL 2. ENTRY STEP MUST NOT EXCEED 12" BELOW BB CAP. 1. THE STEMWALL BASE MUST BE OFFSET FROM ,ANY DESCENDING SLOPE: T MIN TO SLOPE FACE. OR CLASS II AGGREGATE BASE ON THE FLOOR. 3. SEE "GENERAL NOTES" G.6 FOR OTHER REQUIREMENTS. 2. OPTIONAL DROP -STEM MAYBE ADDED TO ACHIEVE THE 2 -FOOT MIN EMBEDMENT ( "CASE 2" ONLY). G7 STORMWATER DRAINS AND/OR SWALES ARE REQUIRED PLACE UNDERDRAIN AND/OR CRUSHED ROCK BEDDING TO COLLECT/CONVEY WATER, AS -NEEDED. TO CAPTURE & CONVEY ALL SURFACE WATERSHED FROM ASCENDING SLOPES PRIOR TO CONTACT WITH ® b3. SHALLOW BENCH Cl. EXTENDED (CANTILEVER) STEMWALLS STEMWALLS. PERVIOUS MATERIAL CAN USED IN CONJUNCTION WITH MANUF GEO-COMPOSITE SYSTEMS (MIRAFI, GRACE, AMERDRAIN, TOTAL DRAIN, OTHER), AND/OR DRAIN PIPE SYSTEMS. SEE "SECTION A - TYPICAL" FOR OTHER REQUIREMENTS 8' MAX DIMENSION G8 DO NOT SURCHARGE STEMWALLS WITH VEHICLES OR EARTH -MOVING EQUIPMENT: "NO DRIVE ZONE." G9 FOR STRUCTURAL SECTION REQUIREMENTS SEE CASE 1 BB --. --- --1_--__1_____-___6 DETAIL B. (H) =HEIGHT OF RETAINED EARTH. _ G10 SEE APPLICABLE CODES FOR ALL IMPROVEMENTS: FRONT -FACE SPA �' DESIGN FEATURES AND WORK MUST CONFORM TO THE 51 DOUBLE HOOP: OPTIONAL >� "CALIFORNIA SWIMMING POOL AND SPA CODE" AND THE (2) #3 REBAR x 96" PIPING 2016 CALIFORNIA BUILDING CODE. $ TYPICAL $ FG LIGHT FS ® GENERAL NOTES NICHE I °� / BENCHES MAY t '- ✓r - 0e4 #4 REBAR 12" OC MAX SPACING (16" OC FOR CMU). 6 VARY 6" GRAVEL BED O a CASE 2+ THE LIMITS OF RECOMMENDED © 6" MIN THICKNESS CONCRETE(SHOTCRETE/GUNITE. `n FRONT -FACE O EXCAVATON 77"MIN THICKNESS CONCRETE/SHOTCRETE/GUNITE. p DIAGONALS: MAY VARY ISOLATED FIREPIT / PLANTER WATER FEATURE O a (4) #3 REBAR x 48" ��,� ISO ELEVATION 24 EXTEND REBAR LEG 24 MIN EACH END, AS APPLIES. CASE 1 CASE 2 SEE NOTES O DRAIN REQUIRED: 3" PERF RIGID PIPE IN FILTER NOTES:NOTES NOTE 3 1. FEATURE MAY BE ROUND, OVAL OR RECTANGULAR. FABRIC, IN PERVIOUS MATERIAL. ADD 12- MIN 1. STANDARD REINFORCEMENT NOT SHOWN. 1. REINFORCEMENT MAY BE CONTINUOUS OR MAY HAVE 2. MAY BE SET DIRECTLY UPON CONCRETE SURFACE DEPTH SOIL CAP AT FG. CAPTURE & CONVEY 2. INSTALL NICHE PER MANUF SPECIFICATIONS. HOOKED RETURNS WHERE SECTION CHANGES OCCUR. WITHOUT EMBEDMENT; DOWELS RECOMMENDED. WATER AT SURFACE. SEE NOTE G7. 3. NO ADDITIONAL REINFORCEMENT IS REQUIRED 2. AN ISOLATION WALL BETWEEN THE POOL & SPA MAY BE SET 3. DRY FEATURE: PROVIDE DRAIN OR WEEP HOLES. O STANDARD REBAR SIZE & SPACING: FOR LED OR OTHER LIGHTS WHEN INSTALLED WITH A MIN WIDTH OF 8 -INCHES (NO EMBEDDED PIPING). 4. WET FEATURE: ADD 6" THICK SLAB BASE. WITHOUT A NICHE OR IN PIPE PENETRATIONS. 3. AS OCCURS, EXTEND POOL VERTICAL REBAR TO SPA ABOVE. 5. PIPING, CONDUIT & GAS VALVE BOX NOT SHOWN. #3 REBAR 12" OC MAX, EACH WAY, TYPICAL. D b6. LIGHT NICHE ® C2. SPA or WATER FEATURE 1> C3. FEATURE CONSTRUCT W KEYNOTES PLACE CONTINUOUS BOND BREAKER BETWEEN FOUNDATION OFFSET ( AGENCY USE) d p0ox �►9 oe CONCRETE DECKS AND STEMWALL 5' MINIMUM CO DINMN or Ja�G er�®r BOND DECK TO POOL:ad PH: (s1 s) 7ss-4s5s REF CEC ARTICLE 680 ° c° a' 2351 SUNSET BLVD, SUITE 170, ROCKLIN, 95765 POOL.ENGINEER@GMAIL.COM U BB�ZA' VWFG °° 2016 CBC FCSSIONAL F 04 WATER LINE D io ENTRY STEPS, CONVENTION: 2" 12" RISERS, 12" TREADS, TYP m SEE BUILDER PLAN FOR STEPS, BENCHES & SWIM -OUTS REBAR IS A BUILDER OPTION IN STEPS & BENCHES, LION 000�E1LLY, plc/yF�` TYPICAL > > > �4, ,�, - (3) #3 REBAR (MINIMUM) NN (BB HAUNCH OPTION SHOWN) S STANDARD REBAR SIZE & SPACING: #312" OC MAX, EACH WAY, TYPICAL. SKIMMER ELEVATION LIGHT SKIMMER Safe ! xl ®Ig REINFORCEMENT & SECTION (GEOMETRY: Aleft Q' a ft S SEE "DETAIL B, STRUCTURAL SECTIONS" AGGREGGATE BEDDING 11 SEE "GENERAL NOTES" G.6 I\ PIPING OR OTHER PENETRATIONS Call Before THROUGH WALL OR FILOOR: OP I YOU D19 E REMOVABLE CAP 6" MAX DI/4 (O.D.) 31MIXSL R RADIUS DEVELOPMENT REINF. REINFORCEMENT SOG SLAB ON GRADE SERVICES y _•: VAR DIMENSION MAY VARY 3 HYDROSTATIC RELIEF DEVICE , UON UNLESS OTHERWISE NOTED 1 V WP WATER PROOF SITE BUILT: EMBED 2" DIAMETER PVC PERFORATED PIPE, 18" DEPTH INTO , '0 PERMISSIBLE LOCATION OF PE SEIOUS E NOTMATERIAL E "GENERAL NOVTES" p0 PIPE OR CONDUIT. COPYRIGHT LAWS APPLY TO THIS SHEET �j 2016 CBC. DESIGN CRITERIA & MATERIAL SPECIFICATIONS �1 1. STRUCTURAL DESIGN FOR EXPANSIVE SOILS (EFP 60 MAX). POOLJSPA MODEL WITH RESTRAINED TOE, 2:1 BACKSLOPE INCLUSIVE. 2. SOIL TYPE: DESIGN ASSUMES SITE CLASS D, UNIT WT 110 PCF. SUMP. (1) OF (2) SUMPS SHOWN THIS PLAN DOES NOT APPLY TO SITES WITH HIGHLY EXPANSIVE SOIL (> 60 EFP). 3. REINFORCEMENT CONFORMING TO ASTM A615-40 (GR 40 or GR 60). 4. SHOTCRETE / GUNITE: CONFORM TO CBC 1910 (DRY OR WET), 3000 PSI IN 28 DAYS. SECTION A TYPICAL 5. CALCULATIONS USE 2.5 KSI, SHOTCRETE STRENGTH TESTING NOT REQUIRED. ! 6. AS APPLIES, A GEOTECHNICAL REPORT MAY BE PROVIDED WITH THIS SUBMITTAL. NO SCALE - THIS SHEET COPYRIGHT LAWS APPLY F,, ),'�(7--12 Vd BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE 2-1-17 BY I ( AGENCY USE) SHEET TITLE: STANDARD PLA for Pool or Spa SIGNATUREATTACHED ELECTRONICALLY AFFILIATIONS (MEMBER) APSP - ASSOCIATION OF POOL & SPA PROFESSIONALS SVABO - SACRAMENTO VALLEY ASSOCIATION OF BUILDING OFFICIALS Permit & Construction By:. WESTERN POOL LIC. X1010363 SITE: DESIGN: DESIGN: PFR „ 1 ,� M, CHECK: CMR _._._ .. _-..... 05-17-2017 u SHEET NUMBER lFw COPYRIGHT LAWS APPLY TO THIS SHEET Sum QTY JUN 2 0 2017 AEVELUPMENT SERVICES 8ii-)'9'q0 LIC. #1010363 1�1�10v� N 'EXIST 1 r`J. Com.... TYLER CHRISTOPHERSON 2240 SAMPSON ST. MARY SVILLE, CA. 95901 (530) 632-rw90 - — I ©w� I c3F '51T . P1,oN Q(3VM MVN 1 1 `f W ffir St�at�LCE— W 4�. 3 tAn c,tdoor vtk ming pml shall be p c ;e!dd with drowning prevenCon safety features thiat comply with California Health and Safety Code Section 115920- 115928. These features shall be installed, inspected and approved prior to plastering or filling with water. ff%1111, d f 680.21 (C) GFCI Protection. Outlets supplying pool pump motors connected to single-phase, 120 volt — 240 volt branch circuits, rated 15 or 20 amps. Shall provide GFCI. ARAu_ OC IWJI ALLru AJ LM"bUKIvrIJ IN I r1lb AR IIULC CEC 680.26 EQUIPOTENTIAL BOND BONDED PARTS 680.26(B)(1) THROUGH (7) SHALL BE BONDED TOGETHER BONDING Comply with current California Energy Commission requirements for swimming Pools, pool equipment, plumbing fittings, and heating equipment evz_ - �'-?t Ir NOTE: �IMtJ See the attached Swimming Pool Requirements PER MIT # / _`/ 2 L BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE �I P Ax 3' \0�'�' `� Separate Mechanical Peri. it required for the installation of •, ` r A-1 I a swimming pool heater A .,, Acw 5 7 1 r moi.9 -oe_._ l ''A 1� CONSTRUCTION SPECIFICATIONS: ,f„ 3G.. RES�4�NCE- SPA NOTES: [POOL SPECIFICATIONS 5I ZE 11")(30' PERIMETER e8 AREA 111 5. F. DEPTH 3��TO B�VOLUME 1-0,, 9CIII5 . EXCAVATION I AC6E55 '? 1 + TRACTOR ~T FENCE DOWN BY W . UP BY PRE6RADE SNC, RAMP S;rI>' W REMOVAL t j jpc PLUMBING RETURNS_ -MAIN DRAIN 5K I MMER l/t i 5UGT I ON LINE 5I ZE �• �� AUTO FILL POOL GLEANER I•ii 5OLAR WATER FEATURE 5PA MAIN DRAIN SPA JETS p UTILITIES [TEEL/GUNITE/TILE RAISED BOND BEAM5 (� TI LE CHO I GE FEATURE5 � A MASONRY Co CONCRETE FLATWORK FINI5H S&L -T 5.F. TRflI FIN15H �% , 5.F.�tJ A- GANTILEVERi� PRA I N5 --CHANNEL- MAST 16 /� �•° 5TEP5 I VJC9 '!S ' S CONCRETE PUMP �F FOOTINGS 7.., EQUIPMENT & ACCESSORIES FILTER S 5 I ZE LW CA�"I" 3 PUMP 5I ZE % HEATER 5I ZE I GHLORINATORL LI6HT5: POOL y 5PA"' DIVE BOARD �� d 51 -IPE PLASTER TYPE AND DOLOR !�(�DpIGSUij'1�� SITE INFORMATION: MAP PAGE NUMBER A. P. N. 3$0 -014 SUBDIVISION LOT # t POOL DESIGNED FOR: ' NAME: TC�Wt - HID' IP_�QTLEYII ADDRESS : _ ETC QN&C-CV l�.I D9, GI TY/STATE: 06bUILLIE -,C"P5 Iato PHONE: EMAIL: I �I f�Ll �I1� _. __ __ _ __ _ __ __ ____ _ _ _ _.. __ __ _ -- _� _ �_ _._ �� -_:_ i ', '� I' ,�_ _ - --- -_ ___-_ - _ _ -- -- _- I�-- ._��_ _ -- s. Butte County Department of Development Services Z PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty. net/dds PLEASE PRINT CLEARLY PERMIT NO: FORM NO E'i ,rl DBP -1 BIN NO: or Paradise, Revised 12.19.2016 Pape 1 of] ,LL Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACREI Reference Number: B17-1240 Date: 6/20/2017 Location: 348 RIVERVIEW DR By: JMD Parcel Number: 069-380-014 Sub Type: PRIVATE POOL Owner Name: BUTLER, THOMAS A. & HEIDI N FAMILer 1;00Jp3830 Description: POOL, GUNITE By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signe Date 612012017 Title Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES NOTICE TO BUILDERS" Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at ht!p://municipalcodes.le isnexis.com/codes/butteeo/ **When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B17-1240 Date: 6/2012017 Parcel Number: 069-380-014 Location: 348 RIVERVIEW DR, OROVILLE Phone: 5303703830 Owner Name: BUTLER, THOMAS A. & HEIDI N FAMILY TRUST Description: POOL, GUNITE Signature of Applicant Date: 6/2012017 Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 • Main Phone (530) 538-7601 Fax (530) 538-7785 www.buttecounty.net/dds ANTI -ENTRAPMENT CERTIFICATION FORM FOR SWIMMING POOLS & SPAS The following form is required whenever a building permit is issued to construct or repair (re -plastering) a swimming pool, toddler pool, or spa. STATEMENT TO BE SIGNED PRIOR TO FINAL APPROVAL Verification of Compliance with the "Swimming. Pool Safety Act of 2006" (Health & Safety Code 115920 — 115929) Site Address: Property Owner: Owner's Mailing Address: Phone: I hereby certify that the swimming pool, toddler pool, or spa located a the above- mentioned address complies with the provisions or the "Swimming Pool Safety Act of 2006" and has been equipped with an anti -entrapment cover meeting the current ASME/ANSI Standard A 112.19.8 as required under the provisions of the law and have received additional information on pool barrier requirements. Signed: Signed: Owner Contractor Company Name: Date: Date: CONTRACTOR'S INFORMATION California Contractor's License Number: Mailing Address: Phone: _f�'T119 Attachments: Swimming Pool Enclosure Requirements and Pool Barrier handout Revised 7.20.2015 Pagel of3 �1 R� 9 -ll L A_ 1 Swimming ]Pool Enclosure Requirements Definitions Approved Safety Pool Cover: A manual or power -operated safety pool cover that meets all of the performance standards of the American Society for Testing and Materials (ASTM), in compliance with standard F 1346-91. Enclosure: A fence, wall or combination thereof that isolates a swimming pool from unauthorized access. Exit Alarm: A device that makes an audible, continuous alarm sound on the doors leading from the dwelling/garage or other structure to the pool enclosure, which, when opened or left ajar, permits entry to the pool without any intervening enclosure device. Exit alarms may be battery operated or connected to the electrical wiring of the building. Public Swimming Pool: A swimming pool operated for the use of the general public with or without charge, or for the use of the members and guests of a private club. Public swimming pool does not include a swimming pool located on the grounds of a private single family dwelling. Swimming Pool or Pool: Any structure intended for swimming, recreational bathing or other recreational use that will contain water over 18 inches in depth. Swimming pools include in -ground and above -ground structures and include, but are not limited to, hot tubs, spas, portable spas and non-portable wading pools. Other terms, words, or phrases not defined shall have their ordinarily accepted meanings within the context with which they are used. Webster's Third New International Dictionary of the English Language, Unabridged, copyright 1986, shall be considered as providing ordinarily accepted meanings. Revised 7.20.2015 Page 2 of fill � � illi � I III III '; II i 'I I SII ', Swimming Pool Requirements Drowning Prevention Safety Features Based upon California Health and Safety Code Section 115920-115929, known as the Swimming Pool Safety Act The County of Butte requires either a listed, approved safety pool cover* meeting ASTM Standard F1346-91, OR a complying enclosure* which isolates the pool from the dwelling and remaining yard, OR a complying enclosure* which surrounds the perimeter of the pool and dwelling, with door alarms and self-closing, self latching devices on all doors leading into the enclosure. *Enclosures • Minimum height of 60 inches • Access gates shall open away from pool and have self-closing, self -latching device no lower than 60 inches above the ground. • Maximum vertical clearance of 2 inches from the ground to the bottom of enclosure • No openings greater than 1/2 inch within 18 inches of the release mechanism when closed. Gaps or voids shall not allow the passage of a 4 inch sphere. • Outside surface shall be free of cavities or protrusions that would serve as a foothold or handhold that could enable a child of less than 5 years of age to climb over. • Maximum mesh size for chain link shall be a 2.25 inch square unless the fence is provided with slats fastened at the top or bottom which reduce the openings to no more than 1.75 inches *Pool Cover • Shall be correctly installed per the manufacturers instructions to prevent the access of children under five years of age to the water. • Shall be properly constructed to meet ASTM specifications and be labeled accordingly. • All ties, anchors or attachment points and controls for automatic covers must be installed in a way to prevent operating or uncovering the poll by children less than five years of age. • The pool cover shall possess a listing that insures the original design or performance of the cover meets. or exceeds testing as prescribed by ASTM Standard F1345-91, Section 9 Test Methods for Safety Covers. Door alarms or self-closing, self -latching doors Windows and doors routinely closed and latched — �. 'Safety pool cover - Isolation 'Perimeter 'At a minimum, one of these shaft be provided Revised 7.20.2015 Page 3 of —16 Gates self-closing, self -latching (Revised 4/08) APE advanced pool engineering BUILDER BUTTE COUNTY 2016 California Building Code Paul Reilly, PE, Principal JUN Z 0 201T SITE: Ph 916 768-4656 DEVELOPMENT BUTLER RESIDENCE ZZ, SERVICE& 348 RIVERVIEW DRIVE R3, Occupancy U OROVILLE, 95966 Swimming Pool Engineering WESTERN j j -�� POOLS PAGE 1 LIC. #1010363 1.0 State of Service The California Pool & Spa Industry Education Council, "California Swimming Pool Workmanship Guidelines" define the normal state of a pool vessel as filled with water. Shotcrete is typically applied directly to the face of firm native earth. No active soil pressures are present during the construction phase. The builder may "flash" excavations with a thin layer of shotcrete to stabilize non -cohesive soils, or "flash" may be used as a surface treatment to retard the loss of moisture from the walls of excavations in highly expansive soils; this treatment is non- structural. 2.0 Modes of Failure a. Buoyancy: Hydrostatic pressure due to a high water table or other sources can displace or float a partially empty pool/spa. Specifications require mitigation for adverse hydrostatic forces to relieve hydrostatic pressure about all pools & walls. b. Differential Subsidence: Loose embankment or unsuitable fill. Soil compaction, 90% max dry density, conforming to ASTM D1557, is required for any earth fill sections placed about the shell. c. Differential Settlement: Desiccation or surface cracking is an indication that clay soils are present. Shrinkage may occur due to subgrade moisture loss that may promote settlement. d. Differential Heave: Expansive soils or large trees/root-ball near a pool can cause damage to the pool or surface decking. Expansive soils must be pre -saturated prior to shotcrete. e. Rotation: Stemwall failure due to lateral bending is rarely encountered in forensic investigations. 3.0 Bond Beam The bond -beam on a pool vessel is the top of the pool shell, adjacent to the waterline tile. The bond beam is a location, a point of reference. The haunch, a widening or extension of the bond -beam, was introduced during the early 1900s to accommodate precast coping around swimming pools. Best practices for the design of concrete boundary elements includes increased reinforcement at the bond -beam. Details provide alternate sections for bond - beam construction. The geometry and spacing of reinforcement at the bond beam may vary with architectural requirements or local trade practice. 4.0 Model Notes General load case considers an infinitely long pool stemwall (dry -state, conservative). Consider a primitive "channel model" of the pool with opposing sections providing a restrained toe through the floor section. The "channel model" is subject to cantilever bending only. The opposing `toe' cannot translate horizontally, and an overturning failure cannot be realized. However, the term overturning -moment (OTM) is presented in the design calculations to provide a conceptual reference for the inward lateral force imposed on the cantilever stemwall. Please contact me if you have any questions. SIGNATUREATTACHED ELECTRONICALLY APE Western Region: 2351 Sunset Boulevard, Suite 170.412, Rocklin, Ca 95765 APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 PAGE 2 4.0 Model Notes (continued) For primitive models of the soil -substructure interaction, the EFP component is truncated at the 45 -degree intercept to more accurately assess actual forces acting on the base section. Design calculations incorporate an interpolated linear reduction from the point of curvature to the 45 -degree intercept of the base section. NET MOMENT AT BASE: EMx = OTM - RM, FOR 7E= UNIT WEIGHT OF EARTH, APPLIED AS AN EQUIVALENT FLUID PRESSURE Cf, FG OTM =7E 6v RM =I x^ CONVENTIONAL RETAINING WALL E OTM "7E 6'I3I RM =I x^ DISTENDING RADIUS FOUNDATION Wj 5.0 Other Design Considerations For shells with a geometric or rectangular shape (plan view) the structural capacity contributions from the horizontal rebar near interior corners can be significant. However, this additional capacity is disregarded for the primitive case. Free -form pools are classified as hyperbolic -paraboloids and have high levels of structural redundancy. For circular, oval and portions of free -form pools, another model evaluation would be related to the horizontal sections: compressive and tension states that may be resolved as hoop -stress. The infinite combinations of cases for hoop - stress models is not practical for a standard plan. This additional capacity is disregarded for the primitive case. 6.0 Gravity and Surcharge Loads Pool Site: The weight of a swimming pool is approximately one-half the weight of the soil that has been removed to embed the pool. If soil or slope stability problems do not currently exist at a site, then the addition of a pool cannot introduce an adverse gravity or surcharge load. Line Load: An investigation of surcharge models considered a 2 klf line -load, applied 18" below finish grade, offset 5' from the pool wall. These models do not impose significant or adverse lateral surcharge loads on the pool wall or portions of the distending stemwall. Rock Benches: Axial load cases acting on the vertical stemwall of earth -retaining systems increase the magnitude of the resisting moment and are disregarded in the analysis. Western Region: 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765 h xi W, X :C-�' - OTM =7E 6v RM =I x^ CONVENTIONAL RETAINING WALL E OTM "7E 6'I3I RM =I x^ DISTENDING RADIUS FOUNDATION Wj 5.0 Other Design Considerations For shells with a geometric or rectangular shape (plan view) the structural capacity contributions from the horizontal rebar near interior corners can be significant. However, this additional capacity is disregarded for the primitive case. Free -form pools are classified as hyperbolic -paraboloids and have high levels of structural redundancy. For circular, oval and portions of free -form pools, another model evaluation would be related to the horizontal sections: compressive and tension states that may be resolved as hoop -stress. The infinite combinations of cases for hoop - stress models is not practical for a standard plan. This additional capacity is disregarded for the primitive case. 6.0 Gravity and Surcharge Loads Pool Site: The weight of a swimming pool is approximately one-half the weight of the soil that has been removed to embed the pool. If soil or slope stability problems do not currently exist at a site, then the addition of a pool cannot introduce an adverse gravity or surcharge load. Line Load: An investigation of surcharge models considered a 2 klf line -load, applied 18" below finish grade, offset 5' from the pool wall. These models do not impose significant or adverse lateral surcharge loads on the pool wall or portions of the distending stemwall. Rock Benches: Axial load cases acting on the vertical stemwall of earth -retaining systems increase the magnitude of the resisting moment and are disregarded in the analysis. Western Region: 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765 APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 PAGE 3 7.0 Miscellaneous Detailing The pool skimmer, light niche, pool cover vault(s) and other miscellaneous details present prescriptive designations for reinforcement. No significant loads occur at these features and the geometry and spacing of reinforcement may vary with manufacturer requirements or local trade practice. 8.0 Construction Tolerances Minor deviations to the specified geometric specifications for stemwall construction may be realized during construction without jeopardy. 9.0 Stemwalls Beyond the Limits of the Pool Shell Stemwalls or wing -walls extending beyond the limits of the pool/spa shell that retain earth for landscape features are not covered in this submittal. Any other retaining wall elements for landscape features or site development will be submitted under separate cover with a unique design and signatory for each site. 10.0 Slope Paving & Landscape features Excavations in granite or other igneous formations, shale, bluestone, sandstone, or horizontal bench -steps cuts in slopes equal to, or flatter than 1:1, are considered slope paving. Reinforcement for these elements are prescriptive designations. Specifications require mitigation to eliminate any potential hydrostatic forces. 11.0 Stormwater & Debri-F low Builder plans shall incorporate appropriate mitigation to service any potential jeopardy of debri-flows from ascending slopes above construction improvements, and to capture and convey all stormwater prior to earth retaining structures, or slope paving. The builder plan shall also include mitigation for the conveyance of surface drainage above stemwalls, or slope paving elements and all project retaining walls or stemwalls. Slope -paving and earth - retaining structures must not be used to capture or convey stormwater run-off from landscape features or ascending slopes above the pool/spa. 12.0 Specification & Design Criteria: See project structural plan sheet References 1. ACI 301, 318 (concrete) & ACI 506 (shotcrete) 5. J.Nelson & Miller, "Expansive Soils," 1992 2. American Shotcrete Association, principles and practice. 6. Braja M Das, "Shallow Foundations," 1999 3. Army Corp of Engineers, "Shotcrete Design Practice" 7. Nilson/Darwin/Dolan, "Design of Conc Structures," 2004 4. J.Bowles, "Foundation Analysis and Design," 5th Edition 9. Hugh Brooks, SE, "Basics of Retaining Wall Design," 7th APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H" = 4' CADD Areas & Moment Arms Distending Stem 6" `\v Radius Interior 3.0' Exterior 3.5' Interior 1.0' PC • A 0.25' 1.50 B Exterior 1.5' 0.98' 2.78 D 1.71' 3.41 E M arts Area PC 3.0', PC 4.0' I PC • A 0.25 1.50 • PI 4.7T B 0.32 1.74 PI 9C D 0.78 2.23 I E 1.07 2.48 I ' I@@ PC Z8 v F� ._--__ - �� PI 2.01' DESIGN "H" = 6' Distending Stem Radius Interior Interior 3.0' Exterior 3.5' M arm Area M arrn Area PC • A 0.25' 1.50 B 0.45' 2.14 PI • C 0.98' 2.78 D 1.71' 3.41 E 2.50' 4.05 0�WOO.M 6" \\ I I i I A PC 3.0' I PI 5.47 PAGE 4 DESIGN "H"=5' _____. Distending Stem 6" Radius Interior Interior 2.0' Exterior Exterior 2.5' M arm Area PC • A PC • A 0.25 1.50 B B 0.24 1.94 I PI • C 0.32 2.38 D 1.26 2.82 E E 1.81 3.28 I PC 3.0', PC 4.0' I 1 ALT BAR REQ'D / • PI 4.7T DESIGN"H"=7' _______. Distending Stem 6" Radius r , Interior 3.0' Exterior 3.5' M arm Area PC • A 0.25 2.00 j B 0.46 2.64 PI • C 1.00 3.28 I E 2.59 4.55 I I PC 4.0' I 1 ALT BAR REQ'D / I'i PI 6.47 _LL JI _L APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H" = 8' CADD Areas & Moment Arms Distending Stem = 10' 7• i s• ' - Radius Radius j Interior I, Interior 5.0' I 5.5' Radius d i Exterior 5.5' j M arm Interior 5.0' PC • A Area M arm 0.29 I 5.5' PC • A 1.5 0.25 1 PI • C Area M arm d i j I -PC 6.1T PC • A -PC 3.0' 0.33 3.16 1.20 I 4.76 D 4.00 2.14 2 BAR REQ'D PI • C 6.14 E 0.40 3.18 1 AL AR REQ'D 2.70 0.37 , E 8.74 4.05 0.31 1, DESIGN "H" = 10' 7• i Radius - 91 Radius j Interior 5.0' Distending Stem 8" Exterior 5.5' I 5.5' Radius d i j PC • A 5.37 0.37 j M arm Interior 5.0' PC • A 2.33 , 0.29 Exterior 5.5' 3.52 0.61 I 1 PI • C Area M arm d i j I -PC 6.1T PC • A 3.38 0.33 0.40 dI 4 B 4.76 0.65 0.41 1 2 BAR REQ'D PI • C 6.14 1.52 0.40 j D 7.49 2.70 0.37 , E 8.74 4.05 0.31 1, ' - PC 5.08' 2 BAR REQ'D PI 8.98 No Scale This Sheet DESIGN "H" = 9' Distending Stem 7" 7• i Radius 91 Radius j Interior 5.0' I Exterior 5.5' Exterior 5.5' Area M arm d i j PC • A 5.37 0.37 Area M arm d i I PC • A 2.33 0.29 0.29 D 10.09 2.79 B 3.52 0.61 0.32 1 PI • C 4.69 1.46 0.30 I -PC 6.1T 5.80 2.65 0.28 - PC 4.0' PI 7.88 _ E PAGE 5 DESIGN "H" = 12' - - - - Distending Stem 9" 91 Radius Interior 5.0' I Exterior 5.5' j Area M arm d i PC • A 5.37 0.37 0.48 I , B 6.94 0.74 0.52 j PI • C 8.54 1.60 0.52 D 10.09 2.79 0.48 I E 11.54 4.15 0.40 j 5 I I -PC 6.1T dI 4 12" OC / 2 BAR REQ'D 7 ,.� P111.05 APE - advanced pool engineering ref: CBC, ACI 318, ASCE 7 CALC H4 Load Factor (LF) = 1.6 Load Case: U = 1.2D+1.6H Lateral Force (P) = 100 EFP Area Strength Design Marm Axial DL (stem) = 0.00 kip y con. = 145 pcf D 4.00 ft r soil = 120 pcf t t 6.00 in As ft.kip t 2 6.00 in #3 = 0.11 int t 3 6.00 in #4 = 0.20 int b 12.00 in ft.kip ft.kip ri INTER. 1.00 ft f1, = 40.0 ksi r2 EXTER. 1.50 ft f'�= 2.50 ksi PC = 3.00' , Point of Curvature = (D -r2) PI = 4.00' , Point of Intercept PC PI ENI rl-fl, (DVn=0.85(2�f',bd+(DVs) - 1/2V;ok Spec D CALC H4 Load Factor (LF) = 1.6 4' Max H Lateral Force (P) = 100 EFP Area Short Term (ST) = 1.25 Marm Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = ,yD3/6 (factored) di Mo = LD MT LD: Distending section below PC. apply Mu = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM ft.kip oMu = 0.9 Asfy [di -(a/2)] /12 fi = 0.9 AS Req = 1.8bd�f,/fy a = Asfy/(0.85 fib) for As > 1.3(As Req) - ok P max = 0.75 P b = 0.0232 ref ACI 318, 10.5.3 ft.kip (DVn=0.85(2�f',bd+(DVs) - 1/2V;ok Spec D MT LD MD Mma. Area £,DL Marm MR M u OM„ di a As REQ As Stem ft ft.kip ft.kip ft.kip ftz kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.25 0.04 0.13 0.88 2.75 0.17 0.10 0.11 ok 2.25 0.30 1.00 0.30 0.30 1.13 0.16 0.25 0.04 0.20 0.88 2.75 0.17 0.10 0.11 ok 2.30 0.32 1.00 0.32 0.32 1.15 0.17 0.25 0.04 0.22 0.88 2.75 0.17 0.10 0.11 ok 2.40 0.37 1.00 0.37 0.37 1.20 0.17 0.25 0.04 0.25 0.88 2.75 0.17 0.10 0.11 ok 3.00 0.72 1.00 0.72 0.72 1.50 0.22 0.25 0.05 0.52 0.88 2.75 0.17 0.10 0.11 ok 3.11 0.81 0.89 0.71 0.72 1.55 0.22 0.26 0.06 0.52 0.88 2.75 0.17 0.10 0.11 ok 3.23 0.90 0.77 0.69 0.72 1.60 0.23 0.28 0.06 0.51 0.88 2.75 0.17 0.10 0.11 ok 3.34 1.00 0.66 0.65 0.72 1.64 0.24 0.29 0.07 0.51 0.88 2.75 0.17 0.10 0.11 ok 3.46 1.10 0.54 0.60 0.72 1.69 0.25 0.31 0.08 0.50 0.88 2.75 0.17 0.10 0.11 ok 3.57 1.21 0.43 0.52 0.72 1.74 0.25 0.32 0.08 0.50 0.88 2.75 0.17 0.10 0.11 ok 3.66 1.30 1 0.34 0.45 0.72 1.79 0.26 0.36 0.09 0.48 0.88 2.75 0.17 0.10 0.11 ok 3.74 1.40 0.26 0.36 0.72 1.84 0.27 0.40 0.11 0.47 0.88 2.75 0.17 0.10 0.11 ok 3.83 1.50 0.17 0.26 0.72 1.89 0.27 0.44 0.12 0.46 0.88 2.75 0.17 0.10 0.11 ok 3.91 1.60 0.09 0.14 0.72 1.94 0.28 0.48 0.14 0.44 0.88 2.75 0.17 0.10 0.11 ok 4.00 1.71 0.00 0.00 0.72 1.99 0.29 0.52 0.15 0.43 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.03 0.29 0.56 0.17 0.41 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.07 0.30 0.60 0.18 0.39 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.10 0.30 0.65 0.20 0.38 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.14 0.31 0.69 0.21 0.36 0.88 2.75 0.17 ; 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.18 0.32 0.73 0.23 0.34 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.22 0.32 0.77 0.25 0.33 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.25 0.33 0.82 0.27 0.31 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.29 0.33 0.86 0.29 0.29 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.33 0.34 0.90 0.30 0.27 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.37 0.34 0.94 0.32 0.25 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.40 0.35 0.99 0.34 0.23 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.48 0.36 1.07 0.38 0.19 0.88 2.75 0.17 0.10 0.11 ok i i ih � ISI � Ili APE - advanced pool engineering ref: CBC, ACI 318, ASCE 7 CALC H5 Load Factor (LF) = 1.6 5' Max H Load Case: U = 1.2D+1.6H Area I Short Term (ST) = 1.25 Marm Strength Design [no Bldg or other significant axial DL] MT = yD3/6 (factored) di MD = LD MT Y conc = 145 pcf D 5.00 ft Y soil = 120 pcf t t 6.00 in a = AsfY/(0.85 fib) As p a, = 0.75 p b = 0.0232 t a 6.00 in #3 = 0.11 int t s 6.00 in #4 = 0.20 int b 12.00 in 0.0 1.00 0.00 rl INTER. 2.00 ft fY = 40.0 0.25 r2 EXTER. 2.50 ft f', = 2.50 2.75 PC PI EN PC = 3.00' , Point of Curvature = (D -r2) PI = 4.77' , Point of Intercept (DVn = 0.85( 2� f', bd + (DVs) - 1/2V; ok Snec UPL11 D I CALC H5 Load Factor (LF) = 1.6 5' Max H Lateral Force (P) = 100 EFP Area I Short Term (ST) = 1.25 Marm Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) di MD = LD MT LD: Distending section below PC. apply Mu = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM ft.kip ksi (DMn = 0.9 Asfy [d; (a/2)] /12 0.9 ksi AS Req = 1.8bM /fy a = AsfY/(0.85 fib) for A, > 1.3 (As Req) - ok p a, = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 ft.kip (DVn = 0.85( 2� f', bd + (DVs) - 1/2V; ok Snec UPL11 D I MT I I -D I Mo Mmax Area I EDL I Marm MR M I (DM„ di a As REQ As Stem ft ft.kip ft.kip ft.kip ft2 kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 Ul5 0.25 0.04 0.13 0.88 2.75 0.17 0.10 0.11 ok 2.25 0.30 1.00 0.30 0.30 1.13 0.16 0.25 0.04 0.20 0.88 2.75 0.17 0.10 0.11 ok 2. 30 0.32 1.00 0.32 0.32 1.15 0.17 0.25 0.04 0.22 0.88 2.75 0.17 0.10 0.11 ok 2.40 0.37 1.00 0.37 0.37 1.20 0.17 0.25 0.04 0.25 0.88 2.75 0.17 0.10 0.11 ok 3.00 0.72 1.00 0.72 0.72 1.50 0.22 0.25 0.05 0.52 0.88 2.75 0.17 0.10 0.11 ok 3.19 0.87 0.89 0.77 0.77 1.59 0.23 0.25 0.06 0.56 0.88 2.75 0.17 0.10 0.11 ok 3.3 1.03 0.78 0.81 0.81 1.68 0.24 0.25 0.06 0.59 0.88 2.75 0.17 0.10 0.11 ok 3.51.22 0.67 0.82 0.82 1.76 0.26 0.24 0.06 0.60 0.88 2.75 0.17 0.10 0.11 ok 3.7 1.43 0.57 0.81 0.82 1.85 0.27 0.24 0.06 0.59 0.88 2.75 0.17 0.10 0.11 ok 3.961--L-66-0.46 0.76 0.82 1.94 0.28 0.24 0.07 0.59 0.88 2.75 0.17 0.10 0.11 ok 4.12 1.87 0.37 0.68 0.82 2.03 0.29 0.26 0.08 0.58 0.88 2.75 0.17 0.10 0.11 ok 4.28 2.10 0.27 0.57 0.82 2.12 0.31 0.27 0.08 0.57 0.88 2.75 0.17 0.10 0.11 ok 4.44 2.34 0.18 0.43 0.82 2.20 0.32 0.29 0.09 0.57 0.88 2.75 0.17 0.10 0.11 ok 4.61 2.61 0.09 0.24 0.82 2.29 0.33 0.30 0.10 0.56 0.88 2.75 0.17 0.10 0.11 ok 4.77 2.89 0.00 0.00 0.82 2.38 0.35 0.32 0.11 0.55 0.88 2.75 0.17 0.10 0.11 ok 4.78 0.00 0.00 0.00 0.82 2.47 0.36 0.51 0.18 0.48 0.88 2.75 0.17 0.10 0.11 ok 4.80 0.00 0.00 0.00 0.82 2.56 0.37 0.70 0.26 0.40 0.88 2.75 0.17 0.10 0.11 ok 4.82 0.00 0.00 0.00 0.82 2.64 0.38 0.88 0.34 0.32 0.88 2.75 0.17 0.10 0.11 ok 4.83 0.00 0.00 0.00 0.82 2.73 0.40 1.07 0.42 0.23 0.88 2.75 0.17 0.10 0.11 ok 4.85 0.00 0.00 0.00 0.82 2.82 0.41 1.26 0.52 0.14 0.88 2.75 0.17 0.10 0.11 ok 4.87 0.00 0.00 0.00 0.82 2.89 0.42 1.34 0.56 0.10 0.88 2.75 0.17 0.10 0.11 ok 4.89 0.00 0.00 0.00 0.82 2.95 0.43 1.42 0.61 0.05 0.88 2.75 0.17 0.10 0.11 ok 4.91 0.00 0.00 0.00 0.82 3.02 0.44 1.50 0.65 0.00 0.88 2.75 0.17 0.10 0.11 ok 4.94 0.00 0.00 0.00 0.82 3.08 0.45 1.57 0.70 0.00 0.88 2.75 0.17 0.10 0.11 ok 4.96 0.00 0.00 0.00 0.82 3.15 0.46 1.65 0.75 0.00 0.88 2.75 0.17 0.10 0.11 ok 4.98 0.00 0.00 0.00 0.82 3.21 0.47 1.73 0.81 0.00 0.88 2.75 0.17 0.10 0.11 ok > 5.00 0.00 0.00 0.00 0.82 3.28 0.48 1.81 0.86 0.00 0.88 2.75 0.17 0.10 0.11 ok Engineering Services ref: CBC, ACI 318, ASCE 7 CALC H6 Load Factor (LF) = 1.6 Load Case: U = 1.2D+1.6H Lateral Force (P) = 100 EFP Area Strength Design Marm Axial DL (stem) = 0.00 kip 7 conc = 145 pcf D 6.00 ft r soil = 120 pcf t t 6.00 in As ft.kip t' 6.00 in #3 = 0.11 int t' 6.00 in #4 = 0.20 int b 12.00 in ft.kip ft.kip rl INTER. 2.50 ft f, = 40.0 ksi r2 ExTER. 3.00 ft f',= 2.50 ksi PC P: Er PC = 3.50' , Point of Curvature = (D -r2) PI = 5.77' , Point of Intercept thVn=0.85(2�f',bd+OVs) -'hV;A Spec Depth D CALC H6 Load Factor (LF) = 1.6 6' Max H Lateral Force (P) = 100 EFP Area Short Term (ST) = 1.25 Marm Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) d; MD = LD MT LD: Distending section below PC. apply M❑ = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM ft.kip (DM„ = 0.9 Asfy [di -(a/2)] /12 ( = 0.9 AS Req = 1.8bd4f,/fy a= Asfy/(0.85 f,b) for AS > 1.3(AS Req) -> ok p max = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 ft.kip thVn=0.85(2�f',bd+OVs) -'hV;A Spec Depth D MT LD MD Mmax Area EDL Marm MR M �M d; a As REQ As Stem ft ft.kip ft.kip ft.kip ft2 kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 2.80 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.25 0.04 0.13 0.90 2.80 0.17 0.10 0.11 ok 2.25 0.30 1.00 0.30 0.30 1.13 0.16 0.25 0.04 0.20 0.90 2.80 0.17 0.10 0.11 ok 2.30 0.32 1.00 0.32 0.32 1.15 0.17 0.25 0.04 0.22 0.90 2.80 0.17 0.10 0.11 ok 2.40 0.37 1.00 0.37 0.37 1.20 0.17 0.25 0.04 0.25 0.90 2.80 0.17 0.10 0.11 ok 3.50 1.14 1.00 1.14 1.14 1.50 0.22 0.25 0.05 0.86 0.90 2.80 0.17 0.10 0.11 ok 3.67 1.31 0.92 1.20 1.20 1.63 0.24 0.29 0.07 0.89 0.90 2.80 0.17 0.10 0.11 ok 3.83 1.50 0.83 1.25 1.25 1.76 0.25 0.33 0.08 0.91 0.90 M 2.80 0.17 0.10 0.11 tw 4.00 1.70 0.75 1.27 1.27 1.88 0.27 0.37 0.10 0.92 0.90 M 2.80 0.17 0.10 0.11 tw 4.16 1.93 0.66 1.28 1.28 2.01 0.29 0.41 0.12 0.90 0.90 M 2.80 0.17 0.10 0.11 tw 4.33 2.16 0.58 1.25 1.28 2.14 0.31 0.45 0.14 0.88 0.90 2.80 0.17 0.10 0.11 ok 4.56 2.53 0.46 1.17 1.28 2.27 0.33 0.56 0.18 0.84 0.90 2.80 0.17 0.10 0.11 ok 4.79 2.92 0.35 1.02 1.28 2.40 0.35 0.66 0.23 0.79 0.90 - 2.80 0.17 0.10 0.11 ok 5.01 3.36 0.23 0.78 1.28 2.52 0.37 0.77 0.28 0.74 0.90 2.80 0.17 0.10 0.11 ok 5.24 3.84 0.12 0.44 1.28 2.65 0.38 0.87 0.34 0.69 0.90 2.80 0.17 0.10 0.11 ok 5.47 4.36 0.00 0.00 1.28 2.78 0.40 0.98 0.40 0.63 0.90 2.80 0.17 0.10 0.11 ok 5.53 0.00 0.00 0.00 1.28 2.91 0.42 1.13 0.47 0.55 0.90 2.80 0.17 0.10 0.11 ok 5.58 0.000.00 0.00 1.28 3.03 0.44 1.27 0.56 0.46 0.90 2.80 0.17 0.10 0.11 ok 5.64 0.00 0.00 0.00 1.28 3.16 0.46 1.42 0.65 0.37 0.90 2.80 0.17 0.10 0.11 ok 5.69 0.00 0.00 0.00 1.28 3.28 0.48 1.56 0.74 0.28 0.90 2.80 0.17 0.10 0.11 ok 5.75 0.00 0.00 0.00 1.28 3.41 0.49 1.71 0.85 0.18 0.90 2.80 0.17 0.10 0.11 ok 5.79 0.00 0.00 0.00 1.28 3.50 0.51 1.82 0.93 0.10 0.90 2.80 0.17 0.10 0.11 ok 5.82 0.00 0.00 0.00 1.28 3.59 0.52 1.94 1.01 0.01 0.90 2.80 0.17 0.10 0.11 ok 5.86 0.00 0.00 0.00 1.28 3.68 0.53 2.05 1.09 0.00 0.90 2.80 0.17 0.10 0.11 ok 5.89 0.00 0.00 0.00 1.28 3.78 0.55 2.16 1.18 0.00 0.90 2.80 0.17 0.10 0.11 ok 5.93 0.00 0.00 0.00 1.28 3.87 0.56 2.27 1.28 0.00 0.90 2.80 0.17 0.10 0.11 ok 5.96 0.00 0.00 0.00 1.28 3.96 0.57 2.39 1.37 0.00 0.90 2.80 0.17 0.10 0.11 ok D 6.00 0.00 0.00 0.00 1.28 4.05 0.59 2.50 1.47 0.00 0.90 2.80 0.17 0.10 0.11 ok Engineering Services ref: CBC, ACI 318, ASCE 7 Load Case: U = 1.2D+1.611 Strength Design D 7.00 ft t 1 7.00 in t 2 7.00 in t 3 7.00 in b 12.00 in r1 INTER. 2.92 ft r2 ExTER. 3.50 ft PC PI Y conc = 145 pcf Y soil = 120 pcf As #3 = 0.11 int #4 = 0.20 int f, = 40.0 ksi f', = 2.50 ksi PC = 4.08' , Point of Curvature = (D -r2) PI = 6.56' , Point of Intercept (DVn = 0.85( 2� f'cbd + OVs) - 1/2V; ok Spec D CALC H7 Load Factor (LF) = 1.6 7' Max H Lateral Force (P) = 100 EFP Area Short Term (ST) = 1.25 Marm Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) di MD = LD MT LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM ft.kip OMn = 0.9 Asfy [d; -(a/2)] /12 a) = 0.9 AS Req = 1.8bd4fc/fy a = AsfY/(0.85 fcb) for As > 1.3(A, Req) --+ ok p max = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 ft.kip (DVn = 0.85( 2� f'cbd + OVs) - 1/2V; ok Spec D MT LD MD Mm_ Area EDL Marm MR M „ (DM„ di a As REQ As Stem ft ft.kip ft.kip ft.kip ft2 kip ft ft.kip ft.kip ft.kip in in x 1.33rinCheck 0 0.0 1.00 0.00 0.00 0.00 0.00 0.30 0.0 0.00 0.0 2.75 0.17 0.10 ok 1.00 0.03 1.00 0.03 0.03 0.58 0.08 0.30 0.03 0.00 0.88 2.75 0.17 0.10 ok 2.00 0.21 1.00 0.21 0.21 1.17 0.17 0.30 0.05 0.12 0.88 2.75 0.17 0.10 ok 2.50 0.42 1.00 0.42 0.42 1.46 0.21 0.30 0.06 0.27 0.88 2.75 0.17 0.10 ok 2.75 0.55 1.00 0.55 0.55 1.60 0.23 0.30 0.07 0.37 0.88 2.75 0.17 0.10 ok 4.08 1.82 1.00 1.82 1.82 1.50 0.22 0.25 0.05 1.40 1.70 2.75 0.35 0.10 0.22 ok 4.33 2.17 0.90 1.95 1.95 1.67 0.24 0.30 0.07 1.49 1.70 2.75 0.35 0.10 0.22 ok 4.58 4.83 2.57 3.01 0.80 0.70 2.05 2.10 2.05 2.10 1.83 2.00 0.27 0.29 0.36 0.41 0.10 0.12 1.54 1.56 1.70 1.70 2.75 2.75 0.35 0.35 0.10 0.10 0.22 0.22 ok ok 5.08 3.50 0.60 2.09 2.10 2.16 0.31 0.47 0.15 1.53 1.70 2.75 0.35 0.10 0.22 ok 5.33 4.04 0.50 2.00 2.10 2.33 0.34 0.52 0.18 1.50 1.70 2.75 0.35 0.10 0.22 ok 5.58 4.62 0.40 1.84 2.10 2.50 0.36 0.66 0.24 i 1.44 1.70 2.75 0.35 0.10 0.22 ok 5.82 5.26 0.30 1.57 2.10 2.66 0.39 0.79 0.31 1.37 1.70 2.75 0.35 0.10 0.22 ok 6.07 5.95 0.20 1.18 2.10 2.83 0.41 0.93 0.38 1.30 1.70 2.75 0.35 0.10 0.22 ok 6.31 6.71 0.10 0.67 2.10 2.99 0.43 1.06 0.46 1.22 1.70 2.75 0.35 0.10 0.22 ok 6.56 7.52 0.00 0.00 2.10 3.16 0.46 1.20 0.55 1.13 1.70 2.75 0.35 0.10 0.22 ok 6.60 0.00 0.00 0.00 2.10 3.33 0.48 1.39 0.67 1.01 1.70 2.75 0.35 0.10 0.22 ok 6.63 0.00 0.00 0.00 2.10 3.50 0.51 1.58 0.80 0.88 1.70 2.75 0.35 0.10 0.22 ok 6.67 0.00 0.00 0.00 2.10 3.66 0.53 1.76 0.94 0.74 0.88 2.75 0.17 0.10 0.11 ok 6.71 0.00 0.00 0.00 2.10 3.83 0.56 1.95 1.08 0.59 0.88 2.75 0.17 0.10 0.11 ok 6.75 0.00 0.00 0.00 2.10 4.00 0.58 2.14 1.24 0.44 0.88 2.75 0.17 0.10 0.11 ok 6.79 0.00 0.00 0.00 2.10 4.12 0.60 2.29 1.37 0.31 0.88 2.75 0.17 0.10 0.11 ok 6.82 0.00 0.00 0.00 2.10 4.24 0.61 2.44 1.50 0.18 0.88 2.75 0.17 0.10 0.11 ok 6.86 0.00 0.00 0.00 2.10 4.36 0.63 2.59 1.63 0.04 0.88 2.75 0.17 0.10 0.11 ok 6.89 0.00 0.00 0.00 2.10 4.48 0.65 2.73 1.78 0.00 0.88 2.75 0.17 0.10 0.11 ok 6.93 0.00 0.00 0.00 2.10 4.60 0.67 2.88 1.92 0.00 0.88 2.75 0.17 0.10 0.11 ok 6.96 0.00 0.00 0.00 2.10 4.72 0.68 3.03 2.07 0.00 0.88 2.75 0.17 0.10 0.11 ok 7.00 0.00 0.00 0.00 2.10 4.84 0.70 3.18 2.23 1 0.00 0.88 2.75 0.17 0.10 0.11 ok END Notes (1) Alternate Bar Re uired 1. The MR area and Marm offset to centroid for distending stemwalls derived by CADD application. 2. A, Required: Ref Nilson, Darwin & Dolan, "Design of Concrete Structures", 2004 APE - advanced pool engineering CBC, ACI 318, ASCE 7 Load Case: U = 1.2D+1.6H Strength Design Y conc = 150 pcf Y soil = 110 pcf As f, = 40 ksi V, = 2.5 ksi Distending (Curved) Stemwall Models Rebar Size As #3 = 0.11 int #4 = 0.20 int 8' Max Death PC PI D ND M (DMn As Stem ft ft.kip ft.kip int Check 0 0.00 0.00 0.00 ok 1.00 0.00 1.04 0.11 ok 2.00 0.12 1.04 0.11 ok 2.50 0.27 1.04 0.11 1 ok 2.75 0.37 1.04 0.11 ok 4.58 1.96 2.03 0.22 ok 4.69 1.98 2.03 0.22 ok 4.79 1.99 2.03 0.22 ok 4.89 1.99 2.03 0.22 ok 5.00 1.99 2.03 0.22 ok 5.10 1.98 2.03 0.22 1 ok 5.46 1.90 2.03 0.22 ok 5.81 1.80 2.03 0.22 ok 6.17 1.70 2.03 0.22 ok 6.52 1.59 2.03 0.22 ok 6.88 1.47 2.03 0.22 ok 7.05 1.30 2.03 0.22 ok 7.23 1.11 2.03 0.22 ok 7.40 0.92 1.04 0.11 ok 7.58 - 1.04 0.11 ok 7.75 1.36 1.04 0.11 ok 7.79 1.08 1.04 0.11 ok 7.82 0.79 1.04 0.11 - 7.86 0.48 1.04 0.11 ok 7.89 0.17 1.04 0.11 ok 7.93 0.00 1.04 0.11 ok 7.96 0.00 1.04 0.11 ok 8.00 - 0.96 0.11 - PC PI 10' Max DeDth D CALC H8 Load Factor (LF) = 1.6 As Stem Summary Lateral Force (P) = 85 EFP ft.kip H = 8', 10', & 12' Short Term (ST) = 1.00 0 Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = ,yD3/6 (factored) ok MD = LD MT LD: Distending section below PC. apply Mu = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM 2.00 (DMn = 0.9 A,fy [di -(a/2)] /12 a) = 0.9 A, Req = 1.8bd�fc/fy a = Asfy/(0.85 f,b) for As > 1.3(As Req) -j ok P max = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 0.20 ok (DVn = 0. 8 5 ( 2� f'� bd + OV s) - 1/2V; ok 10' Max DeDth D M n (DM„ As Stem ft ft.kip ft.kip int Check 0 0.00 0 0.11 ok 1.00 0.00 2.01 0.20 ok 2.00 0.12 2.01 0.20 ok 3.00 0.50 2.01 0.20 ok 4.00 1.26 2.01 0.20 ok 0.00 3.56 3.82 0.40 ok 1.44 3.77 3.82 0.40 ok 2.88 3.92 5.45 0.60 ok 4.31 3.97 5.45 0.60 ok 5.75 3.92 5.45 0.60 ok 7.19 3.85 5.45 0.60 ok 5.75 3.70 3.82 0.40 ok 4.31 3.53 3.82 0.40 ok 2.88 3.35 3.82 0.40 ok 1.44 3.15 3.82 0.40 ok 0.00 2.94 3.82 0.40 ok 1.95 2.67 3.82 0.40 ok 3.90 2.37 3.82 0.40 ok 5.85 2.05 3.82 0.40 ok 7.80 1.72 3.82 0.40 ok 9.75 1.36 3.82 0.40 ok 8.36 1.08 3.82 0.40 ok 6.96 0.79 3.82 0.40 ok 5.57 0.48 3.82 0.40 ok 4.18 0.17 3.82 0.40 ok 2.79 0.00 3.82 0.40 ok 1.39 0.00 3.82 0.40 ok 0.00 0.00 3.82 0.40 ok PC PI 12' Max Denth D M. (DMn As Stem ft ft.kip ft.kip int Check 0 0.00 0 0.20 ok 2.00 0.11 2.49 0.20 ok 3.00 0.48 2.49 0.20 ok 4.00 1.23 2.49 0.20 ok 5.00 2.50 4.78 0.40 ok 7.17 6.29 6.89 0.60 ok 7.39 6.61 6.89 0.60 ok 7.61 6.86 6.89 0.60 ok 7.83 7.03 6.89 0.60 tw 8.05 7.10 6.89 0.60 tw 8.27 7.06 6.89 0.60 tw 8.83 6.84 6.89 0.60 ok 9.38 6.61 6.89 0.60 ok 9.94 6.36 6.89 0.60 ok 10.49 6.10 6.89 0.60 ok 11.05 5.82 6.89 0.60 ok 11.19 5.44 6.89 0.60 ok 11.33 5.04 6.89 0.60 ok 11.47 4.62 4.78 0.40 ok 11.61 4.18 4.78 0.40 ok 11.75 3.72 4.78 0.40 ok 11.79 3.35 4.78 0.40 ok 11.82 2.96 4.78 0.40 ok 11.86 2.56 4.78 0.40 ok 11.89 2.15 2.49 0.20 ok 11.93 1.73 2.49 0.20 ok 11.96 1.30 2.49 0.20 ok 12.0 0.86 2.49 0.20 ok E END END Floor 2.49 0.20 One #3 Alternate Bar Required #4 12" CC EW, TYPICAL Floor 2.49 0.20 One #4 Alternate Bar Required #4 10" CC EW, TYPICAL Two #4 Alternate Bars Required APE - advanced pool engineering ref: CBC, ACI 318, ASCE 7 Load Case: U = 1.7L (water) Strength Design MT MMAx Load Factor (LF) = 1.6 Marm MR Y conc = 150 pcf Lateral Force (P) = 63 EFP water *D 8.00 ft Y soil = 120 pcf Short Term (ST) = 1.00 t t 10.00 in As Axial DL (stem) = 0.00 kip t2 10.00 in #3= 0.11 int MT = yD3/6 (factored) t 3 8.00 in #4 = 0.20 int in b 12.0 in Check Mn = MT - MR 0.0 0.00 0.23 MR= Marm DLSTEM r2 2.00 It fy = 40.00 ksi (DMn = 0.9 Asfy [di -(a/2)] /12 rt 1.33 It f'c= 2.50 ksi (DVn = 0.85(2 f ,bd + (DVs) - '/2V; ok *geometry for 8' max extended stemwall shown, 5.5' max depth case similar Case 1: embedment 2' min: (2' + 3.5' Extended) = 5.5' total depth. Case 2: embedment Turin: (2'+ 6.0' Extended) = 8.0' total depth. PC = 6.67 , Point of Curvature = (D -r2) PI = 7.61 , Point of Intercept = D- rz (0.293) 5.5' Max Depth ref ACI 318, 10.5.3 for As > 1.3 (A, Req) -> ok As Req = 1.8bd�fc/fy CALC H9 Extended Stemwalls 5.5' & 8. Notes MT : absolute value of MT shown. (D = 0.9 a = Asfy/(0.85f�b) Pool H WATER FG �i SOIL Snec D MT MMAx EDL Marm MR M „ (DM� di a c As REQ As Stem ft ft.kip ft.kip kip ft ft.kip ft.kip ft.kip in in in x1.33 inZ Check 0 0.0 0.00 0.23 0.0 0.00 0.0 2.75 0.17 0.15 - 0.11 ok 1.00 0.02 0.13 0.23 0.03 0.00 0.88 2.75 0.17 0.15 0.00 0.11 ok 2.00 0.13 0.25 0.23 0.06 0.08 0.88 2.75 0.17 0.15 0.01 0.11 ok 3.00 0.45 0.38 0.23 0.09 0.37 0.88 2.75 0.17 0.15 0.06 0.11 ok 3.50 0.72 0.44 0.23 0.10 0.62 0.88 2.75 0.17 0.15 0.10 0.11 ok 4.00 1.08 0.50 0.23 0.12 0.96 1.70 2.75 0.35 0.29 0.16 0.22 ok 4.50 1.53 0.56 0.23 0.13 1.40 2.06 3.30 0.35 0.29 0.20 0.22 ok 5.00 2.10 0.63 0.23 0.14 1.96 2.45 3.88 0.35 0.29 0.23 0.22 ok 5.50 2.80 0.69 0.23 0.16 2.64 1 2.82 4.45 0.35 0.29 0.27 0.22 ok done anernate oarrequtrea) 8.0' Max Depth done anernate oar requtreu) M M £,DL Marm M M„ (DM di a C s REQ A tem ft ft.kip ft.ki ki ft ft.ki ft.k ft.ki in in n x1.33 inZ Check 0 0.0 0.00 0.58 0.0 0.00 0.0 7.00 0.17 0.15 - 0.11 ok 1.00 0.02 0.13 0.58 0.07 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 2.00 0.13 0.25 0.58 0.15 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 2.50 0.26 0.31 0.58 0.18 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 3.00 0.45 0.38 0.58 0.22 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 3.50 0.72 0.44 0.58 0.25 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 4.00 1.08 0.50 0.58 0.29 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 4.50 1.53 0.56 0.58 0.33 1.20 2.28 7.00 0.17 0.15 0.08 0.11 ok 5.00 - 2.10 0.63 0.58 0.36 1.74 2.28 7.00 0.17 0.15 0.11 0.11 ok 5.50 2.80 0.69 0.58 0.40 2.40 4.51 7.00 0.35 0.29 0.15 0.22 ok 6.00 3.63 0.75 0.58 0.44 3.19 4.51 7.00 0.35 0.29 0.21 0.22 ok 6.50 4.61 0.81 0.58 0.47 4.14 4.51 7.00 0.35 0.29 0.27 0.22 ok 7.00 5.76 0.88 0.58 0.51 5.25 5.66 8.75 0.35 0.29 0.27 0.22 ok 7.50 7.09 0.94 0.58 0.54 6.54 7.01 10.80 0.35 0.29 0.27 0.22 ok 8.00 8.60 1.00 0.58 0.58 8.02 8.60 13.20 0.35 0.29 0.27 0.22 ok done anernate oar requtreu)