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HomeMy WebLinkAbout047-750-083BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM Q FEAgHER RIVER RECREATION AND' PARK DISTRICT (FRRPD) 9�(CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND PARK DISTRICT.(DRPD) Assessor Parcel Number (s). �� !7,5(-)oa� Building Permit Number d 2 Property Owner (s) \/Q�1 Project Location /Address Subdivision Name Assessable Sq. Ftge Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling. Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date i tied ) verified by Building Department Comments: Department Representative Date 0 FRRPD CSC ❑ P. D 0 DRPD certifies that: 6 ApplicantName Phone Number /3�� . C- S°7 % Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: 22 . Dwelling Units @ $-P375- 00 per unit for a total of $ 0137 ' 00 Square Feet @ $ per sq foot for a total of $ Remarks: 0�04bt-27-10/68/07- ec . Paid by`Check No 11f�/1910 Paid by Cash: Receipt No: Recreation D strict Representative pate BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District Nlleoo l%yl to(( 1 RV/%�J(. �� Building Department No. �a r%^ /,76Z /, Tax Rate Area No. A.P. Number OJ( 7 ~%SC—) 0 X Jurisdiction: = City ©County Property Owner /4IL'a/7 Sloe f Property Location/Address //% nl-'r is P daua , df / for, Subdivision Lot No. .................................................................................................... Residential Development 0 Sq. Footage (0 No of Living Mobile Home Addition/ "Supplemental to (Group R) Units Installation Conversion Permit #C r. Demo - ( ) € '(No foundation inspection) existing sq. ft. see attached _.............................................................................................. . i Net total sq. ft. Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial Q Sq. Footage New Addition (Including Exterior Roofed Areas) Building Department Representative Date District Identification No. o t, t" 0 O cl v lbw— School School District certifies that . 61 (Payor) (Street Address) (City) (State) (Zip Code) (Phone Number) has complied with the requirements of Resolution No. ' rJ� by payment of $ representing /11W square feet. dae��� C-;���- School District Representative Paid by Check # Remarks: B 2926 $ FULL MITIGATION $ —/,o o 7 Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feeform.xls (12/06)dmm BENCH AND STEP OPTIONS: SLOPE EARTH SURFACE 1/4" PER NOS TABLE N0. 1 GENERAL NOTES i3 OWNER 1. UNDISTURBED EARTH MAY BE LEFT IN PLACE TO FORM THE STEPS OR BENCHES. REINFORCING STEEL FOOT OR SLOPE DECKING 1/8" TO BOND BEAM HORIZONTAL BARS MAY BE 1. THIS STANDARD POOL STRUCTURAL PAN MUST BE ACCOMPANIED BY A CLEAR PLOT PLAN 1. KEEP SHOTCRETE (GUNITE) DAMP CONTINUOUSLY FOR 14 DAYS AFTER INSTALLATION. OVER OR UNDER VERTICAL BARS. NON -EXPANSIVE EXPANSIVE NO DECK/HIGH EXP. BU�D'G SURCHARGE N© COUNTY POOLAPPROVED FOR PRIVATE USE ONLY,,ASOILS 3. DO NOT USE BLACK RUBBERHOSE WHEN FILLING POOL (IT MARKS THE PLASTER). DEPTH AND ISNAND TURN WHEN POOL OF SHOULD BE PLACED AROUND THE STEP OR B1�NCH SHAPED EARTH (3" CLEAR FROM EARTH). 1/4' PER FOOT AWAY FROM POOL. TYPICAL INCLUDING ALL SPECIAL DETAILS. STR CTURE& IN SAN BERNARD REPORT MAY BE REQUIRED IN EXIPANSIVE SOIL AREAS AND THE POOL LOCATION SHALL COMPLY 2. THE EARTH MAY BE REMOVED AND BENCHES AND STEPS MAY BE FORMED OF SHOTCRETE (GUNITE) WITHIN THE STRUCTURAL POOL SHELL REINFORCING AT THE SURFACE OF THE BENCHES AND STEPS IS OPTIONAL 2 STORY WOOD APPROVED SEALANT RECOMMENDED (PER A B D WITH THE SAN BERNARDINO COUNTY ZONING CODE. GLAZING IN HAZARDOUS LOCATIONS FRAME BUILDING 2. REPRESENTATIVES OF POOL ENGINEERING INC. HAVE NOT INSPECTED THE SITE & ARE RELYING WHEN REQUIRED BY THE BUILDING OFFICIAL, GLAZING SHALL COMPLY WITH THE LATEST ADOPTED BASIC GRID #3 1500 OOT MAX. DETAIL #8). REQUIRED W/ EXPANSIVE SOIL. ON INFORMATION PROVIDED BY THE CONTRACTOR OR OWNER TO DETERMINE THE ADEQUACY OF EDITION OF THE CBC SECTION 2406.3, ITEM 9 INCLUDING LOCALLY ADOPTED AMENDMENTS. #/F COPING THIS STANDARD POOL STRUCTURAL PLAN FOR THE ACTUAL SITE CONDITIONS. SHOULD SITE 1. GLAZING IN WALLS AND FENCES USED AS A BARRIER SHALL BE SAFETY GAZING WHEN ALL TABLES BARS 012" O.C. CONDITIONS VARY FROM THAT COVERED BY THIS STANDARD POOL STRUCTURAL PLAN, IT IS THE OF THE FOLLOWING CONDITIONS ARE PRESENT: BOND BEAM RESPONSIBILITY OF THE CONTRACTOR OR THE OWNER TO NOTIFY POOL ENGINEERING INC. AND DRAIN A. THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60" ABOVE THE POOL SIDE OF THE DECKING. MINIMUM A TABLE TABLE TABLE WATER SURFACE +� �- SEE DETAIL #1 & #12. OBTAIN PPLICABLE SPECIAL ENG6INEERING DETAILS PRIOR TO CONSTRUCTION. EXPANSIVE SOIL GLAZING. DETAILS ARE VALID ONLY FOR STIATED EQUIVALENT FLUID PRESSURES AND POOL ENGINEERING WIDTH PER LOCAL B APPROX. 3" BELOW ' INC. RECOMMENDS THAT THE OVMER OR CONTRACTOR OBTAIN A SOILS REPORT. B. THE GAZING IS WITHIN 5 FEET OF A SWIMMING POOL OR SPA DECK AREA. E G BOND BEAM. ' (4) #3 BARS. (4) #3 BARS. (4) #3 BARS. TITLE 24 BUILDING CODE. � � W o I N 3. THIS PLAN IS NOT VALID WITHOUTf ADDITIONAL SURCHARGE DETAILS WHEN THEN CONDITIONS AS C „JJi S-0" MIN. z �`' ' A � d EF.P. 30 P.C.F. 45 P.C.F. 65 P.C.F. 45 P.C.F.1 SHOWN IN DETAIL #3 APPLY (PEER LATEST ADOPTED EDITION OF THE CBC SECTION 1805.3). ,� o o ¢ m 4. THE STANDARD POOL STRUCTURAIL PLAN IS NOT INTENDED TO BE APPLICABLE TO NON- MANDATORY REQUIREMENTS FOR POOL & SPA HEATING SYSTEMS & EQUIPMENT: p g ¢ of a � %S �' _j D R C VERTICAL C VERTICAL C VERTICAL C VERTICAL STRUCTURAL ITEMS INCLUDING BUTT NOT LIMITED TO PLUMBING, ELECTRICAL, FENCING, CONCRETE 1. SYSTEM IS CERTIFIED WITH: THERMAL EFFICIENCY THAT COMPLIES WITH THE APPLIANCE a , N o a y, „ ¢ STEEL STEEL STEEL STEEL DECKING AND POOL GEOMETRICS. EFFICIENCY REGULATIONS, READILY ACCESSIBLE ON-OFF SWITCH, WEATHERPROOF OPERATING 1 5. DECKING CONSTRUCTION IS SHOWN AS RECOMMENDED MINIMUM CONSTRUCTION AND DOES NOT INSTRUCTIONS ON ENERGY EFFICIENT OPERATIONS, NO ELECTRIC RESISTANCE HEATING ND' NO NO R.B.B. c m N I COPING M W Z 3• ¢ I E 3'0" 1'-0" 3" #3 0 12" 3" #3 0 12' 3" #3 0 12' 3" #3 ® 12" I o w o U) o - - - - - - - - - - - DEMONSTRATE A SYSTEM THAT WALL RESIST HEAVING DUE TO SOIL EXPANSION. PILOT LIGHT. �-- N in ¢ ;;r ¢ i `� z C`,LR, 0 6. ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE CALIFORNIA 2. SYSTEM IS INSTALLED WITH: "T cr m y ¢ ¢ 3'6' 1'-0" 3" 3" 3" 3" BUILDING CODE AND LOCAL ORDINANCES. M ¢ H c a BENCH/STEPS - - - - T- - A. AT LEAST 36" PIPE BETWEEN FILTER & HEATER FOR FUTURE SOAR HEATING. i I a SEE OPTIONS 1 a ¢ 4'O" 1'-0" 3" 3" 4" 4" 7. POOLS WITH DIVING BOARDS SHAILL MEET DIVING BOARD MANUFACTURER'S POOL GEOMETRIC B. COVER FOR OUTDOOR POOLS OR OUTDOOR SPA. 0 0 io w 1- - - - - - STANDARDS AND/OR LOCAL CODES. 3. POOL SYSTEM HAS DIRECTIONAL INLETS & A CIRCUA71ON PUMP TIME SWITCH TO PERMIT OFF I -o �J 1 r� UNDISTURBED SOIL, I o v, . ¢ N ABOVE F 1500 PSF MIN. 1p 4'6" 1'-0" 3" -- 3�' -- - 5" - 5" - 8. SIGNS &SAFETY EQUIPMENT SHAILL BE INSTALLED'IN ACCORDANCE WITH LOCAL CODES. PEAK OPERATION. r I r J I BEARING VALUE. - - --- 9. PUBLIC POOLS REQUIRE COUNTY ]HEALTH DEPARTMENT APPROVAL AND PROVISIONS FOR 5'O" 1'-6" 3" #3 0 6' 4" #3 0 6" 5" #3 0 6' 5" #3 0 6' ASSISTIVE DEVICES FOR THE DISABLED. FENCING AND BARRIERS N INFLUENCE LINE ,� 1 - - 10. CONTRACTOR OR OWNER SHALL VERIFY ALL FIELD CONDITIONS & DIMENSIONS AT JOB SITE. 1. PRIOR TO FILLING, THEN POOL AND OR SPA SHALL BE COMPLETELY ENCLOSED BY 5' MIN. HIGH UNDER- FOR FOOTING 'C' SHOTCRETE COVER', Jc� c61 5'6" 2'-0" 3" - - 4" -- 5" 5/t' - POOL LENGTH, GRADE BREAK LOCATIONS &DEPTH DIMENSIONS AS NOTED IA THE PLOT PAN FENCING & GATES WITH NO OPENINGS GREATER THAN 4". GATES TO BE ELF -CLOSING & SHALL COMPLY WITH D L SUGGESTED MINIMUM STANDARDS FOR RESIDENTIAL POOLS OR SELF -LATCHING WITH LATCH A MIN. OF V HIGH. WHERE THIS VARIES FROM LOCAL CODES, THE WATER I SURCHARGE TO BE CHANGED { .G QOM �P� 6'0" 2'-6" 3" 4" � 6" 5'/z° - APPLICABLE STATE AND LOCAL HEALTH DEPARTMENTS REGULATIONS AND MANUFACTURERS LOCAL CODES SHALL PREVAIL LIGHT PER f UNIFORMLY. 1 ��, - - - � „ - - - - - - � „ - - RECOMMENDATIONS. DETAIL #10. ( „ "-- ---- SEE TABLE 1 f ` 6'6" 3'-0" 3" - 4/z - 7" - 6ft - 2. WHEN REQUIRED BY THE BUILDING OFFICIAL, BARRIERS SHALL COMPLY WITH THE LATEST ADD #3 0 12 O.C. a ELECTRICAL AND PLUIMBING ADOPTED EDITION OF THE CBC SECTION 3109, INCLUDING LOCALLY ADOPTED AMENDMENTS. 5 r0 LONGITUDINAL 0 TRANSITION ACTUAL DIG LINE MAY'-,, 7'0" 3'-6" 3" 5" - - 8" - 7'36" • ' ( - - 1. ALL ELECTRICAL SHALL BE IN CONFORMANCE WITH THE LATEST ADOPTED EDITION OF THE A. IN THE CITY OF LOS ANGELES, PROLECTIVE BARRIERS ARE REQUIRED IN CONFORMANCE . • ' FOR EXP. SOILS. VARY, LOCATE STEEL 1 7'6" 4'-0" 3" 5T% 9" 8%" CALIFORNIA ELECTRICAL CODE SECTION. WITH THE LOS ANGELES CITY BUILDING CODE SECTION 91.6103(A). • TYP. BOOR 3" CLR FROM EARTH - - - 2. ANY METAL WITHIN 5' OF POOL EDGE MUST BE BONDED PER THE LATEST ADOPTED EDITION OF B. IN THE COUNTY OF LOS ANGELES, BARRIERS REQUIRED BY CHAPTER 11.50 OF THE LOS SURCHARGE CONDITION: - - - 8'O" 4'-6" 3" - 6" - 10" 8'iz" - THE CALIFORNIA ELECTRICAL CODIE. ANGELES COUNTY HEALTH AND SAFETY CODE AND ORDINANCE 95-0039 SHALL BE 6' THICK MIN. SHOTCRETE (GUNITE) VERTICAL STEEL - REQUIRED. THESE BARRIER REQUIREMENTS SHALL BE ATTACHED TO THE SWIMMING POOL W/ #3 BARS 0 12 O.C. USE TABLE 1 SCHEDULE 'D', 24" MIN. 3. OBTAIN ELECTRICAL AND PLUMBING PERMITS ALONG WITH POOL BUILDING PERMIT. DUAL MAIN DRAINS AT LOW POINT. " SEE TABLE 1 :v 8'6" 5'-0" 3" - 6" - 10" - 8�/z" - 4. ALL EQUIPMENT SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS AND IN SITE PAN. EACH DIRECTION (BUILDING SURCHARGE) WHEN „a � EXTEND WALL ACCORDANCE WITH LOCAL REGULATIONS. C. IN THE CIN OF SN DIEGO, PROTECTIVE BARRIERS ARE REQUIRED N CONFORMANCE WITH (STEEL BASKET IS NOT REQUIRED.) SETBACK TO BUILDING FOUNDATION HORIZONTAL STEEL REINF, INTO FLOOR. THE CITY OF SAN DIEGO LATEST ADOPTED BUILDING CODE AMENDMENTS IN DIVISION 84. MAIN DRAIN PIPE SHALL NOT ENCROACH 3 BARS 0 12" O.C. 5. POOLS SHALL BE EQUIPPED WITH A FILTERING SYSTEM & A DRAIN. ALL DOORS PROVIDING DIRECT ACCESS FROM THE HOME TO THE SWIMMING POOL SHALL W` IS LESS THAN POOL DEPTH. # (30 MIN. FOR TABLE 5G) INDICATES TYPICAL RADIUS ACTUAL RADIUS 6. BACKWASH SHALL BE DISPOSED OF IN AN APPROVED MANNER. INTO GUNITE SHELL ( NO DECK OR HIGH BE EQUIPPED WITH AN EXIT ALARM AND ASELF-CLOSING, SELF -LATCHING DEVICE WITH A FOR DUAL MAIN DRAIN REQUIREMENT SEE IN HIGH WATER TABLE, INSTALL MAY VARY, SEE STRUCTURAL NOTE #11) EXPANSIVE SOIL 7. GAS PIPING TO BE IN CONFORMANCE WITH LATEST ADOPTED EDITION OF THE CALIFORNIA PLUMBING CODE. RELEASE MECHANISM PLACED NO LOWER THAN 54" ABOVE THE FLOOR. ELECTRICAL AND PLUMBING NOTE 8. HYDROSTATIC VALVE AND ROCK (6' HIGH MAX. FREESTANDING ADDITIONAL BARS BEGIN AT 5'-0" FROM THE TOP OF THE POOL & CONTRACTOR IS ADVISED TO REFER TO SECTION 115928 OF THE CALIFORNIA HEALTH & SAFETY D. IN THE COUNTY OF SAN BERNADINO, PROTECTIVE BARRIERS ARE REQUIRED IN PACK AT LOW POINT. MASONRY SCREEN OR GARDEN WALL. (RAISED OR NOT RAISED). D' INDICATES DISTANCE DOWN FROM TOP OF BUILDING FOOTING CODE FOR PROPER INSTALLATION OF THE POOL DRAIN SYSTEM. COMFORMANCE WITH SAN BERNADINO COUNTY CODE SECTION 63.123, SEE COPY OF WALL DOES NOT REQUIRE* WALL TO INCREASE SHOTCRETE COVER AND SURCHARGE SWIMMING POOL ENCLOSURE STANDARD PROCEDURE ATTACHED TO SITE PLAN. IF POOL WALL HEIGHT DOES NOT EXCEED 5'-0" THEN NO ADDITIONAL , SURCHARGE DETAIL) ADD ADDITIONAL REINF. BARS. STRUCTURAL NOTES BARS ARE REQUIRED. (DOES NOT APPLY TO SUPPLEMENT DETAILS) 1. FOR E.F.P. = 65 P.C.F. CONC. COVER = C + 2" 1, SOIL SHALL HAVE A MINIMUM BEARING VALUE OF 1500 PSF. CONCRETE SHALL BE PLACED CITY OF FREMONT SPECIAL NOTES AGAINST UNDISTURBED SOIL OR GUILDING DEPARTMENT APPROVED 90% COMPACT FILL THIS THESE NOTES ARE ONLY APPLICABLE IN THE CITY OF FREMONT. TYPICAL LONGITUDINAL SECTION N.T.S. 2 STANDARD WALL SECTION AND CONSTRUCTION SCHEDULES N.T.S. 1 DISSIMILAR OILPLAN IS NOT SUITABLE CONDITIONS UNDER POOL, SUWERE POTENTIALICHSAS CUT -FILL TRANSITIONSFOR DIFFERENTIALENT FROM 1. GRATING P AN SHALL BESEPARATEIPREPARED, STAMPED ANDIS REQUIRED FORING SIGNED BY APOOLTALLATION LICENED CIMLLOPED ENGINEER IN 2 ALL REINFORCING STEEL SHALL BIE DEFORMED BARS &CONFORM TO ASTM A615 GRADE 40 FOR THE STATE OF CALIFORNIA. #3 BARS AND #4 BARS. SPLICES DBE LAPPED A MINIMUM OF 2 O MINIMUM CLEARANCE 2• MINIMUM DISTANCE BETWEEN EXTERIOR WALL OF ADJACENT BUILDING & SWIMMING POOL SHALL SPECIAL DETAIL REQUIRED TOP OF TOE OF SLOPE OR OTHER NOTE: BETWEEN PARALLEL BARS IS 2 1/2'. THAN 3'-O" WIDE WALKWAY PLUS THE WIDTH OF SWIMMING POOL BOND BEAM ANDLESS 3. (1) #4 BAR IS EQUIVALENT TO AND MAY BE USED IN PLACE OF (2) #3 BARS, WITH THE THAN THE DEPTH OF THE POOL ADJACENT TO THEN BUILDING. REFER TO STANDARDD POOL WHEN LESS THAN 10' SLOPSEE GENERAL NOTES E SURCHARGE CONDITIONS WHEN ACTUAL SITE CONDITIONS EXCEED PROVIDE ADEQUATE DRAINAGE TABLE N0. 5 RAISED BOND BEAM STRUCTURAL PLAN, DETAIL #2. 3 TION THAT JF #4 BARS ARE USED FOR THE BASIC GRID, THE MAXIMUM SPACING IS #4 #) THE LIMITATIONS BELOW OR ADDITIONAL BEHIND POOL WALL. EXCEPSURCHARGES NOT COVERED BY THIS BOND BEAM PER PLAN ARE PRESENT, ADDITIONAL DETAILS #1 & #12 1/4' PER SURCHARGE DETAILS ARE REQUIRED. / FOOT. � SPECIAL DETAIL REQUIRED !! , a_ WHEN LESS THAN POOL DEPTH OR H/4 I ¢ m 0 m i (1) #3 0 TOP (7.5' MAX. H/4) I I�WATERPROOFING RECOMMENDED. SPECIAL DETAIL REQUIRED HORIZ. STEEL " o Z " WHEN LESS THAN H/6 - BARS 0 t2" O.C. tO M N m 6 C.M.U. W/ (10' MIN., 20' MAX.) N �, ,� I #3 VERT. BAR 0 24" O.C. _ I SOLID GROUT. ALTERNATIVE BOND -)I- o CL PER C.B.C. SECTION 1805.3.3 BEAM LOCATION \ WATER BOND BEAM g ADDITIONAL SPECIAL DETAILS VERT' STEEL LINE VERTICAL STEEL W/ SURCHARGE CONDITIONS N.T.S.3 SEE TABLE 5, 24" MIN. EMBED. - REQUIRED FOR CONDITIONS ABOVE SCHEDULES E. F OR c TYP. HORIz. STEEL ,>,C, 3" v REFER TO AMERICAN NATIONAL STANDARD FOR RESIDENTIAL IN -GROUND SWIMMING POOLS PUBLISHED BY CLR. 'C' 1, L L 3• AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) AND THE NATIONAL SPA & POOL INSTITUTE (APSP) CLR. J°o BEACH ENTRY -s SEL AND SHOTCRETE SHALLOW SHELF (REEF) MASONRY NOTES: a (GUNITE) THICKNESS PER 1. CONCRETE BLOCK SHALL BE GRADE N (EXPOSED TO WEATHER), TYPE 11 (NON -MOISTURE APPROPRIATE WALL CONTROLLED), NORMAL WEIGHT UNITS (135 PCF), CONFORMING TO IBC SEC. 2103, AND SCHEDULE. ASTM C 90. ALL CONCRETE BLOCK SHALL HAVE A DESIGN STRENGTH OF fm = 1500 psi. o _ Z ° ° 2. GROUT SHALL CONFORM TO IBC SEC. 2103 & ASTM C 476 WITH fc=2,000 PSI. SEE IBC F 4 4 POOL FLOOR THICKNESS �' I . TABLE 2103.12 FOR PROPORTIONS OF INGREDIENTS. U) m 4 ° 4 4 MAY VARY TE ACHIEVE c �/ 3. MORTAR SHALL BEE TYPE M WITH fc = 1800 psi AND SHALL CONFORM TO IBC SEC. 2103 d o: DESIRED WATER DEPTH. a -=-_----- & ASTM C 270. SSEE IBC TABLES 2103.8(1),(2) FOR PROPORTION AND PROPERTY NON -EXPANSIVE E EXPANSIVE NO DECK/HIGH EXP. F G E.F.P. 30 P.C.F. 45 P.C.F. 65 P.C.F. C VERTICAL STEEL C VERTICAL STEEL C VERTICAL STEEL 3'6" 3" FD #3 0 12' 3" #3 0 12' 3%" #3 0 12" KEEP CONCRETE DAMP CO OVUSLY FOR 14 DAYS. FOLLOWING METHODS: I AA SITE PLN STAMPED AND SIGNED BY THE ENGINEER REFERRING TO THE APPROPRIATE 0.ALL INTERIOR SURFACES OfF POPOA. OL/SPA SHALL BE COATED WITH AWATER-RESITANT SURFACE. DETAILS AND SCHEDULES. 11. FLOOR TO WAL TRANSITION RADIUS MAY VARY DEPENDING ON CONTRACTOR OR OWNER DESIGN B. A LETTER STAMPED AND SIGNED PROVIDED THE SAME INFORMATION. INTENT. RADIUS SHALL NOT BE LESS THAN 1 -FOOT AND SHALL NOT EXCEED 5 -FEET. C. A STANDARD POOL PLAN WITH THE ADDRESS WRITTEN IN BY THE ENGINEER ALSO 4'6' 3" - *V 2. SWIMMING POOL AND SPA CONSTRUCTION SHALL CONFORM TO STANDARD POOL STRUCTURAL 31h" - �V 5 - 1 5'0" 3" #3 0 6" 31W #3 0 6" 5W #3 0 6" ---- 5'6" 3" GEOLOGIC AND GEOTECHNICAL REPORTS, 4" 6%" 6'0" 3%* PUTT, 5" _C01NI TY V,g 2 h 2008 7'0" 5" - 6" #3 0 4"` --- - - ---- 8%" #3 --- - - 0 3" -- 7'6" 5W 6' r90p 8. 8" -- - 9" 10%" 10'0" 1 9" 11 12%' 11'0" 9" ---- 11 13" I i SPECIFICATIONS. DF L0MvN i' SEE STRUCTURAL NOTE #1 5.2AVIC'ES SHALLOW FEATURES - MAINTAIN 18" MIN. EMBEDMENT INTO N.T.S. 4 RAISED BOND BEAM N.T.S. 5 NOTES BY THE USE OF THIS PLAN, THE USER ACKNOWLEDGES THAT HE UNDISTURBED OR 90% COMPACTED SOIL HAS READ, & UNDERSTANDS ALL OF THE NOTES INCLUDED HEREIN. 6 NOTE: BOND BEAM PER TABLE „ 9" & LARGER BRICK OR PRECAST PROPERTY RIGHTS TO ALL DRAWINGS, REPRESENTATIONS, 6"-8 �- CONCRETE COPING. IDEAS, DETAILS, NOTES & SPECIFICATIONS EITHER COPIES SPA AIR -UNE N0..1 &DETAIL #12. �`-+�- 2" 2 9 1/2" 3RD AND/ORTIO 4TH OR ORIGINALS THEREOF THAT MAY BE INCORPORATED INTO MAY BE LOOPED EXPANSION JOINT &SEALANT to 12" � BAR LOCATION THIS DESIGN ARE THE PROPERTY SOLEY OF POOL INTO SPA BOND co-, �� -- -, 4'-0" MIN. REQ'D. FOR EXPANSIVE SOILS. MAY VARY TO ENGINEERING, INC. PERMISSION FOR ANY COPIES OF SAID LE a a i i LEVEL TOP OF GUNITE I " COPYRIGHTED MATERIALS, DRAWINGS, REPRESENTATIONS, BEAM. MAINTAIN X - ' (2) #3 (4) #3 )TARS PER DETAIL #8 -I PROVIDE 2 1/2 ¢ a a - x -_ T W/ GROUT &PLACE M IDEAS, DETAILS, AND SPECIFICATIONS EITHER ORIGINAL OR b" CLR. TO REINF. a ( a d 6" ` ' BARS. - DECKING F- ELECTRICAL J' BOX. CLR. BETWEEN _ / O #15 FELT OR 4 MIL COPIES THEREOF TO BE MADE, COPIED OR ALTERED BY. c "' I THICKX 3 BARS m 1 MIN: CLR. • PARALLEL BARS. NY PERSON, BUSINESS, OR CORPORATION MAY ONLY BE # VISQUEEN ON TOP. 8 MIN. ABOVE DECK WATER / () # `� AUTHORIZED WITH THE EXPRESSED WRITTEN PERMISSION M 13 SPA LIGHT 12" O.C. �, AROUND ALL 4 3 BARS 12" COPING LINE OR FLOOD UNE WHICH FINISH BOND BEAM W 4 3 BARS DECKING, a PIPES. # GRADE. PER DETAIL 1 & 12. TILE OF POOL ENGINEERING, INC. BY THE USE OF THIS PLAN, o FA. WAY. EVER IS GREATER. # # Q BOND BEAM PER TABLE NO. 1. UNDERSTANDS ALL OF THE NOTES INCLUDED HEREIN. O.C. EA. WAY. THE USER ACKNOWLEDGES THAT HE HAS READ & EQ. EQ. �C SKIMMER " PLUMBING MAY BE LOCATED WATER WATER COVER. �� jI - _ a 'O BOND BEAM HORIZONTAL IN BOND BEAM LOWER CORNER 6• LINE. 24 UNE. VV a i { BARS MAY BE OVER OR REINFORCING PER DETAIL MIN. LAP (2) #3 BARS \ Z 2 1/2" MAINTAIN 1" CLR. TO REINF. 3' CALLS BY: A.J.C. ��� I Ui COMPACTED C� UNDER VERTICAL BARS. BEND �� LLi FILL CLR. w Ld #10. NOT REQUIRED IF 6" S ¢ DRAWN BY' T.L.L. MIN. CLEAR PROVIDED. z 5" MIN. BOND �� i y9 `' Z Tn PRECAST COPING OR BRICK „ 24" MIN. AP a AROUND ALL BEAM ii \�{p e 0 tO " INTO SPA FLOOR #3 BARS UNDER ��� - X \��� ' �i 3 v, 8" CHECKED BY: R.L.L. NOTE: - OR POOL WALL 0 12 WAY (2) #3 'Z' BARS SKIMMER. #8 COPPER �� �\.\ "I \N\y9 16 a m x (2) #3 BARS PROVIDE (2) ANTI VORTEX CIRCULATION DRAINS PER PUMP THAT GROUND WIRE -fig (" I \ PROVIDE A .0 v RT X CIRC LA nwurm,n.„ v P mere - BARS AT 18 D.C.. CITY OF. ROCKLIN SPECIAL NOTES - DAM WALL HORIZ. BAR LAP SPLICE: 4. THE PLAN TABLES SPECIFY THE MINIMUM REQUIRED REINFORCEMENT. FOR CONVENIENCE OF THE THESE NOTES ARE ONLY APPLICABLE IN THE CITY OF ROCKLIN. INSTALLER, THERE MAY BE MORE REINFORCEMENT THAN SPECIFIED AT ANY GIVEN POINT IN THE POOL STRUCTURE 1. SWIMMING POOL AND SPA CONSTRUCTION SHALL CONFORM TO STANDARD POOL STRUCTURAL CONDUIT. C.E.C. APPROVED t4l, 5. GROUNDING PER THE LATEST ADIOPTED EDITION OF THE CALIFORNIA ELECTRICAL CODE) OF THE PAN STEEL AND GUNITE SCHEDULES WITH A MINIMUM SOIL EQUIVALENT FLUID PRESSURE OF ' `� 45 P.C.F. STRUCTURAL REINFORCING MUST IBE INSTALLED PRIOR TO PLACEMENT OF CONCRETE. 2. CONCRETE SHALL BE PLACED AGAINST UNDISTURBED SOIL OR CERTIFIED FILL COMPACTED TO 6. SHOTCRETE (GUNITE) TO BE IN CONFORMANCE WITH CBC SECTION 1913 & SHALL HAVE A a \'� . _ - `O - - ao A MINIMUM OF 90% OF THE MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D1557. MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. WHERE APPLICABLE, SHOTCRETE VENEER. C7 Z BEND 45RT. STEEL L- - �9�"'�"'�' .1 � ® e ! (GUNITE) TO BE N CONFORMANCE WITH CBC SECTION 1904 DURABILITY REQUIREMENTS. CITY OF SAN HOSE SPECIAL NOTES [12' DAM -LAP INSIDE BARS INTO SPA REINF. -LAP OUTSIDE BARS INTO POOL REINF. 7. CEMENT SHALL CONFORM TO CBC; SECTION 1903.1, ACI 318 SECTION 3.2, ASTM C 150. ONLY THESE NOTES ARE Y APPLICABLE IN THE CITY OF SAN JOSE. 8. SHOTCRETE/GUNITE IN CONTACT IWITH SOIL SHALL BE IN ACCORDANCE WITH ACI 318 SEC11ON ONLY 4.3 FOR CONCRETE EXPOSURE TO) SULFATE ND AS DIRECTED BY LOCAL BUILDING OFFICIAL 1. ENGINEER TOE TABLES AND DETAILS THAT APPLY TO A SPECIFIC JOB BY ONE OF THE KEEP CONCRETE DAMP CO OVUSLY FOR 14 DAYS. FOLLOWING METHODS: I AA SITE PLN STAMPED AND SIGNED BY THE ENGINEER REFERRING TO THE APPROPRIATE 0.ALL INTERIOR SURFACES OfF POPOA. OL/SPA SHALL BE COATED WITH AWATER-RESITANT SURFACE. DETAILS AND SCHEDULES. 11. FLOOR TO WAL TRANSITION RADIUS MAY VARY DEPENDING ON CONTRACTOR OR OWNER DESIGN B. A LETTER STAMPED AND SIGNED PROVIDED THE SAME INFORMATION. INTENT. RADIUS SHALL NOT BE LESS THAN 1 -FOOT AND SHALL NOT EXCEED 5 -FEET. C. A STANDARD POOL PLAN WITH THE ADDRESS WRITTEN IN BY THE ENGINEER ALSO CONTINUOUS SHOTCRETE INSPECTION IDENTIFYING SCHEDULES AND DETAILS. 2. SWIMMING POOL AND SPA CONSTRUCTION SHALL CONFORM TO STANDARD POOL STRUCTURAL WHERE REQUIRED ALL PNEUMATIC CONCRETE PLACEMENT SHALL BE INSPECTED BY A SPECIAL PLAN STEEL AND GUNITE SCHEDULES WITH A MINIMUM SOIL EQUIVALENT FLUID PRESSURE OF INSPECTOR IN CONFORMANCE WITH CEIC SECTION 1704, WHO SHALL SUBMIT A STATEMENT 45 P.C.F. FOR EXPANSIVE SOIL (UNITED SOIL CLASSIFlCAIIONS GW, GP, GM, GC, SW, SP, SM, INDICATING COMPLIANCE WITH THE PLLNS AND SPECIFICATIONS. SM -SC, ML). AN EQUIVALENT FLUID PRESSURE OF 30 PCF, NON -EXPANSIVE SOIL, MAY ONLY BE USED IF RECOMMENDED BY A SOILS ENGINEER. 3. OVER THE COUNTER PERMITS ARE NOT POSSIBLE IN AREAS DESIGNATED AS 'SPECIAL GEOLOGICAL HAZARD.' THE MASTER PLAN MIGHT BE USEABLE BASED ON THE FINDINGS OF THE GEOLOGIC AND GEOTECHNICAL REPORTS, 4. IN ACCORDANCE WITH CBC SECTION 1802.2.7, A SITE SPECIFIC SOILS INVESTIGATION -MAY -13E- REQUIRED FOR PROJECTS LOCATED IN SEISMIC DESIGN CATEGORIES D, E, OR F. PUTT, _C01NI TY V,g 2 h 2008 I i SPECIFICATIONS. DF L0MvN i' SEE STRUCTURAL NOTE #1 5.2AVIC'ES SHALLOW FEATURES - MAINTAIN 18" MIN. EMBEDMENT INTO N.T.S. 4 RAISED BOND BEAM N.T.S. 5 NOTES BY THE USE OF THIS PLAN, THE USER ACKNOWLEDGES THAT HE UNDISTURBED OR 90% COMPACTED SOIL HAS READ, & UNDERSTANDS ALL OF THE NOTES INCLUDED HEREIN. 6 NOTE: BOND BEAM PER TABLE „ 9" & LARGER BRICK OR PRECAST PROPERTY RIGHTS TO ALL DRAWINGS, REPRESENTATIONS, 6"-8 �- CONCRETE COPING. IDEAS, DETAILS, NOTES & SPECIFICATIONS EITHER COPIES SPA AIR -UNE N0..1 &DETAIL #12. �`-+�- 2" 2 9 1/2" 3RD AND/ORTIO 4TH OR ORIGINALS THEREOF THAT MAY BE INCORPORATED INTO MAY BE LOOPED EXPANSION JOINT &SEALANT to 12" � BAR LOCATION THIS DESIGN ARE THE PROPERTY SOLEY OF POOL INTO SPA BOND co-, �� -- -, 4'-0" MIN. REQ'D. FOR EXPANSIVE SOILS. MAY VARY TO ENGINEERING, INC. PERMISSION FOR ANY COPIES OF SAID LE a a i i LEVEL TOP OF GUNITE I " COPYRIGHTED MATERIALS, DRAWINGS, REPRESENTATIONS, BEAM. MAINTAIN X - ' (2) #3 (4) #3 )TARS PER DETAIL #8 -I PROVIDE 2 1/2 ¢ a a - x -_ T W/ GROUT &PLACE M IDEAS, DETAILS, AND SPECIFICATIONS EITHER ORIGINAL OR b" CLR. TO REINF. a ( a d 6" ` ' BARS. - DECKING F- ELECTRICAL J' BOX. CLR. BETWEEN _ / O #15 FELT OR 4 MIL COPIES THEREOF TO BE MADE, COPIED OR ALTERED BY. c "' I THICKX 3 BARS m 1 MIN: CLR. • PARALLEL BARS. NY PERSON, BUSINESS, OR CORPORATION MAY ONLY BE # VISQUEEN ON TOP. 8 MIN. ABOVE DECK WATER / () # `� AUTHORIZED WITH THE EXPRESSED WRITTEN PERMISSION M 13 SPA LIGHT 12" O.C. �, AROUND ALL 4 3 BARS 12" COPING LINE OR FLOOD UNE WHICH FINISH BOND BEAM W 4 3 BARS DECKING, a PIPES. # GRADE. PER DETAIL 1 & 12. TILE OF POOL ENGINEERING, INC. BY THE USE OF THIS PLAN, o FA. WAY. EVER IS GREATER. # # Q BOND BEAM PER TABLE NO. 1. UNDERSTANDS ALL OF THE NOTES INCLUDED HEREIN. O.C. EA. WAY. THE USER ACKNOWLEDGES THAT HE HAS READ & EQ. EQ. �C SKIMMER " PLUMBING MAY BE LOCATED WATER WATER COVER. �� jI - _ a 'O BOND BEAM HORIZONTAL IN BOND BEAM LOWER CORNER 6• LINE. 24 UNE. VV a i { BARS MAY BE OVER OR REINFORCING PER DETAIL MIN. LAP (2) #3 BARS \ Z 2 1/2" MAINTAIN 1" CLR. TO REINF. 3' CALLS BY: A.J.C. ��� I Ui COMPACTED C� UNDER VERTICAL BARS. BEND �� LLi FILL CLR. w Ld #10. NOT REQUIRED IF 6" S ¢ DRAWN BY' T.L.L. MIN. CLEAR PROVIDED. z 5" MIN. BOND �� i y9 `' Z Tn PRECAST COPING OR BRICK „ 24" MIN. AP a AROUND ALL BEAM ii \�{p e 0 tO " INTO SPA FLOOR #3 BARS UNDER ��� - X \��� ' �i 3 v, 8" CHECKED BY: R.L.L. NOTE: - OR POOL WALL 0 12 WAY (2) #3 'Z' BARS SKIMMER. #8 COPPER �� �\.\ "I \N\y9 16 a m x (2) #3 BARS PROVIDE (2) ANTI VORTEX CIRCULATION DRAINS PER PUMP THAT GROUND WIRE -fig (" I \ PROVIDE A .0 v RT X CIRC LA nwurm,n.„ v P mere - 6 4T L,o NL1,L.=U -,p 5 O 1_ 1 N 11Lt SPA DETAILS MAY BE USED POOL MIN. (2) #3 BARS Mi LIGHT. qua �J BOND BEAM PER \ ��' SPA DETAILS - FOR SPAS WITHOUT POOLS. N.T.S. 7 AP EACH WAY _ tk QPOP TABLE N0.1. PLASTER l� Lfi.}IN DIVISION � �, CO 01 AROUND NICHE.3. 18' MIN. `� 4'-0" MIN. IMPERVIOUS DECK �a C ' ' �P' TYP. 1° `��" ROCK OR BRICK NOTCH ��� v c�"1 W %4 • 598T -O9 SLOPE 1/8'-1/4' INSTALL B APPROVEND SEALANT EA MANUFACTURER -� " a ��� VERT. STEEL WOOD POST FROM PER FOOT C #3 0 6 O.C. 4ATTACHED PATIO COVER pc IV\ DRAIN 2 3 BARS. 5'-0" DEEP &BELOW. MAX. DEAD +LIVE LOAD = 2000 Ib. 3 1/2" () # NOTES �� OR sTgr CPL�FQ 0 1. INSTALL N0. 8 COPPER GROUND WIRE FROM LIGHT NICHE TO ROCK ON BOND BEAM. I I WITH GROUT &PLACE 15# w D NOTE: 1 BRASS CONDUIT To POOL REBAR OR NON-METALLIC HORIZONTAL STEEL v I I LEVEL TOP OF BOND BEAM iv Q' J SATURATION PROVIDE CONTROL JOINTS 3" CLR."r� 5" MIN. #3 BARS 0 12" O.C. TYP. M FELT OR 4 MIL. VISQUEEN ON CONDUIT CAN BE USED WITH INSULATED N0. 8 COPPER WIRE L I rQe o N I I RECOMMENDED WHERE APPROPRIATE. - _ TYPICAL TYPICAL INTERIOR W/ APPROVED POTTING COMPOUND PER THE C.E.C. BONDGALV. PER ELN POST BASE. I Z TOP OF BOND BEAM. `` PRIOR TO � NOTE: BOND PER ELECTRICAL & �� L- -I POURING DECK. F- I 2 SWIMMING POOL LIGHTING FIXTURES SHALL COMPLY WITH EXTRA REINFORCING TO EXTEND PLUMBING NOTE 2. PLAN VALID ONLY WITH WET s 6" REMAINDER OF JOINT IN STYROFOAM OR PLAN AT SKIMMER APPLICABLE UNDERWRITERS' LABORATORIES"REQUIREMENTS 24" MIN. EACH SIDE OF RAMP. MASTIC STAMP & ENGINEER'S SIGNATURE OTHER EXP. MATERIAL. CONCRETE SHALL FOR LIGHTING FIXTURES U.L STANDARD 676. 3 1/2' MIN. CONC. DECKING. a - IN RED INK ON PLAN. FOOTING RECOMMENDED NOT TOUCH COPING, BOND BEAM OR T --TILE AUTHORIZED SIGNATURES: s FOR EXPANSIVE SOILS. ADJACENT STRUCTURES.. CANTILEVER CONCRETE RONALD L. LACHER, P.E. AARON J. COWEN, P.E. IN EXPANSIVE SOIL DETAILS 1 ARE NOT MET USE TABLE 1. SCHEDULE SOILS WERE MIN DECK 'C' N.T.S. 8 SKIMMER DETAIL N.T.S' 9 SECTION AT LIGHT N.T.S. 10 SHALLOW/DEEP END RAMP 11 BOND BEAM DETAILS N.T.S. 12 TODD L. NECK , P E TRAVIS M. BENEDICT, P.E. STANDARD PLAN APPROVALS: pool Ron Lacher, R.C.E. SPIFFY: 8 PREPARED IN ACCORDANCE WITH O - STANDARD POOL - 1201 N. Tustin Ave. THE 2007 CALIFORNIA BUILDING CODE engineering Anaheim, California 92807 STRUCTURAL PLAN (2006 INTERNATIONAL BUILDING CODE) Inc. Fax: (714) 630-6114 1 100, I Phone: (714) 630.6100 100 CBC07 - NORCAL COPYRIGHT 2007, POOL ENGINEERING INC. I, 3, MRG nTURMULR,MLL1 DALf%11%,LU MIOU JIIYIIYILMMILLI FLUMULU THROUGH "T' FITTINGS. DRAINS SHALL BE SEPARATED BY THREE FEET IN ANY DIMENSION. SEE ELECTRICAL AND PLUMBING NOTE 8. - DAM WALL HORIZ. BAR LAP SPLICE: -- 6' DAM - LAP INTO SPA REINF. SECTIOIN AT SKIMMER , CONDUIT. C.E.C. APPROVED t4l, / FIXTURE LENS ' `� T D F � a \'� . _ - `O - - ao o VENEER. C7 Z BEND 45RT. STEEL L- - �9�"'�"'�' .1 � ® e ! Z '` [12' DAM -LAP INSIDE BARS INTO SPA REINF. -LAP OUTSIDE BARS INTO POOL REINF. 6 4T L,o NL1,L.=U -,p 5 O 1_ 1 N 11Lt SPA DETAILS MAY BE USED POOL MIN. (2) #3 BARS Mi LIGHT. qua �J BOND BEAM PER \ ��' SPA DETAILS - FOR SPAS WITHOUT POOLS. N.T.S. 7 AP EACH WAY _ tk QPOP TABLE N0.1. PLASTER l� Lfi.}IN DIVISION � �, CO 01 AROUND NICHE.3. 18' MIN. `� 4'-0" MIN. IMPERVIOUS DECK �a C ' ' �P' TYP. 1° `��" ROCK OR BRICK NOTCH ��� v c�"1 W %4 • 598T -O9 SLOPE 1/8'-1/4' INSTALL B APPROVEND SEALANT EA MANUFACTURER -� " a ��� VERT. STEEL WOOD POST FROM PER FOOT C #3 0 6 O.C. 4ATTACHED PATIO COVER pc IV\ DRAIN 2 3 BARS. 5'-0" DEEP &BELOW. MAX. DEAD +LIVE LOAD = 2000 Ib. 3 1/2" () # NOTES �� OR sTgr CPL�FQ 0 1. INSTALL N0. 8 COPPER GROUND WIRE FROM LIGHT NICHE TO ROCK ON BOND BEAM. I I WITH GROUT &PLACE 15# w D NOTE: 1 BRASS CONDUIT To POOL REBAR OR NON-METALLIC HORIZONTAL STEEL v I I LEVEL TOP OF BOND BEAM iv Q' J SATURATION PROVIDE CONTROL JOINTS 3" CLR."r� 5" MIN. #3 BARS 0 12" O.C. TYP. M FELT OR 4 MIL. VISQUEEN ON CONDUIT CAN BE USED WITH INSULATED N0. 8 COPPER WIRE L I rQe o N I I RECOMMENDED WHERE APPROPRIATE. - _ TYPICAL TYPICAL INTERIOR W/ APPROVED POTTING COMPOUND PER THE C.E.C. BONDGALV. PER ELN POST BASE. I Z TOP OF BOND BEAM. `` PRIOR TO � NOTE: BOND PER ELECTRICAL & �� L- -I POURING DECK. F- I 2 SWIMMING POOL LIGHTING FIXTURES SHALL COMPLY WITH EXTRA REINFORCING TO EXTEND PLUMBING NOTE 2. PLAN VALID ONLY WITH WET s 6" REMAINDER OF JOINT IN STYROFOAM OR PLAN AT SKIMMER APPLICABLE UNDERWRITERS' LABORATORIES"REQUIREMENTS 24" MIN. EACH SIDE OF RAMP. MASTIC STAMP & ENGINEER'S SIGNATURE OTHER EXP. MATERIAL. CONCRETE SHALL FOR LIGHTING FIXTURES U.L STANDARD 676. 3 1/2' MIN. CONC. DECKING. a - IN RED INK ON PLAN. FOOTING RECOMMENDED NOT TOUCH COPING, BOND BEAM OR T --TILE AUTHORIZED SIGNATURES: s FOR EXPANSIVE SOILS. ADJACENT STRUCTURES.. CANTILEVER CONCRETE RONALD L. LACHER, P.E. AARON J. COWEN, P.E. IN EXPANSIVE SOIL DETAILS 1 ARE NOT MET USE TABLE 1. SCHEDULE SOILS WERE MIN DECK 'C' N.T.S. 8 SKIMMER DETAIL N.T.S' 9 SECTION AT LIGHT N.T.S. 10 SHALLOW/DEEP END RAMP 11 BOND BEAM DETAILS N.T.S. 12 TODD L. NECK , P E TRAVIS M. BENEDICT, P.E. STANDARD PLAN APPROVALS: pool Ron Lacher, R.C.E. SPIFFY: 8 PREPARED IN ACCORDANCE WITH O - STANDARD POOL - 1201 N. Tustin Ave. THE 2007 CALIFORNIA BUILDING CODE engineering Anaheim, California 92807 STRUCTURAL PLAN (2006 INTERNATIONAL BUILDING CODE) Inc. Fax: (714) 630-6114 1 100, I Phone: (714) 630.6100 100 CBC07 - NORCAL COPYRIGHT 2007, POOL ENGINEERING INC. I, 3, FqLt� 75-b - _.- TrF Butte County Department of Development Services/ Building Division °° 7 County Center Drive, Oroville CA 95965 * (530) 538-7541 Telephone (530) 538-2140 Fax ° ° www.buttecounty.net/dds www.buttegeneralplan.net c0U Nay Swimming Pool Requirements Based upon California Health and Safety Code Section 115920-115929, known as the Swimming Pool Safety Act When ever a building permit is issued for construction of a new swimming pool, or spa, or any building permit is issued for ' -family home, it shall be equipped with at least one of the following remodeling of an existing pool or spa, at a private, single seven drowning prevention safety features: 1. The pool shall be Isolated from access to a home by an enclosure that contains all of the following characteristics: a. Any access gates through the enclosure open away from the swimming pool, and are self -dosing with a self -latching device placed no lower than 60 inches above the ground. b. A minimum height of 60 inches. c. A maximum vertical clearance from the ground to the bottom of the enclosure of 2 inches. d. Gaps or voids, if any, do not allow the passage of a sphere equal to or greater than 4 inches in diameter e. An outside surface free of protrusions, cavities, or other physical characteristics that would serve as handholds or footholds that could enable a child below the age of 5 years to climb over. 2. The pool shall incorporate removable mesh pool fencing that meets American Society for Testing and Materials (ASTM) Specification F2286 standards in conjunction with a gate that Is self-closing and self -latching and can r accommodate a key lockable device. 3. The pool shall be equipped with an approved safety pool cover that meets all the requirements of the ASTM Specification F1346. 4. The residence shalt be equipped with an exit alarm on those doors providing direct access to the pool. 5. All doors providing direct access from the home to the swimming pool shall be equipped with a self -dosing, self - latching device with a release mechanism placed no lower than 54 Inches above the floor. -6—Svm"ming-pooialanra-that; when -pi e€ f�ccc9dentai er-dnanti�erized erttraneel I hal' -' ede Standard-R208-nStandard gmar- ed type alarms. -For 4.r-Speafie-ation=fo�Pool=Alarms=whi€i�=in€iade�surfa€.e=motionrprPs�+rp:��`�''�'�r ung -p larrr shal on-alamrdenicesfariMividual-- �'a�-ac�mcnc��9-cr`in� epee'•"'�•n�j5-wh@F1'�1@•�llid?JCC$ed5•a"Eert�ln� water iwor APPR�v�o I n1 it3u r!� Csou w t"1- t= AJ ✓-"4WA 6 7. Other means of protection, (f the degree of protection afforded is equal to or greater than that afforded by any of the devices set forth above, and have been independently verified by an approved testing laboratory as meeting standards for those established by the ASTM or the American Society of Mechanical Engineers (ASME). Prior to issuance of any final approval for the completion of permitted construction or remodeling work, the local building code official shall inspect the drowning safety prevention devices required by this act and If no violations are found, shall give final approval. When a building permit is issued for the construction of a new swimming pool or spa, the pool or spa shall meet all of the following requirements: 1. The suction outlet of the pool area or spa for which the permit is issued shall be equipped to provide circulation throughout the pool or spa as prescribed in paragraph 2. 2. The swimming pool or spa shall have at least 2 circulation drains per pump that shall be hydraulically balanced and symmetrically plumbed through one or more "T" fittings, and that are separated by a distance of at least 3 feet in and dimension between the drains. 3. Suction outlets that are less than 12 inches across shall be covered with anti -entrapment grates, as specified in the ASME/ANSI Standard A 112.19.8, that cannot be removed except with the use of tools. Slots or openings in the grates or similar protective devices shall be of a shape, area, and arrangement that would prevent physical entrapment and would not pose any suction hazard to bathers. 4. Any back-up safety system that an owner of a new swimming pool or spa may choose to install in addition to the requirements set forth in this article shall meet the standards as published in the document, "Guidelines for Entrapment Hazards: Making Pools and Spas Safei", Publication Number 363, March 2005, United States Consumer Product Safety Commission. Whenever a building permit Is Issued for the remodel or modification of a single family home with an existing swimming pool, toddler pool or spa, the permit shall require that the suction outlet of the existing swimming pool, toddler pool or spa be upgraded so as to be equipped with an anti -entrapment cover meeting current standards of the American Society for Testing and Materials (ASTM) or the American Society of Mechanical Engineers (ASME). (Revised 3/07) pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL CALCULATIONS 5 b?'tS`0 " BUTTE COUNTY BUILDING DIVISION A�"PR�D PREPARED IN ACCORDANCE WITH "i 0 � P 14 THE 2007 CALIFORNIA BUILDING CODE (2006 INTERNATIONAL BUILDING CODE) )LTTE UMTY CONCRETE f'c = 2500psi R, 2 2 REINFORCING f = 40000psi Grade 40) DF NSA 208 SmVICES BUILDING DEPT, QOVY WADetails\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 1 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SWIMMING POOL CALCULATIONS NOTATION fc, : specific compressive strength of concrete (psi) wc : weight of concrete (pcf) fca,k = 0.45f� : allowable extreme fiber stress in compression for concrete (psi) ACI 318-99 Section A.3.1 (a u. = 1.1 f. : permissible shear stress carried by concrete (psi) ACI 318-99 Section A.3.1 (b) Ec = 57000j' : modulus of elasticity of concrete (psi) ACI 318-99 Section 8.5.1 fy = 40000 : specified yield strength of reinforcement (psi) fsaii = 20000 [GRADE 40, 50], 24000 [GRADE 60] : permissible tensile strength in reinf. (psi) ACI 318-99 Section A.3.2� ES = 29000000 : modulus of elasticity of reinforcement (psi) ACI 318-99 Section 8.5.2 7s : equivalent fluid pressure of soil (pcf) n = Es : modular ratio of elasticity c b : width of compression face of member (in) cover : 3 in. minimum for Concrete cast against and permanently exposed to earth. ACI 318-99 Section 7.7.1 (a) SEE CALCULATION METHODOLOGY.• STANDARD PLAN H : total height of pool wall including bond beam (ft) RBB : distance from top of bond beam to surface of water (ft.) R : Radius of pool wall curvature (ft) t : thickness of pool wall at particular height (in) d = t - cover - (Dj2) : distance from extreme compression fiber to centroid of tension reinforcement (in) H, : top depth of particular section (ft) Hz : bottom depth of particular section (ft) OTMsoiL = 6 YS Hz : over -turning moment (ft -lbs) VsoiL = 2 y, HZ : shear (lbs) MR : Moment Resisting (ft -lbs) MT = OTMsoiL + MR : Net Moment (ft -lbs) VT = VsoiL : Net Shear (lbs) AS : area of nonprestressed tension reinforcement (in2) Ds : Diameter of reinforcement (in) A : ratio of tension reinforcement P bd k k= (en)'2 2pn=pn i=1Y3 rayyyx.. fs��°3-averag stress ]ri the "steel (psi) AS 1 d ', :,,. x. , s. fc = k� �z : maximum compressive stress at the top of the compressive zone (psi) U = bT : design shear stress (psi) 1Per ACI 318-05 Section R1.1, The Alternate Design Method of the 1999 Code may be used in place of the applicable sections of the 2005 code. M W:\Details\Release\Calcs 2007\100NC CBC2007 [v1 21].pdf02/21/2008 06:22:46 PM © Pool Engineering, Inc. 2008, Page 2 of 51 i 4 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL CALCULATIONS r POOL WALL GENERAL METHODOLOGY CALCULATIONS The following pages demonstrate the basic calculations which are summarized in the Pool Wall Summary Tables WADetails\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 3 of 51 i pool Ron Lacher, R.C.E. 1201 N. Tustin Ave. Pa engineering Anaheim, California 92807 i c FFax (714)630-6114 Phone: (714) 630-6100 s z O N N O O co O vp N N 0 0 0 M CD CD m N O O 90 v CD 41 0 M 0 w ixa L -WATER LINE. —VERTICAL STEEL —HORIZONTAL STEEL LOAD DIAGRAM DUE TO EARTH PRESSURE NET MOM = OTM SOIL — MR DETERMINE OTM AND V DUE TO YS OTMA= (1/2 YS H2)(H2/3) = 1/6 YS HZ 2 VA= 1/2 Ys H2 STANDARD POOL WALL CALCULATION METHODOLOGY 'K x L pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENT METHODOLOGY OFFSETS EARTH PRESSURE MOMENTS WE URE F oint A can De any point on inbiue ui pu- wau. I1 CBC2007 [vi .21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 5 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS SECTION 13, NO R.B.B. TABLE A - NON -EXPANSIVE SOIL Demonstrating methodology used to calculate results shown in summary tables. f,' = 2500 psi o,c = 150 pcf fc,l = 0.45f,, = 1125 psi FROM ACI 318-99 Section A.3.1 (a) n.=1.1 f = 55.0 psi FROM ACI 318-99 Section A.3.1 (b) Ec= 57000 f� = 2850000 psi FROM ACI 318-99 Section 8.5.1 fy = 40000 psi fs,11= 20000 psi FROM ACI 318-99 Section A.3.2 ES = 2.9E+07 psi FROM ACI 318-99 Section 8.5.2 ys = 30 pcf n = E,/Ec = 10.18 b = 12 in cover = 3 in FROM ACI 318-99 Section 7.7.1(a) H = 8.5 ft Try wall thickness t = 6.0 in at a depth of H2 = 6.5 ft Try vertical steel = #3 @ 6" DS = 0.375 in AS = 0.221 in` d = t - cover - (Dj2) = 2.81 in OTM 1 H3 = SOIL = 6 YS 2 1373 ft -Ib Overturning moment due to earth pressure MR = -647 ft -Ib Resisting moment due to weight of pool wall. MT = OTMsoiL + MR = 726 ft -Ib SEE POOL WALL SUMMARY 1 2 VT = VSOILZ y- H2 634 Ib Shear due to earth pressure . WADetails\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 6 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL CALCULATIONS POOL WALL SWIMMING POOL CALCULATIONS RESISTING MOMENT METHODOLOGY The following pages demonstrate the basic calculations which are summarized in the Resisting Moment Tables. W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 8 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS (CONT.) SECTION 13, NO R.B.B. TABLE A - NON -EXPANSIVE SOIL Demonstrating methodology used to calculate results shown in summary tables. _ A P bd 0.007 k= (pnf +2pn—pn = 0.304 =1_3 = 0.899 fs = A Td = 15613.1 psi < 20000 psi OK sl fc= 2MT = 671.4 psi < 1125 psi OK jkbd2 0= VT = 18.8 psi < 55.0 psi OK bd W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 7 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL CALCULATIONS POOL WALL POOL WALL ANALYSIS SUMMARY TABLES The following pages demonstrate the basic calculations which are summarized in the Pool Wall Summary Tables W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 10 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS RESISTING MOMENT METHODOLOGY WALL LOADED BY EARTH PRESSURE A,= 0.500 ft " W,= 75.00 lb M,= -112.50 ft -Ib Ax= 0.375 fe We= 56.25 lb Mx= -78.12 ft -Ib Ay= 0.250 ft we 37.50 Ib M3= .46.87 ft -Ib Ay= 0.250 fe W,= 37.50 lb Ma= -46.87 ft -Ib A5= 0.250 f? W5= 37.50 lb Ms= 46.87 ft -Ib A,= 0.250 fe Wg= 37.50 lb Ms= 46.87 ft -Po A7= 0.250 ft W,= 37.50 Ib M,= -46.87 ft -Ib Aa= 0.250 ft We= 37.56 lb Ma= 46.65 ft -Ib A.= 0.253 feWa= 37.90 lb Mg= 44.60 ft -Ib A,o= 0.258 fe We e 38.63 lb .'e -42.35 ft -Ib A 0.265 f? Z= 39.80 lb M„= -37.66 ft -Ib A,x= 0.276 ft W,x= 41 A6 lb M,x= -38.58 ft -Ib A,a= 0.289 fe W,3= 43.35 lb M,x= -19.99 fl -Ib RMA= Ml+M2+M3+n +M9+Mj SECTION 13, NO R.B.B. TABLE A - NON -EXPANSIVE SOIL W:\Details\Release\Calcs 2007\100NC CBC2007 [0.21i.pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 9 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 inc. Phone: (714) 630-6100 RESISTING MOMENTS NO R.B.B. WALL LOADED BY EARTH PRESSURE TABLE A - NON -EXPANSIVE SOIL 7soiL 30 pcf H 8.5 ft RBB 0.0 ft R 5.0 ft Section IN 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 IN 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 j Weight 75.00 56.25 37.50 37.50 37.50 37.50 37.50 37.56 37.90 38.63 39.80 41.46 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 56.3 0.50 0.39 37.50 21.88 -59.38 3 1.5 37.5 0.50 0.39 0.25 37.50 21.88 9.38 -68.75 4 2.0 37.5 0.50 0.39 0.25 0.25 37.50 21.88 9.38 9.38 -78.13 5 2.5 37.5 0.50 0.39 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 -87.50 6 3.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 -96.88 7 3.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 -106.25 8 4.0 37.6 0.53 0.41 0.28 0.28 0.28 0.28 0.28 0.27 39.38 23.28 10.31 10.31 10.31 10.31 10.31 10.03 -124.27 9 4.5 37.9 0.60 0.49 0.35 0.35 0.35 0.35 0.35 0.34 0.28 45.08 27.56 13.16 13.16 13.16 13.16 13.16 12.88 10.52 -161.85 10 5.0 38.6 0.73 0.62 0.48 0.48 0.48 0.48 0.48 0.47 0.41 0.33 54.77 34.83 18.01 18.01 18.01 18.01 18.01 17.74 15.42 12.62 -225.44 11 5.5 39.8 0.92 0.81 0.67 0.67 0.67 0.67 0.67 0.66 0.59 0.51 0.36 68.81 45.36 25.03 25.03 25.03 25.03 25.03 24.77 22.51 19.85 14.47 -320.90 12 6.0 41.5 1.17 1.06 0.92 0.92 0.92 0.92 0.92 0.91 0.85 0.77 0.62 0.41 87.74 59.56 34.50 34.50 34.50 34.50 34.50 34.25 32.08 29.60 24.52 16.89 ,.. -457.11 13 6.5 43.3 1.50 1.39 1.25 1.25 1.25 1.25 1.25 1.24 1.18 1.10 0.95 0.74 112.50 78.12 46.87 46.87 46.87 46.87 46.87 46.65 44.60 42.35 37.66 30.58... -646.82 14 7.0 46.8 1.93 1.82 1.68 1.68 1.68 1.68 1.68 1.67 1.61 1.53 1.38 1.17 144.70 102.27 62.97 62.97 62.97 62.97 62.97 62.77 60.87 58.94 54.74 48.38... -911.19 15 7.5 52.4 2.50 2.39 2.25 2.25 2.25 2.25 2.25 2.24 2.18 2.10 1.95 1.74 187.50 134.37 84.37 84.37 84.37 84.37 84.37 84.20 82.50 80.98 77.46 72.04... -1289.87 16 8.0 62.7 3.32 3.21 3.07 3.07 3.07 3.07 3.07 3.06 3.00 2.92 2.77 2.56 249.04 180.53 115.15 115.15 115.15 115.15 115.15 115.02 113.60 112.68 110.12 106.07... -1881.75 17 8.5 205.2 5.50 5.39 5.25 5.25 5.25 5.25 5.25 5.24 5.18 5.10 4.95 4.74 412.50 303.13 196.88 196.88 196.88 196.88 196.88 196.87 196.21 196.88 196.87 196.44 ... -3733.17 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 12 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: 714 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY TABLE A - NON -EXPANSIVE SOIL ysoa 30 pcf H 8.5 ft RBB 0.0 ft R 5.0 ft Sec H1 H2 ft. ft. t d in. in. OTM ft -Ib SOIL MR I MT ft -Ib ft -lb Vertical V Steel Ib As int Ds in. p k ] fs psi i SOIL fsen psi fc psi fce�F psi v psi veil psi 1 0.0 0.5 12.0 8.81 1 -38 -37 4 #3 @ 12" 0.110 0.375 0.001 0.136 0.955 -476.1 20000.0 -7.3 1125.0 0.0 55.0 2 0.5 1.0 6.0 2.81 5 -59 -54 15 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 2272.4 20000.0 65.5 1125.0 0.4 55.0 3 1.0 1.5 6.0 2.81 17 -69 -52 34 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -2168.0 20000.0 -62.5 1125.0 1.0 55.0 4 1.5 2.0 6.0 2.81 40 -78 -38 60 #3 a@ 12" 0.110 0.375 0.003 0.227 0.924 -1593.3 20000.0 -46.0 1125.0 1.8 55.0 5 2.0 2.5 6.0 2.81 78 -88 -9 94 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -391.8 20000.0 -11.3 1125.0 2.8 55.0 6 2.5 3.0 6.0r2.81 135 -97 38 135 #3 @ 12" 0.110 0.375 0.003 0.227, _ 0.924 1593.3 20000.0 46.0 1125.0 4.0 55.0 7 3.0 3.5 6.0 214 -106 108 184 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 4518.8 20000.0 130.3 1125.0 5.4 55.0 8 3.5 4.0 6.0 320 -124 196 240 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 8180.0 20000.0 235.9 1125.0 7.1 55.0 9 4.0 4.5 6.0 456 -162 294 304 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 12277.320000.0 354.1 1125.0 9.0 55.0 10 4.5 5.0 6.0 625 -225 400 375 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 8589.2 20000.0 369.4 1125.0 11.1 55.0 11 5.0 5.5 6.0 832 -321 511 454 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 10984.3 20000.0 472.4 1125.0 13.4 55.0 12 5.5 6.0 6.0 2.81 1080 -457 623 540 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 13390.0 20000.0 575.8 1125.0 16.0 55.0 13 6.0 6.5 6.0 2.81 1373 647 726 634 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 15613.1 20000.0 671.4 1125.0 18.8 55.0 14 6.5 7.0 6.0 2:81 1715 -911 804 735 #3 @ 6" 0.221 0. 75 0.007 0.304 0.899 17279.3 20000.0 743.1 1125.0 21.8 55.0 15 7.0 7.5 6.0 2.81 2109 -1290 820 844 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 17616.7 20000.0 757.6 1125.0 25.0 55.0 16 7.5 8.0 6.0 2.81 2560 -1882 678 960 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 14580.1 20000.0 627.0 1125.0 28.4 55.0 17 8.0 8.5 6.0 2.81 3071 -3733 -663 1084 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 -14242.4 20000.0 -612.5 1125.0 32.1 55.0 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM @ Pool Engineering, Inc. 2008, Page 11 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 inc. Phone: (714) 630-6100 RESISTING MOMENTS cont. NO R.B.B.- TABLE A - NON-EXPANSIVE SOIL WALL LOADED BY EARTH PRESSURE YsoiL 30 pcf H 8.5 ft RBB 0.0 ft R 5.0 ff Section -► 13 14 15 16 17 RM H2 -► 6.5 7.0 7.5 8.0 8.5 1 + Weight 43.35 46.82 52.39 62.70 205.16 1 0.5 75.0 -37.50 2 1.0 56.3 -59.38 3 1.5 37.5 -68.75 4 2.0 37.5 -78.13 5 2.5 37.5 -87.50 6 3.0 37.5 -96.88 7 3.5 37.5 -106.25 8 4.0 37.6 -124.27 9 4.5 37.9 -161.85 10 5.0 38.6 -225.44 11 5.5 39.8 -320.90 12 6.0 41.5 -457.11 13 6.5 43.3 0.46 ... 19.99 -646.82 14 7.0 46.8 0.89 0.54 ... 38.60 25.05 -911.19 15 7.5 52.4 1.46 1.11 0.65 ... 63.34 51.77 33.81 -1289.87 16 8.0 62.7 2.28 1.93 1.47 0.85 ... 98.91 90.19 76.80 53.05 -1881.75 17 8.5 205.2 4.46 4.11 3.65 3.03 1.38 ... 193.38 192.23 190.99 189.70 283.58 -3733.17 W:\Details\Release\Calcs 2007\100NC CBC2007 [vl.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 13 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY TABLE B - EXPANSIVE SOIL YSOIL 45 pcf H 8.5 ft R88 0.0 ft R 5.0 ft Sec H1 H2 ft. ft. td in. In. OTM ft -Ib SOIL MR MT ft -Ib ft -lb Vertical V Steel Ib As in i Ds in• p k ] fs psi SOIL fsali psi fc psi fcaii psi v psi veil psi 1 0.0 0.5 12.0 8.81 1 -38 -37 6 #3 @ 12" 0.110 0.375 0.001 0.136 0.955 -472.1 20000.0 -7.3 1125.0 0.1 55.0 2 0.5 1.01 6.0 2.81 8 -59 -52 23 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -2168.0 20000.0 -62.5 1125.0 0.7 55.0 3 1.0 1.5 6.0 2.81 25 -69 -43 51 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -1815.3 20000.0 -52.4 1125.0 1.5 55.0 4 1.5 2.0 6.0 2.81 60 -78 -18 90 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -757.5 20000.0 -21.8 1125.0 2.7 55.0 5 2.0 2.5 6.0 2.81 117 -88 30 141 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 1240.7 20000.0 35.8 1125.0 4.2 55.0 6 2.5 3.0 6.0 2.81 203 -97 106 203 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 4414.3 20000.0 127.3 1125.0 6.0 55.0 7 3.0 3.5 6.0 2.81 322 -106 215 276 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 8998.3 20000.0 259.6 1125.0 8.2 55.0 8 3.5.4.0. 6.0 2.81 480 -124 356 360 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 14866.7 20000.0 428.8 1125.0 10.7 55.0 9 4.014.51 6.5 3.31 683 -162 5211 456 #3 @ 12" 0.110 0.375 0.003 0.211 0.930 18381.3 20000.0 483.7 1125.0 11.5 55.0 10 4.515.01 7.0 3.81 938 -229 709 563 #3 @ 6" 0.221 0.375 0.005 0.268 0.911 11092.0 20000.0 399.4 1125.0 12.3 55.0 11 5.015.51 7.0 3.81 1248 -329 918 681 #3 @ 6" 0.221 0.375 0.005 0.268 0.911 14371.4 20000.0 517.5 1125.0 14.9 55.0 12 5.5 6.0 7.0 3.81 1620 -474 1146 810 #3 @ 6" 0.221 0.375 0.005 0.268 0.911 17939.0 20000.0 646.0 1125.0 17.7 55.0 13 6.0 6.5 7.5 4.31 2060 -675 1384 951 #3 @ 6" 0.221 0.375 0.004 0.254 0.915 19054.6 20000.0 639.2 1125.0 18.4 55.0 14 6.5 7.0 8.0 4.81 2573 -961 1612 1103 #3 @ 6" 0.221 0.375 0.004 0.243 0.919 19795.9 20000.0 623.8 1125.0 19.1 55.0 15 7.0 7.5 8.5 5.31 3164 -1377 1787 1266 #3 @ 6" 0.221 0.375 0.003 0.233 0.922 19806.7 20000.0 590.1 1125.0 19.9 55.0 16 7.5 8.0 9.0 5.81 3840 -2043 1797 1440 #3 @ 6" 0.221 0.375 0.003 0.224 0.925 18151.5 20000.0 514.0 1125.0 20.6 55.0 17 8.0 8.5 9.0 5.81 4606 -42761 330 16261#3 @ 6" 0.221 0.375 0.003 0.224 0.925 3331.5 20000.0 94.3 1125.0 23.3 55.0 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM @ Pool Engineering, Inc. 2008, Page 14 of 51 412.50 303.13 196.88 196.88 196.88 196.88 196.88 196.87 202.49 218.48 230.58 231.46... -4276.06 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 15 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS NO R.B.B. WALL LOADED BY EARTH PRESSURE TABLE B - EXPANSIVE SOIL ysoa 45 pcf - H 8.5 ft R88 0.0 ft R 5.0 ft Section 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 -► 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 1 j Weight 75.00 56.25 37.50 37.50 37.50 37.50 37.50 37.56 39.06 42.65 46.22 48.38 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 56.3 0.50 0.39 37.50 21.88 -59.38 3 1.5 37.5 0.50 0.39 0.25 37.50 21.88 9.38 -68.75 4 2.0 37.5 0.50 0.39 0.25 0.25 37.50 21.88 9.38 9.38 -78.13 5 2.5 37.5 0.50 0.39 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 -87.50 6 3.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 -96.88 7 3.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 -106.25 8 4.0 37.6 0.53 0.41 0.28 0.28 0.28 0.28 0.28 0.27 39.38 23.28 10.31 10.31 10.31 10.31 10.31 10.03 -124.27 9 4.5 39.1 0.60 0.49 0.35 0.35 0.35 0.35 0.35 0.34 0.29 45.08 27.56 13.16 13.16 13.16 13.16 13.16 12.88 11.15 -162.48 10 5.0 42.7 0.73 0.62 0.48 0.48 0.48 0.48 0.48 0.47 0.41 0.35 54.77 34.83 18.01 18.01 18.01 18.01 18.01 17.74 16.20 15.05 -228.65 11 5.5 46.2 0.92 0.81 0.67 0.67 0.67 0.67 0.67 0.66 0.60 0.54 0.41 68.81 45.36 25.03 25.03 25.03 25.03 25.03 24.77 23.51 23.03 18.77 -329.39 12 6.0 48.4 1.17 1.06 0.92 0.92 0.92 0.92 0.92 0.91 0.85 0.79 0.66 0.45 87.74 59.56 34.50 34.50 34.50 34.50 34.50 34.25 33.37 33.80 30.44 21.95... -473.58 13 6.5 50.8 1.50 1.39 1.25 1.25 1.25 1.25 1.25 1.24 1.18 1.12 0.99 0.78 112.50 78.12 46.87 46.87 46.87 46.87 46.87 46.65 46.26 47.88 45.70 37.92... -675.37 14 7.0 57.6 1.93 1.82 1.68 1.68 1.68 1.68 1.68 1.67 1.61 1.515 1.42 1.21 144.70 102.27 62.97 62.97 62.97 62.97 62.97 62.77 63.03 66.19 65.54 58.69... -960.76 15 7.5 67.8 2.50 2.39 2.25 2.25 2.25 2.25 2.25 2.24 2.18 2.12 1.99 1.78 187.50 134.37 84.37 84.37 84.37 84.37 84.37 84.20 85.32 90.53 91.92 86.31 ... -1377.33 16 8.0 84.4 3.32 3.21 3.07 3.07 3.07 3.07 3.07 3.06 3.00 2.94 2.81 2.60 249.04 180.53 115.15 115.15 115.15 115.15 115.15 115.02 117.36 125.53 129.85 126.01 ... -2042.69 17 8.5 335.9 5.50 5.39 5.25 5.25 5.25 5.25 5.25 5.24 5.18 5.12 4.99 4.78 412.50 303.13 196.88 196.88 196.88 196.88 196.88 196.87 202.49 218.48 230.58 231.46... -4276.06 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 15 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS cont. NO R.B.B. m. WALL LOADED BY EARTH PRESSURE TABLE B - EXPANSIVE SOIL YsOa 45 pcf H 8.5 ft RBB 0.0 ft R 5.0 ft Section -► 13 14 15 16 17 RM H2 -> 6.5 7.0 7.5 8.0 8.5 1 j Weight 50.83 57.59 67.81 84.35 335.90 1 0.5 75.0 -37.50 2 1.0 56.3 -59.38 3 1.5 37.5 -68.75 4 2.0 37.5 -78.13 5 2.5 37.5 -87.50 6 3.0 37.5 -96.88 7 3.5 37.5 -106.25 8 4.0 37.6 -124.27 9 4.5 39.1 ' -162.48 10 5.0 42.7 -228.65 11 5.5 46.2 -329.39 12 6.0 48.4 -473.58 13 6.5 50.8 0.51 25.96 -675.37 14 7.0 57.6 0.94 0.61 ... 47.78 34.92 -960.76 15 7.5 67.8 1.51 1.18 0.75 ... 76.79 67.78 50.73 -1377.33 16 8.0 84.4 2.33 2.00 1.57 0.99 ... 118.50 115.04 106.37 83.71 -2042.69 17 8.5 335.9 4.51 4.18 3.75 3.17 1.50 ... 229.27 240.54 254.15 267.55 504.65 4276.06 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 16 of 51 I pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY NO R.B.B. 7SOIL 65 pcf H 8.5 ft TABLE C - HIGHLY EXPANSIVE SOIL OR NO DECK RBB 0.0 ft R 5.0 ft Sec H1 H2 ft. ft. t in. d in. OTM I ft -Ib SOIL MR MT I ft -Ib ft -Ib Vertical V Steel Ib As in 2 Ds in. p j fs psi SOIL fSal psi fc psi fCa psi V psi Vail psi 1 0.0 0.5 12.0 8.81 1 -38 -361 8 #3 @ 12" 0.110 0.375 0.001 0.136 0.955 -466.7 20000.0 -7.2 1125.0 0.1 55.0 2 0.5 1.01 6.0 2.81 11 -59 -49 33 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -2028.7 20000.0 -58.5 1125.0 1.0 55.0 3 1.0 1.5 6.0 2.81 37 -69 -32 73 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -1345.2 20000.0 -38.8 1125.0 2.2 55.0 4 1.5 2.0 6.0 2.81 87 -78 9 130 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 357.0 20000.0 10.3 1125.0 3.9 55.0 5 2.0 2.5 6.0 2.81 169 -88 82 203 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 3417.4 20000.0 98.6 1125.0 6.0 55.0 6 2.5 3.0 6.0 2.81 293 -97 196 293 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 8175.6 20000.0 235.8 1125.0 8.7 55.0 7 3.0 3.5 6.0 2.81 464 -106 358 398 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 14971.1 20000.0 431.8 1125.0 11.8 55.0 8 3.5 4.0 7.0 3.81 693 -126 568 520 #3 @ 12" 0.110 0.375 0.002 0.198 0.934 17320.4 20000.0 421.4 1125.0 11.4 55.0 9V6.5551 4.5 8.0 4.81 987 -168 819 6581#3 @ 12" 0.110 0.375 0.002 0.179 0.940 19654.5 20000.0 420.5 1125.0 11.4 55.0 10 5.0 8.0 4.81 1354 -242 1112 813 #3 @ 6" 0.221 0.375 0.004 0.243 0.919 13660.3 20000.0 430.4 1125.0 14.1 55.0 11 5.5 8.0 4.81 1802 -351 1451 983 #3 @ 6" 0.221 0.375 0.004 0.243 0.919 17822.1 20000.0 561.6 1125.0 17.0 55.0 12 6.0 9.0 5.81 2340 -508 1832 1170 #3 @ 6"' 0.221 0.375 0.003 0.224 0.925 18500.8 20000.0 523.9 1125.0 16.8 55.0 13 6.5 10.0 6.81 2975 -733 2242 1373 #3 @ 6" 0.221 0.375 0.003 0.209 0.930 19215.4 20000.0 497.8 1125.0 16.8 55.0 14 7.0 11.0 7.81 3716 -1057 2659 1593 #3 @ 6" 0.221 0.375 0.002 0.196 0.935 19784.6 20000.0 474.9 1125.0 17.0 55.0 15 7.0 7.5 12.0 8.81 4570 -1538 3032 1828 #3 @ 6" 0.221 0.375 0.002 0.186 0.938 19928.9 20000.0 447.6 1125.0 17.3 55.0 16 7.5 8.0 13.0 9.81 5547 -2320 3227 20801#3 @ 6" 0.221 0.375 0.002 0.177 0.941 18988.3 20000.0 402.0 1125.0 17.7 55.0 17 8.0 8.5 13.0 9.81 6653 -5171 1482 2348 #3 @ 6" 0.221 0.375 0.002 0.177 0.941 8718.1 20000.0 184.6 1125.0 19.9 55.0 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM @ Pool Engineering, Inc. 2008, Page 17 of 51 ��� T pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS NO R.B.B. TABLE C - HIGHLY EXPANSIVE SOIL OR NO DECK WALL LOADED BY EARTH PRESSURE ysoiL 65 pcf F H 8.5 ft RBB 0.0 ft j I R 5.0 ft Section --0 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 -► 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 1 j Weight 75.00 56.25 37.50 37.50 37.50 37.50 37.50 40.33 46.33 51.27 52.97 55.84 1 0.5 75.0 0.50 - 37.50 37.50 2 1.0 56.3 0.50 0.39 -59.38 37.50 21.88 3 1.5 37.5 0.50 0.39 0.25 37.50 21.88 9.38 -68.75 4 2.0 37.5 0.50 0.39 0.25 0.25 37.50 21.88 9.38 9.38 -78.13 5 2.5 37.5 0.50 0.39 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 -87.50 6 3.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 -96.88 7 3.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 -106.25 8 4.0 40.3 0.53 0.41 0.28 0.28 0.28 0.28 0.28 0.29 39.38 . 23.28 10.31 10.31 10.31 10.31 10.31 11.53 -125.77 9 4.5 46.3 0.60 0.49 0.35 0.35 0.35 0.35 0.35 0.36 0.33 45.08 27.56 13.16 13.16 13.16 13.16 13.16 14.59 15.46 -168.50 10 5.0 51.3 0.73 0.62 0.48 0.48 0.48 0.48 0.48 0.49 0.46 0.41 54.77 34.83 18.01 18.01 18.01 18.01 18.01 19.80 21.45 21.06 -241.97 11 5.5 53.0 0.92 0.81 0.67 0.67 0.67 0.67 0.67 0.68 0.65 0.60 0.45 68.81 45.36 25.03 25.03 25.03 25.03 25.03 27.35 30.11 30.66 23.92 -351.35 12 6.0 55.8 1.17 1.06 0.92 0.92 0.92 0.92 0.92 0.93 0.90 0.85 0.70 0.50 87.74 59.56 34.50 34.50 34.50 34.50 34.50 37.53 41.81 43.60 37.30 28.08... -508.09 13 6.5 64.1 1.50 1.39 1.25 1.25 1.25 1.25 1.25 1.26 1.23 1.18 1.03 0.83 112.50 78.12 46.87 46.87 46.87 46.87 46.87 50.85 57.11 60.52 54.78 46.52... -733.00 14 7.0 74.4 1.93 1.82 1.68 1.68 1.68 1.68 1.68 1.69 1.66 1.61 1.46 1.26 144.70 102.27 62.97 62.97 62.97 62.97 62.97 68.16 76.99 82.53 77.53 70.49... -1056.77 15 7.5 89.1 2.50 2.39 2.25 2.25 2.25 2.25 2.25 2.26 2.23 2.18 2.03 1.83 187.50 134.37 84.37 84.37 84.37 84.37 84.37 91.18 103.44 111.79 107.76 102.36... -1537.93 16 8.0 111.3 3.32 3.21 3.07 3.07 3.07 3.07 3.07 3.08 3.05 3.00 2.85 2.65 249.04 180.53 115.15 115.15 115.15 115.15 115.15 124.28 141.45 153.86 151.23 148.18... -2319.50 17 8.5 533.3 5.50 5.39 5.25 5.25 5.25 5.25 5.25 5.26 5.23 5.18 5.03 4.83 412.50 303.13 196.88 196.88 196.88 196.88 196.88 212.18 242.43 265.59 266.68 269.89 ... -5171.33 W:\Details\Release\Calcs 2007\100NC CBC2007 [vl.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 18 of 51 L pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax. (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS cont. NO R.B.B. 5 TABLE C - HIGHLY EXPANSIVE SOIL OR NO DECK WALL LOADED BY EARTH PRESSURE V S01L 65 pcf H 8.5 ft RBB 0.0 ft R 5.0 ft Section --o- 13 14 15 16 17 RM ' H2 6.5 7.0 7.5 8.0 8.5 1 + Weight 64.09 74.42 89.07 111.32 533.32 1 0.5 75.0 -96.88 7 -37.50 2 1.0 56.3 -59.38 3 1.5 37.5 _106.25 8 -68.75 4 2.0 37.5 -78.13 5 2.5 37.5 -87.50 6 3.0 37.5 -96.88 7 3.5 37.5 _106.25 8 4.0 40.3 -125.77 9 4.5 46.3 -168.50 10 5.0 51.3 -241.97 1.1 5.5 53.0 -351.35 12 6.0 55.8 -508.09 13 6.5 64.1 0.60 ... 38.22 -733.00 14 7.0 74.4 1.03 0.72 ... 65.73 53.50 -1056.77 15 7.5 89.1 1.60 1.29 0.89 ... 102.31 95.98 79.37 -1537.93 16 8.0 111.3 2.42 2.11 1.71 1.18 ... 154.90 157.04 152.46 130.82 -2319.50 17 8.5 533.3 4.60 4.29 3.89 3.35 1.65 ... 294.58 319.23 346.58 373.44 880.75 -5171.33 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 19 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY TABLE E - NON -EXPANSIVE SOIL rsox 30 pd H 11.0 ft RBB 2.5 k R 5.0 ft Sec H1 ft. H2 ft. t d in. in. OTM ft -Ib SOIL MR MT ft -Ib ft -Ib Vertical V Steel Ib As in 2 Ds in. p k j fs psi SOIL fs"' psi fC psi fcal psi v psi Vail psi 1 0.0 0.5 12.0 8.81 1 -38 -37 4 #3 @ 12" 0.110 0.375 0.001 0.136 0.955 -476.1 20000.0 -7.3 1125.0 0.0 55.0 2 0.5 1.0 6.0 2.81 5 -59 -54 15.#3 @ 12" 0.110 0.375 0.003 0.227 0.924 -2272.4 20000.0 -65.5 1125.0 0.4 55.0 3 1.0 1.5 6.0 2.81 17 -69 -52 34 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -2168.0 20000.0 -62.5 1125.0 1.0 55.0 4 1.5 2.0 6.0 2.81 40 -78 -38 60 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -1593.3 20000.0 -46.0 1125.0 1.8 55.0 5 2.0 2.5 6.0 2.81 78 -88 -9 94 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -391.8 20000.0 -11.3 1125.0 2.8 55.0 6 2.5 3.0 6.0 2.81 135 -97 38 135 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 1593.3 20000.0 46.0 1125.0 4.0 55.0 7 3.0 3.5 6.0 2.81 214L-106 108 184 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 4518.8 20000.0 130.3 1125.0 5.4 55.0 8 3.5 4.0 6.0 2.81 320 -116 204 240 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 8541.2 20000.0 246.4 1125.0 7.1 55.0 9 4.0 4.5 6.0 2.81 456 -125 331 304 #3 @ 12" U.110 0.375 0.003 0.227 0.924 13$17.5 20000.0 398.6 1125.0 9.0 55.0 10 4.5 5.0 6.0 2.81 625 -134 491 375 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 10546.8 20000.0 453.6 1125.0 11.1 55.0 11 5.0r5,5 6.0 2.81 832 -144 688 454 #3 @ 6" 0.221 0.375 0.007 0.304 0.899 14792.4 20000.0 636.1 1125.0 13.4-F55.0 12 5.5 6.5 3.31 1080 -154 926 540 #3 @ 6" 0.221 0.375 0.006 0.284 0.905 16778.5 20000.0 655.5 1125.0 13.6 55.0 13 6.0 7.0 3.81 1373 -179 1194 634 #3 @ 6" 0.221 0.375 0.005 0.268 0.911 18683.0 20000.0 672.8 1125.0 13.9 55.0 14 6.5 8.0 4.81 1715 -236 1479 735 #3 @ 6" 0.221 0.375 0.004 0.243 0.919 18160.7 20000.0 572.2 1125.0 12.7 55.0 15 7.0 8.5 5.31 2109 -335 1774 8441#3 @ 6" 0.221 0.375 0.003 0.233 0.922 19668.7 20000.0 585.9 1125.0 13.2 55.0 16 7.5 9.5 6.311 2560 -484 2076 960 #3 @ 6" 0.003 0.216 0.928 19254.4 20000.0 520.5 1125.0 12.7 55.0 17 8.0 8.5 10.5 7.31 3071 -698 2373 1084 #3 @ 6" 0.003 0.202 0.933 18900.7 20000.0 470.7 1125.0 12.4 55.0 18 8.5 9.0 11.0 7.81 3645 -1001 2644 1215 #3 @ 6" 0.002 0.196 0.935 19670.4 20000.0 472.2 1125.0 13.0 55.0 19 9.0 9.5 12.0 8.81 4287 -1429 2858 1354 #3 @ 6" t0.2210.375 0.002 0.186 0.938 18781.4 20000.0 421.8 1125.012.8 55.0 20 9.5 10.0 12.0 8.81 5000 -2050 2950 1500 #3 @ 6" 5 0.002 0.186 0.938 19390.6 20000.0 435.5 1125.0 14.2 55.0 21 10.0 10.5 12.0 8.81 5788 -3035 2753 1654 #3 @ 6 5 0.002 0.186 0.938 18095.9 20000.0 406.4 1125.0 15.6 55.0 22 10.5 11.0 12.0 8.81 6655 -6343 312 1815 #3 @ 6 1 0.2211 0.375 0.002 0.1861 0.9381 2053.6 20000.0 46.1 1125.0 17.21 55.0 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 20 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS 2'--6" R.B.B. TABLE NO. E - NON -EXPANSIVE SOIL WALL LOADED BY EARTH PRESSURE . ys01L 30 pcf H 11.0 ft RBB 2.5 ft R 5.0 ft Section -► 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 -► 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 +I Weight 75.00 56.25 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 37.50 39.06 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 56.3 0.50 0.39 37.50 21.88 -59.38 3 1.5 37.5 0.50 0.39 0.25 37.50 21.88 9.38 -68.75 4 2.0 37.5 0.50 0.39 0.25 0.25 37.50 21.88 9.38 9.38 -78.13 5 2.5 37.5 0.50 0.39 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 87.50 6 3.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 -96.88 7 3.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 -106.25 8 4.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 -115.63 9 4.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 9.38 -125.00 10 5.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 9.38 9.38 -134.38 11 5.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 9.38 9.38 9.38 -143.75 12 6.0 39.1 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.26 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 9.38 9.38 9.38 10.18... -153.93 13 6.5 42.1 0.53 0.41 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.29 39.38 23.28 10.31 10.31 10.31 10.31 10.31 10.31 10.31 10.31 10.31 11.16... -179.16 14 7.0 46.4 0.60 0.49 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 45.08 27.56 13.16 13.16 13.16 13.16 13.16 13.16 13.16 13.16 13.16 14.12... -236.39 15 7.5 52.0 0.73 0.62 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.49 54.77 34.83 18.01 18.01 18.01 18.01 18.01 18.01 18.01 18.01 18.01 19.17... -335.09 16 8.0 56.9 0.92 0.81 0.67 0.67 0.67 0.67 .0.67 0.67 0.67 0.67 0.67 0.68 68.81 45.36 25.03 25.03 25.03 25.03 25.03 25.03 25.03 25.03 25.03 26.48... -483.55 17 8.5 64.7 1.17 1.06 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.93 87.74 59.56 34.50 34.50 34.50 34.50 34.50 34.50 34.50 .34.50 34.50 36.34... -697.91 18 9.0 74.1 1.50 1.39 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.26 112.50 78.12 46.87 46.87 46.87 46.87 46.87 46.87 46.87 46.87 46.87 49.24... -1001.29 19 9.5 83.9 1.93 1.82 1.68 1.68 1.68 1.68 1.68 1.68 1.68 1.68 1.68 1.69 144.70 102.27 62.97 62.97 62.97 62.97 62.97 62.97 62.97 62.97 62.97 66.01 ... -1429.10 20 10.0 96.5 2.50 2.39 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.26 187.50 134.37 84.37 84.37 84.37 84.37 84.37 84.37 84.37 84.37 84.37 88.30... -2049.53 21 10.5 118.2 3.32 3.21 3.07 3.07 3.07 3.07 3.07 3.07 3.07 3.07 3.07 3.08 249.04 180.53 115.15 115.15 115.15 115.15 115.15 115.15 115.15 115.15 115.15 120.36... -3034.66 22 11.0 493.1 5.50 5.39 5.25 5.25 5.25 5.25 5.25 5.25 5.25 5.25 5.25 5.26 412.50 303.13 196.88 196.88 196.88 196.88 196.88 196.88 196.88 196.88 196.88 205.49 ... -6342.53 W:\Details\Release\Caics 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:46 PM © Pool Engineering, Inc. 2008, Page 21 of 51 I -- pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS cont. 2'-6" R.B.B. WALL LOADED BY EARTH PRESSURE TABLE NO. E - NON -EXPANSIVE SOIL 7soa 30 pcf H 11.0 ft RBB 2.5 ft R 5.0 ft Section -0 13 '14 15 16 17 18 19 20 21 22 RM H2 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 .. 10.5 11.0 Weight 42.08 46.35 52.02 56.92 64.69 74.14 83.89 96.52 118.19 493.11 1 0.5 75.0 -37.50 2 1.0 56.3 -59.38 3 1.5 37.5 -68.75 4 2.0 37.5 -78.13 5 2.5 37.5 -87.50 6 3.0 37.5 -96.88 7 3.5 37.5 -106.25 8 4.0 37.5 -115.63 9 4.5 37.5 -125.00 10 5.0 37.5 -134.38 11 5.5 37.5 -143.75 12 6.0 39.1 -153.93 13 6.5 42.1 0.30 ... 12.51 -179.16 14 7.0 46.4 0.37 0.33 ... 15.70 15.46 -236.39 15 7.5 52.0 0.50 0.46 0.42 21.14 21.45 21.62 -335.09 16 8.0 56.9 0.69 0.65 0.60 0.48 ... 29.02 30.13 31.35 27.16 -483.55 17 8.5 64.7 0.94 0.90 0.86 0.73 0.56 ... 39.64 41.83 44.48 41.53 36.33 -697.91 18 9.0 74.1 1.27 1.23 1.19 1.06 0.89 0.66 ... 53.53 57.13 61.65 60.32 57.69 49.22 -1001.29 19 9.5 83.9 1.70 1.66 1.61 1.49 1.32 1.09 0.78 ... 71.60 77.03 83.98 84.76 85.46 81.05 65.49 -1429.10 20 10.0 96.5 2.27 2.23 2.19 2.06 1.89 1.66 1.35 0.94 ... 95.61 103.48 113.67 117.24 122.38 123.36 113.36 90.86 -2049.53 21 10.5 118.2 3.09 3.05 3.01 2.88 2.71 2.48 2.17 1.76 1.22 . 130.14 141.52 156.36 163.95 175.46 184.20 182.20 170.06 144.54 -3034.66 22 11.0 493.1 5.27 5.23 5.19 5.06 4.89 4.66 4.35 3.94 3.40 1.66 ... 221.85 242.54 269.73 288.01 316.45 345.78 365.04 380.41 402.11 817.61 -6342.53 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 22 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY 2'--6" R.B.B. TABLE F - EXPANSIVE SOIL ysoIL 45 pcf H 11.0 ft RBB 2.5 ft R 5.0 ft Sec H1 ft H2 ft. t in. d In. OTM ft -Ib SOIL MR MT ft -Ib ft -Ib Vertical V Steel Ib I As inz Ds in. p k [ fs psi SOIL fsaii psi fc psi fcaii psi v psi Vail psi 1 0.01 0.5 12.0 8.81 1 -38 -37 6 #3 @ 12" 0.110 0.375 0.001 0.136 0.955 -472.1 20000.0 -7.3 1125.0 0.1 55.0 2 0.51 1.0 6.0 2.81 8 59 52 23 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 - 168.0 20000.0 -62.5 1125.0 0.7 55.0 3 1.01 1.51 6.0 2.81 25 -69 -43 511#3 @ 12" 0.110 0.375 0.003 0.227 0.924 -1815.3 20000.0 -52.4 11.25.0 1.5 55.0 4 1.5 2.0 6.0 2.81 60 -78 -18 901#3 @ 12" 0.110 0.375 0.003 0.227 0.924 -757.5 20000.0 -21.8 1125.0 2.7 55.0 5 2.0 2.5 6.0 2.81 117 -88 301 1411#3 @ 12" 0.1101 0.375 0.003 0.227 0.9241240.7 20000.0 35.81 1125.0 4.2 55.0 6 2.5 3.0 6.0 2.81 203 -97 1061 2031#3 @ 12" 0.110 0.375 0.003 0.227 0.9241 4414.3 20000.0 127.31 1125.0 6.0 55.0 7 3.0 3 5 6.0 2.81 322 106 215 276 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 8998.3 20000.0 259.6 1125.0 8.2 55.0 8 3.5 4.0 6.0 2.81 480 -116 364 3601#3 @ 12" 0.110 0.375 0.003 0.227 0.924 15228.0 20000.0 439.2 1125.0 10.7 55.0 9 4.0 4.5 6.5 3.31 683 -126 558 4561#3 @ 12" 0.110 0.375 0.003 0.211 0.930 19675.5 20000.0 517.7 1125.0 11.5 55.0 10 4.5 5.01 6.5T5.812573 -137 801 563 #3 @ 6" 0.221 0.375 0.006 0.284 0.905 14506.9 20000.0 566.8 1125.0 14.2 55.0 11 5.0 5.5 7.0 -149 1099 681 #3 @ 6" 0.221 0.375 0.005 0.268 0.911 17199.1 20000.0 619.3 1125.0 14.9 55.0 12 5.5 6.0 8.0 -163 1457 810 #3 @ 6" 0.221 0.375 0.004 0.243 0.919 17891.0 20000.0 563.7 1125.0 14.0 55.0 13 6.0 6.5 9.0 -196 1864 951 #3 @ 6" 0.221 0.375 0.003 0.224 0.925 18822.2 20000.0 533.0 1125.0 13.6 55.0 14 6.5 7.0 9.0 -263 2310 1103 #3 @ 4" 0.331 0.375 0.005 0.266 0.911 15794.6 20000.0 563.51125.0 15.8 55.0 15 7.0 7.5 9.0 -371 2793 1266 #3 @ 4" 0.331 0.375 0.005 0.266 0.911 19098.6 20000.0 681.3 1125.0 18.1 55.0 16 7.5 8.0 10.0 6.81 3840 -531 3309 1440 #3 @ 4" 0.331 0.375 0.004 0.249 0.9171 19184.3 20000.0 624.8 1125.0 17.6 55.0 17 8.0 _ 8.5 11.0 7.81 4606 -760 3846 1626 #3 @ 4" 0.331 0.375 0.004 0.235 0.922 19339.4 20000.0 582.6 1125.0 17.3 55.0 18 8.5 9.0 12.0 8.81 5468 -1085 4383 1823 #3 @ 4" 0.331 0.375 0.003 0.223 0.926 19456.6 20000.0 547.6 1125.0 17.2 55.0 19 9.0 9.5 13.0 9.81 6430 -1543 4887 2031 #3 @ 4" 0.331 0.375 0.003 0.212 0.929 19413.3 20000.0 514.4 1125.0 17.2 55.0 20 9.5 10.0 14.0 10.81 7500 -2209 5291 2250 #3 @ 4" 0.331 0.375 0.003 0.203 0.932 19010.4 20000.0 477.2 1125.0 17.3 55.0 21 10.0 10.5 14.0 10.81 8682 -3269 5414 2481 #3 @ 4" 0.331 0.375 0.003 0.203 0.9321 19452.5 20000.0 488.3 1125.0 19.1 55.0 22 10.5 11.0 14.0 10.81 9983 -6970 3012 2723 #3 @ 4" 0.331 0.375 0.003 0.203 0.932 10822.8 20000.0 271.7 1125.0 21.0 55.0 INC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 23 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS 2'--6" R.B.B. WALL LOADED BY EARTH PRESSURE TABLE F - EXPANSIVE SOIL rsoiL 45 pcf H 11.0 ft 1 RBB 25 ft� R 5.0 ft Section 0 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 -► 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 1 Weight 75.00 56.25 37.50 37.50 37.50 37.50 37.50 37.50 39.06 40.63 42.19 46.88 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 56.3 0.50 0.39 37.50 21.88 -59.38 3 1.5 37.5 0.50 0.39 0.25 37.50 21.88 9.38 -68.75 4 2.0 37.5 0.50 0.39 0.25 0.25 37.50 21.88 9.38 9.38 -78.13 5 2.5 37.5 0.50 0.39 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 -87.50 6 3.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 -96.88 7 3.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 -106.25 8 4.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 -115.63 9 4.5 39.1 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 0.26 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 10.18 -125.80 10 5.0 40.6 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 0.26 0.27 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 10.18 11.00 -136.81 11 5.5 42.2 0.50 0.39 0.25 0.25 0.25 0.25 .0.25 0.25 0.26 0.27 0.28 37.50 21.88 9.38 9.38 9.38 9.38 9.38 9.38 10.18 11.00 11.87 -148.68 12 6.0 46.9 0.50 0.39 0.25 0.25 0.25 0.25 0.25 0.25 0.26 0.27 0.28 0.31 37.50 21.88 9.38 ` 9.38 9.38 9.38 9.38 9.38 10.18 11.00 11.87 14.67 ... -163.35 13 6.5 52.8 0.53 0.41 0.28 0.28 0.28 0.28 0.28 0.28 0.29 0.30 0.31 0.34 39.38 23.28 10.31 10.31 10.31 10.31 10.31 10.31 11.16 12.02 12.93 15.84... -195.96 14 7.0 56.8 0.60 0.49 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.37 0.38 0.41 45.08 27.56 13.16 13.16 13.16 13.16 13.16 13.16 14.12 15.11 16.13 19.41 ... -262.61 15 7.5 57.9 0.73 0.62 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.50 0.51 0.54 54.77 34.83 18.01 18.01 18.01 18.01 18.01 18.01 19.17 20.36 21.59 25.47... -370.98 16 8.0 60.4 0.92 0.81 0.67 0.67 0.67 0.67 0.67 0.67 0.68 0.69 0.70 0.73 68.81 45.36 25.03 25.03 25.03 25.03 25.03 25.03 26.48 27.96 29.48 34.24... -530.76 17 8.5 67.9 1.17 1.06 0.92 0.92 0.92 0.92 0.92 0.92 0.93 0.94 0.95 0.98 87.74 59.56 34.50 34.50 34.50 34.50 34.50 34.50 36.34 38.22 40.13 46.07... 760.40 18 9.0 77.5 1.50 1.39 1.25 1.25 1.25 1.25 1.25 1.25 1.26 1.27 1.28 1.31 112.50 78.12 46.87 46.87 46.87 46.87 46.87 46.87 49.24 51.63 54.06 61.55... -1084.51 19 9.5 89.2 1.93 1.82 1.68 1.68 1.68 1.68 1.68 1.68 1.69 1.70 1.71 1.74 144.70 102.27 62.97 62.97 62.97 62.97 62.97 62.97 66.01 69.07 72.17 81.67... -1542.85 20 10.0 103.9 2.50 2.39 2.25 2.25 2.25 2.25 2.25 2.25 2.26 2.27 2.28 2.31 187.50 134.37 84.37 84.37 84.37 84.37 84.37 84.37 88.30 92.25 96.25 108.42 ,,, -2209.33 21 10.5 127.5 3.32 3.21 3.07 3.07 3.07 3.07 3.07 3.07 3.08 3.09 3.10 3.13 249.04 180.53 115.15 115.15 115.15 115.15 115.15 115.15 120.36 125.59 130.86 146.88... -3268.50 22 11.0 602.2 5.50 5.39 5.25 5.25 5.25 5.25 5.25 5.25 5.26 5.27 5.28 5.31 412.50 303.13 196.88 196.88 196.88 196.88 196.88 196.88 205.49 214.13 222.81 249.05... -6970.47 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 24 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS cont. 2'--6" R.B.B. WALL LOADED BY EARTH PRESSURE TABLE F - EXPANSIVE SOIL 7soiL 45 pcf H 11.0 ft RBB 2.5 ft R 5.0 ft Section -0 13 14 15 16 17 18 19 20 21 22 RM H2 -► 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 Weight 52.77 56.77 57.87 60.38 67.90 77.48 89.23 103.89 127.46 602.25 1 0.5 75.0 -37.50 2 1.0 56.3 -59.38 3 1.5 37.5 -68.75 4 2.0 37.5 -78.13 5 2.5 37.5 -87.50 6 3.0 37.5 -96.88 7 3.5 37.5 -106.25 8 4.0 37.5 -115.63 9 4.5 39.1 -125.80 10 5.0 40.6 -136.81 11 5.5 42.2 -148.68 12 6.0 46.9 -163.35 13 6.5 52.8 0.37 ... 19.45 -195.96 14 7.0 56.8 0.44 0.40 ... 23.46 22.77 -262.61 15 7.5 57.9 0.57 0.53 0.46 ... 30.28 30.11 26.33 -370.98 16 8.0 60.4 0.76 0.72 0.64 0.50 ... 40.16 40.73 37.16 30.21 -530.76 17 8.5 67.9 1.01 0.97 0.89 0.75 0.58 ... 53.48 55.06 51.77 45.46 39.60 -760.40 18 9.0 77.5 1.34 1.30 1.22 1.08 0.91 0.69 ... 70.90 73.80 70.88 65.39 62.02 53.18 -1084.51 19 9.5 89.2 1.77 1.73 1.65 1.51 1.34 1.12 0.82 ... 93.55 98.17 95.72 91.31 91.17 86.44 72.77 -1542.85 20 10.0 103.9 2.34 2.30 2.22 2.08 1.91 1.69 1.39 0.99 ... 123.67 130.57 128.75 125.76 129.92 130.66 123.69 102.96 -2209.33 21 10.5 127.5 3.16 3.12 3.05 2.90 2.73 2.51 2.21 1.81 1.28 ... 166.96 177.15 176.23 175.30 185.64 194.24 196.91 188.21 163.72 -3268.50 22 11.0 602.2 5.34 5.30 5.22 5.08 4.91 4.69 4.39 3.99 3.46 1.74 ... 281.97 300.87 302.36 306.89 333.63 363.10 391.37 414.63 441.51 1045.79 -6970.47 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.211.pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 25 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY 2'-6" R.B.B. TABLE G - HIGHLY EXPANSIVE SOIL OR NO DECK rsoiL 65 pd H 11.0 ft RBB 2.5 ft R 5.0 ft Sec H1 ft. H2 ft. t in. d in. OTM ft -Ib SOIL MR MT ft -Ib ft -Ib Vertical V Steel Ib As in 2 Ds in. p k j fs psi SOIL fsaii psi fC psi fcau psi psi Van psi 1 0.0 0.5 12.0 8.81 1 -38 -36 8 #3 @ 12" 0.110 0.375 0.001 0.136 0.955 -466.7 20000.0 -7.2 1125.0 0.1 55.0 2 0.5 1.0 6.0 2.81 11 -59 -49 33 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -2028.7 20000.0 -58.5 1125.0 1.0 55.0 3 1.0 1.51 6.0 2.81 37 -69 -32 73 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 -1345.2 20000.0 -38.8 1125.0 2.2 55.0 4 1.51 2.0 6.0 2.81 87 -78 9 130 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 357.0 20000.0 10.3 1125.0 3.9 55.0 5 2.0 2.5 6.0 2.81 169 -88 82 203 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 3417.4 20000.0 98.6 1125.0 6.0 55.0 6 2.5 3.0 6.0 2.81 293 -97 196 293 #3 @ 12" 0.110 0.375 0.003 0.227 0.924 8175.6 20000.0 235.8 1125.0 8.7 55.0 7 3.0 3.5 6.5 3.31 464 -107 357 398 #3 @ 12" 0.110 0.375 0.003 0.211 0.930 12611.4 20000.0 331.8 1125.0 10.0 55.0 8 3.5 4.0 7.5 4.31 693 -120 573 520 #3 @ 12" 0.110 0.375 0.002 0.188 0.937 15413.8 20000.0 350.3 1125.0 10.0 55.0 9 4.0 4.5 8.5 5.31 987 -137 851 658 #3 @ 12" 0.110 0.375 0.002 0.171 0.943 18448.9 20000.0 373.9 1125.0 10.3 55.0 10 4.5 5.0 8.5 5.31 1354 -155 1199 813 #3 @ 6" 0.221 0.375 0.003 0.2331 0.922 13289.5 20000.01 395.9 1125.0 12.71 55.0 11 5.0 5.5 9.5 6.31 1802 -176 1626 983 #3 @ 6" 0.221 0.375 0.003 0.216 0.928 15076.9 20000.0 407.6 1125.0 13.0 55.0 12 5.5 6.0 10.5 7.311 2340 -203 2137 1170 #3 @ 6" 0.221 0.375 0.003 0.202 0.933 17026.9 20000.0 424.0 1125.0 13.3 55.0 13 6.0 6.5 11.5 8.31 2975 -249 2726 1373 #3 @ 6" 0.221 0.375 0.002 0.191 0.936 19023.8 20000.0 441.2 1125.0 13.8 55.0 14 6.5 7.0 11.5 8.31 3716 -336 3380 1593 #3 @ 3" 0.442 0.375 0.004 0.259 0.914 12086.5 20000.0 414.1 1125.0 16.0 55.0 15 7.0 7.5 11.5 8.31 4570 -471 4099 1828 #3 @ 3" 0.442 0.375 0.004 0.259 0.914 14657.5 20000.0 502.2 1125.0 18.3 55.0 16 7.5 8.01 11.5 8.31 5547 -667 48801 2080 #3 @ 3" 0.442 0.375 0.004 0.259 0.914 17448.9 20000.0 597.9 1125.0 20.9 55.0 17 8.0 8.51 12.5 9.31 6653 -940 5713 2348 #3 @ 3" 0.442 0.375 0.004 0.246 0.918 18152.5 20000.0 582.8 1125.0 21.0 55.0 18 8.5 9.01 13.5 10.31 7898 -1322 6576 2633 #3 @ 3" 0.442 0.375 0.004 0.236 0.921 18796.7 20000.0 569.5 1125.0 21.3 55.0 19 9.0±9.514.6 11.31 9288 -1858 7430 2933 #3 @ 3" 0.442 0.375 0.003 0.226 0.925 19296.9 20000.0 554.9 1125.0 21.6 55.0 20 9.5 12.31 10833 -2633 8201 3250 #3 @ 3" 0.442 0.375 0.003 0.218 0.927 19510.2 20000.0 534.9 1125.0 22.0 55.0 21 10.0 12.81 12541 -3855 8686 3583 #3 @ 3" 0.442 0.375 0.003 0.214 0.929 19831.6 20000.0 531.7 1125.0 23.3 55.0 22 10.5 12.811 14419 -8178 6242 3933 13 @ 3" 0.442 0.375 0.003 0.214 0.929 14250.1 20000.0 382.1 1125.0 25.6 55.0 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM 0 Pool Engineering, Inc. 2008, Page 26 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Ilk Pax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS 2'-6 R.B.B. WALL LOADED BY EARTH PRESSURE TABLE G - HIGHLY EXPANSIVE SOIL OR NO DECK ),so�L 65 pcf H 11.0 ft I RBB 2.5 ft I I R 5.0 ft Section -► 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 IN 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 Weight 75.00 56.25 37.50 37.50 37.50 37.50 39.06 43.75 50.00 53.13 56.25 62.50 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 56.3 0.50 0.39 37.50 21.88 -59.38 3 1.5 37.5 0.50 0.39 0.25 37.50 21.88 9.38 -68.75 4 2.0 37.5 0.50 0.39 0.25 0.25 37.50 21.88 9.38 9.38 -78.13 5 2.5 37.5 0.50 0.39 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 -87.50 6 3.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 -96.88 7 3.5 39.1 0.50 0.39 0.25 0.25 0.25 0.25 0.26 37.50 21.88 9.38 9.38 9.38 9.38 10.18 -107.05 8 4.0 43.8 0.50 0.39 0.25 0.25 0.25 0.25 0.26 0.29 37.50 21.88 9.38 9.38 9.38 9.38 10.18 12.78 -119.84 9 4.5 50.0 0.50 0.39 0.25 0.25 0.25 0.25 0.26 0.29 0.33 37.50 21.88 9.38 9.38 9.38 9.38 10.18 12.78 16.69 -136.52 10 5.0 53.1 0.50 0.39 0.25 0.25 0.25 0.25 0.26 0.29 0.33 0.35 37.50 21.88 9.38 9.38 9.38 9.38 10.18 12.78 16.69 18.82 -155.34 11 5.5 56.3 0.50 0.39 0.25 0.25 0.25 0.25 0.26 0.29 0.33 0.35 0.38 37.50 21.88 9.38 9.38 9.38 9.38 10.18 12.78 16.69 18.82 21.12 -176.45 12 6.0 62.5 0.50 0.39 0.25 0.25 0.25 0.25 0.26 0.29 0.33 0.35 0.38 0.42 37.50 21.88 9.38 9.38 9.38 9.38 10.18 12.78 16.69 18.82 21.12 26.06... -202.52 13 6.5 68.3 0.53 0.41 0.28 0.28 0.28 0.28 0.29 0.32 0.36 0.38 0.40 0.44 39.38 23.28 10.31 10.31 10.31 10.31 11.16 13.88 17.94 20.15 22.53 27.63... -249.47 14 7.0 72.5 0.60 0.49 0.35 0.35 0.35 0.35 0.36 0.39 0.43 0.46 0.48 0.52 45.08 27.56 13.16 13.16 13.16 13.16 14.12 17.20 21.74 24.18 26.80 32.38... -335.76 15 7.5 73.9 0.73 0.62 0.48 0.48 0.48 0.48 0.49 0.52 0.56 0.58 0.61 0.65 54.77 34.83 18.01 18.01 18.01 18.01 19.17 22.86 28.20 31.05 34.07 40.46... -471.22 16 8.0 75.9 0.92 0.81 0.67 0.67 0.67 0.67 0.68 0.71 0.75 0.77 0.79 0.83 68.81 45.36 25.03 25.03 25.03 25.03 26.48 31.04 37.56 40.99 44.60 52.15... -666.95 17 8.5 79.1 1.17 1.06 0.92 0.92 0.92 0.92 0.93 0.96 1.00 1.02 1.05 1.09 87.74 59.56 34.50 34.50 34.50 34.50 36.34 42.09 50.18 54.40 58.80 67.93... -940.38 18 9.0 87.4 1.50 1.39 1.25 1.25 1.25 1.25 1.26 1.29 1.33 1.35 1.38 1.42 112.50 78.12 46.87 46.87 46.87 46.87 49.24 56.53 66.69 71.94 77.37 88.56... -1321.71 19 9.5 99.8 1.93 1.82 1.68 1.68 1.68 1.68 1.69 1.72 1.76 1.78 1.80 1.85 144.70 102.27 62.97 62.97 62.97 62.97 66.01 75.31 88.15 94.75 101.51 115.39 ... -1857.93 20 10.0 114.9 2.50 2.39 2.25 2.25 2.25 2.25 2.26 2.29 2.33 2.35 2.38 2.42 187.50 134.37 84.37 84.37 84.37 84.37 88.30 100.28 116.69 125.07 133.62 151.06... -2632.53 21 10.5 139.4 3.32 3.21 3.07 3.07 3.07 3.07 3.08 3.11 3.15 3.17 3.20 3.24 249.04 180.53 115.15 115.15 115.15 115.15 120.36 136.18 157.72 168.66 179.77 202.35 ... -3854.76 22 11.0 711.6 5.50 5.39 5.25 5.25 5.25 5.25 5.26 5.29 5.33 5.35 5.38 5.42 412.50 303.13 196.88 196.88 196.88 196.88 205.49 231.53 266.69 284.44 302.37 338.56 ... -8177.64 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM 0 Pool Engineering, Inc. 2008, Page 27 of 51 pool 1201 N. Tustin Avenue Anaheim, CA 92807 engineering Fax. (714) 630-6114 inc. Phone: (714) 630-6100 RESISTING MOMENTS cont. Z-6" R.B.B. WALL LOADED BYEARTH PRESSURE TABLE G - HIGHLY EXPANSIVE SOIL OR NO DECK YsoL. 65 pcf H 11.0 ft RBB 2.5 ft R 5.0 ft Section -► 13 14 15 16 17 18 19 20 21 22 RM H2 - -0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 Weight 68.32 72.49 73.87 75.92 79.10 87.42 99.78 114.89 139.36 711.60 1 0.5 75.0 -37.50 2 1.0 56.3 -59.38 3 1.5 37.5 -68.75 4 2:6 37.5 -78.13 5 2.5 37.5 -87.50 6 3.0 37.5 -96.88 7 3.5 39.1 -107.05 8 4.0 43.8 -119.84 9 4.5 50.0 -136.52 10 5.0 53.1 -155.34 11 5.5 56.3 -176.45 12 6.0 62.5 -202.52 13 6.5 68.3 0.47 . 32.26 -249.47 14 7.0 72.5 0.55 0.50 ... 37.45 36.60 -335.76 15 7.5 73.9 0.68 0.63 0.56 ... 46.28 45.97 41.50 471.22 16 8.0 75.9 0.86 0.82 0.75 0.60 59.07 59.54 55.32 45.93 -666.95 17 8.5 79.1 1.12 1.07 1.00 0.86 0.66 ... 76.31 77.84 73.97 65.09 52.15 -940.38 18 9.0 87.4 1.45 1.40 1.33 1.19 0.99 0.75 ... 98.87 101.77 98.36 90.16 78.26 65.85 -1321.71 19 9.5 99.8 1.88 1.83 1.76 1.62 1.42 1.18 0.89 ... 128.20 132.89 130.07 122.75 112.22 103.37 88.45 -1857.93 20 10.0 114.9 2.45 2.40 2.33 2.19 1.99 1.75 1.46 1.07 ... 167.19 174.26 172.22 166.08 157.36 153.26 145.40 122.36 -2632.53 21 10.5 139.4 3.27 3.22 3.15 3.01 2.81 2.57 2.28 1.89 1.36 ... 223.24 233.74 232.84 228.38 222.27 224.99 227.27 216.63 190.21 -3854.76 22 11.0 711.6 5.45 5.40 5.33 5.19 4.99 4.75 4.46 4.07 3.54 1.80 ... 372.14 391.73 393.83 393.85 394.68 415.51 444.75 467.02 493.92 1278.01 -8177.64 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 28 of 51 ==7 Y �' _ pool 1201 N. Tustin Avenue 111 engineering Anaheim, CA 92807 Fax. (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL CALCULATIONS SWIMMING POOL CALCULATIONS BUILDING SURCHARGE METHODOLOGY ving pages demonstrate the basic calculations which are summarized in the Pool Wall Summary Tables 100NC CBC2007 [v1.21).pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 29 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 SWIMMING POOL CALCULATIONS NOTATION fc, : specific compressive strength of concrete (psi) wc : weight of concrete (pcf) fca„ = 0.45f, ; allowable extreme fiber stress in compression for concrete (psi) ACI 318-99 Section A.3.1 (a) v� = 1.1 fc : permissible shear stress carried by concrete (psi) ACI 318-99 Section A.3.1 (b) Ec = 57000 ff ; modulus of elasticity of concrete (psi) ACI 318-99 Section 8.5.1 fy = 40000 : specified yield strength of reinforcement (psi) fsau = 20000 [GRADE 40, 50], 24000 [GRADE 60] : permissible tensile strength in reinf. (psi) ACI 318-99 Section A.3.2� E, = 29000000 : modulus of elasticity of reinforcement (psi) ACI 318-99 Section 8.5.2 ys : equivalent fluid pressure of soil (pcf) n = Es ; modular ratio of elasticity c b : width of compression face of member (in) cover : 3 in. minimum for Concrete cast against and permanently exposed to earth. ACI 318-99 Section 7.7.1(a)1 SEE CALCULATION METHODOLOGY H : total height of pool wall including bond beam (ft) RBB : distance from top of bond beam to surface of water (ft.) R : Radius of pool wall curvature (ft) t : thickness of pool wall at particular height (in) d = t - cover - (Ds/2) : distance from extreme compression fiber to centroid of tension reinforcement (in) H, : top depth of particular section (ft) H2 : bottom depth of particular section (ft) 1 OTMso,L = 6 7s H2 : over -turning moment (ft -lbs) Vso,� = 2 y, HZ : shear (lbs) MR : Moment Resisting (ft -lbs) OTMioad : over -turning moment due to additional vertical load (ft -lbs) - SEE BOUSSINESQ ANALYSIS Vioad : shear due to additional vertical load (lbs) - SEE BOUSSINESQ ANALYSIS MT = OTMsoiL + OTM111d + MR : Net Moment (ft -lbs) VT = VsoiL + Vioad : Net Shear (lbs) AS : area of nonprestressed tension reinforcement (in2) D, : Diameter of reinforcement (in) P = Aa : ratio of tension reinforcement k= (,on)2+2pn—pn j=1-3 fs = A T : average stress in the steel (psi) sld fc = kbdz : maximum compressive stress at the top of the compressive zone (psi) V = V, : design shear stress (psi) bd Per ACI 318-05 Section R1.1, The Alternate Design Method of the 1999 Code may be used in place of the applicable sections of the 2005 code. W:\Details\Release\Calcs 2007\100NC CBC2007 [vl.21].pdf 02/21/2008 05:22:47 PM 0 Pool Engineering, Inc. 2008, Page 30 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 TYPICAL 2 STORY FOOTING SURCHARGE FOUNDATION PRESSURE: 1500psf RESULTANT = 1500psf(1.Oft) QL= 1500pIf W:\Details\Release\Calcs 2007\100NC CBC2007 [0.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 31 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS SECTION 13, NO R.B.B. W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 32 of 51 FOOTING SURCHARGE - TABLE D - 3.00 FT. FROM WATER Demonstrating methodology used to calculate results shown in summary tables. f� = 2500 psi wc = 150 pcf fca14 = 0.45fr' = 1125 psi FROM ACI 318-99 Section A.3.1 (a) yr = 1.1 f� = 55.0 psi FROM ACI 318-99 Section A.3.1 (b) E,= 57000 fc = 2850000 psi FROM ACI 318-99 Section 8.5.1 fy = 40000 psi fsaii = 20000 psi FROM ACI 318-99 Section A.3.2 ES = 2.9E+07 psi FROM ACI 318-99 Section 8.5.2 7S = 45 pcf n = ES/Ec = 10.18 b = 12 in cover = 3 in FROM ACI 318-99 Section 7.7.1(a) H= 8.5 ft Try wall thickness t = 9.5 in at a depth of H2 = 6.5 ft Try vertical steel = #3 @ 6" DS = 0.375 in AS = 0.221 in` d = t - cover - (DS/2) = 6.31 in 1 s OTMsot� = 6 Ys H2 2060 ft -Ib Overturning moment due to earth pressure 1 2= VsoiL = Y3 H2 951 Ib Shear due to earth pressure 2 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 32 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax. (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS (CONT.) SECTION 13, NO R.B.B. FOOTING SURCHARGE - TABLE D - 3.00 FT. FROM WATER Demonstrating methodology used to calculate results shown in summary tables. OTMioad = 805 ft -Ib Overturning moment due to building surcharge MR= -735 ft -Ib Resisting moment due to weight of pool wall. (wall loaded by earth pressure and building surcharge) MT= OTMsoii + OTMioad+ MR = 2130 ft -lb SEE POOL WALL SUMMARY Vioad = 280 Ib Shear due to building surcharge VT = Vsoii + Vioad = 1231 Ib P b d 0.003 k = (pn Y ++ 2 pn — pn = 0.227 j=1-3 = 0.924 . fs = A r = 19828.1 psi < 20000 psi OK sl d fc= jkbdz 510.4 psi < 900 psi OK v = b d = 16.2 psi < 49.2 psi OK WADetails\Release\Calcs 2007\100NC CBC2007 [vl.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 33 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Pax: (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS SECTION 13, NO R.B.B. RESISTING MOMENT METHODOLOGY FOOTING SURCHARGE -TABLED -3.00 FT. FROM WATER WALL LOADED BY EARTH PRESSURE AND 2 -STORY BUILDING SURCHARGE A,= 0.500 82 W,= 75.00 Ib M,= -112.50 ft -1b Az= 0.375 82 W2=56.25 lb M2= -78.12 ft -Ib A,= 0.250 82 Wz= 37.50 Ib M,= 46.87 84b A4= 0.250 82 W4= 37.50 lb M4= 46.87 ft -Ib As= 0.250 82 Ws= 37.50 lb Ms= 46.87 ft4b Ae= 0.250 02 We 37.50 lb Ms= 46.87 8 -Ib Ar 0.250 82 W2= 37.50 lb M,= 46.87 84b Ae= 0.269 82 We 40.33 lb Me= -50.85 84b Ae= 0.309 82 We 46.33 lb Me= .57.1184b A,e= 0.342 82 W,e= 51.27 lb M,e= -60.52 84b A„= - 0.357 82 W„= 53.49 lb M„= -55.48 84b A,2= 0.388 82 W,2= 58.16 Ib M,2= 49.37 84b A,e= 0.414 82 W„= 62.17 Ib M,a= -36.36 &Ib RMA= MI+M2+M3+N +Ms+M u W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 34 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY NO R.B.B. FOOTING SURCHARGE - TABLE D - 3.00 FT. FROM WATER Ysoa 45 pcf JH 8.5 ft RBB 0.0 ft R 5.0 ft Section 1-11 ft. H2 ft. t in. d in. c in. SOIL OTM V ft -Ib Ib LOADS OTM V ft -Ib Ib SOIL+LOADS MR MT ft -ib ft -Ib VT Ib Vertical Steel As int Ds in. 1 0.0 0.5 12.0 8.81 8.63 1 6 0 0 -38 -37 6 #3 @ 12" 0.110 0.375 2 0.5 1.0 6.0 2.81 2.63 8 23 0 0 -59 -52 23 #3 @ 12" 0.110 0.375 3 1.0 1.5 6.0 2.81 2.63 25 51 1 7 -69 -421 581#3 @ 12" 0.110 0.375 4 1.5 2.0 6.0 2.81 2.63 601 90 9 28 -78 -9 1181#3 @ 12" 0.110 0.375 5 2.0 2.5 6.0 2.81 2.63 117 141 31 62 -88 61 203 #3 @ 12" 0.110 0.375 6 2.5 3.0 6.0 2.81 2.63 203 203 72 102 -97 178 305 #3 @ 12" 0.110 0.375 7 3.0 3.51 6.0 2.81 2.63 322 276 1331 140 -106 348 416 #3 @ 12" 0.1101 0.375 8 3.5 4.0 7.0 3.81 3.63 480 360 212 176 -126 566 536 #3 @ 12" 0.1101 0.375 9 4.0 4.5 8.0 4.81 4.63 683 456 308 206-168 11.5 823 662 #3 @ 12" 0.110 0.375 10 4.5 5.0 8.0 4.81 4.631 9381 563 417 231 -242 1113 794 #3 @ 6" 0.221 0.375 11 5.0 5.5 8.5 5.31 5.13 1248 681 538 251 -352 1434 932 #3 @ 6" 0.221 0.375 12 5.5 6.0 8.5 5.31 5.13 1620 810 668 268 -511 1777 1078 #3 @ 6" 0.221 0.375 13 6.0 6.5 9.5 6.31 6.13 2060 951 8051 280 -7351 2130 1231 #3 @ 6" :, 0.221 0.375 14 6.5 7.0 10.5 7.31 7.13 2573 1103 948 291 -1055 2466 1394 #3 @ 6" 0.221 0.375 15 7.0 7.5 11.5 8.31 8.13 3164 1266 1095 299 -1529 2730 1565 #3 @ 6" 0.221 0.375 16 7.5 8.0 11.5 8.31 8.131 38401 1440 1246 305 -2297 2789 1745 #3 @ 6" 0.221 0.375 17 8.0 8.5 11.5 8.311 8.131 46061 1626 1400 310 -5005 1001 1936 #3 @ 6- 0.221 0.375 Section H1 ft. H2 ft. t in. d in. c in, L+ SOI L+LOADS p k fs psi psi fc fice, v psi psi psi veli psi 1 0.0 0.5 12.0 8.81 8.63 0.001 0.143 0.952 -473.3 20000.0 -6.9 1125.0 0.1 55.0 2 0.5 1.0 6.0 2.81 2.63 0.003 0.238 0.921 -2176.8 20000.0 -59.8 1125.0 0.7 55.0 3 1.0 1.5 6.0 2.81 2.63 0.003 0.238 0.921 -1780.8 20000.0 -48.9 1125.0 1.7 55.0 4 1.5 2.0 6.0 2.81 2.63 0.003 0.238 0.921 -382.91 20000.0 -10.5 1125.0 3.5 55.0 5 2.0 2.5 6.0 2.81 2.63 0.003 0.238 0.921 2546.6 20000.0 70.0 1125.0 6.0 55.0 6 2.5 3.0 6.0 2.81 2.63 0.003 0.238 0.921 7453.7 20000.0 204.8 1125.0 9.0 55.0 7 3.0 3.5 6.0 2.81 2.63 0.003 0.238 0.921 14616.2 20000.0 401.6 1125.0 12.3 55.0 8 3.5 4.0 7.01 3.81 3.63 0.002 0.209 0.930 17342.2 20000.0 401.5 1125.0 11.7 55.0 9 4.0 4.5 8.0 4.81 4.63 0.002 0.188 0.937 19821.4 20000.0 403.3 1125.0 11.5 55.0 10 4.5 5.0 8.0 4.81 4.63 0.004 0.255 0.915 13723.8 20000.0 412.2 1125.0 13.7 55.0 11 5.0 5.5 8.5 5.31 5.13 0.003 0.244 0.919 15963.8 20000.0 453.1 1125.0 14.6 55.0 12 5.5 6.0 8.5 5.31 5.13 0.003 0.244 0.919 19784.5 20000.0 561.6 1125.0 16.9 55.0 13 6.0 6.5 9.5 6.31 6.13 0.003 0.227 0.924 19828.1 20000.0 510.4 1125.0 16.2 55.0 14 6.5 7.0 10.5 7.31 7.13 0.003 0.212 0.929 19714.8 20000.0 467.3 1125.0 15.9 55.0 15 7.0 7.5 11.5 8.31 8.13 0.002 0.201 0.933 19122.1 20000.0 422.0 1125.0 15.7 55.0 16 7.5 8.0 11.5 8.31 8.13 0.002 0.201 0.933 19530.8 20000.0 431.0 1125.0 17.5 55.0 17 8.0 8.5 11.5 8.31 8.131 0.002 0.201 0.933 7011.9 20000.0 154.7 1125.0 19.4 55.0 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM @ Pool Engineering, Inc. 2008, Page 35 of 51 I I pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS NO R.B.B. (OFFSETS EARTH PRESSURE MOMENTS AND FOOTING SURCHARGE) TABLED - 3.00 FT. FROM WATER 7soa 45 pcf I I H 8.5 ft R88 0.0 ft R 5.0 ft Section --- *- 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 -► 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 j Weight 75.00 56.25 37.50 37.50 37.50 37.50 37.50 40.33 46.33 51.27 53.49 58.16 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 56.3 0.50 0.39 37.50 21.88 -59.38 3 1.5 37.5 0.50 0.39 0.25 37.50 21.88 9.38 -68.75 4 2.0 37.5 0.50 0.39 0.25 0.25 37.50 21.88 9.38 9.38 -78.13 5 2.5 37.5 0.50 0.39 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 -87.50 6 3.0 37.5 0.50 0.39 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 -96.88 7 3.5 37.5 0.50 0.39 0.25 0.25 0.25 0.25 0.25 37.50 21.88 9.38 9.38 9.38 9.38 9.38 -106.25 8 4.0 40.3 0.53 0.41 0.28 0.28 0.28 0.28 0.28 0.29 39.38 23.28 10.31 10.31 10.31 10.31 10.31 11.53 -125.77 9 4.5 46.3 0.60 0.49 0.35 0.35 0.35 0.35 0.35 0.36 0.33 45.08 27.56 13.16 13.16 13.16 13.16 13.16 14.59 15.46 -168.50 10 5.0 51.3 0.73 0.62 0.48 0.48 0.48 0.48 0.48 0.49 0.46 0.41 54.77 34.83 18.01 18.01 18.01 18.01 18.01 19.80 21.45 21.06 -241.97 11 5.5 53.5 0.92 0.81 0.67 0.67 0.67 0.67 0.67 0.68 0.65 0.60 0.45 68.81 45.36 25.03 25.03 25.03 25.03 25.03 27.35 30.11 30.66 24.32 -351.74 12 6.0 58.2 1.17 1.06 0.92 0.92 0.92 0.92 0.92 0.93 0.90 0.85 0.71 0.52 87.74 59.56 34.50 34.50 34.50 34.50 34.50 37.53 41.81 43.60 37.82 30.17... -510.70 13 6.5 62.2 1.50 1.39 1.25 1.25 1.25 1.25 1.25 1.26 1.23 1.18 1.04 0.85 112.50 78.12 46.87 46.87 46.87 46.87 46.87 50.85 57.11 60.52 55.48 49.37... -734.68 14 7.0 70.9 1.93 1.82 1.68 1.68 1.68 1.68 1.68 1.69 1.66 1.61 1.47 1.28 144.70 102.27 62.97 62.97 62.97 62.97 62.97 68.16 76.99 82.53 78.44 74.34... -1054.66 15 7.5 85.3 2.50 2.39 2.25 2.25 2.25 2.25 2.25 2.26 2.23 2.18 2.04 1.85 187.50 134.37 84.37 84.37 84.37 84.37 84.37 91.18 103.44 111.79 108.97 107.53... -1528.86 16 8.0 107.2 3.32 3.21 3.07 3.07 3.07 3.07 3.07 3.08 3.05 3.00 2.86 2.67 249.04 180.53 115.15 115.15 115.15 115.15 115.15 124.28 .141.45 153.86 152.86 155.25... -2297.45 17 8.5 465.2 5.50 5.39 5.25 5.25 5.25 5.25 5.25 5.26 5.23 5.18 5.04 4.85 412.50 303.13 196.88 196.88 196.88 196.88 196.88 212.18 242.43 265.59 269.43 282.01 ... -5004.80 W:\Details\Release\Caics 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 36 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 inc. Phone: (714) 630-6100 RESISTING MOMENTS cont. NO R.B.B. (OFFSETS EARTH PRESSURE MOMENTS AND FOOTING SURCHARGE) TABLED - 3.00 FT. FROM WATER 7SOIL 45 pcf H 8.5 ft I RBB 0.0 ft. R 5.0 ft Section -► 13 14 15 16 17 RM H2 -► 6.5 7.0 7.5 8.0 8.5 Weight 62.17 70.92 85.33 107.23 465.20 1 0.5 75.0 -37.50 2 1.0 56.3 -59.38 3 1.5 37.5 -68.75 4 2.0 37.5 -78.13 5 2.5 37.5 -87.50 6 3.0 37.5 -96.88 7 3.5 37.5 -106.25 8 4.0 40.3 -125.77 9 4.5 46.3 -168.50 10 5.0 51.3 -241.97 11 5.5 53.5 -351.74 12 6.0 58.2 -510.70 13 6.5 62.2 0.58 ... 36.36 -734.68 14 7.0 70.9 1.01 0.70 ... 63.05 49.32 -1054.66 15 7.5 85.3 1.58 1.27 0.87 ... 98.53 89.79 73.89 -1528.86 16 8.0 107.2 2.41 2.09 1.69 1.15 ... 149.54 147.98 143.91 123.03 -2297.45 17 8.5 465.2 4.58 4.27 3.87 3.33 1.63 ... 285.03 302.55 329.88 356.73 758.97 -5004.80 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 37 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY NO R.B.B. FOOTING SURCHARGE -TABLE D - 3.00 FT. FROM WATER 7S01L 65 pcf JH 8.5 ft RBB 0.0 ft R 5.0 ft Section ft1 ft? in. in. in. SOIL OTM ft -Ib V Ib LOADS OTM V ft -Ib Ib SOIL+LOADS MR MT ft -Ib ft -Ib Vertical VT Steel Ib As nZ Ds in. 1 0.0[2.0 0.5 12.0 8.81 8.63 1 8 0 0 -38 -36 8 #3 @ 12" 0.110 0.375 2 0.5 1.0 8.0 4.81 4.63 11 33 0 0 -64 -53 33 #3 @ 12" 0.110 0.375 3 1.0 1.5 8.0 4.81 4.63 37 73 1 7 -81 -43 80 #3 @ 12" 0.110 0.375 4 1.5 2.0 8.0 4.81 4.63 87 130 9 28 -97 -2 158 #3 @ 12" 0.110 0.375 5 2.0 2.5 8.0 4.81 4.63 169 203 31 62 -114 86 265 #3 @ 12" 0.110 0.375 6 2.5 3.0 8.0 4.81 4.63 293 293 72 102 -131 234 395 #3 @ 12" 0.110 0.375 7 3.0 3.5 8.0 5.31 5.13 464 398 133 140 -147 450 538 #3 @ 12" 0.110 0.375 8 3.5 4.0 9.0 6.31 6.13 693 520 212 176 -176 729 696 #3 @ 12" 0.110 0.375 9 4.0 4.5 10.0 7.31 7.13 987 658 308 206 -234 1061 864 #3 @ 12" 0.110 0.375 10 4.5 5.0 10.0 7.31 7.13 1354 813 417 231 .330 1441 1044 #3 @ 6" 0.221 0.375 11 5.0 5.5 10.5 7.31 7.13 1802 983 538 251 -472 1869 1234 #3 @ 6" 0.221 0.375 12 5.5 6.0 10.5 8.31 8.13 2340 1170 668 268 -674 2334 1438 #3 @ 6" 0.221 0.375 13 6.0 6.5 11.5 9.31 9.13 2975 1373 805 280 -957 2823 1653 #3 @ 6" 0.221 0.375 14 6.5 7.0 12.5 10.31 10.13 3716 1593 948 291 -1359 3305 1884 #3 @ 6" 0.221 0.375 15 7.0 7.5 13.5 10.81 10.63 4570 1828 1095 299 -1948 3717 2127 #3 @ 6" 0.221 0.375 16 7.5 8.0 13.5 11.31 11.13 5547 2080 1246 305 -2894 3899 2385 #3 @ 6" 0.221 0.375 17 8.0 8.5 13.5 11.31 11.13 6653 23481 14001 310 -62471 18071 26581#3 @ 6" 0.221 0.375 Section H1 ft. H2 ft. t in. d in. c in. p k j SOIL+LOADS fs fsao fc psi psi psi fcen psi v psi Veil psi 1 0.0 0.5 12.0 8.81 8.63 0.001 0.143 0.952 -467.9 20000.0 -6.8 1125.0 0.1 55.0 2 0.5 1.0 8.0 4.81 4.63 0.002 0.188 0.937 -1277.9 20000.0 -26.0 1125.0 0.6 55.0 3 1.0 1.5 8.0 4.81 4.63 0.002 0.188 0.937 -1035.5 20000.0 -21.1 1125.0 1.4 55.0 4 1.5 2.0 8.0 4.81 4.63 0.002 0.188 0.937 -37.5 20000.0 -0.8 1125.0 2.7 55.0 5 2.0 2.5 8.0 4.81 4.63 0.002 0.188 0.937 2080.6 20000.0 42.3 1125.0 4.6 55.0 6 2.5 3.0 8.0 4.81 4.63 0.002 0.188 0.937 5634.8 20000.0 114.6 1125.0 6.8 55.0 7 3.0 3.5 8.0 5.31 5.13 0.002 0.180 0.940 9795.7 20000.0 188.7 1125.0 8.4 55.0 8 3.5 4.0 9.0 6.31 6.13 0.001 0.166 0.945 13283.0 20000.0 232.9 1125.0 9.2 55.0 9 4.0 4.5 10.0 7.31 7.13 0.001 0.156 0.948 16626.8 20000.0 269.1 1125.0 9.8 55.0 101 4.5 5.0 10.0 7.31 7.13 0.003 0.212 0.929 11519.3 20000.0 273.0 1125.0 11.9 55.0 111 5.0 5.5 10.5 7.31 7.13 0.003 0.212 0.929 14940.6 20000.0 354.1 1125.0 14.1 55.0 5.5 6.0 10.5 8.31 8.13 0.002 0.201 0.933 16346.6 20000.0 360.7 1125.0 14.4 55.0 6.0 6.5 11.5 9.31 9.13 0.002 0.191 0.936 17585.1 20000.0 364.4 1125.0 14.8 55.0 F1614 6.5 7.0 12.5 10.31 10.13 0.002 0.182 0.939 18536.3 20000.0 363.1 1125.0 15.2 55.0 7.0 7.5 13.5 10.81 10.63 0.002 0.178 0.941 19856.9 20000.0 378.9 1125.0 16.4 55.0 7.5 8.0 13.5 11.31 11.13 0.002 0.175 0.942 19882.3 20000.0 370.1 1125.0 17.6 55.0 17 8.0 8.5 13.5 11.31 11.13 0.0021 0.1751 0.9421 9212.0 20000.0 171.5 1125.0 19.6 55.0 W:\Details\Release\Calcs 2007\100NC CBC2007 fv1.21].pdf 02/21/2008 05:22:47 PM @ Pool Engineering, Inc. 2008, Page 38 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax. (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS NO R.B.B. (OFFSETS EARTH PRESSURE MOMENTS) FOOTING SURCHARGE - TABLE D - 3.00 FT. FROM WATER ysoiL 65 pcf - H 8.5 ft R88 0.0 ft I I R 5.0 ft Section ---► 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 --► 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 Weight 75.00 62.50 50.00 50.00 50.00 50.00 50.00 52.77 58.71 63.98 66.45 71.51 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 62.5 0.50 0.42 37.50 26.39 -63.89 3 1.5 50.0 0.50 0.42 0.33 37.50 26.39 16.67 -80.56 4 2.0 50.0 0.50 0.42 0.33 0.33 37.50 26.39 16.67 16.67 -97.22 5 2.5 50.0 0.50 0.42 0.33 0.33 0.33 37.50 26.39 16.67 16.67 16.67 -113.89 6 3.0 50.0 0.50 0.42 0.33 0.33 0.33 0.33 37.50 26.39 16.67 16.67 16.67 16.67 -130.56 7 3.5 50.0 0.50 0.42 0.33 0.33 0.33 0.33 0.33 37.50 26.39 16.67 16.67 16.67 16.67 16.67 -147.22 8 4.0 52.8 0.53 0.45 0.36 0.36 0.36 0.36 0.36 0.37 39.38 27.96 17.92 17.92 17.92 17.92 17.92 19.45 -176.39 9 4.5 58.7 0.60 0.52 0.43 0.43 0.43 0.43 0.43 0.44 0.41 45.08 32.70 21.72 21.72 21.72 21.72 21.72 23.46 24.34 -234.16 10 5.0 64.0 0.73 0.65 0.56 0.56 0.56 0.56 0.56 0.57 0.54 0.50 54.77 40.78 28.18 28.18 28.18 28.18 28.18 30.28 31.93 31.71 -330.38 11 5.5 66.4 0.92 0.84 0.75 0.75 0.75 0.75 0.75 0.76 0.73 0.68 0.54 68.81 52.48 37.54 37.54 37.54 37.54 37.54 40.16 42.91 43.68 35.97 -471.69 12 6.0 71.5 1.17 1.09 1.00 1.00 1.00 1.00 1.00 1.01 0.98 0.94 0.79 0.61 87.74 68.26 50.16 50.16 50.16 50.16 50.16 53.48 57.73 59.83 52.75 43.49... -674.07 13 6.5 76.3 1.50 1.42 1.33 1.33 1.33 1.33 1.33 1.34 1.31 1.27 1.12 0.94 112.50 88.89 66.67 66.67 66.67 66.67 66.67 70.90 77.11 80.95 74.68 67.10... -957.35 14 7.0 85.7 1.93 1.85 1.76 1.76 1.76 1.76 1.76 1.77 1.74 1.69 1.55 1.37 144.70 115.72 88.13 88.13 88.13 88.13 88.13 93.55 102.31 108.42 103.21 97.80... -1358.86 15 7.5 100.2 2.50 2.42 2.33 2.33 2.33 2.33 2.33 2.34 2.31 2.27 2.12 1.94 187.50 151.39 116.67 116.67 116.67 116.67 116.67 123.67 135.82 144.93 141.13 138.61 :.. -1948.16 16 8.0 123.5 3.32 3.24 3.15 3.15 3.15 3.15 3.15 3.16 3.13 3.09 2.94 2.76 249.04 202.67 157.69 157.69 157.69 157.69 157.69 166.96 183.99 197.43 195.66 197.29 ... -2893.68 17 8.5 574.0 5.50 5.42 5.33 5.33 5.33 5.33 5.33 5.34 5.31 5.27 5.12 4.94 412.50 338.89 266.67 266.67 266.67 266.67 266.67 281.97 311.93 336.87 340.48 353.15 ... -6246.51 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 39 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS cont. NO R.B.B. (OFFSETS EARTH PRESSURE MOMENTS) FOOTING SURCHARGE - TABLE D - 3.00 FT. FROM WATEH ysoa 65 pcf H 8.5 ft I RBB 0.0 ft R 5.0 ft Section --► 13 14 15 16 17 RM H2 -0 6.5 7.0 7.5 8.0 8.5 1 j Weight 76.31 85.70 100.20 123.46 573.97 1 0.5 75.0 -37.50 2 1.0 62.5 -63.89 3 1.5 50.0 -80.56 4 2.0 50.0 -97.22 5 2.5 50.0 -113.89 6 3.0 50.0 -130.56 7 3.5 50.0 -147.22 8 4.0 52.8 -176.39 9 4.5 58.7 -234.16 10 5.0 64.0 -330.38 11 5.5 66.4 -471.69 12 6.0 71.5 -674.07 13 6.5 76.3 0.68 , ... 51.88 -957.35 14 7.0 85.7 1.11 0.79 ... 84.64 67.87 -1358.86 15 7.5 100.2 1.68 1.36 0.97 ... 128.19 116.77 96.82 -1948.16 16 8.0 123.5 2.50 2.18 1.79 1.26 . 190.80 187.09 179.04 155.23 -2893.68 17 8.5 574.0 14.68 4.36 3.97 3.44 1.72 ... 357.10 373.86 397.43 424.30 984.69 -6246.51 W:\Details\Release\Calcs 2007\100NC CBC2007 [0.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 40 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax. (714) 630-6114 Phone: (714) 630-6100 BOUSSINESQ RESULTS XL = varies YL= 3.25 ft P= 1500 Ib Sec H1 ft. I H2 ft. z ft. I a,, psf VLOAD Ib OTMLoAD Ib 1 0.0 0.5 0.0 0.01 0 0 2 0.5 1.0 0.0 0.0 0 0 3 1.0 1.5 0.5 26.5 7 1 4 1.5 2.0 1.0 59.5 28 9 5 2.0 2.5 1.5 76.9 62 31 6 2.5 3.0 2.0 80.5 102 72 7 3.0 3.5 2.5 75.2 140 133 8 3.5 4.0 3.0 65.7 176 212 9 4.0 4.5 3.5 55.1 206 308 10 4.55.04.0 45.0 231 417 11 5.0 5.514.51 36.2 251 538 12 5.5 6.0 5.0 28.9 268 668 131 6.0 6.5 5.5 22.9 280 805 7.0 6.0 18.0 291 948 T46. 7.5 6.5 14.1 299 1095 8.0 7.0 11.0 305 1246 8.5 310 1400 FOOTING SURCHARGE - TABLE D - 3.00 FT. FROM WATER Boussinesq equation for point load (Das, pg. 123-125) Line Load approximated by a series of point loads parallel to pool wall. 2 = P 3y2z-�1-Zµ� 2 -x + x z Y2 2.7c LS Lr2•(L+ z) L3•r2 \ L`\ Boussinesq equation for point load (Das, pg. 123-125) Line Load approximated by a series of point loads parallel to pool wall. 2 = P 3y2z-�1-Zµ� 2 -x + x z Y2 2.7c LS Lr2•(L+ z) L3•r2 r= x +y r2+z 'Das, B. M. (2000). Fundamentals of Geotechnical Engineering 1st ed. USA: Brooks/Cole, A Division of Thomson Learning. w:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf �,._I11 1 11 -...._­,- .. - - - --- i L 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 41 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL CALCULATIONS SWIMMING POOL CALCULATIONS SHALLOW/DEEP END RAMP METHODOLOGY The following pages demonstrate the basic calculations which are summarized in the Pool Wall Summary Tables W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 42 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SWIMMING POOL CALCULATIONS NOTATION f., : specific compressive strength of concrete (psi) wc : weight of concrete (pcf) 1 fca„ = 0.45f0.45f,';: allowable extreme fiber stress in compression for concrete (psi) ACI 318-99 Section A.3.1 (a) v. permissible shear stress carried by concrete (psi) ACI 318-99 Section A.3.1 (b; E,, = 57000 f' ; modulus of elasticity of concrete (psi) ACI 318-99 Section 8.5.11 fy = 40000 : specified yield strength of reinforcement (psi) fsa11= 20000 [GRADE 40, 50], 24000 [GRADE 60] : permissible tensile strength in reinf. (psi) ACI 318-99 Section A.3.21 ES = 29000000 : modulus of elasticity of reinforcement (psi) ACI 318-99 Section 8.5.21 Y$ : equivalent fluid pressure of soil (pcf) n = ES : modular ratio of elasticity EC b : width of compression face of member (in) cover : 3 in. minimum for Concrete cast against and permanently exposed to earth. ACI 318-99 Section 7.7.1(a)1 SEE CALCULATION METHODOLOGY., H : total height of pool wall including bond beam (ft) RBB ; distance from top of bond beam to surface of water (ft.) R : Radius of pool wall curvature (ft) t : thickness of pool wall at particular height (in) d, = t - d2 : distance from extreme compression fiber to centroid of tension reinforcement (in) d necessary to resist earth pressure and additional load due to vertical surcharge dz = cover + (Ds/2) : distance from extreme compression fiber to centroid of tension reinforcement (in) d necessary to resist water pressure H, : top depth of particular section (ft) HZ : bottom depth of particular section (ft) HH, : water depth (ft) OTM = 1 yH3 : over -turning moment (ft -lbs) V = 2 yH2.,,, : shear (lbs) MR : Moment Resisting (ft -lbs) MT = OTM + MR : Net Moment (ft -lbs) VT = V : Net Shear (lbs) As : area of nonprestressed tension reinforcement (in2) Ds : Diameter of reinforcement (in) A P bd : ratio of tension reinforcement k k= (pnf+2pn—pn j=1-3 fs = T : average stress in the steel (psi) AS Sld fc = k T : maximum compressive stress at the top of the compressive zone (psi) V = VT : design shear stress (psi) bd 1Per ACI 318-05 Section R1.1, The Alternate Design Method of the 1999 Code may be used in place of the applicable sections of the 2005 code. W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 43 of 51 �l pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 i n a Fax. (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENT METHODOLOGY OFFSETS EARTH PRESSURE LOAD DIAGRAM DUE TO EARTH PRESSURE F VHI.„�— .. —Y V-- — — N—, ..u,,. SHALLOW/DEEP END RAMP - DETAIL #11 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 44 of 51 i pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENT METHODOLOGY WALL LOADED BY WATER PRESSURE SHALLOW/DEEP END RAMP - DETAIL #11 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 45 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS SECTION 10. NO R.B.B. W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 46 of 51 I SHALLOW/DEEP END RAMP - DETAIL #11 Demonstrating methodology used to calculate results shown in summary tables. fe' = 2500 psi wc = 150 pcf fca„ = 0.45fc' = 1125 psi FROM ACI 318-99 Section A.3.1 (a) vc = 1.1 fc' = 55.0 psi FROM ACI 318-99 Section A.3.1(b) Ec= 57000 f' = 2850000 psi FROM ACI 318-99 Section 8.5.1 fy = 40000 psi fsa„ = 20000 psi FROM ACI 318-99 Section A.3.2 . ES = 2.9E+07 psi FROM ACI 318-99 Section 8.5.2 Ys = 60 pcf Y,N = 62.4 pcf n = ES/Ec = 10.18 b = 12 in cover = 3 in FROM ACI 318-99 Section 7.7.1(a) H = 8.5 ft Try wall thickness t = 10.5 in at a depth of H2 = - 5.0 ft Try vertical steel = #3 @ 6" DS = 0.375 in As = 0.221 in` dl = t - d2 = 3.00 in d2 = cover + (Ds/2) 7.50 in OTMso,L = YS Hz = 1250 ft -lb Overturning moment due to earth pressure 6 VT = VsoiL = 1Ys Hz = 750 Ib Shear due to earth pressure W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 46 of 51 I pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax. (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS (CONT.) SECTION 10, NO R.B.B. SHALLOW/DEEP END RAMP - DETAIL #11 • Demonstrating methodology used to calculate results shown in summary tables. MR= -473 ft -Ib Resisting moment due to weight of pool wall. (wall loaded by earth pressure) MT = OTMso;i + MR = 777 ft -Ib SEE POOL WALL SUMMARY P = bAd = 0.006 k= jonf +2pn-pn = 0.296 j=1-3 = 0.901 fs = Mr = 15608.2 psi < 20000 psi OK AS j d1 fc = 12 M, = 646.2 psi < 1125 psi OK v = bd = 20.8 psi < 55.0 psi OK 1 OTMwater = 6 rW HW = -1300 ft -Ib Overturning moment due to water pressure VT = Vwater = 1 7W HW = e -780 Ib Shear due to water pressure MR= 165 ft -Ib Resisting moment due to weight of pool wall. (wall loaded by water pressure) MT = OTMwater + MR = -1135 ft -Ib SEE POOL WALL SUMMARY A P bd 0.002 k = (pn)Z +2pn - pn = 0.200 j=1-3 = 0.933 fs = Mr - 8805.1 psi < 20000 psi OK As j d2 fc -j 2b T 2 216.2 psi < 1125 psi OK V = bd = 8.7 psi < 55.0 psi OK z W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 47 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 SAMPLE CALCULATIONS SECTION 10, NO R.B.B. RESISTING MOMENT METHODOLOGY SHALLOW/DEEP END RAMP - DETAIL #11 WALL LOADED BY EARTH PRESSURE A,= 0.500 ft2 W,= 75.00 11) M,= .54.77 ft -Ib Az= 0.490 ft' WI= 73.44 lb Me -52.87 ft -Ib Ay= 0.479 ft' W.= 71.88 Ib Me -50.99 ft -Ib A4= 0.479 ft' W4= 71.88 ib M4= .50.99 ft4b A,= 0.469 ftz We 70.31 Ib Me -49.16 ft -Ib A.= 0.458 ft2 We 68.751b M.= .47.34 ft -Ib A7= 0.458 ft2 W,= 68.75 lb M7= -47.34 ft -Ib A.= 0.450 42 We 67.52 Ib M.= .45.39 ft -Ib A.= 0.442 ft2 We 66.33 lb Me -39.34 fl -Ib A,.= 0.450 rye W,.= 67.47 lb M,.= -35.03 ft -Ib A„= 0.000 ft2 W„= 0.00 Ib M„= 0.00 ft -Ib A 0.000 ftz WZ= 0.00 Ib Ke 0.00 ft -Ib A,3= 0.000 ft, W,.= 0.00 Ib 3= M, 0.00 ft -Ib RMA= M1+M2+M3+ +Ms+M W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 48 of 51 I i pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax: (714) 630-6114 Phone: (714) 630-6100 POOL WALL SUMMARY SHALLOW/DEEP END RAMP - DETAIL #11 ysc 60 p H 6.0 ft R88 0.0 ft R 2.5 ft Sec H1 ft. H2 ft. t in. d1 in. d2 in. OTM ft -lb SOIL MR ft -Ib MT ft -Ib I V Ib OTM ft -Ib WATER MR MT ft -Ib ft -Ib Vertical V Steel ib As int Ds in. 1 0.0 0.5 12.0 9.00 3.00 1 -38 -36 8 -1 38 36 -8 #3 @ 12" 0.110 0.375 2 0.5 1.0 11.5 3.00 8.50 10 -73 -63 30 -10 69 58 -31 #3 @ 12" 0.110 0.375 3 1.0 11.51 11.5 3.001 8.50 34 -108 -74 68 -35 103 68 -70 #3 @ 12" 0.110 0.375 4 1.5 2.01 11.5 3.00 8.50 80 -142 -62 120 -83 138 54 -125 #3 @ 12" 0.110 0.375 5 2.0 2.5 11.0 3.00 8.00 156 -175 -19 188 -163 157 -6 -195 #3 @ 12" 0.110 0.375 6 2.5 3.0 11.0 3.00 8.00 270 -207 63 270 -281 188 -92 -2811#3 @ 12- 0.110 0.375 7 3.0 3.5 11.0 3.00 8.00 429 -238 190 368 -446 220 -226 -382 #3 @ 12" 0.110 0.375 8 3.5 4.0 10.5 3.00 7.50 640 -282 358 480 -666 220 -446 -499 #3 @ 6" 0.221 0.375 9 4.0 4.5 10.5 3.00 7.50 911 -356 555 608 -948 208 -740 -632 #3 @ 6- 0.221 0.375 10 4.5 5.0 10.5 3.00 7.501 1250 -473 7771 750 -1300 165 -1135 -780 #3 @ 6- 0.221 0.375 11 5.0 5.5 10.5 3.50 7.001 1664 -643 1020 908 -1730 82 -1648 -944 #3 @ 6" 0.221 0.375 121 5.51 6.01 11.0 4.00 7.001 2160 -882 1278 1080 -2246 .41 -2288 -1123 #3 @ 6" 1 0.221 0.375 Sec ft1 ft2 in. p I k j SOIL fs psi fs.1, psi fc psi v psi p k 1 WATER fs psi fsal psi fc psi v psi 1 0.0 0.51 12.0 0.001 0.134 0.955 -458.1 20000.0 -7.0 0.1 0.003 0.221 0.926 1415.1 20000.0 39.4 0.2 2 0.5 1.01 11.5 0.003 0.221 0.926 -2480.7 20000.0 -69.0 0.8 0.001 0.138 0.954 782.3 20000.0 12.3 0.3 3 1.0 1.51 11.5 0.003 0.221 0.926 -2898.6 20000.0 -80.6 1.9 0.001 0.138 0.954 912.8 20000.0 14.3 0.7 4 1.5 2.0 11.5 0.003 0.221 0.926 -2436.9 20000.0 -67.8 3.3 0.001 0.138 0.954 729.8 20000.0 11.5 1.2 5 2.0 2.5 11.0 0.003 0.221 0.926 -744.8 20000.0 -20.7 5.2 0.001 0.142 0.953 78.6 20000.0 1.3 2.0 6 2.5 3.0 11.0 0.003j 0.221 0.926 2470.0 20000.0 68.7 7.5 0.001 0.142 0.953 1315.7 20000.0 21.4 2.9 7 3.0 3.5 11.0 0.003 0.221 0.926 7443.9 20000.0 207.1 10.2 0.001 0.142 0.953 3220.0 20000.0 52.3 4.0 8 3.5 4.0 10.5 0.006 0.296 0.901 7185.8 20000.0 297.5 13.3 0.002 0.200 0.933 3459.0 20000.0 84.9 5.5 9 4.0 4.5 10.5 0.006 0.296 0.901 11151.9 20000.0 461.7 16.9 0.002 0.200 0.933 5740.0 20000.0 140.9J7O10 4.5 5.0 10.5 0.006 0.296 0.901 15608.2 20000.0 646.2 20.8 0.002 0.200 0.933 8805.1 20000.0 216.211 5.0 5.5 10.5 0.005 0.278 0.907 17454.9 20000.0 660.5 21.6 0.003 0.206 0.931 13733.7 20000.0 350.412 5.5 6.0 11.0 0.005 0.263 0.912 19017.8 20000.0 666.1 22.5 0.003 0.206 0.931 19062.8 20000.0 486.4 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM @ Pool Engineering, Inc. 2008, Page 49 of 51 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 inc. Fax. (714) 630-6114 Phone: (714) 630-6100 RESISTING MOMENTS NO R.B.B. WALL LOADED BY EARTH PRESSURE SHALLOW/DEEP END RAMP - DETAIL #11 ysoiL 60 pcf F H 6.0 ft RBB 0.0 ft R 2.5 ft Section --► 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 % 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 1 + Weight 75.00 73.44 71.88 71.88 70.31 68.75 68.75 67.52 66.33 67.47 69.38 72.32 1 0.5 75.0 0.50 37.50 -37.50 2 1.0 73.4 0.50 0.49 37.50 35.96 -73.46 3 1.5 71.9 0.50 0.49 0.48 37.50 35.96 34.44 -107.90 4 2.0 71.9 0.50 0.49 0.48 0.48 37.50 35.96 34.44 34.44 -142.34 5 2.5 70.3 0.50 0.49 0.48 0.48 0.47 37.50 35.96 34.44 34.44 32.96 -175.30 6 3.0 68.8 0.50 0.49 0.48 0.48 0.47 0.46 37.50 35.96 34.44 34.44 32.96 31.51 -206.81 7 3.5 68.8 0.50 0.49 0.48 0.48 0.47 0.46 0.46 37.50 35.96 34.44 34.44 32.96 31.51 31.51 -238.32 8 4.0 67.5 0.53 0.51 0.50 0.50 0.49 0.48 0.48 0.47 39.38 37.80 36.24 36.24 34.73 33.23 33.23 31.53 -282.38 9 4.5 66.3 0.60 0.59 0.58 0.58 0.57 0.56 0.56 0.54 0.46 45.08 43.38 41.70 41.70 40.07 38.46 38.46 36.66 30.76 -356.25 10 5.0 67.5 0.73 0.72 0.71 0.71 0.70 0.69 0.69 0.67 0.59 0.52 54.77 52.87 50.99 50.99 49.16 47.34 47.34 45.39 39.34 35.03 -473.22 11 5.5 69.4 0.92 0.91 0.90 0.90 0.89 0.88 0.88 0.86 0.78 0.71 0.56 68.81 66.61 64.44 64.44 62.31 60.21 60.21 58.02 51.75 47.65 38.93 -643.39 12 6.0 72.3 1.17 1.16 1.15 1.15 1.14 1.13 1.13 1.11 1.03 0.96 0.81 0.61 87.74 85.15 82.59 82.59 80.06 77.56 77.56 75.07 68.49 64.69 56.45 44.40 -882.35 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 50 of 51 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 51 of 51 pool 1201 N. Tustin Avenue Anaheim, CA 92807 engineering Fax: (714) 630-6114 inc. Phone: (714) 630-6100 RESISTING MOMENTS NO R.B.B. WALL LOADED BY WATER PRESSURE SHALLOW/DEEP END RAMP - DETAIL #11 ysoa 60 pcf H 6.0 ft R88 0.0 ft R 2.5 ft Section -► 1 2 3 4 5 6 7 8 9 10 11 12 RM H2 ----► 0.5 1..0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 Weight 75.00 73.44 71.88 71.88 70.31 68.75 68.75 67.52 66.33 67.47 69.38 72.32 1 0.5 75.0 0.50 37.50 37.50 2 1.0 73.4 0.46 0.47 34.38 34.42 68.79 3 1.5 71.9 0.46 0.47 0.48 34.38 34.42 34.44 103.23 4 2.0 71.9 0.46 0.47 0.48 0.48 34.38 34.42 34.44 34.44 137.67 5 2.5 70.3 0.42 0.43 0.44 0.44 0.45 31.25 31.36 31.45 31.45 31.49 156.99 6 3.0 68.8 0.42 0.43 0.44 0.44 0.45 0.46 31.25 31.36 31.45 31.45 31.49 31.51 188.50 7 3.5 68.8 0.42 0.43 0.44 0.44 0.45 0.46 0.46 31.25 31.36 31.45 31.45 31.49 31.51 31.51 220.01 8 4.0 67.5 0.36 0.37 0.38 0.38 0.39 0.40 0.40 0.42 ' 27.00 27.19 27.37 27.37 27.50 27.61 27.61 28.23 219.88 9 4.5 66.3 0.29 0.30 0.31 0.31 0.32 0.33 0.33 0.35 0.43 21.70 22.00 22.29 22.29 22.53 22.75 22.75 23.45 28.29 208.06 10 5.0 67.5 0.18 0.19 0.20 0.20 0.21 0.22 0.22 0.24 0.32 0.39 13.52 14.00 14.46 14.46 14.87 15.26 15.26 16.10 21.06 26.41 165.39 11 5.5 69.4 0.02 0.03 0.04 0.04 0.06 0.07 0.07 0.08 0.16 0.24 0.38 1.81 2.53 3.23 3.23 3.89 4.52 4.52 5.55 10.70 15.88 26.39 82.24 12 6.0 72.3 -0.17 -0.16 -0.15 -0.15 -0.14 -0.13 -0.13 -0.11 -0.03 0.04 0.18 0.38 -12.90 -11.88 -10.87 -10.87 -9.91 -8.96 -8.96 -7.69 -2.31 2.64 12.78 27.77 -41.16 W:\Details\Release\Calcs 2007\100NC CBC2007 [v1.21].pdf 02/21/2008 05:22:47 PM © Pool Engineering, Inc. 2008, Page 51 of 51