Loading...
HomeMy WebLinkAbout10181455_4401 W. 5TH - Plan (2)CITYOF SANTA ANA Planning and Building Agency Planning Division 20 Civic Center Plaza PLANNI\G P.O. Box 1988 (M-20) & Bl[ILDISG Santa Ana, CA 92702 16[\CY (714) 647-5804 ' www.santa-ana.org Sapin Dev Rev Application Data Sheet Master I.D.: 2014-114465 Application Number: RES-2014-953-ALT Project Address: 4401 W Fifth St Application Date: 05/27/2014 Planner/Project Manager: Soboleske, Hally Determination:Approved Application Description:Addition of pool in the backyard with equipment in rear yard setback. Dev Rev Project Conditions: Page 1 of 1 Loyd W. Martin Solar Structures Engineering 2510 W. 237th St. #206 Torrance, CA 90505 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Structural Calculations for a Roof Mounted Solar Photovoltaic System for: Cornejo Residence 15</59**:X 830 W. Warner Ave.,//*·le ,,161 //2/Nf *./.,&.\%\I , /CS / 0-Ii-*0.-----L\%\I Santa Ana, CA 92707 el Nor¢58724 1 %1 [(5#( No. C58724 mil\* Exp. 3-31-15 * Applicable Codes: 2\0/VIL/e>49>·ELY.lb/*,7 N41223>, 2013 California Building Code, 2013 California Electric Code, 2013 California Mechanical Code, American Society of Civil Engineers Standard ASCE 7-10 Minimum Design Loads for Buildings and Other Structures, 2012 American Forest & Paper Association National Design Specification for Wood Construction, Local Municipal codes which are adopted by reference or enacted by „=tvv. DMAY 2 7 2014Assumed Design Parameters: City M Sant= AThe existing structure has been built under a building permit and 1¥1?its original condition. The existing roof structure is capable of its code required live load and the ability of the roof structure to support live loads has not been substantially reduced by the age of the structure, termites or mold, or unauthorized modifications to the existing structure. Solar Energy Contractor shall make an inspection of the existing roof framing system prior to installation of the roof mounted solar energy system to verify that the existing roof is capable of supporting minimum roof live loads. Assumed Design Parameters: All 2x members are grade Douglas Fir #2 or better All 4X members are grade Douglas Fir #1 or better All Roof Connectors are Simpson Strong-Tie or Equal All Concrete Foundations are fc = 2500 psi or stronger Original Structure was built to the Type-V Wood Framed Standards of the Applicable Building Code at the time of Construction. 2014-755 Nexus Energy Sylvina Cornejo Residence Sht # 1 of 6 Date: May 16, 2014 , Loyd W. Martin Solar Structures Engineering 2510 W. 237th St. #206 Torrance, CA 90505 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Note to Building Official: Based upon a review of the proposed plans I am confident that the existing roof framing system is capable of safely supporting the additional loads caused by the new solar photovoltaic energy system. The contractor shall field verify that the existing roof structure is in its original permited condition and verify that it can support the normal code required roof live loads. Attached in this package are several calculations showing that the roof members can support the additional weight of the solar array. Furthermore, an analysis of the solar array's support for wind forces and a seismic analysis of the existing structure are also included. Check Existing Roof Rafters: W DL + LL - r/////////////////////////////A w = 30 psfx 2 ft. = 60 pif 2 t Rl R2 19.5' Total load on rafter = 60 pif x 19.5 ft. = 1,170 lbs i / CD .A\\ M No. C58724.58 * Exp. 3-31-15 * d> C/V\L#rE OF C AL\F O- 2014- 755 Nexus Energy Sylvina Cornejo Residence Sht # 2 of 6 Date: May 16, 2014 C Loyd W. Martin Solar Structures Engineering 2510 W. 237th St. #206 Torrance, CA 90505 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Check Existing Roof Rafters: P PP PP P WDL + LL- 0 90 FF F ilitililimililljoilillifilli W DL + LL = 30 psfx 2 ft. = 60 pIf W DL - Rl R2 19.5' 3' 16.5' Total load on rafter =60 pif x3 ft. +28 pif x 16.5 ft +(4'x 2.75' x3 psf x6) = 840 lbs <1,170 lbs OK Check attachment of Support to Existing Structure for Wind Uplift CHECK SOLAR STRUCTURE ATTACHMENTS PER ASCE 7-10 COMPONENTS AND CLADDING METHOD 1 PART 2 FIGURE 30.5-1 THEREFORE CHECK ATTACHMENT FOR TYPICAL CRITICAL LOAD WHICH IS THE EDGE ZONE - ZONE 2 NOTE: PER DEFINITION ON SHEET 243 OF ASCE 7-10 EFFECTIVE WIND AREA: "FOR CLADDING FASTENERS THE EFFECTIVE WIND AREA SHALL NOT BE GREATER THAN THE AREA THAT IS TRIBUTARY TO AN INDIVIDUAL FASTENER." PER FIGURE 30.5-1 OF SHEET 346 ASCE 7-10 WIND SPEED 130 MPH - EFFECTIVE AREA = 15 SQ FT /;464 \N. 41£\ 443 INTERPOLATION OF WIND UPLIFT FORCE:1(22( No. C58724 -3 93\* Exp. 3-31-15 * H#21 clv\i ) pneoo = -46.5 psf k#/EOFCALIFO 2014- 755 Nexus Energy Sylvina Cornejo Residence Sht # 3 of 6 Date: May 16, 2014 Loyd W. Martin Solar Structures Engineering 2510 W. 237th St. #206 Torrance, CA 90505 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Check attachment of Support to Existing Structure for Wind Uplift - Cont'd Tributary Area to Each Solar Mount = 4 ft. x 2.75 ft. = 11 sq. ft. ( Max ) Calculate Uplift at each support: Pnet = A lit 1 P net30 Eq'n 30.5-1 ASCE 7-10 A = 1.35 Wind Speed 130 mph Exposure C Kzt = 1.0 I = 1.0 Pneoo = -46.5 psf &! No. C58724 1 58 * Exp. 3-31-15 * d> \ CIV\L ,< Pnet = 1.35 x 1.0 x 1.0 x (-46.5 psf) = -62.8 psf Nominal (Unfactored) Uplift at each support = 62.8 psf x 11 sq. ft. = 691 lbs Note: Section 2.4.1 of ASCE 7- 10, Basic Load Combinations for Allowable Stress Design. Note: Applicable Load Combination #5 (D + 0.6W) Design (Factored) Uplift at each support = 0.6 x 691 lbs = 414 lbs Load per lag screw = 414 lbs /1= 414 lbs Determine allowable load per 5/16" lag screw w/ 2.5" embedment into wood below according to the 2012 NDS. W' =Wx Cd x Ct Table 10.3.1 2012 NDS where: V = 266 lbs / in. of embedment per Table 11.2a ,u - 1.U per Table 2.3.2 of 2012 NDS 1 = 1.0 per Table 10.3.4 of 2012 NDS V ' = 266 lbs/ in. x 2.5 in. x 1.6 x 1.0 = 1,064 lbs>414 lbs OK Use Support connected to 2x Min. Roof Member w/ (1) 5/16" x 4" lag screws per connection minimum. 2014- 755 Nexus Energy Sylvina Cornejo Residence Sht # 4 of 6 Date: May 16, 2014 Loyd W. Martin Solar Structures Engineering 2510 W. 237th St. #206 Torrance, CA 90505 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com Check Seismic load due to added dead load of photovoltaic system. Determine Seismic Weight of Existing Building: Effective Existing Seismic Weight Area of (E) Building = Approximately 1,700 Sq. ft. Approximate Effective = 1,700 sq. ft. x 30 psf ave. = 51,000 LBS Seismic Weight DETERMINE BASE SHEAR V = CS W EQ'N 12.8-1 ASCE 7-10 SDS CS= -- R EQ'N 12.8-2 ASCE 7-10 |e R = THE RESPONSE MODIFICATION FACTOR IN TABLE 12.2-1 R = 6.5 WOOD SHEAR WALLS le = 1.0 IMPORTANCE FACTOR SDS= 2/3 x SMS EQ'N 11.4-3 ASCE 7-10 SMS = FA X SS EQ'N 11.4-1 ASCE 7-10 SMS= 1.0)<1.5=1.5 Ili NO. C58724 3 SDS= 2/3)<1.5=1.0 Exp. 3-31-15 \th·€l-VIL€,3 1.0 \412320CS = - - =0.154 EQ'N 12.8-2 ASCE 7-10 6.5 1 /55*OFESS/042\ 2014- 755 Nexus Energy Sylvina Cornejo Residence Sht # 5 of 6 Date: May 16, 2014 t Loyd W. Martin Solar Structures Engineering 2510 W. 237th St. #206 Torrance, CA 90505 Tel:1.310.464.1804 Email: loydwmartin@gmail.com www.loydwmartin.com EXISTING BASE SHEAR V = 0.154 x 51,000 LBS = 7,854 LBS EQ'N 12.8-1 ASCE 7-10 DETERMINE NEW BASE SHEAR Determine Seismic Weight of Building with Solar Array: EXISTING SEISMIC =51,000 LBS WEIGHT NEW SOLAR ARRAY =3 PSF x 12 PANELS x 3.3' x 5.5'= 653 LBS NEW SEISMIC =51,000 LBS + 653 LBS = 51,653 LBS WEIGHT THEREFORE NEW BASE SHEAR: V = 0.154 x 51,653 = 7,955 LBS EQ'N 12.8-1 ASCE 7-10 7,955 LBS - 7,854 LBS % CHANGE = 7,854 LBS x 100 =1.3 % < 10% OK OK. PER ASCE 7-10 SECTION 11.B.4 ALTERATIONS EXISTING LATERAL FORCE RESISTING SYSTEM IS EXEMPT FROM ANALYSIS SINCE NEW SEISMIC FORCE IS LESS THAN 10% GREATER THAN EXISTING SEISMIC FORCE. "Alterations are permitted to be made to any structure without requiring the existing structure to comply with this standard provided the alterations comply with the requirements for a new structure. Alterations that increase the seismic force in any existing structural element by more than 10 percent or decrease the design strength of any existing structural element to resist seismic forces by more than 10 percent shall not be permitted unless the entire seismic force-resisting system is determined to comply with this standard for a new structure." %\ 1 22 No. C58724 St * Exp. 3-31-15 * d> C/V\L422 OF C A\.FCr End of Calculations 2014- 755 Nexus Energy Sylvina Cornejo Residence Sht # 6 of 6 Date: May 16, 2014 . BENCH AND STEP OPTIONS: 1. 2. UND! WATI UGH DET0 STER DRAIA ENCR aRCL PROV ANn- ANS, BALAI FITTIN ANY I TYF 1 wi -vin.wl i ni.--.%IM-W WHEN LESS THAN H/6 (10* MIN., 20' MAX.) UNDISTURBED EARTH WAY BE LEFT IN PLACE TO FORM THE SlEPS OR BENCHES. RONFORONG STEEL SHOULD BE PLACED AROUND THE STEP OR BENCH S THE EARTH MAY BE REMOVED AND BENCHES AND ST O WITHIN THE STRUCTURAL POOL SHELL REINFORCING AT THE I TABLE 1 r- DECKING. MINIMUM 4/ WIDTH PER LOCAL BUILDING CODE. In DRO 1% . 11- r ER- . ER r PEE JL #1 - I . . BASKET IS NOT REQUIRED - 1 PIPE SHALL NOT OACH INTO GUNITE Slial- ILATION DRAINS: IDE (2) SUCTION OUTLETS PER PUMP, COVERED MTH ·ENTRAPMENT GRATES, AS SPECIFIED IN THE 'APSP-16 STANDARD, THAT ARE HYDRAUUCALLY NCED AND SYMMORICALLY PLUMBED THROUGH '7 . IGS. DRAINS SHALL BE SEPARATED BY THREE FEET IN DIMENSION. SEE ELECTRICAL AND PLUMBING NOTE 8. 'ICAL LONGITUDINAL S SPEOAL DETAIL REQUIRED TOP OF WHEN LESS THAN 10' -»-1- . f / SPEGAL DETAIL REQUIRED - WHEN LESS THAN POOL DEPTH OR H/4 (Dr,NAI nr·rAIi orningrn (7.5' MAX. 11/4) W */IWIWI 11 1 l r I 0. i< CrrADT Ann 3257 i!- - 1 i 1 1 bm M HAPED EARTH (3" CLEAR FROM EARTH). EPS MAY BE FORMED OF SHOTCRETE (GUNITI SURFACE OF THE BENCHES AND STEPS IS O -BASIC GRID #3TABLE 5 BARS 012* O.C WATER SURFACE APPROX. 3" BEL BOND BEAM. a *f%%A*MU g BENCH/ h < SEE OP| v N ABOVE 1!301 TUDIN :XP. S i ir. i ....In 6" IHICK MIN. SHOTCRETE (GUNITE) W/ #3 BARS 0 12* 0.C. EACH DIRECTION IN HIGH WATER TABLE, INSTALL HYDROSTATIC VALVE AND ROCK PACK AT LOW POINT. ECTION TOE OF SLOPE OR OTHER SURCHARGE CONDInONS (SEE GENERAL NOTES #3) A TABLE TABLE TABLE 1 1 -9OXEX81 5110NAL r-WOOD FRAME BUILDING 1500 #/FOOT MAX :000*/41* W.R.I.1- 7 ' 3'-0» MIN.' JCOPING Gunj /0,31 1 17 J I 'R I1r . ,1 L.INFLUENCE UNE FOR FOOTING SURCHARGE C / 20.C.--»Pr L O TRANSITION MLS. SURCHARGE CONDI"ON: - USE TABLE 1 SCHEDULE 'D', (BUILDING SURCHARGE) WHEN SETBACK TO BUILDING FOUNDAHON 'Vlf IS LESS THAN POOL DEPTH. (6' HIGH MAX. FREESTANDING MASONRY SCREEN OR GARDEN WALL DOES NOT REQUIRE SURCHARGE DETAIL) NOTE: WHEN AC1UAL. SITE CONDITIONS EXCEED THE UMITAMONS BELOW OR ADD!11ONAL SURCHARGES NOT COVERED BY THIS PLAN ARE PRESENT, ADDITIONAL SURCHARGE DETAILS ARE REQUIRED. 1 i LONGI FOR i TVO ...0 SLOPE EARTH SURFACE 1/4* PER FOOT OR SLOPE DECKING 1/8» TO 1/4* PER FOOT AWAY FROM POOL DRAIN 4{tTI + r -n %59 1 3:· CLR. tuNDISTURBED SOIL 1500 PSF MIN. BEARING VALUE.-7 \4 1 'C' SHOTCRETE COVER ' TO BE CHANGED UNIFORMLY. SEE TABLE 1 ACTUAL DIG UNE MAY·-> VARY, LOCATE STEEL 3* CLR FROM EARTH VERTICAL SIEEL SEE TABLE 1 HORIZONTAL STEEL. #3 BARS 0 12" 0.C. ADDITIONAL BARS BEGIN AT 5'-0' WALL (RAISED OR NOT RAISED). * IF POOL WALL HEIGHT DOES NOT I BARS ARE REQUIRED. (DOES NOT STANDARD WAI BOND BEAM PER TABLE #1 & DETAIL #12 HORIZ. STEEL BARS @12* O.C \=iD NOTE:TABLE NO. 1 BOND BEAM HORIZONTAL BARS MAY BE OVER OR UNDER VERTICAL BARS.NON-EXPANSIVE EXPANSIVE NO DECK/HIGH EXP. BULD'G SURCHARGE TYPICAL INCLUDING ALL SPECIAL DETAILS. APPROVED SEALANT RECOMMENDED (PER DETAIL #8). REQUIRED W/ EXPANSIVE SOIL COPING DOND BEAM SEE TABLE #1 & DETAIL #12. J • I 4 I .(4) #3 BARS. (4) 13 BARS.WAxARA#Ag#W?WWW MAAA##Ah' 1*ASAA• * g E.F.P.30 P.C.F.45 P.C.F.62.4 P.C.F.45 P.C.F. CI] VERTICAL VERTICAL -VERTICAL VERTICAL 4 DRCSTEEL C STEEL v STEEL C STEEL5 '5 2 300» 1'-0" 3* #3@12" 3" #30 12® 3" #3@12» 3* #30 12 15 , a 3.3.3. ------e -h»-- il- le»N «w,» I 401 1'-00 3»3.4»4" f & M A$e.4 * n" ./rlz" CO .. 14 1 -» MIN. ND WALL Mu,r. INTO FLOOR. (30' MIN. FOR TABLE 5G)LINDICATES TYPICAL RADIUS (ACTUAL RADIUS |-NO DECK OR HIGH MAY VARY, SEE STRUCTURAL NOTE #11)EXPANSIVE SOILFROM THE TOP OF THE POOL 'D' IS DISTANCE DOWN BUILDING FOOTING - EXCEED 5'-000 THEN NO At)DInONAL FROM TOP OF POOL WALL SURCHARGE (IN COUNTY OF APPLY TO SUPPLEMENT DETAILS)LA. USE DETAIL 271-60) -L SECTION ORANGE SPECIAL NOTES» REGARDING DESIGN E.F.P. FOR POOLS. IN THE COUNT( OF ORANGE REFER TO "UNINCOPORATED COUNTY OF N.LS. PROVIDE ADEQUATE DRAINAGE TABLE NO. 5 RAISED BOND BEAM BEHIND POOL WALL -71 NON-EXPANSIVE EXPANSIVE NO DECK/NIGH EXP. E F G & I .-Th- 63 * o Top ES.P.30 P.C.F.45 P.C.F.61.4 P.C.F. *co Cm 2-2 *-WATERPROOFING RECOMMENDED. D C VER11CAL C VERTICAL C VERTICALSTEELSTEELSTEEL$3 82 . ik- 6" C.M.U. W/3'60 3* #3@12» 3" #30 12" 3* #3@12"-i #3 VERT. BAR @ 24» O.C../ 5/6 ' 'f MI In f.,DAPIT 4'0" 3" 1 3"-7- 4.1.Aw 4'.V'.1 A B (3) #3 BARS.(4) #3 *ERS. C D t 1.6 +24 EXTE r.,-i,ir 40 V V 500" 1'-6" 3* #306" 4* #3 06" 5" #306'0 5* #3@ 4 56' 2'-0" 3"4"5*514" 6'0* 2'-60* 3*5%* 6'6* 3'-0" 3"4%"6%" 7'0" 30-6" 3»5.8"7%. 76» 4'-00' 3'®5%»8%"8%" -+ 800" 4'-6- 3*6* 806* 5'-0* 3*V 6" N.T.S. V. \ SLOPE 14 • '22 1 1/4* PER 1 FOOL Z GLAZING IN HAZARDOUS LOCATIONS WHEN REQUIRED BY RE BUILDING OFFIGAL GLAZING SHALL COMPLY WITH THE CBC SECTION 2406.4, INCLUDING LOCALLY ADOPED AMENDMENTS. 1. GLAZING IN WALLS AND FENCES USED AS A BARRIER SHALL BE SAFETY GLAZ1NG WHEN ALL OF THE FOLLOWING CONDITIONS ARE PRESENT: A. THE BOTTOM EDGE OF 1}IE GLAZING IS LESS lHAN 60* ABOVE ANY STANDING OR WALKING SURFACE. B. THE GLAZING IS 1HIN 5 FEET OF A SWMMING POOL OR SPA DECK AREA® CONTINUOUS SHOTCRETE INSPECTION WHERE REQUIRED ALL PNEUMATIC CONCREIE PLACEMENT SHALL BE INSPECTED BY A SPEaAL INSPECTOR IN CONFORMANCE Wll}i CBC SECTION 1704, WHO SHALL SUBMIT A STATEMENT INDICAnNG COMPUANCE WITH IHE PLANS AND SPECIFICAnONS. IHE FOLLOWING AGENCIES AMONG 01HERS REQUIRE CONTINUOUS INSPECTION: A. THE aTIES OF: BEVERLY HILLS, COSTA MESA, CULVER aTY, CYPRESS, FUUERTON, HERMOSA BEACH, IRVINE, NEWPORT BEACH, LA HABRA, LA PALMA, LAGUNA HILLS LAKE aSINORE, LONG BEACH, LOS ALAMITOS, MISSION VIEJO, NORCO, SEAL BEACH, STANTON, lUSTIN, VILLA PARK, WESTMINSTER, MORENO VALLEY, BalflOWER, YORBA UNDA, SAN DIEGO, SOUTHGATE & ONTARIO (FOR SPECAL CASES). 11TLE 24 1. PUMPS SHALL BE SZED PER SEC110N 150(p) OF IHE LA1EST ADOPED EDI110N OF THE BUILDING ENERGY EFFICENCY STANDARDS. Z A LENG11-1 OF STRAIGHT PIPE GREATER THAN OR EQUAL TO 4 MPE DIAMETERS SHALL BE INSTALLED BEFORE THE PUMP. 3. ALL ELBOWS SHALL BE SWEEP ELBOWS. 4. MANDAmRY REQUIREMENTS FOR POOL & SPA HEAENG SYSTEMS & EQUIPMENT: 4.1. SYSTEM IS CERTIFIED wl}1: THERMAL. EFFIaENCY lHAT COMPUES WITH 11·IE APPUANCE OFICIENCY REGULA"nONS, READILY ACCESSIBLE ON-OFF SWITCH, WEATHERPROOF OPERANNG INSTRUCMONS ON ENERGY EFFICENT OPERATIONS, NO ELECTRIC RESISTANCE HEATING AND NO PILOT U@IT. 4.2. SYS1EM IS INSTALLED WITH: A) AT LEAST 36" PIPE BETWEEN FILIER & HEATER FOR FUTURE SOLAR HEATING. B) COVER FOR OUTDOOR POOLS OR OUWOOR SPA. 4.3. POOL SYSTEM HAS DIRECTIONAL INIETS & A CIRCULAHON PUMP 11ME SWITCH TO PERMIT OFF PEAK OPERAllON. FENaNG AND BARRIERS 1. PRIOR TO FILLING, THE POOL- AND OR SPA SHALL BE COMPLETELY ENCLOSED BY 5' MIN. HIGH FENCING & GATES IMTH NO OPENINGS GREATER THAN 4". GATES TO BE SaF-CLOSING & SaF-LATCHING WITH LATCH A MIN. OF 5' HIGH. ACCESS GAS 1HR0UGH FENaNG SHALL OPEN AWAY FROM lHE POOL MAXIMUM VERTICAL CUEARANCE FROM GROUND TO POOL FENaNG SHALL NOT EXCEED 2 INCHES. WHERE THIS VARIES FROM LOCAL. CODES, THE LOCAL CODES SHALL PREVAIL 2. WHEN REQUIRED BY lHE BUILDING OFFICIAL. BARRIERS SHALL COMPLY V#1111}IE CBC SECTION 3109, INCLUDING LOCALLY ADOPlED AMENDMENTS. A. IN IHE COUNlY OF LOS ANGEES. BARRIERS REQUIRED BY CHAMER 11.50 OF IHE LOS ANGELES COUNTY HEAUH AND SAFETY CODE AND ORDINANCE 95-0039 SHALL BE REQUIRED. THESE BARRIER REQUIREMENTS SHALL BE ATTACHED TO THE SWMMING POOL SITE PLAN. B. IN lHE CITY OF SAN DIEGO FENCES AND BARmERS SHALL COMPLY WITH THE REQUIREMENTS FOUND IN THE aTY OF SAN DIEGO MUNICIPAL CODE, CHAPTER 14, ARTICLE 05, DIVISION 03. COUNTY OF LOS ANGELES SPEaAL NOTES 1. IN 1}IE COUNTY OF LOS ANGE]ES, THE DEPARTMENT OF PUBUC WORKS, BUILDING & SAFEMAND DEVELOPMENT DIVISION NOlES 1111ED BARRIERS FOR SWIMMING POOL, SPAS, AND HOT TUBS FOR R-3 OCCUPANCES SHAU BE ATTACHED TO AND MADE A PART OF THE SITE PLAN. Z CONSIRUCTION TO BE PER THE LATEST ADOPTED EDINON OF THE LOS ANGELES COUNTY BUILDING CODE (LACBC). 3. IN LOS ANGELES COUNTIES SETBACK TO TOE OF ASCENDING SLOPE SHALL NOT BE LESS THAN 1 1/2 FEET & SETBACK TO TOP OF DESCENDING SLOPE SHALL NOT BE LESS THAN 21/2 FEET. 4. ALL POOL. CONSTRUCNON SHALL BE BASED ON AN EQUIVAL.BIT FLUID PRESSURE EQUAL TO OR GREATER THAN 60 P.C.F., UNLESS A SOILS REI'ORT IS SUBMITTED FOR REVEW. CITY OF SIMI VALLEY SPEaAL NOTES 1. SEE THE ATTACHED *CITY OF SIMI VALLEY RESIDENnAL SWMMING POOL NOTES* FOR 198"·lielie= POOLS SHALL COMPLY WITH SLOPE SETBACKS PER CBC SECTION 1808.7.3 ADDITIONAL SPECIAL DETAILSSURCHARGE CONDITIONS -REQUIRED FOR CONDITIONS ABOVE REFER TO AMERICAN NATIONAL STANDARD FOR RESIDENTIAL IN-GROUND SWIMMING POOLS PUBUSHED BY AMERICAN NATIONAL STANDARD INST111)TE (ANSI) AND THE NATIONAL SPA & POOL INSTITUTE (APSP) BEACH ENTRY STEEL AND SHOTCRETE SHAUOW SHELF (REEF) (GUNITE) THICKNESS PER .ev<fek@ APPROPRIATE WALL -4 SCHEDULE..Pe;AFF*d'*A*AKAUNFV,0 J 4 -m- 46. POOL FLOOR THICKNESS --6<'. a4 ¢ 4/ a .4 f. MAY VARY TO ACHIEVE g 44 .4 11= DESIRED WATER DEPTH..Li. «·*...».:·i, w#-•---* / 4 GENERAL NOTES 1. THIS STANDARD POOL. STRUCTURAL PLAN MUST BE ACCOMPANIED BY A CLEAR PLOT PLAN SHOWING POOL & OR SPA SHAPE, DEPTH AND DISTANCE TO PROPERTY UNE, SLOPES AND STRUCTURES. IN SAN BERNARDINO COUNTY POOL APPROVED FOR PRIVATE USE ONLY, A SOILS REPORT MAY BE REQUIRED IN EXPANSIVE SOIL AREAS AND THE POOL LOCATION SHALL COMPLY WITH THE SAN BERNARDINO COUNTY ZONING CODE Z REPRESENTATIVES OF POOL ENGINEERING INC. HAVE NOT INS'EClED THE STE & ARE RELYING ON INFORMATION PROMDED BY THE CONTRACTOR OR OWNER TO DEIERMINE THE ADEQUACY OF THIS STANDARD POOL. STRUCTURAL PLAN FOR THE ACTUAL SITE CONDITIONS. SHOULD SITE COND111@IS VARY FROM THAT COVERED BY THIS STANDARD POOL STRUCTURAL PLAN, IT IS THE RESPONSIBIUTY OF THE CONTRACTOR OR THE OWNER TO NO11FY POOL ENGINEERING INC. AND OBTAIN APPUCABLE SPECIAL ENGINEERING DETAILS PRIOR TO CONSTRUCnON. EXPANSIVE SOIL DETAILS ARE VALID ONLY FOR STATED EQUIVALENT FLUID PRESSURES AND POOL ENGINEERING INC. RECOMMENDS THAT 1}IE OWNER OR CONTRACTOR OBTAIN A SOILS REPORT. 3. THIS PLAN IS NOT VALID Wll}INT ADDITIONAL. SURCHARGE DETAILS WHEN lHE CONDInONS AS SHOWN IN DETAIL iN APPLY (PER CBC SEC110N 1808.7.3). ALL POOLS SHALL COMPLY VATH SLOPE SETBACKS PER CBC SECT10N 1808.7.3. 4. THE STANDARD POOL- STRUC1URAL PLAN IS NOT INENDED TO BE APPUCABLE TD NON- SmUCTURAL ITEMS INCLUDING BUT NOT UMnED TO PLUMBING, ELECTRICAL, FENaNG, CONCRETE DECKING AND POOL GEOMETRICS. 5. DECKING CONSTRUCnON IS SHOWN AS RECOMMENDED MINIMUM CONSTRUCTION AND DOES NOT DEMONSTRATE A SYSTEM THAT WILL RESIST HEAVING DUE TO SOIL EXPANSION. 6. ALL C0NS1RUCTI0N SHALL. COMPLY Wll}I 1}IE 2013 EDmONS OF THE CAUFORNIA BUILDING CODE (CBC), CALIFORNIA aECTRICAL CODE GEC), CAUFORNIA MECHANICAL. CODE (CMC), CAUFORNIA PWMBING CODE (CP4 CALIFORNIA ENERGY CODE: 2013 BUILDING ENERGY EFFICIENCY STANDARDS, 2013 CAUFORNIA GREEN BUILDING STANDARDS CODI AND LOCAL ORDINANCES. 7. POOLS WriH DIVING BOARDS SHALL MEET DIVING BOARD MANUFACTURER'S POOL- GEOMETRIC STANDARDS AND/OR LOCAL CODES. & SIGNS & SAFETY EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH LOCAL CODES. 9. PUBUC POOLS REQUIRE COUNTY HEALTH DEPARTMENT APPROVAL AND PROVISIONS FOR ASSISnVE DEVICES FOR THE DISABLED. 10.CONTRACTOR OR OWNER SHALL VERIFY ALL FIELD CONDmONS & DIMENSIONS AT JOB SilE POOL- LENGTH, GRADE BREAK LOCATIONS & DEPIH DIMENSIONS AS NOTED ON THE PLOT PLAN SHALL COMPLY Wl}+ APSP SUGGESTED MINIMUM STANDARDS FOR RESIDEN11AL POOLS OR APPUCABLE STATE AND LOCAL HEALTH DEPARIMENTS REGULA110,IS AND MANUFACTURERS RECOMMENDATIONS. ELECTRICAL AND PLUMBING 1. ALL ELECTRICAL SHALL BE IN CONFORMANCE VITH THE 2013 CEC. 2. POOL SHELL AND PERIMETER PAVED AND UNPAVED SURFACES SHALL BE BONDED IN ACCORDANCE WAH CEC 680.26(B). BONDING TO PERIMDER SURFACES SHALL BE PROVIDED AS SPECIFIED IN CEC 680.26(B)(2)(A) OR (2*B) AND SHALL BE ATTACHED TO THE POOL. REINFORaNG SIEEL OR COPPER CONDUCTOR GRID AT A MINIMUM OF FOUR (4) POINTS UNIFORMLY SPACED AROUND THE PERIMETER OF THE POOL 3. OBTAIN EUECmICAL AND PLUMBING PERMITS ALONG WITH POOL. BUILDING PERMIT. 4. All. EQUIPMENT SHALL BE USED AND INSTAUED PER MANUFACTURERS RECOMMENDATIONS AND IN ACCORDANCE el LOCAL REGULATIONS. 5. POOLS SHALL BE EQUIPPED NTH A FILTERING SYSTEM & A DRAIN. 6. BACKWASH SHALL BE DISPOSED OF IN AN APPROVED MANNER. 7. POOL/SPA WATER HEAER AND GAS PIPING INSTAUATION TO BE IN CONFORMANCE WITH THE CPC. 8. SUCTION OUn.ETS SHALL BE DESIGNED AND INSTAUED IN ACCORDANCE VITH ANSI/APSP-7 AND 2013 CBC SEC110N 3109.4.4.8. 9. A PRESSURE VACUUM BREAKER BACKFLOW PREVENTER (RP DEVICE) IS REQUIRED ON All SWIMMING POOL AND SPA FlUERS PER CPC 603.5.21 STRUCTURAL NOlES 1. SOIL SHALL HAVE A MINIMUM BEARING VALUE OF 1500 PSF. CONCREE SHALL BE PLACED AGAINST UNDIS1URBED SOIL OR BUILDING DEPARIMENT APPROVED 90% COMPACT FIll THIS PLAN IS NOT SUITABLE WHERE P0TEN11AL EXISTS FOR DIFFERENnAL MOVEMENT FROM DISSIMILAR SOIL CONDITIONS UNDER POOL. SUCH AS CUT-FILL TRANSITIONS. 2 ALL REINFORaNG STE SHALL BE DEFORMED BARS & CONFORM TO AS™ A615 GRADE 40 FOR #3 BARS AND #4 BARS. SPUCES TO BE LAPPED A MINIMUM OF 24: MINIMUM CLEARANCE BE[WEEN PARALLEL BARS IS 21/t. 3. (1) #4 BAR IS EQUIVALENT TO AND MAY BE USED IN PLACE OF (2) #3 BARS, WITH THE EXCEP!10N 1HAT IF #4 BARS ARE USED FOR THE BASIC GRID, 11·IE MAXIMUM N.T.S. 6 N.LS. I . W v 64.-F V#%VV ¥*ALTERNATIVE BOND-*- 2*62'W'4 32340AA*vt* .-'r J - BOND BEAMBEAM LOCATION <4 twATER VERT. SIEEL ./UNE v 90'£(· VERTICAL- STEEL W/ SEE TABLE 5, 24" MIN. EMBED.SCHEDULES E, F OR G ---c 98- TYP. HORIZ, STEEL_1 MASONRY NOTES: 1. CONCRETE BLOCK SHALL BE GRADE N (EXPOSED TO WEATHER), TYPE It (NON-MOISTURE CONmOLLED), NORMAL WEIGHT UNITS (135 PCF), CONFORMING TO CBCABC SEC. 2103, AND ASTM C 90. All CONCRETE BLOCK SHALL HAVE A DESIGN STRENGTH OF fm = 1500 psL 2. GROUT SHALL CONFORM TO CBMBC SEC. 2103 & ASTM C 476 IMTH fc=2,000 PSI. 3. MORTAR SHALL BE TYPE M WITH fc = 1800 psi AND SHAU. CONFORM TO CBCABC SEC. 2103 & ASTM C 270. 4'6" 3" 500* 3" 5'6» 3* 6'0' 3%* 6*6" 4" 7'0" 5" 7'6" 516» 8'0" 614" 8'6" 7%0 9'0" 8" 9'6" 900 10'0" 9" 11*0" 9» -- 1- MI- ..1...110.-1...1,- 4,314" #3-9._fL _314" 4" 5" 6" -444 -A* 6. gho. -- - 6. 7" 8" 9" 10" *a*2. *I=„=M .- 00 - 11* v 11" f_3LE - - V,tl,lf 4VW N/ #3--0-41 -- ---- ---%p Ve-/7 -M>h -;1 5" 5* 6" 7" 8" 8" 8. 834" 10%. 11%" 12" 121/6. f_9.31 .- V*¥1 - e+¥A4'*W7v*-V ---- ---- SPAaNG IS #4 BARS AT 18" 0.C. 4. THE PLAN TABLES SPEaFY THE MINIMUM REQUIRED REINFORCEMENT. FOR CONVENIENCE OF 111E INSTALLER THERE MAY BE MORE REINFORCEMENT THAN SPECIFIED AT ANY GIVEN POINT IN NiE POOL. SmUCTURE 5. BONDING/GROUNDING (PER THE CEC) OF 1}IE STRUCTURAL REINFORaNG MUST BE INSTAUED PRIOR TO PLACEMENT OF CONCREE. 6. SHOTCRETE (GUNITE) TO BE IN CONFORMANCE WITH CBC SECTION 1910 & SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. WHERE APPUCABLE, SHOTCRETE (GUNITE) TO BE IN CONFORMANCE VITH CBC SECTION 1904 DURABILITY REQUIREMENTS. AGGREGATE SHALL NOT EXCEED 3/4-INCH. 7. CEMENT SHALL- CONFORM TO CBC SECmON 19011, Aa 318 SECTION 3.2, ASTM C 150. 8. SHOTCRETE/GUNITE IN CONTACT WITH SOIL SHALL BE IN ACCORDANCE ¥11}1 Aa 318 SEC110N 4.3 FOR CONCREE EXPOSURE TO SULFATE AND AS DIRECTED BY LOCAL BUILDING OFFICIAL 9. KEEP CONCRETE DAMP CONTINUOUSLY FOR 14 DAYS 10. ALL INTERIOR SURFACES OF POOL/SPA SHALL BE COATED WIR A WATER-11GHT SURFACE 11. FLOOR TO WALL TRANSITION RADIUS MAY VARY DEPENDING ON CONIRACTOR OR OWNER DESIGN INTENT. RADIUS SHALL NOT BE LESS lHAN 1-FOOT AND SHALL NOT EXCEED 5-FEET. OMIER 1. KEEP SHOTCRETE (GUNIE) DAMP CONTINUOUSLY FOR 14 DAYS AFTER INSTAU,AllON. 2. DO NOT TURN ON UGHT WHEN POOL IS EMPTY. 3. DO NOT USE BLACK RUBBER HOSE WHEN FILLING POOL (IT MARKS 1}IE PLASTER). BUILDING CODE REQUIREMENTS AND DISPOSAL OF POOL WASTEWATER. 2. THE MINIMUM DESIGN .EQUIVALENT FLUID PRESSURE (EFP) IS 60*PSF/FT (PCF).FOR POOLS SET IN LEVEL GRADE/LEVEL BACKFU THAT MEET THE CITY C 1 VALLEY SLOPE SETBACK REQUIREMENTS FOR POOL. PROJECTS THAT DO NOT T OR REQUIRE A SOIL-S REPORT (CBC TABLE 1610.11 UNINCORPORATED COUNTY OF ORANGE SPECIAL NOTES 1. WHERE SITE SPEaFIC SOIL TESIING HAS NOT BEEN PERFORMED: 1.1. POOLS SHALL BE DESIGNED FOR A MINIMUM DESIGN EQUI\dl4fwID PRESSURE (EF.P.) OF 100 P.S.F.1.2. ALL CONCRETE IN CONTACT IWTH SOIL SHAU HAVE A MINIMUM *AE&ORESSVE 51RENGTH Fc) EQUAL TO 4,500 P.SI., TYPE V CEMENT ANd W/C RA110 EQUAL TO 0.45. (THIS SHALL SUPERSEDE ALL OTHER LOWER A SPECIFICAIONS *'*®TH). an' OF SANTA CLARITA SPECIAL NOTES.th O 1 CONSTRUCTION MAIRIALS, CONCRETE, PLASTER, DIRT, GRAVEL SAWD; ANC) AaDS AS *It AS ANY WASH WA1ERS ARE PROHIBIlED FROM ENTERING lNE SIREET, GUTTER, AND STORM DRAIN SYSTEM PER lHE SANTA CLARITA MUNICIPAL CODE USE PROPER BEST MANAGEMENT PRACnCES TO PREVENT OR CAPTU.¢MT 8°teUCTIONACTIVITY RUNOFF INTO lHE STORM DRAIN SYSTEM./9 0.. -COUNlY OF SAN BERNARDINO SPEGAL kNOTES of any i AT 1}IE 11ME OF PERMIT ISSUANCE, A DESIGN FOR SUC11ON OUIZES SHALL BE SUBMI SEE STRUCTURAL NOTE #1 TO SHOW COMPLIANCE MATH CBC SECnON 3109.4.4.8. 3109.5 AND ANS/APSP-7 SHALLOW FEATURES - tANT18 I. EBCENOSOI L RAISED BOND BEAM N.T.S.NOTES BY THE USE OF THIS PLAN. THE USER ACKNOWLEDGES THAT HE HAS READ & UNDERSTANDS ALL OF THE NOTES INCLUDED HEREIN. P .028;I NOlE: ,-BOND BEAM PER TABLE SPA AIR-UNE I NO. 1 & DETAIL #12. ,MAY BE LOOPED + 1.21 10 INTO SPA BOND E.Iij' 0 BEAM. MAINTAIN * ; 1* CIR. TO REINF. 2 *9, 6. 18 T' THICA UGHT -7 REINFORCING PER DETAIL #10. NOT REQUIRED IF 60 MIN. CLEAR PROVIDED. |U BARS. +-#3_ BARS 17 . 12" O.C.b.! EA. WAY. W4%4'W'WA : i. 11 WATER UNE 24" MIN. LAP 9" & LARGER 2":6 C. 2" •7- i r tM- (4) #3 BARS - 40 21* MIN. CIR.-<* 1 AROUND ALL 44 PIPES.0) (i>47#3 BARS ly k< O.C. EA. WAY. L WATER6 24* ', ;.,UNE. 1-= LEVEL TOP OF GUNITE-, W/ GROUT & PLACE #15 FELT OR 4 VlSQUEEN ON TC 5* MIN. AROUND AU- BRICK OR PRECAST CONCRETE COPING.91/2'3RD AND/OR el EXPANSION JOINT & SEALANT -7 1, to 12» .BAR LOCATION REQ'D. FOR EXPANSIVE SOILS. \1 ' MAY VARY TOPER DETAIL #8 PROVIDE 21/2*4/ CLR. BETWEEN PARAUEL BARS. DECKING.-j '4 f TILE 371 - BOND BEAM PER TABLE NO. 1. PLUMBING MAY BE LOCATED - IN BOND BEAM LOWER CORNER BOND BEAM HORIZONTAL MAINTAIN 1" CIA TO REINF.BARS MAY BE OVER OR diEZE_ UNDER VERTICAL BARS. PRECAST COPING OR BRICK + S, )Pl E w#411 /b 1/ 4 EQ.,..EC , , 6" c r MIN MIL Wcul\!INW IP.COPING SOMMER CAVFR (2) #3 BARS -< CIRCULATION DRAINS: PROVIDE (2) SUCTION OUTLETS PER PUMP, COVERED VATH ANTI-ENTRAPMENT GRATES, AS SPEDFIED IN THE 2 ANSI/APSP-16 STANDARD, THAT ARE HYDRAULICALLY BALANCED AND SYMMETRICALLY PLUMBED THROUGH 7 FITTINGS. DRAINS SHALL BE SEPARATED BY THREE FEET IN ANY DIMENSION. SEE ELECTRICAL AND PLUMBING NOTE 8. SPA DETAILS MAY BE USEDSPA DETAILS -FOR SPAS WITHOUT POOLS. , 4'-0» MIN. IMPERVIOUS DECK SLOPE 1/80-1/4" . 4'-0' MIN. . nent,i.in f- USED ELECTRICAL 'J' BOX. -4- r MIN. ABOVE DECK, WATER 5 +- UNE OR FLOOD UNE WHICH EVER IS GREATER. f * i 4 ..·.;.·i. 1 -3 * m Wd 7d / .1 19 Q94 L.-14, •+- BEND BOND --11Ft' BEAMUNDERf = dfiUR<-]FU- gauuiINTO SPA FLOOR #3 BARS OR POOL WALL 0 1270.C (2) #3 *TBAR- ......,.-.......ER. '2* 1 EA. WAY.#8 COPPER - GROUND WIRE DAM WALL / DAM -LAP INTO SPA RONF.SECTION AT SKIMMER C.E.C. APPROVED HORIZ. BAR 12" DAM -LAP INSIDE BARS INTO SPA RONF.CONDUIT & GFCI LAP SPUCE: -LAP OUTSIDE BARS INTO POOL RBNE PROTECTED CIRCUIT (2) #3 BARS EACH WAY AROUND NICHE ' APPROVED SEALANT - - INSTALL PER MANUFACTURER - -,·r r- FINISH GRADE COMPACTED FILL-, 2 00<A. // - BOND BEAM W/ (4) 13 BARS PER TABLE #1 & DETAIL #12. 4 4 I I Wil:41*Ak?NAP\+070*9·Fie'%*FIA.'lwf UNI , 21/2*O- d CLR.>'3dd 0 @btl 5-, 41 © _. 12' b PROPERTY RIGHTS TO ALL DRAWINGS, REPRESENTATI IDEAS, DETAILS, NOTES & SPEaRCATIONS EITHER M ; OR ORIGINALS 1}IEREOF IHAT MAY BE INCORPQR&]ED O 1NIS DESIGN ARE lHE PfIREEm*-SOEEY3*00@Gle ENGINEERING, INC. PERMISSION..EGRa,N¥'COPIES OF SAID COPYRIGHTED MATERIALS, DRAWINGS, REPRESENTAHONS, IDEAS. DETAILS, AND SPEGFICATIONS EITHER ORIGINAL OR COPIES THEREOF TO BE MADE, COPIED OR AUERED BY ANY PERSON. BUSINESS, OR CORPORATION MAY ONLY BE AUTHORIZED WITH THE EXPRESSED WRITTEN PERMISSION OF POOL ENGINEERING, INC. BY THE USE OF THIS PLAN, 11€ USER ACKNOWLEDGES 11!AT HE HAS READ & UNDERSTANDS ALL OF 1}IE NOTES INCLUDED HEREIN. CALCS BY: A.J.C. DRAWN BY: T.L.L CHECKED BY: R.LL N.T.S. PER FOOT /31/2»1 4- 4 -=922 r :VI< NOTE:(21.SATURAEN *r PROVIDE CONTROL JOINTS RECOMMENDED WHERE APPROPRIATE. &! PRIOR TO -1 POURING DECK. 9 1$1 -REMAINDER OF JOINT IN STYROFOAM OR -uSEE ELECTRICAL AND PLUMBING NOTE #2 REGARDING 1- FOOTING RECOMMENDED NOT TOUCH COPING, BOND BEAM OR OTHER EXP. MATERIAL CONCREE SHALL EQUIPOTENTIAL BONDING GRID FOR EXPANSIVE SOILS.ADJACENT STRUCTURES.. EXPANSIVE SOIL DETAILS ARE NOT MET USE TABLE 1, SCHEDULE 'C IN EXPANSIVE SOILS WHERE MIN DECK REQMTS 2 pooL -7 1 MIN. 16 24" i LAP 1 3* CLR. -->'of 4 , 5" MI TYPICAL TYPIC 4) /X -2 - b 19, 416 -#3 BARS BENT - ht-'cr-.335 €(2) #3 BARS 7-'.-It 048" 0.C. maj=-= r 9 \ 17 0§ f 2 25 9/ M 1 Ld /BEND -f'et D 4 - 19- FIXTURE VERT. STEEL \1 -1, LENS 45*OR 90: 66" £ 4 RECESSED '12,98<7 t=1'v4&. 1 3 TABLE NO. 1.EXPANSIVE SOIL CONDITION ONLYLIGHT.BOND BEAM PER -4 NO DECK mTH r _-» 180 MIN.EF.P. = 62.4 P.C.F.//-4/+0 y; P ' mi,r-LAP. TYP. . ROCK OR BRICK NOTCH CITY OF LOS ANGELES ONLY ,·,811 067655 1 Btl 1. r.2/1VE WOOD POST FROM 4,\ 1 EXP. 6/30/2015'.j jj„i,--'- j) 1,3 4;-0> l # #3 BARS N. AL. PLAN AT SKIMMER SKIMMER DETAIL N.T.S. NOTES: 1. INSTALL NO. 8 COPPER GROUND VARE FROM UGHT NICHE TO BRASS CONDUIT TO POOL REBAR.OR NON-METALUC CONDUIT CAN BE USED NTH INSULATED NO. 8 COPPER ¥ARE INTERIOR W/ APPROVED POT11NG COMPOUND PER lHE C.EC. 2 SMMMING POOL UGHTING FIXTURES SHALL COMPLY NUI APPUCABLE UNDERWRITZ LABORATORIES REQUIREMENTS FOR UGHTING FIXTURES U.L STANDARD 676. SECTION AT LIGHT 5' HC #3 BARS 016 0.(. TYP. 4 NOTE: EXTRA REINFORCING ID EXTEND 24* MIN. EACH SIDE OF RAMP. SHALLOW/DEEP END RAMP RL STEEL i . r o.c. f-0* DEEP & BELOW. 2- ' )RIZONTAL STEEL 1 a) *4·-VENEER. A L/H (6) #4 BARS. DRNN N.T.S. DEP ATTACHED PATIO COVERMAX. DEAD + UVE LOAD = 2000 lb. __OR ROCK ON BOND BEAM. ANCHORAGE PER PATIO COVER PLAN. BOND PER ELECTRICAL & PLUMBING NOTE 2. 1. 31/2» MIN. CONC. DECKING CAN11LEVER CONCRETE BOND BEAM DETAILS LEVEL TOP OF BOND BEAM WITH GROUT & PLACE 15# FELT OR 4 !,Ill VISQUEEN ON TOP OF BOND BEAM. MASnC 11LE 1 1 #Hilil 1*U[ARZ E N.LS. N.T.S. * 1 .4 0141\. PLAN VAUD ONLY WITH WET STAMP & ENGINEER'S SIGNATURE IN RED INK ON PLAN. AUTHORIZED SIGNATURES: RONALD L LACI"IER. P.E. TODD L LACHER. P.E. CHRISTOPHER J. BIEDENBACH, P.E. JEFFERY COLLINS, P.E. STANDARD PLAN APPROVALS: CITY OF LOS ANGELES: #268 (REQUIRES PEI 100-LA) CITY OF ONTARIO: #B201302960 SAN DIEGO:MP #351287 SIMI VALLEY:2013-1 SANTA CLARITA: SAN BERNARDINO:#B2013991 RIVERSIDE COUNTY:#342375 ORANGE COUNTY:#SW100121 LOS ANGELES COUNTY:#26077-1, CITY OF BEVERLY HILLS: #13 4 KERN COUNTY: CITY OF FRESNO: FRESNO COUNTY: 0 VENTURA COUNTY: #213 (USE 45 P.C.F. MIN. WITHOUT SOILS REPORT) P-00-01 (REQ'S SUPPLEMENTAL NOTES) REQ'S SUPPLEMENTAL NOTES S.PA # 6-2008 (REQ'S PEI 100-VCO) STAN DARD POOL PREPARED IN ACCORDANCE WITH THE 2013 CALIFORNIA BUILDING CODE STRUCTURAL PLAN (2012 INTERNATIONAL BUILDING CODE) iii pool ! 1! 111 engineering inc. j SHEET: Ron Lacher, RAE. 1201 N. Tustin Ave. Anaheim, California 92807 Fax: (714) 630-6114 104 Phone: (714)630-6100 COPYRIGHT 2013, POOL ENGINEERING INC. 100SC CBC13 Vl.60 Apdt 30,2014 9:47:54:968 AM STANDARD POOL STRUCTURAL PLAN 1!i Ii:i:1 I :' i ' i ', i 'jr·- 1 2 r --1..1 & iii ..1 5 . ·,i e„ I ;».„..i-· u w,i 1 . „-4,k.L.. --..,..- illii.jilit:Iyji:i; , j1 1 1 1 Al, : I i ! I i I 6 1 1 ki i i-i 1-Jii 1 i j 1i i ii 3 1 t 34 i i i i i l 4..„ L. 1 £·'437'-'e k@p-R#'3*0, s. ·· 9 ...172 B r- iii 1 i.,:!i ;1 i * 2.---- * : -/-<-4 : 1 ifil 70 0-L i-" -0- Lt AN€2 - 71FS}-. i i 02 8-4-__-*516TE-4-r_.«[144- i $ 1 { ' :2 i tl i 4--- 1 90. k #9 4-1 EZ-Ff fit<T-k j CA L jti:% 1,4 i lili i i i i j i i 1 1 ' O 0-E *74 R Elt_ NO ' -+ . 4 :.-<A -. 7 - /#7- A *_ i Tj M E. -(14„60% 3_-_7%* - lij' * -- i i 1 i 3--BOX: 1 2 1_*4_]- 1 ' n 1 i Lt GTH i_ 1900 C 42 / lit 1 i - + '-7-- LZ//2, »4-*NS - I . I '. 1 - fri/. -'-- - --iR 1 1 1 i >1 1 9;40 M %-1 El G i: \0: of \-F 1RZEES)' '+11 ! 4 ..F i. :(Al :E)-· ; 140*4 K · r» If 'RE '1 A +64 440 4 'kill.64 7 ..1 111 , ..:.: 9 ---4 9€ Reroul ta:Miss.\31 - 1 1 OACK \N Fts A. L,441 % - 146 90©:°. i V la j 11 i i t % i r ·th# 10£ i 4 i t t i ! t i £ i f i i i 1 1 :. 4.ZT2.1 ' 7 LA 'lation Atal,y r 1 i , .0-- I ...2.-I P -TRApi j 111 111I H Entral t--91-51 1 Ii! i (>f Si 4,2 AE -_NO i 0010 1% 94 . :Le,- ... ; 1 4 1 1 i Ill i op€A i i ?5 1 , 1iff:,4.F. '. 11'K. 4 -N 4 16€).-R. -- -- '/6 1 1 1 , .-2/.4 1,6. : i 1--Irf 1 1 C i- -- - - -- -- --- 15 22/1-Lf#Sii#/.ri t ' r' JiLAit- iE- fIN 0% A - -%. ..<.4 I *7-:p¢an41 1 JVA- - 1--* -t- ' .--i ¢ i t & 1 /72 - 1; fi i f 2 il 1 i iii j €*#4*4»'t _ . 2 .'. I 1 1 1 1 ; SITE'PLAN REVIEWED '-- t \ '% -° for confomianct to dUWPal*UHS ; j -"' '' 1 i r / lbdd U Lacher,-R.C.E. 67656 '- 5-- -- 1 ; i Pc*IEnbineering, Inc. 1 31ructuret detalls shall take pr¢ederice overc®INcts with s!¢0 08£ i i i f i # i i % I j 1 i ii GY«®14 12: ' :- t , --2.--,0 j. . 1-Te•K€ 54Et art. (040 yov,.WA< , 6/occ 3. .. _' =A»,<&„1 W" No S» f X. i f il ! f i ! 1 11 i i 4 1 t i h 11 ·- - 1 1 -t ..1 11 1 1 1 ¥r¥- i t 04: -4 4 I.