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HomeMy WebLinkAboutB16-1074 055-540-056r. Butte County Department of Development Services FO_ PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 DBP -66 - ' Main, Phone (530) 538-7601 Fax (530) 538-7785 oevrtoe r r seevx!swww.WfteCourim. et/d& ANTI -ENTRAPMENT CERTIFICATION FORM FOR SWIMMING POOLS & SPAS The followingform is required whenever a q building.. permit is issued to construct or repair ire- ` Plasterin 1a swimming pool, toddler pool, r spa STATEMENT TO BE SIGNED PRIORTO FINAL APPROVAL Verification of Compliance with the "Swimming Pool Safety Act of 2006" (Health & Safety Code 115920 -115929) % -7 Q Site A ddr ess. Prope Owner: �fvr b ' 1" Phone: `l rty Owner's Mailing Address: �4m hereby, certify that the swimming pool, toddler pool, or spa located a the above- mentioned addresscomplies with the provisions or the "Swimming Pool Safety Act of 2006" and has been equipped with an anti -entrapment cover meeting the current ASME/ANSI'Standard A 112.19.8 as required under the provisions of the'law and have received` additional information on pool barrier requir Signed: Date: Owner rn2016 l Signed: Date: Contractor — CONTRACTOR'S INFORMATIONINAY lB T Z COCompany Name: California Contractor's License Number: 1 =- Mailing Address: 3 0 VIX,- Phone: Email: Attachments: Swimming Pool Enclosure Requirements and Pool Barrier handout Revised 7.20.2015 Pagel of3 - - -- WATER SUPPLY AND DISTRIBUTION TABLE 603.2 BACKFLOW PREVENTION DEVICES, ASSEMBLIES, AND METHODS DEGREE OF HAZARD POLLUTION CONTAMINATION DEVICE, ASSEMBLY,APPLICABLE (LOW HAZARD) (HIGH HAZARD) OR METHOD' STANDARDS_13ACK-_ - T BACK' BACK- ' BACK-- 1 SIPHnNAnF 1 PRERSHIPF qIPHnNAPJP ei­­­ INSTALLATION2,3 Air ap ASME X A 112.1.2 X BACKFLOW PREVENTION DEVICES, ASSEMBLIES, AND METHODS See Table 603.3,1 in this chapter. B POLLUTION CONTAMINATION DEVICE, ASSEMBLY, APPLICABLE (LOW HAZARD) (HIGH HAZARD) �Air -with Air ap fitti INSTALLATION1,3 SIPHONAGE RE SIPHONAGE PRESSURE gap firting is a device an ime-r—.-I with plumbing fixtures I ASME Breaker Backfl ow Inalairgap and typical installation appliances and appurte' A 112.1.3 X X (loaded air inlet ASSE 1020 or includes plumbing fixtures, appliances nances above all downstream piping and loaded check valve 1 and appurtenances. The critical level shall and means of field j charge water. not be installed Mow the flood level rim. Atmospheric vacuum Principle Backflow Upright position. valve No lown- breaker consists of a bod (y, ASSE 100 1or X X (two independently AVVWA C511; listrcam. Minimum of or listed nc,r , inches checking member and CSA B64.1.1 valves, a differential CSA B64.4.1 !distance above all downstream piping li atmospheric Pon) need platform/ladder for test and and means of field and flood -level rim afreceptor."' [Antisiphon fill valve (ball - Installation on gravity water closet cocks) for gravity water ASSE 1002 or X X flush tank and urinal tanks with the fill installee with the critical level not closet flush tanks and un- CSA B 125.3 Ivalve naltankstheoverflow less than I ove theopening of ipe,',5bllInstallation inludes wall hydrants and hose bibbs. Such devices are not for use hydrants. hose bibbs, frost,! ASSE 10 19 or X X under continuous resistant, automatic drain- CSA B64.2.1.1 pressure conditions ingtype (means of shutoff downstream of device is prohibited).4,1 !Backflow preventer for Carbonated Beverage Dis. Installation includes carbonated bever- ipensers (two independent ASSE 1022 X age machines or dispensers. These !check valves with a vent to devices operate under intermittent or it ;the - J continuous pressure 0 conditions. —t-losphere) IS dl -Resistant Pressure dance ith the manufacturer's instruc- .Vacuum Breaker single ( Upright position. Minimum of 12 inches (check valve with air inlet ASSE 1056 X X X X listed distance above all downstream vent and means of field parallel detector �or piping and flood -level rim of receptor.' !testing) [ test need platformilladder for test and assembly consisting of, repair. May discharge- '. Instal la - I a water meter and a Horizontal unless otherwise listed. Double Check Valve Back- flow Prevention Assembly ASSE 10 15; tion includes a fire protection system 1 reduced -pressure prin• Access and clearance shall be in accor. dance I AWWAC510; and is designed to operate under con- with the manufacturer's lna,T.c (two independent check CSA B64.5 or X X tinuous pressure conditions. itions, and not less than it 2 inc clear 'ance Ivalves and means of field testing) CSA B64.5.1 at bottom for maintenance May need platform/ladder for test and repair. ,T! -a lFfild tmting)�,_ - Does not discharge water. Double Check Detector For St units: I inch - 25.4 mm Notes: I See description of devices and assemblies in this chapter. Horizontal unless otherwise listed. Fire Protection Backflow I Refer to general and specific requirement for installation. 4 Not to be subjected to operating pressure for more than 12 hours in a 24 hour period. Access and clearance shall be in ace`r� Prevention Assembly (two dance with the manufacturer's instruC indepciricent check valves tions, and not less than a 12 inch clear- iwith a parallel detector ASSE 1048 X X a. a, bottom for maintenance. May assembly consisting ofa needplatform/ladder for test and repair water meter and a double check valve backflow pre- Does not discharge water. Installation a includes fire protection system and is vention assembly and ( I designed to operate under continuous means of field testing)pressure, conditions. .. . .... ............ . 130 2013 CALIFORNIA PLUMBING CODE 1071 WATER SUPPLY AND DISTRIBUTION TABLE 603.2 BACKFLOW PREVENTION DEVICES, ASSEMBLIES, AND METHODS (continued) DEGREE OF HAZARD POLLUTION CONTAMINATION DEVICE, ASSEMBLY, APPLICABLE (LOW HAZARD) (HIGH HAZARD) OR METHOD' STANDARDS _BACK- AM— BACK- - ' BACK. CK— INSTALLATION1,3 SIPHONAGE RE SIPHONAGE PRESSURE Pressure Vacuum Breaker Backfl ow Prevention Assembly Upright position. May have valves (loaded air inlet ASSE 1020 or downstream. Minimum of 12 inches valve, Internally' CSA B64.1.2; X X above all downstream piping and loaded check valve 1 flood -level rim of receptor. May dis- and means of field j charge water. rtReZwcrl Pressure Principle Backflow Horizontal unless otherwise listed. Prevention Assembly ASSE 1013; Access and clearance shall be in actor - (two independently AVVWA C511; dance with the manufacture,', instrac- acting loaded check A X X I CSA B64.4 or X tions, and not less 12 inch clear - a valves, a differential CSA B64.4.1 ante at bottom for maintenance May pressure reliefvalve need platform/ladder for test and and means of field repair. May discharge water. testing) Reduced Pressure Detector Fire Protec- tion Backflow Preven- tion Assembly (two Horizontal unless otherwise listed. independently acting Access and clearance shall be in accor- loaded check valves, a dance ith the manufacturer's instruc- differential pressure differential bons, and not less than a 12 inch clear - reliefvalve, with a ASSE 1047 X X X X ante at bottom for maintenance. May parallel detector need platformilladder for test and assembly consisting of, repair. May discharge- '. Instal la - I a water meter and a tion includes a fire protection system 1 reduced -pressure prin• I and is designed to operate under con- ciple, backflow pre- - tinuous pressure conditions. vention assembly, and ,T! -a lFfild tmting)�,_ - For St units: I inch - 25.4 mm Notes: I See description of devices and assemblies in this chapter. IInstallation in pit or vault requires previous approval by the Authority Having Jurisdiction. I Refer to general and specific requirement for installation. 4 Not to be subjected to operating pressure for more than 12 hours in a 24 hour period. 5 For deck -mounted and equipment -mounted vacuum breaker, see Section 603.5.14. From: adv e�`��ne Paul Reilly, PE Engineering Services Swimming Pool Master Plan (Structural) Swimming Pool Engineering July 30, 2015 Site: To: R3 (Residential), Group U. Butte County Building Dept. Locations may vary 7 County Center Drive, Oroville Phone (530) 538-2875 Builder: Blue Haven Pools Cal Lic Class C53, No. 934975 3330 Highway 32, Suite B Chico, CA 95973 This letter supersedes prior advisement dated May 15, 2015. Please allow eligible swimming pool permit applications to be processed as a "Master Plan." Plan Type, Steel Schedule: APE "Standard Plan for Expansive Soils, Sheet SP -1" Each swimming pool permit application must include: two APE wet -sealed plan sheets (Number SP -1) and two wet -sealed calculation sets. The property owner name and site address must be printed on the plan sheets and calculation sets. Please contact me if you have any questions. Thank you, vdI lX - 101 q -- MAY 19 20% Paul Reilly, PE FUTi E COUNTY DDS BUILDING • PLANNING Note: Authorized signatories for the referenced structural plan SP -1 are: Paulo Ibanez, RCE 61896, and Paul Reilly, RCE 53583 Be safe ! 2351 Sunset Blvd, Suite 170, Rocklin, Ca 95765 Ph 916 768-4656 Fx 916 435-9544 !f z 77 A L,. -•e 1 ['117 T-- ANTI -ENTRAPMENT CERTIFICATION FORM FOR SWIMMING POOLS & SPAS BIC, -)07q � ealj The following form is required whenever a building permit is issued to construct or repair (re -plastering) a swimming pool, toddler pool, or spa. STATEMENT TO BE SIGNED PRIOR TO FINAL APPROVAL Verification of Compliance with the "Swimming Pool Safety Act of 2006" (Health & Safety Code 115920 —115929) Site Address: Property Owner: Owner's Mailing Address: Phone: hereby certify that the swimming pool, toddler pool, or spa located a the above- mentioned address complies with the provisions or the "Swimming Pool Safety Act of 2006" and has been equipped with an anti -entrapment cover meeting the current ASME/ANSI Standard A 112.19.8 as required under the provisions of the law and have received additional information on pool barrier requirements. r ,Signed: Signed: Owner Contractor Company Name: Date: Date: CONTRACTOR'S INFORMATION California Contractor's License Number: Mailing Address: Phone: Email: Attachments: Swimming Pool Enclosure Requirements and Pool Barrier handout R,nwkPr]n )ol Pagel of 3 Swimming Pool Enclosure Requirements Definitions Approved Safety Pool Cover: A manual or power -operated safety pool cover that meets all of the performance standards of the American Society for Testing and Materials (ASTM), in compliance with standard F 1346-91. Enclosure: A fence, wall or combination thereof that isolates a swimming pool from unauthorized access. Exit Alarm: A device that makes an audible, continuous alarm sound on the doors leading from the dwelling/garage or other structure to the pool enclosure, which, when opened or left ajar, permits entry to the pool without any intervening enclosure device. Exit alarms may be battery operated or connected to the electrical wiring of the building. Public Swimming Pool: A swimming pool operated for the use of the general public with or without charge, or for the use of the members and guests of a private club. Public swimming pool does not include a swimming pool located on the grounds of a private single family dwelling. Swimming Pool or Pool: Any structure intended for swimming, recreational bathing or other recreational use that will contain water over 18 inches in depth. Swimming pools include in -ground and above -ground structures and include, but are not limited to, hot tubs, spas, portable spas and non-portable wading pools. Other terms, words, or phrases not defined shall have their ordinarily accepted meanings within the context with which they are used. Webster's Third New International Dictionary of the English Language, Unabridged, copyright 1986, shall be considered as providing ordinarily accepted meanings. Page 2 of 3 Swimming Pool Requirements DrowninLy Prevention Safetv Features Based upon California Health and Safety Code Section 115920-115929, known as the Swimming Pool Safety Act The County of Butte requires either a listed, approved safety pool cover* meeting ASTM Standard F1346-91, OR a complying enclosure* which isolates the pool from the dwelling and remaining yard, OR a complying enclosure* which surrounds the perimeter of the pool and dwelling, with door alarms and self-closing, self latching devices on all doors leading into the enclosure. *Enclosures • Minimum height of 60 inches • Access gates shall open away from pool and have self-closing, self -latching device no lower than 60 inches above the ground. • Maximum vertical clearance of 2 inches from the ground to the bottom of enclosure • No openings greater than 1/2 inch within 18 inches of the release mechanism when closed. Gaps or voids shall not allow the passage of a 4 inch sphere. • Outside surface shall be free of cavities or protrusions that would serve as a foothold or handhold that could enable a child of less than 5 years of age to climb over. • Maximum mesh size for chain link shall be a 2.25 inch square unless the fence is provided with slats fastened at the top or bottom which reduce the openings to no more than 1.75 inches *Pool Cover • Shall be correctly installed per the manufacturer's instructions to prevent the access of children under five years of age to the water. • Shall be properly constructed to meet ASTM specifications and be labeled accordingly. • All ties, anchors or attachment points and controls for automatic covers must be installed in a way to prevent operating or uncovering the poll by children less than five years of age. • The pool cover shall possess a listing that insures the original design or performance of the cover meets. or exceeds testing as prescribed by ASTM Standard F1345-91, Section 9 Test Methods for Safety Covers. Door alarms or sell -closing,; self -latching doors Windows and doors routinely dosed andZ tutored — I-: *Safety poor: s>r[f-tatciiing. 'At a Wnim=, &W of OMe shy De jyovidec# (NIV d?f08) ? i,�T2(1201-5 Page 3 of i� T APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 2013 California Building Code Esc 5LibBWEos� 195a, Ret .111-11- 3 P� HANEN r - Swimming Pool Engineering 1.0 State of Service The California Pool & Spa Industry Education Council, "California Swimming Pool Workmanship Guidelines" define the normal state of a pool vessel as filled with water. These design calculations assume a "dry" vessel (pool empty). Shotcrete is typically applied directly to the face of firm native earth. No soil pressure is present during the construction phase. The builder may "flash" excavations with a thin layer of shotcrete to stabilize non -cohesive soils, or "flash" may be used as a surface treatment to retard the loss of moisture from the walls of excavations in highly expansive soils; this treatment is non-structural. 2.0 Modes of Failure a. Buoyancy: Hydrostatic pressure due to a high water table or other sources can displace or float a partially empty pool/spa. Specifications require mitigation for adverse hydrostatic forces to relieve hydrostatic pressure about all pools & walls. b. Differential Subsidence: Loose embankment or unsuitable fill. Soil compaction, 90% max dry density, conforming to ASTM D1557, is required for any earth fill sections placed about the shell. c. Differential Settlement: Desiccation (soil moisture removed by trees, or vegetation) this phenomenon is rarely encountered. d. Differential Heave: Expansive soils or large trees/roots near a pool can cause damage to the pool or surface decking. Expansive soils must be pre -saturated prior to shotcrete. e. Rotation: Stemwall failure due to lateral bending is rarely encountered in forensic investigations. 3.0 Bond Beam The bond -beam on a pool vessel is the top of a conventional pool wall, typically the top of the waterline tile. The bond beam is a location, a point of reference. The haunch, a widening or extension of the bond -beam, was introduced during the early 1900s to accommodate precast deck coping and lis not required for the structural integrity of the pool vessel. Best practices for the design of all concrete boundary elements include increased reinforcement at the bond -beam (or top of stemwall). The structural details provide alternate sections for bond - beam construction. The geometry and spacing of reinforcement at the bond beam may vary with architectural requirements or local trade practice. 4.0 Model Notes General load case considers an infinitely long pool stemwall (pool empty). Consider a primitive "channel model" of the pool with opposing sections providing a restrained toe through the floor section. The "channel model" is subject to partial cantilever bending only. The opposing 'toe' cannot translate horizontally, and an overturning failure cannot be realized. However, the term overturning -moment (OTM) is presented in the design calculations to provide a conceptual reference for the inward lateral force imposed on the cantilever stemwall by the upper soil mass outside the pool. Please contact me if you have any questions. gpEESSRECEIVE IOWq� �' �FtEtLLyp��y Awltv'! 0.50- 17 OFCA��� IDUM COUNTY. DDS Page 1 APE Western Region: 2351 Sunset Boulevard, Suite 170.412, Rocklin, Ca 95765 I___ f, i APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 !I i 4.0 Model Notes (continued) For primitive` models of the soil -substructure interaction, the EFP component is truncated at the 45 -degree intercept to more accurately assess actual forces acting on the base section. Design calculations incorporate an interpolated linear reduction from the point of curvature to the 45 -degree intercept of the base section. i NET MOMENT AT BASE: EMX= OTM - RM, FOR YE= UNIT WEIGHT OF EARTH, APPLIED AS AN EQUIVALENT FLUID PRESSURE FG FG YE YE h xi h x, wi wi X 45 1 X I OTM =Y RM =Exw OTM -Y I YE h3 i i E h3 2 RM=Exiw�' 6 6 �31 CONVENTIONAL RETAINING WALL DISTENDING RADIUS FOUNDATION 5.0 Other Design Considerations For shells with a geometric or rectangular shape (plan view) the structural capacity contributions from the horizontal rebar near interior corners can be significant. However, this additional capacity is disregarded for the primitive case. I Free -form pools are classified as hyperbolic -paraboloids and have high levels of structural redundancy. For circular, oval and portions of free -form pools, another model evaluation would be related to the horizontal sections: i i compressive and tension son states that may be resolved as hoop -stress. y p ess.The infinite combinations of cases for I hoop - stress models is not practical for a standard Ian. This p p additional capacity is disregarded for the primitive case. 6.0 Gravity and Surcharge Loads-". Pool Site: The weight of a swimming pool is approximately one-half the weight of the soil that has been removed to embed the pool. If soil or slope stability problems do not currently exist at a site, then the addition of a pool cannot introduce an adverse gravity or surcharge load. i Line Load: An investigation of surcharge models considered a 2 klf line -load, applied 18" below finish grade, offset 5' from the pool wall. These models do not impose significant or adverse lateral surcharge loads on the pool wall or portions of the distending mstewall. Rock Benches: Axial load cases acting on the vertical stemwall of earth -retaining systems increase the magnitude - of the resisting moment and are disregarded in the analysis. i Page 2 Western Region: 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765 _- it i APE - Advanced Pool Engineering CADD Areas &Moment Arms Page 4 Paul Reilly, PE, Engineering Services (916) 768-4656 - I DESIGN "H"=4' ----- DESIGN "H"=5'. - - - - - -- Distending Stem 6" Distending Stem 6" XK Radius I Radius Interior 1.0' Interior 2.0' Exterior 1.5' I Exterior 2.5' M arm Area % M arm Area PC * A 0.25 1.50 PC * A 0.25 1.50 B 0.32 1.74 I B 0.24 1.94 PI • C 0.52 1.99 PI • C 0.32 2.38 D 0.78 2.23 I ,' D 1.26 2.82 E 1.07 2.48 E 1.81 3.28 Ii PC X8'0' PC 3.0'. p� �t PI 2.01' � • PI 4.771 SII j i 1 I i I I i I i 'I it No Scale This Sheet 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 I I APE advanced pool engineering, s i Paul Reilly, PE, Engineering Services Ph 916 768-4656 I 2013 California Building Code 7.0 Miscellaneous Detailing The pool skimmer, light niche, pool cover vault(s) and other miscellaneous details present prescriptive designations for reinforcement. No significant loads occur at these features and the geometry and spacing of reinforcement may vary with manufacturer requirements or local trade practice. 8.0" Construction Tolerances Minor deviations to the specified geometric specifications for stemwall construction may be realized during construction without jeopardy. 9.0 Stemwalls Beyond the Limits of the Pool Shell Stemwalls or wing -walls extending beyond the limits of the pool/spa shell that retain earth for landscape features are not covered in this submittal. Any other retaining wall elements for landscape features or site development will be submitted under separate cover with a unique design and signatory for each site. 10.0 Slope Paving & Landscape features Excavations in granite or other igneous formations, shale, bluestone, sandstone, or horizontal bench -steps cuts in slopes equal to, or flatter than 1:1, are considered slope paving. Reinforcement for these elements are prescriptive designations. Specifications require mitigation to eliminate any potential hydrostatic forces. 11.0 Stormwater & Debri-Flow Builder plans shall incorporate appropriate mitigation to service any potential jeopardy of debri-flows from ascending slopes above construction improvements, and to capture and convey all stormwater prior to earth retaining structures, or slope paving. The builder plan shall also include mitigation for the conveyance of surface drainage above stemwalls, or slope paving elements and all project retaining walls or stemwalls. Slope -paving and earth - retaining structures must not be used to capture or convey stormwater run-off from landscape features or ascending slopes above the pool/spa. 12.0 Specification & Design Criteria: See project structural plan sheet 12.1 Grotto, Spa -Grotto and Grotto Cover When incorporated in the structural plan, evaluation considers that lateral forces behind grotto walls are transferred in shear and axial compression to the grotto bond beam and do not adversely surcharge the pool stemwall. I The grotto, walls and lid are may be placed in phase construction: shell at waterline, grotto walls, then lid. The grotto walls and lid are considered pin connections about horizontal cold joints as may occur. References 1. ACI 301, 318 (concrete) & ACI 506 (shotcrete) 5. J.Nelson & Miller, "Expansive Soils," 1992 2. American Shotcrete Association, principles and practice. 6. Braja M Das, "Shallow Foundations, 1999 3. Army Corp of Engineers, "Shotcrete Design Practice" 7. Nilson/Darwin/Dolan, "Design of Conc Structures," 2004 4. J.Bowles, "'Foundation Analysis and Design, 5th Edition 9. Hugh Brooks, SE,"Basics of Retaining Wall Design," 7th Page 3 APE Western Region: 2351 Sunset Boulevard, Suite 170.412, Rocklin, Ca 95765 I i APE - Advanced Pool Engineering Page 4 f CADD Areas & Moment Paul Reilly, PE, Engineering Services Arms (916) 768-4656 DESIGN "H"=4' ------ DESIGN"H"=S -------- Distending Stem 6" Distending Stem 6" RadiusRadius I I j Interior. 1.01 � Interior 2.0 Exterior 1.5' I Exterior 2.5' j M arm Area M arm Area PC*A 0.25 1.50 /+� PC*A 0.25 1.50 B 0.32 1.74 PI • C 0.52 1.99 PI *C 0 32 2.38 D 1.26 2.82 1 E 07 2A8 ' .' E 1.81 3.28 PC .8'0' PC 3.0. @ ---- � PI 2.01' . PI 4.7T DESIGN "H"=6' ---- DESIGN "H"=T - - - -- - - DistendingStem 6 " Distending Stem 6" - Radius I Radius r Interior 3.0' Interior 3.0' , Exterior 3.5' I Exterior 3.5' , Marm 150 I M arm Area PC e A 0.26 PC e A 0.25 00 B 0.45' 2.14 , PI OC 0.98' 2.78 PI • C 100 3.28 D 1.71' 3.41 1 D 1.76 3.91 E 2.50' 4.05 A E 2.59 4.55 I i PC 3.0' , PC 4.0' I 1 ALT BAR ,.� PI 5.47 �c PI 6.47 I No Scale This Sheet 2351 Sunset Boulevard, Suite 170.412 i Rocklin Ca 95765 I APE - Advanced Pool Engineering CADD Areas. &Moment Arms Page 5 Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H" = 8' - - - - - DESIGN "H" = 9' i - - - - - Distending Stem Distending Stem 7" Radius ( Radius Interior 5.0' j Interior 5.0' XK Exterior 5.5' Exterior 5.5' Area M arm I Area M am, d I ' PC • A 1.5 0.25 PC • A 2.33 0.29 0.29 -PC 3.0' B 3.52 0.61 0.32 3.16 1.20 I PI • C 4.69 1.46 0.30 # 4.00 2.14 E 3.18 6.87 4.00 0.25 - PC a.a I �. 1 BAR REQ'D I ' D/ PI 6.88 PI 7.88 i e`---E''�I i DESIGN "H" = 10' 8. - - - - - DESIGN "H" = 12' - - - - Distending Stem 8" I Distending Stem 9" Radius Radius , Interior 5.0' Interior 5.0' Exterior 5.5' I Exterior 5.5' ' Area M arm d i j Area M arm d i PC • A 3.38 0.33 0.40 PC • A 5.37 0.37 0.48 B 4.76 0.65 0.41 B 6.94 0.74 0.52 j PI • C 6.14 1.52 0.40 I PI • C 8.54 1.60 0.52 D 7.49 2.70 0.37 D 10.09 2.79 0.48 j E 8.74 4.05 0.31 E 11.54 4.15 0.40 , I - PC 5.08' / 2 BAR REQ'D -PC 6.1r 12" OC / 2 BAR REQ'D / D ' PI 8.98 2e. D_ PI 11.05 ._E--� No Scale This Sheet 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 E � I� i i APE - Advanced Pool Engineering I Mr LD - I Page S.1 Paul Reilly, PE, Engineering Services Area EDL Marm (916) 7684656 M. OMod; Load Case: U=1.2D+1.6H As REQ As i Strength Design ft.kip Load Factor (LF) = 1.6 4- Max H Y cone = 150 pcf Lateral Force (P) = 100 EFP ft D 4.00 ft 7 soil = 120 pcf Short Term (ST) = 1.00 in t t 6.00 in As x 1.33 Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] t z 6.00 in #3 = 0.11 int MT = yD3/6 (factored) 0.00 t 3 6.00 in #4 = 0.20 int MD = LD MT LD: Distending section below PC. apply b 12.00 in 0.00 Mu = MT /ST -MR linear M reduction factor, PC thru PI 0.17 0.10 MR= Mann DLsTt ok r2 1.00 ft fy = 40.00 ksi OM, = 0.9 Asfy [di -(a/2)] /12 d5 = 0.9 rt 1.50 ft f c= 2.50 ksi AS Req = 1.8bd�fc fy a= .Asfy/(0.85 fib) 0.04 0.18 for As > 1.3(As Req) ok P msx = 0.75 p b = 0.0232 PC = 3.00' , Point of Curvature = (D -r2) ref ACT 318 0.11 PI = 4.00' , Point of Intercept 2.25 0.30 1.00 0.30 0.30 1.13 (DVn=0.85(24f,bd+(DVs)-''/2V;ok Dept 0.04 0.26 Spec PC PI D I Mr LD MD Mm„ Area EDL Marm MR M. OMod; a - As REQ As Stem R ft.kip ft.kip ft.kip ft2 kip ft ft.kip &kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.25 0.04 0.18 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.30 1.00 0.30 0.30 1.13 0.17 0.25 0.04 0.26 0.88 2.75 0.17 0.10 0.11 ok 2.30 0.32 1.00 0.32 0.32 1.15 0.17 - 0.25 1 0.04 0.28 1 0.88 - 2.75 0.17 1 0.10 0.11 ok 2.40 0.37 1.00 0.37 0.37 1.20 0.18 0.25 0.05 0.32 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.72 1.00 0.72 0.72 1.50 0.23 0.25 0.06 0.66 0.88 2.75 0.17 0.10 0.11 ok 3.11 0.81 0.89 0.71 0.72 1.55 0.23 0.26 0.06 0.66 0.88 - 2.75 0.17 0.10 0.11 ok 3.23 0.90 0.77 0.69 0.72 1.60 0.24 0.28 0.07 0.65 0.88 - 2.75 0.17 0.10 0.11 ok 3.34 1.00 0.66 0.65 0.72 1.64 0.25 0.29 0.07 0.65 0.88 2.75 0.17 0.10 0.11 ok 3.46 1.10 0.54 0.60 0.72 1.69 0.25 0.31 0.08 0.64 0.88 - 2.75 0.17 0.10 0.11 ok 3.57 1.21 0.43 0.52 0.72 1.74 0.26 0.32 0.08 0.64 0.88 2.75 0.17 0.10 0.11 ok 3.66 1.30 0.34 0.45 0.72 1.79 0.27 0.36 0.10 0.62 0.88 2.75 0.17 0.10 0.11 ok 3.74 1.40 0.26 0.36 0.72 1.84 0.28 0.40 0.11 0.61 0.88 - 2.75 0.17 0.10 0.11 ok 3.83 1.50 0.17 0.26 0.72 1.89 0.28 0.44 0.12 0.60 0.88 2.75 0.17 0.10 0.11 ok 3.91 1.60 0.09 0.14 0.72 1.94 0.29 0.48 0.14 0.58 0.88 2.75 0.17 0.10 0.11 ok 4.00 1.71 0.00 0.00 0.72 1.99 0.30 0.52 0.16 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.03 0.30 0.56 0.17 0.55 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.07 0.31 0.60 0.19 0.53 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.10 0.32 0.65 0.20 0.52 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.14 0.32 0.69 0.22 0.50 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.18 0.33 0.73 0.24 0.48 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.22 0.33 0.77 0.26 0.46 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.25 0.34 0.82 0.28 0.44 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.29 0.34 0.86 0.30 0.42 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.33 0.35 0.90 0.31 0.41 0.88 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.37 0.36 0.94 0.33 0.39 0.88 2.75 .0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.40 0.36 0.99 0.36 0.36 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.72 2.48 0.37 1.07 0.40 0.32 0.88 2.75 FO,17 0.1 1 0.11 ok i APE - Advanced Pool Engineering MT I LD Page S.2 Paul Reilly, PE, Engineering Services EDL Mann MR (916) 768-4656 (DM,, di a ' As REQ Load Case: U=1.2D+1.6H Stem ft ft.kip Strength Design ft.kip ft2 Load Factor (LF) = 1.6 5' Max H ft.kip Y cone = 150 pcf Lateral Force (P) = 100 EFP in D 5.00 ft Y soil = 120 pcf Short Term (ST) = 1.00 0.0 t 1 6.00 in As 0.00 Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DLJ t 2 6.00 in #3 = 0.11 int MT = yD3/6 (factored) - 2.75 t 3 6.00 in #4 = 0.20 int MD = LD MT LD: Distending section below PC. apply b 12.00 in 1.00 0.21 M. = MT /ST - MR linear M reduction factor, PC thru PI 0.15 0.25 0.04 MR= Matm DLSTEM 0.88 r2 2.00 ft fy = 40.00 ksi (DM„ = 0.9 Asfy [di -(a/2)] /12 Q3 = 0.9 rt 2.50 ft 2.50 ksi AS Req = 1.8bd�f,/fy a= Asfy/(0.85 fib) 1.13 0.17 0.2_5 for AS > 1.3(A6 Req) -+ ok P.. = 0.75 p b = 0.0232 PC = 3.00' , Point of Curvature = (D -r2) ref ACI 318 0.10 PI = 4.77' Point of Intercept p 2.30 0.32 i i 0.32 1.15 0.17 (DVn=0.85(24f,bd+(DVs)--''/2V;ok Depth 0.28 0.88 - 1 2.75 Spec PC D MT I LD MD M.. Area EDL Mann MR M „ (DM,, di a ' As REQ As Stem ft ft.kip ft.kip ft.kip ft2 kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 - 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.25 0.04 0.18 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.30 1.00 0.30 0.30 1.13 0.17 0.2_5 0.04 0.26 0.88 2.75 0.17 0.10 0.11 ok 2.30 0.32 1.00 0.32 0.32 1.15 0.17 0.25 1 0.04 1 0.28 0.88 - 1 2.75 0.17 0.10 0.11 ok 2.40 0.37 1.00 0.37 0.37 1.20 0.18 0.25 0.05 0.32 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.72 1.00 0.72 0.72 1.50 0.23 0.25 0.06 0.66 0.88 2.75 0.17 0.10 0.11 ok 3.19 0.87 0.89 0.77 0.77 1.59 0.24 0.25 0.06 0.71 0.88 2.75 0.17 0.10 0.11 ok 3.38 1.03 0.78 0.81 0.81 1.68 0.25 0.25 0.06 0.75 0.88 2.75 0.17 0.10 0.11 ok 3.58 1.22 0.67 0.82 1 0.82 1.76 0.26 0.24 0.06 0.76 0.88 2.75 0.17 0.10 0.11 ok 3.77 1.43 0.57 0.81 0.82 1.85 0.28 0.24 0.07 0.75 0.88 - 2.75 0.17 0.10 0.11 ok 3.96 1.66 0.46 0.76 0.82 1.94 0.29 0.24 0.07 0.75 0.88 - 2.75 0.17 0.10 0.11 ok 4.12 1.87 0.37 0.68 0.82 2.03 0.30 0.26 0.08 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 4.28 2.10 0.27 0.57 0.82 2.12 0.32 0.27 0.09 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 4.44 2.34 0.18 0.43 0.82 2.20 0.33 0.29 0.10 0.73 0.88 - 2.75 0.17 0.10 0.11 ok 4.61 2.61 0.09 0.24 0.82 2.29 0.34 0.30 0.10 0.72 0.88 - 2.75 0.17 0.10 0.11 ok 4.77 2.89 0.00 0.00 0.82 2.38 0.36 0.32 0.11 0.71 0.88 2.75 0.17 0.10 0.11 ok 4.78 0.00 0.00 0.00 0.82 2.47 0.37 0.51. 0.19 0.63 0.88 2.75 0.17 0.10 0.11 ok 4.80 0.00 0.00 0.00 0.82 2.56 0.38 0.70 0.27 0.56 0.88 2.75 0.17 0.10 0.11 ok 4.82 0.00 0.00 0.00 0.82 2.64 0.40 0.88 0.35 0.47 0.88 2.75 0.17 0.10 0.11 ok 4.83 0.00 0.00 0.00 0.82 2.73 0.41 1.07 0.44 0.38 0.88 2.75 0.17 0.10 0.11 ok 4.85 0.00 0.00 0.00 0.82 2.82 0.42 1.26 0.53 0.29 0.88 2.75 0.17 0.10 .0.11 ok 4.87 0.00 0.00 0.00 0.82 2.89 0.43 1.34 0.58 0.24 0.88 2.75 0.17 0.10 0.11 ok 4.89 0.00 0.00 0.00 0.82 2.95 0.44 1.42 0.63 0.19 0.88 - 2.75 0.17 0.10 0.11 ok 4.91 0.00 0.00 0.00 0.82 3.02 0.45 1.50 0.68 0.15 0.88 - 2.75 0.17 0.10 0.11 ok 4.94 0.00 0.00 0.00 0.82 3.08 0.46 1.57 0.73 0.09 0.88 - 2.75 0.17 0.10 0.11 ok 4.96 0.00 0.00 0.00 0.82 3.15 0.47 1.65 0.78 0.04 0.88 - 2.75 0.17 0.10 0.11 ok 4.98 0.00 0.00 0.00 0.82 3.21 0.48 1.73 0.83 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.00 0.00 0.00 0.00 0.82 3.28 0.49 1.81 0.89 0.00 0.88 2.75 0.17 0.10 0.11 ok PC 5.96 0.00 i APE - Advanced Pool Engineering 3.96 Page S.3 Paul Reilly, PE, Engineering Services 0.00 0.88 - (916) 768-4656 Load Case: U=1.2D+1.6H Strength Design Load Factor (LF) = 1.6 6' Max H Y cone - 150 pcf Lateral Force (P) = 100 EFP D 6.00 ft Y soil = 120 pcf Short Term (ST) = 1.02 t r 6.00 in As Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] t 2 6.00 in #3 = 0.11 int MT = YD3/6 (factored) t 3 6.00 in #4 = 0.20 int MD = LD MT LD: Distending section below PC. apply b 12.00 in M. = MT IST -MR linear M reduction factor, PC thru PI j I MR= Mann DLSTIM r2 3.00 ft fy = 40.00 ksi 4)Mn = 0.9 Asfy [di -(a/2)] /12 0 = 0.9 rl 3.50 ft f c= 2.50 ksi A, Req =1.8bdgfc/fy a= Asfy/(0.85 fib) for A,> 1.3(A, Req) --, ok pm, = 0.75 p y = 0.0232 PC _...3.00' , Point of Curvature = (D -T2) ref ACI 318 PI = 5.77' , Point of Intercept d>Vn=0.85(24fcbd+4)Vs)-•'/2V;ok G t Depth Spew PC D MT LD MD M.. Area EDL Mann MR M. -DMn di a As REQ As Stem R ft.kip ft.kip ft.kip ft2 kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 - 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.25 0.04 0.17 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.30 1.00 0.30 0.30 1.13 0.17 0.25 0.04 0.26 0.88 2.75 0.17 0.10 0.11 ok 2.30 0.32 1.00 0.32 0.32 1.15 0.17 0.25 0.04 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 2.40 0.37 1.00 0.37 0.37 1.20 0.18 0.25 0.05 0.32 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.72 1.00 0.72 0.72 1.50 0.23 0.25 0.06 0.65 0.88 - 2.75 0.17 0.10 0.11 ok 3.27 0.93 0.89 0.83 0.83 1.63 0.24 0.29 0.07 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 3.53 1.17 0.78 0.92 0.92 1.76 0.26 0.33 0.09 0.82 0.88 - 2.75 0.17 0.10 0.11 ok 3.80 1.46 0.68 0.99 0.99 1.88 0.28 0.37 0.10 0.86 0.88 - 2.75 0.17 0.10 0.11 ok 4.06 1.79 0.57 1.02 1.02 2.01 0.30 0.41 0.12 0.88 0.88 - 2.75 0.17 0.10 0.11 ok 4.33 2.16 0.46 1.00 1.02 2.14 0.32 0.45 0.14 0.85 0.88 - 2.75 0.17 0.10 0.11 ok 4.56 2.53 0.37 0.93 1.02 2.27 0.34 0.56 0.19 0.81 0.88 - 2.75 0.17 0.10 0.11 ok 4.79 2.92 0.28 0.81 1.02 2.40 0.36 0.66 0.24 0.76 0.88 - 2.75 0.17 0.10 0.11 ok 5.01 3.36 0.18 0.62 1.02 2.52 0.38 0.77 0.29 0.71 0.88 - 2.75 0.17 0.10 0.11 ok 5.24 3.84 0.09 0.35 1.02 2.65 0.40 0.87 0.35 0.65 0.88 - 2.75 0.17 0.10 0.11 ok 5.47 4.36 0.00 0.00 1.02 2.78 0.42 0.98 0.41 0.59 0.88 2.75 0.17 0.10 0.11 ok 5.53 0.00 0.00 0.00 1.02 2.91 0.44 1.13 0.49 0.51 0.88 2.75 0.17 0.10 0.11 ok 5.58 0.00 0.00 0.00 1.02 3.03 0.45 1.27 0.58 0.42 0.88 2.75 0.17 0.10 0.11 ok 5.64 0.00 0.00 0.00 1.02 3.16 0.47 1.42 0.67 0.33 0.88 - 2.75 0.17 0.10 0.11 ok 5.69 0.00 0.00 0.00 1.02 3.28 0.49 1.56 0.77 0.23 0.88 2.75 0.17 0.10 0.11 ok 5.75 0.00 0.00 0.00 1.02 3.41 0.51 1.71 0.87 0.12 0.88 - 2.75 0.17 0.10 0.11 ok 5.79 0.00 0.00 0.00 1.02 3.50 0.53 1.82 0.96 0.04 0.88 - 2.75 0.17 0.10 0.11 ok 5.82 0.00 0.00 0.00 1.02 3.59 0.54 1.94 1.04 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.86 0.00 0.00 0.00 1.02 3.68 0.55 2.05 1.13 0.00 0.88 2.75 0.17 0.10 0.11 ok 5.89 0.00 0.00 0.00 1.02 3.78 0.57 2.16 1.22 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.93 0.00 0.00 0.00 1.02 3.87 0.58 2.27 1.32 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.96 0.00 0.00 0.00 1.02 3.96 0.59 2.39 1.42 0.00 0.88 - ��2.75EO.17 j I 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 7 0.10 0.11 ok 6.00 0.00 0.00 0.00 1.02 4.05 0.61 2.50 1.52 0.00 0.88 - 0.10 0.11 ok D MT LD MD M.. Area EDL Mann MR M. -DMn di a As REQ As Stem R ft.kip ft.kip ft.kip ft2 kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 - 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.25 0.04 0.17 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.30 1.00 0.30 0.30 1.13 0.17 0.25 0.04 0.26 0.88 2.75 0.17 0.10 0.11 ok 2.30 0.32 1.00 0.32 0.32 1.15 0.17 0.25 0.04 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 2.40 0.37 1.00 0.37 0.37 1.20 0.18 0.25 0.05 0.32 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.72 1.00 0.72 0.72 1.50 0.23 0.25 0.06 0.65 0.88 - 2.75 0.17 0.10 0.11 ok 3.27 0.93 0.89 0.83 0.83 1.63 0.24 0.29 0.07 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 3.53 1.17 0.78 0.92 0.92 1.76 0.26 0.33 0.09 0.82 0.88 - 2.75 0.17 0.10 0.11 ok 3.80 1.46 0.68 0.99 0.99 1.88 0.28 0.37 0.10 0.86 0.88 - 2.75 0.17 0.10 0.11 ok 4.06 1.79 0.57 1.02 1.02 2.01 0.30 0.41 0.12 0.88 0.88 - 2.75 0.17 0.10 0.11 ok 4.33 2.16 0.46 1.00 1.02 2.14 0.32 0.45 0.14 0.85 0.88 - 2.75 0.17 0.10 0.11 ok 4.56 2.53 0.37 0.93 1.02 2.27 0.34 0.56 0.19 0.81 0.88 - 2.75 0.17 0.10 0.11 ok 4.79 2.92 0.28 0.81 1.02 2.40 0.36 0.66 0.24 0.76 0.88 - 2.75 0.17 0.10 0.11 ok 5.01 3.36 0.18 0.62 1.02 2.52 0.38 0.77 0.29 0.71 0.88 - 2.75 0.17 0.10 0.11 ok 5.24 3.84 0.09 0.35 1.02 2.65 0.40 0.87 0.35 0.65 0.88 - 2.75 0.17 0.10 0.11 ok 5.47 4.36 0.00 0.00 1.02 2.78 0.42 0.98 0.41 0.59 0.88 2.75 0.17 0.10 0.11 ok 5.53 0.00 0.00 0.00 1.02 2.91 0.44 1.13 0.49 0.51 0.88 2.75 0.17 0.10 0.11 ok 5.58 0.00 0.00 0.00 1.02 3.03 0.45 1.27 0.58 0.42 0.88 2.75 0.17 0.10 0.11 ok 5.64 0.00 0.00 0.00 1.02 3.16 0.47 1.42 0.67 0.33 0.88 - 2.75 0.17 0.10 0.11 ok 5.69 0.00 0.00 0.00 1.02 3.28 0.49 1.56 0.77 0.23 0.88 2.75 0.17 0.10 0.11 ok 5.75 0.00 0.00 0.00 1.02 3.41 0.51 1.71 0.87 0.12 0.88 - 2.75 0.17 0.10 0.11 ok 5.79 0.00 0.00 0.00 1.02 3.50 0.53 1.82 0.96 0.04 0.88 - 2.75 0.17 0.10 0.11 ok 5.82 0.00 0.00 0.00 1.02 3.59 0.54 1.94 1.04 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.86 0.00 0.00 0.00 1.02 3.68 0.55 2.05 1.13 0.00 0.88 2.75 0.17 0.10 0.11 ok 5.89 0.00 0.00 0.00 1.02 3.78 0.57 2.16 1.22 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.93 0.00 0.00 0.00 1.02 3.87 0.58 2.27 1.32 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.96 0.00 0.00 0.00 1.02 3.96 0.59 2.39 1.42 0.00 0.88 - ��2.75EO.17 j I 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 'APE - Advanced Pool Engineering MT Page S.4 Paul Reilly, PE, Engineering Services M. Area (916) 768-4656 Marm MR Load Case: U=1.2D+1.6H OMn di Strength Design Load Factor (LF) = 1.6 7' Max H Y cone = 150 pcf Lateral Force (P) = 100 EFP i D 7.00 ft 7 soil = 120 pcf Short Term (ST) = 1.00 ft.kip t 1 6.00 in As Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] t2 6.00 in #3 = 0.11 int MT = 'yD3/6 (factored) i t a 6.00 in #4 = 0.20 inZ MD = LD MT LD: Distending section below PC. apply b 12.00 in Mu = MT /ST -MR linear M reduction factor, PC thin PI I 0.0 MR= Matin DLsTEm 0.00 r 1xTER. 4.00 ft fr = 40.00 ksi (DMn = 0.9 Asfy [d; (a/2)] /12 0 = 0.9 r4.50 f - 2.50 ksi EXTER. ft c - A Re 1.8bd4f / s q = d � = Asf / f b a Y (0.85 c) II 0.0 - for As > 1.3(As Recd - ok P n u = 0.75 P b = 0.0232 PC = 3.00' , Point of Curvature = (D -r2) ref ACI 318 ok PI = 6.18' , Point of Intercept 0.03 1.00 0.03 0.03 (DVn = 0.85(24 f ,,bd + (DVs) - '/:V; ok Depth 0.30 Spec PC PI Ext: D MT 1.D MD M. Area EDL Marm MR Mu OMn di a As REQ As Stem ft ft.kip ft.kip ft.kip ftZ kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.30 0.0 0.00 0.0 - 2.75 0.17 0.10 0.11 ok 1.00 0.03 1.00 0.03 0.03 0.50 0.08 0.30 0.02 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.30 0.05 0.17 0.88 - 2.75 0.17 0.10 0.11 ok 2.50 0.42 1.00 0.42 0.42 1.25 1 0.19 0.30 0.06 0.36 0.88 - 1 2.75 0.17 0.10 0.11 ok 2.75 0.55 1.00 0.55 0.55 1.38 0.21 0.30 0.06 0.49 0.88 2.75 0.17 0.10 0.11 ok 3.00 0.72 1.00 0.72 0.72 1.50 0.23 0.25 0.06 0.66 0.88 - 2.75 0.17 0.10 0.11 ok 3.47 1.11 0.85 0.95 0.95 1.67 0.25 0.30 0.08 0.87 0.88 - 2.75 0.17 0.10 0.11 ok 3.93 4.40 1.62 2.27 0.71 0.56 1.15 1.27 1.15 1.27 1.83 2.00 0.27 0.30 0.36 0.41 0.10 0.12 1.05 1.15 1.70 - 1.70 - 2.75 2.75 0.35 0.35 0.10 0.10 0.22 0.22 ok ok 4.86 3.07 0.41 1.27 1.27 2.16 0.32 0.47 0.15 1.12 1.70 - 2.75 0.35 0.10 0.22 ok 5.33 4.04 0.27 1.08 1.27 2.33 0.35 0.52 0.18 1.09 1.70 - 2.75 0.35 0.10 0.22 ok 5.50 4.44 0.21 0.95 1.27 2.50 0.37 0.66 0.25 1.03 1.70 2.75 0.35 0.10 0.22 ok 5.67 4.86 0.16 0.78 1.27 2.66 0.40 0.79 0.32 0.96 1.70 2.75 0.35 0.10 0.22 ok 5.84 5.31 0.11 0.57 1.27 2.83 0.42 0.93 0.39 0.88 0.88 2.75 0.17 0.10 0.11 ok 6.01 5.79 0.05 0.31 1.27 2.99 0.45 1.06 0.48 0.79 0.88 2.75 0.17 0.10 0.11 ok 6.18 6.30 0.00 0.00 1.27 3.16 0.47 1.20 0.57 0.70 0.88 - 2.75 0.17 0.10 0.11 ok 6.30 0.00 0.00 0.00 1.27 3.33 0.50 1.39 0.69 0.58 0.88 - 2.75 0.17 0.10 0.11 ok 6.41 0.00 0.00 0.00 1.27 3.50 0.52 1.58 0.83 0.45 0.88 2.75 0.17 0.10 0.11 ok 6.52 0.00 0.00 0.00 1.27 3.66 0.55 1.76 0.97 0.30 0.88 - 2.75 0.17 0.10 0.11 ok 6.64 0.00 0.00 0.00 1.27 3.83 0.57 1.95 1.12 0.1.5 0.88 - 2.75 0.17 0.10 0.11 ok 6.75 0.00 0.00 0.00 1.27 4.00 0.60 2.14 1.28 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.79 0.00 0.00 0.00 1.27 4.12 0.62 2.29 1.41 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.82 0.00 0.00 0.00 1.27 4.24 0.64 2.44 1.55 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.86 0.00 0.00 0.00 1.27 4.36 0.65 2.59 1.69 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.89 0.00 0.00 0.00 1.27 4.48 0.67 2.73 1.84 0.00 0.88 2.75 0.17 0.10 0.11 ok 6.93 0.00 0.00 0.00 1.27 4.60 0.69 2.88 1.99 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.96 0.00 7.00 0.00 0.00 0.00 1.27 4.72 0.71 3.03 2.15 0.00 0.88 2.75 0.17 0.10 0.11 ok � 0.00 0.00 1.27 4.84 0.732.31 0.00 0.88 2.75 0.17 0.10 0.11 ok One Alternate Bar Re uired I IIS APE - advanced pool engineering M„ (DM,, As Stem ft ft.kip Page S.5 CBC, ACI 318, ASCE 7 � Check 0 0.00 Load Case: U = 1.2D+ 1.611 0.11 ok I Strength Design 0.88 Load Factor (LF) = 1.6 ok Summary 1 T cone = 150 pcf Lateral Force (P) = 85 EFP 2.50 H = 8', 109, & 12' 0.88 T soil = 120 pef Short Term (ST) = 1.00 0.49 0.88 As Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DLJ 0.66 0.88 MT = yD3/6 (factored) ok fy = 40 ksi MD = LD MT LD: Distending section below PC. apply V, = 2.5 ksi Mu = MT /ST - MR linear M reduction factor, PC thru PI 0.22 ok MR= Maim DLSTEM 1.25 Distending (Curved) 0.22 QOM„ = 0.9 Afy [d; -(a/2)] /12 0 = 0.9 Stemwall Models 1.70 As Req = 1.8bd4fc fy a = A,fy/(0.85 fib) . Rebar 1.40 for As > 1.3(A9 Req) - > ok P ,= = 0.75 p b = 0.0232 Size 5.46 ref ACI 318, 10.5.3 1.70 As #3 = 0.11 in2 ok 5.81 (DVn = 0.85(24 f', bd + (DVS) - V2V; ok #4 = 0.20 in2 0.22 ok 6.17 8' Max Depth 1.70 10' Max Depth 12' Max Depth D M„ (DM,, As Stem ft ft.kip ft.kip in2 Check 0 0.00 0.88 0.11 ok 1.00 0.00 0.88 0.11 ok 2.00 0.17 0.88 0.11 ok 2.50 1 0.36 0.88 0.11 ok 2.75 0.49 0.88 0.11 ok 3.00 0.66 0.88 0.11 ok 3.42 0.87 1.70 0.11 ok 3.84 1.07 1.70 0.22 ok 4.26 1.25 1.70 0.22 ok 4.68 1.37 1.70 0.22 ok 5.10 1.40 1.70 0.22 ok 5.46 1.32 1.70 0.22 ok 5.81 1.22 1.70 0.22 ok 6.17 1.11 1.70 0.22 ok 6.52 1.00 1.70 0.22 ok 6.88 0.87 1.70 0.11 ok 7.05 0.70 0.88 0.11 ok 7.23 0.51 0.88 0.11 ok 7.40 0.30 0.88 0.11 ok 7.58 2.02 0.88 0.11 ok 7.75 1.66 0.88 0.11 ok 7.79 1.37 0.88 0.11 ok 7.82 1.06 0.88 0.11 ok 7.86 0.75 0.88 0.11 ok 7.89 0.42 0.88 0.11 ok 7.93 0.09 0.88 0.11 ok 7.96 0.88 0.11 ok 8.00 0.00 0.88 0.11 ok PC PI END D M. ZMn As Stem ft ft.kip ft.kip in2 Check 0 0.00 0 0.11 ok 1.00 0.00 0.88 0.11 ok 2.00 0.15 0.88 0.11 ok 3.00 0.63 0.88 0.11 1 ok 4.00 1.59 1.70 0.22 ok 5.08 3.34 4.50 0.33 ok 5.50 3.75 4.52 0.33 ok 5.93 4.08 4.54 0.33 ok 6.35 4.28 4.57 0.33 ok 6.77 4.30 4.59 0.33 1 ok 7.19 4.23 4.61 0.33 ok 7.55 4.07 4.59 0.33 ok 7.91 3.90 4.61 0.33 ok 8.26 3.71 4.59 0.33 ok 8.62 3.51 4.57 0.33 ok 8.98 3.29 4.54 0.33 ok 9.13 3.00 4.52 0.33 ok 9.29 2.70 4.50 0.33 ok 9.44 2.37 4.42 0.33 ok 9.60 2.02 4.35 0.22 ok 9.75 1.66 4.28 0.22 ok 9.79 1.37 2.86 0.22 ok 9.82 1.06 2.82 0.22 ok 9.86 0.75 2.75 0.22 ok 9.89 0.42 2.68 0.22 ok 9.93 0.09 2.61 0.22 ok 9.960.00 2.54 0.22 ok 10.0 0.00 2.48 0.11 ok PC PI END D M u 4DMn As Stem ft ft.kip ft.kip in2 Check 0 0.00 0 0.20 ok 2.00 0.15 2.79 0.20 ok 3.00 0.62 2.79 0.20 0.20 ok 4.00 1.57 2.79 Fok 5.00 3.16 1 5.50 0.40 ok 7.17 9.52 10.38 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 ok 7.39 9.76 10.38 ok 7.61 9.94 10.38 ok 7.83 10.00 10.38 ok 8.05 10.00 10.38 ok 8.27 10.00 10.21 ok 8.83 9.80 10.04 ok 9.38 9.57 9.87 ok 9.94 9.31 9.69 ok 10.49 9.04 9.52 ok 11.05 8.75 9.18 ok 11.19 8.36 8.83 ok 11.33 7.95 8.48 ok 11.47 7.51 8.14 ok 11.61 7.05 7.79 ok 11.75 6.57 7.79 ok 11.79 6.19 7.79 ok 11.82 5.79 7.79 ok 11.86 5.38 5.38 0.40 0.40 0.40 0.40 0.40 ok 11.894.96 5.38 ok 11.93 4.52 5.38 ok 11.96 4.07 5.38 ok 12.0 3.61 2.79 ok Floor 4.56 0.20 One #3 Alternate Bar Requ rTwo #3 Alternate Bars Required Floor 4.06 0.20 Typical Vertical Rebar #4 0 12" oc Two #4 Alternate Bars Required D MT MMAx EDL Mann MR M „ APE - Advanced Pool Engineering di a Paul Reilly, PE, Engineering Services A, Page S.6 (916) 768-4656 ft ft.kip ft.kip Load Case- a = 1.71. (water) ft Extended Stemwalls Strength Design Load Factor (IF) = 1.7 5.5- $ 8.0' Y cone = 150 pcf Lateral Force (P) = 63 EFP w„Q x1.33 *D 8.00 ft Y soil = 120 pcf Short Term (ST) = 1.00 0 - t t 10.00 in As Axial DL (stem) = 0.00 kip i Notes t 2 10.00 in #3= 0.11 in2 MT = yD3/6 (factored) MT: absolute value of MT shown. t 3 8.00 in #4 = 0.20 in 0.17 0.15 b 12.0 in Mu = MT - Me ok 1.00 - MR= Marro DLSTawt 0 = 0.9 1 r2 2.00 ft fY = 40.00 ksi (DM„ = 0.9 A,fy [d; -(a/2)] /12 a = A,f/(0.85f�b) ! rt 1.33 ft f',= 2.50 ksi mVn = 0.85(2V f',bd + mVs) - V2V; ok 0.17 *geometry for 8' max extended stemwall shown, 5.5' max depth case similar. 0.00 0.11 ok 2.00 - 0.14 0.25 0.23 0.06 Pool 0.88 2.75 Case 1: embedment 2' min: (2'+ 3.5' Extended) = 5.5' total depth, 0.15 0.01 0.11 Case 2: embedment 2' min: (2'+ 6.0' Extended) = 8.0' total depth. 3.00 - 0.48 1 1 0.38 0.23 1 ref ACI 318, 10.5.3 H WATER 1 0.88 FG PC = 6.67 , Point of Curvature = (D -r2) for A, > 1.3(A, Req) ok 0.06 0.11 '�H PI = 7.61 , Point of Intercept =D- r2(0.293) A, Req=1.8bd4felfy sott II 0.10 0.66 0.88 Max Depth 0.17 Spec D MT MMAx EDL Mann MR M „ mM„ di a c A, As Stem ft ft.kip ft.kip kip ft ft.kip ft.kip ftkip in in in x1.33 in2 Check 0 - 0.0 0.00 0.23 0.0 0.00 0.0 2.75 0.17 0.15 - 0.11 ok 1.00 - 0.02 0.13' 0.23 0.03 0.00 0.88 2.75 0.17 0.15 0.00 0.11 ok 2.00 - 0.14 0.25 0.23 0.06 0.09 0.88 2.75 0.17 0.15 0.01 0.11 ok 3.00 - 0.48 1 1 0.38 0.23 1 0.09 1 0.40 1 0.88 1 2.75 10.17 0.15 0.06 0.11 ok 3.50 0.77 0.44 0.23 0.10 0.66 0.88 2.75 0.17 0.15 0.11 0.11 ok 4.00 1.14 0.50 0.23 0.12 1.03 1.70 2.75 0.35 0.29 0.17 0.22 ok 4.50 1.63 0.56 0.23 0.13 1.50 2.06 3.30 0.35 0.29 0.21 0.22 ok 5.00 2.23 0.63 0.23 0.14 2.09 2.45 3.88 0.35 0.29 0.25 0.22 ok 5.50 - 2.97 0.69 0.23 0.16 2.81 2.82 4.45 0.35 0.29 1 0.29 0.22 1 ok (one alternate bar required) F I I i 8.0' Max Depth j (one alternate bar required) 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 T M M EDL Marm M M mM d a c nea A tem ft ft.kip ft.kip kip ft ft.kip ft.kip in in in x1.33 in2 Check 0 0.0 0.00 0.58 0.0 0.00 _2;tL 0.0 7.00 0.17 0.15 - 0.11 ok 1.00 - 0.02 0.13 0.58 0.07 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 2.00 - 0.14 0.25 0.58 0.15 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 2.50 0.28 0.31 0.58 0.18 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 3.00 - 0.48 0.38 0.58 0.22 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 3.50 - 0.77 0.44 0.58 0.25 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 4.00 - 1.14 0.50 0.58 0.29 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 4.50 - 1.63 0.56 0.58 0.33 1.30 2.28 7.00 0.17 0.15 0.08 0.11 ok 5.00 - 2.23 0.63 0.58 0.36 1.87 2.28 - 7.00 0.17 0.15 0.12 0.11 ok 5.50 - 2.97 0.69 0.58 0.40 2.57 4.51 - 7.00 0.35 0.29 0.17 0.22 ok 6.00 3.86 0.75 0.58 0.44 3.42 4.51 7.00 0.35 0.29 0.22 0.22 ok 50 - 4.90 0.81 0.58 0.47 4.43 4.51 - 7.00 0.35 0.29�2F---1 00 - !7.50 6.12 0.88 0.58 0.51 5.62 5.66 8.75 0.35 0.29 7.53 0.94 0.58 0.54 6.99 7.01 1080 0.35 0.29 00 - 9.14 1.00 0.58 0.58 8.56 8.60 13.20 0.35 0.29 0.29 0.22 ok j (one alternate bar required) 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 T SITE PLAN Y Butte County Department of Development Services 5 PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 Assessor's Parcel Number: ® a E — © 1�d Fo-1 --- ® [i] 19 s Proper LLne BUILDING MASTER PLAN i PERMIT#,AJC 11079 #2,7&-o ASSESSOR'S PARCEL#L ts�-:2 4)% II, i .......�..»...»....,,..1........y........L..,.,...L..,,....!»......L.».,,,.1,...... t.......,r....... ,L _:,,.L.:.....y........L.,....1.......w...........»...f..»....d....... !........L....,».f........3...,.,..Y..,..,..w........L........L.,.«...1.......y. S ' S S f D S D II S t II i S S S S S i i L D S f D S II f i f i f i i C II f D i D i i D i i D t i D II D II i i ! ! ! ! f II L ! t 1 L II L ! ! S ! S ! i f ! L L 4 f f ] L ! Owner Name: ,f+1 %Gr Fd Site Location: 2."°Ebhe Contact name: 1,ve V o.NP,_A Phone: 4 Flood Zone: Scale F'= 42 4 F`'. vised 7.20.2015 0 FORM NO DBP -3 Permit #: 01 L�• 101q_ MOTE: SFETHF ATTACHED SWIMMING rOOL REQUIREMENTS Scope of Work: 6'8242--lih P01- x fl£VESCsuiRi SFFYECfb Page 1 of 1 �� From: Gc,d 06-1 �rC %0 Paul Reilly, PE Engineering Services Swimming Pool Master Plan (Structural) Swimming Pool Engineering July 30, 2015 Site: To: R3 (Residential), Group U. Butte County Building Dept. Locations may vary 7 County Center Drive, Oroville Phone (530) 538-2875 Builder: Blue Haven Pools Cal Lic Class C53, No. 934975 3330 Highway 32, Suite B Chico, CA 95973 This letter supersedes prior advisement dated May 15, 2015. Please allow eligible swimming pool permit applications to be processed as a "Master Plan." Plan Type, Steel Schedule: APE "Standard Plan for Expansive Soils, Sheet SP -1" Each swimming pool permit application must include: two APE wet -sealed plan sheets (Number SP -1) and two wet -sealed calculation sets. The property owner name and site address must be printed on the plan sheets and calculation sets. Please contact me if you have any questions. ECEiVED Thank you, PAY 19 2rij Paul Reilly, PE BUTTE COUNTY DDS PUILDINC t PIAN,NINC Note: Authorized signatories for the referenced structural plan SP -1 are: Paulo Ibanez, RCE 61896, and Paul Reilly, RCE 53583 2351 Sunset Blvd, Suite 170, Rocklin, Ca 95765 Ph 916 768-4656 Fx 916 435-9544 Be safe ! w FOR RAISED BOND-BEAM: SEE DETAIL 12 TO DETERMINE THE REQUIRED "H" ® NO7rEs DECK, CAP OR GRADE CANTILEVER CIP, CMU 11" MIN 11" MIN 1. IF A LISTED AND APPROVED AUTO HYDRO- MAY VARY PER PLAN OR SHOTCRETE WALL. FG STATIC RELIEF DEVICE IS USED, INSTALL THE G OPTIONAL CAP SHOWN. o EXTERIOR FACE: EXTERIOR FACE: 4' MAX H 5' MAX H 6` MAX H T MAX H DEVICE PER THE SUPPLIER SPECIFICATIONS. F Fco ;:, Op #412" OC MAX #412" OC MAX 2. ALTERNATELY, THE BUILDER MAY USE THE >- = S EACH WAY _ S EACH WAY 6„ STEM 6" STEM 6" STEM X S 8" MIN Y 6 0 7 STEM DETAIL BELOW TO RELIEVE HYDROSTATIC (no alt bar req'd) (no alt bar req'd) (no alt bar req'd) PRESSURE ABOUT THE SHELL. Q , • o (+� EMBEDDED + 1 ALT BAR ao M ADD ONE - - WP FACE o PIPING 2" CLR, TYP = oo REQUIRED REMOVABLE CAP OR �6 - u 13;: w • T F "� ALT BAR 2„ CLR R=12 0 , o - o o a FLOOR PLUG ON 24" PVC PIPE _ ' _ TYPICAL BASIN oa 6-1 cfl O n� R p D ; °O co FG O o co 6 LL cfl O " o� 15 ll ; R=18"%1 �'' '� Q vve:p>o_a;: v > 6.D a v d_Da _ 12 • 6 S :a..v ADD ONE nD as �- 6 CHAMFER FG ALT BAR EXTEND 2" PERFORATED 20" MIN 4" g 15 S o0 8' MAX H 9' MAX H 70' MAX H 12 MAX H 'wee°o 0o PIPE 12" DEPTH MIN IN 24" MAX 8" MAX NOTCH DIMENSION 6' MI 6 PERVIOUS MATERIAL. GEOCOMPOSITE BACKING 15 9" STEM a• PERFORATE PVC PIPE REQUIRED. SEE NOTE G.7. STEM WIDTH, WATER-LINE, o.o- o o ; OR FG MAY VARY. SEE *CASE *CASE 2 8" STEM o„a v, v , LIMITS BELOW POOL QF FINISH GRADE. BUILDER PLAN FOR THE BASIN SIZE I - T' STEM 7" STEM\\` % FLOOR. * RECONCILE ALL DIMENSIONS WITH THE MANUF 2:1 MAX BACK SLOPE. MANUF SPECIFICATION OF NOTES MAY VARY 6' MIN --�1 30" MAX BACKFILL. EMBEDDED FEATURES NOTE: STANDARD SPECIFICATIONS FOR EACH JOB PRIOR TO WORK. 1. STEMWALL BASE MUST BE OFFSET FROM ANY DESCENDING SLOPE: T MIN TO SLOPE FACE. VERTICAL REBAR: (POOL REINFORCEMENT NOT SHOWN) SEAT STEM 2. SEE'GENERAL NOTES' AND'SCHEDULE B' FOR ALL OTHER REQUIREMENTS. 1 ALT BAR. \ #412" OC, TYPICAL REQUIRED 1 ALT BAR S p 1.0 HYDROSTATIC RELIEF D, 2.0 VAULT OR FEATURE � 3.0 WALL ® 4.0 NOTCH ® 5.0 VANISHING EDGE * DETAIL NOTES APPLY TO BOTH SECTIONS � REQUIRED 2 ALT BARS top 5 � REQUIRED ADD TWO -� o O #4 ALT BARS TOTAL FEATURE WIDTH u- R�' 0 5, m Z� 2" CLR • u Ez�' o o - - of ROCK OR 6 WP FACE S WP FACE ,c M 7 MIN -�I ice- TYPICAL�I Q co 0 5 MASONRY G u ,�• Fz' OPTIONAL (_ I EMBEDDEID �- - - PLUMBING OK EMBEDDED o S S PLUMBING OK + "' 7" MIN WIDTH `° 11" MIN WIIDTH 11 MIN WIDTH } ALTERNATE REBAR SPACING (TOP VIEW) REBAR BENDS: TIES & STIRRUPS • ` FG FG 6 ADD ONE #4 ADD ONE ##<4 TYPICAL S >- STD REBAR STD REBAR 90° 135° 180° o _ o- S ;',g Z FULL-HEIGHT FULL-HEIGHIT SPACING SPACING _ SUTYP 6d �* i w ALTERNATE BAR ( w ALTERNATE: BAR z� " TYP �� 6 6 6d 8 6 d tk 4 (C '„ o, �p •T • •':. --i - w= 2 MINRADIUS .� ♦ �(_ 2 MIN RADIUS ,<, •, MIN �:, .,,:� m � (1) ALT BAR 2 ALT BAR d - - BAR AMET R P AL ' O BEND DIAMETER (SIX DI E S), TY IC 51 Q .~�`�;w REBAR NOTES: d... , ,.., ..r_ .. ,_ s. .....,..3 ZS SEPARATE BB REBAR AND ADD HARP CUT OR RADIUS, B.1 MINIMUM STRUCTURAL SECTION: `6" THICKNESS, WITH #3 REBAR 12" OC MAX SPACING, EACH WAY, UON. Q CJ WHEN THE TOTAL FEATURE o w EXCAVATION MAY VARY WIDTH IS GREATER THAN 3-FEET. . i - B.2 CONTINUOUS HORIZONTAL REBAR IS ALSO REQUIRED AT BOUNDARY ELEMENTS (SEE SECTION A). �- CASE 1 CASE 2 N O W CASE 1 NO PLUMBING CASE 2 EMBEDDED PLUMBING a. ALTERNATE REBAR IS REQUIRED FOR ALL CASES WHERE H > 6'-0", AND SHALL BE EVENLY SPACED o SHELF OR STEPPED SECTION(S) SPACED BETWEEN THE STANDARD VERTICAL REBAR AS SHOWN IN THE STRUCTURAL SECTIONS ABOVE. Q MAY VARY PER BUILDER PLAN. NOTES b. ALTERNATE REBAR NEED NOT INTERSECT OR CROSS ANY OTHER ALTERNATE REBAR - © RAISED CURB(S)MAY BE 1. STEMWALL BASE MUST BE OFFSET FROM ANY DESCENDING SLOPE: T MIN TO SLOPE FACE. NOTES 1. FEATURE MAYBE "DRY" OR "WET" PER PLAN. 2. FEATURE SHAPE MAY VARY PER BUILDER PLAN. ADDED TO ANY EB.1 2. A DROP-STEM MAY BE ADDED TO ACHIEVE THE 2-FOOT MINIMUM EMBEDMENT ("CASE 2" ONLY 3. SEE "SECTION A-TYPICAL" FOR DETAILS NOT SHOWN. SAMPLE: INTERIOR CORNERS WITH TIGHT CURVES (GEOMETRIC OR FREE-FORM SHAPES, PLAN VIEW). SEE REBAR NOTE B.1 )' c. ALTERNATE REBAR TO BE THE SAME SIZE AS THE ADJACENT VERTICAL REBAR PLACED, UON. 1 6.0 SHELF or STEPPED FEATURE ► 7.0 EXTENDED CANTILEVER STEMWALLS � 8.0 POOL, SPA, FEATURE & ISOLATION WALLS d. LAP SPLICES ARE NOT PERMITTED IN ALTERNATE BARS. H<10' MAX: EXTEND ALTERNATE BARS 24" BEYOND RADIUS, INTO STEMWALL & FLOOR, UON. H>_10' MAX: EXTEND ALTERNATE BARS 48" BEYOND RADIUS, INTO STEMWALL & FLOOR, UON. INSTALL NICHE PER MANUF SPECS BB- Z 2� EXISTING RETAINING WALL, AS OCCURs GENERAL NOTES B.3 • REINFORCEMENT SHALL NOT BE BUNDLED. SKIMMER MAX H =12 FEET G1 SEE BUILDER PLAN FOR ADDITIONAL INFORMATION. • A 21/2" MINIMUM CLEARANCE IS RECOMMENDED BETWEEN PARALLEL BARS WHEN FEASIBLE. (TOTAL 4) TOP: #3 Q w S OFFSET THE BUILDER MUST EXCERCISE DUE-DILIGENCE TO • REBAR LAP SPLICES TO BE 40 BAR-DIAMETERS MINIMUM. ABY-PASS LAP SPLICE IS RECOMMENDED. PLAN VIEW REBAR Q z 6 - - - - - - - - - - - VERIFY THAT SITE IS FREE OF UTILITY CONFLICTS U w • BENCH MAY AND THAT NO SIGNIFICANT SOIL DEFECTS EXIST. • IF CONTACT LAP-SPLICES ARE PERMITTED, THE OUTER BAR MUST BE SET UPON THE INNER BAR. x m LIGHT DECK OR COPING w VARY PER PLAN m g G2 IF DIFFERING SITE CONDITIONS OR MODIFIED WORK: • ALLOWABLE REBAR SUBSTITUTIONS: ONE #4 -> TWO #3 REBAR SPACED 21/2 APART). - ( ) NICHE Z �'..a , CONSULT THE ENGINEER PRIOR TO CONSTRUCTION. B.4 ADD (1) ALTERNATE BAR: AT THE EXCAVATION ACCESS RAMP, IN WALL SECTIONS ADJACENT TO UN- -v gg - w �:` . G3 A GEOTECHNICAL EVALUATION IS RECOMMENDED COMPACTED OR LOOSE SOIL, AND BELOW THE LIMITS OF ALL ROCK-BENCHES. o :. •' Pool FOR ALL BUILDING PROJECTS &EXCAVATIONS, r> /%�' ' •` • '- (SEE NOTE 2) R ;•' H H H 1 4 ;' * : • G4 SOIL COMPACTION (WITH GEOTECH OBSERVATION) B.5 EXTRA REBAR IS REQUIRED WHEN THE WALL-FLOOR EXCAVATION-RADIUS IS LESS THAN THE RADIUS a Fh c•�'_ _• _'� °"r' • .��: • IS REQUIRED ON ALL FILL SOIL: COMPACT ALL FILL VALUE SHOWN ABOVE: ADD (1) ALT BAR FOR EACH FOOT THE EXCAVATION-RADIUS HAS BEEN REDUCED. � ADD (2) HO , To 90% MAX DRY DENSITY PER ASTM D1557. IF HIGHLY NOTES: NOTES #4 REBAR x 1I EXPANSIVE SOILS OR UNUSUAL SITE CONDITIONS ARE B.6 ANY ADDITIONAL REINFORCEMENT MAY BE ADDED TO FACILITATE CONSTRUCTION. o N REQUIRED REBAR: LENGTH M 6 1. WHEN CLAY SOILS ARE PRESENT, RECOMMEND) 30" MIN 1. FIND MAX H, SEE "SCHEDULE B" FOR SECTION DETAIL. DISCOVERED, STOP-WORK AND NOTIFY THE ENGINEER. BY PROVIDE PIPE-WRAP ONLY ON METALLIC PIPE PENETRATIONS & ALL EMBEDDED METALLIC PIPES. 01 FRONT FACE DIAGONALS -- DEPTH EXCAVATION. INTENT: EXCAVATE BELOW THE 2. OFFSET TO WALL FACES OR FOUNDATION MAY VARY. SATURATE EXPANSIVE SOILS PRIOR TO SHOTCRETE. A PIPE WATER-STOP FLANGE IS RECOMMENDED FOR ALL WET-PIPE PENETRATIONS. °-' „ #3 REBAR x 4' LENGTH S "ACTIVE SOIL ZONE". CONSOLIDATE A 314" GRAVEL 3. PORTIONS OF EXISTING RETAINING WALL MAY BE G5 APPLY SHOTCRETE AGAINST UNDISTURBED FIRM BEDDING OR PLACE SHOTCRETE FOR REQUIRED FINISH. REMOVED. RECONSTRUCTED PORTIONS MUST MEET NATIVE SOIL OR ENGINEERED GRADE AND KEEP 6.8 FOUNTAIN HEADS, SHEAR-DESCENT OR OTHER FEATURES MAYBE EMBEDDED IN ANY STEMWALL. STANDARD REBAR NOT SHOWN. SECTION 2. DEPRESS OR ROTATE BOND BEAM FOR BEACH ENTRY. CURRENT CODES FOR RETAINING WALLS. SHOTCRETE MOIST FOR 7-DAYS AFTER PLACEMENT. ® SCHEDULE B - STRUCTURAL SECTIONS & REBAR NOTES ®9.0 LIGHT NICHE 1110, 10.0 SKIMMER ®11.0 BENCH OR BEACH ® 12.0 DESIGN HEIGHT "H„ G6 PREVENT BUILD-UP FOR ALL STRUCTURAL AHYDROSTATIC PRESSURE SECTIONS AND PROVIDE POSITIVE DRAINAGE BEHIND BOTH STEMWALLS AND RETAINING WALLS. IF A SEEP, OR HIGH-WATER IS t-iO KEYNOTES DISCOVERED, THEN A HYDROSTATIC RELIEF DEVICE BUTTE COUNTY 9VCoI+�tivfil R14i_ ADJACENT FOOTING: 5' MIN OFFSET IS REQUIRED. ADDITIONALLY, CONSOLIDATE A PLACE C D"B EAE w, EN` O SEE SECTION A, SKIMMER ELEVATION. BEDDING OF 3/4" CRUSHED GRAVEL ON THE FLOOR. DEBAR NC CK -AN TE ALL ® #4 REBAR 12" OC MAX SPACING (16" OC FOR CMU). G7 STORMWATER DRAINS AND/OR SWAILS ARE SKIMMER MPL9 © ©6"MIN THICKNESS CONCRETE/SHOTCRETE/GUNITE. REQUIRED TO CAPTURE & CONVEY ALL SURFACE DATE o !G BY WATERSHED FROM ASCENDING SLOPES PRIOR TO FG O7 7"MIN THICKNESS CONCRETE/SHOTCRETE/GUNITE CONTACT WITH STEMWALLS. PERVIOUS MATERIAL BB BB �O0 ®8"MIN REBAR HOOK. CAN BE USED IN CONJUNCTION WITH MANUF GEO- _ WATER LINE O ,� COMPOSITE SYSTEMS (MIRAFI, GRACE, AMERDRAIN, 15 EXTEND REBAR LEG 15" MINIMUIt v 2 TYPICAL O TOTAL DRAIN, OTHER), AND/OR DRAIN PIPE SYSTEMS. SEE BUILDER PLAN FOR (3) #3 REBAR (MINIMUM)) ®PROVIDE EQUIPOTENTIAL BONDIfG FROI� G NOT URCHARGE STEMWALLS WITH VEHICLES STEPS, BENCHES &SWIM-OUTS POOL REBAR TO DECK PER CEC'ARTICLENO. s; of -MOVING EQUIP T: "NO DRIV ZONE." B (SHOWN WITH BB HAUNCH OPTION) p STEMWALL DRAIN REQUIRED: ERFRGID (PE " OG9 S .UCTURAL SECTI�R IRE EN IN FILTER FABRIC, SET IN PERMIS.MA REBAR IS A BUILDER OPTION STD REBAR & SPACING ADD 12" MIN DEPTH SOIL CAP AT,, R t STEM, } E DR. AIL 12, FI T N SC u OR SECTION, SEE DETAIL 10) IN STEPS & BENCHES # 3 12" OC MAX, EW, TYPICAL MANUF OR FIELD FABRICATED, OA'Y BE USE G10 E PLICABL -O F A 'I S. • TO CONVEY OR CAPTURE WATER) SEE NOT 7 i SI _ , FEAT U K ONFO ;ATO 1I14MER ELEVATION $10NA S STANDARD REBAR SIZE & SP ING. "201 ALIFORI41 G P t L PID SP DE. FES C FN" 3" � MIN COVER, UON • �oQ�E1LLY, pFcti(AGENCY USE) 3" MIN CLEARANCE REQ'D a E I VE D 1954 `� BETWEEN REBAR & EARTH, • BWEV ALL CASES, TYPICAL��� �' g83 � l L4 ro,3s 5- MAY 19 2016 • O HNNEN •• ATE OF COUNFTY DO' SIGNATORYATTACHEDELECTRONICALLY �. DESIGN CRITERIA &MATERIAL SPECIFICATIONS, UON SHEET STANDARD PLAN FOR EXPANSIVE SOILS CRUSHED ROCK BEDDING 1. EXPANSIVE SOIL STEEL SCHEDULE, TYPICAL, EFP 100, 2:1 BACKSLOPE INCLUSIVE. TITLE SEE "GENERAL NOTES" G.6 2• SOIL TYPE: DESIGN ASSUMES SITE CLASS D, TYPE D SOIL, 110 PCF (CONSERVATIVE). PFR 3• REINFORCEMENT: STANDARD IRONWORK CONFORMING TO ASTM A615-40 (GR 40). oo� ME ER ME ER sere: y� 6 b HECK ESIGN'CMR 4.d p ,r0 �pryENT°� �J - --- 04-11-2016 SHOTCRETE I GUNITE: CONFORM TO ACI 506 DRY OR WET), 3000 PSI IN 28 DAYS. yp �e eer �'SP � s"EETNUM°Ea D SECTION A - TYPICAL ® 5• CALCULATIONS USE 2.5 KSI, SHOTCRETE STUNGTH TESTING NOT REQUIRED. d�a�g�n 2,^% {� a . a 6• a e (918)78&4858 q� / ,SS°°ten°"� NO SCALE -THIS SHEET AS APPLIES, A GEOTECHNICAL REPORT MAY PROVIDED WITH THIS SUBMITTAL. 2351 SUNSET BLVD,SUITE»o•RO .IN,ss1as °°An°" S a� 5 �Z- SP1 OOLENGINEE GMAIL.P00L pOpPROFESSW"P «°INC OfF,WP� _ -777 6, T