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HomeMy WebLinkAboutB15-3087 069-620-009Butte County. Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 • Main Phone (530) 538-7601 Fax (530) 538-7785 0cvKMAW47$""a: www.buttecounty.neVdds ANTI -ENTRAPMENT CERTIFICATION FORM FOR SWIMMING POOLS & SPAS FORM NO 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: Phone: Owner's Mailing Address: I hereby certify that the swimming pool, toddler pool, or spa located a the above- mentioned address complies with the provisions or the "Swimming Pool Safety Act of 2006" and has been equipped with an anti -entrapment cover meeting the current ASME/ANSI Standard A 112.19.8 as required under the provisions of the law and have received additional information on pool barrier requirements. Signed: Date: Owner Signed: Date: Contractor CONTRACTOR'S INFORMATION Company Name: California Contractor's License Number: Mailing Address: Phone: Email: Attachments: Swimming Pool Enclosure Requirements and Pool Barrier handout Revised 7.20.2015 Pagel of3 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 11346-91. Enclosure: A fence, wall or combination thereof that isolates a swimming pool from unauthorized access. Exit Alarm: A device that makes an audible, continuous alarm sound on the doors leading from the dwelling/garage or other structure to the pool enclosure, which, when opened or left ajar, permits entry to the pool without any intervening enclosure device. Exit alarms may be battery operated or connected to the electrical wiring of the building. Public Swimming Pool: A swimming pool operated for the use of the general public with or without charge, or for the use of the members and guests of a private club. Public swimming pool does not include a swimming pool located on the grounds of a private single family dwelling. Swimming Pool or Pool: Any structure intended for swimming, recreational bathing or other recreational use that will contain water over 18 inches in depth. Swimming pools include in -ground and above -ground structures and include, but are not limited to, hot tubs, spas, portable spas and non-portable wading pools. Other terms, words, or phrases not defined shall have their ordinarily accepted meanings within the context with which they are used. Webster's Third New International Dictionary of the English Language, Unabridged, copyright 1986, shall be considered as providing ordinarily accepted meanings. Revised 7.20.2035 Page 2 of Swimming Pool Requirements Drowning Prevention Safety Features Based upon California Health and Safety Code Section 115920-115929, known as the Swimming Pool Safety Act The County of Butte requires either a listed, approved safety pool cover* meeting ASTM Standard F1346-91, OR a complying enclosure* which isolates the pool from the dwelling and remaining yard, OR a complying enclosure* which surrounds the perimeter of the pool and dwelling, with door alarms and self-closing, self latching devices on all doors leading into the enclosure. *Enclosures • Minimum height of 60 inches • Access gates shall open away from pool and have self-closing, self -latching device no lower than 60 inches above the ground. • Maximum vertical clearance of 2 inches from the ground to the bottom of enclosure • No openings greater than 1/2 inch within 18 inches of the release mechanism when closed. Gaps or voids shall not allow the passage of a 4 inch sphere. • Outside surface shall be free of cavities or protrusions that would serve as a foothold or handhold that could enable a child of less than 5 years of age to climb over. • Maximum mesh size for chain link shall be a 2.25 inch square unless the fence is provided with slats fastened at the top or bottom which reduce the openings to no more than 1.75 inches *Pool Cover • Shall be correctly installed per the manufacturer's instructions to prevent the access of children under five years of age to the water. • Shall be property 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. Boor alarms or self-closing, self -latching doors Windows and doors routinely closed and latched 'safety pool 0 __ cover ~ ~� 'isolation 'Perimeter ' At a mtnimum, one of these shall be provided Revised 7.20.2015 Page 3 of 3 self-closing, self -latching (Revised 4/08) WATER SUPPLY AND DISTRIBUTION TABLE 603.2 BACKFLOW PREVENTION DEVICES, ASSEMBLIES, AND METHODS DEGREE OF HAZARD_..____....._... CONTAMINATION AND METHODS (continued)_- DEVICE, ASSEMBLY, APPLICABLE (LOW HAZARD) (HIGH HAZARD) ~— INSTALLATION24', t STANDARDS j OR METHOD BACK- BACK- BACK- BACK- $IPNONAGE PRESSURE SIPHONAGE PRESSURE Upright position. Minimum of 12 inches - _ — i _"---_- ASME — X X See Table 603 3.1 in this chapter. Air _.. ----- AI12.1.2 i I I i ASSE 1056 I — _ Air gap fitting is a device with an inter - fitting I Air gap fittings for use- ASME i : nal air gap and typical installation .with plumbing fixtures, At 12,1.3 X — X — I.. includes plumbing fixtures, appliances The critical level shall! appliances and appurte- and appurtenances. finances not be installed below the flood level rim. } ! Upright position. No valve down- (Atmospheric vacuum stream. Minimum of 6 inches or listed Ibreaker.(consist5 of a body,'. ASSE 1001 or — — X X CSA B64. 1.1 -distance above all downstream piping checking member and and flood -level nm of ret toea_5 atmospheric port)` i I. �� i need platfumilladder for test and , Installation on gravity water closet , --iAntisiphon fill valve (ball flush tank and urinal tanks with the fill stocks) for gravity water ASSE 1002 or I X — X _ valve installed with the critical level notj closet Flush tanks and uri- CSA B125.3 less than 1 inch above the opening of,,, I nal tanks I _— _ . P P 4s ,the overflow i e. 1 Horizontal unless otherwise listed , Access and clearance shall be in actor ,I [ion Assembly (two I I independently acting ; I I dance with the manufacturers mstme loaded check valves, a installation includes wall h drams and':, y JVacuum breaker wall i I repair. May discharge water. Installs- hose bibbs. Such devices are not for use hydrants, hose bibbs, frost ASSE 1019 or X _ X — under continuous pressure conditions j Iresistant, automatic drain- li CSA B64.2.1.1( I of shutoff downstream of ling type For SI units: I inch: 25.4 mm j 11 device is prohibited).4'1 !device 11 Backflow-preventer for l (Carbonated Beverage Dis- I I i 603.3.5 Pressure Vacuum Breaker Backflow Pre- Installation includes carbonated bever- I age machines or dispensers. These ',,pensers (two independent ASSE 1022 X I — _ — devices operate under intermittent or '!check valves with a vent tocontinuous erly located cocks, device shall be permitted to be installed indoors where flow Prevention Assembly. A double check valve i pressure conditions. t Double Check Detector Fire Protection Backflow I Prevention Assembly (two independent check valves with a parallel detector ASSE 1048 li X assembly consisting of a water meter and a double j !check valve backflow pre- vention assembly and Imeans of field testing) 130 X Horizontal unless otherwise listed. Access and clearance shall be in accor- dance with the manufacturer's instmc- tions, and not less than a 12 inch clear- _ — ance at bottom for maintenance. May need platfoon ladder for test and repair. Does not discharge water. Installation includes a fire protection system and is designed to operate under continuous j pressure conditions. 2013 CALIFORNIA PLUMBING CODE PWATER SUPPLY AND DISTRIBUTION TABLE 603.2 BACKFLOW PREVENTION DEVICES, ASSEMBLIES, AND METHODS (continued)_- Spill -Resistant Pressure ii - - -- -� —�-- --'-'-"-POLLUTION CONTAMINATION i Upright position. Minimum of 12 inches !vacuum Breaker (single X — X or listed distance above all downstream check valve with air inlet Invent and means of feld i ASSE 1056 I piping and flood -level rim of receptor.' (testing) � — above all downstream piping and 'I .1 flood -leve) rim of receptor. May dis- Horizontal unless otherwise listed. 'Double Check Valve Back -I {', and means of field I Access and clearance shall be in actor- Flow Prevention Assembly ASSE 1015; AW WA CS l0; 1' Horizontal unless otherwise listed. '.. dance with the manufacturer's instruc- tions, and not less than a 12 inch clear- ' (two independent check CSA B64.5 or X X — — '.. snce at bottom for maintenance. May j valves and means of field CSA B64.5.1 �� i need platfumilladder for test and , ! need IatformAadder for test and repair. I -I p %I rtesting) iI Does not discharge water. , Double Check Detector Fire Protection Backflow I Prevention Assembly (two independent check valves with a parallel detector ASSE 1048 li X assembly consisting of a water meter and a double j !check valve backflow pre- vention assembly and Imeans of field testing) 130 X Horizontal unless otherwise listed. Access and clearance shall be in accor- dance with the manufacturer's instmc- tions, and not less than a 12 inch clear- _ — ance at bottom for maintenance. May need platfoon ladder for test and repair. Does not discharge water. Installation includes a fire protection system and is designed to operate under continuous j pressure conditions. 2013 CALIFORNIA PLUMBING CODE PWATER SUPPLY AND DISTRIBUTION TABLE 603.2 BACKFLOW PREVENTION DEVICES, ASSEMBLIES, AND METHODS (continued)_- ---"- DEGREE OF HAZARD — - - -- -� —�-- --'-'-"-POLLUTION CONTAMINATION i DEVICE, ASSEMBLY, APPLICABLE (LOW HAZARD) (HIGH HAZARD) 2 3 _ _ _„ _ INSTALLATION STANDARDS RACK.7-- BACK - BACK OR METHOD' GE �� PRESSURE SIPHONAGE PRESSURE SIPHONAGE Pressure Vacuum Breaker Backflow !Upright position. May have valves Prevention Assembly downstream. Minimum of 12 inches (loaded air inlet 'ASSE 1020 or X _ X CSA B64.1.2 — above all downstream piping and 'I .1 flood -leve) rim of receptor. May dis- valve, internally loaded check valve it '�, charge water. {', and means of field I testing) Reduced Pressure - 1' Horizontal unless otherwise listed. Principle Backflow Access and clearance shall be m actor - Prevention Assembly ASSE 1013; li (two independently ! AW W A CS 11; 1, dance with the manufacturer's instmc- X tions, and not less than a 12 inch clear - X I X X acting loaded check CSA B64.44 64.4 or .4o I,I ance at bottom for maintenance. May valves, adifferential CSA B6 I, , �� i need platfumilladder for test and , pressure relief valve repair. May discharge water and means of field I '.testing) - Reduced Pressure i Detector Fire Protec- I j ! tion Backflow Preven-'I 1 Horizontal unless otherwise listed , Access and clearance shall be in actor ,I [ion Assembly (two I I independently acting ; I I dance with the manufacturers mstme loaded check valves, a tions, and not less than a 12 inch clear - I I ance at bottom for maintenance. May 1 differential pressure ASSE 1047 X X X X 1 need platform/ladder for test and relief valve, with a repair. May discharge water. Installs- parallel detector assembly consisting of!, I I tion includes a fire protection system a water meter and a { I and is designed to operate under con - conditions. reduced -pressure prin-I� 11 j tinuous pressure ciple backflow pre- I. ''. vention assembly, and means of field testing) -------- For SI units: I inch: 25.4 mm Notes: i See description of devices and assemblies in this chapter. _ Installation in pit or vault requires previous approval by the Authority Having Jurisdiction. 3 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. ' For deck -mounted and equipment mounted vacuum breaker, see Section 603.5.14. assembly consists of two indepen- 603.3.5 Pressure Vacuum Breaker Backflow Pre- backflow prevention internally loaded check valves, adiffer- vention Assembly (PVB). A pressure vacuum breaker dently acting valve, four properly located test backflow prevention assembly consists of a loaded air ential pressure -relief two isolation valves. inlet valve, an internally loaded check valve, two prop- test and two isolation valves. This cocks, and 603.3.8 Double Check Detector Fire Protection Back - erly located cocks, device shall be permitted to be installed indoors where flow Prevention Assembly. A double check valve provisions for spillage are provided. backflow prevention assembly with a parallel detector 603.3.6 Spill -Resistant Pressure Vacuum Breaker assembly consisting of a water meter and a double check I (SVB). A pressure-type vacuum breaker backflow pre- valve backflow prevention assembly (DC). vention assembly consists of one check valve force- inlet vent valve force -loaded 603.3.9 Reduced Pressure Detector Fire Protection loaded closed and an air open to atmosphere, positioned downstream of the check Backflow Prevention Assembly. A reduced -pressure assembly with a parallel valve, and located between and including two tightly principle backflow prevention detector assembly consisting of a water meter and a closing shutoffvalves and test cocks. Reduced -Pressure Principle Backflow Pre- seduced -pressure principle backflow prevention assem- 603.3.7 vention Assembly (RP), A reduced -pressure principle bly (RP). 131' 2013 CALIFORNIA PLUMBING CODE " uV! tL �J\!V!R! ! �: L.V LLQ✓I I`!ILII. VL11V 5VL" FrNRcus11 oe iucrsl � en ec ruenwacn to rote Aonn1 c -_ I' �-- �' f" fiPE t., NOTE: - C/ An outdoor swimmingDATE _ 3Y_ See the attached Pool shall be provided with ' drowning g prevention safety features that comply with SWIR1ITlltln 1�ppl `� California Health and Safety Code Section 115920- �-�—_ RedUlPerpgntS 115928. These features shall be installed, inspected and approved prior to plastering or filling with water. GENERAL POOL SPECIFICATIONS: (Temp.# Lot tJIOCK tract Mapsco No. III - �T-T-7� -11 SUR. -91 MAXIMUM WIDTH: PERfMETE AREA: MAXIMUMLENGTH: POOL CAPACITY - POOL DEPTHS: TURNOVER RATE: Hrs. EXCAVATION 4! ,,��� Front Rear DECKING Type u ' c A.tp ,Q$t Shuffle Dig Cofor ` Remove Dirt Risers Remove Stump(s) Footings = Remove Fence Mastic Ajr� Replace Fence Remove Concrete Drains ^ fr Sawcut Concrete Ft. EQUIPMENT FilterTyl2e Size STEEL Pump HP ` I 19 2 Sp 1 Sp Expansive Soil Steel Pattern SH Smart Box Yes No PLUMBING Smart Pure Yes No Smart Light No Filter Run Ftg: _,�- -Y�e-s-- ,y t Return Lines 560 'ght Yes ch P -Trap BNWash Line Gas Line SmartVa �s No _Ftg Drift Drive Heater BTU Nat Pro Div. Board ELECTR CA t Slide Run By Fig Water Feature GUNlTE 40 Love Seat _ PLASTER Swim OutColor IAI M2, ' Ext. 2nd t '* SPA �; R.B.B. in. X Ft, R.B.B. Oin.X Ft. Size In Aut Plumbing Run COPING Dam Wait Length Type Number of Jets TILE Blower Hp _Yes_ No Type Remote Model # Spa Side Switch Yes No Spa Dam AO Smart Light Yes No Accent Tyle 100 Watt Light Yes No BUYER Initials • Approve above specification • Approve equipment location • Understand that decking shown is for it'fuusttration purposes only and understand that they are to receive'` _ square feet of deck. Signature Date _ Prepaired Especially For: Street'' City Zip Home Phone Work Phone Designer Job No. Lot tJIOCK tract Mapsco No. III - �T-T-7� -11 APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 2013 California Building Code Blue Haven Pools Ca Lic Cla$s C5" - 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. Shotcrete is typically applied directly to the face of firm native earth. No active soil pressures are present during the construction phase. The builder may "flash" excavations with a thin layer of shotcrete to stabilize non -cohesive soils, or "flash" may be used as a surface treatment to retard the loss of moisture from the walls of excavations in highly expansive soils; this treatment is non-structural. 2.0 Modes of Failure a. Buoyancy: Hydrostatic pressure due to a high water table or other sources can displace or float a partially empty pool/spa. Specifications require mitigation for adverse hydrostatic forces to relieve hydrostatic pressure about all pools & walls. b. Differential Subsidence: Loose embankment or unsuitable fill. Soil compaction, 90% max dry density, conforming to ASTM D1557, is required for any earth fill sections placed about the shell. c. Differential Settlement: Desiccation (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. PERMIT # BU*rl-E(10 JNVI)P'Vl LCPMENTSERVICES REVINE v` FOR - �1 } Sie: ;,r1'� 7' / a _ 1) 3.0 Bond Beam The bond -beam on a pool vessel is the top of the pool shell, adjacent to the waterline tile. The bond beam is a location, a point of reference. The haunch, a widening or extension of the bond -beam, was introduced during the early 1900s to accommodate precast coping around swimming pools. Best practices for the design of concrete boundary elements includes increased reinforcement at the bond -beam. Details provide alternate sections for bond -beam construction. The geometry and spacing of reinforcement at the bond beam may vary with architectural requirements or local trade practice. 4.0 Model Notes General load case considers an infinitely long pool stemwall (dry -state, conservative). Consider a primitive "channel model" of the pool with opposing sections providing a restrained toe through the floor section. The "channel model" is subject to cantilever bending only. The opposing 'toe' cannot translate horizontally, and an overturning failure cannot be realized. However, the term overturning -moment (OTM) is presented in the design calculations to provide a conceptual reference for the inward lateral force imposed on the cantilever stemwall. Please contact me if you have any questions. %_f %a Via? 9.1. % ' � �3 I 1 i._ I l r I v! e.� .0— DATE- 0.®DATE BY Page 1 of 11 APE Western Region: 2351 Sunset Boulevard, Suite 170.412, Rocklin, Ca 95765 APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 4.0 Model Notes (continued) For primitive models of the soil -substructure interaction, the EFP component is truncated at the 45 -degree intercept to more accurately assess actual forces acting on the base section. Design calculations incorporate an interpolated linear reduction from the point of curvature to the 45 -degree intercept of the base section. Net moment at base is EMx = OTM - RM, with YE = unit weight of earth, applied as an equivalent fluid pressure FG FG h OTM = YE fi RM = 7, x^ Section: Conventional Retaining Wall L YE OTM - YE B �-L 3) RM = E x^ Section: Distending Radius Foundation W1 5.0 Other Design Considerations For shells with a geometric or rectangular shape (plan view) the structural capacity contributions from the horizontal rebar near interior corners can be significant. However, this additional capacity is disregarded for the primitive case. Free -form pools are classified as hyperbolic -paraboloids and have high levels of structural redundancy. For circular, oval and portions of free -form pools, another model evaluation would be related to the horizontal sections: compressive and tension states that may be resolved as hoop -stress. The infinite combinations of cases for hoop - stress models is not practical for a standard plan. This additional capacity is disregarded for the primitive case. 6.0 Gravity and Surcharge Loads Pool Site: The weight of a swimming pool is approximately one-half the weight of the soil that has been removed to embed the pool. If soil or slope stability problems do not currently exist at a site, then the addition of a pool cannot introduce an adverse gravity or surcharge load. Line Load: An investigation of surcharge models considered a 2 klf line -load, applied 18" below finish grade, offset 5' from the pool wall. These models do not impose significant or adverse lateral surcharge loads on the pool wall or portions of the distending stemwall. Rock Benches: Axial load cases acting on the vertical stemwall of earth -retaining systems increase the magnitude of the resisting moment and are disregarded in the analysis. Page 2 ❑ APE Western Region: 2351 Sunset Boulevard, Suite 170, Rocklin, CA 95765 APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 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. 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) 2. American Shotcrete Association, principles and practice. 3. Army Corp of Engineers, "Shotcrete Design Practice" 4. J. Bowles, "Foundation Analysis and Design," 5th Edition 5. J.Nelson & Miller, "Expansive Soils," 1992 6. Braja M Das, "Shallow Foundations," 1999 7. Nilson/Darwin/Dolan, "Design of Conc Structures," 2004 9. Hugh Brooks, SE, "Basics of Retaining Wall Design," 7'h Page 3 ❑ APE Western Region: 2351 Sunset Boulevard, Suite 170, Rocklin, CA 95765 APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H" = 4' CADD Areas & Moment Arms Distending Stem 6" Radius Radius Interior 3.0' Interior 1.0' 3.5' 2.5' Exterior 1.5' PC • A 0.25' 1.50 B M arm Area PI • C 0.98' PC • A 0.25 1.50 3.41 E B 0.32 1.74 1.26 2.82 PI 6C 0.52 1.99 3.28 D 0.78 2.23 I ' E 1.07 2.48 DESIGN "H" = 6' Distending Stem Radius Radius Interior 3.0' Exterior 3.5' 2.5' M arm Area PC • A 0.25' 1.50 B 0.45' 2.14 PI • C 0.98' 2.78 D 1.71' 3.41 E 2.50' 4.05 I )PC Z'0' 0� . PI 2.01' 6" I I I I A PC 3.0' I , • PI 5.47 DESIGN "H" = 5' Distending Stem 6" Radius Interior 2.0' Exterior 2.5' M arm Area i PC * A 0.25 1.50 B 0.24 1.94 PI OC 0.32 2.38 D 1.26 2.82 1 E 1.81 3.28 PC 3.0',, , , , �•� PI 4.77' DESIGN "H"=7' _______. Distending Stem 6„ Radius Interior 3.0' j Exterior 3.5' M arm Area PC • A 0.25 2.00 j B 0.46 2.64 PI • C 1.00 3.28 E 2.59 4.55 I i A PC 4.0' i 1 ALT BAR REQ'D , • PI 6.47 No Scale This Sheet APE - Western Region 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765 Page 4 n APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H" = 8' Distending Stem Radius Interior 5.0' Exterior 5.5' Area M arm PC • A 1.5 0.25 3.16 1.20 D 4.00 2.14 k E 3.18 CADD Areas & Moment Arms �///pl 6.88 DESIGN "H" = 10' = 9' - - - - - Distending Stem 9" Radius 91 e• 5.0' Distending Stem 8" Exterior I XX Radius Area M arm d i PC 0 A j 0.29 Interior 5.0' 0.32 PI • C 4.69 1.46 0.30 Exterior 5.5' B 6.94 0.74 0.52 j PI • C 8.54 1.60 Area M arm d i I 0.48 PC • A 3.38 0.33 0.40 j B 4.76 0.65 0.41 PI • C 6.14 1.52 0.40 j D 7.49 2.70 0.37 E 8.74 4.05 0.31 - P. 5.08' No Scale This Sheet 2 A BAR REQ'D B' PI 8.98 DESIGN "H" = 9' Distending Stem 7" Distending Stem 9" Radius 91 Interior 5.0' Exterior 5.5' I Area M arm d i PC 0 A 2.33 0.29 0.29 B 3.52 0.61 0.32 PI • C 4.69 1.46 0.30 - PC 4.0' DESIGN "H" = 12' - - - - Distending Stem 9" 91 Radius Interior 5.0' I Exterior 5.5' j Area M arm d PC • A 5.37 0.37 0.48 B 6.94 0.74 0.52 j PI • C 8.54 1.60 0.52 D 10.09 2.79 0.48 E 11.54 4.15 0.40 j I - PC 6.17' 12" OC 2 A BAR REQ'D f_E 9, Ql- PI 11.05 APE - Western Region 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765 Page 5 ❑ APE - advanced pool engineering CBC, ACI 318, ASCE 7 MT Short Term (ST) = 1.00 Load Case: U=1.2D+1.6H Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] Strength Design Marm MD = LD MT Y conc = 150 pcf D 4.00 ft Y soil = 120 pcf t 1 6.00 in As a= A,f1,/(0.85 fib) t' 6.00 in #3 = 0.11 inZ t a 6.00 in #4 = 0.20 in b 12.00 in ft.kip ft.kip r1 INTER. 1.00 ft fy = 40.00 ksi r2 EXTER. 1.50 ft f 2.50 ksi PC PI ENI; PC = 3.00' , Point of Curvature = (D -r2) PI = 4.00' , Point of Intercept Deoth Load Factor (LF) = 1.6 1 4' Max H Lateral Force (P) = 85 EFP MT Short Term (ST) = 1.00 MD Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) Marm MD = LD MT LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Mann DLsTEm As REQ OM„ = 0.9 A,fy [di -(a/2)] /12 cp = 0.9 A, Req = 1.8bd�fc/fy a= A,f1,/(0.85 fib) for A, > 1.3(A, Req) -* ok p m. = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 (DVn = 0.85(24 f � bd + OVs) - '/2V; ok Spec D MT LD MD M. Area EDL Marm MR M „ OM„ di a As REQ As Stem ft ft.kip ft.kip ft.kip fe kip ft ft.kip ft.kip ft.kip in in x 1.33 in 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 0.18 1.00 0.18 0.18 1.00 0.15 0.25 0.04 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.26 1.00 0.26 0.26 1.13 0.17 0.25 0.04 0.22 0.88 - 2.75 0.17 0.10 0.11 ok 2.30 0.28 1.00 0.28 0.28 1.15 0.17 0.25 0.04 0.23 0.88 - 2.75 0.17 0.10 0.11 ok 2.40 0.31 1.00 0.31 1 0.31 1.20 0.18 0.25 0.05 1 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 0.61 1 0.61 1 1.50 0.23 0.25 0.06 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 3.11 0.68 0.89 0.61 0.61 1.55 0.23 0.26 0.06 0.55 0.88 - 2.75 0.17 0.10 0.11 ok 3.23 0.76 0.77 0.59 0.61 1.60 0.24 0.28 0.07 0.55 0.88 - 2.75 0.17 0.10 0.11 ok 3.34 0.85 0.66 0.56 0.61 1.64 0.25 0.29 0.07 0.54 0.88 - 2.75 0.17 0.10 0.11 ok 3.46 0.94 0.54 0.51 0.61 1.69 0.25 0.31 0.08 0.53 0.88 - 2.75 0.17 0.10 0.11 ok 3.57 1.03 0.43 0.44 0.61 1.74 0.26 0.32 0.08 0.53 0.88 - 2.75 0.17 0.10 0.11 ok 3.66 1.11 0.34 0.38 0.61 1.79 0.27 0.36 0.10 0.52 0.88 - 2.75 0.17 0.10 0.11 ok 3.74 1.19 0.26 0.31 0.61 1.84 0.28 0.40 0.11 0.50 0.88 - 2.75 0.17 0.10 0.11 ok 3.83 1.27 0.17 0.22 0.61 1.89 0.28 0.44 0.12 0.49 0.88 - 2.75 0.17 0.10 0.11 ok 3.91 1.36 0.09 0.12 0.61 1.94 0.29 0.48 0.14 0.47 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 1.45 0.00 0.00 0.61 1.99 0.30 0.52 0.16 0.46 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.03 0.30 0.56 0.17 0.44 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.07 0.31 0.60 0.19 0.42 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.10 0.32 0.65 0.20 0.41 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.14 0.32 0.69 0.22 0.39 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.18 0.33 0.73 0.24 0.37 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.22 0.33 0.77 0.26 0.35 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.25 0.34 0.82 0.28 0.34 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.29 0.34 0.86 0.30 0.32 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.33 0.35 0.90 0.31 0.30 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.37 0.36 0.94 0.33 0.28 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.40 0.36 0.99 0.36 0.26 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.48 0.37 1.07 0.40 0.21 0.88 - 2.75 0.17 0.10 0.11 1 ok Page 6 ❑ APE - advanced pool engineering MT LD CBC, ACI 318, ASCE 7 M,„_ Area EDL Load Case: U = 1.217+1.614 MR M 4 <UM„ Strength Design I a As REQ As Stem Y conc = 150 pcf D 5.00 ft Y soil = 120 pcf t 1 6.00 in ft.kip As ft.kip t Z 6.00 in #3 = 0.11 in t, 6.00 in 44 = 0.20 in b 12.00 in 0.00 0.00 0.00 rl INTER. 2.00 ft fy = 40.00 r2 EXTER. 2.50 ft f,= = 2.50 PC = 3.00' , Point of Curvature = (D -r2) PI = 4.77' , Point of Intercept PC PI ENL Denth Load Factor (LF) = 1.6 5' Matti Lateral Force (P) = 85 EFP Short Term (ST) = 1.00 Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) MD = LD MT LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Mann DLSTEM ksi OM„ = 0.9 Asfy [di -(a/2)] /12 (D = 0.9 ksi AS Req = 1.8 M,/fy a= Asfy/(0.85 fib) for AS > 1.3(As Req) - ok p m- = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 OVn = 0.85( 2� f � bd + OVs) --- 'hV; ok c„ D MT LD MD M,„_ Area EDL Marm MR M 4 <UM„ d; I 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 in 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 0.18 1.00 0.18 0.18 1.00 0.15 0.25 0.04 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.26 1.00 0.26 0.26 1.13 0.17 0.25 0.04 0.22 0.88 - 2.75 0.17 0.10 0.11 ok 2.30 0.28 1.00 0.28 0.28 1.15 0.17 0.25 0.04 0.23 0.88 - 2.75 0.17 0.10-1 0.11 ok 2.40 0.31 1.00 0.31 1 0.31 1.20 0.18 0.25 0.05 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 0.61 0.61 1.50 0.23 0.25 0.06 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 3.19 0.74 0.89 0.66 0.66 1.59 0.24 0.25 0.06 0.60 0.88 - 2.75 0.17 0.10 0.11 ok 3.38 0.88 0.78 0.69 0.69 1.68 0.25 0.25 0.06 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.58 1.04 0.67 1 0.70 0.70 1.76 0.26 0.24 0.06 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.77 1.21 0.57 0.69 0.70 1.85 0.28 0.24 0.07 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.96 1.41 0.46 0.64 0.70 1.94 0.29 0.24 0.07 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 4.12 1.59 0.37 0.58 0.70 2.03 0.30 0.26 0.08 0.62 0.88 - 2.75 0.17 0.10 0.11 ok 4.28 1.78 0.27 0.49 0.70 2.12 0.32 0.27 1 0.09 0.61 0.88 - 2.75 0.17 0.10 0.11 ok 4.44 1.99 0.18 0.36 0.70 2.20 0.33 0.29 0.10 0.60 0.88 - 2.75 0.17 0.10 0.11 ok 4.61 2.22 0.09 0.20 0.70 2.29 0.34 0.30 0.10 0.59 0.88 - 2.75 0.17 0.10 0.11 ok 4.77 2.46 0.00 0.00 0.70 2.38 0.36 0.32 0.11 0.58 0.88 - 2.75 0.17 0.10 0.11 ok 4.78 0.00 0.00 0.00 0.70 2.47 0.37 0.51 0.19 0.51 0.88 - 2t2.75O. 0.10 0.11 ok 4.80 0.00 0.00 0.00 0.70 2.56 0.38 0.70 0.27 0.43 0.88 - 0.10 0.11 ok 4.82 0.00 0.00 0.00 0.70 2.64 0.40 0.88 0.35 0.35 0.88 - 0.10 0.11 ok 4.83 0.00 0.00 0.00 0.70 2.73 0.41 1.07 0.44 0.26 0.88 - 0.10 0.11 ok 4.85 0.00 0.00 0.00 0.70 2.82 0.42 1.26 0.53 0.17 0.88 - 0.10 0.11 ok 4.87 0.00 0.00 0.00 0.70 2.89 0.43 1.34 0.58 0.12 0.88 - 0.10 0.11 ok 4.89 0.00 0.00 0.00 0.70 2.95 0.44 1.42 0.63 0.07 0.88 - 2.75 0.17 0.10 0.11 ok 4.91 0.00 0.00 0.00 0.70 3.02 0.45 1.50 0.68 0.02 0.88 - 2.75 0.17 0.10 0.11 ok 4.94 0.00 0.00 0.00 0.70 3.08 0.46 1.57 0.73 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 4.96 0.00 0.00 0.00 0.70 3.15 0.47 1.65 0.78 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 4.98 0.00 0.00 0.00 0.70 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 0.70 3.28 0.49 1.81 0.89 0.00 0.88 - 2.75 0.17 0.10 0.11 ok Page 7 Engineering Services CBC, ACI 318, ASCE 7 MT Short Term (ST) = 1.00 MD Load Case: U = 1.2D+1.6H [no Bldg or other significant axial DL] MT = 7D3/6 (factored) Marm Strength Design LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM 7 conc = 150 pcf D 6.00 ft 7 soil = 120 pcf t 6.00 in ft22ft As t Z 6.00 in #3 = 0.11 in' t a 6.00 in #4 = 0.20 in b 12.00 in 0.0 1.00 0.00 rl INTER. 3.00 ft fy = 40.00 ksi r2 EXTER. 3.50 ft f c= 2.50 ksi PC = 3.00' , Point of Curvature = (D -r2) PI = 5.77' , Point of Intercept PC PI ENE nenth Residential Pool Engineering Load Factor (LF) = 1.6 1 s' Max H Lateral Force (P) = 85 EFP MT Short Term (ST) = 1.00 MD Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = 7D3/6 (factored) Marm MD = LD MT LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM As REQ OM„ = 0.9 Asf,, [d, -(a/2)] /12 (D = 0.9 AS Req = 1.8bd4f�fy a = A,f,/(0.85 f,b) for A, > 1.3(A, Req) - ok P max = 0.75 P b = 0.0232 ref ACI 318, 10.5.3 ft22ft (DVn = 0.85( 2J f'c bd + q)Vs) - 'hV; ok Spec D MT LD MD Mm. Area EDL Marm MR M„ OM„ di a As REQ As Stem ft ft.kip ft.kip ft.kip ft22ft ft.kip ft.kip ft.kip in in x 1.33 in 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 0.18 1.00 0.18 0.18 1.00 0.15 0.25 0.04 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.26 1.00 0.26 0.26 1.13 0.17 0.25 0.04 0.22 0.88 - 2.75 0.17 0.10 0.11 ok 2.30 0.28 1.00 0.28 0.28 1.15 0.17 0.25 0.04 0.23 1 0.88 - 2.75 0.17 0.10 0.11 ok 2.40 0.31 1.00 0.31 0.31 1.20 0.18 0.25 0.05 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 0.61 0.61 1.50 0.23 0.25 0.06 0.56 0.88 2.75 0.17 0.10 0.11 ok 3.27 0.79 0.89 0.70 0.70 1.63 0.24 0.29 0.07 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.53 1.00 0.78 0.78 0.78 1.76 0.26 0.33 0.09 0.70 0.88 - 2.75 0.17 0.10 0.11 ok 3.80 1.24 1 0.68 0.84 0.84 1.88 0.28 0.37 0.10 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 4.06 1.52 0.57 0.87 0.87 1 2.01 0.30 0.41 0.12 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 4.33 1.84 0.46 0.85 0.87 2.14 0.32 0.45 0.14 0.72 0.88 - 2.75 0.17 0.10 0.11 ok 4.56 2.15 0.37 0.79 0.87 2.27 0.34 0.56 0.19 0.68 0.88 - 2.75 0.17 0.10 0.11 ok 4.79 2.48 0.28 0.69 0.87 2.40 0.36 0.66 0.24 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 5.01 2.86 0.18 0.53 0.87 2.52 0.38 0.77 0.29 0.58 0.88 - 2.75 0.17 0.10 0.11 ok 5.24 3.26 0.09 0.30 0.87 2.65 0.40 0.87 0.35 0.52 0.88 - 2.75 0.17 0.10 0.11 ok 5.47 3.71 0.00 0.00 0.87 2.78 0.42 0.98 0.41 0.46 0.88 - 2.75 0.17 0.10 0.11 ok 5.53 0.00 0.00 0.00 0.87 2.91 0.44 1.13 0.49 0.38 0.88 - 2.75 0.17 0.10 0.11 ok 5.58 0.00 0.00 0.00 0.87 3.03 0.45 1.27 0.58 0.29 0.88 - 2.75 0.17 0.10 0.11 ok 5.64 0.00 0.00 0.00 0.87 3.16 0.47 1.42 0.67 0.19 0.88 - 2.75 0.17 0.10 0.11 ok 5.69 0.00 0.00 0.00 0.87 3.28 0.49 1.56 0.77 0.10 0.88 - 2.75 0.17 0.10 0.11 ok 5.75 0.00 0.00 0.00 0.87 3.41 0.51 1.71 0.87 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.79 0.00 0.00 0.00 0.87 3.50 0.53 1.82 0.96 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.82 0.00 0.00 0.00 0.87 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 0.87 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 1 0.00 0.00 0.87 3.78 0.57 2.16 1.22 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.93 -0-.-007 0.00 0.00 0.87 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 0.87 3.96 0.59 2.39 1.42 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.00 0.00 0.00 0.00 0.87 4.05 0.61 2.50 1.52 0.00 0.88 - 2.75 0.17 0.10 0.11 ok Page 8 0 Engineering Services CBC, ACI 318, ASCE 7 Short Term (ST) = 1.00 Load Case: U = 1.2D+1.6H Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) Strength Design MD = LD MT LD: Distending section below PC. apply M. = MT /ST - MR linear M reduction factor, PC thru PI MR= Mann DLsTEM Y conc = 150 pcf D 7.00 ft Y soil = 120 pcf t t 6.00 in ft As ft.kip t Z 6.00 in #3 = 0.11 in t a 6.00 in 44 = 0.20 in b 12.00 in 0.00 0.30 0.0 r1 INTER. 4.00 ft f, = 40.00 ksi r2 ExTER 4.50 ft f,= 2.50 ksi 0.02 PC = 3.00' , Point of Curvature = (D -r2) 0.30 PI = 6.18' , Point of Intercept 0.88 PC PI END Notes I One Alternate Bar Re uired 1. The MR area and Martinoffset to centroid for distending stemwalls derived by CADD application. 2. AS Required: Ref Nilson, Darwin & Dolan, "Design of Concrete Structures", 2004 Depth Residential Pool Engineering Load Factor (LF) = 1.6 1 T Max H Lateral Force (P) = 85 EFP Short Term (ST) = 1.00 MD Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) Marm MD = LD MT LD: Distending section below PC. apply M. = MT /ST - MR linear M reduction factor, PC thru PI MR= Mann DLsTEM As RW OMn = 0.9 Asf, [dl -(a/2)] /12 c) = 0.9 AS Req = 1.8bd4f,,/fy a= Asfy /(0.85 fib) for AS > 1.3(As Req) --> ok p m. = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 ftZ (hVn = 0.85(24 f , bd + (pVs) - '/2V; ok CnPr. MT D LD MD M.. Area EDL Marm MR M„ (DM,, di a As RW As Stem ft ft.kip ft.kip ft.kip ftZ kip ft ft.kip ft.kip ft.kip in in x 1.33 in 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 0.02 1.00 0.02 0.02 0.50 0.08 0.30 0.02 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 2.00 0.18 1.00 0.18 0.18 1.00 0.15 0.30 0.05 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.50 0.35 1.00 0.35 0.35 1.25 0.19 0.30 0.06 0.30 0.88 - 2.75 0.17 0.10 0.11 ok 2.75 0.47 1.00 0.47 0.47 1.38 0.21 0.30 0.06 0.41 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 0.61 0.61 1.50 0.23 0.25 0.06 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 3.47 0.94 0.85 0.81 0.81 1.67 0.25 0.30 0.08 0.73 0.88 - 2.75 0.17 0.10 0.11 ok 3.93 4.40 1.38 1.93 0.71 0.56 0.97 1.08 0.97 1.08 1.83 2.00 0.27 0.30 0.36 0.41 0.10 0.12 0.88 0.96 1.70 1.70 - 2.75 - 2.75 0.35 0.35 0.10 0.10 0.22 0.22 ok ok 4.86 2.61 0.41 1.08 1.08 2.16 0.32 0.47 0.15 0.93 1.70 - 2.75 0.35 0.10 0.22 ok . 5.33 3.43 0.27 0.92 1.08 2.33 0.35 0.52 0.18 0.90 1.70 - 2.75 0.35 0.10 0.22 ok 5.50 3.77 0.21 0.81 1.08 2.50 0.37 0.66 0.25 0.84 1.70 - 2.75 0.35 0.10 0.22 ok 5.67 4.13 0.16 0.66 1.08 2.66 0.40 0.79 0.32 0.76 1.70 - 2.75 0.35 0.10 0.22 ok 5.84 4.52 0.11 0.48 1.08 2.83 0.42 0.93 0.39 0.69 0.88 - 2.75 0.17 0.10 0.11 ok 6.01 4.92 0.05 0.26 1.08 2.99 0.45 1.06 0.48 0.60 0.88 - 2.75 0.17 0.10 0.11 ok 6.18 5.36 0.00 0.00 1.08 3.16 0.47 1.20 0.57 0.51 0.88 - 2.75 0.17 0.10 0.11 ok 6.30 0.00 0.00 0.00 1.08 3.33 0.50 1.39 0.69 0.39 0.88 - 2.75 0.17 0.10 0.11 ok 6.41 0.00 0.00 0.00 1.08 3.50 0.52 1.58 0.83 0.25 0.88 2.75 0.17 0.10 0.11 ok 6.52 0.00 0.00 0.00 1.08 3.66 0.55 1.76 0.97 0.11 0.88 - 2.75 0.17 0.10 0.11 ok 6.64 0.00 0.00 0.00 1.08 3.83 0.57 1.95 1.12 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.75 0.00 0.00 0.00 1.08 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 1.08 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 1.08 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 1.08 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 1.08 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 1.08 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 0.00 0.00 1.08 4.72 0.71 3.03 2.15 0.00 1 0.88 - 2.75 0.17 0.10 0.11 ok 7.00 0.00 0.00 0.00 1.08 4.84 0.73 3.18 2.31 0.00 0.88 - 2.75 0.17 0.10 0.11 ok Page 9 APE - advanced pool engineering Mu rhM. As CBC, ACI 318, ASCE 7 ft ft.kip ft.kip Load Case: U = 1.2D+1.6H Check 0 0.00 Strength Design 0.11 Load Factor (LF) = 1.6 1.00 Summary Y conc = 150 pcf Lateral Force (P) = 85 EFP 2.00 H = 8', 10', & 12' Y soil = 120 pcf Short Term (ST) = 1.00 2.50 0.36 As Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] 2.75 0.49 MT = yD3/6 (factored) 0.11 fy = 40 ksi MD = LD MT LD: Distending section below PC. apply f c = 2.5 ksi Mu = MT /ST - MR linear M reduction factor, PC thru PI 1.70 0.11 MR= Marm DLSTEM 3.84 Distending (Curved) 1.70 oma = 0.9 Asfy [d, -(a/2)] /12 0 = 0.9 Stemwall Models 1.25 AS Req = 1.8bMc/fy a = Asf,/(0.85 f,b) Rebar 4.68 for AS > 1.3(As Req) ---> ok p � = 0.75 p b = 0.0232 Size ok ref ACI 318, 10.5.3 1.40 AS #3 = 0.11 int 0.22 ok (DVn = 0.85(2 f , bd + (pVs) - '/2V; ok #4 = 0.20 int 1.70 0.22 ok 8' Max Depth 1.22 10' Max Depth 12' Max Depth PC PI D Mu rhM. As Stem ft ft.kip ft.kip in 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 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 - 0.88 0.11 - 7.75 - 0.88 0.11 - 7.79 - 0.88 0.11 - 7.82 - 0.88 0.11 - 7.86 - 0.88 0.11 - 7.89 - 0.88 0.11 - 7.93 - 0.88 0.11 - 7.96 - 0.88 0.11 - - - PC PI D M. q)M„ As Stem ft ft.kip ft.kip int 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 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 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 9.96 0.00 2.54 0.22 ok o PC PI D M. <hM. As Stem ft ft.kip ft.kip in 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 ok 5.00 3.16 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 11.89 4.96 5.38 ok 11.93 4.52 5.38 ok 11.96 4.07 5.38 ok 12.0 3.61 2.79 ok ENi)j 8.00 0.88 0.11 END 1 10.0 0.00 2.48 0.11 k END Floor 4.56 0.20 One #3 Alternate Bar Requi F Two #3 Alternate Bars Required Floor 4.06 0.20 Typical Vertical Rebar #4 @ 12" oc Two #4 Alternate Bars Required Page 10 ❑ Engineering Services CBC, ACI 318, ASCE 7 MT MMAx Load Case: U = 1.7L (water) Marra Strength Design Load Factor (LF) = 1.7 7 cont = 150 pef Lateral Force (P) = 63 EFP wa,e *D 8.00 ft 7 sod = 120 pcf Short Term (ST) = 1.00 t t 10.00 in As Axial DL (stem) = 0.00 kip t 2 10.00 in 43= 0.11 in MT = yD3/6 (factored) t 3 8.00 in 44 = 0.20 in' kip b 12.0 in M„=MT - MR ft.kip MR= Mann DLSTEM rZ 2.00 ft fy = 40.00 ksi oM„ = 0.9 Asfy [di -(a/2)] /12 rt 1.33 ft f,= 2.50 ksi (DVn = 0.85(24 f', bd + (DVs) - VW; ok *geometry for 8' max extended stemwall shown, 5.5' max depth case similar. Case 1: embedment T min: (2'+ 3.5' Extended) = 5.5' total depth. Case 2: embedment T min: (2'+ 6.0' Extended) = 8.0' total depth. 0.0 ref ACI 318, 10.5.3 PC = 6.67 , Point of Curvature = (D -r2) for As > 1.3(As Req) - ok PI= 7.61 , Point of Intercept= D- r2(0.293) As Req = 1.8bMc/fy - 0.11 Max Depth 1.00 Residential Pool Engineering Extended Stemwalls 5.5' & 8.0' Notes MT : absolute value of MT shown. (D = 0.9 a = A,fy/(0.85f,b) Pool H WATER FG �H SOIL rvr-: D MT MMAx EDL Marra MR M „ (DM„ di a c As REQ As Stem ft ft.kip ft.kip kip ft ft.kip ft.kip ft.kip in in in x1.33 in' 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 0.38 0.23 0.09 0.40 0.88 - 2.75 0.17 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 1 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 0.29 0.22 ok (one alternate bar required) 8.0'. Max Depth (one alternate bar requtrea) Page 11 ❑ MT M Ax EDL Mann MR M (DM d; a c As REQ As Stem ft ft.kip ft.kip kip ft ft.kip ft.kip ft kip in in in x1.33 in' Check 0 0.0 0.00 0.58 0.0 0.00 0.0 7.00 0.17 0.15 - 0.11 ok 1.00 0.02 0.13 0.58 0.07 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 2.00 0.14 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 1 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 T 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 6.50 4.90 0.81 0.58 0.47 4.43 4.51 - 7.00 0.35 0.29 0.29 0.22 ok 7.00 - 6.12 0.88 0.58 0.51 5.62 5.66 8.75 0.35 0.29 0.29 0.22 ok 7.50 7.53 0.94 0.58 0.54 6.99 7.01- 10.80 0.35 0.291 0.29 0.22 ok 8.00 F 9.14 1.00 0.58 0.58 8.56 8.60 13.20 0.35 0.29 1 0.29 0.22 ok (one alternate bar requtrea) Page 11 ❑ APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 2013 California Building Code Blue Haven Pools Ca Lic Class C53 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. Shotcrete is typically applied directly to the face of firm native earth. No active soil pressures are present during the construction phase. The builder may "flash" excavations with a thin layer of shotcrete to stabilize non -cohesive soils, or "flash" may be used as a surface treatment to retard the loss of moisture from the walls of excavations in highly expansive soils; this treatment is non-structural. 2.0 a. R C. Q Modes of Failure 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. 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. Differential Settlement: Desiccation (soil moisture removed by trees, or vegetation) this phenomenon is rarely encountered. 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. Site: ob, to) � 3.0 Bond Beam The bond -beam on a pool vessel is the top of the pool shell, adjacent to the waterline tile. The bond beam is a location, a point of reference. The haunch, a widening or extension of the bond -beam, was introduced during the early 1900s to accommodate precast coping around swimming pools. Best practices for the design of concrete boundary elements includes 'increased reinforcement at the bond -beam. Details provide alternate sections for bond -beam construction. The geometry and spacing of reinforcement at the bond beam may vary with architectural requirements or local trade practice. 4.0 Model Notes General load case considers an infinitely long pool stemwall (dry -state, conservative). Consider a primitive "channel model" of the pool with opposing sections providing a restrained toe through the floor section. The "channel model" is subject to cantilever bending only. The opposing 'toe' cannot translate horizontally, and an overturning failure cannot be realized. However, the term overturning -moment (OTM) is presented in the design calculations to provide a conceptual reference for the inward lateral force imposed on the cantilever stemwall. Please contact me if you have any questions. Page 1 of 11 APE Western Region: 2351 Sunset Boulevard, Suite 170.412, Rocklin, Ca 95765 APE advanced pool engineering,. Paul Reilly, PE, Engineering Services Ph 916 768-4656 4.0 Model Notes (continued) For primitive models of the soil -substructure interaction, the EFP component is truncated at the 45 -degree intercept to more accurately assess actual forces acting on the base section. Design calculations incorporate an interpolated linear reduction from the point of curvature to the 45 -degree intercept of the base section. Net moment at base is EMx = 0TM - RM, with YE = unit weight of earth, applied as an equivalent fluid pressure FG FG OTM = YE6 RM = E x^ Section: Conventional Retaining Wall YE OTM - YE 6 l 3 ) RM =I xiw, Section: Distending Radius Foundation W1 5.0 Other Design Considerations For shells with a geometric or rectangular shape (plan view) the structural capacity contributions from the horizontal rebar near interior corners can be significant. However, this additional capacity is disregarded for the primitive case. Free -form pools are classified as hyperbolic -paraboloids and have high levels of structural redundancy. For circular, oval and portions of free -form pools, another model evaluation would be related to the horizontal sections: compressive and tension states that may be resolved as hoop -stress. The infinite combinations of cases for hoop - stress models is not practical for a standard plan. This additional capacity is disregarded for the primitive case. 6.0 Gravity and Surcharge Loads Pool Site: The weight of a swimming pool is approximately one-half the weight of the soil that has been removed to embed the pool. If soil or slope stability problems do not currently exist at a site, then the addition of a pool cannot introduce an adverse gravity or surcharge load. Line Load: An investigation of surcharge models considered a 2 klf line -load, applied 18" below finish grade, offset 5' from the pool wall. These models do not impose significant or adverse lateral surcharge loads on the pool wall or portions of the distending stemwall. Rock Benches: Axial load cases acting on the vertical stemwall of earth -retaining systems increase the magnitude of the resisting moment and are disregarded in the analysis. Page 2 ❑ APE Western Region: 2351 Sunset Boulevard, Suite 170, Rocklin, CA 95765 APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 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. 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) 2. American Shotcrete Association, principles and practice. 3. Army Corp of Engineers, "Shotcrete Design Practice" 4. J. Bowles, "Foundation Analysis and Design," 5th Edition 5. J.Nelson & Miller, "Expansive Soils," 1992 6. Braja M Das, "Shallow Foundations," 1999 7. Nilson/Darwin/Dolan, "Design of Conc Structures," 2004 9. Hugh Brooks, SE, "Basics of Retaining Wall Design," 7th Page 3 ❑ APE Western Region: 2351 Sunset Boulevard, Suite 170, Rocklin, CA 95765 APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H" = 4' Distending Stem Distending Stem Radius Radius 6" Interior 1.0' Exterior 2.5' Exterior 1.5' PC • A 0.25 1.50 Marm Area PCoA 0.25 1.50 B 0.32 1.74 PI • C 0.52 1.99 D 0.78 2.23 E 1.07 2.48 CADD Areas & Moment Arms 6" I I I I I@ PC Z'0' Y � , PI 2.01' DESIGN"H"=5' -- - - - - -. Distending Stem 6" Radius 6" Interior 2.0' Distending Stem Exterior 2.5' M arm Area PC • A 0.25 1.50 B 0.24 1.94 PI • C 0.32 2.38 Interior 3.0' D 1.26 2.82 E 1.81 3.28 Interior 3.0' PC 3.0', Exterior 3.5' , I , Exterior 3.5' -� .77' DESIGN "H" = 6' - - - - - - - . DESIGN "H" = 7' Distending Stem 6" Distending Stem 6"Radius I Radius Interior 3.0' Interior 3.0' Exterior 3.5' I Exterior 3.5' M arm Area M arm Area PC • A 0.25' 1.50 PC • A 0.25 2.00 B 0.45' 2.14 I B 0.46 2.64 PI • C 0.98' 2.78 PI • C 1.00 3.28 D 1.71' 3.41 I D 1.76 3.91 E 2.50' 4.05 E 2.59 4.55 PC 3.0' � A PC 4.0' , I , / 1 ALT BAR REQ'D /-� - - PI 5.47 , t� PI 6.47 -- No Scale This Sheet APE - Westem Region 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765 Page 4 APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H" = 8' = 10' Distending Stem Distending Stem 8" Radius Radius Interior 5.0' INKi Exterior 5.5' Interior Area M arm PC • A 1.5 0.25 3 3.16 0.52 1.20 D---,4.00 2.14 E 3.18 CADD Areas & Moment Arms DESIGN "H" = 10' Distending Stem 8" Radius Radius 9 INKi Radius Interior 5.0' 5.0' Interior 5.0' Exterior 5.5' Exterior 5.5' Area M arm d i PC O A 3.38 0.33 0.40 B 4.76 0.65 0.41 PI • C 6.14 1.52 0.40 D 7.49 2.70 0.37 E 8.74 4.05 0.31 No Scale This Sheet - PC 5.08' aa]Aoneubw. Me Distending Stem 7" - - - - Radius 9 INKi Radius Interior 5.0' Interior 5.0' I Exterior 5.5' j j d i Area M arm d i I PC • A 2.33 0.29 0.29 PI • C 8.54 1.60 0.52 B 3.52 0.61 0.32 PI • C 4.69 1.46 0.30 D 5.80 2.65 0.28 I - PC 4.0' 6.87 4.00 0.25 I 12" OC 1 AL BAR REQ'D 2 A BAR REQ'D PI 7.88 001- '�. �-•i DESIGN "H" = 12' - - - - Distending Stem 9" 9 INKi Radius Interior 5.0' I Exterior 5.5' j Area M arm d i PC • A 5.37 0.37 0.48 I B 6.94 0.74 0.52 j PI • C 8.54 1.60 0.52 D 10.09 2.79 0.48 E 11.54 4.15 0.40 j I I - PC 6.17' dI 4 12" OC 2 A BAR REQ'D Q1, PI 11.05 APE - Westem Region 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765 Page 5 ❑ APE - advanced pool engineering CBC, ACI 318, ASCE 7 MT Short Term (ST) = 1.00 Load Case: U=1.2D+1.6H Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] Strength Design Marm MD = LD MT LD: Distending section below PC. apply 7 conc = 150 pcf D 4.00 ft 7 soil = 120 pcf t 1 6.00 in As ref ACI 318, 10.5.3 t Z 6.00 in #3 = 0.11 int t a 6.00 in #4 = 0.20 int b 12.00 in Check 0 rl INTER. 1.00 ft f, = 40.00 ksi r2 EXTER. 1.50 ft f c= 2.50 ksi 0.00 PC = 3.00' , Point of Curvature = (D -r2) 0.10 PI = 4.00' , Point of Intercept ok PC PI ENL Denth Load Factor (LF) = 1.6 1 4- Max H Lateral Force (P) = 85 EFP MT Short Term (ST) = 1.00 MD Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) Marm MD = LD MT LD: Distending section below PC. apply Mu = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM As REQ Wn = 0.9 Asfy [d, -(a/2)] /12 cD = 0.9 A, Req = 1.8bd�fc/fy a = Asfy/(0.85 fcb) for A, > 1.3(A, Req) -+ ok p. = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 ft2 (DVn = 0.85( 24 fc bd + OVs) - ''/2V; ok Snec D MT LD MD M. Area EDL Marm MR M „ (DM„ di a As REQ As Stem ft ft.kip ft.kip ft.kip ft2 kip ft ft.kip ft.kip ft.kip in in x 1.33 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 0.18 1.00 0.18 0.18 1.00 0.15 0.25 0.04 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.26 1.00 0.26 0.26 1.13 0.17 0.25 0.04 0.22 0.88 - 2.75 0.17 0.10 0.11 ok 2.30 0.28 1.00 0.28 0.28 1.15 0.17 0.25 0.04 0.23 0.88 - 2.75 0.17 0.10 0.11 ok 2.40 0.31 1.00 0.31 0.31 1.20 0.18 0.25 0.05 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 IFO.61 0.61 1.50 0.23 0.25 0.06 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 3.11 0.68 0.89 0.61 0.61 1.55 0.23 0.26 0.06 0.55 0.88 - 2.75 0.17 0.10 0.11 ok 3.23 0.76 0.77 0.59 0.61 1.60 0.24 0.28 0.07 0.55 0.88 - 2.75 0.17 0.10 0.11 ok 3.34 0.85 0.66 0.56 0.61 1.64 0.25 0.29 0.07 0.54 0.88 - 2.75 0.17 0.10 0.11 ok 3.46 0.94 0.54 0.51 0.61 1.69 0.25 0.31 0.08 0.53 0.88 - 2.75 0.17 0.10 0.11 ok 3.57 1.03 0.43 0.44 0.61 1.74 0.26 0.32 0.08 0.53 0.88 - 2.75 0.17 0.10 0.11 ok 3.66 1.11 0.34 0.38 0.61 1.79 0.27 0.36 0.10 0.52 0.88 - 2.75 0.17 0.10 0.11 ok 3.74 1.19 0.26 0.31 0.61 1.84 0.28 0.40 0.11 0.50 0.88 - 2.75 0.17 0.10 0.11 ok 3.83 1.27 0.17 0.22 0.61 1.89 0.28 0.44 0.12 0.49 0.88 - 2.75 0.17 0.10 0.11 ok 3.91 1.36 0.09 0.12 0.61 1.94 0.29 0.48 0.14 0.47 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 1.45 0.00 0.00 0.61 1.99 0.30 0.52 0.16 0.46 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.03 0.30 0.56 0.17 0.44 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.07 0.31 0.60 0.19 0.42 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.10 0.32 0.65 0.20 0.41 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.14 0.32 0.69 0.22 0.39 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.18 0.33 0.73 0.24 0.37 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.22 0.33 0.77 0.26 0.35 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.25 0.34 0.82 0.28 0.34 0.88 - 2.75 0.17 0.10 0.11 ok 4.00 0.00 0.00 0.00 0.61 2.29 0.34 0.86 0.30 0.32 0.88 - 2.75 0.17 0.10 0.11 ok 00 0.00 0.00 0.61 2.33 0.35 0.90 0.31 0.30 0.88 - 2.75 0.17 0.10 0.11 ok 00 0.00 0.00 0.61 2.37 0.36 0.94 0.33 0.28 0.88 - 2.75 0.17 0.10 0.11 ok A 00 0.00 0.00 0.61 2.40 0.36 0.99 0.36 0.26 0.88 - 2.75 0.17 0.10 0.11 ok 00 0.00 0.00 0.61 2.48 0.37 1.07 0.40 0.21 0.88 - 2.75 0.17 0.10 0.11 ok Page 6 ❑ APE - advanced pool engineering CBC, ACI 318, ASCE 7 5- Max H Lateral Force (P) = 85 EFP Load Case: U = 1.2D+ 1.61-1 Area Axial DL (stem) = 0.00 kip Strength Design MT = yD3/6 (factored) MU MD = LD MT LD: Distending section below PC. apply Y cone = 150 pcf D 5.00 ft Y soil = 120 pcf t 6.00 in for As > 1.3(A, Req) --+ ok As ref ACI 318, 10.5.3 t Z 6.00 in #3 = 0.11 int t 3 6.00 in #4 = 0.20 int b 12.00 in 0 0.0 1.00 rl INTER. 2.00 ft f, = 40.00 0.00 r2 EXTER. 2.50 ft f c= 2.50 0.0 PC = 3.00' , Point of Curvature = (D -r2) PI = 4.77' , Point of Intercept 2.00 PC PI ENL Denth Load Factor (LF) = 1.6 5- Max H Lateral Force (P) = 85 EFP MD Short Term (ST) = 1.00 Area Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) MU MD = LD MT LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLsTEM Stem ksi OM. = 0.9 Asfy [di -(a/2)] /12 0 = 0.9 ksi AS Req = 1.8bd�f�fy a = A,f,/(0.85 f,b) for As > 1.3(A, Req) --+ ok p m. = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 ft (DVn = 0.85(2q f c bd + (DVs) - 'hV; ok D MT LD MD Mm. Area EDL Marm MR MU oM„ 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 0.18 1.00 0.18 0.18 1.00 0.15 0.25 0.04 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.26 1.00 0.26 0.26 1.13 0.17 0.25 0.04 0.22 0.88 - 2.75 0.17 0.10 0.11 ok 2.30 0.28 1.00 0.28 0.28 1.15 0.17 0.25 0.04 0.23 0.88 - 2.75 0.17 0.10 0.11 ok 2.40 0.31 1.00 0.31 0.31 1.20 0.18 0.25 0.05 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 0.61 0.61 1.50 0.23 0.25 0.06 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 3.19 0.74 0.89 0.66 0.66 1.59 0.24 0.25 0.06 0.60 0.88 - 2.75 0.17 0.10 0.11 ok 3.38 0.88 0.78 0.69 0.69 1.68 0.25 0.25 0.06 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.58 1.04 0.67 0.70 0.70 1.76 0.26 0.24 0.06 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.77 1.21 0.57 0.69 0.70 1.85 0.28 0.24 0.07 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.96 1.41 0.46 0.64 0.70 1.94 0.29 0.24 0.07 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 4.12 1.59 0.37 0.58 0.70 2.03 0.30 0.26 0.08 0.62 0.88 - 2.75 0.17 0.10 0.11 ok 4.28 1.78 0.27 0.49 0.70 2.12 0.32 0.27 0.09 0.61 0.88 - 2.75 0.17 0.10 0.11 ok 4.44 1.99 0.18 0.36 0.70 2.20 0.33 0.29 0.10 0.60 0.88 - 2.75 0.17 0.10 0.11 ok 4.61 2.22 0.09 0.20 0.70 2.29 0.34 0.30 0.10 0.59 0.88 - 2.75 0.17 0.10 0.11 ok 4.77 2.46 0.00 0.00 0.70 2.38 0.36 0.32 0.11 0.58 0.88 - 2.75 0.17 0.10 0.11 ok 4.78 0.00 0.00 0.00 0.70 2.47 0.37 0.51 0.19 0.51 0.88- 2.75 0.17 0.10 0.11 ok 4.80 0.00 0.00 0.00 0.70 2.56 0.38 0.70 0.27 0.43 0.88 - 2.75 0.17 0.10 0.11 ok 4.82 0.00 0.00 0.00 0.70 2.64 0.40 0.88 0.35 0.35 0.88 2.75 0.17 0.10 0.11 ok 4.83 0.00 0.00 0.00 0.70 2.73 0.41 1.07 0.44 0.26 0.88 - 2.75 0.17 0.10 0.11 ok 4.85 0.00 0.00 0.00 0.70 2.82 0.42 1.26 0.53 0.17 0.88 - 2.75 0.17 0.10 0.11 ok 4.87 0.00 0.00 0.00 0.70 2.89 0.43 1.34 0.58 0.12 0.88 - 2.75 0.17 0.10 0.11 ok 4.89 0.00 0.00 0.00 0.70 2.95 0.44 1.42 0.63 0.07 0.88 - 2.75 0.17 0.10 0.11 ok 4.91 0.00 0.00 0.00 0.70 3.02 0.45 1.50 0.68 0.02 0.88 - 2.75 0.17 0.10 0.11 ok 4.94 0.00 0.00 0.00 0.70 3.08 0.46 1.57 0.73 0.00 0.88 - 2.75 0.17 0.10 0.11 1 ok 4.96 0.00 0.00 0.00 0.70 3.15 0.47 1.65 0.78 1 0.00 1 0.88 - 2.75 0.17 0.10 0.11 ok 4.98 0.00 0.00 0.00 0.70 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 0.70 3.28 0.49 1.81 0.89 0.00 1 0.88 - 2.75 0.17 0.10 0.11 ok Page 7 M Engineering Services CBC, ACI 318, ASCE 7 MT Short Term (ST) = 1.00 Mn Load Case: U = 1.2D+1.6H [no Bldg or other significant axial DL] MT = ID3/6 (factored) Marm Strength Design LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM Y cone = 150 pcf D 6.00 ft Y soil = 120 pcf t.1 6.00 in ft As ft t Z 6.00 in 43 = 0.11 int t a 6.00 in #4= 0.20 in b 12.00 in 0.0 1.00 0.00 rl INTER. 3.00 ft f, = 40.00 ksi r2 EXTER. 3.50 ft f o = 2.50 ksi PC = 3.00' , Point of Curvature = (D -r2) PI = 5.77' , Point of Intercept PC PI ENL Denth Residential Pool Engineering Load Factor (LF) = 1.6 1 6' Max H Lateral Force (P) = 85 EFP MT Short Term (ST) = 1.00 Mn Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = ID3/6 (factored) Marm MD = LD MT LD: Distending section below PC. apply M„ = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM As REQ OM„ = 0.9 ASfy [di -(a/2)] /12 cb = 0.9 AS Req = 1.8bd4f,/fy a = Asfy/(0.85 fib) for AS > 1.3(As Req) -> ok P m. = 0.75 P b = 0.0232 ref ACI 318, 10.5.3 (hVn = 0.85(24 f', bd + (DVs) - `'/2V; ok Spec D MT LD Mn M.. Area EDL Marm MR M „ OM„ d; a As REQ As Stem ft ft.kip ft.kip ft.kip ft kip ft ft.kip ft.kip ft.kip in in x 1.33 in 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 0.18 1.00 0.18 0.18 1.00 0.15 0.25 0.04 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.25 0.26 1.00 0.26 0.26 1.13 0.17 0.25 0.04 0.22 0.88 - 2.75 0.17 0.10 0.11 ok 2.30 0.28 1.00 0.28 0.28 1.15 0.17 0.25 0.04 0.23 0.88 - 2.75 0.17 0.10 0.11 ok 2.40 0.31 1.00 0.31 0.31 1.20 0.18 0.25 0.05 0.27 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 0.61 0.61 1.50 0.23 0.25 0.06 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 3.27 0.79 0.89 0.70 0.70 1.63 0.24 0.29 0.07 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 3.53 1.00 0.78 0.78 0.78 1.76 0.26 0.33 0.09 0.70 0.88 - 2.75 0.17 0.10 0.11 ok 3.80 1.24 0.68 0.84 0.84 1.88 0.28 0.37 0.10 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 4.06 1.52 0.57 0.87 0.87 2.01 0.30 0.41 0.12 0.74 0.88 - 2.75 0.17 0.10 0.11 ok 4.33 1.84 0.46 0.85 0.87 2.14 0.32 0.45 0.14 0.72 0.88 - 2.75 0.17 0.10 0.11 ok 4.56 2.15 0.37 0.79 0.87 2.27 0.34 0.56 0.19 0.68 0.88 - 2.75 0.17 0.10 0.11 ok 4.79 2.48 0.28 0.69 0.87 2.40 0.36 0.66 0.24 0.63 0.88 - 2.75 0.17 0.10 0.11 ok 5.01 2.86 0.18 0.53 0.87 2.52 0.38 0.77 0.29 0.58 0.88 - 2.75 0.17 0.10 0.11 ok 5.24 3.26 0.09 0.30 0.87 2.65 0.40 0.87 0.35 0.52 0.88 - 2.75 0.17 0.10 0.11 ok 5.47 3.71 0.00 0.00 0.87 2.78 0.42 0.98 0.41 0.46 0.88 - 2.75 0.17 0.10 0.11 ok 5.53 0.00 0.00 0.00 0.87 2.91 0.44 1.13 0.49 0.38 0.88 2.75 0.17 0.10 0.11 ok 5.58 0.00 0.00 0.00 0.87 3.03 0.45 1.27 0.58 0.29 0.88 - 2.75 0.17 0.10 0.11 ok 5.64 0.00 0.00 0.00 0.87 3.16 0.47 1.42 0.67 0.19 0.88 - 2.75 0.17 0.10 0.11 ok 5.69 0.00 0.00 0.00 0.87 3.28 0.49 1.56 0.77 0.10 0.88 - 2.75 0.17 0.10 0.11 ok 5.75 0.00 0.00 0.00 0.87 3.41 0.51 1.71 0.87 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.79 0.00 0.00 0.00 0.87 3.50 0.53 1.82 0.96 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 5.82 0.00 0.00 0.00 0.87 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 0.87 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 0.87 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 0.87 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 0.87 3.96 0.59 2.39 1.42 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.00 0.00 0.00 0.00 0.87 4.05 0.61 2.50 1.52 0.00 0.88 1 - 2.75 0.17 0.10 0.11 ok Page 8 0 Engineering Services CBC, ACI 318, ASCE 7 MT Load Case: U = 1.2D+1.6H MD Strength Design [no Bldg or other significant axial DL] MT = yD3/6 (factored) Marm MD = LD MT Y conc = 150 pcf D 7.00 ft Y soil = 120 pcf t 6.00 in As for A, > 1.3(AS Req) --> ok t Z 6.00 in #3 = 0.11 int t a 6.00 in #4 = 0.20 in b 12.00 in x 1.33 in rl INTER. 4.00 ft f, = 40.00 ksi r2ExTER. 4.50 ft fc= 2.50 ksi 0.30 PC = 3.00' , Point of Curvature = (D -r2) 2.75 PI = 6.18' , Point of Intercept 0.11 PC PI END Notes I One Alternate Bar Re uired 1. The MR area and Marm offset to centroid for distending stemwalls derived by CADD application. 2. A, Required: Ref Nilson, Darwin & Dolan, "Design of Concrete Structures", 2004 Death Residential Pool Engineering Load Factor (LF) = 1.6 1 7- Max H Lateral Force (P) = 85 EFP MT Short Term (ST) = 1.00 MD Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) Marm MD = LD MT LD: Distending section below PC. apply M. = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLSTEM As REQ OM„ = 0.9 Asfy [di -(a/2)] /12 (D = 0.9 AS Req = 1.8bd�f,,/fy a = Asfy/(0.85 fib) for A, > 1.3(AS Req) --> ok P max = 0.75 P b = 0.0232 ref ACI 318, 10.5.3 ft rhVn = 0.85(2 F, bd + (DVs) - '/2V; ok Spec D MT LD MD Mm. Area EDL Marm MR M OM„ d; a As REQ As Stem ft ft.kip ft.kip ft.kip ft kip ft ft.kip ft.kip ft.kip in in x 1.33 in 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 0.02 1.00 0.02 0.02 0.50 0.08 0.30 0.02 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 2.00 0.18 1.00 0.18 0.18 1.00 0.15 0.30 0.05 0.14 0.88 - 2.75 0.17 0.10 0.11 ok 2.50 0.35 1.00 0.35 0.35 1.25 0.19 0.30 0.06 0.30 0.88 - 2.75 0.17 0.10 0.11 ok 2.75 0.47 1.00 0.47 0.47 1.38 0.21 0.30 0.06 0.41 0.88 - 2.75 0.17 0.10 0.11 ok 3.00 0.61 1.00 0.61 0.61 1.50 0.23 0.25 0.06 0.56 0.88 - 2.75 0.17 0.10 0.11 ok 3.47 0.94 0.85 0.81 0.81 1.67 0.25 0.30 0.08 0.73 0.88 - 2.75 0.17 0.10 0.11 ok 3.93 4.40 1.38 1.93 0.71 0.56 0.97 1.08 0.97 1.08 1.83 2.00 0.27 0.30 0.36 0.41 0.10 0.12 0.88 0.96 1.70 - 1.70 - 2.75 2.75 0.35 0.35 0.10 0.10 0.22 0.22 ok ok 4.86 2.61 0.41 1.08 1.08 2.16 0.32 0.47 0.15 0.93 1.70 - 2.75 0.35 0.10 0.22 ok 5.33 3.43 0.27 0.92 1.08 2.33 0.35 0.52 0.18 0.90 1.70 - 2.75 0.35 0.10 0.22 ok 5.50 3.77 0.21 0.81 1.08 2.50 0.37 0.66 0.25 0.84 1.70 - 2.75 0.35 0.10 0.22 ok 5.67 4.13 0.16 0.66 1.08 2.66 0.40 0.79 0.32 0.76 1.70 - 2.75 0.35 0.10 0.22 ok 5.84 4.52 0.11 0.48 1.08 2.83 0.42 0.93 0.39 0.69 0.88 - 2.75 0.17 0.10 0.11 ok 6.01 4.92 0.05 0.26 1.08 2.99 0.45 1.06 0.48 0.60 0.88 - 2.75 0.17 0.10 0.11 ok 6.18 5.36 0.00 0.00 1.08 3.16 0.47 1.20 0.57 0.51 0.88 - 2.75 0.17 0.10 0.11 ok 6.30 0.00 0.00 0.00 1.08 3.33 0.50 1.39 0.69 0.39 0.88 - 2.75 0.17 0.10 0.11 ok 6.41 0.00 0.00 0.00 1.08 3.50 0.52 1.58 0.83 0.25 0.88 - 2.75 0.17 0.10 0.11 ok 6.52 0.00 0.00 0.00 1.08 3.66 0.55 1.76 0.97 0.11 0.88 - 2.75 0.17 0.10 0.11 ok 6.64 0.00 0.00 0.00 1.08 3.83 0.57 1.95 1.12 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 6.75 0.00 0.00 0.00 1.08 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 1.08 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 1.08 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 1.08 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 1.08 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 1.08 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 0.00 0.00 1.08 4.72 0.71 3.03 2.15 0.00 0.88 - 2.75 0.17 0.10 0.11 ok 7.00 0.00 0.00 0.00 1.08 4.84 0.73 3.18 2.31 0.00 0.88 - 2.75 0.17 0.10 0.11 ok Page 9 0 APE - advanced pool engineering M u CBC, ACI 318, ASCE 7 As Load Case: U = 1.2D+1.6H ft Strength Design ft.kip Y cont = 150 pcf Y soil = 120 pcf 0.88 As f, = 40 ksi f c= 2.5 ksi Distending (Curved) ok Stemwall Models 0.17 Rebar 0.11 Size 2.50 As #3 = 0.11 in 0.88 #4 = 0.20 in ok 8' Max Death 0.49 PC PI D M u ADM„ As Stem ft ft.kip ft.kip in 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 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 - 0.88 0.11 - 7.75 - 0.88 0.11 - 7.79 - 0.88 0.11 - 7.82 - 0.88 0.11 - 7.86 - 0.88 0.11 - 7.89 - 0.88 0.11 - 7.93 - 0.88 0.11 - 7.96 - 0.88 0.11 - 8.00 - 0.88 0.11 - PC PI Load Factor (LF) = 1.6 Lateral Force (P) = 85 EFP Short Term (ST) = 1.00 Axial DL (stem) = 0.00 kip MT = YD3/6 (factored) MD = LD MT Mn = MT /ST -MR MR= Marm DLSTEM (DM„ = 0.9 Asf, [di -(a/2)] /12 AS Req = 1.8bd4fc fy for AS > 1.3(As Req) -> ok ref ACI 318, 10.5.3 10' Max Depth D M . (DM„ As Stem ft ft.kip ft.kip in' 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 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 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 9.96 0.00 2.54 0.22 ok Summary H = 8', 10', & 12' [no Bldg or other significant axial DL] LD: Distending section below PC. apply linear M reduction factor, PC thru PI (D = 0.9 a = Asfy/(0.85 fib) p marc = 0.75 P b = 0.0232 (DVn = 0.85(2 f , bd + 4)Vs) - '/;2V;ok 12' Max Depth PC PI D M � <DM„ As Stem ft ft.kip ft.kip in 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 ok 5.00 1 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 8.8 3 ok 11.331 7.95 1 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 11.89 4.96 5.38 ok 11.93 4.52 5.38 ok 11.96 4.07 5.38 ok 12.0 3.61 2.79 ok 10.0 0.00 2.48 0.11 ok Summary H = 8', 10', & 12' [no Bldg or other significant axial DL] LD: Distending section below PC. apply linear M reduction factor, PC thru PI (D = 0.9 a = Asfy/(0.85 fib) p marc = 0.75 P b = 0.0232 (DVn = 0.85(2 f , bd + 4)Vs) - '/;2V;ok 12' Max Depth PC PI D M � <DM„ As Stem ft ft.kip ft.kip in 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 ok 5.00 1 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 8.8 3 ok 11.331 7.95 1 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 11.89 4.96 5.38 ok 11.93 4.52 5.38 ok 11.96 4.07 5.38 ok 12.0 3.61 2.79 ok Page 10 ❑ END END END Floor 4.56 0.20 One #3 Alternate Bar Required Two #3 Alternate Bars Required Floor 4.06 0.20 Typical Vertical Rebar #4 @ 12" oc Two #4 Altemate Bars Required Page 10 ❑ Engineering Services CBC, ACI 318, ASCE 7 MT MMA, Load Case: U = 1.7L (water) Marm Strength Design Load Factor (LF) = 1.7 Y cont = 150 pcf Lateral Force (P) = 63 EFP w.arer *D 8.00 ft Y soft = 120 pcf Short Term (ST) = 1.00 it t 10.00 in As Axial DL (stem) = 0.00 kip it 2 10.00 in #3= 0.11 in MT = YD3/6 (factored) t3 8.00 in 44 = 0.20 in' kip b 12.0 in M. = MT - MR ft.kip MR= Marm DLsTEM r2 2.00 ft fy = 40.00 ksi OM„ = 0.9 Asfy [di -(a/2)] /12 rr 1.33 ft f`�= 2.50 ksi cpVn = 0.85(24 f , bd + (DVs) - %V; ok *geometry for 8' max extended stemwall shown, 5.5' max depth case similar. Case 1: embedment 2' min: (2' + 3.5' Extended) = 5.5' total depth. Case 2: embedment 2' min: (2'+ 6.0' Extended) = 8.0' total depth. 0.23 ref ACI 318, 10.5.3 PC= 6.67 , Point of Curvature= (D -r2) for A, > 1.3(A, Req) - ok PI= 7.61 , Point of Intercept= D- r2(0.293) AS Req = 1.8bMc/fy 5.5' - Max Depth ok Residential Pool Engineering Extended Stemwalls 5.5' 18.0 - Notes MT : absolute value of MT shown. (D = 0.9 a = Asfy/(0.85f,b) Pool H WATER FG �H sots. c„P D MT MMA, EDL Marm MR M „ OM„ d, a c As REQ As Stem ft ft.kip ft.kip kip ft ft.kip ft.kip ft.kip in in in x1.33 in' 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 0.38 0.23 0.09 0.40 0.88 - 2.75 0.17 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 - -- - -- 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 0.29 0.22 ok lone anernate nar required) 8.0' Max Depth (one alternate bar required) Page 11 MT MMAx EDL Marm MR M cpm„ d; a c AS REQ As Stem ft ft.kip ftkip kip ft ft.kip ft.kip ft.kip in in in x1.33 in' Check 0 0.0 0.00 0.58 0.0 0.00 0.0 - 7.00 0.17 0.15 - 0.11 ok 1.00 0.02 0.13 0.58 0.07 0.00 2.28 - 7.00 0.17 0.15 0.00 0.11 ok 2.00 0.14 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 - 1 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 1 - 7.00 0.17 1 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 6.50 4.90 0.81 0.58 0.47 4.43 4.51 7.00 0.35 0.29 0.29 0.22 ok 7.00 6.12 0.88 0.58 0.51 5.62 5.66 - 8.75 0.35 0.29 0.29 0.22 ok 7.50 - 7.53 0.94 0.58 0.54 6.99 7.01 - 10.80 0.35 0.29 0.29 0.22 ok 8.00 9.14 1.00 0.58 0.58 8.56 1 8.60 1 13.20 1 0.35 0.29 0.29 0.22 ok (one alternate bar required) Page 11 `fA 15 -c000� From: Swimming Pool Engineering E� POcr9 0;���: Swimming Pool Master Plan (Structural) July 30, 2015 Paul Reilly, PE Engineering Services 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, BUTTE COUNTY ..--- BUILDING DMSKO`R J 'Paul Reilly, PE A. J L> 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 SCHEDULE B - STRUCTURAL REBAR & SECTION DIMENSIONS NOTES FREE-STANDING C 12" MIN 12" MIN 1. IF A MANUFACTURED AUTO -HYDROSTATIC DECK, CAP OR GRADE SEAT WALL 4 F i2 FG ���� �- ' ' ' RELIEF DEVICE IS INCORPORATED, INSTALL MAY VARY PER PLAN Z ® `V 4 MAX H 15'MAX H 6 MAX H 7 MAX H ® O DEVICE PER THE SUPPLIER SPECIFICATIONS 7" MIN • ¢ • D EXTERIOR FACE: EXTERIOR FACE 2• IN LIEU OF DETAIL, THE BUILDER MAY S O EACH WAY, TYP S #412 OC MAX S S S S FG '� � ® � + Q EACH WAY, TYP • S B Y® 6 OPTIONAL O OPTIONAL •+ 6" STEM 6" STEM 6" STEM 7" STEM INCORPORATE ANY DEVICE OR METHOD . + (no alt bar req'd) (no alt bar req'd) (no alt bar req'd) TO PROVIDE FOR THE POSITIVE RELIEF OF ; a S ;; 0 ® _ 2" CLR 2" CLR HYDROSTATIC PRESSURE ABOUT THE SHELL > _ S z TYPICAL TYPICAL of 1 ALT BAR REMOVABLE CAP OR a x BASIN o _ ., o' REQUIRED �, M • F :o; w ALT BAR Z u_ R -12 O , ,o FLOOR PLUG ON 24 PVC PIPE 6 D 15 ao ��-, FG O Y Uj U_CD 0 1VPM�� a a BASIN 1" _ � co rn R=18"� -ti 6 w R' ��� � � � .Q :�r�A'. 4ay°:••d°�q°o':°::Q P 4 0. > fi•Pa ,. ADD ONE R Q4 4M �-, FG ALT BAR • 16" MIN S 15 - • EXTEND 2" PERFORATED S Co R< PIPE 12" DEPTH MIN IN 6' MIN �. ° • MAY VARY PER PLAN ©OPTIONAL WALL CAP . 6 15 8 _MAX H 9' MAX H 10' MAX H 12' MAX H ' ° ti PERVIOUS MATERIAL HEIGHT MAY VARY. • a - dd'�o p • • • 7 P V" GW' ., PERFORATE PVC PIPE FINISH GRADE OR ;'.. ;.; ? o? Q NOTCH DIMENSItON, STEM CASE 1 CASE Z V•� LIMITS BELOW POOL DECK MAY VARY. WIDTH, WATEIR-LINE, S NNSEE MANUF DETAILS A DRAIN SYSTEM IS REQ'D OR FG MAY VARY. 6' MIN �I 9" STEMS %� FLOOR. SEE NOTE G3. NOTES 8 STEM . PLAN FOR DIMENSIONS WHEN EARTH IS RETAINED. SEE BUILDER; PLAN 1. STEMWALL BASE MUST BE OFFSET FROM ANY DESCENDING SLOPE: T MIN TO SLOPE FACE. 7" STEM 7" STEM (POOL REINFORCEMENT NOT SHOWN) OF VAULT FOR POOL COVER SEAT STEM 2• SEE "GENERAL NOTES" AND "SCHEDULE B" FOR ALL OTHER REQUIREMENTS. NOTE: STANDARD � "0 HYDROSTATIC RELIEF � 2.0 VAULT OR SCUPPER � 3.0 WALL 4.0 NOTCH � 5.0 VANISHING EDGE MAX WALL LENGTH = 30 FT 1 ALT BAR VERTICAL REBAR: #412" OC, TYPICAL 2" CLR 27 2"CLR REQUIRED 1 ALT BAR �,�,�.. �� ,,,,.� TYPICAL M 7" MIN -� TYPICAL --�I = o .,o REQUIRED 2 ALT BARS ROCK OR F '9-I' (.00 .5 REQUIRED '� MASONRY 6 TYP .�.ti...a�•�.. G .✓.�._..✓.✓.✓•�•✓ ..��✓.1..��...._.%✓ _ R' �,�o o �� ADD TWO S COVER EMBEDDED o O #4 ALT BARS N S Of S PLUMBING WITH F-' �• r� O ��tj' '� 8 COVER EMBEDDEID Q FG PAPER OR PLASTIC U of PLUMBING WITH u_ co 0o %5 0 . M o PAPER OR PLASTIIC STEPS 10" MIN WIDTH O _PER ��;� _........... D 7" STEM PLAN TYPICAL S S FG FG 12" MIN WIDTH 2 CLR STD REBAR STD REBAR �r SO TYP .'r TYP �' 2" CLR 8 �- ADD ONE Z W ,.. vo ' z ALTERNATE BAR z AnD ONE • • . gw gw Al RN - • TE ATE BAIR •:moi^"s� '`• '�� „'r� �°�'' ��',•... �l - 0 - � . ¢:• ._.�` 2 MIN RADIUS Q p -Y w �- m 2 MIN RADIUS 8 $ z _, m >• 1 ALT REBAR` , °2 ALT REBARV° ., w m REBAR SEPARATION IS REQ'D, WHEN N w N w .. _ SHARP CUT OR RADIUS, ' BENCH WIDTH IS GREATER THAN 2'. EXCAVATION MAY VARY - Alternate Rebar Spacing - Plan View • BENCH -STEPPED SECTION(S) 1' RADIUS 24 t CASE l NO PLUMBING CASE 2 EMBEDDED PLUMBING NOTES o MAY VARY PER PLAN, FEATURE, CASE 1 CASE 2 B.1 ALL STRUCTURAL SECTIONS TO BE 6" MIN THICKNESS UON, AND MUST BE REINFORCED WITH `t OR GRADE AT EACH SITE. NOTES NOTES 1. FEATURE MAY BE "DRY" OR '"WET" PER PLAN. #3 REBAR 12" OC MAX SPACING, EACH WAY OR #4 REBAR 18" OC MAX SPACING, EACH WAY, LION. \ 1. STEMWALL BASE MUST BE OFFSET FROM ANY DESCENDING SLOPE: T MIN TO SLOPE (FACE. 2. HEIGHT OF ISOLATION WALL MAY VARY PER PLAN. B•2 HORIZONTAL REINFORCEMENT AT THE BOND -BEAM AND AT ALL BOUNDARY ELEMENTS (THE TOP co 2. EXTERIOR FACE MAY BE DRESSED WITH MASONRY, ROCK OR OTHER TREATMENT. 3. FEATURE SHAPE MAY VARY PER BUILDER PLAN. OF ALL STEMWALLS), MUST HAVE A MINIMUM OF THREE #3, TWO #4, or ONE #5 REBAR. D 6.0 ROCK BENCH/ STEPS � 7.0 EXTENDED STEMWALLS � 8.0 POOL, SPA, FEATURE & ISOLATION WALLS ALTERNATE REBAR IS REQUIRED FOR ALL CASES WHERE H > 6 -0 , AND SHALL BE EVENLY SPACED BETWEEN THE STANDARD REBAR AS SHOWN IN THE STRUCTURAL SECTIONS ABOVE. INSTALL NICHE PER MANUF SPECS BB - ALTERNATE REBAR TO BE THE SAME SIZE AS VERTICAL REBAR PLACED, UON. SKIMMER TOP REBAR, �c GENERAL NOTES IS OPTIONAL z 4' max H<10' MAX: EXTEND ALTERNATE BARS 24" BEYOND RADIUS, INTO STEMWALL & FLOOR, LION. o GA SEE BUILDER PLAN FOR ADDITIONAL INFORMATION. > �� O F- w THE BUILDER MUST EXCERCISE DUE -DILIGENCE TO H _ 10 MAX: EXTEND ALTERNATE BARS 48 BEYOND RADIUS, INTO STEMWALL & FLOOR, LION. PLAN VIEW TOP REBAR a o _ _ _ _ _ _ _ _ _ _ VERIFY THAT SITE IS FREE OF UTILITY CONFLICTS LAP SPLICES ARE NOT PERMITTED IN ALTERNATE BARS. w 6 BENCH MAY I H POOL AND THAT NO SIGNIFICANT SOIL DEFECTS EXIST. B.3 EXTRA REBAR IS REQUIRED IN THE STEMWALL AT THE ACCESS RAMP EXCAVATION OR AREAS OF LIGHT w 2 VARY PER PLAN a G.2 ANY SCOPE OF WORK NOT PRESENTED IN THESE LOOSE SOIL OR NON -COMPACTED BACKFILL: ADD ONE ALTERNATE REBAR TO RADIUS. NICHE DECK z_ DETAILS MUST BE ADDRESSED BY THE ENGINEER EXTRA REBAR IS REQUIRED WHEN THE WALL -FLOOR EXCAVATION RADIUS IS LESS THAN THE g w i.,. • • • PRIOR TO WORK. IF HIGHLY EXPANSIVE SOILS OR VALUE SHOWN ON THE PLAN: ADD ONE ALTERNATE BAR. `� CD - '" UNUSUAL SITE CONDITIONS ARE DISCOVERED, �� ' ` 4' max STOP -WORK, AND CONSULT THE ENGINEER. �' ; ; (SEE NOTE 2) • ' 6.4 ANY ADDITIONAL REINFORCEMENT MAY BE ADDED TO FACILITATE CONSTRUCTION. ¢ • ° • ._• G.3 PREVENT BUILD-UP OF HYDROSTATIC PRESSURE B.5 REBAR LAP SPLICES TO BE 40 BAR -DIAMETERS MINIMUM. A BY-PASS LAP SPLICE IS RECOMMENDED co • %� H SPA OR FOR ALL STRUCTURAL SECTIONS AND PROVIDE A 21/2" MINIMUM CLEARANCE IS RECOMMENDED BETWEEN ALL REINFORCEMENT WHEN FEASIBLE. I NOTES: POOL FEATURE POSITIVE DRAINAGE BEHIND BOTH STEMWALLS AND B.6 ALLOWABLE REBAR SUBSTITUTIONS: TWO #3 -> ONE #4. o REQUIRED REBAR: I 1, RECOMMEND 30 MIN DEPTH EXCAVATION H RETAINING WALLS. IFA SEEP, OR HIGH-WATER IS o FRONT FACE, #3 x 4' INTENT: EXCAVATE BELOW "ACTIVE SOIL ZONE." DISCOVERED, THEN A HYDROSTATIC RELIEF DEVICE B.7 PIPE PENETRATIONS TO POOUSPA (PLASTER OR CEMENT WATER SEAL) NEED NOT BE COVERED. " DETERMINE "H" IS REQUIRED; ADDITIONALLY, PLACE A 2 -INCH MIN DIAGONALS, TOTAL 4 `• _ 2. PLACE 3/4"GRAVEL OR SHOTCRETE. THEN SEE SCHEDULE B FOR DEPTH OF CRUSHED GRAVEL ON THE BASE. A PIPE WATER -STOP FLANGE IS RECOMMENDED FOR ALL WET -PIPE PENETRATIONS. STANDARD REBAR NOT SHOWN. SECTION • 3. DEPRESS OR ROTATE BB FOR BEACH ENTRY. REQUIRED STRUCTURAL SECTION GA APPLY SHOTCRETE AGAINST UNDISTURBED FIRM B.8 FOUNTAIN HEADS, SHEAR -DESCENT OR OTHER FEATURE MAY BE EMBEDDED IN ANY STEMWALL. NATIVE SOIL OR PREPARED CONTACT SURFACE SCHEDULE,B - STRUCTURAL REBAR & SECTION DIMENSIONS 1> 19.0 LIGHT NICHE p. 10.0 SKIMMER � 11.0 BENCH OR BEACH 1>12.0 DESIGN HEIGHT 11H 11 AND KEEP MOIST FOR 7 -DAYS AFTER PLACEMENT. G.5 SOIL COMPACTION 1S REQUIRED ON ALL FILL SOIL: SET FULL -DEPTH MASTIG�R ESP J RBB: STEMWALL PRIOR To SHOTCRETE. COMPACT To 90% MAX DRY HEIGHT MAY VARY TWO #4 REBAR MINIMUM REQ'D PLACE CONTINUOUS BOND BREAKER BETWEEN ADJACENT FOOTING 5' MIN OFFSET O KEYNOTES DENSITY PER ASTM D1557. SATURATE EXPANSIVE BETWEEN CONCRETE DECKS' .e, SOILS PRIOR TO SHOTCRETE APPLICATION. AND BRICK OR 2 FOR BOND BEAM & STEMWALL ALL CONCRETE DECKS AND STEMWALL PLUMBING OK 1 BOND BEAM REBAR TO MAKE A GRADUAL TRANSITION HOOKED REBAI�.IS" ;, $ M,ql, BOUNDARY REINFORCEMENT SEE LEGEND BELOW THE SKIMMER OR OTHER EMBEDDED FEATURES G.6 A GEOTECHNICAL EVALUATION IS RECOMMENDED 1 MANUF COPING -� + ,g CONCRETE DECK SHOWN. SEE 6 6" MIN THICKNESS CONCRETE/SHOTCRETE/GUNITE. FOR ALL BUILDING PROJECTS & EXCAVATIONS. OPTIONAL ,,�. SEE SCHEDULE B &NOTE B.2 t D POOL PLANS FOR TREATMENT NO SLOPE 8 8" MIN REBAR HOOK. G.7 DO NOT SURCHARGE STEMWALLS WITH VEHICLES FG O FG OR EARTH -MOVING EQUIPMENT: "NO DRIVE ZONE.' TYPICAL BB - ; 15 EXTEND REBAR LEG 15" MINIMUM. 3 #3 BB, TYP WATER LINE MAY VARY O 24 EXTEND REBAR 24" BEYOND RADIUS. G.8 STORMWATER DRAINS AND/OR SWAILS ARE RECOM- B • SPACING �-'` �� ••'�--��-�'`�- '`�- �` ��--'� -��-' ��-�`-'� -��-`-`-�`-�`-�'�✓�--'`•-��-�`--''✓'�-� e B B PROVIDE EQUtPOTENTIAL BONDING FROM MENDED TO CAPTURE & CONVEY ALL SURFACE MAY VARY 1 1/2" MIN, TYPICAL POOL REBAR TO DECK PER CEC ARTICLE 680. WATERSHED FROM ASCENDING SLOPES PRIOR TO AL DIMENSIONS m CONTACT WITH STEMWALLS. PER�tOUS MATERIAL MAY VARY HAUNCH SEE BUILDER PLAN FOR D DRAIN REQ'D IF BACKSLOPE: 4" PERF PIPE CAN BE USED IN CONJUNCTION WITH MANUF • IN FILTER FABRIC, SET IN PERVIOUS MATERIAL; SYSTEMS MIRAFI, GRACE, AMERDRAIN, TOTAL POOL WALL: o STEPS, BENCHES & SWIM -OUTS ADD 12" MIN SOIL CAP AT FG. OTHER SYSTEM, DfCOPING/BRICK BB HAUNCH SET VERTICAL REBAR ON w STD REBAR &SPACING DRAIN, OTHER), AND/OR DRAIN PIPE SYSTEMS, MANUF OR FIELD FABRICATED, MAY BE USED EACH SIDE OF LIGHT NICHE N REBAR IS OPTIONAL #312" OC MAX OR TO CONVEY OR CAPTURE. SEE NOTE G.10 G.9 CONSTRUCTION SHALL CONFORM TO ANSIlAPSP IN &BENCHES , #418" OC MAX STANDARDS, CURRENT CODES AND ORDINANCES ALTERNATE BB MAY BE USED WITH ANY STEMWALL. ad y S STANDARD REBAR SIZE &SPACING. AS ADOPTED BY THE PERMTTING AGENCY. THE BB 'HAUNCH' IS NOT RECOMMENDED AT SITES LIGHT N SECTION MAY VARY FOR ,� HORIZONTAL &VERTICAL O SUBJECT TO FREEZE -THAW OR HIGHLY EXPANSIVE SOILS. TYPICAL "CARIBBEAN SHELF" OR .y0� email: Pool.Engineer@yahoo.com • w "BEACH ENTRY" �' PERMl1r �/� ��' S �' ' . IONA( LEGEND o p _ Oo of EN Since' GROUND &BOND REINFORCEMENT, TYPICAL. W 3" MIN CLEARANCE REQ'D T BU -FTE c��u�nTY nEvt�, , n�NT SEI�vICEs Q� ���LLy P�cy� R RADIUS PER CEC ARTICLE 680 SEE DETAIL 12.0 & SCHEDULE B in' BETWEEN REBAR &EARTH, ���� F�13 1954 BB BOND BEAM FOR OTHER REQUIREMENTS ALL CASES, TYPICAL ° �� ' aQ • RBB RAISED BOND BEAM . ' . . ° : _ _ - CO -1 �J I/ y ot�5 ' _ _ - - - ANCE �i� • DATE Z Z L��( C.i °� 6I3 HKNEINJ FG FINISH GRADE, VARIES Be Safe =/ - ` j 8Y____'; ��� �Xp 053583 LEG BENT REBAR EXTENSION D 1 g �: - $ °f 00 Alt ell �I O OPT OPTIONAL PLACEMENT : ' =•' � Y NO SCALE -THIS SHEET P STATE OF GP��F Alert VAR DIMENSION MAY VARY �� `L •. "'' i %.;:;�; STANDARD DESIGN CRITERIA & MATERIAL SPECIFICATIONS, UONLION SHEET TITLE: CEC UNLESS OTHERWISE NOTED. 811 �' � J 2" THICK 314" CRUSHED ROCK 1. EXPANSIVE SOIL STEEL SCHEDULE TYPICAL. SOIL 125 PCF, EFP 100, 2:1,BACKSLOPE. STANDARD PLAN FOR EXPANSIVE SOILS CEC CALIFORNIA ELECTRIC CODE PLUMBING PENETRATIONS THROUGH 2. NO SOILS REPORT: SOIL SITE CLASS D (UNO). MAX SOIL BEARING 1500 PSF. SEE "GENERAL NOTES" G.3 drawn by: pfr Q PERMISSIBLE LOCATION OF MISC Call Before WALL OR FLOOR, 6" MAX DIAMETER: 3. REINFORCEMENT: STANDARD REINFORCEMENT CONFORMING TO ASTM A615-40 (GR 40). ©0 56 Site: J ( ry OLi P �,c ion �6 nP"� 16, zota °� NON-METALLIC PIPE /CONDUIT. You u D 1 g NO ADDITIONAL REBAR REQ'D, 4. SHOTCRETE / GUNITE: CONFORM TO ACI 506 (DRY OR WET), 3000 PSI IN 28 DAYS. i,c� eer Reg ?6$" 6530 Sheet Number COVER PIPE w/ PAPER OR PLASTIC. NO PIPE COVER REQ'D, TYP� SECTION A - TYPICAL (SPECIAL INSPECTIONITESTING IS NOT REQUIRED FOR SHOTCRETE'UON). d�a��,gNNes<em�9�6{ax 62k LI Kms' " 5. DESIGN & STRUCTURAL DESIGNATIONS CONFORM TO THE 2013 C Co 2351 Sunset Blvd, Suite 170, Rocklin, Ca 95765 0. '