The URL can be used to link to this page

Home My WebLink AboutMP17-0004 000-000-000;-' BUTTE 'COUNTY . , APE advanced pool engineering, T Ref: BWEtia-4 -Paul Reill PE En ineerin Services y. 1 g gLIAR 2 2.2017 , - Ph 916.768-4656---.---,.— �3 _ . "^- HKN DEVELOPMENTEN ; 2013 California Building Code ® sERYICEB--'--- MP17-aooy - - ` • Swimming Pool Engineering 1 S i 1.0' State of Service 3.0 Bond Beam The California Pool & Spa.lndustry Education The bond-beam on a pool vessel is the top of a Council, "California Swimming Pool Workmanship conventional pool wall, typically the top of the waterline , Guidelines" define the normal state of a pool vessel tile. The bond beam is a location„ a point of reference. as filled with water. These design calculations The haunch, a widening or extension of the bond-beam, . assume a "dry" vessel (pool empty). was introduced during the early 1900s to accommodate ` precast deck coping and is not required for the structural ' Shotcrete is typically applied directly to the face of firm integrity of the pool vessel. Best practices for the design native earth. No soil pressure is present during the of all concrete boundary elements include . increased construction phase. reinforcement at the bond-beam (or top of stemwall). ' The builder may "flash" excavations with a thin layer The structural details provide alternate sections for bond- of shotcrete to stabilize non-cohesive soils, or "flash" beam construction. The geometry and spacing of may be used as a surface treatment to retard the loss reinforcement at the bond beam may , varywith of moisture from, the walls of excavations in highly architectural requirements or local trade practice..: T expansive soils; this treatment is non-structural. 4.0 Model Notes 2.0 Modes of Failure ° General load case considers an `infinitely long pool a. Buoyancy: Hydrostatic pressure due to a high stemwall (pool empty). Consider a primitive "channel A i water table or othersources can displace or float model" of the pool with opposing sections providing a a partially empty pool/spa. Specifications require restrained toe through the floor section. The "channel _ mitigation for adverse hydrostatic forces to relieve model" is subject to partial cantilever bending only. hydrostatic pressure about all pools & walls. The opposing 'toe' cannot translate horizontally, and an b. Differential-Subsidence: Loose embankment or overturning failure cannot be realized. However, the unsuitable fill. 'Soil .compaction, 90% max dry term overturning-moment (OTM) is presented in the density, conforming to ASTM D1557, is required design calculations to provide a conceptual reference for for any earth fill sections placed about the shell. the inward lateral force imposed on the cantilever stemwall by the upper soil mass outside the pool. c. Differential Settlement: Desiccation (soil moisture Please contact me if you have any questions. removed by ; trees, or vegetation) this phenomenon is rarely encountered. �ppESSIOiyq� d. Differential Heave: - Expansive soils or large trees/roots damage to the _ nears pool can. cause �J pool or surface'decking. ' Expansive soils must beOk pre-saturated prior to shotcrete.. g35 * ` r � 06-3o-� P e.,,. Rotation: Stemwall failure due to lateral bending Cl%J Qom\ a is rarely encountered in forensic investigations. OF CA�� S/GA'ATUR£ATTACHED ELPERsn�i� _ _ •-.� •v ,. .-LVI IVILIV IJEf1 IVES - REVIEWED F®R Page 1 .. .. ".APE ® �MPLIANCE ., Western Region: 2351 Sunset Boulevard, Suite 170.1 oc lin, a 9 , BY44 APE advanced .pool engineering, Paul Reilly, PE, Engineering Services. Ph 916 768-4656. .e 4.0 Model Notes (continued).. For primitive models of the soil=substructure interaction,'- the EFP component is truncated at th 45 -degree intercept to more accurately assess,actual forcessacting, on the base section. Design calculations incorporzte an interpolated linear- . reduction from the point of -curvature to the 45 -degree intercept of the base section. NET MOMENT'AT BASE: 'EMx = OTM'- RM; FOR YE= UNIT WEIGHT OF EARTH; APPLIED AS AN, EQUIVALENT: FLUID PRESSURE'- ; FG FG 71 YE YE h . Fxh + x V w, 4 5)W, 45 1 EE X X .1 1 C OTM =YE63 RM.= OTM'YE 6313) RM Y_ x^ 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. ' 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: compressiveand 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.fortthe.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 hasteen removed to embed the pool. If soil or slope'stability problems do not currently exist at a site, then. thea add i:ioh;of a pool cannot i introduce an adverse gravity or surcharge load. Line Load: An investigation of surcharge models considered a 2 klf line -load, applied -18" lielowr'Kinish:grade, offset 5', from the pool wall. These,models do not impose significant or adverse laterak surcharge- loadson'the pool wall or portions of the distending stemwall. Rock Benches: Axial load -cases acting on the vertical stemwall of earth -retaining systems'increase'Ahe magnitude of the resisting moment and are disregarded in the analysis. Page 2 Western Region: 2351 Sunset Boulevard, Suite 170 Rocklin Ca 95765` APE - Advanced Pool Engineering CADD Areas & Moment Arms Paul Reilly, PE, Engineering Services (916) 768-4656 DESIGN "H"=4' _____. Distending Stem 6"X, Radius 1 Interior 1A' Exterior 1.5' M a m Area m PC • A 0.25 1.50 B 0.32 1.74 PI • C 0.52 1.99 D 0.78 2.23 1 E 1.07 2.48 j PC .a'0' V-P5)PI 01' No Scale This Sheet Page 4 DESIGN "H" = 5' Distending Stem 6" `� Radius 1 Interior 2.0' Exterior 2.5' 1 Mem, Area j PC • A 0.25 1.50 B 0.24 1.94 j PI • C 0.32 2.38 D 1.26 2.82 1 E 1.81 3.28 A 1. 3.0' , )-PC P14.77" 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 APE advanced pool engineering, Paul Reilly, PE, Engineering Services Ph 916 768-4656 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-Urn its 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 elerroents 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 debri4lows from ascending slopes above construction improvements, and to capture and convey all stormwater prior to eao-th retaining structures, or slope paving. The builder plan shall also include mitigation for the conveyance o� 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 arer 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 wal s; 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," 5t' Edition Page 3 5. J.Nelson & Miller, "Expansive Sails," 1992.' 6. Braja M Das, "Shallow Foundations, 1999 7. Nilson/Darwin/Dolan, "Design of Conc Structures;" 2004 9. Hugh Brooks, SE, "Basics of Retain ing-Wall.Design, 7'" APE Western Region: 2351 Sunset Boulevard, Suite 170.412, Rocklin, Ca 95765 APE - Advanced Pool Engineering Page 4 Paul Reilly, PE, Engineering Services CADD Areas &Moment Arms (916) 768-4656 DESIGN "H" = 4' _______- Distending Stem 6" XK Radius I Interior 1.0' Exterior 1.5' I Maim Area PC • A 0.25 1.50 B 0.32 1.74 I PI e C 0.52 1.99 D 0.78 2.23 I ,' E .1.07 2.48 j PC • A 0.25' 1.50 PC 4.9 B 0.24 1.94 B 0.45 2.14 PI • C 0.32 2.38 DESIGN "H" 6' _______- Distending Stem 6" Radius Interior 2.0' Interior 3.0' Exterior 2.5' Exterior 3.5 Mwm Area M wm Area PC e A 0.25 1.50 PC • A 0.25' 1.50 B 0.24 1.94 B 0.45 2.14 PI • C 0.32 2.38 PI • D 1.26 2.82 D 1.71' 3AII I E 2.50' 4.05 PC 3.0 , A � PC 3.9 P1 4.7T DESIGN "H" = T Y5.47 Distending Stem 6" Radius Interior. 3.0' No Scale This Sheet DESIGN "H" = 5 Distending Stem 6" Radius Interior 2.0' Exterior 2.5' j Mwm Area j PC e A 0.25 1.50 B 0.24 1.94 PI • C 0.32 2.38 D 1.26 2.82 t E 1.81 3.28, PC 3.0 , P1 4.7T DESIGN "H" = T Distending Stem 6" Radius Interior. 3.0' Exterior 3.5' q M wM Area PC • A 0.25 2.00 B 0.46 2.64 PI • C 1.00 3.28 D 1.76 3.91 E 2.59 4.55 I I PC 4.0' 1 ALT BAR REal) � n fly PI 6.47 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 APE - Advanced Pool Engineering CADD Areas & Moment Arms f ; •.` .. Page 5 , ., Paul Reilly, PE, Engineering Services (916) 768-4656 T• ' .. t, . 1: r, DESIGN "Ha ------ .DESIGN "H" = 9' - - - - - - ' Distending Stem Distending Stem 7". 'E r Radius I Radius =� Interior 5.0' j Interior 5.0' j Exterior 5.5' Exterior 5.5' Area Merm Area M grin d i I j , ' PC'OA 1.5 0.25 PC • A 2,33 0,29 0.2912 " .33 -PC 3.0'a B 3.52 0.61 0.32L#1 3.16 .1 A � PI • C 4.69 1.46 0.30 } . - a • '; .� 4.00 2.14 E 3.18 6.87. 4.00 - PC 4.0' S - rxt 0.25 • �' •• • I •• .. /''�f� 1 AL REQ'D ri a . BAR REQ'D •� , .. ,, • •t .: , • ` , ,• � - �' �, �' PI 6.88 � - PI 7.88 1. fl DESIGN "H" = 10' - - - - - DESIGN = 12' Distending Stem 8" r I Distending Stem 9" Radius j _ Radius I t i Interior -5.0' - Interior 5.0' I � Exterior 5.5' - I Exterior 5.5' �Y. Area Man d l Area M� di 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 Pl. ' • 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 PC 5.08' 2 BAR REQ'D i• I -PC 6.1r , /. ,� IT 0C B • PI 8.98 2 BAR REaD r f • >'' � .q ' • � _ - PI 11.05 No Scale This Sheet., - ji `2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 . APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 7684656 PC PI AM Load Case: U=1.2D+1.6H Mr I LD Strength Design Mmax Area Y con. = 150 pcf D 4.00 ft Y soil = 120 pcf t , 6.00 in As As t, 6.00 in 93 = 0.11 int t 3 6.00 in #4 = 0.20 int b 12.00 in kip ft r2 1.00 ft fy = 40.00 ksi rt 1.50 ft f 2.50 ksi PC = 3.00' , Point of Curvature = (D -r2) PI = 4.00' , Point of Intercept Depth Page S.1 Load Factor (LF) = 1.6 1 4- Max H Lateral Force (P) = 100 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 (DMn = 0.9 Asfy [d; (a/2)] /12 0 = 0.9 As Req = 1.8bdJf�fy a= A6fy/(0.85 fib) for As > 1.3(As Ret) -+ ok p ,= = 0.75 p b = 0.0232 ref ACI 318 d3Vn = 0.85(24 17 + OVs) - '/2V; ok Soec D Mr I LD MD Mmax Area EDL Marm MR M „ d>Mo di a As REQ As Stem ft ft.kip ft.kip ft.kip ft' kip ft ft.kip Rkip ft.kip in in x 1.33 inZ 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 1 0.17 0.25 0.04 0.28 1 0.88 - 1 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 - 1 2.75 0.17 0.10 0.11 ok 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 APE - Advanced Pool Engineering 5- Max H Paul Reilly, PE, Engineering Services MD (916) 768-4656 Area Axial DL (stem) = 0.00 kip Load Case: U=1.2D+1.6H MT= YD3/6 (factored) Strength Design , LD: Distending smtion below PC. apply Mu = MT /ST - MR Y conc = 150 pcf D 5.00 ft Y soil = 120 pcf t 6.00 in As for AS > 1.3(A, Req) - ok t r 6.00 in #3 = 0.11 in' t 3 6.00 in #4 = 0.20 int b 12.00 in in x 1.33 r2 2.00 ft fy = 40.00 0 rt 2.50 ft F, 2.50 0.00 PC = 3.00' , Point of Curvature = (D -r2) PI= 4.77' , Point of Intercept 0.0 PC PI M1 Death Page S.2 Load Factor (LF) = 1.6 5- Max H Lateral Force (P) = 100 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) M c MD = LD MT LD: Distending smtion below PC. apply Mu = MT /ST - MR linear M reductior_ factor, PC thru PI MR= Marm DLsTeA Stem ksi C)Mo = 0.9 Asfy [di -(a/2)] /12 (D = 0.9 ksi As Req = 1.8bd4fc fy a = Asfy/(0.85 fcb) for AS > 1.3(A, Req) - ok p ,= = 0.75 p b = 0.0232 ref ACI 318 ft (DVn=0.85(24t'cbd+(DVs) -''/2V;ok Snec D Mr I LD MD Mmax Area EDL Marin MR M c 0Mo d, a As REQ As Stem R ft.kip ft.kip ft.kip ftz kip ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.00 0.00 0.25 0.0 0.00 0.0 - 2.75 0.17 0.10 0.11 ok 2.00 0.21 1.00 0.21 0.21 1.00 0.15 0.25 0.04 0.18 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 0.04 0.28 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 0.66 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 11 0.82 1 0.82 1.76 0.26 1 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 1 0.82 1.85 0.28 1 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 1 0.00 0.00 0.82 3.28 0.49 1.81 0.89 0.00 0.88 - 2.75 0.17 1 0.10 1 0.11 ok 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 7684656 Load Case: U=1.2D+1.6H Strength Design PC P1 Cx.L Y conc = 150 pcf D 6.00 ft Y sou = 120 pcf t 1 6.00 in Marm As M „ t 2 6.00 in #3 = 0.11 int t' 6.00 in #4 = 0.20 int b 12.00 in ft ft.kip r2 3.00 ft fy = 40.00 ksi rt 3.50 ft Fe= 2.50 ksi PC = 3.00' , Point of Curvature = (D -r2) PI = 5.77' , Point of Intercept Depth Page S.3 Load Factor (LF) = 1.6 1 6' Max H Lateral Force (P) = 100 EFP Short Term (ST) = 1.02 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 Q3Mo = 0.9 Asfy [di -(a/2)] /12 0 = 0.9 A, Req = 1.8bd4fc fy a = Asfy/(0.85 f,b) for AS > 1.3(AS Req) - ok p . = 0.75 p b = 0.0232 ref ACI 318 (DVn=0.85(24fcbd+(DVs) -- %2V;ok SDec D MT LD MD M. Areajkip Marm MR M „ (DM,, di a As REQ As Stem ft ft.kip ft.kip ft.kip ftt ft ft.kip ft.kip ft.kip in in x 1.33 int Check 0 0.0 1.00 0.00 0.00 0.000.25 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 1.000.25 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 1.130.25 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 1 0.27 1 0.88 - 1 2.75 1 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 - 2.75 0.17 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 - 2.75 0.17 0.10 0.11 ok 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 Y APE - Advanced Pool Engineering Paul Reilly, PE, Engineering Services (916) 768-4656 Load Case: U = 1.2D+ 1.6H Strength Design D 7.00 ft t 1 6.00 in t 2 6.00 in t 3 6.00 in b 12.00 in r nvT$>z 4.00 ft r EXTER 4.50 ft PC PI FNE Depth Y cont = 150 pcf 7 soil = 120 pcf As #3 = 0.11 int #4 = 0.20 int f, = 40.00 ksi 1'c= 2.50 ksi PC = 3.00' , Point of Curvature = (D -r2) PI = 6.18' , Point of Intercept Page S.4 Load Factor (LF) = 1.6 1 7' Max H Lateral Force (P) = 100 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: Distendiag section below PC. apply Ma = MT /ST - MR linear M reduction factor, PC thru PI MR= Marm DLsTEM As REQ d3Mn = 0.9 Asfy [di -(a/2)] /12 0 = 0.9 A, Req = 1.8bd4fc/fy a= Asfy/(0.85 fcb) for A, > 1.3(A, Req) --+ ok p . = 0.75 p b = 0.0232 ref ACI 318• ft2 d>Vn = 0.85(:24 f c bd + 0Vs) %2V; ok Snec D MT LD MD Mmes Area EDL Marm MR M,, OMo 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 0.30 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 1 0.42 1 1.00 0.42 0.42 1 1.25 0.19 0.30 0.06 1 0.36 0.88 - 2.75 0.17 0.10 0.11 1 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 0.15 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 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 7.00 0.00 0.00 0.00 1.27 4.84 0.73 3.18 2.31 0.00 0.88 - 2.75 0.17 0.10 0.11 ok One Alternate Bar Required 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 APE - advanced pool engineering PC PI EN One #3 Altemate Bar Required CBC, ACI 318, ASCE 7 Load Case: U = 1.2D+ 1.6H Strength Design Y conc = 150 pcf Y soil = 120 pcf As fy = 40 ksi f',= 2.5 ksi Distending (Curved) Stemwall Models Rebar Size As #3 = 0.11 int #4 = 0.20 int 8' Max Depth D D M u mMn As Stem ft ft.kip ft.kip int 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 2.02 0.88 0.11 ok 7.75 - 0.88 0.11 ok 7.79 - 0.88 0.11 - 7.82 1.06 0.88 0.11 ok 7.86 - 0.88 0.11 - 7.89 - 0.88 0.11 ok 7.93 - 0.88 0.11 0.22 7.96 - 0.88 0.11 0.22 8.00 10.0 0.88 0.11 0.11 PC PI END Two #3 Altemate Bars Required Page S.5 Load Factor (LF) = 1.6 Mu Summary Lateral Force (P) = 85 EFP Stem H = 8', 10', & 12' Short Term (ST) = 1.00 ft -kip Axial DL (stem) = 0.00 kip [no Bldg or other significant axial DL] MT = yD3/6 (factored) 0.00 MD = LD MT LD: Distending section below PC. apply Mo = MT/ST - MR linear M reduction factor, PC thru PI MR= Marm DI M.Em 0.88 (DM„ = 0.9 A,fy [d; -(a/2)] /12 cis = 0.9 As Req = 1.8bd4fr/fy a= Asfy/(0.85 fcb) for As > 1.3(A, Req) - ok p . = 0.75 p b = 0.0232 ref ACI 318, 10.5.3 3.00 0.63 NVn=0.85(24f',bd+(DVs)-'hV;ok 10' Max Deoth D Mu mMn 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 1 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 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 10.0 0.00 2.48 0.11 ok PC PI END 12' Max Deoth .D Mu (DM,, As Stem ft ft.kip ft.kip inZ 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 L 1.75 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 Floor 4.56 0.20 Floor 4.06 0.20 Typical Vertical Rebar #4 @ 12" oc Two 94 Altemate Bars Required r APE - Advanced Pool Engineering MT MMAx Page S.6 Paul Reilly, PE, Engineering Services MR M „ (916) 7684656 di a Load case: u = 1.71. (water) AS "A Extended Stemwalls Strength Design Load Factor (LF) = 1.7 5.5- & 8.W Y cont = 150 pcf Lateral Force (P) = 63 EFP ft.kip *D 8.00 ft Y soil = 120 pcf Short Term (ST) = 1.00 in t t 10.00 in As Axial DL (stem) = 0.00 kip Notes t 2 10.00 in #3 = 0.11 int MT = yD3/6 (factored) MT: absolute value of MT shown. 13 8.00 in #4 = 0.20 int 0.00 0.23 b 12.0 in Mu = MT -MR 0.0 2.75 MR= Marm DLSTEnt (= 0.9. r2 2.00 ft fy = 40.00 ksi NM„ = 0.9 Asfy [di -(a/2)] /12 a = Asfy/(0.85f�b) it 1.33 ft f',= 2:50 ksi tDVn = 0.85( 2V f',bd + (DVs) - V2V; ok 0.13 "geometry for 8' max extended stemwall shown, 5.5' max depth case similar. 0.03 0.00 0.88 - 2.75 0.17 0.15 0.00 0.11 Pool 2.00 0.14 Case 1: embedment 2' min: (2'+ 3.5' Extended) = 5.5' total depth. 0.06 0.09 0.88 - Case 2: embedment T min: (2'+ 6.0' Extended) = 8.0' total depth. 0.15 0.01 0.11 ok ref ACI 318, 10.5.3 H WATER 0.38 FG PC = 6.67. , Point of Curvature = (D -r2) for A,> 1.3(A, Req) -+ ok 0.88 2.75 PI = 7.61 , Point of Intercept = D- r2 (0.293) r A, Req = 1.8bd4fc/fy Boit 5.5' 3.50 0.77 0.44 Max Depth 0.10 Spec D MT MMAx EDL Matin MR M „ OK di a c AS "A AS Stem ft ft.kip ft.kip kip ft ft.kip ft.kip ft.kip in in in x1.33 int 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 1 2.06 3.30 0.35 0.29 0.21 1 0.22 ok 5.00 2.23 1 0.63 0.23 0.14 2.09 1 2.45 3.88 0.35 0.291 0.25 1 0.22 ok 5.50 2.97 1 0.69 0.23 0.16 2.81 1 2.82 - 4.45 1 0.35 0.291 0.29 1 0.22 ok (one anemate bar requtrea) 8.0' Max Depth M M EDL M m d a c 'no A tem ft ft.ki ft.ki ki ft.ki ft.ki in in in K1.33 int Check 0 0.0 0.00 0.00 0.0 7.00 0.17 0.15 - 0.11 ok 1.00 - 0.02 0.13 TMarmM 0.00 2.28 7.00 0.17 0.15 0.00 0.11 ok 2.00 0.14 0.25 0.00 2.28 - 7.00 0.17 0.15 0.00 0.11 ok 2.50 0.28 0.31 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 1 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 0.290.22 ok 7.50 7.53 0.94 0.58 0.54 6.997.01 1 10.80 0.35 0.29 0.29 0.22 ok 8.00 9.14 ' 1.00 0.58 0.58 1 1 8.56 1 8.60 1 113.2010.35 0.29 0.29 0.22 ok (one alternate bar required) 2351 Sunset Boulevard, Suite 170.412 Rocklin Ca 95765 Paul Reilly, PE, Engineering Services ph 916.768.4656 fax 916.624.6530 ea P� ung as egg '. Butte County Building Department Re: Swirrming Pool Permit 7 County Center Drive March 15, 2017 Oroville, Ca' Swimming Pool Engineering Authorization for I inonoerl (`nn4r�n4�r !' 99 (`n I L.... _ AI_ Blue Haven Pools 934975 The owner(s) of the referenced company, their employees or agents are auth=orized to use the sheet titled "Standard Plan for Pool or Spa", Sheet SP1, as authored by Engineering Services (aka Advanced Pool Engineering). The Contractor must be the permit applicant and the builder of record for each site. All plan sheets produced by `Engineering Services' for swimming pool/spa improvement or remodel projects must have a wet -signatory by Paul Reilly, RCE 53583. Swimming pool plans must comply with the recent 2016 CBC and all other reference code criteria and standards. See builder plans for compliance with Article 680 (boncing) and the Virginia -Graham -Baker Act (non -entrapment). , 16, In the event that landscape retaining walls exceeding 36 -inches above the top of the footing are required for site development, a separate cover for each site with design calculations will be provided. Refer to Sheet SP1, Detail A6 for minor wall designations. Please contact our office if you have any questions. Y Thank you. BUTTE COUNTX MAR 2.,2.2017 BUTTE COUNTY BUILDING DIVISION ,APPROVED SIGNATURE ATTACHED ELECTRONICALLY DEVELOPMENT SERVICES 2351 Sunset Boulevard, Rocklin, Suite 170, Ca 95765 SIC /YIPI7-0009 1�cs �t�Y