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Plans (20) RECEIVED FEB 2 2017 CITY 'GARD A February 1, 2017 BURN N UNION City of Tigard ATTN: Engineering Department 13125 SW Hall Blvd Tigard, Oregon 97223 RE: Westside Christian High School Soccer Field Improvements Project 1200CN permit Dear Engineering Department: Attached are the calculations for the building permit for the Westside Christian High School Soccer Field Improvements. The following calculations are submitted for your review: • Retaining wall calculations • Road Lighting calculations • Field Lighting calculations • Storm water caclulations The stormwater calculations we prepared by KPFF and reviewed by myself. The drainage areas (pervious vs impervious) are equal from undeveloped to developed conditions. The roadway has moved, but the areas are the same and the time of concentration is unchanged. The biggest change is from a drainage swale to a StormFilter BMP. The north half of the property already has a StormFilter BMP of the same size (flows are almost equal north and south drainage basins) and the existing maintenance agreement will be modified to include the new stormfilter manhole. Thank you for your consideration. City of Ti.ard Sincerely, AO . �,f • Plana BY Date w- ,-7 e ZOFFICE AFM ±1 -F - Neil Pietrok, PE COPY CC: Westside Christian High School Debi Miller, WCHS Principal Ron White, Probity Builders Sam Wiseman, Gregory Pacific Construction neil@per-eng.com Pietrok Engineering &Resources LLC 503-793-3469 WESTSIDE CHRISTIAN HIGH SCHOOL FIELD IMPROVEMENTS PROJECT 8200 SW Pfaffle Street, Tigard, Oregon PROJECT CALCULATIONS Owner: Westside Christian High School 8200 SW Pfaffle Street Tigard, Oregon 97223 Civil Engineer: Pietrok Engineering and Resources LLC 11732 NW Laidlaw Road Portland, Oregon 97229 Electrical Engineer: Evans Engineering and Consulting LLC 12745 SW Beaverdam Road Beaverton, Oregon 97005 Index: Pages 2-28 Ultrablock Wall Calculations Pages 29-31 Site Lighting Calculations Pages 32-41 Field Lighting Calculations Pages 42-84 Storm Water Calculations U TR •BLOCK, I C. 'BLOCK, UltraWall Version: 4.0.16287.0 Project: Westside Christian High School Location: Site Location Designer: xxx Date: 1/5/2017 Section: Section 1 0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: Ultrablock 1111 SOIL PARAMETERS cp coh y Retained Soil: 30 deg 0 psf 120 pcf Foundation Soil: 30 deg 0 psf 120 pcf Leveling Pad: 40 deg 0 psf 130 pcf Crushed Stone GEOMETRY Design Height: 7.10 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/5.70 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Slope Length: 0.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.46 ft Vertical 6 on Single Depth FACTORS OF SAFETY Sliding: 1.50 Overturning: 1.50 Bearing: 2.00 RESULTS FoS Sliding: 2.20 (Ivlpd) FoS Overturning: 2.03 Bearing: 1257.84 FoS Bearing: 4.01 Name Elev.[dpth] ka Pa i Paq Paqd (PaC) , PaT FSsI(IvI Pd) FoS OT %DM 1X 4.89[2.21] ' 0.259 93 0 0 0 93 100.00 15.41 ! 100% 1 X 2.45[4.65] 0.259 372 r 0 0 0 372 49.80 4.22 53% 1 X 0.00[7.10] 0.259 837 0 0 0 837 2.20(2.22) 2.03 35% Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 1 U TR'BLOCK, INC. NOTES ON DESIGN UNITS The wall section is designed on a'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall(or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80%of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value(1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 2 f U TR'BLOCK, INC. �LL- DESIGN DATA TARGET DESIGN VALUES (Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsl=1.50 Minimum Factor of Safety for overturning about the toe FSot=1.50 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb=0.50 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =7.10 ft Embedment, measured from top of leveling pad to finished grade emb=0.50 ft Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i =0.00 deg Slope Geometry Slope Angle, measured from horizontal (3=0.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft Slope Length, measured from back of wall facing SL_Length=0.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) LL=0.00 psf Live Load Offset, measured from back face of wall LL offset=0.00 ft Live Load Width, assumed strip loading LL_width =0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL=0.00 psf Dead Load Offset, measured from back face of wall DL_offset=0.00 ft Dead Load Width, assumed strip loading DL width = 0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp = 30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp=30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 3 U TR'BLOCK, INC. RETAINING WALL UNITS STRUCTURAL PROPERTIES: • N is the normal force[or factored normal load]on the base unit The default leveling pad to base unit shear is 0.8 tan(cp) or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: Unit Ht(in) Width(in) Depth(in) Equiv_Density(pcf) Equiv_CG(in) 14.75 14.75 ' 59 00 29.50 140.00 Cap Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 , 59.00 59.00 140.00 29.50 Triple 29.50 , 59.00 88.50 ! 140.00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 4 • U TR'BLOCK,INC. LL • FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block Wt X Arm Moment Sod Wt X-Arm Moment 1 846.08 1.72 1453.130.00 3.02 0.00 2 846.08 1.47 1246.55 . _ 0.00 2.78 0.00 3 846.08 1.23 1039.97 Block Weight(Force v)=block: 2538 X-Arm = 1.59 ft Soils Block Weight(Force v) = 0 ppf X-Ami =2.84 ft Active Earth Pressure Pa= 837 ppf Pa_h (Force H)= Pa cos(batter+6)= 837 x cos(-5.7+20.0)= 811 ppf Y-Arm =2.45 ft Pa_v(Force V)= Pa sin(batter+6)=837 x sin(-5.7+20.0) =0 ppf X-Arm =2.68 ft Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facing for walls that have deep embedments. Passive Earth Pressure: kp=3.00 Pp=234.17 ppf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 5 U TR• BLOCK, INC. CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is 6 minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective 6 angle(2/3 retained phi) b=20.0 deg Coefficient of active earth pressure ka=0.259 External failure plane p= 54 deg Effective Angle from horizontal Eff.Angle=95.70 deg Coefficient of passive earth pressure: kp= (1 +sin(cp))/(1 -sin(cp)) kp=3.00 cos(+i+ 2 Ka a:402.0346i•co45i-i)(1+ s Si+� .s $i R a cos(Si-i).cos(i+ p) WO: stone within units W1: facing units W2: stone over the tails W9: Driving force Pa W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes coordinates are referenced to a zero point at the front toe of the base bloc UNFACTORED LOADS I { Pq Name Factory'Force(V)'Force(H) X-len Y-len Mo ; Mr cks ) i — — , '4034, 4 Face Blocks(V111) 1.00 2538 l 1 59 '4034 LvlPad 18 1.00 176 - ; i - Pa h 1.00 811 — 2.45 ,1985, — Pa_v 1.00 0 2 68 i Sum V/H 1.00 2714 811 Sum Mom;1985'4034, 1161, Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 6 • U TR'BLOCK, INC. BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding=W1 +W2 2538+ 0 N =2538 ppf Resisting force at pad = N tan(slope)+ intercept x L 2538 x tan(33.9) +0.0 x 2.5 Rf1 =1776 where L is the base block width With tilt,the resisting force is'SumV*cos(tilt)' + Rf*sin(tilt) + Df*sin(tilt) because the unit is sliding'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct, the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd cp=30.00 deg N1 includes N (the leveling pad)+leveling pad (LP) 2538 + 176 N1 =2714 ppf Passive resistance is calculated using kp = (1 +sin(30))/(1 -sin(30)) kp= 3.00 Pressure at top of resisting trapezoid, dl = 0.50 Fp1 = 180.00 Pressure at base of resisting trapezoid, d2 = 1.25 Fp2 =448.33 Depth of trapezoid depth =0.75 Pp = (Fp1 + Fp2)/2 *depth 234.17 Resisting force at fnd =(N1 tan(phi)+ c L)+ Pp 2714 x tan(30)+ 0 x 2.7+234 Rf2= 1801 where LP=Ivl pad thickness * 130pcf*(L+ Ivl pad thickness/2) Driving force is the horizontal component of Pah Df=811 FSsI= Rf/Df FSs1=2.20/2.22 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 7 U TR'BLOCK, INC. LL OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks.Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad 4034 Mr=4034 ft-lbs Moments causing eccentricity= MPah + MPq 1985 Mo=1985 ft-lbs e= L/2 -(Mr-Mo)/N1 e=2.46/2 - (4034- 1985)/2714 e=0.42 e/L= 0.17 FSot= Mr/Mo FSot =4034/ 1985 FSot=2.03 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 U TR BLOCK, INC. ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV=(W1 +W2 +Pa_v) e= L/2-(SumMr-SumMo)/(SumV) e=2.46/2 - (2049/2538.23) e=0.422 ft Calculation of Bearing Pressures Qult=c*Nc+q*Nq +0.5*y*(B')*Ng where: Nc=30.14 Nq=18.40 Ng =22.40 c=0.00 psf q= 120.00 psf B'= B-2e+IvIpad =2.11 ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=5050 psf Bearing Pressure= (SumVert/B') +((2B + LP depth)/2*LP depth *gamma) sigma=1257.84 psf Calculated Factors of Safety for Bearing Quit/sigma=4.01 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 9 i ` ' U TR BLOCK, I C. LL UltraWall Version: 4.0.16287.0 Project: Westside Christian High School Location: Site Location Designer: xxx Date: 1/5/2017 ......"". ill Section: Section 1 Design Method: NCMA_09_3rd_Ed n; 11 Design Unit: Ultrablock SOIL PARAMETERS cp coh y Retained Soil: 30 deg 0 psf 120 pcf 1°4 .. wrl Foundation Soil: 30 deg 0 psf 120 pcf Leveling Pad: 40 deg 0 psf 130 pcf Crushed Stone GEOMETRY Design Height: 9.50 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/5.70 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Slope Length: 0.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 5.92 ft Vertical b on Single Depth FACTORS OF SAFETY Sliding: 1.50 Overturning: 1.50 Bearing: 2.00 RESULTS FoS Sliding: 2.29 (fnd) FoS Overturning: 2.07 Bearing: 1590.86 FoS Bearing: 4.65 Name ' Elev[dpth] i ka Pa Paq Paqd ; (PaC) PaT FSsI(Ivl Pd) i FoS OT 1 %D/H 1X i 7.34[2.16] 0.259 90 i 0 0 0 90 100.00 16.31 100% 1X 4.89[4.61] 0.259 ; 365 0 0 0 365 50.75 4.34 53% 1X 2.45[7.05] 0.259 826 0 ! 0 0 826 22.53 2.07 35% ._.. 2X-2X 0.00[9.50] 0.321 1920 0 0 0 1920 2.40(2.29) 2.73 i 52% ' Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 1 f ' U TR 1BLOCK, INC. NOTES ON DESIGN UNITS The wall section is designed on a'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted,then AASHTO only allows 80% of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false(NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 2 U TR'BLOCK, I C. DESIGN DATA TARGET DESIGN VALUES(Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsI=1.50 Minimum Factor of Safety for overturning about the toe FSot=1.50 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb=0.50 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =9.50 ft Embedment, measured from top of leveling pad to finished grade emb=0.50 ft Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i=0.00 deg Slope Geometry Slope Angle, measured from horizontal R=0.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft Slope Length, measured from back of wall facing SL_Length =0.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) LL=0.00 psf Live Load Offset, measured from back face of wall LL_offset=0.00 ft Live Load Width, assumed strip loading LL_width = 0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL= 0.00 psf Dead Load Offset, measured from back face of wall DL_offset=0.00 ft Dead Load Width, assumed strip loading DL width =0.00 ft Soil Parameters Retained Zone Angle of Internal Friction tp=30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp= 30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 3 U TR•BLOCK, INC. RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load]on the base unit The default leveling pad to base unit shear is 0.8 tan(w) or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: Unit Ht(in) Width(in) Depth(in) Equ%Density(pct) Equiv_CG(in) Cap 14.75 59 00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 140.00 29.50 Triple i 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 4 U TR BLOCK, INC. FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block Wt X-Arm Moment Soil Wt X-Arm Moment 1 846.08 1.96 1659.71 89.85 3.38 303.62 2 846.08 1.72 1453.13 285.00 3.44 979.33 3 846.08 1.47 1246 55474.73 3.51 1666.76 4 1692.15 2.46 ' 4159.88 Block Weight(Force v) =block:4230 X-Arm =2.13 ft Soils Block Weight(Force v) = 850 ppf X-Arm = 3.58 ft Active Earth Pressure Pa= 1920 ppf Pa_h (Force H)= Pa cos(batter+6)= 1920 x cos(3.3+22.5 )= 1729 ppf VArm = 3.33ft Pa_v(Force V)= Pa sin(batter+6)= 1920 x sin(3.3+22.5 )=835 ppf X-Arm =4.39 ft Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facing for walls that have deep embedments. Passive Earth Pressure: kp= 3.00 Pp= 355.02 ppf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 5 U TR'BLOCK, INC. CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is 6 minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective 6 angle(3/4 retained phi) 6=22.5 deg Coefficient of active earth pressure ka=0.321 External failure plane p=57 deg Effective Angle from horizontal Eff.Angle=86.74 deg Coefficient of passive earth pressure: kp= (1 +sin(W))/(1 -sin(cp)) kp=3.00 coseh+i}a Kt:- 2 cos(i)2.cos(6i-41 +is 4i+Si).sin($i-(9) cos(6i-i).cos(i+p) WO: stone within units W1: facing units W2: stone over the tails W9: Driving force Pa W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes coordinates are referenced to a zero point at the front toe of the base bloc alt UNFACTORED LOADS R , ; �''a P; Name Factory,Force(V) Force(H) X-len: Y len Mo ' Mr i +; { t '^. P Face Blocks(W1)� 1.00 i 4230 - 2.13; 9000 ; H ' k` s � Soil Wedge(W2) 1.00 850 3 58 3045 � � : ��, LviPad(W18) 1.00 336 - Pa_h 1.00 - ; 1729 3.33 :5758' Pa_v 1.00 835 ` j 4.391 13666 , Sum V/H 1.00 6250 1729 Sum Mom 5758 15711 " — L --...- Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 6 • U TR'BLOCK,INC. BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding =W1 +W2 + Pay 4230+ 850+835 N =5915 ppf Resisting force at pad = N tan(slope)+intercept x L 5915 x tan(33.9) +0.0 x 4.9 Rf1 =4122 where L is the base block width With tilt,the resisting force is'SumV*cos(tilt)'+ Rf*sin(tilt) +Df*sin(tilt) because the unit is sliding'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct,the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd cp=30.00 deg N1 includes N (the leveling pad) +leveling pad (LP) 5915 + 336 N1 =6250 ppf Passive resistance is calculated using kp= (1 +sin(30))/(1 -sin(30)) kp= 3.00 Pressure at top of resisting trapezoid, dl = 0.50 Fp1 = 180.00 Pressure at base of resisting trapezoid, d2 = 1.49 Fp2 = 536.67 Depth of trapezoid depth =0.99 Pp= (Fp1 + Fp2)/2 *depth 355.02 Resisting force at fnd= (N1 tan(phi)+c L)+ Pp 6250 x tan(30)+ 0 x 5.2+ 355 Rf2 = 3964 where LP=Ivl pad thickness* 130pcf* (L+ Ivl pad thickness/2) Driving force is the horizontal component of Pah 1729 Df=1729 FSsl=Rf/Df FSsl=2.40/2.29 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 7 U TR • BLOCK, INC. OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks.Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad+MPav 9000+ 3045 + 3666 Mr=15711 ft-lbs Moments causing eccentricity= MPah+ MPq 5758 Mo=5758 ft-lbs e=U2-(Mr-Mo)/N1 e=4.92/2- (15711 - 5758)/6250 e=0.78 e/L= 0.16 FSot= Mr/Mo FSot=15711 /5758 FSot=2.73 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 U TR'BLOCK, 1 C. ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV= (W1 +W2 +Pa_v) e= L/2-(SumMr-SumMo)/(SumV) e=4.92/2 - (9953/5914.52) e=0.776 ft Calculation of Bearing Pressures Qult= c*Nc+q* Nq+ 0.5*y*(B') *Ng where: Nc=30.14 Nq=18.40 Ng =22.40 c=0.00 psf q = 120.00 psf B'= B-2e+Ivlpad =3.87ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=7404 psf Bearing Pressure= (SumVert/B') + ((2B + LP depth)/2 * LP depth *gamma) sigma=1590.86 psf Calculated Factors of Safety for Bearing Quit/sigma=4.65 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 9 `��I� U TR •BLOCK, INC. W UltraWall Version: 4.0.16287.0 Project: Westside Christian High School fillir Location: Site Location J Designer: xxx al Date: 1/5/2017 Section: Section 1 � Design Method: NCMA_09_3rd_Ed tNi Design Unit: Ultrablock all alliSOIL PARAMETERS 9 coh ��. •Y Retained Soil: 30 deg 0 psf 120 pcf -`Fl wl Foundation Soil: 30 deg 0 psf 120 pcf Leveling Pad: 40 deg 0 psf 130 pcf Crushed Stone GEOMETRY Design Height: 12.10 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/5.70 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Slope Length: 0.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 5.92 ft Vertical S on Single Depth FACTORS OF SAFETY Sliding: 1.50 Overturning: 1.50 Bearing: 2.00 RESULTS FoS Sliding: 1.92 (fnd) FoS Overturning: 1.95 Bearing: 2374.51 FoS Bearing: 2.82 Name j Elev.[dpth] f ka ! Pa Paq i Paqd (PaC) i PaT FSsI(IvI Pd) FoS OT %D/H lx i 9.78[2.32] ; 0.259 102 0 1 0 i 0 1 102 ' 100.00 13.54 100% 1X 7.34[4.76] 0.259 389 _ 0 0 0 ; 389 47.68 3.95 52% 1X 4.89[7.21] 0.259 862 0 0 0 862 21.61 1.95 34% 2X 2X ; 2.45[9.65] 0.319 1969 0 0 i 0 ' 1969 10.35 2.64 51% 2X 2X 0.00[12.10] , 0.297 ; 2827 1 0 0 i 0 2827 1. 2.09(1.92) 2.00 41% Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 1 U TR'BLOCK, INC. NOTES ON DESIGN UNITS The wall section is designed on a'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall(or 1 ft3).therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80% of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false(NG), even though the results shown is 1.50(results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value(1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 2 U TR•BLOCK, INC. DESIGN DATA TARGET DESIGN VALUES (Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsl=1.50 Minimum Factor of Safety for overturning about the toe FSot=1.50 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb=0.50 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H=12.10 ft Embedment, measured from top of leveling pad to finished grade emb=0.50 ft Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i=0.00 deg Slope Geometry Slope Angle, measured from horizontal R =0.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft Slope Length, measured from back of wall facing SL Length=0.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) LL= 0.00 psf Live Load Offset, measured from back face of wall LL_offset=0.00 ft Live Load Width, assumed strip loading LL_width =0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL= 0.00 psf Dead Load Offset, measured from back face of wall DL offset=0.00 ft Dead Load Width, assumed strip loading DL width = 0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp=30.00 deg Cohesion coh=0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp =30.00 deg Cohesion coh=0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 3 I `ice U TR BLOCK, INC. RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan(cp) or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: Unit I Ht(in) ! Width(in) • Depth(in) j Equiv_Density(pcf) Equiv_CG_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 , 140.00 29.50 Triple 29.50 59 00 88.50 140.00 44.25 • 15 in Tall Unit 14.75 , 59.00 29.50 140.00 ', 14.75 i Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 4 U TR BLOCK, I C. W FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block Wt X-Arm f Moment Soil Wt X-Arm Moment 1 846.08 2.21 1866.28 88.69 3.59 318.64 2 846.08 1.96 1659.71 240.14 3.60 864.76 3 846.08 1.72 1453.13 388.26 3.61 1400.36 4 1692.15 _.. 2.70 ; 4573.03 0.00 i 5.16 0.00 5 w . 1692.15 2.46 4159.88 i Block Weight(Force v)=block: 5923 X-Arm =2.43 ft Soils Block Weight(Force v)=717 ppf X-Arm = 3.72 ft Active Earth Pressure Pa=2827 ppf Pa_h (Force H)= Pa cos(batter+b)=2827 x cos(0.1 +22.5)=2609 ppf Y Arm =4.20 ft Pa_v(Force V)= Pa sin(batter+6)=2827 x sin(0.1 +22.5)= 1088 ppf X-Arm =4.48 ft Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facing for walls that have deep embedments. Passive Earth Pressure: kp=3.00 Pp= 355.02 ppf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 5 A41,11 1.-71-c-r0h7,,iirgi)b-r U TR BLOCK, INC. CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is b minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective 6 angle(3/4 retained phi) 6=22.5 deg Coefficient of active earth pressure ka=0.297 External failure plane p= 56 deg Effective Angle from horizontal Eff.Angle=89.86 deg Coefficient of passive earth pressure: kp= (1 +sin(cp))/(1 -sin(cp)) kp=3.00 costo+ 2 Kt 2 cos(i)2•coseSi—i}�1+ cos(di+)•cos(ii+p) WO: stone within units W1: facing units W2: stone over the tails W9: Driving force Pa W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes I 1.111111111111111111111111111.1111111.11 coordinates are referenced to a zero point at the front toe of the base bloc s Cw UNFACTORED LOADS P. z ik Name Factor y,Force(V)'Force(H) X-len Y len Mo Mr !! Pa Face Blocks(W1) 1.00 5923 2.43 14378 H Soil Wedge(W2)1 1.00 717 ' — 3.721 — 2665 4 LvlPad(W18) 1.00 336 — — �� Pa_h 1.00 . — 2609 i 4.20 10948 j -- a • � , , — 4876 Sum V/H 1.00 8064 2609 Sum Mom; Pa_v 1.00 1088 �4 48; i . 1094821919 � +, L —�- Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 6 U TR'BLOCK, INC. BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding =W1 +W2+ Pay 5923+ 717+ 1088 N=7728 ppf Resisting force at pad = N tan(slope)+ intercept x L 7728 x tan(33.9) +0.0 x 4.9 Rf1 =5421 where L is the base block width With tilt,the resisting force is'SumV*cos(tilt)'+ Rf*sin(tilt)+ Df*sin(tilt) because the unit is sliding'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct,the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd p=30.00 deg N1 includes N (the leveling pad)+leveling pad (LP) 7728 + 336 N1 = 8064 ppf Passive resistance is calculated using kp= (1 +sin(30))/(1 -sin(30)) kp= 3.00 Pressure at top of resisting trapezoid, dl = 0.50 Fp1 = 180.00 Pressure at base of resisting trapezoid, d2 = 1.49 Fp2 = 536.67 Depth of trapezoid depth =0.99 Pp= (Fp1 + Fp2)/2 *depth 355.02 Resisting force at fnd= (N1 tan(phi) +c L) + Pp 8064 x tan(30)+ 0 x 5.2+ 355 Rf2 = 5011 where LP=Ivl pad thickness * 130pcf*(L+lvl pad thickness/2) Driving force is the horizontal component of Pah 2609 Df=2609 FSsl=Rf/Df FSsl =2.09/ 1.92 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 7 U TR'BLOCK, INC. OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks.Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2+ MLvlPad+ MPav 14378 +2665+4876 Mr=21919 ft-lbs Moments causing eccentricity= MPah +MPq 10948 Mo=10948 ft-lbs e= U2-(Mr-Mo)/N1 e=4.92/2 - (21919- 10948)/8064 e=1.04 e/L= 0.21 FSot=Mr/Mo FSot=21919/10948 FSot=2.00 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 U TR'BLOCK, INC. ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV=(W1 +W2 +Pa_v) e= L/2 -(SumMr-SumMo)/(SumV) e=4.92/2 - (10971 17728.05) e=1.039 ft Calculation of Bearing Pressures QuIt=c*Nc+q*Nq+0.5 *y*(B')* Ng where: Nc=30.14 Nq =18.40 Ng =22.40 c=0.00 psf q = 120.00 psf B'= B-2e+Ivlpad = 3.34ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=6696 psf Bearing Pressure= (SumVert/B') + ((2B + LP depth)/2 *LP depth *gamma) sigma=2374.51 psf Calculated Factors of Safety for Bearing Quit/sigma=2.82 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 9 Generated by COMcheck-Web Software Exterior Lighting Compliance Certificate Section 1: Project Information Energy Code:2014 Oregon Energy Efficiency Specialty Code Project Title: Project Type:Addition Exterior Lighting Zone: 2 (Residential mixed use area) Construction Site: Owner/Agent: Designer/Contractor: 8200 SW Pfeifle St. Neil Petrok Charles Evans Tigard,Oregon 97223 Petrok Engineering and Resources LLC Evans Engineering and Consulting LLC 11732 NW Laidlaw Road 12745 SW Beaverdam Rd. Portland,Oregon 97229 Beaverton,Oregon 97005 503-793-3469 503-258-7630 neil@per-eng.com charles@evansengineeringconsulting.com Section 2: Exterior Lighting Area/Surface Power Calculation A B C D E F Exterior Area/Surface Quantity Allowed Tradable Allowed Proposed Watts Wattage Watts Watts /Unit (BxC) Main Drive(Driveway) 600 ft2 0.06 Yes 36 750 West Walkway(Walkway<10 feet wide) 600 ft of walkway length 0.7 Yes 420 0 East Walkway(Walkway<10 feet wide) 600 ft of walkway length 0.7 Yes 420 0 Total Tradable Watts'= 876 750 Total Allowed Watts= 876 Total Allowed Supplemental Watts"= 600 •Wattage tradeoffs are only allowed between tradable areas/surfaces. • A supplemental allowance equal to 600 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Section 3: Exterior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp I Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Main Drive(Driveway,600 ft2):Tradable Wattage LED:L: LED Pole mount light:Other: 1 10 75 750 West Walkway(Walkway<10 feet wide,600 ft of walkway length):Tradable Wattage East Walkway(Walkway<10 feet wide,600 ft of walkway length):Tradable Wattage Total Tradable Proposed Watts= 750 Section 4: Requirements Checklist In the following requirements,blank checkboxes identify requirements that the applicant has not acknowledged as being met. Checkmarks identify requirements that the applicant acknowledges are met or excepted from compliance. 'Plans reference page/section'identifies where in the plans/specs the requirement can be verified as being satisfied. Controls, Switching, and Wiring: 1. Lighting designated to operate more than 2000 hours per year for Uncovered Parking Areas shall be equipped with motion sensors that will reduce the luminaire power by thirty-three percent or turn off one-third the luminaires when no activity is detected. Plans reference page/section: N/A Exterior Lighting Restrictions and Exceptions: Project Title: Report date: Data filename: Page 1 of 2 ✓ 2. Mercury vapor and incandescent lighting is not permitted for use as exterior lighting. ✓ 3. Exempt lighting fixtures are equipped with a control device independent of the control of the nonexempt lighting and are identified in Section 3 table above. Plans reference page/section: N/A Section 5: Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2014 Oregon Energy Efficiency Specialty Code requirements in COMcheck-Web and to comply with the mandatory requirements in the Requirements Checklist. Charles T. Evans, PE - Engineer 12/06/2016 Name-Title Sign ure Date • Project Title: Report date: Data filename: Page 2 of 2 , // 1 i� , ii 11 Fj t,1 l '''000000`0.000 - 1 00000D0oa00.0 _ ---- ?'' 1 j 'rd¢e-a',{e 0000'0000'0.0 Lz;cy- k 1 4;! d . 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''00000.00.00.0'00'00 1Ji9';�-`zait4'D4 rY i. t{ "' 100'00000.00.o'o.0bo `00000.00.00.0'00 I`.11 '' d 000.0'0.00.0000.00.0 i l 0.000'0.000'00'0.00.0 ;i 99A9A tl 10.000'00000.0'0.0'0.0 41 i0.o0.0'0.0000.0'o.00.0 ;1 C 0000000.0'0.0'00 ('r' I* ' 0.00.0'0.0'0.00.00.0.0.0 3 5 ,, Plan view Designer +CTE j 44 ,� rt ` d .'`a � f a'� $.=,ra.t�3 n""'r a c .t r �' .a< # _ - Date j 3 .z � rw 0,�x1v ! in,/28/2o3.6 4,! tftac� B '7A�" �" a r iE wa ye;, Svm o pt a Mfa M a Scale East Pathwa 0, _ .0:1 1 1 Not to Scale '- `1 1 MRP-LED 42C 530 SOK MRP POST TOP LIGHT 42 LEN 530 mA 1 HLM LIGHT ENGINE 7028 0.9 75 y _+' 1.7 fc 3.2 fc 0.1 fc 32.0:1 17.0:1 r I �� O SRS MVOLT DRIVE CURRENT 506 COLOR TEMP TYPE 5 T 1 I Light Trespass- ,Drawing No. 1.` pp DISTRIBUTION tl I Wei -1- 0.0 k 0.1(c 0.0 k N/A N/A 1 4 Roadway _ + 1.7fc 3.2fcL0.4fc1 8.0:1 4.3:1 1 'Summary r fi West Walkway + 1.1 fc 2.7 fc40.4 fcI 6,8:1 I 2.8:1 J1 a qhs 4,y • 00C)0 A MU a Control System Summary Project Information Project Specific Notes: Project#: 154689 P Project Name: Westside Christian High School Soccer Date: 12/08/16 Project Engineer: BVonk Sales Representative: Tim Butz Control System Type: Control and Monitoring Communication Type: Digital Cellular Scan: 154689A Document ID: 154689P1V3-1208142255 Distribution Panel Location or ID: Service#1 Total#of Distribution Panel Locations for Project: 1 Design Voltage/Hertz/Phase: 208/60/3 Control Voltage: 120 Equipment Listing DESCRIPTION APPROXIMATE SIZE 1.Control and Monitoring Cabinet 24 X 48 QTY SIZE Materials Checklist Total Contactors 4 30 AMP Contractor/Customer Supplied: Total Off/On/Auto Switches: 1 ❑ A single control circuit must be supplied per distribution panel location. —If the control voltage is NOT available, a control transformer is required. ❑ Electrical distribution panel to provide overcurrent protection for circuits —Thermal/Magnetic circuit breaker sized per full load amps on Circuit Summary by Zone Chart ❑ Wiring: —Dedicated control power circuit —Power circuit to and from lighting contactors —Harnesses for cabinets at remote locations —Means of grounding, including lightning IMPORTANT NOTES ground protection ❑ Electrical conduit wireway system 1.Please confirm that the design voltage listed above is accurate for this —Entrance hubs rated NEMA 4: facility. Design voltage/phase is defined as the voltage/phase being connected must be die-cast zinc, PVC,or and utilized at each lighting pole's ballast enclosure disconnect. Inaccurate Copper-free die-cast aluminum design voltage/phase can result in additional costs and delays. Contact your Musco sales representative to confirm this item. ❑ Mounting hardware for cabinets 2.In a 3 phase design,all 3 phases are to be run to each pole. When a 3 phase ❑ Control circuit lock-on device to prevent design is used Musco's single phase luminaires come pre-wired to utilize all 3 unauthorized power interruption to control phases across the entire facility. power 3.One contactor is required for each pole. When a pole has multiple circuits,one ❑ Anti-corrosion compound to apply to ends of contactor is required for each circuit. All contactors are UL 100%rated for the wire, if necessary published continuous load. All contactors are 3 pole. 4.If the lighting system will be fed from more than one distribution location, additional equipment may be required. Contact your Musco sales representative. Call Control-Link Central TII4 operations center 5.A single control circuit must be supplied per control system. at 877/347-3319 to schedule activation of the 6.Size overcurrent devices using the full load amps column of the Circuit Summary control system upon completion of the installation. By Zone chart-Minimum power factor is 0.9. Note:Activation may take up to 1 1/2 hours NOTE: Refer to Installation Instructions for more details on equipment information and the installation requirements .oa Q1999,2016 Musco Sports Lighting,LLC T,tsr 15468Satve-+zueur Form:T-5030-1 0000 { :s Control System Summary Westside Christian High School Soccer/154689-154689A Service#1 -Page 2 of 4 r Control•Lunk•Control and Monitoring System 40111,1 Transformer(provided by �`�`�' customer for control voltage Digital cellular supply if not available) antenna Off—on—auto I 1 n keyed switches Electrical distribution panel .ii...©_i. (provided by customer for overcurrent protection) i 0000 000 0 0 Control and monitoring 1.011 cabinet 1 °III nII, Ak Equipment ground To lighting circuits 4 #of Typ.Wire Max,Wire Wire from Wire Description Wires Size(AWG) Length(FT) Musco Notes 1 Line power to contactors,and equipment grounding conductor Note A Note B 27 No A—E 2 Load power to lighting circuits Note A Note B N/A No A—D 3 Control power(dedicated,20A) 3 12 N/A No C,D R60-32-00_C Notes: A. Voltage and phasing per the notes on cover page. B. Calculate per load and voltage drop. C. All conduit diameters should be per code. D. Refer to control and monitoring system installation instructions for more details on equipment information and the installation requirements. E. Contact Musco if maximum wire length from circuit breaker to contactor exceeds value in chart. IMPORTANT: Control(3)wires must be in separate conduit from line and load power wiring(1,2). Lwn64689Ptva-uaetaa265.mP I COCO mu '. F' ; • }6 Control System Summary Westside Christian High School Soccer/154689 -154689A Service#1 -Page 3 of 4 SWITCHING SCHEDULE Field/Zone Description Zones CONTROL POWER CONSUMPTION Soccer 1 120V Single Phase VA loading INRUSH: 1568.0 of Musco Supplied SEALED: 194.8 Equipment CIRCUIT SUMMARY BY ZONE POLE CIRCUIT DESCRIPTION #OF #OF *FULL CONTACTOR CONTACTOR ZONE FIXTURES DRIVERS LOAD SIZE(AMPS) ID AMPS Si Soccer 6 6 24.2 30 C1 1 S2 Soccer 6 6 24.2 30 C2 1 S3 Soccer 5 5 24.2 30 C3 1 S4 Soccer 5 5 24.2 30 C4 1 *Full Load Amps based on amps per driver. T:11641161 19P1 1201114225S Of 0000 MU • Control System Summary Westside Christian High School Soccer/154689-154689A Service#1 -Page 4 of 4 PANEL SUMMARY CABINET CONTROL CONTACTOR CIRCUIT DESCRIPTION FULL DISTRIBUTION CIRCUIT # MODULE ID LOAD PANEL ID(BY BREAKER LOCATION AMPS OTHERS) POSITION(BY OTHERS) 1 1 Cl Pole Si 24.18 1 1 C2 Pole S2 24.18 1 1 C3 Pole S3 24.18 1 1 C4 Pole S4 24.18 ZONE SCHEDULE CIRCUIT DESCRIPTION ZONE SELECTOR ZONE DESCRIPTION POLE ID CONTACTOR SWITCH ID Zone 1 1 Soccer S1 Cl S2 C2 S3 C3 S4 C4 T:11511151®8P1 V3.120814fSpdf EQUIPMENT LIST FOR AREAS SHOWN Westside Christian High School Soccer Pole u 'mires Tigard,OR QTY 1 LOCATION SIZE GRADE RIG LU RENAIRE • I -m: ,..ER g ELEVATION HEIGHT TYPE POLE GRID GRIDS 1 I _Si 70' —4'_ 66' TLC-LED-1150 1 6 " 6 0 1 1 52 70' 1 - 70' TLC-LED-1150 I 6: 6 0 svRl� R :y, ,,,, r— t: 2 I_S3-S4 __L 70' I 5' 75' 1__ TLC-LED-1150 5 i '- ' 4 TOTALS 22 22 0 Name: Size: 330'x 210' Spacing: 30.0'x 30.0' Height: 3.0'above grade IMINI INATION SUMMARY MAINTAINED 'ORIZONTAL FOOTCANDLES lifessiessiv, Entire Grid Guaranteed Average: 30 Scan Average: 31.4 T r r Maximum: 41 Minimum: 23 \ Avg/Min: 1.4 Guaranteed Max/Min: 2.5 I oo' ...pt.......-loo. ... $1 , � :.$2 Max/Min: 1.80 UG(adjacent pts): 1.7 ii O »— _ .1 4 CU: 0.84 I R e No,of Points: 77 432 A 0 436 4,40 434 425 431 A 0 .40 ; 436 430 . LUMINAIRE INFORMATION Color/CRI: 5700K-75 CRI r Luminaire Output: 121,000 lumens 429 Al 436 437 437 431 435 434 434 435 432 No.of Luminaires: 22 —s Total Load: 25.3 kW 425 . 1 436 434 432 429 431 3 Lumen Maintenance +� 433 437 428 Luminaire Type l90 hrs L80 hrs 170 hrs t TLC-LED-1150 >51,000 >51,000 >51,000 3 2Reported per TM-21-11.See luminaire datasheet for details. ,2 � 436 ,3 428 .26 . 5 .26\ 429 431 432 423 t. Guaranteed Performance: The ILLUMINATION described 425 436 432 427 426 428 426 above is guaranteed per your Musco 430 433 431 423 i Warranty document and includes a 0.95 dirt depreciation factor. 427 438 430 429 432 431 430 431 433 430 426 Field Measurements: Individual field measurements may vary from computer-calculated predictions and should be taken in accordance with IESNA RP-6-15. 427 437 433 432 427 426 427 431 434 430 427 Electrical System Requirements:Refer to Amperage I I Draw Chart and/or the Musco Control System Summary" "(ry"T}1�Jifi. l"f 9'f 7'f 1"f l"f 8f ��__ for electrical sizing. ° —'"�° 79:41 Installation Requirements:Results assume±3% �� Sila.....—___ �_ nominal voltage at line side of the driver and structures ' fro \100 S3 { located within 3 feet(1m)of design locations. i • m LI [-A\ 'N Lr \ / I�`��h grIt SCALE IN FEET 1 :80 Pole location(s) +dimensions are relative 0' ( to 0,0 reference point(s) We Make l Happen 80' 160' Not to be reproduced In whole or part without the written consent of Musco ENGINEERED DESIGN By:Brad Vonk•File#154689A• 14-Nov-16 Sports Lighting,LLC.01981,2016 Musco Sports Lighting,LLC. ILLUMINATION SUMMARY EQUIPMENT'LIST FOR AREAS SHOWN Westside Christian High School Soccer Pole Luminair s Tigard,OR DTY LOCATION S� GRAD MOU Lu"NAIRE 0 I HIS _ELEVATION _HEIGHT TYPE 1 PDLE 1 GRN El . 1 SS 70' -� -4' 66' TLC-LED-1150 6 6 1 0 1 111 52 _ 70' 70' TLC-LED-1150 6� 6 0 G SUMMAR - 2 S3-54 i_70' j T 75' ,_ TLC-LEO-1150 5 ' 5_I0 Name: Spill Co it M31OTALS 22 f 22 0 Spacing: 30.0' Height: 3.0'above grade 1LLUMINATIO_N SUNIIVIA Y . '> MAINTAINEI HORIZONTAL FOOTC,NOLES Entire Grid Scan Average: 0.049 `�` Maximum: 025 � Minimum: 0.00 " �. No.of Points: 38 �flt LUM NAIRF;NFrRMATION 411)° 4o, oo •�� Color/CRI: 5700K-75 CRI Ao A' Luminaire Output: 121,000 lumens D b0 PNo.of Luminaires: 22 O.r Qo y Total Load: 25.3 kW p.00 p.m is �F Lumen Maintenance — 0 p.t: 4� Luminaire Type L90 hrs 180 hrs L70 hrs P �-- 2 1 `:.�_ G TLC-LED-1150 >51,000 >51,000 >51,000 ' / Reported per TM-21-11.See luminaire datasheet for details. PP - Guaranteed Performance: The ILLUMINATION described 041 • above Is guaranteed per your Musco ;F Warranty document and includes a 0.95 dirt depreciation factor. Field Measurements: Individual field measurements may vary from P:1 predictions and should be taken 4p in accordance with IESNA RP-6-15. 13 6 Electrical System Requirements:Refer to Amperage O R li Draw Chart and/or the"Musco Control System Summary" for electrical sizing. 0'z Installation Requirements:Results assume±3% nominal voltage at line side of the driver and structures o, located within 3 feet(1m)of design locations. _ �\, S3� pboi t N b.bm i \ ®.bo i p.6o a v�./�./� SCALE IN FEET 1 :120 Pole location(s) +dimensions are relative \ i to 0,0 reference points) MakeWe I Happen, 0' 120' 240' Not to be reproduced In whole or part without the written consent of Musco ENGINEERED DESIGN By:Brad Vonk•File#154689A• 14-Nov-16 Sports Lighting,LLC.®1981,2016 Musco Sports Lighting,LLC. ILLUMINATION SUMMARY 1 I EQUIPMENT LIST FOR AREAS SHOWN Westside Christian High School Soccer Pole minaires °n I LOCATION 13V2e' otiWNT waI R Tigard,OR TYP11 Si 70' }f�4 H66' TLC-LED-1150 POLE GRID GRIDS 1 1 52 X70' I - 70' TLC-LED-1150 6 I,_6 0 �' ISUIVIIVIAIRY 2 53_54 �_70' 5' 75_ TLC-LED-1250 S n 4 TOTALS 22 22 Name: Blanket Grid y y �, Size: 330'x 210' Spacing: 30.0'x 30.0' f1 Height: 3.0'above grade 4LUMII1CION SUMMARY- ri MAINTAtNEU NORI7ONTAL FOOTCANi'1ES 'P.O pp.00 l.a p.o p.o p.o p.o p.o p.o p.o p.o p.o p° j Entire Grid py' p.o g.o/ ��r p.o p.o p.o p.° p.o p.oScan Average: 1.141 p.o p.o ,o7/1 p.o p.o Maximum: 17.87 AO p.0 p.. f; ,° �.►�� Minimum: 0.00 At) p.o p.,---..V ark.o p.o p.o ° 0 i4.o r p P p.a p.o p.o �f _ NCU: 0.16 p.o p.o p.0 p.. p.0---0-..---:. :, ,� `4,.:._p.0 ,., •. o LUMINAIRE:of Points: 392 --. '�0 '�' p• !p.o p.o p.o p.. p,o @IfORMATION P.O 410 p.° p, S \/ Color/CRI: 5700K-75 CRI p.o p.0 p.0 p.0 p.o 0.o--•4,0 ° o ° O.o o p.o Luminaire Output: 121,000 lumens P.O p.o p.o p, p.o p.o p.t p.a pa I No.of Luminaires: 22 p, 4.4 p.4 p pt z ,.� y.0 p"o ° p'0 Total Load: 25.3 kW S1 �� AO p.0 P.O p.o p,, .1. :.. ,. _0 te.a r I'll'''. Lumen Maintenance • A 0.2 p.0 p.0 p.0 p.0 p.0 Luminaire Type L90 hrs 180 hrs 170 hrs ®.o p.o p.o p'0 p s7 c s 3s ps p.0 TLC-LED-1150 >51,000 >51,000 >51,000 0.0 p.0 p.o Reported per TM-21-11.See luminaire datasheet for details. r :.3 AA p.7 p.o p.0 p.0 p.0 ---17 _ f Guaranteed Performance: The ILLUMINATION described O.o p.o p.o p.o p. e ^ +7 II :3 „2.6 p.2 p.o p.o bove is guaranteed per your Musco .o p.0 p.o i Warranty document and includes a 0.95 p.o p.o p.o p.o p. ,2 0 1 .1 Z-2 02 p.o 0.0 p.o ®.0 dirt depreciation factor. Field Measurements: Individual field measurements may vary from p.o p.o pmp.0 Q. 6 2 j:.r Z.3 p.s p.o p.o p.o p.° computer-calculated predictions and should be taken in accordance with IESNA RP-6-15. p.o p.o p.o 410 p. ,e p,o 1 p.7 00 p. . o Oo .3 3.e . p.o Electrical System Requirements:Refer to Amperage p.o p.o p.o p.o p. t s Draw Chart and/or the"Musco Control System Summary" t s 3.7 p.s p.o p.o p.o p.o for electrical sizing. I ®o p.o p.o p.o p ``. 3"t i p.3 p 7 Installation Requirements:Results assume±3% `_ pm p.o p.o p.o St*tLt _I nominal voltage at line side of the driver and structures 41.0 p.° p.0 p.' ib.° -' a 0 p i 42 p5 4.2 p. p.6 Sae located within 3 feet im of design locations. p.2{ p t p.o p.o p.o p.0 p.0 i ) g .----------- P.O P.O P.O p i' G.° ,,7�"�� p.0 p.o p.0 -• -. p.a-':;.__o { "�/ �" p.o p:o' pa p.o p.0 p.o p.o p.o p.0 p.0 p.o p, .0 p.o p.o p.0 p.o 0 ✓� p.o ,o p.o p.o o N's p. 0� ,Pa p.o p.o p.o p.o p.o p.0 p.0 p.i pe p.0 ,p.o p.o .0 p.0 p.0 p.° A.0 L.0 10 0.0 p.o: 40_, p.o p.o p.o p.oI XXA^ \p.0 p., p0 0.0 p.o p.0 .0p.0 p.op.o p.o .Q 0 o p.o po pp p.o p.o p.o p.o p.0 41.oo p.0 P.Opa P.O 41.0 0 o p.0 p,A`+. pi MU „. . 1 r----,, -- Iv_ , /hay -,\ SCALE IN FEET 1 : 120 I J Pole location(s) $dimensions are relative `/ 0 0' 240' to 0,0 reference point(s) 0 We Make It Happen. Nott°be reproduced In whole or part without the written consent of Musco ENGINEERED DESIGN By: Brad Vonk• File#154689A• 14-Nov-16 Sports Lighting,LLC.©1981,2016 Musco Sports Lighting,LLC. ILLUMINATION SUMMARY � "�, Westside Christian High School Soccer �_ Tigard,OR a 47(46...................... INCLUDES: •Soccer Electrical System Requirements:Refer to Amperage � Draw Chart and/or the"Musco Control System Summary" for electrical sizing. I i Installation Requirements:Results assume±3% ) fr .' ........„,,, ' liallialliP nominal voltage at line side of the driver and structures located within 3 feet(1m)of design locations. / Si �__ 1oa 1100 S2 ) EQUIPMENT LIST FOR AREA5 SHOWN � _._. ` . ;.p Pok Luminaires �� ---�_`k OTY 1 LOCATIONEa ELEVATION _HEIGHT r..,,( .� POLE I E 1 SI -4'- 66' TLC-LED-11SO 6 r 1 I S2 r - 70' ' TLC-LED-1150 ' 6 2 53-54 ; 70' ; 5' 75' I TLC-LED-11SO 5 I 4 TOTALS MEM I SINGLE LUMINAIRE AMPERAGE DRAW CHART Ballast Specifications Une Amperage Per Luminaire 1.90 m)n Power factor) (moa drawl I r 1 Single Phase Voltage 208 220 240 277 347 380 480 Iso) 150) (60) (so) (60) (601 160) ® `Soccer ,1 TLC-LED-1150 7.0 �11111®EMI 3.0 330'x210' T I. CI f 1 . I 1N a s--NrITTITIlii mTrfrf7" +_,:4- 100S3 ' l i _ e r — \ I 0000 i SCALE IN FEET 1 :80 ) I Pole location(s) *dimensions are relative 0' 80' 160' to 0,0 reference points) ® We Make It Happen TrigNot to be reproduced In whole or part without the written consent of Musco ENGINEERED DESIGN By:Brad Vonk•File#154689A• 14-Nov-16 Sports Lighting,LLC.®1981,2016 Musco Sports Lighting,LLC. EQUIPMENT LAYOUT WM Consulting Engineers Storm Drainage Report for Westside Christian High School Tigard, Oregon _ , .4(4a V 0;pe7 a 1 KPFF Consulting Engineers 111 SW 5th Avenue, Suite 2500 Portland, OR 97204 (503) 227-3251 January 9, 2013 KPFF Project Number#310197.20 Westside Christian High School Stormwater Report January 9, 2013 Table of Contents I. Note To Reviewers II. Project Description III. Existing Conditions IV. Proposed Conditions V. Hydrologic Analysis VI. Water Quality Analysis A. Drainage Basins B. Detention VII. ODOT Jurisdiction A. Drainage Basins B. Detention VIII. On-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins B. Detention IX. Off-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins B. Detention X. Conveyance Xl. Operations and Maintenance Figures Figure 1 -Vicinity Map Figure 2- Existing Basin Areas (in Appendix A) Figure 3 - Proposed Water Quality Basins (in Appendix A) Figure 4-Soil Map (in Appendix B) Figure 5—Conveyance Basins (in Appendix D) Appendices Appendix A-Storm Drain Basin Areas Appendix B- Detention Calculations Appendix C-Water Quality Calculations Appendix D-Conveyance Calculations Appendix E-Operation and Maintenance Page 2 Westside Christian High School Stormwater Report January 9,2013 I. Note to Reviewers Given the site topography and location adjacent to right-of-ways managed by two different jurisdictions, this report is broken out with individual sections addressing impacts to Oregon Department of Transportation (ODOT), and the City of Tigard/Clean Water Surfaces (CWS), both on- and off-site. II. Project Description The Westside Christian High School project site is located on approximately 7.52 acres in Tigard, OR (see Figure 1 —Vicinity Map). The site is located between SW Pfaffle Street on the north property line and SW Pacific Highway(HWY 99W) on the south property line. The east property line borders several commercial properties and the west property line borders a residential property and ODOT right-of-way (HWY 217). Currently there is a single building on-site that serves as a church. An asphalt paved parking lot borders the west, north, and east sides of the church with a single functioning driveway connected to SW Pfaffle Street on the north property line. There is also an abandoned access road on the south side of the property that formerly connected to SW Pacific Highway. Westside Christian High School plans to convert the existing church into a high school. This includes building additions and site improvements described in Section IV. As a condition of approval,the City of Tigard requires half street improvements along SW Pfaffle St. III. Existing Conditions The site has significant topography, climbing from SW Pfaffle southward up the hill to a flat plateau housing the church. Continuing south, the site slopes downhill to SW Pacific Highway. The elevations of SW Pfaffle Street range from approximately 225 feet to 222 feet sloping down from east to west. The finished floor elevation of the existing structure is at elevation 242.4 feet. Elevations in SW Pacific Highway range from approximate elevations of 223 feet to 222 feet sloping down from east to west. Onsite slopes range from 2 percent to 10 percent from the existing building to the north, and 2 percent to 30 percent from the south end of the building to SW Pacific Highway. Starting at the north end of the site, there is an existing grove of filbert trees, the remnant of an old orchard. The access road to the top of the knoll is located on the far eastern side of the site, lying between two streets, SW 81st Avenue and SW 83rd Avenue, intersecting on the north side of Pfaffle Street. The remainder of this northern portion is planted in grass. The existing asphalt-paved parking areas located to the west, north and east of the existing building are relatively flat with slopes ranging from 0.5 percent to 2 percent. The asphalt pavement extends up to the building on these three sides while some landscaping and concrete walkways are adjacent to the building on the south side. Figure 4 indicates three soil types on the project site: Aloha Silt Loam (1), Quatama Loam (37A & B). All three soil types are hydrologic group "C" (see soil data attached to Figure 4).The grade break at the north end of the parking lot divides the site into two roughly rectangular drainage basins (See Figure 2). The north drainage basin (Existing North Basin) contains the north slope from SW Pfaffle Page 3 Westside Christian High School Stormwater Report January 9,2013 Street to the parking lot that drains to SW Pfaffle Street(City of Tigard/CWS Jurisdiction). The south drainage basin (Existing South Basin) contains the entire parking lot, building, and south grassed slope and drains to SW Pacific Highway(ODOT Jurisdiction). IV. Proposed Conditions The proposed building modifications include a library and science addition to the north end of the building and a gymnasium and locker room addition to the south end of the building. Both of these additions will have a finished floor elevation equal to the existing building.The parking areas will be partially replaced with full pavement restoration; however the majority of the existing asphalt will remain. A slurry seal coating will be applied to the existing and proposed on-site asphalt parking and roadway areas after utility excavation to extend service life and reduce maintenance. Other proposed improvements in the parking area include planter islands and parking striping. The western drive lane heading south from the building will remain and the eastern drive lane will be relocated around the gymnasium addition to provide fire truck access. The existing driveway access will be relocated to the west to align with SW 82nd Avenue on the north side of SW Pfaffle Street. The 40-foot wide commercial driveway will extend south into the site, transitioning to a 24-foot wide,two-lane drive aisle before reconnecting with the existing site access road. Per the City of Tigard Conditions of Approval associated with the Conditional Use Permit, Westside Christian High School is responsible for providing half-street improvements to the south half of SW Pfaffle Street. This includes a 12-foot right-of-way dedication along the north property line to allow for an 8-foot planter and 8-foot sidewalk.The existing 12-inch public storm system along the south side of SW Pfaffle Street will be extended across the property frontage and water quality treatment will be provided at the west end of the improvements. The proposed on-site drainage basins have been modified. Proposed North Basin (City of Tigard/CWS jurisdiction) has been enlarged to account for runoff from roughly half the existing building, portions of the proposed building addition, and the eastern half of the parking lot. This area has been removed from the proposed South Basin (ODOT jurisdiction). A third basin has been analyzed to account for the area disturbed by the SW Pfaffle Street improvements. Both proposed North Basin and South Basins have been divided into sub-basins to account for the various conveyance and water quality facilities (See Figure 3). See Sections VI.A, VII.A, and VIIIA respectively for descriptions. V. Hydrologic Analysis The stormwater detention design for this site was calculated using the Autodesk Storm and Sanitary Analysis 2011 (formerly known as Stormnet by BOSS International) modeling software. The Santa Barbara Urban Hydrograph (SBUH) method was chosen to determine the stormwater runoff values for both pre- and post-development flows. The curve number values used are 98 for impervious areas and 79 for landscaping. The minimum time of concentration is 5 minutes. Detention calculations are provided in Appendix B. The Rational Method has been used for conveyance calculations,which are located in Appendix D. Page 4 Westside Christian High School Stormwater Report January 9,2013 VI. Water Quality Analysis A. Treatment Areas Table 4-1: Impervious Area Requiring Treatment on Redevelopment Sites from the 2007 Clean Water Services Design and Construction Standards was used to determine the required treatment area for undisturbed impervious portions of this site. The project site consists of 3.3 acres of impervious surfaces with approximately 29% of these impervious surfaces proposed to be disturbed. With these parameters, Table 4-1 requires the development to treat disturbed impervious areas +50% of the undisturbed impervious area in addition to treating the new impervious areas. KPFF understands that while the southern basin of the site drains to ODOT right-of-way, the governing water quality regulations are based on Clean Water Services Standards. Table 1 below summarizes the water quality requirements for the project. Table 1: Treatment Summary From CWS Table 4-1: Treatment Area=Disturbed Impervious Area Equivalent Water Area+50%of Exist.Undisturbed (ac) Quality Flow Impervious Area (cfs) New Impervious Area 0.43 ac Disturbed Existing Impervious Area 0.96 ac 50%of Existing Undisturbed Impervious 1.19 ac Area Required Total Impervious Treatment Area* 2.47 ac* 0.224 cfs Provided Total Impervious Treatment Area 2.91 ac 0.264 cfs North Basin Treatment Area 1.44 ac 0.130 cfs South Basin Treatment Area 1.47 ac 0.134 cfs *This area does not include existing impervious area that is being converted to pervious surfaces as part of this project.(approx.0.11 ac) B. Facilities A Contech 72-inch diameter Stormfilter Manhole®will be used for water quality treatment of runoff from the impervious surfaces in the South Basin (see Figure 3). The existing roof drain on the south side of the existing building will be extended to convey flows to the Stormfilter Manhole®. The manhole will have a grated top to collect runoff from both sides of the southern access road. After treatment, the runoff will be conveyed into the SW Pacific Highway storm system for disposal. The water quality flow for entire South Basin is 0.155 ft3/sec based on the basin surface area. Approximately 0.24 acres of this basin consists of undisturbed site access roadway that is not required to be treated. Including the small impervious surface reduction within this basin, the South Basin water quality flow is 0.133 ft3/sec.The Contech 72-inch diameter Stormfilter Manhole® Page 5 Westside Christian High School Stormwater Report January 9,2013 will house (6) low drop cartridges and is capable of treating 0.134 ft3/sec. The StormFilter manhole has the capacity to house 1 additional cartridge, which will be used to treat runoff from a possible future expansion. Table 2:Water Quality Areas and Facilities(On-site) Facility Basins contributing to Number Water Quality System Water Quality System Type WQ#1 North Basin Vegetated Swale WQ#2 South Basin Contech Stormfilter Manhole® A vegetated swale located at the north side of the site will be used for water quality treatment of the parking lot and building areas included in the North Basin. A series of catch basins with traps for pretreatment placed at low spots of the parking lot and roof drain connections will collect the storm water and convey it to the proposed swale. After treatment, the run-off will be conveyed via piping to the detention pond described in Section VIII.B. The proposed vegetated swale is 186-feet long, 2 feet wide with 4H:1V side slopes, designed to treat the required water quality flow of 0.13 ft3/sec. The vegetated swale is sized to convey up to the 100 year storm event. VII. ODOT Jurisdiction A. Drainage Basins Existing South Basin (EX South) includes the church building, parking lot, southern access drive lanes, and south grassed slope. The stormwater runoff from this basin is collected through a series of roof drains and catch basins and connects into the ODOT storm system on SW Pacific Highway in three different locations. The proposed southern basins have been reduced in size from EX South as roughly half the parking lot and building roof areas have been redirected towards SW Pfaffle Street. The Proposed South Basin has been broken into sub-basins based on the two re-used, existing connections to the ODOT storm system and associated treatment facilities as indicated in Table 3 and shown in Figure 3. The Proposed South Basin includes the remaining south slope, the entire south access road, and a portion of the roof drainage. Roughly 2/3 of the existing roof is routed to an existing roof drain on the south end of the building. The gymnasium addition roof will have a ridge running east-west with the south half routed to a new roof drain and the north half draining to the North Basin. South Basin drains to the central ODOT storm system connection. Un-Treated Basin includes the undisturbed west parking lot and drains to the western ODOT storm system connection through an existing storm pipe. Page 6 Westside Christian High School Stormwater Report January 9,2013 Table 3: Basin 2 Drainage Area Comparison (ODOT Jurisdiction) Total Area Impervious Pervious Area Basin Id. Description (acre) Area(acre) (acre) EX SOUTH Parking lots, building,and 4.00 3.09 0.91 south slope PROPOSED Portions of the existing SOUTH building and building 1.96 1.33 0.62 BASIN additions,south access road,and south slope UN- TREATED West parking Lot 0.90 0.81 0.09 BASI N Total Proposed Southern Basins 2.86 2.14 0.71 B. Detention Since a portion of the current drainage area tributary to the ODOT system is being redirected to the north, peak post-development flows to the ODOT storm system do not exceed peak pre- development flows (see Table 4 below). Therefore, the project does not include detention for the proposed southern basins. Table 4: Pre and Post Development Flows for Southern Basins Storm Peak Pre- Peak Post-Development Frequency Development Flow Flow(CFS) (YR) (CFS) 2 1.91 1.34 10 2.78 1.96 25 3.20 2.26 VIII. On-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins The proposed North Basin has been broken into sub-basins based on the proposed drainage patterns and associated treatment facilities as indicated in Table 5 and shown in Figure 3. The North Basin accounts for runoff from the eastern half of the existing parking lot and re-aligned driveway, roughly 1/3 of the existing building roof, and half of the gymnasium addition roof, and remaining grassed slopes. Page 7 Westside Christian High School Stormwater Report January 9,2013 Table 5: Drainage Basin Areas(City of Tigard/CWS Jurisdiction, On-site) Total Area Impervious Pervious Area Basin Id. Description (acre) Area(acre) (acre) Driveway,orchard and EX NORTH north grassed slope 3.52 0.37 3.15 PROPOSED Existing building, parking NORTH lot, driveway,and north BASIN slope 4.53 1.59 2.94 B. Detention The City of Tigard requires post-development peak stormwater flows leaving a project site to be equal to or less than the pre-development stormwater flows for the 2-year, 10-year, and 25-year storm events. To compensate for the increase of on-site flows to Pfaffle Street, a detention pond has been designed per Clean Water Services standards. The pond covers approximately 3,900 square feet with a 4-foot depth and side slopes of 3H:1V, containing a detention volume over 9,000 cubic feet. One inlet from the water quality swale and one outlet to a flow control manhole are provided at the east and west ends. Peak flows will be limited via a flow control tee with multiple orifices within a 60-inch flow control manhole. A low, high, and overflow orifice will be used to reduce flows for the 2-, 10-, and 25-year storm events. Data on the orifices and pre and post-development flows are shown in Tables 6 and 7 below. Table 6: Pre and Post Development Flows for North Basin Storm Peak Pre- Peak Post-Development Peak Post-Development Frequency Development Flow Flow Undetained(CFS) Flow with Detention (YR) (CFS) (CFS) 2 0.52 1.21 0.51 10 1.02 1.96 0.95 25 1.28 2.34 1.22 Table 7: Flow Control Orifice Data Orifice Size(in) Orifice Elevation(ft) 3.75 215.11 4 219.65 18 220.80 See Appendix B for detention pond stage storage data. Page 8 Westside Christian High School Stormwater Report January 9,2013 IX. Off-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins Basin 3 covers the off-site area disturbed by the SW Pfaffle Street half-street improvements. The basin has been divided into two sub-basins as indicated in Table 8. Sub-basin East Pfaffle covers the east half of the half-street improvements while the West Pfaffle Basin covers the west half of the half-street improvements. Both of these basins will drain to the storm system on SW 83rd Ave. (See Figure 3) Table 8: Drainage Basin Areas (City of Tigard/CWS Jurisdiction, Off-Site) Total Area Impervious Pervious Area Basin ID Description (acre) Area(acre) (acre) EAST Half-street improvements, PFAFFLE east 0.14 0.12 0.02 WEST Half-street improvements, PFAFFLE west 0.26 0.23 0.03 B. Detention Detention is not required per the City of Tigard Development Engineer. C. Water Quality Water quality will be provided in accordance with the Chapter 4: Runoff Treatment and Control of the 2007 Clean Water Services (CWS) Design and Construction Standards Manual. Below is a description of the off-site water quality facilities. Table 9:Water Quality Areas and Facilities(Off-site) Basins contributing to Water Facility Number Quality System Water Quality System Type N/A EAST PFAFFLE Not Required WQ#3 WEST PFAFFLE Stormfilter Catch Basin® Sub-basin East Pfaffle will drain to a City of Tigard standard curb inlet located east of the proposed driveway location. This area does not require stormwater treatment per the City of Tigard Development Engineer. Page 9 Westside Christian High School Stormwater Report January 9,2013 WQ#3 WQ#3 is a Contech Stormfilter Catch Basin® located along SW Pfaffle Street at the west end of the half street-improvements (See Figure 3). After treatment the runoff will be conveyed into the existing storm drain manhole at the west end of the disturbed pavement. This storm system eventually runs along the centerline of SW 83rd Ave. The water quality flow for West Pfaffle is 0.023 CFS. The Contech Stormfilter Catch Basin® will house one 1x18-inch cartridge that is capable of treating 0.033 CFS. X. Conveyance The storm system piping has been sized to convey the peak runoff for the 25-year design storm per CWS Manual Section 5.05.The flow rates (0) have been determined using the rational method.The intensity for the 25-year storm is 3.4 inches/hour per CWS Manual Dwg. No. 1275.The "C"value for pavement/roofs is 0.9 and the "C" value for landscaped areas is 0.25. The minimum time of concentration is 5 minutes.See Appendix D for calculations. Pipe capacity has been determined using Manning's equation (Q=1.49/n * A * R2/3 * S0.5), with a Manning's "n" value of 0.013 for PVC pipe. The pipes have adequate capacity and the system will not surcharge during the design storm. XI. Operations and Maintenance The water quality and conveyance systems shall be operated and maintained in accordance with the standards of CWS and manufacturer recommendations of each specific facility. See Appendix E for specific details on each type of facility and the applicable maintenance efforts required. Page 10 L:-ie l Trnt:, PROJECT SITE N �� m SSV Oak St o D ,� HE`rr:r1 £.W D+lk 51 4 SW Onk 51 e m a SW P.rm Si SW P:ne Si S+A'p,ne St S., :.g1e A.w..y-,,r+ oip _ fJ i a y T] €11) SW ru .St ® c Q Sp SJv Spruce S1 y £ -Iiik $_ n p 10 SW Sleva to g" Ci_ r n $P� tr � v SW North DakDta St o �'fy. m m i y N cal < E.. 6W Pres Ptaftle St LI Cit N / 9tl C 3 1. > n ._., •- ..ena)1 to Far •,I `o a a` m Rr•r.,l 1.1^1-, F- * N SW Haines St SGUi ',7t-11'm ' hWI a to k P m pa_ s c� rn ri 5'�' rtt^.er Ln P SN 2 i `r fu a :rPv�,sSt Sly o 8 a S T. g I y j y�y 2 Qe cc rnmera.9 da 0,3 5N'Clinic^St D m n ° �l't ..1 Cry Parc v WJa / en) SW Kruse Rld 3e Dr O est° 4% SW Cattmu-Ao S. — sf"rC yt1 le, Crystal Lake i Ski, Me, ORO co . to Sly, � v TpacSrarsr b 54, z "' U) t — ,f Tigard '�a w a n a 3 `fi ��rs', WI dMusa W al Wit `n r D. as in SW Frank:m St Y itsare 40_LI1' in jeja / ft:Wk S Sy' SW Berel arn.Si SW.:S0,31r oc Dr rir o SJ 1(.), xt:: o y�� co s co A * 1n, �1l/ Gorge-,,, �, T tr. Q L Mr-in Street t� h„ y d g S $ nr, fl Ur ets,:ty I'crtAN-I y r CT City Pari h. �i pc, s rt 'lee"Trotrf g ., a m _ `(4. SW w........ m c MAP FROM: GOOGLE a U, i.-- .0 L a) O !n .-+ rn Cl) 1 T ..l J 5 N / zrnJOB SCALE: TITLE: SHEET NO.: VICINITYMAP6ConsuftlngEngineers No.: Figure 1 M SW FM Mom 310197 PROJECT: Westside Christian High School Oaf 227-999 MI DATE: Tigard,OR OttFAX 07/25/11 Plotted: 7/25/11 at 3:32om By: MvanBuuren APPENDIX A Storm Drain Basin Areas 0 ir 3 m I 0 I i E -. � ; FLOW WPTHFR TIMECONCENTRATION - __ _..0.. _... p ` E I CALCULATIONS ,. -..... ` ' \`,. o w S EX SOUTH BASIN -� ... ... IMP. AREA= 134,365 SF(3.09 AC) - ' V- o / PER. AREA. 39 903_5E10 91 ACS N - TOTAL AREA= 174,271 SF(4,00 AC) o s W E0 b ' / EX NORTH BASIN - 0 o IMP. AREA= 16,262 SF(0.37 AC) [UI PER.AREA= 137.092 SF 015 AC) ,. u -- TOTAL AREA= 153,354 SF(3.52 AC) LL. ' _ \ s o o_ .. I 0 WESTSIDE CHRISTIAN HIGH SCHOOL EXISTING BASIN AREAS S.1 la ! ifil n SCALE:1"=80' o so' 160' Cli) 4 FIG 2 Plotted: 1/4/13 at 2:00am By: danietle / / EAST PFAFFLE BASIN \ IMP.AREA-5.260 SF(0.12 AC) ' ;.. - , PER.AREA- 691 SF(0.02 Ac) 1 - f 2 ry� . sr. C TOTAL AREA.5.786 SF(0.14 AC) - r ---?r �- Cc �\\e._=c\\7:����\� , . . _ I�1R l � • / a ( " � I '"� i 1 A. f Mt 1 / sal DETENTION 1 \ +, I':. ,, y POND \�� I \ 1 SOUTH BASIN v„,, \, ( MP.AREA-56,356 SF(1.33 AC) := ` . \ i PER.AREA-27.126 SF La62 AC) I TOTAL AREA-85,482 SF(1.96 AC) i , t�\ ,, W,r \ III r WEST PFAFFLE BASIN 't ii' \ 1 I ',` IMP.AREA-10,146 SF 0.23 Ac / `� 4 J / I7 PER.AREA-1 745 SF(0 03 AC i' a.®� tio flmil � /I l \\'-'0 TOTAL AREA- 11.319 SF(0.26 AC 1,1 / �` NORTH BASIN , ��'° °""� ; ` 1� \, \ ;.. ; �(1)11/I TOTAL AREA 197,406 SF(4.53 Ac) ;UN—TREATED BASIN /1 //A) f WO #3 j f d I lIll ` , \,. �, IMP.AREA-35.276 SF(0.61 AC) 1 • ••APER.AREA-3 840 SF(0 OR AC1 ._.......• 7 V"` t J . -. TOTAL AREA-39.118 5F(0.90 AC) :.. /. /' t i G,( a l WESTSIDE CHRISTIAN HIGH SCHOOL PROPOSED WATER QUALITY BASINS .a,010. Mirg SCALE:1"=80' C 60' 160' C) G FIG 3 Plotted: 1/7/13 at 4 21nm By danielle m X O o c LU CU Storage Node:Detention Pond Storage Area Volume Curves Input Data Storage Volume(M) 0 1,000 2,000 3,000 4,000 6,600 0,000 7,000 6,000 9,000 Invert Elevation(ft) 218.00 4-- ' 4 Max(Rim)Elevation(ft) 222.00 3.9- 99 Max(Rim)Offset(ft) 4.00 3.6- 3.6 Initial Water Elevation(ft) 218.00 3.7? 3.7s Initial Water Depth(ft) 0.00 3.s a Ponded Area(ft') 0.00 3.6- 3.6 Evaporation Loss 0.00 3,4- 3.4 3.3.- 3.S 3.2- i3 Storage Area Volume Curves 3' 33.1 Storage Curve:Detention Pond 2,9- 2,9 2.8- -2.9 Stage Storage Storage 2-7_ 3.7 Area Volume as; -2.6 (ft) (n') (ft) z6- 2.6 0 879 0.000 2.4 -2A 2.70 2738 4882.95 2.3; 2.3 4 3854 9167.75 2.2 Y i1- 2.1 r S 2 2 I a 1s= is 1.0 1.0 1.7; 1.7 1.a.. 1.1 1.6= 1.6 1.4- 1.4 1,3- 1 3 13. - 1,2 1,1- -1.1 1 -1 0.9- -0.e 0.6- 0.0 0.7. 0.7 OA, -OA 0,6 -0,0 0.4. 0.4 f 0.3 0.3 0.2 0.2 0.1 0.1 0 0 1,000 1,200 1,400 1,000 1,600 2,000 2,200 2.400 2,600 2,600 3,000 3,200 3.400 3,600 3.900 Storage Area(1r) l-Storage Area -Storage Volume' Outflow Orifices SN Element Orifice Orifice Circular Rectangular Rectangular Orifice Orifice ID Type Shape Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 10 YEAR Side CIRCULAR 4.00 219.65 0.61 2 2 YR FLOW Bottom CIRCULAR 3.75 215.11 0.61 . 3 OVERFLOW Bottom CIRCULAR 18.00 220.80 0.61 Output Summary Results 2 YEAR 10 YEAR 25 YEAR Peak Inflow(ds) 1.21 1.96 2.34 Peak Lateral Inflow(ds) 1.21 1.96 2.34 Peak Outflow(ds) 0.51 0.95 1.22 Max HGL Elevation Attained(ft) 219.71 220.48 220.85 Max HGL Depth Attained(ft) 1.71 2.48 2.85 Unified Soil Classification(Surface)—Washington County,Oregon MAP LEGEND MAP INFORMATION Area of Interest(Aop 0 ML ,o.,a US Routes Map Scale: 1:1,430 if printed on A size(8.5"x 11")sheet. IT Area of Interest(AOI) 0 ML-A(proposed) Major Roads The soil surveys that comprise your AOI were mapped at Soils ML-K ro osed 1:20,000. Soil Map Units 0 (pposed)) /V Local Roads Soil Ratings 0 ML-O(proposed) Warning:Soil Map may not be valid at this scale. E:1 CH 0 ML-T(proposed) Enlargement of maps beyond the scale of mapping can cause OH misunderstanding of the detail of mapping and accuracy of soil 0 CL 0 line cement.The maps do not the small areas of 0 CL-A(proposed) 0 OH-T(proposed) contrasting soils that could have been shown at a more detailed Q CL-K(proposed) 0 OL scale. 0 CL-ML 0 PT Please rely on the bar scale on each map sheet for accurate map 0 CL-0(proposed) 0 SC measurements. Source of Map: Natural Resources Conservation Service 0 CL-T(proposed) 0 SC-SM Web Soil Survey URL: http://websoilsurvey.nres.usda.gov 0 GC 0 SM Coordinate System: UTM Zone 10N NAD83 0 GC-GM 0 SP This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. 0 GM 0 SP-SC Soil Survey Area: Washington County,Oregon 0 GP 0 SP-SM SC Survey Area Data: Version 10,Aug 20,2012 GP-GC 0 SW Date(s)aerial images were photographed: 8/4/2005 0 GP-GM 0 SW-SC The orthophoto or other base map on which the soil lines were 0 GW 0 SW-SM compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting GW-GC Not rated or not available 0 of map unit boundaries may be evident. 0 GW-GM Political Features Q Cities El MH Water Features El MH-A(proposed) - Streams and Canals 0 MH-K(proposed) Transportation U MH-0(proposed) i-t+ Rails 0 MH-T(proposed) Interstate Highways USDA Natural Resources Web Soil Survey 11/8/2012 Conservation Service National Cooperative Soil Survey Page 2 of 3 Unified Soil Classification(Surface)-Washington County,Oregon Unified Soil Classification (Surface) Unified Soil Classification(Surface)—Summary by Map Unit—Washington County,Oregon(OR067) Map unit symbol I Map unit name Rating Acres in AO1 Percent of AOI 11 Aloha silt loam ML 1.8 23.0% 37A Quatama loam,0 to 3 ML 4.4 57.2% percent slopes 37B Quatama loam,3 to 7 ML 1.5 19.8% percent slopes Totals for Area of Interest 7.6 100.0% Description The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle-size characteristics, liquid limit, and plasticity index. It identifies three major soil divisions: (i)coarse-grained soils having less than 50 percent,by weight,particles smaller than 0.074 mm in diameter; (ii)fine-grained soils having 50 percent or more, by weight, particles smaller than 0.074 mm in diameter;and(iii)highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain-size distribution and Atterberg limits. ASTM D 2487 shows the criteria chart used for classifying soil in the Unified system and the 15 basic soil groups of the system and the plasticity chart for the Unified system. The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes.It can serve to make some general interpretations relating to probable performance of the soil for engineering uses. For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Lower Layer Options: Surface Layer USDA Natural Resources Web Soil Survey 11/8/2012 Conservation Service National Cooperative Soil Survey Page 3 of 3 APPENDIX C Water Quality Calculations 310197-Westside Christian High School Water Quality Calculations Water Quality Swale Sizing Date:1/7/2013 Design Storms (Per CWS Design and Construction Standards,Section 4.06.2) WQ Flow 0.13 cfs (from CWS Section,4.05.6) Intensity 25-yr 3.40 in/hr Intensity 100-yr 4.50 in/hr Bottom Width 2.00 ft n 0.24 Impervious Area 62559.00 sf 1.44 ac Pervious Area 51476.00 sf 1.18 ac Area Total 114035.00 sf 2.62 ac C Impervious 0.90 C Pervious 0.25 C Composite 0.61 Slope 0.02 ft/ft Side Slope(Z:1) 4.00 Required residence Time 9.00 min 540.00 sec Calculated Depth WQ 0.20 ft Area WQ 0.57 sf WQ Velocity 0.23 ft/sec Calculated Length 122.34 ft 25-yr Flow 5.40 cfs Calculated Depth 25-yr 1.91 ft Calculated Flow Area 14.93 sf Velocity 25-yr 0.36 ft/sec 100-yr Flow 7.15 cfs Calculated Depth 100-yr 2.26 ft Area 100 20.81 sf WP 100 20.60 ft Hyrdaulic Radius 100 1.01 ft Swale Capacity 19.30 cfs 310197-Westside Christian High School Water Quality Calculations Water Quality Summary Date:1/7/2013 From Table 41:Area to be treated=Disturbed Existing Impervious Area+50% of Existing Undisturbed Impervious Area Impervious Area Reauirinx Treatment Existing Impervious Area 145,636 sf Disturbed Existing Impervious Area 41,906 sf Percentage of Existing Impervious Area 29% Undisturbed Existing Impervious Area 103,730 sf 50%of Undisturbed Existing Impervious Area 51,865 sf New Impervious Area 19,000 sf Disturbed Existing Impervious Area converted to Pervious Area 5,004 sf Total Impervious Area Requiring Treatment 107,767 sf Actual North Existing Undisturbed Impervious Treated 32,446 sf Actual South Existing Undisturbed Impervious Treated 31,452 sf Total Actual Existing Undisturbed Impervious Area Treated 63,898 sf %of Required Existing Undisturbed Impervious Area Treated 123% Actual North New/Disturbed Existing Impervious Area Treated 30,113 sf Actual South New/Disturbed Existing Impervious Area Treated 32,921 sf Actual Total New/Disturbed Existing Impervious Area Treated 63,034 sf Total North Impervious Area Treated 62,559 sf Total South Impervious Area Treated 64,373 sf Total Impervious Area Treated 126,932 sf NORTH BASIN-WO Treatment Calculation Water Quality Volume(From 4.05.6.b) 0.36(in.)X Area(sq.ft) = 1,877 sf 12(in/ft) Water Quality Flow(From 4.05.6.c) Water Quality Volume = 0.130 cfs 14,400 seconds SOUTH BASIN-WQ Treatment Calculation Water Quality Volume(From 4.05.6.b) 0.36(in.)X Area(sq.ft) = 1,931 sf 12(in/ft) Water Quality Flow(From 4.05.6.c) Water Quality Volume = 0.134 cfs 14,400 seconds APPENDIX D Conveyance Calculations LP / c, - / n 0 n 5 J / _ \ , , ., . G mitA z / i 1, ( 'I, BASIN 21 if BASIN 18 s. L \• ���tr \� 1 111" • Z '° \ ,‹ .........j; =ASIN 20 BASIN 10 BASIN , a N *3 *\��.� 1 _ m phot`� / chi ,• ��I ;\\,\ r SIN 11.-\ `\, ..� BASIN 19 ��,�. �\ \ri\s1\4\��`l\� ,`-.......-----)„: r ��►-' �\` \\ .BASIN 3 �� =ASIN 9 ��d t \\ ASIN`12 \ \\ ,\\\� ,! `t //, / o A %I BASIN 14 BASIN 13 I I Qu o BASIN 22 \ ' ‘‘,7,,N• BASIN 15 \\\\\\\\\\\ , , di N BASIN 25 a \ BASIN 16 ' / ','r-V. i BASIN 23 1 I •° Q BASIN 1 o /z �- e e Q/ e dI o / ; .5 j ,1 ., - • LEGEND 3 - j/� BUILDING "' - IMPERVIOUS AREA NOT INCLUDED IN THIS REPORT o , o 0 0 N / .. /U WESTSIDE CHRISTIAN HIGH SCHOOL LL PIPE CONVEYANCE BASIN EXHIBIT 111.7 ! Mil SCALE:1"=80' G Bo' loo' ® 105, Plotted: 1/8/13 at 3:t0om By donielle FIG-5 Rational Method for 25 year storm event Constants Rainfall Intensity(per CWS DWG No.1275,for 25 year storm) 3.4 in/hr C for pavements/roofs 0.9 C for landscape areas 0.25 Time of Concentration(per CW5 5.04.2.b.1) 5 Equation Q=CIA BASIN ID Area Imp. Area Perv. Area Total Area Total Weighted C I Q (sq ft) (sq ft) (sq ft) (acres) (inches/hr) (cfs) 1 448 0 448 0.010 0.900 3.4 0.031 2 15402 20374 35776 0.821 0.530 3.4 1.480 3 1046 0 1046 0.024 0.900 3.4 0.073 4 1761 0 1761 0.040 0.900 3.4 0.124 5 2284 0 2284 0.052 0.900 3.4 0.160 6 5476 0 5476 0.126 0.900 3.4 0.385 7 5342 0 5342 0.123 0.900 3.4 0.375 8 10107 2550 12657 0.291 0.769 3.4 0.760 9 3625 0 3625 0.083 0.900 3.4 0.255 10 3150 0 3150 0.072 0.900 3.4 0.221 11 3516 0 3516 0.081 0.900 3.4 0.247 12 562 0 562 0.013 0.900 3.4 0.039 13 27113 0 27113 0.622 0.900 3.4 1.905 14 1399 0 1399 0.032 0.900 3.4 0.098 15 1924 0 1924 0.044 0.900 3.4 0.135 16 2347 0 2347 0.054 0.900 3.4 0.165 17 9872 0 9872 0.227 0.900 3.4 0.693 18 13925 0 13925 0.320 0.900 3.4 0.978 19 0 30897 30897 0.709 0.250 3.4 0.603 20 0 1170 1170 0.027 0.250 3.4 0.023 21 3655 0 3655 0.084 0.900 3.4 0.257 22 1135 19100 20235 0.465 0.286 3.4 0.452 23 476 48300 48776 1.120 0.256 3.4 0.976 24 4870 0 4870 0.112 0.900 3.4 0.342 25 1008 0 1008 0.023 0.900 3.4 0.071 TOTAL 10.849 Manning's Equation for 25-year storm event - Constants: n= 0.013 Notes: 1.Surcharge is when the Q pipe is smaller than the Q required.Q pipe-Q required=additional capacity available in pipe. Equation: Q=1.49/n*A*R7f•S12 Structure From Structure To (Basin ( Pipe Size Slope Q pipe Q required Velocity (inches) I (ft/ft) 1 (cfs) + (cfs) (fps) Surcharge Pipe Area STUB-17 TRUNK 1/2 of 1 4 0.0200 0.268 0.016 3.07 NO 0,09 STUB-16 TRUNK 1 4 0.0200 0.268 0.031 3.07 NO 0.09 South Basin STUB 15 COTG-7 25 4 0.0200 0.268 0.071 3.07 NO 0.09 COTG-7 SDMH-06 13,25 100.0200 3.091 1.975 5.67 NO 0.55 STUB-14 SDMH-06 3 4 0.0218 0.279 0.073 3.20 NO 0.09 STUB-10 COTG-4 6 6 0.1600 2.235 0.385 11.38 NO 0.20 STUB-11 TRUNK 1/2 of 5 _ ___ 6 0.0200 0.790 0.080 4.02 NO _0.20 _ STUB-12 TRUNK 1/2 of 5 �_ __ 6 0.0200 0.790 0.080 4.02 NO 0.20 COTG-04 COTG-05 5,6 6 0.0200 0.790 0.545 4.02 NO 0.20 STUB-13 TRUNK 4 _ _ __ _ 6 0.0200 0.790 0.124 4.02 NO _ 0.20 COTG-OS COTG-06 4,5,6 _ 6 0.0200 0.790 0.669 4.02 NO 0.20 COTG-06 TRUNK 4,5,6 6 0.0236 0.858 0.669 4.37 NO 0.20 SOMH-06 SDMH-05 3,4,5,6,13,25 12 0.1900 15.500 2.718 _ 19.74 NO 0.79 SDMH-05 SDMH-04 3,4,5,6,13,25 12 0.0547 8.317 2.718 10.59 NO 0.79 SDMH-04 EX-SDMH 2,3,4,5,6,13,25 12 0.0200 5.029 4.197 6.40 NO 0.79 Structure Structure To Basin Pipe Size Slope Q pipe D required Velocity ' From (inches) (ft/ft) (cfs) (cfs) (fps) Surcharge Pipe Area North Bash) STUB-09 CB-03 7 6 0.0214 0.817 0.375 4.16 NO 0.20 STUB-07 TRUNK 1/2 of 9 6 0.0200 0.790 0.127 4.02 NO 0.20 STUB-08 CB-03 9 6 0.0197 0.784 0.255 3.99 NO 0.20 STUB-06 TRUNK 10 6 0.0200 0.790 0.221 4.02 NO 0.20 CB-03 COTG-03 7,8,9,10 10 0.0100 2.185 1.611 4.01 NO 0.55 STUB-05 TRUNK 12 6 0.0200 0.790 0.039 4.02 NO 0.20 COTG-03 CB-02 7,8,9,10,12 10 0.0100 2.185 1.650 4.01 NO 0.55 STUB-04 TRUNK 11 6 0.0200 0.790 0.247 4.02 NO 0.20 CB-02 SDMH-03 7,8,9,10,11,12,18 12 0.0100 3.556 2.876 4.53 NO 0.79 STUB-al COTG-02 16 6 0.0200 0.790 0.165 4.02 NO 0.20 STUB-02 TRUNK 15 6 0.0200 0.790 0.135 4.02 NO 0.20 COTG-02 COTG-01 15,16 8 '0.0100 1.204 0.300 3.45 NO 0.35 STUB-03 TRUNK 14 6 0.0200 0.790 0.098 4.02 NO 0.20 COTG-01 SDMH-03 14,15,16 8 0.0100 1.204 0.398 3.45 NO 0.35 SDMH-03 SDMH-02 7,8,9,10,11,12,14,15,16,lE 12 0.0519 8.101 3.274 10.31 NO 0.79 TD-01 SDMH-02 21 6 0.0665 1.441 0.257 7.34 NO 0.20 SDMH-02 OF-03 7,8,9,10,11,12,14,15,16,18,21 12 0.0500 7.951 3.531_ _ 10.12_ NO_ _ 0.79 CB-01 OF-02 20,24 ------ --'----- _ 8 0.010 1.204 0.365 3.45 NO 0.35 01-02 OF-Cl 7,8,9,10,11,12,14,15,16,17,18,19,20,21,22,2' 18 0.010 10.498 5.644 5.94 NO 1.77 01-01 SDMH-01 7,8,9,10,11,12,14,15,16,17,18,19,20,21,22,23,2i 18 0.0200 14.847 6.620 8.40 NO 1.77 SDMH-01 EX-SDMH 7,8,9,10,11,12,14,15,16,17,18,19,20,21,22,23,2i 18 0.0100 10.498 6.620 5.94 NO 1.77 APPENDIX E Operation and Maintenance KPFF Consulting Engineers KPFF Job No.310197 Westside Christian High School Stormwater System Operations& Maintenance Plan DESCRIPTION The Stormwater System for this project refers to the drainage network in the Westside Christian High School property. All runoff will be treated by either a vegetated swale or a Contech® facility before conveyance offsite to the public storm drainage system. • A vegetated swale is a gently sloping area designed to receive sheet flows from adjacent impervious surfaces. Filter strips are vegetated with grasses and ground covers that filter and reduce the velocity of stormwater. • Contech® Stormfilter Manholes and Catch basins are concrete structures containing filter cartridges that sift out pollutants as the water percolates through the filters. • The conveyance system consists of inlets (such as trench drains, areas drains, and catch basins), manholes and conveyance piping. INSPECTION/MAINTENANCE SCHEDULE The vegetated swale should be inspected and maintained semiannually and within 48 hours after each major storm event. For this O&M plan, a major storm event is defined as 1 inch or more of rain in 24 hours. All components of the storm system as described above must be inspected and maintained frequently or they will cease to function effectively. The owner may make reference to the following record keeping log for recording all inspection dates, observations, and maintenance activities. Note: All sediment and liquids removed from the storm system components during maintenance activities shall be disposed of in an approved facility. INSPECTION/MAINTENANCE PROCEDURE The following items are recommended be inspected and maintained as stated: Conveyance System • Shall be inspected for clogging or leaks at all cleanouts and connections to structures. • Shall be inspected for obstructions, debris, oil and grease,which shall be removed upon discovery. • Debris/sediment found to clog the pipes should be removed, and disposed of in accordance with applicable federal and state requirements. • Grates for all structures shall be replaced or repaired when damaged. Contech®Stormfilter Manhole/Catchbasin See attached StormFilter Inspection and Maintenance Procedures provided by Contech®. O&M Plan Page 1 01/09/13 KPFF Consulting Engineers KPFF Job No.310197 Westside Christian High School Stormwater System Operations& Maintenance Plan Vegetated Swale Maintenance Defect or Conditions to Check Preferred Conditions and Maintenance Practices Problem for Sediment Sediment depth Sediment deposits removed, uneven areas are leveled, accumulation in exceeds 3 inches. and bare areas are reseeded. Drains freely. treatment area Eroded or scoured Repair ruts or bare areas by filling with growing medium planter bottom due to Erosion Scouring during dry season; regrade and replant large bare areas; flow channelization or increase size of splash pads as needed. higher flows. Standing water in the Remove sediment or trash blockages; improve end to Standing Water planter between end grade so there is no standing water 24 hours after storms that does not any storm.Topsoil or growingmedium mayneed majorP drain freely. to be amended with sand or replaced altogether. Vegetation is blocking Vegetation is removed around the inlet; nuisance vegetation removed so that flow is not impeded. more than 10%of the d. P e Noxious 0 ous weeds are removed following state or local p g pipe i e o enin , Vegetation growth polices. Herbicides should not be used to control nuisance weeds and vegetation.Vegetation shall be replaced within 3 other vegetation start months,or immediately if required to maintain cover to take over. density and control erosion where soils are exposed. Plant growth is poor Overhanging limbs are trimmed. Brushy vegetation on Excessive shading because of the lack of adjacent slopes is removed. Fallen leaves and debris sunlight. from deciduous plant foliage shall be raked and removed. Visual evidence of Trash and debris trash, debris, or Trash and debris removed from facility. dumping Source Control measures prevent pollutants from mixing with stormwater.Typical non-structural control measures include raking and removing leaves, street sweeping,vacuum sweeping, limited and controlled application of pesticides and fertilizers, and other good environmental practices. • Source control measures are recommended to be inspected and maintained (where applicable). O&M Plan Page 2 01/09/13 KPFF Consulting Engineers KPFF Job No.310197 Westside Christian High School Stormwater System Operations& Maintenance Plan Spill Prevention measures shall be exercised when handling substances that can contaminate stormwater. Virtually all sites, including roadways, present dangers from spills. All maintenance vehicles contain a wide variety of toxic materials including gasoline for lawn mowers, antifreeze for cars, pesticides, and cleaning aids that can adversely affect groundwater if spilled. It is important to exercise caution when handling substances that can contaminate stormwater. Activities that pose the chance of hazardous material spills shall not take place near collection facilities. • Contact the Department of Environmental Quality immediately if spill is observed. • Releases of pollutants shall be corrected as soon as identified. Training and/or written guidance information for operating and maintaining the storm system is recommended to be provided to all applicable personnel. • A copy of the O&M Plan should be provided to all maintenance crews and staff. Access to the storm system is required for efficient maintenance. • Egress and ingress routes shall be open and maintained to design standards. Insects&Rodents shall not be harbored in the any part of the storm system. • Pest control measures shall be taken when insects/rodents are found to be present. • If sprays are considered, then a mosquito larvicide, such as Bacillus thurendensis or Altoside formulations can be applied only if absolutely necessary and shall not be used where it will enter groundwater or come in contact with any standing water. Sprays shall be applied only by a licensed individual or contractor. • Holes in the ground located in and around the storm system shall be filled. Signage may serve to educate people about the importance or function of the site's stormwater protection measures. It may also discourage behaviors that adversely affect stormwater protection measures. For example, if debris is a problem, a sign reminding people not to litter or trespass may partially solve the problem. • Broken or defaced signs shall be replaced/repaired. O&M Plan Page 3 01/09/13 Date: Page 1 INSPECTION & MAINTENANCE LOG Westside Christian High School Inspection Date: Inspection Time: Inspected By: Approximate Date/Time of Last Rainfall: PERFORM ALL INSPECTION& MAINTENANCE PER OPERATION&MAINTENANCE PLAN. RECORD ALL OBSERVATIONS AND ACTIVITIES WITHIN THIS LOG. General Inspection& Maintenance to be done semiannually Condition of infrastructure—Damage,vandalism,theft, etc. Record damage and management activities (removing invasive species,cleaning up litter, repairing animal burrows, etc.): COMPONENT INSPECTION&MAINTENANCE LOG Component Type ID Observations and Maintenance Notes Vegetated Swale ° WQ#1 Contech (Refer to Inspection and Maintenance Report forms Stormfilter u WQ#2 provided as a part of Contech's StormFilter® Inspection Manhole® ❑ WQ#3 and Maintenance Procedures for detailed record keeping) u Trench Drain u Area Drains and Catch Conveyance Basins System ❑ Pipes u Manholes O&M Log Page 4 1/09/13 Related Maintenance Activities - Material Disposal Performed on an as-needed basis The accumulated sediment found in stormwater treatment StormFilter units are often just one of many structures in a more and conveyance systems must be handled and disposed of in accordance with regulatory protocols. It is possible for sediments comprehensive stormwater drainage and treatment system. to contain measurable concentrations of heavy metals and In order for maintenance of the StormFilter to be successful, it organic chemicals(such as pesticides and petroleum products). is imperative that all other components be properly maintained. Areas with the greatest potential for high pollutant loading The maintenance/repair of upstream facilities should be carried include industrial areas and heavily traveled roads. out prior to Storm Filter maintenance activities. Sediments and water must be disposed of in accordance with In addition to considering upstream facilities, it is also important all applicable waste disposal regulations.When scheduling to correct any problems identified in the drainage area. Drainage maintenance, consideration must be made for the disposal of area concerns may include:erosion problems, heavy oil loading, solid and liquid wastes.This typically requires coordination with and discharges of inappropriate materials. a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. RECYCLED PAPER I t . 800.338.1122 www.contech-cpi.com Support • Drawings and specifications are available at contechstormwater.com. • Site-specific design support is available from our engineers. ©2009 CONTECH Construction Products Inc. CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes bridges, drainage,sanitary sewer,stormwater and earth stabilization products. For information on other CONTECH division offerings,visit contech-cpi.com or call 800.338.1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374;6,406,218; 6,641,720;6,511,595;6,649,048;6.991,114;6,998.038;7,186,058;related foreign patents or other patents pending. Inspection Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place Linear Catch Basin n Manhole ❑ Other _ Sediment Thickness in Forebay: Date: Sediment Depth on Vault Floor: Structural Damage: Estimated Flow from Drainage Pipes(if available): Cartridges Submerged: Yes ❑ No ❑ Depth of Standing Water: StormFilter Maintenance Activities(check off if done and give description) n Trash and Debris Removal: Minor Structural Repairs: ❑ Drainage Area Report Excessive Oil Loading: Yes ❑ No Source: Sediment Accumulation on Pavement: Yes U No ❑ Source: Erosion of Landscaped Areas: Yes ❑ No ❑ Source: Items Needing Further Work: Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: Review the condition reports from the previous inspection visits. StormFilter Maintenance Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place n Linear Catch Basin _ Manhole Li Other List Safety Procedures and Equipment Used: System Observations Months in Service: Oil in Forebay: Yes No U Sediment Depth in Forebay: Sediment Depth on Vault Floor: Structural Damage: Drainage Area Report Excessive Oil Loading: Yes No ❑ Source: Sediment Accumulation on Pavement: Yes _ No r- Source: Erosion of Landscaped Areas: Yes ❑ No LJ Source: StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes ❑ No I Details: Replace Cartridges: Yes r- No ❑ Details: Sediment Removed: Yes No Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes — No — Details: Residuals(debris,sediment) Disposal Methods: Notes: