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Home My WebLink AboutPermit File BLD-2020-0572 607 R Avenue (9)CXT Inc. (Precast Division, Calculations Santiago S-299 Structural Analysis Design Loads 400 psf Live Ploor Load 220 psf Ground Snow Load Wind Speed —150 mph Esp. C Seismic Design Category: D Design Standards 2015 International Building Code ASCE 7-10/ ACI 318-14 UL-752 Bullet Resistance Classification: Level N Report #:2012-647 'IRIS REPORTCONTAINS i] PAGFS, INCLUDING TFRSCOVER AND THE TAALE OF COIV'[FMS. ANY AUUI'UDNS'I (), ALTERATIONS OF, OA UNAUTHORIZED USE OF EXCERPTS FROMTFES REPOATARE EXPRESSLY FORBIDDEN. EXPIRES Apri123, 2021 September 16, 2020 :� Table of Contents Description 2015 International Building Code ASCE 7-10 MWFRS and C&C Wind Loads ASCE 7-10 Snow Loads ASCE 7-10 Seismic Loads Roof Panel Analysis Wall Panel Analysis Floor Analysis Building Analysis Appendix: (Provided Upon Request) UL-752 Bullet Resistance Testing All attached documents are for reference only and designed or approved by others. TH75 REPOAf CONTAINS i] PAGES, IlVQ,UDLYG TILE COVER.1i\D 1HLS TABLE OF COMEMS. ANP ADDIITONS TO, ALTERATIONS OF, OR UNAUTHORIZED USE OF E\CERPI5 FROM IBIS REPORT ARE ElZ'ItESSLY FORBIDDEN. FJtPIR�S A�ri�t T.3 021 September 16, 2020 of 45 �Xf Inc.(Precast Div.) Santiago S-299 (WA) Page 1 2020 s Date: 09/16/2020 Dlain Wind Force Resisting System Loads (ASCE 7-10) Santis o 5-299 Category R iBC TABLE 16045: Risk Category of Buildings and 011er StrucNrs. E osure C See § 26.7.3: Exposure Categories, General. Velocity 150 111ph See Figure 265A thm 26.5C: Basic Wind Speed 3 second Gus[ Itwind 8.00 ft Winduaul wall heiglat Klee 8.00ft Leeward wall hei tit NV.building 26 ft \Vidth of the building L,building 20 ft Length of de building H.buildi 11.58 ft HeipjA of Oe building to tie ridge). Etter 0 if mis nown. Roof Rise 3 Roof pitch (per foot) S1 14.04 deR Roof Anple Kd 0.85 Wind directionality factor. 0.85 wimnusingload combinations, 1.0 oftrwise. Kr 0.00 See Fiemae 26.8-1: Multipliers for Obtairmb Tupograplucal Factor KA K. 0.00 Kt 0.00 KE Velocity 1 Too Idc fad h 9.790ft Mean roof lie ny 7.66 Natural frequenne Flembility Rigid Building fledbili 9.5 Terrainfactor 900ft Tem'nfacmr Pressure Exposure Coef K(z) 1 0.849 Jar windward eav4 Velocity Pressure 27.3.2) q, 1 41.56 psf Partially Emlosed ff lle building nneets boot of tln fallowvrg conditions: 1. Total area of apenunngs iu ore wall exceeds area of operniugs iu One Ualm�ce of Ore UuildingUy more Urarr 10%. 2 Total area of openings in one wall exceeds 4 sq. ft, or 1% of area of tbat wall and One total area of aperurgs in Ore balance of Ore building does not exceed 20% of Oe area in tle balance of tie building. hl �a �a Zone Opening Area Gross Area A' Aoi Condition Condition Codition3 Condirion4 T e: Windward sidew•all 0 s ft I60.0 s ft 1189.1 s ft 0 s ft 0.00 0.00 0.00 0.00 Emlosed Windward endwall 0 sq ft 2545 s fl 10945 s ft 0 s ft 0.00 0.00 0.00 0.00 Enclosed Leeward sidewall O s ft 160.0 s ft 1189.1 s ft O s ft 0.it 0.00 0,00 0.00 Enclosed Leeward erdwall 0 s ft 2545 sq ft 10945 sq ft 0 sq ft 0.00 0.00 0.00 0.00 Enclosed Roof 0 sq ft 520.0 sq ft 829.1 sq ft 0 sq ft 0.00 0.00 0.00 0.00 Enclosed Enclosed External Pressure Coefficients C 0.8 See 27.4.4 RoofOvednangs 0.8 Windward wail se width z) Fig 27.4-1 Cp -0.440 Leeward wall (wind moral to ridge) .0.7 Side valls (Use width qln) Fig. 27.4-1 (Use with h) -0500 leeward wall (wind parallel to ridge) (Use with h) Pos. Windward Ne Widwad Leeward Roof Pressure Coefficients (Fig 27.44) Normal to Rid a when Theta x lode es -0.108 -0.640 -0.48I 0 to W2 h!2 to h h [0 2h> 2h Roof Pressure Coefficients (Fig 27.4-I)Nomnalm -0.90 -0.90 -050 Ridge vvlen Tleta < 10 deg Roof Pressure Coefficients (Fig 27.4-1) -0.90 -0.90 -0.50 -0.30 R PAAt I EL to Ridge Wall Pressures: w/Ne five w/Positive lntenral Windward 35.74 psf 20.78 psf Leewart (tvdnd mmnal) -I6.00 sf -23.02 sf Leeward windparallel) -IG:00 sf -25.14 psf Side Wall -17.25 psf -32.21 psf Additional Ovetban Pressure: 28.26 sf Roof Pressures: Wind Parallel to ridge rallroatslo es: Location w/Positive lntemal 0 to IJ2 -39.28 psf b/2 to h .39.28 psf h to 2h .25.14 psf Over2h .18.08 psf Wind Speed: 150 mph Root Slope: F.�.S' 3.00 : 12 CQn'jPo� MeanReof Exposure: C Height: 9,79 R a4t �LAVD�('r Effecthe Area Zone to.0 sq ft 100.0 s ft 500.0 sq ft 1 -38.21 Psf 19.93 psf -34.05 psf 11.67 psf -34.05 psf 11.67 psf 2 -71.45 psf 19.98 psf -50,67 psf 11.67 psf -50.67 psf 11.67 psf 20h -91A4 psf -91.44 psf -91.44 psf 3-108.86 psf 19.98 psf -83.92 psf 11.67 psf -83.92 psf 11.67 psf Soh-153.78 psf -103.90 psf -103.90 psf 4 -46.52 psf 40.76 psf -38.21 psf 33.70 psf .34.05 psf 28.29 sf 5 -58.99 psf 40.76 psf 4652 psf 33.70 psf -34.05 psf 28.29 psf le 3,00 ft Gust Factor - (26.9) G= 0.85 Internal Pressures: Ne •ntive: -7.48 sf Positive: 7.48 psi Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 0 to W2 h!2 to h h [0 2h> 2h Roof Pressure Coefficients (Fig 27.4-I)Nomnalm -0.90 -0.90 -050 Ridge vvlen Tleta < 10 deg Roof Pressure Coefficients (Fig 27.4-1) -0.90 -0.90 -0.50 -0.30 R PAAt I EL to Ridge Wall Pressures: w/Ne five w/Positive lntenral Windward 35.74 psf 20.78 psf Leewart (tvdnd mmnal) -I6.00 sf -23.02 sf Leeward windparallel) -IG:00 sf -25.14 psf Side Wall -17.25 psf -32.21 psf Additional Ovetban Pressure: 28.26 sf Roof Pressures: Wind Parallel to ridge rallroatslo es: Location w/Positive lntemal 0 to IJ2 -39.28 psf b/2 to h .39.28 psf h to 2h .25.14 psf Over2h .18.08 psf Wind Speed: 150 mph Root Slope: F.�.S' 3.00 : 12 CQn'jPo� MeanReof Exposure: C Height: 9,79 R a4t �LAVD�('r Effecthe Area Zone to.0 sq ft 100.0 s ft 500.0 sq ft 1 -38.21 Psf 19.93 psf -34.05 psf 11.67 psf -34.05 psf 11.67 psf 2 -71.45 psf 19.98 psf -50,67 psf 11.67 psf -50.67 psf 11.67 psf 20h -91A4 psf -91.44 psf -91.44 psf 3-108.86 psf 19.98 psf -83.92 psf 11.67 psf -83.92 psf 11.67 psf Soh-153.78 psf -103.90 psf -103.90 psf 4 -46.52 psf 40.76 psf -38.21 psf 33.70 psf .34.05 psf 28.29 sf 5 -58.99 psf 40.76 psf 4652 psf 33.70 psf -34.05 psf 28.29 psf le 3,00 ft Gust Factor - (26.9) G= 0.85 Internal Pressures: Ne •ntive: -7.48 sf Positive: 7.48 psi Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 w/Ne five w/Positive lntenral Windward 35.74 psf 20.78 psf Leewart (tvdnd mmnal) -I6.00 sf -23.02 sf Leeward windparallel) -IG:00 sf -25.14 psf Side Wall -17.25 psf -32.21 psf Additional Ovetban Pressure: 28.26 sf Roof Pressures: Wind Parallel to ridge rallroatslo es: Location w/Positive lntemal 0 to IJ2 -39.28 psf b/2 to h .39.28 psf h to 2h .25.14 psf Over2h .18.08 psf Wind Speed: 150 mph Root Slope: F.�.S' 3.00 : 12 CQn'jPo� MeanReof Exposure: C Height: 9,79 R a4t �LAVD�('r Effecthe Area Zone to.0 sq ft 100.0 s ft 500.0 sq ft 1 -38.21 Psf 19.93 psf -34.05 psf 11.67 psf -34.05 psf 11.67 psf 2 -71.45 psf 19.98 psf -50,67 psf 11.67 psf -50.67 psf 11.67 psf 20h -91A4 psf -91.44 psf -91.44 psf 3-108.86 psf 19.98 psf -83.92 psf 11.67 psf -83.92 psf 11.67 psf Soh-153.78 psf -103.90 psf -103.90 psf 4 -46.52 psf 40.76 psf -38.21 psf 33.70 psf .34.05 psf 28.29 sf 5 -58.99 psf 40.76 psf 4652 psf 33.70 psf -34.05 psf 28.29 psf le 3,00 ft Gust Factor - (26.9) G= 0.85 Internal Pressures: Ne •ntive: -7.48 sf Positive: 7.48 psi Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 Ovetban Pressure: 28.26 sf Roof Pressures: Wind Parallel to ridge rallroatslo es: Location w/Positive lntemal 0 to IJ2 -39.28 psf b/2 to h .39.28 psf h to 2h .25.14 psf Over2h .18.08 psf Wind Speed: 150 mph Root Slope: F.�.S' 3.00 : 12 CQn'jPo� MeanReof Exposure: C Height: 9,79 R a4t �LAVD�('r Effecthe Area Zone to.0 sq ft 100.0 s ft 500.0 sq ft 1 -38.21 Psf 19.93 psf -34.05 psf 11.67 psf -34.05 psf 11.67 psf 2 -71.45 psf 19.98 psf -50,67 psf 11.67 psf -50.67 psf 11.67 psf 20h -91A4 psf -91.44 psf -91.44 psf 3-108.86 psf 19.98 psf -83.92 psf 11.67 psf -83.92 psf 11.67 psf Soh-153.78 psf -103.90 psf -103.90 psf 4 -46.52 psf 40.76 psf -38.21 psf 33.70 psf .34.05 psf 28.29 sf 5 -58.99 psf 40.76 psf 4652 psf 33.70 psf -34.05 psf 28.29 psf le 3,00 ft Gust Factor - (26.9) G= 0.85 Internal Pressures: Ne •ntive: -7.48 sf Positive: 7.48 psi Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 Wind Speed: 150 mph Root Slope: F.�.S' 3.00 : 12 CQn'jPo� MeanReof Exposure: C Height: 9,79 R a4t �LAVD�('r Effecthe Area Zone to.0 sq ft 100.0 s ft 500.0 sq ft 1 -38.21 Psf 19.93 psf -34.05 psf 11.67 psf -34.05 psf 11.67 psf 2 -71.45 psf 19.98 psf -50,67 psf 11.67 psf -50.67 psf 11.67 psf 20h -91A4 psf -91.44 psf -91.44 psf 3-108.86 psf 19.98 psf -83.92 psf 11.67 psf -83.92 psf 11.67 psf Soh-153.78 psf -103.90 psf -103.90 psf 4 -46.52 psf 40.76 psf -38.21 psf 33.70 psf .34.05 psf 28.29 sf 5 -58.99 psf 40.76 psf 4652 psf 33.70 psf -34.05 psf 28.29 psf le 3,00 ft Gust Factor - (26.9) G= 0.85 Internal Pressures: Ne •ntive: -7.48 sf Positive: 7.48 psi Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 Gust Factor - (26.9) G= 0.85 Internal Pressures: Ne •ntive: -7.48 sf Positive: 7.48 psi Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 Internal Pressures: Ne •ntive: -7.48 sf Positive: 7.48 psi Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 Roof Pressures Wind Perpendicular to Ridge w•! 9>=IDde iv/ New finte Negative lmal 3.66 Psi w/ Positive Internal -30.08 ns Roof Pressures: Wind Perpendicular to ridge far9 < 10 do Locafioit w/Positive haemd 0 [o 11/2 0.00 psf h/2 to h 0.00 psf h to 2h 0.00 psf Over2h 0.00 psf iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 iigler degrees pressures a[ Oe ridge Ihre ondy applies to reof pilcles > 7 rG5 of 45 CXT Inc. (Precast Div.) Santiago S-299 (WA) Page 6 2020 � Date: 09/16/2020 ASCE 7-10 SNOW LOAD CALCULATION Cate o II IBC TABLE 1604.5: Risk Cate or of Buildin and Other Structures. Exposure C See § 26.7.3: Exposure Categories, General. Pg 220 psf See ASCE Figure 7-1: Ground Snow Load W.building 26 R Length of the building L.building 20 ft Width of the building H,building 11.58 ft Height of the building to the ridge). Enter 0 if unknown. Roof Rise erfoot 3 Roof pitch a 14.04 deg Roof Angle ASCE Table 7-3 -Thermal Condition: Cr All structures except as indicated below: 1.0 Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value) between the ventilated space and the heated space exceeds 25*h deg* WBTU). Li Unheated and open au structures 1.2 Structures intentionally kept below freezing 1.3 Continuously heated greenhouses with a roof having a thermal resistance value (R-value) less than 2.0*h (deg*sq ftBT . 0:85 C, 1.2 (Choose from table above) Is 1 ASCE Table 1.5-2 Surface Unobstructed ASCE § 7-4 Roof type Gable Hor. Eaveto Ridge Distance - windward 13 ft Roof Ex osue Partially exposed ASCE Table 7-2 Ce I ASCE Table 7-2 Cs I Slope Factor from Figure 7-2 Low Sloped?: Yes ASCE § 7-4 Pr 184.80 psf Flat Roof Snow Load Ps 184.80 psf Sloped Roof Snow Load Use unbalanced? Yes ASCE § 7.6.1 PNymd%md 0.00 psf ASCE § 7.6.1 Prey,"d r 220.00 psf I ASCE § 7.6.1 Pleew"d 2 220.00 psf ASCE § 7.6.1 Distance from Ridge to Edge of Pree«.,dr loading 13.0 ft ASCE Figure 7-5 30.00 cf Suowdensity E .7.7-I ofASCE 7 30 25 20 —STRUCTURE 15 — • Balanced Snow b 3 — — -- Unblanced Snow a 10 m 5 0 0 5 10 15 20 25 Structure Cross Section Snow Load on Gable Structure I t 1 I I I CX'I', Inc. (Precast I3ivo) 5antiag�o 5-299 (WA) Seismic Loads (ASCE 7-10) Page 3 of 45 Date: 09/16/2020 Santiago 5-299 Category II IBC TABLE 1604.i: Risk Category of Buildings and Other Structures. Ss 1.fi7 g Mae. Earthquake Ground Moton of 0.2 sec S ectral Response Acceleration AS'C'E Fgrve 22-1 Sr O.fi g May. Eathquake Ground Motion aF 1.0 sec Spectral Response Acceleration ASCE Figure 22-2 Site Class D Site classffica4on (Use D if unknown unlessjurisdiclion. or geotechnical data determines Site Clas E or FJ ASCE 20./ T� 16.0 sec Long Period Trmisifion Period ASCEFgure 22-12 Seismic Force Resisting System A.i Intermediate recas[shear walls R 4.00 Response Mod cation Factor ASCC Table l2.2-1 Slo 2.� System Over strength Factor C, 0.02 Approximate period pmameter ASCE Table 12.8-2 O.T A roximate eriod ammeter ASCE Table 12.8-2 hn 10.00 R Height in feet Rom base to highest Icvel of s W elute Value 1* Value 2* F, 1 Interpolated Value ASCE Table L.4-1 1 I F, l.i Interpolated Value ASCE Table /Ld-2 1.5 1.5 Sens =Fa * Ss L.669 g Adjusted MCE Spectral Response Acceleration at short periods S„I =F,. * S; L122 g Adjusted MCE Spectral Response Acceleration at 1 sec period (MCE= Ma¢imum considered earthquake) Sos= 2/3 Sm, 1.113 g Design Spectral Aeceleratimr Pmameters Sm =213 Smr 0.748 g Design Spectral Acceleration Parameters Ia l Importance Factor ASCETnble 1.5-2 Seismic Des' Categm D Based on $pa D ic6lc ll.bl Based mt Snr D Toole I1.62 4SCE 1I A-3 4SCE 11.4-4 '=Used for interpolation ASCE 11.4-1 ASCE II.J-2 Geo[echnical I¢ves[i anon Report Requmed? Yes nor ASCE 11.8.2 and 11.8.3, IBC 1803 E UIVALENT LATERAL FORCE PROCEDURE T,=Cn*Inr` 0.11 sec Approximate fundamental period ASCE 12.8-7 T 0.11 sec Fundamental period of dte sWclure (can be taken as Ta par ASCE 12.8.2) C,=S�/(RH) 0278 ASCE l2.8-2 C,,,,;, 0.094 ASCE 12.8-5 8-12.8-6 Q,,,,, 1.G63 ASCE 12.8-3 & 12.8-d C, 0.278 V=C,*W 103.30 kip Iv10 = 1014.5 k-R 12.8.3 12.8-1 Sheen• tritli snouJond OverurrningMonren( m@G snmrlond Shear m7[lmut snow land Orrerhvning Momen( without snob loud WITH SNOW LOAD 12.8-12 12.8-11;11.7 12.10-1 Level Story Height h; or h_, Pr (flat roof snow load) w; w!k;` CY F, Vx (Story sheen) lvfs Fp ta;p„e„ rQ,zl Roof 9.79 R 10.00 R 184.8 psf 103.28 ki 1032.7 k-ft 0.986 118.77 ki 118.77 ki 0.0 k-ft 45,97 ki Walls 0.00 R 0.00 ft Floor 0.21 R 0.21 R 69.92 kip 14.6 k-ft 0.014 1.68 kip 120.49 kip I162.8 k-ft 3I.12 ki Base 0 R 0.00 R W= 173.20 kip 1047.2 k-R Ivfo = 1187.9 k-Ft W1TIi0UT SNOW LOAD l2.8-I2 12.8-71;11.7 l2.10-1 Level Story Height h; or hs Pr (flat roof snow load) w; rr3*hk C,., F, V.<(Story sheen) � Fa,raa,,,g„ r«I Roof 9.79 R 10.00 R 0 psf 78.63 kip 786.21e-ft 0.982 1OL42 kip 101.42 kip 0.0 k-ft 36.00 ki Walls 0.00 R 0.00 ft Floor 0,21 R 0,21 R 6292 kip 14.6 k-ft 0.018 1.88 kip 10330 ki 9)2.9 k-fl 3 L12 ki Base 0 R 0.00 ft W= 1485� kip 800.7 k-R Mo = 1014.5 k-R \�� / r1 ,. ��>: '. r ;: ��V o\ l \ l \` `1\ �s �,, Page 4 of 45 AT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 Center of Mass &Rigy Santiago S-299 X Y Upper Left =0,0 Lower Right 11 348 11 276 XRelative YRelative Shear Farm Dlsttp CaRx Distal CoR Wall Stiffness StiffnessR4,335 If dz IN d IN WI 0.00% 27.52% 312 0.010 115A16 W2 15.09% 0.00% 434 164.000 56.717 M 15.09% 0.00% 434 154.000 56.717 W4 9.34% 0.00% 288 26.000 57.1111 M 9.34% 0.00% 288 26.000 57.116 N,6 0.00% 20.69% 235 0.D01 0.804 W7 0.00% 20.69% 235 0.001 4,884 M 15.09% 0.00% 434 154.000 62,485 W9 15.09% 0,00% 434 154.000 63.20 W70 10.48% 0.00% 3010 323 fi8.000 6ZB84 W11 10.40% 0.00% 3010 323 88.000 62.884 W12 0.00% 21.90% 6314 2491 Z117 120.W4 WI3 1 0.00% 8.13% 2623 2621 5.000 1 4ZB84 Pt-1 1 0.00% 0.000A 65.969 1 38.616 P1-2 1 0.00% 0.000A 65.957 1 38.616 Loft Ede To Ed a Ri ht Ede Bottom Ede Snow/L'Ne Canter of Omvi LNa Live Slab Thickness Wei ht X V X V X V w/e snow R1-L 4.5 10065 0 1 0 1 174 138 1 184.8 87.0 69.0 16228 10065 R1-R 4.5 10065 174 i 0 348 138 184.8 261.0 69.0 16228 10065 R2-L 4.5 10065 0 138 174 276 184.8 87.0 207.0 16228 10065 R2-R 4.5 10065 174 1 138 1 340 276 1 184.8 261.0 207.0 16211 100fi5 F1 5 15780 18 18 330 138 400 174.0 78.0 15780 0 F2 5 15765 18 138 330 258 400 174.0 198.0 15765 0 Totals 76743 173.7 137.1 Wall Overturning Checks Using Weigh[ ofldjamnt Walls Form Tmnsfemedb Cpnnectipns 8elween Walls to Resist O Required to Resist Overturning From Design Moment Id R Toward Lower Right Toward Upper Anchor Resistance Anchor Resistance Moment Marren ki ftrAack ti R Left check Overturning status sing just connecton u to adjamnt walls Wall WI 58.31 179.87 54,W 179.87 Need More 54.06 OR. Need More None Required TRY BASE ANCHORS %W 67.00 W3 67.00 54.06 Need Mom 54.08 Need More TRY BASE ANCHORS W4 W6 W6 W7 SZ33 52.33 23.65 23.65 67.00 57.24 57.24 129.07 125.91 41.67 43.01 43.01 129.07 125.91 Plead More 40.57 Need More Need More OR OK Need More TRY BASE ANCHORS TRY BASE ANCHORS None Required None Required TRY BASE ANCHORS VW W9 67.00 41.67 Need More 40.57 Need More TRY BASE ANCHORS WIO 55.83 44.80 Need Mare 62.82 OK TRY BASE ANCHORS WIi 55,83 44.80 Need Mara 62.82 OK TRY BASE ANGHOR6 V412 29,00 179.61 179.fi1 OK None Re uired Wl3 47.04 46.16 -6.16 59.47 18.75 0.00 25.21 0.00 18.75 Need Mare OK 1 QK TRY BASE ANCHORS None Ra uired None Required P1-i P1-2 Overturning resistance considers only the might of the veil, the weight of the roof supported by the vrall, and connection to adjacent walls. Roof weight supported by other walls has not been considered. Connection to adjacent wells is taken as the connectpn capacity, not to exceed that portion of the adjacent wall vreight that con be reasonably attributed tp the connection. CXT9 Inc. (Precast Div.) Santiago Sm299 (WA) Page 5 of 45 Date: 09/16/2020 Wall Overturning Checks Usmg Base Pnehors Only Dasign Moment (kPft) Toward Lower Right Anchor Resistance Moment la ft check Toward Upper Left Anchor Resistance Moment ld ft check Combined Loading Unity Check Required Tension Capacity per Base Anchor (lb) Wall WI 58.31 264.30 L OK _ 264.30 _ 11200 W2 67.00 43,29 Try Bath 43.29 Try Both Try Both 863 M 67.00 43.29 T Bath 43.29 Try Boto Try BoU 853 W4 - 52.33 2SAB Try Both 28.48 Tryr Both Try Both 999 M 52.33 28.48 TW Bath 28.48 TrII Bath Try Both 999 W6 23.65 197,56 OK 197.56 OK OK 1387 W7 23.65 197.56 OK 197.56 OK OK _ 1346 M 67.00 43.29 Try Both 43.29 T Both T Both W62 W9 67.00 43.29 T 8061 43.29 T Both T Bath 1762 WI1) 55.83 28.48 TryrBoth 28.48 T Bath T Both 1182 W11 55.83 28.48 T oti 28.48 T Bath T Bath 1182 W12 29.00 195.30 OK 795.30 OK OK 1982 WI3 47.04 42.48 T Bodt 42.48 T Both T Both 1455 P1-1 -6.16 1.73 OK 19.51 OK OK 1096 P7-2 -6.16 1 19.51 1 OK 1 1.73 11 OH OK (1096 Wall Overturning Checks Using Bass Anchors and Connection to Pdjacent Walls Must investi eta ONLY Bboth base anchor alone and ad acentwalls alone are Insufficient Base Anchor Shear Required % Capacity) Base Anchor Tension Available %Ca ad Available Overturning Resistance(kip-ft) From Base Anchars Lower Ri ht Upper Left Overturning Unity Check of Base Anchors Ri ht Upper Left VUH WI 27.4% 92.6% 411.44 411.44 _Lower OK OK W2 33.2% 66.8% 84.49 84.49 OK OK W3 33.20A 86.8% 84.49 84.49 OK OK W4 34.4% 85.6% 73.38 61.19 OK OK M 34.4% 85.6% 73.38 61.19 OK OK V6 28.6% 91.4% 298.43 298.43 OK OK W7 28.6% 91.4% 295.55 295.55 OK OK W3 1 33.2% 86.8% 73.73 72.78 OK OK M 33.2% 86.886 73.73 72.78 OK OK WO 37.4% 82.60A 60.56 75.45 OK OK Wit 37.4% 82.6% W.56 75.45 OK OK W12 353 57153 OK OK 29% 7% 99W3 03 65. OK OK P1-1 6.3% 1 100.0% 1 20.49 1 19.51 OK OK. P1-2 6.3% 1 100.0% 1 19.51 1 20.49 OK OK � F>�D JtySFEC CXT, Inc. (Precast Div.) Soria/o S- 99 (WA) a#&«« a»ozg1e2z &o �-- . | \�\j2,!■!(\G ! \j7 22 G!■lMIA l,. IUW § }•\/\\�j }®�] , ;!! % ) ! ! ))\)( \\U \ `{�)) \\\7E \ !( \w !! � §2 =\\!\)\ j j\jp\\ ! ! s \j )}\ \) } ( § }, )5 � \^ §) ®/# i ]! \\\ C�� a#7a « , Inc.(PrCat Difj Santia/0 S�299 (WA) Date: »»g1e2z @o �f® J] § � ( 2 $\!{)\m i\\ /§ / 9\$\)G4 ,M � # N ■ k Page 6/0 AT, Inc (Precast Div.) Santiago S-99(WA) mlEog1e/n ! � / , 2 / R � �-- , � \ § \\ !§ r E k !!!]!, �<; Q;=l• 7)!;!!,! ) / ! )))\( ;I®k! \�\\E ;{!)/ !!�:! \\; » !f !\ \` )y: ! \ s »f§> ! )] C)C7,Inc (Precast Div.) «,-Ell ,*.?© « f Page na« mkozg,e2z 20 | - . / \ � m \/ {{ /! ! ! ) ) � !( `}\() \� » lk22 }� \\�)) \ )) 2 )! CXT Inc. (Precast Div.) Santiago S-299 (WA) Page 1Uof45 s Date: 0911612020 ID: Santia o 5-299 DESIGN OF WALL MARKED WI Naps h(ntesial P hfinimwn n r. Loading parties f e 5000 psi Steel Reinforcement Plain WWF=-W1.2-AI85 Fy mare mesh 65000 psi Fy tabor 60000 pelf Luthtocinlrcl No Cancnew density 150 per ].K. Shear Parameters PInLv 0.85 _ Vc 3.123 ki a C1113.1.1tc 11.-.1_ Pwvvcl 2.65 kip IL 1.1 Yall Reinfoseement Re uhenren6 O.00L ioucert n.nar o.00x ACI's AGemNe Design ofSlrirdo Wa)fr la MA24 la 14AZJ Assumptions form this metlmdolog„5^ Wv8 pmml shall be simply supported, axially waded, and subject to out-oFp)ose uniform lateral loading where maximum mid deflections occur at mid -height tofthe vaAl. Thements cross section is consumi over the heightofthe wall eel. The wall cross sections shall be knsion con"Wd. Phi•Mn�Mcr C neentmad vie, wads am distributed over the wall length The vertical arrest PW at mid -height shall not exceed 0.06•fo Azxial Deli Loads (Pressure form raoq Imtetnl Desipr Loads ( rnesyse on waH) D (Dead land)+ Ww( Wall uxiuht) 110.w Dead Load (DL.lat) 0 C S(Snow Load) no f Snow LaM(SL.wt) 0 C L (Live Loral) O f Live Load LL.lat) O f Lr/Lve Roof Load) 30 f Live RooCLoud(LLcwO apt w(Wind Load) 108.86 Wmd Load(WL3ut 58.99 f E(EmW uvke Land) 16.95 f Earthquake Load EL.W 13.9I C Factored Axially Applied Loads FacbmA Loading rACI ACl .9-3 Fvctorcd Pressure on Root Wr 512213 AxialPannone Pann e an Section PUB 2.21 kip Assvm tiara check PW.4g 4fi.W2 " 0.05'fc 3q1 kla 14 ass OKn O unraemrd A>:aur annul Loam Unf tared Prcsswe on RooCuWr 307.58ti sC Axial pressure on Section PHIL. kip Shear ,Uloanble Fvcwrd lmadunB per ACl ACI eq. 9-3 Phi•VaQ 1.33 Check Shea ACI 11.3.5.1 O.K. =(b•h 48 on2 Yt=W2 2 R' (rapture modulus) 5-10.330 h(cr 16.971 li w Bear 1 0.8 Trial Asire'd 0.073 hs2 B 7.403696795 kd 0.583 in Ler 3.35 hV4 4 0.003 0.005 0.32469 n 0.406 i Ate 0.27 in^2 Icrdellectinn 4.21 inN In 64.00 m^4 delta 150 5(maximum tensile reinforcement) 0.0225 era (mm. tempemtum ieintomement) 0.0017 wu (minimum tensile reinforcement) 0.0033 too (trial reinforcement mho bottom) 0.0033 aoke�reement tow mvidd) 0.0110 tcl H.a Wue Mmh As unraemrd A>:aur annul Loam Unf tared Prcsswe on RooCuWr 307.58ti sC Axial pressure on Section PHIL. kip Shear ,Uloanble Fvcwrd lmadunB per ACl ACI eq. 9-3 Phi•VaQ 1.33 Check Shea ACI 11.3.5.1 O.K. =(b•h 48 on2 Yt=W2 2 R' (rapture modulus) 5-10.330 h(cr 16.971 li w Bear 1 0.8 Trial Asire'd 0.073 hs2 B 7.403696795 kd 0.583 in Ler 3.35 hV4 4 0.003 0.005 0.32469 n 0.406 i Ate 0.27 in^2 Icrdellectinn 4.21 inN In 64.00 m^4 delta 150 5(maximum tensile reinforcement) 0.0225 era (mm. tempemtum ieintomement) 0.0017 wu (minimum tensile reinforcement) 0.0033 too (trial reinforcement mho bottom) 0.0033 aoke�reement tow mvidd) 0.0110 tcl H.a Wue Mmh As =(b•h 48 on2 Yt=W2 2 R' (rapture modulus) 5-10.330 h(cr 16.971 li w Bear 1 0.8 Trial Asire'd 0.073 hs2 B 7.403696795 kd 0.583 in Ler 3.35 hV4 4 0.003 0.005 0.32469 n 0.406 i Ate 0.27 in^2 Icrdellectinn 4.21 inN In 64.00 m^4 delta 150 5(maximum tensile reinforcement) 0.0225 era (mm. tempemtum ieintomement) 0.0017 wu (minimum tensile reinforcement) 0.0033 too (trial reinforcement mho bottom) 0.0033 aoke�reement tow mvidd) 0.0110 tcl H.a Wue Mmh As tcl H.a Wue Mmh As w s� wa 4' Mesh Areal0.24 in 2 Facmml Later�ll A lid Loads Fncwid Laodiv rACf v.awv 94.38 E Enteral Pressure on Section Lw=WL"4/H^4+L^4) OkIC Hw= W(L^4 / H"4+L441 0.09 )JC UNacmrM Lntemay APPHd Loads 38.99 sf ii Lateral Psessunemn Section Lxv=WL"4/N^4+L`4 Oklf Hre=W(L"4/H"4+L`4) 0.06 k1f De0ectian Act H.aa Service leads Add 1. Lateral kifl 0 klf Allowed service detkction 0.77 in Man 0.720 ki in M 0.725 kipwin Ds 0.001 in Checkdeflection OK Desnau Assumption dock sparl Hw I Lae act Tewde Small 0.011 1 0.011 Check ACI 14.9.2.3 h(unj 1.122 kipR ACI e . 144) Mal L450li ❑ L 0.0p0lo R ACI9.3.2 f 0.9 0.9 War k)d= (ill-a2) I.960IdpR L960 kipA OM s- M 0O,W 00.00 ki ➢. Ac 4sAdd'Irc d iop2 0.00 h�2 O.Ip in2 Additional rcmC 'd 0.00 in"2 0.00 in^2 AMI bar se: 3 3 qty rc'd 0 0 or OfAs 0 0 Mdl= 0.000 kiRR O.000 kip-R. Ant=As+As MM 0.24 in2 0.24 in'2 Ddn= F(11-o/2) L961 kippk I.941kip➢ Check wn>Mu O.K O.K. v_ 90 o0oncd 7394% .gl3o CWT Inc. (Precast Div.) Santiago S-299 (WA) Page 11 2020 s Date:09/16/2020 Inadin Pu fncmriud load fmm rm 0.]9 klf Ww (we-i2linof paiiiiir N ft) 1 0.05 ksf -+-Enrre Ml -a-Wn la u 1 Wndcw2--Door 1 dm3 �Wndow4 REINFORCEMENT AT OPENINGS Alaterial Pinndies dh eRiefive depth botmm 1.94 in n black ofstmin) 1 0,32469 psi n=Ac• ry / 0.85•fc •b Opening Horizontal Locntian VeniWl Location L Icngth of opening H height nbove opening (-) Weight of Opedvg(LBS) Pw an f taized pawl load wv l foetor¢ed eJ load Mu (wv'L'^_) L Window 1 246 ft 6.05 ft 2.08 it 296 fl 59,63 0.15 kif 0.54 klf 0.19 u 11 Window 2 6.71 ft 1.1 ft 2.01 fl 2.9611 59.63 0.15 kit 0.54 klf 0.19 b' ft Door I I0.99 ft 0 fl 3.34 R 2.73 fl 1144.51 0.14 kit 0.53 kit 049 kiisft Window 16A6ft 6.05ft 2.08 ft 2.96it 1 59.63 0.15 kif O.A klf 1 0.19 ki ft Window 4 20.79 ft 605 h 2.08 ft 296 it 1 5963 0.15 ldf I 0.54 kit 1 0.19 ki fl Opening 4b As rcq'd Ba s¢e qry sa9'J: We FJb-a/2 Check Mn>Mu Window l 0.9 0.001 'or`2 Na. 3 1 16.83 ki ❑ O.K. 09 0.004 in'2 No. 3 1 15.46 ki ft O.K. Door1 Door 1 0.9 0.004 N'^_ No. 3 1 1546 kip-ft O.K. W'htdosv 3 09 0.001 in'2 I No. 3 1 1 1 16.93 ki ft O.K. Whtdow4 09 0.001 is^2 I No.3 1 1 1 16.83 ki n OX CONNECTIONS Full Resistance Value Overtumin Base Anchors Caters) Base Mrhors Wall -Wall Connection Quantity Man Maldnr4m Shea r Mention Morrent- Moment+ Moment- inShear R-Distance L-Distance kip kl -ft M -ft I lap -It la -ft 8 298 298 85.838 264.30 264.W 179.87 1 179.87 Told Tendon Base Anchors 28.7841 Dist Tension (Wril Shear L - Dist Mortent+ Moment - Bose Anchor I fi m J.47 6.29 298 N 0.035 fl Sfi.147 ki •fl Bau Anchor2 42 in 364 21 2b2-in 1.796d'fl 69.892 ki •R Base Anchor 3 82 in 3.64 12.21 222 in 6.346 ki •R 50.180 ki 'ft Base Anchor 118 on 3.64 1221 186 in 14.177lopfl 3525 ki•ft Bose Anchor 5 186 it 3.64 12.21 118 in 35.R5 {6 'lt 14.177 ki •ft Bme Anchor 2M in 3.64 12.21 82 in 50.180 ki•ft 6.946 ki•B Base Anchor 7 262 in 3.64 1221 42 in 69.892 ki 'ft 1.796 ki •ll Base Anchor 8 298 in 3.47 6.29 6 is 96.147 ki *n 0.035 ki •ft Wall Connections Quantity of Pndtars Capacity of each Countering Dead Load from � o7.367 .of wdl to tu(outote lVoB Dist (inches) L-Dist Allowable Force OverNmin Moment Resistance ki R U Left Low Ri h[ Wall Connection) 2 1.531r 50.00% W3 0 304.000 3.062 0.000 77.571 Wall (anntcilon 2 2 2.703 4.038 33.260A W5 126 178.WO 4.038 42.402 59.901 Wall Couneefion3 2 2.703 4.038 33.260 W4 178 126AW 4.038 59.W7 42.402 Wag Connection 2 1.531 7.367 50.00 W-' 304 O.ODO 1 3.062 77.571 1 0.000 191IlCiT:CTlAS:TJ2i Shear Connections at Base Wall Shear Capacity Required Shear Capacity (Ib)per Design Capacity Reserve Design Resistance Base Connector Farce Ib Ih Ca ed PLF PLF check 23494 85838 62344 780 7fi836 OK 2937 N dow 1 Nhidow 2 Door) Wwlow3 Window4 RIGIDITY 13.90639274 CALCULATED VALUES 83% Final Pier Len tlt Height Reed Top? Useable? Stillness k Deflection Lapel inches riches (YIN) Y/N 1 WO We / IN in / 1l%101a EnOre Wall 304 115 V Y 16.821 0.059 A' 304 6.88 V V 294.523 O.W3 A 29.221.72 0.036 B 2304 V V 294.523 O.W4 8' 304 6.88 6.88 Y Y 3 C 81.48 6.88 Y Y 78.76 78.766 0.013 0.013 D 197.56 6.88 V Y 191.357 0.WS C' 304 82.24 Y Y 24.056 0.042 E 131.88 82.24 Y Y 9.464 0.106 F 132.04 82.24 Y V 9.478 0.106 D' 304 6.89 Y Y 294.523 0.003 G 197.52 6.88 Y Y 191.318 0.005 H 81.52 6.88 Y V 78.805 0.013 E' 304 6.88 Y Y 294.523 0.003 I 249.48 6.88 Y V 241.683 0.004 J 29.56 6.88 Y V 28.135 0.036 Reserve caPaary (o23J-0) OK Es c1'p,11C� 1 'lO Ct1DF. .AND FIELD 1INSPL-CT""%' of 45 CXT Inc. (Precast Div.) Santiago S-Dat 299 (WA) Page 1212020 e: 09/16/2020 Window 1 w dmv2 Doorl lV ndow 3 Wnidoor 4 Combine Lo Frst se Trent Second se man[ Re -Name Combine/subtract Method Combined Errtra Wall A' Ma Deflection 0.056 A B AB stiffness 2MA1 No AB Ab Deflection 0.060 0.060 Ab 8' 8'a Deflection 0.066 C D CD stiffness 270,123 e'a CD 8b Deflection 0.060 Db Cl CIS Deflection 0.018 E F EF stiffness 18.942 CIS EF C'b Deflection 0.071 Cb D' D'a Deflection 0.068 G H GH stiffness 270.123 0'a GH Db Deflection 0.072 D'b E' E'a Deflection 0.068 I 1 J 1 IJ stillness 269.818 E'a I H I Final Deflection 0.072 MEN 45 CX' ' Inc. (Precast Div.) Santiago S®299 (WA) Page 13 2 20 � Date: 09/16/2020 u3t Santiago S- DESIGN OF WALL MARKED W2 Notes hlandalA ehlo fe 3000 Steel Reinforcement Plain WWFr WL2-A185 Fy wire mesh 65000 psi F mbar 60000 pcf L'chmeigh[7 No Concrete density 150 pef hlintmunr \ O.K. m shearraraehra Pbi.v 0.83 Ve 3.1271d Jr(».3.3.re l3at.. Phiwvcl 26yt top paw.lMacau 3'¢g Reinfarcem<nt Re uhemen6 Al 00012 roe.mm.horl 0.002 35 35 C!'sAUemNr Design ojSlexdo WaRr Assumptions Cmm this methodology. Wag panel shag be simply supported a daily loaded. and subject m out-aFpinna uniform lateral loading Wierc madmen Thements and deflections occur at mid-heieht of We wag. cmss section is consbmt over the height of the aaag pentel. The avail emss sections shag be tension controlled. Phi•Mn>=Mar Concentrated yowity loads we distributed over We wall knaW The vertical stress PWAg at mid -height shall not eveed 0.060N Loading Arial Deli luads(ressum fmmmafl I:shtul Deli Laads(Pseuureanwall D (Dea1 load) + Ww ( Well weivlt) 110.94 pad Dcad Load (DL.Wt) 0 f S(Snow Load) 220 pef Snow Load tSL.Wt) Opsf L (Live Load) O C Live Land LL.Wt) o f Lr(Live Roof Load) 30 psf Live Roof Load (LLr.lvl) 0 W(Wind Laad)l 108.86tof Want Load WL.Iot 58.99 psf E (Emth uake Load)l 16.95 PSC Earthquake Load EL.Iat 13.91 psf Facbrd AxlWlvA D<d Loads F¢ctn[d Lovd'm rACI ACl .9-3 Factored Pressure on Roof Wr 512213 Avsmm al Pnon Section PuD 2.18 kip psi PWAg di.d17 0.068Cc. 3i t]aek na ue14 O.K.O. unragmrd.astany A RdLaaaa Unfactared Pressure on Raafawr 30J.582 i AvW Aessure on Section PB 1.41 kip Shcar Agowable F¢cmmA LoadingperACf ACI eq. 9-3 Vu = wal3` Daa�2db) / 2 0.09 phi •Vc'2 1.33 Check Shcm AC1 115 i.l OX Ca nary IS-(b•h^31112 W nro Ag-(b'10 48 iu'2 Yt-1rl2 2 fr(rutum modulus) 530330 i Mcr 16.971 kiPn Bem 1 0.8 Trial Ast rc d 0.073 iV2 D 7.403686795 led 0.583 in Ler 3.33 in^4 OC 0 003 F 0,005 0.32469 s OA06 in AW 0.27' "2 lmdeflecfwn 4.21 n"4 To W 00 W4 delta 150 rr(ma m nsik reinforcement) 0.0225 .m (mivue iperaeinfor. ent) 0.0017 .,(nor nt tease reinforce vent) 0.0033 ,nn(trW reinforcement ratio hattom) 0.0033 antreinforcmnwa ratio mvidd 0.0110 A Jrr u.e Ml lJ.H21 40 /J.H23 4G /J.823 3G /J.82H Wire Mesh whe sae wa g 4' Mesh Mev 0.24 in'•2 Factored L¢[etnllJ'A lid Loads Factored Lording rACI cl q. s.J F+traN1'�v�.em 94.38 t' lateral Axssure an Section Lw=W`(L"4/L^4+HM) 0.03 k1f Hav=\V•(H"//H"i+L^4) 007 k1f Urrfactored Lvterag A Dd loads iB.JI sfii Lateral Axsme an Section Lw=\V•(L"4/L^4+H^d 0.02 {Jf Hre=W`(II"4l H^4+L^4 0.041dt' -As DMecfion cr u.aJ Service ivads AzW 1.41 lei Lateral 0.02 W Albwxd service deflection UT 41 Mw 2kS ki in M 2.638 kip -in Ds 0.009 in Check deflection O.K. Dean Amrm lion tack S Hw Lw net Tnuae Shvin O.OII 0.011 Check ACC 14.8.2.31 Tema• I Toro. Maul 0.651 kiPR ACI . (14� Mu 0.770 lei R 0.380 lei R AC[ 9.3 2 N 0.9 0.9 lbht List = AsFI(d[-¢2) 1.960 kiPR 1960 kiPlt DM=M s- M 0.000lei R 0.000lei f[ MAkrlre d O00 u02 0.00 in^2 Addhioual mmfrc'd 0.00 mn5t 0.00 in^2 AM bar i e: 3 3 qty ead 0 0 or spacing of:0 0 As add]= 0.000 kip�R 0.000 kip-11 Ast=As+As nddl 024 ie2 0.24 in^2 No= Fy(db - w22)1 1.961 k1p-fl 1.961 kip-R Check �Mn>Mu O.K. O.K. °. alluN'ed 39.2796 1 1938% STA•I"E OF �' `t .�' � � , - -aE5 i AN7� Tlrl,h mSPI'C"f It lip 45 CXT Inc. (Precast Div.) Santiago S-299 (WA) Page 14 2 20 � Date: 09/16l2020 l ¢¢um Pu f torrzed load fmm roo 039IdF Ww(weightoC ml r fit0.05 ker � WfiesAbl - V&dowl Window =.-Vent REINFORCEbIENT AT OPENINGS ' blan'4al proveries A (e02cfnc denth b¢IWw 1.94m ¢ block of slm'v0 1 0.32469 rat n=Asry / 0.85' fc'b Opening Hor¢anld LocNiwl Vmicd Lw:aron Llenglhof ¢µnusg HhOpennbove Opening pedwe(bto[ Openine (LBS) Pwlavdf¢ctosizeJ panel loud nvumW CoctwrsWlooa L' (wv'L'2Y12 Window L46R 6.05R o_.08ft 138R 59.28 0.0]kll' 0.46 kit 0.17 ki R Winaow2 6A6R 6ASR 2.OSR 138R 59.28 0.O71df 0.46 kit 0.17 ki ft Vent 1 2 ft 1 R 1 R 6 R 50.00 03 kW 0.0 klr 0.06 R Opening mh As rcq'd B¢r s¢e qty req'd: We RJb-¢2 Chock Mn�Mu Wmamvl 0.9 0.003 in`2 No.3 1 7.4u ll O.K Window2 0.9 0,003 in'2 No.3 1 7.4 ki tl O.K Vent 1 0.9 0 WV2 No.3 1 0 0ld ft O.K CONNECTIONS Full Resistance Value Ovedumin Base Anchors. Lateral Base Pnchors VsblFWall Connection Quantity Ma>3nrum M -mum Shear Moment+ Moment- Moment+ Mament- inShear R-Distanra L-Dletance top I ld-R H -R I Id -ft la -ft 3 1 108 1 108 W.627 1 43.29 43.29 1 54.06 1 54.06 Told Tereno Base Wall Connections Quantity of Anrhars Capacity of each Countering Dead Load from 9s/a 08.188 °oaf wv8m tuljoining \Volt Dist (inches) L-Dist Pllovrable Farce Overtumin Moment Resistance ki ft U LeR Low RI hC Well Canneclionl 2 2.703 21.72% WI 2 718.000 5.406 0.901 53.159 Well CannMLn2 2 1 2.703 1 6.082 1 20.72% 1 W6 1 Ile I 2000 I 5.406 1 53.159 1 0.901 Shear Connections at Base Wall shear capacity Required Shear Capacity Qh)per Design Capacity Reserve Design Resistance Base Connector Farce Ib Ib Ca ad PLF PLF check 121fi3 3fifi27 24464 1084 19467 OK 4054 Wbsdow 1 WinJow2 VeatI RIGIDITY 6.SGi525ti1 CALCULATED VALUES 98% Firm Plar Length Height Fixed Top? Useehle7 50Rness k Deflection Lahel nches inches (YIN) (YIN) 7000H IIN in /t0001d Entlre Wall 120 96 Y Y 6.86e 0.74fi A' 7.5 6.84 Y Y 16.250 0.009 A 77.52 6.84 Y Y 0.062 B 77.52 6A4 Y Y 75,360 0.009 B' 6.84 Y Y 16,83 3 0.013 C 7.5 6.84 Y Y 75.36 0.013 D 17,52 1120 612 Y Y 16.250 16.445 0.062 Cl 14 12 Y Y 0.081 E 24 12 V Y 123M 12308 O.OB1 F 84 12 Y Y 46.351 0.022 w aaw 1 Whidmv2 Vent 1 Combine Look First Se men[ Second Se meet Ra44ama Combine/suhtract Method Combined Entlre Nkll A' A'a Deflection 0.137 A B AB Stillness 91.610 A'a AB Deflection 0.139 B' We B'a Deflection C C ❑ co Stiffness 91.fi10 1.61 BS CD Bb Deflection 0.135 Bh Cl C'a Deflection 0.135 E F EF Stlffness 58.659 C'a EF Final Deflection 0.152 Reserve Capadty (24464) OK Cxr, Inc. (Precast Div.) Santiago S�299 (WA) Page 15 of 45 Date: 09/16/2020 m: Santiago 5-299 DESIGN OF WALL MARKED W3 Notre Material C Load'mg Pro e fe 5000 Steel Reinforcement Plan aVWF �-W1.2-A185 Fy wire mash 65000 i F mbar 60000 pef L"ahtnei t7 No Concrete density 150 pcf E(Srel) 29000000 pi E (Concrete) 4290000 psi n(modular ratio 6.76 O.K. 51 ShearPanmcten Ph.v 0.a5 Vc 3.123 lei qa IL11.2 PhI•Vc 2.654 lei 1L1.1 \'aB Aenforcmren[ Re miremenh mmv<d 0.0012 nut.hor 0.W2 Max Vertmaml spacram 18 orMax Horizontal spacurgil I8111 ACI'a.11remale Dmign ofSknder Iv Us Assumptions from this methodology: Wa0 posted shall be simply supported, ava0v loaded, wind subject to outuFplmte udihmn Intend loading where maximum nationals and deflections occur mid -height of Ww s all. Thee cation Imd over [lie height of the xcall parieL Thu wall crow section shall to tenaimn Controlled- Phi`h1n � hlcr ConcontmtW vice bads me distributed over We wnll lure n The vertical stPWAg at mid -height shall not exceed 0A6'fc ress AvalOm Ioada (presmre from roo I�hral Deli Loads ressurx nwall D (Dead local) + Ww ( Wall xn _qht) 110.94 C Dead Load (DL.Irt) 0 list S(Snow-Land) 220 perf Snow Load(Sl, Opsf L (Live Lead) O C Live Load (LU 0 Lr(Live Roof Load) 30 lsef Live Roof Local LLr.bt 0 I W(Wind Lotioll 108.86 Word Lead (WL.W0l 58.99 lar E(Earthquake Laiall 16.93 psf Emth u:d:e Lard EL.nt 13.91 C FaeWtalAdall_vApplied Loans Factored Load'un rACI ACI .9-3 FacWrcJ Pressure on RoafWr SI2.213 Anal Pressure on Section poll2.13lo .i sun Don dredr PWAg 45AL7 i O.O6stb 300 i O.K. led unrarmreaAriau A -eareada Umfictarcd Pmsstw on Rmf uWr 307.5825 Asia) Pr ssurn on Section PB IAl k Shear .allowable Fostered Loading WY.ACI ACI eq. 9-3 Vu-xxB'(Ox-2dbll2 0.09 Phi•Vd2 1.33 Check Shear ACI 11.55.1 OX Ca adry• = b'h) 48 un2 Yt=IJ2 2 fr(m arc modulus 530.330 . Mer 16.971 b'p�n Beta 1 0.8 Trial Attre'd 0.073 n2 B 7.403686795 kid 0.533 fit Ler 3.35 hr^4 er 0,003 4 0.005 0.32469 ' OA06' Aso 0.27 in 2 Icrdaflection 4,21 in^4 Is 64.00 n^4 delta 150 n(mawnmm tensile reinforcement) 0.0225 ,.(mop mmtammrc oinComemem) 0.0017 m.(ma um tensile reinforcement) 0.0033 Wa(trial rcbf rcement ratio Wnom) 0.0033 pnsrsto-dfrcunforeement ratio mviJeJ) 0.0110 au ua=4 Acq 14.8U icq ll.d:.l Wire Mesh Woe Sae WB spacing 4' Mesh Area0.24 n'2 JILS Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' O.K. 51 ShearPanmcten Ph.v 0.a5 Vc 3.123 lei qa IL11.2 PhI•Vc 2.654 lei 1L1.1 \'aB Aenforcmren[ Re miremenh mmv<d 0.0012 nut.hor 0.W2 Max Vertmaml spacram 18 orMax Horizontal spacurgil I8111 ACI'a.11remale Dmign ofSknder Iv Us Assumptions from this methodology: Wa0 posted shall be simply supported, ava0v loaded, wind subject to outuFplmte udihmn Intend loading where maximum nationals and deflections occur mid -height of Ww s all. Thee cation Imd over [lie height of the xcall parieL Thu wall crow section shall to tenaimn Controlled- Phi`h1n � hlcr ConcontmtW vice bads me distributed over We wnll lure n The vertical stPWAg at mid -height shall not exceed 0A6'fc ress AvalOm Ioada (presmre from roo I�hral Deli Loads ressurx nwall D (Dead local) + Ww ( Wall xn _qht) 110.94 C Dead Load (DL.Irt) 0 list S(Snow-Land) 220 perf Snow Load(Sl, Opsf L (Live Lead) O C Live Load (LU 0 Lr(Live Roof Load) 30 lsef Live Roof Local LLr.bt 0 I W(Wind Lotioll 108.86 Word Lead (WL.W0l 58.99 lar E(Earthquake Laiall 16.93 psf Emth u:d:e Lard EL.nt 13.91 C FaeWtalAdall_vApplied Loans Factored Load'un rACI ACI .9-3 FacWrcJ Pressure on RoafWr SI2.213 Anal Pressure on Section poll2.13lo .i sun Don dredr PWAg 45AL7 i O.O6stb 300 i O.K. led unrarmreaAriau A -eareada Umfictarcd Pmsstw on Rmf uWr 307.5825 Asia) Pr ssurn on Section PB IAl k Shear .allowable Fostered Loading WY.ACI ACI eq. 9-3 Vu-xxB'(Ox-2dbll2 0.09 Phi•Vd2 1.33 Check Shear ACI 11.55.1 OX Ca adry• = b'h) 48 un2 Yt=IJ2 2 fr(m arc modulus 530.330 . Mer 16.971 b'p�n Beta 1 0.8 Trial Attre'd 0.073 n2 B 7.403686795 kid 0.533 fit Ler 3.35 hr^4 er 0,003 4 0.005 0.32469 ' OA06' Aso 0.27 in 2 Icrdaflection 4,21 in^4 Is 64.00 n^4 delta 150 n(mawnmm tensile reinforcement) 0.0225 ,.(mop mmtammrc oinComemem) 0.0017 m.(ma um tensile reinforcement) 0.0033 Wa(trial rcbf rcement ratio Wnom) 0.0033 pnsrsto-dfrcunforeement ratio mviJeJ) 0.0110 au ua=4 Acq 14.8U icq ll.d:.l Wire Mesh Woe Sae WB spacing 4' Mesh Area0.24 n'2 JILS Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' ACI'a.11remale Dmign ofSknder Iv Us Assumptions from this methodology: Wa0 posted shall be simply supported, ava0v loaded, wind subject to outuFplmte udihmn Intend loading where maximum nationals and deflections occur mid -height of Ww s all. Thee cation Imd over [lie height of the xcall parieL Thu wall crow section shall to tenaimn Controlled- Phi`h1n � hlcr ConcontmtW vice bads me distributed over We wnll lure n The vertical stPWAg at mid -height shall not exceed 0A6'fc ress AvalOm Ioada (presmre from roo I�hral Deli Loads ressurx nwall D (Dead local) + Ww ( Wall xn _qht) 110.94 C Dead Load (DL.Irt) 0 list S(Snow-Land) 220 perf Snow Load(Sl, Opsf L (Live Lead) O C Live Load (LU 0 Lr(Live Roof Load) 30 lsef Live Roof Local LLr.bt 0 I W(Wind Lotioll 108.86 Word Lead (WL.W0l 58.99 lar E(Earthquake Laiall 16.93 psf Emth u:d:e Lard EL.nt 13.91 C FaeWtalAdall_vApplied Loans Factored Load'un rACI ACI .9-3 FacWrcJ Pressure on RoafWr SI2.213 Anal Pressure on Section poll2.13lo .i sun Don dredr PWAg 45AL7 i O.O6stb 300 i O.K. led unrarmreaAriau A -eareada Umfictarcd Pmsstw on Rmf uWr 307.5825 Asia) Pr ssurn on Section PB IAl k Shear .allowable Fostered Loading WY.ACI ACI eq. 9-3 Vu-xxB'(Ox-2dbll2 0.09 Phi•Vd2 1.33 Check Shear ACI 11.55.1 OX Ca adry• = b'h) 48 un2 Yt=IJ2 2 fr(m arc modulus 530.330 . Mer 16.971 b'p�n Beta 1 0.8 Trial Attre'd 0.073 n2 B 7.403686795 kid 0.533 fit Ler 3.35 hr^4 er 0,003 4 0.005 0.32469 ' OA06' Aso 0.27 in 2 Icrdaflection 4,21 in^4 Is 64.00 n^4 delta 150 n(mawnmm tensile reinforcement) 0.0225 ,.(mop mmtammrc oinComemem) 0.0017 m.(ma um tensile reinforcement) 0.0033 Wa(trial rcbf rcement ratio Wnom) 0.0033 pnsrsto-dfrcunforeement ratio mviJeJ) 0.0110 au ua=4 Acq 14.8U icq ll.d:.l Wire Mesh Woe Sae WB spacing 4' Mesh Area0.24 n'2 JILS Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' FaeWtalAdall_vApplied Loans Factored Load'un rACI ACI .9-3 FacWrcJ Pressure on RoafWr SI2.213 Anal Pressure on Section poll2.13lo .i sun Don dredr PWAg 45AL7 i O.O6stb 300 i O.K. led unrarmreaAriau A -eareada Umfictarcd Pmsstw on Rmf uWr 307.5825 Asia) Pr ssurn on Section PB IAl k Shear .allowable Fostered Loading WY.ACI ACI eq. 9-3 Vu-xxB'(Ox-2dbll2 0.09 Phi•Vd2 1.33 Check Shear ACI 11.55.1 OX Ca adry• = b'h) 48 un2 Yt=IJ2 2 fr(m arc modulus 530.330 . Mer 16.971 b'p�n Beta 1 0.8 Trial Attre'd 0.073 n2 B 7.403686795 kid 0.533 fit Ler 3.35 hr^4 er 0,003 4 0.005 0.32469 ' OA06' Aso 0.27 in 2 Icrdaflection 4,21 in^4 Is 64.00 n^4 delta 150 n(mawnmm tensile reinforcement) 0.0225 ,.(mop mmtammrc oinComemem) 0.0017 m.(ma um tensile reinforcement) 0.0033 Wa(trial rcbf rcement ratio Wnom) 0.0033 pnsrsto-dfrcunforeement ratio mviJeJ) 0.0110 au ua=4 Acq 14.8U icq ll.d:.l Wire Mesh Woe Sae WB spacing 4' Mesh Area0.24 n'2 JILS Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' unrarmreaAriau A -eareada Umfictarcd Pmsstw on Rmf uWr 307.5825 Asia) Pr ssurn on Section PB IAl k Shear .allowable Fostered Loading WY.ACI ACI eq. 9-3 Vu-xxB'(Ox-2dbll2 0.09 Phi•Vd2 1.33 Check Shear ACI 11.55.1 OX Ca adry• = b'h) 48 un2 Yt=IJ2 2 fr(m arc modulus 530.330 . Mer 16.971 b'p�n Beta 1 0.8 Trial Attre'd 0.073 n2 B 7.403686795 kid 0.533 fit Ler 3.35 hr^4 er 0,003 4 0.005 0.32469 ' OA06' Aso 0.27 in 2 Icrdaflection 4,21 in^4 Is 64.00 n^4 delta 150 n(mawnmm tensile reinforcement) 0.0225 ,.(mop mmtammrc oinComemem) 0.0017 m.(ma um tensile reinforcement) 0.0033 Wa(trial rcbf rcement ratio Wnom) 0.0033 pnsrsto-dfrcunforeement ratio mviJeJ) 0.0110 au ua=4 Acq 14.8U icq ll.d:.l Wire Mesh Woe Sae WB spacing 4' Mesh Area0.24 n'2 JILS Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' Ca adry• = b'h) 48 un2 Yt=IJ2 2 fr(m arc modulus 530.330 . Mer 16.971 b'p�n Beta 1 0.8 Trial Attre'd 0.073 n2 B 7.403686795 kid 0.533 fit Ler 3.35 hr^4 er 0,003 4 0.005 0.32469 ' OA06' Aso 0.27 in 2 Icrdaflection 4,21 in^4 Is 64.00 n^4 delta 150 n(mawnmm tensile reinforcement) 0.0225 ,.(mop mmtammrc oinComemem) 0.0017 m.(ma um tensile reinforcement) 0.0033 Wa(trial rcbf rcement ratio Wnom) 0.0033 pnsrsto-dfrcunforeement ratio mviJeJ) 0.0110 au ua=4 Acq 14.8U icq ll.d:.l Wire Mesh Woe Sae WB spacing 4' Mesh Area0.24 n'2 JILS Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' au ua=4 Acq 14.8U icq ll.d:.l Wire Mesh Woe Sae WB spacing 4' Mesh Area0.24 n'2 JILS Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' Factored LageraB •A lied lnuas Factored LonJng rAC[ ecf.q. s-s era Waa R4• 94.38 Lateral Pressure on Section Lw=lY•(L^4/L"/+H^4 0.03 k1C Hw=\V•(H"4/H^4+L^4) 0.07 kK unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' unraara.<a Laterauy.a Bea Laaaa a.n4wo.m< 58.93 sf Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' Lateral Ressur<on Section Lwa W'(L^4/LM+H44) 0.02 Of Hw=N"(H^4/H"4+L^4) 0.61 kit nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' nene<nan c� u.aJ s<r,4a<Iaada Atid l.bl lei Lateral 0.02 kif Allowed service deflection 0.64n Msa 2.625 kip -in M 2.638 kip -in Ds 0.009 in Chukdeflection OX Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' Flexu :\area tiros dteck S Hw Lee twt Tensile Swim 0.O11 O.OI1 Clock) "1I4.8.2.3 im.m Tmaw mum0.651 kip-Il ACI e . (14� 0.7 Mu 701i R 0.380 lei Il ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' ACI 9.3.2 N 0.9 0.9 No trial= Fydt-r2) 1.960 kip-R 1.960 kipft OM s- M 000lei R 000 lei R As Ad Add'1 re 'd 0.0.00 or^2 0.O.00n2 Additional mnfrc'd O.00 iO2 0.00 n^2 Add•1 ten size- 3 3 d 0 0 orspacitigof. 0 0 As add'l= 0.000 kip-Il O.000 kipdt Ast=As+As add'I 014 in2 0.24n2 No= AsP db-a/2) 1.961 kip4t 1,961 kip-ft Cheek QMn �Mu O.K OX 90 r8axxd 39.27% 19.38°6 T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' T SLR-!':r�rTC i 0L!�- ,�1D FIFLD }T1SPL.CTI�)^' Page 16 ot45 CXT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/1612020 Loadin Pu (fvcmtrzW bad Cmm too 0.39 klf Ww wei toF el n it)0.05 ksf �Ealire MI +NAndowI VM&w2 - -Vent AT OPENINGS "atetiWPry ertics db ell Eve depth botbnt 1.84 ut a block ofsnaut) 0.32469 Mi n-As'' / 0,85'fc'b Opening HotaavW Locution Vertical Location LlengN of apenutg HhapennSova opcnine peninsa LBS Opeoma(LHS) Pw man[ ad Panel loud tvuv will factorized loaf Alu (uv'L^2)72 WuWaw 1 1.46 ft 6.0511 3.08 R 1.38 ft 59.28 0.07 klf 0.46 kW 0.17 ki 16 Window 2 6.4611 6.05 ft 208 ft 138 R 59.28 0.07 klf 0.46 klf 0.17 W 11 Vent 1 211 1 ft I Q 6 ft 50.00 0.3 kT 0.69 Lif 0.06 ki ft opetmrg Qb n,n•ga Hareae gnnq'a bmra= R db-a2 cheek ALt�Mo Window I1 0.9 1 0.003 W2 No.3 1 7A l'iP- 1 0.9 0.003 in^2 No, 1 7.4 kip-ft OX Vent 1 1 0.9 0 uV2 I No.3 1 0 1 0 ki ft OX CONNECTIONS Full Resistance Value Overtumin Base Anchors Lateral Base Andtors Wall -Wall Connection Quantity Ma)drrum Ma»rrum Shear i Morrent+ i Mamem- I Monwnt+ Mament- inShear R-Distanre L-Distance Np I la -it I ld -ft I la -ft N -ft 3 108 1 1011 1 36.627 1 43.29 1 43.29 1 54.06 54.06 7'd12Tension Base Wall connections Quantity of Mchars Capacity of each or Coumedng Oead LOed Rom 1Fk 08.188 ?. of uv8m Adjouwte Noll Dis[ (inches) L-Dist Allovrehle Force Ovartumin Moment Resistant» ki R U LeR Low RI ht WWI CounecGon 1 2 1 Z703 20.725 1 WI 1 SAW 1 0.901 1 53.159 WWIConna:tion21 2 1 2.703 1 6.082 1 20.7246 I W6 1 118 1 2.000 1 5.406 1 53.159 1 0,901 Shear Connections at ease Wall Shear Capacity RedShear Ca Ib quire pasty( )per Design CapacityReserve Design ce Resistan Base Connector Force Ib Ih Ca au PLF PLF check 12163 36627 24464 1084 19467 OK 4054 WuWow 1 Nwaow 2 Vent 1 RIGIDITY fi.565533251 CALCULATED VALUE6 96% Final Pier Length Height Fred Top? Useable? Sti0nass k Deflection Label inches nches (YIN) /N 1000 We I IN in I t0001d Entire VFall 120 96 Y Y fi.BfiB 0.146 A' 6,84 Y Y 116833 0,062 A 17.52 7.5 6.84 Y Y 75.260 0.013 13 7120 6.84 Y Y 0,009 B' 120 6.84 Y Y 16.83 116.833 0.00.9 C 77.52 6.94 Y Y 75.360 0.013 ❑ 17,52 6.84 Y Y 16.250 0.062 Cl 120 12 Y Y 66.445 0,015 E 24 12 Y Y 12308 0,081 F 84 12 Y Y 46.351 0,022 Lo Ic First Se moot Second Se moot Re -Name Combine/Subtract Method Combined Reserve Capacty (2446d) OK Page 17 of 45 CTT, Inc. (Precast Div.) Santiago Sm299 (WA) Date: 09/1612020 m, SM agma 5-299 DESIGN OF WALL MARKED W4 Nolen Material R cities re 5000 Psi Steel Reuiforc.ment PLahtWRT>-WL2-A185 Fy nirc mesh 65000 oi Fy robin W" pcf Lightweight? No Concrete density 150 pcf O.K. s2az7 Shear Parameters Phiv 0.85 Vc 3.133 ki n11ALtdi 2r.LL2 Phi•Vc 2.654 kiprf.L1 \fnimwr' Loading {'a6 Aeinforeemen[Ro uhemenh .vert0.0012 mhLAor 0.002 Max Verticals na l8 iu la 14. Mar Ho' owls c 18 in ACl'sdUenrme Derign ojSlende lYaQs Assumptions from this methodoloor. Wall panel shall be simply supponed, maalty loaded. mid subject to out -of -plane uniform lateral loading where matimum Themenu and defections occur inmid-hcieht of We wall. cars section is constant over the height of the will panel. cl Mali The wall mass sections shall he tension controlled. Phi•hht � Mcr Concentrated gravity loads ore distributed over don tall leinali, The vertical chess Pu/Ag at mid-heildit shill not execd 0.06•fc \fnimwr' Loading {'a6 Aeinforeemen[Ro uhemenh .vert0.0012 mhLAor 0.002 Max Verticals na l8 iu la 14. Mar Ho' owls c 18 in ACl'sdUenrme Derign ojSlende lYaQs Assumptions from this methodoloor. Wall panel shall be simply supponed, maalty loaded. mid subject to out -of -plane uniform lateral loading where matimum Themenu and defections occur inmid-hcieht of We wall. cars section is constant over the height of the will panel. cl Mali The wall mass sections shall he tension controlled. Phi•hht � Mcr Concentrated gravity loads ore distributed over don tall leinali, The vertical chess Pu/Ag at mid-heildit shill not execd 0.06•fc ACl'sdUenrme Derign ojSlende lYaQs Assumptions from this methodoloor. Wall panel shall be simply supponed, maalty loaded. mid subject to out -of -plane uniform lateral loading where matimum Themenu and defections occur inmid-hcieht of We wall. cars section is constant over the height of the will panel. cl Mali The wall mass sections shall he tension controlled. Phi•hht � Mcr Concentrated gravity loads ore distributed over don tall leinali, The vertical chess Pu/Ag at mid-heildit shill not execd 0.06•fc Adel Ded Iuada pressure fain aoQ Latent nesigi Loads ( iesare on wall) Factoml AxinlyA Bed leads Fncmred Loading vACf ACI .9-3 Factami Pressure an Roof Wr 3I2.2I3 Axial pressure on Section Pub L28 k es Aram tian drerk PWAg 47.500 no 0.06•fc 300 i O.K Unfectored Avatiy A "m Loads Ud'm:tored Pressure on Roof uWr 307.5825 sC Axial Pressure on Section PHI1.51 k Shem .4fowahle ip Factored LendingPer ACI ACI N.9-3 sv Vu =uH•(Bw�2db /2 0.17 Fln VN2 L33 Check Shem ACI 11.5.5-1 O.IL adty Ag= b•h 48 ut2 Yt=h2 2 fr(ru tore modulm) 530.330 . Mar 16.971 ki w Beta I 0.8re Trial AM'd 0.073 w'2 B 7.403686795 kd 0.583 in Lcr 335 inM e. 0.003 0.005 0.32469 psi 0406 il l Aso 0.27 in ludefkcfwn 4M in'4 Id 64.00 w^4 delta 150 y(matim est) tensile rcinfonva 0.6225 .m (raw. onipcnmre reinforcement)) 0.0017 ,o.hu tensile rcinfercement) 0.0033 mn(ftWncadorcamen ratio bonom) 0.0033 o-a(rcwforecmen[ ratio mvided) 0.0110 Wire Mesh Unfectored Avatiy A "m Loads Ud'm:tored Pressure on Roof uWr 307.5825 sC Axial Pressure on Section PHI1.51 k Shem .4fowahle ip Factored LendingPer ACI ACI N.9-3 sv Vu =uH•(Bw�2db /2 0.17 Fln VN2 L33 Check Shem ACI 11.5.5-1 O.IL adty Ag= b•h 48 ut2 Yt=h2 2 fr(ru tore modulm) 530.330 . Mar 16.971 ki w Beta I 0.8re Trial AM'd 0.073 w'2 B 7.403686795 kd 0.583 in Lcr 335 inM e. 0.003 0.005 0.32469 psi 0406 il l Aso 0.27 in ludefkcfwn 4M in'4 Id 64.00 w^4 delta 150 y(matim est) tensile rcinfonva 0.6225 .m (raw. onipcnmre reinforcement)) 0.0017 ,o.hu tensile rcinfercement) 0.0033 mn(ftWncadorcamen ratio bonom) 0.0033 o-a(rcwforecmen[ ratio mvided) 0.0110 Wire Mesh adty Ag= b•h 48 ut2 Yt=h2 2 fr(ru tore modulm) 530.330 . Mar 16.971 ki w Beta I 0.8re Trial AM'd 0.073 w'2 B 7.403686795 kd 0.583 in Lcr 335 inM e. 0.003 0.005 0.32469 psi 0406 il l Aso 0.27 in ludefkcfwn 4M in'4 Id 64.00 w^4 delta 150 y(matim est) tensile rcinfonva 0.6225 .m (raw. onipcnmre reinforcement)) 0.0017 ,o.hu tensile rcinfercement) 0.0033 mn(ftWncadorcamen ratio bonom) 0.0033 o-a(rcwforecmen[ ratio mvided) 0.0110 Wire Mesh Wire Mesh Woe Swa WS SIXICHIR 4in ' Mesli Area 0. W w^2 Factored l.utergllvA IiM LoLeadsFncbrod Loadw rACI act aq. r-I urd l'm.�rem W^gw`w 9438 sf Lotted pressure an Section Lw=\Y•(L^4/L^4+H^4 0.06 klf Nw\V =•(FI"41 H^4+L^4 0.03 k1EIncome Wd UMattowd Lnrenll A Red Loads pressure58.99 PsC Lateral d on Sectioji n Lw=W(LM ILM+H^4 0.04 A11 }hv=W(H^4/H^4+L^4 0.021df As = nefexdan ACT UMattowd Lnrenll A Red Loads pressure58.99 PsC Lateral d on Sectioji n Lw=W(LM ILM+H^4 0.04 A11 }hv=W(H^4/H^4+L^4 0.021df As = nefexdan ACT As = nefexdan ACT cr rb.aa sm.iee laadx Axml 1.51 u Lateral 0.M kif Allowed service dcfkction 0.85 in Msa 7.582 ki in M 7.654 kip -in ➢s O.WB in Cheek deflection OX Dezum Assam don rherlt S Hw I LW net Tensile Stramil Mull 1 0.011 Check ACI 14.8.2.3 1Tau® Muni 0.525 kip-fl ACI eq. (14-5) Mul 0.740 ki ❑ 0.650 ki B 9.3.2 N 0.9 0.9 Hs4n trial= jilt-a2 1.960 Aipf 1.960 kiloR ➢M=M s- M 0.000 ki ❑ 0.0001i R As Addl rc'd 0.00 hP2 0.00 iV2 Additiormlminfrc'd 0.00 w^2 O.00 in^2 AM bon size: 3 3 illy rc 'd 0 0 or wg of 0 0 As add'1= 0.000 kiPR 0.000 kgi4t Ali =As+As aWl 024 w^2 0.24 in2 fMn= AsF (db-W2 L961 kip-R L9GI up-R Check+Mn>Me O.K O.K. 94 aflowud 37.74°6 33.15% Page 18 of 45 AT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 Laadin Pu fnctodzcd load C n roo 0.39 kl[ Ww (welghtof pulel mr sa Dl 1 0.05w �Entra Mil AT OPENINGS Nlatedal Pm <sties dh a([ Ihe de Ih holtom 1.84 m ¢ block of strain) 1 0.32469 a=As•f / 0.85•fc•b Weightof Pwmlalfcmraed sw total Afu Opciung Horaontd LowSoo Veniral Location Llength of apenmg ine opening Openine (LBS) panel load t'acmr¢alload (vvv L^3Y12 Opeoin8 Qh As rcy'd B¢r s¢¢ qt}-rey'd: {hln= Chink Fdh-¢2 Mn%Mu CONNECTIONS Full Rerislance Value OverWmin Base Mhars Lateral Base Mhors Wall -Wall Connecfion Maxinum Maxlrrn Shear Mmp-t+ MMP-t- Momnt+ Momant- InShear in Shear R-Didance L-Distance M -R b -ft -ft 2 es Bfi 24.418 2 28.48 28.48 5 57.24 43.01 4 01 7otd Teasun Base Meteors 7.262 Dist Tension la Shear L-Dist Morrent+ Momant- Basc Mchar 1 26 ter 3.64 12.21 in •R 2. 2 ' •R Dace lu¢hor2 86 ur 3.64 26 72.21 26 in 75.094 ki •R lawn 2.385 ki •R 3H5 Wall Connections Ouantiry afM hors Capadty anchor Countering Dead lead tram ?. of to wled Mjowwg Wag Dist (Inhas) L-Dist Agowable Force Overtumin Moment anm ki Up pLeftLow Ri ht WaO Connectinnl 2 1.W1 11.567 29.28% Wl 0 1120W 3.062 0.000 28.579 Wag Connecfion2 2 2708 4.617 100.00% PI-2 74.5 37.500 4.617 28,664 1 14.428 Well Connechou3 2 1.fi91 8.592 292a% i Wfi 1 112 0.000 1 3.062 1 28.579 1 0.000 Shear Connections at Base Wall ShearCapaciry Required Sheer Cepedry Qh)par Oasign Capacity Reserve Design Resistance Base Connector Farce b b Ca as RIGIDITY CALCULATED VALUES 100% Firel 4.003981043 Pler Len tli Hei ht Fixed To 7 Useahle7 Stillness k Deflecfloh Label inhes inches M IN 1D90 ki I IN in / toll➢ ki Entire Wall 712 128 Y Y 4.084 0.246 ComBine La First Se mant Second Se ment Ro-Name com8ine/Suhtrad Mefhad Combined Entire Wall 0 Flnel 4.064 .r, Reserve capadry (76019) OK. ComBine La First Se mant Second Se ment Ro-Name com8ine/Suhtrad Mefhad Combined Entire Wall 0 Flnel 4.064 .r, Reserve capadry (76019) OK. .r, Reserve capadry (76019) OK. 45 CXT Inc. (Precast Div.) Santiago S-299 (WA) Page 19 2 20 � Date: 09/16/2020 AleterivlP Flhdmum Loading SM ago 5-299 DESIGN OF WALL MARRED NS eitin D.K. fe 5000 pei Steel Reinforcement Plain IVWF�-WL2-A185 Fy twr mesh 65000 i F mbm 60000 pcf LighWeight7 No Concrete density ISO Mf K. nazi Shear lSnmeten Phi.v 0.95 Vol3.113 kip .t 16 ILIL2 PaurwVC1 1654 kip 11.1.1Him Call Reinfmxxment Requirements HY O.00L ill o.00z Max VCmcw sRcwg 19 in Max Ho'omal spacign 18 in ACI's:lUrmnle Design of Slender IVnlls Assump0ons from his methodology: Wdl prowl shell I.: simply supported, axially loaded, mid subject to out-o4plane uniform Wtwl loading where ma-imum moment% and deneeGams occur at mid -height of die wan The cross section is coalition over the height of the xnll pewel. ICI 14412 The wall moss sections shall be tension controlled. Phi•hhi% Mer Concentmted gravity loot are distributed over die wall length The vertical stress PWAii at mid -height shill not exceed 0.06+fro AxlalOd Leads resnrrc from ma lateral Deli Loads resmrc nwuB) D(Dead load)+Wvv(Wall sought) 110.94 f Dead Load (DL.lat) 0 psf S (Snow load) 220 psf Snow Load ISL.lat) 0 psf L(Live Load) 0 Live Load (LL.lat) 0 f Lr(Live Roof Lead) 30 Live Roof Load(LLr.lat) 0 f W(Word Lood 108.86 f Wind Load(WL.lat 58.W f E uake Load) 16.95 f Em0t uake Load EL.W) 13.91 Factored AxiallvA Bed Loads Factored Lood'ut rAC[ ACI .9-3 Fmmrcd Pressure on RocCWr 511213 Aval Pressure on Section PuB 2.28 top Assvm tlan dredc Pu/.4g 47.500 i 0.06Me 300 a rk ran us+a O.K. Unfecmred Axially Applied muds Unfacmrcd Presswe on Roof uWr 307.5825 sf Adel Pron Section PHIii 151t 53nem ABasmhle Factored Loading per ACl ACI N. 9-3 Phi'Vc/2 1.33 Check Shcar.ACl 11.5.5,1 O.K. Ig=(b'h^3y12 W wM Ag= b'h 48 w'2 Yt=1J2 2 fr(m lure caudal 530.330 ' Mcr 16.971 k)p4n Bern I 0.8 Trial Artre'd 0.073 w'2 B 7.403686795 kd 0.583 in I.cr 3.35 hiN ot O.OD os 0.005 0.32469 i 0405 or Ase 0.27 in'2 lcrdetkction 4.22 in^4 le 64.00 in^4 delta 150 rthimmmum tensile reinforcement) 0.0225 e. (min. temperature reinforcement) 0.0017 mm(mwimrr uWisi: reuiComement) 0.0033 Nu(trial reinforcement ratio bottom) 0.0033 hs(rcinfi rccment ratio mvided) 0.0110 W"ve Mzsh Unfecmred Axially Applied muds Unfacmrcd Presswe on Roof uWr 307.5825 sf Adel Pron Section PHIii 151t 53nem ABasmhle Factored Loading per ACl ACI N. 9-3 Phi'Vc/2 1.33 Check Shcar.ACl 11.5.5,1 O.K. Ig=(b'h^3y12 W wM Ag= b'h 48 w'2 Yt=1J2 2 fr(m lure caudal 530.330 ' Mcr 16.971 k)p4n Bern I 0.8 Trial Artre'd 0.073 w'2 B 7.403686795 kd 0.583 in I.cr 3.35 hiN ot O.OD os 0.005 0.32469 i 0405 or Ase 0.27 in'2 lcrdetkction 4.22 in^4 le 64.00 in^4 delta 150 rthimmmum tensile reinforcement) 0.0225 e. (min. temperature reinforcement) 0.0017 mm(mwimrr uWisi: reuiComement) 0.0033 Nu(trial reinforcement ratio bottom) 0.0033 hs(rcinfi rccment ratio mvided) 0.0110 W"ve Mzsh Ig=(b'h^3y12 W wM Ag= b'h 48 w'2 Yt=1J2 2 fr(m lure caudal 530.330 ' Mcr 16.971 k)p4n Bern I 0.8 Trial Artre'd 0.073 w'2 B 7.403686795 kd 0.583 in I.cr 3.35 hiN ot O.OD os 0.005 0.32469 i 0405 or Ase 0.27 in'2 lcrdetkction 4.22 in^4 le 64.00 in^4 delta 150 rthimmmum tensile reinforcement) 0.0225 e. (min. temperature reinforcement) 0.0017 mm(mwimrr uWisi: reuiComement) 0.0033 Nu(trial reinforcement ratio bottom) 0.0033 hs(rcinfi rccment ratio mvided) 0.0110 W"ve Mzsh W"ve Mzsh wire sb.: wa spacalla 4 in Mash Areal 0.24w`2 Fvcioml Lvt<nlly A Bed Loads Factord Loading rACI �dxru.em 9d`38 f Lntevl Piessme on Section Lw-W*L"4/L"4+W4) 0.06 k1f thv=\Ve(N"4l H^4+L`4 003Hf Uffiacmkedlang U'A lied Loads na vvwmvw. 39.99 Lateral pressure on Section it Lw=Ws L^4I L64+W4 O.W kil Hw=Ws(W4I H^4+I" 0.02 kif Dene<Bon Dene<Bon nrt u.aa Service Iuads Aval 1.51 lei Lateral 0.04 klf Mluxed service dellecfon 0.85 in Msa 7.582 kip -in M 7.654 k in Ds 0.048 in Cheek detketion O.K. Hemie Assumption check S Hry Lw net Tensile Stein 0.011 0.011 Check ACI 14.8.2.3 Mml 0.525 kipf, ACI e . 1± Mu 0.7-0O lei R 0.G50 lei ft ACI9.3.2 fV 0.9 0.9 No trial= F(d1-a2) 1.940I:ipn 1.9601:ip-a DM=M s- M 0.000lei n 0.000lei R .Ac Add'I re it 0.00 hN2 0.00 in'2 Addewnal rewfreit 0.00 in^2 0.00 in'2 Add'l bar size: 3 3 illy rc'd 0 0 or spacing of:0 0 As old'l = 0.000 kip-ft OAOo =As+addI 04 in^2 in^e 01 sF Adb-d2 1.961 kip-R .kp2-ft 19kipn Check+Mn>Mu O.K. O.K. 9. alto\snd 3].7J46 30Li96 Page 20 of 45 CXT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 Laaam Pa wam�aea and r �n ma 0.39 klf Ww (weight of Wei Pr n e.o5 )ter �EnBre Ml AT OPENINGS mamdal rto eme: ab ronxewe ae w muam 1.s4 m a black a(snam) 1 0.32469 i n=As• ry / 6.83're'b K might drove (-) Weight of Pw tame ( wo tuW Mu Openng Horrzantd Lvaamn Vedicd Location L lengw of opvnin5 opemva Openina (LBS) panel load (vaNr¢eJ lvvJ (wv'L'^_)'L +A)n= Chink Opening rtib As rcy'd Bor s¢e qg rcq'3 AsF db-al2 Mn%Mu CONNECTIONS Full Rasisdnce Value Overtumin Base Lateal Base Mdsors toMM+II Canna an MDiZn M-D! m Shear Moment+ Merren[- Momem+ Moment- nnen in She inShear R-Dlsronce L-Dlslance -ft -R b -ft la -R 2 e6 86 24.470 . 28.48. 2 2 28.48 1 57.24 I 43.01 Tome Tension Wall Dana. Anchors 7.282 Dist Tension Id Shear L-Dlst Morrent+ Moment- DaseAncmr 1 2b w 3.64 1 21 in 2 ki 'tl 26A9J " 'n Base Avchor'_ 86 m 3.64 26 1221 26m M 26.094 ki 'R I 2.38d li 'n Connections Quantity of Anchors Capadty of each Countering Dead Load from Adloirvina 'A 9.0( wvuro eWjoiwng Wdl Dist (fiches) L-Dist Allowable Force Overtumin Moment esisbnce ' U Left Low Ri ht Wall Coimmtionl 2 7.531 11.567 Wl 0 712000 3.617 0..66 28.579 Wall Cmmmlion3 2 2.703 4.592 00.00 19.28%% PI-1 74.5 37.500 28.579 1.000 Wall Connection 2 7.53I 8.592 29.2B% W6 112 0.000 3.617 3.062 28.579 0.000 Sheer Connec8ons at Base Wall shear Capacity Required Shear Capacity (lb) per Design capacity Reserve Design Resistance Base Connector Farce Ih b Ca ad RIGIDITY CALCULATED VALUES 100% Final J.0639810J3 iil n Pier Length Hei ht Flaed Top? Useable? Stiffness k DeflecBan Label inches ches M /N 10001d IIN in 110001a Enere Wall 112 120 Y Y 4.064 0.246 Combine Lo First Se meat Seeend Se moat Re -Name combine/Suhbaet Method CorLlned Entire Nkll 0 Final 4.064 Reserve capaary (16019) OK L `G Pier Length Hei ht Flaed Top? Useable? Stiffness k DeflecBan Label inches ches M /N 10001d IIN in 110001a Enere Wall 112 120 Y Y 4.064 0.246 Combine Lo First Se meat Seeend Se moat Re -Name combine/Suhbaet Method CorLlned Entire Nkll 0 Final 4.064 Reserve capaary (16019) OK L `G Combine Lo First Se meat Seeend Se moat Re -Name combine/Suhbaet Method CorLlned Entire Nkll 0 Final 4.064 Reserve capaary (16019) OK L `G Reserve capaary (16019) OK L `G Page 21 of 45 C)Cf, Inc, (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 Mntcriel Ps C Iuadin6 Santis o 5-299 DESIGN OF WALL MARKED W6 i estiea fe 5000 pst Steel Reurfarcmnent plain WWF�-W1.2-A185 Fy wiremesh 65" psi Fmbar 60000 pcf LirMweighO No Concrete density 150 puf Shear PanmeMm Phi.v O.Bi Vc bp AC111 Phi`vc 2.6341 B Reinfomcemen[Ro statementsstatementsmmvcrt 0.00I2 mb,hor 0.W2 ACI Max Vesical cm6 18. in Max Hammond smg Is in O.K. 81I AG9.3?.3 AG If.1.1I61t...1.3 H:3.3 ACl Ix3.? 3.5 3.3 AC/'.c.b(Ierrtme Desrgrt ISlendn lPaltr A wiaptiom fmm this methodology: Wall panel shall be simply supposed, aaally loaded, and subject to out-of-plone uniform Island loading when maximum rents and dellections occur at mid-heiaht of the wa0. The emss section is constant over the height of the wall el. The wall cmss sections shall be tension controlled. Phi•hkr>-Mcr Conantmted gravity loads are distributed over die wall wall lea The vertical stress Pu/Ag at mid-huiaht shall not weed 0,060f4 B Reinfomcemen[Ro statementsstatementsmmvcrt 0.00I2 mb,hor 0.W2 ACI Max Vesical cm6 18. in Max Hammond smg Is in O.K. 81I AG9.3?.3 AG If.1.1I61t...1.3 H:3.3 ACl Ix3.? 3.5 3.3 AC/'.c.b(Ierrtme Desrgrt ISlendn lPaltr A wiaptiom fmm this methodology: Wall panel shall be simply supposed, aaally loaded, and subject to out-of-plone uniform Island loading when maximum rents and dellections occur at mid-heiaht of the wa0. The emss section is constant over the height of the wall el. The wall cmss sections shall be tension controlled. Phi•hkr>-Mcr Conantmted gravity loads are distributed over die wall wall lea The vertical stress Pu/Ag at mid-huiaht shall not weed 0,060f4 O.K. 81I AG9.3?.3 AG If.1.1I61t...1.3 H:3.3 ACl Ix3.? 3.5 3.3 AC/'.c.b(Ierrtme Desrgrt ISlendn lPaltr A wiaptiom fmm this methodology: Wall panel shall be simply supposed, aaally loaded, and subject to out-of-plone uniform Island loading when maximum rents and dellections occur at mid-heiaht of the wa0. The emss section is constant over the height of the wall el. The wall cmss sections shall be tension controlled. Phi•hkr>-Mcr Conantmted gravity loads are distributed over die wall wall lea The vertical stress Pu/Ag at mid-huiaht shall not weed 0,060f4 Axial Oesip}t Inads ( resvre fmm map Lvterd Desi Loads (Pmeswre on wan D(Dead load) +Ww(Wall weigh) 110.94Psi` Dead Load (DLmt 0 C S(Snow Load) 220 Nf Sumv Load(SLWt)- Opsf L (Live Land) 0 Live I.aad (LL.mt 0 C Lr(Live RoofLaad) 30 psf Live Roof Load (LLr.ml 0 W(W6,d Load) 108.86 Mf I Wind Load (WL.1m)l 58.99 psf E (Earthquake Load)l 16.95 psf I Earthquake Load 11101 13.91 f Fae[orcd Applied Loads Pncmred I.oadus rACf ACI .¢3 Focmred Pn55nn on Raaf Wr 512.213 Axial Pivurum on Section PUB 2131 :\turns lion cheek PW.Ag 44.375 i O.Ob'fc 300 Oaek•sa 148.16 O.K. Ursactored.4.xian •A Bed Loads Unfm:tored Pressureon RoafuWr 307.i82i C Axial Pnesaux nit Section PB 1.37la Shear ABomnlc Fnciorcd Loading per ACI ACI .9-3 Vu=twB'Dw-2db/2 0 Phi•VW2 1.33 Check Shear ACI 11.5.5.1 O.K. Ca ariry• Ig=@'n^3YI2 fi4 inM Ag- b'h 48'r2 YI-N2 2 fr(m tun modulus 530.330 ' Met 16.971 l' b Beta 1 0.8 Trial Astre 'd 0.073 m'a_ B 7.103686795 led 0.583 iu Lcr 3.35 in'4 h 0.003 ok 0.005 0.32469 i O.406' Me 0.27 W2 lerdelkction 4.21 inN le 6400 mM delta 150 rr(mmmnum tensile mitifareemcnt) 0.0225 ev (m'um, temperature ninforeenienp 0.0017 m"(mhiunum tensile einforcement) 0.0033 ua(ldal reinforcement ratio baumn) 0.0033 mee(reinfreemcnt nine mvidW) 0.01 to Acl u.a Acf 1l.e?.I Art xazz Acf H.a3a AG 1l.82J AU il.e23 AU N.836 Wire Mesh Win Srze WH 4 MashAea 0.24�2 Factnted Latenll)'A lied Lands Facbred Lond'm rAC7 Acl p. n-! F.mNI'wve m\V.GRW )4.38 sl Lateral P3essnsx an Section Lw=W(L^4IHM+L^I) UOWHw=W(L"41HW+1^4 0.09 Ai[ Ud'acmred Lateran A Bed Loads 58.9•) sf Lateral Pressure on Sectii ion Lsv= tV•(L^4/1I'4+L^4) Oklf Hw=W(L^4/IIN+L`4) 0.06 kI[ -As Deaection Ud'acmred Lateran A Bed Loads 58.9•) sf Lateral Pressure on Sectii ion Lsv= tV•(L^4/1I'4+L^4) Oklf Hw=W(L^4/IIN+L`4) 0.06 kI[ -As Deaection -As Deaection Act 1l8J Service Inads Axial I.371 Lateral 0 k1f Allowed scmke defketimi 0.77 in him 0.685 Ai in M 0.690 ki in Its 0.003 in Cheek deflection O.K. Flexu Ammo fins mrlee S Hot Lea net Tmude SOvin 0.011 O.OlI Check ACI 14.8.2.3 Mual 1.119kip-ft .4CI < . (1 MU I.43D1 R 0.0001 R AC19.3.2 tb 0.9 0.9 thin trial= Fall-e2) 1.960 kiPR 1.9601"1>11 DM=M s- hf 0.0001 R O.000l f[ .4, Ad81 fc 'd 0.00 b02 0,00 in2 Additional mmfre it 0.00 in^2 0.00b2 Add] bar size: 3 3 qty n'd 0 0 ar mgm: 0 0 As add'1= 0."kipdt 0.000 kip-f Art=As+)is add'I 024b^2 024b2 Wit =p F)Jdla - 02)1 1.961 kip-R 1.961 kipA Check pMn> Mu O.K. OX °o affmicill 729290 1 0.000% 4� CXT, Inc. Precast Div. g �A� Date:09/1612020 Santiago S-299 Page 2/2 Land Pu f tor'ozd IoaJ Loan mo 0.3911E WAV(mightorpani ft1 0.05 ksF �Fntim Wal �Doorl � L3 Doar2 - Daor3 -w-Opening t �Openbg 2 AT OPENINGS Mvterinl Pm nrticc db erc c0vz de 1h LoVam 1.84 in a black of strninl 0.32469 psi Opening HaRonanl Locntiou Vertical Locntmn L lenbnh oC opening H hnbova opening (-) Weighl of Opeoine (LBS) Pw mane zed panel load wri mane f mrizW land Mu (wu'L^2yI2 Door I 0R 42517 2.75R 1452.0% 0.14 k1t 0.53 kW 0.8U R Daar2 10.67 ft on 4 R 2.75 R 1366.67 0.14 kit 0.53 klf 0.71 lu R Dear 3 20.08 R 0 R 4.25 ft 1 2.75 R 1 1432.08 1 0.14 Ut 1 0.33 w 0.8 ki R Owning 1 10.83 it 9.5 it 0.67 it 1 0.42 it I 22.22 1 0.02 k1C 1 0.41 klf 0.02 ft Gwanig2 13.83 it 8.5 ft u 67 it I OA2 it 1 0.02 k1f 1 0.41 kit 0.02 ` R Opening mb As n:q'd Bars qly req'd }h1n= FJb-M_ Check Mn>Mu Door I 0.9 0.006 an^2 No.3 1 I558 ki R O.K Dwr2 0.9 0.005 in^ No.3 1 15.58 ki ft OX Dwr3 0.9 0.006 in 3 No. 3 1 15.58 kl R O.K. O w1 1 0.9 0.002 h0 No.3 1 1 1 1.681i 11 O.K. 0.9 1 0.002 iu^2 I No.3 1 1 1 1.60 ft OX CONNECTIONS Full Resistance Value gvertumin Base Anchors Lateral Hasa Anchors vhll-Wall connecean quan' Mlllm uan Mao " Shear Moment+ Monont- Mornant+ Moment- inShear R-Distance L-Distance Idp id -ft i ld -ft I ld -ft Id -ft fi 1 298 1 298 1 61.420 197.56 1 197.56 1 129.07 129.07 Tome Tension Baca Anchors 21.502 Dlst Tension la Shear L-DIs[ Mamant+ Morront- Bnw Anchor 1 bin 3.47 6.19 298 m 0.035 ki 'lt 86.Id7 k' �➢ Bale Aochor2 fig in 364 1 21 233N 4.818 ki '➢ 229 ki •R 56MUS Haw Anchor 3 112 in 3.64 1221 192 in 12.772 ki 'ft Law Anchor4 192 in 3.64 12. 1 112 in 37.534 ki'ft t Oase Anchor 5 235 in 3.64 1221 69 in 56.229 ki 'ft a a Anchor 6 298 ur 3.47 6.29 6 nil 86.147 ki •ft Wall Connections quenery of Mdtors Capadty of each Countering Dead Load from °oaf na6m Adjoining Wye Dist (inches) L-OIs[ Allowable Fore Overtumin Moment Resshance ki ft U Left Law RI M Wall Connection1 2 LG31 7.367 50.00% W3 0 304.f11p 3.082 0.000 77.571 Wall Connection 2 2.703 2033 16.74% W3 12fi 178.000 2.033 21.343 30.152 Wall Connection 3 2 Z703 2.W3 16.74% W4 178 126.000 2.033 30.152 21.343 Wall Connection 2 1 1.531 1 7.367 1 50.00% 1 W2 1 3D4 1 0.000 1 3.062 77.571 1 0.000 Shear Corrections at Base Wall shear Capacity Required Shear Capacity (lb) per Design Capacity Reserve Design Resstance Force Ib Ib Ca a PLF PLF check Base Connector 17586 614Z0 43834 587 12657 oK 2931 fi!IS}i7 Door) Opening) Opeing1 RIGIDITY 10.45417873 CALCULATED VALUES 62% Final Pier Length Height F18ed Ta ? Usaeble? Stiffness DeflecBon Label inches Cinches) (YIN) /N 1000 la / IN in / 1000 la Entire Wall 304 115 Y Y 16.821 0.059 A' 304 82 Y Y 24.130 0.041 A 82 Y Y OA59 B 41 241 82 Y Y 18.Bfi5 0.053 0.053 B' 304 82 Y V 24.130 0.041 C 128.D4 82 Y V 9.158 0.1 Dg D 127.96 82 Y Y 9.151 0.109 C' 304 82 Y V 24.130 0.041 E 240.96 82 Y V 18.862 0.053 F 12.04 82 Y V 0.059 16.817 D' 304 7.96 Y V 254.548 DA04 G 129.98 7.66 Y V 108.708 0.009 H 166 7.98 Y Y 13819M 0.007 E' 304 7.96 Y Y 254,548 0.004 1 165.96 7.96 Y Y 138,888 0.007 J 130 7.96 Y Y 108.742 moosi Reserve Capadry (438341 OK �o- 7� CW, Inc. (Precast Div.) Santiago S-299 (WA) Page 23 of 45 Date: 09/16/2020 Doorl Door2 oor3 Op eulg I Oµnmg2 Conhine Lo is at Sa went Second Se ment Re -Name Cemhine/Suhtraa Method Combined Entire Well A' No be Deflection 0.018 A B AB Whose 18.924 Ka AB Ab Deflection 0.071 Ab B' Bk be Deflection 0.029 C D CD Stiffness 18.308 Be CD Bb Deflection 0.084 Bb Cl C'a eb Deflection 0.043 E F EF SVRness 18.922 C§ EF C'b Deflection 0.095 Cb D' D`a Deflection 0.092 G H GH Stiffness 247.630 D'a GH Db Oeflecflon 0.096 Ob E' E'a Deflection 0.092 I J D 56Rness 247,630 E'a IJ Final Deflection 0.096 Page 24`of,45 AT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 LD. Santiago5-299 DESIGN OF WALL MARKED W7 Naee: \Intedv7 Ps C Loading o er4in Acral fc 5000 ruiL Steel Reinforcement Phan W WF>= W 1.2-A185 Fy oino mesh 655000 psi Fy mbar 60000 pcif Lghtweiahl7 No Concrete density 150 par E(Stttl) 290000M i £(Concrete) 4290000 psi n(modular ratio 6.76 Shea'Parumeten 1 AU Phis 0.83 Vc lap PhiWc 2.634 lei l'all Reinfareenr<n[Re Requirements ACIIA AaA .sad 0.0012 Incaduhor 0.002 Maur Verticals up Is fit u Max Horizontal s ting 18 in O.K rl gax3 Ll 3.5 ct rJ .5 :Icr'::u�emm� nntgn Js�namwur Assumptions fmm Utis mathodaloay. Won panel shell be simply suppartud, usually loaded, mid subject to outaFplmm uniform Intend leading Action: mas mum Themeats and deflections occur at md-hclgld of fled wall. cress section is constant over the halnhrof the wan mL The wan cross sections shall be tension co voulled Phi•Mn � Mer ConccNated gravity lands are distributed over We wall length The vertical stress PWAg at mid.beight shall not exceed 0.06•fu Arid Deal Loads season fmm map Latml Deal I.uads (Prnnne on wall) D(Dead load)+ Ww•(Wall weight) 110.W psf DLit) 0 sf S Somv Load) mow Snmv Load tSLWt) Opsf L Live Load 0 C Live Load LLwq 0 Lr(Live Roof Load) 30 led Live Roof Land (LLr.wp 0 W(Wind Load)l 108.86 feif Wind Land(WL.bt)l 58.99 par E (Earthquake Loadfl 16.95 psf I FaIh unkc Load LEL.Lat)l 13.91 psr Factored AriaDy :lPPGed Loads Facbmd Condor rACI ACI .9-3 Facmmd Pressure on RaafWr 512.213 Axial Precrnre on Section Pu➢ 1.93 kip Assvm tian check PW. 40.625 i 0.06'fo 300 n Cluck Ala faa+s O.K Unfactored Arian Applied Loads Unnfwtorcd Pressure on Roof uWr 3075825 sf .Axial Prescum an Section ii FBI 1.25 k S'hcar :Wawable f Factored Loading perACl ACI eq. 9-3 Vu=rwD'Dw�2db /2 0 Ph'•Vel2 1.33 Check She a ACI 11.5.5. 1 UK. Ag= (b•Inl 48 w'2 Vt=h2 2 fr(m rum modulus) 530.330 psi Mcr 16.971 ki in Beta 1 0.8 Trial Astre'd 0.073 w`2 ➢ 7AO3686795 kd Mal in Ler 3,35 in^4 4 0.003 am 0.005 0.32469 psi 0.406 i s r2 Asa 0.27' Ierdetketion 4.21 in^4 14 64.00 in^4 delta 150 y(masimum tensile reinforcement) 0.0225 ,. (row. temperature minforcemen) 0.0017 rve(mw m utensile reinforcement) 0.0033 awtrwl reinforcement into bottom) 0.0033 pa,aeod mfio provided)l 0.0110 Wue MesM1 Wier S'va WS utg 41n Mesh Area 21 0.in,2 [Factored Lateral • A tied loads Fa<mrcd l.onding rACI ncl.v. s-x .awp `74.78 f Lateralpressure an Section Lw=W(LV IHN+L"4) Oklf Ha•=W(L`4/Hy+L`q 0.09 k1C Unfamored IatmB Applied loads 58.99 Lateral Pressure on Section Lw=W L^4/11';+L^4) Oklf Bic =W"(L`4IEkV+L^4 U.06 kit H.82I _ As nmection An t+.aJ Service Loads Atiol 1.26 lei boreal 0 klf Allowed service delketion 0.77 in Man 0.630 V iu M 0.634 Li in ➢s 0.003 in ChockdalRcton OK Eluure :lsruni tian dreck S Hw Lot nut Tunuik Stow 0.011 0.011 Check ACI 14.8.2.31 TOMSM I Tw® MMI Ltll kila-R ACI .(CJ-6) Mu 1.3901i R 0.000 Li R ACI9.3.2 @ 0.9 0.9 No tied = AsF (dI-n2) 1.960 kipR 1.960 kipR DM-M s- M1( 0.000 lei R O.OM Ii D As Add'l my'd 0.00 ii`2 0.00 in`2 Mciftionalminfreq it 0.00 n02 0.00 in^2 Addy boa size: 3 3 qty mild 0 0 or of.As 0 0 add'1= 0.000 kit•'0 dow kip, Art=As+As adYl 034ut^2 0.241nA tMn= fAsF {d1b-al2) 1.961 kip-0 1.961 kip, Check mMn>Mu O.K O.K. ". villarsvill 7088% 0.0096 f CVf Inc. (Precast Div.) 11 Page 25 of 45 Date: 09/16/2020 Loadin Pu factodzed load fmm mo 0.39 kR' Ww iN%vi2htof pand per N ftl 1 0.05 ksr -Entire VAI-s-Nor Ooar2 Door nh9l OpeniN2, REINFORCEMENT AT OPENINGS hlatetine Av erties dh cR'cc6vc do dr bottom 1.84 m A block of strain) 1 0.32469 Fori fy / 0.85•fc•b Opening Down nml Location Venicd Lecvlion L Imtgth aF apenurg H height nbg opednn w Weight S Opening (LHS) Pw mane l Inane ed panel load tw told factorized load Tfu (xu•L`2)Fl2 Door I I fl 0 R 4.25 @ 2.75 it 1452.08 0.14 klf 0.33 kIf 0.8 kl ft Door 2 1167 ft 0 fl 4 ft 2.75 R 1366.67 O.I4 klt 0.33 kW 0.71 ki R Door 3 20.08 ft 0 R 4.25 R 2.75 it 1452.08 0.14 kJf 0.53 kit 0.8 ki ft Opening 1 10.83 ft 85 ft 0.67 ft 0.42 ft 22.22 0.02 klF 0.41 klf 0.02 ki ft O m 13.83 It 8.511 1 0.67 ft 0.42 R 22.72 0.02 klf 0A1 klf 0.02 ki R Openinn Q6. As rcq'd Bar siu qry rcy'd: �h1"- Fdb-a/� Check Mn=Mu 0.9 0.005 iu^2 N.3 1 Is.se ki R O.K. DwrI Dor3 0.9 0.006 in^ No..3 o 1 15.58 ki ft O. K. D000r) 0.9 0.006 in'o_ Ns.3 I 15.58 ki R O.K. Opening 1 09 0.002 i02 I No. 3 1 1.68 ki R O.K Operingl 0.9 0.002 in" No.3 1 1.68 ki ft O.K. CONNECTIONS Total Full Resistance Value OverNmin Base Pnchars Late I Base Mdrars Wall-1AFell Connec8on Ma)i Maximum Shear Moment+ Moment- Moment+ Moment- in She in9hear R-Distance ron L- Oistanrs kipki -ft -ft ki -ft ti -ft 6 298 298 61.420 197.56 197.Sfi 125.91 1 125.91 Pension Base Anchors 2I.302 Dist Tension la Shear L-Dist Moment+ Motrvnt- Bue Anchor I 6 in 3.64 298 m ki *it 6.I47 ki 'ft Buse Anchor 2 69 in 3.64 2.2 12 21 in . Uskip •I Bud Anchor 3 112 ur 3.64 1121 192 112 in 1 *1 127R ki •R 77 R Hose lu¢hor4 192 or 3.64 1221 I12 in 37.534 ki •R R U4.948ki Hue Anchors 235 ua 3.64 1221 69 in 56.229 ki•li 6.29 6 "nr 86.147ki 'ft Wall Connections Quantity of An hors CapacityCountering of each Dead Loatl from I* of wdi to Adjou�h�g Wu0 Dist (inches) L-Dist Allovrable Fume OverNmin Morrent Resistance ki ft U Left Lows ht Woe Connetionl 2 1.631 50.070A W9 0 3.9mi O35 77.571 Wall Connee0on2 2 2.703 1.367 1.908 16.0]% WII 84 220,000 220.000 1.908 13.35fi 34.980 WnB Connection3 2 2.703 1.908 16.07% W10 220 84.0(10 1.908 34.980 13.356 Wall Connabon4 2 1.531 7.367 50.00%. Wit 304 0.000 3.062 77.571 I 0.000 Wall Fhwar r`.horkc Shear Connections at Base Wall Shear Capacity Required Shear Capacity (Ib)per Design Capacity Reserve Design Redsmnce Force Ib Ib Ca ad PLF PLF check Base Connector 1758fi 61420 43834 587 12657 OK 2931 Dwr I Door2 Door 3 Opening I Openutg2 RIGIDITY I0454I7875 CALCULATED VALUES 62% Final Piet Length Height Fixed Top? Useable? Stillness k Deflection Label inches inches (YIN) YIN 1000H /IN in/10001a Entire Wall 304 115 V V 16.821 0.0.59 A' 304 82 Y Y 24.130 0.041 A 12 82 Y Y 1.053 B 241 82 Y Y 8.86 18.1M 0.041 B' 82 Y V 0.041 C 84 11B.a4 82 Y Y 9.168 9.158 0.109 D 127.96 82 Y Y 9.151 0.109 C' 304 82 Y Y 24.130 0.041 E 240.96 82 Y V 18.862 0.053 F 1204 82 V Y 0.059 16.817 D' 304 7.96 Y Y 254.548 0.004 G 129.96 7.96 Y Y 108.708 0.009 H 166 7.. Y Y 13B.922 0.007 E' 304 7.96 Y V 254.548 0.004 1 165.96 7.96 V Y 138.888 0.007 J 130 7.96 Y Y 108.742 0.009 Reserve Capacity 4383/) OK 45 AT Inc. (Precast Div.) Santiago S-299 (WA) Page 26 2 20 y Date: 09/16/2020 Iborl kror2 Doan Op n'nia I Op oinc2 cne to First nnnt Second Se rrent Re -Name CambineBubtraa o Method C d re Entire wall A AD Deflection 0.018 U A B AB Stillness 92 78071 Na AB Ale Deflection 0.071 Ab B' We Deflection 0A29 C ❑ CD Stillness 18.308 B'a CD Bb Deflection 0.084 B'b C' C'a Deflection 0.043 E F EF Stiffness 18.922 Coo EF Colo Deflection 0.095 Cb D' Doe Deflection 0A92 G H GH Stiffness 247.630 D'a GH Ob Deflection 0.096 Db E' E'a Oaflecticn 0.092 I J O Stiffness 247.630 Pa IJ Final Deflection m 45 Cxf Inca (Precast Diva) Santiago S�299 (WA) Page272 20 s Date: 09/16/2020 t➢: Sdid ago 5-299 DESIGN OF WALL MARRED l Notes \Ietciial pr operties fa 5000 P4 Sleel Reinforcement Pladt W WF � W 1.2-A185 Fy wire niesli 65000 psi Fymbar 60000 pef LightevighO No Concrete dcreity 150 per E (Steel) 29000000 Ni E (Concrete) 4290000 n(modular ratio) 6.76 O.K. Shear Paramehn Phi.v 0.85 cf glz3 PN4Vc 3.123' c111.3.1.1t lL3.1.] 2.654 kiprzu Minimum Well Reinforcement Re uhenrenm .rert 0.0012 c33,.3.z me.munbliorl0.002 ct 14.3.3 Ass: verldcal spwmgl18 in 14.3.5 Max Horizontals c I8 in 3,.13 Loading ACI's Aoe(nale Design oJS7enda 1Yu14s Assumptions from dos meWodolop•: Wad petrel slwll be simply supported, oxiady leaded, and subject to out-o6plane uniform Intend loadegwblem mavmum noonients and deflation occur at mill-heightofdie ival Autism The cross section is constant over the height of the wall el. The wad cress sections And be tension eontraRed. AU 14.&23 Phi•M11 =MCr Design Loads (pressure omen moo LnteralDni Loads xann nwaB D(Dead load)+ Ww( Wall weioht) 110.94 pisf Dead Load (DL.Wt 0 psf S (Snow Load) MO f Snow Load (SL.lot) 0 psf L(Live Load) 0 psf Live Load(I.L.Int) 0 par Lr(Livu RoafLood) 30 psf Live Roof Load (Ur.14t)l 0 psf W(Wind Land) 108.86 psf I Wind Lead (WL.lat)l 58.W psf E(Earthquake Load) 16.95 pg Ewth uale Load EL.Wt 13.91 psf Facloxd As3ally A BW loads Pacbmd loading rACI ACI .4-3. Factored Pressure on Roaf Wr SL.213 Asial Pressio a on Seedon PuH kip As+um don check PWAg 41.667 i 0.06•fc 300 OX r PA DNamorM AsieByA HW loads Unfaetored Pressure on ReoCuWr 307.5825 Adal Pressure on Sadon PB 1.31 kip Shear ABoo'able < Fa<mrcd Loading per ACI ACI Co. 9-3 rft•Vut2 1.33 Check Shear ACI 11.3.5.1 OK aaln. Ig=(b•h^3112 64 inM Yl=h2 2 fr(nmre mo,lulm) 530.330 i MCC 16,971 kipin Beta 1 0.8 Trial Astre•d 0.073 ir" B 7.403686795 kd 0.583 at Ler 3.35 inN ac 0.003 CA 0.005 0.32469 pst 0.406 in Ass 0.27 iuf2 IerdeOectron 4.21 inN le W.00 W4 delta 150 r,(n,ndmum tansik mint ement) 0.0225 ,m (min. tempenturc rehiforamenl) 0.0017 mo(n,inimum tmuile rainforamcno 0.0033 r,,,,(lrial minforammtmdo-"0:) OA033 ,hn(reinforeement Milo .,i,W) 0:011d IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S O.K. Shear Paramehn Phi.v 0.85 cf glz3 PN4Vc 3.123' c111.3.1.1t lL3.1.] 2.654 kiprzu Minimum Well Reinforcement Re uhenrenm .rert 0.0012 c33,.3.z me.munbliorl0.002 ct 14.3.3 Ass: verldcal spwmgl18 in 14.3.5 Max Horizontals c I8 in 3,.13 Loading ACI's Aoe(nale Design oJS7enda 1Yu14s Assumptions from dos meWodolop•: Wad petrel slwll be simply supported, oxiady leaded, and subject to out-o6plane uniform Intend loadegwblem mavmum noonients and deflation occur at mill-heightofdie ival Autism The cross section is constant over the height of the wall el. The wad cress sections And be tension eontraRed. AU 14.&23 Phi•M11 =MCr Design Loads (pressure omen moo LnteralDni Loads xann nwaB D(Dead load)+ Ww( Wall weioht) 110.94 pisf Dead Load (DL.Wt 0 psf S (Snow Load) MO f Snow Load (SL.lot) 0 psf L(Live Load) 0 psf Live Load(I.L.Int) 0 par Lr(Livu RoafLood) 30 psf Live Roof Load (Ur.14t)l 0 psf W(Wind Land) 108.86 psf I Wind Lead (WL.lat)l 58.W psf E(Earthquake Load) 16.95 pg Ewth uale Load EL.Wt 13.91 psf Facloxd As3ally A BW loads Pacbmd loading rACI ACI .4-3. Factored Pressure on Roaf Wr SL.213 Asial Pressio a on Seedon PuH kip As+um don check PWAg 41.667 i 0.06•fc 300 OX r PA DNamorM AsieByA HW loads Unfaetored Pressure on ReoCuWr 307.5825 Adal Pressure on Sadon PB 1.31 kip Shear ABoo'able < Fa<mrcd Loading per ACI ACI Co. 9-3 rft•Vut2 1.33 Check Shear ACI 11.3.5.1 OK aaln. Ig=(b•h^3112 64 inM Yl=h2 2 fr(nmre mo,lulm) 530.330 i MCC 16,971 kipin Beta 1 0.8 Trial Astre•d 0.073 ir" B 7.403686795 kd 0.583 at Ler 3.35 inN ac 0.003 CA 0.005 0.32469 pst 0.406 in Ass 0.27 iuf2 IerdeOectron 4.21 inN le W.00 W4 delta 150 r,(n,ndmum tansik mint ement) 0.0225 ,m (min. tempenturc rehiforamenl) 0.0017 mo(n,inimum tmuile rainforamcno 0.0033 r,,,,(lrial minforammtmdo-"0:) OA033 ,hn(reinforeement Milo .,i,W) 0:011d IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Loading ACI's Aoe(nale Design oJS7enda 1Yu14s Assumptions from dos meWodolop•: Wad petrel slwll be simply supported, oxiady leaded, and subject to out-o6plane uniform Intend loadegwblem mavmum noonients and deflation occur at mill-heightofdie ival Autism The cross section is constant over the height of the wall el. The wad cress sections And be tension eontraRed. AU 14.&23 Phi•M11 =MCr Design Loads (pressure omen moo LnteralDni Loads xann nwaB D(Dead load)+ Ww( Wall weioht) 110.94 pisf Dead Load (DL.Wt 0 psf S (Snow Load) MO f Snow Load (SL.lot) 0 psf L(Live Load) 0 psf Live Load(I.L.Int) 0 par Lr(Livu RoafLood) 30 psf Live Roof Load (Ur.14t)l 0 psf W(Wind Land) 108.86 psf I Wind Lead (WL.lat)l 58.W psf E(Earthquake Load) 16.95 pg Ewth uale Load EL.Wt 13.91 psf Facloxd As3ally A BW loads Pacbmd loading rACI ACI .4-3. Factored Pressure on Roaf Wr SL.213 Asial Pressio a on Seedon PuH kip As+um don check PWAg 41.667 i 0.06•fc 300 OX r PA DNamorM AsieByA HW loads Unfaetored Pressure on ReoCuWr 307.5825 Adal Pressure on Sadon PB 1.31 kip Shear ABoo'able < Fa<mrcd Loading per ACI ACI Co. 9-3 rft•Vut2 1.33 Check Shear ACI 11.3.5.1 OK aaln. Ig=(b•h^3112 64 inM Yl=h2 2 fr(nmre mo,lulm) 530.330 i MCC 16,971 kipin Beta 1 0.8 Trial Astre•d 0.073 ir" B 7.403686795 kd 0.583 at Ler 3.35 inN ac 0.003 CA 0.005 0.32469 pst 0.406 in Ass 0.27 iuf2 IerdeOectron 4.21 inN le W.00 W4 delta 150 r,(n,ndmum tansik mint ement) 0.0225 ,m (min. tempenturc rehiforamenl) 0.0017 mo(n,inimum tmuile rainforamcno 0.0033 r,,,,(lrial minforammtmdo-"0:) OA033 ,hn(reinforeement Milo .,i,W) 0:011d IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Design Loads (pressure omen moo LnteralDni Loads xann nwaB D(Dead load)+ Ww( Wall weioht) 110.94 pisf Dead Load (DL.Wt 0 psf S (Snow Load) MO f Snow Load (SL.lot) 0 psf L(Live Load) 0 psf Live Load(I.L.Int) 0 par Lr(Livu RoafLood) 30 psf Live Roof Load (Ur.14t)l 0 psf W(Wind Land) 108.86 psf I Wind Lead (WL.lat)l 58.W psf E(Earthquake Load) 16.95 pg Ewth uale Load EL.Wt 13.91 psf Facloxd As3ally A BW loads Pacbmd loading rACI ACI .4-3. Factored Pressure on Roaf Wr SL.213 Asial Pressio a on Seedon PuH kip As+um don check PWAg 41.667 i 0.06•fc 300 OX r PA DNamorM AsieByA HW loads Unfaetored Pressure on ReoCuWr 307.5825 Adal Pressure on Sadon PB 1.31 kip Shear ABoo'able < Fa<mrcd Loading per ACI ACI Co. 9-3 rft•Vut2 1.33 Check Shear ACI 11.3.5.1 OK aaln. Ig=(b•h^3112 64 inM Yl=h2 2 fr(nmre mo,lulm) 530.330 i MCC 16,971 kipin Beta 1 0.8 Trial Astre•d 0.073 ir" B 7.403686795 kd 0.583 at Ler 3.35 inN ac 0.003 CA 0.005 0.32469 pst 0.406 in Ass 0.27 iuf2 IerdeOectron 4.21 inN le W.00 W4 delta 150 r,(n,ndmum tansik mint ement) 0.0225 ,m (min. tempenturc rehiforamenl) 0.0017 mo(n,inimum tmuile rainforamcno 0.0033 r,,,,(lrial minforammtmdo-"0:) OA033 ,hn(reinforeement Milo .,i,W) 0:011d IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Facloxd As3ally A BW loads Pacbmd loading rACI ACI .4-3. Factored Pressure on Roaf Wr SL.213 Asial Pressio a on Seedon PuH kip As+um don check PWAg 41.667 i 0.06•fc 300 OX r PA DNamorM AsieByA HW loads Unfaetored Pressure on ReoCuWr 307.5825 Adal Pressure on Sadon PB 1.31 kip Shear ABoo'able < Fa<mrcd Loading per ACI ACI Co. 9-3 rft•Vut2 1.33 Check Shear ACI 11.3.5.1 OK aaln. Ig=(b•h^3112 64 inM Yl=h2 2 fr(nmre mo,lulm) 530.330 i MCC 16,971 kipin Beta 1 0.8 Trial Astre•d 0.073 ir" B 7.403686795 kd 0.583 at Ler 3.35 inN ac 0.003 CA 0.005 0.32469 pst 0.406 in Ass 0.27 iuf2 IerdeOectron 4.21 inN le W.00 W4 delta 150 r,(n,ndmum tansik mint ement) 0.0225 ,m (min. tempenturc rehiforamenl) 0.0017 mo(n,inimum tmuile rainforamcno 0.0033 r,,,,(lrial minforammtmdo-"0:) OA033 ,hn(reinforeement Milo .,i,W) 0:011d IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S DNamorM AsieByA HW loads Unfaetored Pressure on ReoCuWr 307.5825 Adal Pressure on Sadon PB 1.31 kip Shear ABoo'able < Fa<mrcd Loading per ACI ACI Co. 9-3 rft•Vut2 1.33 Check Shear ACI 11.3.5.1 OK aaln. Ig=(b•h^3112 64 inM Yl=h2 2 fr(nmre mo,lulm) 530.330 i MCC 16,971 kipin Beta 1 0.8 Trial Astre•d 0.073 ir" B 7.403686795 kd 0.583 at Ler 3.35 inN ac 0.003 CA 0.005 0.32469 pst 0.406 in Ass 0.27 iuf2 IerdeOectron 4.21 inN le W.00 W4 delta 150 r,(n,ndmum tansik mint ement) 0.0225 ,m (min. tempenturc rehiforamenl) 0.0017 mo(n,inimum tmuile rainforamcno 0.0033 r,,,,(lrial minforammtmdo-"0:) OA033 ,hn(reinforeement Milo .,i,W) 0:011d IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S aaln. Ig=(b•h^3112 64 inM Yl=h2 2 fr(nmre mo,lulm) 530.330 i MCC 16,971 kipin Beta 1 0.8 Trial Astre•d 0.073 ir" B 7.403686795 kd 0.583 at Ler 3.35 inN ac 0.003 CA 0.005 0.32469 pst 0.406 in Ass 0.27 iuf2 IerdeOectron 4.21 inN le W.00 W4 delta 150 r,(n,ndmum tansik mint ement) 0.0225 ,m (min. tempenturc rehiforamenl) 0.0017 mo(n,inimum tmuile rainforamcno 0.0033 r,,,,(lrial minforammtmdo-"0:) OA033 ,hn(reinforeement Milo .,i,W) 0:011d IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S IC(1,83.! CanxatW nbviN loads are duanbuled over die wad length W The verda stress Pat mid -height shad not exceed 0.06•fe AU 14.&26 Wire Mesh Wire S¢e W8 Wg 4 Mesh Aree 0.21N^2 Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Futored LatesaHyA lied Loads Factored Loafing rACI dcr.q. v-s 94.38 sf Lanett Resswc on Section Lw=W L^4/Lv+H^4) 0:03 k1f Hsv=\V•(H"41 H'4+L^4) 0:07 k1f Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Unfacmred LutcminA tied Loads i8.99 sF Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Lateral Prvssme on Section Lw=W(LM/L^4+H^4) 0.021df Hsv=W(H"4/H^4+L^4) O.W klf Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Deneanan �I,,.a, Service Iuads A'al 1.3I lei Lateral 0.02 kif Allowed service deflection 0.64 in Mrs 2.575 kip -in M 2.5871d W Ds 0.009 in Checkdeflection OX Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S Fleas Asnun don clrecle S Hw Lw wtTnssde Strwn O.OII O.OII Check ACI 14.8.2.3 MMI 0.643 ki R .4MCIu . (I4-6) 0.75 0 lei R 0.3801i R AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S AC19.3.2 N 0.9 0.9 [TLt tried= 'F Jl-a2 1.960 kip-R 1.96015pR DM=M s- M 0.000lei R 0.000lei R As Add'1 raffd 000 i02 0.00 41'2 Additional rcinfrc 'd 0.00 W2 0.00 ie^2 Add'l bar size: 3 3 qty a 'd 0 0 OE 0 0 or �eddl- 0.00 kipR O.OoO kiptl Act=As+As addl 0.24 inA2 0.24W1 IMn= Fy(db- aP)l 1,961 kipft I.961 kip-R Check �Mn>Ma OR O.K. 90 adorscd 38.2506 19.38% \�S \�S Page 28 of 45 CXT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 �Ernlm Wal -�%Mndowl T� Wndaw2-Vent I: 1. Idea'n Puff torieed load fmm roe 039IdC Ww (wMight orpaaal pat n) O.oi ksF REINFORCEMENT AT OPENINGS Alamdd rw etsn db (etlativc Jc dr bnnam 1.H4 m' a black of slmbR1 0.32469 psi o-As' t/ 0.85'rc'b Opeving Horaonml Location Vertical Locution Llenglh of oP'nmg ve opening opening peniNBhtor Opedna(LHS) toraed Pw panel (vvel bva rw mtnl foetor'ved local hlu (wv'L^2)12 Widow1R 605 08R 1.38R 928 00o 0.17 ki R 6AR 2.08 28 Akkr O.17LiRWindow2 Vent 1 7 R I ll I It 6 it 1 50.00 1 03 kit 1 0.691:1f 1 0.06 ld n Openins 4b As rc9d Bas&e qtY a9'd: Stihln= AsR db-N2 Ckeck Afv�Mu Window 11 09 1 0.003 m I No. 3 1 1 1]A Ai R O.K Window 21 0.9 1 0.003 in`^_ I No. 3 1I 7.4 ki R O.K Vent 1 1 0.9 1 0 m^2 I No. 3 1 0 1 0 ki R I O.K .daWif�1�C�71 Y(aR7.9 FWI Resistance Value OverWmin 0ase Anrhars Lateral Base Mdrors Wall -Wall Connection Ouan' Marirrum Maximum Shear Mornont+ Moment- Moment+ Moment- inshear R-Distance L-DMance la la -R N -ft I Id -ft Id -ft 3 108 1 108 I 36.627 1 43.29 1 43.29 1 41.67 il 40.57 Told Tei¢ion Well Base Anchors 10.9'_7 Dist Tension b Shear L-Dist Morrent+ Mvman[- BnseluwlmrlIOSn 0.11 k 32.1141up Bmc Anchor2 win -_ 60m IO.l l4 ki 'ft p7 t IO.l14 ki �R Base Anchar3 1 108 in 1 3.04 1 I2 m 32.769 ki 'R I OA05 kl 'ft Connections Quantity ofMchars Capacity of each Coun[edng Dead Load Ram 0tnino 11 .aC uv8la AJjommu Well Dlst (inches) L-Dist Aflowahle Farce OverWmin Moment Resistance ki R U LeR Law Ri ht Wdl Connection 1 2 2.703 4.055 1 13.82% W7 2 118.000 4.055 1 0.676 1 39.871 Wail Cannec60112 1 2 1 2.703 1 4.169 1 13.82% W12 Ile I 2000 1 4.169 1 40.990 1 0.695 Shear Connections at Base Wall Shear Capacity Required Shear Capacity h p )par Design Capacity Reserve Design Resistance Base Connector Fame Ib Ib Ca ad PLF PLF check 12163 3fi627 24464 1084 19467 OK 4054 Wmdow l WinJaw2 Vent t RIGIDITY fi.S6S52S251 CALCULATED VALUE6 96% Final Pier Length Height Fixed Top? Useahle7 stillness k Deflection Label inches (inches) M IN t00o la /IN In /7000 ki Fmtiro Wall 120 86 V V 6.B68 0.146 A' 7.5 6,84 Y Y 16.250 0.W2 A 77.52 6.84 Y Y 0.013 B 7120 6.84 Y V 75.360 0.009 B' 6.84 Y Y 16,83 116.833 0,013 C 7.5 77.52 6.84 Y V 75.360 0:013 D 17.52 6.84 Y Y 16.250 0.062 Cl 120 12 Y V 66.445 0.015 E 84 12 Y Y 46.351 0.022 F 24 12 Y V 11308 0.081 wnaow I wbdaw 2 Ventl Combine Lo is First Se mart[ Second Se men[ Re -Name Combine/Subtrsct Method Combined Entire wall A' A'a Deflection 0.137 A B AB Stillness 91.610 A'a AB Ab Deflection 0,139 Deflection C C D D CD CD Stiffness 1.61 B'a CO Bb Deflection 0.150 0.150 Bb C' C'a Deflection 0.135 E F EF Stiffness 58.659 C'a EF Final Deflection 0.152 Reserve capadry (24464) OK U �1 I _ W �:.I Cxr, Inc. (Precast Div.) Santiago S-299 (WA) Page 29 of 45 Date: 0911612020 1n: Santia oS-299 DESIGN OF WALL MARKED W9 Nate hfstei aIP ewes cc 5000 psi Steel Reinforcement Plant W\VF �-WL2-A185 F u mesh 65000 i Fy rebar 600D0 per Lirhboc t9 No Ca ervtodena 150 pcf E(Sorel) 29"" psi E(Concrete) 4290W0 psi n(modular ratio) 6-76 O.K. Sheer Panmemn Phi.v Odd Vc 1.123 kin re I/.z.I.z Phi•Ve 2,634 lei tr.e.t Mhdmunr{ Loadln cam 14. O.WI' nhLIKa O.W2 Max Vertical s cmg 18 in Max Horaonmis cing IgulPC .ICI's dUmrNe➢uign of Slender IPnI& Assumptions tom this methodology: Wall petrel shall be simply supported, adally loaded, mid subject to out -of -plane arti6rm lateral mmisig where madmum and defections occur at mul-heleln or the wsll. Therents crass section is cmtst urt ever the height of the tvnu poneL The wall amass sections shall be tension coutralkd. Phi'Mn: Mar Concentrntut gravity loads me distributed over We wall lea The vertical stress PuoAg at mid -height shall not escced 0.06•Cc Atdil Deli Loads( resnrefnm na Lahnl DcWplr Loads rvwre nwaB) D (Dead load) + Ww ( WWI vimighr)l 110.94 par Dead Load (DLbt) 0 C S(Snow Lamfl 220 par Snow Lasd(SL.lat) 0 car L Live 1-mad)l Live Load LL.mt) O par Lr(Live Roar Load)l 30 par Live Roar Load(LLr.mt) 0 par W(Wind Laad) 108.86or Wood Load(WL.Iat)iA.%1 par E(Earthquake Land)l 16.93 par Earthquake Local(EL.mt 13.91 Facmml AdaByA Bavl leads ❑aemfea Load'uig �r ACI ACIe .9-3 FacWmd Pressure on Roof Wr 512213 :tiW Pressure on Section it PuB 1.97l foo ,l enm Dcheck on PdAg 4LW2 i 0.06.1u 30D the:kaCI ue+4 O.K. unraemred au3 Appuea Laaaa Unlacmnd pre sswu on Roof uWr 307.5825 sf Asia] Pressure on Section PB lots Shear AQosnhlc Facmred Loa'hngpar ACl ACT eq. 9.3 Vu=vvvB'(Bw"2db)/2 0.09 Ph'•VJ2 1.33 Check Shear ACI I1.5.5.1 O.K. Ag= b•b 48 ut"2 Yt=W2 2 fr(ruture modulus) 530.330 i Mar 16.971 kip�in Bela 1 0.8 Trial Ast re 'd 0.073 4^2 B 7.403686795 kd 0.583 in far 3.35 mM 4 0.003 CN 0.005 0.32469 i 0.406 in Ase 0,27 in^2 rerdefleetbn 4.21 ia'W le 64.00 in^4 claim 150 rt(mavmum tensile reinforcement) 0.0225 .m (min. temperature minfonannent) 0.0017 rmm mi,(mmimum tensileminfoeent) 0.0033 aa (trial reinforcement ratio bottom) 0.0033 a,d(re�ce rmentmtio mvided 0.0110 Wire Mesh Wire Size WS ease Ng 4 n Mesh Areo 0.21 in'2 Facmrnl Iatenll • A Bea loads Facmml Loading rACI Ac(ry. s-! 94.38 Latent Hesnre on Section Lw=W(L^4/L^4+H"4 IT 0.03 kIC Hw=\l'•(H^4l N^4+L^4) 0.071Jf UrJactared LatenB .4 Ged Loads i8.99 sf Lateral Pressure on Section Lea- W(L^4/L"4+HW) 0.02 k1f Fhv=W(IH4/li^4+L"4) 0.04 k1f ➢enertian ara.ea Service [cads Add 129 u Lateral 0.02 klf Allowed service deflection 064 in Mae 2.565 lei in M 2.577 kip -in Ds 0.009 in ChwLslatlection OX HemnV Amrm tion check S Hw I Lac net Tensik Stmonl 0.011 0.011 Check ACI 14,8.2.31 Two Twin Mum0.M2 Kla-B .4C1 e . (14L� Mu 0.750 kapft 0.380lei R ACI9.3.2 !V 0.9 0.9 1Mn trial - AsP jdt - a 2) I960 kipQ 1.960 kipQ DM=M s- Of O.WOA' Q 0.000 lei Q ASAdSt re'd 1100 m^2 0.00 io'2 Additional rehtfrc A 00 br^2 0.00 h02 M&I bra size: 3 3 gry re'd 0 0 or mg of 0 0 As mld'1= 0.000 kip�Q 0.000 kippa Ast=As+As add'1 024 ia^2 0.24m] Afn=QAFgdb-N2) 1.961 {dp-Q 1.96116p-B Check OMn= Mu O.K O.K. 8e allovivril 38.254,6 19.3896 AErT �, yen I ii I -I) G�SPI Cl li)� CXT, Inc. (Precast Div.) Santiago S-299 (WA) Page 30 of'45 Date: 09/16l2020 Loadin Pu (Cnemerzed lord fmm nw 0.39 k1C Ww erci toF oriel r R) 0.05 ksf NMdow2 Vent REINFORCEMENT AT OPENINGS Material Pro ernes db effec6re depth hattam 1.84 in a(blockofstmin) 0.32469 pu a=As+ fy / 0.85•fc'b Opening Horizontal Location Vedicd Locatan Llenelh oC opening Hheigcanix (LBS Pw pant factmized wuto load (xv'L^2Y12 Window 1 IA 2.08R 1.338 it 59.28 0.07 Uf 0.46 klf 0.17 ki R Window 6R Sit R 8 5Ta 0.07 [if 0.46 klf 0.171i R Vent I 2 R I ft I R 6 ft 50.00 03 klf 0.69 klf 0.06 ki R Opeowg mb As req'd Bar s¢e 9ty rcy'J: +bin= AsFv dh-a/2 Chink Mn�Mu Wla 1 09 1 0.003 m^2 Na. 3 I ] 4 U ft O.K Window 2 1 0.9 1 0.003 in`2 INo. 3 1 7 4 H ft OX Vein 1 0.9 1 0 W2 I No. 3 1 0 0 ki li OX CONNECTIONS Full Resistance Value Ovenumin Base Anchors Lateral Base Andwrs Wneent ll Connection Maximum Maximum Shear Map Map- t- Moment+ Mament- inShear in She R-Distance L-Oistanca ki - fir {d -R lap-ft IH -ft ki -ft 3 108 1 100 1 36.627 1 43.29 1 43.29 1 41.67 40.57 TITeraion Bow Wall Connections quantity of Anchors Capacity of each I Countering Dead Load fmm gang .oF xv0 to Adjoiuine Wa8 Dist (inches) L-Dist Allowahle Farce Overlumin Moment Resism re ki ft U LaR Low Ri ht Wnll Cannec0anl 2 2.703 4.055 13.82% W7 2 178.000 4.055 0.67fi 39.871 Wall Connection2 2 2.703 4.ifi9 13.82% WL 118 Z000 4.169 40.990 0.695 Shear Connections at Bow VJal Sheer Capacity Required Shear Capacity QhJ per Design Capacity Reserve Dsslgn Redsbnee Base Connector Force Ih Ib Ca as PLF PLF check 12163 36627 24484 tOB4 19467 OK 4054 Wurdaw 1 Wutdow2 Vent 1 RIGIDITY 6.565325251 CALCULATED VALUES 96% Fiwi Pier Length Haight Fixed To 7 Ussahle7 Stillness k Deflection Label nches inches M /N 10o01a /IN In /10001d Entire Wall 120 96 Y Y 6.BfiB 0.146 A' 6.84 Y Y 16.250 0.062 A 7.5 Y Y 0.013 B 77.52 7 6.84 6.84 Y Y 75.360 80 0.009 B' 20 6.84 Y Y 16. 0.013 C 7,5 77.52 6.84 Y Y 75.363 75.360 0.013 D 17.52 6.84 Y Y 16.250 0.062 Cl 1M 12 Y Y 66.445 0.015 E 24 12 Y Y 12.308 0.081 F 64 12 Y Y 46.351 0.022 WhtJosu I Wurdow 2 Vent 1 CanBine Louie First se ment Second Se Trent Re -Name CarNtlnefSutihact Method Combined Reserve Capacy I (244W) qK CST Inc. (Precast Div.) �antia�o �®299 (WA) Page 31 of 45 � Date: 09/16/2020 m: Santia o S-299 DESIGN OF WALL lYfARICE➢ WIO Nates Materiel P. hlhdmwt Loading ertia f c 3000 ' SIeA Rebtumummrt Plaur lVWF�N1.2-AI8i F wu mesh fi3000 i Fv rcbar fi0000 C Lientxeiehl? Nv Canerete density I30 C E (SMeq 290000G0 psi E Concata) 42')0000 si mWularmtio G.7G 3.K. 57revr Parameters Phi.v 0.85 Vc 3.123ki C( (1.3.1.1 d (l.xl.z Phi•Vc 2.fiS4 ki u.(.( VuH Reinfa(xement Re ubemmm O.1q 12 ��.veM1 r.nar o.0oz Max Verticals c _ 18" Mav Hor¢onlals c 18 in ACf's Al(ernnte Design aJSlertdrr IYnRs Assumptimvs Cmm tlds meUlodobgy- Wue petrel sha0 de simpty supported ariollY loaded mld subject to outbf-plmle uniform bkml load'mg Mrere madmmn menu and de0uclisu occur etmid-heieht aCWe wa1L Th<rcross sttfion is consmnt over the Height otlhe xa8 wL The wall emsa sutions snap be lenskn wnholled. Plri•hhr %= Mcr Concevtmted viM beds me distn"nutcd over We wv0lcn I The venieal stress Pu/ at mid-hei (shall noteveed o.OG•Pc Asial Orsi Laads(reamrefmm too LaMcaf Design laada naiurc nwaH D (Deed bad?+Ww(Woll weigh[) 110.94 f Deed Lood (DL.lat) O F S (Snow Load) 220 f Smw Loud SL.Ivt) Opsf L Livc Lond) 0 Liva Lood LL.Im 0 C Lr (Chet Rwf Laud 30 t Live Raaf Loed (LLr.lat) 0 f W (Wmd Land 108.8G f Nmd Loed(WL.b[) i6.99 f E (Earth uoka Load? Ifi.93 sC EMh uW's Lood El.lvt 13.91 f Factaml AdallvA Ged Leach Factored Lovd'ulg rACI ACI .9-3 Factored Prxssuro on RaoC Wr SI?.213 Anal Pressure on Sutton PuH 2.08 ki Assam Oan rlreck PWAg 43.333 si O.OfiTa 300 a..e to t+a+e O.K.r UnPealmal Avd1Y APPRed Lands UrJ tared Passurc on RaofuWr 307.3823 sf a:;m Pnssute on sexdnn PD I.39 b Shear Allawuble Fa<lared Lovdbg perACl ACI eq. 9-3 Vu=wuD•(Bx•-2d6)/2 0.14 Phi'VW2 1.33. Check Sheet ACI 11. i.3.1 O.K. I=(b•n^3)/12 G4 ur^4 Yt=W2 2 G(m tux modulus) 330.330 i hMr IG.971 ki N Hem I 0.8 Trial AS•[re 'd 0.073 in'2 H 7.403fiefi79- � kd 0.583 in I.cr 3.33 wM 0.003 0.003 0.324G9 i 0.40G in Au 0.27 b^2 Imdelkctiov 4.21 inM k G4.00 inM delm f30 q (mmdmum tensile rti� rcemenp 0.0223 .m (miv. tempemturcrebd'orcemenq 0:0017 m,(mwimvm Mvsik aioCorumedf) 0.0033 wa(trivlrewforccment ratio lwtlom) 0.0033 ue(rehdbrcement mta mvidW) O.OI10 W'rc Mesh Wve S¢e WS m4 4" Mash Arev 024�''2 Fnctnred LamallvA Tied Lands Fnemrd Lovdin rACl Art eq. aJ 94.38 Lateral Axssure an Secdan Lw=W(L`4/L^4+H^4 0.05 k1f Fhv=lV•(H^4l H^4+LM) 0.0410C DNvetared LvMnO A Sed Inada 38.99 f Lateral Nxssure an SuUan Lw=\V•(L"4/L^4+H^4 0.03 k1C Ihv=W(13"4/H^4+L^4) 0.03 k1f DeH<cfion au.ai Service Loads A•dd 1.39 W Lnteml 0.03 Idf Albrad sereke delkcvon 0.79 in Msa 3.I20 ki b M 5.139 ki N Ds OD2B b eneatde0ebenn ox. Flexure AsxunOdon check ' S Hw Gv na Tensik Shin 0.011 O.OI l Chuk ACl I4.8.2.3 Mau 0.377 kip-R Mu 0.730li fl 0.3401i R ACI9.3.2 !V 0.9 0.9 ♦�' IMnlrial-yvvF (dt-a27 19G0 kipfl 1.9fi01:ip-R DM =M s- M 0.000 u fl 0.000 L; ft As Add'I re d 0 00 ul^2 O.t10 hf2 Addivvnol mmfre 'd 400 in'2 0.00 in^2 Add'I by sou: 3 3 re 'd 0 0 ar clog of 0 0 As od81= 0.000 kip-R O.000 kiµft Art=As+As vd81 024 iu^2 0.24 in^2 Oda=¢AsF 2dn-W21 1.9G1 kip-lY 1.9G7 b'p-ft Check mMn>Mu O.K. O.K. 9v a8oged 382396 27.5496 �l'., �ECTTG CEDE .AND F1E1.D INSPECTIOK� 45 CXT Inc. (Precast Div.) Santiago S-299 (WA) Page 16/2 20 � Date: 09/16/2020 Loadin Pu Cacmtized loml Cmm rtw 0.39 F!C Ww (mveightof panel per N R7 0.05 ksf �Entlre Wal AT OPENINGS Afatetiul Piv ctiies db (ctTectirx de th bottom L84 m n block of shunt) 1 0.32469 nei o As' fy /0.85'fc'b Opening HotaonWl LocnOon Vertical l.ocmpe Llmtgth of apunutg pn Psv anal totaxd sw total btu opening opening peninaaldof Openi�(LBS) panel level theorized lout Opevw4 �b As mq'J Bm s¢m qty rsq'd: �hN= Cheek AsFr Jb-a2 Mn%Mu CONNECTIONS FNI Reslsmnm Value OverWmi Base Anchors Cereal Base Pnrhars Wall -Wall Connec0on Quartiltv Marimum I Marimum Shear i Mldp-t+ Mldp-ft Moment+ in Shear R-Distance L- Distance N -B ki ki -ft Iv 2 % 86 . 24.418 28.48 48 26.48 44.80 62.82 82 To1W Tension Well Base Anchors 7.282 Dist Tendon ki Shnar L-Dist Moment+ Moman[- Buse Avchor 1 26 w 3.64 1221 8o in z ' 26.015 ' 'A Buse Aachor2 86 bt 3.64 1221 16 He 26.0941 'R 23015 1d 'R Connections OuanOty of Anchors Capady of each Countedng Dead Load from 9. of nv8 to one AJjommg Wall Dist (inches) L-Dlet Allowahle Form Overlumin Moment Reslstanm ki U Left Low Right WWI Conneetionl 2 1.531 10.619 36.18% W7 0 In" 3.062 0.000 28.579 Wall Caimccaan2 2 2.703 7.264 45.00% W13 36 76.0M 5.406 16,218 34.238 Null Connection 3 2 1.5311 10.918 1 36.18% 1 W11 1 112 1 0.000 3.062 1 28.579 1 0.000 Shear Connections at Base Wall Shear Capacity Required Shear Capacity (lb) per Design capacity Reserve Design ftesistanm Base Connector Farce h Ib Ca a PLF PLF check 8122 24416 15296 80G 20365 OK 4561 CALCULATED VALUES 100% Final 4.SS8962658 Pier Len tl1 He' ht Fund To 7 Useable? Stillness k OeflecSon Label inches inches VM M 10001d / IN in I1000 ki Entity: Wall 112 119 Y Y 4.559 0.219 Conbine La Ic Fiat Se trent Second Ba rmnt Re -Norm ComLind6uhere et Method Combined Entire Ubll 0 Final 4.559 Reserve Capady (15296) OK Conbine La Ic Fiat Se trent Second Ba rmnt Re -Norm ComLind6uhere et Method Combined Entire Ubll 0 Final 4.559 Reserve Capady (15296) OK Reserve Capady (15296) OK CX f, Inc. (Precast Div.) Santiago S-299 (WA) Page 33 of 45 Date: 09/16/2020 1a Santia a5-299 DESIGN OF WALL MARKED Wll Notes Material P. f o 5000 Sorel Reinforcement Phmn WWFr W1.2-A185 Fy mme mesh 65000 psi Fy rcbar 60000 pef Lichnceiala') No Concrete dcnsty ISO pcf E (Steel) 29000000 psi E (Concrete) 4290000 psi a(modular ratio) 6.76 O.K. Shear PammeMrs Phi.v GAS ,CI D.12.3EEEE. Vc 3.L3 lei c111.3.1.l E II3.1.2 Phi•Vc 2.6i kip call.).) C J oadin¢ Volt R<inforcunent Re uiavnenb 0.0012 mutt.he 0.0@ Max Verticals c is L AC/'s AGenrde Derign of Slender WnLs Assumptions tram this methodology: Wall panel shall be simply suppoded, mdally loaded, and subject to twt Pplano unibrm lateral loading where mmwn m Add DeslPp Lands ( assure form moq lateral ➢esign Loads ( narrate on wan) D (Dead bad) + Ww ( Wall weiald) 110.94 pf Mad Load (➢L.lat 0 psf S(Snow Load) no Snow Load(SLWt) 0par L (Live Load) 0 psf Live Load LLlnl) 0 psf Lr(Live Root Laad) 30 s1' Live part adi(LLr.lat)l 0 Pat W(Wind Load) 108.86 pir Whnd Load WL.Wt 58.99 pef E (EmW ualx Load) 16.9512f Eartlupasko Load (ELIM)l 13.91 psf Factored AsiallvApplied Iuads Factored Loadin ACI ACI .9-3 Focmml Pressure on AooCWr 512.213 .W al Pruave on Section PUB L05 kip .i son tian dnerk PW. 42.708 i 0.06•fc 3IX1 i a+:k.L 14816 O.K. Unfacmwd Adsilly Applied loads UnCoctared Pressure on RoofuWr 307.5825 sC Adel Prevwe on Section FBI 1.37 kip Shear Allowable Factored Loadbng per ACl ACl N. 9-3 Phi VC/21 1.33 Check ShearACI 1 L5.5.1 O.K. ariry Ig=(b•h'3)112 64 hn^4 Yt=h2 2 fr(rulure modulus) 530.330 psi Mar 16.971 kip -la Bern 1 0.3 Trial Ast rr J 0.073 la'^_ B 7.403686795 led 0533 in Lcr 3.35 in'4 ec 0.003 ee 0.005 0.32469 mi 0.406 in Aso 0.27 in ,2 lerduftection 4.21 in°4 Is 64.00 m% delta 150 r,(mavmum tensile mirdomement) 0.0225 .m (mho. temperalure reinforcement) 0.0017 ol,(mu usik reinforcement) 0.0033 ma(trialrcuSarccmen[mtio0ottonn) 0.0033 e.e0einfarcemm�t ratio mvidul 0.0110 cl uazl H8±.3 ICI Wue Mesh Wire Size WS spacing 4' MeshArcal 0.N W 2 Factored LatenallyA Ged Loads Factored Lowlme rACI 4Cr q.W era Woo �w 94.38 sC Lateral pressure on Section Lw=W(L^41 W4 + W4)l 0.05u H%V= W*(H^4 Y HA4 + L^4)1 0.04 kdf Unfartored Utemfly Ap fled Loads i8.99 f Lateral Pressure on Section LW=WL^4/L^4+HA4 0.03 k1f Hw=WH^4I H^4+L^4 0.03 kif nenection a]ca, ser�ee Lnada nrial 1.37 lei Lateral 0.03 klf Alknved senim deflection 0.79 in Man 5.110 lei in M 5.148 kip -in Ds 0.028 in Check deflection O.K. Fleur Assum tian check S HIV LW not Tensile Strain 0.011 0.011 Check ACI 14.8.2.3 MMI 0.573 kippft 2f e . (1 M, 0.740 lei ft 0.540lei It AC19.3.2 lb 0.9 0.9 iMntrial = F(dt-a2) 1.960 kip-ft 1.960 kip-fl DM=M s- M 0.000li n 0.000kip-ft .As Add'1 rc 'd 0.00 in^2 0.00 in'2 Additional whtfre'd 0.00 m^2 0.00la2 Add1 bar size- 3 3 qty d 0 0 or of.As 0 0 odd'I - 0.000 kip-ft 0.000 kip-ft Art=As+As add'I 0.21 in"2 thn=OAsFv(db-a/2) %64in"2 1.9fi1 kipft 1%61 kip�ft Cheek OMn>Mu O.K. O.K. 90 allo"vdl 37.749: 27.5TO76 L S� L'Ci TO C4DL�Qh� �J}P PIEI.A �ISPECT Page 34`of 45 CXT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 Lasdln Pu (f mraxd load fmm rm 0.39 klf W%v NVa' of txlr R1 O.Oi laf �EnireWall REINFORCEMENT AT OPENINGS 3latcrialPm crRa db xRcctisv dx W6ollam LSl in n(blockofsunm) I0.32469 i n—As' I O.Bi'fcW HAxieht nlwve (Weightof Pw nlf tor¢ed rw mW Opening Horizontal Lacntian VeuicalLanfwn Llength of apenmS opening Openirwig(LBS) panel bad pa focWrizN loud :(u Operdng 1pb As rcy'd Bars¢a gq•req'd: �\In= Check Fs Jh-a2 Mn>Mu CONNECTIONS FWI Resistance Value OveMmi Base Anthers Lateral Base Mdrors Wn0-4Vall Connection Maximum Maximum Shear Moment+ Momenl- Marrent+ Momen[- I She inShear R-Olstance L-Distance ki la -R Id -ft ki -R I la -R 2 86 1 86 24,418 1 28.48 1 28.411 1 44.80 1 62.82 Totd Teasron Base Ancham 7.282 Dis[ Tendon la Shear L-Dls[ Morrent+ Momant- BnsxMreharI 7bm 3.6t 1221 m ki 'R ?.941:i 2= Onsx Michar3 86w 3.64 1221 7bMm 7bM •R ]Si it 2+3X3 Wit Shear Wal Connections Quantity of Pnchors Capadty Anchor Countering Dead Load oV Ad oin .of aa8 fa e4ljowwg Wall Dist (inches] L-Dist Nlovrdbla Fume Overlumin Moment Resistance ki ft Up Left Low "llihit Wall Connecllonl 2 f.5]7 1.879 36.18% W7 0 112000 3.406 O..21 28.578 Wall Connechon3 2 2705 WI] 36 76000 5.406 34238 Wall Connm0on3 2 1.501 0.91 10.91E 36.18% 36.18% N12 112 0.000 3.062 28.579 20.5/9 1 0.000 Connections at Base Wall Shearcapaciry Required Shear Capacity (Ib)per Design capacity Reserve Dadgn Resistance Base Connector Farce 6 Ca ad PLF PLF check 9122 24418 15296 806 2D3fi5 OK 4561 RIGIDITY CALCULATED VALUES 100% Fnal 4.SS8952658 Pier Length Height F&ed To 7 Useable? Stillness k DeBeclion Label inches inches M M 10001a / IN in 11000 ki Entire Wall 112 119 Y Y 4.559 0.219 Combine Lo is First Se nnnt Semnd Se meet Re -Nacre combine/Suhtrad Method Carrbined Entire Wall 0 Final 4.559 Reserve capadry (152961 OK Pier Length Height F&ed To 7 Useable? Stillness k DeBeclion Label inches inches M M 10001a / IN in 11000 ki Entire Wall 112 119 Y Y 4.559 0.219 Combine Lo is First Se nnnt Semnd Se meet Re -Nacre combine/Suhtrad Method Carrbined Entire Wall 0 Final 4.559 Reserve capadry (152961 OK Combine Lo is First Se nnnt Semnd Se meet Re -Nacre combine/Suhtrad Method Carrbined Entire Wall 0 Final 4.559 Reserve capadry (152961 OK Reserve capadry (152961 OK 45 CV]r, Inc. (Precast Div.) Santiago S-299 (WA) Page 16 2 20 � Date: 09/16/2020 ID: Sut ago 5-299 DESIGN OF AVALL MARKED W12 Notes Material P utia fc 5000 psi Steel Reinforcement Plain W\VF>-W1.2-A185 Fy wtmesh 65000 psi Frebm 60000 txf Liahwe' t7 No Concrete demity 150 pef E (Stee) 29000000 pa E (Concrete) 4290000 i it (modular ratio 6.76 J.K. mill Shear Patamekrs Phi:v 0:85 Vc 3.123 lei _ P1d•Vc 2.654 all.t.t3ame hlhdmum Loadin8 �tiall Reintosvement Re uhwiena pert 0.0012 nhl.hor 0.002 Max Veniieds c 18 ur Mox Homontds IS at AC!'sAUeme(e Derign ojSlender WnUs Acsumptimss fmm this methodolov_rv: WaO plead shall be simply supported, asdalty loaded, mid subject to out"of--plmu mWotm Idtcrnl loadurg where madrtrwr rents laid defections occur atmld-hciebt of We wall The cross action is cooswit over the height of the wall wl The wall cross seetions shill he tension conlmlkd. phi* Ma � Mcr Concentrated gravity loads me distributed over We well 1en01i The vertical stress PwAg at mid -height shall not en:eed 0.06•fc Arid Doi Loads( revere fmm mop Iateral Oesi®i loads rtamee nwall D (Dead load)+ Ww (Wall weight) 110.94 Mf Dead Load (DL.lat) 0 In S (Snow Load) 2100 C Snow Load (SUat) 0 C L (Live Load) Live Load (LL.Iat) 0 Ft Lr(Live Roof Loud) 30 psi Liv I lat)l 0 Pat W(Wind Load) 109.86 psF Wind Laad(WL.lat) 58.99 psf E (Earth ualec Load) 16.95 psf Emth wake Load EL.lat 13.91 psf Facla red AxidlvA Bed Lands FmtoiW Loadutg rACI ACle .9-3 Fmtorcd Pressure an Roof Wr A2.213 Axial Prrasu a on 8«Ban it PuD 1.98 k Assism Bon check PW_ 41.230 ' 0.06•fc 300 Unfscrosed AxiollyA ItW Loads Una mrcd Pressure on Roaf uWr 307.5825 sC Axial Pressure an Section PR LA kip Sham• .411awable Facmred Loading per ACl ACI eq. 9-3 ewvvd2 1.33 Check Shem ACI 11.5.5.1 O.K. adty Ag= b•h) 4H uY2 Yt=b/2 2 fr(mlure modulus) 530330 i Mir 16.971 Hp -in Beta 1 0.8 rc Trial Ast 'd 0.073 vi2 B 7.403686795 Jul 0.583 in Lee 3.35'i^4 40.003 CA 0.005 0.32469 ' 0.406 in Ase 0.27 in2 ledeBection 4.21 W4 le 64.00 in^4 delta 150 p(matirmin teasik romikerement) 0.0225 roent) m (min. temperature nfo tinnm 0.0017 me(minunum tensile minfonament) 0.0033 two (final reinforcement mfo bottom) 0.0033 x fnimfomement ratiomvded) 0.0110 Wim Mesh Wire S¢e W8 i 4n Mesh Arcn 0,24at'2 Factored Lgterall•A lied Loads Facbrall.oading rAC[ 94.39 sf La'and rrle"are on Section Lw=tV•L^4IH4+L^4 0kB Hw=R'•(L^4/H^4+L^4)1 0.09 ul Urdactaled "IcieuDyApplied Loads uwnorcen�rae 58.99 f Lateral Avssme an Section LW-WO(LA41HA4+LA4)j 0k1f HW=WOBL41W4+L^4 U.06 ur As = DeOection As = DeOection cr rl.a! Service Iaads Aral 1.28 lei laraml 0 k1f Maned senice dcfLc6m 0.77 at Msn 0.640 lei in M 0.644 la in Ds 0.003 W Cheekde0ection O.K. Feur Aavlion check m S HW Lw net Teasite Scrawl0.011 0.011 Check ACI 14.8.2.3 Mua L113 lei R ACI N. (14-6 Mil1.390 ldp4t 1 0.000 kipft ACI9.3.2 f 0.9 09 fMnteid- F(dt-a2 1960.kiI.R 1.960 kipR DM -M s- M 0.000lei R 0.000 in R Ague' rc d OMin^2 OMin2 Additionalreinrrc 'a B.ao le^2 0.00 in2 Add'l bar s¢c 3 3 qty d 0 0 or 8of 0 0 As add l - 0.000 kipR 0.000 kip-R Art=As+As al"1 0.24 in^2 0.24 in2 file-4MFjgdb-a2) 1.961 kip-R 1.961 kipft Check QMn> Mu O.K O.K. 90 alknivill 0.00°6 nl'i ni IVED �. TO COD}3 AID FOL>) LNSPE("I'f01`' 45 AT Inc. (Precast Div.) Santiago S-299 (WA) Page 36 2 20 � Date: 09/16/2020 Loadin Pu (6cmdud Wad fmm mo 0391dF Ww(weightof panel r It) 0.05 ksf - EntlreWal �Dcort Door =Door REWFORCEMENT AT OPENINGS hlaterial Pooea6es db teRectrec depth Walnut 1.84 in block ofsrmin) 1 0.32469 pst rAs•C / 0.85•fc'b Opening Horizontal Iu�fien Venial Iacotion L IenBN aC openbrg H height aneve opening (-) Waiglrt oC Opening(LBS) Pw mW f tor¢ed petrel Wad tw mfd factorized local Islu (xv'L^2Y12 Door 1 1.33 R 0 R 3.34 R ? ]3 R 114451 O.14 k1f 0.53 O.J9 ft Door2 12.16 R 0 R l t4 fl 2.]7 R I I44.iI O.I4 kll' ft 0.53 klC 0.49 ki f1 Do¢r3 20.G6 R 0 R 7.34 (t 2.73 R 1I44:51 0.14 klf 0.57 kIf 0.491:i ft Dperw�g �n Aa �aqa ear a¢a qry req'a: Wm- F.an-are eneak �M¢ Doorl 09 O.OW in^2 No.3 l 15.46 ki ft O.K. Dor21 0.9 1 0.004 Now I 15.46 ki ❑ O.K. Door 0.9 u02 n'2 0.004 i I No.3 1 I 1 15.46 ki R O.K CONNECTIONS Full Resistance Value Ovenumi Base Anchors Lateral Basa M hors Wall -Wall Connec8on Quantity Mmdnum Malamm Shear Moment+ I Momnt- I Moment+ I Moment- InShear ii R-Olstance L-Distance kip I ki -ft IW -ft I $d-ft I Id -ft 6 1 298 1 1 61.420 1 195.30 1 195.30 1 179.61 1 179.61 TaW Tension Base Anchors 21302 Dis[ Tension b Shear L -Dist M¢rrent+ Moment- B¢w Anchor 1 6 car 3A7 6.T 228 hr ki .R 86. 147 ki •f: Base Anchor 76 in -_1 1 in 3:881 kill 5.981 ki'ft Baca Anchor? 192 in 3 %4 '.71 192 112 in 12773 ki •ft 37.534 37.534 ki •R Base 3.64 :.21 112 in 37.534 ki •ft ' 'R Anchorb Bnu Anchor 5 8fil 228 w 3.64 -'.21 76 m 32.929 A' •ll 5.881 i.881 W' •R Baca Anchor 6 Bit Is 1 3.47 6.29 6 in 86.147 ' •ft 0.03i ki •ft Wall Connections OuanOry of Anhars Capacity of each Countering Dead Load Ram .of xu8 to _ Adjoining Wa8 Dist (inches) L-Dist P1lowahle Force Ovedumin Moment Resistance ki tt U Left Low RI hf "Ve' cctinn l 2 1.5]1 7.367 50.00% 0.N 0 304000 3.OG2 0.OW 77.571 Wall CZZeumi2 2 2.703 4.028 33.9346 Wll 84 220.000 4.028 28.196 73.847 Well Connection 3 2 2.703 4.028 33.m% I WIO I 220 54.000 1 4.028 73.847 1 28.196 Well Connetion4 2 1.531 7.367 50.00% 1 W8 I 304 1 0.000 3.1162 77.571 0.000 Shear Connections at Base Wall Shear Capacity RedShear Ca d b quire pa Ty(I )per Design CapacityReserve DesignResistance Foma Ib Ib Ca ad M RIGIDITY CALCULATED VALUES 66% Final II.IW91344 0 Door 1 Door 2 Door3 Combine Loloc First Se manf Second se ment Re -Nana Conbine/Subtract Method Combine d Entire Wall A' A'a Deflecton 0.078 A B AB Stiffness 19.521 A'a AB Ab Deflecton 0.0 Au B' To DeflecBon 0.028 28 C D CO Stiffness 18.929 Bo CD Bb Deflection 0.060 B13 C' as Deflecton 0.039 E F EF Stiffness 19.518 C'a EF Final Deflection 0.090 Reserve Capadty 142620) OK Reserve Capadty 142620) OK CXr, Inc. (Precast Div.) Santiago S�299 (WA) Page 37 of 45 Date: 09/16/2020 In: Sm 2 D 5-299 DESIGN OF WALL hURKED W13 Notes hlatetial P C Conlin ernes fe 5000 Mi Sind Reudorrement Pluin MVF�Wl.2-A185 Fy ne mesh 65000 pi Fmbm 600D0 pcf Liahtvci t'7 No Caucrcte density 150 pcf E(Stecl) 29000000 psi E(Cancraro ' 4290000 a(modular atio) 6.76 D.K. Shwr Paameten Phi.v 0.85 Vc 3.1?3 kin Jcl ll3.l.l< M.L.Phi`Vc 2.634 kip I+.+.+ 1432 ,fall Reinforcement Re sdremm6 twt.vert 0.0011 ne.rant.horl 0.002 JG I43.3 sr u. lcf 3.3 ACI's AUrmnle Derrgrr o/Slender IYvILv Assumptions fmm this methodolotg: Wall panel shall be simply supported nodally landed and subject to out- &plate to foms Intend loading where maximum lu moments and defluchons occur at mid-hei tof the wall The crass section is constant over the hei tof the ssa8 wL sll emss sections shall t tnmbn canhAled. Phi'hhr � Mcr Concentrated mavity loads arc distributed over We wall length The vertical stress PW at mid -height shall tat emced 0.06`fc rid Ded Loads( ressure fmm moQ Lateral ➢esign Loads ressure nwaB) D (Dead load) + W%v ( Wall weiaht) 110.94 psf Dead Load (DL.IvI 0 sf SSnow Load) 220 psf Snow L,d(SL.Wq Opsf L Live Load) 0 Live Load (LL.Inr) I 0 PSI Lr(Live Roof Load) 30 W Live RoofLoad(LLr.lat) 0 psf W(Wind Load) 108.36 Mf \Pmd Lead(WL.lat)l 58.99 psf E (Earthquake Loadl 16.93 mf I EaM uake Load (EL.lat)l 13.91 psF c Fac[omlAriAlly Applied Loads Facmed Loading rACI ACI .9-3 Fmtared Prcssurc on Roof Wr 5122I3 - dal pressure an Section PuB 2.1 k A 43.750 i 0.06`fc 300 i �cA 149?6 QK, Urdecmmd AeiaOyA Bcd Lands UWhetoned Prcssvrc an Raof uWr 307.5825 sf Anal Pressure on Section FBIlop Shcar .1Bowable FacmrcA Loading per ncl Acl N. 9-3 Vu=svuB`Bw•-2db)/2 0.16 Ftu vef2 1.33 Check ShearACI 1 L 5.5.I O.K. aciry• Ig=(h`h9 l2 61 ut^4 Ag= b`h) 48 ut^2 Yt=hl2 2 B(ru tum modulus) 530.330 i Mcr 16.971liin Beta 1 0.8 Trial M m 'd 0.073 hV2 B 7A03686795 kd 0.583 in Let 3.33 in"4 04 0.W3 0.005 0.32469 n 0A06 in Ase 0.27 in^2 lerdelkction 4.21 ie4 le 64.00' ^4 delta 150 om y(mmntensile ebJ rcement) 0.0225 .m (miu. temperature reinforcement) 0.0017 r m.(min easde reinforcement) 0.0033 ua(trial miforement ratio Whom) 0.0033 ad(reindoreoment ratio mvided 0.0110 W' Mesh �S'c W WB 4't nin'2 Mesh Arco 0.24 Fa<torcd Laterdl • A lied Loads Factored Loading �r ACI 94.38 [ Latent Prruure on Section Lw=ws(L^4/L^4+H^4) 0.05 loll "d/H"4+L"4) O:pAW UNactored IaMrAy,\ lied Invda 58.99 Lateral Prxssmx an Section Lsv=Wr L^4I L^4+H^4 0.03 k1f Hw=We(H"4I H'4+L^4)1 0.03 k1f As = non«nan UNactored IaMrAy,\ lied Invda 58.99 Lateral Prxssmx an Section Lsv=Wr L^4I L^4+H^4 0.03 k1f Hw=We(H"4I H'4+L^4)1 0.03 k1f As = non«nan AcftJ.B! serdre iaaaa An-d 1.41 lei Lateral 0.03 kif Allowed senice deflection 0.84 in Man 5.706 lei in M 5.755 ki hn Ds 0.035 in Check dclkcfion O.K. Den .4ssros check Sam!ti Hw Lw net Tensile Stain O.Ull 0.011 Check ACI 14.8.2.3 a mmal 0.6)8 R ACI eq. 1 Mu 0.870 ki R 0.630 ki R ACI9.3.2 N 0.9 0.9 fMn trial =mAsF{dt-v2 1.960 F:ip-R 1.960 kip -It DM-M s- M 0.000 lei R 0A00 R As Add'I rc'd 0.00'ar^2 0.00 in'2 Additional minfre'd 0.00 in^2 0.00 in^2 Add'I Mr size: 3 3 qty re 'd 0 0 ar hngof: 0 0 As a l - 0.000 kipR 0.000 kip-R Art=As+As add'1 0.24 in^2 0.24in^2 Rrtu=bnsF db-a/2) 1.9611:ipR 1.961!--a Check mMn>Mu O.K O.K. v a00 and 44.3]96 32.1316 CAT Inc. (Precast Div.) Santiago S-299 (WA) Page 38/2020 s Date: 09/16/2020 7nadin Pu 6ewraed Wvd from mo 0.19 klf War (wightof pulel per N R1 0.05 {sl �EnUm Nh1 AT OPENINGS Moroi W Av crtio db eR cfne de U, mtwmr 1.&4 N a block o[slso'u0 0.32469 pai Opening HorrzonW Location VedicW I.ocafun L length of apenu[g H above (-) Weight of PW wane f wraed wwl hfu Opening opening Opening (LB6) panel toed tto Wnzul load (uv'L^2y12 Openine �b Mrcq'd Bors¢e qty req'd: fN�= Check Rdb-N2 n%Mu CONNECTIONS Full Resistance Value Overlumin Base Mchors L Base Mdiors Wall-V.411 Co nectien Marimum Marirrum heal Shear Momerrt+ Morrent- Moment+ Moment- 12 in5hear R-Disbnce L-Distance Id ld -ft la -ft Id -ft M -ft 3 100 1 100 1 36.627 1 4248 14240 59.47 125.21 ToW Tension Wall Connections Base Pnehaa 70.923 Dis[ Tension la Shear L-Dist Moment+ Mamant- Base Mchor I 2U er l W in I W ki •R 30.342 ki 'ft Bose Mchor'_ Ifi0 in 1 3.64 1 '. 2.21 6o u[ 10.9. 23 ki 'R I 10.927 ki `f[ Base Mchor3 100 in 3.64 1 20m 30.342ki•ft 1 1.214 ki•R Quantity ofAnchars Ca achy Anchor Countering Dead Load Rom °. of wUse Mjomwg WW1 Dist (inches) L-Diet PllovrzBle Foma Overlumin Momanl Resistance ki ft U LaR LoW RI h[ Wall Connection2 2 5.936 50.m% WII 0 3.062 OA00 Well Camreetion2 2 2.581 I.707 5.936 50.00% WIO 132 -12,000 -12.000 5.406 59.466 5.406 -5406 Nhn .CM1onr nM1.rfe� Shear onnections at Base Wall Shear capacity Required Shear Capacity Deslen Capacity Reserve Design Resistance RIRIGIDITY CALCULATED VAWES 100% Fwl 4.6f477fi7B7 Pier Lenm Hei ht Fimd Te 7 Useable? Stiftness k Deflection Label mches inches M V/N 1000 H / IN In / 1000 ki Erdire Wall 120 126.5 Y Y 4.615 0.217 Conbine La Ic Fiat Sa ment Semnd tie ment Re -Name Combine/Subtract Mashed CorMtned Entire Wall 0 Fnal 4.615 Reserve Capacity (28253) OK Vt Lt! Ocr, Inc. (Precast Div.) Page 39 of 45 Date: 09/16/2020 1D: sazftia aS-299 DESIGN OF WALL MARKED Pl-I hfeterielP euties fe SWO psi Stexi Reudorcament Plain \VWF1�Wl.2-A185 Fy wue mesh 65" psi Fy what 600W f Li twci t7 No Concrete density ISO per ].K. E (Stecll 29000000 F i E(Concrete) 429"0 psi a(modular man) 6.76 ShearParameters Phi.v 0.85 eay.3:.3 2.274 ki rA.,&„ .12 PhiX 1.933lei {c„x,.twe hHrrinrunr Loading Yull Reinforcement Re wrumcnfs .Vert0.0012 rcoimm.horlOA02 la verlienspacantil18 in IV 14. < MaHorizontals c 18 in ICI 14. acrr.Joarrmannrign /seats hs'aw Assumptions form this methodology: Wall panel shall be simply supported mostly loaded and subject to out-aFplmm unit'onn loom(lood ngavhem msdmnm moments and de0ectiare accar at mil -height of We wall. The cmss section is conslarn over the height of the r\utl eL The wall cross sections shall be tension controlled. Phi•hhr � Mcr Concentrated Inavity loads ma distributed over We wall length The vertical stress PWAg w mid -height shall not eseecd 0.064fc Asia) Deign Loads ( ressure from na Lmeunl Deli Lavls Ipres+ure on mall) D(Dead load+ Wee( Wall weieht) 9HA4 led Dead Lead (DL.Ht) 0 PSI S(Snow Load) 220 psf Snow Load(SL.lat) Opsf L (Live Load) 0 Live Loud LI, 0 t Lr(Live Roof Load 30 psf Live Roof Land Lu'.lat 0 W(Wind Load) 108.86 par \Vmd Load (WL.lat)l 58.99 f E (Earthquake Load) 16.95 psf Ear0u uale. Load (EL.Int)l 10.43 tied Facmred AriaHVA gel Leads Fwmred Loading rAC7 ACI .9-3 Faatorcd Pressure ter RooCWr 512.213 AVvI Pressure an Section it Pull 9.13 lap it Assvm lion check PWAg 3.611 O.Ofi•fu 300 O.K. Unfettered AxiaHY Applied Loads Undo cmrcd Pressure on Roof uWr 307.5823 sC Axial Pressure on Section it PH 0.13 k Shear Allowable Facmrcd Loading par AC[ ACI eq. 9-3 Vu=svu8'(Bav-2db)/2 0.07 Phi•VW2 R91 Check Shear ACI 11.5.5.1 O.K. atih• Yl=h/2 LS G improve modulus 530.330 i hlcr 9.546 kipin Bata 1 0.8 Trial Ast m 'd 0.053 bV2 B 7.403686795 led O.482 in Lcr 1.64 i ^4 0.003 OA 0.005 0.32469 psi O.406 in Ase O.24 in^2 IordefkcCwn 1.86 inM4 to 27.00 inM dehm 150 rr(maSmum tensile reinforcement) 0.0225 rm (min. temperature reinforcement) 0.0017 mr.(rn u'anum tensile reinforcement) 0.0033 rod (trial reinforcement ratio bottom) 0.0033 na(re� mement rotor mvidea 0.0150 . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� hHrrinrunr Loading Yull Reinforcement Re wrumcnfs .Vert0.0012 rcoimm.horlOA02 la verlienspacantil18 in IV 14. < MaHorizontals c 18 in ICI 14. acrr.Joarrmannrign /seats hs'aw Assumptions form this methodology: Wall panel shall be simply supported mostly loaded and subject to out-aFplmm unit'onn loom(lood ngavhem msdmnm moments and de0ectiare accar at mil -height of We wall. The cmss section is conslarn over the height of the r\utl eL The wall cross sections shall be tension controlled. Phi•hhr � Mcr Concentrated Inavity loads ma distributed over We wall length The vertical stress PWAg w mid -height shall not eseecd 0.064fc Asia) Deign Loads ( ressure from na Lmeunl Deli Lavls Ipres+ure on mall) D(Dead load+ Wee( Wall weieht) 9HA4 led Dead Lead (DL.Ht) 0 PSI S(Snow Load) 220 psf Snow Load(SL.lat) Opsf L (Live Load) 0 Live Loud LI, 0 t Lr(Live Roof Load 30 psf Live Roof Land Lu'.lat 0 W(Wind Load) 108.86 par \Vmd Load (WL.lat)l 58.99 f E (Earthquake Load) 16.95 psf Ear0u uale. Load (EL.Int)l 10.43 tied Facmred AriaHVA gel Leads Fwmred Loading rAC7 ACI .9-3 Faatorcd Pressure ter RooCWr 512.213 AVvI Pressure an Section it Pull 9.13 lap it Assvm lion check PWAg 3.611 O.Ofi•fu 300 O.K. Unfettered AxiaHY Applied Loads Undo cmrcd Pressure on Roof uWr 307.5823 sC Axial Pressure on Section it PH 0.13 k Shear Allowable Facmrcd Loading par AC[ ACI eq. 9-3 Vu=svu8'(Bav-2db)/2 0.07 Phi•VW2 R91 Check Shear ACI 11.5.5.1 O.K. atih• Yl=h/2 LS G improve modulus 530.330 i hlcr 9.546 kipin Bata 1 0.8 Trial Ast m 'd 0.053 bV2 B 7.403686795 led O.482 in Lcr 1.64 i ^4 0.003 OA 0.005 0.32469 psi O.406 in Ase O.24 in^2 IordefkcCwn 1.86 inM4 to 27.00 inM dehm 150 rr(maSmum tensile reinforcement) 0.0225 rm (min. temperature reinforcement) 0.0017 mr.(rn u'anum tensile reinforcement) 0.0033 rod (trial reinforcement ratio bottom) 0.0033 na(re� mement rotor mvidea 0.0150 . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� acrr.Joarrmannrign /seats hs'aw Assumptions form this methodology: Wall panel shall be simply supported mostly loaded and subject to out-aFplmm unit'onn loom(lood ngavhem msdmnm moments and de0ectiare accar at mil -height of We wall. The cmss section is conslarn over the height of the r\utl eL The wall cross sections shall be tension controlled. Phi•hhr � Mcr Concentrated Inavity loads ma distributed over We wall length The vertical stress PWAg w mid -height shall not eseecd 0.064fc Asia) Deign Loads ( ressure from na Lmeunl Deli Lavls Ipres+ure on mall) D(Dead load+ Wee( Wall weieht) 9HA4 led Dead Lead (DL.Ht) 0 PSI S(Snow Load) 220 psf Snow Load(SL.lat) Opsf L (Live Load) 0 Live Loud LI, 0 t Lr(Live Roof Load 30 psf Live Roof Land Lu'.lat 0 W(Wind Load) 108.86 par \Vmd Load (WL.lat)l 58.99 f E (Earthquake Load) 16.95 psf Ear0u uale. Load (EL.Int)l 10.43 tied Facmred AriaHVA gel Leads Fwmred Loading rAC7 ACI .9-3 Faatorcd Pressure ter RooCWr 512.213 AVvI Pressure an Section it Pull 9.13 lap it Assvm lion check PWAg 3.611 O.Ofi•fu 300 O.K. Unfettered AxiaHY Applied Loads Undo cmrcd Pressure on Roof uWr 307.5823 sC Axial Pressure on Section it PH 0.13 k Shear Allowable Facmrcd Loading par AC[ ACI eq. 9-3 Vu=svu8'(Bav-2db)/2 0.07 Phi•VW2 R91 Check Shear ACI 11.5.5.1 O.K. atih• Yl=h/2 LS G improve modulus 530.330 i hlcr 9.546 kipin Bata 1 0.8 Trial Ast m 'd 0.053 bV2 B 7.403686795 led O.482 in Lcr 1.64 i ^4 0.003 OA 0.005 0.32469 psi O.406 in Ase O.24 in^2 IordefkcCwn 1.86 inM4 to 27.00 inM dehm 150 rr(maSmum tensile reinforcement) 0.0225 rm (min. temperature reinforcement) 0.0017 mr.(rn u'anum tensile reinforcement) 0.0033 rod (trial reinforcement ratio bottom) 0.0033 na(re� mement rotor mvidea 0.0150 . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� Asia) Deign Loads ( ressure from na Lmeunl Deli Lavls Ipres+ure on mall) D(Dead load+ Wee( Wall weieht) 9HA4 led Dead Lead (DL.Ht) 0 PSI S(Snow Load) 220 psf Snow Load(SL.lat) Opsf L (Live Load) 0 Live Loud LI, 0 t Lr(Live Roof Load 30 psf Live Roof Land Lu'.lat 0 W(Wind Load) 108.86 par \Vmd Load (WL.lat)l 58.99 f E (Earthquake Load) 16.95 psf Ear0u uale. Load (EL.Int)l 10.43 tied Facmred AriaHVA gel Leads Fwmred Loading rAC7 ACI .9-3 Faatorcd Pressure ter RooCWr 512.213 AVvI Pressure an Section it Pull 9.13 lap it Assvm lion check PWAg 3.611 O.Ofi•fu 300 O.K. Unfettered AxiaHY Applied Loads Undo cmrcd Pressure on Roof uWr 307.5823 sC Axial Pressure on Section it PH 0.13 k Shear Allowable Facmrcd Loading par AC[ ACI eq. 9-3 Vu=svu8'(Bav-2db)/2 0.07 Phi•VW2 R91 Check Shear ACI 11.5.5.1 O.K. atih• Yl=h/2 LS G improve modulus 530.330 i hlcr 9.546 kipin Bata 1 0.8 Trial Ast m 'd 0.053 bV2 B 7.403686795 led O.482 in Lcr 1.64 i ^4 0.003 OA 0.005 0.32469 psi O.406 in Ase O.24 in^2 IordefkcCwn 1.86 inM4 to 27.00 inM dehm 150 rr(maSmum tensile reinforcement) 0.0225 rm (min. temperature reinforcement) 0.0017 mr.(rn u'anum tensile reinforcement) 0.0033 rod (trial reinforcement ratio bottom) 0.0033 na(re� mement rotor mvidea 0.0150 . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� Facmred AriaHVA gel Leads Fwmred Loading rAC7 ACI .9-3 Faatorcd Pressure ter RooCWr 512.213 AVvI Pressure an Section it Pull 9.13 lap it Assvm lion check PWAg 3.611 O.Ofi•fu 300 O.K. Unfettered AxiaHY Applied Loads Undo cmrcd Pressure on Roof uWr 307.5823 sC Axial Pressure on Section it PH 0.13 k Shear Allowable Facmrcd Loading par AC[ ACI eq. 9-3 Vu=svu8'(Bav-2db)/2 0.07 Phi•VW2 R91 Check Shear ACI 11.5.5.1 O.K. atih• Yl=h/2 LS G improve modulus 530.330 i hlcr 9.546 kipin Bata 1 0.8 Trial Ast m 'd 0.053 bV2 B 7.403686795 led O.482 in Lcr 1.64 i ^4 0.003 OA 0.005 0.32469 psi O.406 in Ase O.24 in^2 IordefkcCwn 1.86 inM4 to 27.00 inM dehm 150 rr(maSmum tensile reinforcement) 0.0225 rm (min. temperature reinforcement) 0.0017 mr.(rn u'anum tensile reinforcement) 0.0033 rod (trial reinforcement ratio bottom) 0.0033 na(re� mement rotor mvidea 0.0150 . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� Unfettered AxiaHY Applied Loads Undo cmrcd Pressure on Roof uWr 307.5823 sC Axial Pressure on Section it PH 0.13 k Shear Allowable Facmrcd Loading par AC[ ACI eq. 9-3 Vu=svu8'(Bav-2db)/2 0.07 Phi•VW2 R91 Check Shear ACI 11.5.5.1 O.K. atih• Yl=h/2 LS G improve modulus 530.330 i hlcr 9.546 kipin Bata 1 0.8 Trial Ast m 'd 0.053 bV2 B 7.403686795 led O.482 in Lcr 1.64 i ^4 0.003 OA 0.005 0.32469 psi O.406 in Ase O.24 in^2 IordefkcCwn 1.86 inM4 to 27.00 inM dehm 150 rr(maSmum tensile reinforcement) 0.0225 rm (min. temperature reinforcement) 0.0017 mr.(rn u'anum tensile reinforcement) 0.0033 rod (trial reinforcement ratio bottom) 0.0033 na(re� mement rotor mvidea 0.0150 . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� atih• Yl=h/2 LS G improve modulus 530.330 i hlcr 9.546 kipin Bata 1 0.8 Trial Ast m 'd 0.053 bV2 B 7.403686795 led O.482 in Lcr 1.64 i ^4 0.003 OA 0.005 0.32469 psi O.406 in Ase O.24 in^2 IordefkcCwn 1.86 inM4 to 27.00 inM dehm 150 rr(maSmum tensile reinforcement) 0.0225 rm (min. temperature reinforcement) 0.0017 mr.(rn u'anum tensile reinforcement) 0.0033 rod (trial reinforcement ratio bottom) 0.0033 na(re� mement rotor mvidea 0.0150 . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� . icu+.e Wire Mesh Wire Sae WS spatng 4'n Mvah Area 0.24"2 [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� [Factored Laterally A IIN IuaJs Facmred Londin rACI FaauNAa.rc vdww 9J.38 sC Lnted Presm.v an Section Lw=W(L^411 "4+H"4 O.O4 klf Hw=\V•(H^4/H^J+L"4 O.OS kIFftmuxe WA Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� Unfacmued Iaten0 • A Hed Laada 58:?J C Tercel pressure on Section Gv=\V'lLv/LV+11^J 0.031df Hw=\\'•fll'J; tl^J+L`J) 0.03 k1f -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� -As naDeetian rl,,.a, sereieeleada Anal 0.13 lei Lateral 0.03 k1C Allowed wake dcDectlnn 0.47 in Msa 1.596 ki in M 1597 kilamin Ds 0.007 in Check deflection O.K. fleet Assuradan check S Hw Lw nor Tensile Strain 0.007 0.007 Check ACI 14.9.2.3 hlual 0.215 kip-R ACI . U Mu 0.220 ki ft 0.190li ft ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� ACI9.3.2 !V 0.9 0.9 Nln trial =mAsF)(dl-n2) 1.380 kill I.380 kipft DM=h1 s- M 0.000 f:i R 0.000 lei R As Addl m'd 0.00lot"2 0.00 W2 Additional mbdrc'd 0.00 in 2 0.00 in ]. Add'I bars e: 3 3 ty read 0 0 of 0 0 or As addl= 0.000 kipA 0.000 k3p-11 Ast=As+As add 0.24 ie2 0.24iv"2 thin= AsFv(db-a/2)] 1.377 kip-11 1 1377 kip-11 Cheek ¢Mn>Mu OX O.K. 9v allowed 13.9895 1MY6 �1ND P1L-LD 1NSPEC710i� �1ND P1L-LD 1NSPEC710i� Page 40-of 45 CXT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09116/2020 Load' Pu Gnbrrzed load fmm coo 0.39 klf Ww we' tof el r R O.W ksf +ENire Nkl �pFen4g1 AT OPENINGS Aloterierti al Pro es dbt fleclnede houom 134 in a blockofshain) 1 0.32469 psi fy / 0.83'fc'b Opening HorizanWl louation VenicW Locmion Llenglh of openurg Hhcightnglaof Pw tcmlf toiized wu and Alu openina Open:ninarie(LB8) pnmllawl lnctor¢cd bad (wu'L^3YL O run 1 1 R 0 R 3.13 R 4.83 it 193.02 0.19 W' 0.58 kit 117 ki ft Opening �b Mre9'd Bar svc qry req'd: 1/Aln= AsF d5-a2 Check Mn= Mu Opelluut 1 1 0.9 1 0.005 of^2 I No. 3 1 I 1 27.98 ki ft OK Wdl ConnmYon I CONNECTIONS Full Resistance Value Overtumin Base Anchors Lateral Base Mchors N§II-Wall Connection Mexinum Maximum Shear Monent+ Moment- Moment+ Moment- In She InS1 R-Distance L-Distance Id -ft la ki -ft IdO-ft 1 6 67.5 . fi.292 7.73 51 19.51 18.75 0.00 TowlTauion Base Anchors ].489 Dist Tendon la Shear L-Dist Morrent+ Morren[- BmeMchorl but J.47 B.29 07.5 ur 1.735 ''R 19.d13 ki 'R V�kll Connections quantiry oFAnchors Capadry of each Countering Dead Load Rom nfi.071 ?. of wa8 tc _ Mjomin - Nall Dist (nches) L-Dist Polowabb Force Ovenumin Morren[ Resistance ki R U Left Low Right 2 1.53/ 50.00% W3 73.5 O.OINI 3.Ofi2 18.755 0.000 Shear Connections at Base Wall Shear Capacity Required Shear Capacity ope�rg 1 RIGIDITY CALCULATED VALUES 64% Final 0 Pier Length He[ ht Fixed Te T Useable? Stiffness k Deflection Label inches inches M IN t0001d /IN in/1000 EnSre Wall 73.5 70 N V 2.376 0.421 A' 73.5 72.04 Y Y 30.253 0.033 A 1 12 1 12.04 1 Y IY 1 3.731 0.268 B 1 .0.06 1 12.04 1 Y I N I 0A00 0.000 Opening 1 Canbine Laois Fist Be meet Sewed Ba arrant Re -Nacre CotMine/Subtract Method Combined EnSre Wall A' A'a Deflection 0.380 A B AB 3tiRne3.731 Ma AB I Final Deflection 1 0.656 Reserve Capadry (5893) OK Pier Length He[ ht Fixed Te T Useable? Stiffness k Deflection Label inches inches M IN t0001d /IN in/1000 EnSre Wall 73.5 70 N V 2.376 0.421 A' 73.5 72.04 Y Y 30.253 0.033 A 1 12 1 12.04 1 Y IY 1 3.731 0.268 B 1 .0.06 1 12.04 1 Y I N I 0A00 0.000 Opening 1 Canbine Laois Fist Be meet Sewed Ba arrant Re -Nacre CotMine/Subtract Method Combined EnSre Wall A' A'a Deflection 0.380 A B AB 3tiRne3.731 Ma AB I Final Deflection 1 0.656 Reserve Capadry (5893) OK Opening 1 Canbine Laois Fist Be meet Sewed Ba arrant Re -Nacre CotMine/Subtract Method Combined EnSre Wall A' A'a Deflection 0.380 A B AB 3tiRne3.731 Ma AB I Final Deflection 1 0.656 Reserve Capadry (5893) OK Reserve Capadry (5893) OK CXT, Inc. (Precast Div.) Santiago 5-299 (WA) i Page 41 of 45 Date: 09/16/2020 ID: Santiago 5-299 DESIGN OF WALL MARKED P14 Natas Material P� entice Wra f c 5000 psi Steel licuirmcement Plain WWF> W1.2-A185 Fy wfre mesh 65000 Fv. relur 6111100 pcf Li6tecialit'? No Concremdcnsi 150 Pcf E(Stull 29000000 i E(Conerete) 4290000 psi 11 modular ratio 6.76 O.K. Shur Paramefen Mel 0.85 a:.3 Vc 2.274 lei 1s 1L.L] Pbi•Vc L933lei IL1.1 himmunit AAR Reinfarsamitnt Regid fs me.min.veal 0.0012 me.mim.horl 0.W2 Mae Vertuad spianZI 18W PC114..3.5 Max Horizontal spcisigI lffw 14a14..3.5 Loading ACI'sdllwnale Deign ofSlmdn I{`oRr Assimilativelags^ firm this methoi WaB panel shall be simply supported, ariolly loaded, mid subject to out-oFplame uniform lateral loading where mawmum moment and deflections occur at mid -height of We wild The crom sectmn is cmtmmrt over the height of the ne8 imicl. The wad crass sections shad be tension eontro" Phi•lsim Mcr Concentrated gmvity loads are distributed di e e wall length The vertical stress PWAg at nddheight shad not exceed 0.06•fc = Anal Desigat Loads (presence from mop L.iter.,l Drsian Loads@nesmroan wall D(Dead load) +Ww Wail weight) 98.44 pof Dead Load(DL.Ll 0 sf S(Snow Load) 220 psC Snow Lead(SL.Ia1J apsf L (Live Load) 0 PSC Live Load (1.1_Will 0 El Lr(Live Roof Load) 30 psf Live Rzmd Load(11r.0) 0 Rg W (Wind Load) 102.86 pNf \Vied Load (WL,laQj 58.99 psf E (Earthquake Load) 16.93 tod Firth uake Load (EL.lat)l 10.43 imf Factored Aaiilly Applied leads Facmred Lavd'ung rACI ACI a .9-3 Factored Pressure an Raof Wr 512.213 Asia\ Pressure on Section PuB 0.13 k Assvm Bon check PW. 3.611 i Oa6 .'fc 300 i a,i.,k. us+e O.K Unfactoned Asian A M RLeads Unfm:mrcd Pressure on RoofnW! 307.5825 sC :tial Presa can Section PB 0.13 top 53mm• ABowahlc Factored Loading per ACI ACI N. 9-3 Phi•Vd 0.97 Check Sltew ACI 11.5.5.I O.K. Ig=(b•h2jll2 27 vi^4 =(b•h) 3fi in2 Yt=hl2 I.i Rimplore modulus 530,330 i hlcr 9.546 ' iu Bern 1 0.8 Trial Astrc'd 0.053 in2 B 7.403686795 kd O.492 "ran Lcr 1.64 ioN at 0.003 as 0.005 0.32469 psi 0.406 in Asa 0.24 ui2 Icnlelkction 186 inM It 2700 m^4 delta ISO r, (initiation tensile reinforcement) 0.0225 m (mitemperature reinforeemenp 0.0017 w.(minimum tensile reinforcement) 0.0033 ma(trial reinforcement ratio bottom) 0.0033 a,a(reurforcementratio mvided 0.0150 Ic1l+.ai1 IG 1+.823 1C11+.83.e Wue Mesh lake B'e WS 4"t Mesh Arco 0.241r`2 Factamll.aterallyA Bd Loa,L Facmred Loading rACI asf 94138 Lnlenl Pitarare an Section Lw=WLN/L•4+H^4) 0.04 k1f Hsv=W(W4/H^4+L^4 0.05 k1C Unfactored Ube mB A Bed Loads tmaaowalena.e. WA58.99 sf Lateral Presswe an Section Lw= IV*(LA4 / L^4 + HA4)1 0.03 klC Hsv=W*(H64/H^4+L^4 0.03 df DeMctian Sarvlce Lands Axial 0.13 lei Leteml 0.03 klf Allowed service deflection 0.47 in Msa 1.596 ki in M 1.5971v in Ds 0007 in Check deflection O.K. Fleur Aamminitial do S Hw Liver net Tensile bomml 0.W1 1 0.007 Chak ACI 14.8.2.31 Tourn- hitial 0.215 kipR ACnI e . (l4-� o.z2R Mlei a d.190 u n ACI9.3.2 Its 0.9 0.9 Dan trial = Fgdt-a2) 1.380 lei ❑ 1.380 kipR DM=h( s- M 0.000lei R 0.0Wlap-it As Add'I re 'd 0.00 ui2 0.00 in2 Additional rcutCrc 'd 0.00 in2 0.00 in 2 Add'1lnr size: 3 3 rpy rc d 0 0 or spacing of. 0 0 As adSt= 0.000 kip-ft 0.000 kip-R Art=As+Asadd'1 0.24 in2 0.241n^2 IMn= F(db-ell)j 1.377 kipft It77 kipR Check dMn=Mu O.K. O.K. 9a allowed 15.989u 13.80% 45 CXT Inc. (Precast Div.) Santiago S-299 (WA) Page 16 2 20 � Date: 09/16/202D Iasd'n Pu factor¢<d ImJ fmm roo 0.39 tlf Ww (utighlof paial r ❑1 O.OJ ksC xcrrvrum:rttantvi na t3rr.tvuvw Namaial Pan mties dL (eflec4ce do NbaOam 134 in a block ofslmhq 0.3269 Mi a=As * fv / 0.85•fc•L Opeawg HarrzoaWl Location Verdcd Lnemion L IenE4h of atoning H heist above (-1 Wei of Pw [aW rw mlal Mu Opening OpewoS(L(LBS) loaduW Weiload 1'acmr¢W load (uu•L^2Y12 O iwrSl OR 0R 5.13ft 4.%3ft 193.02 0.19 W' 0.5%klf 127 ki ft OpeNna �b As rcgV Bar s'vu qty raq'd: bbin= F db-aC. Check O •n na 1 0.9 w 0.005 '2 No. 3 I 27.98 ki R O.K O.K Wall Conncctimi I CONNECTIONS Full Resistance Value Ovedumin Base Ma Leta I Base Pnchors Wall-Wal cnnneatinn Quantity Marirruin Mebnum Shear Momard+ Moment- MomarR+ Marrent- inShear R-Distance L-Distance M W -ft Id -ft Id -ft ld -ft 1 67.5 6 6,292 19.51 1,73 0.00 16.75 Told Taiuun Bass Anchors 3A69 Dist Tension to Shear L-Dht Martens+ Monent- BaseMcharl fi7.5w 3.47 4.29 5v 19.SI3 ki •R 1.735 ki •ft Wall Connections quantity afMchors Capadly of each Countanng Dead Load from .of nu%m Adjsurw - Wall Dist (inches) L-Dist Allowahle Foma OverNmin Moment Resistance ki k U LeR Low MR i ht 2 1,531 6.071 50.00% W4 0 73.500 3.062 0,000 18.755 Shear Connections at Base Wall Shaer Capacity Required Shear Capacity (Ib)per Design Capacity Reserve Design Resistance Base Connector Force b Ib Ca aci PLF PLF check 399 6292 5893 0 9771 OK 399 OpenL�g l RIGIDITY CALCULATED VALUES 64% Final0 Pier Length Height Fixed Top? Useable? Stillness k Deflection Label mchas inches YINYM 10001a / IN in 11000 ki Entire Wall 73.5 70 N V 2.376 0.421 A' 73.5 120/ Y V 30.253 0.033 A 1 0 1 12,04 Y I N 1 0.000 1 0.000 B 1 11.94 1 12.04 V I V 1 3.703 1 0.270 Opcnmgl Combine La Ic Flrst Se moot Semnd Sa moot Re -Name Cartbine/Subtract Method Combined En&e Wall A' A'a Deflection 0.388 A B Ae Stillness 3.703 A'e ABI nal De%ectlnn 0.656 Reserve Capacity (58931 OK t- f :- Pier Length Height Fixed Top? Useable? Stillness k Deflection Label mchas inches YINYM 10001a / IN in 11000 ki Entire Wall 73.5 70 N V 2.376 0.421 A' 73.5 120/ Y V 30.253 0.033 A 1 0 1 12,04 Y I N 1 0.000 1 0.000 B 1 11.94 1 12.04 V I V 1 3.703 1 0.270 Opcnmgl Combine La Ic Flrst Se moot Semnd Sa moot Re -Name Cartbine/Subtract Method Combined En&e Wall A' A'a Deflection 0.388 A B Ae Stillness 3.703 A'e ABI nal De%ectlnn 0.656 Reserve Capacity (58931 OK t- f :- Opcnmgl Combine La Ic Flrst Se moot Semnd Sa moot Re -Name Cartbine/Subtract Method Combined En&e Wall A' A'a Deflection 0.388 A B Ae Stillness 3.703 A'e ABI nal De%ectlnn 0.656 Reserve Capacity (58931 OK t- f :- Reserve Capacity (58931 OK t- f :- CXT, Inc. (Precast I)iv.) � �, Page 43 of 45 Date: 09/16/2020 � �� •• a�a � W 3 pa o z 3 P 9 H � •• `u `u w 3 0 'F S a %Sss��o�:'�s o_�": '2 ^�v:N _gym r� _ � �, � a o �' ..:� 2? o .. i�X yg99 f��f-0�.�:a ..6 3 �T _ �za8�e =�� 8 E � E u �� a � v+U E ems, w 'a U`mw o c e E al a la a C o g ro � o � , e c e `a e G� _ .5 :5 .5 �$ 5.5 F �� , n9 €� � g-, og� ��a a a C3z� E.'+5 a'J`n��o .g "w� �9 _ _gas s s yy d g Q E E `a o E°' v t o �m�=_��,aE� z�ci z"z E .5 .5 _�< w° y 3 3 u B s a" r a � F n �� a� E � � � o0 `��e'e v � .i e � e e v E 2 7 0 E e e � F E E Y z a N �s�� a w 3 a c��p �'go e a 's :l 9wN f� G 5 c � � .o .��< 3 v as '3.3 aE ez ow° v,�a =� 3F �3 SS �_ N `o �'g w a :.�� 3 � � o a � `owF � n at[0 ry o � 3 �o @3 o a. s �y�$v� �� tl .� !, � c G y e eev� E � � 9 5 �� o w sew 4 S T 5.5 3 at a z�oo8� ti c`a a sqs oss2�� b y�a a��.wi3m 3��g s �_ a .� a �y.5 Sl�SJLC"� TO CODI ,4ND FIELD INSPLCTIf l�' f 45 CXT Inc. (Precast Div.) Santiago S-299 (WA) Page 44 2020 � Date: 09/16/2020 z s = g � c Z � W '7 s' A s..g5 �Amam2i:. s la e� sa 3 0 7a S ti3= T U a � e ma's GO�O=e'e��Q�f €€� AA�bv 8 a ss � m s � 5 d 2 o x m � 6 F U g8 � vF 3C £ mi .ro W� a E S. $e A � o S sG �M a uss � � � a U e �8 o EH op i q i m Oxu ti F E 8 �G y sae 1E�;iL �V U c :1x U E - - � a"z a€�S� m�d88 �a &8 _ SS h� C .5 d A� 3 yZ wa N CXT, Inc. (Precast Div.) Page 45 of 45 Date: 09116/2020 ID:1 Santiago S-299 Geometric ra er[ies Bs tviddr of roof anel) 23.00ft Ls nth of roof anal) 29.00 ft Ar• Area of Roof 667.00 ftA2 H (height of building) 11.58 It Lb (length of building) 20 ft Wb (avidth of building) 26 ft Ah(Area of building) 520 ftA2 1v (quainfity of vaults) 0 AA (Area of Vault Lips) 0.00 ftA2 Av (Area of Vault) 0.00 ftA2 ((Vault height) Oft Cab (Closed Area of building) 504.78 ftA2 Hw (depth of floodwater) 1 ft Loading weight ofvault)** 0 lb Wtr (roof panel weight) 40260 lb Ww (total walls panel weight) 76743 lb Fw (floor pastel weight) 31545 lb We (estimated weight of building) 148548 lb Wev(estimated weight of building aa•/vault) 148548 lb PSFr (roof snow load) 184.8 psf PSFf (Floor Live Load) 400 psf Pmax (Maximum allowable pressure) 1300 psf Fupmw (MWFRS Uplift Force) 43.81 psf WLlat (MWFRS lateral aaind pressure) 51.74 psf yw (specific weight of water) 62.4 pef "Weight ofvault is not considered in sliding resistance (shdin factor) 0.40 FS (factor of safety rzquired) L00 CHECK SLIDING RESISTANCE Shear .TVseismic (from seismic anal}'xis with snow) 33725.0 Ih .TVseismic (from seismic analvsis NVu[ snow) 28924.8 Ib Wind = WLIat * max(Wb,Lb)*H 1557847 lb * Load adjustment per IBC 1605.3 load combinations. Slidin Resistance with Snow Pslide=a*(.6*We+]5*PSFr*Ar) Pslide= 7263076 FcrnnA Factor of Safety Sliding FSwind =Pslide /Vwind FSwind = 4.7 > 1.0 FSseismic=Pslide/Vsaismic Fseismic= 2.2 > 1.0 Resistance with No Snow Pslide = u*.6*We Pslide = 35651.5216 Fsrecd Factor of Safety FSwind =Pslide / Wind Fswind = 2.3 > L0 FSseismic=Pslide/Vseismic Fseismic= 1.2 > 1.0 CHECK OVERTURNING RESISTANCE Shear .7*Otseismic (from seismic analysis avidt snots) 332.601 ki -ft .7*Otseismic (from seismic mtal psis without snow 284.048 ki -ft Onvind=(WLlat*Lb*HA2/2)+(Fu mw*Lb*WbA2/2) 365.512 kip-ft * Load adjustment per IBC 1605.3 load combinations. Overturning Resistance with Snow Otrsnoe•=(.6*We+.75*PSFr*Ar)*(Wb/2) Otrsnow= 1179.539M -ft Fsrrnd Factor of Safety FSwind = OOsnoav / Onvind FSwind = 3.23 > 1.0 FSseismic=Obsuoty/Vsaismic Fseismic= 3.55 it > I 1.0 Overturning Resistance with No Snow Otr =.6*We*Wb/2 Otr IU8.674 ki -ft Fcmnd Factor of Safety FSwind = Otr /Vwind Fswind = 3.17 >_ l 0 FSseismic=Otr /Vseismic Fseismic= 4.08 > 1.0 CHECK BEARING PRESSURE CONDITION Net Pressure Pnet=(Wev+pSFr*Ar+PSFf*Af)/Ab 922.71 sf Allowable Pmax > Pnet I500 sf >_ 922.71 sf By observation, if the building is placed on a properly prepared well drained granular sub -base, die design is sufficient for lateral and vertical loads. CHECK BUOYANCY FORCE CONDITION Buo ant Fm•ce F6= v*Av*Hw v*Cab*(Hw-Vh) Fh= 31498.1316 Factor of Safe FSb=Wz/Fb FS6= 4.72 > IAO O.K. The teaight of tle building exceeds the buoymrt force due to hydrostatic przssum acting on the horizontal surface of the vault, therefore, Ore design is sufficient against buoyancy. Floor Design Information: 1) The referenced building is mach of flood damage resistant 5000 psi reinforced concrete. 2) The vault system, if existing, is dzsigned [o minimize infiltration into system and can he considered water tight to a height of 17" 3) Flood Ventilation is available at threshold level and flood ventilation exceeding 1" per sq. ft. of floor azea is provided no more den 12" A.F.F. 576LTE Or v" DEng r ES BIND kli.Ll� R�SFL-C� : • • 2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Dec 2019 General Info Project Title: SantiagoS-299 Date 9/11/2020 PROJ-SUM form Project Street Address: 611 RAVE For Building Department Use shall be provided as a cover sheet for all compliance form submi(tals. Project Project City, County, Zip: ANACORTES, WA 98221 Project Owner or Rep: City of Anacortes Title shall match Jurisdiction: project plans title block. Project Description New Construction and Additions Select all that apply to the scope of project. 0 New Building ❑Building Addition SelectAddition +Existing Existing Building Retrofit or Alteration +Existing if the existing building will be combined with the addition ❑Alteration ❑ Change of Occupancy ❑Change in Space Conditioning or alteration to demonstrate compliance per Section ❑Historic Building C502.1 or C503.1. Building Elements Scope -Select all that apply ❑ All ❑Building Envelope❑ Mechanical Systems Q Service Hot Water Systems 0 Lighting Systems 0 Electrical Systems All Commercial O Group R - R2, R3, & R4 (� Mixed Use over 3 stories and all R1 ®ccxxpancy Type Mixed Use - Building is greater than three stories above grade and it has both Commercial and Group R occupancies. Mixed Occupancy - Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Select all that apply to the scope of project ❑ Fully Conditioned ❑Semi-heated2 ❑Refrigerated Spaces (Warehouse and/or Walk-ins) Space COridltlOrilrig ❑Low Energy Space Category3 Categories Eligible Low Energy Spaces ✓❑ Unconditioned ❑Low energy heating/cooling capacity ❑ Wireless service ❑ Greenhouse4 ❑Equipment building equipment shelter Floor Area and Floors Above Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Stories � Q Compliance Method 1 -General � Compliance Method 2 -Total Building Compliance Method 9 -Projects shall demonstrate compliance with all applicable mandatory and General Compliance prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to include with a Prescriptive submittal: All applicable ENV, LTG, and MECH. I'atil Compliance Method ? -Projects complying via total building performance (TBP) shall include a summary of results from a whole building energy model per Section C407 and shall demonstr liance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 f n. Compliance forms to include with a TBP submittal: PROD -SUM, ENV-CHK, all MECH forms except MECH-ECONO and MECH-VENT (pending). W11,r C Note 1 -Refrigerated Spaces -They shall comply with the envelope and refrigeration equipment requ coolers and freezers shall also comply with the envelope requirements in C402. C490 takes Note 2 - Semi -heated Spaces - if heated with equipment other than electric resistance may take an e: envelope assemblies shall comply with the thermal envelope provisions. r Note 3 -Exemptions For Low Energy Spaces -Low Energy spaces are exempt from all provisi ns in however all other applicable provisions in the Code do apply including lighting, mec cal, Note 4 -Eligible Space Conditioning For Low Energy Greenhouses -Greenhouses are defi as environment that is used exclusively for cultivatic�i,protection and maintenance o la . Cc cooling, and any form of heating equipment, are allgwed under the Low Energy Greenhouse equipment that requires a condensing unit are NOT eligible. .��e Ef(P'IRES April 23, 2021 Y��rAr1rY1�� r September 16, 2020 st�;?r� � ro rni,�; �Zl F[Er_h TT.;cor...-.... 2015 ASEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Dec 2019 General Info I Project Title: SantiagoS-299 Date 9/11/2020 C406 Additional Building level efficiency options: Current Scope Previous Projects Efficiency Package C406.8 Enhanced envelope performance Options Summary C406.9 Reduced air infiltration ❑ A minimum of two Options are required for new construction, C406.5 On -site renewable energy and change in space conditioning or occupancy Building area level efficiency options C406.2 More efficient HVAC equipment ❑ projects. Select all Options included in the current project scope. Also select Options complied C406.6 Dedicated outside air systems (DOAS) ❑ ❑ with underprevious projects (shell and core, other tenant C406.7 Reduced energy use in service water heating ❑ C406.3 Reduced lighting power 0 ❑ spaces in building, etc) Buildings with multiple tenant spaces may comply with C406.4 Enhanced digital lighting controls ❑ different options (mix & match). C406 Comments: Options are required for all All options but C406.3 are not applicable for this project. space conditioning categories. Include discipline specific information for C406 options in ENV -SUM, LTG -SUM and Refer to SBCC website for official interpretations regarding C406 provisions. EXPIRES April 23, 2021 September 16, 2020 2015 Washington State Enerqy Code Compliance Forms for Commercial Buildings including R21 R3, R4 over 3 stories and all R1 Revised Nov2011 Project Info 39016 Project Title: Santiago S-299 Date 9/11/2020 Compliance forms do not Applicant Information. Provide contact information for individual who can respond to inquiries about compliance form information provided. For Building Department Use require a password to Company Name: CXT Precast Products, Inc. use. Instructional and Company Address: 6707 E. Flamingo Ave Bldg 300, Nampa, ID 83687 calculating cells are write - protected. Applicant Name: Ali Cairns Applicant Phone: 509-892=3238 Applicant Email: Acairns@lbfoster.com Project Description 0 New Building Addition 13Alteration 0 No Lighting Scope Include PROJ-SUM form (included in envelope forms workbook) with lighting compliance forms. Interior Lighting System Two (2) lights servicing each men and women bathroom Description One (1) light servicing the utility room Two (2) lights servicing the chase ® Interior Lighting Plans Included Interior Lighting Power 0 Building Area Method ® Space -by -space Method Allowance Method Select method used in project. Interior Lighting Controls ® All C405.2.1- C405.2.8 Lighting Controls Q C405.2 Exception 5 Luminaire Level Lighting Controls (LLLC) Additional Efficiency Package Option C406.4 Enhanced Digital Lighting To comply with C406.4, no less than 90% of the total installed interior lighting power shall comply with required controls per C406.4. Dwelling Unit Interior Pennarientlyinstalled interior lighting fixtures in dwelling units comply with: 46 No Dwelling Lighting OC405.2 thru C405.5 Commercial Lighting Controls and LPA Units 4C406.3 High Efficacy Lighting 0R404.1 Residential High Efficacy Lighting. Dwelling unitlightingcomplies with WSEC Residential provisions in lieu of WSEC Commercial provisions. Exterior Lighting System Description ® Exterior Lighting Plans Included Building Additions Compliance Method Interior lighting Exterior lighting Lighting systems in addition area comply with all applicable provisions as a stand alone new construction project ..._....._N........_........._........._........._................... systems in addition are combined with existing 0 0 ing systems to demonstrate compliance Refer to Section C502.2.6 for addition I requirements. p4 Q Ft x `� ------------------------------------------------ -- ---- -- mbined with existing: ting projects, include new + existing -to -remain interior lighting fixture wattage in os g Wattage table in LTG-INT-BLD or LTG-INT-SPACE form. xtex r ing projects, include new + existing -to -remain exterior lighting fixture wattage in sed r'�1 le and Proposed Non -Tradable Lighting Wattage tables in LTG-EXT form. ]VAL EXPIRES April 23, 2021 �+..r.+err. September 16, 2020 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: SantiagoS-299 Date 9/11/2020 Change of Space Use 0 Existing interior lighting systems in areas under -going a change in space use are upgraded to comply with LPAs for the new space types per Tables C405.4.2(1) or C405.4.2(2). Identify interior spaces requiring LPD upgrade to the current Code in Proposed Lighting Wattage table in LTG-INT-BLD or L TG-INT-SPA CE form. Interior and Exterior Lighting Power Interior lighting Parking garage Exterior lighting Lighting Alterations 50% or more of existing are replaced 0 Q Q Select all Lighting Power and Lighting Control elements that apply to the scope Less than 50% of existing are replaced 0 Q Q of the retrofit project. If project includes a combination of spaces where less than 50% of the existing fixtures are replaced Lamp and/or ballast replacement only — existing total wattage not increased 0 0 0 in some spaces, and 50% ormore of the fixtures are replaced in others, then provide separate lighting power compliance forms for the two retrofit 50/ or more replaced - Total lightingpower of new+ existing -to -remain fixtures shall complywith total LPA per Sections C405.4.2 and C405.5.2. Include new+ existing -to -remain fixtures in Proposed Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. conditions. Spaces undergoing the same type of retrofit may be combined into one Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the total lighting power prior to alteration. Include new + existing -to -remain fixtures in the Proposed lighting power compliance form. Lighting Wattage table in LTG-INT-BLD, LTG-INT-SPACE or LTG-EXT form. 50% threshold applies to numberof luminaires for interior spaces and parking garages, and total Refer to Section C503.6 for additional installed wattage for exterior luminaires. requirements. Lighting Controls Interior lighting Parking garage Exterior lighting All alteration lighting controls shall be commissioned perC408.3. New Wring installed to serve added fixtures and/or fixtures relocated to 0 0 0 new circuit(s) New or moved lighting panel 0 0 0 Interior space is reconfigured - luminaires unchanged or relocated Newwiring orcircuit - For interior lighting, provide required manualcontrols perC405.2.3, occupancy sensor controls per C405.2.1, daylight responsive controls per C405.2.4 and application No changes are being made to the interior or exterior lighting systems and existing space specific lighting controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7. New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automati time switch controls per C405.2.2, uses and configuration are not Reconfigured interior space - Provide all required lighting controls that apply to a new interior changed. space. Application specific lighting control provisions per C405.2.5 do not apply to reconfigured EXPIRES April 23, 2021 September 16, 2020 2015 Washington State Energy Code Compliance Forms far Commercial Buildings including R2, R32 R4 over 3 stories and all R1 Revised Nov 2017 Project Title: SantiagoS-299 Date 9/11/2020 Calculation Area NOTES New Construction Q Addition - 0 Spaces where < 50% of Spaces where >_ 50% of 4 Addition 0 Spaces where the Use For Building Department Use LPA Calculation Type Standard Additional Efficiency Package Option C406.3 Reduced Interior Lighting To comply with C406.3, the Proposed LPD shall be 25% lower than the Target LPA. Refer to C406.3 for additional requirements. User Note Maximum Allowed Lighting Wattage 1E1 Location (plan #, room #) Space Type Ceiling HeightNOTEZ Gross Interior Area in ft2 Allowed Watts per fe Watts Allowed (watts/ft2 x area) Bathrooms Restroom: all other 387 0.780 302 Chase Workshop 72 1.270 91 utility Workshop 61 1.270 77 Lobby Art/Exhibit Display Allowance from LTG-INT-DISPLAYNOTEs� Total Area 520 Retail Display Allowance from LTG-INT-DISPLAY Allowed Watts 471 Proposed Lighting Wattage NOTES Location (plan #, room #) Fixture Description Nore4, s, s Number of Fixtures Watts/ Fixture NOTE7 Watts Proposed Bathrooms Surface Mounted Wrap -around (1) 28W LED 4 28 112 Chase Surface Mounted Wrap -around (1) 28W LED 2 28 56 utility Surface Mounted Wrap -around (1) 28W LED 1 28 28 r: Proposed Retail Display Lighting from LTG-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 196 Interior Lighting Power Allowance COMPLIES WITH C406.3 Note 1 -List all unique space types per Table C405.4.2(2) that occurin the project scope. Select space type category from drop down menu. Note 2 -Indicate ceiling height for atriums and spaces utilizing the ceiling height adjustment per Table C405.4.2(2), Footnotes d thru f. Note 3 -List all proposed lighting fixtures including exemptlighting equipment and existing -to -remain fixtures. Note 4 - For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. Note 5 -For lighting equipment eligible for exemption per C405.4.1, note exception number and leave Watts/Fixture blank. Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing in fixture description. Note 7 - For proposed Watts/Fixture enter the luminaire wattage for installed lamp and ballast using manufacture luminaires with screwin lamps, enter the manufacturer's listed maximum input wattage of the fixture (nc voltage lighting, enter the wattage of the transformer. For line voltage track/buswey systems, enter the larger of 50 wattsAineal foot, or enter the wattage limit of permanent current limiting device.., Note 8 -Lobby Art/Exhibit Display A//owence is independent of the Maximum Allowed Lighting�Wattage. nt fixtures in LTG-INT-DISPLAY form only. Note 9 - Calculation Area Details: a. Lighting fixtures in a building addition may comply as a stand Alone project, or they may me lighting systems to demonstrate compliance. Refer to C502.1. b. For alterations and building additions, provide Space Types and gross interior areas in the Maximun a building addition will comply as combined with the overall existing building lighting systems, include and oross interior areas. INN September 16, 2020 zu�5 vvasrnn ton state cner cone cow uance rorms rorcommerciai rsuuain s mcivam ru, rca, K4 overa stones ana au ni rcev�sea ivov�u i r Project Title: SantiagoS-299 Date 9/11/2020 Exterior Lighting Zone * Zone 1 0 Zone 2 0 Zone 3 0 Zone 4 Exterior Lighting Zone selection required to enable LTG-EXT form. Zones are defined in Table C405.5.2(1) and specified by the For Building Department Use Calculation Area New construction 0 Addition- stand alone 0 Addition + existing o Alteration with < 50% 0 Alteration v&ith >_ 50% ext. ext. wattage replaced wattage replaced User Note Building Grounds Applies to individual luminaires> 100 Watts 0 Efficacy > 80 lumens/watt 0 Exemption 0 Controlled by motion sensor Tradable Maximum Allowed Lighting Wattage NOTE' g g g Base Site Allowance: 500 Tradable Surfaces Surface Description Area (ftz), perimeter (If) or# of items Allowed Watts per fe or per If Allowed Watts x ftz (or x If) NOTE 2 Main Entry Door 12 20W/LF door 240 Total Allowed Tradable + Site Allowance Watts: 740 Tradable Provosed LiLyhtintr WattaLre NOTE3 Tradable Surface Fixture Description NOTEa,s Number of Fixtures Watts per FixtureNOTEs Watts Proposed Main Entry Door 14W LED 3 14 42 Total proposed tradable watts may not exceed the sum of total allowed tradable Total Proposed Tradable Watts: matte nhi.c the hose .cite g11niARnrP 4nv hose .¢ita g11nmanra not naerlarl to 42 make tradable watts comply can be applied to individual non -tradable Non=Tradable Maximum Allowed Lighting Wattage'"""' Site Allowance Remaining: All per ftz, If or item Non -Tradable Proposed Lighting Wattage "°TE 3,7 500 2 owe Watts X fl (or X If) NOTE 2 Non -Tradable Surface Fixture Description NOTEa,a Number of Fixtures Watts per FixtureNorEs Watts proposed Non -tradable proposed watts may not exceed allowed watts for any individual surface unless the total excess watts for all non -tradable surfaces are less than the remaining site allowance. _.rM�'�Y�_ Exterior Note 1-List all exterior surfaces per Table C405. Note 2 -Unlit Message -Enter lighting fixture in Note 3 -List all proposed lighting fixtures includi Note 4 - For proposed Fixture Description, is Note 5 - Existing -to -remain fixtures s Il be i cl as new fixtures. Identify as tin n Note 6 - For proposed Watts/Fixtu e to he lun luminaires with screwFin lamps, enter the voltage lighting, enter the wettage of the EXPIRES April�23. 0 1 September 16, 2020 Non -Tradable Watts Exceeding LPA: 0 Remaining Site Allowance: 500 COMPLIES WITH MAX. ALLOWANCE Select exterior surface categories from drop done menu Lighting Wattage table to generate Lighting Power A/Iowa lamps in the fixture, and ballast type (if applicable). le Proposed Lighting Wattage tables in the same manner and ballast using manufacturer or other approved source. Foi inputwettage of the fixture (not the lamp wattage). For low 1.4ghting, Motor, and Electrical Permit Checklist, Pg. I LT 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R31 R4 over 3 stories and all R1 Revised NOV 2017 Project Title: SantiagoS-299 Date 9/11/2020 The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the Applicability Location in Building Department (yes,no,na) Code Section Component Compliance information required in permit documents Documents Notes LIGHTING CONTROLS Lighting controls, For all lighting fixtures, indicate lighting control method on plans Yes C405.2 general for spaces and lighting zone(s) served, or exception taken S-327 S-33 Luminaire level Indicate on plans all fixtures provided with LLLC in lieu of NA C405.2 lighting controls C405.2 lighting controls; provide description of control (LLLC) capabilities and performance parameters For permanently installed lighting fixtures in dwelling units, Lighting in dwelling indicate lighting control method on plans for spaces and NA C405.1 units lighting zone(s) served, or demonstrate compliance with high efficacy exception C405.2.3 Indicate on plans the method of manual lighting control (whethe Yes C405.2:1 A C405.2.2.2 Manual controls combined with occupancy sensor, automatic light reduction, S-321 S-33 daylight responsive or specific application controls), location of C405.2A manual control device and area or specific application it serves C405.2.5 C405.2.2.1 Indicate on plans which method of manual 50% lighting load Yes C405.2.2.2 Manual interior light reduction is provided, or whether lighting load is reduced via S-32, S-33 reduction controls C405.2.3 occupancy sensors or daylight responsive controls Indicate on plans the method of automatic shut-off control durin unoccupied periods (occupancy sensor, time switch or digital S-321 S-33 Method of automatic timer switch) for all lighting zones; Yes C405.2.2 shut-off control Indicate locations where automatic shutoff is provided by other methods (occupancy sensor or digital timer switch) or which time switch control exception applies Indicate on plans the spaces served by occupancy sensors; S-323 9-33 Indicate whether occupancy sensor controls are configured to Yes C405.2.1 Occupancy sensor C405.2.1.1 controls be manual -on, automatic 50%-on, or serve a space eligible for automatic 100%-on per exception Occupancy sensor Indicate aisleways and open areas in warehouse spaces NA C405.2.1.2 controls - provided with occupancy sensor controls that reduce lighting warehouses power by 50% Automatic time Indicate locations of override switches on plans and the lighting Yes C405.2.2.1 switch controls zone(s) served, include area sq. ft. S-321 S-33 Indicate digital timer switch control includes: manual on/off, time NA C405.2.6 Digital timer switch delay, audible and visual indication of impending time-out Indicate primary and secondary sidelight daylight zone areas on plans, include sq. ft.; Indicate toplight daylight zone areas on plans, include sq. ft.; NA C405.2.4.2 Daylight zones - For small vertical fenestration assemblies (rough opening less C405.2.4.3 Sidelight and toplight than 10 percent of primary daylight zone) where daylight responsive controls are not required, provide fenestration area to daylight zone calculation(s) Indicate on plans lighting zone(s) served by daylight responsive controls; Identify sidelight and toplight daylight zones that are not provided with daylight sensing controls and the exception(s) tha NA C405.2.4 Daylight responsive apply; controls Indicate on plans the lighting load reduction method - continuous dimming, or stepped dimming that provides at least two even steps between 0%-100% of rated power; Indicate that daylight sensing controls are configured to completely shut off all controlled lights in the lighting zone Additional controls - Identify spaces and lighting fixtures on plans that require NA C405.2.5 Specific application specific application lighting controls per this section lighting controls Indicate on plans that display and accent lighting, and display C405.2.5 - Display and accent case lighting are controlled independently from both general NA Items 1 &2 lighting area lighting and other lighting applications within the same space; Indicate manual and automatic lighting control method Ai'YiiGVED SURD -'CT TOCODB ,AND FIELD [NSPL•CT[Clt`f Lighting, Motor,and Electrical Permit Checklist, '• 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R31 R4 over 3 stories and all R1 Revised Nov 2017 Project Title: SantiagoS-299 Date 9/11/2020 The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the Applicability Location in Building Department (yes,no,na) Code Section Component Compliance information required in permit documents Documents Notes C405.2.5 - Hotel/motel guest Indicate method of automatic control - vacancy or captive key NA control of all installed luminaires and switched receptacles in Item 3 rooms guest room C405.2.5 - Supplemental task Indicate method and location of automatic shut-off vacancy NA control for supplemental task lighting, including under -shelf or Item 4 lighting under -cabinet lighting Indicate on plans eligible non -visual lighting applications, include sq, ft, area of each lighting control zone; Indicate on plans that non -visual lighting are controlled C405.2.5 - Lighting for non- NA independently from both general area lighting and other lighting Item 5 visual applications applications within the same space; Indicate method of manual lighting control and applicable automatic lighting control Indicate on plans that lighting equipment for sale or demonstration are controlled independently from both general Lighting equipment NA C405.2.5 - for area lighting and other lighting applications within the same Item 6 sale or demonstration space; Indicate method of manual lighting control and applicable automatic lighting control Identify on plans egress fixtures that function as both normal and emergency means of egress illumination; Provide calculation of lighting power density of total egress NA C405.2.5 - Means of egress lighting; Item 7 lighting If total egress lighting power density is greater than 0.02 W/sq, ft., indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods; Indicate method of automatic shut-off control Indicate on exterior lighting plans and fixture schedules the automatic lighting control method, control sequence, and S-323 S-33 locations served; For building facade and landscape lighting, indicate automatic controls shut off lighting as a function of dawn/dusk and fixed Exterior lighting Yes C405.2.7 controls opening/closing time; For all other exterior lighting, indicate automatic controls shut ofl lighting as a function of available daylight; include control sequence that also reduces lighting power by at least 30% between 12am-6am, or from 1 hour after closing to 1 hour before opening, or based upon motion sensor Exterior building For building grounds fixtures greater than 100 watts, indicate on NA C405.5.1 grounds lighting plans whether fixtures have efficacy greater than 80 lumens or; controls are controlled by motion sensor, or are exempt lighting per C405.5.2 Area controls - Indicate location(s) of master control switch(es) intended to C405.2.5 control multiple independent switches; circuit breaker may not Master control NA (listed after switches and circuit be used as a master control switch; C405.2.7) limit Verify that no 20 amp circuit controlled by a single switch or power automatic control is loaded beyond 80% ADDITIONAL EFFICIENCY PACKAGE OPTION - ENHANCED DIGITAL LIGHTING CONTROLS To comply with additional efficiency package option, indicate onj plans all interior lighting fixtures that are individually addresser' and provided with continuous dimming, or exception taken; Enhanced digital NA C406.4 lighting controls 9 9 Include calculation of percent total installed interior lighting power that is configured with required enhanced lighting control functions (min 90% to comply with additional efficiency package option) Lighting, Motor,and Electrical Permit Checklist, '• 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised Nov 2017 Project Title: Santiago S-299 Date 9/11/2020 The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the Applicability Location in Building Department (yes,no,na) Code Section Component Compliance information required in permit documents Documents Notes INTERIOR LIGHTING POWER & EFFICACY Include all luminaires in lighting fixture schedule; indicate fixture types, lamps, ballasts, and manufacturer's rated watts per S-321 S-33 fixture; Identify spaces eligible for lighting power exemption on plans _ C405AA Total connected and in compliance forms; indicate the exception applied; Yes C405.4.2 interior lighting power Identify lighting equipment eligible for lighting power exemption in fixture schedule and in compliance forms; indicate the exception applied; Indicate that exempt lighting equipment is in addition to general area lighting and is controlled independently Indicate location of exit signs on plans and rated watts per NA C405.3 Exit signs fixture in lighting fixture schedule (maximum 5 watts per side) If high efficacy exception is applied to permanently installed lighting fixtures in dwelling units, indicate in lighting fixture NA C405.1 Lighting in dwelling schedule if lamps in fixtures are high efficacy per R404.1. schedule units - lamp efficacy percentage of fixtures with high efficacy lamps in project (min 75% to comply with exception). Interior Lighting Power Calculation - Indicate compliance path taken Building Area Complete required compliance forms — proposed wattage per Yes C405.4.2.1 Method building area does not exceed maximum allowed wattage per S-321 S-33 building area; identify locations of building areas on plans Complete required compliance forms — total proposed wattage NA C405.4.2.2 Space -By -Space does not exceed maximum allowed wattage; identify locations o Method space types on plans, including retail display areas, lobby art & exhibit display areas, and ceiling heights as applicable ADDITIONAL EFFICIENCY PACKAGE OPTION - REDUCED INTERIOR LIGHTING POWER DENSITY To comply with additional efficiency package option, Reduced lighting demonstrate in compliance forms that total connected interior Yes C406.3 lighting wattage is 25% less than the total maximum allowed power density lighting wattage via Building Area Method or Space -By -Space Method Reduced lighting For project with dwelling units, to comply with additional efficiency package option indicate in lighting fixture schedule if NA C406.3 power density - lamps in interior fixtures have efficacy rating of 60 lumens per dwelling unit lamp watt or more. Calculate percentage of fixtures with lamps that efficacy have this efficacy rating (min 95% to comply with option) EXTERIOR LIGHTING POWER & EFFICACY Include all luminaires in lighting fixture schedule; indicate fixture types, lamps, ballasts, and manufacturer's rated watts per fixture; Identify exterior applications eligible for lighting power Total connected Yes C405.5.2 exterior lighting exemption on plans and in compliance forms; indicate exception applied; power Indicate that exempt exterior lighting is controlled independently from non-exempt exterior lighting; include exception claimed for each fixture or group of fixtures under exception category NA Table Exterior lighting zone Indicate building exterior lighting zone as defined by the AHJ C405.5.2(1) Exterior building For building grounds fixtures rated at greater than 100 watts tha NA C405.5.1 grounds lighting are complying based on efficacy, indicate rated lamp efficacy (in lumens per watt) in fixture schedule Exterior lighting Complete required compliance form — proposed wattage for Yes C405.5.2 power calculations exterior lighting plus base site allowed does not exceed maximum allowed Lighting, Motor,and Electrical Permit Checklist, '• 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R31 R4 over 3 stories and all R1 Revised Nov 2017 Santiago S-299 Date 9/11/2020 The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the Applicability Location in Building Department (yes,no,na) Code Section Component Compliance information required in permit documents Documents Notes LIGHTING ALTERATIONS Where >_ 50% of existing luminaires in interior space(s) or parking garage are replaced; indicate compliance path (building area or space -by -space method); include all new and existing-t remain luminaires in compliance form (LTG-INT-BLD or LTG- INT-SPACE); indicate proposed lighting wattage does not Interior and parking exceed maximum allowed per compliance path NA C503.6 garage lighting Where < 50% of existing luminaires in interior space(s) or fixture alterations parking garage are replaced; indicate total existing lighting wattage in each space prior to alteration; include all new and existing -to -remain luminaires in LTG-INT-SPACE form; indicate proposed total lighting wattage in alteration area does not exceed total existing lighting wattage prior to alteration Where >_ 50% of existing exterior lighting wattage is replaced; include all new and existing -to -remain luminaires in LTG-EXT form; indicate proposed total exterior lighting wattage does not exceed maximum allowed Exterior lighting NA C503.6 fixture alterations Wh ere < 50% of existing exterior lighting wattage is replaced; indicate total existing lighting wattage prior to alteration; include all new and existing -to -remain luminaires in LTG-EXT form; indicate proposed total exterior lighting wattage does not excee total existing wattage prior to alteration Where new wiring is installed to serve new interior luminaires and /or luminaires are relocated to a new circuit; indicate lightin NA C503.6 Interior lighting wiring controls are provided (as applicable) - manual (C405.2,3); alterations occupancy sensor (C405,2.1); daylight responsive (C405.2.4); specific application (C405,2,5); exit signs (C405,3) Exterior lighting Where new wiring is installed to serve new exterior luminaires NA C503,6 and /or luminaires are relocated to new circuit; indicate exterior wiring alterations lighting controls are provided (C405.2,7) Where a new lighting panel is installed or an existing panel is moved (all new raceway and conductor wiring); indicate lighting NA C503,6 Lighting panel controls are provided (as applicable) - same provisions as alterations wiring alterations; time switch controls and manual light reduction controls (C405.2,2) Where interior space(s) is reconfigured (permanently installed Interior space walls or ceiling -height partitions); indicate lighting controls are NA C503.6 reconfiguration provided (as applicable) - same provisions as lighting panel alterations Identify existing luminaires being upgraded with bulb and / or NA C504.2 Lighting repairs ballast replacement; indicate fixture alteration does not increase existing fixture wattage Identify spaces on plans where the building area type or space use type is being changed from one type to another per Tables C405.4.2(1) or (2) Indicate compliance path (building area or space -by -space NA C505,1 Change of space use method); include all new and existing -to -remain luminaires in compliance form (LTG-INT-BLD or LTG-INT-SPACE); indicate f proposed lighting wattage does not exceed maximum allowed per compliance path RECEPTACLES Identify all controlled and uncontrolled receptacles on electrical plans in each space in which they are required; include Controlled receptacle configuration such as spacing between controlled NA C405.10 and uncontrolled, duplex devices, etc; receptacles Indicate on plans whether the method of automatic control for each controlled receptacle zone is by occupant sensor or programmable time -of -day control Lighting, Motor, and Electrical Permit Checklist, Pg. 5 LTG=CHK 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R31 R4 over 3 stories and all R1 Revised Nov 2017 Santiago 5-299 Date 9/11/2020 The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the Applicability I Location in Building Department (yes,no,na) lCodesectioni Component Compliance information required in permit documents Documents Notes MOTORS, TRANSFORMERS, ELECTRIC METERS, INTERIOR TRANSPORTATION Electrical Include electrical transformer schedule on electrical plans; NA C405.6 transformers indicate transformer size, efficiency, or exception taken Dwelling unit Indicate on electrical plans that each dwelling unit in Group R-2 NA C405.7 electrical energy has a separate electrical energy meter consumption Include all motors, including fractional hp motors, in electric NA C405.8 Electric motor motor schedule on electrical plans; indicate hp, rpm, rated efficiency efficiency, or exception applied For luminaires in each elevator cab, provide calculated average efficacy of combined fixtures that indicates efficacy is not less than 35 lumens per watt; NA C405.9.1 Elevator cabs Indicate rated watts per cfm for elevator cab ventilation fans do not exceed 0,33 watts per cfm; Indicate automatic controls that de -energize lighting and ventilation fans when elevator is stopped and unoccupied for a period of 15 minutes or more Indicate escalators comply with ASME A17.1/CSA B44; NA C405.9.2 Escalators and automatic controls are configured to reduce operational speed t moving walks the minimum permitted when not in use Indicate all one-way down or reversible escalators are provided NA C405.9.3 Regenerative drive with a variable frequency regenerative drive DOCUMENTATION AND SYSTEM REQUIREMENTS TO SUPPORT COMMISSIONING (Cx) Indicate that all electrical systems (receptacles, transformers, motors, vertical and horizontal transportation) for which the WSEC requires control functions and / or configuration to Scope of electrical perform specific functions are required to be commissioned; NA C408.3 power and lighting Where total building lighting load is > 20 kW, or where total systems lighting load of luminaires requiring daylight sensing and / or commissioning occupancy control > 10 kW, indicate that all automatic lighting control systems are required to be commissioned; or provide building lighting power calculation demonstrating eligibility for exception; Indicate Cx requirements in plans and specifications for all applicable electrical and lighting control systems per C408; Include general summary with at minimum Items 1 thru 4 of the C405.13 Cx plan per C408.1.2 including: narrative description of C408A.1 Commissioning activities, responsibilities of the Cx team, schedule of activities NA C408.1.2 requirements in including verification of project close out documentation per C408.1.4.2 construction C103.6, and conflict of interest plan (if required); documents C103.6 Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final electrical inspection Functional Identify in plans and specifications the intended operation of all NA C408.3A performance testing equipment and controls during all modes of operation, including criteria interfacing between new and existing -to -remain systems PROJECT CLOSE OUT DOCUMENTATION Indicate in plans that project close out documentation is Project close out required including WSEC lighting compliance forms and NA C103.6.3 documentation calculations that document all interior and exterior lighting area requirements and / or surface types, lighting power allowances and installed densities If "no" is selected for any question, provide explanation: ,es 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 2015 Washington State EnergyCode Com liance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Information Project Title: Santiago S-299 Date 1/1/2015 ApplicantInformation. Provide contact information for individual who can respond to For Building Dept. Use inquiries about compliance form information provided. Company Name: CXT Precast Products, Inc. Company Address: 6707 E. Flamingo Ave Bldg 300, Nampa, ID 83687 Applicant Name: All Cairns Applicant Phone: 509-892-3238 Project Description New Building ❑ Building Addition ❑ Tenant Improvement ❑ System Retrofit ❑ No System Changes Briefly describe be mechanical systems in Natural Gas Water Heater is being utilized on this project. the text box provided ❑ Total Bldg Performance (TBP) This path includes all mandatory provisions per C401.2 Option 2, MECH-SUM, MECH-CHK, and C407 Energy Analysis forms required. ❑ Load calculation summary ❑ MECH-LOAD-CALC Form Design Load Calculations Provide design load calculations for all mechanical systems and equipment serving the building heating, cooling or ventilating needs. If a load calculation summary is provided with the permit documents that includes all applicable compliance information then the MECH-LOAD-CALC form is not required. 0 Mechanical Plans ❑ MECH-EQ Forms (TBD) Mechanical Schedules Indicate location of equipment compliance information. If provided on plans then MECH-EQ forms are not required, however, include on plans all applicable compliance information listed in MECH-EQ tables. ❑ DOAS is required per C403.6 effective July 1, 2017 (office, retail, education, library and fire station occupancies) All occupied, conditioned areas shall be served by a DOAS that delivers required ventilation air in a manner that does not require space conditioning fan operation. Space conditioning fans cycled off when no heating or cooling is required. Dedicated Outdoor Air ❑ Ventilation provided via natural ventilation per2015 IMC in lieu of DOAS (C403.6, Exception 1) System Requirements and ❑ Ventilation and space conditioning provided by a HEVAV system per C403.7 in lieu of DOAS (C403.6, Exception High Efficiency VAV ❑ DOAS included in project, although not required (occupancy not office, retail, education, library or fire station) Alternate ❑ DOAS related allowances included in project: ❑ Prescriptive vertical fenestration maximum area allowance increased to 40% per C402.4.1.4 with 100% of conditioned floor area in building served by DOAS. ❑ Exception to air economizer per C403.3 Exception 1, include MECH-ECONO form. ❑ Project includes HVAC air distribution systems that provide heating and/or cooling If yes, provide a MECH-FANSYS -SUM form. Fan Power ❑ For one or more systems, the total fan motor nameplate hp of all fans in HVAC system exceeds 5hp. If yes, provide a seperate MECH-FANSYS form for each HVAC system exceeding the 5 horsepower threshold. Refer to Section C403.2.11 and MECH-FANSYS-DOC for requirements and exceptions. ❑ Hydronic chilled water ❑ Water -loop heat pump ❑ No hydronic systems HVAC Hydronic Systems ❑ Hydronic heating water ❑ Geothermal ❑ C406.2 More efficient HVAC equipment and fan systems Requires 90% of heating and cooling capacity to be equipment listed in tables C403.2.3(1)-(9) or air -to -water heat pumps and heat recovery chillers. All equipment listed in tables C403.2.3(1)-(7) ore efficient than C406 Additional minimum requirements. All stand alone supply, return, and exhaust fans ov rr4uat�#ye " >_ 71 and must be �`*+�� selected within 10% of maximum total or static pressure. Efficiency Options - ❑ C406.6 Dedicated outdoor air system (DOAS) OQ W'�A Mechanical Requires 90% of conditioned floor area to be served by a DOAS per d ers qif tion air in a manner that does not require space conditioning fan operation.•p� 0 ❑ C406.7 Reduced energy in service water heating Requires 90% of floor area be in occupancy types listed n CAN.7. aid t 6 hot w t rgy use be provided by heat pump, waste heat recovery or solar w -hea n s .s�, Fcls�4ti 4'w ssi.,,_ artG t EXPIRES April 23, 2021 September 16, 2020 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 Mechanical Summary, pg. 2 MECWSUM 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Equipment Type (s) ❑� Hot water heating tank(s) ❑ Instantaneous ❑ No service water systems Service Water Heating Systems ❑ Dedicated boiler ❑ Heat exchange from space heat boiler or Distribution Type (s) central hot water/steam ❑ Circulation System ❑✓ On -demand Commissioning Commissioning is required for: ❑ Mechanical systems per C408.2 ❑ Service water heating systems per C408.4 If required, commissioning shall be performed for all applicable systems regardless of individual equipment capacity. Exceptions to commissioning requirements: ❑ Total output capacity of all mechanical space conditioning systems in the building do not exceed 240,000 Btulh cooling or 300,000 Btu/h heating. Mechanical systems commissioning not required. ❑ Capacity of largest service water heating system in building does not exceed 200,000 Btu/h. Service water heating systems commissioning not required. Low Energy and Semi -Heated Spaces (Note 6 and 7) Peak Space Heating Cooling Conditioning Space Area Served, Capacity, Btu/h Capacity, Btu/h Capacity, Compliance Type Location in Plan(s) Space(s) Served square feet (Note 4) (Note 5) Btu/h-sf Check Notes Note 4 - Provide total installed heating output capacity of systems serving Low Energy or Semi -Heated space(s) in btuh. Note 5 - Provide total installed cooling capacity of system serving Low Energy space(s) in Btu/h. Not allowed for semi -heated spaces. Enter 0 if no cooling. Note 6 - Refer to Section C402.1,1 Low Energy Building. Intalled peak space conditioning capacity, heating or cooling, may not exceed 3.4 Btu/hsf. Note 7 - Refer to Section C402.1.1.1 and Semi -Heated Space definition in Chapter 2. Total heating output capacity may not exceed 8 Btu/h sf. Only systems without electric resistance heating and no cooling are eligible for the wall insulation exception under semi -heated. pr ;.,�;3ScCt CO COGTiO�` �pk1FJ-p �SQj EXPIRlwS April2_ 3�2021� September 16, 2020 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 -Page 5 of 20 2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: SantiagoS-299 IDate 1/1/2015 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions, Applicable Code Section Code Provision Information Required - Must be in permit documents Location in Building Department (yes,no,na) Documents Notes Equipment - Sizing, Performance and Type Identify equipment to be used in manufacturing, industrial or commercial processes that do not NA C403.1 Exempt process equipment provide space conditioning; identify provisions applicable to this equipment per C403.1 exception Provide load calculations performed per ASHRAE Sid 183 or equivalent, using design NA C403.2.1 Load calculations parameters per C302 and Appendix C; include load adjustments to account for energy recovery Equipment and system Indicate that output capacities of heating and cooling equipment and systems are no greater NA C403.2.2 than the smallest available equipment size that exceeds the calculated loads; note exceptions sizing taken C403.2.3 HVAC equipment Provide equipment schedules on plans or complete MECH-EQ forms indicating type, capacity, NA C403.2.3.2 performance requirements rated and WSEC minimum efficiencies for all heating and cooling equipment; include supply C403.2.13.1 (efficiency) and OSA cfms and operating hours for all air systems; identify heating and cooling equipment that does not have a corresponding WSEC minimum efficiency (manufacturer rated) List all motors k 1/12 hp (that are not integral to a rated piece of equipment) in the mechanical C405,8 or electrical equipment schedules on plans; indicate hp, rpm, number of poles and rated NA Electric motor efficiency efficiency, or exception applied C403.2.14 For fractional hp motors (1/12 -1 hp), indicate whether they are an electronically commutated motor, have rated efficiency of at least 70 %, or exception taken For all HVAC fan systems that provide heating and / or cooling, provide system total nameplate hp in MECH-FANSYS-SUM form NA C403.2.11 A Fan power limitation For all applicable HVAC systems with total fan motor hp > 5hp, verify fan system motor hp or bhp complies with fan power limits per equations in Table C403.2.11.1(1), provide MECH- FANSYS form for each system NA C403.2.11.2 Motor nameplate hp For all applicable HVAC systems with total fan motor hp > 5hp, indicate fan motors specified are the smallest available motor hp size greater than fan bhp, note exceptions taken For all applicable HVAC systems with total fan motor hp > 5hp, identify in equipment schedule NA C403.2.11.3 Fan efficiency all fans required to comply with fan efficiency grade and indicate rated FEG is z 67, or exception taken; indicate these fans are sized so total efficiency is within 15% of the fan maximum total efficiency NA C403.2.11.4 Group R occupancy exhaust For all exhaust fans < 400 cfm in Group R occupancies, indicate in equipment schedule the fan efficacy fan flow rate and efficacy (cfm/watt), or exception taken; refer to Table C403.2.11.4 (CE-57) Variable flow capacity - For fan motors z 7.5 hp, indicate method of variable flow control (VSD or equivalent method) in NA C403.2.13 equipment schedule, or exception taken; for equivalent method for an HVAC system refer to fans HVAC System Controls for additional requirements Maximum air cooled chiller For chilled water plants and buildings with > 500 tons of cooling capacity, indicate air-cooled NA C403.2.3 capacity chiller capacity is < 100 tons, or exception taken Large capacity cooling For buildings with z 300 tons of cooling rapacity, indicate method of multi -stage or variable NA C403A systems capacity control (VSD, multiple staged compressors, or max capacity of any single unit < 66% of the total) Non-standard water-cooled For water-cooled centrifugal chillers not designed for operation at standard conditions, provide NA C403.2.3.1 centrifugal chillers calculations documenting maximum full load and part load rated equipment performance requirements NA C403.2.13.1 Centrifugal fan open -circuit For open -circuit centrifugal fan cooling towers with >_ 13100 gpm capacity, indicate cooling C403.4.3.2 cooling towers towers comply with efficiency requirements for axial fan open circuit cooling towers For single boilers with > 500,000 Btu/h capacity, indicate multi -stage or modulating burner NA C403.4.2 Large capacity boiler For boiler system (single or multiple) with > 1,000,000 Btu/h capacity, indicate turndown ratio C403.4.2.5 systems per Table C403.4.2.5 and method (multiple single input boilers, modulating boilers, or combination) Variable flow capacity - For pump motors z 7.5 hp, indicate method of variable flow control (VSD or equivalent NA C403.2.13 method) in equipment schedule, or exception taken; for equivalent method for a hydronic pumps system refer to Hydronic System Controls for additional requirements NA C403.2.3 Gas and oil -fired forced air For forced air furnaces with capacity z 225,000 Btu/h and all unit heaters, indicate in furnace and unit heaters equipment schedule intermittent ignition or IID, flue or draft damper, and rated jacket loss NA Combustion heating For combustion heating equipment with output capacity > 225,000 Btu/h, indicate modulating C403.2:4.8 equipment or staged combustion control Packaged electric heating / Verify all packaged electric equipment with > 6,000 Btu/h cooling capacity and any amount of NA C403.2.3.3 cooling equipment heating is a heat pump; include in equipment schedules NA C403.2.12 Heating outside a building Indicate systems providing heating in non -enclosed outdoor occupied spaces are radiant systems; refer to HVAC System Controls for additional requirements NA C403.2.7.1 Kitchen exhaust hoods Indicate on plans the type, duty and exhaust air rate of each kitchen hood, refer to HVAC System Controls for additional requirements Outdoor supply air, exhaust Indicate locations of OSA intake, and exhaust and relief outlet dampers on plans; indicate NA C403.2.4.3 and relief dampers whether dampers are Class 1 motorized, or gravity and exception taken (include leakage rating, cfm/sf); refer to HVAC System Controls for additional requirements for OSA dampers Indicate locations of return air dampers that are integral to economizer operation; verify NA C403.2.4.3 Return air dampers dampers are motorized; indicate whether dampers are Class 1, or within packaged equipment eligible for leakage rating exception (include leakage rating, cfm/so 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 6 of 20 Project Title: SantiagoS-299 Date 1/1/2015 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions, Applicable Location in Building Department (yes,no,na) Code Section Code Provision Information Required - Must be in permit documents Documents Notes Stairway and shaft vent Indicate location of stairway and shaft vent dampers on plans; verify dampers are Class 1 NA C403.2.4.3 dampers motorized; refer to HVAC System Controls for additional requirements For systems serving areas > 25,000 sf or spanning more than one floor, that include areas that are expected to be occupied non -simultaneously; identify isolation zone areas on plans and NA C403.2.4.4 Zone isolation dampers locations of associated isolation dampers in HVAC distribution system; refer to HVAC System Controls for additional requirements For cooling systems with humidification equipment that are also required to have air NA C403.2.3A Humidification economizer, indicate humidifier is adiabatic (direct evaporative or fog atomization), or exception taken Additional Efficiency Package Option, More Efficient HVAC Equipment & Fan Performance - Must comply with all 3 provisions to be eligible To comply with additional efficiency package option, calculate the percentage of heating and NA C406.2.1 HVAC system selection cooling equipment in the project (based on output capacity) that do not have a corresponding C40323 WSEC listed efficiency; shall be less than 10% to comply C406.2.2 Minimum equipment To comply with additional efficiency package option, indicate that all listed heating and cooling NA C403.2.3 efficiency equipment have a rated efficiency that exceeds WSEC listed efficiency by at least 15 % To comply with additional efficiency package option, indicate rated FEG of stand alone fans is NA C406.2.3 Minimum fan efficiency z 71; indicate these fans are sized so the fan efficiency at design conditions is within 10% of C403.2.11.3 the maximum total or static efficiency HVAC System Controls Indicate locations of thermostatic and humidity control devices and the zones they serve on plans, including perimeter system zones Where adjacent (neighboring) zones are controlled by separate thermostats (including perimeter systems used to offset heat gain or loss), and are connected by permanent Thermostatic controls openings > 10% of either zone sf area, indicate controls configured to prevent adjacent zones NA C403.2.4.1 (thermostats and from operating in conflicting modes (one in heat, other in cool); applies to adjacent perimeter humidistats) zones, adjacent nonperimeter zones, and adjacent perimeter and nonperimeter zones If applying Exception 2 to nonperimeter zones adjacent to perimeter zones, indicate that setpoints and deadband settings in these zones are coordinated so cooling in a nonperimeter zone does not occur until the temperature in that zone is 50F higher than the adjacent perimeter zone temperature in heating Heat pump supplementary Indicate staged heating operation with compression as the first stage of heating and NA C403.2.4.1.1 heat supplemental heating controlled with outdoor lock -out temperature set to 40°F or less Indicate zone thermostatic controls configured with 5°F minimum deadband for systems that NA C403.2.4.1.2 Deadband control both heating and cooling If separate heating and cooling systems with separate thermostatic control devices are used to serve a zone, Indicate locations of both thermostatic control devices and the zone they serve NA C403.2.4.1.3 Setpoint overlap restriction on plans (thermostats) Indicate a limit switch, mechanical stop or DDC control with programming to prevent simultaneous heating and cooling C403.2.4.2 Indicate zone thermostatic controls configured with required automatic setback and manual NA C403.2.4.2.1 Automatic setback and override functions, setback temperatures, and control method (automatic time clock or C403.2.4.2.2 shutdown programmable controls); note exceptions taken Indicate system controls that adjust equipment start time required to bring each area served NA C403.2.4.2.3 Automatic (optimum) start up to design temperature just prior to scheduled occupancy Indicate automatic controls configured to close OSA damper during unoccupied equipment NA C403.2.4.3 Outdoor supply air dampers operation; not including economizer cooling, night flush or IMC required OSA / exhaust Stairway and shaft vent Indicate method of activation of stairway and shaft vent dampers (fire alarm or interruption of NA C403.2.4.3 dampers power) For systems serving areas > 25,000 sf or spanning more than one floor, that include areas that NA C403.2.4.4 Zone isolation controls are expected to be occupied non -simultaneously; indicate controls that allow for independent space conditioning of isolation zones; or exception taken Indicate occupancy sensing or timer switch controls configured to automatically shut off NA C403.2.12 Heating outside a building heating system when area served is unoccupied Indicate automatic controls configured to shut off system when pavement temperature NA C403.2.4.5 Snow melt systems exceeds 50OF and no precipitation is falling, and when outdoor air temperature exceeds 40°F Freeze protection system Indicate automatic controls to shut off system when outdoor temperature exceeds 40°F, or NA C403.2.4.6 controls conditions protect fluid from freezing For hotels and motels with over 50 guest rooms, indicate automatic controls serving guest NA C403.2.4.9 Group R1 hotel / motel rooms that are capable of setback (heating) and set-up (cooling) of temperaturesetpont by at guest rooms least 5°F; indicate control method - activated by room entry or occupancy sensor t,, 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 7 of 20 20I Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R9 Revised January 2011 Project Title: SantiagoS-299 Date 1/1/2015 The following information Is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions, Applicable Code Section Code Provision Information Required - Mustbe in permit documents Location in Building Department (yes,no,na) Documents Notes C403.2.4.10 Group R2 / R3 dwelling For primary space conditioning system, indicate 5-2 programmable thermostats capable of two NA units, Group R2 sleeping setback periods per day; for all thermostats indicate purpose (heating only, cooling only, or C403.2.4.11 units both), required temperature range and at minimum a 10°F deadband; or exception taken Indicate method of ventilation air delivery (natural or mechanical) for each zone If mechanically delivered, indicate that systems are configured to provide not more than 150% S-32 Yes C403.2.6 Ventilation of, but at least the minimum required volume of outdoor air to each zone per IMC, ASHRAE C403.2.11 A 62.1 or other applicable code (WAC, OSHA, etc); or exception taken If delivered via natural ventilation, identify required elements per IMC including minimum openable area to the outdoors or qualifying adjoining spaces Identify spaces > 500 sf with occupant load > 25 people/1,000 sf per IMC; for each space indicate whether it is served by an HVAC system with total design OSA > 3,000 cfm, and / or Demand controlled NA C403.2.6.2 the system has airside economizer or automatic modulating OSA damper; indicate OSA ventilation controls are configured to provide demand controlled ventilation or provide supporting documentation for applied exception For gyms, classrooms, auditoriums and conference rooms > 500 sf, indicate occupancy -based S-32 OSA control when space is unoccupied and method (closes OSA damper or shuts -off Yes C403.2.6.3 Occupancy sensors equipment); or alternate means provided to automatically reduce OSA when space is partially occupied C403.2.6.4 Enclosed loading dock For enclosed loading docks, indicate ventilation / exhaust system method of activation (gas NA C403.2.6.4.1 ventilation detection system for CO and NO2, or occupancy sensors), and control method (staged or modulating) C403.2.6A Enclosed parking garage For enclosed parking garages, indicate ventilation / exhaust system activated by gas detection NA C403.2.6.4.2 ventilation system for CO and NO2, and control method (staged or modulating); or exception taken Provide calculations that show a balanced accounting of total kitchen exhaust (include all hoods) with % of: supply air, transfer air from adjacent spaces, and make-up air, if applicable, indicate that direct make-up air to each hood does not exceed 10 % of hood exhaust NA C403.2.7.1 Kitchen exhaust hoods For kitchens with total hood exhaust exceeding 2,000 cfm, indicate exhaust air rate per Table C403.2.7.1 and compliance method (DCV, energy recovery, or transfer air that would otherwise be exhausted) NA C403.2.7.2 Laboratory exhaust systems Refer to Systems Requiring Energy Recovery for requirements Variable flow capacity - For HVAC fan motors >_ 7.5 hp, indicate method of variable flow control (VSD, or equivalent NA C403.2.13 control method that reduces design air volume by 50 % at 1 /3 static design pressure); note HVAC system fans exception taken DX air handler variable For DX air handlers with economizer and cooling capacity z 65,000 Btu/h, indicate number of cooling control cooling stages provided and method (multiple compressors and / or variable speed NA C403.3.1 compressors); indicate minimum displacement (capacity reduction) as % of full load (Under Integrated Economizer) Indicate control method (cooling capacity controlled in response to space temperature, space temperature controlled by modulating supply airflow, or both) For DX air handling units with cooling capacity_ 65,000 Btu/h and evaporative and chilled water air handling units with fan z 0.25 hp, indicate whether system is single zone or multiple zone and related control method (cooling capacity controlled in response to space temperature, space temperature is controlled by modulating supply airflow, or both) For mechanical cooling systems (includes DX and chilled water coils) that control cooling capacity in response to space temperature - Provide a minimum of two stages of fan control; NA C403.2.11.5 Fan airflow control indicate minimum fan speed is <_ 66% of full speed drawing 5 40 % of full speed fan power during periods of low cooling or ventilation only For other mechanical cooling systems (includes DX and chilled water coils) that control space temperature by modulating airflow (in lieu of, or in addition to, controlling capacity in response to space temperature) - Provide fan controls for modulating supply airflow; indicate minimum fan speed is 5 50% of full speed drawing 5 30 % of full speed fan power during periods of low cooling or ventilation only; or exception taken Provide central and zone level DDC controls as required based on system application, capacity or size thresholds and other qualification per Table C403.2.4.12.1 NA C403.2.4.12 DDC system capabilities Identify all DDC system input / output control points; indicate capability for trending and graphical display Ducting Systems Indicate on plans that all ductwork is constructed and sealed per IMC NA C403.2.8.1 C403.2.8.3 Duct construction For OSA ductwork, also indicate on plans that ductwork meets air leakage requirements per C402.5 and vapor retarder requirements per the IBC NA C403.2.8.3 Duct pressure classifications Identify location of low, medium and high pressure ductwork on plans High pressure duct leakage Indicate high pressure duct leakage testing requirements on plans; provide test results to NA C403.2.8.3.3 test 1jurisdiction when completed 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 8 of 20 Project Title: SantiagoS-299 Date 1/1/2015 The fallowing information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable Location in Building Department Code Section Code Provision Information Required - Must be in permit documents (yes,no,na) Documents Notes For supply and return ductwork located in unconditioned space or outdoors, indicate R-value of insulation on ductwork on plans; identify climate zone; note exceptions taken For supply ductwork located in conditioned space, identify if design supply temperature is < NA C403.2.8.1 Duct insulation 55OF or> 105OF and indicate R-value of insulation on this ductwork on plans; note exception C403.2.8.2 taken For OSA ductwork, shafts and plenums, indicate R-value of insulation on these elements on plans perTable C402.1.3 for steel -framed walls; note exception taken Piping Systems Indicate design temperature range of fluid conveyed in piping and thickness of insulation (in NA C403.2.9 Piping insulation inches) on hydronic piping plans; or exception taken Piping insulation exposed to Indicate method of protection of pipe insulation from damage / degradation on hydronic piping NA C403.2.9.1 weather plans Economizers Identify in equipment schedules on plans or in MECH-EQ forms all cooling systems requiring air economizer controls NA C403.3 Air economizer required Provide MECH-ECONO form indicating systems utilizing air economizer exceptions, including those with water -side economizer in lieu of air economizer; indicate on plans eligible exception(s) taken and measures to comply with exception(s) Integrated economizer Indicate air and water -side economizers are configured for partial cooling operation even NA C403.3.1 operation - air and water where additional mechanical cooling is required to meet the load Economizer heating system Verify control method of HVAC systems with economizers does not increase building heating NA C403.3.2 I - air and water energy usage during normal operation Indicate modulating OSA and return air dampers are configured to provide up to 100 % OSA NA C403.3.3.1 Air economizer capacity for cooling Verify mechanical cooling controls are interlocked with air economizer controls so the outside air damper remains in 100% open position when mechanical cooling is also required to meet NA C403.3.1 Integrated air economizer the cooling load, until the leaving air temperature is < 450F C403.3.3.2 For systems with cooling capacity >_ 65,000 Btu/h, verify that control of economizer dampers is not based only on mixed air temperature; or exception taken NA Air economizer high limit Indicate high limit shut-off control method and required high limit per Table C403.3.3.3 controls For eligible systems where water -side economizer may be provided in lieu of air economizer, NA rC403,3.4,2 Water economizer capacity indicate system is capable of 100% design cooling capacity at 50°F db 145°F wb OSA temperatures Water economizer Indicate pressure drop across precooling coils and heat exchangers in water economizer NA maximum pressure drop system do not exceed pressure drop limit DX air handling equipment For DX air handlers with economizer and cooling capacity_ 65,000 Btu/h, refer to HVAC NA C403.3.1 control System Controls for requirements DX equipment economizer For DX air handlers with economizer and cooling capacity z 54,000 Btu/h, provide a fault NA C403.2.4.7 fault detection and detection and diagnostics (FDD) system to monitor economizer system operation and report diagnostics faults Systems Requiring Energy Recovery For systems with design OSA > 5,000 cfm, or design supply air cfm and % OSA exceeding the values in Tables C403.5.1(1) or (2), indicate exhaust air ER method; or exception taken with supporting calculations Energy recovery (ER) - NA C403.5.1 ventilation / exhaust For rooms served by multiple systems with aggregate design OSA > 5,000 cfm, or aggregate design supply air cfm and % OSA exceeding the values in Tables C403.5.1(1) or (2), indicate systems exhaust air ER method; or exception taken with supporting calculations Indicate ER rated effectiveness that increases OSA enthalpy by z 50 % based on delta between OSA and return air enthalpies at design conditions For buildings with total lab exhaust> 5,000 cfm, indicate method of energy recovery used to NA C403.2.7.2 Laboratory exhaust systems pre -condition laboratory make-up air; ER effectiveness (min 250F); or alternative method per (energy recovery) exception (VAV exhaust, semi -conditioned makeup, or CERM calculation) For buildings with pools or spas with water surface area > 200 sf, indicate exhaust air ER C404.10.4 Pools and permanent spas method and use of waste heat (preheat ventilation air, pool water or service hot water); or NA (under exhaust systems exception taken Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air C404.11) (energy recovery) temperature at design conditions by z 360F For buildings with on -site steam heating systems, indicate condensate water ER NA C403.5.2 Energy recovery - steam condensate systems For buildings that use off -site generated steam where condensate is not returned to the 1ES source, indicate on -site condensate water ER DL 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 9 of 20 2015 Washington State Energy Cade Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R9 Revised January 2017 Project Title: SantiagoS-299 1Date 1/1/2015 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable Location in Building Department Code Section Code Provision Information Required - Must be in permit documents (yes,no,na) Documents Notes For buildings with food service, meat or deli departments that have >_ 500,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate condenser ER and use of captured energy (service water heating, space heating, or dehumidification reheating) NA C403.5.3 Energy recovery - cooler / freezer condensers For buildings with z 40,000 sf conditioned floor area and with z 1,000,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate condenser ER and use of captured energy for service water heating and also for space heating, or dehumidification reheating For buildings with 24-hour operation and with > 1,500,000 Btu/h of heat rejection capacity and Energy recovery - design service hot water load > 250,000 Btu/h, indicate condenser ER to pre -heat service NA C403.5.4 condenser systems water; or exception taken. Provide calculations showing the amount of recovered heat that is utilized (60% of peak heat rejection load or pre -heat service water to 85°F). Hydronic System Controls For hydronic system pump motors >_ T5 hp, indicate method of variable flow control (VSD or equivalent method that requires >_ 30% design wattage at 50% design fluid flow); note C403.2.13 Variable flow control - NA exception taken C403.4.2.7 hydronic system pumps Identify whether hydronic coils have DDC controls and associated manner of pump speed control (differential pressure, zone hydronic demand, etc) For boilers that provide building heating, indicate controls that provide heating water temperature setback based on outdoor temperature For heating and chilled water systems ? 300,000 Btu/h, indicate systems are configured to automatically reset supply water temperature based upon demand; or exception taken. NA C403.2.5 Hydronic system setback If system pump motor hp z 3 hp, also indicate controls automatically reduce flow by z 50%. C403.4.2.4 and part load controls For chilled water systems (>_ 300,000 Btu/h, pump motor hp >_ 3 hp) that serve water-cooled unitary air conditioners, indicate VSD or staged pumps in chilled water system and heat rejection loop that reduce pump flaw so that one control valve is nearly wide open, or to maintain a minimum differential pressure; or exception taken NA C403.4.2 Boiler sequencing Indicate automatic controls that sequence operation of multiple boilers For cooling equipment with hot gas bypass, provide either multiple step unloading or NA C403.4.6 Hot gas bypass limitation continuous capacity modulation; indicate bypass capacity per Table C403.4.6 Two -pipe changeover Indicate changeover deadband (min 150F), heating / cooling mode scheduling and NA C403.4.2.2 systems changeover temperature range (limit 30°F) Chiller / boiler plant pump Indicate controls are configured to automatically reduce overall plant flaw and shut-off flow NA C403.4.2.6 isolation through individual chillers and boilers when not in use For cooling towers with fan motors >_ 7.5 hp, indicate VSD and method to adjust fan speed C403.2.13.1.1 (adjusted based on leaving fluid temperature or condenser temperature / pressure of heat NA C403.4.3A A Heat rejection equipment - rejection device) variable flow control C403.4.3.1.2 For multiple -cell heat rejection equipment with VSD, indicate controls that ramp all fans in unison Heat rejection equipment - Indicate open -circuit cooling towers with multiple pumps or VSD control are designed so all NA C403.4.3.3 cooling tower flow turndown cells can be run in parallel Water loop heat pump - Indicate capability of central equipment to provide minimum 20OF water supply temperature NA C403.4.2.3.1 deadband deadband between heat rejection and heat addition modes; or exception taken Water loop heat pump - Indicate type of cooling tower (open- or closed-circuit) in equipment schedule; indicate method NA C403.4.2.3.2A heat rejection equipment, used to limit system heat loss when heat rejection is not needed Zone 4 Water loop heat pump - For open- or closed-circuit cooling towers, provide a heat exchanger that separates the cooling NA C403.4.2.3.2.2 heat rejection equipment, Zone 5 tower and heat pump loop Water loop heat pump - For hydronic heat pump systems with total system power> 10 hp, indicate 2-way isolation NA C403.4.2.3.3 isolation valves valves on each heat pump and variable flows stem control Dedicated Outdoor Air Systems (DOAS) - Optional through 6130116, Prescriptive 7/1/2016 For buildings with office, retail, education, library and fire station spaces, identify these spaces C403.6 Dedicated outdoor air on plans; indicate that ventilation air in each occupied space is provided via a DOAS system; NA C403.6.3 systems or document compliance with C403.6.3 Impracticality; or exception taken (buildings complying with C402.4.1.4 or C406.6 may not utilize exceptions) For all DOAS systems, indicate exhaust air ER method; or exception taken with supporting NA C403.6.1 Energy recovery ventilation calculations. Indicate ER rated effectiveness that increases OSA enthalpy by t 50 % based on with DOAS delta between OSA and return air enthalpies at design conditions. v. Indicate equipment associated with the delivery of zone level heating and cooling (fans, i- hydronic pumps, primary air dampers, etc) are configured to shut off, and central equipments Heating / cooling system NA C403.6.2 configured to turn down, when there is no call for heating or cooling in the zone they serve controls with DOAS If applying Exception to heating / cooling fans used for air mixing in the space during deadband periods, include fan watts per rim in equipment schedule 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 10 of 20 Project Title: SantiagoS-299 Date 1/1/2015 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions, Applicable Location in Building Department Code Section Code Provision Information Required - Mustbe in permit documents (yes,no,na) Documents Notes Increased prescriptive NA C402.4.1A maximum vertical Indicate that all occupied, conditioned spaces are served by a DOAS per C403.6 C403.6 fenestration area with DOAS Additional Efficiency Package Option, Dedicated Outside Air Systems (DOAS) Building provided with To comply with additional efficiency package option, indicate that 90% or more of all occupied, NA C406.6 DOAS conditioned spaces are served by a DOAS per C403.6 Multiple Zone Air Systems Identify supply air systems serving multiple zones and the zones they serve on plans; indicate NA C403.4.4 Air systems serving multiple whether system is VAV and method of primary air control; or provide supporting zones documentation for applied exception to VAV Provide equipment schedules on plans or MECH-EQ form that list all VAV air terminals and types VAV systems serving For each air terminal include: maximum airflow rates for primary supply air during zone peak NA C403.4.4 multiple zones heating and zone peak cooling; maximum airflow during reheating, receoling or mixing; minimum airflow rate to maintain required ventilation, and the basis for these values; if IMC or ASHRAE 62.1 multiple zone equation is basis for minimum flow rates, provide calculation on plans Single duct VAV terminal Indicate single duct terminal units are configured to reduce primary supply air before reheating NA C403AAA units or recooling Dual duct systems - terminal For systems with separate warm air and cool air ducts, indicate terminal units are configured to NA C403.4.4.2 units reduce the flow from one duct to minimum before mixing with air from the other duct Indicate locations of duct static pressure sensors on plans; include at least one sensor per major duct branch; verify controller setpoint pressure at each sensor is s 1.2 inch w.g. VAV system static NA C403AA A For systems with zone level DDC, indicate controls are configured to monitor zone damper C403.4.1.2 pressure sensors - sensors and DDC set positions and reset static pressure setpoint based on the zone requiring most pressure; points include control logic that automatically detects and generates an alarm if any zone excessively drives reset logic, and allows building operators to exclude zones from reset logic Multiple -zone VAV system For systems with zone level DDC controls, indicate controls are configured to automatically NA C403.4.4.3 ventilation optimization reduce outdoor airflow in response to changes in system ventilation efficiency; or exception controls taken Indicate controls automatically reset supply air temperature in response to building loads or NA C403AAA VAV system supply air reset outdoor air temperature; orexception taken Multiple Zone HVAC Systems, High Efficiency VAV - Required for systems utilizing C403.6 DOAS Exception 2, must comply with all 16 provisions C403.71 Indicate system is configured for 100 % air economizer operation and complies with all related NA Item 1 Air economizer economizer requirements per C403.3 (without economizer exceptions) DDC controls for all components of system; identify all DDC system input / output NA digital controls (DDC)Provide control points; indicate capability for trending and graphical display For systems with minimum OSA > 2,500 cfm, indicate outdoor airflow monitoring station that ffC403,73Direct Outdoorairflow measures OSA intake under all load conditions; indicate control sequence that increases or NA measurement and reduction reduces system OSA cfm based on VAV terminal feedback of ventilation efficiency (per C403.4.4.3 without exceptions) or DCV (per C403.2.6.2) For systems with minimum OSA> 2,500 cfm, indicate supply airflow monitoring station NA Item 4 Supply airflow measurement capable of measuring supply air delivered to VAV terminals under all load conditions Verify maximum area served by a single HEVAV system is <_ 50,000 sf, or one entire floor, NA C403.7, Zone isolation and whichever is greater; in addition if a system serves > 25,000 sf, that includes areas that are Item 5 maximum area served expected to be occupied non -simultaneously, indicate zone isolation controls per C403,2.4.4 C403.7, Interior / exterior zone Verify that VAV terminals serving interior cooling driven loads are sized per design supply air NA Item 6 design supply air temperature that is 5°F higher than VAV terminals serving extedorzones temperature Identify air terminals with minimum primary airflow setpoints > 50% of maximum setpoint in NA C403.7, Maximum air terminal inlet equipment schedule or MECH-EQ form; indicate air terminal inlet velocity does not exceed 900 Item 7 velocity fpm C403.71 Indicate DDC system sequences of operation are designed and configured per ASHRAE GPC NA Sequence of operation Item 8 36 C403.71 Maximum allowable system Verify fan system bhp is <_ 90% of the bhp limit per Option 2 equation in Table C403.2.11 A (1), NA Item 9 brake horsepower provide MECH-FANSYS form for each system Indicate all series and parallel terminal fans have electronically commutated motors; indicate C403.7, Fan -powered terminal unit DDC control system is configured to vary air terminal fan speed as a function of the load; NA Item 10 motor and control indicate fan speed during periods of low heating, low cooling, or ventilation only is <_ 66 % of peak design air flow or provide supporting documentation for applied exception 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stones and all R1 - Page 11 of 20 tui� vvasnmgwn o[a[e Cnergy cone compiance roans ror commercial eruuemgs rncmaing rtz a its over s stones one an K1 ttevfsed January 2u1.r Project Title: Santiago S-299 Date 1/1/2015 The following information is necessary to check a permit application for compliance with the mechanical systems and equipment requirements of the Washington State Energy Code, Commercial Provisions, Applicable Code Section Code Provision Information Required - Mustbe in permit documents Location in Building Department (yes,no,na) Documents Notes Application of single duct NA C403.7, a nd fan -powered terminal Indicate VAV terminal types on plans; verify fan -powered terminal units only serve perimeter Item 11 zones with envelope loads; verify all other zones are served by single duct terminal units nits C403.7, Fan -powered terminal unit Indicate DDC controls are configured to automatically reset the primary supply air cfm setpoint NA Item 12 of all fan -powered terminal units to the minimum required to maintain ventilation during primary air reset occupied heating or deadband, based upon the VAV air handling unit OSA ventilation fraction For spaces > 150 sf with occupant density >_ 25 people / 1000 sf, indicate space is served by a C403,7, High occupancy space dedicated terminal unit with DCV control that resets terminal unit ventilation setpoint; also NA Item 13 controls indicate occupancy sensor control that automatically reduces minimum ventilation to zero and sets back room heating and cooling setpoints by z 5'F For server, electronic equipment, telecom or similar spaces with cooling loads > 5 WWI NA C403.73 Dedicated HVAC systems indicate spaces are served by independent HVAC systems that are separate from HPVAV Item 14 systems serving rest of building; y g g; indicate dedicated HVAC systems have air economizer controls or energy recovery per C403.3 Exception 9 Indicate whether systems are served by a high efficiency heating water plant, or a high efficiency chilled water plant If complying via high efficiency heating water plant: Indicate all VAV terminals have hydronic heating coils served by heating water system with either gas -fired boiler(s) with thermal C403.73 efficiency Z 90%, airAo-water heat pumps, or heat recovery chillers NA Central plant efficiency Item 15 If complying via high efficiency chilled water plant: Indicate all VAV air handlers have cooling coils served by chillers with rated IPLV efficiency that exceeds WSEC listed IPLV by at least 25 % per Table C403.2.3(7) (note water-cooled IPLV is max, all others are min); indicate smallest chiller or compressor in plant is s 20% of total plant capacity, or provide thermal storage sized for s 20 % of total plant capacity Indicate DDC system includes a fault detection and diagnostics (FDD) system configured to C403.71 Fault detection and NA Item 16 diagnostics monitor operation and provide fault reporting of required parameters for all VAV air handlers and VAV air terminal units in the HPVAV system HVAC Equipment Energy Use Metering For new buildings> 50,000 sf and building additions > 25,000 sf, verify energy use metering of NA C409.3.1 HVAC equipment energy all equipment used to provide space heating and cooling, dehumidification and ventilation will The use metering provided per C409; indicate equipment eligible for exception Documentation and System Specific Requirement To Support Commissioning Indicate that all mechanical systems, equipment, and controls for which the WSEC requires control functions and / or configuration to perform specific functions are required to be commissioned; NA C408.2 Scope of mechanical systems commissioning For buildings with >_ 240,000 Btu/h total output cooling capacity or z 300,000 Btu/h total output heating capacity, indicate that all mechanical systems regardless of individual capacity are required to be commissioned; or provide building heating / cooling capacity calculation demonstrating eligibility for exception Indicate in plans and specifications that Cx per C408 is required for all applicable mechanical systems; Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408.1.2 C403.2.10 C408.1.1 Commissioning including: narrative description of activities, responsibilities of the Cx team, schedule of NA C408.1.2 requirements in construction activities including verification of project close out documentation per C103.6, and conflict of C408.1.4.2 documents interest plan (if required); C103.6 Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection, Air system and hydronic Indicate in plans that air and fluid flow rates shall be tested and balanced within the tolerances NA C408.2.2 system balancing defined in the specifications; indicate systems shall be balanced in a manner to first minimize throttling losses, then adjusted to meet design flow conditions Air system balancing Indicate devices that provide the capability to balance all supply air outlets, zone terminals and NA C408.2.2.1 devices air handling equipment requiring system balancing NA C408.2.2.2 Hydronic system balancing Indicate devices that provide the capability to isolate, balance and measure flow across all devices hydronic equipment requiring system balancing including heating and cooling coils and pumps Functional performance Identify in plans and specifications the intended operation of all equipment and controls during NA C408,2.3 testing criteria all modes of operation, including interfacing between new and existing -to -remain systems Project Close Out Documentation Indicate in plans that project close out documentation and training of building operations and project Yes C103.6 EDocumentation submittal personnel is required for all mechanical components, equipment and systems governed by this code; indicate close out documentation shall include: record documents, O&M manuals, nts applicable WSEC compliance farms and calculations 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 -Page 12 of 20 5 Washington State Energy Code Compliance Forms far Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised January 2017 Project Title: SantiagoS-299 Date 1/1/2015 The fallowing information is necessary to check a permit application far compliance with the mechanicial systems and equipment requirements of the Washington State Energy Code, Commercial Provisions. Applicable Code Section Code Provision Information Required - Must be in permit documents Location in Building Department (yes,no,na) Documents Notes Equipment -Sizing, Performance and Type SWH equipment type and Provide equipment schedule on plans indicating type and capacity; indicate efficiency complies Yes C404.2 efficiency with required federal standard S-32,S-33 Far individual SWH equipment serving an entire building with z 1,000,000 Btu/h capacity, indicate thermal efficiency>_ 90%; or exception taken For buildings with aggregate capacity of all SHW equipment i= 1,000,000 Btu/h (exclude < High input -rated SWH NA C404.2.1 100,000 Btulh equipment from threshold calculation), indicate average capacity weighted systems thermal efficiency z 90%; or exception taken If applying Exception 1 for site -solar orsite-recovered energy, provide calculations and source of annual service water heating energy use estimate Yes C404.4 Heat traps Indicate piping connected to equipment have heat traps on supply and discharge S-32,S-33 Insulation under electric For electric water heaters located in unconditioned spaces or on concrete floors, indicate R-10 NA C404.5 water heater insulation under a ui ment Piping Systems Indicate thickness of piping insulation on plans per Table C403.2.9; verify insulation is provided Yes C404.6 Insulation of piping -from the water heater to the final fixture in a line, from the inlet /outlet piping at water heater to heat trap (up to 8 feet), and on piping that is heat traced; note exceptions taken S-32,S-33 Indicate method of compliance on plans for all piping runs connecting service hot water source Yes C404.3 Efficient SWH supply piping to hot waterfixture (maximum pipe length or maximum pipe volume method per Table C404.3.1); provide calculations for all piping runs documenting the total length and / or volume S-32,S-33 Service Water Heating System Controls Far circulation systems with dedicated return piping, indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand and when the desired water temperature is met C404.7.1 Heated -water circulating NA C404.8 systems For circulation systems with ccld water supply piping serving as the return, Indicate controls are configured to automatically start pump based on demand for hot water and shut-off pump when there is no demand, orwhen temperature of water entering the cold water supply pipe is >_ 104°F For heat trace systems provided to maintain temperature of service hot water in piping, NA C404.7.2 Heat trace system contrcls indicate controls are configured to de -energize system when there is no demand far hot water and when the desired water temperature is met Controls far hot water For systems with separate water heaterand storage tank, indicate controls are configured to NA C404.7.3 storage limit operation time of pump after end of heating cycle to < 5 minutes For SWH, pool /spa and pressure boosting pump motors > 7.5 hp, indicate method of variable flow wntrol (VSD or equivalent method that requires z 30 % design wattage at 50:/ design NA C403.2.13 Variable flow control - fluid flow); note exception taken C403.4.2.7 pumps Identify basis of pump speed control (differential or static pressure setpoint, pressure, zone load demand, etc Pools and Permanent Spas -Equipment and Controls (Sections are under C404.11) Provide equipment schedule on plans indicating type and capacity for all pool heating Pool heating equipment NA C404.10.1 equipment; indicate efficiency complies with required federal standard; for heat pump water efficiency heaters indicate COP >_ 4 flow control - NA C403.2.13 Refer to Service Water Heating System Controls pumpsle C404.10.1 Indicate automatic on /off control based on scheduling and readily accessible on I off switch NA Pool heater on I off controls C404.10.2 on heater that operates independent of thermostat sett(ng; note exceptions taken For all pools and in -ground permanent spas, indicate a vapor retardant cover on plans NA C404.10.3 Pool covers For all pools and in -ground spas heated to > 90°F, indicate cover shall include insulation z R- 12 For all pools and in -ground spas heated to > 90°F, Indicate on plans that sides and bottom are NA C404.10.3 Pool assembly insulation provided with insulation i' R-12 NA C404.12 Energy consumption of Indicate portable spa complies with Association of Pool and Spa Professionals APSP-14 portable spas �� .,, � r. i � - D�' �: �,1..��, �� r�ti';.�P�; 2015 Washington State Energy Code Compliance Forms for Commercial, R2 and R3 over 3 stories and all R1 - Page 13 of 20 Energy Recovery (ER) Systems - Service Water Heating and Pool Systems For buildings with pools or permanent spas with water surface area > 200 sf, indicate exhaust C404.10.4 Pools and permanent spas air ER method and use of waste heat (preheat ventilation air, pool water or service hot water); NA (Section exhaust systems or exception taken Cunder) under (energy recovery) Indicate ER system has the rated effectiveness and is configured to decrease the exhaust air temperature at design conditions by >_ 36OF For buildings with food service, meat or deli departments that have >_ 500,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat NA C403.5.3 Energy recovery - service water cooler / freezer condensers For buildings with >_ 40,000 sf conditioned floor area and with >_ 1,000,000 Btu/h of remote refrigeration capacity for coolers / freezers, indicate if condenser ER will be used to pre -heat service water For buildings with 24-hour operation and > 1,500,000 Btu/h of heat rejection capacity and Energy recovery - design SWH load > 250,000 Btu/h, indicate condenser ER to pre -heat service water; or NA C403.5A condenser systems exception taken. Provide calculations showing the amount of recovered heat that is utilized (60 % of peak heat rejection load or pre -heat service water to 850F). NA C404.10 Drain water heat recovery For systems incorporating drain water ER, indicate system design complies with CSA B55.2 units (or CSA 55A for Group R); indicate potable waterside pressure loss at design flow is < 10 psi Service Water Heating Energy Use Metering NA C404.9 SWH energy usage in For Group R-2 multi -family buildings with central SWH systems, provide metering of hot water dwelling units energy usage per dwelling unit; indicate metering and data reporting method For new buildings > 50,000 sf and building additions > 25,000 sf, with total SWH equipment NA C409.3.2 SWH equipment energy use capacity >_ 50 kW (z 170,600 Btu/h), verfiy energy use metering of all SWH equipment will be metering provided per C409 Additional Efficiency Package Option, Reduced Energy Use In Service Water Heating - Must comply with both provisions to be eligible To comply with additional efficiency package option, verify that 90 % of the conditioned floor NA C406.7.1 Eligible building type area of the building is one or more of the occupancies identified in this section, OR; Provide whole building energy analysis per C407 that demonstrates the SWH load in the building is >_ 10 % of total building energy loads To comply with additional efficiency package option, provide documentation that verifies z 60 % of building annual SWH energy is provided by high efficiency sources (heat pump water heater with COP >_ 3, waste heat recovery, solar water -heating system); NA C403,5A C40.5.4 Load fraction For buildings with 24-hour operation and with > 1,500,000 Btum of heat rejection capacity and design service hot water load > 250,000 Btu/h (per C403.5.4); provide documentation that verifies >_ 100 % of building annual SWH energy is provided by condenser energy recovery or other high efficiency source Documentation and Specific System Requirements to Supporting Commissioning Indicate that all SWH equipment and controls forwhich the WSEC requires control functions Scope of service water and / or configuration to perform specific functions are required to be commissioned;+D7 NA C408.4 heating systems commissioning For buildings where the largest SWH system has ? 200,000 Btu/h total output capacity, indicate that all SWH systems regardless of individual capacity are required to be commissioned. Indicate that all pool and permanent spa water heating systems regardless of individual capacity are required to be commissioned; Scope of pool and NA C408.4.1.3 permanent spa systems Indicate that energy recovery equipment that heats pool water regardless of capacity is required to he commissioned; commissioning Identify all pool heating and energy recovery equipment and controls that the WSEC defines as being capable of and / or configured to perform specific functions. Indicate in plans and specifications that Cx per C408 is required for all applicable service water heating systems; Include general summary with at a minimum of Items 1 thru 4 of the Cx plan per C408.1.2 C404.13 C408AJ Commissioning including: narrative description of activites, responsibilities of the Cx team, schedule of NA C408.1.2 requirements in construction activities including verification of project close out documentation per C103.6, and conflict of C408.1.4.2 documents interest plan (if required); C103.6 Include in general summary that a Cx project report or Compliance Checklist (Figure C408.1.4.2) shall be completed by the Certified Cx Professional and provided to the owner prior to the final mechanical inspection. NA C408.4.1 Functional performance Identify in plans and specifications the intended operation of all equipment and controls during testing criteria all modes of operation, including interfacing between new and existing -to -remain systems Project Close Out Documentation Indicate in plans that project close out documentation and training of building operations Documentation and project personnel is required for all SWH components, equipment and systems governed by this NA C103.6 close out submittal code; indicate close out documentation shall include: record documents, O&M manuals, requirements applicable WSEC compliance forms and calculations