The URL can be used to link to this page

Home My WebLink AboutPermit File BLD-2020-0572 607 R Avenue (4)l CXT Inc. (Precast Division Calculations Santiago S-299 Stmctural Analysis Design Loads 400 psf Live Floor 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 IV Report #: 2012-647 LE Ca?Y SEP 2 2 2020 M OF A IACORTES THIS REPORT CONTAINS i7 PAGL•5, INQ.UIJWG'IFIIS COVER ANDTHE TABLE OF CONTENTS. ANY ADDITIONS TO, ALTEAATIONSOF, OR IRVAUnIORIZED USE OF EXCERI'IS FROT! THIS REPORT ARE EXPRESSLY FORBIDDEN. 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. THIS RL'PORT CONrAINS J7 PAGES, INCLWING TILE CO\'I'.R iV�D TINS TABLE OF COTTIFNIS. ANY ADDITIONS TO, ALTERATIONS OF, OR UNAUTHORIZED USE OF EXCERPTS FROM THIS REPORTARE EXPRESSLY FORHmDEN. �ii �wrr�ww► w.�..e September 16, 2020 0 T, Inc. (Precast Div.) Santiago S=299 (WA) Main Wind Force Resisting System Loads (ASCE 7-10) Santia o 5-299 Category R BC TABIE 1604.5: Risk Category of Buildings and Other Structures. Exposure C See § 26.7.3: Exposure Categories, General. Velocity 150 niph See Figure 26.5A duu 26.5C: Basic Wind Speed 3 second Gust ho inl 8.00 ft Windward wall height hlec 8.00ft Leeuand wall height Wbuilding 26ft Width of the building L.building 20 ft Leogthof the building H.building 1 L58 ft Hei la of the building to lie ridge). Enter if unknown Roof Rise 3 Roof pitch (per foot) 9 14.04 deg Roof ArwJc Kit 0,85 Wind direcdomfl r factor. 0.95 when using load combinations. 1.0 o0ernise. K, 0.00 See Figure 26.8-I: MdOpliers for Obtaining Topographical Factor KA K, 0.00 Ks 0.00 KII Velocity 1 To hie factor h 9.790 ft Mean mof beiglil nn, 7,66 Natnual frequency Flexibility Building flexibility 9.5 Terrain factor 900ft Terrain factor Pressum E osure Coc[ficiem 0.849 at wiMwaN eave Velocity Pressure 27.3.2 qz 41.5G psf Partially Emlosed if the buildinrg neets boN of the following condidons: I. Total area oCopendnrgs hr ore wall exceeds area of openings in tM balance of [te building by nrore than IO%. 2 Total area of openings in one wall exceeds 4 sq. ft. or 1%of area of dat wall and the total ama of openings in the balance of the building does not exceed 20 % of the area in the balance of the building. 0 0 Page 1 of 45 Date: 09/16/2020 ZoneOperung Area Gross Area A " Aot Condition Condition Condition Condifion4 T- e: Nindward siden'all D s ft 160.0 s fl 1189.1 s fl O s ft 0.00 000 0.00 0.00 Enclosed Ninlnard endwall O s ft 254.5 s fl 109#.5 s fl O s fl 0.00 0.00 0.00 O.OD Enclosed Leewanl sidewall O s ft 160.0 s R 1189.1 s ft O s R OAO 0.00 D.(1(I O.OD Enclosed Leeward erndwall U sq ft 254.5 sq R 1094.5 sq ft 0 sq fl 0.00 0.00 0.00 0.00 Emlosed Roof D sq ft 520.0 sq ft 829.1 sq ft 0 sq ft 0.00 0.00 0.00 O.OD Enclosed Enclosed External Pressure Coefficients C 0.8 See 27.4.4 RooCOverhangs QB Wimlward wall sc with z Fi 27.4-1 Cp -0.7 Sidewalk se nith h Fig,27.4-1 Pos. Windward Ne Windnanl Leervard Roof Pressure Coefficients (Fig 27.4-1) Normal to .O, I08 -0.64(1 -0.481 Rid when Theta >= IOde es O to ld2 W2 loh hlo 2h >2h Roof Pressure Coe[ficicros (Fig 27.4-I) Nomal to -0.90 -0.90 -0.50 -030 Aid orlon Theta < 10 do Roof Pressure Coefficients (Fig 27.4-I) -0 90 .0.90 -0.50 -0.30 PARALLEL to Rid Wall Pressures: w/Ne ative w/PosiGec bucma] Windward 35.74 sf 20.78 sf Leeward hind romal -1G.00 sf 02 sf Leeward wind parallel)-IG.00 sf -25. 14 sf Side Wall 47.25 sf -32.21 sf Additional Overhang Pressure: 28.26 sf Roof Pressures: Wind Parallel to ridge for all mof sla cs: LocaOon tv/ Positve Luemal 0 to W2 -39.28 sf Ir/2 to h -39.28 list Ir to 2h -25.14 sf Over 2h -18.08 sf Wind Speed: l5o mph Roof s10 3.Do :1z COMPONENTS &CLADDING E sure: C Mean Roof Height: 9.79 it Effecflve Area Zone 10.0 s ft 100.0 s ft 500.0 s ft 1 -38.21 list 19.98 sf -34.05 sf 11.67 sf -34.05 list 11.67 sC 2 -71.45 sf 19.96 list -50.67 sf 11.67 sf -50.67 sf 11.67 list 2oh -91.44 sf -91.44 list -91.44 sf 408.86 sf 19.96 sf -83.92 sf 11.67 sf -83.92 sf 11.67 sf Soh -153.76 sf -103.90 list 403.90 sf 4 46.52 list 40.76 list -38.21 list 33.70 sf -34.05 sf 2B.29 sf 5 .56.99 sf 40.76 sf 46.52 list 33.70 sf -34.05 sf 28.29 sf a: 3.00 ft -0.440 Leeward wall wind moral to del Use rvith h L/B = 1.30 -0.500 Leeward wall wind arallel N del 1 Use wiW h IlB = 0.77 Gust Factor- (26.9) Internal Pressures: Pressures: Ne live: -Z48 sC Positive: 7.48 st Roof Pressures Wind Perpendicular to Ridge W/ 8>=10 de W/ Negative Inlerml 3.66 s W/ Positive Internal -30.08 os iiLlalL7.'TG7�F�a 1 PCe; RoofPressures: Wind Perpendicular to ridge for8 < 10 de Lacadon w/ Positive hucmal U to W2 0.00 sf N2 to h 0.00 sf h to 2h 0.00 list Wer 211 0.00 list Higler pressures a[ the ddge Gm only applies to mof pitches > 7 degrees Millions Cx1:, Inc. (Precast Div.) Santiago S-299 (WA) ASCE 7-10 SNOW LOAD CALCULATION Cate o II IBC TABLE 1604.5: Risk Cate o of Bu$din sand Other Stmctures. Exposure C See § 26.7.3: Exposure Categories, General. Pg 220 psf See ASCE Figure 7-1: Ground Snow Load W.building 26 ft Length of the building L.building 20 R Width of the building H.building 11.58 ft Height of the building to the ridge). Enter 0 if unknown. Roof Rise(per foot 3 Roof pitch a 14.04 deg Roof Angle ASCE Table 7-3 -Thermal Condition: Ci All structures exce t as indicated below: 1.0 Structures kept just above freezing and others withcot , ven ' ate roots in which between the ventilated space and the heated space exceeds 25*h the thermal resistance (R-value) de s ft/BTU). Li Unheated and open air structures 1.2 Structures intentional) ke t below freezin 1.3 Continuously heated greenhouses va a roof havmg a thermal resistance va Fe(R-value) ue) ess than 2.0 h (deg sq ft/BT 0,85 Ci 1.2 (Choose from table above) Is 1 ASCE Table 1.5-2 Surface Unobstructed ASCE § 7-4 Roof type Gable Hoc Eave to Ridge Distance - windward 13 ft Roof Exposure Partially exposed ASCE Table 7-2 Ce I ASCE Table 7-2 Cs 1 Slope Factor from Figure 7-2 Low Sloped?: Yes ASCE § 74 Pr 184.80 psf Flat Roof Snow Load Ps 184.80 psf Sloped Roof Snow Load Use unbalanced? Yes ASCE § 7.6.1 Pwindwerd 0.00 psf ASCE § 7.6.1 Pleeward 1 220.00 psf ASCE § 7.6.1 Pieewom 2 220.00 psf ASCE § 7.6.1 Distance from Ridge to Edge of Plee,,.azdl loading 13.0 ft ASCE Figure 7-5 Page 2 of 45 Date: 09/16/2020 Page 3 of 45 CXT, Inc. (Precast Dive) Santiago S®299 (WA) Date: 09/16/2020 Seismic Loads (ASCE 7-10) Santiago 5-299 Category 11 IBC TABLE 1604A Risk Category of Buildings and Other Structures. Ss 1.67 g Max. Emth uake Ground Motion of 0.2 sec Spectra] Response Acceleration ASCEFi tire 22-1 SI 0.75 g Max. Earthquake Ground Motion of 1.0 see Spectral Response Acceleration ASCE Figure 22-2 Site Class D Site classification se D if unknown unless jurisdiction, or geotechnical data determines Site Class E or F: ASCE20.1 Ti 16.0 sec Long Period Transition Period ASCEFlgure 22-1z Seismic Force Resisting System R A.5 4.00 Intermediate Precast show walls Response Modification Factor ASCE Table 12.2-1 to 2.5 System Over strength Factor C< 0.02 Approximate period parameter IASCE Table 12.8-2 0.75 1 Approximate period parmetcr JASCE Table 12.&2 hn1 10.0011 Ilicight in feel from base to highest level of structure Value 1• Value 2" F, I I Interpolated Value JASCE Table I L4-1 1 1 F,. (mt:E=Maxunum constmereu earnqunxe) fa 1 Importance Factor ASCE Table 1.5-2 4SCE !l.4-3 9SCE 11.4-J =Use ASCE 11.4-1 ASCE 11.4-2 Seismic Des' n Category D Based on SDa D Tnble II.61 Based on Sm I D ITable 11.6-2 Geotechnical Investigation Report Required? Yes per ASCE 11.8.2 and 11.8.3. IBC 1803 = Cam" hn' 0.1I sec Approximate Fundamental ASCE 12.8-2 ASCE t 2.8-5 ASCF 12.8-3 ASCE 12.8.3 ASCE 12.8-1 fundamental period of the & 12.8-6 &- t 2.8-4 period .SCE 12.8-7 shvclure (can betaken as Taper ASCE 12.8:2) Shear with snob load Overturning Moment with snout road Shear without snow load Ourertlrning Momenl rnB/mrd snow load 0.11 sec = SDs!(R/l) 0.278 0.094 1.663 0.278 1.000 173.20 ki =C,"W 120.45 kip = 11879 k-ft W 103.30 kip = 1014.5 k-ft W 1TH SNOW LOAD tza-r2 Iz.a-n; u.7 1z. rod Level Story Heigh[ h;or i, Pr (flat roof snow load) W, w I C,x F, sheen) M, r c, Roof 9.79 ft 1(!.0011 184.8 sf 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 ft 0.00 ft Floor 0.21 ft 0.21 ft 1 69.92 kip 14.6 k-ft 0,014 1.68 ki 120.45 ki 1162.8 k-ft 31.12 ki Base 0 ft I milt ft I W=1 173.20 UPI 1047.2 k-ft K = 1187.9 k-ft WITHOUTSNOW LOAD 12.8-12 12.8-11;11.7 /z.lo-1 Level Stor}Height h, or h, Pr (Bat roof snout load) o; w;"h° C� F, V, (Story stem) M F�la„p,,,�„ r m Roof 9.79 ft 10.00 ft 0 sf 78.63 ki 786.2 k-ft 0.982 101.42 ki 101.42 ki 0.0 k-ft 35.00 ki Walls 0.00 ft 0.00 fl Floor 0.21 ft 0.21 ft 69.92 kip 14.6 k-ft 0.018 1.88 ki 10330 ki 992.9 k-ft 31.12 ki Base 0 ft I 0.00 ft I W=1 148.55 kip I 800.7 k-ft Mo = 1014.5 k-ft Page 4 of 45 Date: 09/16/2020 Center of Mass &Rigidity Santiago S-299 X Y Upper Left =0,0 Lower Right 348 276 XRelative VReladva Shaer Force Dist io CoRx Oistb CoR Wall Stiffness Suffness Ibs pit dx IN d IN VA 0.00% 27.52% 7906 312 0.010 115.116 YV 15.090A 0.00% 4,335 434 154.000 56.717 Vv% 1509% 0.00% 4,335 434 154.000 56,717 Vet 9.34% 0.00% 2,684 288 26.WO 57,116 9.3496 0.00% 21684 288 26.000 57,116 IOT O.OD% 20.69% 51943 235 0,001 0.884 W7 0.00% 20.69% 5943 235 O.OD1 4.884 WB 15.09%M21.98% 4335 434 154.000 62.485 W3 15.09% 4 335 434 154.000 63.283 W10 10.48% 3010 323 68.000 62.884 Wit 10.48% 3010 323 68.000 62,884 W 1 0.00% 6314 249 2117 120.884 W13 0.00% 2923 262 6.000 42884 P1.1 0.00% 65.969 38.816 P1-2 0.00% 1 65.957 3B.616 Leff Ede To Ede Ri ht Ede Boltom Ede Snow/Liva Cenler ofGmvi Live Live Slab Thickness Wei ht X Y X V X 9. w/o R7-L 4.5 10068 0 0 774. 13B 184.8 87.0 68.0 16228 065W 10065 R1•R -44 10065 174 0 348 38 184.8 261.0 69.0 16228 10065 R2-L 4.5 10065 D 136 ii4 276 184.8 87.0 207.0 16226 10065 R2-R 4.5 10035 174 136 348 276 184.8 261.0 207.0 16228 10065 157W I 1D 738 400 174.0 78.0 15780 0 F2 5 157fa5 18 1 138 1 330 1 258 40D 174.0 198.0 15765 0 Totals 76743 173.7 137.1 Wall Overturning Checks Using Weight ofPdjacent Walls no4 by [`nnnwnannn Rwlwnan Walls Pnchomge Required to Resist Overturning From Design Moment ki ft Toward Lovrer Right Anchor Resistance Morten[ ki fl check Toward Upper Anchor Resistance Moment ki ft Left check Overturange s usingjust connection adjacent yells Wall W1 58.31 179.87 179.87 < Naha R red VJ2 67.DD 54.06 Wed More 54.D6 Need More TRY BASE ANCHORS W3 67.00 54.06 Need More 54.06 Need More TRY BASE ANCHORS W4 52.33 57.24 OK _ 43.01 Need Mora TRY BASE ANCHORS W5 52.33 57.24 OK 43.07 Need More TRYBASEANCHORS WO W7 23.65 23.65 129.07 125.91 QK. OK 129.07 125.91 Qj4', OK ,;Non0 Relufard „ Liana ft 'ryd Wa 67.00 41,67 Need More 40.57 Need More TRY BASE ANCHORS W) 67.00 41.67 Need More 40.57 Need More TRY BASE ANCHORS V410 55.83 44.80 Need More 62.82 {jff TRYBASEANCHORS Wit 55.83 44.80 Head More 62.82 01i TRYBASEANCHORS V412 29.oD 178.61 OK 179.61 OK Norte Required W13 47.04 59.47 _... K_. 25.21 lieod lore TRV BASE ANCHORS P7-1 .6.16 18.75 0.00 bK ( e R ndrCd Pi-2 -6.16 0.00 18.75 K WncR 'red O vertuming resistance considers only the weight of the wall, the weight of the roof supported by the wall, and mnnectionbadjacent walls. Roof weigh[ supported by other walls has not been considered. Connection to adjacent walls is taken as Me connection capacity, not to eavead that portion of the adjacent wall weight that can be reasonably attributed b the connection. Santiago wall ovem,r�ine cheeks ueine eaee Anchors only Must investigate ONLY connection to ad'acent wells is insulficlenl ign Mosirent (kip-fl) Toward Lower Right Toward Upper Left Anchor Resistance Anchor Resistance Morrent Moment=checkChl o check Id fl Combined Loading Urn Required Tension Capacity per Base Anchor(W) Wall W1 58.31 264.30 43.29 264.30M200W2 T Boat 43.29 ih..863 67.00 W3 67.00 43.29 T Both 43.29 4h863 W4 52.33 28.4E Both 28.48 999 52.33 28.4E T Both 28.4E th gig23.65 197.66 1975613071 -' Tff Both - Tw Both 1762 W7 23.65 197.56 OK :' 197.56f1346' W8 67.00 43.29 The Both 43.29 m 67.00 43.29 Try Both 43.29 T Both Try Both 1762 W10 55.83 28.48 Try Both 28.48 T Both Try Both 1182 WI1 55.83 28AS 28.48 T T 1182 W12 29.00 47.04 195.30 424E 195.30 42.48 OR TBolh OK T Both 119821 1455. WI3 P1-1 I £.16 1 .6.16 i 19.51 _ OK OK 0 KriC=6' (1096) P7-2 Wall Overturning Checks Using Base Anchors and Connection to Adjacent Walls Mustinvesti ate ONLY if both base nchor alon and ad'acentwalls alon suficiant Bess Anchor Shear Required %Capacity) Base Anchor Tension Available % Capacity) Available Overturning Resistance (kip-ft) From Bass Anchors Lower Ri ht UpperLeft Overturning Un4 Check of Base Anchors Lower Ri ht Upper Left Wall W1 27.4% 92.6% 411.44 411.44 W2 33.2% BSA% 84.49 84.49 OY. OK W3 33.2% B6.8% 8449 84.49 W4 34.4% 85.6% 73.38 61.19 OK OK WS .% 85.6% 61.19 OY OK N6 2826.6% 91.4% 298.498.4 3 298.43 _„„„„,Q,]5 ,,, w,,,,,,,,, QV W7 28.6% 91.4% 295.65 295.55 OK Oli WB 33.2% 86.8% 73.73 72,78 W9 33.2% 86.80A 73.73 72.78 OK ON W10 37.4% 82.6% 60.56 75.45 __. _... Q)(;„,,,,QL Wit 37.4% 8206% 60.56 75.45 QK OK,�,,,_,_ W12 30.6% 89.4% 335.13 335.13 OK OK W13 22.9% 97.10A 99.03 1 65.75 P7-1 6.3% 100.0% 20.49 19.51 OIC tlK Pi-2 6.3% 100.0% 19.51 20.49 1K Page 5 of 45 Date: 09/16/2020 Page e¥« CXT,Inc. (Precast Di#j Santiago S- 99 (WA) mkog1e2i020 ; \ � \ « &� d\ lr |} _: \\ \} f\ �� L2 6 / -- ,,;§;;!) $ ! ! §��\\ !\ )t\] �& ,! k'\) � \\ )!� ! \\\\\) !\;m ! )\ \/� :�\�. 2 «.,^ J::�� ■» z «« 2,, ««3ME ) ��. {\ § �. „ ! . ! E E \ {f )\ 2 !# |[ / f ili ) E =aa! G;2!`))) !!!!) j�!{!/|,);;;e,/« ) k I [ } age 7¥ « olEozg1e2Z 20 = Santiago S=299 (VVA) m a Y+- z o u h � •• cQ7 C Em �� 2 �999 -o N Y, fi s o - c7 m i e s as = a a O 5 �� oebbo° =-exaEe — ��ciraetEE•.`2�u�Z� c � E e e e a e € 5 e e E E E E = F tlF� e RaJo � m a 3 B o � eRw� e a� n 3 e e 9 °! sqy A— �$m � � c e 3 s � A C o� oma.`aSm a s 7 q33 hSa F rmo -s m 3 8 � a Lp� Rm s6 d� 3 e e 5 s S j e G y Page 8 of 45 Date: 09/16/2020 Page g¥« 2X T,Rnc.(Precas t Div.) Santiago S�2 99(WA) Date: � § .� \�/!\)§( \ 2k�|\ E £ 12 )ju} S.5 ))\\N/} � ! (!2> .\l;k;/;;|2ajw\/! ) | { ■ \ \ \\!)§ .)\g )a \# a� f) �®R k /§ ] ) \\ | /\ Page 10 of 45 CXT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 m: San6ago S-299 DESIGN OF WALL MARKED WI Notes hMfeuiil Pr nettles fc SOOU psi Stcd Reinforcement Plain WWF�-W1.2-AIRS Fy ivire mesh 65000 pm IN saber 600DO pf Li nx'ci d7 No Concrete derinty 1501vt O.K. 8zl Sheer Panmn eh Phi.v U.85 ve 3A23 ki arrris�.lrt lr.zs.z PhVVc 2.654lei ttu Requirements hlininlunu' l wading WilReinforcement uiremen mm.cert 0.01112 VOCmin.hor 0.0()24014+ Max Vertical spacmsl Ism Maz Honzontal spacingl l8' AC!'s.ICfernateDuign of.S/endu IYaQs Assumptions Litton this nrcthodolopc Won panel shall be simply supported, axially boded, and subject to outwf--pinnc undiusm Mend loading where maximum Thements and deflections occur at md41ci tofMe wan. class section is wn= over the hei t of the wan t d. The smll cress seedons shoo be feneun colrlmlled. Phi•Mn>=Mcr 4014.924 Concentrated gravity loads are distributed over the wall Ica s 'rhe vertical stress Pw at mid -height shall not exceed 0.06•fc hlininlunu' l wading WilReinforcement uiremen mm.cert 0.01112 VOCmin.hor 0.0()24014+ Max Vertical spacmsl Ism Maz Honzontal spacingl l8' AC!'s.ICfernateDuign of.S/endu IYaQs Assumptions Litton this nrcthodolopc Won panel shall be simply supported, axially boded, and subject to outwf--pinnc undiusm Mend loading where maximum Thements and deflections occur at md41ci tofMe wan. class section is wn= over the hei t of the wan t d. The smll cress seedons shoo be feneun colrlmlled. Phi•Mn>=Mcr 4014.924 Concentrated gravity loads are distributed over the wall Ica s 'rhe vertical stress Pw at mid -height shall not exceed 0.06•fc AC!'s.ICfernateDuign of.S/endu IYaQs Assumptions Litton this nrcthodolopc Won panel shall be simply supported, axially boded, and subject to outwf--pinnc undiusm Mend loading where maximum Thements and deflections occur at md41ci tofMe wan. class section is wn= over the hei t of the wan t d. The smll cress seedons shoo be feneun colrlmlled. Phi•Mn>=Mcr 4014.924 Concentrated gravity loads are distributed over the wall Ica s 'rhe vertical stress Pw at mid -height shall not exceed 0.06•fc Axial Dengn Loads ( revsurefmm mop Lafeol Desi Loads sex n'eB D (Dead load)+ Ww ( Wall wet p 110 94 sf Dead LOad (DL.lat U sf S (Snow Loud) _220 pf Snow Load (SLIM) 0 list L (Live Iwmd) U pNf Live Load ML.Inp 0 Psf Lr (Lh'e Roof Loral) 30 psf Live Roof Load Ur.lap U PSI W (Wind Loaf 108.86 f Wind Load(WL.Inp 58.w f E (Garth woke Load) 16.95 pst Enobintalke Loud (EL.lat) 13.91 psf FaemreJ Arialb; Applied Loads Fncmred Caviling rACI ACI .9-3 Focmnd Pressure on Roof Wr 512.213 Anal Pressure on 8eeflon PuB 2.21 lei Aswan tlon check PW 46.M2 psi O.fM•fc ]W i O.K. Urrfncroued stilly Applied Loads Unlettered Pressure on Roof uWr 307.5825 sf .wal Pressure on Section PB 4k Shear Foemred Loedin"PerACI ACI N. 9-3 Phi •Vc/2 1.33 Check Sheer ACI 11.5.5.1 .knowable Ca ati vt=wz 2 fr (rutum modulus) 530.330 psi Met 16.911 km Bela 1 0.8 Trial Aare 'd O.073 in^2 B 7.4036M795 led 0.583 in Let 3.35 in'0 e. U.o03 et 0.005 0,32469 psi OA06 in Aso 0.27 W2 hudeflection 4.21 inN he 64.00 hl'N delta 150 y(mn s um tensile reinmenp U.0225 ,m (min. lempemtam minfnmement) O.D017 „m n(mum tensile mmforecincid D.0033 we (trial re� rcement onto honour) (.0033 pasa., ratio mvded) 0.0110 bcl tle):1 W're Mesh Wue gac Wg. 4w Mesh Area 024 in'2 Factored LaferaB A Bed Loads Factored Leading rACI non P.essna wr walla 94`38 sf lateral Preasnre on Sndon Lw=lVa L^4/H^4+L"4 Oklf Hw=W L^4/H"4+L^4) U.09 klf Dnfaemued IafeuB A Tied Loads 58.99 sf Lateral Pressure on Section Lw=IW (I.NIHN«L"4) 0klf Hsv=ll'•(I."4/H'J «L`J) O.Ufi dC Denec6an aN.da serrire Loaua Awl 1.44 lei Lateral O sit Albwed service deflection 0, /1 in Mss 0.720 kip -in M U.725 kip -in Ds 0.0W'in Checkdelketion 0.K Fleur :lssmn lion check S Nw Lee netrensilestmin o.ou o.ou Check ACI 14.8.2.3 Maul 1.122 kips .act M. 14� Mn L45o u n 0000 u n ACC 9.3.2 lb 0.9 0.9 Wit trial-yAsF{all-a2 1.960 kips 1.9601'pfl DM -M s- M 0.000 lei (t 0.000 lei n As Add'1 rcqd 0.w W2 0.00 in^2 Additional redlre'd O.00W2 0.00 in^2 Add'l bar sae: 3 3 qty re 'd 0 0 or spacing of.0 0 As addI- 0.DIDkip11 O.UW lien -n=M+Asodd'1 0.24 in'2 0.24 in'2 M4a= AsF db-a/1) I.961 kips 1.961 kips check ¢Mn>Mu O.K. O.K. oalkiweell 73.940.E D.DD3o Page 11 of 45 CXT, Inc. (Precast Div.) Santiago Sm299 (WA) Date: 09/16/2020 Loadin ru factoracd loud form mo 0.391:If Wsv (weight of panel pern O.Os ksf �--Entire MI ... •..Wndow1 ....... lNndow 2 Door 1 dow3Wndow4 AT OPENINGS Mateddrm ertira db e1C tine de th bottom 1.84 m ¢ block of slmm 0.32469 s Opening Norvenmllucnlion Venial Lowtun Llength of nlxning Hhopennbove opening peningg LBS Opening (LBS) r¢ed Pw brncl load panel lond tww mml factorized load nlu (wv'I.^2)'12 Window I 2.4b n 6.05 8 2.08 0 2.96 R 59.63 0.15 klf 0.19 ki ft Wiadow2 - 6.79R 6OSn 2.08ft 2.96 ft 59.63 0.15 klf 0.19 ki 1i Door ) 10 99 0 0 0 3.34 n 233 it 1144.51 0.14 klf 24kif OA9 ki ft WNdow-3 16A6 fl 6.05 ft 2.08 R 2.96 R 59.63 A15 klf 0.19 b n Window4 2079 ft 6.05 fl 2.08 ft 2.96 ft 59.63 0.15 klf 0.19 E ❑ Openng @b As re9d B¢r i¢a qtyrey'J: �'�^- AsF Jb.-d2 16.83 n Check Mn>Mu Window I 0.9 0.in^2 No. 3 1 O.K Wmdow2 0.9.9 O.Mi Wlin'2 No.3 1 16.83 ki Door 0.9 0.OW W2 I No.3 1 15.46 kin O.K. Window 0.9 0.001 in'2 I No.3 1 1 1 16.83 ki fl I O.K. Window 0.9 0.001 in^2 I No. 3 1 l 1 16.93 ki 11 I O,K CONNECTIONS Full Resistance Value Overturnin Base Mchors Lateral Base Mchors Wall -Wall Connectio Quantity Maximum Mlaa Shear Marren[. Mornent- Momerd+ Moment - in Shear R-Distance L-Distance ki ki -ft kI -R ti -R ki -n 8 298 298 185.8381 264.30 1 264.30 1 179.87 1 179.87 Told Tension Base Mehore 28.784 Dist Tension ki Shear L - Dist Morrent+ Morrent- Batc Mchor I fi w 3,47 6.29 2Y8 in 0.035 k' 'ft 86.147 ki •ft Bme Mchor 2 42 in 3.64 12,21 262 in 1.796 ki •R 69.8921i 'n Ham Anchor 82 ui 3.64 12.21 222 in 6,846 ''ft 50.180'•R Bast Anchor 118 in 3.64 12,21 186 in 14.1771d•ft 35.225K•fl Base Mchor 5 186 in 3.64 12.21 118 m 35M5 Heft 14.177 ` •ft Base Anchurb 222 in 3.64 12..21 B2 in 50.180 ki •ft 6846 ki •n Base Anchor 7 M2 m 3M 12.21 42 m 69.992 ki •ft 1.7%ki •ft Base Anchor 8 293 in 3,47 6.29 6 in 86.147 ki •R 0,035brit Wall Connections Quantity of Anchors Capacity of each Countering Dead Loed Rom .ol °. of svdl to Adjoining Nall Dist (inches) L-Dist Allowable Force Ovarlumin Moment e sistance ki R U Left Low Ri M Wall Connection) 2 1.531 7.367 50.00% W3 0 304.000 3.062 0.000 77.571 Wall Connection 2 2.703 4.038 33.2645 WS 126 178.000 1 4.038 42.402 59.9D1 Wall Connection 2 1 2.703 1 4.038 1 33.26% W4 178 126.IXD 1 4.038 1 59.901 42.402 Wall Counecfion4 2 1 1.531 1 7.367 1 50.00% 1 W2 1 0.000 1 3.062 1 77.571 0.000 Shear Connections at Bese Wall Shear Capacity Required Shear Capacity (Ib)per Desgn Capacty Reserve Design lVindowl Window 2 Door 1 Window3 Window4 RIGIDITY 13.90639274 CALCULATED VALUES 83% Final Pier Length Hei ht Fixed Top? Useable? Stiffness k Deflection Label inches inches (YIN) (YIN) 10001d /IN in/1W0ki Entire Wall 304 115 Y V 16.821 0.059 A' 304 6.88 Y V 294.523 0.003 A 29.221.72 0.004 B 249.52 6:88 V V 241.722 0.004 B' 304 6.88 Y Y 294,523 0.003 C 81.48 SAB Y V 78,766 0.013 D 197.56 8.89 V Y 191.357 0.005 c' 304 82.24 Y Y 24.056 0.042 E 131.88 82.24 Y Y SAM 0.106 F 132.04 82.24 Y Y 9.478 0.106 D' 304 6.88 V Y 294,523 U.003 G 19752 6.88 Y Y 191.31a 0.005 H 81.52 6.88 Y Y 78.805 0.013 E' 304 6.88 Y Y 294.523 0.003 I 249.48 ROB Y V 241683 O.OD4 J 29.66 6.BB Y Y 28.135 0.036 Reserve Capacity (62:i4-0) OK Page 12 of 45 (�XT, Rneo (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 Window 1 Window2 Door 1 Nindow3 Wwdow4 Combine Lo is First Se rent Samnd Se rent Re Nar Combina/Subtrad Method Combined Entire Wall A' A'a Deflection 0.056 A B AB Sfiffness 289.818 Na AB Ab Deflection 0.060 Ab B' B'a Deflection 0.056 C D CD Stiffness 270.123 B'a CD Bb Deflecfion 0.060 B'b CO Ca Deflec6on 0.018 E F EF Stiffness 18.942 C'a EF C'b Deflecfion 0.071 C'b D' Da Deflection 0.068 G H GH Stiffness 270,123 D'a GH Db Deflection 0.072 Db I E' 1E'a Deflection 0.068 I J IJ 5tiffness 269.818 E'a U F1nal Deflection 0.072 1D: Sm ago 5-299 DESIGN OF WALL MARKED W2 Notes kmmriel Pr11 C Loading Denim Cc SOW pin Steel Reinfomsmenl Plain \VWF>=W1.2-AIRS Fy wac mesh 650M psi Fy tuber 6W00 Kf LiplAwcWhO No Concrete demity 150 per E (Simi) 29000000 psi E (Concrete) 4290000 pq n(modnhrmtio) 6.76 Shear Panmehm Phi.v UAS Vc 3.123 k" Phi•Vc 2654 kip YnladnmreemenrRe nlremenm ACI 14. eea o.w1z onenin.hor 0.002 Max Vertical's c IBM Max HorboMols c 18 in Santiago Ss299 (WA) ACI'sAlfemafe Design ofSkndQ IYaQs Assumptions fmm this mm emlo]oW.. Wall Panel shall be shnp]y supposed, axia0v landed, and subject to out- Pp]ave unit rm loteml loading where mashnum moments and deflections occur at mid.hcightof the wall. The section is consmnt over the height at the wu8 Panel The wall cmss sections shall be letsion con0olled. PM1i•Mn � Mcr Concentrated gravity loads are distributed over the wall longilt The vertical suesPWAg at mi&hclgbt Shall tint cmeed 0.06•fc Add Deadgn Loads (pressure fire m met) I.atml Desips lueds re seeli ll Dead load)+Ww(Wall weight) IIO.9d pf Tend Load (DL.In1 U P&f S (Snow Load) 220 Ief Snow Load (SL lat) 0 pa L (Live Load) 0 f Live Load LL.Im) 0 psf Lr(Live Rnof Lund l0 f Live Roof Load (LUW)l0 Ef W(Wind Load 108.86 psF Wind load (WL.bt)l 58.99 Ef E Emth uuke Land) 16.95 psf Eudloqualne Load (EL.IaI)l 13.91 psf Factored Adally Applied toads Factored Loading rACI ACI .9-t Facord Pressure un Roof Wr 512.213 Aria[ Presso re on Section Pull2.INl ps .lsannl fion check PW 45.4I7 i n.u6•ee 3tro ct Lt 1492e O.K. Unfemored ArinflpA lied loads Unfactnwd Pressum on RoofuWr 707.5825 sC Add Presarre on Section PD top Sham Alterable Factored Loading per ACT ACI eq. 9-3 Vu-wue•(B\v-2db)/2 0.09 Phi • Vd2 1.33 Check Shear ACI 11.5.5.1 ! Ci: ca adq• Ag=(b'M1) 46 in2 Yt=I✓2 2 fi(m lum modulus) 530.330 ' Met 16.971 lipm Bem 1 0.8 Trial! tre 'd 0.073 ie2 B 7.403686795 led 0583 in Lcr 3.35 inM ce O.VJ3 as 0.005 0.32469 d OA06 in Asa U.27 or2 lcrdeflecnon 4.21 in64 le 64.00 in64 delta 150 0(mawm ensile reinfowument) 0.6225 .m (min. temperature re� reement) 0.0017 mt,(min m utens& re�reement) 0.0033 ma(trid rei�mcment ratio bmmm) 0.0033 s..a(rcinforeemertmtfo revided 0.0110 Wire Mcsh Wim Svc WB 4 in Mesh Area 0.24 in'2 Factored Laterell -A tied Leafs Factored Loading per AC7 9438 sC Lateral Preaure on srrnnn Lw=WL^4/L"4+H^4) U.03 Kit Hw=\\'•(H"4/H"J+L^4) 0.07 kif Unfvmored Lnhrear A lied Loads 58.99 sC it Lateral Pressure an Section Lsv=W(L^4/1^4+1[^4 0.02 Of Hsv=lV0(H"4/H^J+L^4) 0.10 kif Page 13 of 45 Date: 09/16/2020 As Denernarr ct tJ.eJ Servim Loads A'al IAI {a Latent 0.02 kif Allowed service deflection 0.64 in Mso 2.625 ki in M 2.638 to in Ds 0.009 in Check deflection O.K. Fleur m non check S n Hw Lw 11 net Tensile Sbwn 0.011 O.OI I Check ACI I4.8.2.3 Mual 0.651 kip-R ACI eq. 14fi Mu 0.7701' ❑ 0.380 lei n ACI 9.31 (b 09 0.9 tMn trial =AsF (dt-a2) I.960 kiha 1.960 kip-R DM -M s- M 0.ODD lei R O.Ofq lei R M Add'1 a'd 0.00 ie2 0.00 W2 Additional rein[ tu 'd 0.00 ie2 0.00 in 2 Add?bar sae: 3 3 gly d 0 0 of.-0 or of. - 0 add']= O.00UkiPD 0.0W kip-R A.t -As+As add'1 024 m"2 0. mr2 No Asdb-a/2) L961 kip-B 1.961 kip -a Check 4Mn>Mu O.K. O.v. o allowed 39.27% 19.3896 Page 14 of 45 CXT, Inca (precast Diva) Santiago S=299 ('VVA) Date: 09/16/2020 -+-EMim Wal --Window 1 ........................ .............� .............. Whdow2 Y... Vent 1 Lvadin Pu fecloracd load fmm coo 0.39 kiC AT OPENINGS Material Proerdes db eR th c depth bottom L" in n block of Amin 0+32469 psa Opening Horannml Location Vedicnl lae0fnn LlenglhoC opening Hhopennbove opening peninggbtvf Opening (I.B6) l Pry span load panel load wu mtnl factorized load :lu (wv L^2)72 Window L46A 6.050 Ullft 1.38 ft 59.28 O.U7 klf 046 klf 0. 17 ki ft Wmdow2 6460 6.05 T. 2.09 ft 1-388 59.28 0.07 klf 046 kir 0.17U 0 Vow 2ft 18 10 68 50.00 0.3 Lif 069 kif 0.06 kip-0 Opening Qb M req'd Hor sae qty rrq'd: jnM - F rib-aR Check Mn�Mu Window 0. Window 1 0.9 1 0.003 W2 No.3 1 7.41i R O.K. Vent l 1 0.9 1 0 in"2 I No. 3 1 0 0 CONNECTIONS Full Resistance Value OverNrnin Base Pnc ors Lateral Base Pnchors Wall -Wall Co ectio Ouan' Madmum Maxinum Shear rm Mornt+ Mornont- m Moent+ Morrent. in Shear R-Distance L-Dlstsnce kip I kip -ft I M -R I ld -R ki -ft 3 108 108 1 36.627 1 43.29 1 43.29 1 54.06 54.06 7'oml Tenwn Base Anchors 10.92i is Tension ki She L -Dist Moment+ Moment- Ba Aiwhor 1 12 in 3.FA 12.%1 108 in 0.11 ki 'ft 32.769 ki a Brae Mchnr 2 Win 3.64 12.21 Win IU.114 kl 'ft It ki 'Ct Oasc Mchor3 108in 3.64 12..'LI 12 in 32.]69 ki 'R 0.405 OA051"'0 � Wall Connections Ouanfity of Anchors Capacity of each Countering Dead Load from onna ovC cavil tv Adjoining Wdl Dist (inches) L-Dist Pllowable Force Overlumin Morrent Resistance ki ft U LaR Low RI ht Wall CavnecVan I 2 2.703 8.188 20.720A WI 2 118.000 5.406 0.901 1 53.159 Wall Connection2 2 2.703 6.092 1 20.72% 1 W6 1 118 1 2.000 1 5.406 1 53.159 1 0.901 II AM1eo.!`M1or4� Shear Connections at Base Wall Shear Capacity quire parity( )par RedShear Calb Design Capacty Reserve Design Resistance Base Connector Force Ib Ib Ca ac PLF PLF cheek 12163 36627 24464 1084 18467 OK 4054 Wmdnw I Window 2 Vent I RIGIDITY 6.565525251 CALCULATED VALUES 96% Final PI9r Length Height Fixetl Top? Useable? Stillness k Deflection Label inches inches M (YIN) 1000 ki / IN in ! 1000 ki Entire Wall 120 96 V V 6.868 0.146 A' 6.84 Y V 116.833 0.062 A 7.5 17.52 6.84 Y Y 6.250 0.013 B 7120 6.84 Y V 75.360 0.009 B' 6.84 Y V 16.60 116.633 0.013 C 7.5 77.52 6.84 Y V 75. 75.360 0.013 D 17.52 6.84 Y Y 16.250 0.062 C' 120 12 Y Y 66.445 0.015 E 24 12 V Y 12.308 omi F 84 12 Y Y 46.351 0.022 Window 1 Windmv 2 Vcm 1 Combine Lo Ic First Se meat Second Se meat Re -Nacre Combine/Subtract Method Combined Entire Wall A' A'a Deflection 0.137 A B AB Stiffness 91.610 A'a AB Ab Deflection 0.139 Ab 0' B'a Deflection 0.139 C D CD Stiffness 91.610 We CD Bb Deflection 0.150 B'b C' C'a Deflection 0.135 E F EF Stiffness 58.659 C'a EF Final Deflection 0.152 Reserve Capacity (2A.S-0) OK Page 15 of 45 CXT, Inc. (Precast Div.) Santiago S-299 (WA) Date: 09/16/2020 ID: Sanfia o 5-299 DESIGN OF WALL MARKED W3 AGkuiel Pi Iuedin8 i parties fc 5000 psi Skel Reinforcement Plain WWF � WLM185 Fy ivim mesh 650M psi Fy mbar 60" pef L' tmei a7 No Concrete density 150 Mf O.K. c�a4.1 Sheer Paramekm e v U.RS Ve I kipci1133'131h 1121.2 Phi•Vc 2.65 ki 11.1.1coon Minimurn {{"all Reinforcement Re udremen6 .acd D.0012 nhuhor 0.002 Max Verticals c 18 in Max Horizontals 18 in cI N.3.z 3.3 3.3 Acrs.luarraea Dmign �srendu lv us cI N.3.z 3.3 3.3 Acrs.luarraea Dmign �srendu lv us Assumptions fmm this methodology: Wag panel shall be simply supported mdnfly loaded, and subject m outrof--plane uniromr kkml loading whom nu mum momenis and&fl=fiow occur at mid-heightof the waa The cross section is constant orer the hei t of the wa8 A The wall crosssec AdalDdpu Loads resnm from moQ Lateral Desl Loads ueasmv x'ell) D(Dead load) +MY(WaB weight 110.94 psf Deod Load(DL.lap U psf S(Snow Load) 220 psf Snow Load(SL.k1) 0 sf L(Lne Load) U n Live Load(LL.k0 0 Lr(L iv Rnnf load) 30rzf Live Roof Load(LLr.lat) D C W fWnd 1 ond) 1UW86 p4 Wind Load(WL lat) 58.99 par P. IFanh imLe Lead) 16,95 lof rarthquake Load (EL .L t) 13.91 psf FaclorW Adally Applied leads Pvekred LovJing r ACI ACI e . 9-3 Fvctared Pressum an Rouf Wr SI2.213 Acid Pressure on Section PUBI 2.18k Assum Hon check Pn1 45.417 on 0.U6'1e 300 O.K. Unfnmased AsinayApplied loads Unrnctored Pmssum on RaofuWr 307.5825 sf Acid Pressure on Sstinn FBI 1.41 kip bTenr .Ulonablel raemreaLoading per ael Ae1Eq. 9a Vu=nvH•(6a-2db)l2 0.09 Phi•Vd2 I33 Check Shear ACI 11.5.5.1 ads• = b•h) 48 in'2 Yt=1J2 2 O(m lure moduhre) 530330 psi Mcr 16.971 Lip -In Bow 1 0.8 Trial Anm d 0.073 in^2 R 7A036M795 led 0.583 in Lcr 3.35 iu"4 cc 0.003 0.005 0.32469 psi DAM in Aw 0.27 W2 lerdeficeion AM in le 64.00 1n'4 delta 150 r,(manmum 1cmilc reinforcement) 0.0225 P (nin. tcmpamwm mivforc n1ent) 0.0017 r,,.(minimum tensile minfomement) 0.0033 un(trial reinfiecnneal mfio bolmm) OOU33 aka(reinforcement ratio pmvi&d) D.0110 Aclli.az.3 na 3+.a24 ncr l+.ax3 W' Mesh Wire Sae WR spcwgl 4 to Mesh Areal0,24 in Factored Laterailr A 8sd Loads Factored Laadin rACI p,=edt'a=,.sea, Wawa 94.38PsC Lateral Pressure on Section Lev =W(L^4/L^4+11^All (1.03 k1f Hsv=\\'•(ii^4I H"4+L^4) 0.07 k1f Lateral unrcmrea Lnk.au A led Lads )8.99 psi presence an Section La=W(L^J/L^4+H^4) U.02 klF Hsv=WH^4l H^4+L^4 U.W kit {3i�3 Dencction a la.xa Servim LoaJe A'd L41 ti Lateral U.02 In Allowed sen5ce deflection 0.64 in Msv 2.62513 N M 2.08le in Ds Db[n) in Check defkclinn O.K. Aery .lssubon cheek S m Hot Lw net Temde Sirvin U.UII U.DII Check ACI 14.8.2.3 Tmm Muni 0.651 kiPD ACT e . 14b) Mu 0.770 Ai D 0.380 b' D ADI9.3.2 Ib 0.9 0.9 IMn trial- P dt-a2) 1960 ki1.D 1.960 Lip-D DM f1.W0 k' D O.UUO 4' R As Ad81 m 'd 0.00 in"2 D.OD in^2 Additional romfm 'd O.Gll m^2 0.00 in^2 AMI bar size: 3 3 city m 'd 0 U P or aAs 0 0 add'1= 0.000kiPD DDVJ A'p➢ An-As+As ad" 0.24 m^2 in 0.24 ^2 [Mn- AsF db-d2) 1%91 Ooi 1.961 kipD Check mmn>Mu OX D.K. °e shoocci 3927% 19.38% Page 16 of 45 Date: 09/16/2020 Lnaam Pu fecloraed load fmm mo 0.39 tlC Ww (might er el NI n 0.05W 2K( -<- Alm Wal -a Wirdow 1 Wfidow2 Vent, AT OPENINGS Material Properties db eQ five de Ih bottom 1.94 in a block of sham 0.32469 en o=As• fy / 0.85•Cc•b Opening Horaonml Loeohion Venial Loco,bn L kngth oC opening R height nhove opening (-) Weig of Opening(LB8) Pw home ed Wellload sou mml fochorved loud Afu (wo•L^2)'12 Window 1 1.46 ft 6.05 n 2.09 R 1.39 R 59.28 0.07 k8' 0.461Jf 0.171a ft Window 6A6ft 6.05ft 2ASft 1.38ft 59.28 0.07 Hf 0.46 OF 0.17b ft VeN 1 20 10 in fi❑ 50.00 0.3 kIC O:fi91dC 0.06 =❑ Opening mb As req'd Bur s¢e qtY rtq'J: dhln' Fs dM1-n/2 Chat Mn�Mn Window l 0.9 1 U.W3in^2 INo.3 I 7.4 ti ft O.K. Window2 0.9 1 (1 in^2 No.3 I 7.4 LIPI O.K. Van 1 0.9 0 m'2 No. 3 1 0 1 0 ki ft OX CONNECTIONS EDT nore Full Resistanm Value OveiWmin Bam chars Latear Base Ancho Wall -Wall Co nection MDdrtum Maximum Sher MMP-It+ Moment- Mmp nt+ Mormnt- inShear inS R-DisGnm L-Dmtanm ki ki -R MI Id -R ki -R 3 108 108 1 36.627 1 43.29 1 43.29 1 54.06 1 54.06 om1Trison Base Anchors 10.921 Dist Tension ki Shear L-Dist Mon'ent+ Moaent- BnseeVhchor1 12 in S.FA 1.:?1 •fl 32.769 ki •n Bnse Anchor2 60 in 3FA Min 12.21 Win 10.119 lop•ft 10.1Mkip •ft Base Anclar3 lOR in 3.FA in 12 lj 32.7691' •ft 0.40$ ki •ft Wall Concoctions Quantity of Anchors Capacity of each Countering Dead Load Rom no 08.188 eo[ svngm Adjoining Wall Dlst (inches) L-Dist Allowable Form Overlumin Mormnt Resistance ki R U Lek Low Ri ht Wng Connetionl 2 2.703 1 1 20.72% Wl 1 2 118.000 SAW 0.9D1 53.159 Wall Con Cation 2 1 2 1 2.703 1 6-082 1 20.72% W6 1 118 2.0D0 1 5.406 53.159 DI Wall Sheer Checks Shear Connections at ease Wall Shear Capacity Red Calb) quireparity( )per Design Capacity Reserve Design ResistanceResistan Base Connector Form Ib Ib Ca ac PLF PLF check 12163 36627 24464 7084 19467 OK 4054 WiMaw 1 Window2 Van I RIGIDITY 6.565525251 CALCULATED VALUES 96% Final Pier Length Height Fixed Top? Useable? S WinJow 1 Window 2 Vent I Combine Lo is First Se ment Second Se rant Re -Nara Combine/Subtract Method Contained Entire Wall A' A'a Deflection 0.137 A B AB Stillness 91.610 A'a AB Ab Deflection 0.148 Ab B' B'a Deflection 0.139 C D CD + Stiffness 91.fi10 Be CD 8b Deflection 0.150 B'b C' C'a Deflection 0.135 E F EF SBRness 58.659 Us EF Final Deflection 0.152 Reserve capaary (24464) OK Page 17 of 45 C T, Inc. (Precast Div.) Santiago 5=299 (WA) Date: 09/16/2020 m: SRnfin o 5-299 DESIGN OF WALL MARKED W4 Notes Matetfil Pr Loading Perlin Cc 50OU .' Steel Remforeement Plain IMF >=W1.2-A185 Fy vVim mesh 650011 psi Fy mbar 60000 pcf Li tnei J7 No Concrete densky 150 pef O.K M 11 Sheer Penmehm P6iv 0.85 Vc 3.1231i /& 11.2.1.2 PhiWe 2.6A top l4c] 11.1.1 3'all ffehsfnsvement Re WrementeITIC .OD12 nin.hor 0002AU 14. Max Vedical spacmgl 18 in 4CI 14. ax HbAnmis.clog 18in m Iera.lkwrtmenmig,r /sfanderma¢r Assumptions fmm this methodology: Wa0 panel shall be simply supported. axially loaded, and subject to oulrof--plane uniform lateral loading where maximum meats and deflections occur at mid -height of the wall. The ctom section is constant over@e heiglit of the wall pmel. The wall cross sections shall be tension controlled. PhisMn>- Met ACI 14A�4 Coocenhand gravity loads me distributed over the wall length The vertical stress PufAg at miLLheiSht shall not emeed 0.064fc . Iera.lkwrtmenmig,r /sfanderma¢r Assumptions fmm this methodology: Wa0 panel shall be simply supported. axially loaded, and subject to oulrof--plane uniform lateral loading where maximum meats and deflections occur at mid -height of the wall. The ctom section is constant over@e heiglit of the wall pmel. The wall cross sections shall be tension controlled. PhisMn>- Met ACI 14A�4 Coocenhand gravity loads me distributed over the wall length The vertical stress PufAg at miLLheiSht shall not emeed 0.064fc . Adil Dmi Loads ( rennre fmm meQ Lahml Deli Loads rename xaB) D (Dead load) � Ww (Well weight) I IU.94 f Dead Load (DL.loo D s( S Snow Load) 220 f Snow Load(SL.Int) 0psf L (Live Load) O f Live Loaf (LL.mt) O C Lr(Lh'e Roof Load) 30 sf Live Roof Load(LLrmy U sf W(Wind Load) I08.96 f Wind Load(WLdap S&W f E (Garth uake Load) 16.95 sf earth uake Load (EL.mt) 13.91 psf Facmml Adilly Applied Loads Focmred Loodin rACI ACI .9-3 Factored Preuwa on Rao(Wr 512.213 Add Pmssum on Section Pub 2.29 kip Assam tlon check PWAg 47.500 i O.fJ6'fc 3f1D si O:IC Unfxetosud ally Applied Loads Unfaclored Pressure on ReoCuWr 307.3825 sf Avil Psecsnm on Section PHIlap Shear AOawable t Factored Loading per ACI ACI cq. 9-3 PhiNd2 1.33 Check Sheet ACI 11.5.5.1 O.?_. I - (loch"3 12 bl in'W Yt=1✓2 2 fr(rulum modulus) 530.330 i Met 16.971 kipm Bem 1 0.9 Trial Artre•d 0.073 in'2 B 7.403686795 led 0.583 in Lou 335 inN cc O.OD3 4 O.OD5 0.32469 ' oA06 in Aso 0.27 in^2 lenkfkction 4.22 in"J le f .00 in delta 150 r,(mamnum tensile miWumemem) 0.0225 m (min tempemtum mwumement) 0.0017 m.(minimum tensile minereemenp O.0033 ma (trial minforcement mile batwm) 0.0f/33 a.dbainfomemcnt ratio rovidech 0.0110 .3 Wim Mcsh As Wire S¢c Wg 4 to Mesh Arreea 0.24m 2 Factored LateraD A Ged Leads Facmrcd Caviling rACI 9438 sf Lateral Preamre on Section Lw=W'(L^4/L^4+H^4) 0.06 k1C I[w=tt'c(H^4/IIW+L^4) 0.03 k1f Urdecmred Urdecmred I.atemlly A lied Coeds 58.99 sf Cafe nd Pnxmre on Section Lw-We(L^4/L^4+H^4 0.0l left Hrv=Wz II"4lHN+LW7 U.02 left neneatian acr,r.aa Service LoWx Avil 1.51 lei Lateral 0.04 OF Allowed semice deflection 0.95 in Mss 7.582 H in M T6A 1i in Ds 0.04E in Check deflection OK F4emre Assam Bon cheek S n Hw Lw m[ Tensile Strom 0.011 U.011 Chock ACI 14.8.2.3 Idual 0.525 kipft act e . 1+6) Mn o.74o ti n o.650 la n ACI 9.3.2 @ 0.9 0.9 fMn trial `GAF ill- ¢ 27 1.960 kipn 1.960 Lipft DM-M s- M Omni n o.UW lt' ft As Addl re'd 0,N)in^2 0.00 in^2 Additional mmfm' d 0.0011`2 0.00 is^2 Add'1 bet sizv. 3 3 qty re 'd 0 0 or eingof. 0 0 As adult O.OLY/kiPft O.UDO kipft At=A+A odd'1 0.24 in^2 0.24 in^2 fin- sF ab-m27 1.961 kipft L9611ipn Check$Mn emu O.K. O.K. DoaUo%%vdl 33.150,u of 45 CXT Inc. (Precast Dive) Santiago S�299 (WA) Page 1s s Date: 09/16/2020020 Laaaln Pu faemrvcd loud liom rw 0.3911f Ww (uvighatof pare r 0 0.05 ksf AT OPENINGS Mmedal Pre emm db aRa«line de th botbm I.81 in a block of strain 0,32469 i n=/ss• / 0.8i'fc•b Opedng Bomanml Location mp Vedicd Localun LIengNof opening I1 bepennhovc (-)ning(Lof Pw tomefactorized wutold nlu opening Olxnmg(I,BS) panel load f mrrzed lead (xv'L'2y12 nmm OpednB 46 As reQd Bor s¢e qty req'd: 6Mn= Check Fr db-oR Mn%Mu CONNECTIONS Full Resistance Value Ove In Base Mchore Late 1 BasaM o II-Wal Co action Maximum Maximum Shear Mkrrent+ Moment- Mkip-t+ Morrent- in She inShear R-Distance L- Distance kip2 -R -R ki -R ki -R 2 86 86 24.418 28.48 2 28.48 1 5724 1 43.01 ToW Tenson Base Prmtmrs 7162 Dist Tension Id Shear L-Diaf Morrent+ Moment- Bnsc Mchor 1 T6 in 3.84 12.21 86 in 2.385 ki sR 26.(194 ' •R Bose Mchor2 86 in 364 1 12.21 1 26m 1 26.094k •tt I 2.3n U'0 Wall Connections of�� Capacity of each countering Dead Loed hom Adiolnimm M11 rntito ouCAnchor Use M{Vu11 g Dis[ (inches) L-Dist Allovreble Force Ovedumin Monent Resistance ki fl U LaR Low Mort Wall Connecunnl 2 1.531 11.567 29.28% WI 0 112.OW 3.D62 D.DDO 28.579 Wall Connection2 2 2.703 4.617 100.00% PI•T 4.5 37.500 4.617 28.664 14.428 Wall Connection3 2 1.531 8.592 29.28% W6 112 0.c00 3.062 28.579 0.000 Shear Connections at Be se Wall Shear CapacityDesign Required Shear Capacity (Ib)per Capacity Reserve Design Resistance Force Ib Ib Ca aci PLF PLF check Base Connector 8389 24418 16019 719 20365 OK 41 B8 RIGIDITY CALCULATED VALUES 100% Firta! 4.063981013 Pier Len th Hei ht Fixed To ? Useable? Stiffness k Deflection Label Inches mchas M /N 1000 ki / IN 7n / 10001d Entire Wall 112 72b Y Y 4.064 0.246 Conbine Lo is Conbine Lo is First Se ment Second Be roan[ Re -Nacre Combine/SubbaG Methotl Combined Entire Wall 0 Final 4.064 Resewe Capacty (16019) OK Page 19 of 45 CXT, Inc. (Precast Div,) Santiago S=299 (VJ -Ili) Date: 09/16/2020 ID: Sanfia o 5-299 DESIGN OF WALL MARKED WS Natcs Mntc,ial R mfin re S00O Steel Reinforcement Plain W WF � WL2-A185 Fy was mesh 65000 psi Fy rebm 60000 pcf Lightweight? No Commenedensily 150 pof O.K. 11 Shear Perimete Ph'v 6.85 U 12..3 vel 3AB kip l d 11.21.2 Phi•ve 2.65/ kip a ll.l.l n4mimtmr' Loading n'auReinforcement Re ,dremenmm m.vert 0.0012 min.hor 0.002 Max verfical spacmgl IS in Max Hmoonlals c 18 in H.3.2 O 3+3 ia.5 .rCY's AUemare Deign oJ.S(rnder IPaIIs ACI 14.&21 14.S.2.3 n4mimtmr' Loading n'auReinforcement Re ,dremenmm m.vert 0.0012 min.hor 0.002 Max verfical spacmgl IS in Max Hmoonlals c 18 in H.3.2 O 3+3 ia.5 .rCY's AUemare Deign oJ.S(rnder IPaIIs ACI 14.&21 14.S.2.3 H.3.2 O 3+3 ia.5 .rCY's AUemare Deign oJ.S(rnder IPaIIs ACI 14.&21 14.S.2.3 Assumptions from this nmihadology: Wag panel shell he simply supported, miaUy loaded, and subject m out -of -plane uniform Lateral loading where maximum and deflections occur m mid-heightor me wall. rn�menu mvmnrnheanatantmermenei tnrmeaanu eel. The wall cross sccUons shall he tension con rvIled.ACI Pbi•Mn>=Mer Anil Dev Load+ resure from noq Latent Deal Loads lasso walD D (Dead load)+ Ww ( Wall aci n 110.94 psf Dead Load (DL.lat) 0 Psf S(Snow Load) 220 psf Snow Load(SLmD OPsf L (Live Land) O f Live Load (LE t), O C Lr(Live Roof Load) 30 psF Live Roof Load (Ur 0 C W(Wind Load) 1O9.86 psf Wind Land (WL.1m)l 58.99 psF E (Eachquake Load) 16.95 psf Earthquake Load (EL.]et) 13.91 sf Facraml Ariilly Applied Loads Pvcmred Loadf rACI ACle .9-3 Foctarcd Pmssure on RaoCWr 513.2I3 "a Pressmen on Secann PUBI 2.28 kipAmr .gym mion check PW 47.500 i O.WCc 3W i p kN314 a 16 O.K. RNnctmed ally Applied Loads Undeclared pressure on RooCuWr 307.5R25 sf .tin] Pressure on Section FBI 1.51 kip Shear Allonablc 1 Fecmred Loading Per ACI ACI eq. 9-3 Vu=wvH•(Bx'-2J6)/2 0.17 Phi'V✓2 11.33 Chcck Shear ACI 11.5.5. 11 C*. ae;n I=(b'h^3 '12 64 aM Yl-M2 2 fr (rupture modulus) 510.330 psi Mcr 16.971 Up-m Bete 1 0.8 Trial Astre'J 0.073 in"2 B 7A03686795 kd 0.583 in Ler 3.35 inµ 0.003 0.005 0.32469 psi 0.406 in Ase 0.27 in`2 lende0ecllon 4.22 inA le 64.00 in^4 delm 150 y(mmumum tensile reinforcement) 0.0225 ,m (min. temperature reiniffiumen0 0.0017 rm,(mmfimunu tensile reinfireemenl) O,0033 mn(Iriel reinforcement ratio bottom) 0.003 ainheneemem ratio pmvided)l 0,0110 Wire Mesh Woe S¢e W8 4n MashAreaji 0.24 m2 FaclnreJ I.atenll'A IieJ Loads Factored Londa rACI 9438 � Lvlenl l'reasnre on Secfion Lw=1V•(L^Ill^4+H^4) U.IIG kIf Hav=\\'•(H"4/H"4+I.^4) U.U3 klf urdaem.ra urdaem.ra LntenBy a Rea Lamas 58.99 sC Lateral Pressure an Sccaon Lw=W(L^4/L^4+H"4) 0.04 k1f Hsv=W(H"4I H^4+L^4) O.U2 kit aici neneenan cllae4 Servim loads Adel 1.51 Id Lateral 0.04 Uf Allowed service deflection 0.85 in MM 7.582 ki in M 7.654 lei in Ds 0.(418 in Check deflection O.K. Flenue Assam lion check S n Hw LW net 7'ensik Straw 0.011 U 011 Check AC114.8.2.3 Mufti 0.525 kip-R acle . 14L) Mn owuk; n 0,650 lap-8 ACI9.3.2 tb 0.9 0.9 lMnlrivl - QAsk' dt-a2) 1.960 kipfl 1.960 a'pn UM -M s- M O.Oo0' R 0.000 lei R As Addl ro4d 0.00 W2 OAO W2 Additional winf m 'd 0.00 W2 0.0) in^2 Add'l bra size 3 3 qty re 'd 0 0 or of.As 0 0 add'1- 0000 kippfl 0.606 kipfi Art=As+As add 0.24 in^2 0.24 a^2 ,Mn= Aar alb-W2) 1.961 kip-fl 1.961 kip-fl Check$Mn>Mu O.K. O.K. 9u n8maed 37.74% 1 33.15% Page 20 of 45 CXT, Inc. (Precast Dive) Santiago S=299 (WA) Date: 09/16/2020 Lo�din Pu focbrrzed bod fmm and U.39 klf Ww (%veigbt of parml per at n 0.0> "f Fa�mrisM \1mm�nr REINFORCEMENT AT OPENINGS \leterid Pm elves rib eHatiee Je th Mttom l.gt in n block of storm 0.3MG9 pti n=As • / 0.85 • fc •b Hhopertnbavc Pw manful nrrzeJ wu toml hlu Opening Horizontal Loentinn Vertical l.ocmion Llmigth of opening opening reningghlof Opening (LH$) panel loaf factorized load (uv L^2y12 15TS:tI'] Opening y5b Mmq'd Hor srze qty rexj J: �`M^— Check F rib-a2 Mn%Mu CONNECTIONS Full Resistance Value Overiumin Basa Anchors Lateral Base Anchors Wall -Wall Connec8on Quantity Marimem Maximum Shear Moment+ Moment- Mornent+ Marrent- inShear R-Distance L-Distance ki ki -fl ki -fl kip -it ki -ft 2 H6 86 24.418 28.48 28.48 57.24 43.01 Tolnl Tension Bass Anchors 7.282 Dis[ Tension ki Shaer L-Dirt Motrent+ Morrent- Hasc Mchor I 26 in 3.64 12.21 86 in 2.385 ki •H 26.(194 'n Hose Mchor 2 86 m 3.64 1 1221 1 26 in 1 26.094 G 'H 1 2.385 Urn Wall Connections DuantJy of Anchors Capacy of each Anchor Countering Dead Load fmm Adloining Wall e, of uv8 to Use Adjommg \Vn8 Oist (inches) L-Dist Allowable Forre Overtumin Morteni Resistance k' fl I U Left Low RI ht Wall Connecton1 2 1 1.531 1 11.567 1 29.28% 1 112.000 3.062 0.01 28.579 Woll Conn000n2 2 2.703 4.617 100.00% I-1 .5 37.500 4.617 28.664 14.428 Well Connxtinn3 2 1.531 8.592 29.28% Wb 112 1 D.000 1 3.062 1 28.578 1 O.DDO Wall Shear Chocks Shear Connections at Base Wall Shear Capacity (lb) per Required Shear Capacity Design Capacity Reserve Design Resistance Base Donnacbrr Foma Ib Ib Ca aci PLF PLF check 83B9 24478 16019 RIGIDITY CALCULATED VALUES 10D% final 4.063981043 Pier Len M Hei ht Fixed To ? Useable? Stillness k Deflection Label inches inches VIN VIN 1000 b / IN in / t00D ki Entire Wall 112 128 Y Y 4.064 0.246 Combine Lo is Combine Lo is Firsts Trent Semnd Se ment Re -Name Combine/Subtract MaBiod Combined EnBre Wall 0 Final 4.Ofi4 Reserve capacity yI6MG) OK Page of 45 C1il�19 Inca precast Div.)Santiago S®299 A e:09/1 2020 g ( ) Date:09/16/2020 1m Sanfia o 5-299 DESIGN OF WALL MARKED W6 Notes Materiel Pt ertiea fe 50DO Steel Reinforcement Plain WWF>=W1.2-AIRS Fy wits mesh 650DO pm Fy mbm 60000 pcf Lightweight? No Concrete density I50 per C Loadin(; O.K. Shear Pammeners Phi.v 0F Cf 9..-. Vc 3.123 b 1& 11.2.12 Phi•Vc 2.654 kip am.1.1 Roll Reinfommens Requirements W12 nm.hor 0.002 Max VMimis cmg I6' Max Htimonlal qmcmgl lain .Icra,lurrnmanwign fs�ra ry ur .Icra,lurrnmanwign fs�ra ry ur Assump inns Neatthis methodology: Wall panel shall be simply supported axwlly loaded, and subject to out-of-plaw uni(onn lateral boding ahem mdmum t I A>id Dcd Loads msmre from root) Lnsenl Desi Loads ream: n w+Jl) D (Dead load) + Ww Wall weight) 110.94 lof Dead Load (UL.mt U sC S (Snow loud) 220 f SamLoad (SL.s9 0 psC L(Li%e Load) 0 f Live Load(LL.sD 0 sf Lr(Live Roof Load) 30 pad Live Roof Load(LLrsV 0 sf W(Wind Load) 108.96Psi` Wind Load(WL,lal)l 58.99 Psf E(Earth uako Load) 16.95 psf Enrth uske Load (EL.lat)l 13.91 psF Factored AridlyApplied Loads Factored Londin rACI ACI .9-7 Factored Pressure on Roof Wr 512.213 Arid Pressure on Section PUBI 2.13 kin' Auum Non check PW 44.375 i O.Ufi•fc 3W i q�t aU7( 14 9161 O.K. Ilrrfactored Arially Applied Loads Unfnctored pressureon Roof uWr 307.5825 f Axinl Pressum on Section Pill1.37 k Shear .\Ramble F¢Cmlw Loading per ACI ACI eq. 9-3 Phi Vc/21 1.33 Check Shear ACI 11.5-5.1 Ca =(b•h) dill s'2 YI=I✓2 2 fr (m lure modulus) 530.330 psi Met 16.971 bp -in Bem 1 0.8 Trial As'tm d U073 in B 7AO3686795 Id 0593111 Ler 3,35 in 4 ec U.IKi 09 O.M5 0.32469 loi 0.406 in Aso 0.27 in Icrdeflection 4,21 in'4 le 64 W in dicks 150 av ri(mtnum tensile reinforcement) 0.0225 .m (min. tempemmm minfomemcnt) 0,0017 me(mioenum teadle mint ement) 0,0033 in Owl atnforccmentmmmratio batman) 0,0033 Pponi,a a(resfoeenitio mvided) opt 10 Wve Mesh Wire Sae Wa 4In ' Mesh Moil 0.24 n'2 Factored Lanerdly A gM Loads Factored Loedin rACI m N.aNW Y4�3R sf I,eted Pressure on Section Lw=W(L"4/H^J+L"4) OkN Hw=IY•(L^4/NW+L^4 u.o9 m[ UrNactored LesnBv A lied Leeds 58.99 psi Lasml Pressure on SeeNan Har=4N+1.^J) 0.(16 k1C nenectien ci t,.a.r serrdec Imada Add 1.3] lei ascot u k f Manrd serelee deflection 0.77 in Man 0.6851i in M U.69U 3 in Ds O.003 in Chock deflection O.K. Hesu Aasum Non thole S n Hry Lw net Tevsik Stmia O.U11 U.011 Check ACI 14.8.2.3 Meal 1.119 kip-ft Acle . IJd) Mu 1.4301i R D.OW lei fl AC193.2 lb D.9 0.9 lMntrial = NF{dt-a2) 1960 kipfl 1.960 A'l*ft DM=M s- M O000 . R U.U(Nl lei U As Add[ cold 000 in^2 0.00 in Additiondmmfm'd 0.00 in^2 0.00 in^2 AM bar sae: 3 3 gLy rc 'd 0 0 of D 0 or As addl = OMD kipft 0.000 kip-ft Ari=As+As add'I 0.21 m'2 0.24M2 IMn= AsF db-¢/2) L961 kip-n 1961 kips Check �Mn>Me O.K- O.K. 00 eguaxd 72.92% 0.00% Wve Mesh Wire Sae Wa 4In ' Mesh Moil 0.24 n'2 Factored Lanerdly A gM Loads Factored Loedin rACI m N.aNW Y4�3R sf I,eted Pressure on Section Lw=W(L"4/H^J+L"4) OkN Hw=IY•(L^4/NW+L^4 u.o9 m[ UrNactored LesnBv A lied Leeds 58.99 psi Lasml Pressure on SeeNan Har=4N+1.^J) 0.(16 k1C nenectien ci t,.a.r serrdec Imada Add 1.3] lei ascot u k f Manrd serelee deflection 0.77 in Man 0.6851i in M U.69U 3 in Ds O.003 in Chock deflection O.K. Hesu Aasum Non thole S n Hry Lw net Tevsik Stmia O.U11 U.011 Check ACI 14.8.2.3 Meal 1.119 kip-ft Acle . IJd) Mu 1.4301i R D.OW lei fl AC193.2 lb D.9 0.9 lMntrial = NF{dt-a2) 1960 kipfl 1.960 A'l*ft DM=M s- M O000 . R U.U(Nl lei U As Add[ cold 000 in^2 0.00 in Additiondmmfm'd 0.00 in^2 0.00 in^2 AM bar sae: 3 3 gLy rc 'd 0 0 of D 0 or As addl = OMD kipft 0.000 kip-ft Ari=As+As add'I 0.21 m'2 0.24M2 IMn= AsF db-¢/2) L961 kip-n 1961 kips Check �Mn>Me O.K- O.K. 00 eguaxd 72.92% 0.00% Factored Lanerdly A gM Loads Factored Loedin rACI m N.aNW Y4�3R sf I,eted Pressure on Section Lw=W(L"4/H^J+L"4) OkN Hw=IY•(L^4/NW+L^4 u.o9 m[ UrNactored LesnBv A lied Leeds 58.99 psi Lasml Pressure on SeeNan Har=4N+1.^J) 0.(16 k1C nenectien ci t,.a.r serrdec Imada Add 1.3] lei ascot u k f Manrd serelee deflection 0.77 in Man 0.6851i in M U.69U 3 in Ds O.003 in Chock deflection O.K. Hesu Aasum Non thole S n Hry Lw net Tevsik Stmia O.U11 U.011 Check ACI 14.8.2.3 Meal 1.119 kip-ft Acle . IJd) Mu 1.4301i R D.OW lei fl AC193.2 lb D.9 0.9 lMntrial = NF{dt-a2) 1960 kipfl 1.960 A'l*ft DM=M s- M O000 . R U.U(Nl lei U As Add[ cold 000 in^2 0.00 in Additiondmmfm'd 0.00 in^2 0.00 in^2 AM bar sae: 3 3 gLy rc 'd 0 0 of D 0 or As addl = OMD kipft 0.000 kip-ft Ari=As+As add'I 0.21 m'2 0.24M2 IMn= AsF db-¢/2) L961 kip-n 1961 kips Check �Mn>Me O.K- O.K. 00 eguaxd 72.92% 0.00% UrNactored LesnBv A lied Leeds 58.99 psi Lasml Pressure on SeeNan Har=4N+1.^J) 0.(16 k1C nenectien ci t,.a.r serrdec Imada Add 1.3] lei ascot u k f Manrd serelee deflection 0.77 in Man 0.6851i in M U.69U 3 in Ds O.003 in Chock deflection O.K. Hesu Aasum Non thole S n Hry Lw net Tevsik Stmia O.U11 U.011 Check ACI 14.8.2.3 Meal 1.119 kip-ft Acle . IJd) Mu 1.4301i R D.OW lei fl AC193.2 lb D.9 0.9 lMntrial = NF{dt-a2) 1960 kipfl 1.960 A'l*ft DM=M s- M O000 . R U.U(Nl lei U As Add[ cold 000 in^2 0.00 in Additiondmmfm'd 0.00 in^2 0.00 in^2 AM bar sae: 3 3 gLy rc 'd 0 0 of D 0 or As addl = OMD kipft 0.000 kip-ft Ari=As+As add'I 0.21 m'2 0.24M2 IMn= AsF db-¢/2) L961 kip-n 1961 kips Check �Mn>Me O.K- O.K. 00 eguaxd 72.92% 0.00% Hesu Aasum Non thole S n Hry Lw net Tevsik Stmia O.U11 U.011 Check ACI 14.8.2.3 Meal 1.119 kip-ft Acle . IJd) Mu 1.4301i R D.OW lei fl AC193.2 lb D.9 0.9 lMntrial = NF{dt-a2) 1960 kipfl 1.960 A'l*ft DM=M s- M O000 . R U.U(Nl lei U As Add[ cold 000 in^2 0.00 in Additiondmmfm'd 0.00 in^2 0.00 in^2 AM bar sae: 3 3 gLy rc 'd 0 0 of D 0 or As addl = OMD kipft 0.000 kip-ft Ari=As+As add'I 0.21 m'2 0.24M2 IMn= AsF db-¢/2) L961 kip-n 1961 kips Check �Mn>Me O.K- O.K. 00 eguaxd 72.92% 0.00% AC193.2 lb D.9 0.9 lMntrial = NF{dt-a2) 1960 kipfl 1.960 A'l*ft DM=M s- M O000 . R U.U(Nl lei U As Add[ cold 000 in^2 0.00 in Additiondmmfm'd 0.00 in^2 0.00 in^2 AM bar sae: 3 3 gLy rc 'd 0 0 of D 0 or As addl = OMD kipft 0.000 kip-ft Ari=As+As add'I 0.21 m'2 0.24M2 IMn= AsF db-¢/2) L961 kip-n 1961 kips Check �Mn>Me O.K- O.K. 00 eguaxd 72.92% 0.00% Page 22 of 45 CXT5 ffne. (Precast Div.) Santiago S=299 (VVA) Date:09/16/2020 -e-Entire MI -au Nor 1-1 _.................._..........._`._.__......_._................:_._...._......_.......... ... --Nor 2---Mot I i --'s Dpenng1 �Opening2 Loadin Pu Gcmmld load fmm mo U i9 Hf Ww(weightof ncl R) 0.05 ksf AT OPENINGS Material Pro ees R rib efive de Ih bottom rn1.84 in a block of shwa 0.32469 n-As•f / 0.954fc•b OpewnF Horizontal Location Vcniwl Locofun L IenetM1 of opening H height nbove opening (-) Wciglu of Opening (L6S) Pw mml ized pone)l lloadoud tloWl factoraed )Dori Afu (tw L`Ty12 Door 1 1 R oil 4.25 0 2.75 ft 1452.08 0.14 HE 0.53 klf US lip-ft Dwr2 10.67 R 0 R 4 ft 2.7511 1366.fi7 0.14 klf 0.53 kit 0.71 k' fl Door 3 2R08 R 0 R 4.25 R 2.7511 1452+08 0.1410f 0.53 kit O.8 ki ft Opening I 10.83 ft 8.5 ft Et 0,67 R 0.42 R 1 22.22 1 0.02 klf 0.41 klf 0.02 kl R Opturnm2 13.83 ft 8.5 ft 0.67 it 1 0.42 it 1 22.22 1 0.02 ldf 1 0.41 klf 0.02 ki fl Opening Qb As mq'd Bm svz qty req'd: 4A1n- P rib-N2 Check Mn>Mu Door I 0.9 0.006 in'2 No. 3 I 15.58 ki R O.K. Daor2 U.9 0005W2 No.3 1 15S8 ki ft O.K. Door 0.9 1 0.006 in^ No.3 1 I 1 15.58 ft O.K. O nin 1 0.9 1 0.002 W2 I No. 3 1 1 1 1.68la ft ox Opcning2 0.9 1 0.002 is^2 I No. 3 1 1 1 1.69 ki fl O.K. CONNECTIONS Full Resistance Value Ovedumi Base Mcho Lateral Base Pncho Wall -Wall Con action Quantity Maximum Maximum Shear 1 Mornent+ i Molrent- I Moment+ 1 in Shear Shear R- Distance L- Distance kip M -ft I ki -ft I ki -ft MD-ft 6 298 1 298 1 61.420 1 197.56 1 197.56 1 129.07 1 129.07 Total Tension Base Anchors 21.502 Dist Tensionki Shear L - Dist Momenl+ Momant- Bosc Mchor I 6 m 3.47 6.29 298 in 0.035 ki •R 86.I47 ki •fl Base McM1or2 69 in 384 1221 23S in 4.848'•R 56.229V •fl Base Anchor 112m 3.64 12.21 192 in 12.772 ki•R 37.534 ki•ft Base Anchor 4 192 in 3.64 12.21 112 or 1 37.5M ki •R 1 12.772 H •ft Base Anchors 235 in 3.64 12.21 69m 56.229lo•It 4.M8 ki•R ➢asc Mchor6 298 in 3.47 6.29 bus 86.147 Id•ft 0.03S ki•R Wall Connections Quantity of Plxhors Capacity of each countering Dead Load Rom °e of tsollm Adjoining tVoB Dist (inches) L-Dist Pllowable Force OvarWmin Morrent Resistance ki k U LaR Low Ri ht Wall Connection) 2 1.631 7.367 50.00% E3 0 304.000 3.062 0.000 77S 1 Wall Connection 2 2 1.703 2.033 16.74% W5 126 178.000 2.033 21.343 30.152 Wag Connection 3 2 2.703 2.033 16.74% W4 178 1 126.000 2.033 1 30.152 1 21.343 Wall Connection 2 1.01 7.367 1 50.00% W2 I 304 I 0.000 1 3.062 1 77.571 1 0.000 Shear Connections a[Base Wall Shear Capacity Required Shear Capacity (Ib)per Design Capacity Deaign Resistance Door l Door2 D Op ning• 1 Op nin82 nor 3 CALCUVITED VALUES 62% final 10.45417875 Pier Length Hei ht Fixed Top? Useable? Stiffness k cheDeflection Label ins inches /N (YIN) We 1000! IN in / 1000 ki Entire Wall $04 115 V V 16.821 0.059 A' 304 82 Y Y 24.130 0.041 A 12 82 V V 0.069 16.979 B 241 82 V V 18.865 DOS3 B' 304 82 V V 24.130 D.041 C 128.04 82 V V 9.158 0.109 D 127.96 82 Y V 9.151 D.109 C' 304 82 V V 24.130 D.041 E 240.96 82 V V 10.862 0.053 F 12.04 82 V Y 0.059 16.817 D' W4 7.96 Y Y 254.548 0.004 G 129.96 7.96 Y Y 108.708 0.009 H 166 7.96 Y Y 138.922 1 0.OP7 E'i 304 1 7.96 1 V I Y 254.548 1 0.004 I 1 165.96 1 T96 1 Y I V 1 138,888 1 0.007 1 1 130 1 7.96 1 V I V 1 108,742 1 0.009 Reserve Capacty {436:s4j OK Pier Length Hei ht Fixed Top? Useable? Stiffness k cheDeflection Label ins inches /N (YIN) We 1000! IN in / 1000 ki Entire Wall $04 115 V V 16.821 0.059 A' 304 82 Y Y 24.130 0.041 A 12 82 V V 0.069 16.979 B 241 82 V V 18.865 DOS3 B' 304 82 V V 24.130 D.041 C 128.04 82 V V 9.158 0.109 D 127.96 82 Y V 9.151 D.109 C' 304 82 V V 24.130 D.041 E 240.96 82 V V 10.862 0.053 F 12.04 82 V Y 0.059 16.817 D' W4 7.96 Y Y 254.548 0.004 G 129.96 7.96 Y Y 108.708 0.009 H 166 7.96 Y Y 138.922 1 0.OP7 E'i 304 1 7.96 1 V I Y 254.548 1 0.004 I 1 165.96 1 T96 1 Y I V 1 138,888 1 0.007 1 1 130 1 7.96 1 V I V 1 108,742 1 0.009 Reserve Capacty {436:s4j OK Reserve Capacty {436:s4j OK Page 23 of 45 CXT, Inc. (Precast Div.) Santiago S�299 (WA) Date: 09/16/2020 Daorl Docr2 Door 3 Op ning 1 Op ning2 Carrbina Lo Ic Finn ment Samnd Sa Rent Re-Nama Combine/Subbacl Method Combined Entirem WII A' NaDeflection0.018 A B AS Stiffness 8.92 Na AB Ab Deflection 0.0 71 0.0 0' S'a Deflection 29 C D CD mm sesn18.308 8.30 S'a CD Rb Deflection 0.084 0.064 Deflection E E F F EF EF Stiffness 8.92 Cb EF Cb Deflection 0.922 0.092 Cb D' Db Deflection 0.092 G H GH 6tiifness 247.630 Ob GH Db Defleollon 0.096 Db E' I Eb IDeflection 0.092 I J I U Stiffness 247.600 E'a U I Final Deflection 0.096 Page 24 of 45 0 T, fine. (Precast Dire) Santiago S®299 (WA) Date: 09/16/2020 1D: S= ago 5-299 DESIGN OF WALL MARKED W7 Mamrim Ps Alirdmunr' Loedin Parties Cc 5000 psi Slecl Reinforcement Plan WWF>=W1.2-A185 Fy wh mesh 65000 Pei F rebar W" cf Lightweight? No Concrem density 150 pet Sher Panmehm Phi.v 0.85 Val 3.123 top -ACIH PIUVVCJAct 11. S'aH Reinforcement Requirements Wit 14, S'aH Reinforcement Requirements Wit 14, .ccd 0.0012 mu.murhor O.OD2 Max Variant spcmgl Ion Max Iforizontal spacmEj 18 in O.K. 1.1 ACf'a AGmrNe Design JSGnde IPaIG Assumptions from this methodology: Will panel shall be simply supported. maoVv loaded and subject to out -of -plane sailboat Imeml loading whom moxinmm menu and deflections occur at mid-liaghtof the wall. The c section is constant over the height of the wwR panal. AU 14.&22 The wall cross sections shah be minion controlled. hi•Ma � Met 4uj4I&I4 oncenwted gravity lands ore distribnmd over the wall lent The vertical stress Pu/ at mid-hei t shall not exceed 0.060Cc C "a] Des®t Loeda(resmrefrom map Lateral Desipt Loads censure nwelp D(Dead ]will +Ww(Wall wci p 110.94 psf Dead Load (DL.lat)l D PSI S Snow Load) 220 psC Snmv Load (SL.Int) 0 psC L (Live Load) 0 psf Live Loud (I.I.-eat) 0 sf Lr(L'nve Roof Load) 30 Vsf Live Roof Lood(Ll-n m) 0 W (Wind Load 108.96 sf Wind Load (WL. in 58.99 C E(Earthuake Load) 16.95 off Earthquake Load (EI-JaIll 13.91 tot FactomlAxially Applied loads Facbml Loading per ACl ACI .9-3 Pvclored Prtsaum nn Rmrf Wr SI2.213 Axial Praswrre on Section PuB I.95 sap :ksswn tion check PdAg 40.625 i 0.(16•Cc 30D si O.K. IInfactored ArinBy Applied Loads Dnfacmred Pressure on RaofnWf 307.5825 sf Axial Pressure on Section FBIIF 126 lei slitEii" red Loading ingrACI ACI eq. 9-3 PM1'•Vr/2 1.33 Check ShearACI 11.5.5.1 OK. Allowable Ca a 1 b•M3 '12 64 inM Ag=(b•M 4Bn^2 Yl=ht2 2 Ir (m tom modulus 530.33U' Mcr 16.9711ip-n Beta 1 0.8 Trial Am re d 0.073 n"2 B T403686795 led 0.583 in Lee 3.35 n"4 CC 0.00 e, 0.005 0.32469 psi DAM in Ase 0.27 n^2 Icrdelection 4.21 in^4 Is 64.OD bt^4 delta 150 rj(mm um tensile minfowment) U.0225 m(min. tempemmre reinforcement) 0.0017 mJmn um tensile renforcemenD 0.0033 tan (trial reinforcement mtio bottom) 0.0033 reinforcement mtio provided 0.0110 W' Mesh Wire S¢e W8 spacingl ' 4 in Mcsb Area n 0.24 '2 Factored Lagerall A Bed InaJ.s Pacmmd Land rACI dcip s-r 94.38 sf Leternl Preanme on Sectii ion L4411 Oklf Iinv=tY• L^4/H"4+L^4) U.U9llf llnfactoravl I.ahre➢ A Bed I.oeds SR.99 sf Lateral Pressure, on Section Lie =W(L^4l N"4+L^4) Oklf Hnr=0(L^4/H"4+L"9) O.Ob kit De➢ecflnn ct fl.s! Service InaJs Avid 1.26 lei Lamm 0 k C Allowed service delketnn 0.77 in Man 0.630 Elks M 0.634ki in Ds 0.003 in Cheek deflection O.K. Dom .Assmn fion check soon Hw Lw net Tensile Strain O.OII 0.011 Check ACI W.8.2.3 Masi 1.111 U fl ACI 14b) Mu 1.390 U R O.fIUOlo fl ACI9.3.2 ib 0.9 0.9 Win lrial= AxF dt-a2 1.960 kipfl 1.960 kipR DM =M s- M 0.000 lei R U.U(q lei R As Adrhl mtfd 0.00 in^2 0.00 n"2 Additional reefre'd U.Wn^2 0.00 n^2 Addl bar s¢e: 3 3 sty re 'd 0 0 or spacing of. 0 0 AS addI - 0.000 kifA O.Ow kip-R Asa=As+Asadd'I 0.24 n^2 tl.24 in'2 Rao- F alb-at21 1.9GI kipR 1.967 kipR Cheek a)Mn>Min OK. O.K. °vallonncd 70.8690 PAW% CXT, Inc. (Precast Div.) �antlag® S=299 (WA) �Fstlre 17.y,1 ...«..Deer, ............. ... ..................... _ ........ I1 ....... Door -Door I i j x Opening 1 +Opening 2 Loadin Pu faclorvsd bod fmm ao 0.39 klC Ww wei t of MI r ft) 0.05 ksf REINFORCEMENT AT OPENINGS Alatedal Pro errics db clfeetwo depth bottom Lm in a block of stain 0.32469 12i a -A " fy / 0.85"f Oh towi Opening Hovonml Low0on Verficd Location Llengfhaf opening HhoNnnbove olkninF (-)Wei8lrt of Opening (LBB) Pw rural f torrced pmAlond saved factorized bad Mu (sw"L'2)'12 Door 1 I it U ft 4.11 ft 2 751f 1452-08 0.14 klf 0.53 klf 0.8 la ft Door 2 10.67 it 0 ft 4 ft 2.75 it 131% 1 0.14 klf 0.53 kit 0.71 ki ft Door 3 2008 R 0 O 4.25 ft 27511 1452.08 0.14 kit 0.53 M O.811ft Opening 1 10-93 it 8.5 fl 0.67 ft 0.42 ft 22.22 002 klf OAI klf 0.02 k' R OpeninA2 13.93 A 8.5 fl 1 0,670 1 0.42 it 22.22 0D2 kif I 0.41 Or 0.02 k' R �� OpcnnF Qb Mreijd Bor siu TY rrq'd: +hln- F db-a/2 Check Mn>Mu Door L 0.9 O.00fi N"2 N0. 3 1 Ii.58 ❑ O.K. Door 0.9 0.005 in^ No.3 1 15.59 ki R O.K. Door 3 09 0.006W2 No.3 1 1 15.5%k' ft O.K. Opening 1 0.9 0.002W2 No.3 1 1 1.681d ft O.K. Opesneng2 0.9 0.002 m^2 I No.3 1 1 1.68 Id ft O.K. CONNECTIONS Full Resistance Value Overlumin ease Anchors Lateral Baae Pnchors Connec8on Doan' Maximum rru Marim Shear Morrent+ Morrent- rrentll Moment+Moment- inShear R-Distance I L- Distance Rip ki -R kip-ft n -R ki -ft 6 298 1 298 1 61.420 197.56 197.56 1 125.91 1 125.91 Told Tension Base Archers 21.502 Dist Tension Oder Shear L - Dist Morrent+ Moment - Bare Anchor I 6 ta 3.47 6.28 298 in 0.035 ki •ft eG.147 Ai "ft Base Anchor 69 in 3 A 122 235 in 4.Sg8 ki "ft 56229 ki "ft Base Mchor3 112 or 3.64 12.21 Me 12.772 larva 37.534 ki "ft Osee Anchor 192m 3. 2.21 1 112 in 37.3W A'"ft 12.772 ki"ft Oau MA-r5 235m 3.84 12.21 1 69 in 56.229la "ft 4.848 ki "ft Bau eVtehor6 298in 1 3.47 6.29 1 bin 86.147 ki•ft 0.03i ki"R Nall Connections Quantity of Anchors Capacity of each Countering Dead Load from of wall l° Mjomme Woll Dist (inches) L-Dist Pllowable Force Overlumin Morten[ Resistance ki ft U Left Low Ri ht Wall Correction 2 1.531 7.367 50.00% W9 0 304.000 3.062 O.COD 77.571 Wall Connocfion2 2 2,703 1.908 16.07% VI-1 e4 220.000 1.908 13.356 34.680 Waft Connection 2 2.703 1.906 1fi.07% W10 220 84.000 1.908 I 34.980 1 13.356 Wall Correction 2 1.531 7.367 50.00% W8 304 O.OW 3.082 1 77.571 1 0.000 Shear Connections at Base Wall Shear Capacity Required Shear Capacity (to) per Design Capadly Reserve Design Resisanm Base Connector Force Ib ta Ca aci PLF PLF check 17586 61420 43834 587 12657 OK 2831 Doan Urwr2 Door3 nine I Op nine 2 RIGIDITY 10.45417875 CALCULATED VALUES 62% Final Pier Length Height Fixed Top? Usaable7 Stillness k Denenwn Label inches inches M /N 1000 ki /IN in/10D0 ki Entire Wall 304 115 V Y 16.821 0.059 A' 304 82 Y Y 24.130 0.041 A 82 V Y O.86 16053 B 41 82 V Y 0.041 B' 304 304 82 Y Y 24.130 24.58 0.041 C 128.04 82 V V 9.158 D.109 D 127.96 82 Y V 9.151 0.109 C' 304 82 V Y 24.130 0.041 E 240.96 82 V V 18.862 0.053 F 12.04 82 Y Y 0.059 16.817 D' 904 7.9fi Y Y 254.548 G 129.96 7.86 Y Y 108.708 H 166 7.% V Y 138.922 E' 304 7.96 Y V 254.548 NOD77 1 165.96 7.96 V V 138.888 d 130 7.96 Y Y 108.742 Reserve Capacity (438:a4i OK Page 25 of 45 Date: 09/16/2020 Dwrl Door2 Owr 3 Op Ring 1 Op nmg 2 Combine is Fimt Se rrent Second Sa merd Re-IJatre Combine/Subtract Method Combined Entire Wall A' AS Deflection 0.018 A B AB Stiffness 18.924 Na AB AIR Deflection 0.071 AIR B' B'a Deflecfion 0.029 C D CD + Stiffness 18.308 B'a CD Bb Deflection 0.084 Bb C' Ca Deflection 0.043 E F EF + Stiffness 18.922 C'a EF C'b + Deflection 0.095 Cb D' D'a Deflection 0.092 G H GH S(ffness 247.6W D'a GH Db Deflecfion 0.096 Db E' E'a Deflection 0.092 1 J 1 U Stillness 1 247.00 E'a IJ I Final Deflection 1 0.096 Page 26 of 45 Date: 09/16/2020 Page 27 of 45 CXT, Inc. (Precast Dive) Santiago S=299 (VJA) Date: 09/16/2020 ID: Sanfia o 5-299 DESIGN OF WALL MARKED W8 Notes MxMriel Pi ertia fc 500D psi Steel Reinforcement Pram WWF� WLM185 Fy rwre nosh 65000 Fmbar 6OD00 C Li m'ei d'1 No Concrete density 150 per C Wadin Sher Panmeten Phi.v 0.85 Vc 3.123 k' Pluovel 2.6A kip ACI Reinforcement fall Reinforcement Re uiremenk m.rcrt 0.0U12 la O.OD2 Most Verticals c 18 "n Mac Horiconmis c 18 in /1. ACI9.3.1.3 H II. 1.13.2 13 3.5 .1 :1crs:ummara Darrym js�na ry ¢r Assumptions fmm this methodology. Ww panel shall be simply supported. axially loaded. and subject to o d-af plane uniform lateral boding where mosinmra moments and dc0ections occur at raid -height of the wall. The cross section is counsel over the height of the sa0 pancL AU 14AZ2 The nail cress sections shag be tension controlled. Phi•Mn �Mcr Concentrated gravity loads am distdbuted over the wall lea h The vertical stress PW t And ] ag not exceed 0.06'fc fall Reinforcement Re uiremenk m.rcrt 0.0U12 la O.OD2 Most Verticals c 18 "n Mac Horiconmis c 18 in /1. ACI9.3.1.3 H II. 1.13.2 13 3.5 .1 :1crs:ummara Darrym js�na ry ¢r Assumptions fmm this methodology. Ww panel shall be simply supported. axially loaded. and subject to o d-af plane uniform lateral boding where mosinmra moments and dc0ections occur at raid -height of the wall. The cross section is counsel over the height of the sa0 pancL AU 14AZ2 The nail cress sections shag be tension controlled. Phi•Mn �Mcr Concentrated gravity loads am distdbuted over the wall lea h The vertical stress PW t And ] ag not exceed 0.06'fc /1. ACI9.3.1.3 H II. 1.13.2 13 3.5 .1 :1crs:ummara Darrym js�na ry ¢r Assumptions fmm this methodology. Ww panel shall be simply supported. axially loaded. and subject to o d-af plane uniform lateral boding where mosinmra moments and dc0ections occur at raid -height of the wall. The cross section is counsel over the height of the sa0 pancL AU 14AZ2 The nail cress sections shag be tension controlled. Phi•Mn �Mcr Concentrated gravity loads am distdbuted over the wall lea h The vertical stress PW t And ] ag not exceed 0.06'fc Axial Uad Loads ( resmre fmm mo Lateral Design Loads rea weB) D (Dead load) + Ww (Wog "tight) 110.94 W Bead Load (DL.loq 0 sC S Snow Load) 220 psf Snow Wnd Sl.lat) 0 psf L Live Lend) 0 f Live Lund (t t), 0 psf Lr (Ln'a Roof Load) 30 psf Live RooCLonJ (LLr.mt U psu W(Wind Load 108.86 par Wind Load(WL.1m) 1 58.99 psf E (Earthquake Lwahl 16.95 A Earthquake Load (E lat)l 13.91 taf FactoreJ Axially :\ GcJ Lands Pacmred Londin rACI ACI . 9-3 Pnctnred Pressure on Roo[ Wr 512.213 Axial Drumm on Section Pau 2to ps :\cram Han check PW 41.667 i O.Wfc 3W r kion 14 s 26 OX mtraemrea:wwyApplied W.aa Untutored pressure on howl uWr 307.5825 sf Axial Presort on Ssaon FBI1.31 k Shear Allowable t up FactoredWading rACI ACI eq. 9-3 Vu=nwB'(Bw-2d6)/2 0.09 I WvVd2 L33 Check Shem ACI 11.5.5.1 O. fi AS-(b'h] 48 in2 Yt h2 2 fir (capt ure modulus) 530.330 ' Met 16.971 ki in Bete 1 0.8 Trial Am mq OM3 m^2 El7AO3686795 kd DMI in Lcr 3.35 W4 R U.(103 0.005 0.32469 n 0.4%i Ase 0.27 in^2 lerdeflection 4.21 in'N Is 61.00 m^4 delm MTo(maximum tensile minforcement) 0.0225 ,mmw(min. temperature minforcoment) 0.0017 e(mm tensile reinforcement) U.W33 mfor n(trial reincement ratio bottom) O.OU33 na(minfmrcementmm tio vided) 0.0110 Act N.az, ACl N.81A AcI I+aIJ Acl u.s.za Wire Mcsb Wirc S'vc WB spacuto 4n Mesh Areal 0.24 in Factored LaternB'A Hcd Loads Factored Lovdin rACI auNi'wvemN.awa 94.38 sf Lateral pressure on Sectioii n Lw=W(L^4/L^4+H^4) 0.03 klf yw=\V•(H^4IF1^4+L^4) 0.07 k1fNess]" nwduww flnfaclmeJ WtenIl'A lied Weds 58.99 sf Lol<nl Prtswrrt an Sufian Lw=1V•(L^4l L^4+y^4) 0.02 k1f Ibv=\V•(H"4/I1M+L^4) U.U1 klf As = nwewan �„+.a+ Servi¢ Wads A"d 1.71 lei Lateral 0.02 klC Auewed service aeaendmn 0.64 in Msa 2.575 ki m M 2.597 ki m Ds O.Ow in Cheek daNction O.K. Eleaurt Assam Hon check S n Ihv Lw net Tensile Strain UUII 0.011 Check ACI WX2.3 Mual 0.643 kip�n Acl e . 14-6) Mu 0.75U li R 0.380 lei H ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 AS-(b'h] 48 in2 Yt h2 2 fir (capt ure modulus) 530.330 ' Met 16.971 ki in Bete 1 0.8 Trial Am mq OM3 m^2 El7AO3686795 kd DMI in Lcr 3.35 W4 R U.(103 0.005 0.32469 n 0.4%i Ase 0.27 in^2 lerdeflection 4.21 in'N Is 61.00 m^4 delm MTo(maximum tensile minforcement) 0.0225 ,mmw(min. temperature minforcoment) 0.0017 e(mm tensile reinforcement) U.W33 mfor n(trial reincement ratio bottom) O.OU33 na(minfmrcementmm tio vided) 0.0110 Act N.az, ACl N.81A AcI I+aIJ Acl u.s.za Wire Mcsb Wirc S'vc WB spacuto 4n Mesh Areal 0.24 in Factored LaternB'A Hcd Loads Factored Lovdin rACI auNi'wvemN.awa 94.38 sf Lateral pressure on Sectioii n Lw=W(L^4/L^4+H^4) 0.03 klf yw=\V•(H^4IF1^4+L^4) 0.07 k1fNess]" nwduww flnfaclmeJ WtenIl'A lied Weds 58.99 sf Lol<nl Prtswrrt an Sufian Lw=1V•(L^4l L^4+y^4) 0.02 k1f Ibv=\V•(H"4/I1M+L^4) U.U1 klf As = nwewan �„+.a+ Servi¢ Wads A"d 1.71 lei Lateral 0.02 klC Auewed service aeaendmn 0.64 in Msa 2.575 ki m M 2.597 ki m Ds O.Ow in Cheek daNction O.K. Eleaurt Assam Hon check S n Ihv Lw net Tensile Strain UUII 0.011 Check ACI WX2.3 Mual 0.643 kip�n Acl e . 14-6) Mu 0.75U li R 0.380 lei H ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 Act N.az, ACl N.81A AcI I+aIJ Acl u.s.za Wire Mcsb Wirc S'vc WB spacuto 4n Mesh Areal 0.24 in Factored LaternB'A Hcd Loads Factored Lovdin rACI auNi'wvemN.awa 94.38 sf Lateral pressure on Sectioii n Lw=W(L^4/L^4+H^4) 0.03 klf yw=\V•(H^4IF1^4+L^4) 0.07 k1fNess]" nwduww flnfaclmeJ WtenIl'A lied Weds 58.99 sf Lol<nl Prtswrrt an Sufian Lw=1V•(L^4l L^4+y^4) 0.02 k1f Ibv=\V•(H"4/I1M+L^4) U.U1 klf As = nwewan �„+.a+ Servi¢ Wads A"d 1.71 lei Lateral 0.02 klC Auewed service aeaendmn 0.64 in Msa 2.575 ki m M 2.597 ki m Ds O.Ow in Cheek daNction O.K. Eleaurt Assam Hon check S n Ihv Lw net Tensile Strain UUII 0.011 Check ACI WX2.3 Mual 0.643 kip�n Acl e . 14-6) Mu 0.75U li R 0.380 lei H ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 Factored LaternB'A Hcd Loads Factored Lovdin rACI auNi'wvemN.awa 94.38 sf Lateral pressure on Sectioii n Lw=W(L^4/L^4+H^4) 0.03 klf yw=\V•(H^4IF1^4+L^4) 0.07 k1fNess]" nwduww flnfaclmeJ WtenIl'A lied Weds 58.99 sf Lol<nl Prtswrrt an Sufian Lw=1V•(L^4l L^4+y^4) 0.02 k1f Ibv=\V•(H"4/I1M+L^4) U.U1 klf As = nwewan �„+.a+ Servi¢ Wads A"d 1.71 lei Lateral 0.02 klC Auewed service aeaendmn 0.64 in Msa 2.575 ki m M 2.597 ki m Ds O.Ow in Cheek daNction O.K. Eleaurt Assam Hon check S n Ihv Lw net Tensile Strain UUII 0.011 Check ACI WX2.3 Mual 0.643 kip�n Acl e . 14-6) Mu 0.75U li R 0.380 lei H ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 flnfaclmeJ WtenIl'A lied Weds 58.99 sf Lol<nl Prtswrrt an Sufian Lw=1V•(L^4l L^4+y^4) 0.02 k1f Ibv=\V•(H"4/I1M+L^4) U.U1 klf As = nwewan �„+.a+ Servi¢ Wads A"d 1.71 lei Lateral 0.02 klC Auewed service aeaendmn 0.64 in Msa 2.575 ki m M 2.597 ki m Ds O.Ow in Cheek daNction O.K. Eleaurt Assam Hon check S n Ihv Lw net Tensile Strain UUII 0.011 Check ACI WX2.3 Mual 0.643 kip�n Acl e . 14-6) Mu 0.75U li R 0.380 lei H ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 Lol<nl Prtswrrt an Sufian Lw=1V•(L^4l L^4+y^4) 0.02 k1f Ibv=\V•(H"4/I1M+L^4) U.U1 klf As = nwewan �„+.a+ Servi¢ Wads A"d 1.71 lei Lateral 0.02 klC Auewed service aeaendmn 0.64 in Msa 2.575 ki m M 2.597 ki m Ds O.Ow in Cheek daNction O.K. Eleaurt Assam Hon check S n Ihv Lw net Tensile Strain UUII 0.011 Check ACI WX2.3 Mual 0.643 kip�n Acl e . 14-6) Mu 0.75U li R 0.380 lei H ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 Eleaurt Assam Hon check S n Ihv Lw net Tensile Strain UUII 0.011 Check ACI WX2.3 Mual 0.643 kip�n Acl e . 14-6) Mu 0.75U li R 0.380 lei H ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 ACI9.3.2 tb 0.9 0.9 No bid= sP{tit-a2) 1.960 Lip -fit 1.9601'p-H DM=M s- M HWDkiPn U.OWlo R As Add'1 re'd O.00 in 0.00W2 Addflumd reinfre'd 0.00 to`2 O.OUW2 Add'I bar size: 3 3 qty re 'd 0 0 at spacing of: 0 0 As add'1= 0.000 kiPU U."kip-n Act=As+As ad0.24 iV2 0.24 in^2 Qdn=mASF db-d2 L961 kipU L961 kirytt Check QMn �Mu O.K. O.K. v allomedl 19.3896 IuaJio I'u facmrvsd Inad Cnnn rn LL39liF Ww(weightof panel v ftl 0.051sf a, 0 �ErUm Wal - V Mdow l Wiidow2 -. r... Vent 1 REINFORCEMENT AT OPENINGS Alatedal Properties db eflea fhb depth bosom 1.84 in a lbbck of Amin 0.32469 ini o=As• fy / 0.850fc•b Opening HedeunWl Lorntion Venicol Locmun Llength oC upenmg Hheightnbove opening (-7 Weigle of Opemng (L861 Pw mlalfoctor'ved panel load total faeto brvsJ loud Mu (vv+L^2y12 Window 1 1 2.0ON ft R i9.2R8 O,26 klf 0.17 U R Window 61R 5 Ct It 1.3N AR 59.2 O77 kk1Iff W' 0, 171i ft Vent 1 7 a I R I R 611 i0.f1D U-3 0.69 klf 0.06 kift Opening fib. Mrcq'd Bar s¢c qry req'd +h1n= cF dh-W2 Check Mn�Mu Window 1 0.9 0.003 in^2 I No. 3 1 1 [ OI Window 2 0.9 0.003 in^2 I No. 3 1 1 7A ki ft O.K. Vent I 1 0.9 1 0 in^2 I No. 3 1 0 1 0 ki ft O.K. CONNECTIONS FWI Resistance Value Overtumin Base An o Lateral Base Mchors Wall -Wall Co nectio Quantity 1 Maximum Maximm Shear Mkip-it+ Monent- Mlop-R Momant- inShear R- Distance c L- Distance kipkip -tt Id -R Id -R I ki -R 3 100 108 136.6271 43.29 1 43.29 1 41.67 1 40.57 Told Tension Base Anchors 10921 Dist Tension ki Shear L -Dist Morrent+ Morrent- Base lurehor l 12 N 3.64 12.71 106 0.. •ft 32. ki •R Bam Mchnr 2 60 in 3114 n 12.i Win 11 ti •11 11). 114 •ft Bam Anchor? lOAN 3.E4 1221 12in 32.769 ki •R 32.769 A05 i 0.4U5 ki •ft Wall Connections Quantity of Anchors Capacity of each Countering Dead Load Rom n no °4.055 oaf wvB lc Mjammg Wall Dist (inches) L-Dist Moveable Force lNarNmin Moment asistance k' R U Left Low RI ht Wsll Connection)1 1 13.82% W7 2 118.DD0 4.D55 0.676 1 39.871 WallCnrmeetion2 1 2 1 2.703 1 4.169 1 13.82% 1 W12 1 118 1 2.00D 1 4.169 1 40.99D 1 0.695 Shear Connections at Be Wall Shear Capacity quire pasty( )par Red6hear Ca Ib Design Cacapacityse Reserve Design Resistance Force Ib Ib Ca aG PLF PLF check Base Connector 12163 36627 24464 1084 79467 OK 4054 Window! Window 2 Vent I RIGIDITY CALCULATED VALUES 96% final 6.SG5525251 Pier Len tlt Height Fixed Top? Useable? Stillness k Deflec0on Label inches inches (YIN) /N 1000 kip I IN in Enfim Nfill 120 96 V V 6.868 0.146 A' 120 6.84 V Y 716.833 0.009 A 17.52 6.84 V Y 1S.250 0.062 B 77.52 6.84 Y V 75.360 0.013 B' 120 6.84 Y Y 116.833 0.009 C 77.52 6.84 V Y 75.360 0.013 D 17.52 6.84 Y Y 16.250 0.062 C' 120 12 Y Y 66.445 0.015 E 84 12 V Y 46.351 0.022 F 24 12 Y Y 12.308 0.081 Window 1 Window2 Vent 1 Combine Lo is Fim[Se mast Second Se mast Re-NamCombine/Subtract Method Combined Entire Wall A' A'a Deflection 0.137 A B AB Stillness 91.610 A'a AB Ab Deflection 0.1B' Beeflection 39 C 6D CD Stiffness 91..1510 B'a CD Bb Deflection 0.150 Bb C' C'a Deflection 0.135 E F EF Stiffness 58.659 C'a EF Final Deflection 0.152 Reserve Capacy (24461) OK. i Page 28 of 45 Date: 09/16/2020 Pier Len tlt Height Fixed Top? Useable? Stillness k Deflec0on Label inches inches (YIN) /N 1000 kip I IN in Enfim Nfill 120 96 V V 6.868 0.146 A' 120 6.84 V Y 716.833 0.009 A 17.52 6.84 V Y 1S.250 0.062 B 77.52 6.84 Y V 75.360 0.013 B' 120 6.84 Y Y 116.833 0.009 C 77.52 6.84 V Y 75.360 0.013 D 17.52 6.84 Y Y 16.250 0.062 C' 120 12 Y Y 66.445 0.015 E 84 12 V Y 46.351 0.022 F 24 12 Y Y 12.308 0.081 Window 1 Window2 Vent 1 Combine Lo is Fim[Se mast Second Se mast Re-NamCombine/Subtract Method Combined Entire Wall A' A'a Deflection 0.137 A B AB Stillness 91.610 A'a AB Ab Deflection 0.1B' Beeflection 39 C 6D CD Stiffness 91..1510 B'a CD Bb Deflection 0.150 Bb C' C'a Deflection 0.135 E F EF Stiffness 58.659 C'a EF Final Deflection 0.152 Reserve Capacy (24461) OK. i Page 28 of 45 Date: 09/16/2020 Window 1 Window2 Vent 1 Combine Lo is Fim[Se mast Second Se mast Re-NamCombine/Subtract Method Combined Entire Wall A' A'a Deflection 0.137 A B AB Stillness 91.610 A'a AB Ab Deflection 0.1B' Beeflection 39 C 6D CD Stiffness 91..1510 B'a CD Bb Deflection 0.150 Bb C' C'a Deflection 0.135 E F EF Stiffness 58.659 C'a EF Final Deflection 0.152 Reserve Capacy (24461) OK. i Page 28 of 45 Date: 09/16/2020 Reserve Capacy (24461) OK. i Page 28 of 45 Date: 09/16/2020 Page 29 of 45 CXT, Inc. (Precast Div.) Santiago S�299 (VJA) Date: 09/16/2020 ID: Barattato o 5-299 DESIGN OF WALL MARKED W9 Mores Mnledel Pr C Loading Petri" Cc SOOU psi steel Reinforcement Plain Wll7,>=WI.2-A185 Fy wine mesh 6500D psi Fy ocher WDOD pef Li lmvi rt7 No Concrewdensity 150 Per O.K. Shear PenmetenV Phiy .85 c 3.1231i 13.1.1.3 pm*Vc 2.6A lei 11.1.1 \'all Reinforcementment Re utreosen� mN.s'ert O.W12 r.hor O.OD2 Moxvintmols crag IN in AU 14. Mm Ho" nhls c IBin ,Iera,luanmrDeda t /xr<neer H`a/fs Assumptions from this methodobu. Woo panel shall be simply supported. warily loaded, and subject to outof-plone uniform lateral loading whem mndmum contents and deflections occur at mid -height of the wolL The cross staw section is comment over the height of the m8land The wall cross sections sha0 be tension controlled. Ph?Mn � Mcr Concemratcd greavitv lands me distributed over The wall length The vertical stress Pu/4 at mid-beight shall not acrecd 0.06'fc ,Iera,luanmrDeda t /xr<neer H`a/fs Assumptions from this methodobu. Woo panel shall be simply supported. warily loaded, and subject to outof-plone uniform lateral loading whem mndmum contents and deflections occur at mid -height of the wolL The cross staw section is comment over the height of the m8land The wall cross sections sha0 be tension controlled. Ph?Mn � Mcr Concemratcd greavitv lands me distributed over The wall length The vertical stress Pu/4 at mid-beight shall not acrecd 0.06'fc Axiil Dev Lands reswrefmm nap Lateral DeA Loads resmre xali D (Dead load) + Ww ( Wall wci I) 110.94 psF Dead Load (DI.. 0 p3f S(Stmw Load) 220 sC Snow Load ISL.InD OpsC L (Live Load) U C Live Load (LL.mp 0 Lr Lnc Roof Load 30 psf Live Roof Load LLr.lop 0 sf W (Wind Loa l) 108.86 psf Wind Load (WL.1m)l 58.99 Int E (Earthquake Iuod) 16.95 psf Earthquake Load (EL.lat)l 13.91 pd Factored AriWI Applied! Loads Factored Lond'm rACI ACle .9-3 Fmmred Prcssurc on Raof Wr 512.213 "al procurance on Section PUB 97le Assum Non thole PW 41.O42 psi 0.06'1c 300 i a trait 149 �6 O.K. xll Urdnctored elv'A Bed LUeda Unfvctared Pressure inn Rwf uWr 307.5825 sF Axial Presame on Section PD 1.29 kip Shear Allowable 1 Factored Loading per ACl ACI N. 9-3 Vu - swB' Bsr-2db 12 U.09 1 hl'Vd2 1.33 Check Shear ACI 11.5.5.1 C?::. =@•h) 48 in2 Yl=h2 2 fr(ru Nrc modulus) 510.330 . Mcr 16.9711'p-m Bear 1 0.9 Trial Ast d O.U73 in'^_ B 7.403686795 led 0.583 in Lcr 3.35 inA O.W3 CR 0.005 0:32419 ' 0.406 in sa A 0.27 in^2 Icrdeflection 4.21 in`+l It 64.00 m^4 delm ISO nmm r�(mnutensile reinflummenp 0.0225 .m (min. temperature reinforcement) 0.0017 mte(min um tensile re� memenp 00033 ato(trial minforoement ratio bottom) 0.0033 rcmforeement ratio ervided 0.0110 Wim Mesh Wim See WS spacmizi J in Mesh Ama 0.N in Factoed 1®tenll A IIM Loads Fncmted landing rACI 94.3R osf Lvtenl Pressurt on Section Lw=W`L"4/L^4+H"4) 0.03 k1[ Hw=\Y`(H"-0/H"4+L^4 O.O7 klC UNactored LxhnOr A Bed Loads 5H.99 sf Enteral Pressure on Section I.sv=W`(L"411.^4+H"4 0.02 k1C "4+L^4) 0.W klI nanerean �r u.e4 Servim Loads Ara L29k found 0.02 klf Nlowxd service deflectionE27 1 in Ma'In M lei inDs9 inCheck deflectionK. Fleaure .{smrm bon Htak S n Hw Lw net Temik strain D.ou D.nu Check ACl 74.8.2.3 Mina 0.M2 ki ❑ .{C7 IJ6) Mu 0.750 lei n 0.380 6' U ACI9.3.2 @ 0.9 0.9 thin trial = F{dt-¢2 1.960 kipn 1.960 kip-n ➢M=M s- M 0.000' n O.OfN)ki n As Add'1 re d 0.00 in`2 0.00 W2 Additional remfre'd 0.00 in`2 0.00 i02 Add'I bar see: 3 3 cry rc 'd 0 U or af. 0 0 Asa add'1- O.000 kip-R 0.000 kip�n Asl=As+Madd'I 02J in^] M 0ia^2 flvin = AsF {db-nt21 1 HGI kipn 1.961 kip-0 Check QMn>Mu OX O.K. ?vellonnd 38.2550 1 19.38°6 ............................. .............. .% Loadin rn �emdaw law r m m< U.39 w Ww (weight of panel per q ft) 1 005 kel Santiago S-299 (VJA) -,E-vWndow, i AT OPENINGS Matedil Pm plies db eli dec de ih botwm 1.R4 m a block of strain 0.32469 fy 10.85•fc•b Opening HorizonNl l.eeation Vcnirnl Locolion L lenFlh of opening H height nlwve opening (-1 Wcigid oC Opening(LBS) Pw tome ed panelload low aeu f f torized lend Mu (wu'L'2y12 Window 1 1 1611 6.OS k Z.OB k 3.38 R 59.28 0.07 k1f OA6 klf 0_I7 ki ft WNdow2 6,.h till'. 2.08k 1:3R.k 59.28 0.07W 0.46 kit 0.17 ki li Vent 1 2 ft I ft I ft 1 6 k 1 50.00 1 0.31JC 1 0.69 Ur 0.06 ki R ---� Opening mb As req'd Bor arze qty req'a: 4M11n= F db-a2 Chaff Mn�Mu Window 1 1 0.9 OMW in^2 I No. 3 1 t 1 7.4lo R O.K Window 2 1 0.9 0.003 in^l I No. 7 1 I 1 7.4 H ft O.K Vent 1 1 0.9 0 in'2 No. 3 1 0 1 0 ki R O.K CONNECTIONS Total Full Resistance Value OveMrnin Base Anchors Lateral Base chors Wall -Wall Co ection Maxinum MDistanc Sheer Morrent+ Mop- t- Moment+ Morrent- inShear in She R- Distance L- Distance ki la -ft ki -ft I id -R I ki -k 3 1 10B I IDS 36.627 1 43.29 1 43.29 1 41.67 1 D.57 Tension Bese Anchors 10923 Disl Tension ki Shear L-Dist Monent+ Morrent- Bve 7uchor I i2 in 3.64 12.21 106 in O.11 ki 32A ki •R Bose Anchor 2 3." 12.2 60 in l 10.1 W lo `R 14 10.114 ki • Bese Mchar3 lain 108in 3.64 11..21 12 in 32.7691i •R t 0.405 ki 'ft Wall Connections Quantity of Anchors Capacity of each Countering Dead Load from Pd'c'a D9U °e of woe to Adjoining {gall Dist (inches) L-Dkt Allowable Force Overtumi Moment Resistance ki ft Lett Low Ri ht Wafl Connceiinnl 2 2.703 4.055 13.82°b W7 2 118.000 1 4.055 1 0.6i 39.871 Woll Connoetion2 1 2 1 2,703 1 4.169 1 13.82% 1 W12 I118 2.00D 1 4.169 40.990 I 0.695 Shear Connections at Base Wall Shear Capacity Required Shear Capacity (lb) per Design Capadty ReseNa Design Resistance Base Connector Force Ib Ib Ca ad PLF PLF check ,2163 36627 24464 1084 19467 DK 4054 Wiiwow 1 Window 2 Vent 1 RIGIDITY 6.565525251 CALCULATED VALUES 96% final Pier Length Height Fixed Top? Useable? Stiffness k Deflection Label inches inches YM /N 1000lo /IN In /10001d Entire Wall 120 96 V V 6.868 0.146 A' 6.84 Y V 116.833 0.009 A 7.5 17.52 6.84 Y V 75.360 0.013 B 7120 6.84 Y V 0.009 B' 6.84 Y V 16.a3 6 0.013 C 7.5 6.84 Y Y 75. 0 0.062 D 17.52 112D 612 Y V 16.250 76.445 0.015 14 12 V V 0.081 E E 24 12 V Y 12.308 72.308 O.OB7 F 84 12 V V 46.351 0.022 Window 1 Window 2 Vent 1 Combine Lois First Se ment Second Se mant Re -Nacre Combine/Subtract Method Combined Entire Wall A' A'a Deflection 0.137 A B AB Stillness 91.610 A'a AB Ab Deflection 0.148 Ab 8' B'a Deflection 0.139 C D CO Stiffness 91.610 We CD Bb Deflection 0.150 Bb C' C'a Deflection 0.135 E F EF + Stiffness 50.659 C'a EF Final Deflection 0.152 Rene Capadty (24rrri) OK Page 30 of 45 Date: 09/16/2020 Page 31 of 45 CXT, Enc. (Precast Diva) Santiago S�299 (WA) Date: 09/16/2020 ID: Santis o S-299 DESIGN OF WALL MARKED W10 Notes Mnfcriel Pt fia Cc 5000 psi Steel Rcinfomemetn Plain \VWF�-WL2-AI85 Fy oina mesh 650W psi F mbar WCOO pef L" lwxi t7 No Concrete density Iso pef O:K Sheer Panmelen Phi.v Vc 3.I23 kip t e 11.2.1.2 Phiwvcj 2.6A kip aC111.1.)me min Mirdn tmr { {"ad Reinforcement l menb ecrt O.W 12 min.lwr O.W2 Max VUnical spacutol 18 in Max Iforizontal spaciatil IB in pa 14. AC!'sAGemNe Oerign of5'lendn (Palls Assumptions from this methodolam,: Wall panel shall be simply supported axially loaded. and subject W outof-plone uniform foetal loading where mwdmwa menb and deflections occur at mid -height of the wall. somtt TM1ecrosssec nascentover the hei t0C the wu8 we. The wau crosssectioas shall be tension controlled.PhieMn � Mcr Concentrated gravity loads am distributed over the wall fengdo The vertical stress PWAS at mid -height shall not caxecd 0.06efc Mirdn tmr { {"ad Reinforcement l menb ecrt O.W 12 min.lwr O.W2 Max VUnical spacutol 18 in Max Iforizontal spaciatil IB in pa 14. AC!'sAGemNe Oerign of5'lendn (Palls Assumptions from this methodolam,: Wall panel shall be simply supported axially loaded. and subject W outof-plone uniform foetal loading where mwdmwa menb and deflections occur at mid -height of the wall. somtt TM1ecrosssec nascentover the hei t0C the wu8 we. The wau crosssectioas shall be tension controlled.PhieMn � Mcr Concentrated gravity loads am distributed over the wall fengdo The vertical stress PWAS at mid -height shall not caxecd 0.06efc AC!'sAGemNe Oerign of5'lendn (Palls Assumptions from this methodolam,: Wall panel shall be simply supported axially loaded. and subject W outof-plone uniform foetal loading where mwdmwa menb and deflections occur at mid -height of the wall. somtt TM1ecrosssec nascentover the hei t0C the wu8 we. The wau crosssectioas shall be tension controlled.PhieMn � Mcr Concentrated gravity loads am distributed over the wall fengdo The vertical stress PWAS at mid -height shall not caxecd 0.06efc Axial Deli Loads( resmrefrom mo Lvtenl Deal Loads rnasure wau) D(Dead load) + Ww ( Wall wxi8ht) 110.94 Per Dead Load(DL.ft) O sC S(Snow Load) 220 psf Snow Load SL.let) 0 sC L (Live Load) 0 f Live Load (LL.hal 0 ftst Lr(Live Roof Load) 30 par Live Roof Load(Ll lal)lU Raf W Wind Load) 109.86 pf Wald Load lid)l 58M Ef E tEaeffiquake Load) 16.95 psf Earthquake Load (EL.W)l 13.91 of Facfosnl Arialb? Applied Loads Facmrcd Loaded rACI ACI .9-7 Fatored Prcssurc on Rswf Wr 512.213 As)ol Pressure an Section PUB 2.U8 k :\sntm On check PdAg 43.333 i U.C6•Cc JW si O.K. Ilydactosed AxinuyA uW Loads Unf tared Prcssum on Roof uWr 307.5825 f "of Pressure on Section pill1.39 k Shear ABonable t Factored Loading Per ACI ACI eq. 9-3 Vu=wvB•(Bn'-2db)/2 U.14 Phi'Vd2 1.33 Check Shear ACI 11.5.51 C*-. atih• I-(b'b^3y12 64 mM Yt=1✓2 2 fr(m lure modulus) 530.330 Met 16.971 lip -in BCW 1 0.8 Trial Astre d ' 0.073 m^2 B 7.401686795 kd O.SE3 in Ler 3.35 W^4 cc O.003 at O.WS 0,32469 UAM in Ase 0.27 W2 Icrdclkction 4.21 in"4 In 64.00 vt'V delta 150 rment) r,(rom um tensile reinfcc R0 225 ,. (min. tempemtum reinforcement) 0.Oo17 ya(minimum[ensile reinforcement) 0,0033 aa(tnnlreadbrcement m[im bmBom) BW33 rcinforecment mtb p rovided 0.0110 fG N.e Icr II.a:.r \Vire Mesh Wire Sec We 4 at Mesh Areo 0.24 in 2 Factored LaferallYA EW Loads Pnctored Lovdin rACI n..Mmvnemw.awa 94J8 sf Lute W Preccure on Seefion Lw=W(L^4ILV «II'4) 1I.115 k1f Hw=tV•(H"4l H'J+L'4) U.bl klf Lateral Unfeatoml Lalenu A IIW twouvrw 58.99 sf Pressure on Section Lsv=W L^4IL^4+H^4) 0.03 k1C Ibv=N'•(H^4/H^4+L^4) 0.03 k1C Denextlan Cr,..a, Servim lnvds A'N I.39 W LaWml 0.03 W Allowed wwwc deflection 0.79 in Msa 5.1201d in M 5.159 kip -in Ds OMR in Check deflection O.K Flexure Asmm tlan cheek S n lhv Lw net Tensib Sttain O.UII 0.U11 Check ACI 14.8.2.3 Mital 0.W7 ktppR AC[ e . 14.6) Mu 0.7501i ❑ 0.540 )d R ACI9.3.2 @ 0.9 0.9 (Mn lriol= AsF (d(-a2) I-960 kip-R I.9601ip-fl DM=M a - Am OWOki R O.OW lei a As Add'1 re'd OTT in^2 0.00 in^2 Additional mmfre'd O.W in'2 O.W in^2 AM bar sae: 3 3 qty d 0 0 or a L 0 U As add'l- O.WO kip-n 010 kip-R Ast=As+As add'( 0.24 if^2 0.24 in^2 Bvtn= AsF (db-N2) L961 kip-R 1.961 kiµft Cheek QMn>Mu O.K. O.K. ?a Ana 38.25°0 27.54° Page 32 of 45 CXT, Nnc. (Precast Div.) Santiago S=299 (V A) Date: 09/16/2020 entire Wag iAaa;n Pu facWrrzcd Iona from roc O39 klf Ww (weight arncl perpri fl OAS ksf REINFORCEMENT AT OPENINGS nlataial Pm creel db clfccthe do th houom I.eAN o block or strain 0.32469 pm o=As•f / 0.85`fc bi Hhopennbove (-)We;(LBS Pw told( tor¢ed avu minl Ala Opening Horvuntd Locution Venicollacolioo Llenglfi of opening opening Opcning(LBS) poncl bud factorized bon 12 Opening �b As mqd Bor site gqreq'd: A'Mn- Check AsFa db-n2 Mn>Mu CONNECTIONS Full Resistance Value Ova Base Anchors Lateral Base oMorrent- Wall -Wall Connec8an Ouan' Maximum Maximum Shear Momen[+ Moment+ Momsn[- InShear R-Distance L- Distance kipki -ft ki -ft ki -ft N -ft 2 86 86 24.418 28.48 28.48 44.80 62.82 Totd Tcrvs'wn Wall Base Anchors 7.282 Dist Tension ki Shear L-Dist Moment+ Moment - Bose Arcfior l 26 in 3 F 7 G.21 86 in 2.3R5 ki 'fl 26.094 V 'ft Best Armhor2 1 86 in ? CA 12.21 1 26 rn I 26.m ki `tt I2.9851i `8 Connections Ouanl;ry ofPnchors Capacity o(each Coun[arin9 Dead Load from Adioinina Wall oof aw810 Mjommg Noll Dist (inches) L-Dist allowable Force Ovarlumin Moment Resistance k' U Lett Low Ri ht WnB Conneceonl 2 1.531 10.619 36u18% W7 0 112.000 3.062 OA00 28.579 Wall Connecllon2 2 2.703 1 7.264 1 45.00% 1 W13 36 1 76.000 1 6.406 1 16.218 1 34.238 Well Connectron3 2 1 1.531 1 10.918 1 36.18% 1 W12 1 112 1 D.000 1 3.062 1 28.579 1 0.000 Shear Connections at Base Wall Shear Capacity Required Shear Capacity (lb) per Design Capacity Reserve Design Resistance Base Connector Force Ib Ib Ca aci PLF PLF check 9722 24418 15296 806 20365 OK 4561 RIGIDITY CALCULATED VALUES tflD% Final 4S5g952656 Pier Len 1h HeiM Fixed on? Useable? Stillness k Deflection Label inches inches M Y/N 1000 ki / IN in / 1000 ki Entire Wall 112 719 Y Y 4.559 0.219 Cartbine Lo is Cartbine Lo is First Se Trent Second Se Tnt Trent Re-Narre Combine/Subimct Method Combined Entire Wall 0 Finer 4.559 Reserve capadry {152.T5) OK Page 33 of 45 CXT, Inc. (Precast Div.) Santiago S�299 (VV ) Date:09/16/2020 ID: Santia o 5-299 DESIGN OF WALL MARKED - W11 Notes hlnleriel Ps esa Cc SOW psi Steel Reinforcement Plant WWF>=WI.2-A185 Fy was nosh 65000 psi F mbar 60000 pcf Lightweight? No Concrete density 150 pcI O.K. Shear Panmeferx Pla.v f1.85 c19,12.3 Vc 3,123 kipC111.1.1.1611.2.1.2 Phi'Vc 2.65 ki 111.1 Minimum lmun hadln lYall Reinforcement Requirements .s'erl 0. W 12 rocama- hor G.Goz Max Verit Ban Mnx Horizontals 18 in .iCl'sAllemafe Derign oJSlender IPa/lr lmun hadln lYall Reinforcement Requirements .s'erl 0. W 12 rocama- hor G.Goz Max Verit Ban Mnx Horizontals 18 in .iCl'sAllemafe Derign oJSlender IPa/lr .iCl'sAllemafe Derign oJSlender IPa/lr Assumptions fmm this methodology: Wdl Wei shall be simply suppurted, axially loaded, and subject tout o-of-plena un ban Ieteml boding when mosimum moment and deflections occur at mad -height of the wawait.Theemss section u constant orcr @e hci t of IM1e wv8 el The wall can sections shall be tension controlled.MOWMcr Concentrated gravity leads me distributed over the wall lea The vcrWW stress PWAS at midheildit shall not esceed 0.06eFc . Anil Des Loads ( resmre fmm swop Latent Des Loads rev n wa8) D (Dead load)+ Wsv (Woe wei q 110.94 Pf Dead Load (DL.Inp 0 psf S (Snmv Loud) 220 psf Snow Load (SLAM) 0 psr 1. (Ls'e Lond) 0 . f Live Load (LL.lap 0 psf Lr(Lha Roof Load) 30 psf Live Roar Load LLr.lap 0 psf W(Wind l oad) I08.86 IMF Wind Load(WL.las)j 58.>9 psr E (Fuxin uake Loud) 1 16.95 psf FvA uake Land (EL.k. 13.91 I Pastoral Axially Applied [.nods Factoml Loading rACI ACIe .9-3 Pmmred Pressum on Rswf Wr 512.2I3 Asia] Pressure on Section Pub 2.U5 k .Aonm tlon check PW 42.706 i O.Wsfc 3W O.K. Dnfnctored Adnay Applied [.Dads Unfocmmd Pmssumon Roof uWr 307.5825 ss! Add Pressure on Section PHI1.37lo shear Allowahlc FacloreA Loedine per ACl ACI eq. 9-3 Vu=avB�(Bw-2db)/2 0.14 PheVO2 1.3? Check Shem ACI 11.5.5.1 0.1:. Ca eery• I-(beM1^3y12 64' W m'2 Ag= b'h JB Yt=Id2 2 G(m (mature; modulus 530.330 " Mer 16.971 Elmo Beta 1 0.8 Trial Astre'd 0.073 in B 7.401686795 led 0.583 in Lcr 3.35 in^4 ac G.G03 Of O.W5 0.32469 psi 0AU6 in Ase o.27 in lerdeflection 4.21 in 1c MkO in delta 150 r,(ma m tensile re�rcemcnt) OM25 ,m (rah ernWatum wiM rcemenl) 0.0017 pyo(min m tensile minlbrcemen) O.0033 two (trial reinforcement ratio bottom) 0.0033 snd(min@mcment ratio mvidap OM in Woe Mesh wire s� We 4 Mesh Areu 0.24 in' 2 Factored I.sterell A aed loads Factored Loading rACI e¢w. 9a ay.9 n'. 94.38 sf Lateral Pres re on Section Lw=W'(L^4/L^4+FI^4) U.IIS IIf Hsv=\VI Ii^4/H'y+L^4) U.Ol left Ilydacmred Lateral Lntenllv A lied hods 58.99 sC Pressurt an Section Lw=\VS L^4/L^4+N"4) 0.03 Of Nsv=WO(H^4/H"4+L^4) U.O3 kit =A neneetlan a u.ea ser.ire halo Aril 1.37 lei Lateral 0.03left Messed service deflection 0.79 in Mw 5.110 kip -in M 5.148 kip -in Ds 0.028 in Check deflection O.K. Flemre Assvm lion check S n Hw Lsv nc[Tcanik Strain 0.U11 O.UII Check ACI 14.8 2.3 Mun U.57512 R ACI 146 Mu 0.)74U lei ❑ 0.540 lei ft ACI9.3.2 @ 0.9 0.9 Mir trwl= sF (dt-o2) 1.96U Mpft 1.960 kipft DM=M s- M 0.00U' R U.Utq lei R A Add'I na'd 0.00 in^2 0.M in'2 Additional remf re 'd O.00 in^2 OM in02 Add'l bar sae: 3 3 qty rc 'd 0 0 f. or oAudd'1= 0 0 O.WU kipft 0.0%lapft Asl=A+A add' 024 in^2 0.24 in'2 fM AP+fdb-W2I 1.961 it 1961.kippfl Check QMn>Mu O.K. O.K. �oabwvdj 37.7496 I.nad'n Pu facmr¢cd bad fmm mo 0.39 klC ww,mv tof pancl Inr N 111 1 0.05 kef Entire Wall REINFORCEMENT AT OPENINGS Aletedel Pro er4es db e0eclive de Ih bollom 1.84 m a block of strain) 0.32469 pni n=As•f / 0.85•fc•b li heipnbove of PW tatnl fnavraed tom a l Opening Horrzonml Lowtivn Vcrticd Locv(n L levgth of opening opening Opening (LBS) pane f luriewd lcml (wu•L^2)12 Opevmg Qb As req'd Bar s¢e qry req'd: &NM - Check P db-N2 Mn%Mu CONNECTIONS Full Resistance Value Dve Base MUwrs Lateral Baas Mchors Wall -Wall ConnecCon Quantity Maximum Magnum Shear Moment+ Morrent- Moment+ Moment- inShear R-Dishnce L-Distance ki id -ft ki -ft Id -ft ki -ft 2 86 B6 24.418 28.48 28.48 44.80 fi2.82 Told7ensun Base Anchors 7.282 Dist Tension Id Shear L-Dist Morrent+ Morrent- Basc Mchor l 26 m 3 12.21 e6 m 2.385 ki •ft 26.094 ki •Il Bau Mchor2 86m ?84 CA 12.21 26 1 26.U94 ki •ft 1 2385 ki •ft Wall Connections Ouanlity Capadly Countering Dead oof MjommF Dist Pllovrable Overtumin Morrent of Anchors of each Load from wa8w Ndl (inches) L-Dist Resistance i fl Force Anchgr Marino We U Left LOW Ri ht WaB Canone t-g 2 1.531 10.618 36u18% W7 D 112.DD0 3.062 0.000 28.579 Wall Connection] 2 2.703 1 8.879 1 55.00% 1 W13 136 1 76.000 1 5.406 16.218 1 34.238 Well Connection 2 1 1.531 1 10.918 1 36.18% 1 W12 1 112 1 0.000 1 3.062 28.579 1 0.000 I1P..1fl Shear Connections at Be se Wall Shear Capacity Required Shear Capacity (lb) per Design Capadty Reserve Design Resistance Bese Connecbxr Force Ib Ib Ca au PLF PLF check 9122 24418 152% 806 20365 OK 4561 RIGIDITY CALCULATED VALUES 100% Final 4.558962658 Pler Len th Hei ht Fixetl To 7 Useable? 55flness k 0e8ection Label inches inches M Y/N 1000 ki /IN in/1W0 ki Entire Wall 712 719 Y Y 4.559 0.219 ComLo is bine ComLo is bine First Sa mant Secend Se ment Re -Nacre Combine/Sublmct Metlrod Combined Enbre Wall 0 Final 4.559 Reserve Capadty (752tij OK Page 34 of 45 Date: 09/16/2020 Page 35 of 45 CXTy ffnce (Precast Div.) Santiago S=299 (WA) Date: 09/16/2020 ID: Santia oS-299 DESIGN OF WALL MARKED W12 Notes Material Ps patties f c 500O 0 Skei Reinforcement Plain WIMP �- WL2-A185 Fy wh mesh 65" Psi By rebm 6000U pcf Li Jn'ci I17 No. Concrete density 150 Pat Sheer Pasamekrs VC 3.123 kip P = Move 2654 kip MWmunr { Laedin YWI Reinf rtvmrnt uhensrnhs Vert O.W 12 me.mmlaorl o.wz C1 14Max Venice. spocingl I.0 b CI Mnx Emizontals c IS' O.K. 5.1 Cl 11.3.1.1 rcle.3.z.s .I.I :tcr.,:ulernaronesign fsrUra )�¢r MWmunr { Laedin YWI Reinf rtvmrnt uhensrnhs Vert O.W 12 me.mmlaorl o.wz C1 14Max Venice. spocingl I.0 b CI Mnx Emizontals c IS' O.K. 5.1 Cl 11.3.1.1 rcle.3.z.s .I.I :tcr.,:ulernaronesign fsrUra )�¢r O.K. 5.1 Cl 11.3.1.1 rcle.3.z.s .I.I :tcr.,:ulernaronesign fsrUra )�¢r Assumptions Item this methodology Wn8 panel sludl be simply supported• tonally loaded and subject to out -of -plane uniform lamml boding where mntinum Aria. Deal Loads seasure fmm moll Lateral Desip, Loads ressure waB D(Dead load) +Ww Wall weighO 110.94 psf Dead Load (Dl..lat) 0 PSI S(Snow Land) 220 psC Snow Land(SlAat) 0psf L Live Lead) 0 per Live Load(LLIm) 0 psf Lr(Live Roof load) 30 psi Live Roof Load(LLr.lat) U psu W(Wind Lwod)l 109.96 psf Wind Load (WL.IaBl 5&W psF E (Earthquake Lmabl 16.95 PA I Eerth uake Load (ELAa0l 13.91 pof cvs• Faclannl Arially Applied Lomk Foctored Lmdmg rACI ACI .9-3 Focmred Pressum on Roof Wr 512.213 :Lxiol Ihramre on Section PUBJ 1.98ktP Aasum Ron neck PW 41.250 s 0.u6•fc 3W ss q..et M 14. s+a O.K. UMnetored Ad A Bed Leeds Unl'vclored Press ure on RooCuWr 307.5625 sf Arid Prrssum on Section FBI Jup Shea Facbrcd Loadhrg rACI ACI cq. 9-3 Vu=svuB•(Brv2db /2 0 Pat Va2l 1.33 Check Sheet ACI 11.5.5.1 O.E.. ABnmble Ca ea Yt-h/2 2 ra fr(oure modulus) 530.330 psi Met 16.971 l m Beet 1 o1lt Trial At re 'd 0.073 b'2 B 7.403686795 kd 0.593 in I.cr 3.35 b'4 0.003 4 OM5 0.32469 psi 0AM in Ax 0.27 in'2 lerdefeclion 4.21 inA In M UU in delta 150 ybfo (maximum tensile mrcement) U.0225 .o, (min. lempommm rebrem foeent) 0.0017 me(minimum tensile mbfomement) 0.003 mo(trial reinlorecment ratio bottom)l 0.0033 (rainfucemcnanatiomovided)l OBI 10 sr 14s21 C Wim Mcsh W're S .e W8 spacing 4' Mesh Area 0.24 in'2 Faclnswl LaterWlr A Bat Loafs Factored Loading rACI wetlwb 94.38Itsf Coleco. Premrre ran Section Lw=W(1,^4/H"4+L^4 Oklf Hw=\V•(L^4I H"4+L^4) O.OY kIfRessuzoonwatkuwwl UNactosed LntersB •A Had Incite 56.99 sf LoRral Pressure an Seefian Lw=\V• L^4/H^4+L^4) 0klf Nu'=W(L^4/HM+L"4 U.16 klf DenerRan cl u.a4 ser.dre Lr.ua An'W 1.28 lei Lateral 0 kif Allowed service deflectionEO�6W in Msoi in Mi b Ds in Checkdeflection. Fleur Assvm Ron check S n Hw Lw net Tensile Strain O.UII RUII Check ACI 14.8.2.3 Muftj 1.113 bp,fl AC(eq. 14fi) Mu I.39U li R U.(N)D Li R ACI 9.32 tb 0.9 O.Y Rvin trial = F(dt-e2 1.960 ki1rR 1.9601ip-R DM=M s- M 0.0001i ❑ O.UWu R As Addl n •d 0.00 ie2 OAO W2 Additional nemfm'd 0.00 ie2 0bDe-2 Add'l bar size: 3 3 qty rt 'd 0 0 f or oAs 0 0 oddl - 0.000 kip-R 0.(MN kip•ft Ast=As+As ndd'l 024b^2 U.24 in'2 IMn = sF (db- n2 1.961 kip ftI 1.961 kip-R Check mMn>Mn O.K. O.K. oo almovdi 0.00% Page 36 of 45 CXT19 Inc. (Precast Div.) Santiago S�299 (WA) Date: 09/16/2020 Loedin Pu fncmvcd Ioad fmm too U39 klC WW rc tof panel perftl D.DS Isf -.-E�ireY�t-�Daerl -- Daor 2 .- Door 3 REINFORCEMENT AT OPENINGS Alalcrial Pouticnim do eRccGvc do 1h bottom 1.84 in e block of stmin 0.32469 pot a=As' ly / 0.85 A fc'b Opening Horaonml LocoGan Venirvl Location L len�h oC opening H Height nbore opening (-) Wcigbt of Opening (LHS) Pw tarn) load¢ed panelload wu mW Factonzcd bvd Alu loco L^2y12 Door 1.33R 0B 3.348 21311 I14451 R14 Wf 0.53 klf DA9 i ft Ibor 2 I2lG ft O R 3.3J ft 2'73 ft 114451 0.14 Ulf 0.53 kif OA9 ` ❑ Dccr 3 2066 I1 on 3340 2.73 R 1144.51 0.14 kh' 0.53 kV 0.49 ki ❑ Opcning mb As req'd Hw s'vc qty req'd: +h1n= F db-a/2 Check Mn�Mu Dcor I 1 09 1 O.UW W2 I No. 3 1 1 1ISAG u R O.K Door 2 1 D.9 I 0.004 W2 No. 7 1 I 1 15.46 ki R O.IC Dcor3 1 0.9 1 0.004 W2 No.3 1 1 1 15.46 ' R O.K. CK4}�I� flay fl C4]x`L.7 Full Resistance Value Overturnin Base Anrho Lateral Base Pnchors Wall -Wall Co nectio Quantity Maximum Maxinum Sheari Momenta i Moment- i Morni Moment- inShear R-Dlstance L- Distance kipla -ft ki -ft ld -ft ki -ft 6 298 298 61.420 195.30 195.30 179.61 179.61 Turns Tension Base Anchors 21.502 Dist Tension No Shear L -Dist Moment+ Monenl- BascM¢Imr2 bin 3.64 in ki'ft IIasc Mchor 2 76 N 3.64 2.2 12.2 228 in 228 5.981 5.88I ki •R 52.934 'ft 52.929 2 Banc Anchor 3 112 in 3:64 12.21 192 in 12.772 ki 'R 37.534 ki '8 Bnseluclmr4 192 in 3.6: 12.21 112 in 37.534 ki'ft 12.772 'R Base Anchor 229m 31-1 12.21 1 76 in 52.929"ft 5.991 ki'ft Base AncMr6 298ro 3.47 6.19 6m 86A47 ki •R 0.035U 00 Wall Connections Quantity of Anchors Capacity of each Countering Dead Lcad Rom oof Woll to Adjoining Ndl Dist (inches) L-Dist Nlowabla Force Ovenumin Moment Resisbnra U LeR Low Ri ht Wall Connections 2 1.53/ 7.367 50.00% W9 0 3D4.000 3.062 0.000 77.571 Woll Conncchon2 2 1.703 4.028 33.93% Wll 84 220.000 4.D26 28.198 73.847 Wall Counechn3 2 1.703 4.028 I 33.93% W10 I 84.000 1 4.028 1 13.M47 1 28.196 Wail Connection 2 1 1.531 1 7.367 1 50.00% 1 Wit 1 304 1 O.000 1 3.062 1 7T571 1 DDDO Shear Connections at Ba Wall Shear Capacity Required Shear Capacity (lb) per Design CaCapacityse Reserve Design Rasislance gale Connector Force Ib Ib Ca au PLF PLF check 18800 61420 4262(1 623 73447 OK 3133 Doors Door 2 Door3 RIGIDITY I1.1069I344 CALCULATED VALUES 86% Final Pier Len M He' ht Fixetl Top? Useable? Stillness k Deflection Label inches inches (YIN) YIN 100010 /1N in /1000 ki Entlre Wall 3D9 115 Y V 16.821 0.059 A' 304 82.24 Y V 24.056 0.042 A 15.96 82.24 Y Y 0.131 7.fi14 B 247.96 82.24 V V 19.390 0.052 B' 304 82.24 Y Y 24.056 0.042 C 145.92 82.24 Y Y 10.696 0.093 D 118 82.24 V Y 8.233 0.121 C' 304 82.24 V Y 24.056 0.042 E 247.92 82.24 Y Y 19.386 0.052 F 16 82.24 Y Y 0.132 7.561 Doors Door 2 Door 3 Combine Louis First Se ment Second So nent Re-Nerre Combine/Subtract Method Combined Entire Wall A' A'a Deflection 0.018 A B AB Stillness 19.521 Ab AB Ab Deflection 0.028 B' B'a Deflection C C D CD Stiffness 8.92 1.080 Bb CO eb Deflection 0.039 C' C'a Deflection E E F Stillness 9.51 1.090 C'a EF in Final + Deflection 0.090 Reserve Capacity (4257.0) OK Page 37 of 45 0 T, Inc. (Precast Diva) Santiago 5-299 (WA) Date: 09/16/2020 SRnliago 5-299 DESIGN OF WALL MARKED W13 Notes Material Pm mtio fc 5WO 0 Steel Reinforcement Plain\VWF-W1.2-A185 Fy was mesh 6500n m ry rebm 60(X) pcf Li to%ci t7 No Cmacreledensity 150 pcf hlkdnswr 1 Ioading Parameters Phi v U.BS Vc 3AD ,t.zl,z PnWc 2.6M It.).] 32 .veal O.WI2 mn.hor B.Wz Max Verticals tang 18 in 40 Max Horizontals c lain ACI 14. fall Reinforsxmrn[lic Requirements CI 1 l.3.3 ».3.5 3.3 AC1's AUemNe Design ojSlender B'alLs Assumptions fmm this methodology: Wall Panel shall be simply supported, axially [ended, and subjectto om- &plane uniform lateral loading xhere mawsum moments and deflections occur at mW-height of the wall. Thmoss see ns on is comnw t over the hcightofth0 nnragel. The wall doss sections shall 6e tension cordon . Phi•Mn - Met Concentrated gmviw loads arc diddbuted over the wan lea The vertical stress Pu/Ag at mtd-heght shall not euxd 0.06017c ACI 14A26 CI 1 l.3.3 ».3.5 3.3 AC1's AUemNe Design ojSlender B'alLs Assumptions fmm this methodology: Wall Panel shall be simply supported, axially [ended, and subjectto om- &plane uniform lateral loading xhere mawsum moments and deflections occur at mW-height of the wall. Thmoss see ns on is comnw t over the hcightofth0 nnragel. The wall doss sections shall 6e tension cordon . Phi•Mn - Met Concentrated gmviw loads arc diddbuted over the wan lea The vertical stress Pu/Ag at mtd-heght shall not euxd 0.06017c ACI 14A26 Anal Deal Loads ressure frem reo Lateral Desgn Loada resvure well D (Dead load) S Ww ( Wan %ei t) 110.94 psf Dead Load (DL.IaU 0 of S (Snow Load) 220 psf Snow Load (SL3aD OOsC 1,(live Lood) U sf Live Load (LL.WI) 0 f Lr(I.n'o Rod' Lood) 30 psf Live RwfLoal(LLr.lnt) 0 f W(Wind Load) 108.86 pf Wind Load(WL.lat) 58.99 por E (Earthquake Load) M95 pif I FaM uake Load (EL.InOl 13.91 tedf Factored Arially A lied Loads Focmred Loading rACI AClc .9-3 Fnetored Pressure on Roof Wr SI2.217 Arita Pressure on Section Paul 2.1 kp EA .[corm lion checkPW 43.750 psi OWfc 3W t O.Y UMactored Asian'A lied Loads Unfocmmd Pressure on RoaCuWr 307.5825 sf ua Asial Prme on Section FBI top hTenr .Ulomblc Feemrcd loading per ACI ACI .9-3 Vu=xvB•(Bn'-2db)/2 0.16 Phi •Vc/2 1.33 Check Show ACI 11.5.5.1 C!?_. Ca edit• Yt-1d2 2 fr (rulame modulus 530.330 psi Mcr 16.971 kip dn Bete 1 0.9 m Trial Ast d O.073 W2 B 7A03686795 Ld 0.593 in let 3.35 in^4 OC U.W3 CA UM5 0.32469 po 0.406 in Aso 0.27 in' 2 Icrdeflcction 4.21 in le 64.O0 an delm 150 r,(marimum tensile reinforcement) 0.0225 fift.t(min.empeminre reirdomemenl) O.0017 ,, (minunum tensile reinforcement) 00033 aa(trial reinforcement ratio bottom) O.OU33 reinforcement ratio provided 0.0110 Wim Mesh NMI Wire S'vc We Pe 81 4'n Mesh Arcal 0.241or 2 Factored I.atenlly A Bed Loads Faemrcd Lond" rACI .,maewr.ew 94J8 f Lateral Pressure on Section Lw=WL^4/L"4+H"4) O.OS kIC Hw-WN^4IH^J+L^4 0.W klC Unfacrosed I.rlenn A Bed Leeds 38,W psi Enteral Pressure on Section Lw=W'L^4/L"4+y^4) 0.03 k1C FIw=N0(H"4/H^4+L^4) O.U3 k1C nenwtlnn c,,,.a, sertlee laada Adal 1.41 {j Lateral U3 kU 0fflki�i Mewed service reflection Mso M DS Check deneetion Dem A.sarm one ak S n Hw Lw net Tensile Strain 0.UI I U.011 Check ACl 14.5.2.3 MURI O.618 km fl ACI . 1 Mu 0.87U tl R 0.630 u n ACI 9.3.2 (b 0:9 0.9 DAn trial= AxF{dt-a2 1960 kip-n I.960 kip�n DM=M s- M O.WU ki n 0.010 A' R As AdBl m'd O.W 402 O.W ie2 Additional minf re 'd 0.00 mr-2 0.00 ie2 Addl bra sae: 3 3 qty re 'd 0 0 or of.As 0 0 Md'1= O.OW kip-n 0+OW kipn Ast=As+As add m"2 US4 in'2 IMn- &F alb-W2) %2TI 1.4611ipn 1.961kaP- Check ¢Mu�Mir O.K O.K. ^oalloxtti 44.37% 1 32.130% Page 38 of 45 CXT, Inc. (Precast Dive) Santiago S=299 (VJA) Date: 09/16/2020 waaln Po facMr'vcd bad Cmm mo 039 klf Ww (oeight of panol vB 0 of ls[ FxcMrieM Tlnmen[ —+—Enlre Wal REINFORCEMENT AT OPENINGS nrmedmPm ernes db eR five de Ih bollom L84 in a block of strum 032469 isi n=As• / 0.g5'fc•b (-)Weiglnof Pw tomlfooMraed Mtnl nlu Opening Ilonxonml Lncodon VcniwJ Locof n Lleoglh oC opening opening ng Opening (l.BS) panel loud factored load (wu'L'2)72 Ie1STIT] Opcning �6 As req'd Barsv.c gry•req'd: dnM- Chxk Ps db-o2 Mn%Mo CONNECTIONS Full Resistance Value Ovedumin Base Anchors Lateral Base Anchors WaIFWalI Co e'" quan' Maximum Maximum Shear Monent+ Moment- Moment+ Morrent- inShear R-Distance L-Distance ki ki -ft b -ft ti -ft ki -ft 3 1D0 1m0 W.627 42.48 4246 59.47 25.21 ToWI Tension Base Anchors 10.923 Dist Tension to Shear L-Dist Morren[+ Monont- BaseAnchorl 20 in 3611 12.21 ki 'B 30.342 ki'ft Base Anchor2 60 in 3a4 Win 1G21 (Ain 1U.9231-i 'ft 0,91 10.9231i 'ft Baw Anchor3 1 10001 1 3.64 1 12.21 1 20 in 30.3421'i 'B 1.214 Y''ft Wall Connections quanOly of Anchors Capacty of each Anchor Countering Dead Load from Al 0inina Vila ooF wollW Adjomine Wolf Dlst finches) L-Oist Pllowabla Force OverWmin Monent Resistance ki ft U Left Low Ri ht Wall Connecgonl 2 1.531 5.936 1 50.00% 1 W11 0 120.000 3.062 1 0.000 1 30.62D Well ComrecGon21 2 1 2.703 1 5.936 1 50.00% 1 W10 1 132 -12.000 1 SAM 1 59.466 1 5.406 Wall Shear Checks Shear Connections at Base Wall Shear Capacity Red Ca Ih quirepertly ( )per Design Capacity Reserve Design Resistance Base Connector Force Ib Ib Ca aci PLF PLF check B374 36627 28253 IiH OYY'I CALCULATED VALUES 100% final 4.G14]I6181 Pier Len ih Hei ht F&ed To 7 Useable? SSftness k Deflection Label inches inches M V/N 1000 ki /IN in/1000 ki Enflre Wall i� 126.5 Y Y 4.615 0.217 Combine Le is Combine Le is First Se Trent Second Se intent Re -Name Com8lne/Subtract Method Combinod Entire Wall 0 Final 4.fi15 Reserve Capacity (28253j OK Page 39 of 45 CXT, Inc. (Precast Div.) Santiago S=299 (WA) Date: 09/16/2020 m: Nanfia o 5-299 DESIGN OF WALL MARKED PI-1 hlafm;a et Loading erne fc sOW i Steel Remfumement PlainW1.2-A185 Fy wine mesh 65" i F mbar 60DW pef Li No Connote dens m 150 C E(steel) 290000011 psi E(Concrete) 4290000 m a(modnlar ratio) 6.76 Sheer Panmehn Phi.v 0.85 ve 2.274 Phi*vc 1.933 l Reinforcement Requirements mm.vert O.W12 CDC mut.hor 0.002 Max Vertimis c Ism Max Ho' ntals 18' JCl )I3zL1 & t1:213 c111.1.1 4c7lo�.a 3.3 3..5 ,ICf's Abo+rmeDrzign oJSlender (Palls 4014826 Assumptions Dom this arethodobff: Wn8 panel shall be simph• supported, narall ,loaded, and subject to outof-plane uniform board loading where maximum menu and deflections crew at mid-heightordte wall. The cmxs section te Was ant over the hni t o(nhn A%% net. The ww cross sections shag be tension commlled. Phi•Mn � Mcr Concentrated vits• loads are distributed over the wall length The vertical sneers Putag at mid-hci t shall not weed 0.06•fc Arid Deli Loads ( ressure tram mo Lateral DesIFJr Loads caste n ww) D (Dead load)+ Ww ( Ww weight) 98.44 psf Dead Load (DLIM) U sf 8(Snow Land) 220 paf Snow Load(SL.tet) 0psr L (Live Lund) 0 Psf Live Laad LL.IaH 0 Lr(Lav Roof Load)l 30 psf Live Roof Load I.LHal U psi W(Wind Load)l 108.86 Vsf Wind Lead (WL.InE)l 5&W Pat E (Earthquake Lood)l 16.95 psf Earthquake Land fF1 lat)l IDA3 of Factored AriwvA GeJ Lands raemredLaaain racl ncl .9a Pmlored Pressure on Roof Wr s12.213 Anal Prionarm on Sudan PUB U.13 k Ace um Bon check Purag 3.611 s O.Wfc 3W i O.K. unmemrea ay Applied Loads Unfanfred Pressum on RoofuWr 307.5825 sC Axial Preserve on Sordoni FBI 0.13 )UP Shea Allmsahle Factored Loadurg per ACl ACI cq. 9-3 Far '•Vc/2 0.97 ChecL Shear ACI 11.5.5.1 1 O.F.. Ca Ag-16'h) 36 in^2 Yt-1J2 I.S fr(mmm. modulus) 530330 psi Mcr 9.546 kip -in Beta 1 0.8 Trul/vam'd 0.053 m'2 B 7.403686795 Ld 0.482 in Let 1.64 inM e4 U.003 as 0.005 0.32469 psi 0.406 in Am 0.24 ie2 lerdelkction 1.96 iuM le 27.00 in64 dalln 150 4m (mmnum tensile reinforcement) 0.0225 .m (min. nempemnnm reinforcement) 0.0017 rarC(minimum tensdc reinforcement) 0.0033 oao(nial reinforcement nano lnom) 0.0013 P.okd( nevidcd) 0.0150 Wim Mcsh As wire sae WB sEcmgl 4w Mesh Arral 0.24 in'2 Pectoral LatesaB A Bed Loads FaetareaLaaain race w.rnw 94.3e ar Lateral Prtasure on Secdon Lw=IY•(L^4I L^4+N"4) (IMklf Hsv=lV•H"4l H"J+L^4) (IOS kIf Urnactored LaknBp A Brd loads 58.99 sC Lateral Presnrre on Sect on Lw=W(L^J/L^J+H^J) O.U3 kV Hsv=\V•(H"4/11^J+L^4) O.U3 klf DeOeaaan Jci u.a+ Service Laads AtiW U.13 ki Lateral kin Mooed0. Mooed mn-klk e dec0on O.4A7 N Mm 1.5%ki in M 1.597 )i yr Ds 0.007 in Checkdellection O.K. Deau asnm liekon che S n Hw Lse net Tensile Swin 0.0(l7 U.fN)7 Check ACl 14.8.2.3 Meal 0.215 ki 11 ACT e . 14-6) Mu 0.220 li B 0.190 ki R ACI 9.3.2 fb 0.9 0.9 Ran trial= F ill-a2 I38D kipD 1.380 kip-fl DM=M s- M 0.000 I' ❑ D.OW ki fl As Add] rc 'd 0.00 in^2 0.00 in'2 Addi ional winf re 'd 0.00 m^2 UM i02 AM[harsvr 3 3 qtv re'd 0 0 or spacing of 0 0 As add'1= 0.0001tipn 0.00 kip-B Art=As+As add'( 0.24 m^2 0.24 m^2 Rd ^ AsP db- a/2' 1.377 klpR 1.37? Up-n Check 4Mn>Mn O.K. O.K. ve a0cavedl 15.98% 13.80% Santiago S�2.99 (WA) Page 40 of 45 Date: 09/16/2020 CXT, Inc. (Precast Div.) InadN Pu f torrzed load Rom mo 0.3H klr Ww (weight of twoul ter N ❑ ON ksr REINFORCEMENT AT OPENINGS Material Pm eBics db ef5 Urc do Ih boVom 1.34 m n block ofslmm 0.32469 o=As• ry / 0.85•rc•b Hheightnbovc (-)Wciglaor 1'w tow wutoml hlu OpcNng Hor¢onml Lomtion VenicW Lncmion Llengthof opening opening Operting (LHS) loadized panelJowl f mrvm load (wu•L^2)'12 O nin t I n O n S.13 n 4.83 n 193.02 0.19 k1r 0.51 klr LMUp--ft— Diviling1 1 0.9 0.005 lrk 2 No. 3 1 1 127.98 ❑ O.K. Wnll Connc unl .7i7,T.rx��1;F. Full Resistance Value OvelLrrnin Base Pnchors Lateral Base Pn o K§II-Wal Connection Quen' Maximum Maximum ShearI Momsnt+ Mop-9 Moment+ Motrent- inShear R-Distance L-Distanoa ki ki ft - ki -ft ki -ft I ki -ft 1 6 67.5 6.292 1.73 19.51 18,75 0.00 Tuml Tenvwn Base Ancho Wall Connections tAkH Ouanidy ofNwhars CapacityDounlerin9 of each Anchor1.531 Oead Load from o6.071 Do of sw810 Mjoioin Nall o Oist (inches) L-Dist Pllowable Force OverNmin Morrent esista ce U Left Low Right 2 50m% W5 73.5 0.000 I 3.062 1 18.755 1 0.000 Shear Conneclions at Be Wall Shear Capacity Required Shear Capacity (lb)per Design CaCapacityse Reserve Design Resistance Base Connector Force Ib Ib Ca aci PLF PLF check 399 6292 5893 0 9801 OK 399 Opeiwrg 1 RIGIDITY CALCULATED VALUES 64% final 0 Pier Len M Hei ht Fixetl OP? Useable? SSflness k Deflection Lalsel nches inches YM /N 10001u / IN in / 1000 ki Entire Wall 73.5 70 N Y 2376 0.421 A' 73.5 12.04 V Y 30.153 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 O.00D 0.000 Opening 1 Cort'bine Lc is First Se nent Semnd Se nent Re -Nacre Combine/Subtract Method Combined Entire Wall A' A'a Deflection 0.388 A B AB Stillness 3.731 Mt I AD I Final Deflection I0.656 Rasa capacity 159031 OK Opening 1 Cort'bine Lc is First Se nent Semnd Se nent Re -Nacre Combine/Subtract Method Combined Entire Wall A' A'a Deflection 0.388 A B AB Stillness 3.731 Mt I AD I Final Deflection I0.656 Rasa capacity 159031 OK Rasa capacity 159031 OK Page 41 of 45 (��7 9 If nc. (Precast Div.) Santiago Sm299 (WA) Date: 09/16/2020 ft m: Santis o 5-299 DESIGN OF WALL MARKED P11-2 Nola Material P Loadin eMin fc 5000 psi Sorel Rehaorcement Plaint WWF �- MILM185 Fy n mesh 65WO . Fe mbar 6WW pcf Lightweight? No Concrete density 150 Nf Shear Pammetem Phi.v O:Bi Vc ii 2.214 JIM lei It. Pldovc 1.933 ki filI Reinforcement Requirements m n.res O.W 12 bthor O.W2 ICI 14. Max Vesiwls cmg INin Mn<Ho " nml 18 in A Cf:s Abemme Ovign aJS7ender II'car Assumptions from this me hodoingy: Wall P cl shall be simply supposed, axially loaded, and subject to oul-of--plane unifunn lateral loading where mnxlmum W1 NAZI moments and deflections occur tnod-heightof me wall. The ems; section is consmnt uvvr the hei t of the min eel. The moll cross sections shall to iensnn controlled. Phi'Mn� Mcr Concenumned viN loads ore distributed over the well leu The vertical stress Pul at mid-hei i shall not exceed 0.06'fe filI Reinforcement Requirements m n.res O.W 12 bthor O.W2 ICI 14. Max Vesiwls cmg INin Mn<Ho " nml 18 in A Cf:s Abemme Ovign aJS7ender II'car Assumptions from this me hodoingy: Wall P cl shall be simply supposed, axially loaded, and subject to oul-of--plane unifunn lateral loading where mnxlmum W1 NAZI moments and deflections occur tnod-heightof me wall. The ems; section is consmnt uvvr the hei t of the min eel. The moll cross sections shall to iensnn controlled. Phi'Mn� Mcr Concenumned viN loads ore distributed over the well leu The vertical stress Pul at mid-hei i shall not exceed 0.06'fe A Cf:s Abemme Ovign aJS7ender II'car Assumptions from this me hodoingy: Wall P cl shall be simply supposed, axially loaded, and subject to oul-of--plane unifunn lateral loading where mnxlmum W1 NAZI moments and deflections occur tnod-heightof me wall. The ems; section is consmnt uvvr the hei t of the min eel. The moll cross sections shall to iensnn controlled. Phi'Mn� Mcr Concenumned viN loads ore distributed over the well leu The vertical stress Pul at mid-hei i shall not exceed 0.06'fe Ailil Dad Loads resawre from mod Lamml Dcdgn Loads rocs well) D (Dead load)+ Ww Wall weight) 98.44 psf Dead Load (DL.Ivt) U sf 9(Snow Load) 220 psf Snow Load (SL.ap Opsf L (Live Load) 0 rAf Live Load 0.1. la0l O psi Lr(Live Roof Load) 30 psF Live Sent Load (I.Lr.ml) 0 psf W(Wind Load) 108.86 par Wind Load (WI..Ial)l 58.99 pr E (Eash uake Load) 16.95 f Earthquake Load (EL.lat)l 10.43 psf FacmmJ Adally Applied Lvvda Fmmred Lovdin rACI ACI .9-3 Fvcmred Pressure on Raof Wr 512.213 "d Pressure on Section PUBI lop Assum lion check PWAg 3.611 d 0.114816 3m i aat,sct lac 2a O.K. UNemored ALnnS'A Red Loads UrJacmred Pressure an RoaCuWr 307.5825 sF Anal Pmsxne on Section FBI IIV S7uenr .Vlowable Facbred Leading per ACI ACI eq. 9-3 Phi 'V02 �9] Check Shear ACI 11.5.5.1 1 =(b'M3' 12 27 inM Yt = Is�2 1.3 fir(mtum modulus) 530.330 Mcr 9.546 U;s-m Hem 1 0.8 Trial Aare 'd 0.053 e2 B 7.403696795 kd 0.482 in Ler 1.64'f4 CC DIM ours 0.32469 psi 0AD6 in Ase 0.24 W2 leadellection 1.96 inM le 27.00 ifiN delta 159 rs(mmmnum tensile reinforcement) 0.0225 .n (min. (Imperative minforement) 0.0017 rm.(mfiaimum tensile reinforcement) U.0033 too (trial reinforcement ratio bottom) 0.0033 n,a(ainforcement rota pmvidcd)l 0.0150 cr rv.s Wim Mesh Wim S¢c WB 4'9 Mash Jlercal 0.24um2 FurtoreJ WleruHA GeJ Loads FacmmA Landing rACI veld i-w.�.emswlnw 94�38 f Lateral Premnre on Section ii Lw-W(1.^41 L^4 + W4)l 0.04 kif Hw=WO(RAI W4+L^4) 0.05w Unfacmred WerwH Applied Loads 58.99 sf Lateral Pressure on Section Lw=WL^41 L^4+HN) 0.03 klf Hw=WH^41 H^4+L^4) 0.03 Mil nenectian �, r,.a.4 Scndcc luaJs Awl D.13 lei Lmew 0.03 Of Allowed sen'Ke deflection 0.47 in Mm 1.596 ki in M 1.597 ki in Ds 0.007 in Checkdenection OX Fleur Aswan don chk ecHw S Lw not Tensile Shamed 0.Ml O.W7 Chink ACl 14.8.2.3 Muni 0.215 kipll AC[ 14b) Mu 0.220 lei fl 1 0.1 W lei a ACI9.3.2 ro 09 0.9 IMntrial= NF dt-o21 1.380 kips L380 fdpR DM=M s- M O.WO' 0 0.000 lei fl As Add'Imd O.W in^2 O.W in'2 Additional rcaf re 'd 0.00 in^2 OM in^2 AM bar s¢e: 3 3 qty re 'd 0 0 spacingof: orAs 0 0 add'1- O.WD kipht O.WO kipR Art=As+As vdd'1 0.24m^2 0.24 in^2 No= Ffdb-1l2 1.377 kipfl 1.377 kipfl Check mmn>Mu O.K. O.K. °o allmced 1 13.8096 Page 42 of 45 0 T, Inc. (Precast Div.) Santiago S®299 (WA) Date: 09/16/2020 La,aln Pm Gemrrzed bed Oom coo 0.39 klf Wee (weight of pand Er sl 01 1ONk,f REINFORCEMENT AT OPENINGS 61,r.da1 Pr, race db elTeclh'e do rh hotmm 1.34 a bock of done 0.32469 psi u-AsO / 0.85'feeb Hhopennbovc r¢ed Mu Opening Horn�nfnl Location VtniuJ Catalan Llengthof opening opening pening(LBS Opening (LB8) panelload panel loot world f mr¢<d land (wu'L 2y12 Opening 1 Oft fl 0 5.13 (t 4 93 11 I93.02 0.19 Uf 0.59 klf 1.27 ki ft Opening Qb As req'J ➢m siu Sty req'd: d`K"- P db-a2 Check Mn= Mu Uixtuns I 1 0.9 O.W5 W2 I No.3 1 1 1 27.98 ft O.K. wau eonneaean 1 CONNECTIONS Full Resistance Value Overlurnin Baae Ana ors Lam I Basa ana vval-wall conneatian Quantity Maximum Maximum Shear Moment+ Morrent- Moment+ Morrent- in Shear R-Distance L-Distance kip ki -ft ki -ft a -tt M -ft 1 67.5 6 6.292 19.51 1.73 0.00 18.75 Total Tmssan Bess Mchors 3A69 Dist Tension Mi Shear L-Disl Morrent+ Mdment- Bae Ancbor 1 67.5 in 3.47 6.29 6 b 19.SI3 li '➢ 1.735 xi '0 Wall Connections Quantity of Mchors Gapeuty Anchor Anchor Counmrin90ead Load rota pd' ii eof sw8to Adjobin N,II g Dist (inches) L-Dist Allowable Fnrca Overtumin Mortunt Resistance ki O Left Low RI ht 2 1.531 6.071 50.00% 4 0 73.500 3.062 0.000 18.755 Shear Connections at Base Well Shear Capacity Required Shear Capacity Opciwtg 1 RIGIDITY CALCULATED VALUES 64% Final 0 Pier Len M Hei ht Fixed To 7 Useablel Stiinness k Deflection Label inches inches YM /N 1000 ki /IN inf7000 ki Entire Wall .5 70 N V 2.376 0.421 A' 73.5 12.04 V Y 30.253 0.033 A 0 12.04 Y N 0.000 0.000 B 11.94 1204. V Y 3.703 0.270 Opcnag 1 Combine Lo is First Se mot Second Se ment Re -Nacre CorrbinelSubtract Method Combined Entire Wall A' A'a DeflecBon 0.3g6 A R AB SSffness 3.703 Na AS Final offs an 0.658 Reserve Capacity [!i603) OK Page 43 of 45 CXT, Inc. (Precast Div.) Santiago S=299 (V A) Date:09/16/2020 m" re p� . 3 0 0 Q1 e s a ZO E W J C E -e q� o � bo ti _ Hoe'o�� - w9€� c�ti�c .9v zz 0 8 � k k o 0 g � � k W e 4 E E E_ 'g a� J n e � 3 Vigo ak. € �a 9 5 e CqN 41mJ.la tri 2 >g b g s 3 0 g 3 b 3 �o� E c h5 Page 44 of 45 CXT, Ingo (Precast Div.) Santiago S�299 (VJA) Date:09/16/2020 z zk i i t 6 r.. c 5ga$coa.fi a.6.5 ° ry 3 � � ffiti, '..tummy E U E h E ; Boo F 9 'a 8 at C € 9q°�di C u eel °o °o °8 Cb 1 �' 's 9mC U ss xM � s d � Qam 52,' V e 2 6 N o � ca a^ � wF wy 22 2 'c' mo o� E 8 a�R a' u ss � S 4 � a 2 E 6 g C c os o 0 � E E .�fiv r6 o dc`f' Ci 5.fi p9 �8 o€ao f fi .fi 88 �Ed S � ss 88 8� �s 66 �2 66 Page 45 of 45 0 T19 Into (Precast Div.) Santiago 5-299 (WA) Date:09/16/2020 tD;1 Santiago 5-299 Geometric ro ernes Bs width of roofpanel) 23,00 ft Ls (Length of roofpanel) 29.00 ft Ar Ama of Roof 667.00 ft^2 H((height of building) 11.58ft Lb(length of building) 20 R Wb width ofbuilding)26 R Ab Area of building) 520 ft^2 Nv(quantity of vaults) 0 Avl (Ama of Vault Lips) 0.00 ft^2 Av Area of Vault) 0.00 V2 Vh (Vault height) 0 ft Cab Closed Area of building) 504.78 ft^2 Hw (depth of floodwater) I ft Loadin W v (weight of vault)** 0 lb Wtr (roof panel weight) 40260 lb Ww (total walls panel weight) 76743 lb Fw (floor panel weight) 31545 lb We (estimated weight of building) 148548 lb Wev (estimated weight of building iv/ vault) 148548 lb PSFr (roof snow load) 184.8 psf PSFf (Floor Live Load) 400 psf Pmaz (Maximum allowable pressure) 1500 sf Fupmw (MWFRS Uplift Fome) 43.81 sf WLIat(MWFRS lateral wind pressure) 51.74 sf (specific weight of water) 62.4 cf "Weight of vault is not considered in sliding resistance Slidin factor) 0.40 FS (Factor of safety required) 1.00 CHECK SLIDING RESISTANCE Shear .TVseiamic (from seismic analysis with snow) 33725.016 .7*Vseismic (from seismic anaysis wi[hont snow 28924.8 Ib Vwind= WLlat' max(Wb,Lb)*H 1 15578.7 lb * Load adjustment per IBC 1605.3 load combinations. Slidin Resistance with Snow Pslide=u'.6*We+.75*PSFr*Ar Pslide= 7263016 Fsm d Factor to afety Sliding FSwind =Pslide! Wind FSwind = 4.7 >_ FSseismic=Pslide /Vseismic Fseismic= 2.2 ? 1.0 t 0.6. Resistance with No Snow Pslide=a'.6'We Pslide= 35651.5216 Fsm d Factor of Safety FSwind =Pslide /Vwind Fswind = 2.3 >_ FSseismic =Pslide /Vseismic Fseismic = 1.2 >_ 1.0 �'" O.k. CHECK OVERTURNING RESISTANCE Shear .7*Otseismic (from seismic analysis with snow) 332.601 ki -ft .7*Otseismic (from seismic anal •sis without snow•) 284.048 ki -ft Otwind= lat*Lb*H^2/2)+ Fu mw*Lb*Wb^2/2) 365.512 kip-ft * Load adjustment per IBC 1605.31oad combinations. Overturning Resistance with Snow Otrsnow= .6*We+.75*PSFr*Ar* b/2) Otrsnow= I179.539 ki -ft Fsmgd Factor of Safety FSwind = Otrsnorv! Ohvind FSwind = 3.23 >_ FSseismic=Otrsnow/Vseismic Fseismic= 3.55 > 1.0 Ol;. Overturning Resistance with No Snow Otr=.6*We*Wb/2 Otr 1158.674 ki -ft Fsreod Factor of Safety FSwind = Otr /Vwind Fswind = 3.17 >_ 1.0 FSseismic=Otr /Vseismic Fseismic= 4.08 > LO 07:. CHECK BEARING PRESSURE CONDITION Net Pressure Pnet= ev+PSFr*Ar+pSFflA /Ab 922.71 sf Allowable Pmax > Pnet I500 sf >_ 922.71 sf B}' observaton, if the building is placed on a properly prepared well drained granular sub -base, the design is sufficient for lateral and veftical toads. CHECK BUOYANCY FORCE CONDITION Bua ant Force F6= v*Av*Hw r*Cab*(Hw-Vh) F6= 31498_li lb Factor of Sate FSb = We / Fb FS6 = &.72 > L00 OTC.. The weight of the building exceeds the buoyant force due to hydrostatic pressure acting on the horizontal surface of the vault, therefore, the design is sufficient against buoyancy. Floor Design Infomraton: l) The referenced building is made of flood damage resistant 5000 psi reinforced concrete. 2)'Dhe vault system, if existing, is designed [o minimize infiltration lido system and can be considemd water tight to a height of 17" 3) Flood Ventilaton is available at threshold level and food ventla[ion exceeding 1" per sq. ft. of floor area is provided no mom than 12" A.F.F.