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REVIEWED RESUB 1-BLD2022-1465+Structural_Calculations+8.28.2023_6.10.59_PM+3751782REVIEWED CITY OF EDMONDS Structural Calculations for: Pacquer Residence 18306 Olympic View Dr Edmonds, WA 98020 Job #: 10963-2021-17 Date: June 7, 2023 RESUB Aug 29 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-1465 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 0 206.443.6212 00/.N- GUN E ER I. TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253.284.9470 ssfengineers.com Criteria Sheet Codes Project Location Structuraf 1BGnZ)18 Street&Number 1830601ympicViewOr Loading ASCE7-16 City; Edmonds State: 'WA Wood:.NDS 2058 z)P: 98020 Steel: AISC 36046 Concrete; ACI318.14 Latitude: 47.8329 N Masonry TMS 402/602-16 Longitude:-122.3599 W Ground Elevation 173 ft Occupancy Category Risk Category: 11.11 ASCE.7 Table 1.5-1 Seismic Load Summary: Analysis Procedure: Equivalent:Lateral Force Procedure Lateral System: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated forShear Resistance R: 6.50 Ce 4 ease Shear V= 12kips O.:2.5. Ss= 1.3 S,= 0.46. Sos= 1.00 Sp,= Q.56 C�= 0.154 is= .1.0 Story Information #Stories Above Grade (Including Mezzanine Levels) 2 Horizontal and Vertical Irregularities: is the building a "Regular Structure"? (No horizontal or vertical irregularities) Yes Wind Load Summary: V= 97 Kzf= 1.00 Exposure = D Dead Loads: Roof Floor Roofing 2.5 psf Finish Floor 1 psf 1/2" Sheathing 1.8 psf 314" Sheathing 2:7 psf Rafters @ 24" oc .2.5 psf Joists @ 16" oc 2.2 psf Misc./Meth. 4.4 psf MiscdMech, 1.3 psf Ceiling Finish 2.8 psf Ceiling Finish 2:8 lnspl i 1D psf 1&0 psf Use 10 psi Use i5 psf Live Loads: Snow 25 psf Floor 40 psf Soils: Soils Report Provided? Yes Sliding, P 0:3 (FS - 2.5) 2" 0 Pin Pile = 6 kip (F5 = 2) Passive 250 pcf Battered 2" 0 Pile = 1:5 kip lateral �g Pacquer Residence DATE SIV2023 Criteria PRO). 1-2: DESIGN 7CV t ttcitiEsarrt4 SHEET 1 Seismic Design ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure Seismic Farce Resisting System Per Bearing Wall Systems Table 12.2-1 System _.. ................ ..........-- ..-...-... ...... ...._._. ...-..._... .... ....... ...._ _............... _...... ....... ...._.._._._... _....._.... ---.....-...._..-...__....... Type Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated. for Shear Resistance D Section 12..8.1.3 Exceptions Seismic Design Cat. ...........:....._........._.......................-..............._._......... Risk Category .................. _............._. 11 I, II, or III, or 1V per Table 1.5-1 Regular.Structure_. Yes Site Class 0 "i"jj) Assumed defaultsoit properties; per 111A.3- 3 5 Sloires above r - - Yes 1iaphragm Flexibility rMIUA W ....... ...... -- - T5 0.6s _ .._........_......_.... Yes .. ............... . ...... _......... _.... .,..._ p 1.0 ................................................. __.._ ....._.................. ........ _ Yes .._._....._..-...... SS 1.3 g 2% In 50 yr, Latitude 9, Longitude lookup Not Site Class E or F Yes Si 0.46 g 246 irr 50 yr, Latitude &.Longitude lookup Risk Category I or it Yes R 6.50 If ail exceptions are.mek.Sos may taken Ca 4.0 as 1, but not less than.OX(Calculated Sus) _�......... 2.......... ... ...... ... . t, 1.00 Table 1.5.2 To = Ct hn Eq. 12.8.7 hp 20.0 ft t:t __.w.._..._............_-..........._....,..._......_.._....,._... OA2 0:75 Table 12.8.2 Per SMS = FaSS Eq. 1.1.4-1 >t _. ,.... Table 12.8-2 Building Period = Fv Eq, 11.4 2 T; 0-19 sec. Alternate Analysis M2 1 T .0.19 sec. Eq-12.8-7 T(sec) SDS = 2I3SMs Eq. 11.4-3 ......................._..:.._-0.11 sec ........ ..... 'S S O1. - 3 M1 E 11.4-4 q 1s 0.56. sec f� 6.00see Per GeotechReport Table it- -4-1 SDS CS = CRIfe) Eq. 12.8-2 F. 1.20 _.._.__.. Sus __ , ._....� 84......-..,..__ Table 11.4-2 t _ SDI CS' Noe) Eq. 12,8-3 Sw; 1.56 g 0.85 g Eq-11-4,1 Eq. 11.4-2. C - SD1T L S _ E 12.8-4 q• os _.,.._..._._.Snr.......:..............__0.564..g,-..........,,...... 1.000 g Eq. Eq.11.4-4 T7(R110) CS >_ 0.04.4SDSle Eq..12.8-5 CS > 0.0.1 Eq. 12.8-5 _....._.................. ..-.. --- .............._.._.........-......_. 0.154 Controls . Eq.12.8-2 Cs 0.459 Eq. 12;8-3 need not exceed, T <TL -• 0.010 ._......_....--........ Eq- 12.8-5.or 12-8-6 minimum = W hk W O Cvx f-t E 12.842 q design D.15.4 x x x Fox = Ef x FE/Zn tviWpx 1-x Eq. 12.10-1 Bldg. Weight. 78.5 k ....... ... ............_........_............._....._._ v = efw ..................._.... 12,1 k Eq.12.8.1, Strength Level Base Shear F> 0 2S I W px - OS a px. E 12.10-2 q V.=Cs.:eW:.,........._,......-8.5.. ... ..... Eq..iz.8•tASRBase Shear Fpx <_ 0.4SDS1ewpx. Eq.12.10-3 vemca€ u€scrimmon vnnu p= 17 x= €.uuu Story Shear Diaphragm Level h, (ft) W, (k) h' (it) W,h,k ASD Force (p not included) F. (k) SV (k) Fp_.ca Fp.:.i, Fp_a. F,de,j, y=Fp.IF. .,_,_.,...._-,...._...,..__...,....._,.,.__-�._-...__.,._..,._...._ Roof _-.._.__ ... Lower 20.0 10,0 ... 43 36 ..........__._._ 20.0 10.0 ,,..._-.,,............ 8ti0 355 ....... .... .... ...-.- 0,708 0.:ik b.0 _._.._ 2.5 6.0 8.5 5.0 3-B _ s.0 5.0 12.0 �._..... 9.9... 9 6,0 _...-.._.... 5.0 1.D1 2,01 i 78.5 1215 8.5 x 5 - ��"'ji4;i' ` STRUCTURAL ENGWCERING Pacqucr Residence DATE 51112023 Seismic Criteria PROD, DESIGN TCV SHEET 2 IIM Wind Design - MWFRS ASCE 7 Chapter 27 - Dlrettionat Procedure Design Method ASQASD Wind Coefficients Exposure MD ..... _v_.97.._..__.. P. _._........... ..... .... _._.. - Ktl=0,85 ;Table 26.6-1 �. _..._._._.._..._............._........... .........._ - Table 26.10-1 Table26.9:.._. G'0.85 i.26,9_k T.ransverse.Wind.P.ressures L18 a 0.82. h/L = 0.56 Pressure Coefficients from Fiqure27.3-1; Bldg Face �, Windward Wa1! 0.8 Leeward Waif •0.50 Windward Roof 429 / on Leeward Roof •0.60 wcauon ano ouuamg uimensions. Cafculate Kzt?; y&s .............................................._. ... .........._.._._....._..:.... __... -....... . Kzt, 1,00 ........... .. Roof Type; 6*h(e .. _ .._..._. .. Roof Angle-TransverseD!r 26,6 dagreas _ ............. ....... ....... ............. ............_....._._..._......... Roof Angle - LongOir! ..... __._...._.... 0 _.._...... idegrees __......_............. ... .... ........ ............._..:._............_..:.........._..__._..._._..... Ground to top of roof! 26.75 _......-._......... Ift .,..._..........._......_. lvleen Roof.Height, h; . 215 .M....,.,. ... ft _-._....._..... ...................... .... ..... ......................_.......:......._......_...:.._.............._ Short Plan Dimension 42 _ ;ft Long Plan Dimension; 51 ft .... _._.....- ............. _............._•Parapet?[ -._.:........ yy*s .__ ................._................_...._....._......._..»... Ground to top.of parapet; _...._..._ 23,5.. ..._..-.... _ lft ........................................ .......... ....._........:._................ ....:.._.._._._......_..............__._. Average Parapet Height; ....... .......... :................_...._._.._..:....._ 395 ft Velocity Pressure at Mean 22.7 psf Root Height, q, z Wall Pressures (Unfectoredl: A5D Ht , Cl, Pv wm% aw wk wane PS 0-15 1.03 i 20.96 14,25I 9.63 14:3 15-20 - ..._._......- ... 1.08! - ...... _........_ 21.97 .............:............._.............._...... 14,94 _...._._ 9,fi3 ....._.....:. 14;7 _._........_.._ 20.25 ... ......__:............. 1.12.22:79s -.._.........__:............._...._._.._.:.._...._._..............._._..._.._--.._.W...._...._.-.__. 15.50i '- 9.63 15.1 ..... ..... ..._._.._...._........_ 25-30 ...... ......... _.... .--.... ..... ....__..._...._._..........._._...;....__.._.._._..:.. 1.16i 23.6Oi 16.05' _...._.._.._.. .:...... _._....... 9.63 15.4 30-40 1.222 9.63 15.9 _ _...... 41.50 __._._..................:.........._...._ 1.27 ._...............;........._ 25.84 .... ... ....._.._........._......_.........._................_......_.................... 17,57; 9,63 16.3 _.__.........._....._._:_............_._.............._..._.....:...._. 51-60 1,31 26.65. ......... ..:...._._..._........_._.:._._......._.... 18.12 9:63 --..._._._..._...... 16.7 _..._...__... - ......... 61-70 _.._.__.....� 13R' 27;26 _._..._.._.....;_...........................----. 18.54 9.63 .. ...... 16.9 71-80 1.38. 28.08. 19.D9 9,63 17.Z _..._...._......._._ 8i 90 ............._.............._._._.........._.........._.......__.........._.._ 1.4; 28.48'. .;..........__..............._... 19.37! ...... 9.63 ........................__. 17.4 _................. 91-100 ..._..__.................._,.._.__...._................:.._....._...i.............._........_.. 1.43 '.: 29.10 _...___......_.._...._...... 19.78 _.._...__................_.._....... 9.63 17.6 Longitudinal-Wind.Pressures LIB=1,21 h1t.=0,46 Pressure Coefficients from Figure 27.4-1: Bldg Face C, Windward Wall 0.8 Leeward Wall -0.46 Windward Roof -0.9 / -0.18 Leeward Roof -0.50 Wail Pressures (Untactored): ASU Ht K= % P� wai z P-11a P-, (Pso 0-15 1,03 20,96 14,25: 8,81 13.83 15-20 .......... .... .. 1.08 ,..._.... _ - 21.97 ...........-14.94 ....._........_.. 8.81 14.25 - ZO-25 ......_.._..... 1.12 s...._......_. 22.79. --1s.50. _....... .:...... $.$i _ _ _...: 14.58 25-30 1.-I 6--F 23.60; 16.05 8.81 14.91 1.22 i 24.82 -. 16.$S fl.$1 '15.41 41-50 1.27€ 2534' 17,57: 8.81 15.83 _._..............................._.._.. 51-60 ._ 1.31: _-.........._ ....;................_..... 26.65 i s..:................ 18.12 ...... ...... .... 8.81 .... _........................ 16.16 ............... 61.-76 ............. . _.... 1.34 ......... ............. 27,26 - ............. ..............._............._.........._........... 18.54 8.81 ... ..... ... ..........._..:.. 16AI 71-80 _......:....:................_..._.:.........:. 1.38 ` ... 28,08 : :....__................._;._._.... ........ ....... ...............:....... 19.09 _.................._.........._ 8sil ._..........._.... 16,74 _ ............__........... 81-90 ... 1.4 28.48' 19:37. .._............ _..._. 8.81 ... ._. ................. 16.91 ....... ....... .................._.._......_ 91.100 ....................... 1,43: ... ............................................::.::......._............_..._... 29.10.. 19.78 : . _....._._...................__. 17.15 2NO ROOF 2ND. ROOF Roof Pressures (Unfactored) ASD Windward Hariz Proj Leeward Max in (psn 3,5 .5,5 -11.6 4.80 Parapet(Unt) ASD Windward !Leeward TotaI(psf) 34.1 22.7 34.1 Pnnf Pme m- it lnfnrtnroHl AM Windward Horiz Proj _---------- ....:............. Leeward Max. Min (Psn -3.5 -17.3 -9.6 4.80 Parapet (Unq ASD Windward :Leeward Total (psf) 34.1 22.1 34.1 Pacquer Residence DATE 5/112023 a � Wind Criteria PROD. x DESIGN 7CV SHEET 3 W vi c.. 4 Sn 0 t7 zi sea L &"rF-fLhL A NA-Ly5 r 5 SE=SMLG uJ r. 0 o USE Io PS PkArLrr-0N Lc,,4D o F L 0 a A s 5 PSP- PA12rrom LOAD ® RooF WNOOF = 14IZ # x (I5 psf gyp. roof + 5 psf far-6. ) 32-5x - (q 0 QCf r04 deck- + 5 psf fAr b, y 3 K. WLOWE(L _ U730 V x- ( 1D psf Boor f- lO psf pgrt, + 29 o 0 x ( to P s i d.ec..K 3 S. S K SEE ?G-Z FOR VERT'. OTST. AND SErSM=C PAKAMErE.RS ve A,sE = S.5 K F- W 0 a r a Z 0 0 Z W N � PprGQuER RESrOENrE $/Z� q C O/EINGINEERING RUCTURAL LV % L �-A-rE P-A L. )�NItL-yS Z S 1L1 r iy s� .. M I.J F QS 14-5 DzIZELT=oN : i � c; f _ o')N/.s, ROOF = lv•S' roof x ".2 psf + �{.25'� ILI•-1 psi qy P 1p i WH/s, zNo _ q.25'u 1y.3 psf 132 f�f I UN/5 '' (9 If t 132 p If) q.7 K Asp E-W DTREG-rzoN! WE/W., ROOF = 5.5' watt x Iy.3 psf = 71 pl f tJE/% ZniD = 10.5' well x 13,5 rsf ly 5 p if If w 5 P If j x .50' Q LL AS z 0 a z 3 T.Pll> C70VEKNS 80Ty D-T AEGT= OMS VNIs = q.5 k A5D Vqw = 11.H As D IC O STRUCTURAL ENGINEERING PhcG2u ER �ESzOENcE 8�Z �V L �- SHEARWALL KEY PLAN R9 PAVERV EXTENT? 7 r Q 2x12 @ 2V oc ]. CS16 STRAP TO TRUSS BOTTOM GHORO HALL _J, 3141 ply, 16" oc 2x12@16'oc cr. iE,`t aT. ' RU SSt: ; =j TFii3S$r5 L3 LikTERflL- Des x:cm, N/S 6ItEARWA LL S c14 P i f vj zzzzzzl F- 2I ZZ' Lo&ID 3 Io3y IrEN GTF4 s4iEAK W A L l �1(p .)Nt HANbER OT -)-ND FLDDP- y Io34 t34 I y L 2-2 1 LORD j2N & 25 o g LENGTI4 i SOeA I 5�► (�j wALL w2 uNCNAn/C,ED i o T i 4yoo li D f DVS PAC-QuEK I fes,rDmlvcr.. $/2r OSTRUCTURAL TGV ENGINEERING L 1 „1.kTERAL �E5M C ` E(W S H E A R tn�p• t. L S Roo F I(\:$' 79 pif 5 N b 2q ' 22-1 I••0 h'b II45 2015 sit L. E NG T H tiU ' ►V 2I.775' 5 tiF-AA IIS luv CE) W A L L CE) b y F UNLNANGEP O T* H p — ---- a 1145 1oi5 s>o AND FLOOR y 145 914' 5 N f h=� 24' 21� i i L OAD 2g$5 5350 2465 i L EN67N Il.s ' �I.s' l2' 5 H F- A-9, Zs I 465 205 Ij WA LL- (E� �oNC. W z Wb I O T ' 1540 1%ya II H-D — kDJs 14 Ds'' i I I 1 t i i CPPICQ.U5 fZ �ESrF- $�21 STRUCTURAL TGV ENGINEERING [� W a LL a z 0 W z w 3 W SUPPL-y NEW PZLES FDA BASE SPEAA, )=AOPM 16-0DS-r=oM USE 10 PS F PART. L- D A-P r AI & a P L OOP-S 5 P5F PhRT- L. DADr A/G ® ROOF WADDrN = 32U 9( ( 40 pa f faOf deck r- S ps -)'c pq" . / t ZQ 0 9( (t o Ps f d e(K) + ►-70 Y ('15 Psf roof + 5 Psf pAf4 ) q4v 96 ( la Pg-f -Floor -+ /O psf pdtit J 31.1 K VpDDT0•-7 A Cf x WADibrN o., x xK 3• y K �p aATTERED P=,-E = 01 K 4t_LowRE51-E SUPPLY (2) 8f47-T'ER6D PtLEs EA. DLI:FEG72oN 1 COSTRUCTURAL ENGINEERING ?IkCQVEF 9GIIDFNGF_ TC-V girm Dp Oo r- � ! P s-fi Qp,oaFp,-Ge 20 rs-( L RoarDrK O Psfi M 2x8 HDR. TYP. U.N.O. n -TALL ROOF FRAMING KEY PLAN [L--' tint--- HTSW STRAP TO TRUSS BOTTOM CHORD V1 V ERTTGA-L- �t2o 1; F l-^MxiG .1 x11 !2' oc roof o1ecl- (pF 412) O C z-) 2 x %0 ND R . L=1-6.5, LwL, V$V P5f x 1' gp p1f w = ��_� 75 es 1- 26 P�f z M w 2.713 4-FT th - _ 27qo *-FT R = C060 - - 1e60 n 4t! 1033 Ps-793 psi -FV= Sq fro 101 Ps; a--� 0. 5 g", U. 07 "� L-/ 1 0 2 Y ® Zx 12 0 16" roof de-0 CDF L) job ,,f 147, q fib= qB5 pt, fib'. 1035 ps, n = p. y O" L,/N Zy �X 1Z 6 1w, roof d c 6IL COF ,qz) L _ lye REFER -To O2 STRUCTURAL ENGINEERING L= S p - 157 S '0—FT R = 700 *1 -Fb ` 400 p s 48 ps% A = 0.o3` / L/ibg7 ® q x IZ DF A 1 L q' u) = 7'x80psf '� Z'r4o psf > 64a prF IL= 2840 �_ .(b= 1053 ps• Fe'= lloo ps; 0.13 L/Qo'1 FACay.E is f C.s 9 P EAl(,- s/23 - Tc-V V 2r 00 i T c A L r-9ANtilV BOnF r-Rl4MIN(� ® 4x(0 DF ' L._QI w = 01,0 F M = 4Qbo 41 "F T �= ayso it fb- 1%93 ps 0 0. Is "/ '-/(, LI 102. 1& IR" oc- tip• roof L z N •5 �= 2'-1410 Qsf= So �If m- 203 #-Fr P. IBO4 -IV % Ilo Ps; d = 0 IC O STRUCTURAL ENGINEERING PAGQ✓FQ 1SESJO-,VeF- t3 TG✓ V3 w C� a LL a z 0 V z w 3 U) -1 TYP. U.N.6, D@16"oe S SHALL MAIN FLOOR FRAMING KEY PLAN V. I: R-Y = C At L- FX A- ANX N !s• MA-ZN FLOOK F2NMZNb pl 50 psf x 1.33 ` = 67 r l-C M P -zzgo $--r— -Fb = g65 vs �Y O2 'I xg !a1 ►(o" oc L 3 FAml-i 1t�'C� Ed = 70 psf M= 411 1#-FT /L -L'1 q zc 382 psi fv- 3$ per: 0 - (O.03`Y L./�ijo (2) HDrt. L = to' d = 4.2-5so vsf t 3, io Psp b1p pl.! nrt = 1190 0-F7 (L' IS064 4.=783PS fv = 101 ps. o 0.07'/ L/102.y Q Cl) 2,�8 HDR I- M= 1qb% 1i-FT R= �sso 4 {L = 89s psi -(d;� 107 PS i A = ox-F "/ L/gSZ 4XIz 'F ;M yS75 sf N' II w = 67 P %-v M: gio41 it -FT ftI= %1 y4 21 736 �1 ib 657 ps; �v = q4 Ps i/Fc_qucq ESIDENCt S/qL3 OSTRUCTURAL ENGINEERING VS L r fL/4M?I✓6 MAIN FLOOR FAAKT N& ® 1ps t_ S `/4 4.S• 7' 1. 41r _ 12 '-c so rs! a 9 TT'A c/a t S'z1p : to to Py 132o i 7b6a = 2os(z y ►v.= 21.3 0 N xrl pF 04 , w/' a c,-r p t f Wa- �7' b7 t- 8'x12-v 3'Kyo M = 54, (a p-1 : - 7-1 4 FF (+ L 9 Z(. 7 -Fb ' 42 psi IV, 2-1 ps, t_ySfL UPI;fi A ` c ` c�4.v fy T 3 20 ff COSTRUCTURAL ENGINEERING --RFSzpENCL ® -4 ,0 z p F rl I v, = 2'YL//I34p1-C N..- 2e3% a -FT fZ= $lt i fir = 4(so ps; MFV 33 ps: A, ► '*' M", L/12-79 ® L1 x 1 t-- D F ill ";� t- — 10 ws 1�e psi x to'61 Ptf M = 2 k.rT -fib = IaLtS Pso Fb'= lboo p,: G (a) 'LAS "p K . L-s• x el R = 250 '11 -Fb = 143 �✓ 17 p S ; O. O I ' VG RT Zany. � 0.AMTN6 Lin 0 E a, F L. 00 A. F R. A AN z. /I CG Qi 4 x�Z DP Q ax8 @ lb �" o (DEcK� kf m- 1S3a �-F7 U-) 535q, 4� = 47 1P+. L. _ $' © QS L 3�/a x �� �/y w = 4 ' x 7o pis+ = Sbo P�f � �lSo F1-t r 7 38 41 Ps; w = $0 PSf 14' r, - 14.4 K-Fr Rr=4177A R11..'MOv � 4r_10 DF :01 41. = -1-3Ki es ; L- 10' MAr- fv = 1 5q ps ; v1 = 5.15 'ri �a P>f 1403 elf e = p S.l..� ��z 9b >x = Baas 0-F-T R = iors� -fb = 12\I psi r-1, fv" q 3 psi G D - 223 L/ S 19 0 OSTRUCTURAL ENGINEERING Qit�c��FQ R�sroE��� s/23 Tc,v ve 00 VF(ZTZGAL_ 1 OL/tMIM0 LD wE ft FLOOPR �p./1 MI NCs Q(nxt0 4 14 00 1 i/ /7- '/ , 4 # � S ' 'v W= 3' ri -7o Psr o 210 pi r 'M = 680'1 -FT Rs- 11oQY At fib= Iow Ps; T✓' 63 es; A O.2(e.'� L/S3y 1C O STRUCTURAL ENGINEERING C.p.c4Zvf_R R r s r o E NcF 5/2-3 w Q J aO W N H f1m Pi4Es -2- gs PIN pzaEs P,* % K/ r t'G4F Py',,- ' 1500 pif AL.L P3, o- = 200a Pt-( q L t- kT NEW F'r& Wlwy- = 7.5 ' x- 19 5 0 P 5-r -� 7. 5 'v 4o rs t I(v'xlz psf 12 4 '1— P W Lvst 4 , occ) A-i Ey s-r& F:T& u/r"cx- 10.5'xYo psr } tb'X12-/sI -- 13 bz / (4, cvse li , o c-� C Oq STRUCTURAL ENGINEERING tioG� tioG2 ----- _- - ----------- --------- 4� 'ER 41 INSTALL (2) PIN PILES @ CORNER C4 I. INSTALL RETROFIT 2" p PIN PILES WHERE SHOWN @ 4'-0" oc MAX TYP, U.N.O. C4 'a ii I O ) i JTERED I f �I 12" wd. x 10" dp. CONC. GRADE BEAM W/ (2) 94 TOP & BOT. i Plk,C,>,vEf— -RESZofi,vc E I— •w a LL a z 0 tn z u, 3 GFX oe f�eXr^ C14"K irNo*N /►cTs tip E R sz1-rLi Surro^rEO BEAR" 6ET4►eEN pz.c,Es W&Rfp I.2r (l.s'x15 * 7.5vs 3r-I0) t1.fo (l.51),2Y4o rsf r 7.s'r.2*.o5lV 1575 pIf STZE To w FiEI-6 SµF_kg- Ft f tANF, No7 R E a'D R = v = ISl5 r 1i Z = 3150 *1 LHEe-IK 11) ri 1 8" FtC> f�� bd = 0.75 >< Zsoo Eg�� * �10,.._ 3.,_ y556 0 COSTRUCTURAL ENGINEERING Vll 0 0