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BRES2019-0064 Structural CalcsG1��1 DESIGN CALCULATIONS FOR MODIFICATIONS AT MAYER RESIDENCE 78735 CASTLE PINES LA QUINTA, CA 92253 TABLE OF CONTENTS Section 1 -- Calculation Objective/Purpose Section 2 -- Design Basis Section 3 -- Analysis and Design -D ", 2.0 lO b'� iv , APR 0-5 2019 C1TY OF LA Q +i:: . CoMi UNITY DEVELORVENT l4ESSi0;�q G -- Project 1, l� t G,V a� L► ()UINTA Project No: 19-014 E,��i�D�G DIVISION Revision No: A T-iEVIEWED F02 Issued For: Review CODE Dated: 2/23/2019 CCMPUANCE �{i �� BY '" 1. CALCULATION OBJECTIVE /PURPOSE This calculation booklet is for remodel at Mayer Residence at the referenced location 2. DESIGN BASIS Roof DL = Roof LL = A. Codes and Standards: CBC 2016 AISC 13th Edition ASCE 7 ACI 318 B. Materials Steel Fy = 50 ksi ASTM A-992 WF, WT Steel Fy = 46 ksi ASTM A-500 Gr B HSS Steel Fy = 36 ksi ASTM A-36 All other shapes and plates High Strength Bolts = ASTM A -325N Anchor Bolts = ASTM A307 Gr 36 Galvanised 24 psf 20 psf C. Foundations ( Values below to be used if there is no Soils Report Site Class - D Spread Footings/Mats Bearing Capacity -- 1500 psf with 1/3 increase for wind/seismic Passive pressure -- 225 pcf Coefficient of Friction -- 0.35 Subgrade modulus -- 200 psi/in D. Soils Report Soils Report By: None Available Code Minimums used in this project E. Wind Speed 123 mph or 28 psf ne•.n ww+ec a rt r ae •- �oit e.s.ev-i :.err•• �m �x- tet s.no caote / tun+xnee nous r sttarnua f+e 4W10 A ReOLR lf.EO! /Itl /QTiM lOIi) 1tlrK f1 R. Of¢ R kFYNO'- E<ISTI�G RSIGEK! M ffM+4 `LL'-Sni7=4 hWv� Om Jm1ofM1 Ic 17 AI.I —_._- ...... .... --- -- - - - --�T I II -r_') "'•qA N r I - J 1 I !- ! I p rC7 i4C+i1ti I I r \c. t I I I :. f H L-+ "�� � 4N•vy'.4P" `� � � J t iC REN•\I". F r � �, - Yl FIe'ar. Lk, c e( mar -,: ��•: �; Om Jm1ofM1 Ic 17 AI.I _f, _2S T'R (,A'- �or WOOD T--- and NOTES . . ....... PENETRATION NOT --'- 5=1=_ E -EC -R -_AL _E&EKD EtISTING ._-MOLITIC\ - I -LOOK PLAN kE-\o-LS-) SCALC 4 = 1 0-1 EXIST NG 1,E/q - FLOOR -LAN' 'KE, DINS' --ALE I'"- 2 C 7 - - - - - - ggg It 0 0 0 P4 WINDOW CALCULATIONS CL WINDOW 5GHERU EXIT NC-! 0[-"4,- -PARTIAL RE -r -Er -7.7, CE -11L 1\65 SG ALE '/4'=1.-O" 3i :71(5TN6 NEP, - PARTIAL RC-L[.rTEr) 617:w V, 156ALC IWd I' -O' j 4 NEA - 70OR A1100A 5CI­T`7ULE lsr-AL[-: A2.1 _f, =rrr �nvr.cra, -w :.a5 a rr.� m s � -+casar ta.rc* a s 1_wo.-a WOOD �= Ord No—, ' s7•.r.. re r.c +n. m rte. nc a••xc s+u s 777.71 _U I Tl nr.*t r_ cw s *og roe .n.c nsn �� =. t. •-^•••^ ' caac•a f PENETFcA-ICN r��s �,��-- _X151 NG / O£MOL -I0N CXTERIOR E_EVAT10\ (SOLTH / REAR -' r1 [XISTIN5 ! NEh CX-£R OR --LEGATION (50UTH / Z.AR) 5GA[F '4'-. q Y iii--- -- — EX ' DENO- -I•^,N - SECTION 5GA_E 114 ' EXIST NG / NEA - SECTION SCALE /d'-1 77A W W r .:...r CD 7 n . fl� H EX 5-I\G !VENO_ -ION SECTION .•.1_E /4'r!'"r,• EXI57 NG / NE/! S-OTION SGYI :"_fi b• 3 }$ r.- �L 7 f A✓ K. M. Kripanarayanan, P. E Consulting Engineer Alpine ASCE Seismic Base Shear 78735 Castle Pines, La Quinta, CA 92253 Project Tale: Mayer Residence Engineer: KMK Project 0, 19-014 Project Descr.Remodel Painted: 23 FEB 2019, 3:02PM Software copwight ENERCALC, INC. 1983-2019, Build:10.19.1.27 - --- - Risk Category Calculations per ASCE - Risk Category of Building or Other Structure "I" Buildings and other structures that represent a low hazard to humJCE 7-10, Page 2, Table 1.5-1 life in the event of failure. Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping Latitude = 33.675 deg North SS = 1.5 g, 0.2 sec response Longitude = 116.296 deg West S1 = 0,68 g, 1.0 sec response Location La Quinta, CA 92253 Site Class, Site Coeff. and Design Category Site ClassificatioTD" : Shear Wave Velocity 600 to 1,200 ft/sec = D 4SCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1,00 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table val Fv = 1.50 Maximum Considered Earthquake Acceleral SMS = Fa ' Ss = 1.500 ASCE 7-10 Eq. 114-1 SM1 = Fv' S1 = 1.020 ASCE 7-10 Eq, 11.4-2 Design Spectral Acceleration S DS= S MS ' 2/3 = 1.000 ASCE 7-10 Eq. 11.4-3 S D1 = SM1 ' 2/3 = 0.680 ASCE 7-10 Eq 11.4-4 Seismic Design Category = D -7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System nearing Wall Systems 13,0ght-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modificalon Coefficient " I = 6-50 Building height Limits : System Overstrengih Factor " Wo " = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd ' = 4.00 Category "C" Limit: Category "D" Limit: No Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnc Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure 4SCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Laieral_Force pracodure" is k7ein used accordln to the rav�sions of ASCE 7.10 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period CalculiAll Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest leve 25.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 Ta = Ct' (hn ^ x) = 0.224 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 > 22-16 8.000 sec Building Period " Ta " Calculated from Approximate Method self= 0.224 sec " Cs "Response Coefficient ASCE 7-10 Section 12.8 1.1 SDS : Short Period Design Spectral Response = 1.000 From Eq. 12.8-2, Preliminary Cs = 0.154 " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceE = 0.468 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12 8-6, Cs not be less than = 0.052 Cs : Seismic Response Coefficient = = 0.1538 Seismic Base Shear ASCE 7-10 Section 12.81 Cs = 0.1538 from 12.8.1.1 W ( see Sum Wi below) = 69.84 k Seismic Base Shear V = Cs ' W = 10.74 k 6. K. M. Kripanarayanan, P. E Consulting Engineer Alpine Project Title: Mayer Residence Engineer: KMK Project ID: 19-014 Project Descr: Re model Printed 23 FEB 2019 3:02PM ASCE Seismic Base Shear Sottwareoopydgnt ENERCALC, INC. 1983-2019, Bulld:10.19.1.27 . Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 " k " : hx exponent based on 7a = 1.00 Table of building Weights by Floor Level... Level # Wi: Weight Hi : Height (Wi - Hi^k) Cvx Fx=Cvx ` V Sum Story Shear Sum Story Moment 1 69.84 8.00 558.72 1.0000 10.74 10.74 0.00 Sum Wi = 69.84 k Sum Wi' Hi = 558.72 k -ft Total Base Shear = 10.74 k Base Moment = 86.0 k -ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 1 69.84 10.74 10.74 69.84 10.74 13.97 27.94 13.97 13.97 Wpx .................... Weight at level of diaphragm and other structure elements attached to it. Fi ...................... Design Lateral Force applied at the level. Sum Fi .................. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ... 0.20 " S DS " I ' Wpx MAX Req'd Force @ Level .. 0.40 ' S DS " 1 " Wpx Fpx : Design Force @ Level . Wpx ` SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 7 2016 CBC CODE (ASCE 7) WIND LOAD CALCULATIONS Wind Risk Category I Basic Wind Speed = 123 mph Figure 26S-1C ASCE 7 for Occupancy Wind Directionality 0.85 Section 26.6 ASCE 7 Factor, Kd Exposure Category C Section 26.7.3 ASCE 7 Velocity Pressure 0.85 Table 27.3-1 ASCE 7; zg = 900, alpha = 9.5, z<15 ft Exposure Coef, Kz Topographic Effect 1.00 Section 26.8 ASCE 7 Factor, Kzt Figure 26.8-1 Enclosure Class 1 Section 26.10 ASCE 7 Wind Imp. Factor, 1 1 1leiocity Pressure - 0.00Z5(,• Kz' Kzt • Kd • VA2'1 Vebcky Pressure = 28 psf CONVERSION OF SEISMIC LOADS INTO AREA FORMAT Approximate area of Addition = 2910 sq.ft Avg ASD EQ at Rod = 10.74 x 1000 x 1.3 x 0.7/2910 = 3.36 psf f* SEISMIC PARAMETERS WIND PARAMETERS Imp I= 1.00 Speed = 123 mph Risk = 1.00 Kd = 0.85 Ss = 1.500 Exposure C S1= 0.680 Kz = 0.85 Site = D Kzt = 1 Fa = 1.000 Enclosure 1 Fv = 1.500 Imp = 1 Sms = 1.500 Press. = 28 psf Sm1= 1.020 SOILS PARAMETERS Sds = 1.000 q(allow) = 1500 psf Sd 1 = 0.680 R = 6.500 Rho = 1.300 Methd = Equiv Force GRAVITY ANALYSIS Roof DL = 24 pSf Roof LL = 20 pSf Total Load = 44 pSf LATERAL ANALYSIS Wind Loads: ASD Wind load = Estimated Wind on Grid A = Estimated Wind on Grid B = ASD i:Q Loads: ASD EQ Load = 0.1538 W = 0.1538 x 69.84 = Estimated ASD EQ on Grid A = Estimated ASD EQ on Grid B = 28.00 psf 2184 lbs 1904 lbs 3.69 psf 3742 lbs EQ GOVERNS 3262 lbs EQ GOVERNS Resistance Provided. Resistance on Grid A = (1) SSW24x8 with Embedded Anchors; capacity = 4865lbs > 3742lbs OK Resistance on Grid B = (1) SSW24x8 with Embedded Anchors; capacity = 4865lbs > 3742lbs OK Estimated uplift for SSW Walls = 14968 lbs USE 1" dia with Simpson SET XP gives uplift allowable of 15015lbs > 14968 lbs OK la I/ ESR -1679 1 Most Widely Accepted and Trusted Page 8 of 36 SET Tension Loads Normal -Weight Concrete: Threaded Rod Anchors - Anchor Systems ... Page 2 of 3 Rel Drill O Me. crnleal Crftal Twin lead Saald Oa Bead OWW ielmea Wed t 01a. IM D" FA" Sped" "as Sled SUMAVIi IS. 090. is. 051" M. I' % : Mimi I'4 t 4886 "jF 1 U - 141111 + lar) M. Imml In. M. 113 8 rpy Control* 117.111pa) Gbeorel. GoNk 34 ASM 01107 3648, IBIIa) (mm) ftt"a(e Sid. Dor. JUIM. ' l)11b4ak ifd. Dor. AN". ? 4111711. � Aew, All". lei. (aM1 lee.18M) ail. Clap ;184. (w) lila. IMI) M_ tall) U. (eel) r". (111) ft. ¢1Q Iii ayr 7 ,,904 do 47$ 1.000 _ 475 1441 i67, 078, 185! !22, (2 11 (85) i21; tri %fir 31.4 5!5 14 16,200 110 2,650 10.280 07 2,670 21105 4,538 3,1% ID 5' 891 133: 3%1 M!;4 l05, 113: AS?7 (0 di !114, 194; 1202) OG I, 4 n 141 11 10,017 N 2,866 10,418 2,655 11141 0.1 14571 1472 (081 ,1181 1472• � 1118) 2% 3416 0% 1,216 1,101 1,6116 711116 _ 1,M6 (64) 181) 12181 IRF 11 (52) is 0i (3211 (60) 'h % 4% 1 0n 17 17,700 Ste 4,4" 16,400 711 4,060 3.70 1,861 1.470 112,71 (100) (162) (137) (10.71 16.81 08.71 (81.8) X3.51 (203�_ 116.71 (MA 5801 6 0 9{ 16,560 063 4640 16 OM _ 4,111 (192) (221) 10101 182.51 [381 2081 (825) (20.6) 2% 34. 10 6.780 315 1.005 6.760 _ 1,695 (MI 195, 1254, 1302 141 if 51 1302) 175 P. 5% 15 4.1104,875 (95; 1143; 13811 .186 121 P 4i �� 6 71, 28 26.700 1.121 5,100 32.200 034 3.050 6.875 12.610 10,120 1159' 11271 191, (508) ,7168: 1501 297: 14321 43, 1358, ;261• 1563; t45 01 74.. 10% 2e 41 7.515 8.200 11831 1276, ,734, X33 4, 136 51 0% 14% 37'.8 33.402 1,186 6,360 33.402 8,350 .2381 1357 19531 148 6: i5 3- 137 1 •148 6V X. 1 3% 616 13% 16,468 2,621 3.186 16.456 1 3,000 i 1851_ I 11291__ _(34,11 (586) (TI 71 (172)__. 198.11 (1721 I M 7% �% _ _ 7,1117218 (129) 01W (514) (32.0) _ - (32.2) %/� I% 10% 27 42,101 1.00 10,628 42,410 1,570 10,620 ! 11111 18,230 1t,4M (18 t) (171) (257) 1588% , (1873) (87) (40.8) (189.01 (70) _ (472) (378) (811) (582) 2 13% 36 11.221 11.26( (2291._ , (343) _ (914) _ (499) _ 15011 1114 11% 45 47,134 660 11.116 47.634 11.810 1286) (429) I 11431 (211 9) (2 71 (53 0) (211.91 (53 0) Rod Drill Em69d. crillgl CrR" TeaddaLoad handeaeandSir@apih I40ad � d D4. IM D"M Edge INdeg _ M. Will. M. Did. DMI. 1" 2 2000 psi V, . 4800 ed F15M pgp (mm) M. (mm) In. M, (13.1 MPa) Comale (27.614Pe) carrcratt Griot 30 AIM OR 87 Imm) Imm) lk � lk; � JkM) tw.m(kill Sid. 6 . (M) Un. IM) lin. fqf) IM- l" 3N 54. 15 `h 10,120 1.230 4.710 I; 120 4 780 1981 '148 .394• +851! !b5 1213: , 5'%.. 84-1 23 i4 8.535 0.250 ,148, •;222 159': 1380• .511• M 11bi 31 49.160 2.149 12,290 54.000 1,060 13,720 11,500 24.706 t1.e00 ,222; X19.1 52951 787, 2187, 1961 1547, ,2441• 14 71 (6101 1512: ,11021 (75 01 !0118 1541 41% 14,460_ 16,115 1265, 1391 1060' 1644, (6i 6, 13!s 19►. 52,4 56,579 505 16,670 55.679 16.678 .333! ,498. .1334! :2% 6, !23 174 2 1296 61 i74 2, 4% 6% is 2I,17I 21381 6.810 21.070 _ I'M 1114) (171) (457) 139.31 (105) (22.31 _(89.3) k ii% 27 _ wen _ 1�I.IN (171) 12571 (5861 _ (M 81 (47 3) _ 1 y:y 1 131 311 411,000 5,412 15,81586,820 2,134 18.188 Is" 32M 21,01! l25 4) (229) (343) (914) (2672) _ (243_) 115641V 12592, 113 GI (72.3) Mall (144,8) (continued from above) 12 1305, 14 8 148 - 179.210 - 9143111 16 22% IS 12,401 0.432 26.860 82.411 _ MS" (3811 ._ (572)_____(15241- (36851 128.5) (91.61 1306.51 (9161 _ _ 5!5 T1. 20!0 27,550 _ 5.800 27,515 5.090 130, 19: •:521 122 6. 130 61 1226 (306. 74. 11'•1 30 Y, 12.185 12,500 1941 292, 7415 °3.8: 55.61 IN 1, 10`4 151/1 404, 69,200 17,300 72,340 101085 19.025 41,000 27,880 286; 25', .357• 1029 :3078 1?701 3216, 15041 1946) 18241 11240) 13!; 20'8 54 21,360 21,770 !3431 .514' !1312 195 1: ,% 81 16!1 25'.1 671, 101.020 25.455 101.820 25,455 429, ,615 1'151 A529, 1132 ,4529' 1132 8% 8%. 22% 35,M6 2,M 4.865 35.01{ (143) (2141 (6721 1159.5) (106) (399) _ (1595) 8%/w 12% 33% _ 14.110 14,116 (214) (324) 1067) - (6281 - - 1828) 1 % 11% 11% 45 77,010 7,024 1/RIB ?7,016 11 z1I 23.490 58 iM 34.iR6 13181 1%(2861 _ (429) 111431 (342.7) 13121 186.71 1362 , (85.7) r10451 122521 115311 18 22% 024,685 _ 24.185 (381) (5721 (15241 - - 1111 0) (1114) 11% 28% 76 122.861 ' 10,940 31,070 1221861 30,679 (4761 (114) (19051 (545.71 48 7) 113641 (545.7) 11364) 1. Allowable load must be the lesser of the bond or steel strength. 2. The allowable loads listed under allowable bond are based on a safety factor of 4.0. 3. Refer to allowable for spacing and edge distance. 4. Refer to Gbad for allowable load adjustment for temperature 1Z http:/,!wvA,%A.strongtie.com,products anchorsvstems, adhesives set loads rod conctension.h... 12 11 201 Attach roti ria, blocking or framing using extra W holes Pre -attached wood studs for SeS' e eilKrabon into karni g Predrilled hotes� Wllh --- Q"' v;7mmet8 or wrfong l*il KII � ­J.� o O O Rlrlxrrs svrEr; &is- 1vt3 tf7stL - k'yrti•rr:6r}rytEL' txk,,:,w,[ p4y:aerrlp!s; lzexre Er4. lxci• Attaches easily to header or top plates. ktaibr)("r i Sic d.kel*lr+l' trripR Swlb 1w in VAswr r4Y"A,7rt!i WO AlFilional r4.laanryS for plk,mbing and electnCal Standard Installation I>/ U.S. Patent 8,281,551 Canadian Patent 2,489,845 Foundation Design (size and reinforcement) by Designer Garage Installation U.S. Patent 8,281,551 Canadian Patent 2,489,845 See gage wall Rion Foundation Design (size and reinforcement) by Designer Simpson Strong -Tie Steel Strong -Wall® shearwalls provide superior performance, design flexibility and ease of installation. All Steel Strong -Wall shearwalls are evaluated to the 2012 IRC/IBC and are listed by ICC -ES. $ Model No. SSW21 x12 SSW21 x13 SSW21 x7 SSW21 x7.4 SSW21 x8 SSW21 x9 SSW24x10 SSW24x11 SSW24x12 SSW24x13 SSW24x7 SSW24x7.4 SSW24x8 SSW24x9 0 0 SSW12 Load Tables Width (in.) Height (in.) 21 141'/4 21 153'/4 21 80 21 851/2 21 93'/4 21 105'/4 24 117'/4 24 129'/4 24 141'/4 24 153'/4 24 80 24 85Y2 24 931/4 24 1051/4 SMO', Thickness (in.) 51/2 5'/2 31/2 31/2 3'/z 3'/2 31/2 5'/2 5'/2 51/2 3Y2 31/2 3'/2 3'/2 ES a SSW18 Anchor Bolts Quantity Diameter (in.) 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 2 1 2 1 [1,01 0 SSW21 Number of Screws in Top of Wal 12 12 12 12 12 12 14 14 14 14 14 14 14 14 a: 0 0 09 SSW24 Allewable Shear & Drift Values Elowable Out -of -P ane Loads & Axial Capacities for Sin le -Sip Walls on Concrete Foundations; fo Allowable Tension Loads r Wood Jamb Stud nc4o�n_1=q anon Code Reports Q -ESESR-1 679 { ity of L.A. RFS 25625 ti ate Qf Florida FLSi 33 Catalog Page 29;6;§=4 (5tran -Wall 9hearwralls�pg^sg_ 14-'t4 Order ftIL2ftIM by mail IIr