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12-0659 (AR) Structural CalcsSTRUCTURAL CALCULATIONS FOR A MEZANINE FLOOR ADDITION AT 78030 CORONADOS CIRCLE LAQUINTA, CALIFORNIA 92253 PREPARED FOR: DENISE DUBARRY HAY 78030 CORONADOS CIRCLE LAQUINTA, CALIFORNIA 92253 % y\ N v � d PREPARED BY: No.35 27 rn JOSEPH N. CICCHINI, P.E. Exp: P.O. BOX 4206" PALM DESERT, CALIFORNIA 92261 �iqCIV1\. TEL: 760-776-6687 OFCA EMAIL: jncpe@aol.com 7_23_12, duly 23, 2012 THIS CONFIDENTIAL REPORT IS PROVIDED EXCLUSIVELY FOR THE USE OF ENGINEERING APPROVAL. THE TECHNICAL INFORMATION CONTAINED HEREIN IS THE CONFIDENTIAL PROPERTY OF JOSEPH N. CICCHINI, P.E.. REPRODUCTION OF THIS REPORT OR USE OF THIS INFORMATION FOR ANYTHING OTHER THAN ITS LIMITED, INTENDED PURPOSE AS TO THIS PROJECT, WITHOUT THE WRITTEN PERMISSION OF JOSEPH N. CICCHINI; P.E. IS PROHIBITED. �� _ ,c. BY: sv� JUL 24 2012 I /�Lb02 3�-4 PLyivo7� = O.d Z. `/..'LCA = ALL -ow io kl57 {�pOF' DL= 2-4eSr FDL-- 2-0,.l Psi Ps F FLS - o p s r I FILL Otp sr 32 3, i I j MAs7k2 ��7?� OvoR..wny Ibl� 00 FDL - 2-0. 4 Psi ►b 4x/D O3 (�vasi' �oTi�G 2-177 2 y 52.0. = ¢�7, L' %lr lei o i# ism=0, do I C1Jse- - f°x isl— 2- 7-Y-12- ti x/2ti--2 DO, Z-rft 15.i7, w,�." 173,2 FDL= 7-0.-4- 2 t I, 33) _ ��.3� r Fr_ 40 (� .+ �, 3 3� = 173.2 'bk i L)001? -WAY i}Xto i ,Z�b�r If X377 2-2Yl2 No Good L, i �' 4OL90 j b s r � s 2� L? OsJcF Z' ZLD I f ; Tii I �►/�, f V'6. Joseph N. Cicchini, P.E. P.O. Box 4206 Palm Desert, Ca 92260 760-776-6687 Fax 760-346-3460 Rei: 560100 User: K1d-0605049, Ver 5.6.1,25 -Oct -2002 (c)1983-2002 ENERCALC Engineering WNW Description Beams Timber Member Information Title : Job # k@ Dsgnr: XaV*0EQ.4?.aED1y0@ Date: Description Scope: Timber Beam & Joist Cantilever Span 1,349.2 Beam#1 Beam#2 Beam#3 Beam#4 Beam#5 Timber Section ft 1 2212 4210 426 KcroLam: 2-2212 Beam Width inj 1.500 3.500 3.500 3.500 3.000 Beam Depth inj 11.250 9.250 5.500 14.000 11.250 Le: Unbraced Length ft 4.00 1.33 1.33 1.33 4.00 Timber Grade in -k Douglas Fa -Larch Douglas Fn -Larch Douglas Fir -Larch Truss Joist -MacW Douglas Fir -Larch Fb - Basic Allow -psi 875.0 1,000.0 1,000.0 2,600.0 875.0 Fv - Basic Allow psi 85.0 95.0 95.0 285.0 95.0 Elastic Modulus ksi 1,300.0 1,700.0 1,700.0 1,900.0 1,600.0 Load Duration Factor 582.9 1.000 1.000 1.000 1.000 1.000 Member Type 995.6 Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status Bending OK Repetitive No No No Repetitive Center Span Data 28.0 Fv : Allowable psi 85.0 95.0 95.0 Span ftj 15.00 6.00 2.50 15.17 17.50 Dead Load #/ftj 27.10 357.00 377.20 200.30 27.10 Live Load #/ftj 53.20 480.00 520.00 173.20 53.20 Cantilever Span 1,349.2 2,714.2 7,465.2 in -0.262 -0.036 -0.006 Span ft 5,415.1 in -0.395 -0.062 2.17 ft 7.500 Uniform Dead Load #/ft 455.3 1,157.7 3,138.5 200.30 Uniform Live Load #/ft 173.20 Results Ratio = 0.9833 0.9111 0.5887 0.4262 0.5855 Mmax @ Center in -k 27.10 45.20 8.41 126.11 36.89 @ X = ft 7.50 3.00 1.25 7.52 8.75 Mmax @ Cantilever in -k 0.00 0.00 0.00 -10.55 0.00 fb : Actual psi 856.5 905.6 476.7 1,103.0 582.9 Fb : Allowable psi l 871.1 1,197.5 1,298.3 2,588.1 995.6 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actuals 47.1 47.1 86.6 55.9 75.3 28.0 Fv : Allowable psi 85.0 95.0 95.0 285.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 203.25 1,071.00 471.50 1,488.19 237.12 LL lbs 399.00 1,440.00 650.00 1,313.72 465.50 Max. DL+LL lbs 602.25 2,511.00 1,121.50 2,801.91 702.62 @ Right End DL lbs 203.25 1,071.00 471.50 1,985.01 237.12 LL lbs 399.00 1,440.00 650.00 1,716.45 465.50 Max. DL+LL lbs 602.25 2,511.00 1,121.50 3,701.46 702.62 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Defl Location UDefl Ratio Cantilever DL Defl Cantilever LL Defl Total Cant. Defl UDefl Ratio in -0.133 -0.027 -0.004 1,349.2 2,714.2 7,465.2 in -0.262 -0.036 -0.006 687.3 2,018.7 5,415.1 in -0.395 -0.062 -0.010 ft 7.500 3.000 1.250 455.3 1,157.7 3,138.5 -0.149 1,219.7 -0.136 1,341.3 -0.285 7.585 638.8 0.065 0.057 0.122 426.9 -0.100 2,091.4 -0.197 1,065.4 -0.298 8.750 705.8 ZOnf4L A,A.LYsl s QC Zo/O Z l,o SS = 1, Sol sus ` 1•aag �803� Co/zo�a.�os c, 4-s Ce 7 EQU i "u7-' LArBie a. L Fw�2C f S� = 0, 632� Sms = 1.509 SMS 0.9.47_ 6329 mtfzZA1-4iNb- T' -'e -A s V&Psg� —F_ SDI _ 0,&32 _ 0.632sec Ds eS- R - 6- = o, /Sys _'reekGrpt Le v&L . 0 _ (zo,4 ,,c 105.) t -1g ( yz) �= Csw = 0.15¢ (453.'7�(,0.� (1.33 = �5 7 . P, 0 (2-0.4x 36,6 (960) (0,7) (1.33) = 123, 3 LONG/7J P 14�r Mbp,N 0.(45 75 R D L = 24 PsF CT 1�j 2-->c-6,T-14, -4x9 aA v.e.� ROOF Gc� (Z4 x 3-1,3) -+ 1 (1, 101) (O. -7)(t. 3 3� 170, s (20,4 x373)= 76`•l%r 4 76! �/- 0, IS -4 (236,Z)(6.7)(1.333'`}�r 3 Design Maps Summary Report Page 1 of 2 '4 N(= Design Maps Summary Report User -Specified Input USGS-Provided Output SS = 1.500 g Sas = 1.500 g SDS = 1-0009 S, = 0.632 g SM, = 0.947 g Sol = 0.632 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum 1.65-- 1.50-- 1.35-- 1.20-- 1.05-- 0.90 .651.501.351.201.050.90 M 0.75 0.60 0.45-- 0,30-- 0.15.- o.00 .450.300.150.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 1.10 0.99 0.88 0.77 Q� 0.66 to 0.55- 0,44- 0.33-- 0.22-- 0.11 .550,440.330.220.11 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) http://geohazards.usgs.govldesigmnaps/us/summary.php?template-minimal&latitude=3 3.6... 7/19/2012 Report Title 78030 Coronados Circle Thu July 19, 2012 14:22:22 UTC Building Code Reference Document ASCE 7-10 Standard (which makes use of 2008 USGS hazard data) Site Coordinates 33.680N, 116.30W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III j .o m Rancho 9P Bermuda Mirage- � pune3 S � c Palm Desert t,t _ Indio `r .. - may „t Ave 46 t tt � �6aidtl [� Coachella w � o � } La Quints V mCL .�,..-;----- a• UntteC states ,f • USGS-Provided Output SS = 1.500 g Sas = 1.500 g SDS = 1-0009 S, = 0.632 g SM, = 0.947 g Sol = 0.632 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum 1.65-- 1.50-- 1.35-- 1.20-- 1.05-- 0.90 .651.501.351.201.050.90 M 0.75 0.60 0.45-- 0,30-- 0.15.- o.00 .450.300.150.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 1.10 0.99 0.88 0.77 Q� 0.66 to 0.55- 0,44- 0.33-- 0.22-- 0.11 .550,440.330.220.11 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) http://geohazards.usgs.govldesigmnaps/us/summary.php?template-minimal&latitude=3 3.6... 7/19/2012 mEZz ►P_��SvBRsd 16,75 1 b C 12�3�y� 11.3 '1 //,5 1 1441 76 030 G' eolA,02s C -I ec.Lx LooGiruDiuA- E � 'TK.PkSs/ee.S E 367 -7/4q 40la81 Q c 4 11� �' la 9 Ib/fr �YJ�zZ Lo��iT�DiNa�� ( q" of Z 1 G,75 339 q 13 q13 33 lZs Z RooF Lot4ITIlOwAL. 7- jI�q� 142 1�2g ' I 3126 m S/tv&7�-R W/� -Lj s L/NF3' O 12-0 367 = 33l � � ® -4,4 11 --= -/?0 //do 2 -Yds Zs 0 3591 s,*r- -�— / o a/ q, (01 ro. 5' 3(3.57 2,5Z) T= 6.5 lb /-JDvz -SDS 2,s -F-- � ► 83 -i'02- 12- 14. D /Z /4D uZ- SDS 2.s F -7,3 030 eo/2oivA-DOS 0' " L/,yam ® Ex�STIa�G �Ne�LS PLYcvW pcof ILA 13 �ip 3 2037 125' 31 r = LO- 3e, _ 3�i(/4) Z 2�_ T is NO - -74/.6 vPL�p- ��Ncr Pay cooed �oF 1252-- 437S -937`3 30.75' ` 90.t3 10,o�; No UPLi►y- LiNLs L� � xiST�✓G �,9n��LS 3/1kIT LYWOoo 239 / 2� 21,15 2 = 5 lo/rr 11112 (96x 20,17 T T= `( 3 / / 6 Flo HZ1 I 7 -WO30 COKoKAPOS CI& � j- '60 �'`► co c�drd (70 • � � _ 1��•LoW �Yl ►N 2 g0 i -7-S /D<l lb �b2 6ALLs 2 - 541 l bl,,, I, 173 /%Lr iMAx �1J= I�(I (�P'Ahl6,L d 5%)AG�NG 1173 /i/&,..r- , 7 � I(0&��rr Page 1 of 2 a Anchor Calculations Anchor Selector (Version 4.9.0.0) Job Name : 78030 Coronado Date/Time : 7/22/2012 4:50:50 PM Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor knchor Steel I Code Report 1# of Anchors I Embedment Depth (in) Category i/8" SET -XP F1554 GR. 36 1 ESR -2508 1 1 18 1 Concrete Concrete Cracked fc(psi) wev Normal weight 1Yes 12500.0 1.00 by1 by2 (in) Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 18 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 Anchor Layout Dimensions cx1 Cx2 Cyt Cy2 bxl bx2 by1 by2 (in) (in) (in) (in) (in) (in) (in) (in) 24 24 6 6 1.5 1.5 1.5 1.5 Factored Loads qua (lb) Vuax (lb) Vuay (lb) Mux (lb -ft) Muy (lb -ft) 541 0 0 0 ex (in) e (in) Mod/high seismic Anchor w/ sustained tension Anchor only resists 1wind/seis loads Apply entire shear @ front row 0 0 1 Yes No I Yes No Individual Anchor Tension Loads N ua1 (lb) 0.00 e.Nx(in), e'Ny(in) 0.00 10.00 Individual Anchor Shear Loads V uat (lb) 541.00 e'vx(in) e'vy(in) 0.00 10.00 Tension Strengths Steel (m = 0.75) Nsa(Ib) mNsa(Ib) Nua(lb) N ua /(DNsa 13110 9832.50 0.00 0.0000 Concrete Breakout (q = 0.65 , mseis = 0.75 ) N,(Ib) ON,(] b) Nua(lb) Nua /mNcb 8174.15 3984.90 0.00 0.0000 Adhesive ((D = 0.65 , mseis = 0.75 ) Na(Ib) mNa(Ib) Nua(Ib) Nua /mNa 10139.27 14942.89 10.00 0.0000 about:blank 7/22/2012 Page 2 of 2 q Side -Face Blowout does not apply Shear Strengths Steel (m = 0.65 , av seis = 0.68 ) VeQ(lb) mVeq(Ib) Vua(Ib) V ua /mVeq 5348.2 13476.33 1541,00 10.1556 Concrete Breakout (case 1) (m = 0.70 , mseis = 0.75 ) Vcbx(Ib) mVcbx(Ib) I Vuax(Ib) Vuax /mVcbx 4649.08 2440.76 541.00 0.2217 VcbY(lb) mVcby(lb) VUey(lb) Vuay /mVcby I, Vua /mVcb 6163.86 3236.03 10.00 10.0000 10.2217 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (m = 0.70 , (seis = 0.75 ) cx1 edge Vcby(lb) OVcby(ib) Vuay(lb) Nay /(DVcby 11622.69 6101.91 10.00 10.0000 cy, edge . Vcb,(Ib) OVcbx(lb) Vuax(lb) Vuax /mVcbx 12327.72 6472.06 1541.00 10.0836 cx2 edge Vcby(lb) mVcby(lb) Vuay(lb) Vuay /mVcby 11622.69 6101.91 10.00 10.0000 cy2 edge Vcbx(Ib) mVcbx(Ib) Vuax(lb) VUBx 10Vcbx I Vua /41Vcb 12327.72 6472.06 541.00 0.0836 0.0836 Pryout (m = 0.70 , (Dseis = 0.75 ) VCP(1b)OVcp(lb) Vuax(lb) Vuax /mVw 16348.31 8582.86 541 0.0630 Vcp(lb) I ovcp(lb) Vuay(lb) Vuay /OVcP Vua /mVcp 16348.31 8582.86 0 0.0000 0.0630 Interaction check Note: Ratios in the equation below have been divided by 0.5 factor for brittle failure. T.Max(0) <= 0.2 and V.Max(0.44) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter F1554 GR. 36 SET -XP anchor(s) with 8 in. embedment about:blank 7/22/2012