Loading...
HomeMy WebLinkAboutREV19-1054 - Calcsjorl 1 .� Q� s2o� 4 LINA?Ala1.ENGINE'aEl2k:NGI C. 2�1�1 Sgn�ia�go 3365 E. MIRALOMA AVI;, SUITE 207, ANAHEIM, CA 92806 office (949) 222-0165 d 2916.19 findn0en gineering/a?,ginnii.cr,m May 2(119 Ak `20 C�L STI-ZIUCTI RAL ANALYSIS of UNPERMITTED FREE STANDING GABLE COVERED PATIO for SINGLE FAMILY RESIDENCE 2419 SANTIAGO DR. NEWPORT BEACH, CA 92660 gUILDiY�O DIVISION AUG 1 3 '1019 W. MA . _ TINDALL ENGINEERING, INC I ' 3365 E. Miirnloma Am Suite 207, Anah(,,im, Ca 92.406 Office{949)222-0155 Cull (710357-2681 TABLE OF CON FNTS ITEM Resign assumptions Scope of work, loads Patio Beams Patio lateral analysis Wool colunins Patio rear footings Shoterete column & footing in pool for Two front patio coluinns CMU Wall between rear patio columns Surcharge analysis CMU wall shoterete spa Analysis of real- end header for lateral forces PAGE(s) 1 2 3-13 11,14-17 17-19 20 20-27 2£t-34 35 :16-35 TINDALL ENGINEERING, INC 3365 E. MIRALOMA, SUITE 207, A;NA}1L M, CA 92806 tlftiee (949) 222-0165 J 2916-19 JOB ADDRESS: SIINGI.A-,FAMILY RESIDENCT' 2419 SANTIAGO DR. REFFR.I.�,lvt;I;S: NEWPORTBEACl1. ("A 92660 • 2016 CB(;, ASCE' 7-10 • ENERC'ALC & RETAINPRO S0l-'TWAR DESIGN ASSIJMPJ-1C)NS: • Allow. Soil Bearing Pressure = 1500 pst'+ ICS inc. for seiamici'wind • Active Soil Pressure 45 plf • Soil Friction = 025 • Soil Passive - too ps-ft • Concrete (Aotcreie) C4MPM'ssjvv Strength 2500 psi (design • Masonry Stress — 1500 psi • Grout Compressive Strength _ 2500 psi • Reinforcing bleel: Uradi-B,. Fy = 4o ksi reinf .= or <1hun =5's Grade 60 4 6's => • Bolts K Nuts:.ASTM A-307 & A 193 • Posts DFL 41 1 • Be' DFl -r-.' I unless other wise noted • Rafters, DJ's DFL is 2's unless specifically deafened otherwise • 6Yosrern Gh.'LaIn Bin's i,C(..-LS-,BSit 1940 • Parillam Beams ICC-ES-IaSR 1357 " Versa-LnM Beams ICC—ES ESR 1140 • Steel 14SS Columns F`y 46 ksi A500 • Cold Formed Steel Members fy 33ksi oras specified • Simpson Titan HD's (ESR 2713) • Simpson Epoxy (Concrete connections) SE ,-,)CP (ESR 2508) • Siml)soiiEpozp (linaspmy connections) ST 1=22 (ESR -1 772) • T)PC VB Construction • Wind Speed 710 mph, Lxp C • Seismic Site Class 1.) • Seismic Design Category D • ss -1.0538 Si = 0�.6q04g • Redundancy-- 1.o J�® • R. =-. 1.5 wood pasts TINDALL ENGINEERING INC. 3.325 L. Miraioma Ave. Suite 307 CA 92806 OiFice (949) 22'? -0165 �6� OTS 1, PAGE; Z r - Dy-__ -Z4 M S,)3 j'A CL WO ISC)d 6ulA Rjg 11jr, LOL Eli ....... -- ----- LL n ID ;ot CXO 00 w 7 -we E it IT 7A-1) --- -- -- vpq x Z� LD 3� 5,C) cacti 75 LLI 4) CD V) I E Li! 0 W cl 0 L) TINDALL EI\TGINFL'MNG !NC, 3325 E. NIM110ma Avc. Suiiu 207 CA 92806 Office (949).222;O165 '. tindaneny Tls*c- iii �Cu��mait.com w F,'`i'o" ' /.N\ (41_ (:,,k rL C� E)KtO L)P Oc TINDALL ENGINEERING, INC 3365 E. MIRALOMA AVE, SUITE 207 Corona del Mar, Ca 92625 (949) 2224165 Wood Beam Project Title: PROSCAPES PROJECT- SANTIAGO Engineer TINDALL Project ID: 2916-19 Project Descr: FREE STANDING COVERED GABLE PATIO COVER .i1 Printed. I AUG 2019, 12.30PM Description: CHE CK N OTC WED BXBRR'S�g''"��""uv':rwnvo:moneenv xrn®iae.i� CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties _ Analysis Method : All Stress Design Flo + ---J-- Load Combination ASCE 7-10 Flo - Fc - Prll Wood Species : Douglas Fir -Larch (North) Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 6X8 Flat Span = 7.0 ft 875.0 psi E: Modulus of Elasticity 875.0 psi Ebend-xx 1,300.Oksi 600.0 psi Eminbend -xx 470.Oksi 625.0 psi 170.0 psi 425.Opsi Density 30.590pcf 6X8 Flat Span =2.Oft Applied Loads - Service loads entered. Load Factors will be applied for calculations. Loads on all spans... C FN ,�.--- --- Uniform Load on ALL spans : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.0 ft C L DES113N 51JMMARY Fb V _Shear Values N Fv . - ,Maximum Bending Stress Ratio = 0.186 1 Maximum Shear Stress Ratio - 0.071 :1 Section used for this span 6X8 Flat Section used for this span 6X8 Flat fb : Actual = 203.51 psi fv : Actual = 15.15 psi FB: Allowable - 1,093.75psi Fv: Allowable = 212.50 psi Load Combination Location of maximum on span = +D+Lr 3.207 If Load Combination Location of maximum on span +D+Lr = 6.570ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1.00 1.00 1.0o Max Downward Transient Deflection 0.020 in Ratio = 4167>=240 0.00 787.50 Max Upward Transient Deflection -0.014 in Ratio = 3504>=240 Length = 2.0 ft Max Downward Total Deflection 0.040 in Ratio = 2083>=180 0.90 Max Upward Total Deflection -0.027 in Ratio = 1752 >=180 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios _100-V Cd C FN C i_ Cr C in C t C L Moment Values M fb Fb V _Shear Values N Fv D Only Length = 7.0 H 1 0.129 0.050 0.90 1.000 1.00 1.00 1.00 1.0o 1.00 0.31 101.76 0.00 787.50 0.00 0.20 0.00 7.57 0.00 153.00 Length = 2.0 ft 2 0.050 0.050 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.12 39.40 787.50 0,09 7.57 153.00 ,D -Lr 1.000 - 1.00 1.D0 1.00 1.00 1,OD 0.00 0.00 0.00 0.00 Length = 7.0 It 1 0.186 0.071 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 203.51 1093,75 0.40 15.15 212.50 Length = 2.0 R 2 0.072 0.071 1.25 1.000 1.00 1.00 1.00 1.o0 1.00 0.24 78.79 1093.75 0.19 15.15 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.ofl 1 0.163 0.062 1.25 1.000 1.00 1.00 1.00 1.g0 1.00 0.54 178.07 1093.75 0.35 13.25 212,50 Length = 2.0 ft 2 0.063 0.062 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.21 68.94 1093.75 0.16 13.25 212.50 -0.60D 1.000 1.00 1,00 100 1.00 1.OD 0.00 0.00 0.00 0.00 Length =7.O it 1 0.044 0.017 1.60 1.000 1,00 1.00 1.00 1.00 1.00 0.19 61.05 1400.00 0.12 4.54 272.00 TINDALL ENGINEERING, INC Project Title: PROSCAPES PROJECT- SANTIAGO 3365 E, MIRALOMA AVE, SUITE 207 Engineer: TINDALL Corona del Mar, Ca 92625 Project ID: 2916-19 (949) 222=-0165 Project Descr: FREE STANDING COVERED GABLE PATIO COVER A Title Block Line 6 1 Prirsd 1 AUC 201e 12 MIPM, Wood Beam File= E:VmscapesSam1agoPC.ec6. Softwa•b c0pynght'ENERCALC. INC. 1983-2018.810:10.18.12.13 . 111 Description : CHECK NOTCHED 8X8 FIR'S iM Load Combination Max Stress Ratios Values Shear Values Segment Length Span # M V C d C FV C I Cr —Moment C In C C M fb P'b Length =2.0 It 2 0.017 0.017 1.60 1,000 1.00 1.00 t L 1.00 1.00 1.00 V fv Pv 0.07 23.64 1400.00 0.06 4.54 272.00 Overall Maxim UM Deflections Load Combination Span Max.' Deft Location in Span Load Combination Max. "+^ Defi Location in Span +D+Lr 1 0.0403 3.402 - 0.0000 0.000 2 0.0000 3402 +D+Lr Overall tvllNimum D Only +D+Lr +D4750Lr +0.60D Lr Only poll 0,386 0.193 0.193 0.386 0.336 0.116 0.193 -0.0274 2.000 Support notation : Far left is #1 Values in KIPS 0.347 0.347 0.694 0.608 0.208 0.347 'uppwt0 TINDALL ENGINEFRING, INC 3305 E, 1171RALOMA AVE, SUITE 207 Corona del Mar, Ca 9262; (949)222=-01b5 Project Title-: PROSCAPFS PROJECT - SANTIAGO Engineer: TINDALL �y Project ID. 2916-19 1 Project Descr-FREE STANDING COVERED GABLE P I'IJ rnkiro CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-50-_ ---------�--"--'__..`_- ------ Load Combination Set' ASCE 7-10 Analysis Method : Allowable Stress Dpsi gn - - - -- . --_,.____ _ _ ___ _ - - - - Load Combination ASCE 7.10 Fb + 1 300.0 psi E Modulus of Elasticity ._DESIGN StlM�ARY Fit - Fc 1,300.Opsi Ebend-xx 1;600,0ksi W(xxlSpecieS : Douglas Fit, Larch (North) - Pal Fc - Per) 925.0 psi 625.0psi Eminbend -xx 580.Cksi Wood Grade : No.1 Fv 170.0psi ,rh.Lr Beam Bracing : Beam bracing is defined as a set spacing Ft over all 675.0 psi Density 30.590p - Urttiraced Len the spans 0,212 0.90 First Brace starts at it from LefGlvf0,u support -- -_.._.___-_-_________.-----------------. 700 1.G; Length 0.9582 if agular spacing of lateral supports on length of beam = 3.0 it 0.11.1 0.212. agn Drn ic0Lr(91,150) 1.00 ength = 2.981 it 6x3. 0,466 -- 0.90 1.000 I dit G"3. 6x8 Z' span= 2.D fi Span = 12-670 it App!)etl Loads 0.242 Iii Ratio = Beam self weight calculated ano added to mads Max Upward Transient Deflection Loads on all spans._ 41(1.>=3eo Uniform Load on A' L sparls : D = 0.1450, Lr =''450 Pit ._DESIGN StlM�ARY Max Upward Total Deflection _.. . Maximum Banding Stress Ratio = 0_7 781 Section used for this span 6X8 to: Actual -. 1,256.04psi FB: Allowable = 1,621.40psf Load Combination ,rh.Lr Location of maximum or, span =. 9.282ft Spat) 4wherema;amumoccurs - Snan42 Maximum Deflection 0061 Span= 2.D it i 1 -__-_ Service, Wads ent red, Lead Factors wr I be aprhad td ralcuiaiion Maximum Shear Stress Ratio Section used for (his span fv Actual Fv : Allowable Load Combination Location of maximum or, span Span d where maximum occurs Max Downward Transient Deflection 0.242 Iii Ratio = 627 >-360 Max Upward Transient Deflection -0:115 in Ratio = 41(1.>=3eo Max Downward Total Deflection 0.499 in Ratio - 304>=180 Max Upward Total Deflection -0:237 in Ratio = 202>=490 Land Combination C 1 Pdax Stress Rallo_s_ _..-F.4 le 100 1.00 Segment Length Span# h{ 'V Cd 1,00 r,i Cr. 1.00 '100 1.04 2.34 543.9 1,00 1.00 1.00 Length=2.0R 1 0061 0,212 0.90 1.000 700 1.G; Length 0.9582 if 2 0.11.1 0.212. agn 1,000 1.00 1.00 ength = 2.981 it 2 0,466 0212 0.90 1.000 I dit L00 Length = 2981 it 2 0.553 0:212 0.90 1.000 100 100 Length 2.981 It 2 0.548 0.212 0.94 (.000 1.00 1.00 Cm C 1 CL _... _..-F.4 le 100 1.00 100 1687? 0.89 1.00 1.00 1,00 0.66 1292? 1.00 '100 1.04 2.34 543.9 1,00 1.00 1.00 2.78 zr4a4 1.00 1,00 100 2.75 640.3 0.297 : 1 6x8 63.04 psi 212.50 psi +DSL 12.198 it Sean 1' 2 1 4 6 V ._. fi_--__....... r'v 0:00 tim, 0,00 0.00 1687? 0.89 324; i5300 1169,42 0:03 32.44 153.06 1188, i5 0,83 32.44 1511 1168.15 0,37 x744 153.00 1106.15 0.55 32,44 153.00 TINDAL ENGINEERING, INC 3365 E, MIRALOMA AVE, SUITE 7.07 Corona del Mar, 0292625 (949,1222=-0165 Tille_Black Line6 _ u0sGdplum : CHECK RIDGE BEAM, Load Combination Max Strew Retina Segment Length Sean# -1v-1-v- . Cd 0 C i C.r Length =0.31938 3 0-061 0.212 0.901.000 0.0007 ._ ;M L. Length =1.6818 3 0.043 0.212 0.90 1.000 I Gw 100 +D 2.188 Lr Only 0769 0.769 1.209 1,209 en Length LengN=2.0 if 1 0,086 0,297 1.25 1.000 1.000 1.00 1.00 1.00 1.00 1.09th = 0,9582 ft 2 0A55 0:297 1;25. 1,000 1.00 1.00 Length = 2.981 it 2 0,652 0.297 115 1.000 1.00 1.00 Lenglin 2.98111 2 0.775 0.297 1.25 2000 1.00 1.00 Length =2.9818 2 0.767 0.291 1.25 1.000 1,03 1.00 Length = 2.768 8 2 0.502 0.207 1.25 7.000 1.00 i 00 Ler91h=0+3193It 3 0.086 007 1.25 9.0010 IGO 1.00 Length =1.687 it 3 0.061 0.297 1:25 'I.7oi1 1-00 1.00 +D+0.75OLr 1.000 1.00 1,10 Length =2.00 1 0.075 0201 1.25 1,000 1.00 1.00 Length =.OA582ft 2 0.138 0.261 1,25 1.000 140 t, Length =2.981$ 2 0.573 0:261 1.25 1.600 1.OG .gr) 1.00 Length -2.981 It 2 0.681 0,261 125 1.000 1,00 540 Length =2.9818 2 O,F,74 0.2,1 125 1.00: 1.00 1.00 Length= 2188 ft 2 0,441 OS': 22.5 1.000 1,170 9OC Length =.03193.8 3 0.075 0.261 1.2.5 1.000 1,00 7-00 Length =-1081 h 3 0953 0.261 1.25 -1.000 1.00 1.00 411.60D1.000 Length =.2 08 1 0,021 0.072 1.60 1,000 1,00 1,00 1.00 1.00 Length=0.95820 2 0.037 0.072 1,60 1,000 1.00 1.00 Length =2.98111 2 0.157 O.G72 4.60 1,000 100 1.00 Length =2.9818 2 0.167 0.072 % 1.1100 1.01 1400 Length = 2.981 ft 2 0.185 0.072 1.60 1.000 1.05 140 Length = 2.7681t 2 0.121 0.072 1.60 t.0D0 1.00 1.00 Length =0.31938 3 0021 0072 '1.60 1000 1.00 700 Length = 1.68111 3 0.015 0072 1.60 1,000 1,00 ,.Go Coverall Maximum Deflections Project Title: PROSCAPES PROJECT, SANTIAGO Engineer, TINDALL 7 Project ID: 2996-19 ' 7 Project DesGr:FREE STANDING COVERED GABLE PATI COVER CIn C t 100 rG 1GO t0 1,00 1.r, 1.00 i TINDALL ENGINEERING, INC 3365 E. M RALOMA AVE; SUITE 207 Project-Fitle: PROSCAPES PROJECT - SANT'IAGO Coram del Mar, Ca 82625 Engineer: T'INDALL ProjectlD: 2916-19 , tu4rJ! <22=-G 185 Project Descr:FREE STANDING COVERED GABLE PATIO pnVro "___._._....____ Calculations per NDS 2095, IBC 201x, CBC 2018 ASCE 7 10 Load Combination Set: ASCE 7-10 - Material Properties -_.._.__ ,..-__ Shear Vn0+a5 -"- Analysis Method: Allowable Stress Design -'--- --'- FCr LoadCombinati011ASCE7AG Fb+ 1300.0psi E: Modulus of Elasticity Wood Species : Douglas Fir -Larch (North) Fb- Fc -Prll Fc 1,300.Opsi 9250psi Ebend xx 1,600.0ksi Eminberd xx 580.0ksi Wood Grade : No -1 - Perp Fc 625.0 psi 170 0 psi Beam Bracing : Completely Unbraced ......... _......................... Ft 675.0 psi Density 30.590pcf Dil.28)LrT 21) rieni.mR..rnni A Load Combination Seg_1sun Length Spann D a,.iy ____-.. Length, = 14.501 1 -DAr Length 14.50 ft 1 +D4750Lr Lenath < 14.50 It 1 460D Length = 14.50 ft 1 W aucas Nauos ---- ---_ _.. t1omen V 1 aiu b -_.._.__ ,..-__ Shear Vn0+a5 -"- 0x10---- Cd FCr m C t, Span = 14.50 5 Fb Ap�lierl Lpa(i$ _ _ _ aoam self wei ht calculated and added to loads _ Seat :oauK Entered Loaf F ors w', be applied for , ulailon, ._.._-_ . -- _. ---- Point Load D7 1.180, Lr =121(1 i 250 fl, (RIDGE BEAM LOADS)l DESIQk SURAWY _ - !Maximum Bending Stress Ratio pv J.a60 sF < ; n"' a Section used for this span 0:621: 1 Maximum Shear Stress Ratio = 0.133:1 fb: Actual 8x10 Section used for this span 8X90 = FB: Allowable - 1,002.45psi 1,613.44psi N: Actual Fv: 28.28 psi Load Combination -O+L;' Allowable - 212.50 psi Location of maximum on span = 7,250ft Load Cumbinaflon i n of L6C81ioti of rnaxlntuflt din Span _,.D.,L, ,iC Span # where maximum occurs = Span # i Sown m maximum occurs - 0, 0 u Maximum Deflection Ho 0.00 ._ Span a 1 Max Downward Transient Deflection 0.156 in Ratio = i 1 i r >=iASO Max Upward Transient Deflection 0,000 in Ratio - 0 <3130 Max Downward Total Deflection 0.338 in Ratio = 514>-180 161344 Max Upward Total Deflection 0:000 in Ratio = p <Iek rieni.mR..rnni A Load Combination Seg_1sun Length Spann D a,.iy ____-.. Length, = 14.501 1 -DAr Length 14.50 ft 1 +D4750Lr Lenath < 14.50 It 1 460D Length = 14.50 ft 1 W aucas Nauos ---- ---_ _.. t1omen V 1 aiu b -_.._.__ ,..-__ Shear Vn0+a5 -"- Cd FCr m C t, AM to Fb 1�. _ - 6r pv J.a60 0.102 +0.90 , ri i90 , 00 1.00 1.00 toe 5.03 �. r 53x8„ 0.00 1116,4.21 9.-00 0.74 _ 00 15.55 -000 153.00 0;7.1 0,139 1.25 1.000 1.000 1.00 1.00 im 1,00 1.00 1.90 1.00 iDo 1.00 0.00 Ho 0.00 0.000 0.99 9,42. 14002,45 161344 1.34 28,n 212.50 1.Lp30 1.00 1.00 100 iflo 0.99 0.90 490 0.00 0.00 0r549 0,118 1.25 1.000 1.00 1.00 1,00 140 0.99 8,33 885.80 1613.44 '1.19 2590 21250 1.000 100 1.00 1,00 1,00 0.9g 0.00 0.00 0.00 Ong 0-196 0,0:+1 1.89 1.000 In 1.00 1,00 tu0 0.99 3.02 321.0 2060.37 044 9.33 272,00 TINDALL ENGINEERING, INC 3365 E. MIRALOMA AVE, SUI T L 207 COMM' del Mar, Ce 92625 (949) 222=-()165 Project Title: PROSCAPES PROJECT"- SANTIAGO Engineer: I INDALL [,reject ID: 2916-19 Project Descr: FREE STANDING COVERED GA13LE PATIO COVER ins opan shat, , Dell Location in Span Load Compnjt�j­---- in Span I Vertical Reactions Load I suppoe, no-.'ation' Far left is #1 Values in KIPS Overall fiflNimum 0.1105 -9.605 D Only 0.-.'50 0.750 4)44-r 355 1.355 +0,0.7501.r 203 1'103 +0.60D 11.450 0,450 Lr Only ().605 0.605 _TINDALL ENGINEERING INC. 3325 R W'aionca AYc.. Saiic 207 CA 92.06 Office (949) 222.07115 . Jas# (G 11v _ u �yLew r 7 � ✓G "0 1..�AA 0n43 i C4 C , i (. i TINDALL ENGINEERING, INC 33365 E. MIRALOMA AVE, SUITE 201 Project Title: PROSCAPES PROJECT - SANTIAGCI Corona del Mar, Ca 92625 Engineer: TINDAL L Project ID: 2516-19 1949} 222=-0965 Project Desof:FREE STANDING COVERED GABLE PATIO COVFr2 CODE REFERENCES Catculalons per NDS 2015, 18G 2015,C8C 2018, ASCE 7- f 0 Load Combination Set: ASCE 7.10 Material Properties Analysis Method : Allowable Stress Design` _.._. Load Combination ASCE 7-10 Fb-+ 1900.0ps E'lddndofElash'cily Fu- 1,300.0psi Ebend-x-xx 1,600.Oksi Wood Species : Douglas Fir -Larch (North) Fc -Prll 525.Opsi Fc - Perp 625.0 Eminbend -xx 580.Oksi Wood Grade : No -1 psi Fv 170.0ps! BearrrBracing ;Beam bracing is defined as a set spacing over all Fr 675.0 psi spans Density 30.590pcf UnbraaCed Lengths FirstBrace starts at ft from Le(: -Most support Regular spacing of late fit support, on length of hearn - 3.0 It 8x10 -._..._. 8x10 8x?U I Span - 2.0 it Span = 12.670 it t f Span = 2.0 ft pp te_-l"Oa Ulat _ _ - Beam self weght aalculatec! and added to loads - _ Sery cc loads e tc ed. Laid Facia> --- -'-- .M1 ii n applied for ca ulatinne --- ---- LoMs on all spans... Uniform Load onALL spansp=0.17[10, L?=0.1125k4l DESIGN SUMMARY -'in Maxi Bending Stress Ratio - 0.287. 1 Maximum Shear Stress Ratio - Section used for this span. 8x90 Section used for this span p,134 1 : Actual 466.24pss Iv: Actual WePo 29.55 FB: Allowable - 1,62268 psi Fv Allowable psi - 212.50 Load Combination +D+Lr Loc -anon ai maximum on span = e.28211 Lead Combination Lccalion of maximum on span ps I _ -, j 025 Span P where maximu01 OCCUFS - Spa"I 4 2 Spon 14 wl?ere maximum aLrurs ft gpail 2 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio = 22.40 :„80 - Max Upward Transient Deflection -0.032 in Ratio = 14881: =360 Max Downward Total Deflection 0.146 in Ratio - 1068 x_180 Max Upward Total Deflection -0.0'70 in Ratio = 690>=180 MaArnum Farces $ Stresses for Load COMbinaWnS Lead Combination Max Stress Ratlos Moment Values Shrar Values Segmentlengtn Span # �� V Cd Cr,V Ci rr - __ m C t L tvt tt -_.._.__..... F'v F, - 1v c --- -.....__..... oOny Langur = 2.tl R 'I 11.024 0.100 090 I CC0 t.rw t 00 I.X. 1.00 i_00 0:26 2/C9 o.e0 0,00 0 D 0.00 ,159.17 0.73 1631 Length - 0.9582 It 2 0,043 0,100 0.90. I Cpo L00 too 1.00 Length =2.981 it 2 1.00 100 0.47 "9.99 ;93.00 1109.60 0.73 15.31 1.53 CO 0.180 0100 O,00 1.000 1C0 Lan 1.00 Length=2.98!it 2 0.214 0,100 030 1.000 t.CC 7,00 Ino 1.00 198 210:36 116816 0,70 15.31 15:AG LOU Length=298111. 2 0.212 0.100 C.% 1-000 1,0;; 1.f•4i 4Df; 1.00 1.CC 2.35 250.00 .00 "x,7.71 11$8.75 0.31 15,31 153.00 100 2.13 1158,75 0-46 15.31 158,00 TINDALL ENGINEERING, INC 3365 E. N11RALOMA AVE, SUITE 207 Project Title- PROSCAPES PROJECT - SANT IAGO Corolla del Mar, Ca 92625 Engineer: TINCAI L Project ID: 2916-19 (949) 222=9765 Project Descr: FREE STANDING COVERED GABLE PATIO COVER Tftle ae' Line li _11p3twE RcAwl INC 8 D ort SIO� i ­IC, Load Coarbinadion Nlax Stress Ratios Seigm ntLenguh Span 9 tI Cd C F,%l Cm c MomeimtvaIn__ Shear k1alues - L�nidl =2 �166 it- -1(rj i5IiiJ__i,6o_ _75F _106--ldo-ulf fv Length = 0.3191 ft 3 0-024 0. 1& o.w I.ong 1,00 1�00 100 .13 1--m-00 j�'- 3 Length = 1-681 if 3 0.017 0,100 0.90 1.000 100 1.00 1.0ti I,oq , Do 0.26 27-69 1159.87 0.16 1�31 153,00 -D,Lr 1,000 1.00 1 Go 1,00 1.00 1.0tl 1.00 1.00 0.18 19,55 1169.30 016 IL'.31 153.00 Length = 2,0 P 1 U-0-12 0134 1.25 1000 1,00 1.00 1,00 1�gg 1�00 0,0 0.00 0,00 0,00 000 Length = 0,9582 It 2 0.0,i7 0.134 125 1.0M im i.oh I.i)o OU L.00 51-62 1623.3q 136 28,55 2!29 1 0.242 0,134 125 1.90,1 'I'V. 100 4.00 �()d 0.88 93,21 lq�.423 1.30 28.55 212,50 Length =2,981 1 2 0.287 U34 '1,25 1000 t,.do 1.00 i too I Go 3.69 392.22 1522.9 1.30 28.55 212.50 Length = 2.981 it 2 0.285 0.134 1,25 I.tioa IM co i.00 1.00 4.38 466.24 1622,58 0,58 M56 212.50 4xittlih = 2,768 it 2 0,18f, 0,134 1,2.5 1,000 100 1. 00 1 too 1.00 1.00 1.06 4,34 461,65 1622,58 0,87 A.55 21251 Length = 0.31w (1 3 0,032 0.134 1.25 1.60 _00 1,00 1.00 1.00 1.00 1�fg Z84 302.10 16227- 1.36 28,55 212&) Length= iml if 3 0027 0.134 1,25 1.1ligg 1.00 1,0f) too 1.00 I.M 0.49 5162 1624,7,�, 0.29 25.55 212.50 iD475()Lt i -G00 IM 1.00 "go too 1,00 100 1,00 U."e, 36.4.5 1623.65 0,29 28.55 212,50 Length = 2.0. ft 1 0028 0,119 1.25 J,OW 1.00 1.00 100 1'0^� -1 go 0,43 0,00 0,00 0.00 n'til Length = 0.9582 it 2 0,051 0119 1.25 IgDO 1,�o 1,10 i'00 000 1.00 46.64 1623 39 1.20 25.24 212,50 Length = 2.981 ft 2 0,214 0.119 1.25 I.qg 1 00 1.()o j.G�, lio 0.77 82,40 1624.23 1.20 25.24 212 50 Length z 2,981 It 2 (14-54 0.119 1,�r) 1 1.000 1.0n too 1, 00 1,00 .061 1,00 3.26 346.75 1622.58 1.15 25,24 212.10 Len Length -2.581?,. 2.981 f,. 2 g,252 ojig 1,25 1,000 100 100 1.90 1.00 388 412,20 1622.58 9,51 P5 24 212.�Q Length = 2168 ft, 2 0119 1.25 1,000 .T)g 1.00 1.00 1,00 1.00 1.00 3.84 408.32 1622.58 0.77 25,94 212,qo Length=0.31538 3 0.028 0.119 1.26 1,000 1.00 100 100 j..nd 251 X,' 09 1622.75 1.2f'7 25,24 212.6'() Length = m,'Ili it 3 0.020 0.119 1.25 1.000 I 1.00 1.00 1.00 0.41 45,FA 1624.75 0.16 26.24 212.50 44.600 1.000 -OD 1.00 1 po 1.00 1.00 1.00 �'00 1.00 0.30 1673.65 0.26 25.24 212�10 Length = 2.0 1, 1 0.034 1.60 1.000 IM lm. 1.00 LA0 1.0g, 0-16 GM 0.00 UP, 0.60 Lencith, = 0,S582 It 2 0,014 U34 1.00 1.000100 1.00 1,00 100 1.00 16.61 207 0.44 9A9 2/2.6glq Lefloth 2SPI 1 it 2 0.061 0.034 '.,t!0'.,t!01000 2001,n1..09 tido 1.00 1.00 0.28 29.994 2071 6.04 044 9.35 r 272M Length 11.98111 2 6.072 U34 1.141 1,400 4,00 1.0tj 1.00 I ()b 1.19 126.22 2076,0 0 042 9.19 272,00 Length = 2 981 It 2 0-072 0034 1 110 1.000 1.ph 1,00 1.M .go 100 000 141 i%04 207$.00 0,19 g.19 272.00 Length 2,768 ft 2 0.047 0.034 1.60 1000 1 LIU 1.00 1.00 too 1 00 1.40 148.o3 2076,00 0-28 9.19 272-i)b Length =0,3193 ft 3 0.008 0,034 1.80 1,000 1,00 1.,30 100 I'lig 00 0.91 9722 2g,,6.29 DA4 9.19 272gi) Length = 1.661 ft 3 0-006 0.034 1,60 1,010 1.00 1,00 1,0D 1'0 too 016 16,61 2079.58 0.09 9 19 272.00 OVerall MaXIMU r m Defloctlons 0.11 11'r7i 207?,78 0.09 9A9 V2,00 CfWd'�� pan ax, Dell Location in pan Load Combination Location in Span Def) ,D -Lr 2 q5 (.000 3 0.146g j.00DO Cola) 0.01)(YU 6,385 DL, 0,0695 2.000 V@rticalliLoad I -- ­­­ Support notation Far init is P I 'Mues in Nips ;iiii-, Go;F on _UY_ - --- SIT,) pport �uPW3 Support 4 eiff -2 Uverad PAINimum Only 1085 1_085 �+!J' 2.022 2,022 +l),(L750b 1."88 1.788 .0.6011 0.651 0651 Lr Only 0.933 0 938 TINDALL ENGINEERING INC, -1325 E. lkliralonm Ave. Suite:20-, CA 472306CT _ Otifee.,(949) 222-0105 _ Chi EwOo 'SD.5r, 1< tt02.9 05 G—S 5W-- I:X 6/V 4 -U� D T U.S. Seismic Design maps Page � , / PROSCAPES SANITAGO PATIO 2419 Santiago or, Newport Beach, CA 92660, USA Latitude. Lurqjjtude: 33,6437366, tl Jordan Park HUys Girls CtLffi M Tr CostaI.W111ca 41 Go gle Date Mali data 02010 Gg:gcggj,.g Design Code Reference Document Risk Category ASCE?-10 Site Class If D - Siff Soil Type value Description 1,653 NICE., ground motion. (for 0.2 second pr, dod) 0.604 MCER ground motion. (fog 1_0s period) Sv" 1 -65? Site-qlodifled spoctral acceleration value S'r OM? Site -modified spectral acceleration value sm 1.102 Numedc seismic design value at 0.2 second S1, SOT 1 0,604 Numeric seismic design value at 1.0 second So Type Value Description Me 1) Seismic resign category Site amplification factor at 0.2. second F, 1.5 Site inninfificalion factor at 1,0 second PGA 0.663 ITAGE, Peak ground accaloodion R,;, I Site amplification factor at PGA PGAv 0.663 Site modified Peak ground accelp,dion T_ 8 Lang -period transiting, period a, seconds SsR1 1.653 Probabilistic risk -targeted ground nation (0.2 second) SSUH 1.787 Factored uniform -ha ani (201: PrObanilitY of exceficlance in 10 years) spectral accideration ssp, 3,391 Fairrored determudslic acceleration value. (0,2 second) SiRi 0,604 Probabilistic risk-tarpolpat ground motion. (1.0 Secand) Sluff 0.637 '°aokavd "offerm-luizmd (2% PfObabilitY of QX[ edanrce in 60 Years) spectral acceleration. "D 11106 Faclored deterministic, acceleration value (1.(1 cccond) 11 fittl)s:,�/scisniicinaps,(.)i�gI 5/15/2019 TINDALL ENGINEERING INC. 325 E- MiTalunm, Ave,yatie.207 CA 92506. PAGE Offico (949)122 O10 _ - andallenwi,�nn'sf rnro B- iOR#- w-.+4—rc Q`G(„� �. utJtV t•� ^''ii �'�.{. �-.i.�(bt� _ y V? LJ 01 t loci, Over Gi j ex. step. It TINDALL ENGINEERING INC. 325 )r,lisaemia Ave. Swik+207 CA 92906 - Ofi7oe (949) 222-01&5 6! wl kc -w Vm %t kr�) RS(3f:w . 110131121 ✓' - qva- �'up �T.� CE-:) b Ott [fir__ L> 40,0/2'-t. X15 TINDALL ENGINEERING, INC 3,175 E. MIRALOMA AVE, SUITE 207 Corona dei Mar, Ca 92625 (949)222=-0165 Project Title: PROSCAPES PROJECT - SANTIAGO Engineer. TINDALL Igi Project ID: 2916-19 Project Descr:F�RE.E STANDING COVERED GABLE PAI -10"I 11-.-, Cade ksterences Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7 -'IO Load Combinations Used ASCE 7-10 Gs»erai information . -Analysis Method: Allowable. Stress Design '.__.___ n Wood PASS Max.d Stress Ratio = End Fixities. Top Fixed, Bottom Pinned Section llama Name 8x8 -- Overall Cc urn height GbroemingtdUS Forumla Woad GrddfngRSamti, Graded Lun56el' .. Bottom along Y 0.06558 3. Lara6on of rnax.abuve baseToealnng B fl Wood fltembet Type Satan At maximum iocalion values are .. Wood Species Douglas Fir -Larch (North) Applied Axial Exact Width 7,50 in Allow Stress Modificallon Factors Wood Grade No.1 0.0 kdt for ioad combination : E Only Ex'r+.Doon 7.50 in CforCvtorEonding 1,0 Fh+ 1200psi Fv170 psi Area 56.250 W2 Ct or Cv tot, compression 1.0 Fit- 1200 psi R 825 psi Ix 26$672fnN CforCvforTeislon 1.0 Fc-Prii 1000 old Density 30.59por ly 263.672 in^s Can: Wet Use Fodor 1,0 Ft: -Perp 625 psi 34.041 psi Cl: Temperature Factor 1.0 E: Modulus of Hastioty , ... x -x Bending y -y trending Axial Cfu ; Flat Use Factor 1.0 Basic, 1600 1600 '1riwkin C D Kf:Built-lip ontumns 1.0 Minimurr: 580 580 P Status Laa,on Stress Ralio S�ahrs LCc3tion Use V. Repetitive? No Brace condition for deflection (buckling) along colulrms X -k (wtdih)axis: Unbramdlength ter X-XAzd buckling,K=?d App(iY Y (dep(ti}ants : Unbraced Length for Y -y Axis L+urkling B if, K = 2-4 etf LO�d$ _ __ yervice Ic'ids entered. !.0sr1 r actors w i e up(ed mr c d� aft n..,. Column self weight included: 98.594 lbs 'Dead Load Factor AXIAL LOADS.., DL + LR a Ev: Axial Load at &0 fL. D =1.830, Lr =1.550, E = 0.4040 k BENDING LOADS .. . SEISMIC LATERAL FORCE: Lat. Paint Load at 6.750 it creatit G Mx -x, E =1.889 R DESIGN $UBMAARY- Banding & Shear Check Results PASS Max.d Stress Ratio = Con-t8ending Load Combination 0,1362 :1 Maximum SERVICE Lateral Load Reactions GbroemingtdUS Forumla Comp 4D, L, Top along g Y -Y 1.824 k Only, lclFc' X .. Bottom along Y 0.06558 3. Lara6on of rnax.abuve baseToealnng -x O.o k 0.0 fi arnan along X -X 0.0 k At maximum iocalion values are .. MmumUm SERVICE Load Lateral Deflections ... Applied Axial 3.476k Along Y -Y 0X007478 in at 4,403 ii above base Applied Mx 0.0 kdt for ioad combination : E Only Applied My Fc: Allbwabla 0.0 P. -ft /,,].)no Y, X 0.0 in at 0.0 F ,alwve base 453.540 psi for load combination: ,a PASS Maximum Shear Sires, Ratio = oth'a Factors used to calculate allowable stresses... 0.9252:1 Load Combination +D+D.70E Benffin ---- im Co cession Tax,i,n Loalion of mas.abbve base 8.0 ft Applied Desfgn tihear 34.041 psi Allowable Shear 272.0 nsi Load Combination Results Load Combination C D C Mara nun; Aoaf„ Bend ng Snes Rat SnessRatio W4axlmum Shoal Rana - - __�.._.....,... - -- ___._., P Status Laa,on Stress Ralio S�ahrs LCc3tion Y ,D+L -rO;-Lr .900 1.256 0475 0.08004 PASS 0.0& ° 0.1362 .. 0.0 PASS 8 D L D+0.750t.t r 1.7.0 0.363 PASS OOft 0.363 0.1210 FASO O.Oit 0.0 PASS 8.01: +0+0.70E -D+0 1.600 1.^000 0.292 0.1299 PASS 8.0h 0.292 CA PASS 0.1252 PASS 8.0 if 8.011 .5250E l(IB0D 1.600 0.09841 PASS 8.01. 0.292 0.04401 PASS 0.09386 PASS 8.0 f1 -wi60DfJ-70E 1.600 O.Ofi 0.292 0,12.29 PASS 8.Oft CD PASS 8.0tt 0.1252 PASS 8.0 i. TN;DAI_L ENGINEERING, INC 3365 E, MIRALOMA AVE, 8UfTE207 Project Tlne: PROSCAPES PROJECT- SANTIAGO Corona del Mai;Ca92625 Engineer: TINDALL rc o 4Project l0: 2316-19 t )222= �1b5 Project Descr:FREE STANDING COVERED GABLE PATIO f` wPQ Maximurr Reactions toad Cnrribinalion X -X Axis Reaction k YY Pais Reackt�ri v Axiai Reacfio -D-0.7501.r0.0000 r(1, Base @'Cop @ Ease @Top fol Base Orly.__.�_—..___._._.___.�...__�_—..___._ D 0.00011 0.005 in +0+0.5250E 0.0000 in +D+Lr (.(114 .n 4600 0:0000 in °26 +W7501..r ,0.600,0.70E 0.0000 in MOO it 3.476 +D -,070E 0.0000 in 0.000 ft 0.000 in 3.088 +0+0.6250E 0.000 If 0.045 1.277 2.208 +0.600. 0.034 2.138 46OD+070E 1.155 Lr Only rJA:o L277 7,3 E Only 1.550 0.066 1.824 0404. $al Deflettitlris #.LOWCOf%btflat10t15 - osdCom61­--- r stance Nax Y Y Daflecuon ---- 'D'L' 00000 in -1 1,+ 0.010 I1 UMA) In 0.000 in -D-0.7501.r0.0000 in (1000 it 0.000 in d'h0.70E O.000O in 0.00011 0.005 in +0+0.5250E 0.0000 in 0.000 It (.(114 .n 4600 0:0000 in 5.00a t 0.000 in ,0.600,0.70E 0.0000 in MOO it 0 O in Lr Only 0.0000 in 0.000 ft 0.000 in E Only y (!.0000 in 0.000 If 0.007 .n Sketches �...__ I _ a i I a 8XE 1 7.SD in Note: Only non- -End rdcmefrta -� Base @lop (.00( ft 0.000 Y 4.403 4 4,403 ft 0,000 ft 4.4503 ft 0.000 it 4,40311 actions are listed. Mx-EndM nancs @Base 0- lop 4,286 -0.964 4.286 .8,117 I'I f TINDALL ENGINEERING INC, 3325 P_. Miralama Ave. 9uiie 2707 CA 92806 Office (949) 222-U 165 p6s�-- (t d -t: I "PLV) f cgs La4 -13 72, 20 >V -- [. >'�-- ':�> i 1 k CL z t e 1:?!t"jam. VfA TINDALL ENGINEERING INC. 3325 C. Mirnloma Ave. Suite 207 CA 92806 Office (949) 222-0165 0 m I?A-n 3 ttMMZ PAGER 2 a� .1013#-231 C =E (P)d( Cho L( C-sbV t 4!-s e 24" C CtNL ) v `` � 3,= *4�-,, �J rte er0'� r C kA.9IR'� tz' Alii L- )eCM(A a4Ac" 4--U L ©wcvv r 2-2 6,.:4!;44 IG F,Md �3revt z 97pst L: ism, IN P.�SeIle :\soil BELOVV,�,,ats_ 24/ Project Name/Number : proscapes cmu TINDALL ENGINEERING, INC Title CMU: WALL BETWEEN PATIO POSTS Page: 1 610 MALABAR DR Dsgnr: TINDALL Date: 30 JUL 2019 CORONA DEL MAR, CA Description.... (949) 222-0166 .y This Wall in File: eiproscapes cmu wall at patio.rpx RetainPro (c) 1967- 019, Bu!11.16.07.30 License: KW -06058049 Cantilevered Retaining Wall C License To: TINDALL ENGINEERING. INC ode: CBC 2016,ACI 318-14,gC1 530-13 r Retained Height = 0.50 It Wall height above soil = 8.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Load Factors Building Code CBC 2016,ACI ...Height to Top = 0.00 ft Dead Load 1.200 Load Type = Seismic (E) Live Load 1.600 Wind on Exposed Stem Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 2,000.0 psf'VY ' Soil Density, Heel = 110.00 Pcf Equivalent Fluid Pressure Method Soil Density, Toe = 110.00 pcf Active Heel Pressure = 45.0 psf/ft FootingIISoil Friction = 0.250 Soil height to ignore Passive Pressure = 100.0 psf/ft for passive pressure = 10.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Surcharge Over Toe- c7 Used To Resist Sliding & Overturning Used for Sliding & Overturning lsvpsi a tc l? . C vs cY k/��/1�* kir 1 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Load Type = Seismic (E) (aervice Level) Wind on Exposed Stem Wind on Exposed Stem (Service Level) Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist 28.0 psf = 0.0 lbs Footing Type = 0.00 ft Base Above/Below Soil = 0.00 in at Back of Wall = 0.00 ft Poisson's Ratio Line Load 0.0 ft = 0.300 TINDALL ENGINEERING, INC 610 MALABAR DR CORONA DEL MAR, CA (949) 222-0165 This Wall in File: eAproscapes emu wall at ense: KW -06058049 ense To: TINDALL ENGINEERING IN Vail Design Summary Stability Ratios Overturning = Sliding = Soil Bearing Total Bearing Load = ...resultant ecc. _ Project Name/Number : proscapes emu Title CMU WALL BETWEEN PATIO POSTS Page. 2 � Dsgnc TINDALL Date: 30 JUL 2019 Description.... l� Cantilevered Retaining Wall Code: CBC 2016,ACI318-14,ACI 530-13 1.97 OK C �� 1.85 OK ,> Litt pL 1,369 lbs i 7.64 in Soil Pressure @ Toe = 955 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Resisting Forces Vertical Forces Soil Over Heel (above water table, if any Soil Over Heel (below water table, if any) Water Over Heel Buoyant Force Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Axial Live Load on Stem ' Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Total Vertical Loads 1,336 psf 0 psf 11.0 psi OK 0.3 psi OK 75.0 psi Force 9.0 Ins 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Omit 0.0 0.0 717.3 0.0 474.0 150.0 0.0 1.369.1 lbs Sliding Forces ' Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 274.4 lbs less 100% Passive Force = - 165.3 lbs less 100% Friction Force = - 342.3 lbs Added Force Req'd = 0.0 lbs ON ....for 1.5 Stability = 0.0 lbs Ok Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.. Lateral Forces Heel Active Pressure (above water table, if any) Heel Active Pressure (below water table, if any) Hydrostatic Force ' Heel Active Pressure Surcharge over Heel Adjacent Footing Surcharge Over Toe Load @ Stem Above Soil Added Lateral Load Seismic Load Seismic -Self -weight Lateral on Key Totals = Includes water table effect Force 50.6 lbs 0.0 0.0 50.6 0.0 0.0 0.0 223.8 ° 0.0 0.0 0.0 0.0 274.4 lbs Project Name/Number : proscapes cmu TINDALL ENGINEERING, INC Title CMU WALL BETWEEN PATIO POSTS Page: 3 610 MALABAR DR Dsgnr: TINDALL Date: 30 JUL 2019% CORONA DEL MAR, CA Description.... (949) 222-0165 fs, This Wall in File: e:lproscapes cmu wall at patio.rpx 1 RetainPro (c) 1967-2019, Build 11.19.07.30 License: KW -06058099 Cantilevered Retaining Wall Code: CBC 2016,ACI318-14,ACI 530-13 License To: TINDALL ENGINEERING INC, Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 9.0 lbs 3.08 ft 27.7ft-# Soil Over Heel (below water table, if any) 0.0 0.0 Water Table 0.0 Surcharge over Heel Soil Over Heel 9.0 3.08 27.7 Sloped Soil Over Heel 0.0 0.0 Surcharge Over Heel 0.0 1,230.7 Added Lateral Load Adjacent Footing Load 0,0 Seismic Load 0.0 Axial Dead Load on Stem 0.0 -0.0 Axial Live Load on Stem 0.0 Soil Over Tae 0.0 Surcharge Over Toe 0.0 Stem Weight(s) 717.3 2.26 1.618.3 Earth @ Stem Transitions 0.0 Footing Weight 474.0 1.58 748.9 Key Weight 150.0 0.50 75.0 Vert. Component 0.0 Total Vertical Loads 1,350.3 lbs Resisting Moment 2469_9 ft-# Eccentricity 8.2 in `Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 50.6 lbs 0.50 ft 25.3 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 0.0 Adjacent Footing 0.0 Surcharge Over Toe 0.0 Load @ Stem Above Soil 223.8 5.50 1,230.7 Added Lateral Load 0.0 Seismic Load 0.0 Seismic -Self -weight -0.0 Totals = 274.4 lbs Overturning Moment 1,256.0 ft-* TINDALL ENGINEERING, INC Project Name/Number : proscapes cmu 610 MALABAR DR Title CMU; WALL BETWEEN PATIO POSTS Page : 4 28 CORONA DEL MAR, CA Dsgnr: TINDALL Description.... Date: 30 JUL 2019 (949) 222-0165�\ t This Wali in File: e:lproscapes cmu wall at patio.rpx RetainPro (c) 1987-2019, Builtl 1.19.07.30 License: KW -06058046 License To : TINDALL ENGINEERING, INC Cantilevered Retaining Wall Code: CBC 2016,ACI318-14,ACI 530-13 Stem Design Summary = 2nd Bottom Stem OK Stem OK - Design Height Above Ftg ft = 2.67 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASD ASD Thickness = 6.00 14.00 Rebar Size = # 4 # 5 Rebar Spacing = 16.00 16.00 Rebar Placed at = Center Edge Design Data fb/FB + fa/Fa = 0.783 0.256 Total Force @ Section Service Level lbs = 163.1 229.4 Strength Level lbs = Moment.... Actual Service Level ft-iF = 475.3 1,007.9 i Strength Leve ft-# _ I Moment..... Allowable ft-# = 606.2 3,921.7 Shear..... Actual Service Level psi = 2.4 1.4 Strength Leve psi = Shear..... Allowable psi = 45.1 45.0 Anet int = 67.50 163.50 Rebar Depth 'd' in = 2.75 11.00 Masonry Data fm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio'n' = 21.48 21.48 Wall Weight psf = 58.0 142.0 - Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 5.60 13.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = TINDALL ENGINEERING, INC 610 MALABAR DR CORONA DEL MAR, CA (949) 222.0165 This Wall in File: e:lproscapes cmu wall at Retain Pro c) 987-20 , Build 11.19.07.30 License: K W-06058049 Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Footing Design Results Project Name/Number : proscapes cmu Title CMU:WALL BETWEEN PATIO POSTS Page : 5 Dsgnr: TINDALL Date: 30 JUL 2019 Description.... rpx Cantilevered Retaining Wali Code: CBC 2016,ACI318-14,ACI 530-13 = 1.83 ft fc = 2,500 psi = 1,33 Fy = 40,000 psi = 3.16 ft Footing Concrete Density = 150.00 pcf = 12.00 in Min. As % = 0.0018 = 12.00 in ^ Rebar Cover @ Top = 9.00 in = 12.00 in @ Bottom 3.00 in = 0.00 ft ft-# Actual l -Way Shear Toe Reinforcing = # 5 @ 16.00 in Heel Reinforcing - None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu <phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu <phi*5*lambda*sgn(fc)*Sm Key: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.82 int Min footing T&S reinf Area per fo 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Footing Torsion, Tu = 0.00 ft -lbs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Toe Heel Factored Pressure = 1,336 0 psf Mu' : Upward = 21,063 0 ft-# Mu': Downward = 4,770 160 ft-# Mu: Design = 604 7 ft-# Actual l -Way Shear = 11.04 0.33 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = # 5 @ 16.00 in Heel Reinforcing - None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu <phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu <phi*5*lambda*sgn(fc)*Sm Key: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.82 int Min footing T&S reinf Area per fo 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Footing Torsion, Tu = 0.00 ft -lbs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil CTTINDALL ENGINEERING INC. 3365 E. Miraloma Ave. Suite 207 CA 92806 Office(949)222-0165 tiizdallengineeiine�u)omail com q� ct k �\,)AQW Ca�S CS\ ZLI 64 _ � LGA 0` PAGE Y JOB# 2-'49 - `q TINDALL ENGINEERING, INC 3365 E. MIRALOMA AVE, SUITE 207 Corona del Mar, Ca 92625 (949) 222=-0165 • ,ick:::441V4D6flR6 ;B 5 uaicwanons per HGl 03U-14, IBC 201` Load Combinations Used : ASCE 7-10 fm 1,500.0 psi Fs 24,000.0 psi Em=I'm 750.0 Wall Wt Mult 1.0 Block Type Normal Wt Lateral Wind Load 27.97 psi Beam is Fully Braced ? No Lateral Wall Weight Seismic Factor 0.550 Calculate vertical beam weight ? No Note! Shear calculated at "d/2" from edge of beam CU I0, NJIa /-1 U Project Title: PROSCAPES PROJECT- SANTIAGO Engineer: TINDALL� Project ID: 2916-19 Project Descr: FREE STANDIN(KOVERED GABLE PATIO COVER IA Printed'. I AUG 2019 -10:22,W File=EilProscaoesSanliasePl.ime �, Clear Span 2.67 it Beam Depth 1.333 ft Thickness 8 in End Fixity Pin -Pin Equiv. Solid Thick 7.60 in Wall Weight 84.0 psi E 1,125.0 ksi n 25.778 Ld #1. D(0,140) 1 if4bars. i Rebar Size # Bars @ Locations Top Clear Btm Clear # Bar Sets Bar Spacing 4.0 1 18 in 3.0 in 1 0.0 in Start X End X Dead Load L: Floor Live Lr: Roof Live S: Snow IN : rNind E: Earthquake #1 0.0 it 3.0 ft 0.140 0.0 0.0 0.0 0.0 0.0 k/it #2 0.0 ft OA ft 0.0 0.0 OA 0.0 0.0 0.0 k/ft #3 0.0 it #4 D.D If 0.0 0.0 0.0 0.0 0.0 0.0 k/ft 0.0 ft 0.0 fl 0.0 0.0 0.0 0.0 0.0 0.0 k/fl DESIGN SUMMARY 0.05203 rho 0.003280 k:((np)A2+2np)A.5-np 0.2747 Maximum Stress Ratios... venical Lateral .08454 003353 I- 0.9084 Actual a SRSS CCombination Maximum Moment Allowable - - ft fb/Fb 0,02642 0.02635 0.03875: 1.00 Vertical Loads 4.722 k -ft 0.1248 k -ft 4.722 k -ft fv/Fv 0.02592 092437 0.03558: 1.00 for Load Combination : D Only Lateral Loads 0.03840 k -ft 1355 for Load Combination: +D+0.70E Maximum Shear Actual Allowable Vertical Loads 1.129 psi 43.571 psi for Load Combination: D Only Minimum Mn =1.3 " Fcr ` S = 3.523 k -ft Lateral Loads 0.9437 psi 38.730 psi for Load Combination : +D+0,70E Vertical Strength Lateral Strength (Checking lateral bending for span) As ho 0.20 inA2 0.002018 As 0.20inA2 np 0.05203 rho 0.003280 k:((np)A2+2np)A.5-np 0.2747 k:(npA2+2np)A.5-np .08454 003353 j =1 - k/3 0.9084 1=1 -k/3 0.8882 Mamas=Fb k j b dA2/2 9.039 k -ft M:mas=Fb k j b dA2/2 1.947 k -ft M:StI = Fs As j d 4.722 k -ft M:Stl = Fs As 1 d 1.355 k -ft TINDALL ENGINEERING, INC Project Title: PROSCAPES PROdEG I - 5AN1 lAw 3365 E. MIRALOMA AVE, SUITE 207 Engineer: TINDALL Project ID: 2916-19 ` Corona del Mar: Ca 92625 Project Descc STAN G COVERED GABLE PATIO (949) 222=-01 65 COVER Title Block Line 6 File apasE:NroscSanhagyPC.ec6 Masonry Beam Sohwere apyrightENERCAt C, INC. 1983-20188mId:70S8.i2.13. r rr t - _ <- Description: CMU Wall Lintel beam for T dia opening Detailed Load Combination Results Load Combination _ __Vertical - _ ___-__, Lateral Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv k -ft k -ft psi psi k -ft k -ft psi psi D Only 0.12 4.72 1.13 43.57 0.00 1.35 0,00 38.73 +D+0.60W 0.12 4.72 1.13 43.57 0.02 1.35 0.49 38.73 +D -0.60W 0.12 4.72 1.13 43.57 0.02 1.35 0.49 38.73 +D+0.70E 0.12 4.72 1.13 43.57 0.04 1.35 0.94 38,73 +D -0.70E 0.12 4.72 1.13 43.57 0.04 1.35 0.94 38.73 +D+0.450W 0.12 4.72 1.13 43.57 0.01 1.35 0.37 36.73 +D -0.450W 0.12 4.72 1.13 43.57 0.01 1.35 0.37 38.73 +D+0.5250E 0.12 4.72 1.13 43.57 0.03 1.35 0.71 38.73 +D -0.5250E 0.12 4.72 1.13 43.57 0,03 1.35 0.71 38.73 +0.60D+O60W 0.07 4.72 0.68 43.57 0.02 1.35 0.49 38.73 +0.60D -0.60W 0.07 4.72 0.68 43.57 0.02 1.35 0.49 38.73 +0.60D+0.70E 0.07 4.72 0.68 43.57 0.04 1.35 0.94 38.73 +0.60D -0.70E 0.07 4.72 0.68 43.57 0.04 1.35 0.94 38.73