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12-0676 (SFD) Revision 1 Structural Calcsn RLVISV60 1-1-L-") RA STRUCTURAL ENGINEERING SHEET: .LOPER RESIDENCE 78080 CALLH AMIGO. SUITI 102 1 LOT#130 THF HII7EAWAY LA QUINTA. CA. 92253 1 53060 VIA VICFNZF. LA QIJINTA.CA JOB NO: 120548 BUS: 760-771-9930 DRAWING TITLE: FAY: 760-771-9998 � DINING ROOM FRAMING REVISION RF,V#3: 11/13/12 CELL: 760-808-9146 t PLN CHK:1/4/13 -_ _ V- I. 4 DF DF I -V4 DF/DF j 3M 2LB. % 24F�4 DF/DF 1 oC✓Icrr, -I-4-1 2 RA STRUCTURAL ENGINEERINGSHEET: LOPER RESIDENCE 78080 CALLE AMIGO. SUITE 102 LOT#180, THE HIDEAWAY LA QUINTA, CA. 02253 53060 'VIA VICENZE, LA QUINTA;CA JOB NO: 120548 BUS:+760-771-9930 )RAWING TITLE: 1 RF.,V#3 11 /13/12 FAX: 760-771-9998 MASTER BEDROOM FOUNDATION REVISION CELL: 760-808-9146 PLN CHK:1/4/13 10, / / 'loll 10, / y lo, �/ \ 6x6 W HDU8 I �` 50 V. 6x6 O W/HDU5! i 4x6 �,HDU\ �! AB12 12 X W8 \ \ Sp +p 3xSILL OJ �p J� { \\ 4 I� G . #3 RA STRUCTURAL ENGINEERINGSI-11'1'T: LOl'I?R RESIDENCE" 73030 CALLF, AMIGO. SUITE 102 tt LOT#130. THE HIDEAWAY LA QUIN"1'A. CA. 92253 i 53060 VIA VICENZE, LA QUINTA.CA JOB NO: 120593 BUS: 760-771-9930 - • DRAWING TITLE: FAX: 760-771-9998 \,IASTHR BEDROO\l FRAMING REVISION CELL: 760-808-9146 P.l'V#3: 11 /13/12 1 6 �6 O v� �OiF� I i6x D D Ol ON 'SOLID d` c BL i'5,,,-'bt \ = D xSTL S.. - i SNIPL-5 6 ; NGER �p�\G \ TR—SS -- -14 _ - 0� — ` IBM 17 \ e 1 6x8 I 1 6x10 (:E! 14 1100,0 6 x 6 6x! 10 FULL HT D 12; ' 6�0,i0 D r # < .' . r ,,: .+ :� . e F, �, . • r � i �.x •� s � �" � � 1. ... r ,.. �,. a � , .. }� _.� - - - . � � r., '� . .. � - ,. � •Tt -.. � a � a � � �* ..L T e �r� ,`�` rr ; � rr,� r r � � •�. �F "� . .. r .. � 9 ' A r r . � ;t, ' r i _ r . _ .;- _ _ r = .";/ � a r a A .i � � - .• x 1 r i � ! F r{-. � � .t /' .. . �. SHRF."I': LOPGR RESIDENCI; 78080 CAI.L.I:,A\91GO. SUITE 102 , LU 1 #1b0 1 Mr. FllDF:E14VAY LA QlifN TA: CA. 92253 5;3060 VIA VICE N/_E. LA QUINTA.CA JOB NO: 1'20548 BUS: 760-:771-9930 DRAWING TITLI FAX: 760-771-9998 FOUNDATION DETAIL A rt:i i - 7rn-qnQ-ninr, RF:V#3: 11/13/12 1 - ` U— CIVIDLUIVIGIV '1 IJ f RVIVI I Vr' Vr JLMO Ml , MONO' POUR FOUNDATION SYSTEM 2 A 4— OPTIONAL COLD, JOINT AT 2—POUR i ,SYSTEMS - EMBEDMENT IS FROM COLD JOINT AT' 2r ` 42—POUR SYSTEM ` • ' ' , ` s � Y NOTES: --r 5 a' USE _SIMPSON- "SET—XP" EPDXY. TIE(ICC ESR -2508) ! -;REFER TO ICC AND MANUFACTURER'S SPECS. FOR INSTALLATION PROCEDURES. SPECIAL INSPECTION IS j ..;r REQUIRED, DURING ALL .INSTALLATIONS. MIN. 1 '3 4` a 44CONCRETE STRENGTH•Cic 2500" psi ADEQUATE SIZE WASHER REQUIRED WHEN :ANCHOR BOLT SIZE IS t t MIN, I 'SMALLER THAN HOLE IN HOLDOWN. CONTRACTOR SHALL SPECIFY OVERALL LENGTH QF- ANCHOR. MISSING REPLACE `W/ . ROD' EMBEDMENT HOLDOWN • ` STRAP HDU2/HDU4 5/8^.4 HDU2/HDU4 HDU5 HDUS HDU6/HDU8 HDU6/HDU8 ,7/8 , s12" n Reza PROJECT,,: PAGE CLIENT: DESIGN BY: As har Our JOBNOj: DATE: REVIEW BY: Wood J(ftVQesi "n;f3ased;onzNDS:05°/ NDS,01f'ICG PF-,C=4.354,8tPF;.C_5803 r >' i .; i INPUT DATA & DESIGN SUMMARY AVAILABLE MINIMUM Douglas Fir -Larch SIZES JOIST SPAN /. _' 18.5 ft ' 2 x 10 No. 2 2 x 10 No. 1 2 x 10 Structural DEAD LOAD W. = 5 psf, (w/o self Wt), AVAILABLE MINIMUM TJI "SIZES LIVE LOAD / SNOW /./. = 10 . psf 11 7/8" TJI/L65 11,7/8" TJI/L90 11 7/8" TJI/H90 JOIST SPACING S = 16 in o.c. AVAILABLE MINIMUM SSI SIZES DURATION FACTOR C.'' (NDS Tab. 2.3.2) 11 7/8" SSI 32MX 11'7/8" SSI 42MX 11 7/8" SSI 431_ REPETITIVE FACTO (: r = - 1.15j. (NDS 4.3.9. For OSA, 9.0) ` DEFLECTION LIMIT OF LIVE LOAD L / 360 (L / 2160. 0.6 in) r DEFLECTION LIMIT OF LONG-TERM LOAD A IM01.10.331.1.).= L 1 480 ( L / 480, 0.5,in) DEFLECTION LIMIT OF TOTAL LOAD d (o�.�Lt = L / 240 ( L 1140, 0.9 in) ANALYSIS ' JOIST PROPERTIES & AL•LOWABLE MOMENT & SHEAR r " 2x No. 2 Douglas Fir -Larch ( ASD Supplements.. Tab. 5.4a 2x No. 7 Dou las Fir -Larch from WoodBeam.xls r F 2x Structural Douglas Fir -Larch `ASD Supplements. Tab. 5.46 ,f ` t Where: 1. ASD Supplements, Tab. "5.4a is from American Wood Council, 2001. 2. Assume that the joist top is fully lateral supported by diaphragm. (CL = 3. WoodBeam.xls is at www.engineering-internalional.com TJI/L65 from Trus' ist # 1062, page 5 •SSI 32MX from ICC PFC-5803, Page 5 &8 i 1 T.1111_9011_90 from Trus' ist # 1062, patie 5 SSI 42MX from ICC PFC-5603, page 5 8 6 TJI/H90 "from Trus'oist # 1062, pa4e e 5 SSI 431_ from ICC PFC-5803. page 5 & 6 `. O . Deep (in) Wt (lbs/fl) M (k -1b`5) V (lbs)- EI x 10° (Cr inUuded) (W-lbs) (in' -lbs) Deep (in) 1.0) Wt (Ibs/fl) M (ft -6s) (Cr included) V (lbs) EI z 10° lin'-lbs)4. 117/8 1.00 7.00 344 630 - 9: _ 6 2.00 738 � 990 33 8 2.00 9783; • 1310 76 10 3.00 1767 1670 158 12 4:00 2375. 2030 285 • ' Deep (in) 1.0) Wt (Ibs/fl) M (ft -6s) (Cr included) V (lbs) EI z 10° lin'-lbs)4. 117/8 1.00 574) 630 10 6. 2.00 1225' 990 ' 40 - 8 2.00 9975f 1310 � 91 10 3.00 29421 1670 188 7 2 4.00 3958 2030 3388 M Deep (in) Wl (Ibslk) (ft -6s)- ! V(Ibs) £I x.10° 117/8 3.30 6750; 1925 450 14 3.60 8030' 2125'. 666 16 3.90 9210 2330 913: 18 4.20 10380 2535 9205 ' 20 4.40 11540 2740 1545 22 4.70 12690 2935, 1934 , ,24 5.80 s 3060" 3172 26 5.30 -14960 2900 2868' 28 5:50 16085 2900 3417 30 5.80 17205 2900 - 4025 30 Deep (in) Wt (lbs/ft) M (R- V(Ibs). El x-10' inZ-lbs 11718 4.20 9605 1925 621 . 14 4.50 11430 ' 2125 ' 913 16 4.70 13115 - .2330 1246• . • 18 5.00 7478b 2535 1635 20 5.30 16435 2740 2085 22 5.60 18075 _ -2935 2597., ,24 5.80 19700 3060" 3172 26 6.10 21315 2900' 3814 28 6.40 22915 .2900 4525' - 30 6.60 24510 2900- .5306 Deep (in) Wt (Ibs/k). M (ft -lb# ) V (lbs) EI x n' -lbs 10° ' ' i 117/8 4.60 10960 .7925 687 14 4.90 13090 .2125 1015 96 5.20 15065 2330 1389 " 18 5.40 17010 ,2535 1827 20 5:70 18945 ..2740 « 2331 22 6.00 20855 •2935 2904. - •.15.77 27 r 15649 ' 2514 17.32 24 - 172483710 28 .6.80 26520.. 2900 5059" 30 7.10 283s6- 2900- 5930 Deep (in) Wt (Ibslk) M (k -lbs) V (lbs) EI x 10° Wt (lbs/ft) M (ft -lbs) {Cr included) EI x 10° ' (in'-Ibs) a 1.00 383. 630 9 6 _ 2.00 819 990 35 8 2.00 1374 1305 Bt • 10 `3:00 1967 1665 168 r 72 4.00 .2637 2025 303 Deep (in). Wt (lbs/ft) M (ft -lbs) V (lbs) EI x 10° ' C x 10° 117/8 3,80 7592 2060 637 9.54 14 � 4.10 9274 2350 924 11.1 S 16 4.30 10863 2620. 1246 12.68 18 4.60. -12456 X2895 1617 14.22 ' 20 . 4.90. 14051 3165 ' 2040 - •.15.77 27 5:10 15649 c. 3440. 2514 17.32 24 -5.40. 172483710 3090 3042 18.87 �y 26 5.70 18849 .3985 3622 20:42 28 6.00 ' 20450 4255 4257 21.97 30 8.20. 22052 '4530 4948 23.53 Deep (in) Wb(Ibs/ft) M (k -lbs) , V (lbs) I EI x 10° inZ-lbs C z 10° inZ-lbs 117/8 3,80 7592 2060 637 9.54 14 � 4.10 9274 2350 924 11.1 S 16 4.30 10863 2620. 1246 12.68 18 4.60. -12456 X2895 1617 14.22 ' 20 . 4.90. 14051 3165 ' 2040 - •.15.77 27 5:10 15649 c. 3440. 2514 17.32 24 -5.40. 172483710 3090 3042 18.87 �y 26 5.70 18849 .3985 3622 20:42 28 6.00 ' 20450 4255 4257 21.97 30 8.20. 22052 '4530 4948 23.53 18 Deep (in) 24 6.30 22755 3060 3549 26 6:50 24645 2900 4266 Wt (lbs/ft) - M (fl -lbs) .V (lbs) '.EI x 108 in' -lbs C x90° inZ-lbs 71_7/8 . 4.60 9789 • 2080. 707 6.87 14 " 4:90 12081 • 2260 1031 7.91 16 " 5.20 .14251 2425 1394 , 8.97 � 5.40 '16269. • 2590 1944 10.05 20 5.70 :18419 X2755 2454 11.13 22 5.90 20573 2920 3026 72.27 24 . 6.20 22730 3090 3661 13.30 26 6.40. 24889 3255 ' a358 ta.39 � 28 6.70 � 27050 3420 • 5119 75.47 • 30 7.00 29212 '3585 5944 16.56 r t DESIGN EQUATIONS } V (Ibs) ALL 1 in IF \LT, - in AC11L. in CHECK 4 625 135 3.51 1 4.77 WL N.G. 6 655 142 0.881 1.29 1.45 _ N.G' 2c,( 655 3841-.7 0.39' 0.57: 0.64 N.G. ' 10 685 148 0.19: 0.30 0.32 o.k. 12 22.5n'/:'+ 2.26w/• 0.10 1 0.18 0.19 o.k. o.k. 14 702 /./ d x 10' ( from TrusjoiM # 1062, page 21) 0.11 o.k. 14 693' A,v _ 51"L' - 1°/: ( from ICC PFC-5803, page 2) 16 711 154 0.041 384F_/ C 1 ^ 702 a52 0:04 0.07 0.08 CHECK JOIST CAPACITIES & DEFLECTIONS 720 156 0.031 0.06', 0.06 ^ 2x No. 2, Douglas Fir -Larch } 154 0,03 0.06 2x No. 1 Douglas Fir -Larch o.k. 20 22 Deep (in) M (ft -lbs) V (Ibs) ALL, ALT ,o.k. t\D,L CHECK Deep{in) M (ft -lbs) V (Ibs) �\LL ALT • . 165 159 in ! in - .0.04 in 747 726 157 10:02 in in 4 625 135 3.90' 5.30 0.03 6.15 N.G. 4 625 135 3.90 5.30 6 655 142 1.06i - 1.57 0.02j 1.76 N.G. 6 655 142 1.00 1.48 8 655 142 0.46r 0.68 164 0.76 N.G. 8 655 142 0.43 0.64 10 685 148 0.22 0.35 768 0.36 o.k. 10 685 148 0.21 0.33 12 714 154 0.12: 0.21 TJI11_90 - • 1 SSI42MX - 0.22 o.k. 12 714 154 '0.12 0.20 Deep (in) M (ft-Ibs)• .V (ibs) ALL ALT c\p,L CHECK 2x Structural Dou las Fir -Larch 4' in in Deep (in) M (ft-Ibs) V (Ibs) ALL 1 in IF \LT, - in AC11L. in CHECK 4 625 135 3.51 1 4.77 5.53 N.G. 6 655 142 0.881 1.29 1.45 _ N.G' 8 655 142 0.39' 0.57: 0.64 N.G. ' 10 685 148 0.19: 0.30 0.32 o.k. 12 1 714 154 0.10 1 0.18 0.19 o.k. s (cont'd) AD -L CHECK in 6.15 N.G. 1.66 N.G. 0.72 N.G. 0.36 o.k. 0.21 o.k. I TJI/L65 _ - SSI 32MX i Deep. (in) M (ft-Ibs) V (Ibs) (cont'd) AD -L CHECK in 6.15 N.G. 1.66 N.G. 0.72 N.G. 0.36 o.k. 0.21 o.k. I TJI/L65 _ - SSI 32MX i Deep. (in) M (ft-Ibs) V (Ibs) ALL 1 ALT AD.L CHECK Deep (in) M (ft-Ibs) V (Ibs) CALL ALT AD -L, CHECK in in It in in 11(in) in in in 117/8 117/8 693 150 0.091 0.14. 0.15 o.k. 117/8' 687 "149 0.08 0.13 0.14 o.k. 14 702 152 0.06i 0.10 0.11 o.k. 14 693' 156 0.06 0.09 0.10 o.k.. 16 711 154 0.041 0.08 0.08 o.k. 16 702 a52 0:04 0.07 0.08 o.k. 18 720 156 0.031 0.06', 0.06 o.k. 18 711 154 0,03 0.06 0.06 o.k. 20 22 726 735 157 0.031 0.05. 0.05 ,o.k. 20 717 155 0.03 0.05 0.05 0.04 o.k. • . 165 159 0.021 0.04 - .0.04 0A.22 747 726 157 10:02 0.04 o.k. o.k. 24 744 161 0.020(( 0.03 0.04 0.k. 24 735 159 10.02 0.03 0.03 o.k. 26 753 163 0.02j 0.03: 0.03 b.k. - 26 744 161_ 0.02 0.03 0.03 o.k. 28 759 164 0.011 0.03 0.03 o.k., 28 750 162 -0.01 0.03 0.03 o.k. 30 768 966 • 0.0111F 0.02 0.02 o.k. _ ^ 30 759 164 '0.01' 0.02 0.02 o.k. TJI11_90 - • 1 SSI42MX - Deep (in) M (ft-Ibs), V (Ibs) c\LL� ALT AD,L CHECK Deep (in) M (ft-Ibs) V (Ibs) ALL c\LT- OD,L CHECK in in in 11(in) (in in 117/8 720 156 0.071 `0.11 0.12. o.k. 117/8 708 153 10.06 0.10 0.11 o.k. 14 729 - 158 0.05{ 0.08 0.08 o.k. 14 717 . 155 `0.04 0.07 0.08 o.k. 16 735 159 0.03! _ 6.06 0.06 o.k. 16 723 156 X0.03 0.06 0.06 _ o.k. 18 744 161 0.03, 0.05 0.05 o.k. 18 732 .158 403 0.05 0.05 o.k. 20 753 163 0.021 0.04 0.04 o.k. 20 _ 741 160 0.02 0.04 0.04 o.k. 22 762 165 0.02 0.03 0.03 o.k. 22 747 162 '0.02 0.03 0.03 o.k. 24 768 166 0.02 0.03 0.03 o.k. 24 756 163 0.01 0.03 0.03 o.k. 26 777 168. 0.010.03 0.03. ` o.k. .26 765 165 "0.01 0.02 0.02 o.k. 28 786 170 0.01 0.02 0.02:" o.k. 28 774 167 :0.01 0.02 0.02 o.k. 30 792 171 0.011' 0.02 0.02 o.k: 30 780 169 :0.01 0.02 0.02 o.k. TJI/H90 SSI 43L.. - Deep (in) M (ft-Ibs) V (Ibs) ALL'I c\LT QD,� CHECK Deep (in) M (ft-Ibs)• .V (ibs) ALL ALT c\p,L CHECK in in in sin in in 11718 732 158 0.064 0.11 0.11 o.k. 117/8 732 '158, 10.06 0.10 0.11 o.k. 14 741 160 0.04 0.08 10.08 lo,k. 14 741 160 ;0.04 0.07 0.08 o.k. 16 750 162 0.03 0.06 0.06 o.k. 16 750 162 X0.03 0.06 0.06 o.k. 18 756 163 0.02 '0.05 0.05 o.k. 18 756 163 '0.02 0.04 0.04 o.k. 20 - 765 165 0.02 0.04 0.04 o.k. 20 765 165 $0.02. 0.04 0.04 o.k. 22 774 167 0.020.03 0.03 o.k. 22 771 167 X0.02 0.03 0.03 o.k. 24 783 169. 0.011 0.03 0.03 o.k: 24 780 169 0.01 0.03 0.03 o.k. 26 789 171 0.01 ` 0.02 0.02 o.k. 26 786 170 0.01 0.02 0.02 o.k. 28 798 172 0.011 0.02 0.02 o.k. t 28 795 172' 10.01 0.02 0.02 o.k. 30 807 174 0.011•' - 0.02 0.02 o.k. 30 804 ` '174 . 10.01 0.02 0.02 o.k. �, _ r y y _ .�-. • w .� .. r 1 .. • .. �. >.4 7 � ' � " . � r.. .. s - .. .. Y - _ ,. + � r ! � � � �. ' •a .. � • • r ` 9 • � ♦• • - � • Y 1' ' � = ' � ' e t • � • _ � ,e + . 1 A. r _.. � - ,y.. n • .. 4 • 1� Y - . _ • f' . r ' f' � ' .. �' '• � , � t • .1 rt 1. 3 �» • ' 1 • 1 t . .. - ' � r y s': ' � , * ,. � � �� � s . _ ,�' ;.. . r. , � t • s ' "� �� � ..� � � _ - a ti - •` •` �� .. r« � r . fw sn e,"o r/ r r tr" '� " VI rs �jsP3{' PAGE: PROJECT , <, Vs t'i, n " CLIENT: DESIGN BY : Structural 4 EVI,.A a, , JOB NO.. ,,, .,. , s 6( DATE: f L ` 3t- K. ft REW BY : R WoodBeamDesi"'n.Base"on_ND_S:2005' INPUT DATA & DESIGN. SUMMARY' L MEMBER SIZE tGL6 5 1/8 x 15 i Glulam 24E -1:8E X MEMBER SPAN L = P I'24.1ft UNIFORMLY DISTRIBUTED DEAD LOAD' r : wo 45 lbs / ft l 1 ' + P°z +- ' UNIFORMLY DISTRIBUTED LIVE LOAD wL �A 90" lbs CONCENTRATED DEAD LOADS PDI X12000+`lbs" ° wD (0 for no concentrated load). c L, PD2 V. �Ibs DEFLECTION LIMIT OF LIVE:LOAD Id L:= L /1,360 ` r + Camber => 0.85 inch DEFLECTION LIMIT OF LONG-TERM dKao+L P THE BEAM DESIGN IS ADEQUATE: Does member have continuous lateral support by top diaphragm . ' . ` x (11= yes, 0= no) . •1'` Yes ' Code Duration Factor Ct,' .'Condition .y ` 1 0.90 Dead Load +' 7 , 1.00 Occupancy Live Load 3 1,15 ( Snow Load ` 4 1.25 y ` Construction Load 5 ]'.60., { Load , " 6 2.00. ' '� rWind/Earthquake l(noctLoad Choice _> ` 2't 1: Occupancy Live Load ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR ` r wren tM = 18 lbs ft. j R 2:84 kips:„ _w9m = 284. #Rips A Vm. = 2.65 kips, at 15 inch from left end Mme„ - 23:04 : ft -kips, at 112.00 ft.from left end " DETERMINE SECTION PROPERTIES& ALLOWABLE.STRESSES b = 5:13 in E min = N/A ' E= E, r .11100 .ksi Fb = N/A d ` = . 15.00 in FbE _ = wn 2,400_ psi :F = FbE / Fb = N/A Fp A = 76.9 int I - 1441 tn° .". F; , °:265 psi . Fb j 2,316 psi ; Sx 192.2 in3 j RB = wii : r . B . = 1,800 " ksi Fv = 265 psi i GE= N/A a Co : CM • • Ct x Ci CL CF, T Cv rCc Cr '1:00. , 1 OO xk 1100 1:00 1.00 1.00 0.96 1'00 ,`,1:00 CHECK,BENDING AND SHEAR .. ` fb = Mmax / SX = ,1439 .I CAPACITIES psi < Fb = . "`2316 psi [Satisfactory] f,; = 1.5 VMS / A= 52 psi '< .. F�' . . [Satisfactory]' CHECK DEFLECTIONS r" A , = 0.26 in, at 12.000 It from left end „' . < d LP 360 ` [Satisfactory] A �u o. ,�,Q 0.82 in, at 12.000 ft from left.end = < d ice, o, L•/ 240 , [Satisfactory] Where K« _ :1:00 , (NDS 3.5:2), . DETERMINE CAMBER AT 1.5 (DEAD +SELF WEIGHT) -,,r • r A (1.51). max) _ 0.85' in: at 12.000 ft from left end '� �.. . _ ytV r'i .. s~t4f a ... • I n } CHECK THE BEAM CAPACITY WITH AXIAL LOAD z' AXIAL LOAD F =1 «?`kips 41 THE'ALLOWABLE COMPRESSIVE STRESS IS l--j—I- i�— FT I F6 = F.CD Cp CF = .1721. psi z.. ' . Where F, _ 1600 psi--- Cp , CF = "' 9.00 1 (Lumber only) '..' a SSM ' ` ~ , Cp =(1+F) 2c.- [(1+F) /.2c)2 _ F / c]05 R _' 0.672 T Fj = F, CD CF =i 2560 psi L. 5 Ke L = 1.0fL = 288" in d' _ 15. in ti SF = slendemess ratio = r 14.2 _. < . 50 - '[Satisfies NDS 2005 Sec. 31. 7:1,.4] . Fc = 0.822'E';,,b; / SF2 = 2074 • psi Y E'min = 930 ksi • i' r., , F = Fc / Fc..._ 0.810 �M , , ` e C' = 0.9 1 .a ` ,a f �.• THE ACTUAL COMPRESSIVE STRESS IS f, F / A = 13 i psi ' < Fc " T [Satisfactory] THE ALLOWABLE FLEXURAL STRESS IS 4 y I Fb, = 3705 psi, [ for Ci) = -1.6 ] ' 1 THE ACTUAL FLEXURAL STRESS IS s 5 F ar fb = (M + Fe) / S'= . 1478 psi a' < , `Fe [Satisfactory) I CHECK COMBINED STRESS [NDS 2005 Sec. 39 2] � j a (f� F,' )2 + fb ([F., (1 - fe / Fes] _ ; 0.401 .5 ly= [SatisfdctOry] 47 t ' � +i, 41 ar � � f ti• _ - ' � +i, ` a� 1`1. ,.a r ,.R •.4 ^ a I SHEAR WALL DESIGN SW #1 RIGHT OF BDRM 2 AND BATH 2., TOTAL LOAD = 361.00 x 18.00/2 = 3249.00 LBS. SHEAR WALL LENGTH = 7.00 + 4.00 -11.00 FT. .SHEAR WALL = 3249.00 /11.00 293.00 PLF USE SHEAR WALL TYPE '12 WITH 5/8" x 12' A.B. AT 12" O.0 W/ 2x SILL' MAX. DRAG - 1128.:00 LBS. USE (8) 16D'S PER TOP PLATE SPLICE MAX. UPLIFT = 2693.00 LBS USE SIMPSON HDU5,HOLDOWN EACH END SW #2 LEFT OF M. BDRM 2 TOTAL LOAD = 361.00 x 32.00/2 = 5776;00 LBS' SHEAR WALL LENGTH =16.00 FT. SHEAR WALL = 5776 00 /.16.00 = 361.00 PLF USE SHEAR WALLTYPE 12 WITH 5/8" x 12" A.B. AT 12" O.0 W/ 2x SILL MAX. DRAG = 2882.00 LBS. USE (22) 16D'SPER TOP PLATE SPLICE MAX. UPLIFT = 243 L00, LBS USE SIMPSON HDU5 HOLDOWN EACH END SW #3 LEFT OF DIRTY KITCHEN ' TOTAL LOAD = 361.00x 35.00/2-= 6318.00 LBS. SHEAR WALL LENGTH, = 12:00 FT. ; SHEAR WALL= 63318.00 / 12.00 = 527.00 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O.C. W/ 2x SILL MAX. DRAG = 3159.00 LBS. USE (24) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT = 3556.00 LBS USE SIMPSON HDU5 HOLDOWN EACH END SW #4 LEFT OF NOOK, KITCHEN AND POWDER TOTAL LOAD =1361.00.x 59.00/2 = 10650.00 LBS., SHEAR WALL LENGTH = 9.00 + 4.50.+ 4.00 =17.50 FT" t REDUCED SHEAR WALL CAPACITY= 870.00x4x2/11'=633.00 PLF. SHEAR WALL = 10650.00 L 17.50 = 590.00 PLF USE SHEAR WALL TYPE 14 WITH 5/8" x 12" A.B. AT :12" O.C. W/ 3x SILL MAX. DRAG= 2388.00 LBS: USE (18) 16D'S PER TOP PLATE SPLICE MAX. UPLIFT =.5618.00 LBS USE SIMPSON HDUS HOLDOWN EACH END SW #5 LEFTF. GREAT ROOM AND COVERED VERANDA . TOTAL LOAD = 361.00 x 75.00/2 = 13538:00 LBS. SHEAR WALL LENGTH = 8.00 + 19.00 = 27.00 FT. SHEAR WALL = 13538.00 / 27.00 =,502.00 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O.C. W/ 2x SILL MAX. DRAG = 2579,00 LBS: USE (20) 16D'S PER TOP PLATE SPLICE MAX. UPLIFT 5083.00.LBS USE SIMPSON HDU5 HOLDOWN EACH END (DEVISED 1"'1-1-3 Page 1 of 2 Anchor Calculations r Anchor.Selector (Version 4.11.0.0) Job Name: Loper Residence Daterrime : 1/3/2013 11:07:10 AM Calculation Summary - ACI 318 AppenIdix D For Cracked Concrete per ACI 31"8 .Anchor 1 Anchor Steel Code. Report 1# of Anchors I Embedment Depth (in) i Category 7/8" SET -XP I F1554 GR. 36 ICC -ES ESR -2508 1 112 f 1 Concrete k Concrete Cracked fe(psi) 4'cv Normal weight I Yes 12500.0 1.00 cy1 I Cy2 I (in) Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 18 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 p ' Mod/high seismic f r i. Cx2 Anchor Layout Dimensions 1 Factored Loads Nua (Ib) Vuax-(Ib) V.ay!(Ib) Mux ('b -ft) Muy (Ib'ft) 5083 0 0 1 0 0 ex (in) ey (in) Mod/high seismic jAnch.r./sustained tension cx1 Cx2 cy1 I Cy2 I (in) (in) 1 (in) (in) 10 30 112 130 Factored Loads Nua (Ib) Vuax-(Ib) V.ay!(Ib) Mux ('b -ft) Muy (Ib'ft) 5083 0 0 1 0 0 ex (in) ey (in) Mod/high seismic jAnch.r./sustained tension N ua1 (lb) Anchor only resists wind/seis loads - Apply entire shear @front row 0 0 , Yes No j s Yes No Individual Anchor Tension Loads mNsa(It)) N�a(Ib) Nua /mNsa N ua1 (lb) 21436.00 r f s 5083.00 1 t e'Nx(in) elNy(in) 0.00 0.00 i Individual Anchor Shear Loads V uat (lb) r " 0.00 l e'vx(in) e'vy(in) i 0.00 0.00 4 + Tension Strengths ` r Steel (m = 0.80) , i Concrete Breakout (m = 0.75 , mseis = 0.75 I � ) ' Adhesive (m = 0.75 ,mseis = 0.75 ) i Na(Ib) mNa(Ib) Nua(Ib) Nua /mNa t 1. Olo about:blank 1/3/2 013 } Nsa(Ib) mNsa(It)) N�a(Ib) Nua /mNsa 26795 21436.00 5083.00 0.2371 Neb(Ib) A1Ncb(Ib) NUe(Ib) � Nua /Q�Ncb 19848.02 11164.51 5083.00 � 0.4553 � 18472.56 10390.82 5083.00 � 0.4892 Page 2 of 2 Side -Face Blowout does riot apply t .Shear Strengths. v ' ~ Steel (m = 0.75 , uv.seis = 0.68) .` i Veq(lb) OveQ(lb) Vua(lb) V ua /(DVeq 5' + r 10934.4 18200.60 0:00 0.0000 Concrete Breakout (case 1) (m = 0:75 , %eis = 0.75 ) t Vcbx(lb) QiV bx(lb) Vuax(lb) Vuax /(DVc)x 19734.34 11100.57 10.00 10.0000 . Vcby(lb) mV�y(lb), VU (lb) Vu" y /mVCby I Vua /mVcb 18336.20 10314.11 0.00 10.0000 0.0000 Concrete Breakout (case 2) does not apply to single anchor layout r ' ..Ft • L Concrete Breakout (case 3) (m = 0.75 ; mseis -0.75 -• 'r ' - y cx� edge "_ L Vcby(lb) mVcby(Ib) Vuay(Ib) Vuay /4)V.'by 28246.37 15888.58 0.00 0.0000 ` cyt edge #;° 't V Vcbx0b) mV (Ib) Vuax (Ib) V /cPV cbx Vuax cbx 32088.311 18049.70 10.00 10.0000 , ,` cx2 edge ` ` f ' _ Vcby(lb) mVeby(lb) Vuay(lb) Vuay /mV y ' 48132.53 27074.55 10.00 10.0000 ' % + cy2 edge I Vcbx(lb) mVcbx(lb) Vuax(lb) Vuax /(DVcbx Vua /4)Vcb 45840.51 25785.29 10.00 10.0000 10.0000 Pryout (m = 0.75 , m = 0.75) .. seis - Vcp(lb) mVcp(lb) Vuax(Ib) Vuax /DVS 36945.13 20781 10 10.0000 Vcp(lb) OVcp(lb) Vuay(lb) Vuay /mVcp VU8 lmVcp t 36945.13 120781.64. 10 10.0000 r- 0:0000 Interaction check e F Note: Ratios in the equation below have been divided, by 0.5 factor forbrittle failure. .- V,Max(0) - 0.2 and T.Max(0.98) - 1.0jSec D.7.11 Interaction check: PASS Use 7/8" diameter F1564 GR. 36 SET -XP anchor(s) with 12 in. embedment. `. + . ' ♦ about: blank '1/3/2013