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} mS \%- fi b 1 14S�� �� � , 10570 SE Washington St I/ Suite 212 NG I EE ]N G, LLCPortland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 Fax.503-254-6761 LATERAL ANALYSIS RECEIVED DEC 112018 October 5, 2018 �,�,�������� Mascord Plan: BUILDING ° !SION 2376A - SOLSTICE CUSTOM HOMES IRMA DELL BUTTERFIELD PARK - LOT 7 TIGARD, OR 97224 120 mph Ultimate Wind, Exposure B Seismic Category D 2015 IBC /2014 OSSC Mascord Design Associates 2187 NW Reed St, Suite 100 Portland, OR 97210 Tel. 503-225-9161 Rowell Engineering ,fl�o PR0AR. Project Number: �C I N FF ,� 180312 58387PE -r /ir0 20 ' .1 ,‘0 c�,. 22 "\ \,,, d� T, Ro' . FET-C7- 76. si, I,C EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. " II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Page 1 .., M12 1'4' M1 M2 . a --- ...,..„ -.....,_-,,,,, ....-^"..- -,, ',,,- '''- „--------- -' ,-- , -...., ..,„! • , ---i r . 'F. 1 11 I :.----- --=:,...--------4 , l• - — ' i I 1:f. --- /,h „ ',--. --i - L. ----------1! ,•4 i ''',,,, , -11.wrom.......a. .s..,..„..-.....1: . _ t IL 1 i....÷.,- ,.. ---''''',... --,i _------ ____1_, --- - . • ir ,' -- — ' _ . I —1 -- ' __. 2 1 r_A „ ....... - , , .._,.. J• - 1 A 1 lj d 1 i.1f:--' II l[il 5 1 1[ 1 • 1 •. • , 1r , Ill .{ 1 r , ..„, ,. „ , , 1, ' • ' . l• '- _ !A !! ' !' !, -....-••,....... ,„,.... 1 ! . 1 1 ! 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S 4,43...,,,.s.f.f"1.,E.bo 0., :563i 3$4*292 PORTL21.0.IA 1,21K Page 5 DATE: 1005/18 PROJECT: 2376A - SOLSTICE CUSTOM HOME U ����� WIND "-=~���°~° LOAD AREAS FROM CAD LINE A BCD LOAD mean roof height, h = ft O O least horizontal dimension, b = 47 ft 0 0 V3 30 17 1009 o=min(D1b 0.4h) ^= max(3', 0.04b) � V4 90 122 2454 V5 47 36 42 61 2805 0.1b = 4.7 ft V6 40 27 85 123 3727 0.4h = 13.2 ft V7 49 117 101 4390 min = 4.7 ft O D 0 0 3' = 3 M O 0 0.04b = 1.88 M 0O max = 3 0 0 0 0 o = 4.7 ft O O 2a = 8 ft OO 0 ' 0 roof rise, y = kA1 32 65 2319 roof run, x = 12 M2 66 1379 arctan(y/x) = 22.62 DEG M3 112 3360 M4 245 5121 ' A = 30 psf M5 96 24 42 3911 B = 6.4 psf M6 90 188 6629 C = 20.0 psf M7 68 199 6198 D = 4.7 psf MD 107 2236 K89 46 32 2049 O U U O O 0 M12 63 1890 0 0 D 0 , D U O O O O 0 O Q 0 L5 135 42 4928 0 0 0 0 D O O O O O U U O O O O U D O D 01 O . ! Stoinlass qt.!)Z-mox O,1,0t di0 I r 9' golven4ed Page 6, (7)No),thmonsions- So common ..0.131x2.5 tOci CarGI,YI R 0.1480 ' ilis sinker = 01483.75 i t ;-I led common=0.'820 ke . .. • 0. \ . #:= . MASTER M. CD 1 II BR. 2 0 ...1 ri 4).;_____ J i 1 11 I . , 0 go 1 1#C _ J _ __.1 i • 5' A 1 t V t t eR. 3 t , t , t 1 , t , . , t ›. . , . 1 i ; 1 I I . t i t 1 t 1 4 I t 1 I i 1 ----------—- —— i I I I A i ; me SE 2376A LiPPE. LOOP PLAN SCALE 1/A,' . l'-At,' / Or / itR OWE LL ENGINEERING, LLC CC)! ) ClION S',01..,G41REL. ENGINEERING SE wAsno.s.,.t SThN SLE ro PT ,..A., .o,r,A. eg I'{Ø F•Rxt.01 214 R. • Page 7 ■ ■ arm ! 11111111111 PECK E ®® v a- —4111 Q:----- t - . NOOK ,{•. p p 6D /. GREAT F.M. ■■■ libi 1 4(,),e .... . roI v 1 l a WY Ty w G DIN, NG _ k® 1 ExTEND SHEAR 1 WALL 14L+ SiTERSEGTING . 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Cs ,I.; ..5ipirrz.soNt 6.7415_. . , IS FROM SILL T ,, 1 - PLATE TO 2X i5LKG .4 aAR i fl3OLT (SEE I ', LENGTH OP WALL SCI-IEDULE..) 1 a a _ 4 CONCRETE FOUNDATION , -a v 4 A, 4 4 ' A 4 A - ' 4 . A a ' I a A _...„ a 4 . 4 ' • . ea . C - ad • c.., .3. EF .ED.,(:) ,N FN.E7)„ 4 17-7-D 1--40LE:)LiJOINI EXTEN. SCALE: 3/4' MIN- H/3.5 Page 10. • r—TI T — T-\-;r1 ' S IMPSON "MSTA36° I .• I I EA. SIDE, (4) TOTAL 1 II 1•1 2X CRIPPLE WALL OVER '' J L , .� J - I__-L�1__ HEADER, W/ Ia" SPLICE • -s JOINT W/ CONT.NAILING HEADER (CONTINUOUS) 7maw I. — CONTINUE HEADER �7 .1'. I, • TO BLDG. CORNER 4 Z NAIL SHEATHING TO • 'I I.: HEADER W/ 0.148"4, X Q ••1 I.• 2114° F. 'RP. P-NAILS a in a '1.. I. 3" O.C. BOTH WAYS N I•. a C. l•• 0 GARAGE (OR OTHER OPEN'G) 3W t- d 115/32" APA-RATED SHTHG _1 ,FROM SINGLE SHEET, ll iiFASTENED PER SHEAR LU0 SCHEDULE SPECIFICATIONS N AND NOTES IY Ili et ♦Iv BLOCK ALL PANEL EDGES i r PER SHEAR SCHEDULE 2 ,I 11 II• , SPECIFICATIONS 8 NOTES 11 'i 11 I• REBAR 00 GRADE Z •1.11 III. I w • �1 II• SEE SHEAR SCHEDULE AND wII IIII NOTES FOR HOLDDOWN SPECS `" •I"I� I• • PANEL WIDTH I / LI *3 TIES dit II II it II II (6 61) &}it_— == i=11=D II II co 1111 II 1111 z la 0 .0) *3 TIES II u II u II f F J • lm" O.C. II 11 111 PLAN V I E UJ OF (3)"5 II II II STEM UJALL EACH SIDE \I -- II====H �4" CONC. SLAB /117 :' II II II II 11 11 II II d#— — I————I _ II II II MIN. 12"x12" CONT. �'5 REBAR W/ 24" HOOK FOOTING m GARAGE TOP 4 BOTTOM g CORNERS DOOR W/ (4)*4 CONT. 0 NARROW S-EAR PANEL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 pi Lr-iS22O� VE ��nn/ �L�nnLL2� M/� 1DRAWN 5Y— JX, CIVIL- STRUCTURAL ENGINEERS DATE— 02 —23- 11 10570 SE WASHINGTON ST. STE 212 PH: 1503) 254-6292 S6/ PORTLAND, OR. 97216 FAX 15031 254-6761 • Page 11 DATE: 10/05/18 PROJECT: 2376A - SOLSTICE CUSTOM HOMES ver20161111 DESCRIPTION: 2015 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE - 2015 IBC BY: SNA WIND SPEED: 120 Adjustment Factor for Building Height A = 1.03 EXPOSURE: B Increase 110/B wind loads by 1.19 SEISMIC CAT: D to obtain 120/B DS0.850 F'SDS=J 1,02 I R: 6.5 snow load = 25 F: 1.2 mean roof height, h = 33 ft A upper: 2409 A main: 2827 V=FSosWoL/R eq 12.14-11 A lower. 2619 ASD Load Combination = V/1.4 w,,, I B C ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq, 16-21 ROOF/CEILING 15 2409 36135 5670 4050 EXT. WALLS 12 9 214 11556 1813' 1295 INT. WALLS 8 9 150 5400 847 605 BRICK 40 0 0 0 0 TOTAL 53091 8331 5951 MAIN FLOOR ROOF/CEILING 15 961 14415 2262 1616 FLOOR 12 1866 22392 3514 2510 EXT. WALLS 12 11 215 13674 2146 1533 INT. WALLS 8' 11 150 6360 998 713 WALLS ABOVE 16956 2661 1901 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 73797 11580 8272 LOWER FLOOR garage 50 637 31850 4998 3570 FLOOR 12 1762 21144 3318 2370 EXT. WALLS 12 6 215 7740 1215 868 INT. WALLS 8 6 150 3600 565 404 WALLS ABOVE 20034 3144 2246 DECK 10 220 2200 345 247 BRICK 40 0 0 0 0 TOTAL 86568 13585 9703 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Shear wall Load (plf) Floor to Floor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Tag Load Type 1 S 260/260 1 1500 CMST12X36" 6 2684 STHD14RJ A 350/350 2 3430 CMST12X48" 7 5090 HTT5 B 600/600 3 4700 CMST12X60" 8 7855 HDU8 C 896/640 4 6210 CMST12X72" 9 9535 HDU11 D 980/980 5 9215 CMST12X90" 10 14445 HDU-14 E 1280/1280' ? 14446 _ to high F 1540/1540 Page 12, DATE: 10/05/18 PROJECT: 2376A - SOLSTICE CUSTOM HOME WALLS DIAPH. LOAD WALL SQ, FT. LENGTH LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT, BRICK NOTES 0.0� 0.0 V3 3.7 3.7 7.4 9 V4 9.0 11.4 20.4 9 V5 8.0 2.9 3.8 4.0 18.7 9 V6 31.6 31.6 9 V7 19.0 4.4 4.2 27.6 9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 105.7- M1 6.0 6.0 10 M2 6.0 6.0 10 M3 2.0 4.4 6.4 10 M4 17.4 11.4 28.8 12 M5 11.4 4.3 3.8 4.0 23.5 12 M6 10.0 20.4 30.4 10 M7 19.0 4.4 4.2 27.6 12 M8 11.0 11.0 10 M9 3.0 3.0 6.0 10 0.0 0.0 0.0 M12 13.0 13.0 10' 0.0 0.0 0.0 158.7 0.0 0.0 0.0 0.0 L5 20.1 20.8 40.9' 6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.9 ` ' ' Page 13 , DATE: 10/5/18 PROJECT: 2376A - SOLSTICE CUSTOM HOM WIND~ ~ ^^°^° 110/B 120/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 120/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. 0 0 ^ 0 0' 0.0 0 0 0 0 O 0 0.0 OD 1 V3 ` 1009 1009 773 7.4 136 104 V4 2454 2454 1880 20.4 120' 92 V5 2805 2805 2149 187 150 115 V6 3727 ' 3727 2856 31.6' 118 90 V7 4390 4390' 3363 27 G 159 122 : ' 0 0 0 0 0.0 0 0 ` 0 0 0 0 0.0 0 0 0 0 0 0 0.0' 0 0 0 0 0' O' 0.0 0 0 0 0' OO 0.0 0 0 0 0 0' 0 0.0 0 0 0 O' � 0 0 0.0' 0 O' 0 0 ^ 0 0 0.0 0 0 , 0 O. 0 O_ 0.0 0 0 0 14386 .N1 2319 2319 1776 6.0 386 296 M2 1379 1378' 1057 5,0 230 176 M3 3360 1009 4369 3347 6.4 683 523 M4 5121 2454 7575 5803 28.8 263 2O3 202 M5 3911 2805 6716 ` 5145 23.5 286 21B� M6 6629 3727 10357 7934 30.4 341 261 M7 6199 4390 10589 8112' G 27 ' 384 2Q4` ' M8 2236 2236 1713 11,0 203 156 K89 2049 2049 1570 6.0 341 262 0 0 0 0 0.0 0 0 0 0 O' 0 0.0 0 0 0 0 0 0 0.0 0 0 M12 1890 1890 1448 130 145 111 0 0 0 0 0.0 0 0 ' 0 0 0 0 OU0 0 0 0 0 0 0.0 U 0 ' , 49479 0 0 0 0 0.0 00 0 0 0 0 0.0 O* 0 0 0 O* 0 0.0 0 0 , 0 0 0 0 0.0' 0* 0 L5 4928` 6716 11644 8921 40.9 285 218 0 0 0 00.0 0 0 0 0 0 0 0.0 0 0 0 0 ^ 0 0 0.0 0 0 0 0 0' 0 0.0 0 0 0 0 ~ 0 0 OD 0 0 0 0 0 0 0.0 O' D O. 0 0 0 0.0 0 O� 0 0 0 0 0.0 0 O^ 0 0 0 0 0.0 O' O 0 0' 0 0 0.0 O� O' O' 0 0 0 0.0 0 0 6716.3 11644 ' Page 14. DATE: 1005/18 PROJECT: 2376A - SOLSTICE CUSTOM HOMES . SEISMIC ~°~-"~°"°""~° , SEIS. MAX, SEIS. TOTAL 3QR. % ADJUST DIREC. FLOOR FEET OF FLR VVALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 0 ' 5951 0Y6 0 0 0 0 1O0 0 0 5951 0% 0 0 0 0 1.00 0 V3 X 5951 268 11Y6 662 0 662 89 1.00 1.00 89 V4 ' X 5951 1411 59% 3485 0 3486 171 1.00 1.00 171 V5 X 5951 729 3096 1801 0 1801 96 1.00 1.00 96 V6 X 5951 1153 48% 2840' 0 , 2848 90 1U0 1.00 90 V7 X 5951 1255 52% 3100 0 3100 112 1.00 1U0 112 U' ' 5951 O%' 0 00 0 1.00 0 . 0 0 5951 0% 0 0 0 0 1,00 0 5951 0% 0 0 0 0 1.00 0 0 5951 0% 0 O ' 0 0 1O0 0 0 5951 OU O ~ �& 0 0 1.00 0 0 ' 5951 0% 0 O 0 0 1.00 0 . 0 5951 0Y6 O O _ O 0 1.00 0 0 ' 5951 0% 0 0 0 0 1.00 0 0 5951 0% 0 0 0 C� 1.00 0 200Y& 0 11897 M1 X 8272 152 5% 445 0 445 74 1.00 1O0- 74 M2 X 8272 106 4% 310 0 310 52 1.00 1O0 52 M3 � X 8272 411 15% 1203 0 662 1865 291 1.00 1.00 291 M4 X 8272 1168 41% 3418 0 3486 6903 240 1.00 1.00 240 M5 X 8272 889 31% 2601 0 1801 4402 187 1.00 1.00 187 M6 X 8272 1444 51% 4225 0 2848 7073 233 1.00 1.00 233 M7 X ' 8272 1007 36% 2946 0 3100 6047 219 1O0 1.00 219 M8 ' X 8272 148 5% 433 0 433 39 1,00 1O0 39 M9 X 8272 211^ 7% 617 0 617 103 1.00 1�0U 103 0 8272 0% 0 0 0 0 1U0' 0 - ' O 8272 0% 0 0 0 0 1.00 0 0 _ 8272 0% 0 0 0 0 1.00 0 M12 X 8272 117 4% 342 0 342 26 1.00 1.00 26 0 8272 0% OO 0 0 1.00 . 0 0 8272 ' 0% O� 0 0 0 1.00 0 0 8272 0% 0 0 0 O 1.00 0 200% 11897 28437 0 9703 0% 0 0 0 0 1 0 0 0 9703 0Y6 0 0 0 0 1.00 0 0 - 9703 0% 0 O ' 0 0 1.00 � 0 0 9703 U% 0 0 0 0 1.00 0 L5 X 9703 812 31% 3008 0 4402 7410 181 1.00 1.00 181 0 ' 9703 0% 0 0 0 0 1.00 0 0 9703 0% 0 O' 0 O 1.00 0 0 � 9703 0% 0 0 0 0 1.00 0 08703 0% 0 0 0 0 1.00 0 0 . ' ^� ' 9703 0% 0 0 0 0 1.00 0 0 9703 0Y6 0 0 0 0 1.00 0 0 . 9703 0Y6 0 0 0 U. 1.00 . 0 0 9703 0% 0 0 0 0 iOO 0 0 ' 9703 O%, 0 0 0 0 1.00 0 0 9703 ' 0% 0 0 0 0 1U0 0 O' 9703 0% 0 0 0 0` 1.00 0 ' 31% 741043 ' . ' Page 15 DATE: 1005/18 PROJECT: 2376A - SOLSTICE CUSTO WALL SUMMARY WIND Narrow INCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGNUNIT UPL|FTw�amv w/oHDLOOVVN sill NOTES SHR IncreasE SHR W S ' SHEARincr incr p|i 0 0 1.00 0 0 n U ORO 0 0 1.00 D^ O' O, 0 OR 0 V3 ' 104 122 109 X 109 940 S S 0 OR O 2x V4 92 1.00 171 X 171 1538 S S 2 OR 6 2x ' V5 115 1.55 149 X ' 149 1034 S S 1 OR 6 2x V6 90 1.00 90 X 90 813 S S 0 OR 0 2x V7 122 1.07 120 X 122 1097 S S 1 OR 6 2x ' 0 0 1.00 0 0 O D OR 0 0 0 1,00 0 0 0 U OR U 0 0 1O0 0 0 0 OORO ' 0 0 1.00 ' 0 - 0 0 * 0 OR 0 O' 0' 1.00 0 0 0 , 0 OR 0 0 O' 1.00 O' 0 0 D OR O ' 0 O 1.00 0 0 0 U OR 0 O 0 1.00 0 0 0 ' O OR O 0 0 1.00 0 0 0 0 OR O . M1 296 1.00 74 X 2962960 A A2 OR 7 2x M2 * 176 1O0 52 X 17n 1761 S S 2 OR 6 2x M3 523 1,75 510 X 5235230 B B 4 OR 8 2x M4 202 1.00 240 ` X . 240 2876 S S 2 OR 7 2x M5 ' 219 ' 1.58 , 296 X 296 2627 A S 2 OR 6 2x M6 261 1.00 233 X 261 2510 A A 2 OR 6 2x M7 294 143 ' 313 X 313 3527 A A 3 OR 7 2x . M8 156 1.00 39 X 156 1558 S S 2 OR 6 2x .k;6 262 1.67 1.G7 1T1 X ` 262 2616 A A 2 OR 6 2x 0 0 1.00 U' O' 0 0 OR 0 0 0 7.00 0' 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 M12 111 1O0 ` 26 ' X 111 1114 S S 1 OR 6 2x 0 0 1.00 0 0 0 0 OR D ` 0 0 1.00 0 ^ ' 0' 0 0 OR 0 . � 00 1.00 0 0 0 0 OR 0 ^ 0 0 1.00 0 0 0 0 ORO O 0' 1,00 ' 0 0 0 0 OR 0 � U� 0 1.00 OU 0 O OR O 0 0 1.00 0 ' - [, U- 0 OR 0 L5 2181,00 181 X 218 1309 S S 1 OR 6 2x 0 O' 1.00 0 . 0 0 0 OR 0 0 O 1.00 0 . 0 0 O OR O � 0 0 1,00 O' 0' 0 . 0 OR 0 O` 0 1.00 0 0 0 U OR O .. - 0 0 1.00 ,O 0 O' 0 0 OR 0 0 0 1.00 0 0 0 0DR0 0 0 1.00 0 0 O- D (}R O � 0 0 1.00 0 ' O' 0 0 OR 0 0 0 1.00 0 0 0 D ORO 0 0 1G0 0 0 0 O ORO 0 0 1.00 0 0 0 ' 0 OR 0 ' , CO. 1-- CD C 0) CKS0 7M I 3. ,x x .. ill 1 r' l) �� ; . [t1 1 :7 i l . . \ :4 t it' \. 173: 7 „NN \ } Itit C' } R tti :14 I-11H .Z6.a 0 i ICI is is e G +siffit , t,k } 1.1 'W` 1Y ' -3 t'S,{`5. r^e t"k d'* ,I'- Il, `q.- la ti}iS) `` r: # — x,:. ,I- (]IP "- Ci Pik (11 �' v4 t_ t... t _ { }, , iy P )t , ',:\,, C; .� ill `tit III y ,ti„ \ 1 s I, I +l = s� _ ` - 1 i 3¥ . 3 i1 G. :; ilf C . *= 0 o 1 4[ r) 1 dam, ` q ' s' , \ x % U..1 II • Page 17 . ROWELL RETAINING WALLCAD Software Release Number B1.2 Veralzn B 1128197 RJM ENGINEERING CONSTANTS Sot Density 110 OTM Factor of Safety 1.5 Concrete Denalty 150 Stem Factor of Safety 1.7 PHIvu 0.05 Heel Factor of Safety 1,4 PHIas 0.00 Sliding Factor or Safety 1.5 Sliding Coefficient 0.35 PROJECT PARAMETERS Client Name Mascard.Design Assocletes Detail Number A Project Number Sheet Number Al Project Name Cantilever Wall. EFP.40 PCF Concrete Fc 3000 1 pal Max Soil Bearing Pressure 1500 at Speel tirade — 80 80000 Equivalent Fluid Pressure L______J Lbshl"3. Well Thickness 8 in Height of Soil at Toe I 0 1 In Footing Height 15 in SECTION 1 DESIGN H,Wall Height ft. 1 4 I it B.Total Footing Length,In, 34 in 7-10" . Rebar Stem Rebar Heel Reber A,Toe Length a In 8" Size OC Bar'}/" Bar`N" Bar'0" C,Heel Length 10 • in 1'-6 4 16 1541% 12327% 1339% Running Length 1 Calc Length 1.00 1 j 1 4 • 12 2037% 16282% 1785% %OTM Factor of Safety 328% 4.82 4 8 3001% 24005% 2677% %Sliding Factor of Safety 101% 1.51 4 0 3929% 31430% 3570% %Max Soh Bearing Pressure 47% psf 706 4 5 4045% 37161% 4284% Min Sot Bearing Pressure 271 pat 4 4 5877% 45412% 5355% %Allowable Shear Stress 4% kpal 4 5 12 3119% 24940% 2788% 6 8 4548% 36388% 4183% Size OC 6 4 5299% 66390% 8367% Reber"M" 4 10 1374% 6 8 6295% 50358% 6024% Reber"N" ,-� 4 18 10990% 6 6 8028% 64222% 8032% Reber"0" 4 18 1190% 6 4 10946% 87565% 12048% SECTION 2 DESIGN H,Wan HeightfL F 8 + 11 B.Total Footing Length,in. 54 In 4"-8' Rebar Stern Rebar Heel Rehr A Toe Length 8 In 8 Size OC Bar"M" Bar'14" Bar"O C,Heel Length 38 In 3'-2" , 4 16 299% 2392% 232% Running Length 1 Calc Length 1.00 1 j 1 4 12 385% 3182% 309% %OTM Factor of Safety 339% 5.09 4 8 582% 4858% 464% %Slklfng Factor of Safety 100% 1.51 4 6 782% 6099% 819% lc max Sal'Bearing Pressure 67% pal 1,0114 5 901% 7211% 743% Min Soil Bearing Pressure 386 Psi 4 4 . 1102% 8812% , 928% %Allowable Shear Stress 12% kpsi 13 5 12 605% 4841% 483% 5 8 882% 7057% 725% Size OC 5 4 1610% 12883% 1450% Rebar'M" MEAN 18 267% 0 8 1222% 9772% - 1044% Rebar"N" MINI 10 2133% 6 '. 6 1558% 12482% 1392% Rebar•0" oI 18 206% 8 4 2124% 18992%. 2088%__ SEC11014 3 DESIGN H,Wen Height R I S lit B,Total Footing Length,In. 74 In 6-2" Rebar Stem Rebar Heel Rebar A,Toe Length 0 In 6" Size OC Bar T4" , Bar 11" Bar'0' C,Heel Length 150 In 4'-107" 4 16 104% 834% 81% Running Length/Cato Length 1.O0 1 f 1 4 12 138% 1102% 108% %OTM Fedex of Safety 348% 5.22 4 8 203% 1823% 181% 14 Sliding Factor of Safety 101% 1.52 4 6 268% 2125% 215% %Max Soh Bearing Pressure 88% psi 1,323 4 5 314% 2513% 258% MM Soil Bearing Pressure 475 psi 4 4 384% 3071% 323% %Allowable Shear Stress 25% kpsl 27 5 12 211% 1887% 168% 5 8 307% 2459% 252% Size DC 5 4 561% 4489% 504% Reber"M" 11.52MI0 181% 6 8 426% 3405% 363% Rebar"et 1111:1.1 [ 743% 6 6 543% 4343% 484% Reber"0" 6 MEIN 134% 6 4 74D% 5921% 726% SECTION 4 DESIGN H,Wall Height ft. L 10 I k B,Total Footing Length,In 98 in 8'-2" Rebar Stem Rabat Heel Rebar A,Toe Length141'- Size OC Bar"M" _ Bar T1 Bar"0" C,Heel Length I In 7`70 in Bim" . 4 16 48% 383% 35% Running Length/Cale Length 1.00 1 f 1 __ 4 12 63% B08% 48% %OTM Factor of Safety 382% 5.73 4 6 93% 745% 89% %Sliding Factor of Safety 101% 1.51 4 6 122% 970% 02% 16 Max Son Bearing Pteesure 92% pot 1,388 4 , 5 144% 1154% 111% Min Soil Dearing Pressure 727 put 4 4 178% , 1410% 130% %Allowable Shear Stress 41% Nisi 45 5 12 97% 775% 72% 5 8 141% 1129% 108% Size DC 5 4 258% 7081% 217% Reber"M" 6 9 127% 6 8 195% 1563% 158% Reber"N" 4 10 341% 6 6 249% 1994% 208% Rebar"O" 6 0 ' 139% 6 4 340% 2718% 312% RM 1.413Wewo. WOS-40 PCF,-410e yn 10114011.04 PK Pree 1 of r Use menu item Settings a Printing& Title Block Title R1 Cant 40 psi Page,Pae 18. to set these five lines of information Job P 1211 Dsgnr TTR Dale. 5 FEB-2017 for your program, Description , This Wall in File:kNPRECISION3901redcoiNEVV FILEING SYSTEIViiCALCULATE1RetainPro 11:hcop nes.RPX RetainPro(c)19457-2015, Build 11,15.7,02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:ROWELL ENGINEERING - -'-- - ' - Criteria Soil Data JP 1 ..,....,......_ ._.,_ Retained Height = 11 00 ft Allow Soil Bearing = 1,500.0 psi .., Wall height above soil = 0.00 Equivalent Fluid Pressure Method fl •. Heel Active Pressure = 40.0 psf/f1 Slope Behind Wall = 0,00 = .r , Height of Soil over Toe = 0.00 in Passive Pressure = 2100.0 psf/ft •, Water height over heel = 0.0 ft Soil Density,Heel = 110 00 pct .! i Soil Density,Toe = 0.00 pcf -- -1,7-- FootingllSoil Friction = 0,350 Hi J Soil height to ignore -,.. for passive pressure = 15.00 in Surcharge Loads -I ' Lateral Lvad Applied to Stem 1 AdjacetitoFet) infciaa Surcharge Over Heel2-- 0.0 psi Lateral Load = 0.0#m Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning Footing Width = 0.00 ft = 0.00 ft Surcharge Over Toe 2.- 0.0 psf ...Height to Top „.Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding& Overturning The above lateral load Wall to Ftg CL. Dist = 0.00 ft . has been increased 1.00 Footing Type Line Load Axial Load Applied to Stem by a factor of Base Above/Below Soil ,- Axial Dead Load = 125 0 lbs Wind on Exposed Stern = 0.0 psi at Back of Wall 0.0 fl Axial Live Load = 0,0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in - - . Design Summary I Stem Construction i 2nd Bottom Stem Ok Stem OK Walt Stability Ratios Design Height Above Ft E ft= 5.00 0.00 Overturning = 6 13 OK Wall Material Above"Ht" = Concrete Concrete Sliding . 1.51 OK Design Method = LRFD LRFD Thickness = 10 00 10 00 Total Bearing Load = 12,936 lbs Rebar Size = # 5 # 5 .resultant ecc = 4,24 in Rebar Spacing = 12.00 5 75 Reba:Placed at = Edge Edge Soil Pressure @ Toe = 1,494 psi OK Design Data Soil Pressure @ Heel = 989 psi OK fb/R3 -i fa/Fa = 0.223 0.686 Allowable - 1,500 psi Total Force ,.1 Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 2: 2,092 psi ACI Factored @ Heel = 1,384 psi Strength Leve lbs= 1,224 0 4,114.0 Moment....Actual Footing Shear @ Toe = 10,3 psi OK Service Level ft-is Footing Shear @ Hee; = 160 psi OK Strength Leve ft-#= 2.448,0 15,084,7 Allowable = 82,2 psi Moment....Allowable ft-#= 10.996 3 21,7;'.2 Sliding Calcs Lateral Sliding Force . 3 001.3 lbs , Shear.-Actual less 100% Passive Force = • 0.0 lbs Service Level psi= less 100% Friction Force = - 4,527.6 lbs Strength Leve Psi= 12.5 41 9 Added Force Req'd = 00 lbs OK Shear, ,.,Allowable psi= 82.2 82 2 . for 1.5 Stability = 0.0 lbs Oh< Wall Weight psi= 125.0 125.0 Rebar Depth 'd' in= 8 19 8,19 Masonry Data fm Psi=- Fs Psi= Solid Grouting = Vertical component ol active lateral soil pressure IS Modular Ratio'n' e considered in the calculation of soil bearing pressures Short Term Factor = Equiv Solid Thick ., Load Factors Building Code IBC 2012 AC Masonry Block Type = Normal Weight Dead Load 1 400 Masonry Design Method = ASD Live Load 1 700 Concrete Data fc psi= 3,000,0 3.0000 Earth, H 1.700 Fy psi= 60,000.0 60.000 0 Wind,W 1 300 Seismic,E 1 000 • -Use metiu item Settings>Printing& Title Block Title R1 Cant 40 psi Page Page 19 to set these five lines of information Job N 12 ft . Dsgnr TTR Date: 5 FEB 2017 for your program. Description,. . This Wall in File:11PRECI5ION3901redcu1NEW FILEING SYSTEMtCALCULATE1RetainPro 101cop rws RPX RetairiPro fc)1987-2015. Build 11.15.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,AC1 318-11,ACI 530-11 License To: ROWELL ENGINEERING Footing Dimensions & Strengths I Footing Design Results Toe Width = 1,75 ft la Heel Heel Width . 8.67 Factored Pressure = 2,092 1,384 psf Total Footing Width = 10 42 Mu':Upward = 3,142 47,954 ft-t/ Footing Thickness = 15,00 in Mu':Downward = 402 60,078 114 Mu: Design = 2,740 12,123 ft-4 Key Width . 8.00 in Actual 1-Way Shear = 10.34 15 99 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi , Key Distairwevilimite le 1130-it Toe Reinforcing = N 4 @ 18.00in ft = 3,000 psi Fy = 60,000 psi Heel Reinforcing = N 5 @ 7,00 in Footing Concrete Density = 150,00 pot Key Reinforcing = N 4 @ 18.00 in Min As% = 0,0018 Other Acceptable Sizes 8 Spacings Cover @ Top 2 00 @l3trn= 3.00 in Toe' #4@ 7.41 in.#5@ 11 48 in,#6@ 16.30 in,N7@ 22.22 in,#8@ 29.26 in,#9@ 37 Heel:IA@ 7,41 in,N5© 11 48 in,#6@ 16.30 in,N7@ 22.22 in.#8@ 29.26 in,#9@ 37 Key. Not req'd'Mu<phr5lambda'sqrt(f c) Sm Summary of Overturning & Resisting Forces & Moments I me. __OVERTURNING__ __RESISTING_ Force Distance Moment Force Distance Moment Item lbs II 11-# lbs ft ft-fl Heel Active Pressure = 3,001.3 4,08 12,255.1 Soil Over Heel . 9,482.4 6.50 61.651.2 Surcharge over Heel = Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 125 0 2.17 270.8 Load @ Stem Above Soil = 'Axial Live Load on Stem = . Soil Over Toe = Surcharge Over Toe = Stern Weightls) = 1 375 0 2 17 2.979,2 Total 3,001 3 O.T.M. 12.255 1 Earth @ Stem Transitions 7- .. - Footing Weigh! = 1,953 8 5.21 10,179.0 Resisting/Overturning Ratio = 6,13 Key Weight = 1,33 Vertical Loads used for Soil Pressure= 12.936 1 lbs Vert.Component = Total= 12,936.1 lbs R.M.rg 75,080.2 • Axial live load NOT included in total displayed.or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance 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 Den @ Top of Wall lapproximate only) 0 044 In 11Th ilt)u,ik-c7,1c.ulailon * 1,(1 ,,,:d 4 Int- fiel sf,d rer.rauc,1re,:.urt,,c, ceed5 Ina:ct the toe tierzii,se ihe ,..a!I vc)141(.1 meg, I(Aw.Ic lc,i;qe intL Illf- irlaruf,LI',oil • . ... - _,0 .. -1.1. 1w • < Mania erTaw7Taf, ',,f - •FRAMING CLIP SPACING SCHEDULE 0.0• GENERAL NOTES LEGEND PLEASE NOTE: u UM IBC : p-e •., t , . . SHEAR WALL SCHEDULE * r MeRbx MOLDIMN LOCATIONS !POWELL (1)MI flasbudes 5p5.4.2 1.8 ...I..J, t it: THE TOP OF EACH SHEAR WALL MUST BE 11P)4 1,0 4.. MIN NOS ETPEA3513e1COMMON X 02"1.044G isikaLS. weather:NM b*dabraideed .7-*-SHEAR 1NAa LDCAltbetS APA RATED R.MWOOD OR ORIENTED STRAND BOARD (1 W12255.15.113- TS50,LEO 10d COMMON)(31,0425 NAILS (2)AC eeter.mes Mall be bullt 34 3X 91.1.PLATE AU/01RM CCNNECTED TO T54E ROOF SHEATHING OR SEW CAT. 0 ,,,,LsPERTRT., ,,,-,7-22 Ng• 3, 1•1 Illyarrifr ' y IA SIPE(433Ttdt'l , FRAMING Ct IR OPTIONS FLOOR SHEATHING THE BOTTOM OF EACH ZIP. '61224 *-73 ' ' .t.' 1.1.1 Z w .... -S.srmamall 55.55ents 5 -W A FASTElaill PI tSdibl3i sax* EAT PLATE z'r Ficq' AuLow e 4 , , lx ORdoeSt ISA-I.ovms "5"EM..443. ETP4 11.35 I SS O 150 X'1461'.1'4° fli'DBL 3K SSW PLATE MOORED 9/-EAR WALL MUST BE CONNECTED TO THE UARK,Z.1' _,..., NAILINC yy, Loy, F....0. '''' ,} ara. Fd-OOR 6151EATI•diNes OR FOUNDATION. SEE la Z "PIPE 7,6*Eas - - --.EMT ITY CCHT.7m.ANS 11 7O' 27* 30* (3)SPA:11.5 on sheon.51,shoe SKSR WAtt UNE C=> • Z tr/4111111111111 :4EAOPe , not be InternAkted by 03y opoll TYPICAL CONNECTION DETAILS FOR Lamt.72stt..12,_N,.....j w„- ED TOAD NOW MOE W A_ APPROPRIATE CONNECTION_ o Patting IMO Sheared: 14' 13. 40' 15- 4f& or 1''''' •'4.- 6.4 0 W 5*0.c. n or 0 o.•in €:. COME 7.ONO (4)**de la verity insto•atm, E K 4.34y,• r m s sox 1 COMMIX MEACCR requiramonts ior all bombdwe IX..,.,,t w. TO tOLO6 COMER 4 .dt3„ r le 19* 114 cort=.116.5 per mano1acture, i I iiii113* -' ' NAIL*MEATUS.to b()) !'of 013'e•Xr .4'0.C. 4*0 C 2x efr 0.t. ES • i +MADER Se yabeir•x 3,s'P.54',NAILS• ,&4. 6.5. 6' 2* 2" (5}Al1 Poor Netter"lumber no be 9 . 2 E r OC ed.UMW. AL. 10' 11' Le 10' installed volb maximum medlar, contest be 1107. 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