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Specifications « 1 dil 6 ! L 3 ruvs_u■ QIII Lil III t 1 i I TUT- : FIR I 'EL FLU L_ . A i;1jiLJ dkjlli10 roi1J111TI iiiiiii I r IIIIIIPI 70141m 3 \ < LI- - .1 \ III __...„1„ \A- 3 4 — C 6 I IX /a / ._ - ..,_.' , / M7141. L i ti 8 a § o It Pa CO CD N PONT2ELEVATION I P, OJIECT: maROWELL 1.1011 SCALE ENGINEERING 9CdLE IiD• • 1'.0• g '(/g/tr4511_ 3 19022‘1‘ COLLECTION`��jlL`iN CIVIL« STRUCTURAL ENOIS�EERS NSM SE St rt*1T1 to 1St:,iti M N7111 Ylw1Mi iSI1hNM 64, 1T1S1 t1t11nv T}.,1,* A A. I I 7 LZ..-I. 8 b P A r I ill 11 >[I 11111 < 7:1 =M.111-1111 11:11 1 II II .--,L.L. i.L. _\\\\s\ 1 i l[ rr_ 11i1 v V I � _ IL •11 I III 111 L 3 a) G !1 ! ao L i.......j \ '..."'"" / 1 „ii. J- tD t0 ...criir 11.7Al .1 z x IA g I i cQ CD _.. IV J It`) 12I —T ELEVATION = PROJECT: ®■ —►'- ROWELL 416 SC.L..E I.5 ■■ ENGINEERING f �Vt.LC I )F 1*CAVIL, }• $7RtG T4R K1. ENG.INELilt 24 PpOORSEuP.4 µITtLfbS SiM(Et STC yip rax::yifV fp,— "71.114 1. — — C___. , , -__ _.., \ ,.E .' \ ,„.......... ' i 1 1.741 3 ..._ I-, o 1 I i I MIN U•.01/11 SI I mar a ! \ [ 1 \ mom••low i••miii ,, 0 "74.1 I ! - aiSluge 11...vaaa...aseago V I MMIA / 1" -•.."-.7--- ,_-_, 1 m74". I i ,, U. •a SEIM/ r\J -J 711 . -7,-- , _._ .•.1111111112 ill la NOM IIIII mil I ja ........ -0 Do (r) (D CO IN REAR ELEVATION : IPOJECT: ow no ---=-7.- ROWELI _ ENGINEERING lair4,1-W,. A . .3 f a COLLECTION C,V,L. STRUCTURAL CNCIINICERS (In 190224r05,0 a WAS...*$111CF,i ft 10 ,,,, I30k 254,041 PAULA.bt %MA SI.4,430/SWIM ,...,r,.... – 3 , 1 El 11••••11110111 I" 0 1 MIMIII. t 4 t .„, = U. •MIMI a le--M. ) t AI=.m. ...... t z M 4)i am.irimiri „.... P A; fiti 3 _..... co ii 1 =IN Fa um iI II - ,',-„I,A1 1:I III , ) Nal liii II.)11111 : ., . . 1 =0............. Dviwarsiiiii Nom 1 im---- .s3a1 .-Fitis u IRO Ifilhow A m= l 1 11 i 3 i . .= iriliiralyiKillyr i=1.4 —....... -A-T-4i us 0 MU =...: i'3111111 fil NE 11111 f AZ........ •,..741,11 tki :A111111 v*.e NM= 4111 WI AM. 4411111111 n I 11 = 111111010m ) vli i Ii _..,...... MI lon I MEMO 11111111111•111•111111111IS ,191111 — El 1-.. ';',V,4101 — ——..... VI I'i'!' =I m... A-iiiiisi imaaisaariamt = ..t.`r•,;-ciiiii = ;41 l'I 1 = 111-1 II I ,ii t. mi.el ..... = iiiili i SI) Ca CD IN LEPT ELEVATION I PROTECT: an as i 7-7-:,- ROWELL Al ENGINEERING ill. EICALE I lie' • I.-Er f ia.#4914L A. a COLLE,_ tION CIVIL. II TR UCTLIIRAL ENGINEERS kit I 1.90224 ......w•srme..0•11•Iftv sl, ;12 P• Wif nA-Orn .1.11.1...OP STIA f•10141.2.4,4,V DOUBLE 24 SOS 1 I --- 1 Page 6 • Ie W iZ td wa 2 Qfi z v F. W 4 .....1� ] U O001 H F. re w r .i } ? E# $a 1 1 t i BR. 3 GAMES RM. U 1 , 4 U 1111 U BR. 4 vgta ..... 2 —, r� 1 1 e...) / • ego 3 ig a. ( . 0 �. t EXTEN2 INTESPOR s (MAI. a.,1.,1 TO ROOF 3t ATNNds EEE 1"111. 1 I ,w, . • a+tERROOFwR RF DETAILS 11 I — I r-` GENERAL NOTES 0 �'* (t)AM fasteners eopeled to weather 1001!be gelwn!Md. (2).As arterio•0111 shall tie bull Z to"5'01u010011.¢a rmnentl os a minimum L__ _-.___i (3)Sheathing on sheoralls!hall / i 9 4 not Os interrupted by any wallP 1v,,,,j butting Into aheanvOL _i COMP. ( 0- (4)Suedes to verity iatabotlen ragoaemenie far dl hardware tormet,mns par manufacturer. 01(3)As floor:system Wmber to to Mltoto.with morMum moisture ('� content of OM hardhardwire!t I' 0 (8)Aa hardwire faeteners In A 1 Gt]E ST contact with P.T.lumber shall be BR 0 Menemgalvanized. stews;2-mar«mai top EXTEND NTERIOR SHEARWALLS J g01vanis�. TO ROOF 38�!ATNs+G,SEE.M. {)J Noe dimensions: INTERIOR ROOF DETAILS 3d common w 0.131.2.5 "'[[YYY/ tgd common a 0.14810G 13d comer O.1a3a ,� t3tl common 0.132r3-3 -"--"--commonW ( , I a 3 1 01 4) D g r] ri o UPPER FLOOR PLAN 24 SCALE i1/4' • 1'-p7.5• t C I1lCNT ©2013 powat ErVratheerRiO A , . 0 I i ii i i i tg I 12 2 g 0, gi vi II ci El ,9 &I li -, ,r--..-------- " . ii-_-_-__\ 1 HIP1'.. 1 g lc 2 ni A i 1 0 . m 0 6 0. rl 11 rs A§ 1,3 rc ig Lci z F A l" 4 i 7) g Rag ' 1 PF jili i X to g L 4, G\ 3> GI m gi 0 Ili hit 1.-- Ki) = 1_1( czi . . I I iilD og 1 el 4 Z 3411 0 0 i rt. _ . 1. 1. 1---- • Z €4. _ — • r- --, m 1 9 X)• 0 Fr 41/ _ .. ______, , 4:73 0 211 7c) i -0 > I- z F.,1 El , 4 fil r i l.---. i L 1 gi A) \\\\\ rn ;i1 4 1 .‘N\Ntkrt ih hi' 9- is ,.... •.____ . . . 0 , . 02z 4II. . a iri \ , , ::.,in T ' A Om 0 ileg ea 0 tto, 2, f§ R gC 13 sl) 6 (c) -.1....... 1 N MAIN FLOOQ PLAN I P r OJECT: no ROWELL MI M ENGINEERING 1.4111b SCALK 8•0° • 1-Ce /1.43 CIVIL S f FELICTUFIELL ENCINECIEIS 41 ! 190224 ,•LLE N 10.310,SE WASIVEGIVE EMU?LTG IR An MEE 2144291 IAMILENC 00 VEIL 'LEESON OE 4EV teJJ L' J-")o xR W zw t: W W Z wd . W Z u � cs) no w' 278 cts u 18 i OA Ing NM w 1 o • SHEAR WALL SCHEDULE • (1) 250.F. studs mall. l6"O.C. • HOLDOWN SCHEDULE • SEISMIC ZONED (2) Anchor bolts to be%"0 )-bolts'Orin. 7" embedment Into MARK SIMPSON FASTENERS CAPACITY NOTES APA RATED PLYWOOD OR ORIENTED STRAND BOARD (1) (9) concrete. Secure will.BP 6%a-6 or BPS Vi-6, (9) MODEL# (LBS.) BPS "-6 requires on oddi110nal std, cut washer. No Connect blur. plate to FASTENERS 13/451,161,17) SOLE IE SILL PLATE ALLOW hotdown soar pl/rlm/bm/blb9. N/A MARK PANEL NAILINGnermealo studs nosed 0 1 "OC 2 . . w 164 0 4'O.C. THICKNESS T,fPE. O NEL AB NOTES LOAD (J) Intermediate required / SIZE SPACING .. EDGPAES 6d "�• SINKER (141 (2) (4) Framing 0 odpining panels to be Js nominal or wider, . CMST12 x (7)16d common I SWr/noting staggerednod.of tech end. //�� 36" Long 7/Ss 0,131 (5) 0,131"0 X 2}1Z"F. RH P-nod mop be replaced with or ••2B 6" O.C. 6' D•C. 25 48" O.C. ER CMST12 x (16) common 5� F,RN.P-NAIL LOV 0.131"0 X 2uo common nail or 0.113'0 X 2)y"hot alp OF 4B" Longno'4 01 each end, 3,470 Iii," tumbled galvanized box.not. 74- • (6) O.148'0 X 3"F. RH P-nos may be replaced with 0.1480% V CMST12 x (22)15d common 'A is auI 3' common nos or 0.128 0 x 3`hot dip at tumbled 60" Long ^dvs 01 inch end 4.700 55O�r 0 e Sb" 4' O.C. 4" O.C. 25 46" O.C. N galvanized boo nal]. , 132" F.RH.P-NAIL W (7) "F_RH_P-nail"- designoles a lull round-head power nod. CMST12 X (211) 1611 common . 4 72" Long moils al each vial. 6.210 74ti � (B) Minimum {x6 post 0 each end.. er 0.131 •..2A' 2" O.C. 3° O.C. 2% 13" O.C, 'tee (4). I 15 © (9) Holdowns occur O each end 01 each sheorwoll dr fasten (CMST12 x (30) 164 common J2 F.RH.P-NAIL ( ) '-- IC min. double 2% slues. Wall shl'g. shall be edge nettled ej 90" Long ^Olio dl tOcn 4ndl. 9,215 to each holdown stud. Vie" 2" Q.C. 2" O.C. 2X ( ) 2,655 8 I°f 0.13t ••e.21S' 22" O.C. 5!(15) ♦ STHDI4RJ (]O)164 v'+.ters. (14)3X plata required where shown on foundation plan. (Q 640 Q z F.RK,P-NAIL _ (15)USE 2 ROWS FOR SILL PLATE NAILING W/ 1 )' THICK RIM /� 7A6 JOIST OR BLOCKING ( } HTTS (20) IBA sashes 5.090 W °r aul ••tly" 3" D.C. 3" O.C. DBL 2% se! (4), �/ SB1TIci+ I 2 20" O.C. 9.9D (16)SILL PLATE NAILING PER EACH SIDE OF SHEATHING. EA. SIDE F.Rhe,v-NAL 3% 20" D. g'1.10g'1.10C. (15). (16) J (20)SCS,("e 2$' M...(3)Zw or 6., HDU-8 serve.,SB 1024 7,556 •Rh sheds noFul logeIhw �e sew (4), a/150 MN.,•6 D.C. 40 °r 0.01 0 e M. 2" D.C. 2.5" O.C. 3% 16" D.C. (8), (15). Liao (So)sos A'X 40 696 poll eq'a. I r2aD J/�� xrws.PA96 ANCJ113R, EA. SIDE F,RR.P-NRK. (16) (Y HDU-11 uln H�Ng..r..6.d,. 7•�s 36s36XI3'deep mfn. nv. .eqd.o ea.emcee,sal. see (4), t]6)905 A"%:7$' 606 poet ruga I F o.14e• e Y 2' O.C. 2" O.C. 3% 13" O.C. (B), (15), 1540 1400-14Heavy Ke• rececL i.RR P-NA€I. ens..;PABe ANCHOR. 14.445 36x36013 ul all, / EA. SIDE (16) IS4p Fn n'rtp«b.a .an m✓^. ll. V n/20/10 .qa a w.anchor sal. (/'� U/ �v 0 Q . WE ZW J ria ( 1 u n Page 9 DATE: 08/13/19 PROJECT: 2475 - SOLSTICE CUSTOM HOMES ver2161111 DESCRIPTION: 2015 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE 2015 IBC BY: SNA WIND SPEED: 120 Adjustment Factor for Building Height A = 1.00 EXPOSURE. B Increase 110/B wind loads by 1.19 SEISMIC CAT: D to obtain 120/B DS. O85O F*SDS=I 1U2 U � x R: 6.5 snow load = 25 F: 1.2 mean roof height, h = 25 ft A upper: 2723 A main: 3394 V=FSo»VVoL/Req 1214'11 A lower: 0 ASD Load Combination = V/1,4 wo, IBC ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-21 ROOF/CEILING 152733 40845 6410 4578 EXT. WALLS 12' 9 235 12890 1991 1422 INT, WALLS 8 9 235 ' 8460 1328 948 BRICK 40 0 0 0 0 TOTAL 61995 9728 6949 MAIN FLOOR — ROOF/CEILING 15 1769 26535 4164 2974 FLOOR ' 12 1625 19500 3060 2186 EXT. WALLS 12 10 310' 18886 2964 3117' INT. WALLS 8' 10 310 12591 1976 1411 WALLS ABOVE 21150 3319 2371 DECK 10' - � O 0 0 BRICK 40' 0 n 0 0 TOTAL 98662 15482 11O5S� LOWER FLOOR ROOF/CEILING 15 0 0 0 'FLOOR 12 0 0 0 EXT. WALLS 12 0' 0 0 0 |NT, VVALLS 8 0 . 0 0 0 WALLS ABOVE 31477 4939 3528 DECK 10 0' 0' 0 BRICK 40' . 8 0 0 0 TOTAL � 31477 4939 3528 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-1O 12.3.4.1 and 12.3.4.2 Allowable Lomd (p|q Floor toFloor Ho|down Floor toFoundahonHo|dowm ShearvvoU � wind/seis Tag Load Type Tag Load Type S 260260 1 1500 CMnnxxxo- 6 2684 STHD14RJ A 350/350 2 3430 cmuT12x48- 7 5090 HTT5 ' B 600/600 3 4700 'cmnr/zxso- 8 7855 NOUS ' C 896/640 4 6210 owur12x72' 9 9535 HDU11 D 980980 5 9215 cmnr,2x9o' 10 14445 HDU-14 E 1280/1280 ? 14446 . to high F 1540/1540 ' . Page 10 DATE: 0013/19 PROJECT: 2475 - SOLSTICE CUSTOM HOMES WALLS DIAPH. LOAD WALL SO, FT. LENGTH LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0.0 V2 17.6 17.6 9.0 V3 11.6 11.6 9.0 V4 5.0 3.2 8.2 9.8 V5 8.0 8.0 8.0 V6 13.4 14/4 27.8 9.0 V7 19.4 19.4 9.0' V8 16.4 8.4 24.8 9.0' V9 17.4 4.4 13.4 35.2 0.0' V10 4.0 4.0 8.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 160.6 W11 23.0 23.0 10.0 M2 6.4 5.2 11.6 11.0 M3 4.6 4.6 10.0 M4 6.0 2.6 8.6 10O 0.0 M6 16.0 7.8 4.6 28.4 10.0 M7 ' 5.6 5.6 10.0 N18 16.8 6.0 ' 21.8 10.0 M9 40.0 40.0 10.0 N110 4.6 4.6 9.2 10.0 KU11 10.8 10.8 10.0 0.0 M13 35.0 35.0' 10.0' 4.6 4.6' 10.0 M15 8.0 8.0 11O O.D - 211.2 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 0,0 0.0 Page 11 DATE: 8U3/19 PROJECT: 2475 - SOLSTICE CUSTOM HOME 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' O.O 0 0 V2 ' 2523 � 2523 1876 175� 143 107 . V3 1267` 12671 942 11.6 109 81 V4 1799 1799 1338 8.2 219 163 V5 1083' 1082 805 8.0 135 101 V6 1056 1056 786' 27.8 38 28 V7 1776 1776 1321 19.4 92 68 V8 1825 1825 1358 24.8 74 55 .V9 1339 1339 996 35.2 38' 28 V10 2586 2505' 1923 8.0 323' 240 0 0 0 0� ' 0.0 0 0 � 0' 8 O 0 0.0 O 0 ' 0 0 0 0 0.0 O' 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 0 15253 M1 2281 2281 1698 23.0 99 74 . M2 4242 2523 6764 5031 11.6 583' 434 M3 270O' 1267 3967 2951 4.6 862 641 M4 6433 2881 9314 6928 8_8 1083 806 0 0 0 0 0.0 0 0 ,M6 ' 2296 1056 3353 2494 28.4' 118 88 _ '107 3560 1776 5337 3969 5.6 953 709 M8 4670 1825 6495 4831 21.8 298 222 M9 3070 1339 4409 3280 40,0 110 82 W«10 3886 2586 6472 4814 9.2 703 523 M11 4076 4076 3032 10.8 377 281 OO 0' 0 0.0 0 O . Kx13' 2941 2941 218835.0 84 63 M14 2855 2855 2124' 4.6 621 821 4G2 M15 1703 1703 1267 8.0 213 158 0 0 0 0 O.O� 0 0 59967 0 0 0 0 0.0 0 0 0 0' . O' 0' 0.0 0 0 ^ 0 0 0 D 0.0 0 0 0 0 0 O. 0.0 0 0 , 0 0' 0 0 0.0 O 0 0 0 0 O' 0.0 0 0 , ' O^ 0 0 0 0.0 0 0 0 0' . 0- 0 0�O' 0 0, . 0 0' 0 0 0.0 0 O 0 0' ' 0 0 OD' 0 0 0' 0 0_ 0 0.0 0 O' 0 0 0' O` 0.0 O' 0 0 0 ` 0' O' 0.0 0 0 0 U- 0' 0 0,0 0 U' .. 0 0 0 O' 0.0 0 0 0 0 0 0 O� - 0 0 ^ ~ 0 0 . . . . . ' . Page 12 . DATE: 08/13/19 PROJECT: 2475 - SOLSTICE CUSTOM HOMES ���U����U�~ ~°~-.~°.�"v~° SEIS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F'BL'R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR 0 ' 6949 0% 0 0 0 0 1.00 0 V2 X 6949 761 28% 1942 0 1942 110 1.00 1.00 110 V3 ' X 6943 412 15%' 1051 0 1051 91 1,00' 1.00 91 V4 X 6949 632' 20% 1358 b' 1358 165' 1.00 1.00 166 V5 X 6949 231 8% 589 0 589 74 1.00 1.00 74 V6 X 6949 445 16m 1136 0 1136 41 1.00 1.00 41 V7 X 6949 713 26% 1820 0 1820 94 1.00 1.00 94 V8 ' X 6949 927 3496' 2366 0 2386 95 1.00 1.00 95 V9 X 6949 637 23% 1626 0 1626 46 1.00 1.00 46 V10 X 6949 784 29Y6 2001 O 2001 250 1.00 1.0025O 0 8949 0% O~ 0 ' 0 0 1.00 O' U' ' 6949 0% 0 0 0 0 1�OO 0 D 6949 0% O^ 0 0 0 1.00 � O' 0 � 6949 0% 0 0 0 0 1.00 n 0 6949 0% U O 0 O 1.O0 ' 0 0 - 6949' 0% 0 0 O O 1�OO ` 0 200% 0 13888 yW1 X 11059 560 16% 1825 0 1825 79 1.00 1.00 79 M2 X 11059 1036 31% 3376 0 1942 5318 458 1.00 1.00 458 M3 X 11059 272 8% 886 0 1051 1938 421 1.00 1.00 421 421 M4 X ' 11059 441 1396 1437' 0 1947 3384 393 1.00 1.00 393 0 11059 0% U 0 O O 1�OU ` 0 M6 � X � 11069 314 9% 1023 0 1136 2159 76 1.00 1.00 76 M7 X 11059 311 9% 1013 0 1820 2833, 506 1,00 1.00 508 M8 ' X 11059 1266 37% 4125 0 2366 6491 298 1.00 1.00' 298 M9 % 11Ob8 6U3 18% 1965 0' 1626 3590 90 1.00, 1.00 QO � � . K410 X 11059 584 17% 1903 0 2001 3904 424 1.00 1]00 424 &111' X 11059 500 15% 1629 0 ' 1629 151 1.00 1.00 151 011059 0% O 0 0 0 1.00 0 'M13 X 11059 544 16% 1773 0 1773 51 1.00 1.00 61 M14 X 11059 234 7% 762 0 762 166 1.00 1.00186� M15 X 11059 118 3% 384 0 384 48 1.00 1.00 48 0 11059 0% 0 01 0 0 1.00 0 200% 35989 0 3528 0% 0 0 0 0 1O0 0 0 3528' 0%' 0 0 0 0 100 0 0 3528 0% 0 0 0 0 1O0 0 0 3528 0% 0 0 O 0 1.00' 0 0 3528 0% 0 0 O' D' 1,00 0 0' 3528 0% n 0 0 0 0 1.00 0 O' 3528 0% 0 0 0 0 1.00 0 0 3528 0Y6 n O' 0 0 1.00 0 . 0 3528 0% 0 0 0 0 1O0 0 0 3528 0Y6' 0 0 0 0 1.00 0 0 3528 ' 0Y6^ 0 0 0 0 1.00 ' 0 O' 3528 0% 0 0 0 0 1.00 0 0 3528 0%' 0 0 0 0 1.00 ' 0 . 0 3528 0% 0 0 0 0 1.00 0 0 ' 3528' 0%' 0 0 0 0 1.00 0 0 3528 0% 0 U ' 0 0 1D0 0 ' 0% 0 Page 13 DATE: 08/13/19 PROJECT: 2475 - SOLSTICE CUSTOM WALL SUMMARY WIND Narrow INCR CONTR. MAX SHEAR WALL min UNIT Panel SBS DESGN UNIT UPLIFT w/narw w/o HOLOOVVN sill NOTES SHR Increase SHR VVS SHEAR mor incr pit. O O 1.00 0 � 0 0 ' 0 OR O ' V2 107 1.00 110 X 110 993 S S 0 OR 0 2x V3 81 1.00 91 X 91' 816 S S O DR O 2x ' V4 163 1.41 233 X 233 1490 S S 1 OR 6 2x V5 101 1.00 74 X 101 905 S S 0 OR 0 2x VG 28 1.00 41 x 41 368 S S 0 OR 0 2x V7 68 1.00 94 X 94 844- S S 0 OR 0 2x V8 55 1.00 95 ' X 95 858 S S 0 OR 0 2x V9 28 1.02 47 X 47 410' S S 0 OR 0 2x V10 240 1.13 281 X 281 2251 A S 2 OR 6 2x 0 0 1.00 0' O O O OR O 0 0 1.00 O 0 O U OR O ' 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 ' O OR V 0 O 1.00 O O 0 ' O OR 0 0 0 1.00 0 � 0 O� U OR 0 N11 74 1.00 79 X 79 793 S S 0 OR 0 2x M2 434 1.06 485 X ' 485 5043 B B 4 OR 7 2x M3 641 1.09 458 X 641 6414 C C 5 OR 8 3x M4 806 1.75 689 X 806 0056 D C 5 OR 9 3x 0 0 1.00 0 n O 0 OR 0 � M6 88 1,09 83 X 88 878' S 5 0 OR 0 2x M7 709 1.00 506 X 709 7088 C C 5 OR 8 3x M8 222' 1O0 298 X 298 2977 A A 2 OR 7 2x M9 82 1.0090 X Qn 898 S S 0 OR 0 2x M10 S23 1�O9 � 481 X ' 523' 5232 B B 4 {}R 8 `2x '&111 281' 1.00 151 X 281 2807 A A 2 OR 7 '2x 0 0 1.00 0 O O O OR 0 M13 63 1.00 51 X 63 625 S S 0 OR 0 2x M14 462 1.09 180 X 462' 4617 B B 3 OR 7 2x M15 158 1O0 ' 48 X 158 1742 S S 2 OR 6 2x 0 0 1.00 0 0 0 ' O OR O 0 0 1.00 0 O O O OR U 0 0 1.00 0 ' O O 0 OR 0 0 0 1.00 0 ' . 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W i . • Page 15 ROWELL RETAINING WALLCAD Software Release Number 81.2 Version 8 128/97 RJM ENGINEERING CONSTANTS Sol Density 110 OTM Factor of Safety 1.6 Concrete Density 150 Stem Factor of Safety 1.7 PHlvu 0.55 Heel Factor of Safety 1.4 PHlas 0.90 Sliding Factor of Safety 1.6 Sliding Coefficient 0.35 PROJECT PARAMETERS Client Name Mascord Design Associates Detae Number 0 Project Number Sheet Nu Project Name Cantilever Wall. EFP•40 PCF Concrete Fc L 3000pal Max Soil Bearing Pressure 1500 pet Steel tirade 60 00000 Equivalent Fluid Pressure 40 Lbalt'3 Wall Thickness 9 in Height of Soil at Toe I 0 I M Footing Height 15 in SECTION 1 DESIGN H,Well Height ft. 1 4 f B B,Total Footing Length,N. 34 in 7-10" Rebar Sleet Rebar Heel Reber A,Toe Length S in 8" Size OC Bar"kv Bar N' Bar'0" C,Heel Length 19 in 1'-6" 4 18 1541% 12327% 1330% Running Length/Calc Length 1.00 1 I 1 4 12 2037% 18292% 1765% %OTM Factor or Safety 328% 4.92 4 8 3001% 24035% 2677% %Sliding Factor of Safety 101% 1.51 4 0 3929% 31430% 3670% %Max Sod Bearing Pressure 47% pet 708 4 5 4845% 37161% 4264% Mln Sol Bearing Pressure 271 paf 4 4 5877% 45412% 5355% %Allowable Shear Stress 4% kpsl 4 5 12 3119% 24949% 2769% 6 5 4548% 35380% 4183% 610e OC 5 4 8299% 86390% 8367% Reber"M" 4 18 1374% 6 8 6295% 50358% 0024% Reber"N" 4 11 10990% 8 6 8028% 64222% 8032% Rebar'0" 4 11 1190% 6 4 10946% 67585% 12043% SECTION 2 DESIGN H,Wall Height ft I 0 I ft B,Total Footing Length,In. 54 in 4'-8' Reber Stem Reber Heel Refer A,Toe Length 1 In r Size OC Bar 9Yf Bar'Pr Bar"0" C,Heel Length i a0 in 3•-2• 4 16 299% 2392% 232% Running Length/Cale Length 1.00 1 I 1 4 12 395% 3162% 309% %OTM Factor of Safety 339% 5.09 4 8 582% 4858% 464% %Sliding Factor of Safety 100% 1.51 4 6 782% 8060% 019% %Max Soil Bearing Pressure 87% psi 1,011 4 5 901% 7211% 743% Mn Soil Bearing Pressure 306 pat 4 4 1102% 8812% 928% %Allowable Shear Stress 12% kpsl 13 5 12 805% 4841% 483% 5 8 882% 7057% 725% Size OC 5 4 1810% 12883% 1450% Reber lir 4 i0 287% 0 8 1222% . 9772% 1044% Reber'74" 4 15 2133% 6 8 1556% 12462% 1392% Reber"O" 4 11 _ 208% 8 4 2124% 10902% 2068% SECTION 3 DESIGN H,Wall Height ft I / I ft B,Total Footing Length,in. 74 in 8'-2" Reber Stern Rebar Heel Reber A,Toe Length 0 in r Size OC Bar 9M" Bar' Bar"O" C,Heel Length 50 n 4'-10" 4 . 18 104% 834% 81% Running Length/Cale Length 1.00 1 I 1 4 12 138% 1102% 108% %OTM Factor of Safety 348% 5.22 4 6 203% 1623% 161% %Sliding Factor of Safety 101% 1.52 4 6 268% 2125% 215% %Max Soil Bearng Pressure 88% par 1,323 4 5 314% 2513% 256% Mn Soil Bearing Pressure 475 pat 4 4 384% 3071% 323% %Allowed*Shear Stress 25% Spat 27 5 12 211% 1667% 188% 5 3 307% 2480% 252% Size OC 5 4 561% 4489% 504% Reber^M" � ' 181% 8 8 426% 3400% 383% Reber^Fr 0 t 743% 8 8 543% 4343% 484% Reber"O" 6 1- 134% 6 4 740% 5921% 728% SECTION 4 DESIGN H,Wall Height R f 10 I ft B,Total Footing Length,In. 98 in 8•-2' Reber Stern Reber Heel Reber A,Toe Length 14 In 1'.2' Size OC Bar"M" Bar Tr Bar'O C,Feel Length 76 in 8'-4" 4 16 48% 383% 35% Running Length/Calc Length 1.00 1 I 1 4 12 63% 806% 48% %OTM Factor of Safety 382% 5.73 4 8 93% 745% 69% %Sliding Factor of Safety 101% 1.51 4 6 122% 978% 92% %Max Sol Bearing Pressure 92% psi 1,358 4 5 144% 1154% 111% Min Soll Bearing Pressure 727 pori 4 4 176% 1410% 139% %Allowable Shear Stress 41% kpai 45 5 12 97% 775% 72% 5 8 141% 1129% 108% Size OC 64 255% 2061% 217% Reber"M" 5 9 127% 6 " 8 195% 1563% 156% " Reber'N" 4 11 341% 8 6 249% 1994% 206% Reber"0" 6 _ 9 139% 6 4 340% 2718% 312% RM 194l3W..cad NOS•40 PCPYbC.egn 10,24.01 1.174 PIM Pqr r d I Use menu item Settings> Printing&Title Block Title R1 Cant 40 psf Pagelfi. FEB. to set these five lines of information Job P 12 ft Dsgnr TTR Liate. 5 FEB 2017 for your program. Description .. This Wall in File: kIPRECISION390'irecicoNEW FILEING SYSTEMCALCULATE\RetainPro 10\cop rws.RPX RetainPro(c)1987-2015, Build 1115.7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ROWELL ENGINEERING Criteria I 'Soil Data iegvgsg2,...--- . Retained Height = 11.00 ft Allow Soil Bearing = 1,500.0 psf , • .,„ Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft ' Heel Active Pressure = 40,0 psf/f1 Slope Behind Wall = 0.00 . -•• 2-'' -' = Height of Sof over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density.Toe = 0.00 pcf L.__""---=-1' FootingliSoil Friction = 0.350 +.:' E 1 . A Soil height to ignore 1 •-ii, '''' •,- " for passive pressure = 15.00 in , , . ... Surcharge Loads I [ Lateral Load Applied to Stem i Adjacent Footing Load , 1 Surcharge Over Heel = 0,0 psf Lateral Load = 0.0#/ft Adjacent Fooling Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft 1.00 Footing Type Line Load Axial Load Applied to Stem 6 has been increased 4 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 h Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction 1 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above FIE ft= 5.00 0.00 Overturning = 6.13 OK Wall Material Above lit" = 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 Rebar Placed at = Edge Edge Soil Pressure @ Toe = 1,494 psf OK Design Data Soil Pressure @ Hee = 989 psf OK fb/FB+fa/Fa = 0.223 0.666 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,092 psf ACI Factored @ Heel = 1,384 psf Strength Leve lbs.--- 1,224.0 4.114.0 Moment....Actual Footing Shear @ Toe = 10.3 psi OK Service Level ft-#= Footing Shear @ Heel = 160 psi OK Strength Leve ft-#= 2.448.0 15,084.7 Allowable = 82.2 psi Moment,.. .Allowable f14$= 10,996.3 21,984,2 Sliding Calcs Shear.....Actual Lateral Sliding Force = 3,001.3 lbs 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 -..., 0 0 lbs OK Shear„.„Allowable psi= 82.2 82,2 , for 1 5 Stability = 0 0 lbs OK Wall Weight psi= 125.0 125.0 Rebar Depth 'd' in= 8.19 8.19 Masonry Data I'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures Short Term Factor Load Factors Equiv Solid Thick = Building Code IBC 2012,ACI Masonry Block Type = Normal Weight Dead Load 1 400 Masonry Design Method = ASD Live Load 1 700 Concrete Data fc psi= 3,000.0 3.000.0 Earth,H 1.700 Fy psi= 60.000.0 60.000.0 Wind,W 1.300 Seismic,E 1 000 Use menu Item Settings> Printing& Title Block Title R1 Cant 40 psf Pagei4 : to set these five lines of information Job# 12 ft : Dsgnr: TTR Date: 5 FEB 2017 for your program. Description.. This Wall in Fite:IlPRECISION3901redco1NEW FILEING SYSTEM‘CALCULATE1RetainPro 101cop rws.RPX RetainPro(c)1987-2015. Build 11.15,7.02 License:KW-06055607 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,AC1 530-11 License To: ROWELL ENGINEERING Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.75 ft Toe Hut Heel Width = 8.67 Factored Pressure = 2.092 1,384 psf Total Footing Width = 10.42 Mu':Upward = 3.142 47.954 ft-# Footing Thickness = 15.00 in Mu :Downward = 402 60.078 ft-,# Mu: Design = 2,740 12,123 ft-# 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 Distance from Toe = 1.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 7.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min, As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm.-= 3.00 in Toe: #4@ 7.41 in,#5@ 11,48 in,#6@ 16.30 in.#7@ 22.22 in,#8@ 29.26 in,#9@ 37 Heel:#4@ 7.41 in,#5@ 11.48 in,#6@ 16.30 in,#7@ 22.22 in.#8@ 29.26 in,#9@ 37 Key: Not req'd:Mu<phi'5*Iambda'sqrt(fc)'Sm Summary of Overturning & Resisting Forces& Moments . . I .....OVERTURNING..., RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# 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 = Total 3001 3 O.T.M. 12,255 1 Stem Weight(s) = 1375.0 2,17 2,979.2 , Earth @ Stem Transitions= = Footing Weight = 1,953.8 5.21 10,179.0 Resisting/Overturning Ratio = 8.13 Key Weight = 1 33 Vertical Loads used for Soil Pressure= 12,936.1 lbs Vert.Component = Total= 12,936.1 lbs R.M.= 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 Defl @ Top of Wall(approximate only) 0.044 in The above calculatioii is not vaiid if the heel soil bearing pressure exceeds that of the toe because the .all would then tend to rotate into the retained soli . , • Page 18 :%,<\%,;(\\ �MV, REr3AR "N" j LAP 4 171A. Yvi1H kt13AR "M" / #At a 10" O.C. 2" CLEAR— f--,- PAGKFILL WALL WITH FREE-DRAINING GRAMMAR MATERIAL H REPAR "M" 3" DIA.I'ERFpre MTh FILTER FABRIC 1 H/2 its} a Ib" O.C. UV.)"rt.i. 5LAf3 RE13AR"O" 3"" BEFORE PACKFILLING " CLEAR " 3'" CLEAR L • Lit 1 " - C - W5. A— '3 RZ RETAINING WALL DETAIL - LEVEL BACKFILL DRAWING NOT TO SCALE SEE WALL SCHEDULE FOR DIMENSIONS RETAINING WALL SCHEDULE H W, A C B Bar"M" Bar"N" Bar"0" 5'-4" 8" 10" 10" 2'-4" #4 - 18"oc #4- 18"oc #4 - 18" oc 7'-4" 8" 1'-3" 1'-3" 3'-2" #4 - 15" oc #4- 15"oc #4- 18"oc 9'-4" 8" 1'-10" 1'-10" 4'-4" #5-9" oc #4- 18"oc #4 - 18" oc 10'-4" 8" 2'-2" 2'-2" 5' #5-9" oc #4- 18" oc #4 - 18" oc - ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP = 40 PCF LEVEL BACKFILL ONLY Ht 1' A1.2 Customer: Mascord Design Associates Rowell Engineering Project: Cantilever Wall with slab. EFP=40 PCF 45 SE 102nd Avenue Sheet Number: 0 Portland, OR 97216 Al Date: 10/24/01 (503) 254-6292 Page 19 ROWELL RETAINING WALLCAD Software Release Number A1.2 Version B 1/28/97 ENGINEERING CONSTANTS Soil Density 110 . OTM Factor of Safety 1.5 Concrete Density 150 Stem Factor of Safety 1.7 PHIvu 0.85 Heel Factor of Safety 1.4 PHIas 0.90 PROJECT PARAMETERS Client Name Mascord Design Associates Detail Number A Project Number Sheet Number Mill Project Name Cantilever Wall with slab. EFP=40 PCF Concrete Fc 3000 psi Max Sal Bearing Pressure 1500 psi Steel Grade 60 60000 Equivalent Fluid Pressure 40 Lbsftt"3 Wall Thickness 8in Footing Heigh 12 l in SECTION 1 DESIGN H,Wall Height ft. Rebar Stem Rebar Heel Reber 5.33 � ft Size CC Bar"M" Bar'M Bar"O" B,Total Fooling Length,in, 28 in 7-4" 4 16 395% 3158% 2182% A,Toe Length 10in 10" 4 12 522% 4174% 2909% C,Heel Length 10 l In 10" 4 8 769% 6149% 4364% %OTM Factor of Safety 154% 2.31 4 6 1006% 8051% 5819% %Max Soil Bearing Pressure 49% psf 734 4 5 1190% 9520% 6982% Min Soil Bearing Pressure 363 psf 4 4 1454% 11633% 8728% %Allowable Shear Stress 10% k pal 11 5 12 799% 6391% 4546% _ 5 8 1165% 9316% 6819% Size OC 5 4 2126% 17007% _ 13637% Reber"M" 4 18 352% 6 8 1613% 12900% 9619% Rebar"M 4 18 2815% 6 6 2056% 16452% 13092% Rebar"0" 4 18 i 1940% 6 4 2804% 22432% 19638% SECTION 2 DESIGN H,Wall Height ft. 7.33 Rebar Stern Rebar Heel Rebar 1 ft Size OC Bar"M" Bar"N" Bar"0" B,Total Footing Length,in. 38 in 3-2' 4 18 126% 1011% 738% A,Toe Length I i5in 1' " 4 12 167% 1336% 984% C,Heel Length 15 J 3 in 1'-3" 4 8 246% 1968% 1476% %OTM Factor of Safety 133% 2.00 4 6 322% 2577% 1969% %Max Soil Bearing Pressure 70% psf 1,052 4 5 381% 3047% 2362% Min Soil Bearing Pressure 261 psf _ 4 4 465% 3724% 2953% %Allowable Shear Stress 22% kpsi 24 5 12 256% 2046% 1538% 5 8 373% 2982% 2307% Size OC 5 4 680% 5444% 4614% Rebar'M" 4 15 135% 6 8 516% 4129% 3322% Rehr If 4 15 1076% 8 6 658% 5266% 4429% Reber"Cr 4 18 656% 6 4 897% 7180% 8644% SECTION 3 DESIGN Reber Stem Rebar Heel Rebar H,Wall Height ft. 1 9.33 1 ft Size OC Bar"M" Bar"N" Bar"0' B,Total Footing Length,in. 52 in 4-4' 4 16 55% 444% 271% A,Toe Length 1 22in -10" 4 12 73% 586% 361% C,Heel Length 22 J 1' in 1'-10' 4 8 108% 864% 542% %OTM Factor of Safety 136% 2.05 4 6 141% 1131% 723% %Max Soil Bearing Pressure 80% psf 1,204 4 5 167% 1337% 867% Min Soil Bearing Pressure 302 pet 4 4 204% 1634% 4 1084% %Allowable Shear Stress 38% keel 41 5 12 112% 898% 565% 5 8 164% 1308% 847% Size CC 5 4 299% 2389% 1694% Reber"M" 5 9 147% 6 8 226% 1812% 1219% Rebar N" 4 18 395% 6 6 289% 2311% 1626% Rebar"0" 4 18 241% _ 6 4 394% 3151% 2439% SECTION 4 DESIGN Rebar Stem Rebar Heel Rebar H,Wall Height R 1 10.33 1 ft Size CC Bar"M' Bar"N" Bar"O' B,Total Footing Length,in. 60 in 5' 4 16 39% 316% 174% A,Toe Length 26 l in 7-2" 4 12 52% 417% 233% C,Heel Length 26 I in 2'-2" 4 8 77% 615% 349% %OTM Factor of Safety 141% 2.11 4 6 101% 805% 465% %Max Soil Bearing Pressure 83% psf 1,243 4 5 119% 952% 558% Min Soil Bearing Pressure 360 psf 4 4 145% 1163% 698% %Allowable Shear Stress 47% kpsl 52 5 12 80% 639% 364% 5 8 116% 931% 545% Size OC 5 4 213% 1700% 1091% Rebar"M" 5 9 104% 6 8 161% 1290% 785% Reber"kr 4 18 281% 6 6 206% 1645% 1047% Rebar"O" 4 18 155% 6 4 280% 2242% 1570% • 19413lbHacord ws4OP'CF.400esign 100401 11:411 AM Popo 1 of 1 LEGEND "ID&ANALM St PIG, iiii�rNll�r � • SHEAR WALL SCHEDULE • PLEASE NOTE: 2015 IBC �� it� E9 �; • WOOL HOMO&LOCATION'. 1POUIEIL apF2PE ii i APA RATED PLYWOOD OR ORIENTED STRAND BOARD t =AHEM WAD.Lain THE TOP OF EACH SHEAR WALL MST BE nrr+4 pm —I o R t FLOOR TED TO THE ROOF SHEAT OR oma 6 SK SILL RAE RLOIeAN SETS.CAT_ O r''Cbi`� Y'yw 0 g 2 YAsnnio*tnreuwm sotE� Sill KATE AVON * FLOOR SHEATHING. THE E)OTTOm OF EACH 1Y0 T. 41046' W uARR °"'„,,,;,,,,,„,°. TYPE •• N sIu $ MOTES LOAD T u 243 ISM*moo SHEAR WALL(MUST BE CONNECTED TO THE IC 2 oats Savato (to (» y,(AR NALI Rrx �' FLOOR SHEATHING OR FOUNDATION. SEE `� n r� I E)m'PS3:tt2G ai,7m0 yZ ©Lam MOM Aiave TYPICAL CONNECTION DETAILS FOR A. •,n•' APPROPRIATE CONNECTION. ..�..-.ac 6"O.C. A•QC 7A e.•0.c 1:i. ®Rawl 2.a DS.O. �, r' eon•.De e we a'OA 2e .r D.C. e4 6 E E8I. v 'Ty,` r.a 11,14. • j i S 01131/4111 «• eon..or Y C.C. 3•0.C. SX 1r D.C. (•). E�7 Ogle14 '3bA (O ' rex Y•.aE iT00 M E Y 4> (d' •404•.ar t D.C. Y D.C. De 21'SC .. F (43 ig6 4. r......I,. (la)TOr is z era•.lig 3•a.0 3•at. DIE 2K DC ere(r). O u ENot r w r-«.. 20. 3* m•OC.(15).0S) 4Ea lie. 0.4(0 �,�'-jL 4. 21*••>A- r D.C. 3r ac 35 is ac Oa(+s). '`� LA.SOC r.04..11+20 (t.) i a'tin+I�.�r Y O.C. 2.0.G 3'31 , 0.G all �a 1:\ i to.,stot 127 MY.502 Is M T(`.)•e•o../en4.r.2*. a.•••b . 3p-M...ww....wb.r IOW w...e.. t I ..s. 3 GAMES1 (3)owe/IND.aM e •1Y DA r,. f W (.),Do•1'*•0Nrbay 00.1 10 N 3•rome p or tole&: + AbrM M0*a..e I I re 1 01•131•.d 25 A.M.&HIM2*Her M. o w.. I 0.t3,-e*2A •M r0.1,r•I 25`0 p. • 1a)Aqr.r 3•r.aM 2-.22 w•r es r esew.en 0.400* I 00.041.1 tor wall e • Yc•maa•.Mr0172•*YNI.RIw 5a ,,¢•�� (ll I ON ST)'.ler&AWL•I.1^ww•10 q.r-A.•pow w. a I ir ^(,}' (a3•.aewa ww.•wN M N wan�a.•.M•rwM 8i�• i, 0 J 1 •'� q wm r•�'w•n71[i WY Mrs Ykla ia.+gor•we �T 0 i i /ay : G� • 04)N ow*.w•..•Own*a.an w•ww>e.can stW r I 1q}AT2.0.011$Mt SILL PJN*MOW 0/*r 0.. ,.... ) , aw.•. MSU/• i•a Allik N: e 4:H) 1q)MA.UI(1u1.IC MR tap SOL Or DIG/Ye.+E. I r Air 4) 11E1111° 4 . likii. nn.,Ia I i �� r • HOLDOWN SCHEDULE • " d C D ' Fk71,40 tHEAR•olli la.L1 MARK L•P'SOM FASTENERS CAPACITY iM /Ial� ItWEL. (185.) 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(a)AN ala wa k tm7enss n _ ERR c H a @H _�,/w.•9 4 .w..rw wrMe n..w a+..nee c.nlasl WO.P.T,lumber1*. *Ma DO 8V �/.. ,Ip,-t0 IP ee w.4 .•.n AVMnT.w..w.eM Mlttwes•Mott.2-ma.in Ml alp I ..Ja.w..d&AA yNroleee•. •+ TO ROOF 6tlaT1NY SFE rola \�My,s K (7)MW•mergbro: HRKW1i ibaT71R L,ETALLD • V C e Si lemma..0.111.33 I • v TOO&wool••2.13 •FRAMING E SPACWG SCHEDULE O.C.• I .6.04,&.0,14113.3.23w3.2.25 `"�-? Ifo SA 1 common.O.TSTAIS f LW SNOW LOAD LTPf,Ais:BMINION INION% 'tCNG NNIS. L550.L50:10d COMMON X NAOS 1 fRAMiNC CLIP 6PT)(JMS 'SS St g w SMGR WAIL LTP4 ASS 1.550 L54 1 1.. e I o Q U' 2a• lY 20- / . . r 4e' Ir 20• 1ST *It /sy E' Y )Yr M O U a S ; �`AL. r e Of ,1 UPPER FLOOR PLAN 2475 SCALE r VA' • 8` ..s• r Y y P•O• .SPACING ar TNESE 0P5 IS EEODA(O ON EOMROES ofSI1(02.1. Ll 120 ..._...__..._.... onswww441 O 2013 aonsL NJGI.I G 0 • 4 ° m o 0 o I h IIt i f ® ] 6 z iy ` m A Al 0 .i I m . tz it 11 Ili A 1; i w iXb • 0 D D. 0 171 Fill —._ _.. (/'jam. 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