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I ii • 1 I I I I i 1 t I-1 i : 1 I I kt 1 I ' ! .1 I i i i ; ;•••. .'••--• 4-•-•---I;-• ---i------'-: ---•--I:- ---i------•i.-••-•:i•---•-1- .-- • -• k -,- - 1 ! 1 I I .r. ! t t , • • , . 1 . ; , I 1 ; 1 '- ! , ; , • . . t i ; . .'.-- , , I I GRADE STRUCTURAL BACK FILL— NOS: W/UNIFIED SOIL CLASSIFICATION P'G = 3,000 PSI ® 28 DAYS GW,GP,511,OR 5P FY = GRADE 60 OR APPROVED ALTERNATIVE Pa = 35 psf POUR SLAB PRIOR TO BACKFILLING BAGKFILL PRIOR TO INSTALLING FLR FRAMING l \ - 4 J BACKFILL PRIOR - • TO INSTALLING . . FLR FRAMING J IL #4 ® IT O.G. 0 A G8" • 0 *4 0 I°O.G.0 A . 13'` .• 2" CLR = m 2x8 KEYWAY • POUR SLAB "V"BARS ' -X PRIOR TO 4'DIA.FT6 DRAIN r I BACKFILL tV IS "T"BARS "L" BARS W/18"HOOKS I TOE REINF. TO GORIlf.ER5i• MATCH V' BARS • 1'I=III — . • \ \ lilul_ I�' nm hill ulft„TmTnnal \ \ C A , B RETAINING IIIALL SCJ-IEDULE H (FT) A B G I) "V" BARS "T" BARS "L" BARS 4'-0" 5" 8" I'-O" 12" #4 o 16" #4 0 18" (3) #4 5'-O" 5" 12" l'-3" 12" #4 ® 18" #4 ® 18" (4) #4 6'-O" 8" I'-3" I'-q" 12" #4 ® 12" #4 ® 12" (5) #4 l'-0" 8" l'-6" 21-6" 12" #4 ® q" #4 ® q" (6) #4 8'-O" 8" I'-q" 3'-O" 12" #4 0 6" #4 ® 6" (1) #4 q'-0" 10" 2'-0" 3'-q" 14" #5 to q" #5 to q" (-1) #4 10'-0" 10" 2'-b" 4'-3" 14" #5 ® 6" #5 0 6" (8) #4 II'-0" 12" 3i-0" 4'_q" 16" #5 ® 6" #5 ® 6" (q) #4 12'-0" 12" 3'-6" 5'-3" I6" (2)#5 ® q" (2)#5 ® q" (10) #4 TF ETAININS /\ALL ?Nt/u) RNA SEISMIC M-O NOT TO SCALE NAIL SHEATHING TO BLOCKING YV lOde AT 6'e/c EXISTING FLOOR FRAMING i 2;4 x BL OGKINS W/A35� AT 24'o% . IL Ft a FY m 56RADE 6000 p 28 DAYS tI PG .35 psf ta.t41\___ EXISTING GRADE :11_4 1- - 1111: I 104 FRAr1N6 TO ON 4.q...\ III, PONTMAIWALLNB4 1=.11 I' BOLT P.T SILL.W/I/2*1O'ABA'AT 32'o/c —II SIEATH PM'WALL W/7Ab'APA RATED ��11: I SHEAT INS M/8db AT 6'0/6 AT PANEL II: - T= ED6ES MD 12'o%AT INTERSTUDS I • I N n =:11-i1:11 EM RETAIN** y EXISTING STRIP FOOTING J4=11 *411=11 POURED MAINST DO/ELS SET 4'INTO 111. �• DO INTO EXISTNG FTG. UJ o EXISTING FOOTING AT II "! 24'o/c TOP AND BOTTOM I7 I Z 1 I— g" • *4 NOM AT 9'o% aF_Arr ' y ' I 8'MN.TO = Q CENTER ROOF A PLAN NS I /OF REBAR SLAB PER PLAN I— Y'BARS PER WIEDI LE O Ne BARS X L 11 SPACED EVEJIY Ei I 'T'6485 PER SCHEME 4"PERF.PIPE DRAM 11 11�1_ I• =11=11=1 4'MIN COMPACTED li=11=11- I BRAWL PILL 11=1:=11;-' lI 11=11=07=/• il-frilra; 4- jr 11-11=1, I p` • II-X1-11- II-11=II-:._ _ 11=II11 ii=11=11=11 1-11- •— — II=SII="1 ._.=._.=..:._ 11 Zn A 12" , "5" PER SCHEDULE RETAINING WALL SCHEDULE H(FT) B D W'BARS "T'BARS 'I_'BARS 4'-0' I'-6' 12' *4 o I8" *4 0 18' 4-44 5'-O' 2'-3' 12' *4 O 18' *4. 18' 4-44 6'-0' 3'-0" 12' *4 0 IS' *4 O I8' 4_*4 1-0' 4'-0' 12' *4 0 12' *4 0 12' 4-114 8'-0' 5'-0' 12' *4 O 9" *4 o 9' 5-*4 9'-0' 6'-3" 14' *5 0 9' *5 0 9' 6-44 RETA I N I N6 WALL RW2 RI41413 SEISMIC M-0 SCALE:NOT TO SCALE NAIL*INNS TO BLOCKING W lads AT boot EXI9TIN6 FLOOR FRAMING 2u BLOCK**W A35's AT24'ok f • fiZIESt Ft•9000 P51 O 26 DAYS FY •GRADE 60 Pa •35pet EXISTING GRADE II 11. \\_ • 1=11=111431 FRAM**TO MAR ON I1-1I II I I� PONYWAIL OVER 1131 I BASEMENT WALL I. BOLT PX.SILL W/IO2510'AB.'sAT32'ok SWAIN PONY WALL W 7A6'APA RATED 1 SIfATNIN6 W bd's AT 6'ok AT P . AND 12'cot AT INTER STLb5 I C*E 4'INTO EXI5T1II6 11.1 WALL A7 TO AND3MID-WALL AT 24'of ire.........................7-1 *4 NORIL AT 9.0/c. i-- NEM RETAIN,*WALL "rPOI AGAINST 4. L1V151I RIED 5011 AND DOMBBD INTO EXISTING WALL O 3' j" f 0 CLEAR / r1� 6'MIK TO CENTEROF RES _ Q CENTER ROOF LA 'S ' / � SLAB PER PLAN PER 1'BARS RIR SCHEDULE 'V'BARS X Ly BREAK OFF SPACED EVENLY �' TOE aF E>aSTIN6n"BARS PER SGfDIAFFOOTING _ 4'hmi cO1�PAOTeD CAMEL PILL DOWEL FOOTINS BAR _11 4'til.INro FOOMSAT 24'Dot I� it \Jr ,I: La =11=1L- II, v m 12" "B" PER SCBE RETAINING WALL SCHEDULE If(FT) B D V'BARS 'T"BARS 'L'BARS 4'-0' I'-0` 12" *4 a I8' *4 0 I8' 4-44 5-0' 1'-4' 12' *4 0 15' *4 a 18' 4-44 6'-0' 2'-6" 12' *4 O 18' *4 a 18' 4-44 'I'-0' 3'-4' 12' *4 012' *4 0 12' 4-*4 8'-O' 4'-4' I2' *4•9' *4•9' 5-04 9'-0" 5'-b' 14' *5 0 9' *5 0 9' 6-*4 RETAINING 1NALL R 13 R1'44B SEISMIC M-O SCALE:NOT TO SCALE Sherman Engineering, Inc. RW I A 3/5/ NE Sandy B/vd. Ste. /00 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax COEFF EQUIV SOIL EQUIV SURCH VERT FRICT ACTIVE WT PASS LOAD 0.35 35 I25 150 0 0 Wall Specs WALL FTG WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT HT HT 'A' 5. 'C' 'D' WIDTH WIDTH WT 4.00 0.00 0.67 0.67 1.00 1 .00 2.33 2.45 1249 5.00 0.00 0.67 1.00 1 .25 1.00 2.92 3.24 1718 6.00 0.00 0.67 1 .25 1.75 1.00 3.67 4.44 2462 7.00 0.00 0.67 1 .50 2.50 1.00 4.67 6.21 3587 8.00 0.00 0.67 1.75 3.00 1 .00 5.42 7.41 4612 9.00 0.00 0.83 2.00 3.75 1 . 17 6.58 9.37 6499 10.00 0.00 0.83 2.50 4.25 1 . 17 7.58 11 .25 7893 11.00 0.00 I.00 3.00 4.75 1 .33 8.75 13.35 9927 12.00 0.00 I .00 3.50 5.25 1 .33 9.75 15.24 11620 Sliding $ Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Min HT LAT F.S. RESIST O.T. 0.T. P/A+M/S P/A-MIS 4.00 438 6.72 1723 704 2.45 1019 53 5.00 630 4.93 3093 1 235 2.50 1046 133 6.00 858 3.93 5620 1976 2.84 1059 284 7.00 1120 3.36 10387 2962 3.5I 1028 509 8.00 1418 2.91 15613 4228 3.69 1077 626 9.00 1810 2.65 26385 6096 4.33 1140 834 10.00 2183 2.42 37689 8090 4.66 1075 1007 11.00 2661 2.25 55049 10876 5.06 1076 1193 12.00 3I 10 2.12 72792 13758 5.29 1041 1342 SEISMIC LOADING - Mononobe-Okabe - Seed-Whitman GONG WALL FORCE LOCATION MOM F.5. SEISMIC SLAB Wt F.S. Soil HT lb 0.61-1 O.T. 0.T. F, slide L = 25 SLIDE Pressure 4.0 268 3.00 1507 1.14 705 2500 4. 17 1905 5.0 386 3.60 2623 I. 18 1016 2500 3.06 2025 6.0 525 4.20 4180 1.34 1382 2500 2.44 2043 7.0 686 4.80 6252 1.66 1806 2500 2.08 1935 8.0 868 5.40 8912 1.75 2285 2500 1.80 2035 9.0 1108 6. 10 12856 2.05 2918 2500 1.64 2076 10.0 1336 6.70 17046 2.21 3520 2500 1.50 2010 1I .0 1628 7.40 22923 2.40 4289 2500 1.40 2020 12.0 1903 8.00 28980 2.51 5013 2500 1.31 2002 Sherman Engineering, Inc. Ro RW 1 B 315/ NE Sandy Blvd. Ste. 100 Portland, Oregon 97232 (503)230-5876(503)226-4745 fax Design Reinf (Vertical) Wall lit. MOM Mu d As a Mcap Steel (ft) STEM K ft (in) (in) K ft Remf'V" 4.00 1009 1.01 5.62 0. 13 0.314 3.28 #4 @ 18' o.c. 5.00 1970 1 .97 5.62 0. 13 0.314 3.28 #4 @ 18"o.c. 6.00 3404 3.40 5.62 0.20 0.471 4.84 #4 @ 12"o.c. 7.00 5406 5.41 5.62 0.27 0.627 6.36 #4 @ 9" o.c. 8.00 8069 8.07 5.62 0.40 0.941 9.26 #4 @ 0 o.c. 9.00 11489 11.49 7.62 0.41 0.972 13.28 #5 @ 9"o.c. 10.00 15760 15.76 7.62 0.62 I .459 19.24 #5 @ 6" o.c. 1 1.00 20976 20.98 9.63 0.62 1.459 24.82 #5 @ 6" o.c. 12.00 27233 27.23 9.63 0.83 1.945 32. 18 (2)#5 @ 9'o.c. FTG Mu d As a Mcap "L" BARS 4.00 1 .01 10.00 0. 13 0.314 5.90 #4 @ 18'o.c. 5.00 I .97 10.00 0. 13 0.314 5.90 #4 @ 18"o.c. 6.00 3.40 10.00 0.20 0.47 I 8.79 #4 @ 12"o.c. 7.00 5.41 10.00 0.27 0.627 1 1 .62 #4 @ 9' o.c. 8.00 8.07 10.00 0.40 0.941 17. 15 #4 @ 6"o.c. 9.00 1 1.49 12.04 0.41 0.972 21 ,49 #5 @ 9"o.c. 10.00 15.76 12.04 0.62 1.459 31 .56 #5 @ G° o.c. 1 1.00 20.98 13.96 0.62 1.459 36.91 #5 ® 6°o.c. 12.00 27.23 13.96 0.83 1.945 48.31 (2) #5 @ 9'O.G. Sherman Engineering, Inc. RAA -Z.....- RW 2 A 3/51 NE Sandy Blvd. 5te. /00 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax COEFF EQUIV SOIL EQUIV SURCH VERT FRICT ACTIVE WT PASS LOAD 0.35 35 120 150 0 175 Wall Specs WALL FTG WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT HT HT 'A' 'B' 'C' 'D' WIDTH WIDTH WT 4.00 0.00 1 .00 1 .50 0.00 1 .00 2.50 3.43 I I50 5.00 0.00 I .00 2.25 0.00 1 .00 3.25 4.46 1413 6.00 0.00 1.00 3.00 0.00 1 .00 4.00 5.35 1675 7.00 0.00 1 .00 4.00 0.00 1 .00 5.00 6.72 1975 8.00 0.00 I .00 5.00 0.00 I .00 6.00 7.96 2275 9.00 0.00 1 .00 6.25 0.00 1 . 17 7.25 9.45 2794 Sliding $Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Min HT LAT F.S. RESIST O.T. O.T. P/A+M/S P/A-M/5 4.00 438 6.64 2019 704 2.87 494 426 5.00 630 4.76 3336 1235 2.70 495 374 6.00 858 3.60 4963 I976 2.51 522 315 7.00 I I20 2.85 7388 2962 2.49 497 293 8.00 1418 2.33 10263 4228 2.43 496 262 9.00 1809 1 .93 14894 6091 2.45 527 244 SEISMIC LOADING - Mononobe-Okabe -Seed-Whitman CONC WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.S. Soil HT lb 0.6H O.T. O.T. F, slide 4" Cap SLIDE Pressure 4.0 253 3.00 1464 1.38 691 2500 4.2I 1372 5.0 365 3.60 2547 1.31 995 2500 3.01 1518 6.0 496 4.20 4060 1.22 1354 2500 2.28 1888 7.0 648 4.80 6072 1 .22 1768 2500 1.81 1854 5.0 820 5.40 8656 1. 19 2238 2500 1.48 2037 9.0 1047 6. 10 12475 1. 19 2856 2500 1.22 2076 Sherman Engineering, Inc. F,,L3 L Rw 2 B 315/ NE Sandy Blvd. Ste. 100 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax Design Reinf (Vertical) Wall ht. MOM Mu d As a Mcap Steel (Ft) STEM K ft (in) (in) K ft Rernf"V" 4.00 1205 1.20 8.00 0. 13 0.314 4.70 #4 @ 18" o.c. 5.00 2260 2.26 8.00 0. 13 0.3 14 4.70 #4 @ 18'o.c. 6.00 3802 3.80 8.00 0. 13 0.314 4.70 #4 @ 18"o.c. 7.00 5923 5.92 8.00 0.20 0.471 6.99 #4 @ 121 o.c. 8.00 8715 5.72 8.00 0.27 0.627 9.22 #4 @ 9° o.c. 9.00 12456 12.46 8.00 0.41 0.972 13.97 #5 @ 9"o.c. FTG Mu d As a Mcap "L' BARS 4.00 1 .20 8.67 0. 13 0.314 5. 1 1 #4 @ 18° o.c. 5.00 2.30 8.67 0. 13 0.314 5.1 1 #4 @ 18" o.c. 6.00 4.03 8.67 0. 13 0.314 5. 1 1 #4 @ 15" o.c. 7.00 6.50 8.67 0.20 0.471 7.59 #4 @ 12" o.c. 8.00 9.68 8.67 0.27 0.627 10.03 #4 @ 9° o.c. 9.00 14.96 10.67 0.41 0.972 18.95 #5 @ 9"o.c. lc.< . Sherman Engineering, Inc. Rw3 A 3/5/ NE Sandy 5/vd 5te. 100 Portland, Oregon 97232 (503)230-8576(503)226-4745 fax COEFF EQUIV SOIL EQUIV SURCH VERT FRJCT ACTIVE WT PASS LOAD 0.35 35 I20 I50 0 600 Wall Specs WALL FTG WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT HT HT 'A' '8' 'C' 'D' WIDTH WIDTH WT 4.00 0.00 1 .00 1.00 0.00 .00 2.00 2.79 I500 5.00 0.00 .00 1.75 0.00 .00 2.75 4.03 1763 6.00 0.00 ! .00 2.50 0.00 .00 3.50 5. 10 2025 7.00 0.00 .00 3.33 0.00 1.00 4.33 6.22 2300 8.00 0.00 .00 4.33 0.00 1.00 5.33 7.61 2600 9.00 0.00 1.00 5.50 0.00 1.17 6.50 9.04 3088 Sliding $ Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Min HT LAT F.S. RESIST O.T. 0.T. P/A+M/S PIA-M/S 4.00 438 6.92 2100 704 2.98 456 1044 5.00 630 4.95 3605 I235 2.92 446 836 6.00 858 3.75 5419 1976 2.74 48I 676 7.00 1120 2.95 7726 2962 2.61 504 558 8.00 1418 2.4I 10825 4228 2.56 494 48I 9.00 1809 1.98 15398 6091 2.53 536 4 I 4 1 SEISMIC LOADING- Mononobe-Okabe - Seed-Whitman CONC WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.5. Soil HT lb 0.611 0.T. 0.T. F, slide 4"Cap SLIDE Pressure 4.0 253 3.00 1464 1.43 69I 2500 4.38 1602 5.0 365 3.60 2547 1.42 995 2500 3.14 1526 6.0 496 4.20 4060 1.33 1354 2500 2.37 1648 7.0 648 4.80 6072 1.27 1768 2500 1.87 1804 8.0 820 5.40 8656 1.25 2238 2500 1.53 1825 9.0 1047 6. 10 12475 1.23 2856 2500 1.26 1972 • Sherman Engineering, Inc. Rw 3 15 3151 NE Sandy Blvd. 5te. /00 Portland, Oregon 97232 (503)230-8876(503)226-4745 fax Design Reinf (Vertical) Wall ht. MOM Mu d As a Mcap Steel (Ft) STEM K ft (in) (in) K ft Reinf"V" 4.00 1205 1 .20 8.00 0. 13 0.314 4.70 #4 @ 18" o.c. 5.00 2260 2.26 8.00 0. 13 0.314 4.70 #4 @ 18°O.G. 6.00 3802 3.80 8.00 0.13 0.314 4.70 #4 @ I8" o.c. 7.00 5923 5.92 5.00 0.20 0.471 6.99 #4 @ 12" o.c. 8.00 8715 5.72 8.00 0.27 0.627 9.22 #4 @ 9" o.c. 9.00 12456 12.46 8.00 0.4 I 0.972 13.97 #5 @ 9"o.c. FTG Mu d A5 a Mcap "L" BARS 4.00 I .20 8.67 0. 13 0.314 5. I 1 #4 @ 18° o.c. 5.00 2.26 8.67 0. 13 0.314 5. 1 I #4 @ 18" o.c. 6.00 3.80 8.67 0. 13 0.314 5. 1 1 #4 @ 18" o.c. 7.00 5.92 8.67 0.20 0.47 I 7.59 #4 @ 12"o.c. 8.00 8.79 8.67 0.27 0.627 10.03 #4 @ 9"o.c. 9.00 13.76 10.67 0.41 0.972 18.95 #5 @ 9"o.c.