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I I` d SLEEVE NUT e ` 1 1ui BOLT SPL ICE 1 _,_. _21_,±_ - - :'... 4 1 II 11 • II • • i 1 IIS11"If=SON'I •STATE II II DOLT (SEE f• #4 BAR SCNE h.UL E) uUI CONCRETE FOUNDATION i-1 1 ] O ID Q LUNI X No \ SCALE: 3/411 - 1'-011 - D—EXTEN UiRAUJING NOT TO SCALE ►_ OVi IEILL A_F ElMg[IREEIEG211INI ED1RAWN 15'1'- J.Y. CIVIL- STRUCTURAL ENGINEERS IDATE TE— 02`23—11 10570 SE WASHINGTON ST. STE 212 PFI: 1503) 254-6292 1��—�c PORTLAND, OR. 97216 FAX: (5031 254-6761 „• MIN. H/3.5 Page 10 ” •1-.. T T— 1- SIMPSON "MSTA36" • — j EA. SIDE, (4)-TOTAL • I .• I I I I I •I . I I 1.1 1-' 2X CRIPPLE WALL OVER _1' L , l _I__ I . __L HEADER, W/ 1''2" SPLICE -i —= --- -- —iv JOINT W/ CONT.NAILING HEADER (CONTINUOUS) /1.• - CONTINUE HEADER l'J .1. VP: TO BLDG. CORNER 4 Z 1• NAIL SHEATHING TO 1 .1'1 HEADER W/ m.148"� X 4 1..1 (•1 2114" F. RH. P-NAILS a w 'I.' 1 3" O.C. BOTH WAYS O L.I ••J CzAfRAGE< (OR OTHER OPEN'G) i W I- I 15/32" APA-RATED SHTH'G ,FROM SINGLE SHEET, 0 ASTENED PER SHEAR tiiZ SCHEDULE SPECIFICATIONS AND NOTES V 43 Q . -T. -.---il\ - BLOCK ALL PANEL EDGES 4 ri 1 PER SHEAR SCHEDULE .I II II• SPECIFICATIONS 4 NOTES 1 1 li i 1 •11 11 REBAR 60 GRADE z •1.1 E I SEE SHEAR SCHEDULE AND w • I NOTES FOR HOLDDOWN SPECS PANEL WIDTH ii N •I *3 TIES --L t II I I II I I 11 (0 b lei II II-_sae l z � 0 91 *3 TIES II u II U II f E J • 10" O.G. II II 1 co FLAN VIEW OF (3)"5 1 II II STEM WALL LL SIDE \ II II �4" CONC. SLAB /2g)---TI 11— 11 II II II II II 11 II II m clk= -II -11 ---- _ 11 II 11 MIN. 12"x12" CONT. *5 REBAR W/ 24" HOOK FOOTING ' GARAGE TOP 4 BOTTOM 6 CORNERS DOOR W/ (4)*4 CONT. 0 NARROW 5EA1 PANEL NO SCALE (REDUCES PANEL HGT.) NRWSHEAR30 ----A- E-- IM [IMIEIEE3[11N DIRAWN 8'('- JX. CIVIL- STRUCTURAL ENGINEERS DATE_ 02-23-11 10570 SE WASHINGTON ST. STE 212 PH (5031 254-6292 PORTLAND, OR. 97216 FAX: (5031 254-6761 Page 11 EDGE NAIL ROOF PLYWD. TO 2 X 12 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE NAIL LEDGER W/ (2)-16d EA. WALL STUD 4 EA. 2 X 6 BLK'G. (2)-2 X 6 BLOCK'GX \ FOR THIS SECTION OF ROOF, e 6" O.C. VERT. / BLOCK PANEL EDGES W/ 2 X 4 FLAT, NAIL ad e 4" O.C. EDGES AND BOUNDARIES, 12" O.C. IN FIELD. >C SI-IEARWALL PLYWD. MUST EXTEND DOWN TO BOTTOM WALL PLATE EDGE NAIL BLOCKING- FASTEN BLK'G. TO WALL PLATE W/ "SIMPSON" LS50 (SPACE LS50 PER NOTES) BOO ED Al _2) SCALE: 3/4" = 1'-0" LEDGE1 DIALLING NO TO SCALE 4. 10 ICNLIL, DRAWN CIVIL- STRUCTURAL ENGINEERS DATE- 02 _23 10570 SE WASHINGTON ST. STE 212 PH 1503) 254-6292 PORTLAND, OR. 97216 FAX (5031 254-6761 Page 12 EDGE NAILING (2) 2x OR LARGER EDGE NAILING DEPENDING, ON ND. I LARGEST OF THE (2) HD STRAPS 6 CORNER i /A %AIM% Ago LARGEST OF THE (2) ��V (2) 2X OR LARGER �I 111 H.D'S CORNER ' (DEPENDING ON H.D.) /'/ am.-.01...-7"1 .: - 'rte G 9 FOUNDATION I e UPPER FLOOR 1 (OM I\l D —OI DOWN CO 1� R SCALE: 3/4" = I'-O" �� Dfz4UJING NOT TO SCALE ----AE IEMg9KIIEEGAM DRAWN iSY- J.Y. CIVIL- STRUCTURAL ENGINEERS DATE- 02-23-11 10570 SE WASHINGTON ST. STE 212 PH, (503) 254-6292 S�/ ..1 PORTLAND, OR. 97216 FAX: 1503) 254-6761 . , _ Page 13 DATE: 12/14/17 PROJECT: 22152BA - FOUR D CONST 2 ve,20161111 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 119 SEISMIC CAT: D to obtain 120/B ` DS 0.850 F`SDS� 1.02 | R :6,5 ' ' snow load = 30 F: 1.2 mean roof height, h = 25 ft A upper: 1884 A main: 2523 V=FSnoVVm/Roq12.14-11 A lower: 0 ASD Load Combination = V/1.4 vvDL IBC ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-21 ROOF/CEILING 15' 1884 28260 4435 3168 EXT. WALLS 12 9 200 10800 1695 1211 INT. WALLS 8 9 200 7200' 1130 807 BRICK 40 0 0 U' 0 TOTAL 46260 7259 ' 5185 MAIN FLOOR ' ROOF/CEILING 15 939 14085 2210 1579 FLOOR 10 1584 15840 2486 1775 EXT. WALLS 12 10 250 ' 15000' 2354 1681 INT. WALLS 8 10 250 10000 1569 1121 WALLS ABOVE ' 18000 2825 2018 DECK 10 0 0 0 BRICK 40 ' ' 0 0 0 0 TOTAL 72925 11444 8174 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 10 0 0 0 EXT. WALLS 12 0 0 0 0 INT. WALLS 8 0 0 OU WALLS ABOVE ' 25000 3923 2802 DECK 10 , 0 0 0 BRICK 40 0 0 0 0 TOTAL 25000 3923 2802 ' REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Load (plf) Floor to Floor Holdown Floor to Foundation Holdown Shear wall ,v�nd/sois Tag Load Type Tag . Load Type S 260/200 1 1500 Cwnr12x36^ 6 2684 STHD14RJ A 350/350 2 3430 cMsnuXwo^ 7 5090 HTT5 B� 600/600 3 4700 'owaT1zxso` 8 7855 HDU8 C 898040 4 6210 owsT12x72' 9 9535 HDU11 D 880980 5 9215 o�nr�uxyn' 10 14445 HDU-14 E 1280/1280 ' ? 14446 to high Page 14 DATE: 12/14/17 PROJECT: 22152BA - FOUR D CONST 2 WALLS DIAPH. LOAD WALL SO, FT. LENGTH LINE LENGTH OF SHEAR WALLS (FEET) TOTAL HGHT. BRICK NOTES 0.0 0.0 V3 12.0 12.0 9.0 V4 3.4 3.4 6.8 9.0 V5 7,0 7.0 9.0' V6 17.0 17.0 9.0 V7 18.2 18.2 9.0 V8 3.5 3.9 3.6 7.1 18.1 9.0 V9 7.8 7.8 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 86.9 M1 16.6 16.6 10.0 M2 7.6 7,6 10.0 0.0 M4 2.0 2.0 2.0 6.0 10.0 M5 14.6 14.6 10.0 M6 40.0 40.0 10.0 M7 22.0 22.0 10.0 M8 3.8 3.8 3.6 5.0 16.2 10.0 M9 11.2 11 2 10.0 M10 3.0 3.0 6.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 140.2 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 15 DATE: 12/14/17 PROJECT: 22152BA - FOUR D CONST 2 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' 0' 0 0.0 0 0' V3 3935 3935' 292( 12.0 328 244 V4 2234 2234 1662 6.8' 329 244 V5 3718 3718 2765 7.0 531' 395 V6 4605 4605 3425 17.0 271 201 V7 4920 4920' 3660 18.2' 270 201 V8 3843 3843 2858 18.1 212 158 V9 2822 2822 2099 7.8 362 269' 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 0 0 0.0 0' 0 0 0' 0 0 0.0 0 0' 0 0 0 0 0.0' 0 0- 0 26076 M1 2354 w 2354 1751 16.6 142 105 M2 1978 1978 1471 7.6' 260' 194 0 0 0 0' 0.0 0 0 M4 2271 2234 4505 3351 6.0' 751 558 M5 3444 3718 7162 5327' 14.6 491 365 M6 4886 4605 9490 7059 40.0 237 176 M7 5118 4920 10039 7467 22.0 456 339 M8 3025 3843 6868' 5109 16.2 424' 315 M9 2282 2822 5104 3796 11.2 456' 339 'M10 2377 ' 2377 1768 6.0 396' 295 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 0 0 0.0 0 0 0 0 0 0 0.0 0 0 49877 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 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 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 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 . Page 16 . DATE: 12/14/17 �» PROJECT: 22152BA - FOURD CONST 2 ' SEISMIC ��~�»��"�""~� SBS. TOTAL SUR. % SEIS. MAX. ADJUST ' DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REOUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR O 5185 0Y6 0 0 0 0 1.00 0 0 . 5185 0% 0 0 0 0 1.00 0 VJ ' X 5185 J1/ 1/Y6 U/2 0 8/Z 73 1.00 1.00 73 V4 X 5185 236 13% 650 0 650 96 1.00 1.00 96 V5 X 5185 451 24% 1241 0 1241 177 1.00 1.00 177 V6 X 5185 686 36% 1888 0 1888 111 1.00 1.00 111 V7 X 5185 879 47% 2419 0 2419 133 1.00 1.00 133 V8 X 5185 782 42% 2152 0 2152 119 1.00 1.00 119 V9 X 5185 413 22% 1137 0 1137 146 1.00 1.00 146 0 ' 5185 0% 0 0 0 0 1,00 0 0 5185' 0% 0 0 0 0 1.00 0 0 5185 0% 0 0' 0 0 1.00 0 0 5185 0Y6 0 O' 0' 0 1,00 0' O' 5185 0% 0 0 0 0 1.00 0 O` 5185 0Y6 0 0 0 0 1.00 0 0 5185 0% 0 0 0 0 1.00 0 ` 200% 0 10359 yW1 X 8174 247 10% 800 0 800 48 1.00 1.00 48 M2 X 8174 323 13% 1046 0 1046 138 1.00 1.00 138 0 8174 ' 0% 0 0% O 0 0 0 1.00 0 M4 X 8174 336' 13% 1089 0 650 1738' 290 1.00 1D0 290 M5 X 8174 934 37% 3026 0 1241 4267 292 1.00 1.00 292 M6 X 8174 1110 44% 3596 0 2760 6357' 159 1.00 1.00 159 1 M7 X 8174 842 33% 2728' 0 2419 5147 234 1.00' 100 234 M8 X 8174 720 ' 29% 2333 0 2152 4485 277 1.00 1.00 277 K49 X 8174 292 12%' 946 0 1137 2083 186 1.00 1.00 186 M10 X 8174 239 9Y6 774 0 774 129 1.00 1.00 129 0' 8174 0% 0 0 0 0 1.00 0 0 8174 0% 0 0 0 0 1.00 0 0 8174 0% 0 0 0 0 1.00 0 0 8174 U%' 0 0 0 0 1.00 0 0 8174 ' O � Y6 0 0 0 0 1.00 0 0 8174 0% 0 0 0 0 1.00 0 200% 26698 0 2802 0% 0 0 0 0 1.00 0 0 2802 0% 0 0 0 0 1.00 ` 0 0 ' 2802 0Y6 0 0 0 0 1.00 0 0 2802 . 0% 0 0 0 0 1.00 0 0 ' 2802' 0Y4 0 0 0 0 1.00 0 0 2802 0Y6 0 0 0 0 1.00 0 0 2802 0% 0 0 0 0 1.00 0 0 2802 ` 0% 0 0 ' 0 0 1.0O' 0 0 2802 0% 0 0 0 0 1.00 0 0 2802 0% 0 0 0 0 1.00' 0 0 2802 0% 0 0 0 0 1.00 0 0 2802 0% O' 0 0 0 1.0[[ 0 0 2802 0% 0 0 0 0 1.00' 0 0 2802 0Y60 0 0 O' 1.00 0 0 2802 O � Y6 0 0 0 0 1.00 0 0 2802' 0% 0 0 0 0 1.00' 0 0% 0 ^ � � - Page 17 . DATE: 12/14/17 PROJECT: 22152BA - FOUR D CONST WALL SUMMARY WIND Narrow NCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPL|FTwInemv w/o HOLDOVVN sill NOTES SHR Increase SHR W S SHEAR incr inor ph. O 0 1.00 0 0' 0 O OR 0 ' 0 0 1.00 0 ` 0` 0 ' 0 OR 0 ' V3 244 1.00 73' X 244i 2195 S i S 2 OR 6 2x ' V4 244 1.32 120' X ' 244' 2199 S S ' 2 OR 6 2x V5 395 1.00 177 X 395 3555 B B 3 OR 7 2x V6 201 1.00 111 X 201' 1813 S 3 2 OR 6 '2x V7 201 1.00 133 X 201 1810' S S 2 OR 6 2x V8 158' 1.29 153' X 158 1421 S S 1 OR 6 2x .V9 269' 1.00 146 X ' 269 ' 2422 A A 2 OR 6 2x 0 0 1.00 0 0 0 ' 0 OR 0 0 0 1.00 0 0 0 O OR 0 0 0' 1.00 0 O' 0 0 OR 0 . 0 0 1.00 0 0' 0 0 OR 0 0 0 1.00 0 0 O O OR O ' 0' 0 1.00 0 ' 0 0 0 OR 0 . 0 0 1.00 0 0 0' 0 OR 0 ' ` M1 ' 105 1.00 48 X 105 1055 S S 1 OR 6 2x M2 194 1.00 ' 138' X 194 1936 S ' S 2 OR 6 2x 0 0 1.00 0 0 0 ' O OR O M4 558 1.75 507 X ' 558 5584' B ' B 4 OR 8 2x M5 365 1.00 292 X 365 3648' B B 3 OR 7 '2x M6 176' 1.00 159 X 176 1765 S S 2 OR 6 2x M7 ' 339 1.00 234 X 339' 3394 A A 2 OR 7 '2x M8 ' 315 1.39 385 X 385 3153 B ' A ' 2 OR 7 2x M9 339 1.00 186 X 339 3389 A A 2 OR 7 2x M10 295 1.07 215 X 295 3947' A 4 A 2 OR 7 '2x 0 0 1.00 O 0 0 O OR O 0' 0 1.00 0 0 0' 0 {)RO ' 0 0 1.00 0 | O O ' 0 OR 0 . 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0` 0 U OR 0 0 0 1.00 0 O` 0' 0 OR 0 ^ - 0 0 1.00 0 0 0 0 DRO 0 0 1.00 0 0 0' 0 OR O ' 0 0 1.00 0 ' 0 0 U OR O 0 0' 1.00 0 0 0' , 0 OR 0 � 0 0 1.00 0 0 0 ' 0 OR 0 , 0 O 1.00 0 0 0 ' ' 0 OR O 0 0 1.00 0 0 0' O OR O 0 0 1.00 0 ' 0 0 , 0 OR 0 ' 0 0' 1.00 0 O' 0 0 OR O 0 0' 1.00 ^ 0 0 0 ' 0 OR 0 0 0 1.00 U` ` 0 0 � 0 OR 0 0 0 1.00 ' 0 ' 0 0' 0 OR 0 0 0 1.00 0 0 0 U OR O O' 0 1.00 0 - 0 0' 0 OR 0 0 0 1.00 ` 0 ' 0 0 0 OR 0 . 0 0 1.00 0' � 0 0 ' 0 OR 0