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Plans I i. :-- x71.., 1. PROJECT DESIGN CRITERIA: AGAINST THE EARTH AT CONTRACTOR'S OPTION REQUIRE THE FOLLOWING `'`� '� 80228PE , 1.1.DESIGN LIVE LOADS: PRECAUTIONS: AJ 1.1.1. FLOOR 50PSF (OFFICE) 3.2.SIDES OF EXCAVATION MUST BE VERTICAL (OVER POURING AND MUSHROOMING '"` '�. - • 1.1.2. ROOF 25PSF (SNOW) NOT ALLOWED). • �a� OREGON ,1, /.i 1.2.DEAD LOADS: 3.3.CONTRACTOR SHALL BE RESPONSIBLE FOR CLEAN UP OF SLOUGHING BEFORE, ?C' � sC BEF 1.2.1. FLOOR 12PSF + 10PSF PARTITIONS DURING AND AFTER POUR. -1+9Y �, F:• 1.2.2. ROOF 15PSF 3.4.CONTRACTOR TO PROVIDE FOR DE-WATERING OF EXCAVATION FOR SURFACE 1.3.WIND LOADS: WATER, GROUND WATER OR SEEPAGE IF REQUIRED. ,EXPIRAPONDt�TE:la /I3 1.3.1. BASIC WIND SPEED, V=95MPH 3.5.BACK FILL OVER EXCAVATED FOOTINGS WITH CONCRETE OF SAME DESIGN __ 1.3.2. EXPOSURE = B STRENGTH AS FOOTING CONCRETE. ZAC BLODGET, PE 1.3.3. IMPORTANCE FACTOR, I=1.0 3.6.STEP CONTINUOUS FOOTINGS AT VARYING ELEVATIONS PER TYPICAL DETAIL. 11505 SE SHERMAN CT. PORTLAND,OR 97216 1.4.SEISMIC LOADS: 3.7.SLOPING FOOTINGS IS PROHIBITED. 503 334 1870 1.4.1. SITE CLASS=D 3.8.ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL. BOTTOM OF FOOTINGS ZAC @STRUC 1.4.2. IMPORTANCE FACTOR, 1=1.0 SHOWN ON THE DRAWINGS ARE MINIMUM AND SHALL BE LOWERED AS REQUIRED 1.4.3. SDS= TO REMOVE SOFT AND LOOSE MATERIAL. 1.4.4. SD1= 3.9.AFTER CONCRETE IS PLACED, IN NO CASE SHALL THE SUPERIMPOSED CONSTRUCTION �- JUL 18 2013 1.4.5. R=6.5 (WOOD SHEAR WALL) • LOADS BE GREATER THAN SPECIFIED DESIGN LIVE LOADS, UNLESS THE WORK IS cOGI'j'yQFTIGARD 1.5.FOUNDATION DESIGN CRITERIA SHORED. zUILDINGDNI$IDN 1.5.1. FOUNDATION TYPE: SPREAD FOOTING 3.10. NO LOADS SHALL BE PLACED ON CONCRETE SLABS WITHIN 7 DAYS AFTER UJ 1.5.2. DESIGN PRESSURES PER 2010 OSSC, U.O.N.: CONCRETE IS PLACED. 1.5.2.1. ALLOWABLE FOUNDATION BEARING: 1500 PSF 3.11. THE TOPS OF ALL FOUNDATION WALLS SHALL BE SMOOTH AND LEVEL. 0 1.5.2.2. ACTIVE EARTH PRESSURE: 35 PCF 3.12. THE TOPS OF FOUNDATION WALLS SHALL BE CONSIDERED LEVEL WHEN THE 0 Q 1.5.2.3. PASSIVE EARTH RESISTANCE: 150 PSF/FT MAXIMUM DEVIATION FROM GRADE IS ±1/8 INCH AND THE DEPRESSION BETWEEN D D 1.5.2.4. COEFFICIENT OF FRICTION (SLIDING): 0.25 HIGH SPOTS IS NOT GREATER THAN 1/8 INCH ALONG A 10 FOOT STRAIGHT EDGE. 2. GENERAL Q o 2.1.THESE GENERAL NOTES APPLY UNLESS SPECIFICALLY NOTED OTHERWISE. 4. CONCRETE Z W o 2.2.ALL CONSTRUCTION, TESTING AND INSPECTING SHALL CONFORM TO THE 4.1.ALL CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH ACI 318. 0 = E INTERNATIONAL BUILDING CODE (I.B.C.), 2009 EDITION AS AMMENDED BY THE STATE 4.2.USE MIXES WITH A MAXIMUM AGGREGATE SIZE APPROPRIATE FOR FORM AND 0 ' f= OF OREGON, (2010 OSSC). REBAR CLEARANCES TO BE ENCOUNTERED IN ACCORDANCE WITH A.C.I. z w 2.3.ALL DETAILS ARE TYPICAL FOR CONDITIONS NOT SPECIFICALLY SHOWN; PROVIDE RECOMMENDATIONS. ZZ 0 0 DETAILS SIMILAR TO THOSE SHOWN. 4.3.THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND J 2.4.VERIFY ALL EXISTING FEATURES AND CONDITIONS (DIMENSIONS, ELEVATIONS, ETC.) REVIEWED BY THE OWNERS TESTING LABORATORY. I, D UPON WHICH THESE DRAWINGS RELY. OMISSIONS OR DISCREPANCIES BETWEEN THE 4.4.RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE rY J VARIOUS ELEMENTS OF THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE CONTRACTOR'S. 0 0 ATTENTION OF THE ARCHITECT OR STRUCTURAL ENGINEER BEFORE PROCEEDING 4.5.CONCRETE SHALL HAVE THE FOLLOWING 28 DAY STRENGTHS: MINIMUM F'C:2500 0- C!) WITH THE WORK. PSI 2.5.REFER TO ARCHITECTURAL PLANS FOR FINISH FLOOR ELEVATIONS, FLOOR 4.6.SCHEDULING OF WORK MAY REQUIRE DESIGN STRENGTH IN SHORTER PERIODS OF DEPRESSIONS, OPENINGS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, TIME (LESS THAN 28 DAYS) NON-BEARING PARTITIONS, STAIR HANGERS, ETC. 4.7.PORTLAND CEMENT SHALL CONFORM TO A.S.T.M. C-150 TYPE V DATE: 2017.05.10 2.6.REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVES, OPENINGS, AND 4.8.AGGREGATE FOR HARD ROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS DRAWN BY: ZJB HANGERS FOR PIPES, DUCTS AND EQUIPMENT; COORDINATE ALL THESE WITH AND TESTS OF A.S.T.M. C-33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE STRUCTURAL STRUCTURAL WORK. USED ONLY WITH PERMISSION OF THE STRUCTURAL ENGINEER. GENERAL NOTES 2.7.DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE RESPONSIBLE FOR 4.9.USE LIMESTONE COARSE AGGREGATE FOR STRUCTURAL SLAB AND SLAB ON GRADE THE SAFETY OF THE BUILDING, WORKMAN AND OTHER PERSONS AND PROPERTY. CONSTRUCTION. Z613_00 1c82 2.8.THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYS IN 4.10. ALL CONCRETE TO BE REINFORCED UNLESS SPECIFICALLY NOTED "NOT A. ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. REINFORCED". `C.-tpli S -1D-PNCI t 4.11. MAXIMUM SLUMP SHALL BE FOUR INCHES, UNLESS OTHERWISE NOTED. 3. FOUNDATION 4.12. CONDUIT OR PIPE SIZE (O.D.) SHALL NOT EXCEED 30% OF SLAB THICKNESS, 3.1.SIDES OF FOUNDATIONS SHOWN STRAIGHT ARE FORMED. FOUNDATIONS POURED AND SHALL BE PLACED FOUR DIAMETERS MINIMUM APART, UNLESS SPECIFICALLY a.. E1 .1 - ‘ ,5;,:::,' ,-,,,, t „ ff,,, , ,, .:„, ,,,,„ ',A DETAILED OTHERWISE. FB=1000 ,'++ •- , 4.13. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE THAT ALL 6.1.2. STRUCTURAL LIGHT FRAMING NO. 2, D.FIR/LARCH, S.DRY, FB=875 P , . . EMBEDMENTS, INCLUDING ANCHOR BOLTS, ARE PROPERLY LOCATED AND SECURELY 6.1.3. STRUCTURAL JOISTS & PLANKS (INCLUDES 2X6 & 2X8 WALL STUDS/JOISTS) NO. r ._.. TIED IN PLACE. 2, D.FIR/LARCH, S.DRY, FB=875 �a �', '�REGOTt! °�6� 4.14. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF CONCRETE FROM �1� � • 6.1.4. 4X & 3X MEMBERS NO. 1, D.FIR/LARCH, S.GRN, FB=1000 . =.•498En �`. 1 FREEZING BEFORE CURED WHEN POURED IN COLD WEATHER. 6.1.5. POSTS & TIMBERS NO. 1, D.FIR/LARCH, S.GRN, FB=1200 LJ. �' ` ,{ ' 6.2.WOOD I-JOISTS, AND COMPOSITE LUMBER. 5. CONCRETE REINFORCING STEEL fxpoiaT90NnATF .:� 3 5.1.ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH "BUILDING 6.2.1. LAMINATED STRAND LUMBER (LSL) — -- CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 31.8 LATEST APPROVED 6.2.1.1. MANUFACTURED IN ACCORDANCE WITH NATIONAL EVALUATION ZAC BLODGET, PE SERVICE INC. REPORT NO. ER-4979 11505 SE SHERMAN CT. EDITION), AND THE "ACI DETAILING MANUAL". 6.2.1.2. MODULUS OF ELASTICITY: E = 1,500 KSI PORTLAND,OR 97216 5.2.REINFORCING STEEL: 6.2.1.3. BENDING STRENGTH ... FB = 2250 PSI 503 334 1870 5.2.1. ASTM A615, GRADE 60 DEFORMED BARS. 6.2.1.4. SPECIES: ASPEN ZAC @STRUCTURALDEPT.COM 5.2.2. ASTM A615 GRADE 40 FOR #3 UNLESS NOTED. 6.2.2. PARALLEL STRAND LUMBER (PSL) 5.2.3. WELDED WIRE FABRIC TO BE ASTM A185. 6.2.2.1. MANUFACTURED IN ACCORDANCE WITH NATIONAL EVALUATION • 5.3.ALL LAP SPLICES SHALL BE CLASS B SPLICE AND 2 -0 MINIMUM UNLESS OTHERWISE SERVICE INC. REPORT NO. ER 4979 • NOTED ON SCHEDULE. �-- 5.4.MAINTAIN 1 1/2" CLEAR MINIMUM BETWEEN PARALLEL BARS. 6.2.2.2. MODULUS OF ELASTICITY: E = 2,000 KSI U) 6.2.2.3. BENDING STRENGTH: FB = 2900 PSI 5.5.ALL REINFORCING STEEL AND EMBEDMENTS TO BE HELD SECURELY IN PLACE PRIOR 6.2.2.4. SPECIES: DOUG FIR/LODGEPOLE PINE Z LLJ TO PLACING CONCRETE. 6.3.SILL PLATES: 0 H 5.6.PROVIDE SUFFICIENT SUPPORTS TO ALLOW WALKING ON REINFORCEMENT. 6.3.1. PRESSURE TREATED, HEM FIR #2, W/AWPA TREATMENT A2CA OR ACQ THE 5.7.NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT REINFORCING. 0 Q 5.8.WELDING OF REINFORCING IS PROHIBITED UNLESS APPROVED BY STRUCTURAL SILL PLATES ARE TO BEAR FULLY ON THE TOPS OF THE FOUNDATION WALLS. CC D 6.3.2. LOCATE AN ANCHOR BOLT AT 6" MINIMUM TO 12" MAXIMUM FROM ENDS OF 3 5.9ENGINEER. REIN ORCEMENT SHALL BE PLACED IN RELATIVE POSITION SHOWN ON THE EACH PIECE. Q o 6. 3.3. EACH LENGTH OF PLATE TO HAVE A MINIMUM OF TWO ANCHOR BOLTS. w DRAWINGS. LLl o t 6.3.4. INSTALL EXTRA ANCHOR BOLTS AS REQUIRED, WHERE PLATE IS CUT OR Z c 5.10. NO SPLICES iN REINFORCING WILL BE PERMITTED UNLESS SHOWN IN THE NOTCHED. O I . STRUCTURAL DRAWINGS OR APPROVED BY A STRUCTURAL ENGINEER. (.) ' �_ 5.11. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND SPACING OF WALL OR 6.3.5. SILL PLATES SHALL NOT BE DAPPED AT BOLT HEADS. . L7 w 6.4.NAIL LAMINATED WOOD COLUMNS 0 z COLUMN REINFORCEMENT. 6.4.1. NAIL LAMINATED AT EACH PLY WITH (2) 16D @12"O.C. z Q o 5.12. EXTEND DOWELS LAP SPLICE LENGTH INTO WALL OR COLUMN AND 6.4.2. NAIL PLYWOOD WALL SHEATHING TO COLUMNS WITH 10D @12"O.C. EACH Q I TERMINATE WITH STANDARD HOOK 3" ABOVE BOTTOM OF FOOTING, UNLESS OTHERWISE NOTED. EDGE. H 5.13. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER, BUT 6.4.3. NO NOTCHING SHALL BE ALLOWED. 6.5.SINGLE TOP PLATE SPLICES NOT LESS THAN (1) BAR DIAMETER UNLESS OTHERWISE NOTED: a_ 67 5.13.1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" 6.5.1. BUTT JOINT DIRECTLY OVER STUD AND PROVIDE 24" SIMPSON CS16 STRAP, 5.13.2. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER: CENTERED OVER BUTT JOINT TO PROVIDE SPLICE. 5.13.2.1. #6 THROUGH #11 BARS: 2" 7. JOIST HANGERS AND FRAMING CONNECTORS: 7.1.1. DETAILS ARE SHOWN WITH SIMPSON "STRONG-TIE" CONNECTORS. 5.13.2.2. #5 AND SMALLER: 1 1/2" 7.1.2. NAILING SHALL BE PER ICBO RESEARCH RECOMMENDATIONS TO ACHIEVE FULL DATE: 2013.05.10 5.13.3. CONCRETE NOT EXPOSED TO WEATHER OR NOT IN CONTACT WITH THE DRAWN BY: ZJB ICBO APPROVED LOADS. GROUND: 7.1.3. THE MAXIMUM GAP BETWEEN END OF JOIST AND SUPPORTING BEAM SHALL STRUCTURAL 5.13.4. SLABS AND WALLS: 1 BE 1/4". 5.13.5. BEAMS AND COLUMNS PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: GENERAL NOTES 11/2" 7.1.4. USE: 7.1.4.1. "U" SERIES HANGERS WHERE 2X JOISTS FRAME INTO THE SIDES OF , MEMBERS 6. FRAMING LUMBER 7.1.4.2. "HU" SERIES HANGERS WHERE 3X OR 4X MEMBERS FRAME INTO THE r 6.1.FRAMING LUMBER GRADES - 1998 WWPA GRADING RULES - STRESS VALUES SHOWN SIDES OF MEMBERS ARE BASE MEMBER VALUES. 7.1.4.3. "HU" SERIES HANGERS WHERE 3 1/8" & 5 1/8" GLUE LAMINATED 6.1.1. 2X4 STUDS (NON BEARING PARTITIONS) CONST. GRADE, D.FIR/LARCH, S.DRY, MEMBERS FRAME INTO THE SIDES OF OTHER BEAMS. S11 . 2 T —,. A 7.1.5. EXCEPT WHERE OTHER HANGERS ARE DETAILED SUBSTITUTIONS MUST BE CONDITION: ,s--` APPROVED BY THE ENGINEER AND HAVE ICBO APPROVED LOAD CAPACITIES EQUAL 10.2.1. ALL SIMPSON "STRONG-TIE" FRAMING CONNECTORS SHALL BE GALVANIZED -°'� £30228F'E - ` TO OR GREATER THAN THE SIMPSON "STRONG-TIE" CONNECTORS. AND HANGERS SHALL HAVE Z-MAX COATING. - :,,,,,r-7-- " 8. NAILING SCHEDULE: 10.3. ALL NAILS SHALL BE HOT-DIP GALVANIZED, COMMON WIRE NAILS. .,r !� e :.AOREGON clF° � 8.1.1. NAILING JOIST TO SUPPORT -TOE NAIL (3) 8D �, + l� � ���i' �c �,q,Er 4-. 8.1.2. BRIDGING TO JOIST TOE NAIL EACH END (2) 8D '� y f 8.1.3. BLOCKING TO JOIST - TOE NAIL EACH END (3) 8D 8.1.4. BLOCKING TO PLATE OR BEAM -TOE NAIL (3) 12D fXPIRAT!ONDATE:i ; 3 8.1.5. 2" DECKING TO SUPPORT- BLIND & FACE NAIL (2) 16D T, PE 8.1.6. STUD TO PLATE -TOE NAIL (4) 8D ZAC BL11505 SE SODGEODGE CT. 8.1.7. OR - END NAIL 2X6 & 2X4 STUDS (3) 16D PORTLAND,OR 97216 8.1.8. AND - END NAIL 2X8 STUDS (4) 16D 503 334 1870 8.1.9. MULTIPLE STUDS OR LAMINATED COLUMNS - FACE NAIL 16D ZAC @STRUCTURALDEPT.COM @12"O.C. 8.1.10. TOP PLATES - FACE NAIL 16D @12"O.C. . 8.1.11. TOP PLATES - JOINTS & INTERSECTIONS - FACE NAIL (4) 16D EACH END H 8.1.12. LAMINATED HEADER - FACE NAIL ALONG EACH EDGE 16D @12"O.C. w 8.1.13. JOISTS, LAPS OVER SUPPORTS - FACE NAIL (6) 16D 8.1.14. BUILT-UP CORNER STUDS 16D @12"O.C. Z LLJ 8.1.15. NAILING SCHEDULE AND THE STRUCTURAL DETAILS ARE BASED ON THE USAGE 0 I— OF "COMMON" WIRE NAILS, EXCEPT THAT 16D "SINKER" NAILS (0.148"DIA. X 3 U Q 1/4") MAY BE USED WHERE 160 IS SPECIFIED. ❑ ❑ 8.1.16. IF "GUN" NAILS ARE USED, THE CONTRACTOR SHALL SUBMIT NAIL DATA FOR 3 REVIEW PRIOR TO BEGINNING CONSTRUCTION. � ❑ . 9. NOTCHING AND DRILLING FRAMING MEMBERS co < o 9.1.1: THE CONTRACTOR IS CAUTIONED ABOUT DRILLING AND NOTCHING OF STUDS, Z = 0 PLATES, JOIST AND OTHER FRAMING MEMBERS, 0 9.1.2. THE FOLLOWING SHOULD BE USED AS A GUIDE: 9.1.3. CONTRACTOR IS CAUTIONED NOT TO DRILL OR NOTCH MEMBERS WHICH ❑ z Q HAVE SPECIFIC DETAILS FOR SPLICING BUTT JOINTS, SUCH AS TOP PLATES, Z 0 0 LEDGERS, ETC. Q I-- N 9.1.4. CONTRACTOR SHALL CONSULT WITH ENGINEER FIRST. F D 9.1.5. CONTRACTOR SHALL CONSULT WITH ENGINEER BEFORE NOTCHING OR CC DRILLING ANY BEAMS, PURLINS, JOISTS, COLUMNS OR OTHER FRAMING MEMBERS. 0 0 9.1.6. DRILLING AND NOTCHING OF WOOD STUDS. 9.1.7. NOTCHING OF STUDS SHALL BE WITHIN 2'-6" FROM THE ENDS OF THE STUDS, BUT NO CLOSER THAN 1'-0" OF THE ENDS. 9.1.8. MAXIMUM DEPTH OF NOTCH SHOULD BE ONE INCH (1"). 9.1.9. NO NOTCHING IN THE MIDDLE PORTION OF THE STUD LENGTH. D so�3.os�o DRRAA WN BY.' ZJB 9.1.10. DRILLING IS PERMITTED ANYWHERE ALONG THE LENGTH OF THE STUD. 9.1.11. MAXIMUM HOLE DIAMETER 1/4 TIMES THE STUD SIZE AND THE EDGE OF THE STRUCTURAL HOLE SHALL BE AT LEAST ONE AND ONE-HALF INCHES (1 1/2") FROM THE FACE OF GENERAL NOTES THE STUD. 9.1.12. DRILLED HOLES SHALL BE SPACED AT LEAST SIX INCHES (6") APART AND AT LEAST SIX INCHES (6") FROM ANY KNOT. 10. EXTERIOR (WEATHER) EXPOSED FRAMING: • 10.1. ALL LUMBER IN AN EXTERIOR OR WEATHER EXPOSED SETTING SHALL BE PRESSURE TREATED OR OF A DECAY RESISTANT SPECIES 10.2. FRAMING CONNECTORS AT EXTERIOR DECKS & EXPOSED EXTERIOR 1 S1 . 3 \. 80228PE . 1.-i t^hTOREGONI ,�c°,R./,..", • . �D' '= J.E OPIRATIO111 DATEJ.:151413 1 E I !,_� L_ 1 ZAC BLODGET, PE I F'_ - 1 11505 SE SHERMAN CT. PORTLAND,OR 97216 UP I 503 334 1870 �' "r T ZAC @STRUCTURALDEPT.COM .4 n - �' -_- i. - F 1 ! 7-.„-----1 1 co 1 '' /� / w 1 ' 5 1— Q 1 CC O Y I . 0 I-- o � o Wo t ' ; t 0 = Eccr - 0 cn w 1 I oz J I— ti CC J �, /I I i 0 0 —ADDED POST AND 24"SQ.CONC l 1 I / _ U) At FOOTING.SEE PLACES P.(11) f � 1 1` 1 - ......._1{ _ _... ®_ ... % DATE: 2013.05.10 - .... _. / DRAWN BY: ZJB 1 PARTIAL PLAN AT 1 s3.� 11 GROUND I i t FLOOR/FDN. I EXISTING PILASTERS,TO BE REMOVED 1i PARTIAL PLAN - GROUND FLOOR l FOUNDATION 2: / 1/8" = 1-0" W S2 .1 ,' cpo:y-r 11::• ::::'9,,: OrT4.>-, 4 -4-, 1.74:--- ' 44., / ' 4' • '' c' 8022aPE r 1 • 1-1‘4 ,,.OREGON -'"'/.... • ' 141/ j. e\■Ci N. ! „, . X131FIATION Da. J...M F______..e .V• .____ • . 11 I I I I 1 1 . 1 , ZAC BLODGET, PE 1 1 --- . - H , I 11505 SE SHERMAN CT. 1 I I I I ' PORTLAND,OR 97216 1. I I 503 334 1870 I I ZAC@STRUCTURALDEPT.COM 1111 i j _ __..... I ir ,I I. 1- I li n U) 1 1 1 ,_I.4. I I CC Z W , , 1 i I 1 . OH L.... II = 1:t !I 0 !I -, D ._ ' II F- 0 ' 11 i,I III, I— a 1 1 CO < .. 1 --, 11 z 11 LuS` ; AT FORMER BEARING WALL, 0 1 d cc I — --- —___:___.=.----F-- __,,--- ADD 3 1/2x11 1/4"1.3E . I 1 _ I ---- I I TIMBERSTRAND LSL BEAM, 1, 0 U) ' I 1-------r. - 1111 ! .1 1 0.0•••••".- I I TYP.,U.N.O. u -7, 1 III c_ ; 3 1/2x14"2.0E PARALLAM PSL 11 '.. I I BEAM AT THIS LOCATION .1. ..il J H II g ONLY. 'i 1 , I Ct --I cn I I i rig • 7-EXI S T I N G 2X14 JOISTS@16“0C ii 1 • SHEATHED w/3/4"PLY.,TYPICAL • AT MEZZANINE(VERIFY IN FIELD)III I I DATE 2013.05.20 EXISTING BEAM,TYP. I I DRAWN BY ZJB I 1 I • II li mPARTIAL EzzAN 1 NP ELA N AT EL - II , , II 41111111k II . : FRAMING A .4111 I I . u _ CUT EXISTING JOISTS AND HANG ON INFILL EXISTING STAIR OPENING w/2x6 JOISTS @16"OC,3/4"PLY ADDED BEAM w/SIMPSON LU210,TYP. SHEATHING,SIMPSON LU26 HANGERS,TYPICAL ( I---) PARTIAL PLAN - MEZZANINE LEVEL FRAMING Alb .2.2 1/8" = 11-0" . NW S2 . 2 • 1 Ne,,,,,j;,(e;'! „.../. ROOF $ S3.1 42, E r- . I I n 4 1%),,,OREGON 4.f 1- I S3.2 • 4I, J"evO IA I,"I PIr TION DAB:IAN 1 1131 + I ZAC BLODGET, PE f— 1 11505 SE SHERMAN CT. I S3.2 PORTLAND,OR 97216 I 503 334 1870 PL1/2x9x1'-0,TYP.EA.END ZAC @STRUCTURALDEPT.COM , OF BEAM I HSS 8x6 BEAM I zo Et E. I I I� . Z w 1 2"RETURNS AT Q F- JJJ��� 1/4" CORNERS 2 ct � S3.1 V j r EXISTING ROOF D Q I I 1 T' HSS6x6xi 16"BEAM AT HEAD 11-- i . Q O I - r-�-= LI—� - , Z W ° , I 1 _ - - T ' 0 = �� ` I ■ I L6X6X3/8"LEDGER AT HEAD I V �" 1 1 Z Z o ® © q��. � 1 Q 0 z S3.2 WI ■OW HSS8x6x7/16"BEAM AT CANOPY _ WI� SOW WI• •OW ® 1— D I —t Et J 0 I - 00 ; I 1 0_ U) T 1 I o ti 1 I - I I DATE: 2013.05.10 I 1 ---LLL DRAWN 8Y: ZJ8 J I I - STEEL FRAME AT 1 I - 6 \ 2 NEW STOREFRONT 1 1 1 r AND CANOPY I I_ S3 2 o izz 1 fib I , co Li3 I I MAIN FLOOR J� _ \ MAIN FLOOR $ \ � 444���"' ( 2 \ SECT.@STOREFRONT 1 � ELEVATION AT STOREFRONT \ S3.1 1/2" = 1'-0" S3.:y/ 1/4" = 1'-0" S3 .1 e. EXISTING 8"CMU WALL �s� . �'�-7'< 'le', 80228PE ,r'" , EXISTING 8"CMU WALL LEDGER AND EXISTING CMU PL 1/2x2x0'-8"w/1"DIA. L6X6X3/8"LINTEL ANGLE AT NEW WINDOW TO w ' WALL,SEE 4/S3.2 HOLE FOR CLEVIS BEAR MIN.4"EA.END(CUT INTO EX.MORTAR tom, OREGON ., • •�• r JOINT FOR BEARING)BOLT@ HEAD w/3/4"DIA. p � �9Er�\� �'ALL-THREAD. EPDXY w/SIMPSON SET,6" HSS BEAM EMBED. WHERE CMU IS UN-GROUTED, `�' ' ' I SEE ELEVATION PROVIDE A SCREEN TUBE(BY SIMPSON). RI 3/4"DIA.STEEL ROD IJsi �]�l - -77;11111r la 3 16 - lit � ���DATE ZAC BLODGET, PE 11505 SE SHERMAN CT. w/CLEVIS,EA.END '410,- L6X6 LEDGER ANGLE PORTLAND,OR 97216 1/4" ■ SEE ELEVATION 503 334 1870 1/4" 3/4"DIA ALL THREAD ZAC @STRUCTURALDEPT.COM BOLTS @32"OC DRILL& EPDXY w/6"EMBED, SIMPSON SET. STORE-FRONT WINDOW ADDED WINDOW OPENING OPENING CO Zw 0 I_ 6 DETAIL 4 DETAIL /2) DETAIL o 3/4" = 1'-0" 3/4" = 1'-O""2 S3.2 3 3/4" = 1-0" i_ p �3 i zW ° -STORE-FRONT JAMB AT EXISTING STORE-FRONT JAMB AT EXISTING c1 �-PL 1/2x2x0'-4"w/1"DIA. 0 Q HOLE FOR CLEVIS PL 1/4x6X0'-6 CMU BLOCK WALL CMU BLOCK WALL 0 w/HORIZONTAL LONG SLOTTED HOLES,NEAR Co Q L2x2x1/8"LEDGER 1/4" \ SIDE 1/4" 316 Q 0 z jiw 1/4" I 1/4" \ J f— � H L�■1 3-16 gill SS 6X6 POST AT JAMB.SEE ELEVATION HSS 6X6 POST AT JAMB.SEE ELEVATION ____ A-A PL1/4x8x1'-0 w/2 3/4"DIA.THD'D ROD PL1 Al II SECTION A A ( ) /4x8x1'0 w/2 3/4"DIA.THD'D ROD _NO �_ ANCHORS,DRILL&EPDXY 6"EMBED, SECTION A A ( ) -- � ANCHORS,DRILL&EPDXY 6"EMBED, PROVIDE 45 DEG.MITER SIMPSON SET. 6" SIMPSON SET. 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DATE: 2013.05.10 DRAWN 8Y: ZJB EXISTING SLAB ON • Gi i GRADE(SAW CUT AT SECTIONS AND .., FOOTINGS) DETAILS ce . U 1 DETAIL (S3.3 3/4" = 1'-0" 3 . 3