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SEQUOIA PK _ _ / pp E 4237.1AP 7 11 '' - A/M _ ... Y - E V15 EDITIONR N , /f ":- : . •.b. _ i ! _ __.._ . Ib% tc CLOSING / ' 1' �- 'J . , .`-"" -I r.w.5 •-• _ - I �4!/Y1,�d l�� D141° C .�L, \ DATE' „ _.. _. AREA OF WORK d ,�' ;� .� •• ,k • ._. � - .. �� • ------------- _ 'i r t � ._-- �---•- j E R.`A L- -- ... ( 'I, 1•(I r I' r ,, l l f "`�- _�..• - ' y _ + ... ' ..... ._•..- _NT REGON >x ttDt[ n,- Iloilo' �.�~` „ BUSINESS )>,,PARK I ; . - CRITERIA KEYNOTES SITE AREA 1. BiKE RACK. SEE DETAIL 4/SD5. PARKING 2. SCREENED TRASH ENCLOSURE. OREGON (01h SITS PLAN Building238 92,254 SQ. FT. 2.1 AC) U Bi ISTNESS -�r---r-- Bulld!n240 161,875 SU. FT.( 3.? AC) Building 238 3. EXTRUDED CONCRETE CURB. SEE DETAIL 1/505. w,,,,1K Nnc rN�ENw,• INC 1"=3 ( Standard 120 �� '.4. ,�, •,�•;VE'C'tAD L ' I PARK I Building 2*1 112,410 SO. FT. (7.6 AC) 4, VERTICAL CONCRETE CURB. SEE DETAIL 2/SD5. I d._ �-� n l -�] •. ,r�J_ - - --- MESE CM�NNaS ME iN( F TY 01 i I � Cor �aCt O Han cop 5. 6'-O' x 6'-0" PLANTERS (EXTRUDED CURB). MAC.I.N E«+x+ttmNc Mc °� ;° __ ANG u+I NO' to BI US.D r- - - 3UiLDING AREA Footprint Floor Total 125 (10/1000 RESTAURANT) 6. 5'--0* WIDE PAINTED CROSSWALK. 4" WHITE STRIPES WITH 4" w�D w wY wwNEn Ixclrr MTM 1N �� P jilding 238 18,000 SQ. FT. 18,000 SQ. FT, (4 /1000 OFFICE) DIAGONALS' AT 2'-0" O.C. "'E rKtNnr ltgl*1EN ,Iwisa�N is t+I a Building 240 22,222 SQ. FT. 54,000 50. FT. ' SNF L T t. T!� r•+ +� Building 241 22,222. SO. FT. 54,000 SQ. FT. Building 240 7. KEYSTONE RE1,4M1NC WALL. CONSTRUCT PER MANUFACTUREP'� SPECIFICATIONS. , LANDSCAPE AREA Standard 242 COORDINATE FINAL DESIGN AND CONSTRUCTION WITH Gf_OTECHNICAL ENGINEER. Compact 0 p A. DISABLED PARKING STALL. SEE DETAILS 6,7,8/SDS. ' PACTRUST Building 238 16,458 SQ. FT.- 17.8% Handicap 7 � -- -= - =- - BUSINESS BUHdhq 240 47,285 5Q. FT.= 29.2% 9. CONCRETE STAIR WITH HANDRAIL (ONE-SIDE). SEE DETAIL 9/SD5, 2 Total 261 (4.8/1000) OREGON CENTER Building 241 28,536 SQ. FT 25.4% 10. 4" MAITE PAiNT STRIPE (TYP.) SD1 u ry "M� BUSINESS \� Bullding 241 11. EXISTING DRIVEWAY. a PARK III \ Ctomp�ncrt P 12. TRANSFORMER PAD. VERIFY LOCATION/SI7_E WITH UTILITY. Y rn rer 1 a n Handico __7 13. TELEPHONE VAULT. VERIFY LOCATiON/SI:ZE WITH UTILITY. OF _-= Total 185 (3.4/1000) 14. PHASE: OF WORK BOUNDARY. I 15. SIDEWALK RAMP (MAXIMUM SLOPE 1:12): SEE DETAIL 5/SD5. JOB NO. VICINITY MAP - � ,6. MATCH EXISTING SIDEWALK. o REFERENCE ONL-Y 2g4(�4$ REDWOOD LANE,0650 - IBUP 94-0188 c•,Fe ��..-..�.._.____r_._.__��___ (AS REVISED FOR FOUNDATION PERMIT SUBMITTAL 7/ 1 ;1 '`v1a iA.- ' O,IF:CT #294 fA0 s I F' 'CBIS DOCUMENT I'i LESS T TT iT 11l T1T 1i�T TjT TIT 1-P T TT T l II1 1 T qT Tp T jl l�i11 T I i1T 1 r-- -- -- -1 -- - . --- - _ �_ 8 1 _ ��_ 10I 1 12� AUGUST 30 1995 i� 1'1 1 �� 4 17 P 7�i � i l� T'� � 1 � 1 l� �T i Li3GI[3L1 THAN THIS VOTA'I'ION, - N. R I`P IS DUE TU THE QUALITY OF' _ . 'Nils ORIGINAL DOCUMENT. - - - -_ _- __._ - LT 9[ 9T t•[ Si ZT TT T 6 LJt, 9 �8S L jjnI1�1IIIIIIII�III �I�IfI�II�NI'iilui�iili i�ii�i�iii��uiliTluilui� �u� � ABBREVIATIONS L c AB ANCHUI< GOL f FB FLAT BAR OC ON CENTER L AFF ABOVE FINISH FLOOR FIN FINISHED OD OUTSIDE DIAMETER ALT A(TFRIJATE FLR FLOOR OF OUTS•DE FACE ALUV ALUMINUM FN FIELD NAILING OH OPPOSITE HAND Y FOC FACE OF CONCRETE OPNG OPENING O 0 O ANC�D ANODIZE) O r AP'ROX APPROXI04ATE FOM FACE OF MASONRY OVHD OVERHEAD A'2CH'L ARCHITE' TURAL FOS FACE OF STUDS � a � I Al FND FOUNDATION •L PLATE Z cV FT FEET/FOOT PLYWD PLYWOOD C r N { BOTTOM OF PS POUR STRIP ` FTG FOOTING z O U BN BOUNDARY NAIL PSF POUNDS PER SQUARE F(;CT Q_ BTW'N BETWEEN GA GAUGE PSI POUNDS PER SQUARE INCH W • M Q BLDG BUILDINC GAL. V GAI.VAN[7.ED PT PRESSURE TREATED MASONRY O L_ I BLK B,.00K GEN GENERAL 1. MASONRY UNITS SHALL BE GRADE N HOLLOW COK':RETE UNITS, TYPE 50/50 Z j m j' • BLKG BL:(:KING GLB GLU LAM BEAM REF REFERENCE (LIGHTWEIGHT) CONFORMING TO THE REQUIREMENT_ OF UBC STANDARD 24-4 -- AND ASTM C90. ALL MASONRY SHALL DEVELOP A WINiMUM 28-DA7J Y ' O O BM BEAM GR GRADE REINF REINFORCING COyPRFiSIVE STRENGTH FM' OF 1500 PSI. MASONRY UNITS SHALL N07 BE to N N (0 REQ REQUIREDBOTT BOT10M INSTAL ED PRIOR f0 ATTAIN TING THE REQUIRED 28-LAY STRENGTH. WALL W • �' � U-) BRIG BEARING HDR HEADER REV REVISION THICKNESS SHALL BE AS SHOWN ON PLANS. _ w HGR HANGER RO ROUGH OPENIP'G 1 2. MORTAR FOR REINFORCED MASONRY SHALL CONFORM TO UBC STANDARDS 11J_ O�- u O cC 04�E CJ CONTROL JOINT HORIZ HORIZONTAL NO. 24-20 AND ASTM C270. MORTAR SHALL HE TYPE 5, WITH AVERAGE COMPRESSIVE STRENGTH Of 1800 PSI AT 28 DAYS. N CENTER LINE HS HEADED STUD SCH SCHEDULE ' sN j M O h Ct_R CLEAR HSB HIGH STRENGTH BOLT SHTG SHEATHING Z i MASONRY UNIT HVAC HEATING, 'VENTILATION AND AIR CONDITIONING SIM SIMILAR ). MORTAR SHALL U MIXED A MECHANICAL MEANS AND PROPORTIONED BY CMU CONCRETE MASO ACCURATE MEASUREMENT ACCORDING 10 UHC TABLE N0. 24-A. SHOVEL � f✓7 N Zi� COL COLUMN SLV SHORT LEG VERTICmL MEASUREMENT WILL NOT BE ALLOWED C CONIC CONCRETE ID INSIDE DIMENSION SPA SPACES e CONN CONNECTION IF INSIDE FACE SPEC SPECIFICATION 4. AGGREGATE FOR MASONRY MORTAR SHALL CONFORM TO ASTM L144 AND UBC Q (D 0O C STAGG STAGGERED STANDARDS N0. 24-21. 0 CONST JT CONSTRUCTION JOINT 1N5UL INSULATION NT CONT1Nti01-)S INT INTERIOR STD STANDARD s. GROUT ,,1R REINFORCED MASONRY SHALL CONFORM 10 USC STANDARDS N0. COSTIFF' STIFFENER 24- 29, WITH A 28-DAY COMPRESSIVE STRENGTH OF 2500 PSI. COORD COORDINATE CSK CCUNTERSINK JST JOIST i 6. AGGREGATE FOR GROUT FOk MASONRY SHALL CONFORM TO ASTM C404 AND CTR CENTER JT JOINT T/ TOP AND BOTTOM uec STANDARDS N0. 24-23. T/ TOP OF NESS 7. SPECIAL INSPECTION Or MASONRY WILL BE ?AID FOR AND PROVIDED BY THE THK THICK (NESS) PENNEY(NAILS) LB LAG BOLT ( ) OWNER FOR T141S STRUCTURE. Z DBI- DOUBLE LL LiVE LOAD TL TOTAL LOAD t-� A DEFORMED BAR ANCHOR LLV LUNG LEG VERTICAL TN TOE NAIL B. coMPL'( WITH UBC SECTIONS 2404 AND 2405 - CONSTRUCTION REQUIREMENTS DB AND QUALITY CONTROL FOR MASONRY. DF DOUGLAS FIR LONGIT LONGITUDINAL TOF TOP OF FOOTING 105 TOP OF STEEL 9. ALL REINFORCING FOR MASONRY WALLS SHALL BE GRADE 60 CONFORMING TO O DIA/0 DIAMETER LP LOWPOJNT DIAPH DIAPHRAGM LWC LIGHTWEICHT CONCRETE TOW TG' OF WALL ALL PROVISIONS OF CONCRETE REINFORCING SECTION ABOVE. w 06 (D DIM DIMENSION TRANSV TRANSVERSE 10. PROVIDE HORIZONTAL BOND BEAMS AT 4'-0" O.C. WITH 2-/5 CONTINUOUS, �_ i W 1 DL DEAD LOAD MAS MASONRY TS TUBE STEEL. UNLESS NOTED OTHERWISE ON THE DRAWINGS. MATT. MATERIAL TYP TYPICAL V 1 i DO DITTO 1' REINFORCEMENT PLACED IN BOND BEAMS SHALL BE LAPPED A MINIMUM OF 40 DN DOWN MAX MAXIMUM BAR DIAMETERS AT SPLICES. PROVIDE CORNER BARS Or EQUIVALENT SIZE O N DP DEEP MB MACHINE BOLT UNU UNLESS NOTED OTHERWISE LAPPED 36 BAR DIAMETERS AT CORNERS AND INTERSECTIONS OF WALLS, O DWC DRAWING MECH'L MECHANICALU/S UNDERSIDE UNLESS NOTED OTHERWISE ON DRAWINGS. fff'��" CL N/�� AWLS DOWELS MPGR MANUFACTURER 12. EXCEPT AS OTHERWISE SHOWN, REINFORCE AROUND ALL OPENINGS WITH LJL MIN MiNIMUM VERT VERTICAL - 2-N5 X OPENING wirTH PLUS 4'-0' AT HEAD Q 2 - 1-pi X OPENING HcIGHr PLUS 4'-0" Al EACH JAMB � 2: , EA EACH MISE MISCELLANEOUS ^ Q EF E 0 EACH FACE MK MARK W/ WITH 13. IN CONCRETE ELEMENTS SUPPORTING MASONRY WALLS, EMBED DOWELS TO f EIFS EXTERIOR INSULATION FiNISH SYSTEM WD WOOD MATCH SIZE AND LOCATION OF VERTICAL MASONRY REINFORCEMENT. LAP ELEV ELEVATION NIC NOT IN CONTRACT W/O WITH OU T DOWELS AND VERTICAL REINFORCEMENT 48 BAR DIAMETERS. ELECT ELECTR;CAL NO./# NUMBER WWF WELDED WIRE FABRIC 14. PROVIDE BAR POSITIONERS FOR ALL VERTICAL REINrORCING. EN EDGE NAIL NOM NOMINAL 15 ALL MASONRY UNITS, STORED AND ERECTED A7 J08 SITE, FROM THE EQ EQUAL. NTS NOT TO SC/.LE ELEMENTS. �� U EXIST EXISTING 5rkucruRAL STEEL EXP ,IT EXPANSION JOINT EXT EXTERIOR 1. STRUCTURAL STEEL ROILED SHAPES AND PLATES SHALL CONFORM TO ASTM A36 AND ASTM A572 (Fy-50 KSI) AT RESISTIVE FRAME COLUMNS. 2. STRUCTURAL STEEL PIPE SHALL, CONFORM TO ASTM A53, TYPE E OR S. GRADE FOUNDATION B, OR ASTM A501. MILL TEST REPORTS FOR THE STEEL PIPE SHALT BE 1, THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A SUBMITTED FOR APPROVAL. GENERAL STRUCTURAL NOTES REPORT PREPARED R G DATED APRIL GEOTECHNICAL W CONSULTANTS, REPORT DATED APRIL 1,1994. THE CONTRACTOR SHALL J. STRUCTURAL STEEL TUBING SHALL CONFORM 10 ASTM A500, GRADE B (FY PERFORM EXCAVATIONS, FOOTING CONSTRUCTION, AND PREPAk, ';ON OF THE 46 KSI). SUBGRAOE UNDER THE SLAB ON GRADE IN ACCORDANCE WITH THE DESIGN CRITERIA PROJECT CONTAINED IN THE GEOTECHNICAL REPORT AND THE 4. ANCHOR BOLTS SHALL CONFORM TO ASTM A307, UNLESS NOTED OTHERWISE. PROJECT SPECIFICATIONS. 5. STRUCTURAL S'iEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM 1. GOVERNING BUILDINC CODE: 1991 UNIFORM BUILDING CODE, WITH W AMENDMENTS. 2. PILING SHALL MEET THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT TO THE RISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF INDICATED ABOVE. STR'1CTURAL STEEL FOR BUILDINGS," 1978 EDITION AND AMENDMENTS, AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUiU'IINGS AND BRIDGES,' 2. GRAVITY LIVE LOADS: 1986 EDITION AND AMENDMENTS. 3. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER ROOF . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF FROM THOSE DESCRIBED IN THE GEOTECHN!CAL REPORT SHALL BE REPORTED (SNOW BUILD-UP IN ACCORUANCE WITH 1991 UBC APPENDIX CH 2') TO THE STRUCTURAL. ENGINEER ANO/OR THE GEOTECHNICAL ENGINEER 6. WELDING SHALL CONFORM TO THE AMERICAN WELDS HALL Y FORM O BEFORE FURTHER CONSTRUCTION IS ATTEMPTED. A233. 0. ELECTRODES FOR SHOP AND FIELD WELDS SHALL CONFORM TO ASTM \ FLOOR(S) A233, CLASS E70XX. rW. AO PSF PLUS 20 PSF PAR71'ffGN LOAD 4. CONTRACTOR WILL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM EITHER EXIT FACILITIES AND CORRIDORS. . . . . . . . . . . . . 100 PSF SURFACE, GROUND, OR SEEPAGE WATER. 7. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE W CONTRACT DOCUMENTS iS PROHIBITED WITHOUT THE PRIOR APPROVAL OF THE 3, SEISMIC 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE AND CONNECTION f� CONSTRUCTION SHALL BE REMOVED. TO BE MADE. OFFICE BUILDING SEISMIC ZONE . . . . . . . . . . . . . . . . . . 3 6. SITE PREPARATION AND OVERE'XCAVA ION/RFCOMPACTION OF SOiLS SHALL BE 8. HEADED CONCRETE ANCHORS SHALT_ BE NELSON HEADED CONCkETE IMPORTANCE FACTOR I. 1.0 PF_RF)RMED iN ACCORDANCE WiTH RECOMMENOAT10N5 PRESENTED IN THE ANCHORS (OR APPROVED EQUAL). AND SHALL CONFORM TO ASTM A108. BUILDING TYPE Rw (STEEL SMRF). . . . . . . . 12 SOILS REPORT REFERENCED ABOVE,. ANCHORS SHALL BE AUTOMATICALLY END IN THEWFIFI D. SUITABLE STUD WELDING EQUIPMENT iN THE SHOP OF 1N THE FIELD. WELDING SHALL BE IN , .J 4. WiND 7. CONTRA^TOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALI. ACCORDANCE WiTH THE RECOMMEND+TIONS OF THE NELSON STUD WELDING Lh BASIC WiND SPEED . . . . . . . . . . . . . . . . . . 80 M PIT CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH COMPANY. Lh EXPOSURE . . . . . . . . . . . . . R BANKS. 9. DEFORMED BAR ANCHORS (CBA) SHF LL BE NELSON DEFORMED BAR ANCHORS ( w IMPORTANCE FACTOR I. . . . . . . . . . . . . . . . . . 1.0 CONCRETE (OR APPROVED EQUAL), ',ND SHALL BE MADE FROM LOW CARBON STEEL CONFORMING 70 ASTM A496. .ANCHORS SHALL AUTOMATICALLY END-WELDED 711 1. CONCRETE MIXES SHALL B'- DESIGNED BY A QUALIFIED TESTING LABORATORY WITH SUITABLE WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING AND REVIEWED BY THE ENGINEER. MINIMUM COARSE AGGREGATE SIZE 15 1/2 SHALL BE 1N ACCOFDANCE WITH THE RECOMMENDA I TONS OF THE NELSON SPECIAL INSPECTION INCH. MIX DESIGNS SHALL BE SIGNED BY A CML ENGINEER LICENSED iN THE STUD WELDING COVPANY. STATE OF OREGON. 10. USE WELD TARS AT REAM FLANGE CONNECTIONS; AFTER WELDING, REMOVE iN ACCORDANCE WITH UBC SEC. 306, THE FOLLOWING TYPES OF WORK REQUIRE SPECIAL INSPECTION. SEE THE SPECIFICATIONS F'Xt ADDITIONAL REWIREMENTS 2. AGGREGATE FOR NORMAL WEIGHT CUNCRE. SHALT CONFORM TO ASTM C�3. FOR INSPECTION AND TESTING. S THE WELD TABS AND FiNISH TO A SMOOTH COUNTOUR PER 3.12.3 OF AWS AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C33 PORTLAND CEMENT SHALL BE TWE 1 OR TYPE Il AND SHT REGION AND FINISH WELDING USING A REINFORCING FILLET WELD, ACCORDING D1.1-94; iN ,ADDITION, REMOVE THE BACKING BAR AFTER WELDING, BACKGOUGE ALL CONFORM TO ASTM TO 3.13.4 OF AWS 01.1-94, AT ALL MOMENT CONNECTIONS ON SHEET S4.1 --- GENERAL C150. ITEM PER SEC. 306 DfSCRiPTION ---� 1. THE PRO.kC7 SPECIFICATIONS ARE NOT SUPER.^EDED BY THE STRUCTURAL 3. ADMIXTURES MAY BE USED W17N PRIOR APPROVAL OF THE ENGINEER. 1. CONCRETE � -STRUCTURAL CONCRETE - ) 7 CONSULT THE SPECIFICATIONS FOR ADDiTiONikL REQUIREMENTS IN ',OMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOTES. CON UL c •3. REINFORCING STEEL -PLACEMuNT EACH RECTION. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT. AND P.T. TENDONS PRECEDENCE OVER THE GENERAL STRUCTURAL NOTE'S AND TYPICAL. DETAILS CA_CiUM CHLORIDE SHALL NOT BE USED. AND DUCTS ' CONSTRUCTION. 4. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLCINS: 4. WELDING -ALL. HELD WELDING 2 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS 110 ORE COND OF ANY DISCREPANCIES S FOOTINGS AND LEV 1 SLAB. . . . . . . . . . . . - . . , . 3000 PSi --ALL SHOP WELDING THE ARCHITECT SHALL 3F NOTIFIED CONCRETE f7t-L OVER METAL DECK (NORMAL WEIGHT CONCRETE) .)000 PSi INCONSISTENCIES. 4. HIGH STRENGTH BOLTS -TENSIONING OF ALL BOLTS DATE_: J, DO NOT SCALE DRAWINGS; COORDINATE DIMENSION', WITH ARCHITECTURAL 5. MiXiNG, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI f, 6/3/94 304R-85 AND PROJECT SPECIFICATIONS ALL CONCRETE SURFACES AGAINST t DRAWINGS. WHICH CONCRETE IS TO BE PLACED SHAM. BE THOROUGHLY CLEANED. METAL DECk' 4. ALL WORK SHALL CONFORM TO THE MiNIMUM STANDARDS OF THE UNIFORM LAITANCE AND STANDING WATER SHALL BE REMOVED. DRAWN BY: 1. METAL DECK SHALL CDNFOa TO THE SPECiF1CArtONS OF THE STEEL- DECK EDITION JF THE STRUCTURAL SPECIALTY CODE. 6. ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE INSERTS INSTITUTE. �r� BUILDINC ' )DE AS AMENDED AND ADOOTED BY THE S-ATE OF OREGON 1993 ,HALL BE WELL. SECURED IN POSITION PRIOR TO PLACING CONCRETE. PROVIDE ChIECK U 8'Y: 5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: STANDARD BAR CHAIRS AND SPACERS AS REQUIRED TO MAINTAIN CONCRETE e. COMPOSITE FLOOR r'CK SF;!.,.L BE VFRCO TWE WJ LJK a. SIZE AND LOCATION OF ALL Or'ENiNGS, EXCEPT A5 NOTED. PROTECTION SPECIFIED. FORMLOCK, 20 GA(E OR APPROVED EQUIVALENT. SEE b. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON--BEARING PLANS FOR 'TOTAL SUB DEPTH REQUIRED. REVISION PARTITIONS. 7. CONCRETE COVER PROTECTION FOR REINFOF EMENT BARS SHALL. BE AS O c. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES, FOLLOWS: (SEE A.C.i. 318-89 SECTION 7.% FOR CONDITIONS NOT NOTED) 3. ROOF DECK SHALL BE VERCO TYPE HSB-36, 18 GAGE OR PRESSED AREAS CHANGES 1N LE`lEL, CHAMFERS, GROOVES, INSERT'S, o. CONCRETE CAST AGAINST ANL) PERMANENTLY EXPOSED TO EARTH . . 3" ��6 EDITION DE b. CONCRETE EXPOSED 70 EARTH OR WEATHER APPROVED EQUIVALENT. x - CLOSING N a 2 u 0 DATE: z vJ ETC. BARS 16 AND LARGER . . . . . . . . . . . . . . . . . . . . . . . 2" CTS d. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, EXCEPT 'C BARS 05 AND SMALLER. . . . . , . . . . . 4. UNLESS NOTED OTHERWISE TI PLAN, CONNECT DECKING TO SUPPORTING --� SHOWN. 1 1/2" MEMBERS WITH I/2" EFFECTIVE DIAMETER PUDDLE (FUSION) WELDS SPACED e. SHOW AND ROOF FINISHES. e. CONCRETE NOT TO WEATHER OR IN CONTACT WITH GROUND: AT 12' ON CENTER. USE WELD WASHERS ONLY IF RECOMMLNOED dY 1 x //12/94 1 9 4 e r-LOSTAIR FRAMINGD ROOF AND iSHIS.UETAIL5, EXCEPT AS SHOWN SLABS, WALLS, JO1S1 S - #11 BARS AND SMALLER. . . . . . . . . .3/4" MANUFACTURER. I.y. BEAMS, COLUMF'S - TIES, STIRRUPS, SPIRALS . . . . . . . . . 1 1/2" DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. 5. WELDERS SHALL BE AWS-CER7.If1EU FOR LIGHT-GAGE WELDING, B. ALL REINFORCING STEEL FOR CONCRETE SHALL BE GRADE 60 AND SHALL CONFORM TO _ S. SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOK THE ASTM A-615 (ORA 706 FOR WELD TYPE REINFORCEMENT). REINFORCEMENT BART SHALL 6. UNLESS NOTED OTHERWISE ON PLAN, BUTTON PUNCH SIDELAPS AT 2'-0" ON FOLLOWING a NOT BF TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRICT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. CENTER. U` o PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND SLAB OPENINGS, r�- ETC., EXCEPT AS SHOWN OR NOTED. 9, pELD'4G REINFORCEMENT BARS, WHEN APPROVED BY THE STRUCTURE LIGHT GAGE STEEL FRAMING (lJ b. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS 1N WALLS AND SLABS. --� c. CONCRETE INSERTS FOR FIXTURES. 01.4-79. SHALL CONFORM 70 THE AMERICAN WELDING SOCIETY STANDARD 1. STEEL TO BE: d. SIZE AND LOCATION OF MACHINE OR EQUIPMENT EASES, ANC'TOR BOLTS 01.4-79. E70XX ELECTRODES SHALL BE USED IN WELDINU A706 REINFORCING (` BARS TO ASTM A36 STRUCTURAL. STEEL, c:) FOR MOTOR MOUNTS. A. ASiM A-446 GRADED (Fy = 50 KSI) FOR 16-CAGE AND HEAVIER. 7. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRU(:TION ARE THE T0. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL B. ASTM A-446 GRADE A (Fy = -3 KSI) FOR 18-GAGE AND LIGHTER. RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL CONFORM TO THE RECOMMENDATIONS OF THE A.C.I. DETAILING MANUAL 1988, y. ALL FADRICATiON, ERECTION, AND IDENTIF1CA110N OF LIGHT-GAGE STEEL YACKENnE ENGINEERING INC NECESSARY FREC,4U710Nr TO MAINTAIN A!:✓ ENSURE: THE INTEGRITY OF THE ACI COMMITTEE 315. !�e+ W R1 AR THERESFP N FRAMING SHALL CONFORM 70 UBC; STANDARD 27-9 AND AIS) SPECIFICATIONS. STRUCTURE AT ALL STAGES OF CONSTRUCTION. Tk0,E c NOT T ARE THE Fu PTr (x 11. (,ROUT SNALL BE NON-SHRINKABLE GROUT CONFORMING TO ASTM C827, AND u+C D I ENGINEERING INC Y EA 3. PROVIDE ALL ACCESSORIES !NCLUOING, BUT NOT LIMITED TO, TRACKS, CLIPS, .n0 rR NVT Tr 4 u MIU PEP40- nucEO�� ANY YAWNER EX PT RITN 'I+E T'RIINi 'M)iTTEN P�EMISSI(kl OF Y E i LJ 8, THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSi. WEB STIFFENERS, ANCHORS, FASTENING DEVICES AND OTHER ACCES'•ORiES 3 FINISHED STRICTURE. THEY DO NOT INDICATE THE METHOD OF PREGROUTING OF BASE PLATES WILL NOT BE PERMITTED, REQUIRED FOR A COMPLETE AND PROPER INSTALLA110N. SHEET Q CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE ALL MEASURES -" NECESSARY TO PROTECT THE STRUCTURE, WORKERS. AND VISiTORS DURING 12. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE 4. STUDS TO DF BRACED WITH BRIDGING iN ACCORDANCE WITH MANUFACTURER'S 1CONSTRUCTION. SUCH MEASURE SHALL INCLUDE, BUT NOT BE LIMITED TO, FOR THE REQUIRED CAMBERS/SLOPES'. RECOMMENDATIONS. r+ 0 BRACING, SHORING FOR CONSTRUCTION LOADS, ETC, VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL. NOT INCLUDE REVIEW OF THE ABOVE 13. CONDUIT CM PiPE SiZE (OD) SHALL NOT EXCEED 30 PERCENT OF SLAB 5. METAL FRAMING CONNECTIONS ARE TO BE WELDED, EXCEPT WHERE SELF- F1-1 - THICKNESS AND SHALL BE PLACED BETWEEN TOP AND BOTTOM REINFORCING, DRILLING SCREWS HAVE- BEEN SPECIFIED. ITEMS. • U UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCENTRATION OF CONDUIIS si :DOR PIPES SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE Lr 9. OPENINGS, POCKETS, ETC, SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS PROVIDED. 6. WELDS SHALL CONFORM TO AWS SPECIFICATIONS WELDERS SHALL RE F UNLESS SPECIFICALLY DETAII-ED OR APPROVED BY THE STRUCTURAL CERTIFIED FOR LiGHT-GAGE STEEL. UNDER AWS SPECIFICATIONS. ENGINEER. 14. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE 7. DESIGNATED COLD-FORMED SHAPES SHALL BE BY ANGELES METAL SYSTEM OR BEFORE PLACING. CORING IN CONCRETE IS NOT PERMITTED EXCEPT AS APPROVED EQUIVALENT. p 10. CONSTRUCTION LOAD (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE SHOWN. NOTIFY THE S-RUCTURAL ENGINEER iN ADVANCE OF CONDITIONS NOT `1 (p DESIGN LIVE LOAD PER SQUARE FOLT. PROVIDE ADEQUATE SHORING AND/OR SHOWN ON THE DRAWINGS. JOR NO 1�1_ BRACING WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. O ' 15. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE A RESILIENT (T 11. WHEN A DETAIL IS IDENTIFIED A:) TYPICAL, THE CONTRACTOR SHALL APPLY THIS TILE FINISH SHALL HE APPROVED BY THE TILE MANUFACTURER BEFORE USE. 294048"04. (U REDW DETAIL RT ESTIMATING AND CONSTRUCTION TO EVERY LiKE CONDITION 2��ry�NE, a WHETHER OR Nor THE REFERENCE iS MADE iN EVERY INSTANCE. AS REVISED FOR FOUNDATION PERMIT SUBMITTAL 7/12/94 e .__ ..,VW' �p 1��T�T T� j Tj1 _ IF THIS DOCUMENT IS ))ESS7,11A I 111 I�Im 1 1TI I ��rj� , ALJ"FGUST 30 995 346 0 i 11. I LEGIBLE THAN THIS NOTATION. _ _.__ ___1 ___._..--- -- 7,,.._..ja. IT IS DUE TO THE QUALITY OF' _ No 3e 2 THE ORIGINAL DOCUMENT. i UE I B�ZI1 8L DIS 9II f�Z II6�1 �L II I�L 1115 1I8�T 8T LTi 9T 8� ItT S[ Li TT L 8�1 L 111 11111u1111.1�i111�11i411111111h111 u11i1111I1111111111111111f1 if�flfHl'flfi11111111f�1111111111f11 lifl�l111 II11Iliil II,Ililll 11!1,1 I lllilll;l f��11��lful 1�W IisT�,,�►� �► i,iili�l+uiilu<< <3> < > 45 6 77 8 9 1 0 C% 1 LI _ - -- - - - -r-- - - - - - j --- - -- __ - - I 242'-6' I 1- a 1 3 1/2" 30'-0' _30-p---- 30'-0" } 1S'-0 - 30�p,, t -15'-0' _ _ _ 30'-0" --30 - 301-0 �1' -� 2 t 3 1 t 2 19).0' - - - �_ - - .. -.. __ _ _ - __ 191.0' 12 c � S4.2 53.1 54.2 T/k-21e 7 _ - h T/FTG t 3 I j (Y ° rn ao I 200.0' 200.D' i ( 7 Y'� S4.2 S4.2 0 N 0ll �. N 8 7 i w 200.0 200.0 W --- f FTS c.) -T -L-- _._...__ -- I T/FTG I 7 7/FTG I O O arc o w 0 < Q - a N V _• - -----�_..- _ - -- -- - -- -- - q wQ LJ - ---- --- __ - - 3 L J 3L I - _ - -___._ -____ __ _ _ 3 I } r FTG i I -i I � � � o W ay . M x - 194. } / } c a p C r/FT - 11 1 1 1 194.5' _ L - l�. �J o W IV � Q 6 _ YOO.OQ t.�.. ._._. S4.?. ! S�1.2 100.E 53.1 T/FTG C o o Z CD I • I s'IM Ln ,IM r/FrG 04 C I I j 4 191.0 1 - - - - I_ of -I r� NNw -- j 0 60 254 3 F/FTC - O N 2 I 2 -- 4 W •r I } X W • 0 QRj C1 ! (- I �) _O S4.3 N f f I , J O W j �� + 0 14 1 I ( r -1 -� 1 SIM ►'� 4 I L I 1�1.20� 1189.0' r vii N i m o j I _ _ 14 NI z _� - -- I } F F 7G 101.20 S4.2 �+-� N 3 o I I 1'-3 t 2' '� rn o 0 -- I _ _ _ _ I I I I I / l _ mos I 54.2 ( I (- I- ( '�` r '� 6 !I L ' I I J L_ -. - J ( 7 a ^I 3 1 I I I I N 1 I I I S4.2 2 <,> O I-- --� I I I I °' I I I T/FTG I I _ _ I I I OO A7., '� I g F I } I o I _ } I z - _ �, rt ,91.0' - i _� _ - ------r --- --- ,9, L I1 190.0' I ( ( } I FTS T/FTG r TG I I _ I� w 8S o II III � t-- w I- 7/FTG L- _. I 7 L T�F'TOG1J-VS4.2191.0' 1 _ IS 4.2� L.. _. J 1 I O � < Q af c II _ 91.0 - I F.F.-192.0' 191.0' 1 191.G 1 1 O 1 O o w 10 I T/F0� 1 i I T/FTG T/FTG - T/FTG I T/FTG 1 I 191.0' _ N A6.1 I I _ r/FTG 1' - 1 FRAME I F /t \ I A-�FRAMEQo� � z a OG __ Com__. 01 6 I ! I TYP. - - J I I } I I ( I I S4.3 + A6.1 - g I } L _.._ -. J L ._ - J z L - - J l_ - J TYP. L I �-L- m 0- 3k O O O a } } _ 190.0, + I�I 190.0' /f'0 III 1 I i I I 4 T/FfG 190.0 o T/FTG FRAME I I S3.1 FRAME _ T/FTG 1 (� i r O F �! 190.0 190.0 } I -- b O L J I I ( ( I T/FTG T/FTG L J �-- -�-} O a- Ery Q O - _ o `- �-- 2 O7 190.0 7 10 190.0' 7 7 7 - 10190.0' O 10 8 7 �1 T/FTG 54.2 A6.1 7/FTG O O - _ -- - -- - _ TG _ + -- -- I ----- -- - - - A .1 T F --- 2 - -- - -- -- /� --- O 2 0 .1 co 53.1 �J 190.0' ��,' 190.0' _--7 53., 2 FRAME ----T/FTG LJ I T/F FG FRAME 2' -7 1/2" _ -4. 23' -1" -4 ----2'-7 1/2" Z m FOUNDATION PLAN _ KEYNOTES � I. EDGE OF' SLAB, TURN DOWN 18" t 2. FACE OF CONCRETE. 3. TOP OF SLOPE. i` . iiny 4. TOE OF SLOPE. PROVIDE DRAIN Tit-E. 5. 3'-0" X 3'-0" BLOCKOUT AROUND COLUMNS TYP. 6. ELEVATOR PIT. 7. OUTLINE OF FOOTING REFORCING AT COLUMN SEE FOOTING SCHEDULE 8. ELEVATOR SUMP, SEE DETAIL 9/A7.1 DATE: 6/3/94 DRAWN BY: SBM/SLD CHECKED BY: FOOTING SCHEDULE 2000 PSF SOIL. BEARING, FOOTING SCHEDULE LJK C) _rERNATE 2500 PSF SOIL BEARING FOOTING SCHEDULE ALTERNATE 3000 PSF SOIL BEARING �r REVISION b � EDITION � � - q � s� '��' CLOSING Q` MAR LENGTH WIDTH DEPTH LONGITUDINAL TRANSVERSE REMARKS MARK LENOTf1 vY!! ;;f DEPTH LONGITUDINAL TRANSVERSE REMARKS MARK LENGTH WIDTH DEPTH LONGITUDINAL TRANSVER.,E REMARKS r-. W ll { L ATF: REINFORCING REINFORCING REINFORCING REINFORCING REINFORCING REINFORCING R� � '` 1 7112119,- (D tt 13 9" 13'-9" 26" (13) #8 (13) #8 - O 12'-6" 12'-6" 26" (10) #8 (10) #8 - � 11'-6" 11'-6" 27" (9) #8 9 '8 0 _ O � 12'-0" 12'-0" 74" (12) #7 (12) #7 10'-9" 10'-9" 24" (10) #7 (10) #7 2 10'-0" 10'-0" 24" 9 � y _r, + 8'-6 18' (7) #7 (7) #7 3 8'-6" 8'-6" 18" 7 -\ - - O O #7 (7) #7 _ 7'-.9" 7 -9' 18" (7) #6 (7) #6 - N O 6'-U" 6'---0" 12" (7) #5 (7) #5 O4 5'-6" 5'-6' )4 ' 6) 5 .-, 5 n - ( # _ t6) #5 4 5'- 0" 5'--0" 12 5 5 5 ( ) $ (5) # C-) V 4'--0" 4'-0" 12" (4) #5 (4) #5 3'-9" 3'--9" 12" (4) #5 (4) #5 3'--6" 3'-6" 12" (4) #5 (4) #5 CONTINUE RETAINING WALT_ RFINF. - - F 6 � -6' 7'--6" 30' (6)#5 T / (6)#6 B. (6)#5 7 / (F)#6 B. O � CONTINUE RETAINING WALL RF'INf. CONTINUE RETAINING WALL REINF. W _ THRO'1GH FTG. SEE 14/S4.2 6 6'-9" 6' 9" 30" (6)#5 T / (7)#6 B. (6)#� T / ('1)#6 B. 6 6'--3" 6'-3" 30" (8)#5 F / (8)#5 R. 8)#5 T / (8)#5 B. THROUGH FTG., SEE 14 �•i.2 - _ - _ THROUGH FTG. SEE 14/S4.2_ CONTINUE RETAINING WALL_ REINF. CONTINUE RETAINLVG u'ALL REINF. CONTINUE RETAINING WALL REINF. ' MAC EAUE FNGINE RING INC 7 8'-6" 8'-6" ,30" (8)#5 T / (8)#6 B. (8)#5 T / (8)#C B. 7 7'-9" 7 9" 30" 8 T 8) 6 B. 8 5 1 / 8 9. 7 7'-0" 7 -0" 30" (6)#5 F 6 6 B. / O# THROUGH FTG., SEE 13 54.2 12 S4.2 O O#' / ( # O# ' O> THROUGH FTG.. SEE 13 S4.2 12 S4.2 O )#= / O# (6)#5 T 6 6 B. THROUGH FTG. SEE 13/S4.2. 12/S4.' +ESE ZIE ENGINEERING ARE G rapP ER1v OF CONTINUE RETAINING WALL REINF. ANU ARE ENGINEERING NC REP 3 8 9'-0" 9'-0" 30" (8)#5 r / (8)#6 B. (8)#5 T / (8)#6 B. 8 8'-3" 8'-3" 30" 9,1 5 T 9 6 B. CONTINUE RETAINING WALL REINF. CONTINUE RE FAIN!NG WALL REINF. DIX AaE ? ?0 BE USED OR V111TH THL-.OUGH FTG. SEE 13 S4.2 ( # / O�/ (9)#5 T /-(9)#6 B. 7'-6" 7'-6 30' (7)r/5 T / (7)#6 B. (7)#5 T / (7)#F B. 11 Eu IN ANY MANNER, E1fSION F m f=1 THROUGH FTG SEE 13/54.2 F Nava wm??EN vE1wIsoN of M E THROUGH FTG. SEE 13/S4.2 11'-0" 11'-0" 30" 13)#5 T / (13)#£ B. (13)#5 T / (13)#6 B. O 10'---0" 10'-0" 30` (9)#6 T / (9)#7 B. (9)#6 T / (9)#7 B. _ Q 9' -0" 9'-0" 30" 10)#5-T / (10)#6 B. (10)#5 F / (10)#6 B. -~ SIAFET (U - US2 . 1 A 0 1 -R-S-1 r 4 0 d i�6 JOH No . Q• (U REDWOOD LANE,8850 7 t 2Q4048.04- Aiiii '°f° �� AS REVISED FOR FOUNDATION PERMIT SUBMITTAL 7/12/94 ,I�, �IThTr fiI I 1 1 JIT 1T1 , IF THIS DOCUMENT IS LESS �I111 - , 6 ! _ 0�, 11. AUGUST 30 1995 LEGIBLE THAN THIS NOTATION, -__- -.---.rl-�,� �l _ 17TIFT , f t' 1TJT_� I IT IS DUE TO THE QUALITY OF No.ae THE ORIGINAL DOCUMENT. 11-11011111 7, 8$ L2 L B LT T B[ LT PTT I �T i I ZT TT o�T �8 1 L jb 4 138 8To.ua111111�111111111�1111 Illl�llll IIII�III11�Illl Iill�lllllllll�lllllllll�lllllllll�llll IIII�IIII IIII�IIII IIII�IIII1111111�11�IlllullllllllllW 1111W1L'1W1llWllllll►tlllil►I►li i�1►t ttulutt u►I tltt►tlttttltlll;lllllilllIl�llll n � W STEEL COLUMN SCHEDULE _� r g 9 1 `� 9 MARK SC-1 SC-2 SC-3 (r o cn 000 10 o _ - . GRID 61 A5 F2 7 '� N W18x40 ,'tet-'� W18x40 I LOCATION A4 A6 E5 ` "- C X (v W18x40 W18x40 ROOF --^-___ A7 04 G5 O f - - - - E310 G4 D6 ` o G7 D7 rn ) S4.1 N j 54.1 CV ►10 I2 G6 W M Q x o i K4 I9 F9 p d ca 1I 3 o K7 K6 I W m ~ o Z � m 1 • r r m (V+1 7 .� � V STd W24x76 <30!= �` '. W2406 <30> 3rdW24x62 <30> � '++24x62 <30> Z N n � -- I • wrncn g p U W c v 8 0 S4.1 N n0� ) N S4.1 a x FLOORS: N U m O o m W8 x 28 W12 x 65 W12 x 65 3 I a x v `' r- $ 3 3 0 2kD-ROOF. ____r _--- W V) 3 - - { Y • 6 - W24x62 <30> W24x62 <30> FLOORS: U p W24x7h <30> W24x76 <30> 2nd __-! W8 x 28 W12 x 65 W12 x IOt, 2nd ` - -- 1ST-2ND Q > 10o `� � eS4. i� oaao z 4C r 7 N O N BASE 8/53.1 S3.1 x x x R. (� 0 - w 1FRAME i - ELEVA"ni NOTES: F-- _ 1st 1. FOR COLUMN SPLICE DETAIL SEE 5/S4.1. Z T- ' .1 ,"JOTE: COLUMN STEEL Fy = 50 Ksi g 10 w 53.1 S3.1 TYP U.N.O. Z FRAME 2 - ELEVATION _ _ w 8d 0 � 1 NOTE: COLUMN STEEL Fy = 50 Ksi ~ F— w � 0IN f-- c o.. O UQE < OE --j O I m U ROCF W18x35 ; { W18x35 ! ROOF _-W_ W21x50 '' I W21x50 , Q CL 3 °iCD 0 54.1 a N 54.1 N rn x O > x W 0 m _j 3rd W24x55 <30> W24x55 <30> 3rd �,. ' ' ` ` W24z84 <30> W24x84 <30> P.P, TY'' \ - ---- --a, \ 0 Z F _ _ w ® ,� 8 54.1 (S4.1 0 �'I�-------- '7111-17STIFFENER T S4.1 0 0 -�1 R f"_ rn =)� x p "� �- AT BEAM FLANGES Q x / N > � F.P. W W24x62 <30> W2462 <3O> 2nd W2484 <30> III <30> 2nd 1 \ Ct' --� _ -; �I z (V B1 OOi O Off O y * —. OJ 2 3 0 3 3 I I 53.1 S3.1 S3.1 TYP J.N.O. w 4 FRAME 4 -- ELEVATION s BOX COLUMN 3 FRAME 3 - ELEVATION - S3.1 NOTE: COLUMN STEEL 1y = 50 Ksi 53,1 NOTE: COLUMN STEEL Fy = 50 Ksi 53,1 I 1 I DATE: 6/3/94 DRA`NN BY: SBM/SLD CHECKED HY: 2'-0" LJK 1'-10" - - - - „, REVISION z•-o' 1 1/2" 5 16" I 5„ 1 1/2' —5/16„ 5„ "LI EDITION �v 1 1 / iv TYP. Y Y �' 13 CLO5!N V �4 I HATE: _ 3/8” y C-D i -- AT FLGSN G O O O� AT FLGS O O O O 5/1b " 5„ /AT FLGS O I 1 Ci 1J " x 22" x 1'-10" W/ �+ R 1" x 22" x 1'-1a" W/ o 1 ' '4) 1"0 x 1'-0" EMBED 1 O O O O d I (4) '"0 x 1'-0" EMBED n A307 ANCHOR BOLTS / A307 ANCHOR BOLTS 1�1(" x 24" x 2'-0" W/ (6) 1'X0 x 1'--8" EMBED .- A32� ANCHOR BOLTS MACKENZIE ENGYNEER7N-. 'N.- �� 19LI ALL RIGHTS RESERvL6 F� 1-y" x 24" x 2'-0" W/ I THE5E DRA9ANGS ARE THE PROPER? O (f] _ (6) 1"„� x 1'—8„ EMBED MACKENZIE ET To 8EI�. INC. (MR.EE.IPj �) O (` r\ O I AND ARE NOT TG?4 JSED dR RO -- — `----- -- _-,- -------------_.____. _-_ A325 ANCHOR BOLTS �/ \l THE P iN �Nr MANNER ExcerT F III — � THE PRIOR WR1ITEN PEf�M15SlON OF M k. 1/ �----GROUT HOLE --GROUT HOLE --- __ _ ------- -- - _ _---------� - -._ -- \---GROUT HCLE SHEET LD 3C.) PLATE S • 1 COLUMN TO BASE PLATE s COLUMN TO BASE PLATE _ �9 COLUMN TO BASE PLATE _ 10 COLUMN T BASE _ _ ;- 7 COL M __ t t/z'=1 D u W. — 1 1/2"= -o" S3� OF 1 F- JOB N0. i CD 29 40 48 .0 4 co HFDWOODI-ANE,Wa AS REVISED FOR FOUNDATION PERMIT SUBMITTAL 7/1 /94 C' BU?94.0168all _. (U .�. IL.... ..._._ ..,. .,.... _. �.-,'__'^'-"*'.-, ....,,. mcrc.. -.-. •x>cr.. -rr—.°ra+xRS�!' LE;GIB,`�E THAN THIS NOTATIO4P N,IF THIS DOCUMENT IS LESS I I TTTTi T "ii 1i1 ,. ( 1995 1 5 • ,is,, 'am ! _ _' T'�1T' '' �' ; ' I ' 1� 11 _ AUGUST 30 9,� i t ' 11' IS DUE TO THE QUALITY OF _ _ _ CBE ORIGINAI, DOCUMLNT. S g gy LZ 9 Z L 6 . 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O 1 I 1 Z DATE: SLAB IN AN AREA ° #4 O 12" O.C.- I -WEEP HOLES O 2.'--0" O.C. I -BRICK VENEER BETWEEN GRiDS 5 do 6 �3 QOWEL X 24" _ _ ? •� X 2 O 16" O.C. 2'' 1 ys rr gyp, T{ t i I1 - \ \1V 1 7112, X94 .----PROTECTION BOARD ' GRAVEL BACKFILL i' 36 WA i ERPROGF MEMBRANE #4 O 12" 0.L. ----� �" r I `--FiRST FLOOR I I PROTECTION BOARD x I . M a`j EA. WAY �` a " '-SOLID Gi'CUT, BOTTOM THREE -• " x C GA STUDS tAT WATERPROOF AIN TILE - ` COURSES I I 3 --- ---- - GRAVEL BACKFILL !fir DR -- �y iEMBRAR!E �s 1'..4~ p �� --WATER STOP ��. (_) #F, �- CTI -�/ -DRAIN TILE ' - 7 5 ^ ; . i -I I I"i I 'III i I I - #6 O 12" O.C.- �i- ! �, 5 O 12" U.C. PLUS 6 O 12" O.C.= / ---DRAIN TILT ° O ' N \ CUTLiNE OF GRADE BEAM, OUTLfNL OF GRADE BEAM, •�' .{ r, OUTLINE OF GRADE BEAM, c,� SEE 7/S4.2 FOR --1 .- _��L1•.; ,„„ -� ,�� 6 O 12" O.C. .. SEE 7/54.2 FOR ., r' CD 5 O 12 O.C,-- SEF 7/S4.2 FOR ?' (14) �j6 CUNT 1 EA. WAY ( �4T. REINFORCEMENT- t REINFORCEMENT fi r REINFORCEMENT O 1?. 0... 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