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HomeMy WebLinkAbout10146114.pdf-C E 0 LL M O L I If T we C g ti Gnffin o rs o enera on ON -SITE ENERGY PROVIDERS, A SUBSIDIARY OF EQUITY OFFICE PROPERTIES, WILL INSTALL AND OPERATE (1) ONE NEW 192 kW AND (2) TWO NEW 375 kW COGENERATION UNITS FOR THE PURPOSE OF GENERATING A PORTION OF THE BUILDING'S ELECTRICAL DEMAND, IN ADDITION, COGENERATED HOT WATER PRODUCED BY THE GEN-SET WILL SERVE A NEW 225 TON ABSORPTION WATER CHILLER TO SUPPLEMENT THE BUILDINGS EXISTING CHILLED WATER SYSTEM FOR SPACE COOLING. AND A NEW COOLING TOWER WILL SERVE TO REJECT THE HEAT FROM THE COGENERATION PROCESS. ALL NEW COGENERATION EQUIPMENT (INCLUDING THE COGENERATION UNITS, A 225 TON ABSORPTION CHILLER, AND A COOLING TOWER) WILL BE CONTAINED WITHIN THE CONFINES OF A NEW CMU BUILDING. THE PROPOSED LOCATION OF THE NEW CMU BUILDING SHALL BE IN THE LANDSCAPE AT THE SOUTHWEST CORNER OF THE PROPERTY, ADJACENT TO THE EXISTING CHILLED WATER PLANT. THIS PROJECT WILL REQUIRE THE INSTALLATION OF NEW ELECTRICAL SWITCH GEAR AND VARIOUS ELECTRIC DISCONNECT DEVICES. VARIOUS MODIFICATIONS ARE ALSO REQUIRED TO FACILITATE THE ROUTING OF NEW PIPING AND CONDUIT, AND TO PROVIDE PROPER ACCESS AND MAINTENANCE CLEARANCES. A NEW MEDIUM PRESSURE GAS METER & SERVICE WILL BE REQUIRED AS THE COGEN UNITS ARE POWERED BY NATURAL GAS. THIS PROJECT WILL BE INSTALLED AND OPERATED AS PER THE REQUIREMENTS OF THE LOCAL BUILDING AND SAFETY DEPARTMENT OF THE CITY OF SANTA ANA, SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT, AND AS REQUIRED BY THE SERVING UTILITIES INTERCONNECTION REQUIREMENTS. FIRE DEPARTMENT NOTES 1. FIRE DEPT FINAL INSPECTION REQUIRED. SCHEDULE ALL INSPECTIONS 72 HOURS IN ADVANCE BY CALLING (714) 647-5700. 2. PROVIDE 2A 1OBC MINIMUM RATED FIRE EXTINGUISHERS TO BE LOCATED ON EACH LEVEL WITHIN 75 FT OF TRAVEL DISTANCE FROM ALL AREAS. TRAVEL DISTANCE IS 30 FT IN AREAS HAVING FLAMMABLE LIQUIDS. 3. STORAGE, DISPENSING, OR USE OF ANY FLAMMABLE OR COMBUSTIBLE LIQUIDS, FLAMMABLE GASES, AND HAZARDOUS CHEMICALS SHALL COMPLY WITH UNIFORM FIRE CODE REQUIREMENTS. 4. THIS PROJECT WILL GO THROUGH A TEST WITH SOUTHERN CALIFORNIA EDISON (SCE) FOR PRE -PARALLEL. FIRE DEPT SHALL BE INVITED TO WITNESS THE TEST. THERE IS NO BLACKSTART OR EMERGENCY POWER FOR THIS PROJECT, THEREFORE THERE WILL BE NO FUNCTION TEST (FOR POWER INTERUPTION & TRANSFER TO EMERGENCY POWER) FOR FIRE DEPT TO WITNESS. EXISTING BUILDING INFORMATION TYPE OF CONSTRUCTION: TYPE 1 (FULLY SPRINKLERED) OCCUPANCY CLASSIFICATION: B (OFFICES) SQUARE FOOTAGE: 543,416 SQ.FT. TOTAL SITE LEGAL DESCRIPTION PARCEL 1 AS SHOWN ON PARCEL MAP NO. 86-212, IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA, FILED IN BOOK 219, PAGES 16 AND 17 OF PARCEL MAPS IN THE OFFICE OF THE COUNTY RECORDER OF ORANGE COUNTY, CALIFORNIA. SITE ASSESSOR'S PARCEL NUMBERS APN 411-102-06 AND 411-111-08: PARCELS 6 AND 8 AS SHOWN ON ASESSOR'S PARCEL MAPS, COUNTY OF ORANGE, STATE OF CALIFORNIA, FILED IN BOOK 411, PAGES 10 AND 11, IN THE ASSESSOR'S OFFICE OF ORANGE COUNTY, CALIFORNIA. SITE ADDRESS: GRIFFIN TOWERS 5 HUTTON CENTRE DR. i W, A! SANTA ANA, CA 92707 6 HUTTON CENTRE DR. SANTA ANA, CA 92707 TYPE OF CONSTRUCTION: TYPE 1 F.R. FULLY SPRINKLERED OCCUPANCY CLASSIFICATION: S-2 SQUARE FOOTAGE: TOTAL - P E-RIVUT TYPE: IMECH G-- PE 0C co co FLC FLOOD ZONE CERTIF REQ'D YES MICROFILM YE RADIANT BARRIER @ ROOF _YES REESIDEN,17V'L DEV FEE YES S-_1Fi00L DISTIFUNCT BE ARCHffECT4',7R%'AL PROJECT CONTACT LIST ACCEPT ED FNR COT, PROJECT OWNERS SEPARATE P!-W-,yR1'PF3`, t"17"Y7 This set Of plans 2nd spunoificaUMN',$ ,TOM SMITH, V.P.-ENERGY OPERATIONS -it all 11pnos ft (-,EQUITY OFFICE PROPERTIES 'Alterations on emn-10 wltho";" wgift k"'ennilsz-10n, fionn tlIWO NORTH RIVERSIDE PLAZA City of Santa Ana, SUITE 2100 i The acceptanoo of this plan and spocificawris SHA! L NO-','CHICAGO, IL 60606 be hel'd to pemit nor be&-,, approvail of too- vioiat'iwl Of OYPH ONE: (312) 466-4037 provisionsof mIr State Law. FAX: (312) 559-5269 MAIL: thomos-smith@equityoffice.com Accepted IB D at 'o C Il Ur- 8,40,5-e A A 114 A GREG CAREY, DIRECTOR -ENERGY OPERATIONS d6uny OFFICE PROPERTIES e) Date Center --'950 Tower Lane, Suite 950 Foster City, CA 94404 PHONE: (650) 358-3554 rAA'. (030) 350-354/ EMAIL: greg-carey@equityoffice.com E.P.C. CONTRACTOR XNERGY 2237 FARADAY AVENUE SUITE 100 SAN DIEGO, CA 92008 PHONE: (760) 438-7676 FAX: (760)-438-7679 PROJECT MANAGER CHRIS JACKSON XNERGY 2237 FARADAY AVENUE SUITE 100 SAN DIEGO, CA 92008 PHONE: (760) 438-7676 FAX: (760)-438-7679 EMAIL: chris@xnergy,net ELECTRICAL ENGINEER To The Following Approvals: annina; Der)artment Vo 'cn r en Lr),e p 2 m e n 4 F-c-,iice Department lu_?/ Public WoRrks Agency Gradirig Permit County of Orange Health Department Cal/OSHA Z) SHEET INDEX T0.1 TITLE SHEET AO.1 ARCHITECTURAL OVERALL SITE PLAN AO.2 ARCHITECTURAL ENLARGED SITE PLAN A1.1 ARCHITECTURAL PLANS AND DOOR SCHEDULE A2.1 ARCHITECTURAL EXTERIOR ELEV. AND SECTION A2.2 ARCHITECTURAL DETAILS S.1 STRUCTURAL GENERAL STRUCTURAL NOTES (GSN) - S.2 STRUCTURAL FOUNDATION PLAN & ROOF FRAMING PLAN S.3 STRUCTURAL - TYPICAL CONCRETE & CMU DETAILS SA STRUCTURAL - DETAILS MO.1 MECHANICAL LEGEND M0.2 MECHANICAL EQUIPMENT SCHEDULES PROFESSIONAL STAMP M1.1 MECHANICAL OVERALL SITE & GAS ROUTING PLAN �",A,041N, G, ON' M2.1A MECHANICAL NEW MECHANICAL BLDG ISOMETRIC M2.1 B MECHANICAL NEW MECHANICAL BLDG ISOW. rWLD; M2.2 MECHANICAL NEW COGEN BLDG j YARD PbAN___b M2.3 MECHANICAL NEW COGEN BLDG j YARD RiR,PtL4 c� .......... ....... M2.4 MECHANICAL NEW COGEN BLDG YARD ELEVATIONS M3.1 MECHANICAL PHOTOS Landscape PROCESS & INSTRUMENTATIO[OTkMJ��R,�.,,,,, M4.1 MECHANICAL 4A M4.2 MECHANICAL PROCESS & INSTRUMENTATIO�A %�GRAM m. 5.1 MECHANICAL D ETAI LS ki ­'L PROJECT M6.1 MECHANICAL WIRING DIAGRAMS TKkNSrFEi DA'l E: EO.1 ELECTRICAL NOTE SHEET _ IA I G F,NE I 111� 40, , U 1 E0.2 ELECTRICAL EXISTING CONDITION PHOTOS LAIN EO.3 ELECTRICAL - EXISTING CONDITION PHOTOS CON-TAC GRIFFIN T E1.1 ELECTRICAL - SITE PLAN NWQ 667-2700 TOWERS E2.1 ELECTRICAL - ENLARGED COGEN LIGHTING A E2.2 ELECTRICAL - ENLARGED COGEN POWER PLAN CO- COGENERATIO RANDY MINNIER, P.E. MPE CONSULTING, INC. 14265 DANIELSON POWAY, CA 92064 PHONE: (858) 486-4440 FAX: (858) 486-4442 EMAIL: randy@mpeconsulting.com ACOUSTICAL CONSULTANT MARK SCHAFFER, P.E. SCHAFFER ACOUSTICS INC. 869 VIA DE LA PAZ, SUITE A PACIFIC PALISADES, CA 90272 PHONE: (310) 459-6463 FAX: (310) 459-1406 EMAIL: mark@schaffer-ccoustics.com E3.1 ELECTRICAL - 5 HUTTON SINGLELINE DIAGRAM E3.2 ELECTRICAL - 6 HUTTON SINGLELINE DIAGRAM E3.3 ELECTRICAL - PARKING STRUCTURE SINGLELINE DIAGRAM E4.1 ELECTRICAL - DETAIL SHEET E4.2 ELECTRICAL - DETAIL SHEET LOCATION E4.3 ELECTRICAL - DETAIL SHEET E4.4 ELECTRICAL - DETAIL SHEET E4.5 ELECTRICAL - DETAIL SHEET E4.6 ELECTRICAL - DETAIL SHEET SANTA ANA, CA 92707 STRUCTURAL ENGINEER BONNIE PARKER, S.E. DUNN SAVOIE INC. 908 S. CLEVELAND ST. OCEANSIDE, CA 92054 PHONE: (760) 966-6355 FAX: (760) 966-6360 EMAIL: bparker@surfdsi.com ARCHITECTURAL CONSULTANT KIMBERLY KRENEK KRENEK DESIGN GROUP 5230 CARROL CANYON ROAD SUITE 018 okice SAN DIEGO, CA 92121 PHONE: (858) 558-5935 FAX: (858) 558-5945 EMAIL: kimberly@krenekdesign.com rv,qf� �agrqing a thla -ee", 'Par n, no prm t;a MAR 2 200&0' J N, Er A A V, '7 2 AG PLANNING RESUBMITTAL 2/11/0 APLANNING RESUBMITTAL 1/ BUILDING DEPT 1 BUILDING- DEPT C BUILDING DEPT B APPROVED PLANNING DEPT 7/2/04 A PLANNING DEPT 5/13/0) REV DESCRIPTION DATE SHEET TITLE TITLE SHEET I Nbb'l 4- b / "w OVERALL SITE P�Aj SCALE: 1 " = 30' NORTH o I -* to Aao�— P4:30 0 109c" z 000 0 7 cli w CONSULTANT KRENEK DESIGN GROUP ARCHITECTURE AND PLANNING 5230 CARROLL CANYON RD., 218 SAN DIEGO. CA 92121 TEL: 858,558.5935 FAX: 858.558.5945 =#TflmrQ)7LT1ImM GRIFFIN TOWERS CAL Q& LOCATION 5 & 6 HUTTON CENTRE DR. SANTA ANA, CA 92707 APLANNING RESUBMITAL 2/11/04 AE BUILDING DEPT 12/8/04 AD BUILDING DEPT 10/26/04 c BUILDING DEPT 9/1/04 REV DESCRIPTION DATE 4* In, 0:11 OVERALL SITE PLAN LIGHTING LEVEL ALONG ENTIRE WALKWAY ADJACENT TO THE COGENERATION BUILDING SHALL BE A MIN. OF ONE FOOTCANDLE. PARKING STRUCTURE LIGHTING LEVEL ALONG ENTIRE WALKWAY ADJACENT TO THE COGENERATION BUILDING SHALL BE A MIN. OF ONE FOOTCANDLE. FURNISH & INSTALL 20"0 SHATTER PROOF CONVEX MIRROR ABOVE DOORI MIRROR SHALL PROVIDE AROUND -CORNER VIEW. i o'—o" FACE OF (E) PARKING STRUCTURE Lo (E) DRAIN & CLEAN -OUT NOT TO BE DISTURBED An 23' -4 4 �A .4.4 4 - A4 `4. 4 -A 1 -4 4 a 4 %A4. ' 4 ..4 '-A `A :.4. 31-6" LIGHTING LEVEL ALONG ENTIRE WALKWAY ADJACENT TO THE COGENERATION BUILDING SHALL BE A MIN, OF ONE FOOTCANDLE. EXISTING TRANSFORMER AREA 13' NEW 3' HIGH CONC. RETAINING WALL NEW 8'-6" WIDE SIDEWALK NEW COGEN BUILDING 647 SQ.FT. NEW COGEN YARD 1054 SQ.FT. FURNISH & INSTALL 12"0 SHATTER PROOF CONVEX MIRROR ABOVE DOORI MIRROR SHALL PROVIDE AROUND -CORNER VIEW. EXISTING SERVICE PARKING AREA ENLARGED SITE PLAN SCALE: 1/4" = l'-O" APPROX. 2$-7" INEW PLANTER BED WITH 2" OF SHREDDED MULCH PROVIDE 5 GAL. SIZED INDIAN HAWTHORN HEDGE BUSHES ON 30"-36" CENTERS (TYP.) OUTLINE OF NEW CMU WALL BUILDING 0 00 (E) HEDGE TO REMAIN F- — — — — — — — — — — — — — — .(E) BLDG FLOOD LIGHTS IN 3' DEEP WELL — — — — — — — — — — — — — — NORTH (E) FIRE PUMP AREA CONSULTANT KRENEK DESIGN GROUP ARCHITECTURE AND PLANNING 5230 CARROLL CANYON RD., 218 SAN DIEGO, CA 92121 TEL: 858.558.5935 FAX: 858.558.5945 GRIFFIN TOWERS COGENERATION LOCATION 5 & 6 HUTTON CENTRE DR. SANTA ANA, CA 92707 � �r AG PLANNING RESUBMITAL 2/11/04 AE BUILDING DEPT 12/8/04 BUILDING DEPT 10/26/04 C BUILDING DEPT 9/1/04 REV DESCRIPTION DATE SHEET TITLE ARCHITECTURAL ENLARGED SITE PLAN nw I I 14 P, SCALE: 1/4" = 1'-O" NORTH I. I. m G A 1111111 111.► am III P, SCALE: 1 /4" = 1'-O" NORTH 114 P, SCALE: 1 /4" = 1'-O" NORTH DOOR GENERAL NOTES 1. EXIT DOORS SHALL BE OPERAIBLE FROM INSIDE NITHOUT USE OF KEY, OR ANY SPECIAL KNONLEDGE OR EFFORT. NOTE: VERIFY ALL DOOR ANT:? OPENING DIMENSIONS IN FIELD -- ABBREVIATIONS: DOOR SCHEDULE, SIZES ARE APPROXIMATE ONLY. PR PAIR OF HM HOLLON MTL. OPENING,- DOOR. FRAME. HARDWARE. DETAILS. (E) EXISTING ST STEEL PT EPDXY PAINT 0 w FINISH HC HOL ON CORE 0 z 0 = cr o v CL GLASS > ' `' �"" z v 1" m 0 d P40 PLAIN SLICED OAK DOORS w U) w � -' `� C7 � p Ci PF PRE -FINISHED z w z D r = °�` z a = w _r IN INSUL. OF FIBERGLASS OR z ROUGH OPENING: w It 0 V) w w � U) � m V) _ � m w MINERAL NOOL BATTING o WIDTH X HEIGHT CNN �__ D z o < J w z 0 m < v < _ ¢ HOG HOT DIPPED GALV. 5C INSULATED STEEL DOOR TO NEIGH 10 be PER 5.F. FIRST FLOOR REMARKS: 1O0 3'-5" X S'-2 1/2" A I - HDG PT HC HDG F1 PT FIG 2" 02 - - _ - 2/A2.1 2/A2.1 - - 101 3'-5" X 5'-2 1/2" A I - HD6s PT 5C HDGI F1 PT IN 2" 03 - - - - 1/A2.1 1/A2.1 - 102 S'-5" X S'-2 1/2" B Ia - HDG PT SC HDG' F2 PT IN 2" 01 - - - - I/A2.1 1/A2,1 - - O I !�< TYP. Rl n KEY NOTES: 0CMU WALL AND PARAPET ASSEMBLES ARE OF 4 HOUR FIRE RESISTANT CONSTRUCTION PER TALE *15 ITEM 0 6 OF THE 2001 CSC. 2 LOUVER WITH SIROSCREEN PER 31A2.1 AND MECHANICAL PAINT AND WATER SEAL FINISH OF ALL C."1~11.I BLOC PAINT TO MATCH ADJACENT PARKING STRUCTURE, n_*v�ELMEcHANICALLEPAD PER STRUCTURAL, TYP. \--..j ROOF GUTTER PER 51A2.1. �PROVIDE WEEP HOLES IN CMU AT 32" O.C. WHERE TOP Or- CONC. SLAB MEETS BLOCK. { } CEILING OPEN TO EXPOSED METAL DECK EXHAUST FANS PER MECHANICAL. SEE DETAIL (o/A2.1 FOR FLASHING. C3) SURFACE MOUNTED 1'x4' LIGHT FIXTURES WITH (9 1 PROTECTIVE CAGE. ELECTRICAL CONDUIT SHALL SE �t SURFACE MOUNTED. }� PROPOSED SPRINKLERS SHOWN FOR INFORMATION ONLY. FIRE SPRINKLERS SHALL MEET NFPA REQUIREMENTS. ACTUAL PLAN SUBMITTAL SHAL BE DEFERRED AND SUBMITTED BY FIRE SPRINKLER DESIGN BUILD CONTRACTOR. }, ROOF CANT, TYP. 12 DOWNSPOUT TO CONNECT TO EXISTING STORM WATER DRAINAGE SYSTEM. METAL PLATING, COVERING WALL OPENING. SEE 13 ELEVATION * 9 ON SHEET A2.1 14 SURFACE MOUNTED FIRE EXTINGUISHER, TYPE 2A 105C RATED ROOF ASSEMBLY SHALL BE CONSTRUCTED OF 2 HOUR 15 FIRE RESISTANT CONSTRUCTION PER UL DESIGN NO. N182. 4j" CONCRETE DECK PER STRUCTURAL MEETS 2 !-TOUR FIRE RESISTANT CONSTRUCTION. ALL WI0x12 SHALL BE FIREPROOFED TO ACHIEVE 3 HOUR FIRE RESISTANT CONSTRUCTION BY SPRAY APPLYING MONOKOTE MK-6 TO MIN. 1j" THICKNESS. MONOKOTE MK-6 SHALL ALSO BE SPRAY APPLIED TO ALL SECONDARY FRAMING MEMBERS TO A MIN. OF ii" THICKNESS TO ACHIEVE 2 G HOUR FI RE CONSTRUCTION. (2) 4"x4" GALV. METAL SLEEVES THROUGH CMU TO 1� GLITTER (2) 4"xS" GALV. METAL SLEEVES THROUGH CMU TO SERVE }� AS OVERFLjF TO GUTTER DOOR SIZE/ELEV.: i \ \ r' FIRE MOTES: FIRE DEPARTMENT FINAL INSPECTION REQUIRED. SCHEDULE ALL INSPECTIONS 12 HOURS IN ADVANCE BY CALLING C'114Yo4Z-✓100. STORAGE, DISPENSING, OR USE OF ANY FLAMMABLE OR COMBUSTIBLE LIQUIDS, FLAMMABLE GASES, AND HAZARDOUS CHEMICALS SHALL COMPLY W1TH UNIFORM FIRE CODE REQUIREMENT'$. FIRE DEPARTMENT $HALL WITNESS A FUNCTION TEST FOR POWER INTERUPTION AND TRANSFER TO EMERGENCY POWER. ELECTRICAL RUFF INSPECTION IS REQUIRED PRIOR TO FIRE DEPARTMENT TEST. FRAME TYPES: JAMB WIDTH PER SCHEDULE, TYP. OPENING SIZE PER SCHEDULE, TYP. FRAME MATERIAL PER SCHEDULE, TYF Hl- FI 5 CONSULTANT KRENEK DESIGN GROUP ARCHITECTURE AND PLANNING 5230 CARROLL CANYON RD., 218 SAN 01EGO, CA 92121 TEL: 858.558.5935 FAX: 858.558.5945 PROFESSIONAL STAMP PROJECT GRIFFIN TOWERS COGENERATION LOCATION 5 & 6 HUTTON CENTRE DR. SANTA ANA, CA 92707 PLANNING RESUBMITAL 2/11 /04 aBUILDING DEPT _12/8/04 D� BUILDING DEPT 10/26/04 C BUILDING DEPT 9/1 /04 REV DESCRIPTION DATE - - LE ARCHITECTURAL PLANS AND DOOR SCHEDULE SHEET NO. Alml SOUTH ELEVATION SCALE: 1/4" = 1'-0" NORTH ELEVATION SCALE. 1/4" = 1'-0" BUILDING SECTION SCALE: 1/4" = 1'-0" I WEST ELEVATION SCALE: 1/4" = 1'-0" EAST ELEVATION gt:Al F• 1/4" = 1'—n" 5 1 0 0 1 AGE'T' NOTE.S 0CMU MALL PER STRUCTURAL. PAINT AND SEAL ALL EXPOSED CMU. PAINT TO MATCH ADJACENT PARKIIx STRUCTURE. LOUVER WITH BIRDSCREEN PER 3fA2.1 AND MECHANICAL SCHEDULE. LOCATE LOUVER P-4" ABOVE FINISH SLAB, ROOF GUTTER PER DETAIL 51A2.1. EXHAUST FANS PER MECHANICAL -, f ROOF ASSEMBLY SHALL BE CONSTRUCTED OF 2 HOUR FIRE j RESISTANT coNsTRUCTION PER UL DESIGN NO. N'T82. 4r �---� CONCRETE DECK, PER STRUCTURAL, MEETS 2 HOUR FIRE RESISTANT CONSTRUCTION. ALL W10x12 SHALL BE FIREPROOFED TO ACHIEVE 3 HOUR FIRE RESISTANT CONSTRUCTION BY SPRAY APPLYING MONOKOTE MK-6 TO MIN. 14" THICKNESS. MONOKOTE MK-6 SHALL ALSO BE SPRAT APPLIED TO ALL SECONDARY FRAMING MEMBERS TO A MIN. OF 14" THICKNESS TO ACHIEVE 2 HOUR RIRIE RESISTANT CONSTRUCTION. ( ) GALV. FLASHING PER DETAIL 4/A2.1 ( 7 } OPENING IN CMU WALL FOR EXISTING DRAIN/CLEAN-OUT ( } DOOR PER SCHEDULE 4'8" x 9'4° WALL OPENING. PROVIDE ANGLE BRACKETS TO SCREK IN METAL PLATING TO COVER OPENING. BEGINS 16" A50YE FINISHED SLAB. DOWNSPOUT BEYOND. PIPE TO EXISTING STORM DRAINAGE (2) 4"x4" GALV. METAL SLEEVES THROUGH CMU TO GUTTER. (2) 4"xS" GALV. METAL SLEEVES THROUGH CMU TO SERVE AS OVERFLOW TO GUTTER. 13 3" REVEAL SEE DETAIL '1JA2.2 AND 8/A2.2 i" REVEAL SEE DETAIL 'IIA2.2 AND 6IA2.2 c� n a � co to z° m a -01'w cV GSt`` a01D :3 c� M CONSULTANT KRENEK DESIGN CROUP ARCHITECTURE AND PLANNING 5230 CARROL.L. CANYON RD., 218 SAN DIEGO, CA 92121 g k PROJECT TEL: 858.558.5935 FAX: 858.558.5945 GRIFFIN Q��C`7 COGENERATION 5 & 6 HUTTON CENTRE DR. SANTA ANA, CA 92707 I \ PLANNING RESUBMITAL —2/11 /04 A EE BUILDING DEPT �12/8/04 ABUILDING DEPT 10/26/04 C BUILDING DEPT 9/1/04 REV DESCRIPTION DATE SHEET TITLE ARCHITECTURAL EXTERIOR ELEV. AND SECTION SHEET NO. A'qr= 0 oil � OF 12" CMU WALLN rA-j_ CMU NALL PER STRUCTURAL 45° ANGLE TYPICAL xu5-AU Y � L L REVEAL 1 1/2 u � 11"011 % 15EE DETAIL 4/A2.1 F PARAPET CAP FLA. S" CMU NALL PER STRUCTURAL 45° ANGLE TYPICAL 12" CMU NALL PER STRUCTURAL SEE DETAIL 4/A2.1 FOR PARAPET CAP FLASHING AND COUNTER FLASHING DETAIL CMU NALL PER STRUCTURAL MIN 20 GA GALV. CONT. GUTTER, SLOPE TO DOWNSPOUT ON NEST SIDE. PROVIDE TENEMEC PAINT OVER GALV. COLOR TO MATCH ADJACENT PARKING STRUCTURE. GALV. SLEEVE, TYP. -- T 4 LOCATIONS HOT MOP ELASTOMERIC ROOFING. RUN ROOFING THROUGH SLEVE DOWN FACE OF GUTTER DECK CLOSURE ANGLE PER DECK MANUFACTURER CONCRETE OVER METAL DECK PER STRUCTURAL CONTINUOUS ANGLE PER STRUCTURAL CONT. 20 GA GALV. FLASHING. FAINT GALV. FLASHING WITH xD5-Av I EMERIC FAINT. 1 1/2 " - 1'-0" $�FARAFET e GUTTER s is .. . ...r ti.I.._. w..r.._..F. . . 1 ♦__..q r._L s+. CAP FLASHING OVER 20 GA GALV CLIFS. FAINT GALV. CAP FLASHING WITH TEMERIC FAINT. COLOR TO MATCH ADJACENT PARKING STUCTURE. 22 GA. GALV. COUNTER FLASHING ROOF MEMBRANE FLASHING [__.__ FIBER CANT DECK CLOSURE ANGLE PER DECK MANUFACTURER �U—l HOT MOP ELASTOMERIC U ROOFING CONCRETE FILLED METAL " w DECK PER STRUCTURAL 0 Iu � CONTINUOUS ANGLE PER � 0 � > STRUCTURAL L1 Q- w CMU WALL PER STRUCTURAL (304 xD7-E2 1 1/2 " : 11_O" 4 EXT. p e� n MASONRY WALL FIPERGLASS OR MINERAL .WOOL BATTING. 1/8" TO 1/4" 5ACKER ROD AND SEALANT, TYF. DOTTED LINE SHOWS MFR .5 STD. SPACER. FRAME PER SCHEDULE DIMPLE FRAME FOR 014 PHILIPS HEAD F.H. SLEEVE ANCHOR PER CONSULTANT SD I.100. DOOR PER SCHEDULE cmu— jamb,dwg DOOR HEAD/JAMS IM. b" R 11-01, � H9 MASONRY WALL 1/6" TO 1/4" HACKER ROD AND SEALANT, TYP, Cm KRENEK DESIGN GROUP ARCHITECTURE AND PLANNING 5230 CARROLL CANYON RD., 218 SAN DIEGO, CA 92121 TEL: 858.558.5935 FAX: 858.558,5945 PROFESSIONAL STAMP DOTTED LINE SHOWS MFR'S STD. SPACER?. FRAME PER SCHEDULE PROJECT DIMPLE FRAME FOR 014 PHILIPS HEAD F.H. GRIFFIN SLEEVE ANCHOR PER TOWERSSDI -100. DOOR PER SCHEDULE COGENERATION x07—Z cxnu—jambcent.dwg 1 1/2 " z 1_0"EXT, DOOR HEAD/JAM5 51M, LOCATION EXHAUST FAN PER MECHANICAL PERIMETER WATERPROOF NEOPRENE SEAL BY MECHANICAL CONT. 20 GA GALV. FLASHING. FAINT GALV. FLASHING WITH TEMERIC FAINT. RIGID INSUL. OF LESS THAN 25 FLAME SPREAD RATING ROOF MEMBRANE FLASHING FIBER CANT HOT MOP ELASTOMERIC ROOFING CONCRETE OVER METAL DECK PER STRUCTURAL PiRFAP. LEVELING CURB PER MECHANICAL DECK CLOSURE ANGLE PER DECK. MANUFACTURER HEAD (JAM5 SIM.) m7—wi ll.- 1-011 6 LOUVER EXT. �4ALL CONT. CLIP ANGLE TOP 4 SIDES W/ EXP. ANCHORS 6 24" O.C. MAX. AND ro " MAX. FROM PANEL CORNERS ACOUSTICAL LOUVER PANEL PER MECHANICAL SCHEDULE PREFIN. GALVINIZED FRAME COLOR TO MATCH EXT. FAINT COLOR. SEALANT W/ HACKER ROD CONT., TYP. 5 & 6 HUTTON CENTRE DR. SANTA ANA, CA 92707 AG PUNNING RESUBMITAL 2/11/04 ABUILDING DEPT 12/8/04 ABUILDING DEPT 10/26/04 C BUILDING DEPT 9/1 /04 REV DESCRIPTION DATE SHEEP TITLE ARCHITECTURAL DETAILS CMU—LOUVER.dwg 1 la " 1I-oil 3 XU/ SHEET NO. Ae5REV I AT I ONS 0MSIC N CR I TMR IA: 11BIV U.5.C. 4 2001 C.5.C. REINFORCED iNFORCED CONCRETE aENER,4l. NOTES 4 AND 1. GRAVITY LOAD$: C R Ma U L,, ,4 A SU M I G H T 14 rp PC F) 1. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND � ► 0 AT a. ROOF : DEAD LOAD S.0 P.S.F. CONDITIONS AT THE JOB SITE, AND SHALL BE RESPONSIBLE FOR A.B. ANCHOR BOLT LIVE LOAD (REDUCIBLE) 20.0 P.S.F. CONDITIONS OF ALL WORK AND MATERIALS, INCLUDING THOSE ABV. ABOVE 1. ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER iS OF THE CODE AND WITH THE FURNISHED BY SUB -CONTRACTORS. ANY DISCREPANCIES AND/OR L ANGLE B. MECHANICAL EQUIPMENT: DEAD LOAD PER PLAN PROVISIONS OF ACI 316, LATEST ADDITION. VARIATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE A/C AIR CONDITIONING 2. WIND: a. BASK WiND SPEED = "i0 M.P.H. ARCHITECT AND STRUCTURAL ENGINEER. ALT. ALTERNATE 2. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND APPROVED BY TUIRAL b. EXPOSURE = B THE STRUCTURAL ENGINEER. MiX DESIGN METHODS (TEST HISTORY OR TRIAL BATCH METHOD) PER 2. DETAILS SHOWN ON DRAWINGS APPLY AT ALL LIKE CONDITIONS. ARCH. ARGHETEC B.F. BRACED TUR` 3. SEISMIC. CODE SECTION IS05.3 SHALL BE USED TO PROPORTION CONCRETE SUBMIT MIX DESIGN METHOD DATA. BLDG. BUILDING BLKD. BLOCKED BLKG. BLOCKING BLW. BELOW BM. BEAM B.N. BOUNDARY NAILING B.O.F. BOTTOM OF FOOTING BRG. BEARING BTM. BOTTOM BTWN. BETWEEN C= CAMBER C.I.P. CAST IN PLACE C.J. CONSTRUCTION JOINT t CENTER LINE 1SS't U.B.C. 4 2001 C.B.C. SEISMIC DESIGN PARAMETERS PARAMETER VALUE le'31 U.B.C. REFERENCE SEISMIC ZONE FACTOR, Z 0,40 TABLE (6 - I SOiL PROFILE TYPE SD TABLE Vo - J SEISMIC COEFFICIENT C, 0.44 No TABLE 16 - Q SEISMIC COEFFICIENT Cv 0.64 Nv TABLE 16 - R NEAR -SOURCE FACTOR, Nt, 1.0 TABLE 16 - $ NEAR -SOURCE FACTOR, Nv 1.0 TABLE I6 - T SEISMIC SOURCE TYPE B TABLE 16 - U LATERAL SYSTEM COEFICIENT, R 4.5 (l.l.a) TABLE 16 - N GOVERNING BASE SHEAR, V13 0.11514 EQ. 30.5 TYPE 11 OR V CEMENT SHALL BE USED. 3. ALL VATERIAL$ AND WORKMANSHIP SHALL BE PERFORMED IN 3. CONCRETE STREISTI-IS: THE CONCRETE STRENGTH SHOWN IN THE FOLLOWING TABLE IS THE MINIMUM ACCORDANCE WITH THE LOCAL STANDARDS AND THE APPLICABLE PROvfsiONs OF THE 271 EDITION OF THE C.B.C. COMPRESSIVE STRENGTH AT 28 DAYS AND THE SLUMP 15 THE MAXIMUM iN INCHES. ITEM OF STRENGTH SLUMP MAX W/C 4. WHERE SPECIAL INSPECTION 15 REQUIRED BY THESE PLANS, A GONST ACTION (PSI) (iNCHES RATIO REGISTERED DEPUTY INSPECTOR, APPROVED BY AND RESPONSIBLE TO THE ARCHITECT AND BUILDING DEPARTMENT, SHALL BE Cn FOUNDATIONS 2W0 4 0.50 EMPLOYED BY THE OWNER. SLAB ON GRADE 2,500 4 0.50 o NON -SHRINK GROUT 5,000 5. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS o REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 2 o INDICATED, THEY DO NOT INDICATE THE METHOD OF n,/ V)or, 4. REINFORCING STEEL: ASTM-A615, GRADE 60 "3 AND LARGER, A"106 FOR ALL WELDED REBAR. CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER Q z 5. CONCRETE PROTECTION FOR REINFORCEMENT. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING $HORING FOR CONSTRUCTION W C CLG. CEILING PROVIDED FOR REINFORCEMENT: MiN. COVER EQUIPMENT SHORING FOR THE BUILDING SHORING FOR THE EARTH ° N� (1NCN w C'CLR. CLEAR C.M.U. CONCRETE M� UNIT 4. FOUNDATIONS: A.) CONCRETE CAST AGAINST AND BANKS, FORM$, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT AND �M FOUNDATION DESIGN BASED ON CLASS 5 MATERIAL PER UBC TABLE 18-1-A: PERMANENTLY EXPOSED TO EARTH 3 BRACKING FOR CRANES AND GIN POLES, ETC.. THE CONTRACTOR N v COL. COLUMN B.) CONCRETE EXPOSED TO EARTH $HALL SUPERVISE AND DIRECT THE WORK AND WE OR SHE SHALL CONC. CONCRETE' CONN. CONNECTION a. ALLOW SOIL = 1,000 P.S.F. OR WEATHER: BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, BEARING PRESSURE NO. 6 THROUGH NO. 18 BAR 2 TECHNIQUES, SEQUENCES AND PROCEDURES. OBSERVATION ViSiTS CONST. CONSTRUCTION NO. 5 BAR AND SMALLER 1 1/2 TO THE SiTE BY THE ARCHITECT OR THE ENGINEER SHALL NOT CONT. CONTINUOUS b. SHORT TERM INCREASE 1.33 C.) CONCRETE NOT EXPOSED TO CONSTITUTE INSPECTION OF THE ABOVE ITEMS. CSK COUNTERSINK WEATHER OR IN CONTACT WITH DIAMETER GROUND: 6. THESE DRAWINGS SHOW ONLY REPRESENTATIVE AND TYPICAL DBL. DOUBLE SLABS, WALLS: DETAILS TO ASSIST TFIE CONTRACTOR. THE DRAWINGS DO NOT CONSULTANT DIA. DIAMETER NO.11 BAR AND SMALLER 3/4 ILLUSTRATE EVERY CONDITION. ALL ATTACHMENTS, CONNECTIONS, DiAG. DIAGONAL BEAMS, COLUMNS: FASTENINGS, ETC. TO BE PROPERLY SECURED IN CONFORMANCE DO, do DITTO t� �+• PRIMARY,STIREINFORCEMENT, WITH BEST PRACTICE, AND THE CONTRACTOR is RESPONSIBLE DWG. DRAWING sPrE ✓ (A � �+�'`� TIES, STIRRUP$, SPIRALS 1 112 FOR PROVIDING AND INSTALLING THEM. OWL. DOWEL CONTINUOUS INSPECTION BY A SPECIAL INSPECTOR IN ACCORDANCE WiTH 1991 UBC, SECTION 6. ANCHOR BOLTS AND DOWELS: SECURELY HELD IN PLACE PRIOR TO PLACING CONCRETE. BOLTS SHALL (E) EXISTING 1101,16 REQUIRED FOR THE FOLLOWING: BE FULL DIAMETER WITH CUT THREADS. 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTING EA. E`, :: ; METHODS OF DEMOLITION SO THAT THE REMAINING E.F. EACH FACE i. STRUCTURAL WELDING 't. VERTICAL REINFORCEMENT SHALL BE DOWELED TO THE SUPPORTING MEMBERS WITH THE SAME SIZE AND WILL NOT BE IMPAIRED OR DAMAGED.A.) FIELD WELDING (INCLUDING REINFORCING STEEL) E.J. EXPANSION JOINT B) SHOP WELDS PERFORMED AT ANY LOCATION OTHER THAN THE SHOP OF AN SPACING OF REINFORCEMENT AS GALLED FOR N THE DRAWINGS OR STANDARD NOTES. . EL. ELEVATION CDATUM) APPROVED FABRICATOR. (SEE NOTE S.8. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED ELEC. ELECTRICAL ) 8. SPLICES IN REINFORCING: THE MINIMUM LAP SHALL BE TENSION LAP SPLICE CLASS "B" PER SCHEDULE. FOR REVIEW SHALL BE SIGNED AND SEALED BY A STRUCTURAL ELEV. ELEVATOR THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURING WELDING OF S. SPACER TIES: FURNISH 03 TIES AT 24" IN ALL BEAMS AND FOOTINGS, UNLESS OTHERWISE SHOWN IN DETAILS. OR CIVIL ENGINEER REGISTERED IN CALIFORNIA EMBED. EMBEDMENT THE FOLLOWING iTEMS PROVIDED THE MATERIALS, QUALIFICATIONS OF WELDING E.N. EDGE NAILING PROCEDURES, AND WELDERS ARE VERIFIED PRIOR TO THE START OF WORK, PER10Dic 10. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS OF PIPES, DUCTS, VENTS ES,,T1 STRUCTURAL. STEEL.iiIiiNiiiii E.S. EEACH SIDE INSPECTION$ ARE MADE OF WORK IN PROGRESS, AND A VISUAL INSPECTION OF ALL AND SIMILAR OPENINGS L. E.W. EACH WAY WELDS IS MADE PRiOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING: 11. CHAMFER: 3/4" ON ALL EXPOSED CORNERS. 1. WORK SHALL BE N ACCORDANCE WiTH STEEL CONSTRUCTION MANUAL, [j(, fNI\I SI�tVQIE INC. EXIST. EXISTING 1. SINGLE -PASS FILLET WELDS NOT EXCEEDING 5116 INCH SIZE AISC, STH EDITION, AND THE UNiFORM BUILDING CODE, M131 EDITION. EXT. EXTERIOR 2. WELDING OF RAILING SYSTEMS. 12. REINFORCING STEEL SHOP DRAWINGS AND PLACEMENT DRAWINGS: REVIEWED BY THE ARCHITECT Structural al Engineers 2• W SHAPES: ASTM AS52 (50 KSI) FIN. FINISH 3. ROOF DECK WELDING. BEFORE FABRICATION. 906 S. Cleveland St. FLG. FLANGE h 3. ANGLES, PLATES 4 MOceanside, SC. STEEL: ASTM A-36 CA. 92054 FLR. FLOOR 2- EPDXY ANCHORS IN CONCRETE 13. PROPOSED LOCATIONS OF ANY CONSTRUCTION JOINTS IN SUPPORTED SLABS AND WALLS SHALL BE e, F.N. FIELD NAILING 3. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO CONSTRUCTION. 4. "TS" SHAPES (STEEL TUBES). ASTM A-502J, GRADE B Phone (760) 966- 6355 FND. FOUNDATION MUST BE SUBMITTED TO THE FIELD INSPECTION DIVISION. 5. MACHINE BOLTS WITH CUT STEEL WASHERS: ASTM A-301. Fax (760) 966-6360 F.O. FACE OF 4. AN APPLICATION FOR OFF -SITE FABRICATION MUST BE SUBMITTED TO THE FIELD 14. NO BACKFiLL SHALL BE POURED AGAINST ANY WALL UNTiL THE WALL HAS REACHED FULL STRENGTH AND F.O.C. FACE OF CONCRETE INSPECTION Div($ION FOR APPROVAL PRIOR TO FABRICATION. THE CONNECTING SLABS (WHERE OCCUR) HAVE BEEN CAST AND HAVE ALSO REACHED FULL STRENGTH. 6. ANCHOR BOLTS: ASTM A-301. F.Q.M. FACE OF MASONRY 5. A CERTIFICATE OF COMPLIANCE FOR OFF -SITE FABRICATION MUST BE COMPLETED AND I. WELDING ELECTRODES: E-10 SERIES. DSI JOB ##041 61 F.O.S. FACE OF STUD F.P. FULL PENETRATION SUBMITTED TO THE FIELD INSPECTION DIVISION PRIOR TO ERECTION OF PREFABRICATED //•�u��,,��ss 8. BOLT HOLES: 1/16" OVERSIZED., EXCEPT HOLES FOR ANCHOR BOLTS PROFESSIONAL STAMP FRMG. FRAMING COMPONENTS. STEEL. n E C< IN BASE PLATES MAY BE OVERSIZED PER AISC MANUAL FTG. FOOTING: 6. THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE iN 1. ROOF DECK SHALL BE 1 1J2 x 18 GA. TYPE B STEEL DECK MANUFACTURED BY YERCO OR vULCRAFT OR S. WELDING: "SHIELDED ARC PROCESS" U51NG CERTIFIED WELDERS, IN aE ESS/ F.V. FIELD VERIFY ACCORDANCE WITH UBC SECTION 1'101.5.5. WHEN WELDING IS DONE IN A SHOP WHICH 15 ACCORDANCE WITH 'STANDARD CODE FOR ARC AND GAS WELDING IN 4�...•..S/ GA. GAGE NOT AN APPROVED FABR}C,4TOR, SPECIAL INSPECTION f5 REQUIRED AND AN APPL}CATION APPROVED EQUIVALENT. tea,.•• S •'•;�! BUILDING CONSTRUCTION BY AMERICAN WELDING SOCIETY. 4,. 4, GALV. GALVANIZED TO PERFORM OFF -SITE FABRICATION MUST BE SUBMITTED TO AND APPROVED BY THE FIELD GL GLUED LAMINATED BEAM 1>r16PEGT14N DIVISION, 2. STEEL DECK UNITS SHALL BE FASTENED T STEEL SUPPORTS AT THE END OF THE UNITS AND AT 10. AISC STANDARD BEAM CONNECTIONS 614ALL BE USED FOR CONNECTIONS -`='�� k 46423 GLB GLUED LAMINATED BEAM NTERMEDIATE SUPPORTS AT EACH VALLEY, AND TO THE STEEL SUPPORTS AT THE SIDE BOUDARIES AT NOT SHOWN (AISC STH EDITION OR EQUAL) USING 5/8" BOLTS. 'w Fxp 3-31-07 ;' GRD. GRADE 12 O.G. BY 3l4 DIAMETER PUDDLE WELDS. It. STRLCTURAL STEEL SHOP DRAWINGS: REVIEWED BY ENGINEER '•. G5N GENERAL STRUCTURAL NOTES .3 SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY 1 }12" LONG TOP SEAM BEFORE FABRICATION. (H) HORIZONTALHORIZONTAL�'�9j'••(`1 Ylti•����� HORIZ. HOR17_ONTAL 1. CONCRETE BLOCK SHALL CONFORM TO ASTM C-S0, GRADE N-1 FOR HOLLOW LOAD, WELDS AT 12" O.C. 12. ERECT}ON: ALL STEEL SHALL BE FABRICATED TO FIT TOGETHER HDR_ HEADER BEARING CONCRETE MASONRY UNITS (f'm = 1,500 PSI). f'm SHALL BE VERIFIED BY PRIM PLUMB AND TRUE IN THE FIELD WITHOUT ALTERATION. HD HOLDOWN TESTING OR UNIT STRENGTH METHOD PER UBC SECTION 2105. 13. EXPOSED STRUCTURAL STEEL: HOT DIP GALVANIZED. PROJECT H.D.G. NOT DIPPED GALVANIZED 2. MORTAR SHALL BE TYPE 5 AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1,800HDR. HEADER PSI AT 28 DAYS. { �+ t AND {�•, �,�+ ANCHORS: HGR. HANGER 3. GROUT FOR CELLS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI EXPANSION AND EPDX i ANCHOt'�GS: HT. WEIGHT AT 28 DAYS. H.S.B. HIGH STRENGTH BOLT 4. ALL CONCRETE BLOCKS SHALL BE LAID IN RUNNING BOND UNLESS OTHERWISE SHOWN 1. EXPANSION BOLTS iN CONCRETE SHALL BE HILTI KWIK BOLTS 11 OR GRIFFININT. INTERIOR ON ARCHITECTURAL DRAWINGS. APPROVED ALTERNATE CONCRETE EQUAL TO OR EXCEEDING THOSE JT. JOINT 5. ALL REINFORCING BARS SHALL BE CONTINUOUS UNLESS OTHERWISE SHOWN. LAP BARS 40 FOR HILTI, PER IC50 REPORT 04621. INSTALL EXPANSION ANCHORS TOWERS JST. JOIST DIAMETERS AT SPLICES UNLESS OTHERWISE NOTED. STAGGER SPLICES WHERE P06615LE. PER MANUFACTURER'S RECOMMENDATIONS. SPECIAL INSPECTION NOT LB. POUND 6. WALL REINFORCEMENT WALL BE PLACED AND GROUTED AS REQUIRED IN THE REQUIRED. L.G. LONG SPECIFICATIONS. ALL WALL REINFORCEMENT SHALL BE ASTM A-615, GRADE 60. COGENERATION LONCs}T. LONCx1TUD}NAL I. ALL VERTICAL REINFORCING SHALL BE SPLICED TO THE FOOTING DOWELS. ALL DOWELS 2. EXPANSION BOLTS IN CMU SHALL BE HILTI SLEEVE -ALL ANCHOR PER LT. WT. LIGNTWE}GHT SHALL BE THE SAME SIZE AS; WALL REINFORCEMENT AND SHALL LAP 50 DIAMETERS AND iG80"3631, INSTALL ANCHORS INTO FACE $HELL OF SOLID GROUTED MAX. MAXIMUM EXTEND INTO THE FOOTING A: MINIMUM OF 12 DIAMETERS AND HAVE A STANDARD NOOK. CMU, OR INTO INTERSECTION OF BED AND HEAD MORTAR JOINT. M.S. MAC( -TINE BOLT SPECIAL INSPECTION NOT REQUIRED. MECH. MECHANICAL S. THE BARS IN HORIZONTAL LAP SPLICES SHALL BE ALIGNED VERTICALLY AND TIED. 3. EPDXY BOLTS IN CONCRETE SHALL BE INSTALLED USING 5(MPSON 1"' MIN. MINIMUM S. PROVIDE A MINIMUM OF E!2" CLEAR BETWEEN MAIN REINFORCING AND MASONRY UNIT SET PER ICBO REPORT S21% OR HILTI HIT WY-150 PER iCBO () " METAL IV. CRACK CONTROL JOINTS SHALL BE PLACED N WALLS PER 7 REPORT 05IS3. INSTALL EPDXY ANCHORS PER MANUFACTURER'S O GG. . NAI IINNTER 11. 8" CMU UNITS SHALL 8E SOLID GROUTED. RECOMMENDATIONS. SPECIAL INSPECTION NOT REQUIRED. O.H. OPPOSITE HAND 12" CMU UNITS SHALL BE PARTIALLY GROUTED. 5 & 6 HUTTON CENTRE DR. OPNG. OPENING i2. SPECIAL INSPECTION NOT REQUIRED. A SHOP DRAWINGS SANTA ANA, CA 92707 d PENNY PC. PIECED 1. STRUCTURAL SHOP DRAWING REVIEW 16 INTENDED TO HELP THE ENGINEER P.C.C. PFDEE RPLA.CE ST CONCRETE VERIFY HISMER DESIGN CONCEPT. IT 15 THE CONTRACTOR'S BOOD RESPONSIBILITY TO CHECK HIS OWN SHOP DRAWINGS. f-'LYWD. PLYW P.T. PRESSURE TREATED 2. THE FOLLOWING SHOP DRAWINGS ARE NOT REQUIRED FOR-->�T`;`F;3_40. REDWOOD - , RE NF. REINSTRUCTURAL REVIEW: FORCING A. SHORING AND BRACING REQ'D. REQUIRED' RF. ROOF B. WINDOW MULLIONS AND ARCHITECTURAL ITEMS NORMALLY �. ENGINEERED BY THE CONTRACTOR. `0000 S.C. SHEAR CONNECTOR SCHED. SCHEDULE C. UNSPLICED REBAR AT SLAB ON GRADE AND SPREAD FOOTINGS SHTG. SHEATHING: SIM. SIMILAR D. FORM�IORK � E. STRUCTURAL STEEL MILL REPORTS pw SINS SHEET METAL SCREW , ✓ S.O.G. SLAB ON GRADE SPCG. SPACING 3. THE FOLLOWING SHOP DRAWINGS AND SEALED CALCULATIONS, WHERE SQ. SQUARE APPLICABLE, ARE REQUIRED TO BE SUBMITTED FOR STRUCTURAL REVIEW:_ f` STAGG. STAGGERED A. CONCRETE MIX DESIGNS (SUBMIT TEST HISTORIES OR TRIAL ; STGRO. STAGGERED BATCH PER UBC I°.1rT35.3) STIFF. STIFFENER B. STRUCTURAL STEEL° STL. STEELCO 5TR. STRUCTURAL BUILDING DEPT 12-14-04' STRUCT. STRUCTURAL T d B TOP 4 BOTTOM BUILDING DEPT 10-26-04 � TG TAPERED C-siRDER 1'rio� TSG TAPERED STEEL GIRDER THD. THREAD PLAN CHECK 9-01-04 T.N. TOE NAILING T.O.C. TOP OF CONCRETE PROGRESS SET 8-16-04 . T.O.F. TOP OF FOOTING T.O.P. TOP OF PARAPET REV DESCRIPTION DATE T.O.S. TOP OF STEEL T.O.W. TOP OF WALL SHEET TITLE TRANS. TRANSVERSE TS STRUCTURAL TUBING TS (TUBE TYP. TYF'ICALEEL) GENERAL UNBLKD. UNBLOCKED STRUCTURAL U.O.N. UNLESS OTHERWISE NOTED - (V) VERTICAL NOTES (GSN) VERT. VERTICAL W.P. WORK POINT W/ WITH SHEET NO. WH5 WELDED HEADED STUD WT. WEIGHT s� WT5 WELDED THREADED STUD W.W.F. WELDED WIRE FABRIC I 12 64 — — — — — — — — — — — — — — — ------ --------- -04 C NEW 3.5'HIC ONQ;;ZI_TE RETAINIWG WALL — — — — — — — — — — — — — — — — — — — — — -- -------I �12 16 I f 2A CONTINUOUS FOOTIW_z SEE \,53 FOR AA 5" CMU WALL RIEWWG . AT OF IN CMU - - - - - - - - - - - - - - - - - - - _j L - - - - - - - - - ft zzzzzz_l ---------------------------------- ------ 84 PAD 7 F F r (I 92kW) I f I t{ � k t �� � I I (375kW) 375kW) /—EF—\ 1161000 (ON KALL) 2A /—AS—\ Sim 63 ET 64 /E 2100 — — — — — — — — — — — — — — — — — — — — — — — — — 1-01 vERT. EA. FACE rL 'a ED' 1 4 1 L V200 0 A 0 AS HX 120 TALL �ENIW_% AT im 10'-0" FACE OF EXIST[Ws PARKIN STRUCTURE 16 SEE \,53 FOR REINF. AT OFW.% IN Cm VAJ M 16 SEE \.53 FOR RERsF. AT OFWx IN Cmu AS P (ON ALL) 2 p 4 HX 54 (ON WALL) 8* PAD 1w PAD NEW COGEN YARD 1054 SO.F. 54 Lm r+ 151000 0 (RACK —MOUNTED I L E 10 -01 64 �� i if { i ;! i f i f f T­ZZI SEE 53 FOR REIW. AT OPWg L— — — — — — — — — — — — — — — — — — — — — — — — — — — --- — — — — -- — — — m m m QQ00 ry — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 26 ::D j. zi P. ro-rco 0 -i w--- I wn i 2 SCALE: 1/4"=11-0" NOTES: 1. PROVIDE CRACK CONTROL JOINTS IN CONCRETE SLAB AND MASONRY WALL PER w 4 a) ri')t 2. SEE KM) 4 (i) FOR EWIPMENT CONNECTION TO CONCRETE PADS. 13 3. SEE 53 4 53 REBAR 6PLICE6 IN CONCRETE, 4 REINFORCING AT FOOTING INTERSECTIONS FACE OF EXISTING PARKING STRUCTURE q* EDGE OF PARAPET IIA T 12 61 E .2 1/4- LI 14TWEIGWT CONCRETE OVER I63 IA — ct A. VMETAL ROOF: C)ECK (4 3/4" TOTAL SLAB DEPT14) A to -0e NEW L COGEN BUILDING 647 SOFT. , o : 4 C4 3W Sim 3500 TY 1 !� 11 Ty1 63 W101 5M5 f�i Jj {/' . . . . . . G&xa.2 ES 53 3 NEW COGEN YARD 1054 SO. F-F. I �t�T4 _014 00, hd SCALE: 1/4"=V-0" CLR. ]-UBE PULL AD CONSULTANT DUNN SAVOIE INC. Structural Engineers 908 S. Cleveland St. Oceanside, CA. 92064 Fax (760) 966-6360 DSI JOB #04161 PROFESSIONAL STAMP I V I GRIFFIN TOWERS COGENERATION,, LO & 6 HUTTON CENTRE DR. SANTA ANA, CA 92707 '76 llvc 4% BUILDING DEPT 12-14-04 k,015 BUILDING DEPT 10-26-04 PLAN CHECK 9-01-04 PROGRESS SET 8-16-04 REV DESCRIPTION DATE SHEET TITLE FOUNDATION PLAN ROOF FRAMING PLAN PARTIAL FDTN PLAN CHILLER ROOM SHEET NO. 5.2 L—_.—...__—_._.._-------...____._— 4 44 NIGH CONCRETEa NEW 3.5 RETAINING WALL - — — — — — — — — — — — — — — — — — — — — — — — — — — -- I K12 W CONTINUOUS FOOTING SEE 53 FOR 42Z 6" CMU WALL REINF. AT 0" 1'4 - - - - - - - - - - - - - - - - - - L - - - - - - - - - v F— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - — — — — — — lot-01# 8* PAD 1.1' 2A FACE OF EXISTING PARKING STRUCTURE r- — — — — — — r2 A \,t4 \, �4 (192kW) I LI Cu/ SEE 53 FOR REINF. AT OPW3 IN CMU 7 (375kW) I I (375kW) K547 10 8" PAD L — — — — — — L — — — — — — (ON WALL) GMU WALL t 64 2A /AS Sim ET 64 j 21 F— — — — — — — — — — — — — — — — — — — — — — — — — — — — — - L I-n VERT. EA. FACE 7777 r L E An HX 64 ) 12' TALL �0 PIEENIWG I _5' AS E4 & - -12"'1 1 BASE U WALL 0 14=0!Vr =10C T__ ET OF SLAB ) REINFORCE p p AS P lON WALL) 27 4 2 2 1 00 64 (ON WALL) S" PAD h X 4-- H — --------- . ..... -0 _0 2-0.1 VERT. EA. FACE SEE ­ 64 FOR PIPE SLEEVES IN FOOTINGS 16 SEE �V3 FOR REINF, AT OPNG IN CMU N L_ EW COGEN )ARD 054 SQ.FT. 10 HX rgo- (RACK-MOUNTED AB PER $4 84 E \\,84 mo roroot -Z-uo L— — — — — — — — — — — — — — — — — — -------- I — - Z/ Z_Z/ L-------------- ............. mow- NOTE511 I. PROVIDE CRACK CONTROL JOINTS IN CONCRETE SLAB AND MASONRY WALL PER (q) 4 (k P FOR EQUIPMENT CONNECTION TO 2. SEEW 4 CONCRETE PADS. 13 3. SEE 53 t 53 FOR REBAR SPLICES IN CONCRETE, # REINFORCING AT FOOTING INTERSECTIONS t Aj i HX rVI 3 M-2 6" PAD II — — — — — — — — — — I I(o L­SEE ��3 FOR A yp 12 SIM� 3 LI WTWEIGWT CONCRETE OVER 53 A. '5' METAL ROOF DECK (4 3/4' TOTAL SLAB DEPTIV - 7777 N IE W COGEN BUILDING ilk 647 SO. IFT. /-FACE OF EXISTING PARKIN STRUCTURE i Ilk it 12 C14 C. Z X (� 71�2 > Sim E C&x&,2 11 TYP, 0 SEE . ..... . ..... FOR F A. C6xS.2 /J':� E PET —T7— Roo;: ES _ — _ _ _ ES 1 Eoc. E or- 2404 3 fro 14. 0 $4 4) 64 $4 16 N LE W C OULN YARD A t 1054 SQ. FT. /A CLR. 1_UBL PULL ill IT /7 z z 0 SM6 1%3�1/f LI G� X JEN, tT 'RIP, mom CONSULTANT Alklol DUNN SAVOIE INC. Structural Engineers 906 S. Cleveland ST. Oceanside, CA. 92064 Phone (760) 966-6366 Fax (760) 966-6360 DSI JOB #04161 g PROJECT GRIFFIN TOWERS COGENERATION r--5& 6 HUTTON'CENTRE DR. SANTA ANA, CA 92707 P 4 7pll V 2-24-05 BUILDING DEPT 12-14-04 BUILDING DEPT 10-26-04 PLAN CHECK 9-01-04 PROGRESS SET 8-16-04 REV DESCRIPTION DATE SHEET TITLE FOUNDATION PLAN ROOF FRAMING PLAN PARTIAL FDTN PLAN CHILLER ROOM SHEET NO. S.2 30 DIA, I'-rb" MIN. j ALT. BENDS 6" 30 DIA, 30 DIA, 30 DIA, CONN. PER (�D PER GSN 1 -6" MIN. P 6" MIN, 1' 6" MIN. METAL DECK Q 2-15 U.O.N. I-S U,t 2-S U.O,N. 2-45 U.O.N. CORNER INTERSECTION CORNER INTERSECTION DOUBLE CURTAIN 5INGLE CURTAIN ROOF FRAMING MEMBER, SEE ROOF MAX SIZE SAME AS FRAMING PLAN UNt T P1000 ROOF FRAMING MEMBER SPACING CH OR EQUIV T 0" O.G. X x 8.2 3/6"� HILTI SLEEVE L ANC. W/ 1 1!2" EMBED TOP TTC INSTALL INTO FADE SHE of CMU, OR INTO INTERBECTI BED E HEAD MORTAR JOINT. 1050 03631, SPECIAL INSPECTION NOT REQ'D / WELD METAL DECK TO C NOTES: - - - - - FRAMING I. BEE ROOF FRAMING PLAN AROUND FOR SIZE AND LOCATION OF OPENING PER PIPING PER MECH: c?PENINGB. G.S.N. FIELD SEND DECTO 2. WHEN CLEAR DISTANCE O TOP OF C BETWEEN EDGE OF $M ROOF WELD IF FLUTE (BM. NORMAL TO DECK) SUPPORT STEEL MISSES AND EDGE OF OPENING IS 5PACINGG CHANNEL LESS THAN 5% PARALLEL CHANNEL MAY BE OMITTED i 2" MIN. LARC9 OPENINGS IN METAL DECK If5jli_ SUPPORT ON (9) CMU WALL SCALE: AAA M I A 40 DIA AIIA M I A AT JAMB CORNER INTERSECTION DOUBLE CURTAIN CMU LUALL INTERSECTIONS E: I.lt2"•1'-0" (DOWN LONG CORRIDOR) AIA MIA A^ MIA CORNER INTERSECTION &INGLE CURTAIN 3" i. (2) 05 IN / % '-- CONT. ANGLE BOND BM / / PER I0 8" CMU, SOLIp / GROUTED / 3/6" X 6" X 8" EMBED IE WI (2) 1/2 "4' x 4" H,A.S, c& to Cmu WALL SCALE: 1.1/2" m P-O" (E) C RET NG METAL DECK RIFY SOLID CLOSU GROUTED) PER DEC R. GUTTER 4 FLASH 4 PER ARCH 4 (2) 05 CONT, IN BOND BM at MAX. WHERE 40 DIA, CANNOT BE PROVIDE LINTEL SM. OBTAINED AT WORM BARB EXTEND AS FAR JAM BARS: (2)-05, U.O.N. AS POSSIBLE t PROVIDESTD. HEADER BARS: (21-"5 ON PLAN SO' HOOK HEAD HEADER BARS AD SECT ION OF WALL (TO ROOF X DIA. � 1 ABOVE) X PEN _40 2'-0" MIN. 2" CLR, EXTEND JAMS BARS START TYP, TYP. TO TOP Of: HALL 3" T Z WALL REINF. A JAMB a F I ' DOWELS SECTION TO MATCH I JAMB BARB J I L L 5ECTION LAP BAR FROM WALL BELOW WHERE OCCURS �� -OMIT SILL BLOCKS DOOR OPENING ELEVATIONAT T*10*P. OPEN INO IN CMU EXTERIOR WALL KI 8" CM LID G D / A K to cMu WALL bD 014ARAPET t FILL BEAM POCKET W/ GROUT 2 1/2" x 4" x 6" BEARING 1E --'` ,_ 3/16 REINFORCEMENT LAP SPLICE AND EMBEDMENT LENGTH BAR SIZE BAR SPACING * MIN, LAP LENGTH (IN.) ** MIN. EMBED. LENGTH (IN.) TOP BARS OTHER BARB STRAIGHT BARS WJ STD. HOOK TOP BARS OTHER BARB REQUIREMENTS FOR BLABS AND WALLS 03 6" TO 12" 21 16 16 12 6 04 28 22 22 16 8 05 35 21 21 21 10 06 42 32 32 25 12 "i 49 38 38 29 14 "8 66 51 51 39 16 I`9 6' 104 80 80 62 i8 10 TO 12" 83 64 64 49 CIO 6" 132 102 102 19 20 V TO 12" I06 81 81 63 #. Uf f 3/4" MINI FORM OR USE PEEL -STRIP qu JOINT AND FILL WJ SEALANT t/3 8 WHERE EXPOSED NOTES: 1. ADJACENT POURS MUST BE MADE AT LEAST 6 HOURS APART. 2, INTERRUPT ALL REIN. AT JOINT. CON15TRUCTION JOINT (C,J,) ► FORM OR SAW GUT 0 JOINT AND � to t/4 FILL Wt SEALANT WHERE EXPOSED s r • ,� j 4 0" z NOTE: 1. MAKE SAWCUT WITHIN 12 HOURS OF POUR, 0 o i `; 1-1EAKENED PLANE JOINT CW,F'.JJ N O N NOTE: 1. CONTRACTOR MAY USE EITHER OF ABOVE DTLS. U.Q.N. 2. MAX JOINT SPACING = 20' �,-- fc = 30M PSI Fy = 60000 PSI STANDARD HOOK " AT 2A : 6" CMU SOL10 "5 � 32 O.C. HORtZ---- � " STRAIGHT BAR EMBEDMENT LENGTH GROUTED Wt 24 EMBEDMENT W/ STANDARD HOOK O.C. VERT, 7 LENGTH CMU WALL SPECIAL 28 N INSPECTION NOT REQ'D AT : 12 CMU PARTIALLY GROUTED W/ ". tv III It O.G. --_--------- � DOWELS TO MATCH VERT, CENTERED, VERT, REINF ff� -SLAB ON GRADE j ** FOR BAR CLEAR SPACING LESS THAN 3 BAR DIAMETER, ADD 40% SLAB a SIM PER PLC 7DECK FOR BAR CLEAR SPACING LESS THAN 2 BAR DIAMETER, ADD 100io CONDITIONNOTES: AD1. MIN. LAP ALL BARS CLASS B UNLESS OTHERWISE NOTED, AT 2. STAGGER LAP OF HORIZONTAL WALL BARS 3. TOP BARS ARE HORIZONTAL BARS Wt MORE THAN 12" DEPTH OF ( I—! I 4 N PERPENDICULAR Lu j 8 COND. SIM. CONCRETE CAST BELOW THE REINFORCEMENT, MULTIPLE -- HORIZONTAL BARS IN A SINGLE VERTICAL PLAN SUCH AS COLUMN -vo i_ CONT. L3x4xlt4 LLV TIES OR HORIZONTAL BARS IN WALLS ARE NOT TOP 5AR8. CONK. TO EMBED fE W! RE54M SPLICE 6" FILLET WELD � END i.. Q C2) - � TOP t SOT. 31t I,-3N 3" CLR. " x 4" $0, EMBED iE FOR GRADE 60 REINF, 4 3,000 PSI CONC, �► O.C. MAX W1(2) d (2) 4 TOP t BOT, 1/2 `40 x " H.A.S., MIN. 2 'CONT. EMBED R ANGLE+ 4 3 CLR. d A BOND BEAM OR LINTEL (� VE tt AL REINF 2'-3- * -CONN. ANGLE TO EA, BIDE OF BM PER(5 61M d d a d a R C RE1NF, RUNS CONTINUOUS " CTR"D THROUGH JOINT D 4/-6 � 25 HORIz, REINF.-�3ryl8" �n°�WALL U TOOT ING rnA n t= / f SCALE: f. r MORTAR JOINT 1t2" RAKED 1/2" DEEP CAULKING CONTROL JOINT a BOND _BEAM OR LINTEL TS COL. PER PL VERTICAL REINF. STOP HORIZ. REINF. 11r 112" THK x 10" SQ, W! (d) 5!8" 0 A301 A.B. HORIZ. REIN, 3t8" TO 1/2" EA. SIDE OF JOINT W/ HEAVY HEX HEAD 1 1/2" NON -SHRINK GROUT `-W BEAM PER PLAN (2) 05 IN CONT, BOND % � � V2" BEAM (LOWER BOND - _ - - 1' DRYPACK BEAM BARS AS NEED r' BACKUP ROD CAULKING TO CLEAR BOTTOM (2) 314"� HEADED TCNL OF BEAM POCKET) i I STUDS W/ 8" EMBED 02=nt���� t _._PROVIDE (I)-+'S IN NOTE: CELL BELOW BEAM MAX JOINT SPACING = 24' I3f'*l. `r ARIN( CMU LUALL MASONR'1' CONTROL JOINT SCALE: N.T.S, I ( SCALE: (2) 05 CONT. TOP % �/ DECK CLOSURE EE PER DECK MFR, LTWT. CONIC, ON METAL DECK PER PLN a i (2) "5 CONT. ,•' / DECK AT PARALLEL BOND BM/. CONDITION SIMILAR CONT. L3x4xl/4 LLV. CONN TO EMBED lE 0 EMBED ���, �' �, 48" MAX PER 10 PER � j J" 8 CMU WALL ' f D A I 1 /2 N 3" 2.$ 11 1/2" 1 1/2" 1 1/2" -+ I 3J8" PLATE W/ (2) 5/8"0 A325-N BOLTS 114 114 C& TO UA 5EAM OR TS COL. (3) 04 EA, WA CONSULTANT u G.J. OR W.P YP. PROJECT 1 1/2" TYP PER I GRIFFIN �! SOLATION JOINT (FOR TOWERS BLOCK -OUT) WJ 316" EXPANSION MATERIAL COL, 4 G. BOND BREAKER i' 5 & 6 HUTTON CENTRE DR. all EMS SANTA ANA, CA 92707 1 %t•, N N CLR 1' —24" SQ, COLUMN 0 POUND,1. T I ON 1'=t'-0" Q DECK CONN. To FRM401ING PER GSN - WF BEAM OR CHANNEL R � 1 la< kkp vi � k�\N� x 2-24-05 BUILDING DEPT 12-14-04 DD BUILDING DEPT 10-26-04 PLAN CHECK 9-01-04 PROGRESS SET 8-16-04 REV DESCRIPTION DATE SHEET TITLE TYPICAL CONCRETE & CMU DETAILS SHEET NO. S.3 SCALE: SCALE: 1.1/2' =1'-0" SCALE: I 0- L is N. rTi z 4 4 M 07' m m ��.�..nzm�z 00 ul m 0 1> F m — Aho�Fpl'�- X 24 4Z 4 V-10N MAX m 4a 3" CLR. 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